This form shall be completed and submitted with Application Documents

Owners Name P.I.D.

Project Address

Design Professional Phone  Fax

Contractor Phone  Fax

Applicable Codes Manufacturer / FL Product Approval / NOA #

Building Code Florida Building Code Doors / SGD

Mechanical Code Florida Building Code Windows

Plumbing Code Florida Building Code Overhead Doors

Electrical Code NFPA 70 / NEC 2011 Mitered Glass

Accessibility Code Florida Building Code Shutters

Energy Code Florida Building Code

 2017 Residential  Volume

 2017 Residential  Volume

 2017 Residential  Volume

 FACBC    2017 Residential Energy 

Efficiency 2017Roof  Coverings

Soffit

  Method of Design per R301 / Residential Volume

ASCE 7 ‐ 10 AISI (COFS/PM) ICC 600

MAF Guide Other  

FBC 2010 / Residential Volume

IV V ( circle one ) Other 

m.p.h. R301.2 (4)

Yes No Exposure   B  or  C  (circle one) feet

psf

Section R301.4 / R301.5 / R301.6 psf

p.s.f psfp.s.f

p.s.fp.s.f

SEE PLAN FOR ACTUAL Please Show Design Pressure for Worst Case ONLY

  Components and Cladding Design Pressures:

 Z1                                                     p.s.f. Z3 p.s.f. Z5   p.s.f.

 Z2                                                     p.s.f. Z4 p.s.f. a= edge distance

  Misc. Notes Area TabulationLiving  sf / Conditioned SpaceGarage  sfLanai  sfEntry  sfStorage  sfOther  sf

  Signature   Date  Architect / Engineer

Seal Residential   Data Summary Worksheet / Revised /  mar 13

RESIDENTIAL DATA SUMMARY WORKSHEET

PRESSURE DESIGN LOADING

Total square footage

Doors  

Mean Roof Height  

Windows  

Dead Load   Roof Design

Live Load   

City of ±ŜƴƛŎŜ

4лм ²Φ ±ŜƴƛŎŜ !ǾŜƴdzŜ ±ŜƴƛŎŜ, Fl. 3428р

Phone (941) 4ус‐нснс    Fax (941) пусπнппу    Email: tŜNJƳƛǘǎhƴƭƛƴŜ@ciΦǾŜƴƛŎŜΦŦƭΦdzǎ    Inspections (941) 4уо‐рфлт

.dzƛƭŘƛƴƎ 5ŜLJŀNJǘƳŜƴǘ

Importance Factor  

Wind Debris Area  

 Structural Forces 

Dead Load   Floor Design

Sentricon Bait

AF&PA (WFCM)

WINDOW & DOOR WIND

  Construction Type 

Design Wind Speed   

Garage Doors  

  I certify to the best of my knowledge and belief, these plans and specifications have been designed to comply with the  structural portion of the Building Code for wind and gravity loads as amended and enforced by the permitting jurisdiction.

Live Load   

ODD SPACE

EXPO

SEDTO

WIN

D

EXPOSED TO WIND

U:2381

U:1853

U:1694

A

AA

AA

*

A1

A2

A3

A4

CJ12 C

J12

EJ9

EJ9

EJ9

EJ9J3 J5 J7

J3

J5

J7

EJ9

EJ9

EJ9

EJ9 J3J5J7

J3

J5

J7

EJ9

A5

A5

A5

A5

A5

A5

A5

A5

A5

A5

A5

A5

A5

A5

A5

A5

A5

A5

A5

A5

A5

A5

A5

A6

A5

A5

A5

CJ1

2A

EJ9

EJ9

J3 J5 J7

J3

J5

J7

MG

1

B1

CJ1

2 CJ12

EJ9

J3 J5 J7

J3

J5

J7A

EJ9

J3J5J7

J3

J5

J7

EJ9

B3

B2

V1

V2

VG1

7-0

0-0

05

8-0

0-0

01

0-0

0-0

0

75

-00

-00

13-08-00 16-00-00

29-08-00

79

-00

-00

18-08-006-00-005-00-00

29-08-00

7-0

6-0

0

2-00-00

2-00-00

2-00-00

2-00-00

2-00-00

2-00-00

2-00-00

2-00-00

2-00-00

2-00-00

2-00-00

2-00-00

2-00-00

2-00-00

2-00-00

2-00-00

2-00-00

2-00-00

2-00-00

2-00-00

2-00-00

2-00-00

2-00-00

2-00-00

2-00-00

2-00-00

2-00-00

2-00-00

2-00-00

1-02-08

1-10-08

7-0

6-0

0

1-02-08

4-0

0-0

0

1-0

2-0

8

1-0

2-0

8

8-0

8-0

8

7-0

6-0

0

2-00-00

1-00-00

1-00-00

1-02-08

8-0

8-0

8

(1) PLY FLR. TRUSSCORNER HIP

HGUS28-3

960

0

0

G

0

9100

HTU28

765

0

0

N/A

2385O

R

Q

HGUS210-4

D

F

B

SIMPSON ROOF AND FLOOR TRUSS HANGER SCHEDULE

0

THJA26

SUR210

H

2435

0

0

HGUS26-2

LUS24

0

2680

I

C

R

HGUS26-3, HGUS28-3HGUS28-4 SIMILAR

0

7460

3235

CORNER HIP

HTU26, HTU28

M

HHUS46

(3) PLY

N

P

2155

3410

0

1250

2980

HTU26-2

865

0

C

0

3235

1

0

N

765

0

G

HJC26

865

0

0

4310 / 4680

0

1760 L

M

HGUS26-3

1440L

K

Q

3600

ID

1550

9100

2790

1250

490

1840

0

1855

I

0

0

2940

2940

N/A

(1) PLY

1055

0

HTU26 A

E

0

1250 / 1555

1530 / 3485

QTY/RF

A*

0

1855

SYMBOL

1440

SUL26

P

THA422, THA426THAC422 SIMILARHJC26

3820

2155

HHUS46

0

A

0

0

THA422

5320

NOTE: UPLIFT VALUE FOR THA422, THAC422, THA426 HANGERS APPLY ONLY TO FACE MOUNT ISTALATION

895

B

UPLIFT

A*

QTY/FL

5230

S

1760

3265

(1) PLY

1515 / 2175

D

J

(1) PLY FLR. TRUSS(2) PLY

0

2435

0

MODEL

HTU28-2

1235 / 2140

2245

LUS24

SUR26

FLOOR

3820

SUL210

4355

S

0

2245

7460

O

4355

7460

4095

2245

2245

3895 / 4680

725

4

HTU26-2, HTU28-2HGUS26-2, HGUS28-2

J

THA426

E

THJA26

0

N/A

THAC422

1055

H

0 F

0

ROOF

0

1855

3200 / 3600

HGUS28-2

K

7460

N/A

2x4 T.C. MIN.

5

6-3

/16"

14 1/2"CANT.

12

TYP. ROOF TRUSS END DETAIL

8" BRG.

N.T.S.

SHINGLE / TILE ROOF

BEARING HEIGHT SCHEDULE

9'-4" BEARING HEIGHT

REVISIONS

No. DATE NOTES BY

CAUTION!!!

DO NOT ATTEMPT TO ERECT TRUSSESWITHOUT REFERRING TO THE ENGINEERINGDRAWINGS AND BSCI-B1 SUMMARY SHEETS.

ALL PERMANENT BRACING MUST BE INPLACE PRIOR TO LOADING TRUSSES. (ie.SHEATHING, SHINGLES, ETC.)

ALL INTERIOR BEARING WALLS MUST BE INPLACE PRIOR TO INSTALLING TRUSSES.

REFER TO FINAL ENGINEERING SHEETS FORTHE FOLLOWING.

1) NUMBER OF GIRDER PLIES AND NAILINGSCHEDULE.

2) BEARING BLOCK REQUIREMENTS.

3) SCAB DETAILS (IF REQUIRED)

4) UPLIFT AND GRAVITY REACTIONS.

WARNINGBACK CHARGES WILL NOT BEACCEPTED REGARDLESS OF FAULTWITHOUT PRIOR NOTIFICATION BYCUSTOMER WITHIN 48 HOURS ANDINVESTIGATION BY Builders FirstSource.NO EXECPTIONS.

THE GENERAL CONTRACTOR ISRESPONSIBLE FOR ALL CONNECTIONSOTHER THAN TRUSS TO TRUSS, GABLESHEAR WALL, AND CONNECTIONS.TEMPORAY AND PERMANENT BRACING,AND CEILING AND ROOF DIAPHRAMCONNECTIONS.

6850 Taylor Road Punta Gorda, Fl. 33950Phone: 941-575-2250 / Fax:941-575-0319

IMPORTANT

This Drawing Must Be Approved And ReturnedBefore Fabrication Will Begin. For Your Protection

Check All Dimensions And Conditions Prior ToApproval Of Plan.

SIGNATURE BELOW INDICATES ALL NOTESAND DIMENSIONS HAVE BEEN ACCEPTED.

By _________________________Date___________

NOTES:1) ALL DIMENSIONS ARE FEET-INCHES-SIXTEENTHS.2) DO NOT CUT OR ALTER TRUSSES IN ANY WAY.3) ALL REACTIONS ARE UNDER 5000 LBS. UNLESS NOTE OTHERWISE.4) ALL UPLIFTS ARE UNDER 1000 LBS. UNLESS NOTED OTHERWISE.5) FRAMING REQUIRED BELOW TRUSSES TO GET DESIRED CEILING CONDITIONS.6) ONLY TRUSS TO TRUSS CONNECTIONS SUPPLIED W/ TRUSS PACKAGE.

DATE DRAWN 7/7/2020

DATE PRINTED 7/7/2020

MASTERJOB No.

WIND LOAD 160 MPH

EXPOSURE CATEGORY C

OCCUPANCY CATEGORY II

IMPORTANCE FACTOR 1.0

WIND DURATION FACTOR 1.60

OPENING CONDITIONS ENCLOSED

GENERAL TRUSS ENGINEERING CRITERIA & DESIGN LOADS

TRUSSES HAVE BEEN DESIGNED FOR A 10.0 PSF BOTTOM CHORDLIVE LOAD NONCONCURRENT WITH ANY OTHER LIVE LOADS

DESIGN CODE FBC2017/TPI2014

WIND CODE MWFRS (Directional)/C-C HYBRID WIND ASCE 7-10

TRUSS LOADING ROOF

TCLL 20 PSF

TCDL 20 PSF

BCLL 0 PSF

BCDL 10 PSF

TOTAL 50 PSF

DURATION 1.25

TCDL / TO RESIST UPLIFT 5 PSF

BCDL / TO RESIST UPLIFT 5 PSF

TRUSS LOADING

ROOF PITCH 5/12

CEILING PITCH FLAT

TOP CHORD SIZE 2 x 4 MIN.

BOTTOM CHORD SIZE 2 x 4 MIN.

OVERHANG LENGTH N/A

CANTILEVER 14 1/2"

END CUT PLUMB

FLOOR TRUSS SPACING N/A

ROOF TRUSS SPACING 24"

ROOF PITCH

BUILDER DR Horton

PROJECT 1763 B 160 C RH

MODEL 1763

ADDRESS --

CITY, STATE --, FL.

LOT --

COUNTY --

DRAWN BY D.W.

ENG. BY D.W.

5"

12"5"

12"5"

12"5"

12"

5"

12"

5"

12"

5"

12"5"

12"

FINISH FLOORELEV. @ 0"

FINISH FLOORELEV. @ 0"

TOP OF BEAMELEV. @ 9'-4"

TOP OF BEAMELEV. @ 9'-4"

TILE ROOF

6" RAISED BANDING 6" RAISED BANDING

4" RAISED DECO

BANDING

16080 OHGD3080 ENTRY

3'-6

"

2'-6"

7'-4

"

1'-4"1'-4"

1'-4"

DECO TEXTURE

DECO FOAM

8'-0

"

16

'-9

29

/32

"

TO

FIN

ISH

FLO

OR

FINISH FLOORELEV. @ 0"

FINISH FLOORELEV. @ 0"

TOP OF BEAMELEV. @ 9'-4"

TOP OF BEAMELEV. @ 9'-4"

TILE ROOF

2-25 SH 2-4080 SL GL DR

8'-0

"

DECO TEXTURE

FINISH OVER

CONC. BLOCK

1'-4"1'-4"

FINISH FLOORELEV. @ 0"

TOP OF BEAMELEV. @ 9'-4"

DECO TEXTURE

FINISH OVER

CONC. BLOCK8'-0

"

2-25 SH25 SH25 SH

1'-4"1'-4"1'-4"

6'-8"TILE ROOF

TOP OF WALL 60"

FINISH FLOORELEV. @ 0"

FINISH FLOORELEV. @ 0"

TOP OF BEAMELEV. @ 9'-4"

TOP OF BEAMELEV. @ 9'-4"

DECO TEXTURE

FINISH OVER

CONC. BLOCK

TILE ROOF

8'-0

"

25 SH 25 SH 48" x 12"

1'-4"1'-4"

SCALE:

DATE:

DRAWN BY:

CHECKED BY:

PLAN:

REVISED:

DESIGN IN ACCORDANCE WITH THE RESIDENTIAL

FLORIDA BUILDING CODE 2017 - 6TH EDITION

1/4" = 1'-0"

L:\0

-New D

ata

\1-M

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019\2

019-B

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ISLE

S 6

0'S

\12066 L

OT 6

19 1

763 B

R\R

EVIT

\12066 1

763 B

R.r

vt

A-1 BR

ELEVATIONS

1763

MO

DEL

JWC

JSL

10/23/20

LOT:

61

9

SUBD

IVIS

ION:

TO

SC

ANA III 4

0s

AD

DRS:

204

VIL

LORESI BLV

D

D.R

.H.

#:

57

95

70

094

GC

D J

OB #

12

066

1/4" = 1'-0"

FRONT ELEVATION "BR"

1/4" = 1'-0"

REAR ELEVATION "BR"

1/4" = 1'-0"

LEFT ELEVATION "BR"

1/4" = 1'-0"

RIGHT ELEVATION "BR"

WH

HB

HB

HB

MF

OR DOORS

21" MIN. TO

FIXTURES, WALLS 1'-9"

8'-0

"36" MAX.

OR DOORS

21" MIN. TO

FIXTURES, WALLS

MIN.

1'-0"

19

" M

IN.

19

" M

IN.

15" MIN.

TO FINISH

FRONT ELEVATION SIDE ELEVATION

WATER CLOSET CLEARANCE DETAIL

8'-0

"

FRONT ELEVATION SIDE ELEVATION

VANITY SINK CLEARANCE DETAIL

4"

2'-5

1/2

"

8'-0

"

VARIES

4"

2'-5

1/2

"VARIE

S

VARIES

8'-0

"

MIRROR

FAUCET

KICK PLATE

FAUCET

MIRROR

1'-0" 12'-8"

13'-8" 16'-0"

29'-8"

1'-0

"9

'-0

"6

'-0

"1

'-0

"4

'-0

"

10

'-0

"5

8'-0

"1

1'-0

"

79

'-0

"

3'-6" 8'-2" 2'-0"

16'-4 1/2" 3'-11 1/2" 7'-3 1/2" 2'-0 1/2"

21'-9 1/2" 2'-9 1/2" 3'-0" 2'-1"

16

'-5

"4

'-7

"1

8'-6

"3

9'-6

"

18

'-0

"5

'-5

1/2

"2

4'-1

1 1

/2"

10

'-6

1/2

"

7'-3" 1'-1" 21'-4"

11'-7 1/2" 18'-0 1/2"

1'-1 1/2" 3'-5" 5 1/2"

1'-0" 4'-0" 6'-0" 1'-4" 16'-0" 1'-4"

11'-0" 18'-8"

29'-8"

79

'-0

"

5'-0

" TUB

DBL

SIN

K

AHU

WASHER

4" SLAB W/ 2,500 PSI CONC. W/ 6X6 #

10/10 W.W.M. REINFORCING OVER 6

MILL VISQUEEN BARRIER ON

MECHANICALLY COMPACTED FILL @ 95%.

THE FINISH FLOOR SLAB SHALL BE SET

ABOVE BASE FLOOD ELEVATION PER FEMA

FLOOD MAP PLUS 1'-0" FREEBOARD PER

FBCR R322.2.1. SEE SITE PLAN BY OTHERS

ELEV. @ 0'-0"

ELEV. @ 0'-(-4")

ELEV. @ 0'-(-4")

ELEV. @ -0'-4"

SLO

PE

PROVIDE 1/4" WATER

LINE @ REF SPACE

FOR ICE MAKER

RUN ELECTRIC IN

CONDUIT FOR

KITCHEN ISLAND

STANDARD SGD RECESS 1-1/2". IMPACT

GLASS SGD RECESS 2-1/2".

8F8-1B SET AT GARAGE DOOR HEAD HEIGHT ADD

COURSING AS REQUIRED TO 8X8 BOND BEAM W/

(1) #5 BAR. TOP @ 9'-4" ADD #5 VERT @ 48" O.C.

GROUT ALL SOLID

4'-9" 1'-10 1/2"

TIL

E S

HO

WER

RECES

S 3

1/2

"

PAVERS BY OTHERS

PAVERS BY

OTHERS

LOWEST POINT OF GARAGE SHALL BE SET ABOVE

BASE FLOOD ELEVATION PER FEMA FLOOD MAP

SET A/C PAD ABOVE

FLOOD W/ 1'-0"

FREEBOARD PER

FBCR R322.2.1

SET W/H ABOVE FLOOD W/ 1'-0"

FREEBOARD PER FBCR R322.2.1

PROVIDE TERMITE

TREATMENT WITH

"BORA CARE"

DW

RANG

E

STUB OUT FOR OPTIONAL

OUTDOOR KITCHEN & SINK

OPTIONAL 60" HIGH

WALL W/ 8" BOND

BEAM & 1 #5 ROD

8'-0

"

SCALE:

DATE:

DRAWN BY:

CHECKED BY:

PLAN:

REVISED:

DESIGN IN ACCORDANCE WITH THE RESIDENTIAL

FLORIDA BUILDING CODE 2017 - 6TH EDITION

As indicated

L:\0

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ISLE

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R\R

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A-2 BR

SLAB & PLUMBING

1763

MO

DEL

JWC

JSL

10/23/20

LOT:

61

9

SUBD

IVIS

ION:

TO

SC

ANA III 4

0s

AD

DRS:

204

VIL

LORESI BLV

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70

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GC

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066

1/4" = 1'-0"

SLAB & PLUMBING "BR"

WH

HB

HB

HB

MF

DOOR HEADERS6'-8" BI-FOLD

6'-8" SWING

8'-0" SWING

HEADER HEIGHT 82" A.F.F.

82 1/2" A.F.F.

98 1/2" A.F.F.

HEADER HEIGHT

HEADER HEIGHT

CABINET BACKING

KITCHEN

MASTER BATH

GUEST BATH

LAUNDRY ROOM

UPPER TOP @ 84" BASE TOP @ 35"

UPPER

UPPER

UPPER TOP @ 84"

BASE TOP @ 35"

BASE TOP @ 31"

BASE

PLAN NOTES

1) VERIFY ALL ROUGH OPENING DIMENSIONS FOR

ALL WINDOWS AND DOORS

2) PROVIDE SAFETY GLAZING WITHIN 24" FROM EXIT

PER FLORIDA BUILDING CODE R 308.4.2.

3) PROVIDE SAFETY GLAZING AT BATH/ SHOWER

PER FLORIDA BUILDING CODE R 308.4.5.

4) NON BEARING INTERIOR FRAME WALLS SHALL BE

FRAMED W/ WOOD OR METAL STUDS. SPACING SHALL

NOT EXCEED 24" O.C. (NON BEARING WALLS ONLY)

5) PROVIDE DEAD WOOD IN ATTIC FOR OVERHEAD

GARAGE DOOR HARDWARE

6) KITCHEN KNEE WALL TO BE FRAMED W/ TOP @

34 1/2" A.F.F.

7) INSTALL SMOOTH WALLS IN KITCHEN AND ALL

BATHROOM AREAS

8) WHERE DRYWALL CEILING IS APPLIED TO TRUSSES

@ 24" O.C. USE 5/8" DRYWALL OR 1/2" SAG

RESISTANT PER SEC. 702.3.5

9) THE GARAGE SHALL BE SEPARATED FROM THE

RESIDENCE & ATTIC BY NOT LESS THEN 1/2" GYPSUM

BOARD APPLIED TO THE GARAGE SIDE. GARAGES

BENEATH HABITABLE ROOMS SHALL BE SEPARATED

WITH NOT LESS THAN 5/8" TYPE "X" GYPSUM BOARD

OR EQUIVALENT. WHERE THE SEPARATIION IS A

FLOOR - CEILING ASSEMBLY, THE STRUCTURE

SUPPORTING THE SEPARTION SHALL ALSO BE

PROTECTED BY NOT LESS THAN 1/2" GYPSOM BOARD

OR EQUIVALENT

10) INSTALL 1 3/8" THICK SOLID WOOD DOOR BETWEEN

LIVING AND GARAGE PER FLORIDA BUILDING CODE

R302.1.5.

11) ALL WINDOWS INSTALLED 72" ABOVE GRADE MUST

COMPLY WITH R612.2 MIN 24" SILL HEIGHT OR

PROVIDED WITH AN APPROVED WINDOW FALL

PRVENTION DEVICE

12) ALL CLOSET SHELVES TO BE 12". ALL PANTRY &

LINEN TO BE (4)-16" SHELVES 18" 0.F.F. W/ 15"

INCREMENT.

13) ALL MECHANICAL AND ELECTRICAL EQUIPMENT TO BE

INSTALLED AT OR ABOVE FLOOD PLUS 1'-0" FREEBOARD.

INTERIOR DOOR SCHEDULE

MARK

1

2

3

DOOR WIDTH NOTES

P.K. = POCKET DOOR

B.F. = BI-FOLD DOOR

B.P. = BI-PASS DOOR

L.V. = LOUVERED DOOR

4

5

6

7

8

3'-0"

2'-8"

2'-6"

2'-4"

2'-0"

1'-8"

1'-6"

2'-10"

TOILET PAPER ROLL

2'-6"

1'-8"

TOWEL BAR

4'-0"

3'-2"

MIN.

4"

MIN.

4"

BATHROOM NOTES

ALL TUB DECKS @ 21" A.F.F

ALL BLOCKING TO BE PT IN SHOWERS

TOWEL BAR

TP TOILET PAPER

TB

13'-8" 16'-0"

20

'-5

"1

0'-9

1/2

"2

'-4

"5

'-1

1"

10

'-9

1/2

"5

'-3

"5

'-4

"3

'-1

0"

14

'-4

"

11'-0" 18'-8"

8'-4" 2'-6 1/2" 3'-5" 2'-1 1/2" 3'-10" 2'-11" 6'-6"

79

'-0

"

4'-0

"7

'-0

"5

8'-0

"1

0'-0

"

14'-1" 2'-4" 13'-3"

4'-4

"1

4'-5

"2

4'-1

0 1

/2"

5'-0

"4

'-8

"4

'-8

1/2

"

LANAI

BEDROOM #1

GREAT ROOM

W.I.C.

BATH #2

BEDROOM #2

KITCHEN

GARAGE

LAUNDRY

FOYER

9'-4" FLAT CEILING

BATH #1

BEDROOM #3

DINING ROOM

AHU

29'-8"

1'-0" 4'-0" 6'-0" 1'-4" 16'-0" 1'-4"

1'-0

"9

'-0

"2

'-8

"1

0'-6

"2

2'-1

0"

28

'-0

"1

'-0

"

1'-0" 12'-8" 5'-5" 10'-7"

79

'-0

"

29'-8"

12" VINYL SHELF

12" VINYL SHELF

12" VINYL SHELF

12" VIN

YL

SH

ELF

12" VIN

YL

SH

ELF

12" VIN

YL

SH

ELF

12" VIN

YL

SH

ELF

5'-0

" TUB

RANG

E

DBL

SIN

K

2

2

2

2

2

6

2

6

2

2

2

6

3

B

AA

1

2

BA

A

OVERHEAD CABS

OVERH

EAD C

ABIN

ETS

14'-2" 2'-3" 7'-3" 6'-0"

LINEN

WASHERDRYER

DW

MIR.

MIR.

MIR

.

18

'-1

1 1

/2"

11

'-0

1/2

"1

8'-1

0"

30

'-2

"

5'-6" 1'-5" 4'-4 7/8" 2'-8"

2'-5 1/8"

13'-3"

MIN. R-13 OR

BETTER INSULATION

22" X36"

ATTIC ACCESS

SEE NOTE 10

SEE NOTE 9

3'-6" 8'-2" 2'-0"

1'-4" 3'-0" 8"

EGRESS

EG

RES

SEG

RES

S

6" KNEE WALL

34 1/2" TALL

TIL

E S

HO

WER

RECES

S 3

1/2

"

2

PANTRY

35

'-9

1/2

"6

'-4

"6

'-6

"

2'-8

1/2

"

2'-3

1/2

"

18'-1"4'-4 1/2"7'-2 1/2"

3'-8

"

9'-4" FLAT CEILING

9'-4" FLAT CEILING9'-4" FLAT CEILING

9'-4" FLAT CEILING

9'-4" FLAT CEILING

9'-4" FLAT CEILING 9'-4" FLAT CEILING

9'-4" FLAT CEILING

9'-4" FLAT CEILING

9'-4" FLAT

CEILING

C

SAFETY G

LAZED

2'-4

"

ENTRY

9'-4" FLAT

CEILING

9'-4" FLAT CEILING

2

8'-1"

2

6" WALL

6'-3 1/2"

OPTIONAL 60" HIGH

WALL W/ 8" BOND

BEAM & 1 #5 ROD

STUB OUT FOR OPTIONAL

OUTDOOR KITCHEN & SINK

8"

8'-0

"4

"

SCALE:

DATE:

DRAWN BY:

CHECKED BY:

PLAN:

REVISED:

DESIGN IN ACCORDANCE WITH THE RESIDENTIAL

FLORIDA BUILDING CODE 2017 - 6TH EDITION

As indicated

L:\0

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R.r

vt

A-3 BR

FLOOR

1763

MO

DEL

JWC

JSL

10/23/20

LOT:

61

9

SUBD

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ION:

TO

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0s

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DRS:

204

VIL

LORESI BLV

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#:

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GC

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OB #

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066

DOOR SCHEDULETYPE

MARK DESCRIPTION MANUFACTURER HEIGHT WIDTH COMMENTS QTY

1 16080 OHGD 8'-0" 16'-0" 1

2 3080 ENTRY 8'-0" 3'-0" 1

3 2-4080 SL. GL. DR. 8'-0" 8'-0" 1

WINDOW SCHEDULE MARK DESCRIPTION MANUFACTURER HEIGHT WIDTH COMMENTS QTY

A 25 SH 5'-3" 3'-1" 4

B 2-25 SH 5'-3" 6'-4" 2

C 48" X 12" FIXED GLASS 1'-2" 4'-2" SAFETY GLAZED 1

SQUARE FOOTAGE

ENTRY AREA 35 SF

GARAGE AREA 366 SF

LANAI AREA 137 SF

LIVING AREA 1762 SF

TOTAL AREA 2300 SF

OPT IMPACT GLASS MAY BE INSTALLED IN

LIEU OF SHUTTERS VERIFY W/ CONTRACT

1/4" = 1'-0"

FLOOR PLAN "BR"

WH

HB

HB

MF

LANAIBEDROOM #1

GREAT ROOM

W.I.C.

BATH #2

BEDROOM #2

GARAGE

LAUNDRYENTRY

BEDROOM #3

DINING ROOM

9'-4" FLAT CEILING

22" X36"

ATTIC

ACCESS

HIP

RID

GE

HIP

HIP

HIP H

IP

9'-4" FLAT CEILING

9'-4" FLAT CEILING

9'-4" FLAT CEILING

9'-4" FLAT CEILING

9'-4" FLAT CEILING

9'-4" FLAT CEILING

9'-4" FLAT CEILING

GREAT ROOM

BEDROOM #2

KITCHEN

GARAGE

FOYER

BATH #1

DINING ROOM

PANTRY

9'-4" FLAT CEILING

9'-4" FLAT CEILING

9'-4" FLAT CEILING

9'-4" FLAT CEILING

9'-4" FLAT CEILING

MODEL 1763 B: ATTIC VENTILATION FBCR R806

SOFFIT ONLY (1/150) WITH ROOF VENTS (1/300)

AREAS (SQ. FT.) ATTIC VENTILATION REQUIRED ATTIC VENTILATION REQUIRED

MARK SOFFIT

2586.0 SQ. FT.

ATTIC AREA/150

6.02% -.-- SQ. FT. -.-%

COORDINATE VENTING REQUIREMENTS WITH ENERGY CALCULATIONS

(R.V.)

ROOF VENTS ARE NOT REQUIRED

32" BASE

22

-3/8

" BASE

LOMANCO 770-D

0.97 SQ. FT. FREE AIR

(NO ROOF VENTS)

17.24 SQ.FT.

"SOFFIT ONLY" QUALIFIES

SOFFIT MODEL

ACM QUAD 4, FULL VENT,

NARROW PATTERN,

8.15% FREE AIR FLOW

ATTIC

286.0 SQ. FT.

MIN AIR FLOW OF SOFFIT

ROOF VENT MODEL

1st STORY

REQ'D AIR FLOW

OF SOFFIT

QUAD 4 SOFFIT

HAS

8.15%

ATTIC AREA/300QUANTITY OF

ROOF VENTS

-

SCALE:

DATE:

DRAWN BY:

CHECKED BY:

PLAN:

REVISED:

DESIGN IN ACCORDANCE WITH THE RESIDENTIAL

FLORIDA BUILDING CODE 2017 - 6TH EDITION

As indicated

L:\0

-New D

ata

\1-M

ASTER 2

019\2

019-B

UIL

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019\S

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0'S

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R\R

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R.r

vt

A-4 BR

ROOF

1763

MO

DEL

JWC

JSL

10/23/20

LOT:

61

9

SUBD

IVIS

ION:

TO

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0s

AD

DRS:

204

VIL

LORESI BLV

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GC

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OB #

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066

1/4" = 1'-0"

ROOF PLAN "BR"

BEARING HEIGHT

= BEARING @ 9'-4"

WH

HB

HB

HB

MF

3

33

TV

TV

TV

TV

T

43

T

3

3

P

P

43

3

J

ELECTRICAL NOTES:

ALL OUTLETS IN WET AREAS AND ALL

ALL ELECTRIC, ELECTRICAL EQUIPMENT AND APPLIANCES TO BE SET AT

OR ABOVE BASE FLOOD ELEVATIONS PLUS 1'-0" FREEBOARD.

ARC-FAULT CIRCUIT-INTERRUPTERS AND TAMPER

RESISTANT RECEPTACLES SHALL BE INSTALLED

INSTALL PHONE AND T.V PER CONTRACT.

IN DWELLING UNITS PER N.E.C 210.12 AND 406.11

EXTERIOR OUTLETS TO BE GFI'S.

NOTE: NOT ALL SYMBOLS ARE USED FOR THIS

PROJECT.

SURFACE MOUNTED CEILING LIGHT

TELEVISION RECEPTION OUTLET

AC/DC SMOKE DETECTOR

TO BE INTERCONNECTED

WALL MTD. BRACKET LIGHT

DIMMER SWITCH

3 WAY SWITCH

SINGLE POLE SWITCH

TELEPHONE OUTLET

MOTION SENSOR SWITCH

A/C DISCONNECT

DUPLEX FLOOD LIGHT

TRACK MTD. LIGHTS

EXHAUST FAN

PUSH BUTTON (PB) / DOOR BELL (DB)

FLUSH MOUNTED LIGHT

1/2 SWITCHED DUPLEX OUTLET

DUPLEX RECEPTACLE OUTLET

4-PLEX RECEPTACLE OUTLET

220 V RECEPTACLE OUTLET

SINGLE RECEPTACLE OUTLET

DUPLEX RECEPTACLE AT ELEV. A.F.F.

ELECTRICAL PANEL

ELECTRICAL METER

120 V JUNCTION BOX

DUPLEX RECEPTACLE - ABOVE COUNTER

3

D

SD

TV

ELECTRICAL LEGEND

2' UNDER COUNTER LIGHT

4' FLUORESCENT LIGHT

INTERCOMIC

KP

KEYPAD

ANY RESIDENT HAVING A FOSSIL-BURNING

HEATER OR APPLIANCE, A FIREPLACE, OR

AN ATTACHED GARAGE SHALL HAVE AN

OPERATIONAL CARBON MONOXIDE ALARM

INSTALLED WITHIN 10 FEET OF EACH

ROOM USED FOR SLEEPING PERPOSES.

PER RULE 9B-3.04.72

SD (SMOKE DETECTOR)

SCD (CARBON MONOXIDE/ SMOKE

DETECTOR)

AFF

MS

INSTALL ALL ELECTRICAL PER NEC 2014

SCD

T

ELECTRICAL PLAN 1763

200 AMP SERVICE

TAG

A

B

C

D

E

F

G

H

I

J

K

L

M

N

O

P

Q

QUANTITY PRODUCT

(9)

(1)

(3)

(7)

(3)

(X)

(X)

(2)

(X)

(X)

(X)

(X)

(X)

(X)

(X)

(X)

(X)

(FLUSH MOUNTED LT)

(VAPORS)

(PENDANT LIGHT

(10" MUSHROOMS)

(24" 3 LT)

(36" 4 LT)

(NOT USED)

(COACH LIGHTS)

(COACH LIGHTS)

(J BOX)

(4' FLUORESCENT)

(2' FLUORESCENT)

(5LT CHANDELIER)

(3 LT )

(PENDANT/ NOOK)

(X)

(X)

200 AMP ELECTRICAL RISER DIAGRAM

200 AMP

PANELM

(2) 4/0 AL & (1) 1/0 AL

OR CU EQUIVALENT

#6 CU MIN. TO (2) GROUND RODS,

AT LEAST 6FT APART.

POWER CO.

GFI

GFI

GFI

@ 42" A.F.F.

GFI

@ 42" A.F.F.

GFI

WP

GFI

WP

GFI

GFI

GFI

GFI

GFI

GFI

GFI

STUB OUT FOR

GARAGE DOOR

OPENER

A/C DISCONNECT

A/C DISCONNECT

EXH. FAN

EXH. FAN

W/ LIGHT

EXH. FAN

ELECTRIC METER200 AMP PANEL

ATTIC

LIGHTGFI

WP/GFI

D

PRE-WIRE FOR

FAN (TYP.)

PRE-WIRE FOR

FAN (TYP.)

D

PRE-WIRE FOR

FAN (TYP.)

D

KEYLESS

D

PRE-WIRE FOR

FAN (TYP.)

DB

VP

HH

AA

A

A

A

OPT.A

OPT.

A

OPT. A

OPT.

A

D

D

A

PRE-WIRE FOR

FAN (TYP.)

SD

SCD

SD

SCD

SD

GFI

OPTIONAL WP GFI

ABOVE & BELOW

COUNTER TOP FOR

FRIDGE

OPT.

OPT.

SCALE:

DATE:

DRAWN BY:

CHECKED BY:

PLAN:

REVISED:

DESIGN IN ACCORDANCE WITH THE RESIDENTIAL

FLORIDA BUILDING CODE 2017 - 6TH EDITION

As indicated

L:\0

-New D

ata

\1-M

ASTER 2

019\2

019-B

UIL

DERS\D

R H

ORTO

N 2

019\S

UBD

IVIS

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ISLE

S 6

0'S

\12066 L

OT 6

19 1

763 B

R\R

EVIT

\12066 1

763 B

R.r

vt

A-5 BR

ELECTRICAL

1763

MO

DEL

JWC

JSL

10/23/20

LOT:

61

9

SUBD

IVIS

ION:

TO

SC

ANA III 4

0s

AD

DRS:

204

VIL

LORESI BLV

D

D.R

.H.

#:

57

95

70

094

GC

D J

OB #

12

066

1/4" = 1'-0"

ELECTRICAL PLAN "BR"

RESIDENTIAL SPECIFICATIONS

1. THE CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT

THE JOB SITE PRIOR TO COMMENCING WORK. THE CONTRACTOR SHALL

REPORT ALL DISCREPENCIES BETWEEN THE DRAWINGS AND EXISTING

CONDITIONS TO THE DESIGNER PRIOR TO COMMENCING WORK.

2. THE CONTRACTOR SHALL SUPPLY, LOCATE AND BUILD INTO THE WORK

ALL INSERTS, ANCHORS, ANGLES, PLATES, OPENINGS, SLEEVES,

HANGERS, SLAB DEPRESSIONS AND PITCHES AS MAY BE REQUIRED TO

ATTACH AND ACCOMMODATE OTHER WORK.

3. ALL DETAILS AND SECTIONS SHOWN ON THE DRAWINGS ARE INTENDED

TO BE TYPICAL AND SHALL BE CONSTRUCTED TO APPLY TO ANY SIMILAR

SITUATION ELSEWHERE IN THE WORK EXCEPT WHERE A DIFFERENT

DETAIL IS SHOWN.

4. SUBSURFACE SOIL CONDITION INFORMATION IS NOT AVAILABLE

FOUNDATIONS ARE DESIGNED FOR A SOIL BEARING CAPACITY OF 2,000

PSF. THE CONTRACTOR SHALL REPORT ANY DIFFERING CONDITIONS TO

THE DESIGNER PRIOR TO COMMENCING WORK.

5. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUCTION WITH JOB

SPECIFICATION AND HOUSE PLANS, MECHANICAL, ELECTRICAL,

PLUMBING, AND SITE DRAWINGS, CONSULT THESE DRAWINGS FOR

SLEEVES, DEPRESSIONS AND OTHER DETAILS NOT SHOWN ON

STRUCTURAL DRAWINGS.

6. ALL SPECIFIED FASTENERS MAY ONLY BE SUBSTITUTED IF APPROVED BY THE

ENGINEER IN WRITING, THE INSTALLATION OF THE FASTENERS

SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S SPECIFICATIONS.

SIMPSON FASTENERS SPECIFIED MAY BE SUBSTITUTED WITH THE SAME QUANTITY

AND EQUIVALENT STRENGTH PRODUCT.

ALL BOLTS, NUTS, WASHERS, STRAPS AND FASTENERS INCLUDING

NAILS, SHALL BE HOT MOPED DIPPED GALVANIZED OR STAINLESS STEEL

CONTINUOUS ANCHORAGE SHALL BE PROVIDED BETWEEN ALL TRUSSES,

WALL SECTIONS, BEAMS, POSTS AND FOOTINGS WITH USE OF STRAPS

AND CONNECTORS AS SPECIFIED HEREIN.

7. TREATED WOOD REQUIREMENTS:-

ALL TREATED WOOD EXPOSED TO WEATHER SHALL BE PROTECTED, PRESSURE TREATED,

OR NATURALLY RESISTANT TO DECAY.

ALL WOOD TOUCHING MASONRY OR CONCRETE SHALL BE ISOLATED, OR

PRESSURE TREATED.

8. THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER

THE BUILDING IS COMPLETE. IT IS THE CONTRACTOR'S SOLE RESPONSIBILTY

TO DETERMINE ERECTION PROCEDURES AND SEQUENCES TO ENSURE SAFETY OF

THE BUILDING AND ITS COMPONENTS DURING ERECTION. THIS INCLUDES THE

NECESSARY SHORING, SHEETING, TEMPORARY BRACING, GUYS, OR TIE DOWNS.

9. CEILING DRYWALL INSTALLED WITHIN THE HOUSE TO TRUSSES SPACED 24" O.C.

SHALL BE 5/8" DRYWALL OR 1/2" SAG RESISTANT PER SEC. 702.3.5

10. LANAI CEILINGS & COVERED ENTRY CEILINGS

1X4 STRIPPING @ 16" O.C. FASTENED WITH 2-8d NAILS TO EACH TRUSS. 5/8"

EXTERIOR GYP. BOARD CEILING FASTENED WITH 8d NAILS OR 1-5/8" DRYWALL

SCREWS @ 6" O.C. EDGE AND FIELD.

GENERAL NOTES

1

ROOF SHEATHING

SHALL BE APA RATED SHEATHING, EXPOSURE 1, SPAN RATING 24/16 OR BETTER.

INSTALL PANELS WITH LONG DIMENSION PLACED PERPENDICULAR TO TRUSSES.

A 1/8" SPACE BETWEEN ADJACENT SHEETS SHALL BE MAINTAINED . INSTALL "H"

CLIPS AT UNSUPPORTED PANEL EDGES. THE ROOF SHEATHING SHALL BE NAILED WITH

8d RING SHANK NAILS @ 6" O.C. EDGE AND 6" O.C. FIELD. ENSURE THAT ALL NAILS

PENETRATE THE TOP CHORD OF THE TRUSSES WITHOUT SPLITTING. RING SHANK NAILS

PER R803.2.3.1 - 0.113" NOMINAL SHANK DIAMETER, RING DIAMETER OF 0.012"

OVER SHANK DIAMETER, 16 TO 20 RINGS PER INCH, 0.280" DIAMETER FULL

ROUND HEAD, 2" NAIL LENGTH.

FLASHING

FLASHING SHALL BE ALUMINUM, ALUMINUM ZINC COATED STEEL 0.0179" THICK,

26 GAUGE AZ50 ALUM ZINC, OR GALVANIZED STEEL 0.0179" THICK, 26 GAUGE

ZINC COATED G90. FLASHING SHALL BE INSTALLED IN ACCORDANCE WITH THE ZIP

SYSTEM ROOF SHEATHING MANUFACTURES PUBLISHED REQUIREMENTS. ALL

FLASHING AND INSTALLATION SHALL CONFORM TO SECTION R905.2.8 (1 TO 5).

DRIP EDGE

DRIP EDGE SHALL BE PROVIDED AT ALL EAVES AND GABLES OF SHINGLES ROOFS,

LAPPED A MINIMUM OF 3" @ JOINTS. THE OUTSIDE EDGE SHALL EXTEND A MINIMUM

OF 1/2" BELOW SHEATHING AND THE INSIDE EDGE SHALL EXTEND BACK A MINMUM

OF 2". DRIP EDGE SHALL BE FASTENED AT NO MORE THAN 4" CENTERS. THERE SHALL

BE A MINIMUM OF 4" WIDTH OF ROOF CEMENT INSTALLED OVER THE DRIP EDGE FLANGE.

GENERAL ROOF ASSEMBLY

2

INSTALL PEEL AND STICK UNDERLAYMENT APPROVED FOR SINGLE

LAYER APPLICATION UNDER TILE ROOF.

THE INSTALLATION OF CLAY AND CONCRETE TILE SHALL COMPLY

WITH THE PROVISIONS OF R905.3 F.B.C.

MARKING: EACH ROOF TILE SHALL HAVE A PERMANENT

MANUFACTURER'S IDENTIFICATION MARK.

APPLICATION SPECIFICATIONS: THE TILE MANUFACTURER'S WRITTEN

APPLICATION SPECIFICATIONS SHALL BE AVAILABLE AND SHALL

INCLUDED BUT NOT BE LIMITED TO THE FOLLLOWING:

1. TILE PLACEMENT AND SPACING,

2. ATTACHMENT SYSTEM NECESSARY TO COMPLY

WITH CURRENT WIND CODE,

A. AMOUNT AND PLACEMENT OF MORTART

B. AMOUNT AND PLACEMENT OF ADHESIVE

C. TYPE, NUMBER, SIZE AND LENGTH OF FASTENERS AND CLIPS.

3. UNDERLAYMENT

4. SLOPE REQUIREMENT.

CLAY AND CONCRETE ROOF TILE SPECS

4

SHINGLES

15# FELT SHALL BE INSTALLED UNDER ASPHALT SHINGLES. ALL

ASPHALT SHINGLES SHALL HAVE SELD-SEALING STRIPS OR BE

INTERLOCKING AND COMPLY WITH ASTM D 225 OR D 3462, AND

SHALL BE SECURED TO THE ROOF WITH NO LESS THAN 6

FASTENERS PER SHINGLE STRIP, OR A MINIMUM OF 2 FASTENERS

PER SHNGLE TAB, AND SHALL IN NO CASSE BE FASTENED WITH

LESS FASTENERS THAN THAT REQUIRED BY THE MANUFACTURE.

INSTALLATION SHALL COMPLY WITH MANUFACTURES REQUIREMENTS

FOR INSTALLATION IN THE GIVEN FLORIDA WIND ZONE, AS

DETERMINED BY ASTM D 3161.

FASTENERS

FASTENERS FOR ASPHALT SHINGLES SHALL COMPLY WITH ASTM F

1667, AND SHALL BE MADE WITH GALVANIZED STEEL, STAINLESS

STEEL OR ALUMINUM WITH A MINIMUM SHANK SIZE OF 12 GAUGE

(0.105") WITH A MINIMUM 3/8" DIAMETER HEAD SHANK AND SHALL

BE A LENGTH TO PENTRATE THE SHEATHING

THE NAIL COMPONENT OF PLASTIC CAP NAILS SHALL MEET OR EXCEED

THE REQUIREMENTS OF ASTM A 641, CLASS 1, OR EQUAL, AND

SHALL BE CORROSION RESTITANT BY ELECTRO GALVANIZATION,

MECHANICAL GALVANIZATION, HOT DIPPED GALVANIZATION OR

SHALL BE MADE OF STAINLESS STEEL, NON-FERROUS METAL

ASPHALT SHINGLE ROOF SPEC'S

3

A.P.A. RATED STURDI-FLOOR, EXPOSURE 1, TONGUE & GROOVE EDGES

SPAN RATING 48/24 OR BETTER, GLUED AND NAILED

FLOOR SHEATHNG AT 2ND FLOOR

5

R310.2.1 MINMUM OPENING AREA- ALL EMERGENCY ESCAPE AND RESCUE

OPENINGS SHALL HAVE A MINIMUM NET CLEAR OPENING OF

5.7 SQUARE FEET (0.530 m2).

EXCEPTION- GRADE FLOOR OPENINGS SHALL HAVE A MINIMUM NET

CLEAR OPENING OF 5 SQUARE FEET (0.465 m2).

R310.2.1 MINMUM OPENING HEIGHT- THE MINIMUM NET CLEAR OPENING

HEIGHT SHALL BE 24 INCHES (610mm).

R310.2.1 MINMUM OPENING WIDTH- THE MINIMUM NET CLEAR OPENING

WIDTH SHALL BE 20 INCHES (508mm).

R310.1.1 OPERATIONAL CONSTRAINTS- EMERGENCY ESCAPE AND RESCUE

OPENINGS SHALL BE OPERATIONAL FROM THE INSIDE OF THE ROOM

WITHOUT THE USE OF KEYS OR TOOLS.

R310.2.3 WINDOW WELLS- THE MINIMUM HORIZONTAL AREA OF THE WINDOW

WELL SHALL BE 9 SQUARE FEET (0.84 m2), WITH A MINIMUM HORIZONTAL

PROJECTION AND WIDTH OF 36 INCHES (914mm). THE AREA OF THE WINDOW

WELL SHALL ALLOW THE EMERGENCY ESCAPE AND RESCUE OPENING TO BE

FULLY OPENED.

MINIMUM EGRESS WINDOW DETAIL

1'-8" MIN.

2'-0

" M

IN.

3'-8

" M

AX.

FINISH FLOOR

5.7 SQ. FT.

CLEAR OPENING

R703.4 - WHERE FLASHING INSTRUCTIONS OR DETAILS ARE NOT PROVIDED BY THE WINDOW

OR DOOR MANUFACTURER OR BY THE FLASHING MANUFACTURER, "PAN FLASHING" SHALL BE

INSTALLED AT THE SILL OF EXTERIOR WINDOW AND DOOR OPENINGS. PAN FLASHING SHALL

BE SEALED OR SLOPED IN SUCH A MANNER AS TO DIRECT WATER TO THE SURFACE OF THE

EXTERIOR WALL FINISH OR TO THE WATER-RESISTIVE BARRIER FOR SUBSEQUENT DRAINAGE.

OPENINGS USING PAN FLASHING SHALL INCORPORATE FLASHING OF PROTECTION AT THE

HEAD AND SIDES.

"PAN FLASHING" IS A GENERIC TERM THAT USED TO REFER TO "METAL PAN FLASHING".

HOWEVER MANY MODERN MATERIALS HAVE BEEN DEVELOPED FOR THE SAME FUNCTION

SUCH AS:

- FLEXIBLE PEEL AND STICK FLASHING MEMBRANE

-FLUID APPLIED FLASHING

FOR SUCH PRODUCTS FOLLOW THE MANUFACTURER'S INSTALLATION REQUIREMENTS

FOR IN-DEPTH FLASHING INSTRUCTIONS, REFER TO THE FOLLOWING PUBLICATIONS:

FMA/AAMA 100

FMA/AAMA 200

FMA/WDMA 250

FMA/AAMA/WDMA 300

INSTALL "PAN" FLASHING AT THE WINDOW SILL

OPENING FOR WINDOW OR DOOR

WHERE "PAN" FLASHING IS

USED AT THE SILL, ALSO

INCORPORATE FLASHING

OR PROTECTION AT THE

HEAD AND SIDES

THE FLASHING INSTRUCTIONS FROM THE WINDOW/ DOOR MFR., OR THE FLASHING MFR.,

SHALL SUPERCEDE THIS DETAIL

PAN FLASHING PER R703.4

SCALE: N.T.S.

WALL SHEATHING

WITH HOUSE WRAP

OR ZIP SYSTEM

WALL SHEATHING

PAPER BACK

METAL LATH

MID WALL

WEEP SCREED

OVER FELT STRIP

MASONRY NAIL

6" WIDE FELT

MASONRY WALL

WOOD FRAMING EITHER

FLOOR TRUSS OR GABLE

END TRUSS

FELT AND

WEEP SCREED

WO

OD F

RAM

EM

ASO

NRY W

ALL

CORNER OF

BUILDING

CORNER BEAD

MITER OUT CORNER

BEAD AT MID WALL

WEEP SCREED

CAULK CENTER JOINT

IN MID WALL WEEP

SCREED 2" IN EA.

DIRECTION AT CORNER

CORNER OF

BUILDING

FULLY EMBED BACK FACE

OF WEEP SCREED IN

CAULK. LET OOZE OUT AT

CORNER AND SCREED 2"

MIN. WIDTH

WIRE LATH

WITH FELT

OVER FRAME

WALL

EXPANSION JOINT

EXPANSION JOINT OVER

WIRE LATH

DECO. TEXTURE FINISH

OVER WIRE LATH

WO

OD F

RAM

EM

ASO

NRY W

ALL

MASONRY WALLMASONRY WALL

DECO. TEXTURE FINISH

OVER WIRE LATH

EXPANSION JOINT

MASONRY WALL

EXPANSION JOINT

AMICO M-TYPE

CONTROL JOINT

AMCJM-780 OR

APPROVED EQUAL

OVER LATH (CUT

LATH BEHIND

CONTROL JOINT 1/4"

MIN. GAP) LOCATE

OVER STUD ONLY

AND PER NOTE 1

*

*NOTE 1:(AT WOOD

FRAME ONLY)

MAX OF 144 SQ. FT.

BETWEEN CONTROL

JOINTS. NOT GREATER

THAN 18'-0" O.C. MAX

AREA RATIO OF

CONTROL JOINTS-2-2/1 TO 1

WIRE THE CONTROL

JOINT TO LATH WITH

18 GA. GALVANIZED

WIRE AT 7' O.C. MAX.

WIRE LATH

OVER FELT

FELT PAPER

FRAME WALL

FELT STRIP

WIRE LATH OVER

MID WALL

WEEP SCREED

OVER FELT STRIPMID WALL

WEEP SCREED

OVER FELT STRIP

MITER OVER SCREED

FELT STRIP

OVER BLOCK WALL

BUILDING

MASONRY WALL

MID WALL WEEP SCREED DETAIL

WEEP SCREED DETAILINSTALL AT ALL EXTERIOR WALL LOCATIONS WHERE

WOOD STUD FRAMING IS ABOVE MASONRY WALLS.

8"X8"X16" CONC. BLOCK

CONCRETE FOOTING SEE

FOUNDATION PLAN FOR

SIZE AND REINFORCING.

PRECAST CONCRETE SILL 1/2" DRYWALL W/ TEXTURED WALLS

WOOD BASE

1X2 P.T. FURRING STRIPS @ 24" O.C.

W/ INSULATION (MIN. R4.1)

4" CONC. SLAB ON 6 MIL.

VISQUEEN VAPOR BARRIER ON

MECHANICALLY COMPACTED FILL

@ 95%.

DECO. CEMENT FINISH

PER ASTM C-926

SILL SET IN MORTAR

SEE ENERGY CODE FORMS

FOR INSULATION R-VALUES

1X4 P.T. STRIP

VENTED SOFFIT

SHALL MEET R703.1.2.1

SEE TABLE 3 ON S-3

DRYWALL CEILING

PER NOTE 9 IN

TABLE 1 ON A-6

GRADE

PROVIDE TERMITE TREATMENT

WITH "BORA CARE".

SLOPE TO EXTERIOR

ROOF SHEATHING PER SCHEDULE 2/S-3.

AND PER NOTES IN TABLE 2 ON A-6

TILE ROOF PER NOTE 4 ON A-6.

EMBEDDED STRAP AT EACH

TRUSS PER ROOF FRAMING PLAN.

FLASHING AND

DRIP EDGE PER NOTES

IN TABLE 2 ON A-6

WINDOW, SEE SCHEDULE AND PLAN.

PRECAST LINTEL

SEE FRAMING PLAN

WINDOW BUCKS 1X4 P.T. BUCK W. BED OF

CONTINUOUS CAULK UNDER

PROVIDE VENTILATION

PER R806.1

8"X8" CONTINUOUS

BOND BEAM W/

1 #5, GROUT SOLID

WOOD TRUSSES @ 24" O.C. (TYPICAL)

DESIGNED BY DELEGATED TRUSS ENGINEER.

2X6 MIN. SUB FASCIA

4"

MIN

.

12"

MIN

.D

W

SCALE:

DATE:

DRAWN BY:

CHECKED BY:

PLAN:

REVISED:

DESIGN IN ACCORDANCE WITH THE RESIDENTIAL

FLORIDA BUILDING CODE 2017 - 6TH EDITION

As indicated

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A-6

SECTIONS

1763

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LOT:

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WH

HB

HB

HB

MF

1'-8

"

FIN. GRADE

#5 DOWEL WITH

7" HOOK, EMBED

5" MIN.

2 #5 CONT. W/

3" CLEAR COVER.

1'-0"

1'-0"

MIN

.

2'-1

"

1'-8

"

FIN. GRADE

#5 DOWEL WITH

7" HOOK, EMBED

5" MIN. BELOW

GARAGE FLOOR

2 #5 CONT. W/

3" CLEAR COVER.1'-0"

1'-0"

MIN

.

7 5/8"

.

VARIES WITH

SLOPE OF FLOOR

CURB IS OPTIONAL & NOT INCLUDED

IN FOOTING DIMENSIONS

2'-1

"

3" CLEAR COVER2 #5

8"

1'-4"

3" CLEAR COVER1 #5

8"

8"

8"X8" CONC. RIBBON

W/ 1 #5 ROD CONT.

1" 3"

8"

8"

PAVERSMORTAR

FOUNDATION PLAN

PLAN NOTES:

1. TOP OF GROUND FLOOR SLAB DATUM ELEVATION 0'-0"

2. "F#" DENOTES CONTINUOUS WALL FOOTING TYPE PER SCHEDULE THIS SHEET.

3. PROVIDE #5 VERTICAL REINFORCING AT DOT LOCATIONS SHOWN ON PLAN FROM FOOTING

TO BOND BEAM.

4. ALL DIMENSIONS ARE TO OUTSIDE FACE OF MASONRY WALLS. SOME SLAB EDGES MAY

EXTEND BEYOND FACE OF WALL.

5. FOR DIMENSIONS OF ROUGH OPENINGS IN MASONRY WALLS, COORDINATE WITH WINDOW/

DOOR SUPPLIER.

6. PROVIDE PRESSURE TREATED BUCKS AT WINDOWS/ DOORS PER DETAIL 7/S-3.

SCALE: 1/4" = 1'-0"

TYPELENGTH WIDTH DEPTH

2'-6" 2'-6"

3'-0"3'-0"

3'-6"3'-6"

4'-0"4'-0"

5'-0"5'-0"

A

B

C

D

E

1'-0"

1'-0"

1'-0"

1'-2"

1'-2"

3-#5 3-#5

4-#5 4-#5

4-#5 4-#5

5-#5 5-#5

6-#5 6-#5

-

-

-

-

-

REMARKSLONG WAY SHORT WAY

BOTTOM REINF.

PAD FOOTING SCHEDULE

US

ED

TYPE LENGTH WIDTH DEPTH

CONT. 1'-4"

1'-8"

1'-0"

1'-4"

1'-4"

F1

F2

F3

F4

F5

1'-8"

1'-0"

1'-0"

2-#5

SHAPE

WALL FOOTING SCHEDULE

US

ED BOTTOM

REINFORCING

F6

F6A

TE

CONT.

CONT.

CONT.

CONT.

CONT.

CONT.

CONT.

1'-4"

0'-8"

0'-8" 0'-8"

0'-8"

1'-8"

0'-10"

0'-8"

2-#5

2-#5

2-#5

2-#5

2-#5

1-#5

1-#5

ADD CURB TO

GARAGE, SEE

DETAIL

1'-0" 12'-8"

13'-8" 16'-0"

29'-8"

1'-0

"9

'-0

"6

'-0

"1

'-0

"4

'-0

"

10

'-0

"5

8'-0

"1

1'-0

"

79

'-0

"

3'-6" 8'-2" 2'-0"

16'-4 1/2" 3'-11 1/2" 7'-3 1/2" 2'-0 1/2"

21'-9 1/2" 2'-9 1/2" 3'-0" 2'-1"

16

'-5

"4

'-7

"1

8'-6

"3

9'-6

"

18

'-0

"5

'-5

1/2

"2

4'-1

1 1

/2"

10

'-2

"8'-4" 21'-4"

9'-9" 19'-11"

1'-1 1/2" 3'-5" 5 1/2"

1'-0" 4'-0" 6'-0" 1'-4" 16'-0" 1'-4"

11'-0" 18'-8"

29'-8"

79

'-0

"

5'-0

" TUB

DBL

SIN

K

AHU

WASHER

4" SLAB W/ 2,500 PSI CONC. W/ 6X6 #

10/10 W.W.M. REINFORCING OVER 6

MILL VISQUEEN BARRIER ON

MECHANICALLY COMPACTED FILL @ 95%.

THE FINISH FLOOR SLAB SHALL BE SET

ABOVE BASE FLOOD ELEVATION PER FEMA

FLOOD MAP PLUS 1'-0" FREEBOARD PER

FBCR R322.2.1. SEE SITE PLAN BY OTHERS

ELEV. @ 0'-0"

ELEV. @ -0'-4"

ELEV. @ -0'-4"

ELEV. @ -0'-4"

2" SLO

PE

PROVIDE 1/4" WATER

LINE @ REF SPACE

FOR ICE MAKER

RUN ELECTRIC IN

CONDUIT FOR

KITCHEN ISLAND

8F8-1B SET AT GARAGE DOOR HEAD HEIGHT ADD

COURSING AS REQUIRED TO 8X8 BOND BEAM W/

(1) #5 BAR. TOP @ 9'-4" ADD #5 VERT @ 48" O.C.

GROUT ALL SOLID

F3

F3

F3

F3

F3

F3

F3

F6A

F3 W

/ C

URB

P

P

F6A

F3 W

/ CU

RB

16'-0" X 8'-0" O.H.G.D.

6" X 12" RECESS

INDICATES (1) #5 VERTICAL BAR IN

GROUTED CELL, LAP 25" W/ #5

DOWEL OUT OF SLAB W/ 7" HOOK

INTO TOP OF BOND BEAM @ 48"

O.C. MAX

SET A/C PAD ABOVE FLOOD

ELEVATION W/ 1'-0" FREEBOARD

PER FBC R322.2.1

INSTALL 1-3/8" THICK SOLID

WOOD DOOR BETWEEN LIVING

AND GARAGE PER FBC R302.5.1

A

A

TIL

E S

HO

WER

RECES

S 3

1/2

"

PAVERS BY

OTHERS

PAVERS BY OTHERS

12" SQAURE MASONRY

COLUMN W/ 4 #5 VERTICAL

AND #3 TIES @ 8" O.C.

AA

F3

F3

SAWCUT SLAB

PER DETAIL 5/S-3

A

F3

12" SQUARE MASONRY COLUMN

W/ 4 #5 VERTICAL AND # 3 TIES

@ 8" O.C.

LOWEST POINT OF GARAGE SHALL BE SET ABOVE

BASE FLOOD ELEVATION PER FEMA FLOOD MAP

SET W/H ABOVE FLOOD W/ 1'-0"

FREEBOARD PER FBCR R322.2.1

STANDARD SGD RECESS 1-1/2". IMPACT

GLASS SGD RECESS 2-1/2".

PROVIDE TERMITE

TREATMENT WITH

"BORA CARE"

DW

RANG

E

7'-6

"

A

P

F3

F3

11

S-3

STUB OUT FOR OPTIONAL

OUTDOOR KITCHEN & SINK

OPTIONAL 60" HIGH

WALL W/ 8" BOND

BEAM & 1 #5 ROD

F1

SCALE:

DATE:

DRAWN BY:

CHECKED BY:

PLAN:

REVISED:

DESIGN IN ACCORDANCE WITH THE RESIDENTIAL

FLORIDA BUILDING CODE 2017 - 6TH EDITION

As indicated

L:\0

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S-1 BR

FOUNDATION PLAN

1763

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10/23/20

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1/2" = 1'-0"

"F3" FOOTING

1/2" = 1'-0"

"F3" WITH CURB AT GARAGE

1/2" = 1'-0"

"F6" STEP DOWN

1/2" = 1'-0"

"F6A" STEP DOWN

1/2" = 1'-0"

"P" PAVERS DETAIL

1/4" = 1'-0"

FOUNDATION PLAN "BR"

WH

HB

HB

MFA1

A2

A3

A4

CJ12 C

J12

EJ9

EJ9

EJ9

EJ9

J3

J5

J7

J3

J5

J7

EJ9

EJ9

EJ9

EJ9

J3

J5

J7

J3

J5

J7

EJ9

A5

A5

A5

A5

A5

A5

A5

A5

A5

A5

A5

A5

A5

A5

A5

A5

A5

A5

A5

A5

A5

A5

A5

A6

A5

A5

A5

CJ12A

EJ9

EJ9

J3

J5

J7

J3

J5

J7

MG1

B1

EJ9

J7A

EJ9

EJ9

B3

B2

V1

V2

VG1

BEDROOM #1

GREAT ROOM

W.I.C.

BEDROOM #2

DINING ROOM

HIP

RID

GE

VAL

LEY

HIP

HIP

HIP

RID

GE

22" X 36"

ATTIC ACCESS

8F8

-0B

8F8

-1B

8F8

-0B

8F8-1B

8F1

6-1

B/1

T

8F16-1B/1T

8F8-1B

8F8

-1B

8F8

-0B

8F8

-0B

8F8-0B

8F8-1B

8F1

6-1

B/1

T

EXTERIOR CEILING PER

SCHEDULE 2/S-3

HIP

LANAI

GREAT ROOM

BATH #2

BEDROOM #2

KITCHEN

GARAGE

LAUNDRY

FOYER

9'-4" FLAT CEILING

BATH #1

BEDROOM #3

DINING ROOM

PANTRY

9'-4" FLAT CEILING

9'-4" FLAT CEILING9'-4" FLAT CEILING

9'-4" FLAT CEILING

9'-4" FLAT CEILING

9'-4" FLAT CEILING 9'-4" FLAT CEILING

9'-4" FLAT CEILING

9'-4" FLAT CEILING

9'-4" FLAT CEILING

EXTERIOR CEILING PER

SCHEDULE 2/S-3

SET BOTTOM OF 8F8-1B LINTEL

AT GARAGE DOOR HEAD

HEIGHT,ADD COURSING TO TOP

OF WALL @ 9'-4" W/ 8X8 BOND

BEAM W/ (1) #5 GROUT SOLID.

ENTRY9'-4" FLAT

CEILING

9'-4" FLAT CEILING

WHERE ROOF SHEATHING CONTACTS ONLY

THE EDGE OF ROOF TRUSSES, INSTALL

BEVELLED BLOCKING PER DETAIL THIS SHEET

(DR HORTON REQUIREMENT)

SEE DETAIL 9/S-3 WHERE

LINTEL AT LANAI /ENTRY

INTERSECTS MAIN WALL,

TYPICAL

#5 CORNER BAR IN

BOND BEAM PER 8/S-3

8"X8" CONTINOUS MASONRY BOND

BEAM AT TOP OF WALL WITH (1) #5

BAR. PROVIDE CORNER BARS PER

8/S-3

#5 VERITCAL @ DOT LOCATION

(48" O.C. MAX) IN GROUTED

CELL W/ 7" HOOK INTO BOND

BEAM

GARAGE SHALL BE SEPARATED FROM THE

RESIDENCE & ATTIC BY NOT LESS THAN 1/2"

GYPSUM BOARD APPLIED TO THE GARAGE SIDE.

GARAGES BENEATH HABITABLE ROOMS SHALL BE

SEPARATED WITH NOT LESS THAN 5/8" TYPE "X"

GYPSUM BOARD OR EQUIVALENT. WHERE THE

SEPARATION IS A FLOOR-CEILING ASSEMBLY THE

STRUCTURE SUPPORTING THE SEPARATION SHALL

ALSO BE PROTECTED BY NOT LESS THAN 1/2"

GYPSUM BOARD OR EQUIVALENT.

(+33.5 -36.3)

(+3

3.5

-3

6.3

)

(+3

3.5

-3

6.3

)

(+3

3.5

-3

6.3

)

(+29.4 -33.3)

(+3

3.5

-3

6.3

)

(+3

3.5

-3

6.3

)

(+33.5, -36.3) WIND

PRESSURES PER ASCE7-10,

160 MPH EXPOSURE C, AND

CONVERTED TO ALLOWABLE

STRESS DESIGN PRESSURES

USING 0.6W LOAD FACTOR.

(Vasd=124 MPH, RISK CAT II,

ENCLOSED, kd=0.85, H=15'

EMBED META16 AT ALL

TRUSSES, EXCEPT AS

NOTED AT GIRDERS

1-META16

@ A1 META16

@ A1

(+33.5 -44.8)

(+3

3.5

-3

6.3

)

OUTLOOKERS PER

13/S-3

(+28.2 -31.5)

8F16-1B/1T

2'-8

"

1-HTT4 @ A1 w/ 5/8"Ø ALLTHREAD,

DRILL & EPOXY, 12" MIN. EMBED

BOT @ 8'-0"

BO

T @

8'-0

"

11

S-3

11

S-3

1-META16,

TYP.

1-META16

@ MG1

BO

T @

8'-0

"BO

T @

8'-0

"

BOT @ 8'-0"

2-HETA20 @ A6,

ONE AT EACH

ARROW

OUTLOOKERS PER

DETAIL 12/S-3, GABLE

BRACING NOT

REQUIRED.

12

S-3

1-HETA20

@ B1

ROOF SHEATHING

8d RING SHANK @

6" O.C.

16d NAILS

@ 8" O.C.

2" X () BLOCKING W/

BEVEL CUT TOP

ROOF TRUSS

BEVELLED BLOCKING DETAIL

WALL ABOVE WITH BOND

BEAM AT TOP

#5 VERTICAL, ABOVE

LINTEL ONLY WHERE

NOTED ON PLAN

'1B' DENOTES 1#5 BOTTOM

WITH 7" HOOK EACH END OR

EXTEND 24" BEYOND OPENING.

'0B' DENOTES "NO REBAR"

8" PRECAST LINTEL

GR

OU

T S

OLID

1'-4"

GR

OU

TE

D

1#5 TOP

1#5 BOTTOM

8F8-1B

8F8-0B

8F16-1B/1T

PRECAST LINTEL SCHEDULE

AT SWING DOORS, USE 2" RECESS STYLE

LINTEL IF NEEDED FOR ROUGH OPENING.

LINTELS BEAR 4" MIN. EACH END

PLAN NOTES:

1. ROOF TRUSS BEARING ELEVATION VARIES, SEE

LEGEND.

2. ROOF FRAMING SHALL BE WOOD TRUSSES DESIGNED

BYA DELEGATED TRUSS ENGINEER PER DESIGN

CRITERIA ON SHEET S-3.

3. PROVIDE STRAPPING AT TRUSSES PER NOTES ON THIS

SHEET.

4. FOR NAILING OF ROOF DECK, SEE 1 AND 2 ON S-3.

5. 8F8-1B etc., DENOTES PRECAST LINTEL ABOVE

DOOR/WINDOW OPENING PER SCHEDULE THIS SHEET.

6. AT TRUSS BEARING, PROVIDE 8x8 MASONRY BOND

BEAM W/ 1 #5 CONTINUOUS, SEE DETAIL 11/S-3.

TRUSS STRAPPING TO MASONRY

MAX TRUSS UPLIFT

@ 24" OC (LBS)CONNECTOR FASTENER

1450

1810

2120

1875 (1 PLY)

1795 (2 PLY)

2365 (2 PLY)

2365 (2 PLY)

3965/SYP 3330/SPF

4235/SYP 3640/SPF

4670/SYP 4015/SPF

5445/SYP 5360/SPF

10690/SYP 10690/SPF

10790/SYP 10790/SPF

(1) META16 TO 40

(1) HETA16 TO 40

(1) HHETA16 TO 40

(2) META16 TO 40

(2) META16 TO 40

(2) HETA16 TO 40

(2) HHETA12 TO 40

MGT (2 PLY)

HTT4

HTT5

HTT5KT

(1)HGT - 2

(1)HGT - 3

(8) 0.148x11/2 ", EMBED 4"

(9) 0.148x11/2", EMBED 4"

(10) 0.148x11/2", EMBED 4"

(10) 0.148x11/2", EMBED 4"

(14) 0.162x31/2", EMBED 4"

(12) 0.162x31/2", EMBED 4"

(12) 0.162x,31/2" EMBED 4"

(22) 0148x3" ATR, EPOXY 12"

(18) 0.162x21/2", 5/8" ATR, EPOXY 12"

(26) 0.148x3", 5/8", ATR, EPOXY 12"

(26) SD#10x21/2, 5/8," ATR, EPOXY

(26) 0.148x3" TO GIRDER

(2) 3/4" Ø ATR, EPOXY 12"

(16) 0.148x3" TO GIRGER,

(2) 3/4" Ø ATR, EPOXY 12"

INSTALL

META16 AT

ALL

TRUSSES

TO 1450 lb

UPLIFT. FOR

HIGHER

UPLIFTS,

SEE NOTES

ON PLAN.

NOTES:

1. PROVIDE A STRAP FROM THE ABOVE LIST AT EACH ROOF TRUSS BEARING POINT, BASED

ON THE TRUSS UPLIFT VALUES IN THE SIGNED AND SEALED TRUSS DESIGN PACKAGE AND

SUITABLE FOR THE GEOMETRY. EMBED STRAP ON -C OF WALL.

2. CONNECTORS ARE SIMPSON STRUCTURAL CONNECTORS. ALL CONNECTORS SHALL BE

INSTALLED IN STRICT ACCORDANCE WITH SIMPSON PRINTED INSTUCTIONS.

SUBSTITUTIONS MUST BE APPROVED IN WRITING BY THE ENGINEER OF RECORD.

3. WHERE EMBEDDED STRAPS ARE MISSING, OR MIS-LOCATED, INSTALL RETROFIT STRAP PER

10/S-3.

SIMPSON CATALOG C-C- 2019

TRUSS STRAPPING TO STUDWALL/ WOOD BEAM

MAX TRUSS UPLIFT

@ 24" OC (LBS)CONNECTOR FASTENER

850

1700

2550

1125

2250

3375

4500

(1)MTS16 TO 20

(2) MTS16 TO 20

(3) MTS16 T0 20

(1) HTS20 TO 30

(2) HTS20 TO 30

(3) HTS20 TO 30

(4) HTS20 TO 30

(14) 10dx1-1/2"

(14) 10dx1-1/2"

(14) 10dx1-1/2"

(24) 10dx1-1/2"

(24) 10dx1-1/2"

(24) 10dx1-1/2"

(24) 10dx1-1/2"

INSTALL AT ALL

TRUSSES TO

840 lb UPLIFT.

FOR HIGHER

UPLIFTS, SEE

NOTES ON

PLAN.

NOTES:

1. PROVIDE A STRAP FROM THE ABOVE LIST AT EACH ROOF TRUSS BEARING

POINT, BASED ON THE TRUSS UPLIFT VALUES IN THE SIGNED AND SEALED

TRUSS DESIGN PACKAGE.

2. CONNECTORS ARE SIMPSON SRTONG TIE. ALL CONNECTORS SHALL BE

INSTALLED IN STRICT ACCORDANCE WITH SIMPSON PRINTED INSTUCTIONS.

SIMPSON CATALOG C-C- 2019

SCALE:

DATE:

DRAWN BY:

CHECKED BY:

PLAN:

REVISED:

DESIGN IN ACCORDANCE WITH THE RESIDENTIAL

FLORIDA BUILDING CODE 2017 - 6TH EDITION

As indicated

L:\0

-New D

ata

\1-M

ASTER 2

019\2

019-B

UIL

DERS\D

R H

ORTO

N 2

019\S

UBD

IVIS

IONS\T

OSCANA

ISLE

S 6

0'S

\12066 L

OT 6

19 1

763 B

R\R

EVIT

\12066 1

763 B

R.r

vt

S-2 BR

ROOF FRAMING PLAN

1763

MO

DEL

JWC

JSL

10/23/20

LOT:

61

9

SUBD

IVIS

ION:

TO

SC

ANA III 4

0s

AD

DRS:

204

VIL

LORESI BLV

D

D.R

.H.

#:

57

95

70

094

GC

D J

OB #

12

066

1/4" = 1'-0"

ROOF FRAMING PLAN "S2" "BR"

BEARING HEIGHT

= BEARING @ 9'-4"

TRUSS BEARING CONDITIONS AND

STRAPPING IS BASED ON TRUSS

LAYOUT PREPARED BY BUILDERS FIRST

SOURCE JOB# MASTER DATED:

07/07/20 REVISED: NONE

” ” ”

” ”

”

6904 Parke East Blvd.Tampa, FL 33610-4115

MiTek USA, Inc. RE: 1763_B_160_C -

Design Code: FBC2017/TPI2014Wind Code: ASCE 7-10 Wind Speed: 160 mphRoof Load: 50.0 psf

Design Program: MiTek 20/20 8.2

1 of 1

This package includes 20 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 sheetconforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules.

General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show SpecialLoading Conditions):

Floor Load: N/A psf

Site Information:

Lot/Block: MASTERCustomer Info: DR Horton Project Name: 1763 B 160 C Model: 1763

Subdivision: MASTERAddress: MASTER, N/A

State: FloridaCity: MASTER

Name Address and License # of Structural Engineer of Record, If there is one, for the building.Name: License #: Address: City: State:

July 7,2020

Albani, Thomas

The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Punta Gorda, FL).

Truss Design Engineer's Name: Albani, ThomasMy license renewal date for the state of Florida is February 28, 2021.

Lumber design values are in accordance with ANSI/TPI 1 section 6.3These truss designs rely on lumber values established by others.

IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use,the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2.

No. Seal# Truss Name1 T20651421 A1

Date7/7/20

2 T20651422 A2 7/7/203 T20651423 A3 7/7/204 T20651424 A4 7/7/205 T20651425 A5 7/7/206 T20651426 A6 7/7/207 T20651427 B1 7/7/208 T20651428 B2 7/7/209 T20651429 B3 7/7/2010 T20651430 CJ12 7/7/2011 T20651431 CJ12A 7/7/2012 T20651432 EJ9 7/7/2013 T20651433 J3 7/7/2014 T20651434 J5 7/7/20

No. Seal# Truss Name15 T20651435 J7

Date7/7/20

16 T20651436 J7A 7/7/2017 T20651437 MG1 7/7/2018 T20651438 V1 7/7/2019 T20651439 V2 7/7/2020 T20651440 VG1 7/7/20

This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature.Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies

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 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, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component

available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information

WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.

6904 Parke East Blvd.Tampa, FL 36610

Job

1763_B_160_C

Truss

A1

Truss Type

Hip Girder

Qty

1

Ply

1

Job Reference (optional)

T20651421

8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 7 09:32:10 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:TUnqbK3odkFljOI9iqZS?oz_lRh-cs41a2bRIOOhr_uLIyn2Z2?kWv_7xYxBRzIpqrz_VCK

Scale = 1:60.1

1

2

3 4 5 6 7 8 9

10

11

19 18 17 16 15 14 13 12

20 21 22 23 24 25

26 27 2829 30 31 32

5x8 5x8

7x10

3x4

2x4 5x6

3x6

7x10

2x4 2x4

7x10

3x6

7x10 5x6

3x4

2x4

4x6

3x6

3x12 MT20HS

3x6

3x12 MT20HS

Special

Special

Special Special

Special

Special

Special SpecialSpecial

Special Special Special Special

Special

Special Special Special Special

1-2-81-2-8

1-6-8

0-4-0

5-1-83-7-0

8-8-83-7-0

11-11-83-3-0

15-2-83-3-0

16-10-81-8-0

20-1-83-3-0

23-4-83-3-0

26-11-83-7-0

30-6-83-7-0

30-10-80-4-0

32-1-0

1-2-8

1-6-81-6-8

5-1-83-7-0

8-8-83-7-0

11-11-83-3-0

15-2-83-3-0

16-0-80-10-0

16-10-8

0-10-0

20-1-83-3-0

23-4-83-3-0

26-11-83-7-0

30-6-83-7-0

32-1-01-6-8

0-6-

3

4-1-

12

0-6-

3

4-1-

12

5.00 12

Plate Offsets (X,Y)-- [1:0-1-11,1-5-8], [1:0-0-11,0-0-1], [3:0-5-12,0-2-8], [9:0-5-12,0-2-8], [11:0-1-11,1-5-8], [11:0-0-11,0-0-1], [13:0-3-0,0-3-8], [14:0-5-0,0-4-8], [15:0-2-12,0-4-8], [16:0-1-12,0-4-8], [17:0-5-0,0-4-8], [18:0-3-0,0-3-8]

LOADING (psf)TCLLTCDLBCLLBCDL

20.020.0

0.0 *10.0

SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode

2-0-01.251.25NO

FBC2017/TPI2014

CSI.TCBCWBMatrix-S

0.620.860.92

DEFL.Vert(LL)Vert(CT)Horz(CT)

in0.06

-0.090.03

(loc)13

12-1311

l/defl>999>999

n/a

L/d240180n/a

PLATESMT20MT20HS

Weight: 224 lb FT = 20%

GRIP244/190187/143

LUMBER-TOP CHORD 2x4 SP No.2BOT CHORD 2x6 SP No.2WEBS 2x4 SP No.3 *Except*

5-16,7-15: 2x6 SP No.2WEDGELeft: 2x8 SP 2400F 2.0E, Right: 2x8 SP 2400F 2.0E

BRACING-TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc purlins.BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.

REACTIONS. (size) 16=0-8-0, 1=0-8-0, 11=0-8-0Max Horz 1=-131(LC 23)Max Uplift 16=-2381(LC 8), 1=-533(LC 8), 11=-423(LC 8)Max Grav 16=4390(LC 1), 1=772(LC 17), 11=1069(LC 30)

FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 1-2=-1386/910, 2-3=-919/635, 4-5=-713/1398, 5-6=-713/1398, 6-7=-324/621,

7-8=-324/621, 8-9=-804/371, 9-10=-1613/756, 10-11=-2048/834BOT CHORD 1-19=-757/1185, 18-19=-757/1185, 17-18=-485/878, 15-16=-1023/728, 14-15=-237/758,

13-14=-543/1440, 12-13=-688/1779, 11-12=-688/1779WEBS 2-18=-472/484, 3-18=-724/1104, 3-17=-1364/834, 4-17=-761/1259, 4-16=-2041/1236,

5-16=-378/216, 8-15=-2076/1065, 8-14=-607/1253, 9-14=-1043/573, 9-13=-576/1140, 10-13=-554/314, 6-16=-1792/867, 6-15=-933/1907

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=5.0psf; BCDL=5.0psf; h=15ft; B=45ft; L=32ft; eave=4ft; Cat.

II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch left exposed; Lumber DOL=1.60 plategrip 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 20.0psf 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2381 lb uplift at joint 16, 533 lb uplift at

joint 1 and 423 lb uplift at joint 11.8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 122 lb down and 90 lb up at

8-8-8, 122 lb down and 83 lb up at 10-9-4, 122 lb down and 83 lb up at 12-9-4, 122 lb down and 83 lb up at 14-9-4, 122 lb downand 83 lb up at 16-0-8, 122 lb down and 83 lb up at 17-3-12, 122 lb down and 83 lb up at 19-3-12, and 122 lb down and 83 lb up at21-3-12, and 122 lb down and 90 lb up at 23-4-8 on top chord, and 873 lb down and 407 lb up at 8-8-8, 235 lb down and 76 lb up at10-9-4, 235 lb down and 76 lb up at 12-9-4, 227 lb down and 87 lb up at 14-9-4, 213 lb down and 111 lb up at 16-0-8, 213 lb downand 115 lb up at 17-3-12, 213 lb down and 115 lb up at 19-3-12, and 213 lb down and 115 lb up at 21-3-12, and 803 lb down and500 lb up at 23-3-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.Continued on page 2

This item has beenelectronically signed andsealed by Albani, Thomas, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.

July 7,2020

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 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, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component

available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information

WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.

6904 Parke East Blvd.Tampa, FL 36610

Job

1763_B_160_C

Truss

A1

Truss Type

Hip Girder

Qty

1

Ply

1

Job Reference (optional)

T20651421

8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 7 09:32:10 2020 Page 2 Builders FirstSource, Punta Gorda, FL - 33950,ID:TUnqbK3odkFljOI9iqZS?oz_lRh-42ePoOc33iWXT8TXsfIH5GYvGIKMg?BLgd1MMIz_VCJ

NOTES-9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).

LOAD CASE(S) Standard1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25

Uniform Loads (plf)Vert: 1-3=-80, 3-9=-80, 9-11=-80, 1-11=-20

Concentrated Loads (lb)Vert: 3=-25(B) 9=-25(B) 18=-630(B) 13=-630(B) 6=-25(B) 20=-25(B) 21=-25(B) 22=-25(B) 23=-25(B) 24=-25(B) 25=-25(B) 26=-213(B) 27=-213(B) 28=-213(B)29=-213(B) 30=-213(B) 31=-213(B) 32=-213(B)

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 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, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component

available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information

WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.

6904 Parke East Blvd.Tampa, FL 36610

Job

1763_B_160_C

Truss

A2

Truss Type

HIP

Qty

1

Ply

1

Job Reference (optional)

T20651422

8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 7 09:32:11 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:TUnqbK3odkFljOI9iqZS?oz_lRh-YFCn?kchp?eO5I2jQNpWeT50uiflPWHUuHnvulz_VCI

Scale = 1:54.0

1

2

3 4 5 6

7

8

16 15 1413

12 11 10

18 19

17 93x6

5x8 5x8

3x6

5x6 3x4

3x4

6x8

2x4 2x4

6x8 3x4

3x4

5x6

3x4

1-2-81-2-8

1-6-80-4-0

6-0-04-5-8

6-1-80-1-8

10-8-84-7-0

15-2-84-6-0

16-10-81-8-0

21-4-84-6-0

25-11-84-7-0

26-1-00-1-8

30-6-84-5-8

30-10-80-4-0

32-1-0

1-2-8

1-6-81-6-8

6-0-04-5-8

6-1-80-1-8

10-8-84-7-0

15-2-84-6-0

16-10-81-8-0

21-4-84-6-0

25-11-84-7-0

26-1-00-1-8

30-6-84-5-8

32-1-01-6-8

0-6-

3

4-11

-12

0-6-

3

4-11

-12

5.00 12

Plate Offsets (X,Y)-- [1:0-2-11,0-1-8], [3:0-5-12,0-2-8], [6:0-5-12,0-2-8], [8:0-2-11,0-1-8]

LOADING (psf)TCLLTCDLBCLLBCDL

20.020.0

0.0 *10.0

SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode

2-0-01.251.25YES

FBC2017/TPI2014

CSI.TCBCWBMatrix-S

0.880.920.68

DEFL.Vert(LL)Vert(CT)Horz(CT)

in0.14

-0.260.02

(loc)11-1211-12

9

l/defl>999>701

n/a

L/d240180n/a

PLATESMT20

Weight: 183 lb FT = 20%

GRIP244/190

LUMBER-TOP CHORD 2x4 SP No.2BOT CHORD 2x4 SP No.2 *Except*

1-16,8-10: 2x6 SP No.2WEBS 2x4 SP No.3 *Except*

4-14,5-12: 2x6 SP No.2

BRACING-TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.

REACTIONS. (size) 14=0-8-0, 17=0-8-0, 9=0-8-0Max Horz 17=-164(LC 10)Max Uplift 14=-931(LC 12), 17=-511(LC 12), 9=-223(LC 12)Max Grav 14=1652(LC 1), 17=754(LC 21), 9=870(LC 22)

FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 1-2=-794/740, 2-3=-355/343, 6-7=-663/140, 7-8=-981/204BOT CHORD 1-17=-594/639, 16-17=-602/640, 15-16=-597/642, 14-15=-101/255, 12-14=-174/515,

11-12=0/539, 10-11=-114/812, 9-10=-106/806, 8-9=-105/804WEBS 2-15=-477/596, 3-15=-548/299, 3-14=-547/861, 4-14=-705/435, 6-12=-898/573,

6-11=-172/441, 7-11=-361/276

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=5.0psf; BCDL=5.0psf; h=15ft; B=45ft; L=32ft; eave=4ft; Cat.

II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-2-8, Interior(1) 3-2-8 to 10-8-8, Exterior(2) 10-8-8 to15-2-8, Interior(1) 15-2-8 to 21-4-8, Exterior(2) 21-4-8 to 25-11-4, Interior(1) 25-11-4 to 32-1-0 zone; cantilever left and right 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide

will fit between the bottom chord and any other members.6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 931 lb uplift at joint 14, 511 lb uplift at

joint 17 and 223 lb uplift at joint 9.

This item has beenelectronically signed andsealed by Albani, Thomas, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.

July 7,2020

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 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, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component

available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information

WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.

6904 Parke East Blvd.Tampa, FL 36610

Job

1763_B_160_C

Truss

A3

Truss Type

Hip

Qty

1

Ply

1

Job Reference (optional)

T20651423

8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 7 09:32:12 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:TUnqbK3odkFljOI9iqZS?oz_lRh-0Rm9D4dJaJmFjSdwz4KlBhdCx61q82me7xWTRBz_VCH

Scale = 1:54.3

1

2

3 4

5

6

11 10 9 8

13

14

15 16

17

18

12 73x6

5x8 5x6

3x6

5x6 5x6

3x4

3x8

3x4

5x6

1-2-81-2-8

1-6-80-4-0

6-5-94-11-1

12-8-86-2-15

19-4-86-8-0

25-7-76-2-15

30-6-84-11-1

30-10-80-4-0

32-1-0

1-2-8

6-5-96-5-9

12-8-86-2-15

19-4-86-8-0

25-7-76-2-15

32-1-06-5-9

0-6-

3

5-9-

12

0-6-

3

5-9-

12

5.00 12

Plate Offsets (X,Y)-- [1:0-0-0,0-0-7], [3:0-5-12,0-2-8], [4:0-3-0,0-2-4], [6:0-0-0,0-0-7], [10:0-3-0,0-3-0]

LOADING (psf)TCLLTCDLBCLLBCDL

20.020.0

0.0 *10.0

SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode

2-0-01.251.25YES

FBC2017/TPI2014

CSI.TCBCWBMatrix-S

0.740.800.34

DEFL.Vert(LL)Vert(CT)Horz(CT)

in0.22

-0.430.07

(loc)10-1110-11

7

l/defl>999>806

n/a

L/d240180n/a

PLATESMT20

Weight: 165 lb FT = 20%

GRIP244/190

LUMBER-TOP CHORD 2x4 SP No.2 *Except*

3-4: 2x4 SP No.1BOT CHORD 2x4 SP No.2 *Except*

1-11,6-8: 2x6 SP M 26WEBS 2x4 SP No.3

BRACING-TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.BOT CHORD Rigid ceiling directly applied or 6-1-11 oc bracing.WEBS 1 Row at midpt 3-9

REACTIONS. (size) 12=0-8-0, 7=0-8-0Max Horz 12=190(LC 11)Max Uplift 12=-600(LC 12), 7=-538(LC 12)Max Grav 12=1604(LC 1), 7=1604(LC 1)

FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 1-2=-2341/992, 2-3=-2091/1000, 3-4=-1837/1009, 4-5=-2091/1000, 5-6=-2341/993BOT CHORD 1-12=-830/2057, 11-12=-844/2074, 10-11=-856/2085, 9-10=-676/1837, 8-9=-845/2072,

7-8=-833/2060, 6-7=-831/2056WEBS 2-10=-346/195, 3-10=-18/354, 4-9=-39/354, 5-9=-346/195, 2-11=-294/273,

5-8=-295/272

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=5.0psf; BCDL=5.0psf; h=15ft; B=45ft; L=32ft; eave=4ft; Cat.

II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-2-8, Interior(1) 3-2-8 to 12-8-8, Exterior(2) 12-8-8 to17-2-15, Interior(1) 17-2-15 to 19-4-8, Exterior(2) 19-4-8 to 23-10-15, Interior(1) 23-10-15 to 32-1-0 zone; cantilever left and rightexposed ;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 20.0psf 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 600 lb uplift at joint 12 and 538 lb uplift

at joint 7.

This item has beenelectronically signed andsealed by Albani, Thomas, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.

July 7,2020

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 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, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component

available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information

WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.

6904 Parke East Blvd.Tampa, FL 36610

Job

1763_B_160_C

Truss

A4

Truss Type

Hip

Qty

1

Ply

1

Job Reference (optional)

T20651424

8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 7 09:32:13 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:TUnqbK3odkFljOI9iqZS?oz_lRh-UdJXQQeyLdu6KcC6Xos_juAQHWMztUknMbG0zdz_VCG

Scale = 1:55.7

1

2

3

4 5

6

7

8

13 12 11 10

15 16

14 9

5x6

5x8 4x6

5x6

4x6

5x6 3x8

4x6

2x4

5x8

2x4

5x8

1-2-81-2-8

1-6-8

0-4-0

7-5-95-11-1

14-8-87-2-15

17-4-82-8-0

24-7-77-2-15

30-6-85-11-1

30-10-80-4-0

32-1-0

1-2-8

7-5-97-5-9

10-6-03-0-7

14-8-84-2-8

17-4-82-8-0

21-7-04-2-8

24-7-73-0-7

32-1-07-5-9

0-6-

3

6-7-

12

0-6-

3

6-7-

12

5.00 12

Plate Offsets (X,Y)-- [3:0-3-0,0-3-0], [4:0-5-12,0-2-8], [6:0-3-0,0-3-0], [10:0-2-12,Edge], [12:0-3-0,0-3-4], [13:0-2-12,Edge]

LOADING (psf)TCLLTCDLBCLLBCDL

20.020.0

0.0 *10.0

SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode

2-0-01.251.25YES

FBC2017/TPI2014

CSI.TCBCWBMatrix-S

0.570.870.36

DEFL.Vert(LL)Vert(CT)Horz(CT)

in0.23

-0.560.07

(loc)12-1312-13

9

l/defl>999>622

n/a

L/d240180n/a

PLATESMT20

Weight: 180 lb FT = 20%

GRIP244/190

LUMBER-TOP CHORD 2x4 SP No.2BOT CHORD 2x4 SP No.2 *Except*

1-13,8-10: 2x6 SP M 26WEBS 2x4 SP No.3

BRACING-TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc purlins.BOT CHORD Rigid ceiling directly applied or 6-7-6 oc bracing.

REACTIONS. (size) 14=0-8-0, 9=0-8-0Max Horz 14=-219(LC 10)Max Uplift 14=-600(LC 12), 9=-538(LC 12)Max Grav 14=1604(LC 1), 9=1604(LC 1)

FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 1-2=-2342/889, 2-3=-2313/1041, 3-4=-1854/915, 4-5=-1656/905, 5-6=-1855/915,

6-7=-2312/1041, 7-8=-2341/888BOT CHORD 1-14=-726/2049, 13-14=-737/2078, 12-13=-735/1939, 11-12=-526/1654, 10-11=-727/1939,

9-10=-728/2052, 8-9=-726/2048WEBS 3-12=-474/307, 4-12=-172/461, 5-11=-181/424, 6-11=-473/306, 2-13=-409/319,

7-10=-409/319, 3-13=-72/269, 6-10=-85/268

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=5.0psf; BCDL=5.0psf; h=15ft; B=45ft; L=32ft; eave=4ft; Cat.

II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-2-8, Interior(1) 3-2-8 to 14-8-8, Exterior(2) 14-8-8 to21-7-11, Interior(1) 21-7-11 to 32-1-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactionsshown; 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 20.0psf 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 600 lb uplift at joint 14 and 538 lb uplift

at joint 9.

This item has beenelectronically signed andsealed by Albani, Thomas, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.

July 7,2020

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 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, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component

available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information

WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.

6904 Parke East Blvd.Tampa, FL 36610

Job

1763_B_160_C

Truss

A5

Truss Type

COMMON

Qty

26

Ply

1

Job Reference (optional)

T20651425

8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 7 09:32:14 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:TUnqbK3odkFljOI9iqZS?oz_lRh-yqtwdmfa6w0zymnI5VNEG6jbTwj0cv?waE?aV3z_VCF

Scale = 1:53.8

1

2

34

5

67

8

9

14 13 12 11

16

17 18

19

1520 21

10

3x4

4x6

3x4

3x6

5x6

2x4

3x8

3x4

5x8

2x4

3x6

5x6

3x4

1-2-81-2-8

1-6-80-4-0

6-0-04-5-8

10-9-34-9-3

21-3-1310-6-10

26-1-04-9-3

30-6-84-5-8

30-10-80-4-0

32-1-0

1-2-8

5-5-145-5-14

6-0-00-6-2

10-9-34-9-3

16-0-85-3-5

21-3-135-3-5

26-1-04-9-3

26-7-20-6-2

32-1-05-5-14

0-6-

3

7-2-

7

0-6-

3

5.00 12

Plate Offsets (X,Y)-- [1:0-0-0,0-0-7], [9:0-0-0,0-0-7], [11:0-2-8,Edge], [13:0-4-0,0-3-0], [14:0-2-8,Edge]

LOADING (psf)TCLLTCDLBCLLBCDL

20.020.0

0.0 *10.0

SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode

2-0-01.251.25YES

FBC2017/TPI2014

CSI.TCBCWBMatrix-S

0.540.820.49

DEFL.Vert(LL)Vert(CT)Horz(CT)

in-0.33-0.690.06

(loc)12-1312-13

10

l/defl>999>503

n/a

L/d240180n/a

PLATESMT20

Weight: 170 lb FT = 20%

GRIP244/190

LUMBER-TOP CHORD 2x4 SP No.2BOT CHORD 2x6 SP M 26 *Except*

11-13,13-14: 2x4 SP No.1WEBS 2x4 SP No.3

BRACING-TOP CHORD Structural wood sheathing directly applied or 3-3-15 oc purlins.BOT CHORD Rigid ceiling directly applied or 7-4-10 oc bracing.

REACTIONS. (size) 15=0-8-0, 10=0-8-0Max Horz 15=-238(LC 10)Max Uplift 15=-600(LC 12), 10=-538(LC 12)Max Grav 15=1604(LC 1), 10=1604(LC 1)

FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 1-2=-2249/847, 2-4=-2225/913, 4-5=-2251/1040, 5-6=-2254/1040, 6-8=-2225/913,

8-9=-2249/847BOT CHORD 1-15=-674/1965, 14-15=-674/2089, 13-14=-684/2107, 12-13=-415/1544, 11-12=-686/1986,

10-11=-676/1969, 9-10=-674/1965WEBS 5-12=-338/944, 6-12=-424/307, 5-13=-338/943, 4-13=-424/307, 2-14=-427/236,

8-11=-427/236

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=5.0psf; BCDL=5.0psf; h=15ft; B=45ft; L=32ft; eave=4ft; Cat.

II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-2-8, Interior(1) 3-2-8 to 16-0-8, Exterior(2) 16-0-8 to19-3-0, Interior(1) 19-3-0 to 32-1-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactionsshown; Lumber DOL=1.60 plate grip DOL=1.60

3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide

will fit between the bottom chord and any other members, with BCDL = 10.0psf.5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 600 lb uplift at joint 15 and 538 lb uplift

at joint 10.

This item has beenelectronically signed andsealed by Albani, Thomas, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.

July 7,2020

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 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, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component

available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information

WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.

6904 Parke East Blvd.Tampa, FL 36610

Job

1763_B_160_C

Truss

A6

Truss Type

Common Girder

Qty

1

Ply

1

Job Reference (optional)

T20651426

8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 7 09:32:15 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:TUnqbK3odkFljOI9iqZS?oz_lRh-R0RIr6fCtE8qavMVfDuToJFfCJ8cLFo4pul72Wz_VCE

Scale = 1:55.8

4

5

6

71

2

3

13

1211 10 9 8

14

15 16 17

5x6

4x6

5x6

6x8 3x4

3x12 MT20HS

3x4

8x10 4x6 8x10 8x10

6x8

3x8

5x8 7x10

Special

SpecialSpecial Special

1-2-81-2-8

1-6-8

0-4-0

6-4-84-10-0

6-8-120-4-4

6-10-8

0-1-12

11-2-84-4-0

16-0-84-10-0

20-10-84-10-0

25-8-84-10-0

30-6-84-10-0

30-10-80-4-0

32-1-0

1-2-8

1-6-81-6-8

6-4-84-10-0

6-8-120-4-4

11-2-84-5-12

16-0-84-10-0

20-10-84-10-0

25-8-84-10-0

30-6-84-10-0

32-1-01-6-8

0-6-

3

7-2-

7

0-6-

3

5.00 12

Plate Offsets (X,Y)-- [1:0-1-15,1-5-8], [1:0-4-3,0-1-4], [3:0-3-0,0-3-0], [5:0-3-0,0-3-0], [7:0-1-5,1-7-11], [7:0-1-13,0-0-7], [8:0-5-0,0-6-0], [10:0-5-0,0-6-0], [11:0-3-8,0-5-12],[13:0-4-12,0-1-8]

LOADING (psf)TCLLTCDLBCLLBCDL

20.020.0

0.0 *10.0

SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode

2-0-01.251.25NO

FBC2017/TPI2014

CSI.TCBCWBMatrix-S

0.990.470.90

DEFL.Vert(LL)Vert(CT)Horz(CT)

in0.11

-0.190.02

(loc)9

8-97

l/defl>999>999

n/a

L/d240180n/a

PLATESMT20MT20HS

Weight: 217 lb FT = 20%

GRIP244/190187/143

LUMBER-TOP CHORD 2x4 SP No.2BOT CHORD 2x8 SP 2400F 2.0E *Except*

1-12: 2x6 SP No.2WEBS 2x4 SP No.3 *Except*

2-11: 2x4 SP No.2WEDGELeft: 2x8 SP 2400F 2.0E, Right: 2x8 SP 2400F 2.0E

BRACING-TOP CHORD Structural wood sheathing directly applied or 2-4-5 oc purlins.BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.

REACTIONS. All bearings 5-8-0 except (jt=length) 7=0-8-0.(lb) - Max Horz 1=237(LC 24)

Max Uplift All uplift 100 lb or less at joint(s) except 1=-277(LC 18), 13=-1853(LC 8), 7=-571(LC 8)

Max Grav All reactions 250 lb or less at joint(s) 1 except 13=4591(LC 1), 13=4591(LC 1), 7=1607(LC 1)

FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 4-5=-2214/946, 5-6=-2736/1065, 6-7=-3282/1167, 1-2=-414/1130, 2-3=-2570/1076,

3-4=-2210/944BOT CHORD 1-13=-933/437, 11-13=-941/442, 10-11=-773/2284, 9-10=-768/2445, 8-9=-985/2909,

7-8=-985/2909WEBS 6-9=-626/303, 5-9=-158/424, 5-10=-827/407, 4-10=-521/1275, 3-10=-621/712,

3-11=-842/798, 2-11=-1437/3813, 2-13=-3948/1641

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=5.0psf; BCDL=5.0psf; h=15ft; B=45ft; L=32ft; eave=4ft; Cat.

II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.603) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide

will fit between the bottom chord and any other members.6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 277 lb uplift at joint 1, 1853 lb uplift at

joint 13 and 571 lb uplift at joint 7.7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 122 lb down and 97 lb up at

8-9-4 on top chord, and 787 lb down and 454 lb up at 8-8-8, and 213 lb down and 115 lb up at 10-9-4, and 1823 lb down and 717 lbup at 12-1-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.

8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).

LOAD CASE(S) StandardContinued on page 2

This item has beenelectronically signed andsealed by Albani, Thomas, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.

July 7,2020

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 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, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component

available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information

WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.

6904 Parke East Blvd.Tampa, FL 36610

Job

1763_B_160_C

Truss

A6

Truss Type

Common Girder

Qty

1

Ply

1

Job Reference (optional)

T20651426

8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 7 09:32:15 2020 Page 2 Builders FirstSource, Punta Gorda, FL - 33950,ID:TUnqbK3odkFljOI9iqZS?oz_lRh-R0RIr6fCtE8qavMVfDuToJFfCJ8cLFo4pul72Wz_VCE

LOAD CASE(S) Standard1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25

Uniform Loads (plf)Vert: 4-7=-80, 1-4=-80, 1-7=-20

Concentrated Loads (lb)Vert: 14=-25(F) 15=-787(F) 16=-213(F) 17=-1823(F)

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 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, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component

available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information

WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.

6904 Parke East Blvd.Tampa, FL 36610

Job

1763_B_160_C

Truss

B1

Truss Type

Hip Girder

Qty

1

Ply

1

Job Reference (optional)

T20651427

8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 7 09:32:17 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:TUnqbK3odkFljOI9iqZS?oz_lRh-NPZ2GnhSPrOYpDVtmewxukL3y7rbpCnNHCEE6Oz_VCC

Scale = 1:32.8

1

2

3

4 5

6

7

8

12 11 10 9

13

14

6x12 MT20HS

5x6

8x12

7x10

7x10 7x10

3x4

2x4

3x4

2x4 8x12

5x12

5x8

Special Special

Special

Special

Special

Special

1-2-81-2-8

1-6-80-4-0

4-5-92-11-1

5-1-80-7-15

8-8-83-7-0

12-4-83-8-0

15-11-123-7-4

19-10-83-10-12

4-5-94-5-9

8-8-84-2-15

12-4-83-8-0

15-11-123-7-4

19-10-83-10-12

0-6-

3

4-1-

12

1-0-

4

4-1-

12

5.00 12

Plate Offsets (X,Y)-- [1:Edge,0-4-5], [1:0-3-7,0-4-9], [5:0-4-4,0-2-12], [8:0-0-0,0-5-1], [10:0-5-0,0-4-12], [11:0-5-0,0-4-12]

LOADING (psf)TCLLTCDLBCLLBCDL

20.020.0

0.0 *10.0

SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode

2-0-01.251.25NO

FBC2017/TPI2014

CSI.TCBCWBMatrix-S

0.720.380.74

DEFL.Vert(LL)Vert(CT)Horz(CT)

in0.17

-0.230.07

(loc)10-1110-11

8

l/defl>999>999

n/a

L/d240180n/a

PLATESMT20MT20HS

Weight: 132 lb FT = 20%

GRIP244/190187/143

LUMBER-TOP CHORD 2x4 SP M 31 *Except*

4-5: 2x4 SP No.2, 5-8: 2x6 SP M 26BOT CHORD 2x6 SP M 26WEBS 2x4 SP No.3SLIDER Left 2x8 SP 2400F 2.0E 2-4-4, Right 2x6 SP No.2 2-1-8

BRACING-TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.BOT CHORD Rigid ceiling directly applied or 5-5-9 oc bracing.

REACTIONS. (size) 8=Mechanical, 1=0-8-0Max Horz 1=119(LC 24)Max Uplift 8=-1801(LC 8), 1=-1694(LC 8)Max Grav 8=2959(LC 1), 1=2818(LC 29)

FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 1-3=-5897/3629, 3-4=-5864/3807, 4-5=-5352/3542, 5-6=-5737/3730, 6-8=-5410/3348BOT CHORD 1-12=-3214/5348, 11-12=-3214/5348, 10-11=-3349/5417, 9-10=-2851/4642,

8-9=-2851/4642WEBS 4-11=-1296/1998, 5-10=-1155/1743, 6-10=-842/952, 3-11=-690/663

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=5.0psf; BCDL=5.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat.

II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.603) 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 20.0psf 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) Refer to girder(s) for truss to truss connections.8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1801 lb uplift at joint 8 and 1694 lb uplift

at joint 1.9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 122 lb down and 88 lb up at

8-8-14, and 122 lb down and 83 lb up at 10-6-8, and 122 lb down and 88 lb up at 12-4-8 on top chord, and 1825 lb down and 1359lb up at 8-8-8, and 213 lb down and 115 lb up at 10-6-8, and 1825 lb down and 1359 lb up at 12-3-12 on bottom chord. Thedesign/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).

LOAD CASE(S) Standard1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25

Uniform Loads (plf)Vert: 1-4=-80, 4-5=-80, 5-8=-80, 1-8=-20

Continued on page 2

This item has beenelectronically signed andsealed by Albani, Thomas, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.

July 7,2020

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 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, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component

available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information

WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.

6904 Parke East Blvd.Tampa, FL 36610

Job

1763_B_160_C

Truss

B1

Truss Type

Hip Girder

Qty

1

Ply

1

Job Reference (optional)

T20651427

8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 7 09:32:17 2020 Page 2 Builders FirstSource, Punta Gorda, FL - 33950,ID:TUnqbK3odkFljOI9iqZS?oz_lRh-NPZ2GnhSPrOYpDVtmewxukL3y7rbpCnNHCEE6Oz_VCC

LOAD CASE(S) StandardConcentrated Loads (lb)

Vert: 4=-25(B) 5=-25(B) 11=-1765(B) 10=-1765(B) 13=-25(B) 14=-213(B)

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 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, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component

available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information

WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.

6904 Parke East Blvd.Tampa, FL 36610

Job

1763_B_160_C

Truss

B2

Truss Type

Common

Qty

1

Ply

1

Job Reference (optional)

T20651428

8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 7 09:32:17 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:TUnqbK3odkFljOI9iqZS?oz_lRh-NPZ2GnhSPrOYpDVtmewxukL1_7kDpIENHCEE6Oz_VCC

Scale = 1:34.1

4

5

61

2

3

87

9

1011

12

4x6

3x12 MT20HS

5x6

4x6

2x4

3x8

2x4

5x8

3x12 MT20HS

9-4-09-4-0

18-4-09-0-0

18-8-00-4-0

19-10-81-2-8

4-9-124-9-12

9-4-04-6-4

14-5-155-1-15

19-10-85-4-9

1-0-

4

4-10

-15

0-6-

3

5.00 12

Plate Offsets (X,Y)-- [6:0-3-15,0-0-7], [6:0-1-11,1-5-8]

LOADING (psf)TCLLTCDLBCLLBCDL

20.020.0

0.0 *10.0

SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode

2-0-01.251.25YES

FBC2017/TPI2014

CSI.TCBCWBMatrix-S

0.840.790.33

DEFL.Vert(LL)Vert(CT)Horz(CT)

in-0.13-0.29-0.03

(loc)6-86-8

1

l/defl>999>817

n/a

L/d240180n/a

PLATESMT20MT20HS

Weight: 102 lb FT = 20%

GRIP244/190187/143

LUMBER-TOP CHORD 2x4 SP No.2BOT CHORD 2x4 SP No.1 *Except*

6-7: 2x6 SP No.2WEBS 2x4 SP No.3WEDGERight: 2x8 SP 2400F 2.0ESLIDER Left 2x8 SP 2400F 2.0E 2-8-1

BRACING-TOP CHORD Structural wood sheathing directly applied or 3-6-5 oc purlins.BOT CHORD Rigid ceiling directly applied or 7-8-9 oc bracing.

REACTIONS. (size) 1=Mechanical, 6=0-8-0Max Horz 6=145(LC 11)Max Uplift 1=-329(LC 12), 6=-329(LC 12)Max Grav 1=977(LC 1), 6=977(LC 1)

FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 4-5=-1274/575, 5-6=-1747/810, 1-3=-1560/710, 3-4=-1236/580BOT CHORD 1-8=-508/1281, 6-8=-642/1536WEBS 5-8=-510/386, 4-8=-163/561, 3-8=-268/246

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=5.0psf; BCDL=5.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat.

II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 9-4-0, Exterior(2) 9-4-0 to12-4-0, Interior(1) 12-4-0 to 19-6-8 zone; cantilever right exposed ;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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide

will fit between the bottom chord and any other members.6) Refer to girder(s) for truss to truss connections.7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 329 lb uplift at joint 1 and 329 lb uplift at

joint 6.

This item has beenelectronically signed andsealed by Albani, Thomas, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.

July 7,2020

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 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, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component

available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information

WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.

6904 Parke East Blvd.Tampa, FL 36610

Job

1763_B_160_C

Truss

B3

Truss Type

GABLE

Qty

1

Ply

1

Job Reference (optional)

T20651429

8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 7 09:32:18 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:TUnqbK3odkFljOI9iqZS?oz_lRh-rb7QT7i4A9WPRN43KLRAQytDYX41YbHWVsznerz_VCB

Scale = 1:46.1

1

2

3

4

5

8 76

19

20

21

22

23 24

4x6 5x8

5x6

6x8

5x6

3x6

5x8

3x12 MT20HS

9-1-59-1-5

18-4-09-2-11

18-8-00-4-0

19-10-8

1-2-8

3-10-03-10-0

9-1-55-3-5

14-4-105-3-5

19-10-85-5-14

5-7-

4

7-2-

7

0-6-

3

5.00 12

Plate Offsets (X,Y)-- [2:0-3-0,0-0-4], [3:0-3-0,0-3-0], [5:0-3-5,0-0-6], [5:0-1-11,1-5-8]

LOADING (psf)TCLLTCDLBCLLBCDL

20.020.0

0.0 *10.0

SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode

2-0-01.251.25YES

FBC2017/TPI2014

CSI.TCBCWBMatrix-S

0.790.810.98

DEFL.Vert(LL)Vert(CT)Horz(CT)

in-0.25-0.390.02

(loc)7-87-8

5

l/defl>918>592

n/a

L/d240180n/a

PLATESMT20MT20HS

Weight: 152 lb FT = 20%

GRIP244/190187/143

LUMBER-TOP CHORD 2x4 SP No.2BOT CHORD 2x4 SP No.1 *Except*

5-6: 2x6 SP No.2WEBS 2x4 SP No.3OTHERS 2x4 SP No.3WEDGERight: 2x8 SP 2400F 2.0E

BRACING-TOP CHORD Structural wood sheathing directly applied or 4-0-12 oc purlins,

except end verticals.BOT CHORD Rigid ceiling directly applied or 8-7-8 oc bracing.

REACTIONS. (size) 8=Mechanical, 5=0-8-0Max Horz 8=-283(LC 12)Max Uplift 8=-366(LC 12), 5=-286(LC 12)Max Grav 8=996(LC 18), 5=970(LC 1)

FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 2-3=-1287/584, 3-4=-1259/436, 4-5=-1722/665BOT CHORD 7-8=0/454, 5-7=-510/1503WEBS 2-7=-453/1172, 3-7=-463/340, 4-7=-468/378, 2-8=-870/457

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=5.0psf; BCDL=5.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat.

II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 3-10-0, Exterior(2)3-10-0 to 6-10-0, Interior(1) 6-10-0 to 19-6-8 zone; cantilever right exposed ;C-C for members and forces & MWFRS for reactionsshown; Lumber DOL=1.60 plate grip DOL=1.60

3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard IndustryGable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.

4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 2x4 MT20 unless otherwise indicated.6) Gable studs spaced at 2-0-0 oc.7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.8) * This truss has been designed for a live load of 20.0psf 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, with BCDL = 10.0psf.9) Refer to girder(s) for truss to truss connections.10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 366 lb uplift at joint 8 and 286 lb uplift

at joint 5.

This item has beenelectronically signed andsealed by Albani, Thomas, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.

July 7,2020

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 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, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component

available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information

WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.

6904 Parke East Blvd.Tampa, FL 36610

Job

1763_B_160_C

Truss

CJ12

Truss Type

DIAGONAL HIP GIRDER

Qty

4

Ply

1

Job Reference (optional)

T20651430

8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 7 09:32:19 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:TUnqbK3odkFljOI9iqZS?oz_lRh-JnhphTjixTeG2XfGu2yPz9QUqwOzH4ygkWjKBHz_VCA

Scale = 1:26.3

1

2

3

7 6

5

8

9

10

4

11 12 13

3x6

6x8

3x4

2x4

3x6

3x12 MT20HS

3x12 MT20HS

Special

Special

Special

Special

Special

Special

Special

Special

Special

Special

Special

Special

1-8-21-8-2

2-1-130-5-10

6-8-114-6-15

7-0-50-3-9

12-2-15-1-12

12-2-50-0-4

2-1-132-1-13

6-8-114-6-15

7-0-50-3-9

12-2-05-1-11

12-2-50-0-5

0-6-

3

4-1-

5

3.54 12

Plate Offsets (X,Y)-- [1:0-1-1,2-4-3], [1:0-2-9,Edge], [1:0-3-8,0-0-0], [6:0-4-0,0-4-8]

LOADING (psf)TCLLTCDLBCLLBCDL

20.020.0

0.0 *10.0

SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode

2-0-01.251.25NO

FBC2017/TPI2014

CSI.TCBCWBMatrix-S

0.440.960.89

DEFL.Vert(LL)Vert(CT)Horz(CT)

in-0.08-0.090.02

(loc)1-71-7

6

l/defl>999>999

n/a

L/d240180n/a

PLATESMT20MT20HS

Weight: 69 lb FT = 20%

GRIP244/190187/143

LUMBER-TOP CHORD 2x4 SP M 31BOT CHORD 2x6 SP No.2WEBS 2x4 SP No.3WEDGELeft: 2x8 SP 2400F 2.0E

BRACING-TOP CHORD Structural wood sheathing directly applied or 5-11-10 oc purlins,

except end verticals.BOT CHORD Rigid ceiling directly applied or 6-6-8 oc bracing.

REACTIONS. (size) 4=Mechanical, 6=Mechanical, 1=0-11-5Max Horz 1=198(LC 24)Max Uplift 4=-821(LC 1), 6=-1216(LC 8), 1=-488(LC 8)Max Grav 4=624(LC 8), 6=1763(LC 28), 1=764(LC 28)

FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 1-2=-1595/979, 3-6=-1138/842BOT CHORD 1-7=-1035/1439, 6-7=-1035/1439WEBS 2-6=-1523/1103, 2-7=-420/386

NOTES-1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.0psf; BCDL=5.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat.

II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.602) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide

will fit between the bottom chord and any other members.5) Refer to girder(s) for truss to truss connections.6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 821 lb uplift at joint 4, 1216 lb uplift at

joint 6 and 488 lb uplift at joint 1.7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 128 lb down and 83 lb up at

3-6-11, 128 lb down and 83 lb up at 3-6-11, 184 lb down and 146 lb up at 6-4-10, 184 lb down and 146 lb up at 6-4-10, and 239 lbdown and 209 lb up at 9-2-9, and 239 lb down and 209 lb up at 9-2-9 on top chord, and 99 lb down and 221 lb up at 3-6-11, 99 lbdown and 221 lb up at 3-6-11, 51 lb down and 103 lb up at 6-4-10, 51 lb down and 103 lb up at 6-4-10, and 54 lb down and 41 lbup at 9-2-9, and 54 lb down and 41 lb up at 9-2-9 on bottom chord. The design/selection of such connection device(s) is theresponsibility of others.

8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).

LOAD CASE(S) Standard1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25

Uniform Loads (plf)Vert: 1-3=-80, 3-4=-40, 1-5=-20

Continued on page 2

This item has beenelectronically signed andsealed by Albani, Thomas, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.

July 7,2020

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 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, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component

available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information

WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.

6904 Parke East Blvd.Tampa, FL 36610

Job

1763_B_160_C

Truss

CJ12

Truss Type

DIAGONAL HIP GIRDER

Qty

4

Ply

1

Job Reference (optional)

T20651430

8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 7 09:32:20 2020 Page 2 Builders FirstSource, Punta Gorda, FL - 33950,ID:TUnqbK3odkFljOI9iqZS?oz_lRh-n_EBupjLimm7ghESRmUeVNzfaKkC0XCpzASujjz_VC9

LOAD CASE(S) StandardConcentrated Loads (lb)

Vert: 9=-125(F=-62, B=-62) 10=-285(F=-142, B=-142) 11=269(F=135, B=135) 12=111(F=56, B=56)

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 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, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component

available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information

WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.

6904 Parke East Blvd.Tampa, FL 36610

Job

1763_B_160_C

Truss

CJ12A

Truss Type

Diagonal Hip Girder

Qty

1

Ply

1

Job Reference (optional)

T20651431

8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 7 09:32:20 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:TUnqbK3odkFljOI9iqZS?oz_lRh-n_EBupjLimm7ghESRmUeVNzdvKoj0hZpzASujjz_VC9

Scale = 1:25.2

1

2

3

4 5

8

7

6

9

10

11 12

6x8

3x6

2x4 5x8

5x6

5x6

3x4

3x6

Special

Special

Special

Special Special

Special

Special

Special

Special Special

1-8-21-8-2

2-1-130-5-10

5-8-03-6-4

9-2-43-6-4

12-2-53-0-1

2-1-132-1-13

2-11-100-9-13

5-8-02-8-7

9-2-43-6-4

12-1-152-11-11

12-2-50-0-6

0-6-

3

4-1-

5

3.54 12

Plate Offsets (X,Y)-- [1:0-8-13,0-2-8]

LOADING (psf)TCLLTCDLBCLLBCDL

20.020.0

0.0 *10.0

SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode

2-0-01.251.25NO

FBC2017/TPI2014

CSI.TCBCWBMatrix-S

0.540.670.23

DEFL.Vert(LL)Vert(CT)Horz(CT)

in-0.15-0.150.01

(loc)1-81-8

4

l/defl>698>686

n/a

L/d240180n/a

PLATESMT20

Weight: 77 lb FT = 20%

GRIP244/190

LUMBER-TOP CHORD 2x4 SP M 31BOT CHORD 2x6 SP No.2WEBS 2x4 SP No.3 *Except*

3-8: 2x6 SP No.2SLIDER Left 2x8 SP 2400F 2.0E 4-2-13

BRACING-TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,

except end verticals.BOT CHORD Rigid ceiling directly applied or 9-2-5 oc bracing.

REACTIONS. All bearings Mechanical except (jt=length) 8=0-11-5, 1=0-11-5.(lb) - Max Horz 1=199(LC 8)

Max Uplift All uplift 100 lb or less at joint(s) except 7=-311(LC 8), 8=-466(LC 9), 1=-392(LC 8), 4=-187(LC 24)Max Grav All reactions 250 lb or less at joint(s) 4 except 7=602(LC 1), 8=670(LC 29), 1=603(LC 28)

FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 1-3=-658/367BOT CHORD 1-8=-418/526, 7-8=-418/526WEBS 3-8=-364/211, 3-7=-788/628

NOTES-1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.0psf; BCDL=5.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat.

II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.602) 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 20.0psf 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.4) Refer to girder(s) for truss to truss connections.5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 311 lb uplift at joint 7, 466 lb uplift at

joint 8, 392 lb uplift at joint 1 and 187 lb uplift at joint 4.6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 128 lb down and 83 lb up at

3-6-11, 128 lb down and 83 lb up at 3-6-11, 184 lb down and 146 lb up at 6-4-10, 184 lb down and 146 lb up at 6-4-10, and 239 lbdown and 209 lb up at 9-2-9, and 239 lb down and 209 lb up at 9-2-9 on top chord, and 99 lb down and 221 lb up at 3-6-11, 99 lbdown and 221 lb up at 3-6-11, and 51 lb down and 103 lb up at 6-4-10, and 51 lb down and 103 lb up at 6-4-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.

8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).

LOAD CASE(S) Standard1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25

Uniform Loads (plf)Vert: 1-4=-80, 4-5=-40, 1-6=-20

Concentrated Loads (lb)Vert: 3=-285(F=-142, B=-142) 10=-125(F=-62, B=-62) 11=269(F=135, B=135) 12=111(F=56, B=56)

This item has beenelectronically signed andsealed by Albani, Thomas, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.

July 7,2020

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 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, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component

available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information

WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.

6904 Parke East Blvd.Tampa, FL 36610

Job

1763_B_160_C

Truss

EJ9

Truss Type

JACK-PARTIAL

Qty

14

Ply

1

Job Reference (optional)

T20651432

8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 7 09:32:21 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:TUnqbK3odkFljOI9iqZS?oz_lRh-FAoZ59kzT4v_Iqpe?T?t2aVoEk8AlARyBqCRF9z_VC8

Scale = 1:23.7

1

2

5

7

8

3

6 4

3x4

2x4

2x4

1-2-81-2-8

1-6-80-4-0

8-8-87-2-0

4-3-134-3-13

5-3-80-11-11

8-8-83-5-0

0-6-

3

4-1-

12

0-4-

7

3-9-

5

4-1-

12

5.00 12

LOADING (psf)TCLLTCDLBCLLBCDL

20.020.0

0.0 *10.0

SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode

2-0-01.251.25YES

FBC2017/TPI2014

CSI.TCBCWBMatrix-P

0.570.660.12

DEFL.Vert(LL)Vert(CT)Horz(CT)

in0.12

-0.150.03

(loc)553

l/defl>732>556

n/a

L/d240180n/a

PLATESMT20

Weight: 38 lb FT = 20%

GRIP244/190

LUMBER-TOP CHORD 2x4 SP No.2BOT CHORD 2x6 SP No.2WEBS 2x4 SP No.3

BRACING-TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.

REACTIONS. (size) 3=Mechanical, 4=Mechanical, 6=0-8-0Max Horz 6=200(LC 12)Max Uplift 3=-65(LC 12), 4=-95(LC 12), 6=-190(LC 12)Max Grav 3=110(LC 17), 4=242(LC 17), 6=526(LC 1)

FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.BOT CHORD 1-6=-127/285WEBS 2-5=-397/410

NOTES-1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.0psf; BCDL=5.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat.

II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 8-7-12 zone; cantilever leftexposed ;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 20.0psf 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.4) Refer to girder(s) for truss to truss connections.5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 65 lb uplift at joint 3, 95 lb uplift at joint 4

and 190 lb uplift at joint 6.

This item has beenelectronically signed andsealed by Albani, Thomas, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.

July 7,2020

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 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, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component

available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information

WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.

6904 Parke East Blvd.Tampa, FL 36610

Job

1763_B_160_C

Truss

J3

Truss Type

JACK-OPEN

Qty

10

Ply

1

Job Reference (optional)

T20651433

8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 7 09:32:22 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:TUnqbK3odkFljOI9iqZS?oz_lRh-jMMxJVlbEN1qv_OrZBW6bo23e8btUea6QUx?ncz_VC7

Scale = 1:10.5

1

2

4

33x4

1-10-81-10-8

2-5-70-6-15

2-5-72-5-7

0-6-

3

1-6-

8

0-4-

7

1-2-

1

1-6-

8

5.00 12

LOADING (psf)TCLLTCDLBCLLBCDL

20.020.0

0.0 *10.0

SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode

2-0-01.251.25YES

FBC2017/TPI2014

CSI.TCBCWBMatrix-P

0.140.180.00

DEFL.Vert(LL)Vert(CT)Horz(CT)

in0.000.00

-0.01

(loc)442

l/defl>999>999

n/a

L/d240180n/a

PLATESMT20

Weight: 10 lb FT = 20%

GRIP244/190

LUMBER-TOP CHORD 2x4 SP No.2BOT CHORD 2x6 SP No.2

BRACING-TOP CHORD Structural wood sheathing directly applied or 2-5-7 oc purlins.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.

REACTIONS. (size) 2=Mechanical, 3=Mechanical, 4=0-8-0Max Horz 4=60(LC 12)Max Uplift 2=-66(LC 12), 3=-193(LC 1), 4=-187(LC 12)Max Grav 2=98(LC 17), 3=113(LC 12), 4=337(LC 1)

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=5.0psf; BCDL=5.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat.

II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever 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 20.0psf 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.4) Refer to girder(s) for truss to truss connections.5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 66 lb uplift at joint 2, 193 lb uplift at joint

3 and 187 lb uplift at joint 4.

This item has beenelectronically signed andsealed by Albani, Thomas, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.

July 7,2020

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 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, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component

available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information

WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.

6904 Parke East Blvd.Tampa, FL 36610

Job

1763_B_160_C

Truss

J5

Truss Type

JACK-OPEN

Qty

10

Ply

1

Job Reference (optional)

T20651434

8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 7 09:32:22 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:TUnqbK3odkFljOI9iqZS?oz_lRh-jMMxJVlbEN1qv_OrZBW6bo2zb8ZMUea6QUx?ncz_VC7

Scale = 1:14.7

1

5

2

4

33x4

1-2-81-2-8

1-6-80-4-0

4-5-72-10-15

4-5-74-5-7

0-6-

3

2-4-

8

0-4-

7

2-0-

1 2-4-

8

5.00 12

LOADING (psf)TCLLTCDLBCLLBCDL

20.020.0

0.0 *10.0

SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode

2-0-01.251.25YES

FBC2017/TPI2014

CSI.TCBCWBMatrix-P

0.530.280.00

DEFL.Vert(LL)Vert(CT)Horz(CT)

in-0.010.01

-0.02

(loc)3-43-4

2

l/defl>999>999

n/a

L/d240180n/a

PLATESMT20

Weight: 18 lb FT = 20%

GRIP244/190

LUMBER-TOP CHORD 2x4 SP No.2BOT CHORD 2x6 SP No.2

BRACING-TOP CHORD Structural wood sheathing directly applied or 4-5-7 oc purlins.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.

REACTIONS. (size) 2=Mechanical, 3=Mechanical, 4=0-8-0Max Horz 4=105(LC 12)Max Uplift 2=-119(LC 12), 3=-75(LC 1), 4=-153(LC 12)Max Grav 2=179(LC 17), 3=65(LC 12), 4=338(LC 1)

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=5.0psf; BCDL=5.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat.

II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 4-4-11 zone; cantilever leftexposed ;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 20.0psf 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.4) Refer to girder(s) for truss to truss connections.5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 119 lb uplift at joint 2, 75 lb uplift at joint

3 and 153 lb uplift at joint 4.

This item has beenelectronically signed andsealed by Albani, Thomas, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.

July 7,2020

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 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, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component

available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information

WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.

6904 Parke East Blvd.Tampa, FL 36610

Job

1763_B_160_C

Truss

J7

Truss Type

JACK-OPEN

Qty

9

Ply

1

Job Reference (optional)

T20651435

8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 7 09:32:23 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:TUnqbK3odkFljOI9iqZS?oz_lRh-CYwJWrmD?h9hX8z17u1L7?b5hYtDD5qFf8hYK2z_VC6

Scale = 1:18.7

1

5

6

2

4

33x4

1-2-81-2-8

1-6-80-4-0

6-5-74-10-15

6-5-76-5-7

0-6-

3

3-2-

8

2-10

-1 3-2-

8

5.00 12

LOADING (psf)TCLLTCDLBCLLBCDL

20.020.0

0.0 *10.0

SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode

2-0-01.251.25YES

FBC2017/TPI2014

CSI.TCBCWBMatrix-P

0.770.430.00

DEFL.Vert(LL)Vert(CT)Horz(CT)

in-0.030.03

-0.03

(loc)3-43-4

2

l/defl>999>999

n/a

L/d240180n/a

PLATESMT20

Weight: 26 lb FT = 20%

GRIP244/190

LUMBER-TOP CHORD 2x4 SP No.1BOT CHORD 2x6 SP No.2

BRACING-TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.

REACTIONS. (size) 2=Mechanical, 3=Mechanical, 4=0-8-0Max Horz 4=150(LC 12)Max Uplift 2=-172(LC 12), 3=-38(LC 1), 4=-167(LC 12)Max Grav 2=261(LC 17), 3=65(LC 12), 4=421(LC 1)

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=5.0psf; BCDL=5.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat.

II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 6-4-11 zone; cantilever leftexposed ;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 20.0psf 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.4) Refer to girder(s) for truss to truss connections.5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 172 lb uplift at joint 2, 38 lb uplift at joint

3 and 167 lb uplift at joint 4.

This item has beenelectronically signed andsealed by Albani, Thomas, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.

July 7,2020

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 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, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component

available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information

WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.

6904 Parke East Blvd.Tampa, FL 36610

Job

1763_B_160_C

Truss

J7A

Truss Type

Jack-Open

Qty

1

Ply

1

Job Reference (optional)

T20651436

8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 7 09:32:24 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:TUnqbK3odkFljOI9iqZS?oz_lRh-glUhkBmrm?HY9IYDgcYagD7HgxCmyY4PuoQ5sUz_VC5

Scale = 1:19.7

1

4

5

6

2

3

4x6

2x4

5-2-155-2-15

5-2-155-2-15

1-0-

4

3-2-

8

2-10

-1 3-2-

8

5.00 12

LOADING (psf)TCLLTCDLBCLLBCDL

20.020.0

0.0 *10.0

SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode

2-0-01.251.25YES

FBC2017/TPI2014

CSI.TCBCWBMatrix-R

0.690.470.00

DEFL.Vert(LL)Vert(CT)Horz(CT)

in0.06

-0.08-0.06

(loc)3-43-4

2

l/defl>947>768

n/a

L/d240180n/a

PLATESMT20

Weight: 17 lb FT = 20%

GRIP244/190

LUMBER-TOP CHORD 2x4 SP No.2BOT CHORD 2x4 SP No.2WEBS 2x4 SP No.3

BRACING-TOP CHORD Structural wood sheathing directly applied or 5-2-15 oc purlins,

except end verticals.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.

REACTIONS. (size) 4=Mechanical, 2=Mechanical, 3=MechanicalMax Horz 4=113(LC 12)Max Uplift 4=-44(LC 12), 2=-125(LC 12)Max Grav 4=252(LC 1), 2=190(LC 17), 3=102(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=5.0psf; BCDL=5.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat.

II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 5-2-3 zone; cantileverleft and right 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 20.0psf 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.4) Refer to girder(s) for truss to truss connections.5) Refer to girder(s) for truss to truss connections.6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 44 lb uplift at joint 4 and 125 lb uplift at

joint 2.

This item has beenelectronically signed andsealed by Albani, Thomas, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.

July 7,2020

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 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, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component

available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information

WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.

6904 Parke East Blvd.Tampa, FL 36610

Job

1763_B_160_C

Truss

MG1

Truss Type

Jack-Open Girder

Qty

1

Ply

1

Job Reference (optional)

T20651437

8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 7 09:32:24 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:TUnqbK3odkFljOI9iqZS?oz_lRh-glUhkBmrm?HY9IYDgcYagD7NKxD2yLwPuoQ5sUz_VC5

Scale = 1:26.8

1

2

3

5 46 7 8

5x8

2x4

6x8

3x6

3x8 6x8 Special

Special

Special

3-9-03-9-0

7-6-03-9-0

3-9-03-9-0

7-6-03-9-0

1-0-

4

4-1-

12

5.00 12

Plate Offsets (X,Y)-- [1:0-3-4,0-0-6], [2:0-2-0,0-2-4], [5:0-4-12,0-1-8]

LOADING (psf)TCLLTCDLBCLLBCDL

20.020.0

0.0 *10.0

SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode

2-0-01.251.25NO

FBC2017/TPI2014

CSI.TCBCWBMatrix-P

0.260.390.84

DEFL.Vert(LL)Vert(CT)Horz(CT)

in0.03

-0.050.01

(loc)4-54-5

4

l/defl>999>999

n/a

L/d240180n/a

PLATESMT20

Weight: 55 lb FT = 20%

GRIP244/190

LUMBER-TOP CHORD 2x4 SP No.2BOT CHORD 2x6 SP M 26WEBS 2x4 SP No.3SLIDER Left 2x8 SP 2400F 2.0E 3-10-2

BRACING-TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.

REACTIONS. (size) 1=0-8-0, 4=MechanicalMax Horz 1=198(LC 8)Max Uplift 1=-498(LC 8), 4=-697(LC 8)Max Grav 1=1563(LC 1), 4=1843(LC 1)

FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 1-2=-2368/725BOT CHORD 1-5=-766/1998, 4-5=-766/1998WEBS 2-5=-629/1978, 2-4=-2299/882

NOTES-1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.0psf; BCDL=5.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat.

II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.602) 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 20.0psf 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.4) Refer to girder(s) for truss to truss connections.5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 498 lb uplift at joint 1 and 697 lb uplift at

joint 4.6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 890 lb down and 326 lb up at

2-0-12, and 890 lb down and 326 lb up at 4-0-12, and 890 lb down and 326 lb up at 6-0-12 on bottom chord. The design/selectionof such connection device(s) is the responsibility of others.

7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).

LOAD CASE(S) Standard1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25

Uniform Loads (plf)Vert: 1-3=-80, 1-4=-20

Concentrated Loads (lb)Vert: 6=-890(F) 7=-890(F) 8=-890(F)

This item has beenelectronically signed andsealed by Albani, Thomas, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.

July 7,2020

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 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, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component

available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information

WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.

6904 Parke East Blvd.Tampa, FL 36610

Job

1763_B_160_C

Truss

V1

Truss Type

Valley

Qty

1

Ply

1

Job Reference (optional)

T20651438

8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 7 09:32:25 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:TUnqbK3odkFljOI9iqZS?oz_lRh-8x24xWnTWIPPmS6QEJ3pCQgcLLf?h?KY6SAfOxz_VC4

Scale = 1:7.4

1

2

3

2x4

2-3-02-3-0

0-11

-4

5.00 12

LOADING (psf)TCLLTCDLBCLLBCDL

20.020.0

0.0 *10.0

SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode

2-0-01.251.25YES

FBC2017/TPI2014

CSI.TCBCWBMatrix-P

0.050.020.00

DEFL.Vert(LL)Vert(CT)Horz(CT)

inn/an/a

-0.00

(loc) - - 2

l/defln/an/an/a

L/d999999n/a

PLATESMT20

Weight: 6 lb FT = 20%

GRIP244/190

LUMBER-TOP CHORD 2x4 SP No.2BOT CHORD 2x4 SP No.2

BRACING-TOP CHORD Structural wood sheathing directly applied or 2-3-0 oc purlins.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.

REACTIONS. (size) 1=2-3-0, 2=2-3-0, 3=2-3-0Max Horz 1=34(LC 12)Max Uplift 1=-18(LC 12), 2=-40(LC 12)Max Grav 1=76(LC 1), 2=62(LC 17), 3=30(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=5.0psf; BCDL=5.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat.

II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactionsshown; Lumber DOL=1.60 plate grip DOL=1.60

2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide

will fit between the bottom chord and any other members.5) Bearing 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 18 lb uplift at joint 1 and 40 lb uplift at

joint 2.

This item has beenelectronically signed andsealed by Albani, Thomas, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.

July 7,2020

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 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, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component

available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information

WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.

6904 Parke East Blvd.Tampa, FL 36610

Job

1763_B_160_C

Truss

V2

Truss Type

Valley

Qty

1

Ply

1

Job Reference (optional)

T20651439

8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 7 09:32:26 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:TUnqbK3odkFljOI9iqZS?oz_lRh-c7cS9so5HcXGOchco1b2leDjMlzWQSahL6vCwNz_VC3

Scale = 1:11.6

1

2

3

4

2x4

2x4

2x4

4-3-04-3-0

1-9-

45.00 12

LOADING (psf)TCLLTCDLBCLLBCDL

20.020.0

0.0 *10.0

SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode

2-0-01.251.25YES

FBC2017/TPI2014

CSI.TCBCWBMatrix-P

0.290.130.00

DEFL.Vert(LL)Vert(CT)Horz(CT)

inn/an/a

0.00

(loc) - -

l/defln/an/an/a

L/d999999n/a

PLATESMT20

Weight: 14 lb FT = 20%

GRIP244/190

LUMBER-TOP CHORD 2x4 SP No.2BOT CHORD 2x4 SP No.2WEBS 2x4 SP No.3

BRACING-TOP CHORD Structural wood sheathing directly applied or 4-3-0 oc purlins,

except end verticals.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.

REACTIONS. (size) 1=4-3-0, 3=4-3-0Max Horz 1=75(LC 12)Max Uplift 1=-41(LC 12), 3=-72(LC 12)Max Grav 1=169(LC 1), 3=171(LC 17)

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=5.0psf; BCDL=5.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat.

II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 4-1-4 zone;C-C formembers and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60

2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide

will fit between the bottom chord and any other members.5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 41 lb uplift at joint 1 and 72 lb uplift at

joint 3.

This item has beenelectronically signed andsealed by Albani, Thomas, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.

July 7,2020

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 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, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component

available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information

WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.

6904 Parke East Blvd.Tampa, FL 36610

Job

1763_B_160_C

Truss

VG1

Truss Type

Valley

Qty

1

Ply

1

Job Reference (optional)

T20651440

8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 7 09:32:26 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:TUnqbK3odkFljOI9iqZS?oz_lRh-c7cS9so5HcXGOchco1b2leDj_lzLQSahL6vCwNz_VC3

Scale = 1:11.9

1

2

3

4

2x4

2x4

2x4

4-4-84-4-8

1-9-

145.00 12

LOADING (psf)TCLLTCDLBCLLBCDL

20.020.0

0.0 *10.0

SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode

2-0-01.251.25YES

FBC2017/TPI2014

CSI.TCBCWBMatrix-P

0.310.140.00

DEFL.Vert(LL)Vert(CT)Horz(CT)

inn/an/a

0.00

(loc) - -

l/defln/an/an/a

L/d999999n/a

PLATESMT20

Weight: 14 lb FT = 20%

GRIP244/190

LUMBER-TOP CHORD 2x4 SP No.2BOT CHORD 2x4 SP No.2WEBS 2x4 SP No.3

BRACING-TOP CHORD Structural wood sheathing directly applied or 4-4-8 oc purlins,

except end verticals.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.

REACTIONS. (size) 1=4-4-8, 3=4-4-8Max Horz 1=78(LC 12)Max Uplift 1=-43(LC 12), 3=-75(LC 12)Max Grav 1=175(LC 1), 3=177(LC 17)

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=5.0psf; BCDL=5.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat.

II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 4-2-12 zone;C-C formembers and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60

2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide

will fit between the bottom chord and any other members.5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 lb uplift at joint 1 and 75 lb uplift at

joint 3.

This item has beenelectronically signed andsealed by Albani, Thomas, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.

July 7,2020

PR

OD

UC

T C

OD

E A

PP

RO

VA

LS

LA

TE

RA

L B

RA

CIN

G L

OC

AT

ION

Indicates location where bearings

(supports) occur. Icons vary butreaction section indicates jointnum

ber where bearings occur.

Min size show

n is for crushing only.

Indicated by symbol show

n and/orby text in the bracing section of theoutput. U

se T or I bracing

if indicated.

The first dim

ension is the plate w

idth measured perpendicular

to slots. Second dim

ension isthe length parallel to slots.

Center plate on joint unless x, y

offsets are indicated.D

imensions are in ft-in-sixteenths.

Apply plates to both sides of truss

and fully embed teeth.

1. Additional stability bracing for truss system

, e.g. diagonal or X

-bracing, is always required. S

ee BC

SI.

2. Truss bracing m

ust be designed by an engineer. For

wide truss spacing, individual lateral braces them

selves m

ay require bracing, or alternative Tor I

bracing should be considered.

3. Never exceed the design loading show

n and never stack m

aterials on inadequately braced trusses.

4. Provide copies of this truss design to the building

designer, erection supervisor, property owner and

all other interested parties.

5. Cut m

embers to bear tightly against each other.

6. Place plates on each face of truss at each

joint and embed fully. K

nots and wane at joint

locations are regulated by AN

SI/T

PI 1.

7. Design assum

es trusses will be suitably protected from

the environment in accord w

ith AN

SI/T

PI 1.

8. Unless otherw

ise noted, moisture content of lum

ber shall not exceed 19%

at time of fabrication.

9. Unless expressly noted, this design is not applicable for

use with fire retardant, preservative treated, or green lum

ber.

10. Cam

ber is a non-structural consideration and is the responsibility of truss fabricator. G

eneral practice is to cam

ber for dead load deflection.

11. Plate type, size, orientation and location dim

ensions indicated are m

inimum

plating requirements.

12. Lumber used shall be of the species and size, and

in all respects, equal to or better than that specified.

13. Top chords m

ust be sheathed or purlins provided at spacing indicated on design.

14. Bottom

chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherw

ise noted.

15. Connections not show

n are the responsibility of others.

16. Do not cut or alter truss m

ember or plate w

ithout prior approval of an engineer.

17. Install and load vertically unless indicated otherwise.

18. Use of green or treated lum

ber may pose unacceptable

environmental, health or perform

ance risks. Consult w

ith project engineer before use.

19. Review

all portions of this design (front, back, words

and pictures) before use. Review

ing pictures alone is not sufficient.

20. Design assum

es manufacture in accordance w

ith A

NS

I/TP

I 1 Quality C

riteria.

21.The design does not take into account any dynam

ic or other loads other than those expressly stated.

Failure to F

ollow C

ould Cause P

ropertyD

amage or P

ersonal Injury

(Draw

ings not to scale)

© 2012 M

iTek®

All R

ights Reserved

MiT

ek Engineering R

eference Sheet: M

II-7473 rev. 5/19/2020

edge of truss. from outside

" 16/ 1

-0

ICC

-ES

Reports:

ES

R-1311, E

SR

-1352, ES

R1988

ER

-3907, ES

R-2362, E

SR

-1397, ES

R-3282

JOIN

TS

AR

E G

EN

ER

AL

LY

NU

MB

ER

ED

/LE

TT

ER

ED

CL

OC

KW

ISE

AR

OU

ND

TH

E T

RU

SS

ST

AR

TIN

G A

T T

HE

JOIN

T F

AR

TH

ES

T T

OT

HE

LE

FT

.

CH

OR

DS

AN

D W

EB

S A

RE

IDE

NT

IFIE

D B

Y E

ND

JOIN

TN

UM

BE

RS

/LE

TT

ER

S.

W4-6

W3-6

W3-7

W2-7

W1-7

C1-8

C5-6

C6-7

C7-8

C4-5

C3-4

C2-3

C1-2

TOP CHORD

TOP CHORD87

65 4

32

1

BO

TT

OM

CH

OR

DS

TO

P C

HO

RD

S

BE

AR

ING

4 x 4

PL

AT

E S

IZE

This sym

bol indicates the required direction of slots inconnector plates.

"16

/ 1

For 4 x 2 orientation, locate

plates 0-

1"4 / 3

PL

AT

E L

OC

AT

ION

AN

D O

RIE

NT

AT

ION

Sym

bo

lsN

um

berin

g S

ystemG

eneral S

afety No

tes

*P

late locatio

n d

etails available in

MiT

ek 20/20so

ftware o

r up

on

requ

est.

Ind

ustry S

tand

ards:

AN

SI/T

PI1: N

ational Design S

pecification for Metal

Plate C

onnected Wood T

russ Construction.

DS

B-89: D

esign Standard for B

racing.B

CS

I: Building C

omponent S

afety Information,

Guide to G

ood Practice for H

andling, Installing &

Bracing of M

etal Plate

Connected W

ood Trusses.

6-4-8

WE

BS

Trusses are designed for w

ind loads in the plane of the truss unless otherw

ise shown.

Lumber design values are in accordance w

ith AN

SI/T

PI 1

section 6.3 These truss designs rely on lum

ber values established by others. d

imen

sion

s sho

wn

in ft-in

-sixteenth

s