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Energy Calculation Form & Manual J's (2)
%' DEL-AIR Manual S Compliance Report Job: Lot 126 Block 5 Watersto... Date: HEATING•AIR CONDITIONING Entire House By: DCs DEL AIR HTG, A/C & REFRIG. INC 531 CODISCO WAY,SANFORD,FL32771 Phone:407-333-2665 Fax:407-333-3853 Web:WWW.DELAIR.COM i • For: ADAMS HOMES C®py 5343 Vespera Street, Fort Pierce, FL 34951 Cooling E'quipment I Design Conditions Outdoor design DB: 90.4°F Sensible gain: 27233 Btuh Entering coil DB: 77.2°F Outdoor design WB: 77.4°F Latent gain: 4767 Btuh Entering coil WB: 63.5°F Indoor design DB: 75.0°F Total gain: 31999 Btuh Indoor RH: 50% Estimated airflow: 1167 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: SplitASHP Manufacturer: Carrier Model: 25HBC537A0030+FX4DNF037L Actual airflow: 1167 cfm Sensible capacity: 28535 Btuh 105% of load Latent capacity: 4964 Btuh 104% of load Total capacity: 33499 Btuh 105%of load SHR: 85% Heating Equipment i Design Conditions Outdoor design DB: 41.0°F Heat loss: 32495 Btuh Entering coil DB: 69.0°F Indoor design DB: 70.0°F Manufacturers Performance Data at Actual Design Conditions Equipment type: Split ASH Manufacturer: Carrier Model: 25HBC537A0030+FX4DNF037L Actual airflow: 1167 cfm Output capacity: 31763 Btuh 98% of load Capacity balance: 39 OF Supplemental heat required: 733 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 1167 cfm Output capacity: 7.6 kW 79%of load Temp. rise: 20 OF Meets all requirements of ACCA Manual S. wrightsoft" 2020-Mar-1812:01:50 AiN *a•�- .�v�.�� m Right-Suite®Universal 2019 19.0.12 RSU23828 Page 1 ...terstone1820BGL\Lot126Blk5Waterstone182OBGL.rup Calc=MJ8 Front Door faces: W DEL-AIR Component Constructions Job: Lot 126 Blocks Watersto... Date: HEATING•AIR CDNDRIONING Entire House By: DCS DEL AIR HTG, A/C & REFRIG. INC 531 CODISCO WAY,SANFORD,FL 32771 Phone:407-333-2665 Fax:407-333-3853 Web:WWW.DELAIR.COM Project • • For: ADAMS HOMES 5343 Vespera Street, Fort Pierce, FL 34951 Design Conditions Location: Indoor: Heating Cooling St Lucie Cc Intl, FL, US Indoor temperature(IF) 70 75 Elevation: 26 ft Design TD (IF) 29 15 Latitude: 280N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 2.4 56.9 Dry bulb(OF) 41 90 Infiltration: Daily range(OF) - 15 ( L ) Method Simplified Wet bulb(OF) - 77 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 i Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain ft� Btuh/ft'-°F ft2-°F/Btuh Btuh/ft' Btuh Btuh/fR Btu Walls Blk wall,stucco ext,r-4 ext bd ins,8"thk,1/2"gypsum board int fnsh n 534 0.201 4.1 5.83 3113 4.06 2168 e 317 0.201 4.1 5.83 1846 4.06 1286 s 611 0.201 4.1 5.83 3561 4.06 2481 w 126 0.201 4.1 5.83 736 4.06 513 all 1588 0.201 4.1 5.83 9257 4.06 6448 Partitions 12C-Osw:Frm wall,1/2"gyp.bd ext,r-13 cav ins,1/2"gypsum board 270 0.091 13.0 2.64 713 1.31 354 int fnsh,2"x4"wood frm,16"o.c.stud Windows 9-2ov:2 glazing,cir low-e outr,air gas,vnl frm mat,cir innr,1/4"gap, n 7 0.330 0 9.57 66 8.52 59 1/8"thk;NFRC rated(SHGC=0.23);50%drapes,medium;1.33 ft overhang(3.2 ft window ht,0.8 ft sep.);6.67 ft head ht 2A-2ov:2 glazing,cir low-e outr,air gas,vnl frm mat,cir innr,1/4"gap, n 49 0.330 0 9.57 469 8.52 418 1'/8"thk;NFRC rated(SHGC=0.23);50%drapes,medium;1.33 ft e 33 0.330 0 9.57 313 22.4 730 overhang(5.3 ft window ht,0.8 ft sep.);6.67 ft head ht s 49 0.330 0 9.57 469 8.52 418 all 131 0.330 0 9.57 1251 12.0 1566 10C-v:2 glazing,cir low-e outr,air gas,vnl frm mat,cir innr,1/4"gap, a 18 0.550 0 16.0 285 16.2 289 1/8"thk;NFRC rated(SHGC=0.70);11.83 ft overhang(6.7 ft window ht,0.5 ft sep.);6.67 ft head ht 2A-2ov:2 glazing,clr low-e outr,air gas,vnl frm mat,clr innr,1/4"gap, a 33 0.330 0 9.57 313 8.52 279 1/8"thk;NFRC rated(SHGC=0.23);50%drapes,medium;11.83 ft overhang(5.3 ft window ht,0.5 ft sep.);6.67 ft head ht 2A-2ov:2 glazing,clr low-e outr,air gas,vnl frm mat,cir innr,1/4"gap, w 7 0.330 0 9.57 67 11.6 81 1/8"thk;NFRC rated(SHGC=0.31);9 ft overhang(1.4 ft window ht, 0.5 ft sep.);6.67 ft head ht 2A-2ov:2 glazing,clr low-e outr,air gas,vnl frm mat,cir innr,1/4"gap, w 33 0.330 0 9.57 313 21.6 707 1/8"thk;NFRC rated(SHGC=0.21);50%drapes,medium;1 ft overhang(5.3 ft window ht,0.83 ft sep.);6.67 ft head ht ' Wrightsoft 2020-Mar-1812:01:50 Right-Suite®Universal 2019 19.0.12 RSU23828 Page 1 ...terstone1820BGL\Lot126Blk5Waterstone1B20BGL.rup Calc=MJ8 Front Door faces: W i ' 2B-2fv:2 glazing,clr low-e outr,air gas,vnl frm mat,cir innr,1/4"gap, w 14 0.330 0 9.57 130 16.1 219 1/8"thk;NFRC rated(SHGC=0.31);9 ft overhang(6.8 ft window ht,2 ft sep.);6.67 ft head ht Doors 11JO:Door,mtl fbrgl type w 20 0.600 6.3 17.4 355 17.6 359 Ceilings 16B-30ad:Attic ceiling,asphalt shingles roof mat,r-30 ceil ins,1/2" 1835 0.032 30.0 0.93 1703 1.69 3100 gypsum board int fnsh Floors 22A-tpl:Bg floor,light dry soil,on grade depth 185 0.989 0 28.7 5306 0 0 Wrightsaft- 2020-Mar-19 12:01:50 t . ,.t ,,.w�..„. m Right-Suite®Universal 2019 19.0.12 RSU23828 Page 2 AC'CA ...terstone1820BGL\Lot126Blk5Waterstone1820BGL.rup Calc=MJ8 Front Door faces: W l Job: Lot 126 Block 5 Watersto... RDEL-AIR Project Summary Date: NEQTINC•IIIRCGNOmGNR1G Entire House By: DCs DEL AIR HTG, A/C & REFRIG. INC 531 CODISCO WAY,SANFORD,FL 32771 Phone:407-333-2665 Fax:407-333-3853 Web:WWW.DELAIR.COM i -Pr • oectinformation For: ADAMS HOMES 5343 Vespera Street, Fort Pierce, FL 34951 Notes: JA 8-18-15 Change to 3.0 ton 2/16/16 S. Finch L. S. 3-18-20 VWK Vesign Information Weather: St Lucie Co Intl, FL, US Winter Design Conditions Summer Design Conditions Outside db 41 OF Outside db 90 OF Inside db 70 OF Inside db 75 OF Design TD 29 OF Design TD 15 OF Daily range L Relative humidity 50 % Moisture difference 57 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 23462 Btuh Structure 18047 Btuh Ducts 9033 Btuh Ducts 9186 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh none Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh ` Equipment load 32495 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 27233 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 3364 Btuh Ducts 1403 Btuh Central vent (0 cfm) 0 Btuh Heating Cooling (none) Area(W) 1820 1820 Equipment latent load 4767 Btuh Volume (ft3) 18350 18350 Air changes/hour 0.38 0.20 Equipment Total Load (Sen+Lat) 31999 Btuh Equiv.AVF (cfm) 116 61 Req. total capacity at 0.75 SHR 3.0 ton Heating Equipment Summary Cooling Equipment Summary Make Carrier Make Carrier Trade CARRIER Trade CARRIER Model 25HBC537AO030 Cond 25HBC537AO030 AHRI ref 10487322 Coil FX4DNF037L AHRI ref 10487322 Efficiency 8.5 HSPF Efficiency 12.5 EER, 15.5 SEER Heating input Sensible cooling 26250 Btuh Heating output 34600 Btuh 0 47°F Latent cooling 8750 Btuh Temperature rise 27 OF Total cooling 35000 Btuh Actual air flow 1167 cfm Actual air flow 1167 cfm Air flow factor 0.036 cfm/Btuh Air flow factor 0.043 cfm/Btuh Static pressure 0.40 in H2O Static pressure 0.40 in H2O Space thermostat Load sensible heat ratio 0.85 Capacity balance point=39 OF Backup: Input=8 kW, Output = 25800 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. ti �- wrightsoft' 2020-Mar-1812:01:50 �� »•• ^•- �_ro� Right-Suite®Universal 2019 19.0.12 RSU23828 Page 1 gyp` ...terstone1820BGL\Lot126BIk5Waterstone1B20BGL.rup Calc=MJ8 Front Door faces: W `1 DEL-AIR Right-M Worksheet Job: Lot 126 Blocks Waterstone... HKMG-AM CGRUMBUMV. Entire House Date: DEL AIR HTG,A/C & REFRIG. INC By: DCS 531 CODISCO WAY,SANFORD,FL32771 Phone:407-333-2665 Fax:407-333-3853 Web:WWW.DELAIR.COM 1 Room name Entire House BDRM 2 2 Exposed wall 185.0 ft 36.0 ft 3 Room height 10.0 ft d 10.0 It heat/cool 4 Room dimensions 13.0 x 13.0 It 5 Room area 1835.0 ftz 169.0 ftz Ty Construction U-value Or HTM Area (ftz) Load Area (ftz) Load number (Btuh/ftZ°F) (Btuh/ftz) or perimeter (it) (Btuh) or perimeter (ft) (Btuh) Heat Cool I Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 Blk wall,stucco ext 0'.201 n 5.83 4.06' 690 _534 _-3113 2166 160 100 5M 406 2A-2ov 0.330 n 9.57 8.52 7 0 66 59 0 0 0 0 2A-2ov __ 0.330 n 9.57 8.52_ _ - 49 _ 0 469 418._ 0 0 0 0 Blk wall,stucco ext 0,201 a 5.83 4.06 400 317 1846 1266 136 114 663 461 1 10C-v 0.550 a 15.95 16.20 18 18 285 289 0 0 0 0 2A-2ov 0.330 a 9.57 22.35 33 2 313 730 16 1 156 365 2A-2ov 0,330 e - 9.57 8.52 _ 33 33 313 279 0 0. 0 _ 0 Blk wall,stucco ext 0.201 s 6.83 4.06 660 611 3561 2481 130 130 758 528 -2A-2ov _ __ . .-_ 0.330 s-- - ..9.57 _. -8.52 _49 .49 .469 418 . 0 0: 0 0 Blk wall,stucco ext 0.201 w 5.83 4.06 200 126 736 513 0 0 0 0 2A-2ov 0.330 w 9.57 11.58 7 7 67 81 0 0 0 0 2A-2ov 0,330 w 9.57 21.62 33 0 313 707 0 0 0 0 2B-2fv 0.330 w 9.57 16.14 14 11 130 219 0 0 0 0 11J0 0.600 w 17.40 17.58 _ 20 20 355 359 0 0 0 0 P- 12C70sw __ 0.091. - 2.64 1.31 _ 27.0 270 713 354 0 0 0 "0 C 166-30ad _ 0.032 - 0.93 1.69 _ 1835 1835 1703 3100 169 _ 169 _ 157 286 F. 22A-tpl 0.989 _- 28.68 - 0.00 ,. -1835 185 _5306 „ ,0 169 36 .1033 0 6 c)AED excursion 0 1 Envelope loss/gain 19759 13462 3349 2047 12 a) Infiltration 3704 1035 721 201 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 5 1150 0 0 Appliances/other 2400 0 Subtotal(lines 6 to 13) 23462 18047 4070 2248 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 23462 18047 4070 2248 15 Duct loads 38% 51% 9033 9186 38% 51% 1567 1144 Total room load 32495 27M 5636 3393 Air required(cfm) 1167 1167 202 145 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. R� wrightsolFt- 2020-Mar-1812:01:50 Right-Suite®Universal 2019 19.0.12 RSU23828 Page 1 ...terstone1B208GL\Lot126Blk5Waterstone1820BGL.rup Calc=MJ8 Front Door faces: W i ' DEL-Ally Right-J®Worksheet Job: Lot 126 Block 5 Waterstone... HE=G-AM GG"GmGMNG Entire House Date: DEL AIR HTG, A/C & REFRIG. INC By: DCS 531 CODISCO WAY,SANFORD,FL 32771 Phone:407-333-2665 Fax:407-333-3853 Web:WWW.DELAIR.COM 1 Room name BATH 2 BDRM 3 2 Exposed wall 6.0 ft 13.0 ft 1 3 Room height 10.0 ft heat/cool 10.0 ft heat/cool 4 Room dimensions 13.0 x 6.0 ft 13.0 x 13.0 ft 5 Room area 78.0 ft2 169.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number (Btuh/ftz°F) (Btuh/ftz) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 Blk wall,stucco ext 0.201 n 5.83 4.06 0 0 0 "0 0 0 0 0 2A-2ov 0.330 n 9.57 8.52 0 0 0 0 0 0 0 0 2A-2ov_..;._ 0.330 _n _ _: 9.57 8.52 0 0 0 -" 0, 0 0 0 _ 0 Blk wall,stucco ext 0.201 a 5.83 4.06 0 0 0 0 0 0 0 0 11 10C-v 0.550 a 15.95 16.20 0 0 0 0 0 0 0 0 2A-2ov 0.330 a 9.57 22.35 0 0 0 0 0 0 0 0 2A-2ov 0.330 e - 9.57 _ 8.52 0 0 0 0 0 _ 0 0 0 UV Blk wall,stucco ext 0.201 s 6.83 4.06 60 60 350 244 130 114 663 461 l-G 2A-2ov..._ _ 0.330 . s 9.5Z 8.52 0 _0 .0 _ . . 0 16 16 156 139 Blk wall,stucco ext 0.201 w 5.83 4.06 0 0 0 0 0 0 0 0 2A-2ov 0.330 w 9.57 11.58 0 0 0 0 0 0 0 0 2A-2ov 0.330 w 9.57 21.62 0 0 0 0 0 0 0 0 2B-2fv 0.330 w 9.57 16.14 0 0 0 0 0 0 0 0 11J0 " 0.600 w 17.40" 0 0._,17.58 0 _ - 0 0 0 0 0 0 _ P 12C70sw. _ 0.091 - _2.64 � 1.31 0 0 _ 0 -_ _0_ 0 C 1613-30ad 0.032 0.93 1.69 78 78 72 132 169 169 157 286 F. 22A-tpl _ 0 989 28.68 6.00 _ - ._. ,78 6 172 _ 0 .: 169 - 13 373 0 6 c)AED excursion -20 -46 Envelope loss/gain 594 356 1349 840 12 a) Infiltration 120 34 260 73 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants Qa 230 0 0 0 0 Appliances/other 0 0 Subtotal(lines 6 to 13) 714 389 1609 913 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 714 389 1609 913 15 Duct loads 38% 51% 275 198 38% 51% 619 465 Total room load 989 588 2228 1378 Air required(cfm) 361 25 80 59 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed - wrigF+tsoFt� 2020-Mar-1812:01:50 Right-Suite®Universal 2019 19.0.12 RSU23828 Page 2 ...terstone1820BGL\Lot126Blk5Waterstone1820BGL.rup Calc=MJ8 Front Door faces: W I PDEL-AIR Right-J®Worksheet Job: Lot 126 Block Waterstone... HMWG-auHcoxnmomxc Entire House Date: DEL AIR HTG, A/C & REFRIG. INC By: DCS 531 CODISCO WAY,SANFORD,FL 32771 Phone:407-333-2665 Fax:407-333-3853 Web:WWW.DELAIR.COM 1 Room name DINING/FOYER DEN/BDRM 4 2 Exposed wall 18.0 It 31.0 ft 3 Room height 10.0 It heat/cool 10.0 ft heat/cool 4 Room dimensions 1.0 x 276.0 ft 13.0 x 13.0 ft 5 Room area 276.0 ftz 169.0 ftz Ty Construction U-value Or HTM Area (W) Load Area (ft2) Load number (Btuh/ftz-°F) (Btuh/ftz) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 Blk wall,stucco ext 0.201 n 5.83 4.06 0 0 0 0 50 50 291 203 2A-2ov 0.330 n 9.57 8.52 0 0 0 0 0 0 0 0 2A-2pv. 0.330- n 9.57--- .8.52 0 0 _ .. ._0 0 0 0 0 .. 0 yyJJ Blk wall,stucco ext 0.201 a 5.83 4.06 0 0 0 0 0 0 0 0 11 10C-v 0.550 a 15.95 16.20 0 0 0 0 0 0 0 0 2A-2ov 0.330 a 9.57 22.35 0 0 0 0 0 0 0 0 2A-2ov _. 0.3.30 e _ 9.57 8.52_ 0,. _0 0 0 0 0_ 0 0 1 Blk wall,stucco ext 0.201 s 5.83 4.06 110 77 451 314 130 130 758 528 2A-2ov 0.330 s 9.57, 8.52 .33 33 -..313 _ _ 279 _.0 .0 0 -0 Blk wall,stucco ext 0.201 w 5.83 4.06 70 29 169 118 130 97 567 395 2A-2ov 0.330 w 9.57 11.58 7 7 67 81 0 0 0 0 2A-2ov 0.330 w 9.57 21.62 0 0 0 0 33 0 313 707 213-2fv 0.330 w 9.57 16.14 14 11 130 219 0 0 0 0 11J0_ 0.600 w 17.40 17.58 20 20 355 359 0 0 0 _ 0 P 12C-bsw ,., _ - 0,091 - 2.64 1.31 70 . 70 185 92 0 -0 0 0 C. 1613-30ad ... . 0032 0.93 1.69 .-. . 276 _2.7.6. .,-.256 F 22A-t I ,98 '511,6 - 466 _ ._. 169 169 _ 157 2860. 9 2868 0.00 276 0 889 0 6 c)AED excursion 245 270 Envelope loss/gain 2442 2173 2975 2388 12 a) Infiltration 360 101 621 173 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 1 230 0 0 Appliances/other 0 0 Subtotal(lines 6 to 13) 2802 2503 3596 2562 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 414 Subtotal 2802 2503 3596 2562 5 Duct loads 38% 51% 1079 1274 38% 51% 1384 1304 Total room load 3881 3777 4980 3866 Air required(cfm) 139 1621 179 166 I Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. .�C -P�F- wr➢ghtsoft- 2020-Mar-18 12:01:50 GA Right-Suite®Universal 2019 19.0.12 RSU23828 Page 3 ...terstonel820BGL\Lotl26Blk5Waterstonel820BGL.rup Cale=MJ8 Front Door faces: W I DEL--AIR Right-M Worksheet Job: Lot 126 Block 5 Waterstone... KWMr•ameoxammaec Entire House Date: DEL AIR HTG,A/C & REFRIG. INC By: DCS 5,31 CODISCO WAY,SANFORD,FL 32771 Phone:407-333-2665 Fax:407-333-3853 Web:WWW.DELAIR.COM 1 Room name FAMILY RM MSTR BDRM 2 Exposed wall 13.0 ft 41.0 It 3 Room height 10.0 It heat/cool 10.0 ft heat/cool 4 Room 5 Room dimareensions 13.0 x 22.0 ft 14.0 x 17.0 ft 286.0 ftZ 238.0 ftz Ty Construction U-value Or HTM Area (ft2) Load Area (W) Load number (Btuh/ftZ°F) (Btuh/ft2) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 Blk wall,'stucco ext '0,201 n 5.83 4.06 0 0 0 0 170 - 154 --896 624 2A 2ov 0.330 n 9.57 8.52 0 0 0 0 0 0 0 0 2A-2ov .. --, __ - ,_0.330 n 9.57 -- 8.52 r 0 _ 0 0 _16 - --15f - ----139 Elk'wall,stucco ext 0.201 a 5.83 4.06 130 79 463 323 140 124 721 502 11 10C-v 0.550 a 15.95 16.20 18 18 285 289 0 0 0 0 2A-2ov 0.330 a 9.57 22.35 0 0 0 0 16 1 156 365 _.. 2A 2ov 0.330_ e - 9.57 8.52 - 33 33 313 279 0 _ 0 0 0 �j Blk wall,stucdo ext 0:201 s 5.83 4.06 -.b 0 0 0 100 j00 583 406 `-G. 2A 2ov:.., _:._ - ...... .0.330 . s. ..__9.57 8.52 0 . 0 0 .0 0 0__ 0 ..-.. -0 Blk wall,stucco ext 0.201 w 5.83 4.06 0 0 0 0 0 0 0 0 2A-2ov 0.330 w 9.57 11.58 0 0 0 0 0 0 0 0 2A-2ov 0.330 w 9.57 21.62 0 0 0 0 0 0 0 0 2B-2fv 0.330 w 9.57 16.14 0 0 0 0 0 0 0 0 D 11J0 _0.600 , w_ _ 17.64 1.31 40 _ 17.58 0 0 _ 0 0 0 0 _-_ 0 0 P .12C-0svv.. ., 0091 - 2. _ 6 _. 0 0 __ 0 _- 0 0 C 1613-30ad _ 0.032 _- 0.93 1.69 , - 286 286 265 483 238 238 221 402 _.F_. 22A tpl . 0.00 286 13 .. . 373 ....._0 r: __r 298 6 c)AED excursion -103 -144 Envelope loss/gain 1699 1271 3909 2295 12 a) Infiltration 260 73 821 229 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants Qa 230 3 690 1 230 Appliances/other 0 600 Subtotal(lines 6 to 13) 1959 2034 4730 3354 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1959 2034 4730 3354 15 Duct loads 38% 51% 754 1035 38% 51% 1821 1707 Total room load 2714 3069 6551 5062 Air required(cfm) 97 132 235 217 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed . A - wr➢ghtsoR Right-Suite®Universal 2019 19.0.12 RSU23828 2020-Mar-18 12:01:50Page 4 ...terstone1820BGL\Lot126Blk5Waterstone1820BGL.rup Calc=MJ8 Front Door faces: W i DEL--AIR Right-M)Worksheet Job: Lot 126 Block 5 Waterstone... HE"° -Amcosinomc Entire House Date: By: DCS DEL AIR HTG, A/C & REFRIG. INC 531 CODISCO WAY,SANFORD,FL32771 Phone:407-333-2665 Fax:407-333-3853 Web:WWW.DELAIR.COM 1 Room name M.BATH M.WIC 2 Exposed wall 12.0 it 0 it B 3 Room height 10.0 it heaUcool 10.0 it heat/cool 4 Room dimensions 1.0 x 119.0 it 7.0 x 7.0 it 5 Room area 119.0 ftz 49.0 ft2 Ty I Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number (Btuh/ftZ°F) (Btuh/ft2) or perimeter (it) (Btuh) or perimeter (it) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 5.83 .06 2A 2ov 0.330 n 9.57_ 8.52 0 0 ...._ 0 0 0 0 :0 6 �2 all,stucco exf 0.330 n 9.57 8.52 7 110 666 59 0 0 0 0 0 0 0 0. Blk wall,stucco ext 0.201 a 5.83 4.06 0 0 0 0 0 0 0 0 11 10C-v 0.550 a 15.95 16.20 0 0 0 0 0 0 0 0 2A-2ov 0.330 a 9.57 22.35 0 0 0 0 0 0 0 0 -2ov. -. 0.330 e_ 9,57 8.52 .. .0 -- . - .0 - 0 0 . _ ..0 0 . 0 Blk wall,stucco ext, 0.201 s. 5.83 4.06 0 " 0 0 0 0 0 0 0 ,2A-2ov...... 0.330- s 9.57 8.52.__.'_. .'0 _ 0-..-....:. _0 __ 0 0 0 0 0 Blk wall,stucco ext 0.201 w 5.83 4.06 0 0 0 0 0 0 0 0 2A-2ov 0.330 w 9.57 11.58 0 0 0 0 0 0 0 0 2A-2ov 0.330 w 9.57 21.62 0 0 0 0 0 0 0 0 2B-2fv 0.330 w 9.57 16.14 0 0 0 0 0 0 0 0 11J0," ... _.. _ 0.600 w -_ 17.40 17.58 _0 _ - _- 0 .. . 0 0 _...__ 0 P_ _ 12C-0sw 2.64 -.1.31 ._ .0 0 _, 0 - 0 0 _0 __., _ :0 0 _ 16B-30ad 032 -- 0.93 „ " 1.69, _- 119 .. 1 _ 110 . ,_- _ _ -49 _ 45- 83 C 0 19 201 49 F:._ ?2A-tpl.. . -0.989 _. .. .28.68 _0.00 11 b 12 :,:,. ...,.344 _0 . 49 0 'i.. __0 . 0, 6 c)AED excursion -38 -4 Envelope loss/gain 1180 681 45 79 12 a) Infiltration 240 67 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 1 1 0 Subtotal(lines 6 to 13) 1420 749 45 79 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 �14 Subtotal 1420 749 45 79 1115 Duct loads 38/ 51%1 5471 381 38% 51% 18 40 LTotal room load 1967 1130 T63 119 Air required(cfm) 71 48 2 5 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. -F4 - wr➢gt+YsolFt^ 2020-Mar-1812:01:50 Right-Suite@ Universal 2019 19.0.12 RSU23828 Page 5 ...terstone1820BGL\Lot126Blk5Waterstone1820BGL.rup Calc=MJ8 Front Door faces: W `DEL-AIR Right-M Worksheet Job: Lot 126 Block Waterstone... IRGie1G•RIB caNOmOtUNG Entire House Date: By: DCS DEL AIR HTG, A/C & REFRIG. INC 531 CODISCO WAY,SANFORD,FL32771 Phone:407-333-2665 Fax:407-333-3853 Web:WWW.DELAIR.COM 1 Room name KITCHEN/NOOK LAUNDRY 2 Exposed wall 3 Room height 10.0 It 15.0 ft heat/cool 10.0 It 0 ft heat/cool 4 Room dimensions 1.0 x 246.0 ft 6.0 x 6.0 It 5 Room area 246.0 ft2 36.0 ftz Ty Construction U-value Or HTM Area (ftz) Load Area (ftz) Load number (Btuh/ftZ°F) (Btuh/ftz) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 V)1" Blk wall stucco ext 0.201 n 5.83 4.06 150 117 6844 476 6 0 6 0 2A 2ov 0.330 n 9.57 8.52 0 0 0 0• 0 0 0 0 2A 2ov_ _. . .. .- - 0.330 n 9.5.7 8i52 33 - 0 - 313 279-: - 0 0 __. 0 0 Blk wall,stucco ext 0.201 a 5.83 4.06 0 0 0 0 0 0 6 0 11 10C-v 0.550 a 15.95 16.20 0 0 0 0 0 0 0 0 2A-2ov 0.330 a 9.57 22.35 0 0 0 0 0 0 0 0 2A-2ov 0.330, e 9.57 8.52 0_ 0 0 _ __ V)/ Blk wall,stucco ext 0.201 s 5.83 4.06 0 0 0 0" 0 0 l) 6 -_,G .2A-2ov. 0.330 ,s. __ 9.57, 8.52 0 -._, . 0 0- 0'..-:. 0 ..........0 0 _ 0 Blk wall,stucco ext 0.201 w 5.83 4.06 0 0 0 0 0 0 0 0 2A-2ov 0.330 w 9.57 11.58 0 0 0 0 0 0 0 0 2A-2ov 0.330 w 9.57 21.62 0 0 0 0 0 0 0 0 213-2fv 0.330 w 9.57 16.14 0 0 0 0 0 0 0 0 11J0 _ 0.600 w 17.40 17.58 0 __. _ 0 _ 0, 0 0 0 0 0 P-...: ..12C 0sw..-._ .-- 0.001 .._- 2.64 .-.,- .1.31 _ 140 140 369 183 . _60 60 158 79. C. ._ 166-30ad _ 0,032 0.93, 1.69 246 246 228 416 36 36 _' 33 61 E:. MA-tpl 0.989 _,28:f8-.. 0.00 --246 1$ ,.430 0- 36 ._...0 .0 0. 6 c)AED excursion -127 -36 Envelope loss/gain 2025 1227 192 104 12 a) Infiltration 300 84 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 1200 600 Subtotal(lines 6 to 13) 2325 2511 192 704 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 2325 2511 192 704 151 Duct loads 38% 51% 895 1278 38% 51% 74 358 Total room load 3220 3790 266 1062 Air required(cfm) 116 162 10 46 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed wrYghtso�4t°^ Aft. Right-Suite®Universal 2019 19.0.12 RSU23828 2020-Mar-18 12:01:50 Page 6 ...terstone1820BGL\Lot1268lk5Waterstone1820BGL.rup Cale=MJ8 Front Door faces: W I DEL-AIR Duct System Summary Job: Lot 126 Block Watersto... Date: xeanec•AIR coxnmortwc Entire House By: DCS DEL AIR HTG, A/C & REFRIG. INC 531 CODISCO WAY,SANFORD,FL32771 Phone:407-333-2665 Fax:407-333-3853 Web:WWW.DELAIR.COM I Project • - • • For: ADAMS HOMES 5343 Vespera Street, Fort Pierce, FL 34951 Heating Cooling External static pressure 0.40 in H2O 0.40 in H2O Pressure losses 0.06 in H2O 0.06 in H2O Available static pressure 0.34 in H2O 0.34 in H2O Supply/return available pressure 0.170/0.170 in H2O 0.170/0.170 in H2O Lowest friction rate 0 300 In/100ft 0.300 In/100ft Actual air flow 1167 cfm 1167 cfm Total effective length (TEL) 113 ft SupplyDetail Table I Design Htg Clg Design Diam H x W Duct Actual Ftg.Egv Name (Btuh) (cfm) (cfm) FR (in) (in) Matl Ln (ft) Ln (ft) Trunk BATH 2 h 989 36 25 0.394 4.0 Ox0 VIFx 16.3 70.0 BDRM 2 h 5636 202 145 0.366 8.0 Ox 0 VIFx 22.9 70.0 BDRM 3 h 2228 80 59 0.433 6.0 Ox 0 VIFx 8.6 70.0 DEN/BDRM 4 h 4980 179 166 0.409 7.0 Ox 0 VIFx 13.2 70.0 DINING/FOYER C 3777 139 162 0.444 7.0 Ox 0 VIFx 6.5 70.0 FAMILY RM c 3069 97 132 0.330 7.0 Ox 0 VIFx 17.9 85.0 st1 KITCHEN/NOOK c 3790 116 162 0.323 8.0 Ox0 VIFx 20.1 85.0 sti LAUNDRY c 1062 10 46 0.316 4.0 Ox0 VIFx 22.7 85.0 st1 M.BATH h 1967 71 48 0.317 5.0 Ox 0 VIFx 22.2 85.0 st1 M.WIC c 119 2 5 0.318 4.0 Ox 0 VIFx 21.9 85.0 st1 MSTR BDRM h 6551 235 217 0.300 8.0 Ox 0 VIFx 28.2 85.0 SO Supply TrunkDetail • - Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk st1 Peak AVF 531 610 0.300 570 14.0 0 x 0 VinlFlx Wrightsc) t`" 2020-Mar-1812:01:51 Qt aM"•t•, _gym•-. � Right-Suite®Universal 2019 19.0.12 RSU23828 Page 1 ACCA ..terstone1820BGL\Lot126BIk5Waterstone1820BGL.rup Calc=MJ8 Front Door faces: W Return Bramh Detail Table Grille Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct Name Size (in) (cfm) (cfm) (ft) FIR (fpm) (in) (in) Opening (in) Matl Trunk rb1 Ox 0 1167 1167 0 0 0 0 Ox 0 VIFx wrightsoft- 2020-Mar-18 12:01:51 a •t• .��m�� m Right-Suite®Universal 2019 19.0.12 RSU23828 Page 2 ACCA ..terstone1820BGL\Lot126Blk5Waterstone1820BGL.rup Calc=MJ8 Front Door faces: W 2017-AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 126 Block 5 Waterstone 1820 BGL Builder Name: ADAMS HOMES Street: 5343 Vespera Street Permit Office: City,State,Zip: Fort Pierce,FL,34951 % Permit Number: U Owner: Jurisdiction: 661000 w Design Location: FL,ST_LUCIE_CO_INTL U COMPONENT AIR BARRIER CRITERIA INSULATION INSTALLATION CRITERIA General A continuous air barrier shall be installed in the building envelope. Air-permeable insulation shall (requirements The exterior thermal envelope contains a continuous air barrier. not be used as a sealing material. i Breaks or joints in the air barrier shall be sealed. The air barrier in any dropped ceiling/soffit shall be aligned with The insulation in an shall be aligned dropped ceiling/soffit Ceiling/attic the insulation and any gaps in the air barrier shall be sealed. y air barr . gned with the aier. Access openings,drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. The junction of the foundation and sill plate shall be sealed. Cavities within corners and headers of frame walls Walls The junction of the top plate and the top of exterior walls shall be shall be insulated by completely filling the cavity sealed. with a material having a thermal resistance of R-3 Knee walls shall be sealed. per inch minimum. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. (Windows,skylights The space between window/doorjambs and framing,and and doors skylights and framing shall be sealed. i Rim joists Rim joists shall include the air barrier. Rim joists shall be insulated. i Floors The air barrier shall be installed at any exposed edge of Floor framing cavity insulation shall be installed to (including insulation. maintain permanent contact with the underside of above-garage subfloor decking,or floor framing cavity insulation I cantilevered shall be permitted to be in contact with the top side floors) of sheathing,or continuous insulation installed on the underside of floor framing and extends from the bottom to the top of all perimeter floor framing members. Crawl space walls Exposed earth in unvented crawl spaces shall be covered with Where provided instead of floor insulation,insulation a Class I vapor retarder with overlapping joints taped. shall be permanently attached to the crawlspace Shafts,penetrations Duct shafts,utility penetrations,and flue shafts opening to exterior or unconditioned space shall be sealed. Batts in narrow cavities shall be cut to fit,or narrow Narrow cavities cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spac 3s. (Recessed lighting Recessed light fixtures installed in the building thermal envelope Recessed light fixtures installed in the building shall be sealed to the drywall. thermal envelope shall be air tight and IC rated. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls,or insulation that on installation readily conforms to available space shall extend behind por0a and wormno- Shower/tub The air barrier installed at exterior walls adjacent to showers and Exterior walls adjacent to showers and tubs shall on exterior wall tubs shall separate them from the showers and tubs. be insulated. Electrical/phone box or The air barrier shall be installed behind electrical or communication exterior walls boxes or air-sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub-floor or drywall. concealed When required to be sealed,concealed fire sprinklers shall only be sprinklers sealed in a manner that is recommended by the manufacturer. Caulking or other adhesive sealants shall not be used to fill voids I between fire sprinkler cover plates and walls or ce0finas- a.In addition,inspection of log walls shall be in accordance with the provisions of]CC-400. 3/18/2020 12:43 PM EnergyGauge®USA 6.0.02(Rev.1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 1 of 1 FORM R405-2017 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST i Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance)Method Applications for compliance with the 2017 Florida Building Code, Energy Conservation via the residential Simulated Performance Method shall include: ❑ This checklist ❑ A Form R405 report that documents that the Proposed Design complies with Section R405.3 of the Florida Energy Code. This form shall include a summary page indicating home address, a-ratio and the pass or fail status along with summary areas and types of components, whether the home was simulated as a worst-case orientation, name and version of the compliance software tool, name of individual j completing the compliance report(one page)and an input summary checklist that can be used for field verification (usually four pages/may be greater). ❑ Energy Performance Level(EPL) Display Card(one page) ❑ HVAC system sizing and selection based on ACCA Manual S or per exceptions provided in Section R403.7 ❑ Mandatory Requirements (five pages) Required prior to CO for the Performance Method: ❑ Air Barrier and insulation Inspection Component Criteria checklist(Table R402.4.1.1 - one page) ❑ A completed Envelope Leakage Test Report(usually one page) ❑ If Form R405 duct leakage type indicates anything other than "default leakage", then a completed Form R405 Duct Leakage Test Report(usually one page) 3/18/2020 12:42:08 PM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition(2017)Compliant Software Page 1 of 1 I • I Envelope Leakage Test Report (Blower Door Test) Residential Prescriptive, Performance or ERI Method Compliance 2017 Florida Building Code, Energy Conservation, 6th Edition Jurisdiction: 661000 Permit#: Job-Information Builder: ADAMS HOMES Community: Lot: 126 Address: 5343 Vespera Street City: Fort Pierce State: FL Zip: 34951 Alr"L@1k1ge Test ReSU ItS 'Passing results must meet either the Performance, Prescriptive, or ERI Method O PRESCRIPTIVE'METHOD-The building or dwelling unit shall.be tested and.verified as having an air leakage rate of not exceeding.7 air changes per hour at a pressure of 0.2 inch w.g:`(50-Pascals)in Climate Zones 1'and 2. . PERFORMANCE or ERI METHOD=The building or'dwelling unit,shall be tested and verified as having an air leakage rate of not exceeding`' the'selected ACH(50)value,as shown on Form R405�-2017(Performance)or-R406-2017'(ERI),section labeled as infiltration,sub-section ACH50. ACH(50)specified on Form R405-2017 Energy Calc(Performance)or R406-2017,(ERl): 7.000 x 60 _ 18200 = Method for calculating building volume: CFM(50) Building Volume ACH(50) Q Retrieved from architectural plans FIPASS •Code software calculated When ACH(50) is less than 3, Mechanical Ventilation installation O Field measured and calculated must be verified by building department. R402.4.1.2 Testing.Testing shall be conducted in accordance with ANSI/RESNET/ICC 380 and reported at a pressure of 0.2 inch w.g.(50 Pascals) Testing shall be conducted by either individuals as defined in Section 553.993(5)or(7),Florida Statues.or individuals licensed as set forth in Section 489.105(3)(f),(g),or(1)or an approved third party.A written report of the results of the test shall be signed by the party conducting the test and provided to thecode official.Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors,fireplace and stove doors shall be closed,but not sealed,beyond the intended weatherstripping or other infiltration control measures. 2. Dampers including exhaust,intake,makeup air,back draft and flue dampers shall be closed,but not sealed beyond intended infiltration control measures. 3.Interior doors,if installed at the time of the test,shall be open. 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed. 5.Heating and cooling systems,if installed at the time of the test,shall be turned off. 6.Supply and return registers,if installed at the time of the test,shall be fully open. Testing Company Company Name: Phone:. I hereby verify that the above Air Leakage results are in accordance with the 2017 6th Edition Florida Building Code Energy Conservation requirements according to the compliance method selected above. Signature of Tester: Date of Test: Printed Name of Tester: j License/Certification#: Issuing Authority: 3/18/2020 12:43:19 PM EnergyGauge@ USA 6.0.02(Rev.1)-FlaRes2017 FBC 6th Edition(2017)Compliant Software Page 1 of 1 i Florida Building Code, Energy Conservation, 6th Edition (2017) Mandatory Requirements for Residential Performance, Prescriptive and ERI Methods ADDRESS: 5343 Vespera Street Permit Number: Fort Pierce,FL,34951 MANDATORY REQUIREMENTS See individual code sections for full details. ✓ SECTION R401 GENERAL R401.3 Energy Performance Level(EPL)display card(Mandatory)The building official shall require that an energy performance level(EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy.Florida law (Section 553.9085,Florida Statutes)requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings.The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit.The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate code compliance for the building.A copy of the EPL display card can be found in Appendix RD. R402.4 Air leakage(Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.4.1 through R402.4.5. Exception: Dwelling units of R-2 Occupancies and multiple attached single family dwellings shall be permitted to comply with Section C402.5. I R402.4.1 Building thermal enveld-j>ne building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. ❑ R402.4.1.1 InstallationThe components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table R402.4.1.1,as applicable to the method of construction.Where required by the code official,an approved third party shall inspect all components and verify compliance. ❑ R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate not exceeding seven air changes per hour in Climate Zones 1 and 2,and three air changes per hour in Climate Zones 3 through 8.Testing shall be conducted in accordance with ANSI/RESNET/ICC 380 and reported at a pressure of 0.2 inch w.g.(50 pascals).Testing shall be conducted by either individuals as defined in Section 553.993(5)or(7),Florida Statutes,or individuals licensed as set forth in Section 489.105(3)(0,(g)or(i)or an approved third party.A written report of the results of the test shall be signed by the party conducting the test and provided to the code official.Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. Exception: Testing is not required for additions,alterations,renovations,or repairs,of the building thermal envelope of existing buildings in which the new construction is less than 85 percent of the building thermal envelope. During testing: 1.Exterior windows and doors,fireplace and stove doors shall be closed,but not sealed,beyond the intended weatherstripping or other infiltration control measures. 2.Dampers including exhaust,intake,makeup air,backdraft and flue dampers shall be closed,but not sealed beyond intended infiltration control measures. 3.Interior doors,if installed at the time of the test,shall be open. 4.Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed. 5.Heating and cooling systems,if installed at the time of the test,shall be turned off. 6.Supply and return registers,if installed at the time of the test,shall be fully open. ❑ R402.4.2 Fireplaces. New wood-burning fireplaces shall have tight-fitting flue dampers or doors,and outdoor combustion air.Where using tight-fitting doors on factory-built fireplaces listed and labeled in accordance with UL 127,the doors shall be tested and listed for the fireplace.Where using tight-fitting doors on masonry fireplaces,the doors shall be listed and labeled in accordance with UL 907. R402.4.3 Fenestration air IeakagdNindows,skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot(1.5 L/s/m2),and swinging doors no more than 0.5 cfm per square foot(2.6 L/s/m2),when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited,independent laboratory and listed and labeled by the manufacturer. Exception: Site-built windows,skylights and doors. 3/18/2020 12:42 PM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 1 of 5 F , , MANDATORY REQUIREMENTS - (Continued) R402.4.4 Rooms containing fuel-burning appliances. In Climate Zones 3 through 8,where open combustion air ducts provide combustion air to open combustion fuel burning appliances,the appliances and combustion air opening shall be located outside the building thermal envelope or enclosed in a room,isolated from inside the thermal envelope.Such rooms shall be sealed and insulated in accordance with the envelope requirements of Table R402.1.2,where the walls,floors and ceilings shall meet not less than the basement wall R-value requirement.The door into the room shall be fully gasketed and any water lines and ducts in the room insulated in accordance with Section R403.The combustion air duct shall be insulated where it passes through conditioned space to a minimum of R-8. Exceptions: 1. Direct vent appliances with both intake and exhaust pipes installed continuous to the outside. 2. Fireplaces and stoves complying with Section R402.4.2 and Section R1006 of the Florida Building Code,Residential. R402.4.5 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces.All recessed luminaires shall be IC-rated and labeled as having an air leakage rate not more than 2.0 cfm(0.944 Us)when tested in accordance with ASTM E283 at a 1.57 psf(75 Pa)pressure differential.All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. SECTION R403 SYSTEMS R403.1 Controls. Fi R403.1.1 Thermostat provision(Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. R403.1.3 Heat um supplementary heat(Mandatory). Heat pumps having supplementary electric-resistance.heat shall have controls pump P rY ( rY)� P P 9 PP rY that,except during defrost,prevent supplemental heat operation when the heat pump compressor can meet the heating load. R403.3.2 Sealing(Mandatory) All ducts,air handlers,filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers,shall be constructed and sealed in accordance with Section C403.2.9.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria below. Duct tightness shall be verified by testing in accordance with ANSI/RESNET/ICC 380 by either individuals as defined in Section 553.993(5)or (7),Florida Statutes,or individuals licensed as set forth in Section 489.105(3)(f),(g)or(1),Florida Statutes,to be"substantially leak free"in accordance with Section R403.3.3. R403.3.2.1 Sealed air handler. Air handlers shall have a manufacturer's designation for an air leakage of no more than 2 percent of the design airflow rate when tested in accordance with ASHRAE 193. ❑ R403.3.3 Duct testing(Mandatory).Ducts shall be pressure tested to determine air leakage by one of the following methods: 1, Rough-in test:Total leakage shall be measured with a pressure differential of 0.1 inch w.g.(25 Pa)across the system,including the manufacturer's air handler enclosure if installed at the time of the test.All registers shall be taped or otherwise sealed during the test. 2. Postconstruction test:Total leakage shall be measured with a pressure differential of 0.1 inch w.g.(25 Pa)across the entire system,including the manufacturer's air handler enclosure.Registers shall be taped or otherwise sealed during the test. Exceptions: 1. A duct air leakage test shall not be required where the ducts and air handlers are located entirely within the building thermal envelope. 2. Duct testing is not mandatory for buildings complying by Section 405 of this code. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. ❑R403.3.5 Building cavities(Mandatory). Building framing cavities shall not be used as ducts or plenums. 0R403.4 Mechanical system piping insulation(Mandatory). Mechanical system piping capable of carrying fluids above 105°F(41°C) or below 55°F(13°C)shall be insulated to a minimum of R-3. ❑ R403.4.1 Protection of piping insulation. Piping insulation exposed to weather shall be protected from damage, including that caused by sunlight,moisture,equipment maintenance and wind,and shall provide shielding from solar radiation that can cause degradation of the material.Adhesive tape shall not be permitted. ❑ R403.5.1 Heated water circulation and temperature maintenance systems(Mandatory)Heated water circulation systems shall be in accordance with Section R403.5.1.1.Heat trace temperature maintenance systems shall be in accordance with Section R403.5.1.2. Automatic controls,temperature sensors and pumps shall be accessible.Manual controls shall be readily accessible. ❑ R403.5.1.1 Circulation systems. Heated water circulation systems shall be provided with a circulation pump.The system return pipe shall be a dedicated return pipe or a cold water supply pipe.Gravity and thermosiphon circulation systems shall be prohibited. Controls for circulating hot water system pumps shall start the pump based on the identification of a demand for hot water within the occupancy.The controls shall automatically turn off the pump when the water in the circulation loop is at the desired temperature and when there is no demand for hot water. ❑ R403.5.1.2 Heat trace systems.Electric heat trace systems shall comply with IEEE 515.1 or UL 515.Controls for such systems shall automatically adjust the energy input to the heat tracing to maintain the desired water temperature in the piping in accordance with the times when heated water is used in the occupancy. 3'18/2020 12:42 PM EnergyGauge®USA 6.0.02(Rev.1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 2 of 5 i I MANDATORY REQUIREMENTS - (Continued) R403.5.5 Heat traps(Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets.External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3%inches(89 mm)in the hot water distribution line and cold water line located as close as possible to the storage tank. R403.5.6 Water heater efficiencies(Mandatory). R403.5.6.1.1 Automatic controls. Service water-heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use.The minimum temperature setting range shall be from 100°F to 140OF(38°C to 600C). R403.5.6.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off.A separate valve shall be provided to permit the energy supplied to the main bumer(s)of combustion types of service water-heating systems to be turned off. ❑ R403.5.6.2 Water-heating equipment. Water-heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code,Energy Conservation,Commercial Provisions,for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water-heating category.Solar water heaters shall meet the criteria of Section R403.5.6.2.1. R403.5.6.2.1 Solar water-heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system.The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems.Solar collectors shall be tested in accordance with ISO Standard 9806,Test Methods for Solar Collectors, and SRCC Standard TM-1,Solar Domestic Hot Water System and Component Test Protocol.Collectors in installed solar water-heating systems should meet the following criteria: 1. Be installed with atilt angle between 10 degrees and 40 degrees of the horizontal;and 2. Be installed at an orientation within 45 degrees of true south. ❑ R403.6 Mechanical ventilation(Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code,Residential,or Florida Building Code,Mechanical,as applicable,or with other approved means of ventilation including:Natural, Infiltration or Mechanical means.Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. R403.6.1 Whole-house mechanical ventilation system fan efficacy.When installed to function as a whole-house mechanical ventilation system,fans shall meet the efficacy requirements of Table R403.6.1. Exception: Where whole-house mechanical ventilation fans are integral to tested and listed HVAC equipment,they shall be powered by an electronically commutated motor. R403.6.2 Ventilation air. Residential buildings designed to be operated at a positive indoor pressure or for mechanical ventilation shall meet the following criteria: 1. The design air change per hour minimums for residential buildings in ASHRAE 62.2,Ventilation for Acceptable Indoor Air Quality,shall be the maximum rates allowed for residential applications. 2. No ventilation or air-conditioning system make-up air shall be provided to conditioned space from attics, crawlspaces,attached enclosed garages or outdoor spaces adjacent to swimming pools or spas. 3. If ventilation air is drawn from enclosed space(s),then the walls of the space(s)from which air is drawn shall be insulated to a minimum of R-11 and the ceiling shall be insulated to a minimum of R-19,space permitting,or R-10 otherwise. R403.7 Heating and cooling equipment(Mandatory). El R403.7.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building.The manufacturer and model number of the outdoor and indoor units(if split system)shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1.This Code does not allow designer safety factors,provisions for future expansion or other factors that affect equipment sizing.System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems.New or replacement heating and cooling equipment shall have an efficiency rating equal to or greater than the minimum required by federal law for the geographic location where the equipment is installed. TABLE R403.6.1 WHOLE-HOUSE MECHANICAL VENTILATION SYSTEM FAN EFFICACY FAN LOCATION AIRFLOW RATE MINIMUM MINIMUM EFFICACY a AIRFLOW RATE MAXIMU (CFM) (CFM/WATT) (CFM) Range hoods Any 2.8 cfm/watt Any In-line fan Any 2.8 cfm/watt Any Bathroom,utility room 10 1.4 cfm/watt <90 Bathroom,utility room 90 2.8 cfm/watt Any For SI: 1 cfm=28.3 Umin. a. When tested in accordance with HVI Standard 916 3/18/2020 12:42 PM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 3 of 5 MANDATORY REQUIREMENTS - (Continued) R403.7.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.7,or the closest available size provided by the manufacturer's product lines.The corresponding latent capacity of the equipment shall not be less than the calculated latent load. The published value for AHRI total capacity is a nominal,rating-test value and shall not be used for equipment sizing.Manufacturer's expanded performance data shall be used to select cooling-only equipment.This selection shall be based on the outdoor design dry-bulb temperature for the load calculation(or entering water temperature for water-source equipment),the blower CFM provided by the expanded performance data,the design value for entering wet-bulb temperature and the design value for entering dry-bulb temperature. Design values for entering wet-bulb and dry-bulb temperatures shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s)is installed in an unconditioned space. Exceptions: 1. Attached single-and multiple-family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida-registered engineer,in attached single-and multiple-family units,the capacity of equipment may be sized in accordance with good design practice. R403.7.1.2 Heating equipment capacity. R403.7.1.2.1 Heat pumps. Heat pump sizing shall be based on the cooling requirements as calculated according to Section R403.7.1.1,and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load even if the design heating load is 1.15 times greater than the design cooling load. R403.7.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.7.1. R403.7.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.7.1. R403.7.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis,such as anticipated additional loads caused by major entertainment events,shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: 1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. ❑ R403.8 Systems serving multiple dwelling units(Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the IECC—Commercial Provisions in lieu of Section R403. R403.9 Snow melt and ice system controls(Mandatory) Snow-and ice-melting systems,supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 50°F(10°C),and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40oF(4.8°C). 0 R403.10 Pools and permanent spa energy consumption(Mandatory). The energy consumption of pools and permanent spas shall be in accordance with Sections R403.10.1 through R403.10.5. R403.10.1 Heaters. The electric power to heaters shall be controlled by a readily accessible on-off switch that is an integral part of the heater mounted on the exterior of the heater,or external to and within 3 feet(914 mm)of the heater.Operation of such switch shall not change the setting of the heater thermostat.Such switches shall be in addition to a circuit breaker for the power to the heater.Gas-fired heaters shall not be equipped with continuously burning ignition pilots. R403.10.2 Time switches.Time switches or other control methods that can automatically t tally turn off and on according to a preset schedule shall be installed for heaters and pump motors.Heaters and pump motors that have built-in time switches shall be in compliance with this section. Exceptions: 1. Where public health standards require 24-hour pump operation. 2. Pumps that operate solar-and waste-heat-recovery pool heating systems. 3. Where pumps are powered exclusively from on-site renewable generation. R403.10.3 Covers. Outdoor heated swimming pools and outdoor permanent spas shall be equipped with a vapor-retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Where more than 70 percent of the energy for heating,computed over an operation season,is from site-recovered energy,such as from a heat pump or solar energy source,covers or other vapor-retardant means shall not be required. R403.10.4 Gas-and oil-fired pool and spa heaters. All gas-and oil-fired pool and spa heaters shall have a minimum thermal 0 efficiency of 82 percent for heaters manufactured on or after April 16,2013,when tested in accordance with ANSI Z 21.56.Pool heaters fired by natural or LP gas shall not have continuously burning pilot lights. 3/18/2020 12:42 PM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 4 of 5 R403.10.5 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160,Table 2,Standard Rating Conditions-Low Air Temperature.A test report from an independent laboratory is required to verify procedure compliance.Geothermal swimming pool heat pumps are not required to meet this standard. F]' R403.11 Portable spas(MandatoryM energy consumption of electric-powered portable spas shall be controlled by the requirements of APSP-14. SECTION R404 ELECTRICAL POWER ANDUGHTING SYSTEMS R404.1 Lighting equipment(Mandatory). Not less than 75 percent of the lamps in permanently installed lighting fixtures shall be high-efficacy lamps or not less than 75 percent of the permanently installed lighting fixtures shall contain only high-efficacy lamps. Exception:Low-voltage lighting. R404.1.1 Lighting equipment(Mandatory)Fuel gas lighting systems shall not have continuously burning pilot lights. 3/18/2020 12:42 PM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 5 of 5 I 249 Maitland Avenue, Suite 3000 D Altamonte Springs, Florida 32701 F P:(321)972-0491 1 F:(321)972-0484 E:info@fdseng.com Website:www.fdseng.com ENGINEERING ASSOCIATES March 19,2020 Building Department Ref: Adams Homes Lot: Lot 126 Blk 5 Subdivision: Fort Pierce-Waterstone Address: 5343 Vespera St. Model: 1820 B LHG KA# 20-1839 Truss Company: Builders First Source Date of drawings: 3/16/20 I . Job No.: 2291562 Wind Speed: 160 Contractor Exposure: C Truss Engineer: Joaquin Velez Copy To whom it may concern, We have reviewed the truss design package for the project referenced above. This truss package complies with the original design intent and the underlying structure will accommodate all indicated loads. We approve the truss package without comment based upon the truss layout and truss profiles supplied to us by the Truss Company with truss profiles sealed by the Truss Engineer. Please note,this review is only for general conformance with the design concept of the project. Contractor or sub-contractor is responsible for matching all structural components and details shown in the construction documents. Contractor or sub-contractor is also responsible for confirming all quantities and dimensions; selecting appropriate fabrication processes and techniques;and coordinating work with all other trades. Note: Truss ID's may vary. If you have any questions,please do not hesitate to call. Sincerely, 0%a L1111 U l S111111 9 `���J oy .. C. C0 o 9JJ ma. ti %�•.• h f � 71 •. -);I- co�0 T ;-r. Tq� � 3/19/2020 Carl A. Brown,P.E. Luis ir. 1 es,1':�. .%Todd M.Born,P.E. FL.#56126 FL.#g77 *d ° r) `;,•.••'�?1 a FL.#82126 "Doing Business with a Servicd°Mif�Wf and an Eye for Detail" „ ®1� �1- '��H CAUTIONM DO NOT ATTEMPT TO ERECT TRUSSES WITHOUT REFERRING TO THE ENGINEERING DRAWINGS AND BSCI-B1 SUMMARY SHEETS. _ ALL PERMANENT BRACING MUST BE ,t1J IN PLACE PRIOR TO LOADING > TRUSSES. (ie. SHEATHING, ci SHINGLES,ETC.) ALL INTERIOR BEARING WALLS c,y MUST BE IN PLACE PRIOR TO INSTALLING TRUSSES. REFER TO FINAL ENGINEERING c3 SHEETS FOR THE FOLLOWING. 1) NUMBER OF GIRDER PLIES AND NAILING SCHEDULE. 2)BEARING BLOCK REQUIREMENTS. AO 3)SCAB DETAILS(IF REQUIRED) pr 4)UPLIFT AND GRAVITY REACTIONS. i WARNING Backcharges Will Not Be Accepted Regardless of Fault Without Prior 0 Notification By Customer Within 48 Hours And Investigation By Builders First Source. NO EXECPTIONS. The General Contractor Is Responsible For All Connections Other Than Truss p to Truss,Gable Shear Wall,And Connections.Temporary and Permanent Bracing,And Ceiling And AO Roof Diaphragm Connections. ROOF PITCH: 6112 CEILING PITCH: 0112 TOP CHORD SVE: 2 X 4 BOTTOM CHORD SIZE: 2 X 4 0 REVIEWED ❑ REVISE AM RESU OVERHANG LENGTH: 16" o END CUT: Plumb ❑REVIEWED WITH NOTATIONS ❑/NOT REVIEWED CANTILEVER: - IIaEE EV"TIOd) TRUSS SPACING: 24" Corrections or commmft theft an lewwrilent :r ft BUILDING CODE: FBC2017 m or shop drawings during this re*gw do no relieve- BEARING HEIGHT SCHEDULE tractor from compliance with requirements of ft draw- ings and specifications. This d & is ora -for review of general conformance..with -#*-design_concept of-tho project and general compliance with the information given A021 I in the contract documents. The contractor is responsible for confirming and corelating all quantities and dimen- sions, selecting fabrication processes and techniques of BUILDER: A construction, coordinating_his work wlthboat of all other Adams Homes trades and performing his work in a safe and ry A09 manner. PROJECT: Single Family FLORIDA_DESIGN:SOLUTIONS,,IIIC• MODEL: 1820 B Date BY ADDRESS: 6343 VESPERA ST LOT I BLOCK: 12616 A„ �M Submittal Bo. Pr*d NO. Eng SUBDIVISION: WATERSTONE CITY: FORT PIERCE Project Name; DRAWN BY: K SANCHEZ JOB H: 2281562 cry DATE: 03116/2020 I SCALE:I NTS C3 PLAN DATE: 2020 iL c,v REVISIONS: 1. 2. 2 0 3. 4. VERIFYE CEIUNG FRANNG REOIAREDFIN REND By -DERTIONS R TO APPROVAL MAIN WIND FORCE REBe tENTSTEMW C NYBRID WIND ASOE1'10 IMPORTANT o ENCLOSED CCCO RE CATEGORYThis Drawing Must Fa Approved And , ' OCCUPANCY CATEGO o WDIDLDAD76BMPHReturned Barore Fabrication WillWIND a1PORTANCE FA00dem '���y�1��,AA� �TRUSSESHAVEBEENED FOR A 10.0 P3F BOTTON CNORD LIVE LOAO Bagin.For YourProtectlon CheekA �r`VV�/1 r��'rNONCONCURRENT WTHER LIVE LOADS Dimensions And Conditions Prior TOApproval Of Plan.ROOF LG FLOOR LOADING SIGNATURE BELOW INDICATES ALLNOTES AND DIMENSIONS HAVE 4408 Airport Road TCLL: SF TCLL: 40 PSF BEEN ACCEPTED. Plant City,FL 33563 TCDL: SF TCDL: 10 PSF By—Date Ph.(813)30S 300BCDL. SF BCDL: 5 PSFFax(813)305-1300TOTAL: SF TOTAL: 65 PSFDURATION: DURATION: 1.00 ® Lumber design valuQs are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RE: 2291562 - LOT 126/5 WATERSTONE MiTek USA, Inc. 6904 Parke East Blvd. Site Information: a,FL 33610-4115 Customer Info: Adams Homes Port St Lucie Project Name: 2291562 Model: 18181 Lot/Block: 126/5 Subdivision: Waterstone-St Lucie County Address: 5343 Vespera St., . City: Fort Pierce State: FL Name Address and License#of Structural Engineer of Record, If there is one,for the building. Name: License#: Address: City: State: GI neral Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 31 individual, 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 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 11 T19701612 A01 3/16/20 23 T19701634 C5V 3/16/20 2 T19701613 A02 3/16/20 24 T19701635 D02 3/16/20 3 T19701614 A03 3/16/20 25 T19701636 E3 3/16/20 4 T19701615 A04 3/16/20 26 T19701637 E7 3/16/20 5 T19701616 A05 3/16/20 27 T19701638 E7V 3/16/20 6; T19701617 A06 3/16/20 28 T19701639 E7VP 3/16/20 71 T19701618 A07 3/16/20 29 T19701640 H3 3/16/20 8, T19701619 A08 3/16/20 30 T19701641 H7 3/16/20 9 T19701620 A09 3/16/20 31 T19701642 H7V 3/16/20 10 T19701621 A10 3/16/20 111 T19701622 A11 3/16/20 12 T19701623 Al2 3/16/20 13 T19701624 B02 3/16/20 1�5 T19701626 B04 3/16/20 16 T19701627 B05 3/16/20 17 T19701628 Cl 3/16/20 1!8 T19701629 C1 P 3/16/20 } �tor 19 T19701630 C1 V 3/16/20 c®li.Ta 20 T19701631 C3 3/16/20 ®�� 21 T19701632 C3V 3/16/20 22 T19701633 C5 3/16/20 ���>Itt ttr The truss drawing(s)referenced above have been prepared by ��oPpUl •• V. ��� MiTek USA,Inc. under my direct supervision based on the parameters �� �•,��C N ,•� ���� provided by Builders FirstSource(Plant City,FL). Truss Design Engineer's Name: Velez, Joaquin No 182 My license renewal date for the state of Florida is February 28, 2021. = IMPORTANT NOTE:The seal on these truss component designs is a certification �� A E OF : J that the engineer named is licensed in the jurisdiction(s)identified and that the O F• \_��� designs comply with ANSI/TPI 1. These designs are based upon parameters �� • O 1 shown(e.g.,loads,supports,dimensions,shapes and design codes),which were �i� s �Cgiven to Tek's or TRENCO's customers file referrencerpurposeect e only,cific Iand was onot taken into accon included is for unt in the •t l►��,,, preparation of these designs. MiTek or TRENCO has not independently verified the Joa uln Velez PE No. 8182 applicability of the design parameters or the designs for any particular building. Before use, MiT k USA,Inc.FL rt 6634 the building designer should verify applicability of design parameters and properly 69 Parke East Blvd Tampa FL 33610 incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. Date. March 16,2020 Velez,Joaquin 1 of 1 Jab Truss Truss Type Qty Ply LOT 12615 WATERSTONE T19701612 2291562 A01 SPECIAL 8 1 Job Reference o tional Builders FiistSource(Plant City,FL), Plant City,FL-33567, 8.240 s Mar 9 2020 MiTek Industries,Inc. Mon Mar 16 14:56:44 2020 Page 1 I D:193QGW BBpX3j RI87zeOm7kz5?ad-UyMCRnFGv7cGNUU P1m_GiO22nQFcvnoUOtyjHBzaKE1 0i 4 q 6-3-0 11-11-12 19-10-0 27-8-4 33-5-0 39-B-0 A1-O Q 1;4-0 6-3-0 5-8-12 7-10-4 7-10-4 5-8-12 6-3-0 '1-4-0 Scale=1:73.1 I 5x6= 6.00 F12 5 22 23 5x8 5x8 4 6 2x4 2x4 3 7 1.5x8 STP= 24 .5x8 STP= 21 0 14 m 2 13 12 25 26 11 10 0 89 m N qI 1 6xl2 MT20HS= 4x6= 3x4= 3x4= 6xl2 MT20HS= Io 0 4x10 MT201-]S::� 3.00 F12 410 MT20HS 8-B•0 17-6-8 22-1-8 31-0-0 39-8-0 8-8-0 8-10-8 4-6-15 8-10-8 8-8.0 Plate Offsets(X,Y)---_[2:0-0-14,Edge],[4:0-4-0,0-3-0],[6:0-4-0,0-3-0],[8:0-0-14,Edge] . I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.60 12-14 >798 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -1.00 10-11 >475 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(CT) 0.56 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight:197 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1'Except' BOT CHORD Rigid ceiling directly applied or 5-1-0 oc bracing. 2-14,8-10:2x4 SP M 31 WEBS 1 Row at midpt 6-11,4-12 WEBS 2x4 SP No.3 REACT ONS. (size) 2=0-8-0,8=0-8-0 Max Horz 2=433(LC 8) Max Uplift 2=797(LC 10),8=797(LC 10) Max Grav 2=1540(LC 1),8=1540(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP C i ORD 2-3=5015/2708,3-4=-4724/2545,4-5=-2447/1526,5-6=-2447/1526,6-7=-4632/2545, 7-8=4908/2708 BOTCH ORD 2-14=-2261/4844,12-14=-1480/3327,11-12=-656/1914,10-11=-1480/3087, 8-10=-2261/4433 WEBS 5-11=-450/970,6-11=-1297/858,6-10=708/1631,7-10=-271/284,5-12=450/1024, 4-12=-1385/858,4-14=-708/1789,3-14=257/284 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASIDE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=40ft;eave=5ft;Cat. 11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-4-0 to 2-7-10,Interior(1)2-7-10 to 15-10-6,Exterior(2) 15-10-6 to 23-9-10,Interior(1)23-9-10 to 37-0-6,Exterior(2)37-0-6 to 41-0-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)All plates are MT20 plates unless otherwise indicated. 4)Thisltruss 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,with BCDL=10.Opsf. 6)Bearing at joint(s)2,8 considers parallel to grain value using ANSI/rPI 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 797 lb uplift at joint 2 and 797 lb uplift at joint 8. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: March 16,2020 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MX7473 rev.fe/03/2015 BEFORE USE. �' Design valid for use only with M1709 connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSIMII Quality Cdteda,DSB-89 and BCSI Butding Component 6904 Parke East Blvd. Safety Informationovailable from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 I� Job Truss Truss Type , City Ply LOT 126/5 WATERSTONE T19701613 2291562 A02 SPECIAL 2 1 Job Reference(optional) Builders FirstSource(Plant City,FL), Plant City,FL-33567, 8.240 s Mar 9 2020 MiTek Industries,Inc. Mon Mar 16 14:56:47 2020 Page 1 ID:193QGW BBpX3jRI87zeOm7kz5lad-vX2L3pHBC2_rExD_cwYzL1 gaEeGd65VwirANuWzaKE_ r1-4•q 6-3-0 11-11-12 19.0-0 20.8-0 27-8-4 33-5-0 39-8.0 fl-0-q 1-4-0 6-3-0 5-B-12 7-0-4 1-8-0 7-0-4 5-8-12 6-3-0 1-4-0 Scale=1:73.4 5x6= 6.00 12 5x6= 5 6 I I 5x8 i 24 25 5x8 4 7 m 0 n 2x4 2x4 3 B 1.5x8 STP= 26 1.5xBSTP= 23 0 m 1 2 16 15 14 13 12 11 910 1�19 dI 6x12 MT20HS= 3x6= 3x4= 3x4= 6x12 MT20HS= d 0 3x4= 5x8% 3.00 F12 5x8 Z 8•B-0 15-7-7 19-10-0 24-0-9 31-0-0 39-8-0 8.8-0 6-11-7 4-2-9 4-2-9 6-11-7 B-8-0 Plate Offsets(X,Y)-- 12:0-2-7 Edge],[4:0-4-0,0-3-0],[5:0-4-0,0-2-8],[6:0-4-0,0-2-81,[7:0-4-0,0-3-0],[9:0-2-7,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.61 11-12 >787 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.91 11-12 >522 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 Horz(CT) 0.57 9 n/a n/a BCDL 10.0 Code FBC2017(rP12014 Matrix-MSH Weight:218 lb FT=20% LUMBE�- BRACING- TOP CHI RD 2x4 SP No.2'Except* TOP CHORD Structural wood sheathing directly applied. 1-4,7-10:2x4 SP No.i BOT CHORD Rigid ceiling directly applied or 4-8-14 oc bracing. BOT CHORD 2x4 SP No.2*Except* 2-16,9-11:2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. (size) 2=0-8-0,9=0-8-0 Max Harz 2=-417(LC 8) Max Uplift 2=-797(LC 10),9=797(LC 10) Max Grav 2=1540(LC 1),9=1540(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP C i ORD 2-3=-4905/2771,3-4=-4621/2604,4-5=-2726/1736,5-6=-1932/1427,6-7=-2726/1736, 7-8=-4621/2604,8-9=4905/2771 BOT CHORD 2-16=-2318/4717,15-16=-1511/3216,13-15=-741/1929,12-13=-740/1929, 11-12=1510/3090,9-11=-2318/4431 WEBS 3-16=-282/293,4-16=-739/1735,4-15=-1216/789,5-15=-569/1133,5-13=-269/321, 6-13=-265/321,6-12=-571/1066,7-12=-11381789,7-11=-740/1605,8-11=-296/294 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=40ft;eave=5ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-4-0 to 2-7-10,Interior(1)2-7-10 to 15-0-6,Exterior(2)15-0-6 to 24-7-10,Interior(1)24-7-10 to 37-0-6,Exterior(2)37-0-6 to 41-0-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This ltruss 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. 7)Bearing at joint(s)2,9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 797 lb uplift at joint 2 and 797 lb uplift at Joaquin Velez PE No.68182 joint 9. MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: March 16,2020 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. �� Design valid for use only with Mtfek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fodricotion,storage,delivery,erection and bracing of trusses and truss systems,seeANSVfPII Quality Criteria,DSB-89 and BCSI BuYding Component 6904 Parke East Blvd. Safety Informationovailabie from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job I Truss Truss Type Qty Ply LOT 126/5 WATERSTONE T19701614 2291562 A03 SPECIAL 2 1 Job Reference(optional) Builders FirstSource(Plant City,FL), Plant City,FL-33567, 8.240 s Mar 9 2020 MiTek Industries,Inc. Mon Mari 6 14:56:50 2020 Page 1 I ID:193QGW BBpX3jR187zeOm7kz5?ad-J6jThgJ1 VzMQ5PyZH25gzfl4HrJjJP?MOpP1 UrzaKDx r1t 4 q 6 3-0 11-11-12 17-0.0 22-8-0 27-8-5 33-5-0 39-8-0 p1-0-q 11-4-0 6-3-0 5-8-12 5-0-5 5-8.0 5-0-4 5-8-12 6-3-0 1-4-0 Scale=1:73.7 6.00 F12 5x6= 5x8= 5 6 5x6 23 24 5x6 4 7 M o_ 2x4 zzz 2x4 f6 3 B 1.5x8 STP= 25 1.5x8 STP= 22 0 15 co 2 14 19 2612 11 910 " 04 ?I 1 6x12 MT20HS= 3x8— 3x6— 3x4= 6x12 MT20HS= 10 o — 4x10 MT20HS::: 3.00 12 5x8\ I 8-8-0 17-0.0 22-8-0 31-0-0 39-8.0 8-8-0 B-4-0 5-8.0 8-4-0 8-8.0 Plate O sets(X,Y)-- [2:0-0-14,Edge],[4:0-3-0,0-3-0],[5:0-3-0,0-2-0],[6:0-6-0,0-2-8],[7:0-3-0,0-3-0],[9:0-2-7,Edge] I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.60 11-12 >789 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.9811-12 >485 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.96 Horz(CT) 0.56 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight:204 lb FT=20% LUMBER- BRACING- TOP CI40RD 2x4 SP No.2-Except' TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins. 1-4,7-10:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-10-2 oc bracing. BOT C ORD 2x4 SP M 31`Except' WEBS 1 Row at micipt 4-14,6-14 13-15,11-13:2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Right:2i 4 SP No.3 REACTIONS. (size) 2=0-8-0,9=0-8-0 Max Harz 2=376(LC 9) Max Uplift 2=797(LC 10),9=-797(LC 10) Max Grav 2=1540(LC 1),9=1540(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-5012/2919,3-4=-4688/2731,4-5=-2510/1689,5-6=-2198/1600,6-7=-2509/1689, 7-8=-4623/2731,8-9=-4924/2919 BOT CHORD 2-15=2454/4800,14-15=-1588/3237,12-14=-968/2197,11-12=-1588/3060, 9-11=-2454/4450 WEBS 3-15=-307/324,4-15=-783/1792,4-14=-1241/791,5-14=-415/824,6-14=-251/253, 6-12=-415/915,7-12=-116B/791,7-11=-783/1646,8-11=-319/324 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASIDE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=40ft;eave=5ft;Cat. 11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-4-0 to 2-7-10,Interior(1)2-7-10 to 13-0-6,Exterior(2)13-0-6 to 26-7-10,Interior(1)26-7-10 to 37-0-6,Exterior(2)37-0-6 to 41-0-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All pates are MT20 plates unless otherwise indicated. 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,with BCDL=10.Opsf. 7)Beating at joint(s)2,9 considers parallel to grain value using ANSIIfPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. B)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 797 lb uplift at joint 2 and 797 lb uplift at Joaquin Velez PE No.68182 joint 9. MTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: March 16,2020 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M147473 rev.t 0103/2015 BEFORE USE. Design valid for use only with Mtfek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVWII Quallty Criteria.DS111•89 and SCSI Bulding Component 6904 Parke East Blvd. Soloty Inlormattonovoilable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply LOT 126/5 WATERSTONE T19701615 2291562 A04 SPECIAL 46 2 1 Job Reference o tional Builders FiirstSource(Plant City,FL), Plant City,FL-33567, 8.240 s Mar 9 2020 MiTek Industries,Inc. Mon Mar 16 14:56:53 2020 Page 1 ID:193QGW BBpX3jR187zeOm7kz5?ad-jhPcKsMvnul_ytgBzAeNblwcE2KOWtMo4ndi5AzaKDu F4 q 5 11 1 9 6-9 15 0-0 19-10-0 24-8.0 30-1-7 33-8-15 39-B-0 A1.0-Q 1' 5.11-1 3-7-9 5-5-7 4-10-0 4-10-0 5-5-7 3-7-9 5-11 Scale=1:73.4 i 6.00 12 5x6= 5x6= 3x4= 5 25 6 26 7 I I 5x6 24 27 5x6 4 8 c? 0 2x4 Zz 2x4 3 9 1.5x8 STP= 23 P8 1.5x8 STP= 16 o co 2 15 14 29 30 13 12 10 11 1? c9L ?I 1 6x12 MT20HS= 5xB= 4x6— 5x8= 6xl2 MT20HS= To o 5x8 \1 5x8 Zz 5x8% 3.00 F12 5x8 ll 15-0-0 24-8-0 31-0-0 39-8-0 8-8-0 6-4-0 9.8-0 6-4-0 8-B-0 Plate Offsets(X,Y)-- [2:0-2-3,Edge],[2:0-2-7,Edge],[4:0-3-0,0-3-0],[5:0-3-0,0-2-0],[7:0-3-0,0-2-0],[8:0-3-0,0-3-0],[10:0-2-7,Edge],[10:0-2-3,Edge] I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.79 Vert(LL) 0.57 13 >841 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.98 13-15 >484 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(CT) 0.56 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight:204 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT C ORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 3-11-12 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-15,8-13 WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. (size) 2=0-8-0,10=0-8-0 Max Horz 2=-335(LC 8) Max Uplift 2=-797(LC 10),10=-797(LC 10) Max Grav 2=1540(LC 1),10=1540(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP C ORD 2-3=-4956/2969,3-4=-4745/2875,4-5=-2838/1878,5-6=-2498/1782,6-7=2498/1782, 7-8=-2838/1878,8-9=-4672/2875,9-10=-4858/2969 BOT CHORD 2-16=-2491/4734,15-16=-2098/4048,13-15=-1332/2614,12-13=-2098/3819, 10-12=-2491/4411 WEBS 4-16=-598/1328,4-15=-1646/1009,5-15=-513/980,7-13=-513/980,8-13=-1538/1009, 8-12=598/1238,6-15=339/196,6-13=-339/196 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=40ft;eave=5ft;Cat. 11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-4-0 to 2-7-10,Interior(1)2-7-10 to 11-0-6,Extedor(2)11-0-6 to 18-11-10,Interior(1)18-11-10 to 20-8-6,Exterior(2)20-8-6 to 28-7-10,Interior(1)28-7-10 to 37-0-6,Exterior(2)37-0-6 to 41-0-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 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,with BCDL=IO.Opsf. 7)Bearing at joint(s)2,10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 797 lb uplift at joint 2 and 797 lb uplift at joint 10. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: March 16,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.1 010 312 0 1 5 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,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall Bel building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVMII Quality Criteria,DS13-89 and BCSI BuIlding Component 6904 Parke East Blvd. Sat ally Informationavailable from Truss Plate Institute,218 N.Lee Street Suite 312,Alexandria,VA 22314, Tampa,FL 33610 Job I Truss Truss Type Qty Ply LOT 126/5 WATERSTONE T19701616 2291562 A05 SPECIAL 1 1 Job Reference(optional) Builders FifstSource(Plant City,FL), Plant City,TL-33567, 8.240 s Mar 9 2020 MiTek Industries,Inc. Mon Mar 16 14:56:55 2020 Page 1 ID:193QG W BBpX3j RI87zeOm7kz5?ad-g3W MkYNAJW?iBAgW 4bhrgjOwDs-j_ik5Y56o93zaKDs r1 4 q 6-8-0 13.0-0 19-10-0 26-8-0 33.0-0 39-8-0 41-0-Q 1-4-0 6-8-0 6-4-0 6-10-0 fi-10-0 6-4-0 6-8-0 Scale=1:73.4 5xB= 6.00 F12 3x4= 5x8= 4 23 24 5 25 266 5x6 27 22 5x6-Z mo 3 7 v 1.5x8 STP= 21 28 1.5x8 STP= 0 0 2 14 13 12 11 10 89 m N dI 1 6xl2 MT20HS= 3x4= 4x6= 3x4= 6x12 MT20HS= Io 0 5x8 3.00 F12 5x8 8.8-0 15-7-5 24-0-11 31-0-0 39.8-0 8-B-0 6-11-5 8-5-6 6-11-5 8-8-0 Plate Offsets(X,Y)-- [2:0-2-7,Edgel,[3:0-3-0,0-3-01,[4:0-5-0,0-2-0],[6:0-5-0,0-2-01,[7:0-3-0,0-3-0],[8:0-2-7,Edge] I LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.62 10-11 >762 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.96 11-13 >498 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.80 Horz(CT) 0.59 8 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix-MSH Weight:190 lb FT=20 I LUMBER- BRACING- TOP CHORD 2x4 SP M 31`Except* TOP CHORD Structural wood sheathing directly applied. 4-6:2x4 SP No.2,1-3,7-9:20 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT C ORD 2x4 SP M 31 `Except* 12-14,10-12:2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left:2A SP No.3,Right:2x4 SP No.3 REACTIONS. (size) 2=0-8-0,8=0-8-0 Max Horz 2=-294(LC 8) Max Uplift 2=797(LC 10),8=-797(LC 10) Max Gram 2=1540(LC 1),8=1540(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-4919/3081,3-4=-4613/2900,4-5=3036/2066,5-6=-3036/2066,6-7=-4613/2900, 7-8=-4919/3081 BOT CHORD 2-14=-2601/4556,13-14=-1468/2821,11-13=-1739/3223,10-11=-1468/2821, 8-10=-2601/4445 WEBS 3-1 4=-371/405,4-14=-1034/1926,4-13=-156/535,5-13=-399/285,5-11=-399/285, 6-11=-156/535,6-1 0=-1 03411815,7-10=-378/405 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=40ft;eave=5ft;Cat. II;Ex'p C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extedor(2)-1-4-0 to 2-7-10,Interior(1)2-7-10 to 9-0-6,Exterior(2)9-0-6 to 16-11 10'Interior(1)16-11-10 to 22-8-6,Exterior(2)22-8-6 to 30-7-10,Interior(1)30-7-10 to 37-0-6,Exterior(2)37-0-6 to 41-0-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All p ates are MT20 plates unless otherwise indicated. 5)Thisjtruss 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. 7) Beading at joint(s)2,8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 797 lb uplift at joint 2 and 797 lb uplift at Joaquin Velez PE No.68182 joint 8. MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: March 16,2020 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev.1WO302015 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,not a truss system.Before use,the building designer must verify the applicablllty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVIPl1 Quality Cdtmla,DSB-89 and BCSI BuLding Component 6904 Parke East Blvd. Safety Informationovailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job I Truss Truss Type Qty Ply LOT 126/5 WATERSTONE T19701617 2291562 A06 SPECIAL 1 d Job Reference o tional Builders FirstSource(Plant City,FL), Plant City,FL-33567, 8.240 s Mar 9 2020 MiTek Industries,Inc. Mon Mar 16 14:56:58 2020 Page 1 1 ID:193QG W BBpX3j RI87zeOm7kz5?ad-4eCVNZQ2cRNH2eZ5lkEYILeRo33QB7FYE2LSmNzaKDp r1 4 0 5 11 1 11-0-0 17-0-0 22-8.0 28-8-0 33-8-15 39-8-0 t11.0 q 1 4 00� 5-11-1 5_p_15 6-0-0 5-8-0 6-0-0 5.0-15 5-11-1 1 4 0 Scale=1:72.0 I 5x6= 2x4 11 5x6= 5x6= 4 24 25 5 6 26 27 7 6.00 F12 2x4=23 P8 2x4 co 3 8 cb 1. x8 STP= 22 29 1.5x8 STP= O 15 ch 2 14 13 12 11 910 c° N dI 1 8x14 MT20HS� 5x8=5x8— 4x6= Bx14 MT20HS= 10 0 5x8 3.00 12 5x8= 8.8-0 16-10-11 22-9-5 31-0-0 _ _ 39.8-0 8-8-0 8-2-11 5_10-11 8-2-11 8-8-0 Plate Offsets(X,Y)-- [2:0-2-7,Edge],[4:0-3-8,0-2-41,[6:0-3-0,0-3-0] [7:0-3-8,0-2-41,[9:0-2-7,Edge],[11:0-7-0,0-3-91,[15:0-7-0,0-3-9] I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.73 12-14 >656 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -1.03 14-15 >464 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(CT) 0.58 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight:209lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1'Except* TOP CHORD Structural wood sheathing directly applied. 4-6,6-7:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-7-8 oc bracing. BOT C ORD 2x4 SP M 31'Except' 13-15,11-13:2x6 SP No.2 WEBS 2x4 SP No.3 WEDGE Left:21 SP No.3,Right:2x4 SP No.3 REACTIONS. (size) 2=0-8-0,9=0-8-0 Max Horz 2=253(LC 8) Max Uplift 2=-797(LC 10),9=-797(LC 10) Max Gram 2=1540(LC 1),9=1540(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-4917/3132,3-4=-4608/2864,4-5=-4142/2720,5-6=-4142/2720,6-7=-4145/2722, 7-8=-4608/2863,8-9=-4916/3132 BOT CHORD 2-15=-2653/4483,14-15=-1780/3279,12-14=2270/4158,11-12=1781/3281, 9-11=-2652/4442 WEBS 3-15=-333/396,4-15=-752/1516,4-14—550/1116,5-14=-321/319,6-12=-381/321, 7-12=-550/1117,7-11=-749/1461,8-11=-342/396 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASIDE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=40ft;eave=5ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-4-0 to 2-7-10,Interior(1)2-7-10 to 7-0-6,Exterior(2)7-0-6 to 14-1e;C-C Interior(1)14-11-10 to 24-8-6,Exterior(2)24-8-6 to 32-7-10,Interior(1)32-7-10 to 37-0-6,Exterior(2)37-0-6 to 41-0-0 zon for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 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. 7)Bearing at joint(s)2,9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 797 lb uplift at joint 2 and 797 lb uplift at joint 9. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: March 16,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I1-7473 rev.fWa=015 BEFORE USE. ' Design valid for use only with MRek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANSVWII Qual�y Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety InformaBoriovailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job I Truss Truss Type Qty Ply LOT 126/5 WATERSTONE T19701618 2291562 A07 SPECIAL , 1 1 Job Reference(optional) Builders FiirstSource(Plant City,FL), Plant City,FL-33567, 8.240 s Mar 9 2020 MiTek Industries,Inc. Mon Mar 1614:57:00 2020 Page 1 ID:193QGW BBpX3jR187zeOm7kz5?ad-01 KFoFRl82d?lxjUtBHONmjpftokfOFghMgZrGzaKDn r1 4 q' 4-61 9-0-0 15-10-8 23-9-8 30-8-0 35-1-11 39-8-0 Al-0 q -4.0, 2 4-5-11 6-10-B 7-10-15 6-10-8 4-5-11 4.6-5 1-4-0 Scale=1:72.0 5x6= = SxB 3x4 = 5x6= 6.00 12 4 27 2829 5 6 3031 32 7 3x4 i 3x4� r' 0 1. x8STP= 326 833 N 25 34 2 ::S1.5x8 STP= io m 2 17 16 15 14 13 12 910 1 19 1 j 0 18 5x6= 3x4= 3x6= 5x6= 5x6= 11 6 2x4 11 3x4= 2x4 11 3x6 3.00 12 3x6 4.6-5 8-8-0 12-8.0 12- -14 19-10-0 26.0.0 31-0-0 35-1-11 39-8-0 4-6-5 4-1-11 4-0-0 0- -14 7-1-2 6-2-0 5-0-0 4-1-11 4-6-5 Plate Offsets(X,Y)-- [2:0-0-10,Edge),[4:0-3-0,0-2-01,[6:0-4-0,0-3-01,[7:0-3-0,0-2-0),[9:0-0-10,Edge) I LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.21 15-16 >745 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) 0.17 15-16 >942 180 BCLL 0.0 Rep Stress Incr NO WB 0.59 Horz(CT) 0.03 9 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-MSH Weight:187lb FT=20% LUMBEP- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-5 oc pudins. BOT CFjORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS I 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except at=length)16=0-4-0,13=0-4-0. (Ib)- Max Horz 2=212(LC 9) Max Uplift All uplift 100 lb or less at joint's)except 2=-288(LC 10),9=302(LC 10),16=-686(LC 10), 13=-715(LC 10) Max Grav All reactions 250 lb or less at joint(s)except 2=451(LC 15),9=527(LC 16),16=1125(LC 19),13=1185(LC 20) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP C ORD 2-3=-947/504,3-4=-338/121,4-5=-318/669,5-6=-58/715,6-7=340/707,7-8=-471/203, 8-9=-1083/577 BOT CHORD 2-18=-280/979,17-18=-284/986,1 6-1 7=-2 312 93,15-16=-328/159,13-15=-426/281, 12-13=0/332,11-12=-351/945,9-11=-346/937 WEBS 3-17=-599/493,4-17=-50/419,4-16=-986/605,5-16=-792/733,5-15=520/206, 6-15=489/297,7-12=70/391,8-12=588/485,6-13=-773l717,7-13=-997/675 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=40ft;eave=5ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-4-0 to 2-7-10,Interior(1)2-7-10 to 5-0-6,Exterior(2)5-0-6 to 12-1 -10,Interior(1)12-11-10 to 26-8-6,Extedor(2)26-8-6 to 34-7-10,Interior(1)34-7-10 to 37-0-6,Extedor(2)37-0-6 to 41-0-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)Thisltruss 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. 6) Bearing at joint(s)2,9 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 288 lb uplift at joint 2,302 lb uplift at jointl9,686 lb uplift at joint 16 and 715 lb uplift at joint 13. 8)Load case(s)4,5,6,7,8,9,10,11,12,13,15,16,17,18 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. Joaquin Velez PE No.68182 9) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). MiTek USA,Inc.FL Cart 6634 LOAD CASE(S) Standard Except: 6904 Parke East Blvd.Tampa FL 33610 Date: March 16,2020 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev.10/03/2015 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,not a tfuss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall p building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing iVliTek°Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVIPII Quality criteria,DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Infonnationovcilable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job I Truss Truss Type City Ply LOT 126/5 WATERSTONE a T19701618 2291562 A07 SPECIAL 1 1 Job Reference(optic Builders FirstSource(Plant City,FL), Plant City,FL-33567, 8.240 s Mar 9 2020 MiTek Industries,Inc. Mon Mar 16 14:57:00 2020 Page 2 ID:1930GWBBpX3jR187zeOm7kz5?ad-01 KFoFRl82d?IxjUtBHONmjpftokfOFghMgZrGzaKDn LOAD CASE(S) Standard Except: 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) j Vert:1-4=-54,4-7=-54,7-10=-54,17-19=-20,12-17=-20,12-22=20 4)Dead+i0.6 C-C Wind(Pos.Internal)Case 1:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plo j Vert:1-2=116,2-25=70,25-26=47,4-26=70,4-28=64,28-31=53,7-31=64,7-33=70,33-34=47,9-34=70,9-10=116,17-19=-10,16-17=-10,13-16=20(F=30), '12-13=-10,12-22=-10 Horz:1-2=-125,2-25=78,25-26=-56,4-26=-78,7-33=78,33-34=56,9-34=78,9-10=125 5)Dead+10.6 C-C Wind(Neg.Internal)Case 1:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=3,24=-41,4-7=-36,7-9=-41,9-10=3,17-19=-20,16-17=-20,13-16=10(F=30),12-13=-20,12-22=-20 Horz:1-2=17,2-4=27,7-9=27,9-10=17 6)Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Unifo Loads(plo Vert:1-2=42,2-4=13,4-29=45,29-32=26,7-32=16,7-9=31,9-10=21,17-19=-10,16-17=-10,13-16=20(F=30),12-13=-10,12-22=-10 7 Harz:1-2=-50,2-4=-22,7-9=39,9-10=29 7)Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=21,2-4=31,4-27=16,27-30=26,7-30=45,7-9=13,9-10=42,17-19=-10,16-17=-10,13-16=20(F=30),12-13=-10,12-22=-10 Harz:1-2=-29,2-4=-39,7-9=22,9-10=50 8)Dead t 0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=26,24=-36,4-7=-16,7-9=5,9-10=15,17-19=-20,16-17=-20,13-16=10(F=30),12-1320,12-22=-20 Horz:1-2=12,2-4=22,7-9=19,9-10=29 9)Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=15,2-4=5,4-7=16,7-9=-36,9-10=26,17-19=20,16-17=-20,13-16=10(F=30),12-13=-20,12-22=-20 Horz:1-2=-29,2-4=-19,7-9=22,9-10=-12 10) Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=74,2-4=45,4-7=45,7-9=45,9-10=74,17-19=-10,16-17=-10,13-16=20(F=30),12-13=10,12-22=10 Horz:1-2=-82,24=-54,7-9=54,9-10=82 11) Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=45,2-4=16,4-7=16,7-9=16,9-10=45,17-19=-10,16-17=-10,13-16=20(F=30),12-13=-10,12-22-10 Horz:1-2=-53,2-4=-25,7-9=25,9-10=53 12)Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-5,2-4=-16,4-7=-16,7-9=-16,9-10=5,17-19=-20,16-17=-20,13-16=10(F=30),12-13=-20,12-22=-20 Horz:1-2=-9,2-4=2,7-9=2,9-10=9 13)Dee d+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform rm Loads(plf) Vert:1-2=-5,2-4=-16,4-7=-16,7-9=-16,9-10=-5,17-19=-20,16-17=-20,13-16=10(F=30),12-13=-20,12-22=-20 Horz:1-2=-9,2-4=2,7-9=-2,9-10=9 15) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-253,2-4=-61,4-7=45,7-9=-30,9-10=-22,17-19=-20,16-17=-20,13-16=61(F=81),12-13=-20,12-22=-20 Horz:1-2=9,2-4=17,7-9=14,9-10=22 16)Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-22,2-4=-30,4-7=-45,7-9=61,9-10=-53,17-19=-20,16-17=-20,13-16=61(F=81),12-13=-20,12-22=-20 Horz:1-2=-22,2-4=-14,7-9=-17,9-10=-9 17) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=37,2-4=-45,4-7=-45,7-9=45,9-10=-37,17-19=20,16-17=-20,13-16=61(F=81),12-13=-20,12-22=-20 Horz:1-2=7,2-4=1,7-9=1,9-10=7 18) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plo Vert:1-2=-37,2-4=-45,4-7=-45,7-9=-45,9-10=-37,17-19=-20,16-17=-20,13-16=61(F=81),12-13=-20,12-22=-20 Horz:1-2=-7,2-4=1,7-9=-1,9-10=7 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev.1010312015 BEFORE USE. � Design valid for use only with MfTek®connecfors.This design is based only upon parameters shown,and is for on individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVIPII QuatBy Cdteda,DSB-89 and BCSI Bullding Component 6904 Parke East Blvd. So ety Infonnatbnavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job I Truss Truss Type Qty Ply LOT 126/5 WATERSTONE T19701619 2291562 A08 SPECIAL 1 1 Job Reference(optic Builders FirstSource(Plant City,FL), Plant City,FL-33567, 8.240 s Mar 9 2020 MiTek Industries,Inc. Mon Mar 16 14:57:03 2020 Page 1 ID:193QGW BBpX3jRIB7zeOm7kz59ad-Rc9OQHTBRz7agPR3YHci?PLKA4jCs[MHOK2DRbzaKDk 1�qT 7-0-0 12-3-1 16-0-8 19-10-0 22-5-14 26-3-5 32-8-0 39-8.0 fti 1-4.0 7-0-0 5-3-1 3-9-8 3-9-8 2-7-14 3-9-8 6-4-11 7-0-0 Scale=1:72.0 5x6= 3x8= 2x4 11 5x6= 5x12= 6.00 12 3x6= 5x6= 8 24 25 4 2627 28 5 29 30 6 31 7 32 833 34 35 9 I� N N 1.5x8 STP= 1.5x8 STP= i� 10 In dI 1 2 Sx8— 36 37 38 39 40 15 14 41 42 43 44 45 46 5x12 2 11 Ia 6x8= 3x6= 6x8= 3x8= 3x6= 3.00 12 3x6 ZZ 7-1-8 12-3.1 12r6-0 19-10.0 26-2-0 26�,�-5 32-6-8 39-8.0 7-1-8 5-1-9 0- -15 7-4-0 6-4-0 0- -5 6-3-3 7-1-8 Plate Offsets(X,Y)-- [2:0-0-10,Edge],[3:0-3-0,0-2-0],[4:0-3-8,0-1-81,[7:0-3-0,0-3-0],[8:0-3-8,0-2-8],[9:0-3-0,0-2-0],110:0-0-10,Edge],[12:0-8-0,0-0-8],[13:0-3-8,0-3-0], 1 P6:0-3-8,0-3-01,[17:0-5-4,0-0-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.24 14-16 >696 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.27 14-16 >630 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.95 Horz(CT) 0.06 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight:177lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except` TOP CHORD Structural wood sheathing directly applied or 3-10-9 oc purlins. 7-9:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-5-4 oc bracing. BOT C ORD 2x4 SP No.2 WEBS 1 Row at midpt 8-12 WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except Qt=length)16=0-4-0,13=0-4-0. (Ib)- Max Horz 2=-171(LC 6) Max Uplift All uplift 100 lb or less at joint's)except 2=-356(LC 8),10=-429(LC 8),16=-1695(LC 8), 13=-1859(LC 8) Max Grav All reactions 250 lb or less at joint(s)except 2=612(LC 1),10=697(LC 1),16=2263(LC 1),13=2397(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1245/434,3-4=-1038/444,4-5=-573/923,5-6=-856/1302,6-7=-856/1302, 7-8=866/1022,8-9=-1360/708,9-10=-1598/729 BOT CHORD 2-17=-263/1089,16-17=923l751,14-16=-529/321,13-14=-435/248,12-13=-1022/891, 10-12=-507/1412 WEBS 3-17=-102/288,4-16=-1311/939,5-16=-1398/1438,5-14=-602/680,6-14=-421/437, 7-14=-775/753,7-13=-1427/1490,8-13=-1441/1137,9-12=14/366,4-17=-1017/2098, 8-12=-1419/2494 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=40ft;eave=5ft;Cat. II;E,p C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)Thisitruss 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)2,10 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 356 lb uplift at joint 2,429 lb uplift at joint'10,1695 lb uplift at joint 16 and 1859 lb uplift at joint 13. 8)Load case(s)4,5,6,7,8,9,10,11,13,14,15,16 has/have been modified.Building designer must review loads to verify that they Joaquin Velez PE No.68182 are correct for the intended use of this truss. MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: March 16,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1-7473 rev.10/03/2016 BEFORE USE. ' Design valid for use only with MTek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and 10 prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSViPII Qualify CAtada,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sabty Infonnatlonavoiiable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply LOT 126/5 WATERSTONE T19701619 2291562 A08 SPECIAL 1 1 Job Reference(optional) Builders'FirstSource(Plant City,FL), Plant City,FL-33567, 8.240 s Mar 9 2020 MiTek Industries,Inc. Mon Mar 1614:57:03 2020 Page 2 ID:193QG W BBpX3j RI87zeOm7kz5?ad-Rc?OQHTBRz?a9PR3YHgj?PLKA4jCsIMHOK2DRbzaKDk NOTES-11 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)175 lb down and 159 lb up at 7-0-0,111 lb down and 197 lb up at 9-0-12,111 lb down and 197 lb up at 11-0-12,111 lb down and 197 lb up at 13-0-12,111 lb down and 197 lb up at 15-0-12,111 lb down and 197 lb up at 17-0-12,111 lb down sand 197 lb up at 19-0-12,111 lb down and 197 Ito up at 20-7-4,111 lb down and 197 lb up at 22-7-4,111 lb down and 197 lb up at 24-7-4,111 Ito down and 197 lb up at'26-7-4,111 lb down and 197 lb up at 28-7-4,and 111 lb down and 197 lb up at 30-7-4,and 175 Ito down and 356 lb up at 32-8-0 on top chord,and 353 lb down and 128 lb up at 7-1-8,92 lb down at 9-0-12,92 lb down at 11-0-12,92 lb down at 13-0-12,92 lb down at 15-0-12,92 lb down at 17-0-12,92 lb down at 19-0-12,92 Ib down at 20-7-4,92 lb down at 22-7-4,92 lb down at 24-7-4,92 lb down at 26-7-4,92 lb down at 28-7-4,and 92 lb down at 30-7-4,and 353 lb down and 128 lb up at 32-6-8 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 10) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). I LOAD CASE(S) Standard 1)Deadl+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Unlfo Loads(plf) 7 Vert:1-3=54,3-9=54,9-11=-54,17-18=-20,12-17=20,12-21=-20 Concentrated Loads(lb) Vert:3=-175(B)7=-111(B)9-175(B)17=-330(B)15=-46(B)12-330(B)24=-111(B)25=-111(B)26=-111(B)28=-111(B)29=-111(B)30=-111(B)31=-111(B) 32=-111(B)33=-111(B)34-111(B)35=-111(B)36=-46(B)37=-46(B)38=-46(B)39=-46(B)40=-46(B)41=-46(B)42=-46(B)43=-46(B)44=-46(B)45=-46(B) 46=-46(B) 4)Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plo Vert:1-2=42,2-3=13,3-27=45,27-34=26,9-34=16,9-10=31,10-11=21,17-18=-10,16-17=-10,13-16=49(F=59),12-13=-10,12-21=-10 Horz:1-2=-50,2-3=-22,9-10=39,10-11=29 Concentrated Loads(lb) Vert:3=130(B)7=156(B)9=257(B)17=108(B)15=-23(B)12=108(B)24=136(B)25=136(B)26=136(B)28=156(B)29=156(B)30=156(B)31=156(B)32=156(B) 33=156(B)34=1 56(B)35=1 65(B)36=-23(B)37=-23(B)38=-23(B)39=23(B)40=-23(B)41=23(B)42=-23(B)43=23(B)44=23(B)45=-23(B)46=-23(B) 5)Dea +0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=21,2-3=31,3-25=16,8-25=26,8-9=45,9-10=13,10-11=42,17-18=-10,16-17=-10,13-16=49(F=59),12-13=-10,12-21=-10 Horz:1-2=29,2-3=-39,9-10=22,10-11=50 Concentrated Loads(lb) Vert:3=159(B)7=156(B)9=246(B)17=108(B)15=-23(B)12=108(B)24=165(B)25=156(B)26=156(B)28=156(B)29=156(B)30=156(B)31=156(B)32=156(B) 33=136(B)34=136(B)35=136(B)36=-23(B)37=-23(B)38=-23(B)39=-23(B)40=-23(B)41=-23(B)42=-23(B)43=-23(B)44=-23(B)45=-23(B)46=-23(B) 6)Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=26,2-3=-36,3-9=-16,9-10=5,10-11=15,17-18=-20,16-17=-20,13-16=39(F=59),12-13=-20,12-21=-20 Horz:1-2=12,2-3=22,9-10=19,10-11=29 Concentrated Loads(lb) Vert:3=54(B)7=197(B)9=315(B)17=128(B)15=-13(B)12=128(B)24=197(B)25=197(B)26=197(B)28=197(B)29=197(B)30=197(B)31=197(B)32=197(B) 33=197(B)34=197(B)35=197(B)36=-13(B)37=-13(B)38=-13(B)39=-13(B)40=-13(B)41=-13(B)42=-13(B)43=-13(B)44=-13(B)45=-13(B)46=-13(B) 7)Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pit) Vert:1-2=15,2-3=5,3-9=-16,9-10=-36,10-11=-26,17-18=-20,16-17=-20,13-16=39(F=59),12-13=20,12-21=-20 Horz:1-2=-29,2-3=-19,9-10=-22,10-11=12 Concentrated Loads(lb) Vert:3=54(B)7=197(B)9=356(B)17=128(B)15=-13(B)12=128(B)24=197(B)25=197(B)26=197(B)28=197(B)29=197(B)30=197(B)31=197(B)32=197(B) 33=197(B)34=197(B)35=197(B)36=-13(B)37=-13(B)38=-13(B)39=-13(B)40=-13(B)41=-13(B)42=-13(B)43=-13(B)44=-13(B)45=-13(B)46=-13(B) 8) Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plo Vert:1-2=74,2-3=45,3-9=45,9-10=45,10-11=74,17-18=-10,16-17=-10,13-16=49(F=59),12-13=-10,12-21=-10 Horz:1-2=82,2-3=-54,9-10=54,10-11=82 Concentrated Loads(lb) Vert:3=130(B)7=136(B)9=214(B)17=108(B)15=-23(B)12=108(B)24=136(B)25=136(B)26=136(B)28=136(B)29=136(B) 30=136(B)31=136(B)32=136(B)33=136(B)34=136(B)35=136(B)36=-23(B)37=-23(B)38=-23(B)39=-23(B)40=-23(B) 41=23(B)42=23(B)43=-23(B)44=-23(B)45=-23(B)46-23(B) 9)Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=45,2-3=16,3-9=16,9-10=16,10-1 1=45,17-18=-10,16-17=-10,13-16=49(F=59),12-13=-10,12-21=-10 Horz:1-2=-53,2-3=-25,9-10=25,10-11=53 Concentrated Loads(lb) Vert:3=116(B)7=165(B)9=271(B)17=108(B)15=-23(B)12=108(B)24=165(B)25=165(B)26=165(B)28=165(B)29=165(B) 30=165(B)31=165(B)32=165(B)33=165(B)34=165(B)35=165(B)36=-23(B)37=-23(B)38=-23(B)39=-23(B)40=23(B) 41=-23(B)42=-23(B)43=-23(B)44=-23(B)45=-23(B)46=23(B) 10) Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Un form Loads(pit) Vert:1-2=-5,2-3=-16,3-9=-16,9-10=-16,10-11=5,17-18=-20,16-17=-20,13-16=39(F=59),12-13=-20,12-21=20 Horz:1-2=-9,2-3=2,9-10=-2,10-11=9 Concentrated Loads(lb) Vert:3=72(B)7=1 97(B)9=335(B)17=1 28(B)15=-1 3(B)12=1 28(B)24=1 97(B)25=1 97(B)26=1 97(B)28=1 97(B)29=1 97(B) 30=197(B)31=197(B)32=197(B)33=197(B)34=197(B)35=197(B)36=-13(B)37=-13(B)38=-13(B)39=-13(B)40=-13(B) 41=-13(B)42=-13(B)43=13(B)44=-13(B)45=-13(B)46=-13(B) 11) De d+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Un form Loads(plf) Vert:1-2=-5,2-3=-16,3-9=-16,9-10-16,10-1 1=-5,17-18=-20,16-17=20,13-16=39(F=59),12-13=-20,12-21=-20 Horz:1-2=-9,2-3=2,9-10=-2,10-11=9 Continued on DaCle 3 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114II-7473 rev.1010312015 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,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fob'rication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVIPit QualHy Criteria,DSB-89 and BCSI Buldlnp Component 6904 Parke East Blvd. SofI6ty Informationavollable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type City Ply LOT 126/5 WATERSTONE T19701619 2291562 A08 SPECIAL 1 1 Job Reference o tional Builders FifstSource(Plant City,FL), Plant City,FL-33567, 8.240 s Mar 9 2020 MiTek Industries,Inc. Mon Mar 16 14:57:03 2020 Page 3 I D:193QGW BBpX3jR187ze0m7kz5?ad-Rc?OQHTBRz?a9PR3YHgj?PLKA4jCsIMHOK2DRbzaKDk LOAD CASE(S) Standard Concentrated Loads(lb) Vert:3=72(B)7=197(B)9=335(B)17=128(B)15=-13(B)12=128(B)24=197(B)25=197(B)26=197(B)28=197(B)29=197(B)30=197(B)31=197(B)32=197(B) 33=197(B)34=197(B)35=197(B)36=-13(B)37=-13(B)38=-13(B)39=-13(B)40=-13(B)41=13(B)42=13(B)43=-13(B)44=-13(B)45=-13(B)46=13(B) 13) Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-53,2-3=61,3-9=45,9-10=-30,10-11=-22,17-18=-20,16-17=-20,13-16=24(F=44),12-13=-20,12-21=-20 Horz:1-2=9,2-3=17,9-10=14,10-11=22 Concentrated Loads(lb) Vert:3=19(B)7=145(B)9=232(B)17=76(B)15=-13(B)12=76(B)24=145(B)25=145(B)26=145(B)28=145(B)29=145(B)30=145(B)31=145(B)32=145(B) 33=145(B)34=145(B)35=145(B)36=-13(B)37=-13(B)38=-13(B)39=-13(B)40-13(B)41=-13(B)42=-13(B)43=-13(B)44-13(B)45-13(B)46=-13(B) 14)Dead I+0.75 Roof Live(bal.)+0.75(0.6 MW FRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-22,2-3=-30,3-9=-45,9-10=-61,10-11=-53,17-18=-20,16-17=-20,13-16=24(F=44),12-13=-20,12-21=-20 Horz:1-2=-22,2-3=-14,9-10=-17,10-11=-9 Concentrated Loads(lb) Vert:3=-19(B)7=145(B)9=262(B)17=76(B)15=-13(B)12=76(B)24=145(B)25=145(B)26=145(B)28=145(B)29=145(B)30=145(B)31=145(B)32=145(B) 33=145(B)34=145(B)35=145(B)36=-13(B)37=13(B)38=-13(B)39=-13(B)40=-13(B)41=-13(B)42-13(B)43=-13(B)44=-13(B)45=-13(B)46=-13(B) 15) Dead+0.75 Roof Live(bal.)+0.75(0.6 MW FRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Unifoirm Loads(plf) Vert:1-2=-37,2-3=-45,3-9=-45,9-10=-45,10-11=-37,17-18=-20,16-17=-20,13-16=24(F=44),12-13=-20,12-21=-20 Harz:1-2-7,2-3=1,9-10=-1,10-11=7 Concentrated Loads(lb) Vert:3=-5(B)7=145(B)9=247(B)17=76(B)15-13(B)12=76(B)24=145(B)25=145(B)26=145(B)28=145(B)29=145(B)30=145(B)31=145(B)32=145(B) 33=145(B)34=145(B)35=145(B)36=-13(B)37-13(B)38=-13(B)39=-13(B)40=-13(B)41=-13(B)42=-13(B)43=-13(B)44=-13(B)45-13(B)46=-13(B) 16) Dead+0.75 Roof Live(bal.)+0.75(0.6 MW FRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-37,2-3=-45,3-9=-45,9-10=-45,10-11=-37,17-18=-20,16-17=-20,13-16=24(F=44),12-13=-20,12-21=20 Harz:1-2=-7,2-3=1,9-10=-11 10-11=7 Concentrated Loads(lb) Vert:3=5(B)7=145(B)9=247(B)17=76(B)15=-13(B)12=76(B)24=145(B)25=145(B)26=145(B)28=145(6)29=145(B)30=145(B)31=145(B)32=145(B) 33=145(B)34=145(B)35=145(B)36=-13(B)37=-13(B)38=-13(B)39-13(B)40=-13(B)41=-13(B)42=-13(B)43=-13(B)44=-13(B)45=-13(B)46=-13(B) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MX7473 rev.10/03/P015 BEFORE USE. ! De'plgn valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not `J a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall budding design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVfPII Quality CrBerla,DS111-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infaimationovailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,Fl-33610 Job I Truss Truss Type Qty Ply LOT 126/5 WATERSTONE T19701620 2291562 A09 SPECIAL 1 1 Job Reference o tional Builders Fi'rstSource(Plant City,FL), Plant City,FL-33567, 8.240 s Mar 9 2020 MiTek Industries,Inc. Mon Mar 16 14:57:06 2020 Page 1 ID:193QG W BBpX3jR187zeOm7kz5?ad-rBhW 2l W 3juN8OsAeDPNQcl zpSlkH3glj4IHu2wzaKDh r1 4 q 6-8-0 13-0-0 19-10-0 $1-0-0 23-10-0 26-8-0 33.0-0 39-B-0 At-O-Q 1-4-0 6.8.0 6-4-0 6-10-0 _2. 2-10-0 2-10-0 b-4-u o-o-a y u Scale=1:74.8 3x6= 6x12 MT20HS 5x8= 5x6-5, 7 6.00 12 4 3x4= 5 26 6 5x6 24 5x6 C9 0 3 9 v 1.5x8 STP= 23 27 0 16 m 2 15 14 13 12 =10 N ?I 1 6xl2 MT20HS= 6x12 MT20HS= 111� 0 3x4= 4x6= 3x4= o 5x8 3.00 12 5x8 8-8-0 15-7-5 24-0-11 31-0.0 39-8-0 8-8-0 6-11-5 8-5-6 6-11-5 8-8-0 Plate Offsets(X,Y)-- [2:0-2-7,Edge],[3:0-3-0,0-3-0],[4:0-5-0,0-2-01,[7:0-3-0,Edge],[9:0-3-0,0-3-0],[10:0-2-7 Edge] I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.63 12-13 >757 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.96 13-15 >497 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.81 Horz(CT) 0.60 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight:199lb FT=20% LUMBER- BRACING- TOP C ORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied. Except: 3-4,8-9:2x4 SP M 31,1-3,9-11:2x4 SP No.1 1 Row at midpt 6-8 BOT C ORD 2x4 SP M 31'Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 14-16,12-14:2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. (size) 2=0-8-0,10=0-8-0 Max Horz 2=-351(LC 8) Max Uplift 2=-797(LC 10),10=-797(LC 10) Max Gra,2=1540(LC 1),10=1540(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP C [ORD 2-3=-4917/3074,3-4=-4613/2894,4-5=-3032/2041,5-6=-3037/1996,6-8=-2899/1874, 8-9=-4664/2799,9-10=-4929/2938 BOT CHORD 2-16=-2641/4620,15-16=-1500/2827,13-15=-1739/3209,12-13=1439/2856, 10-12=-2470/4456 WEBS 3-16=-368/403,4-16=-1046/1945,4-15—132/484,5-15—339/256,5-13=-415/322, 8-13=181/531,8-12—962/1816,9-12=-298/322 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=40ft;eave=5ft;Cat. II;Ezp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-4-0 to 2-7-10,Interior(1)2-7-10 to 9-0-6,Exterior(2)9-0-6 to 16-1i1-10,Interior(1)16-11-10 to 21-0-7,Exterior(2)21-0-7 to 26-4-1,Interior(1)26-4-1 to 37-0-6,Exterior(2)37-0-6 to 41-0-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'Thjs 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. 7)Beading at joint(s)2,10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 797 lb uplift at joint 2 and 797 lb uplift at joint 10. Joaquin Velez PE No.68182 9)Graphical puriin representation does not depict the size or the orientation of the purl MiTek USA,Inc.FL Cart 6634in along the top and/or bottom chord. 6904 Parke East Blvd.Tampa FL 33610 Date: March 16,2020 ®(WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1-7473 rev.101a12015 BEFORE USE. ' Design valid for use only with MTek9 connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a uss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVTP11 Quality Criteria,DSB-69 and BCSI BuOdtng Component 6904 Parke East Blvd. Safety Infomratlonovaliable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 l Job Truss Truss Type Qly Ply LOT 126/5 WATERSTONE T19701621 2291562 A10 SPECIAL 1 1 Job Reference(optional) Builders FiirstSource(Plant City,FL), Plant City,FL-33567, 8.240 s Mar 9 2020 MiTek Industries,Inc. Mon Mar 16 14:57:09 2020 Page 1 ID:193QGW BBpX3j R187zeOm7kz5?ad-FmNfgKYyopmjtKvCvXx7EgblyVp9G5w9mGVYfFzaKDe r1 4 q 5-11-1 11-0-0 16-10-1 19-0-0 22-9-15 2�-10r0 28-B-0 33-8-15 39-8-0 i11-0-q 1-4 0 5-11-1 5-0-15 5-10-1 2-1-15 3-9-15 -0- 4-10-0 5-0-15 5-11-1 1-4-0 Scale=1:74.8 I 5x6= I 6x12 MT20HS 8 31 5x6= 2x4 11 5x6 4 5 30 7 10 6.00 12 S72 6 2x4 II 2x4 ZZ 26 2x4 mo 3 11 m 29 1.5x8STP= 25 0 Z c7 2 17 16 15 14 p=12 r? - 1 8x14 MT20HS= 5x8=5x8— 4x6= Bx14 MT20HS= 1316 o — 5x8 3.00 F12 5xB 8-8-0 16-10-11 22-9-5 31-0.0 39-8.0 8-8-0 8-2-11 5-10-11 8-2-11 8-8.0 Plate Offsets(X,Y)-- [2:0-2-7,Edgel,[4:0-3-8,0-2-41,[7:0-3-0,0-3-01,[12:0-2-7,Edgel,[14:0-7-0,0-3-91,[18:0-7-0,0-3-91 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.68 15-17 >704 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.95 17 >499 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(CT) 0.55 12 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-MSH Weight:228 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 1-4,10-13:2x4 SP M 31 Except: BOT C ORD 2x4 SP M 31 `Except' 1 Row at midpt 6-7,7-10 16-18,14-16:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-6-8 oc bracing. WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s):7 WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. (size) 2=0-8-0,12=0-8-0 Max Harz 2=-351(LC 8) Max Uplift 2=-797(LC 10),12=-797(LC 10) Max Grav 2=1540(LC 1),12=1540(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=4912/3208,3-4=-4607/2944,4-5=-4155/2812,5-6=-4155/2812,6-7=3887/2669, 7-9=-3697/2514,9-10=-3697/2514,10-11=-4713/2877,11-12=-4921/3038,6-8=-336/255, 8-10=-359/263 BOT CHORD 2-18=-2764/4606,17-18=-1875/3299,15-17=-2246/3973,14-15=1827/3338, 12-14=-2564/4446 WEBS 3-18_326/390,4-18=-786/1550,4-17=-599/1023,5-17=-457/448,7-17—167/405, 7-15=-293/300,10-15=-480/888,10-14=-707/1474,11-14=-229/273 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=40ft;eave=5ft;Cat. 11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-4-0 to 2-7-10,Interior(1)2-7-10 to 7-0-6,Exterior(2)7-0-6 to 14-10-10,Interior(1)14-11-10 to 19-10-6,Exterior(2)19-10-6 to 27-9-10,Interior(1)27-9-10 to 37-0-6,Extedor(2)37-0-6 to 41-0-0 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)Thisltruss 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)Bearing at joint(s)2,12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Joaquin Velez PE No.68182 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 797 lb uplift at joint 2 and 797 lb uplift at M7ek USA,Inc.FL o.68 82 joint 12. Cert6634 9)Gray hical purl 6904 Parke East Blvd.Tampa FL 33610in representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Date: March 16,2020 Q WARNING-Verily design parameters and READ NOTES ON TH/S AND INCLUDED M rEK REFERANCE PAGE MiP7473 rev.l e/=015 BEFORE USE. �- Design valid for use only with MRekrel connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a Muss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fot ricotion,storage,delivery,erection and bracing of trusses and truss systems,seeANSU1P11 Quality Criteria.DSB-89 and SCSI Buldktp Component 6904 Parke East Blvd. Safefy InfarmaHoray."a".from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job I Truss Truss Type a City Ply LOT 126/5 WATERSTONE T19701622 2291562 A11 SPECIAL 1 1 Job Reference(optional) Builders FirstSource(Plant City,FL), Plant City,FL-33567, 8.240 s Mar 9 2020 MiTek Industries,Inc. Mon Mar 16 14:57:11 2020 Page 1 ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-CBUP5OaCYQOR6e2bOyzbJ5ge_JRQkwPSDa_t7zaKDc �1 4 Q 6-3.0 9-0-0 17-0.0 20-1-8 23-10-0 31-6-0 39-8-0 Al-0•Q 1i 0 6-3.0 2-9-0 8.0-0 3-13 -B 3-8-8 7-8-0 8-2-0 Scale=1:73.4 5x6= i 7 2x4 11 5x6= 6x8= 6 30 4 2 5x8 6.00 12 8 2x4 26 2728 3 25 1.5x6 STP= "r 0 31 1.5x8 STP= 24 15 0 cm 1 2 17 16 4x6— 910 Ia IN 5x6= 0 3x4= o 13 32 12 33 11 14 4x6= 3x6= 3x6= 3x6= 3.00 Fl2 6x8= 8-8-0 13-5-4 20-1-8 20 -0 29.6-4 39-8-0 8.8-0 4-9-4 6-8-4 0- -8 9.4-4 10-1-12 Plate Offsets(X,Y)-- [2:0-1-14,0-0-71,[4:0-4-0,0-2-81,[8:04-0,0-3-01,[13:0-3-8,0-3-01 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.29 11-13 >792 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 6.94 Vert(CT) -0.44 11-13 >528 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.88 Horz(CT) -0.02 13 n/a nla BCDL 10.0 Code FBC2017fTP12014 Matrix-MSH Weight:198 lb FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT C ORD 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 6-13:2x4 SP No.3 4-5-0 oc bracing:13-15 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-13 REACTIONS. (size) 2=0-8-0,13=0-4-0,9=0-8-0 Max Harz 2=351(LC 9) Max Uplift 2=495(LC 10),13=-614(LC 10),9=482(LC 10) Max Grav 2=796(LC 19),13=1539(LC 15),9=881(LC 16) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=2041/1512,3-4=-1729/1312,4-5=-1085/947,5-6=-247/299,6-7=-207/436, 7-8=-1115/803,8-9=-1238l763 BOT CHORD 2-17—1218/2080,16-17=-829/1621,15-16=-485/692,13-15=-867/730,9-11=-452/1032 WEBS 3-17=-307/321,4-17=-3561738,4-16=490/284,5-16=-120/622,5-15=-961/841, 7-13=685/224,7-11=-473/971,8-11=525/508 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=40ft;eave=5ft;Cat. 11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extedor(2)-1-4-0 to 2-7-10,Interior(1)2-7-10 to 5-0-6,Exterior(2)5-0-6 to 12-111-10,Interior(1)12-11-10 to 19-10-6,Extedor(2)19-10-6 to 27-9-10,Interior(1)27-9-10 to 37-0-6,Exterior(2)37-0-6 to 41-0-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 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. 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,with BCDL=10.Opsf. 6)Bearing at joints)2 considers parallel to grain value using ANSVTPI 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 495 lb uplift at joint 2,614 lb uplift at joint 13 and 482 lb uplift at joint 9. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: March 16,2020 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE 114111-7473 rev.1N0312015 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,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVIPII Qualify CAterla,DSB-89 and SCSI BuldMp Component 6904 Parke East Blvd. Safety Infonnationovailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job I Truss Truss Type City Ply LOT 126/5 WATERSTONE T19701623 2291562 Al2 SPECIAL 1 1 Job Reference o tional Builders FirstSource(Plant City,FL), Plant City,FL-33567, 8.240 s Mar 9 2020 MiTek Industries,Inc. Mon Mar 16 14:57:15 2020 Page 1 ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-4vkwxNdicf WtbFMM Fo2XUxrOgwgFgnE2BCystuzaKDY r1 4 Q 7-0-0 9-2-2 1 0 1 0 117-1-13 20-1-8 , 22-4-0�25-4-0 31-0-2 35-4-2 39.8-0 41-0-q 1-40 7-0-0 3-5-14 2-4-0 2-1-13 2-11-11 2-2-8 3.0-0 5.8-2 4-3-15 4-3-14 1-4-0 i Scale=1:73.4 5x6= 5x8= 3x4 II 9 10 8 4x6 5x6 5x8= 3x4= 3x4 11 5x6= 7 11 6.00 12 3 4 5 c') 2x4 2 12 1.5x8 STP= 20 1.5x8 STP= o 0 m 1 2 25 24 23 34 21 5x12 II 13 O m N o 6x8=5x8= 3x4 I I 4x6= 14 Ia 16 15 3x8 \1 8x12= 19 18 17 5x6� 3.00 12 6xl2 MT20HS= 3x4= 3x6= 3x6= 3x6= 7-1-8 9-10-0 11-8-0 15-9-4 20-1-8 20 -0 25-4-0 33-1-11 39-8-0 7-1-8 2-8-8 1-10-0 4-1-4 4-4-4 0- .8 5-2-0 7-9-11 6-6-5 Plate Off_sets_(X,Y)-- [2:0-1-15,1-2-13],[2:0-4-6,Edge],[3:0-6-0,0-2-8],[9:0-3-0,0-2-0],[10:0-6-0,0-2-81,[11:0-3-0,0-3-01,[18:0-3-8,0-3-01,[22:0-3-0,0-4-01,[25:0-4-0,0-1-12] I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.73 Vert(LL) 0.25 24 >981 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.33 24 >751 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.70 Horz(CT) -0.03 18 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight:237 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-6 oc purlins. BOT CHORD 2x4 SP No.2'Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 5-23:2x8 SP 240OF 2.OE,20-22:2x6 SP M 26,8-18:2x4 SP M 31 4-10-8 oc bracing:2-25 WEBS 2x4 SP No.3 5-0-4 oc bracing:24-25 WEDGE 6-5-10 oc bracing:23-24. Left:2x4 SP No.3 5-10-0 oc bracing:18-20 REACTIONS. (size) 2=0-8-0,18=0-4-0,13=0-8-0 WEBS 1 Row at midpt 10-18 Max Harz 2=321(LC 7) Max Uplift 2=-691(LC 8),18=-932(LC 8),13=-406(LC 8) Max Grav 2=1187(LC 1),18=2161(LC 1),13=787(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3450/1751,3-4=-3077/1697,4-5=-2993/1733,5-6=-3360/1924,6-7=-1098/877, 7-8=-223/736,8-9=192/586,9-10=-137/471,10-11=-422/262,11-12=1076/465, 12-13=-1222/516 BOT CHORD 2-25=-1429/3117,24-25=-1405/3091,23-24=-847/1665,21-22—938/1657, 18-20=-11961748,8-20=-307/255,15-17=-164/714,13-15=-336/1048 WEBS 3-25=-424/1159,3-24=-321/23,4-24=-176/251,22-24=-632/1451,6-22=-801/1838, 6-21=-1 505/917,7-21=-797/1542,7-20=-1074/642,9-18=-290/80,10-18=-901/343, 10-1 7=-1 88/531,11-17=-616/383,11-15=-64/397 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=40ft;eave=5ft;Cat. II;Eicp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This1truss 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. 7)Beaiing at joint(s)2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 691 lb uplift at joint 2,932 lb uplift at join�18 and 406 lb uplift at joint 13. 82 9)Ha ger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)179 lb down and 164 lb up at Joaquin Velez Inc. NCart 66 34 7-0-0,and 115 lb down and 182 lb up at 9-0-12,and 115 lb down and 182 lb up at 11-0-12 on top chord,and 343 lb down and 129 6904k USA, .Blvd. Certmpa lb up at 7-1-8,and 81 lb down at 9-0-12,and 81 lb down at 11-0-12 on bottom chord. The design/selection of such connection 6904 Parke East Blvd.Tampa FL 33610 deviice(s)is the responsibility of others. Date: 10) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). March 16,2020 talludlu A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE. �� Deslgn valid for use only with MITelc®connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulding design. Bracing indicated is to prevent buckling of Individual truss web and/or chard members only. Additional temporary and permonent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSViPII Quality Criteria,DSB-69 and BCSI Buldktp Component 6904 Parke East Blvd. SafNy Informafionovailable from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job I Truss Truss Type City Ply LOT 126/5 WATERSTONE T19701623 2291562 Al2 SPECIAL 1 1 Job Reference o tional Builders FirstSource(Plant City,FL), Plant City,FL-33567, 8.240 s Mar 9 2020 MiTek Industries,Inc. Man Mar 16 14:57:15 2020 Page 2 i ID:3xt?Yd6RbYnX016Sf6ghjjz4cnz-4vkwxNdictWtbFMMFo2XUxrOgwgFgnE28CystuzaKDY LOAD CASE(S) Standard 1)Dead#Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) 1 Vert:1-3=-54,3-6=-54,6-9=-54,9-10=-54,10-14=-54,25-26=-20,23-25=-20,20-22=-20,18-19=-20,18-29=-20 Concentrated Loads(lb) Vert:3=-179(F)25=-343(F)24=-59(F)4=-115(F)32=-115(F)34=-59(F) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE 111II-7473 rev.1010312015 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,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVTPII Quality Criteria,DSB-89 and BCSI Buiding Component 6904 Parke East Blvd. Safi ty Informatlonavollable from Truss Plate Institute,218 N.Lee Street Suite 312,Alexandria,VA 22314• Tampa,FL 33610 Job I Truss Truss Type Oty Ply LOT 126/5 WATER STONE T19701624 2.291562 B02 SPECIAL 1 1 Job Reference(optional) Builders FirstSource(Plant City,FL), Plant City,FL-33567, 8.240 s Mar 9 2020 MiTek Industries,Inc. Mon Mar 16 14:57:16 2020 Page 1 I D:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-Y6119jdLNzekDPxZpW ZmOBNZJKBLPEeBNsi P PLzaKDX 40 14-B-0 21-1-2 27-8.0 4-10 29-0-0 -10-5 3-3-3 -10- 5-8-0 6-5-2 6.6-14 Scale=1:49.9 i 3x4=3x6 Sx8= G 3 4 23 5 6.00 rl2 2x4 222 24 21 5x6 6 c? 0 co 25 1.5x8 STP= 14 11 5x6-Q_1_ 3x6= 7 cq o -a N 12 10 9 4 13 3x4= 3x4= 6xl2 MT20HS= 3x4= 2x4 II 8-0-0 B-1-8 14-8-0 21-1-2 27-8-0 B-0-0 0- -B 6-6-8 6-5-2 6-6-14 Plate Offsets(X,Y)-- [1:0-0-4,Edge],[4:0-2-0,0-2-81,[5:0-6-0,0-2-81,16:0-3-0,0-3-01,r12:0-3-8,0-3-01 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.10 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.16 10-12 >999 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(CT) 0.02 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight:141 lb FT=20 1 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-3 oc purlins. BOT C ORD 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 3-12:2x4 SP No.1 6-0-0 oc bracing:1-14. WEBS 2x4 SP No.3 2-2-0 oc bracing:12-14 REACTIONS. (size) 12=0-4-0,7=0-8-0 WEBS 1 Row at micipt 5-12 Max Horn 12=242(LC 8) Max Uplift 12=-694(LC 10),7=376(LC 10) Max Grav 12=1463(LC 1),7=739(LC 16) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-222/444,2-3=-369/658,3-4=0/272,4-5=-75/385,5-6=-497/294,6-7=-1061/511 BOT CHORD 1-14=-364/290,12-14=-841/698,3-14=-567/515,10-12=0/378,9-10=-250/891, 7-9=248/895 WEBS 2-14=-295/331,5-10=199/544,5-12=-952/632,6-9=0/267,6-10=-676/460 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=40ft;eave=5ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-11-10,Interior(1)3-11-10 to 5-0-6,Extedor(2)5-0-6 to 18-7-10,Interior(1)18-7-10 to 25-0-6,Exterior(2)25-0-6 to 29-0-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 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,with BCDL=1 O.Opsf. 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 694 lb uplift at joint 12 and 376 lb uplift at joint 7. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: March 16,2020 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev.1WO312015 BEFORE USE. � Design valid for use only with Miiek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always requlred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVMII Cuoin►yy Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Sooty Informallorlovallable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply LOT 126/5 WATERSTONE T19701625 2291562 603 SPECIAL 1 1 Job Reference o tional Builders FirstSource(Plant City,FL), Plant City,FL-33567, 8.240 s Mar 9 2020 MiTek Industries,Inc. Mon Mar 16 14:57:19 2020 Page 1 I D:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-zhzRnl gDft014sg7Ue6Ten?6rXEDccKd3gw4OgzaKDU 1 7-0-0 -10- 12-3-0 16-8-0 21-3-6 27-8-0 29-0-0 7-0-0 -10- 4-5-0 4-5-0 4-7-6 6-4-10 Scale=1:48.7 1 3x4% 3x4 11 3x4 4x6= � = 6.00 12 2 3 23 4 24 25 26 5 I 27 3x4 6 0 1 28 1.5x8 STP= O 14 29 11 30 4x6— 3x4= 7 m O 3x12 MT20HS 11 8 jo -o N 13 r 12 = 10 9 3x4 3x6 = 1.5x8 STP= 3x8= 2x4 11 6x8= 1-1-2 1.0.0 4-0-0 7-8-0 7-10-0 16-8-0 21-3-6 , 27-8-0 1-0-0 2-10-14 3-8-0 0- 8.10-0 4-7-6 6-4-10 0-1-2 Plate Offsets(X,Y)-- [1:0-0-4,Edge],[1:0-1-4,0-0-21,[12:0-3-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.21 14-22 >448 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(CT) 0.18 14-22 >541 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(CT) -0.06 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight:138 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-8 oc purlins. BOT CHORD 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 7-2-9 oc bracing. Except: 3-12:2x4 SP No.3 6-0-0 oc bracing:12-14 WEBS 2x4 SP No.3 WEDGE Left:2x6 SP No.2 REACT ONS. (size) 12=0-8-0,7=0-8-0,1=0-4-0 Max Harz 1=-201(LC 8) Max Uplift 12=-435(LC 10),7=-498(LC 10),1=-444(LC 10) Max Grav 12=950(LC 1),7=874(LC 16),1=370(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-239/471,2-3=-220/531,3-4=-197/457,4-5=-780/768,5-6=-9077778, 6-7=-1324/947 BOT CHORD 12-14=-349/441,3-14=276/204,10-12=251/463,9-10=-636/1108,7-9=-636/1108 WEBS 4-10=84/380,4-12=666/425,6-10=-522/406 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=40ft;eave=5ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 10-11-10,Interior(1)10-11-10 to 12-8-6,Exterior(2) 12-8,6 to 20-7-10,Interior(1)20-7-10 to 25-0-6,Exterior(2)25-0-6 to 29-0-0 zone;cantilever left exposed;end vertical left exposed; porch left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)Thisi 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,with BCDL=10.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 435 lb uplift at joint 12,498 lb uplift at joint 7 and 444 lb uplift at joint 1. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: March 16,2020 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev.l0/0.9/2015 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,not a t{uss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" Is dlways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSV1P11 Guall CrBrrda,OSB-89 and SCSI BuBding Component 6904 Parke East Blvd. So'Ny In/onnationavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22$14. Tampa,FL 33610 Job Truss Truss Type Qty Ply LOT 126/5 WATERSTONE T19701626 2291562 B04 SPECIAL 1 1 Jab Reference(optional) Builders FirstSource(Plant City,FL), Plant City,FL-33567, 8.240 s Mar 9 2020 MiTek Industries,Inc. Mon Mar 16 14:57:21 2020 Page 1 ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-v35BCRhTBVGOJApWc39x C4VBLr14UZwW7QA4YzaKDS -1-0-b 5-0-0 7-10-0 13-3-0 18-8-0 21-4-10 27-8-0 29-0-0 1-4-0 5-0-0 2-10-0 5-5-0 5-5-0 2-8-10 6-3-6 1-4-0 Scale=1:50.7 3x4= 2x4 11 3x4 4x6= = 6.00 12 3 4 E2 5 23 24 25 6 2x4 7 26 co m 2 6 d]1 27 v 13 1.5xB STP= 4x6— 8 3x4= ? s ]q 5x8 I q N 1.5x8`STP= 11 10 12 4x6= 3x8= 3x4= 6x8= 1-0-0 p-10-4 5-0-0 7-8-0 7- -0 18-8-0 27-8-0 10-4 4-" 2-s-0 0- 10-10-0 9-0-0 0-1-12 Plate Offsets(X,Y)-- [2:0-0-8,0-11-5],[2:0-1-0,Edge],[3:0-2-0,0-2-8],[8:0-0-4,Edge],[12:0-3-8,0-3-0] 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.29 10-12 >804 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.59 10-12 >403 180 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(CT) -0.05 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight:130 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-4 oc purlins. BOT CHORD 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 4-12:2x4 SP No.3 6-0-0 oc bracing:12-13 WEBS 2x4 SP No.3 WEDGE Left:2x6 SP No.2 REACT DNS. (size) 12=0-8-0,8=0-8-0,2=0-4-0 Max Horz 2=175(LC 9) Max Uplift 12=-492(LC 10),8=-477(LC 10),2=510(LC 10) Max Grav 12=934(LC 1),8=831(LC 16),2=450(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-225/393,3-4=-197/411,4-5=-168/366,5-6=-864/777,6-7=-997/824, 7-8=-1195/917 BOT CHORD 12-13=-352/466,4-13=-287/269,10-12=354/642,8-10=-609/1027 WEBS J 5-10=17/328,6-10=-148/313,7-10=-340/357,5-12=-756/526 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=40ft;eave=5ft;Cat. 11;Ezp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extedor(2)-1-4-0 to 8-11-10,Interior(1)8-11-10 to 14-8-6,Exterior(2) 14-81 6 to 22-7-10,Interior(1)22-7-10 to 25-0-6,Exterior(2)25-0-6 to 29-0-0 zone;cantilever left exposed;porch left exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)Thisltruss 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 492 lb uplift at joint 12,477 lb uplift at joint 8 and 510 lb uplift at joint 2. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: March 16,2020 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE Mll-7473 rev.10/03P1015 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,not �• a t{uss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeAN51/iPit Cua1Ry CrMarla,DSB-69 and SCSI Bu9dtrrp Component 6904 Parke East Blvd. Sarl�ety Informationavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply LOT 126/5 WATERSTONE T19701627 2291562 B05 SPECIAL 1 1 Job Reference(optional) Builders FirstSource(Plant City,FL), Plant City,FL-33567, 8.240 s Mar 9 2020 MiTek Industries,Inc. Mon Mar 16 14:57:23 2020 Page 1 ID:3xt7Yd6RbYnX016Sf6ghjjz4cnz-rSDyd6jfg6 W kYUzvjUBPodAnEBbOYTCD_RvH9RzaKDQ 1-4-0 3.0-0 7-10-0 14-3-0 20-8-0 27-8-0 29-0-0 1-4-0 3.0-0 4-10-0 } 6-5-0 6-5-0 7-0-0 1-4-0 Scale=1:50.7 = 6.00 12 4x6 5x6= 2x4 11 5x8— 3 21 22 4 23 5 6 m 2 m ?j1 "�,Z 0 13 1.5x8 STP= 14 24 25 ch 3x4= 2x4 11 4x6= r��< 7 o 6 jo a N 1.5x8 STP= 11 10 9 12 3x4= 3x8= 2x4 II 3x4= 3x6 11 3-0-0 7-8-0 7-19-0 14-3-0 20-8.0 27-8-0 3.0-0 4-8-0 0- -0 6.5-0 6-5-0 7-0-0 Plate Offsets(X,Y)-- [4:0-2-4,0-3-0],[6:0-6-0,0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.18 13-14 >529 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) 0.15 13-14 >650 180 BCLL 0.0 Rep Stresslncr NO WB 0.38 Horz(CT) -0.07 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight:126 lb FT=20% I LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc purlins. BOT C ORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-9-13 oc bracing. Except: WEBS 2x4 SP No.3 5-8-0 oc bracing:12-13 REACTIONS. (size) 2=0-4-0,12=0-8-0,7=0-8-0 Max Horz 2=134(LC 7) Max Uplift 2=-563(LC 8),12=-655(LC 8),7=-485(LC 8) Max Grav 2=405(LC 1),12=1002(LC 1),7=810(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-400/657,3-4=-344/626,4-5—966/668,5-6=-966/668,6-7=-1186/614 BOT CHORD 2-14=-480/332,13-14=-498/344,12-13=-936/673,4-13=-847/502,9-1 0=-377/1 000, 7-9=379/993 WEBS 6-9=0/288,5-10=373/303,4-1 0=-386/1 001 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=40ft;eave=5ft;Cat. II;E C;Encl. GC i=0.18•MW FRS(directional).Porch left exposed;Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4 Thi 1 s truss has been designed fora 10.0 sf bottom chord live load nonconcurrent with an other live loads. P any other '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. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 563 lb uplift at joint 2,655 lb uplift at jointl12 and 485 lb uplift at joint 7. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)2 lb down and 60 lb up at 3-0-0, and 62 lb up at 5-0-12,and 62 lb up at 7-0-12 on top chord,and 40 lb down and 139 lb up at 3-0-0,and 15 lb down and 60 lb up at 5-0-121 and 15 lb down and 60 lb up at 7-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8) In thle LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-54,3-6=-54,6-8=54,13-15=-20,12-18=-20 Joaquin Velez PE No.68182 Concentrated Loads(lb) Vert:3=2(F)14=-20(F)21=4(F)22=4(F)24=-8(F)25=-B(F) MiTek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: March 16,2020 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 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 not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobFicotion,storage,delivery,erection and bracing of trusses and truss systems,seeANSVB'll Quality Cittedo.DSB-89 and SCSI Building Component 6904 Parke East Blvd. Sa1�ty Informatlonavollable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job I Truss Truss Type City Ply LOT 126/5 WATERSTONE T19701628 2291562 C1 JACK 4 1 Job Reference(optional) Builders FirstSource(Plant City,FL), Plant City,FL-33567, 8.240 s Mar 9 2020 MiTek Industries,Inc. Mon Mar 16 14:57:24 2020 Page 1 I D:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-JenKgSkMUQfbAdY5HBi eLgi 2hY5YH?OMD5erhtzaKD P -1-4-0 0-11-4 1-4-0 0-11-4 J Scale=1:7.6 3 6.00 12 2 xB STP= Qo 4 1 0° A. 3x4= 0-11-4 0-11-4 Plate Offsets(X,Y)-- [2:0-1-4,0-0-2) LOADING (psf) SPACING- 2-0-0 CSI. DEFL- in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.20 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MP Weight:5 lb FT=20% LUMBER- BRACING- TOP CORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purlins. BOT C IORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical,2=0-8-0,4=Mechanical Max Harz 2=79(LC 10) Max Uplift 3=-3(LC 1),2=-195(LC 10),4=-15(LC 1) Max Grav 3=20(LC 10),2=159(LC 15),4=44(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES, 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=40ft;eave=5ft;Cat. 11;Ezp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extedor(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'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. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 3 lb uplift at joint 3,195 lb uplift at joint 2 and 15 lb uplift at joint 4. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: March 16,2020 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE MIP7473 rev.1WO&2015 BEFORE USE. De$ign valid for use only with Mlrek®connectors.This design is based only upon parameters shown,and Is for an Individual building component not a ttuss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall p building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSIMIT Cuaffl Crlfada,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Sa,ety Infomlatlonavollable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job I Truss Truss Type Qty Ply LOT 126/5 WATERSTONE T19701629 2291562 ClP Jack-Open 2 1 Job Reference(optional) Builders FirstSource(Plant City,FL), Plant City,FL-33567, 8.240 s Mar 9 2020 MiTek Industries,Inc. Mon Mar 16 14:57:26 2020 Page 1 ID:193QGW BBpX3jR187zeOm7kz5?ad-G1 u4F81c01 vJPxiUOck6QFoOBMnOlvufgP7xlmzaKDN -1-4-0 0-11-4 1-4-0 0-11-4 Scale=1:7.6 3 6.00 12 2 4 1 3x4= 0-11-4 0-11-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-MP Weight:5 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purlins. BOT C ORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical,2=0-3-8,4=Mechanical Max Harz 2=79(LC 10) Max Uplift 3=-6(LC 7),2=213(LC 10),4=-23(LC 15) Max Grav 3=15(LC 10),2=15B(LC 1),4=32(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTESI 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=40ft;eave=5ft;Cat. II;Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;porch left exposed;C-C for members and forces& MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'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. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 6 lb uplift at joint 3,213 lb uplift at joint 2 and 23 lb uplift at joint 4. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: March 16,2020 I ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Dersign valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVIPil Quality Cdtr da,DSB-89 and III Building Component 6904 Parke East Blvd. Salety Infomlatlonovaiiable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job I Truss Truss Type Qty Ply LOT 126/5 WATER STONE T19701630 2291562 CiV SPECIAL 6 1 Job Reference(optional) Builders FirstSource(Plant City,FL), Plant City,FL-33567, 8.240 s Mar 9 2020 MiTek Industries,Inc. Mon Mar 16 14:57:27 2020 Page 1 ID:193QGW BBpX3j RI87zeOm7kz57ad-kDSSSUmEnL1 A15HgyJGLZTKZw17GUMBpv3tVICzaKDM -1-4-0 0-11-4 1-4-0 0-11-4 Scale=1:7.6 3 6.00 12 0 2 CP xB STP— 4 co IoIo as A° 3.00 12 3x4 i Plate Offsets(X,Y)-- [2:0-0-15,Edge) I LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-MP Weight:5lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purlins. BOT CF�ORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (size) 3=Mechanical,2=0-8-0,4=Mechanical Max Harz 2=79(LC 10) Max Uplift 3=-4(LC 1),2=-181(LC 10),4=-14(LC 1) Max Grav 3=16(LC 10),2=158(LC 1),4=35(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTESI 1)Wind:ASIDE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=40ft;eave=5ft;Cat. 11;Exp C;Encl.,GCpj=0.18;MWFRS(directional)and C-C Extedor(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This Itruss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'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. 4)Refer to girder(s)for truss to truss connections. 5)Bearing at joint(s)2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capalcity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 4 lb uplift at joint 3,181 lb uplift at joint 2 and 14 lb uplift at joint 4. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: March 16,2020 ®WARNING.Verity design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE 111I1-7473 rev.1010312015 BEFORE USE. �' Design valid for use only with Mrrek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a Huss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSViPII Quali1fIyy Cdtarla,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sari ty Informatlonavoilable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Oty Ply LOT.126/5 WATER STONE T19701631 2291562 C3 JACK 4 1 Job Reference(optional) Builders FirstSource(Plant City,FL), Plant City,FL-33567, 8.240 s Mar 9 2020 MiTek Industries,Inc. Mon Mar 16 14:57:29 2020 Page 1 I D:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-gcaDtAoUJyHtGPR34klp2uQvOZnwyGe6MNMbM4zaKDK -1-4-0 2-11-4 1-4-0 2-11-4 Scale=1:12.7 3 6.00 12 2 1 S P= 4 2x4= 2-11-4 � 2-11-4 Plate Offsets(X,Y)-- [2:0-4-0,0-0-4] 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.00 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-MP Weight:12Ib FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc pudins. BOT C ORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical,2=0-8-0,4=Mechanical Max Horz 2=132(LC 10) Max Uplift 3=-52(LC 10),2=-157(LC 10) Max Grav 3=72(LC 15),2=197(LC 15),4=49(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Win :ASCE 7-10;VuIt=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=40ft;eave=5ft;Cat. 11;Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MW FRS for reactions shovin;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. rus 3)'This ts has been designed for alive 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. 4) Refer to girder(s)for truss to truss connections. 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 52 lb uplift at joint 3 and 157 Ito uplift at joint 2. Joaquin Velez PE No.68182 M[Tek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: March 16,2020 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE M11-7473 rev.1WO312015 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 not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal Inlury and property damage. For general guldonce regarding The fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANsimil Quality Criteria,OSB-89 and BCSI BuEdtnp Component 6904 Parke East Blvd. Softy Informoflonovoilable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type City Ply LOT 126/5 WATER STONE T19701632 2291562 C3V SPECIAL 6 1 Job Reference(optic Builders FirstSource(Plant City,FL), Plant City,FL-33567, 8.240 s Mar 9 2020 MiTek Industries,Inc. Mon Mar 16 14:57:31 2020 Page 1 ID:193QG W BBpX3j RI87zeOm7kz5?ad-c_izlrpl rZXbW iaRB9KH7JVFwNTNQA70ghd RzzaKDI -f-4-0 2-11-4 1-4-0 2-11-4 Scale=1:12.7 3 6.00 12 d m 2 ^1c2 m 0 6 0 1 1 0 3.00 12 3x4 I Plate Offsets(X,Y)-- [2:0-0-15,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.00 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matrix-MP Weight:12 lb FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc pudins. BOT C ORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical,2=0-8-0,4=Mechanical Max Horz 2=132(LC 10) Max Uplift 3=57(LC 10),2=-149(LC 10) Max Grav 3=74(LC 15),2=196(LC 15),4=49(LC 3) FORC IS. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASIDE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=40ft;eave=5ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;C-C for members and farces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Thisitruss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for alive 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. 4) Refer to girder(s)for truss to truss connections. 5) Beanng at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 57 lb uplift at joint 3 and 149 lb uplift at joint Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: March 16,2020 Q WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.10M MIS BEFORE USE. �- Design valid for use only with MIIek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always equired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,r storage,delivery,erection and bracing of trusses and truss systems,seeANSVIPII Quality Criteria,DSO-69 and BCSI Bulding Component 6904 Parke East Blvd. Sofoty Infomratlonavallable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type City Ply LOT 126/5 WATERSTONE T19701633 2291562 C5 JACK 4 1 I Job Reference(optional) Builders FirstSource(Plant City,FL), Plant City,FL-33567, 8.240 s Mar 9 2020 MiTek Industries,Inc. Mon Mar 16 14:57:32 2020 Page 1 ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-4BGLVBgNctfS7s9dltrW gW 2Nxrnln9dNY2LaGzPzaKDH 1-4.0 4-11-4 1-4-0 4-11-4 Scale=1:17.6 3 6.00 12 2 1 = 1 4 ri• o• 3x4= 4-11-4 4-11-4 Plate Offsets(X,Y)-- [2:0-1-4,0-0-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.05 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.06 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-MP Weight:18lb FT=20% LUMB R- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc purlins. BOT C I ORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical,2=0-8-0,4=Mechanical Max Horz 2=185(LC 10) Max Uplift 3=-107(LC 10),2=-167(LC 10) Max Grav 3=134(LC 15),2=267(LC 15),4=87(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASIDE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=40ft;eave=5ft;Cat. 11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Thisltruss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3).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. 4)Refer to girder(s)for truss to truss connections. 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 107 lb uplift at joint 3 and 167 lb uplift at joint 2. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: March 16,2020 ©WARNING-Verity design parameters and READ NOTES ON TNIS AND INCLUDED M?EK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MfiekCal connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the bulltling designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal InJury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and buss systems,seeANSVIP11 Cuallty Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety InfonnaHonwoilable from Truss Plate Institute,218 N.Lee SfreeT.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply LOT 126/5 WATERSTONE T19701634 2291562 C5V SPECIAL 6 1 i Job Reference(optional) Builders FirstSource(Plant City,FL), Plant City,FL-33567, 8.240 s Mar 9 2020 MiTek Industries,Inc. Mon Mar 16 14:57:33 2020 Page 1 ID:193QGW BBpX3j R187zeOm7kz5?ad-YNpkjXrlMBnJIOkgJaMl CkaXAA5Nu4dhH?KpVszaKDG 1-4-0 4-11-4 1.4.0 4-11-4 Scale=1:17.6 3 6.00 F12 6m n t9 2 0 0 1 = 1 3.00 12 e o 3x4 I Plate Offsets(X,Y)-- [2:0-0-15,Edge) I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.05 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.06 4-7 >999 180 BCLL 0.0 ' Rep Stress[net YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MP Weight:18Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc purlins. BOT C I ORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (size) 3=Mechanical,2=0-8-0,4=Mechanical Max Horz 2=185(LC 10) Max Uplift 3=-112(LC 10),2=-161(LC 10) Max Grav 3=136(LC 15),2=265(LC 15),4=87(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. i NOTES- 1)Wind:ASCE 7-10;Vult=i60mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=151t;B=45ft;L=40ft;eave=5ft;Cat. 11;Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterfor(2)zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Thisltruss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)•This truss has been designed for alive 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. 4) Refer to girder(s)for truss to truss connections. 5) Bearing at joint(s)2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 112 lb uplift at joint 3 and 161 lb uplift at joint 2. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: March 16,2020 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11-7473 rev.10=2015 BEFORE USE. OF Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSViPII Qualify Criteria.DSM9 and BCSI Building Component 6904 Parke East Blvd. Safety Infonnatloravailable from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply LOT 126/5 WATERSTONE T19701635 2291562 D02 HIP 1 1 � Job Reference(optional) Builders FirstSource(Plant City,FL), Plant City,FL-33567, 8.240 s Mar 9 2020 MiTek Industries,Inc. Man Mar 1614:57:35 2020 Page 1 ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-VmxU8DsFuo11_KuCQ?PDI9gld_fOMw?_IJpwakzaKDE 1'-4.0 7-0-0 13-0-0 19-11-4 21-3-4 1-4-0 7-0-0 6.0-0 6-11-4 Scale=1:36.8 5x8= 4x6= 1 3 16 17 4 6.00 12 m 0 6 1.5x8 STP= 2 5 m 6 Io e e 9 18 8 19 7 e e 3x6= 2x4 11 4x6= 3x4= 3x6= 7-0-0 13-0-0 19-11-4 7-0-0 6-0-0 6-11-4 Plate Offsets(X,Y)-- [3:0-6-0,0-2-81,[4:0-3-4,0-2-01 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.14 9-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.19 9-12 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.26 Horz(CT) 0.06 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight:86 lb FT=20% I LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied. 3-4:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-9-0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0,5=0-8-0 Max Horz 2=-171(LC 6) Max Uplift 2=-784(LC 8),5=-804(LC 8) Max Grav 2=1422(LC 1),5=1426(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2542/1275,3-4=-2217/1247,4-5=-2531/1309 BOT CHORD 2-9=-974/2206,7-9=977/2229,5-7=-1003/2193 WEBS 3-9=-80/686,3-7=-298/60,4-7=-56/694 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASIDE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=40ft;eave=5ft;Cat. 11;Ezp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)Thisitruss 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 784 lb uplift at joint 2 and 804 lb uplift at joint 5. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)116 lb down and 87 lb up at 7-0-0,86 Ib down and 162 Ib up at 9-0-12,and 86 Ib down and 162 Ib up at 10-11-4,and 116 Ib down and 290 Ib up at 13-0-0 on top chord,and 374 lb down and 163 lb up at 7-0-0,65 lb down at 9-0-12,and 65 lb down at 10-11-4,and 374 lb down and 163 lb up at 12-11-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)In th1 LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-54,3-4=54,4-6=-54,10-13=-20 Joa uin Velez PE No.68182 Con entrated Loads(lb) q Vert:3=-116(B)4=116(B)9=-374(B)7=-374(B)16=86(B)17=-86(B)18=-40(B)19=-40(B) MiTek USA,Inc.FL Cort 6634 6904 Parke East Blvd.Tampa FL 33610 Date: March 16,2020 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED WFEK REFERANCE PAGE M11-7473 rev.101=01S BEFORE USE. Design valid for use only with Mrrek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek} is a�ways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSIM11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. SatIity Informationovallabie from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Jab Truss Truss Type Oty Ply LOT 126/5 WATERSTONE T19701636 2291562 E3 JACK 3 1 Job Reference(optional) Builders FirstSource(Plant City,FL), Plant City,FL-33567, 8.240 s Mar 9 2020 MiTek Industries,Inc. Mon Mar 16 14:57:36 2020 Page 1 I D:3xt7Yd6RbYnXO16Sf6ghjjz4cnz-zyVsLZttf69ucTTP_i wS gMC6fO9j5RN8zzYT6AzaKDD -1-4.0 3.0-0 1-4-0 3-0-0 Scale=1:12.8 3 i i 6.00 F12 2 NA 4 1 3x4= 3-0-0 3-0-0 I LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017fFP12014 Matrix-MP Weight:12 lb FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 cc pudins. BOT CH ORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (size) 3=Mechanical,2=0-4-0,4=Mechanical Max Horz 2=133(LC 10) Max Uplift 3=-64(LC 10),2=-213(LC 10),4=-42(LC 7) Max Grav 3=66(LC 15),2=197(LC 1),4=50(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NO ES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=40ft;eave=5ft;Cat. 11;Ex,p C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extedor(2)zone;porch left exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This(truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`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. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 64 lb uplift at joint 3,213 lb uplift at joint 2 and 42 lb uplift at joint 4. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: March 16,2020 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev.10103)2015 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,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSIM11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safi ty Informatbravailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply LOT 126/5 WATERSTONE T19701637 22915621 E7 JACK 4 1 Job Reference o tional Builders FirstSource(Plant City,FL), Plant City,FL-33567, 8.240 s Mar 9 2020 MiTek Industries,Inc. Mon Mar 16 14:57:37 2020 Page 1 I D:3xt7Yd6RbYnXO16Sf6ghjjz4cnz-R83EZvuW QPHI Ed2bYQRhNa185nMxqucHCdl l edzaKDC -1-4-0 7-0-0 1-4-0 7-0.0 Scale=1:23.1 3 I I 6.00 12 m m 0 dr m m 2 ' 1.5 — 1 6• 6• s• 3x4 4 L 7-0-0 7-0-0 Plate Offsets(X,Y)-- [2:0-2-10,0-1-81 I I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.19 4-7 >436 240 MT20 244/190 TCDL 7,0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.21 4-7 >400 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MP Weight:24 lb FT=20% I LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 13070RD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical,2=0-8-0,4=Mechanical Max Horz 2=241(LC 10) Max Uplift 3=162(LC 10),2=-184(LC 10) Max Grav 3=198(LC 15),2=343(LC 15),4=124(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=40ft;eave=5ft;Cat. 11;E�p C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This'truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'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. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 162 lb uplift at joint 3 and 184 lb uplift at joint 2. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: March 16,2020 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev.1WO312015 BEFORE USE. Deign valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not �- a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall ■ building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is a ways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fob icatlon,storage,delivery,erection and bracing of trusses and truss systems,seeANSVFPII Quality Crlfedo,DSB-69 and BCSI Bu6tling Component 6904 Parke East BNd. Safety Informationavallobie from Truss Plate Institute,218 N.Lee Street Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply LOT 126/5 WATER STONE T19701638 2291562 E7V SPECIAL - 10 1 Job Reference(optional) Builders FirstSource(Plant City,FL), Plant City,FL-33567, 8.240 s Mar 9 2020 MiTek Industries,Inc. Mon Mar 16 14:57:38 2020 Page 1 ID:193QGW BBpX3j RI87zeOm7kz5?ad-vLddmFv8Bj Pcmdn57ywvn116BhNZLsQRH1 aB3zaKDB -1-4-0 7-0-0 1-4 0 {— 7-0-0 Scale=1:22.8 3 m 6.00 12 m N O p � n 2 1.5 = 1 0' 3.00 F12 3x4 I Plate Offsets(X,Y)-- [2:0-2-11,0-0-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.26 TIC0.84 Vert(LL) 0.21 4-7 >405 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.21 4-7 >388 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.03 3 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix-MP Weight:25 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT C I ORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (size) 3=Mechanical,2=0-8-0,4=Mechanical Max Harz 2=241(LC 10) Max Uplift 3=-166(LC 10),2=-179(LC 10) Max Grav 3=200(LC 15),2=341(LC 15),4=124(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASIDE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=40ft;eave=5ft;Cat. II;E>p C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MW FRS for reactions sho n;Lumber DOL=1.60 plate grip DOL=1.60 2)This7lruss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'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. 4)Refer to girder(s)for truss to truss connections. 5)Bearing at joint(s)2 considers parallel to grain value using ANSVTP1 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 166 lb uplift at joint 3 and 179 lb uplift at joint 2. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 66U 6904 Parke East Blvd.Tampa FL 33610 Date: March 16,2020 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE 111II-7473 rev.1010312015 BEFORE USE. �- Design valid for use only with Mliek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVTPII Qualify CrBarla,DSB-69 and BCSI Bulding Component 6904 Parke East Blvd. SatIety Informationovoilable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Oty Ply LOT 12615 WATERSTONE T19701639 2291562 E7VP SPECIAL 7 1 Job Reference Innt,onal Builders FirstSource(Plant City,FL), Plant City,FL-33567, 8.240 s Mar 9 2020 MiTek Industries,Inc. Mon Mar 16 14:57:39 2020 Page 1 I D:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-NXB?zavmyl XTTxB_frT9S?gSHbOglo6afxn7jVzaKDA 1-4-0 7-0.0 1-4-0 7-0-0 Scale=1:22.6 3 i m 6.00 12 N 12 p n 2 1.5 T = 1 6' 3.00 12 6• d• 3x6 I Plate Offsets(X,Y)-- [2:0-6-7,0-0-5] I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.24 4-7 >347 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) 0.22 4-7 >387 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-MP Weight:31 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT C I ORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-7-8 oc bracing. REACTIONS. (size) 3=Mechanical,2=0-8-0,4=Mechanical Max Horz 2=308(LC 10) Max Uplift 3—150(LC 10),2=-307(LC 10),4=-153(LC 10) Max Gram 3=156(LC 15),2=336(LC 1),4=142(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=40ft;eave=5ft;Cat. 11;E>p C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;porch left exposed;C-C for members and forces& MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Thisltruss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'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. 4)Refer to girder(s)for truss to truss connections. 5)Bearing at joint(s)2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. P 9 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 150 lb uplift at joint 3,307 lb uplift at joint 2 and 153 lb uplift at joint 4. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: March 16,2020 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev.1WON2015 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,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSMII Quality Cdbrlo,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Sa4ty Informatlanovailabie from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type City Ply LOT 126/5 WATERSTONE T19701640 22915621 H3 JACK 1 1 Job Reference(optional) Builders FirstSource(Plant City,FL), Plant City,FL-33567, 8.240 s Mar 9 2020 MiTek Industries,Inc. Mon Mar 16 14:57:40 2020 Page 1 ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-rjkNBwwgKgK55mADY_O_CNmV?YP1 EMjubWhFyzaKD9 -1-10-10 4-2-3 1-10-10 4-2-3 Scale=1:12.6 3 4.24 F12 8 2 1 9 4 3x4= 4-2-3 4-2-3 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-MP Weight:16 lb FT=20% I LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc puffins. BOT C ORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical,2=0-4-8,4=Mechanical Max Harz 2=133(LC 8) Max Uplift 3=-5B(LC 8),2=-246(LC 8),4=-48(LC 5) Max Grav 3=73(LC 1),2=234(LC 1),4=54(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;13=45ft;L=40ft;eave=5ft;Cat. II;Ex p C;Encl.,GCpi=0.18;MW FRS(directional);porch left exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Thisltruss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'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. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 58 lb uplift at joint 3,246 lb uplift at joint 2 and 48 lb uplift at joint 4. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)56 lb down and 62 lb up at 1-5-12,and 56 lb down and 62 lb up at 1-5-12 on top chord,and 22 lb up at 1-5-12,and 22 lb up at 1-5-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 7)In thie LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1) Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plo Vert:1-3=-54,4-5=-20 Concentrated Loads(lb) Vert:8=46(F=23,13=23)9=22(F=11,B=11) Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: March 16,2020 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. wit Deign valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for on Individual building component,not a tiuss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVIPII CuaR Criteria.DSB-89 and Ill Building Component 6904 Parke East Blvd. Sahty Informationovailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job JHr7 : Truss Type City Ply LOT 126/5 WATERSTONE T19701641 2291562 MONO TRUSS 2 1 i Job Reference(optional) Builders FirstSource(Plant City,FL), Plant City,FL-33567, 8.240 s Mar 9 2020 MiTek Industries,Inc. Mon Mar 16 14:57:41 2020 Page 1 I D:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-JwIIOGxOUeoBjFLMnGW dXQvrDPjSmbXt7FGEnOzaKDB 1-10-10 4-6-7 9-10-1 1-10-10 4-6-7 5-3-10 i 4 Scale=1:22.6 12 I 4.24 F12 3x4 3 11 2 1.5 = Li 1 ri 13 7 14 6 6• o• 3x4= 2x4 I I 3x4= 5 4-6-7 9-10-1 4-6-7 5-3-10 Plate Offsets(X,Y)-- [2:0-2-4,0-0-01 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.07 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.15 6-7 >788 180 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-MSH Weight:43lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-8-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical,2=0-8-0,5=Mechanical Max Harz 2=240(LC 8) Max Uplift 4=-166(LC 8),2=-226(LC 8),5=-78(LC 8) Max Grav 4=159(LC 1),2=443(LC 1),5=300(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-734/233 BOT CHORD 2-7=-330/681,6-7=-330/681 WEBS 3-7=0/322,3-6=-719/349 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=40ft;eave=5ft;Cat. 11;Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)Thisltruss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'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. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 166 lb uplift at joint 4,226 lb uplift at joint12 and 78 lb uplift at joint 5. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)56 lb down and 62 lb up at 1-5-12,56 lb down and 62 lb up at 1-5-12,5 lb down and 68 lb up at 4-3-11,5 lb down and 68 lb up at 4-3-11,and 50 lb down and 138 1Ib up at 7-1-10,and 50 lb down and 138 lb up at 7-1-10 on top chord,and 22 lb up at 1-5-12,22 lb up at 1-5-12,11 lb down and i7 lb up at 4-3-11,11 lb down and 7lb up at 4-3-11,and 51 lb down at 7-1-10,and 51 lb down at 7-1-10 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 7) In tF(e LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=-54,5-8=-20 Concentrated Loads(lb) Joaquin Velez PE No.68182 Vert:3=36(F=18,B=18)7=-11(F=-5,B=-5)11=46(F=23,B=23)12=-99(F=-50,B=-50)13=22(F=11,B=11)14=-51(F—25, MiTek USA,Inc.FL Cert 6634 B=-25) 6904 Parke East Blvd.Tampa FL 33610 Date: March 16,2020 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITekO connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVI711 Quality Criteria,DSB-89 and III Building Component 6904 Parke East Blvd. Safely Informatlonavallable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply LOT 126/5 WATERSTONE T19701642 2291562 H7V SPECIAL 3 1 Job Reference(optional) Builders FirstSource(Plant City,FL), Plant City,FL-33567, 8.240 s Mar 9 2020 MiTek Industries,Inc. Mon Mar 16 14:57:42 2020 Page 1 I D:193QGW BBpX3j RI87zeOm7kz5?ad-o6s7ccyeFywl KOwYKzt s4dS1 xo5QV3XOMv?oKgzaKD7 1-10-10 5-4-1 9-10-1 1-10-10 5-4-1 4-6.0 4 Scale=1:22.5 13 4.24 F12 3x4 i9 N 3 12 CT 3x4= 11 16 o v 7 Cisro 2 15 2x4 1.5 P= 14 11 1 n 2.12 12 d• g 3x4= 5-4-1 9-10-1 5-4-1 4-6-0 Plate Offsets(X,Y)-- [2:0-1-3,Edge) I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.09 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.12 6-7 >999 180 BCLL 0.0 Rep Stresslncr NO WB 0.34 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix-MSH Weight:41 lb FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-1 oc purlins. BOT C ORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-10-7 oc bracing. WEBS 2x4SPNo.3 REACTIONS. (size) 4=Mechanical,2=0-8-0,5=Mechanical Max Harz 2=240(LC 8) Max Uplift 4=-170(LC 8),2=-248(LC 8),5=-163(LC 5) Max Grav 4=141(LC 1),2=439(LC 1),5=300(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-998/624 BOT CHORD 2-7=-689/933,6-7=-699/932 WEBS 3-7=0/293,3-6=-918/685 NOTES- 1)Wind:ASIDE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=5.Opsf;h=15ft;B=45ft;L=40ft;eave=5ft;Cat. II;Ezp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)Thisl truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`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. 4)Refer to girder(s)for truss to truss connections. 5)Bea IHng at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 170 lb uplift at joint 4,248 lb uplift at joint!2 and 163 lb uplift at joint 5. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)67 lb down and 52 lb up at 1-5-1 2,67 lb down and 52 lb up at 1-5-12,80 lb up at 4-3-11,80 lb up at 4-3-11,and 50 lb down and 174 lb up at 7-1-10,and 50 Ito down and 174 Ito up at 7-1-10 on top chord,and 23 lb up at 1-5-12,23 lb up at 1-5-12,11 Ito down and 7 lb up at 4-3-11,11 lb down and 7 lb up at 4-3-11,and 51 lb down at 7-1-10,and 51 lb down at 7-1-10 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8) In tlje LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Deald+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(p10 Vert:1-4=-54,5-8=20 Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: March 16,2020 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 14II-7473 rev.10/03/2015 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,not a tiuss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the iVii l fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVWII Qua if Criteria,DSB-89 and BCSI BuIlding Component 6904 Parke East Blvd. SofIty Informatlonavollable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply LOT 12615 WATERSTONE T19701642 2291562 H7V SPECIAL 3 1 Job Reference(optional) Builders FirstSource(Plant City,FL), Plant City,FL-33567, 8.240 s Mar 9 2020 MiTek Industries,Inc. Mon Mar 16 14:57:42 2020 Page 2 I D:193QGW BBpX3j Rl87ze0m7kz5?ad-o6s7ccyeFywl KOwYKzi s4dS1 xo5QV3XOMV?oKgzaKD7 LOAD CASE(S) Standard Concentrated Loads(lb) Vert:11=49(F=24,B=24)12=36(F=18,B=18)13—99(F=-50,B=50)14=23(F=11,B=11)15=-11(F=-5,B—5)16=51(F=-25,B—25) ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.101031201 S BEFORE USE. � Design valid for use only with MRek®connectors,fits design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,The building designer must verify the applicability of design parameters and properly Incorporate this design into the overall �►A building design. Bracing indicated Is To prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the iUliTek' fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVIP11 Cuallty Cdlerlo,DSB-89 and BCSI Bu9dlnp Component 6904 Parke East Blvd. Safrafy Informatbnavailable from Truss Plate Institute,21 B N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3�" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss Additional stability bracing for truss system,e.g. and fully embed teeth. 1 2 3 1.TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 0 iI1i' c1-2 c2-3 2. Truss bracing must be designed by an engineer.For WEBS wide truss spacing,individual lateral braces themselves p 4 may require bracing,or alternative Tor I O uS �1 3 00 bracing should be considered. U pp = 3. Never exceed the design loading shown and never a- U stack materials on Inadequately braced trusses, 0 a- 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7-8 c6-7 c5-6 0 designer,erection supervisor,property owner and plates 0-1/0 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 detailsavaik3ble in MTek20/20 NUMBERSAETTERS. software or upon request. 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 ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311, ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to 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 In all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing h 10 is spacing, g y or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTekO All Rights Reserved approval of an engineer. reaction section Indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. mm'ED 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction, and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. W1 is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with - - Guide-to-Good-Practice-for-Handling, - _ -I_ _e_k ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:Mll-7473 rev, 10/03/2015