City of s v ] · isles 60's\11779 lot 590 1543 ar\revit\11779 1543 a r.rvt a-2 ar slab & plumbing plan model 1543 jwc jsl 08/06/20 lot: 590 subdivision: toscana iii 40s addrs: 273

$Page 1: City of s v ] · isles 60's\11779 lot 590 1543 ar\revit\11779 1543 a r.rvt a-2 ar slab & plumbing plan model 1543 jwc jsl 08/06/20 lot: 590 subdivision: toscana iii 40s addrs: 273$
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



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

kbutterwor

Typewritten Text

LJDomzalski

Highlight

LJDomzalski

Highlight

derek

Seal Transparent

derek

Statement 3

ODD SPACE

ODD SPACE

EXPOSED TO WIND

EXPOSED TO WIND

U:1072A1

A2

A3

A4

CJ12 CJ1

2

EJ8

EJ8

EJ8

EJ8J2 J4

J6A

J2

J4

J6A

EJ8

EJ8

EJ8

EJ8 J2J4

J6A

J2

J4

J6A

EJ8

A5

A5

A5

A5

A5

A5

A5

A5

A5

A5

A5

A5

A5

A5

A5

A5

A4

A3

A6

A7

B3

CJ9

J2 J4 J6

J2

J4

J6

EJ7

EJ7

B3

B1

B2

B2

B2

B2

B2

B2

B2

B3

B3

V3

V2

V1

7-0

3-0

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

1-11-08

2-00-00

2-00-00

2-00-00

2-00-00

1-02-08

14-06-00 15-06-00

30-00-00

76

-00

-00

7-0

0-0

04

4-0

9-0

08

-10

-00

15

-05

-00

60

-07

-00

11-04-00

4-02-00

6-06-00

4-0

0-0

0

4-1

0-0

0

18-08-00

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) 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

0

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

0

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

ALL 9'-4" FLAT CEILINGS

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 7/14/2020

DATE PRINTED 7/14/2020

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 1543 A 160 C RH

MODEL 1543

ADDRESS --

CITY, STATE --, FL.

LOT --

COUNTY --

DRAWN BY D.W.

ENG. BY D.W.

derek

Shop Drawing Stamp

derek

Accepted

5"

12"

5"

12"5"

12"5"

12"

5"

12"

5"

12"

5"

12"

5"

12"

FINISH FLOORELEV. @ 0"


TOP OF BEAMELEV. @ 9'-4"


TILE ROOF

3080 ENTRY 25 SH 16080 OHGD

8'-0

"

6" RAISED BANDING

4" RAISED BANDING

1'-4"1'-4"

1'-4" 2'-0"





2-25 SH 2-4080 SL GL DR

TILE ROOF

8'-0

"

DECO TEXTURE FINISH

OVER CONC BLOCK

1'-4"1'-4"





2-25 SH

TILE ROOF

DECO FINISH OVER

CONC. BLOCK 8'-0

"

1'-4"1'-4"

1'-4"





DECO FINISH OVER

CONC. BLOCK

TILE ROOF

8'-0

"

23 SH 25 SH 48" x 12"

1'-4"1'-4"

DECO FOAM #

BKT 11" x 20"

11"

1'-8

"

SCALE:

DATE:

DRAWN BY:

CHECKED BY:

PLAN:

REVISED:

DESIGN IN ACCORDANCE WITH THE RESIDENTIAL

FLORIDA BUILDING CODE 2017 - 6TH EDITION

1/4" = 1'-0"

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A-1 AR

ELEVATION

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1/4" = 1'-0"

FRONT ELEVATION "AR"1/4" = 1'-0"

REAR ELEVATION "AR"

1/4" = 1'-0"

LEFT ELEVATION "AR"

1/4" = 1'-0"

RIGHT ELEVATION "AR"

WH

HB

HB

PROVIDE 1/4" WATER

LINE @ REF SPACE

FOR ICE MAKER

STANDARD SGD RECESS 1-1/2".

IMPACT GLASS SGD RECESS 2-1/2".

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

4'-6

"1

'-6

"5

'-9

1/2

"

24'-4" 3'-6" 2'-2"

1'-1 1/2" 3'-5" 3 1/2" 17'-6" 2'-8" 5'-0"

AHU

1'-4

"5

'-8

"4

4'-9

"7

'-6

"1

'-4

"1

5'-5

"

76

'-0

"

1'-4" 13'-2" 15'-6"

30'-0"

76

'-0

"

1'-4" 9'-4" 8" 1'-4" 16'-0" 1'-4"

30'-0"

REF.

SPAC

E

WASHER DRYER

DBL. SINK

30'-0"

5'-4" 9'-9" 4'-0" 8'-8 1/2" 2'-2 1/2"

3'-8" 8'-2" 2'-8"

11'-4" 18'-8"

14

'-2

"2

'-6

"4

'-3

1/2

"

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

6" X 12" RECESS

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

5'-0" TUB/SHWR

PAVERS BY OTHERS

PAVERS BY OTHERS

20

'-8

"6

'-1

0 1

/2"

1'-3

"7

'-5

"1

8'-7

1/2

"3

'-1

"1

'-0

1/2

"1

7'-0

1/2

"

TILE SHOWER

RECESS 3 1/2"

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

FREEBOARD PER FBCR R322.2.1

DW

PROVIDE TERMITE TREATMENT

WITH "BORA CARE"

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

SCALE:

DATE:

DRAWN BY:

CHECKED BY:

PLAN:

REVISED:



As indicated

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A-2 AR

SLAB & PLUMBING PLAN

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1/4" = 1'-0"

SLAB & PLUMBING PLAN "AR"

WH

HB

HB

14'-6" 15'-6"

7'-0

"4

4'-9

"8

'-1

0"

15

'-5

"

13

'-1

0"

2'-1

0 1

/2"

2'-6

"3

'-2

"4

'-5

1/2

"1

0'-8

"2

'-4

"8

'-8

"6

'-6

"2

1'-0

"

5'-4" 2'-2" 10'-6" 4'-0" 8'-0"

76

'-0

"

11'-4" 18'-8"

15'-1 1/2" 4'-0" 10'-10 1/2"

LANAI

BEDROOM #1

KITCHEN

NOOK W.I.C.

BATH #1

BEDROOM #2

GREAT ROOM

STUDY/ DEN

BATH #2

LAUNDRY

GARAGE

FOYER

ENTRY

30'-0"

9'-4" FLAT CEILING

AHU

4'-2

"5

'-4

"6

'-4

"4

'-0

"1

6'-8

"2

'-2

"1

0'-1

"

1'-10" 6'-2"

12" SHELF

12" S

HELF

12'-7 1/2" 2'-4" 15'-0 1/2"

1'-4

"3

'-6

"4

'-0

"

1'-4" 9'-4" 8"

33

'-4

"1

4'-6

"1

3'-5

"1

4'-9

"

1'-4" 13'-2" 4'-8" 10'-10"

1'-4

"5

'-8

"2

5'-3

"1

9'-6

"

1'-4" 3'-0" 6" 2'-3" 4'-3"

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

12" S

HELF4

2

2

2

2

4

6

12" SHELF

2

2

2

2

8

3

C

BA

C

1

76

'-0

"

30'-0"

MIN. R-13 OR

BETTER INSULATION

22" X36"

ATTIC ACCESS

SEE NOTE 10

SEE NOTE 9

4

6

3'-8" 8'-2" 2'-8"

REF.

SPAC

E

DBL. SINK

RANG

E

DRYERWASHER

6'-1

0"

2'-1

0"

6'-4

"

5'-0" TUB/SHWR

MIR.

MIR

.

6" WALL

6" WALL

SAFETY G

LAZED

6" KNEE WALL

34 1/2" TALL

LINEN

6

12" S

HELF

12" S

HELF

PANTRY

2

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

9'-4" FLAT CEILING

9'-4" FLAT CEILING

9'-4" FLAT CEILING

9'-4" FLAT CEILING

9'-4" FLAT CEILING

TIL

E S

HO

WER

RECES

S 3

1/2

"

OVRH

EAD

CABS

SAFETY G

LAZED

D

FULL GLASS

DW

OVRH

EAD C

ABS

3'-4

"

9'-11"

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

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.

FACE OF OUTSIDE WALL TO FACE OF STUD WALL FACE OF STUD TO FACE OF STUD

1/2"

3 1/2"

1/2"

FACE OF EXTERIOR WALL

1/2"

3 1/2"

1/2"TYPICAL DIMENSION STRINGCABINET BACKINGKITCHEN

MASTER BATH

GUEST BATH

LAUNDRY ROOM

UPPER TOP @ 84" BASE TOP @ 35"

UPPER

UPPER

UPPER TOP @ 84"

BASE TOP @ 35"

BASE TOP @ 31"

BASE

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

SCALE:

DATE:

DRAWN BY:

CHECKED BY:

PLAN:

REVISED:



As indicated

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FLOOR

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GC

D J

OB #

11

779

1/4" = 1'-0"

FLOOR PLAN "AR"

SQUARE FOOTAGE

LANAI AREA 102 SF

LIVING AREA 1544 SF

GARAGE AREA 383 SF

ENTRY AREA 74 SF

TOTAL AREA 2102 SF

DOOR SCHEDULEMARK DESCRIPTION MANUFACTURER HEIGHT WIDTH COMMENTS QTY

1 16080 OHGD GARAGE DOOR 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

DESCRIPTIO

N MANUFACTURER HEIGHT WIDTH COMMENTS QTY

A 25 SH 5'-1" 2'-11" 2

B 23 SH 3'-0" 2'-11" 1

C 2-25 SH 5'-1" 6'-2" 2

D 48" X 12" FIXED GLASS 1'-0" 4'-0" 1

OPT IMPACT GLASS MAY BE INSTALLED IN

LIEU OF SHUTTERS VERIFY W/ CONTRACT

WH

HB

HB

BATH #1

STUDY/ DEN

GARAGE

HIP

VAL

LEY

HIP

RID

GE

RID

GE

HIP

HIP

LANAI BEDROOM #1

KITCHEN

NOOKW.I.C.

BEDROOM #2

GREAT ROOM

BATH #2

LAUNDRY

GARAGE

FOYER

ENTRY

22" X36"

ATTIC ACCESS

6" WALL

6" WALL

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

9'-4" FLAT CEILING

9'-4" FLAT CEILING

9'-4" FLAT CEILING

9'-4" FLAT CEILING

MODEL 1543 A: ATTIC VENTILATION FBCR R806

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

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

MARK SOFFIT

2384.4 SQ. FT.

ATTIC AREA/150

5.70% -.-- 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)

15.9 SQ.FT.

"SOFFIT ONLY" QUALIFIES

SOFFIT MODEL

ACM QUAD 4, FULL VENT,

NARROW PATTERN,

8.15% FREE AIR FLOW

ATTIC

279.1 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:

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PLAN:

REVISED:



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ROOF

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OB #

11

779

1/4" = 1'-0"

ROOF PLAN "AR"

BEARING HEIGHT

=BEARING @ 9'-4"

WH

HB

HB

GFI

GFI

GFIGFI

GFI

GFI

GFI

3

33

3

33

3

GFI

TV

TV

T

WP

GFI

WP

GFI

WP

GFI

T

TV

TV

WP

GFI

3

PP

EXH. FAN

VP

DB

STUB OUT FOR

GARAGE DOOR OPENER

A/C DISCONNECT

A/C DISCONNECT

ELECTRIC METER200 AMP PANEL

EXH. FAN

W/ LIGHT

ATTIC

LIGHTGFI

D

D

PRE-WIRE FOR

FAN (TYP.)

PRE-WIRE FOR

FAN (TYP.)

KEYLESS

DPRE-WIRE FOR

FAN (TYP.)

A

OPT.

A

OPT.

A

OPT.

A

OPT.

H H

AA

A

A

A

SD

SCD

SD

SCD

SD

D

PRE-WIRE FOR

FAN (TYP.)

D

A

PRE-WIRE FOR

FAN (TYP.)

A

A

A

A A

A

OPT.

OPT.

OPT.

OPT.

VP

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

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.

ELECTRICAL PLAN 1543

200 AMP SERVICE

TAG

A

B

C

D

E

F

G

H

I

J

K

L

M

N

O

P

Q

QUANTITY PRODUCT

(11)

(1)

(3)

(8)

(2)

(1)

(X)

(2)

(X)

(1)

(1)

(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)

SCALE:

DATE:

DRAWN BY:

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PLAN:

REVISED:



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A-5 AR

ELECTRICAL

1543

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OB #

11

779

1/4" = 1'-0"

ELECTRICAL PLAN "AR"

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 @ 4" 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.

GABLE WALL ROOF

EXTERIOR

ATTICATTICEXTERIOR

HOUSE WRAP

EXTERIOR PLYWOOD W/

RADIANT BARRIER ON

ATTIC SIDE

EXTERIOR STUD

WALL OR TRUSS

RADIANT BARRIER

GLUED TO PLYWOOD

TOP CHORD

RADIANT BARRIER: SCALE: N.T.S.

NOTE: EXTERIOR WALLS ADJACENT TO ATTIC SPACE, INCLUDING KNEEWALLS AND GABLE END WALLS, MUST HAVE

RADIANT BARRIER AND HOUSE WRAP.

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


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 SEE TABLE 2 ON A-6

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:



As indicated

L:\0

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WH

HB

HB

PROVIDE 1/4" WATER

LINE @ REF SPACE

FOR ICE MAKER

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

14'-11" 4'-2" 10'-11"

4'-3

1/2

"2

'-6

"1

4'-2

"

24'-4" 3'-6" 2'-2"

1'-1 1/2" 3'-5" 3 1/2" 20'-2" 5'-0"

AHU

1'-4

"5

'-8

"

15

'-5

"8

'-1

0"

44

'-9

"7

'-0

"

1'-4" 13'-2" 15'-6"

30'-0"

76

'-0

"

1'-4" 9'-4" 8" 18'-8"

30'-0"

6" X 12" RECESS

F6AF3

F3

F3

F3

P

PAVERS BY OTHERS

P

P

P

F3 W

/ C

URB

F3 W

/ CU

RB

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

INSTALL 1-3/8" THICK SOLID WOOD

DOOR BETWEEN LIVING AND

GARAGE PER FBC R302.5.1

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.

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

COURSING AS REQUIRED TO 8"X8" BOND BEAM W/

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

GROUT ALL SOLID.

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

PAVERS BY OTHERS

F3

F3

SET A/C PAD ABOVE FLOOD

ELEVATION W/ 1'-0" FREEBOARD

PER FBC 322.2.1

REF.

SPAC

E

RANG

E

DBL. SINK

30'-0"

5'-4" 9'-9" 4'-0" 8'-8 1/2" 2'-2 1/2"

4'-0

"3

'-6

"1

'-4

"

76

'-0

"

20

'-8

"6

'-1

0 1

/2"

1'-3

"7

'-5

"3

9'-9

1/2

"

5'-0" TUB/SHWR

13

'-0

"4

'-0

1/2

"1

'-0

1/2

"3

'-1

"

TILE SHOWER

RECESS 3 1/2"

WASHER DRYER

A

A

AA

LOWEST POINT OF GARAGE SHALL BE SET ABOVE

BASE FLOOD ELEVATION PER FEMA FLOOD MAP

16" SQUARE MASONRY COLUMN

W/ 4#5 VERT. & #3 TIES @ 8"

O.C.

16" SQUARE MASONRY COLUMN

W/ 4#5 VERT. & #3 TIES @ 8"

O.C.

PROVIDE SAWCUT

SLAB PER 5/S-4

F3

A

F3

#5 VERTICAL @ DOT LOCATION (48"

O.C. MAX) IN GROUTED CELL W/ 7"

HOOK INTO BOND BEAM

F3

A

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

FREEBOARD PER FBCR R322.2.1

4'-6

"1

'-6

"5

'-9

1/2

"

STANDARD SGD RECESS 1-1/2".

IMPACT GLASS SGD RECESS 2-1/2".


WITH "BORA CARE"

DW

11

S-3

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 COVER(1)- #5

8"

8"

8"X8" CONC. RIBBON

W/ 1 #5 ROD CONT.

1" 3"

8"

8"

PAVERSMORTAR

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

TYPE LENGTH 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

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"

SCALE:

DATE:

DRAWN BY:

CHECKED BY:

PLAN:

REVISED:



As indicated

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FOUNDATION PLAN

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1/4" = 1'-0"

FOUNDATION PLAN "AR"

1/2" = 1'-0"

"F3" FOOTING

1/2" = 1'-0"

"F3" WITH CURB AT GARAGE

1/2" = 1'-0"

"F6A" STEP DOWN

1/2" = 1'-0"

"P" PAVERS DETAIL ENTRY/ LANAI

derek

Seal Transparent

derek

Statement 3

WH

HB

HB

A1

A2

A3

A4

CJ12 C

J12

EJ8

EJ8

EJ8

EJ8

J2

J4

J6A

J2

J4

J6A

EJ8

EJ8

EJ8

EJ8

J2

J4

J6A

J2

J4

J6A

EJ8

A5

A5

A5

A5

A5

A5

A5

A5

A5

A5

A5

A5

A5

A5

A5

A5

A4

A3

A6

A7

B3

CJ9

J2

J4

J6

J2

J4

J6

EJ7

EJ7

B3

B1

B2

B2

B2

B2

B2

B2

B2

B3

B3

V3

V2

V1

STUDY/ DEN

GARAGE

HIP

VAL

LEY

HIP

RID

GE

RID

GE

HIP

HIP

LANAI

KITCHEN

NOOK W.I.C.

BEDROOM #2

GREAT ROOM

BATH #2

LAUNDRY

GARAGE

FOYER

ENTRY

22" X36"

ATTIC ACCESS

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.

8F16-1B/1T

8F8-1B

EXTERIOR CEILING PER

SCHEDULE 2/S-3

EXTERIOR CEILING PER

SCHEDULE 2/S-3

8F1

6-1

B/1

T

8F8

-0B

8F8

-0B

8F8-0B

8F8-0B

8F16-1B/1T

8F1

6-1

B/1

T

8F8-1B

8F8

-0B

8F8

-1B

6" WALL

6" WALL

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.

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

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

#5 CORNER BAR IN BOND

BEAM PER 8/S-3

(+33.5 -44.8)

(+29.4 -33.3)

(+3

3.5

-3

6.3

)(+

33.5

-3

6.3

)(+

33.5

-3

6.3

)

(+3

3.5

-3

6.3

)

(+33.5 -36.3)

(+33.5 -36.3)

(+28.2 -31.5)

WHERE ROOF SHEATHING CONTACTS ONLY

THE EDGE OF ROOF TRUSSES, INSTALL

BEVELLED BLOCKING PER DETAIL THIS SHEET

(DR HORTON COMPANY REQUIRMENT)

SEE DETAIL 9/S-3 WHERE

LINTEL AT LANAI/ENTRY

INTERSECTS MAIN, WALL,

TYPICAL

EMBED META16 AT ALL

TRUSSES, EXCEPT AS

NOTED AT GIRDERS

1-META16 AT ALL

TRUSSES EXCEPT AS

NOTED AT GIRDERS(+33.5, -36.3) WINID PRESSURES PER

ASCE7-10, 160 MPH EXPOSURE C, AND

CONVERTED TO ALLOWABLE STRESS

DESIGN PRESSURES USING 06.W LOAD

FACTOR. (Vasd=124 MPH, RISK CAT II,

ENCLOSED, kd=0.85, H-15'0)

8X8 CONTINUOUS MASONRY

BOND BEAM AT TOP OF WALL

W/ 1 #5 BAR. PROVIDE CORNER

BARS PER 8/S-3

CORNER BARS IN BOND

BEAM PER DETAIL 8/S-3

1-META16

@ A1

1-META16

@ A1

1-META16

@ A1

#5 VERTICAL @ DOT LOCATION (48"

O.C. MAX) IN GROUTED CELL W/ 7"

HOOK INTO BOND BEAM

GABLE END BRACING

PER 12/S-3

2X6 PT SILL BEHIND GABLE TRUSS,

GABLE BRACING AND OUTLOOKERS

PER DETAIL 12/S-3

12

S-3

BATH #1

BEDROOM #1

8F8-1B

1-META16

@ 32: O.C.

@ A1

11

S-3

1-META16,

TYPICAL

WHERE DRYWALL CEILING IS

APPLIED TO TRUSSES AT 24"

O.C., USE 5/8" DRYWALL OR

1/2" SAG RESISTANT PER

FBCR 702.3.5

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

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.

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

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:



As indicated

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ROOF FRAMING PLAN

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1/4" = 1'-0"

ROOF FRAMING PLAN "AR"

BEARING HEIGHT

=BEARING @ 9'-4"

TRUSS BEARING CONDITIONS AND STRAPPING

IS BASED ON TRUSS LAYOUT PREPARED BY

BUILDERS FIRST SOURCE JOB# MASTER

DATED: 07/14/20 REVISED: NONE

derek

Seal Transparent

derek

Statement 3

” ” ”

” ”

”

AutoCAD SHX Text

2

AutoCAD SHX Text

6

AutoCAD SHX Text

10

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DESIGN CRITERIA: DESIGN IN ACCORDANCE WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE 6th EDITION (2017) RESIDENTIAL 1. FLOOR & ROOF UNIFORM LOADS: ELEVATED FLOORS: LIVE LOAD 40 PSF, DEAD LOAD 20 PSF ROOF: LIVE TOP CHORD 20 PSF LIVE BOTTOM CHORD 10 PSF (NON-CONCURRENT w/ TCLL) CEMENT ROOF TILE DEAD LOAD 25 PSF TOTAL SHINGLE/METAL ROOFING DEAD LOAD 15 PSF TOTAL MINIMUM DEAD LOAD FOR WIND: TC 5 PSF, BC 5 PSF DEFLECTION CRITERIA: FLOOR L/480 LIVE, L/360 TOTAL ROOF L/240 LIVE, L/180 TOTAL 2. WIND LOADS: WIND DESIGN PER, ASCE7-10 BASIC WIND SPEED (ASCE7-10) 160 MPH NOMINAL WIND SPEED (Vasd TABLE R301.2.1.3) 124 MPH BUILDING CATEGORY II IMPORTANCE FACTOR 1.00 EXPOSURE C MEAN ROOF HEIGHT = 15 FT ROOF PITCH 5/12 ENCLOSURE CLASS. ENCLOSED INTERNAL PRES. COEFF. +/- 0.18 WINDOW/DOOR DESIGN WIND PRESSURE, SEE TABLE IN DETAIL 3. SOFFITS - PER R703.1.2.1, ALL SOFFITS SHALL BE CAPABLE OF RESISTING THE DESIGN PRESSURES SPECIFIED IN TABLE R301.2(2) FOR WALLS. 3. REINFORCED CONCRETE: DESIGN AS PER ACI 318-14 REQUIRED COMPRESSIVE STRENGTH AT 28 DAYS: SLAB ON GRADE f'c = 2500 PSI 3~8" MINIMUM THICKNESS REINFORCED WITH 6x6 w1.4xw1.4 WWF OR FIBERMESH. CONVENTIONAL SHALLOW FOOTINGS f'c = 2500 PSI BEAMS AND COLUMNS f'c = 3000 PSI ALL OTHER CONCRETE (U.N.O.) f'c = 3000 PSI UNLESS OTHERWISE SHOWN ON DRAWINGS, MINIMUM CONCRETE COVER FOR REINFORCING SHALL BE AS FOLLOWS: FOOTINGS 3" SLAB ON GRADE CENTERED BEAMS 1~8" COLUMNS 1~8" ALL REINFORCING STEEL SHALL BE PLACED IN ACCORDANCE WITH THE TYPICAL BENDING DIAGRAMS AND PLACING DETAILS OF ACI STANDARDS AND SPECIFICATIONS. ALL REINFORCING STEEL SHALL BE HELD SECURELY IN POSITION WITH STANDARD ACCESSORIES DURING PLACING OF CONCRETE. REINFORCING STEEL - ASTM A615 GRADE 40 FOR #3 GRADE 60 FOR #4 TO #11 WELDED WIRE FABRIC - ASTM A185 SPLICES IN REINFORCING, SHALL BE 40 BAR DIAMETERS. NON-CONTACT LAP SPLICES MAY BE USED PROVIDED REINFORCING IS NOT SPACED MORE THAN 5" APART FOR #5 BARS. FORMWORK AND SHORING SHALL REMAIN IN PLACE UNTIL CONCRETE HAS REACHED AT LEAST 2/3 OF THE REQUIRED 28 DAY STRENGTH. 4. REINFORCED MASONRY: DESIGN PER ACI 530-13 REQUIRED COMPRESSIVE STRENGTHS: MASONRY WALLS f'm = 1500 PSI REINFORCING STEEL - ASTM A615 GRADE 60. SPLICES IN REINFORCING, SHALL BE 48 BAR DIAMETERS. ALL CONCRETE MASONRY UNITS SHALL BE COMPOSED OF ASTM C90, GRADE N-1 HOLLOW CONCRETE MASONRY UNITS WITH TYPE 'S' MORTAR. GROUT ALL CELLS CONTAINING VERTICAL REINFORCEMENT WITH 3000 PSI PEA ROCK CONCRETE GROUT. ALL CELLS BELOW FINISHED GRADE SHALL BE GROUTED SOLID. ALL EXTERIOR WALLS SHALL BE REINFORCED FULL HEIGHT AT DOT LOCATIONS ON PLAN. 5. DELEGATED-ENGINEERED WOOD ROOF TRUSSES: ALL WOOD ROOF TRUSSES SHALL BE DESIGNED BY A DELEGATED TRUSS ENGINEER PER RULE 61G15-31.003 OF THE FLORIDA ADMINISTRATIVE CODE. ALL TRUSSES SHALL HAVE TEMPORARY BRACING PER "COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES, HIB-91." FOR OTHER BRACING REQUIREMENTS, NOTIFY ENGINEER. PROVIDE PERMANENT BRACING PER TRUSS MFR. SHOP DRAWINGS. IF PERMANENT BRACING IS NOT SPECIFIED, CONTACT ENGINEER. 6. FOUNDATION: CONVENTIONAL SHALLOW CONCRETE FOOTINGS SOIL BEARING CAPACITY 2000 PSF THE CONTRACTOR SHALL BE RESPONSIBLE FOR DETERMINING THE SUITABILITY OF THE SOIL CONDITIONS FOR THE INTENDED STRUCTURE AND ASSUMED SOIL BEARING CAPACITY. IT IS RECOMMENDED THAT A GEOTECHNICAL FIRM BE HIRED TO PERFORM A SITE EVALUATION. 7. DIMENSIONS: VERIFY ALL DIMENSIONS WITH HOUSE PLANS. SEE HOUSE PLANS, MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS FOR EMBEDS, OPENINGS, SLEEVES, ETC. WHICH ARE NOT SHOWN ON STRUCTURAL DRAWINGS. 8. MEANS AND METHODS: THE STRUCTURAL ENGINEER SHALL NOT HAVE CONTROL OR BE RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, PROCEDURES, OR SEQUENCES TEMPORARY BRACING, SHORING, GUYING OR OTHER MEANS TO SUPPORT STRUCTURAL ELEMENTS IN PLACE DURING CONSTRUCTION. FOR THE ACTS OR OMISSIONS OF THE CONTRACTOR, OR ANY OTHER PERSONS PERFORMING THE WORK OR FOR THE FAILURE OF ANY OF THEM TO CONSTRUCT THE WORK IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. 9. SHOP DRAWINGS: SHOP DRAWINGS SHALL BE PREPARED AND SUBMITTED TO THE ENGINEER FOR REVIEW FOR ALL STRUCTURAL ELEMENTS UTILIZING PREFABRICATED COMPONENTS. ONE SET OF SIGNED & SEALED TRUSS ENGINEERING SHALL BE DELIVERED TO THE ENGINEER OF RECORD FOR THE STRUCTURE PER FLORIDA ADMINISTRATIVE CODE 61G15-30.005 AND 61G15-31.003.

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8

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7

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NOTES: 1) PROVIDE SAWCUTS TO CREATE APPROXIMATE 20' X 20' MAXIMUM SQUARES. 2) SAWCUT CONCRETE SLAB WITHIN 4 TO 12 HOURS OF CONCRETE PLACEMENT.

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~w" DEEP SAWCUT w/ ELASTOMERIC SEALANT

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SLAB ON GRADE, SEE PLAN

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%%USLAB SAWCUT DETAIL

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SCALE: NTS

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%%UCORNER BARS

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SCALE: NTS

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%%USTEP FOOTING

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SCALE: NTS

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FINISHED GRADE, SEE SITE PLAN

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3" CLEAR COVER TO REINFORCING

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EMBED DOWELS 5" WITH 10" STD HOOK

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MONOLITHIC FOOTING, SEE PLAN

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DOWEL TO MATCH WALL REINFORCING, LAP 25"

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VARIES

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%%UMONOLITHIC FOOTINGS

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SCALE: 3/4" = 1'-0"

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%%UINTERIOR

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B

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A

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%%UEDGE

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%%UGARAGE

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D

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%%USTEPDOWN

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C

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3" COVER

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MAINTAIN FOOTING WIDTH & DEPTH AT ALL VERT. AND HORIZ. SEGMENTS

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FOOTING REINF., SEE PLAN. LAP 40 BAR DIAMETERS

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MAINTAIN RUN TO RISE OF 2:1 OR MORE

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%%UFOOTING

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%%UPLAN VIEW

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FOOTING REINF., SEE PLAN

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LAP CORNER BARS 40 BAR DIAMETERS

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CONCRETE FOOTING, SEE PLAN

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SCALE: NTS

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%%UROOF DECK NAILING PATTERN

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#5 CORNER BAR, 25"x25"

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MASONRY BOND BEAM, TYPICAL

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%%UCORNER

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%%UCORNER BAR DETAIL IN BOND BEAMS

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SCALE: 3/4" = 1'-0"

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SCALE: 3/4" = 1'-0"

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#5 CORNER BAR, 25"x25"

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MASONRY BOND BEAM, TYPICAL

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%%UINTERSECTION

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NOTE: THIS BUCK FASTENING DETAIL IS INTENDED FOR FLANGED WINDOW/DOOR PRODUCTS THAT FASTEN THRU THE FLANGE WITH WOOD SCREWS TO THE BUCK. FOR WINDOW/DOOR PRODUCTS THAT DO NOT HAVE A FLANGE AND FASTEN INSTEAD OUTWARD THRU THE FRAME, USE MASONRY SCREWS PER MFR. THAT ARE LONG ENOUGH TO PENETRATE 2-1/4" INTO THE MASONRY. IN THIS CASE, THE BUCK MATERIAL IS SIMPLY A SPACER AND MAY BE 1x4 OR 1x6 OR OMITTED ENTIRELY AND THE SPACER MAY BE TACKED IN PLACE WITH MASONRY NAILS OR PINS.

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%%UBUCK FASTENING

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8" CMU WALLS

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~4"x3~w" TAPCON @ 24" OC, 3 SCREWS MIN. (SEE NOTE)

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2x4 or 2x6 P.T. BUCK @ FLANGED WINDOWS (SEE NOTE)

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8" CMU, SEE PLAN FOR REINFORCING

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%%UGARAGE DOOR

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~8"~D EXPANSION BOLT, 4" MIN. EMBEDMENT, SPACE 24" OC AND 12" FROM TOP & BOT.

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2x8 OR 2x6 P.T. SYP#2

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2x2x~2" WASHER

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3

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5

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+33.5 -36.3

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(Vasd=124 MPH, RISK CAT II, ENCLOSED, kd=0.85, h=15')

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INTERIOR ZONE 4

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+33.5 -36.3

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(SEE PLAN FOR OTHER SPECIFIC PRESSURES)

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1) TABLE MAY BE USED FOR ANY SIZE WINDOW OR DOOR IN EACH TYPE. 2) USE "INTERIOR ZONE 4" PRESSURES UNLESS WINDOW OR DOOR IS LOCATED WITHIN THE "END ZONE 5" (SEE DIAGRAM BELOW), THEN USE THE HIGHER PRESSURES UNDER THE "END ZONE 5" COLUMN. 3) ALL GLASS / GLAZING SHALL BE IMPACT RATED OR USE IMPACT RATED SHUTTERS. 4) SUBMIT PRODUCT APPROVALS TO THE BUILDING DEPARTMENT AS REQUIRED BY THE LOCAL JURISDICTION. 5) MANUFACTURED SOFFIT PRODUCTS SHALL BE INSTALLED PER MFR ENGINEERING SPEC SHEETS.

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WINDOW/DOOR/SOFFIT DESIGN WIND PRESSURES

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TO ALLOWABLE STRESS DESIGN PRESSURES USING 0.6W LOAD FACTOR.

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WIND PRESSURES PER ASCE7-10, 160 MPH, EXPOSURE C, AND CONVERTED

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* ON IRREGULAR SHAPED BUILDINGS, THERE IS NO GUIDANCE IN THE CODE FOR HOW FAR A CORNER MUST PROTRUDE FROM THE MAIN BUILDING TO BE CONSIDERED 'ZONE 5'. WE HAVE CHOSEN >15'. THIS IS SUBJECT TO JUDGEMENT CALL BY THE AUTHORITY HAVING JURISDICTION.

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IN ZONE 5, MANUFACTURED SOFFIT PRODUCTS MAY REQUIRE ADDITIONAL BATTONS OR FASTENING PER MFR ENGINEERING SPEC SHEETS TO MEET THE PRESSURE REQUIREMENTS.

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4

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5

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5

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%%UPLAN

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5

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4

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%%UHOUSE

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%%UTYPICAL

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5

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4

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4

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5

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8' OR 9' GARAGE DOORS

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TYPICAL WINDOWS & DOORS

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16' OR 18' GARAGE DOORS

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SOFFIT

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TYPE

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END ZONE 5 PRESSURES OCCUR AT "PRIMARY" OUTSIDE CORNERS OF BUILDING (BOLD LINES)

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FACE OF WALL

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MEASURED FROM

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ZONE

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4

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INTERIOR ZONE 4 PRESSURES

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5

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4

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5

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5

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5'-0"

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WIDTH = ______

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4

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5

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+33.5 -44.8

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END ZONE 5

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+33.5 -44.8

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+29.4 -33.3

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+28.2 -31.5

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END

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At Exterior Stud Walls and Gable Ends with Wall Sheathing, apply plaster over metal lath over water resistive barrier as follows: Plaster R703.7.2: 3-coat 7/8" thick : 3-coat 7/8" thick thick portland cement based plaster per ASTM C926. Metal Lath R703.7.1: Self furring paper : Self furring paper backed 2.5lb diamond mesh metal lath per ASTM C847, G60 galvanized, fastened per ASTM C1063 with 1-1/2” long, 11 gage nails long, 11 gage nails with 7/16” head (roofing nails) at 7” oc, or head (roofing nails) at 7” oc, or oc, or 1-1/2” long, 16 gage staples at 6” oc, into long, 16 gage staples at 6” oc, into oc, into the framing members (ie, the nails or staples must align with and penetrate 3/4” into the framing studs). Water Resistive Barrier (WRB) R703.7.3: : Water-resistive vapor-permeable barrier with a performance at least equivalent to 2 layers of Grade D paper. The individual layers shall be installed independently. An approved house wrap may be used for the 1st layer and metal lath with approved paper backing may be the 2nd layer (Note: ZIP wall sheathing with seam tape qualifies as the first layer).

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%%URETROFIT UPLIFT CONNECTOR SCHEDULE

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SHEATHING SCHEDULE

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FLOOR

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N/A

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EXTERIOR STUD WALL

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ROOF

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EXTERIOR CEILING AND SOFFIT

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OPTIONS: 1) 1x4 STRIPPING @ 16"OC w/ 2-8d NAILS TO EACH TRUSS, ~0" EXTERIOR GYPBOARD CEILING, FASTEN w/8d NAILS OR 1~0" DRYWALL SCREWS @ 6"OC EDGE & FIELD. 2) ~6" BC PLYWOOD NAILED w/ 6d COMMON @ 6" OC EDGE & FIELD. 3) VINYL OR ALUMINUM PERFORATED SOFFIT INSTALLED PER MANUFACTURER INSTRUCTIONS TO MEET WIND PRESSURES PER R703.1.2.1.

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A.P.A. RATED SHEATHING, EXPOSURE 1, SPAN RATING 24/16 OR BETTER. FASTEN WITH 8d RING SHANK NAILS @ 6" O.C. EDGE AND 6" O.C. FIELD.

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(RING SHANK NAILS PER R803.2.3.1: 0.113" NOMINAL SHANK DIAMETER, RING DIA. OF 0.012" OVER SHANK DIAMETER, 16 TO 20 RINGS PER INCH, 0.280" DIAMETER FULL ROUND HEAD, 2" NAIL LENGTH)

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NOTE: EXTERIOR CEILINGS AND SOFFITS 1) AND 2) SPECIFIED : EXTERIOR CEILINGS AND SOFFITS 1) AND 2) SPECIFIED HERE MEET THE DESIGN WIND PRESSURES PER R703.1.2.1.

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7/16" ZIP SYSTEM WALL SHEATHING BY HUBER ENGINEERED WOODS LLC, NAILED W/ 8d COMMON WIRE @ 6" O.C. EDGE AND 6" O.C. FIELD. PROVIDE 2x4 BLOCKING AT ALL JOINTS. INSTALL SHEATHING AND SEAM TAPE IN STRICT ACCORDANCE WITH MFR. WRITTEN INSTRUCTIONS.

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(WHEN ~8" ZIP BRAND ROOF SHEATHING IS USED, H-CLIPS ARE NOT REQUIRED) REQUIRED)

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%%UOUTLOOKER DETAIL

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SCALE: N.T.S.

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13

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%%UFULL HEIGHT WALL SECTION

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SCALE: 3/4" = 1'-0"

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2x4 OUTLOOKER @ 24" O.C.

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ROOF SHEATHING, SEE SCHEDULE

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3-12d TOE NAILS

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WALL SHEATHING

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TOP CHORD OF GABLE END TRUSS

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ROOF SHEATHING, SEE SCHEDULE.

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BRACE VERTICAL

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MEMBERS PER TRUSS

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MASONRY WALL, SEE PLAN

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%%URAISED GABLE TRUSS

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%%UGABLE END BRACING

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SCALE: N.T.S.

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12

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w/ 4-12d

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TOE NAILS

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EACH END

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2x4 BLOCK

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4-16d NAILS

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%%UTHIS DETAIL ONLY USED

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%%UON ELEVATION A

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MID WALL WEEP SCREED

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MFR DETAILS

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2x4 BLOCK AT SHEATHING JOINT

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9

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8"x8" BOND BEAM w/ 1-#5

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#5 VERTICAL IN GROUTED CELL AT DOT LOCATIONS ON PLAN

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7" STANDARD HOOK INTO TOP OF BOND BEAM (MAY USE 7"x25" BENT BAR)

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#5 VERT. AT INTERSECTION OF BOND BEAM w/ 7" HOOK AT TOP

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HOOK BAR INTO TOP OF UPPER BOND BEAM

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%%USTEPPED BOND BEAM & REINFORCING

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MASONRY WALL

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VERTICAL BAR IN GROUTED CELL, SEE PLAN

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SCALE: 3/4" = 1'-0"

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UPPER BOND BEAM, SEE PLAN

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LAP CORNER BARS 40 BAR DIAMETERS

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BEARING

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HOOK OR CORNER BAR

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VERTICAL BOND BEAM, 8"x8" CMU w/ #5 VERTICAL

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LINTEL AT LANAI OR ENTRY, '8F16-1B/1T' (8"x16" FILLED SOLID, 1#5 BOTTOM, 1-#5 TOP)

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2x4 OUTLOOKER @ 24" O.C.

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TOP CHORD OF GABLE END TRUSS

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3-12d TOE NAILS

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2x4 BLOCK AT SHEATHING JOINT

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%%UTHIS DETAIL ONLY USED

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%%UON ELEVATION B

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APPROVED ISOLATION PLATE

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8"x8" CONTINUOUS MASONRY BOND BEAM w/ 1-#5, GROUT SOLID. PROVIDE CORNER BARS PER DETAIL 6/S-3

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#5 VERT. IN GROUTED CELL AT DOT LOCATIONS ON PLAN (48" OC MAX EXTERIOR)

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12

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EMBEDDED STRAP AT EACH ROOF TRUSS, SEE ROOF PLAN. BREAK OUT WEB OF BLOCK AS NEEDED TO PROPERLY LOCATE EACH STRAP

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#5 VERTICAL SHALL HAVE 7" STANDARD HOOK INTO TOP OF BOND BEAM

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SOFFITS SHALL MEET WIND DESIGN PRESSURES PER R703.1.2.1. FOR FIELD FRAMING, SEE TABLE 2/S-3

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WOOD TRUSSES @ 24" OC, DESIGNED BY DELEGATED TRUSS ENGINEER

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ROOF SHEATHING, SEE SCHEDULE 2/S-3

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5

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TRUSS BEARING

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SEE PLAN

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FINISHED GRADE, SEE SITE PLAN

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3" CLEAR COVER TO REINFORCING

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EMBED DOWELS 5" WITH 10" STD HOOK

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DOWEL TO MATCH WALL REINFORCING, LAP 25"

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2x_ SUBFASCIA w/ 2-16d TO EACH TRUSS

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ROOF COVERING AS SELECTED BY BUILDER PER: FBCR905.2 ASPHALT SHINGLES FBCR905.3 CLAY AND CONCRETE TILE FBCR 905.4 METAL ROOF

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4-16d

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2x6 PT SILL w/ ~8"x6" ~8"x6" ANCHOR BOLTS @ 32" O.C. w/ 2" WASHER

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12d NAILS AT TRUSS BOTTOM CHORD TO SILL @ 8" O.C.

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2x4 BLOCK w/ 4-12d TOENAILS EACH END

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2x4 BRACE AT LOCATIONS SHOWN ON PLAN

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NOTES: 1) WHERE EMBEDDED STRAP IS MISSING OR MIS-LOCATED, 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 STRONG TIE. ALL CONNECTORS SHALL BE INSTALLED IN STRICT ACCORDANCE WITH SIMPSON PRINTED INSTRUCTIONS.

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1-MTSM16 or 20

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2-LGT2

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HGT-2/3

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2-HTSM16 or 20

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CONNECTOR

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1-HTSM16 or 20

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RETROFIT STRAPS TO CONCRETE/MASONRY

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TO 10530

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TRUSS UPLIFT (LBS)

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TO 840

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TO 4300

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TO 2090

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TO 3480

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TO 1045

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@ 24" OC

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HTT16

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7-10dx1~8", 4-~4x2~4 TITEN

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EPOXY 12" EMBED WITH SIMPSON SET.

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8-10dx1~8", 4-~4x2~4 TITEN

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8-10dx1~8", 4-~4x2~4 TITEN

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16-16d, 7-~4"x2~4" TITEN

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18-16d, ~0"~D ALLTHREAD, DRILL

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& EPOXY 10" EMBED w/ SIMPSON SET.

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TWO ~w"~D ALTHREAD, DRILL &

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MONOLITHIC FOOTING, SEE PLAN

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MERGE PAD FOOTINGS WITH EDGE FOOTINGS

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%%UTYPICAL

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%%UPLAN

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%%UHOUSE

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8d RING SHANK NAILS 6" O.C. EDGE AND 6" OC FIELD. ENSURE THAT ALL NAILS PENETRATE THE TOP CHORD OF THE TRUSS WITHOUT SPLITTING.

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(IN >165 MPH ZONE ONLY) 4" O.C. EDGE NAILING IN 5'-0" BAND AT GABLE ENDS

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S-3

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3

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REVISIONS

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BY

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SHEET

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DATE

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CHECKED

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DESIGN/DRAWN

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DWB/DWB

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DWB

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08/06/20

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VARIES

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DR 11779

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SHEET OF 3

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(239) 549-4554

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CA# 8829

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STRUCTURAL

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SYSTEMS

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OF NORTH FLORIDA

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1634 S.E. 47th STREET, SUITE #3

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CAPE CORAL, FL 33904

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STRUCTURAL ENGINEERING:

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BUILDER:

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273 TERAMO WAY VENICE, FLORIDA LOT: 590 BLOCK: SUBDIVISION: TOSCANA III 40s

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STRUCTURAL DETAILS

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MODEL 1543 A

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DESIGNED IN ACCORDANCE WITH FLORIDA BUILDING CODE 6th EDITION (2017) RESIDENTIAL

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JOB NO.

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FOR BUILDERS FIRST SOURCE TRUSSES, ELEVATION A, JOB # MASTER, DATED: 07/14/20, REVISED: NONE

derek

Seal Transparent

derek

Statement 3

6904 Parke East Blvd.Tampa, FL 33610-4115

MiTek USA, Inc. RE: 1543_A_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 21 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: 1543 A 160 C Model: 1543

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 15,2020

Lee, Julius

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: Lee, JuliusMy 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 T20732136 A1

Date7/15/20

2 T20732137 A2 7/15/203 T20732138 A3 7/15/204 T20732139 A4 7/15/205 T20732140 A5 7/15/206 T20732141 A6 7/15/207 T20732142 A7 7/15/208 T20732143 B1 7/15/209 T20732144 B2 7/15/2010 T20732145 B3 7/15/2011 T20732146 CJ9 7/15/2012 T20732147 CJ12 7/15/2013 T20732148 EJ7 7/15/2014 T20732149 EJ8 7/15/20

No. Seal# Truss Name15 T20732150 J2

Date7/15/20

16 T20732151 J4 7/15/2017 T20732152 J6 7/15/2018 T20732153 J6A 7/15/2019 T20732154 V1 7/15/2020 T20732155 V2 7/15/2021 T20732156 V3 7/15/20

This item has been electronically signed and sealed by Lee, Julius, 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

1543_A_160_C

Truss

A1

Truss Type

Hip Girder

Qty

1

Ply

1

Job Reference (optional)

T20732136

8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Jul 15 07:55:37 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:D_uNQUOYE8wVr_zQ5hBZ8cyy9TJ-3lzHkXxfnPSUNLT7YeBpYlX6U1nUC7mFmw8bSayxtsq

Scale = 1:54.9

1

2

3 4 5 6 7

8

9

10

19 18 17 1615

14 1312

11

20 21 22 23 24 25

26 273x4

5x8 5x8

4x6

3x4

2x4 5x6

2x4

3x8 3x6

6x8 2x4

6x8 6x8

3x4

2x4 3x4

6x8

5x6

3x4

Special

Special

Special

Special

Special

Special

Special

Special

Special

SpecialSpecial

SpecialSpecial

1-2-81-2-8

4-4-13-1-9

8-5-84-1-7

12-4-23-10-10

16-2-123-10-10

16-4-80-1-12

20-1-23-8-10

23-11-83-10-6

28-0-154-1-7

31-2-83-1-9

32-5-01-2-8

4-4-14-4-1

8-5-84-1-7

12-4-23-10-10

16-2-123-10-10

20-1-23-10-6

23-11-83-10-6

28-0-154-1-7

32-5-04-4-1

0-6-

3

4-0-

8

0-6-

3

4-0-

8

5.00 12

Plate Offsets (X,Y)-- [1:0-0-0,0-0-15], [3:0-5-12,0-2-8], [7:0-5-12,0-2-8], [10:0-5-7,0-3-0], [13:0-3-8,0-3-0], [18:0-3-0,0-3-0]

LOADING (psf)TCLLTCDLBCLLBCDL

20.020.0

0.0 *10.0

SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode

2-0-01.251.25NO

FBC2017/TPI2014

CSI.TCBCWBMatrix-S

0.480.810.93

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

in0.08

-0.120.02

(loc)13-1413-14

10

l/defl>999>999

n/a

L/d240180n/a

PLATESMT20

Weight: 184 lb FT = 20%

GRIP244/190

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

10-12: 2x6 SP No.2, 12-15: 2x4 SP No.2WEBS 2x4 SP No.3SLIDER Right 2x8 SP 2400F 2.0E 2-4-4

BRACING-TOP CHORD Structural wood sheathing directly applied or 3-10-1 oc purlins.BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.

REACTIONS. All bearings 15-2-0 except (jt=length) 10=0-8-0.(lb) - Max Horz 19=130(LC 7)

Max Uplift All uplift 100 lb or less at joint(s) 18 except 19=-368(LC 25), 17=-419(LC 8), 16=-1072(LC 8), 10=-528(LC 8)

Max Grav All reactions 250 lb or less at joint(s) except 19=722(LC 13), 18=287(LC 17), 17=782(LC 18), 16=2399(LC 18), 16=2384(LC 1), 10=1216(LC 30)

FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 1-2=-137/481, 2-3=-117/458, 3-4=-252/708, 4-5=-252/707, 5-6=-1038/590,

6-7=-1039/590, 7-8=-1980/999, 8-10=-2305/1035BOT CHORD 1-19=-375/163, 18-19=-359/159, 17-18=-403/259, 16-17=-757/427, 14-16=-757/427,

13-14=-785/1787, 11-13=-874/2030, 10-11=-874/2030WEBS 2-19=-607/403, 3-17=-476/263, 4-17=-446/276, 5-16=-2153/1044, 5-14=-1143/2439,

6-14=-427/268, 7-14=-1104/545, 7-13=-529/1133, 8-13=-543/368

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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry

Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.4) Provide adequate drainage to prevent water ponding.5) Gable studs spaced at 2-0-0 oc.6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.7) * 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.8) Lumber designated with a "P" is pressure-treated with preservatives. Plate lateral resistance values have been reduced 20% where

used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or othersuitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosionprotection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for thisdesign. Building designer to verify suitability of this product for its intended use.

9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 18 except (jt=lb)19=368, 17=419, 16=1072, 10=528.

Continued on page 2

THIS TRUSS IS NOT SYMMETRIC.PROPER ORIENTATION IS ESSENTIAL.

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

July 15,2020





Job

1543_A_160_C

Truss

A1

Truss Type

Hip Girder

Qty

1

Ply

1


T20732136

8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Jul 15 07:55:37 2020 Page 2 Builders FirstSource, Punta Gorda, FL - 33950,ID:D_uNQUOYE8wVr_zQ5hBZ8cyy9TJ-3lzHkXxfnPSUNLT7YeBpYlX6U1nUC7mFmw8bSayxtsq

NOTES-10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 137 lb down and 114 lb up at 8-5-8, 137 lb down and 107 lb up at

10-6-4, 137 lb down and 107 lb up at 12-6-4, 137 lb down and 107 lb up at 14-6-4, 137 lb down and 107 lb up at 16-2-8, 137 lb down and 107 lb up at 17-10-12, 137 lbdown and 107 lb up at 19-10-12, and 137 lb down and 107 lb up at 21-10-12, and 137 lb down and 114 lb up at 23-11-8 on top chord, and 245 lb down and 106 lb up at 17-10-12, 245 lb down and 106 lb up at 19-10-12, and 245 lb down and 106 lb up at 21-10-12, and 817 lb down and 491 lb up at 23-10-12 on bottom chord. Thedesign/selection of such connection device(s) is the responsibility of others.

11) 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, 3-7=-80, 7-10=-80, 1-10=-20

Concentrated Loads (lb)Vert: 3=-55(B) 7=-55(B) 4=-55(B) 5=-55(B) 6=-55(B) 14=-245(B) 13=-698(B) 20=-55(B) 21=-55(B) 24=-55(B) 25=-55(B) 26=-245(B) 27=-245(B)





Job

1543_A_160_C

Truss

A2

Truss Type

Hip

Qty

1

Ply

1


T20732137

8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Jul 15 07:55:39 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:D_uNQUOYE8wVr_zQ5hBZ8cyy9TJ-07519DyvI1iCcedVg3DHeAcPDqU0gBCYDEdiXSyxtso

Scale = 1:54.7

1

2

3

4 5 6

7

8

9

1615

14 13 1211

10

17

18 19

20

5x8 5x8

4x6 3x4

3x4

5x8

2x4

3x4

3x4

2x4 2x4

4x6

6x8

5x6

3x6

6x8

5x6

3x6

1-2-81-2-8

1-6-80-4-0

5-4-13-9-9

10-5-85-1-7

16-2-85-9-0

21-11-85-9-0

27-0-155-1-7

30-10-83-9-9

31-2-80-4-0

32-5-0

1-2-8

5-4-15-4-1

10-5-85-1-7

16-2-85-9-0

21-11-85-9-0

27-0-155-1-7

32-5-05-4-1

0-6-

3

4-10

-8

0-6-

3

4-10

-8

5.00 12

Plate Offsets (X,Y)-- [1:0-5-7,0-4-0], [4:0-4-0,0-2-2], [6:0-4-0,0-2-2], [9:0-5-7,0-4-0], [13:0-4-0,0-3-0]


20.020.0

0.0 *10.0


2-0-01.251.25YES

FBC2017/TPI2014

CSI.TCBCWBMatrix-S

0.660.680.29


in0.18

-0.330.12

(loc)13

12-139

l/defl>999>999

n/a

L/d240180n/a

PLATESMT20


GRIP244/190

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

1-15,9-11: 2x6 SP No.2WEBS 2x4 SP No.3SLIDER Left 2x8 SP 2400F 2.0E 3-0-0, Right 2x8 SP 2400F 2.0E 3-0-0


REACTIONS. (size) 1=0-8-0, 9=0-8-0Max Horz 1=-158(LC 10)Max Uplift 1=-534(LC 12), 9=-534(LC 12)Max Grav 1=1588(LC 1), 9=1588(LC 1)


7-9=-3153/1426BOT CHORD 1-16=-1232/2804, 14-16=-1232/2804, 13-14=-980/2427, 12-13=-971/2427,

10-12=-1223/2804, 9-10=-1223/2804WEBS 3-14=-471/279, 4-14=-68/353, 4-13=-255/608, 5-13=-512/345, 6-13=-255/608,

6-12=-68/353, 7-12=-472/279


II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-4-0 to 3-6-14, Interior(1) 3-6-14 to 10-5-14, Exterior(2)10-5-14 to 15-0-14, Interior(1) 15-0-14 to 21-11-2, Exterior(2) 21-11-2 to 26-6-3, Interior(1) 26-6-3 to 32-1-0 zone; cantilever left andright 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 100 lb uplift at joint(s) except (jt=lb)

1=534, 9=534.


July 15,2020





Job

1543_A_160_C

Truss

A3

Truss Type

Hip

Qty

2

Ply

1


T20732138

8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Jul 15 07:55:40 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:D_uNQUOYE8wVr_zQ5hBZ8cyy9TJ-UKfPNZzY3Kq3EoChDnlWAN9YLEodOaAhSuNF3uyxtsn

Scale = 1:54.7

1

2

3

4 5

6

7

8

1413 12 11 10

9

15

16 17

18

5x8 4x6

4x6

3x4

2x4

5x6 3x8

3x4

2x4

4x6

6x8

5x6

5x6

3x6

6x8

5x6

5x6

3x6

1-2-81-2-8

1-6-80-4-0

6-4-14-9-9

12-5-86-1-7

19-11-87-6-0

26-0-156-1-7

30-10-84-9-9

31-2-80-4-0

32-5-0

1-2-8

6-4-16-4-1

12-5-86-1-7

19-11-87-6-0

26-0-156-1-7

32-5-06-4-1

0-6-

3

5-8-

8

0-6-

3

5-8-

8

5.00 12

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


20.020.0

0.0 *10.0


2-0-01.251.25YES

FBC2017/TPI2014

CSI.TCBCWBMatrix-S

0.830.780.56


in0.14

-0.300.11

(loc)12

11-128

l/defl>999>999

n/a

L/d240180n/a

PLATESMT20


GRIP244/190

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

4-5: 2x4 SP M 31BOT CHORD 2x4 SP No.2 *Except*


BRACING-TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.BOT CHORD Rigid ceiling directly applied or 5-4-15 oc bracing.WEBS 1 Row at midpt 4-11

REACTIONS. (size) 1=0-8-0, 8=0-8-0Max Horz 1=187(LC 11)Max Uplift 1=-534(LC 12), 8=-534(LC 12)Max Grav 1=1588(LC 1), 8=1588(LC 1)

FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 1-3=-3115/1387, 3-4=-2523/1211, 4-5=-2255/1205, 5-6=-2524/1211, 6-8=-3115/1387BOT CHORD 1-13=-1187/2768, 12-13=-1186/2767, 11-12=-875/2254, 10-11=-1178/2766,

8-10=-1178/2767WEBS 3-12=-633/344, 4-12=-77/470, 5-11=-93/470, 6-11=-634/344


II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-4-0 to 3-6-14, Interior(1) 3-6-14 to 12-5-8, Exterior(2) 12-5-8to 17-0-8, Interior(1) 17-0-8 to 19-11-8, Exterior(2) 19-11-8 to 24-6-8, Interior(1) 24-6-8 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



1=534, 8=534.


July 15,2020





Job

1543_A_160_C

Truss

A4

Truss Type

Hip

Qty

2

Ply

1


T20732139

8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Jul 15 07:55:41 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:D_uNQUOYE8wVr_zQ5hBZ8cyy9TJ-yWDnav_AqeywrynunUGljbigfe8c75hrhY6obLyxtsm

Scale = 1:55.3

1

2

3

4 5

6

7

8

1413 12 11 10

9

15

16 17

18

5x8 4x6

4x6

3x4

2x4 5x6 3x8

3x4

2x4 4x6

6x8

5x6

5x6

3x6

6x8

5x6

5x6

3x6

1-2-81-2-8

1-6-80-4-0

7-4-15-9-9

14-5-87-1-7

17-11-83-6-0

25-0-157-1-7

30-10-85-9-9

31-2-80-4-0

32-5-0

1-2-8

7-4-17-4-1

14-5-87-1-7

17-11-83-6-0

25-0-157-1-7

32-5-07-4-1

0-6-

3

6-6-

8

0-6-

3

6-6-

8

5.00 12

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


20.020.0

0.0 *10.0


2-0-01.251.25YES

FBC2017/TPI2014

CSI.TCBCWBMatrix-S

0.980.800.29


in0.14

-0.330.11

(loc)12-1312-13

8

l/defl>999>999

n/a

L/d240180n/a

PLATESMT20


GRIP244/190


4-5: 2x4 SP No.2BOT CHORD 2x4 SP No.2 *Except*


BRACING-TOP CHORD Structural wood sheathing directly applied.BOT CHORD Rigid ceiling directly applied or 5-6-6 oc bracing.WEBS 1 Row at midpt 3-12, 6-11


FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 1-3=-3101/1337, 3-4=-2304/1100, 4-5=-2029/1110, 5-6=-2305/1100, 6-8=-3100/1337BOT CHORD 1-13=-1127/2753, 12-13=-1127/2752, 11-12=-729/2028, 10-11=-1123/2752,

8-10=-1123/2753WEBS 3-13=0/267, 3-12=-865/441, 4-12=-134/467, 5-11=-179/468, 6-11=-867/440, 6-10=0/266


II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-4-0 to 3-6-14, Interior(1) 3-6-14 to 14-5-8, Exterior(2) 14-5-8to 22-6-8, Interior(1) 22-6-8 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



1=534, 8=534.


July 15,2020





Job

1543_A_160_C

Truss

A5

Truss Type

Common

Qty

16

Ply

1


T20732140

8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Jul 15 07:55:43 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:D_uNQUOYE8wVr_zQ5hBZ8cyy9TJ-uvLY?a0QMFCe5GwGvvIDo0n4VSpfb_l88sbvgDyxtsk

Scale = 1:54.3

1

2

3

4

5

6

7

1211 10 9

8

13

14 15

16

4x6

4x6 5x8

5x8

2x4

5x8

2x4 4x6

6x8

5x6

5x6

3x6

6x8

5x6

5x6

3x6

1-2-81-2-8

1-6-80-4-0

8-10-87-4-0

16-2-87-4-0

23-6-87-4-0

30-10-87-4-0

31-2-80-4-0

32-5-0

1-2-8

1-6-81-6-8

8-10-87-4-0

16-2-87-4-0

23-6-87-4-0

30-10-87-4-0

32-5-01-6-8

0-6-

3

7-3-

4

0-6-

3

5.00 12

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


20.020.0

0.0 *10.0


2-0-01.251.25YES

FBC2017/TPI2014

CSI.TCBCWBMatrix-S

0.710.890.38


in0.12

-0.270.11

(loc)10-1110-11

7

l/defl>999>999

n/a

L/d240180n/a

PLATESMT20


GRIP244/190


1-3,5-7: 2x4 SP M 31BOT CHORD 2x6 SP No.2 *Except*


BRACING-TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.BOT CHORD Rigid ceiling directly applied or 6-0-4 oc bracing.WEBS 1 Row at midpt 5-10, 3-10


FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 1-3=-3001/1195, 3-4=-2128/962, 4-5=-2128/962, 5-7=-3001/1195BOT CHORD 1-11=-946/2649, 10-11=-947/2648, 9-10=-951/2648, 7-9=-951/2649WEBS 4-10=-367/1006, 5-10=-975/467, 5-9=0/302, 3-10=-972/467, 3-11=0/302


II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-4-0 to 3-6-14, Interior(1) 3-6-14 to 16-2-8, Exterior(2) 16-2-8to 19-5-6, Interior(1) 19-5-6 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


1=534, 7=534.


July 15,2020





Job

1543_A_160_C

Truss

A6

Truss Type

Hip

Qty

1

Ply

1


T20732141

8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Jul 15 07:55:44 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:D_uNQUOYE8wVr_zQ5hBZ8cyy9TJ-M5uwDw027ZKVjPVTScpSLDKIkrE7KNXHNWLTCgyxtsj

Scale = 1:54.9

1

2

3

4 5 6

7

8

9

16 15

1413 12 11 10

17

18 19

20

3x4

5x8 5x8

3x4

6x8

3x4

4x6

3x6 5x8

2x4

3x4

3x4

5x6 2x4

6x8

5x6

3x4

1-2-81-2-8

3-2-82-0-0

3-11-80-9-0

6-6-122-7-4

6-8-80-1-12

10-5-83-9-0

16-2-85-9-0

21-11-85-9-0

26-5-04-5-8

30-10-84-5-8

31-2-80-4-0

32-5-0

1-2-8

3-2-83-2-8

3-11-80-9-0

6-6-122-7-4

10-5-83-10-12

16-2-85-9-0

21-11-85-9-0

26-5-04-5-8

30-10-84-5-8

32-5-01-6-8

0-6-

3

4-10

-8

0-6-

3

4-10

-8

5.00 12

Plate Offsets (X,Y)-- [1:0-0-0,0-0-15], [4:0-5-12,0-2-8], [6:0-5-12,0-2-8], [9:0-5-7,0-3-0], [12:0-4-0,0-3-0], [15:0-3-8,0-3-0]


20.020.0

0.0 *10.0


2-0-01.251.25YES

FBC2017/TPI2014

CSI.TCBCWBMatrix-S

0.550.490.60


in0.07

-0.150.04

(loc)11

11-129

l/defl>999>999

n/a

L/d240180n/a

PLATESMT20


GRIP244/190


1-14: 2x4 SP No.2 P, 9-10: 2x6 SP No.2WEBS 2x4 SP No.3SLIDER Right 2x8 SP 2400F 2.0E 2-11-0


REACTIONS. All bearings 5-6-0 except (jt=length) 9=0-8-0.(lb) - Max Horz 16=159(LC 11)

Max Uplift All uplift 100 lb or less at joint(s) except 15=-690(LC 12), 16=-260(LC 22), 9=-399(LC 12)Max Grav All reactions 250 lb or less at joint(s) 16 except 15=2072(LC 1), 15=2072(LC 1), 9=1185(LC 1)


6-7=-1718/863, 7-9=-2220/1005BOT CHORD 1-16=-279/209, 15-16=-312/210, 13-15=-738/448, 12-13=-114/533, 11-12=-568/1534,

10-11=-829/1942, 9-10=-827/1947WEBS 2-15=-592/277, 3-15=-1772/869, 3-13=-673/1586, 4-13=-842/448, 4-12=-548/1171,

5-12=-525/358, 6-11=-112/397, 7-11=-532/312, 2-16=-33/321


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 10-5-8, Exterior(2) 10-5-8 to15-0-8, Interior(1) 15-0-8 to 21-11-8, Exterior(2) 21-11-8 to 26-3-4, Interior(1) 26-3-4 to 32-1-0 zone; cantilever left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60




7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 690 lb uplift at joint 15, 260 lb uplift atjoint 16 and 399 lb uplift at joint 9.


July 15,2020





Job

1543_A_160_C

Truss

A7

Truss Type

Roof Special

Qty

1

Ply

1


T20732142

8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Jul 15 07:55:46 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:D_uNQUOYE8wVr_zQ5hBZ8cyy9TJ-IT0gdc2IfAaDyjfra1rwQePb8foboGBaqqqZGYyxtsh

Scale = 1:55.6

1

2

3 4

5

6

7

8

1615

14 13 12 1110

9

17

1819 20 21

22

23

5x8 4x12

4x6

4x6

4x6

3x6 4x6 5x8

2x4

5x6 3x8

3x4

2x4 4x6

3x4

3x12 MT20HS

4x6

4x12

1-2-81-2-8

1-6-8

0-4-0

6-4-84-10-0

8-5-82-1-0

14-1-85-8-0

19-9-85-8-0

21-10-82-1-0

26-4-84-6-0

30-10-84-6-0

31-2-80-4-0

32-5-0

1-2-8

1-6-81-6-8

6-4-84-10-0

8-5-82-1-0

14-1-85-8-0

19-9-85-8-0

21-10-82-1-0

26-4-84-6-0

30-10-84-6-0

32-5-01-6-8

0-6-

3

4-0-

8

4-10

-15

0-6-

3

4-0-

8

5.00 12

Plate Offsets (X,Y)-- [1:0-1-15,1-5-8], [1:0-1-11,0-0-1], [3:0-5-12,0-2-8], [8:0-2-3,1-5-0], [8:0-1-7,0-0-11], [12:0-3-0,0-3-0], [16:0-4-4,0-1-8]


20.020.0

0.0 *10.0


2-0-01.251.25YES

FBC2017/TPI2014

CSI.TCBCWBMatrix-S

0.741.000.66


in0.10

-0.200.04

(loc)12

12-138

l/defl>999>999

n/a

L/d240180n/a

PLATESMT20MT20HS


GRIP244/190187/143


1-15,8-10: 2x6 SP No.2WEBS 2x4 SP No.3WEDGELeft: 2x8 SP 2400F 2.0E, Right: 2x8 SP 2400F 2.0E


REACTIONS. (size) 16=0-8-0, 1=0-8-0, 8=0-8-0Max Horz 1=158(LC 11)Max Uplift 16=-884(LC 12), 1=-290(LC 18), 8=-388(LC 12)Max Grav 16=2217(LC 1), 8=1166(LC 1)


7-8=-2244/924BOT CHORD 1-16=-936/468, 14-16=-936/468, 12-13=-654/1832, 11-12=-654/1832, 9-11=-755/1957,

8-9=-755/1957WEBS 2-16=-2030/882, 2-14=-469/1478, 3-14=-1145/530, 3-13=-780/1728, 4-13=-526/351,

5-13=-555/244, 5-11=-768/371, 6-11=-460/996, 7-11=-617/314


II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-4-0 to 3-6-14, Interior(1) 3-6-14 to 8-5-8, Exterior(2) 8-5-8 to11-8-6, Interior(1) 11-8-6 to 21-10-8, Exterior(2) 21-10-8 to 25-1-6, Interior(1) 25-1-6 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) 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 884 lb uplift at joint 16, 290 lb uplift at

joint 1 and 388 lb uplift at joint 8.


July 15,2020





Job

1543_A_160_C

Truss

B1

Truss Type

Common Supported Gable

Qty

1

Ply

1


T20732143

8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Jul 15 07:55:47 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:D_uNQUOYE8wVr_zQ5hBZ8cyy9TJ-nga3ry3xQUi3atE28lN9ysywb3NWXrBj3UZ7p_yxtsg

Scale = 1:35.3

1

2

3

4

5

6

7

8

9

10

11

20 19 18 17 16 15 14 13 12

21

22 23

24

4x6

5x6

3x4

3x12 MT20HS

3x4

3x12 MT20HS

1-2-81-2-8

21-1-019-10-8

10-6-810-6-8

21-1-010-6-8

0-6-

3

4-10

-15

0-6-

3

5.00 12

Plate Offsets (X,Y)-- [1:0-0-0,0-0-15], [1:0-2-7,Edge], [11:0-2-7,Edge], [11:Edge,0-0-15], [16:0-3-0,0-3-0]


20.020.0

0.0 *10.0


2-0-01.251.25YES

FBC2017/TPI2014

CSI.TCBCWBMatrix-S

0.120.060.10


inn/an/a

0.00

(loc) - - 11

l/defln/an/an/a

L/d999999n/a

PLATESMT20MT20HS


GRIP244/190187/143

LUMBER-TOP CHORD 2x4 SP No.2BOT CHORD 2x4 SP No.2 POTHERS 2x4 SP No.3WEDGELeft: 2x8 SP 2400F 2.0E, Right: 2x8 SP 2400F 2.0E


REACTIONS. All bearings 18-8-0.(lb) - Max Horz 1=-146(LC 10)

Max Uplift All uplift 100 lb or less at joint(s) 17, 18, 19, 15, 14, 13, 1, 11 except 20=-123(LC 12), 12=-123(LC 12)

Max Grav All reactions 250 lb or less at joint(s) 16, 17, 18, 19, 15, 14, 13, 1, 11 except 20=278(LC 17), 12=274(LC 18)

FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 5-6=-108/290, 6-7=-108/294WEBS 5-17=-173/272, 2-20=-216/331, 7-15=-172/272, 10-12=-213/331


II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3) 0-0-0 to 3-0-0, Exterior(2) 3-0-0 to 10-6-8, Corner(3) 10-6-8 to13-6-8, Exterior(2) 13-6-8 to 21-1-0 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) 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



10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 17, 18, 19, 15,14, 13, 1, 11 except (jt=lb) 20=123, 12=123.


July 15,2020





Job

1543_A_160_C

Truss

B2

Truss Type

Common

Qty

7

Ply

1


T20732144

8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Jul 15 07:55:48 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:D_uNQUOYE8wVr_zQ5hBZ8cyy9TJ-Fs8R2I3ZBoqwB1pEhSuOV3U?cTXuGFAtI8JgLRyxtsf

Scale = 1:34.6

1

2

3

4

5

8 7 6

9

10 11

12

4x6

5x6 3x8

3x4 3x4

5x6

3x6

3x12 MT20HS

3x6

3x12 MT20HS

1-2-81-2-8

1-6-80-4-0

10-6-89-0-0

19-6-89-0-0

19-10-80-4-0

21-1-01-2-8

1-6-81-6-8

10-6-89-0-0

19-6-89-0-0

21-1-01-6-8

0-6-

3

4-10

-15

0-6-

3

5.00 12

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


20.020.0

0.0 *10.0


2-0-01.251.25YES

FBC2017/TPI2014

CSI.TCBCWBMatrix-S

0.490.820.31


in0.06

-0.120.04

(loc)7

6-75

l/defl>999>999

n/a

L/d240180n/a

PLATESMT20MT20HS


GRIP244/190187/143


6-8: 2x4 SP No.2WEBS 2x4 SP No.3WEDGELeft: 2x8 SP 2400F 2.0E, Right: 2x8 SP 2400F 2.0E



FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 1-2=-1898/786, 2-3=-1329/645, 3-4=-1329/645, 4-5=-1898/786BOT CHORD 1-8=-613/1642, 7-8=-615/1636, 6-7=-618/1636, 5-6=-616/1642WEBS 3-7=-290/683, 4-7=-598/320, 2-7=-597/320


II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-4-0 to 3-4-0, Interior(1) 3-4-0 to 10-6-8, Exterior(2) 10-6-8 to13-6-8, Interior(1) 13-6-8 to 20-9-0 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) 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


1=343, 5=343.


July 15,2020





Job

1543_A_160_C

Truss

B3

Truss Type

COMMON

Qty

4

Ply

1


T20732145

8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Jul 15 07:55:49 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:D_uNQUOYE8wVr_zQ5hBZ8cyy9TJ-j2ipGe4By5ynpBOQFAPd2H18vstR?X80Wo2Dttyxtse

Scale = 1:44.8

1

2

3

4

5

9 87

6

10

11

12

13

14 15

2x4

5x6

4x6 5x8

5x6

3x4

6x8

2x4

3x4 3x12 MT20HS

8-11-38-11-3

14-3-35-3-15

18-3-44-0-1

18-7-40-4-0

19-9-12

1-2-8

3-7-43-7-4

8-11-35-3-15

14-3-35-3-15

19-9-125-6-9

5-9-

4

7-3-

4

0-6-

3

5.00 12

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


20.020.0

0.0 *10.0


2-0-01.251.25YES

FBC2017/TPI2014

CSI.TCBCWBMatrix-S

0.520.800.97


in-0.24-0.430.03

(loc)8-98-9

5

l/defl>986>540

n/a

L/d240180n/a

PLATESMT20MT20HS


GRIP244/190187/143


5-7: 2x6 SP No.2WEBS 2x4 SP No.3WEDGERight: 2x8 SP 2400F 2.0E

BRACING-TOP CHORD Structural wood sheathing directly applied or 3-11-2 oc purlins,

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

REACTIONS. (size) 9=0-7-4, 5=0-8-0Max Horz 9=-292(LC 12)Max Uplift 9=-367(LC 12), 5=-283(LC 12)Max Grav 9=998(LC 18), 5=967(LC 1)

FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 2-3=-1253/572, 3-4=-1231/433, 4-5=-1780/615BOT CHORD 8-9=0/432, 6-8=-462/1540, 5-6=-462/1540WEBS 2-8=-461/1160, 3-8=-455/332, 4-8=-542/337, 2-9=-865/471


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 3-7-4, Exterior(2) 3-7-4to 6-7-4, Interior(1) 6-7-4 to 19-5-12 zone; cantilever right exposed ;C-C for members and forces & MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60


will fit between the bottom chord and any other members, with BCDL = 10.0psf.6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)

9=367, 5=283.


July 15,2020





Job

1543_A_160_C

Truss

CJ9

Truss Type

Roof Special Girder

Qty

1

Ply

1


T20732146

8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Jul 15 07:55:55 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:D_uNQUOYE8wVr_zQ5hBZ8cyy9TJ-YC34Wh9yXxjxX6racQW1HYHB8Hz9POkvvjVY5XyxtsY

Scale = 1:21.8

1

2

3

5

4

6

7

8 9

2x4

4x6

3x4

2x4

3x4

3x8

3x12 MT20HS

Special

Special

Special Special

Special

Special

Special Special

1-8-21-8-2

2-1-130-5-11

4-8-02-6-4

5-7-50-11-5

9-4-53-9-0

9-4-60-0-1

4-8-04-8-0

9-4-64-8-5

0-6-

3

3-3-

5

3.54 12

Plate Offsets (X,Y)-- [1:0-3-0,0-0-0], [1:0-0-5,1-6-5], [1:0-1-9,2-4-3]


20.020.0

0.0 *10.0


2-0-01.251.25NO

FBC2017/TPI2014

CSI.TCBCWBMatrix-S

0.470.590.45


in-0.03-0.040.01

(loc)1-51-5

4

l/defl>999>999

n/a

L/d240180n/a

PLATESMT20MT20HS


GRIP244/190187/143

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




FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 1-2=-1118/791BOT CHORD 1-5=-854/1016, 4-5=-854/1016WEBS 2-5=-469/289, 2-4=-1034/873

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) 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


4=406, 1=371.6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 126 lb down and 80 lb up at

3-5-4, 126 lb down and 80 lb up at 3-5-4, and 181 lb down and 143 lb up at 6-3-3, and 181 lb down and 143 lb up at 6-3-3 on topchord, and 107 lb down and 237 lb up at 3-5-4, 107 lb down and 237 lb up at 3-5-4, and 51 lb down and 105 lb up at 6-3-3, and 51lb down and 105 lb up at 6-3-3 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.



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

Concentrated Loads (lb)Vert: 7=-118(F=-59, B=-59) 8=289(F=145, B=145) 9=114(F=57, B=57)


July 15,2020





Job

1543_A_160_C

Truss

CJ12

Truss Type

Diagonal Hip Girder

Qty

2

Ply

1


T20732147

8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Jul 15 07:55:51 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:D_uNQUOYE8wVr_zQ5hBZ8cyy9TJ-fRqZhJ6RUjDV2UYpNaR57i6QDgbmTWuJ_5XKymyxtsc

Scale: 1/2"=1'

1

2

3

4 5

8 7

6

9

10

11 12 13

4x6

3x4

2x4 4x6

5x6

5x6

3x4

3x6

Special

Special

Special

Special Special Special

Special

Special

Special

Special Special Special

1-8-21-8-2

2-1-130-5-11

6-10-34-8-6

11-10-14-11-14

4-0-54-0-5

6-10-32-9-14

7-9-70-11-4

11-9-114-0-4

11-10-10-0-6

0-6-

3

4-0-

1

3.54 12

Plate Offsets (X,Y)-- [1:0-9-13,0-2-0], [1:1-3-10,0-2-8]


20.020.0

0.0 *10.0


2-0-01.251.25NO

FBC2017/TPI2014

CSI.TCBCWBMatrix-S

0.790.620.69


in-0.08-0.080.01

(loc)1-81-8

7

l/defl>999>999

n/a

L/d240180n/a

PLATESMT20


GRIP244/190

LUMBER-TOP CHORD 2x4 SP No.2BOT CHORD 2x6 SP No.2WEBS 2x4 SP No.3SLIDER Left 2x8 SP 2400F 2.0E 3-0-11



REACTIONS. (size) 7=Mechanical, 1=0-11-5, 4=MechanicalMax Horz 1=193(LC 8)Max Uplift 7=-363(LC 8), 1=-491(LC 8), 4=-183(LC 8)Max Grav 7=647(LC 28), 1=750(LC 28), 4=264(LC 1)

FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 1-3=-1455/900BOT CHORD 1-8=-949/1311, 7-8=-949/1311WEBS 3-8=-328/339, 3-7=-1390/1012


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 100 lb uplift at joint(s) except (jt=lb)

7=363, 1=491, 4=183.6) 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) 126 lb down and 80 lb up at

3-5-4, 126 lb down and 80 lb up at 3-5-4, 181 lb down and 143 lb up at 6-3-3, 181 lb down and 143 lb up at 6-3-3, and 228 lb downand 199 lb up at 9-1-3, and 228 lb down and 199 lb up at 9-1-3 on top chord, and 107 lb down and 237 lb up at 3-5-4, 107 lb downand 237 lb up at 3-5-4, 51 lb down and 105 lb up at 6-3-3, 51 lb down and 105 lb up at 6-3-3, and 63 lb down at 9-1-3, and 63 lbdown at 9-1-3 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.



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

Concentrated Loads (lb)Vert: 9=-118(F=-59, B=-59) 10=-252(F=-126, B=-126) 11=289(F=145, B=145) 12=114(F=57, B=57) 13=-63(F=-31, B=-31)

"Special" indicates special hanger(s) or other connection device(s)required at location(s)shown. The design/selection of such special connection device(s) is the responsibility of others. This applies to all applicable truss designs in this job.


July 15,2020





Job

1543_A_160_C

Truss

EJ7

Truss Type

Monopitch

Qty

2

Ply

1


T20732148

8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Jul 15 07:55:56 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:D_uNQUOYE8wVr_zQ5hBZ8cyy9TJ-0PdSk1AaIFro9FQm981GqlpE0hIc8xy27NF5dzyxtsX

Scale = 1:22.0

1

2

3

4

2x4

2x4

5x8

3x12 MT20HS

1-2-81-2-8

1-6-80-4-0

6-8-85-2-0

6-8-86-8-8

0-6-

3

3-3-

12

5.00 12

Plate Offsets (X,Y)-- [1:0-3-12,0-0-3], [1:0-2-7,Edge]


20.020.0

0.0 *10.0


2-0-01.251.25YES

FBC2017/TPI2014

CSI.TCBCWBMatrix-P

0.970.700.00


in-0.02-0.050.00

(loc)1-31-3

l/defl>999>999

n/a

L/d240180n/a

PLATESMT20MT20HS


GRIP244/190187/143


BRACING-TOP CHORD Structural wood sheathing directly applied, except end verticals.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.


FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 2-3=-263/316


II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-4-0 to 3-4-0, Interior(1) 3-4-0 to 6-6-12 zone; cantilever leftexposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60


will fit between the bottom chord and any other members.5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb)

3=140.This item has beenelectronically signed andsealed by Lee, Julius, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.

July 15,2020





Job

1543_A_160_C

Truss

EJ8

Truss Type

Jack-Partial

Qty

9

Ply

1


T20732149

8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Jul 15 07:55:57 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:D_uNQUOYE8wVr_zQ5hBZ8cyy9TJ-UbBrxNAC3ZzfmP?zjrYVMzMWt5h9tMCCM1_f9PyxtsW

Scale = 1:25.0

1

2

3

5

4

6

3x4

2x4

3x6

5x8

3x12 MT20HS

1-2-81-2-8

1-6-80-4-0

8-5-86-11-0

4-2-54-2-5

8-5-84-3-3

0-6-

3

4-0-

8

3-8-

1

5.00 12



20.020.0

0.0 *10.0


2-0-01.251.25YES

FBC2017/TPI2014

CSI.TCBCWBMatrix-P

0.520.430.19


in-0.06-0.120.00

(loc)1-51-5

5

l/defl>999>784

n/a

L/d240180n/a

PLATESMT20MT20HS


GRIP244/190187/143



REACTIONS. (size) 5=Mechanical, 3=Mechanical, 1=0-8-0Max Horz 1=191(LC 12)Max Uplift 5=-86(LC 12), 3=-89(LC 12), 1=-90(LC 12)Max Grav 5=270(LC 17), 3=137(LC 17), 1=396(LC 1)

FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 1-2=-514/266BOT CHORD 1-5=-472/443WEBS 2-5=-481/513




will fit between the bottom chord and any other members.5) Refer to girder(s) for truss to truss connections.6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 1.


July 15,2020





Job

1543_A_160_C

Truss

J2

Truss Type

Jack-Open

Qty

6

Ply

1


T20732150

8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Jul 15 07:55:57 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:D_uNQUOYE8wVr_zQ5hBZ8cyy9TJ-UbBrxNAC3ZzfmP?zjrYVMzMcu5l6tOBCM1_f9PyxtsW

Scale = 1:10.4

1

2

4

33x4

1-10-81-10-8

2-4-70-5-15

2-4-72-4-7

0-6-

3

1-6-

1

5.00 12


20.020.0

0.0 *10.0


2-0-01.251.25YES

FBC2017/TPI2014

CSI.TCBCWBMatrix-P

0.130.170.00


in0.000.00

-0.01

(loc)442

l/defl>999>999

n/a

L/d240180n/a

PLATESMT20


GRIP244/190

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



FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.


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


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 100 lb uplift at joint(s) 2 except (jt=lb)

3=209, 4=195.


July 15,2020





Job

1543_A_160_C

Truss

J4

Truss Type

Jack-Open

Qty

6

Ply

1


T20732151

8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Jul 15 07:55:58 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:D_uNQUOYE8wVr_zQ5hBZ8cyy9TJ-ynlD9jBqqs5WOZa9HZ3kvAvilV3scrRLbhkCisyxtsV

Scale = 1:14.5

1

5

2

4

33x4

1-2-81-2-8

1-6-80-4-0

4-4-72-9-15

4-4-74-4-7

0-6-

3

2-4-

1

5.00 12


20.020.0

0.0 *10.0


2-0-01.251.25YES

FBC2017/TPI2014

CSI.TCBCWBMatrix-P

0.510.270.00


in-0.010.01

-0.02

(loc)3-43-4

2

l/defl>999>999

n/a

L/d240180n/a

PLATESMT20


GRIP244/190









2=117, 4=153.


July 15,2020





Job

1543_A_160_C

Truss

J6

Truss Type

Jack-Open

Qty

2

Ply

1


T20732152

8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Jul 15 07:55:59 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:D_uNQUOYE8wVr_zQ5hBZ8cyy9TJ-Q_IbM2CSbADN0j9LrGazRORn6uKcLH5UqLTlEIyxtsU

Scale = 1:20.4

1

2 3

5

4

6

7

2x4

2x4

5x8

3x12 MT20HS

1-2-81-2-8

1-6-80-4-0

6-4-74-9-15

6-4-76-4-7

0-6-

3

3-2-

1

5.00 12



20.020.0

0.0 *10.0


2-0-01.251.25YES

FBC2017/TPI2014

CSI.TCBCWBMatrix-P

0.860.620.10


in-0.02-0.030.00

(loc)1-51-5

l/defl>999>999

n/a

L/d240180n/a

PLATESMT20MT20HS


GRIP244/190187/143




FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.WEBS 2-5=-265/345


II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-4-0 to 3-4-0, Interior(1) 3-4-0 to 6-4-7 zone; cantilever leftand right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60


will fit between the bottom chord and any other members.5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb)

5=139.This item has beenelectronically signed andsealed by Lee, Julius, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.

July 15,2020





Job

1543_A_160_C

Truss

J6A

Truss Type

Jack-Open

Qty

4

Ply

1


T20732153

8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Jul 15 07:56:00 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:D_uNQUOYE8wVr_zQ5hBZ8cyy9TJ-uAszZOD4MULDdtkXOz6C_b_xNIna4lxe2?DJmkyxtsT

Scale = 1:19.6

1

4

5

2

3

5x8

3x12 MT20HS

1-2-81-2-8

1-6-80-4-0

6-4-74-9-15

6-4-76-4-7

0-6-

3

3-2-

1

2-9-

10 3-2-

1

5.00 12



20.020.0

0.0 *10.0


2-0-01.251.25YES

FBC2017/TPI2014

CSI.TCBCWBMatrix-P

0.950.190.00


in-0.02-0.04-0.00

(loc)1-31-3

2

l/defl>999>999

n/a

L/d240180n/a

PLATESMT20MT20HS


GRIP244/190187/143

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

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

REACTIONS. (size) 2=Mechanical, 3=Mechanical, 1=0-8-0Max Horz 1=148(LC 12)Max Uplift 2=-164(LC 12), 1=-66(LC 12)Max Grav 2=244(LC 17), 3=119(LC 3), 1=299(LC 1)






2=164.


July 15,2020





Job

1543_A_160_C

Truss

V1

Truss Type

Valley

Qty

1

Ply

1


T20732154

8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Jul 15 07:56:01 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:D_uNQUOYE8wVr_zQ5hBZ8cyy9TJ-MMQLnkEj7nT4F1IkyhdRXpXKXi9ZpCBnHfysIAyxtsS

Scale = 1:6.7

1

2

3

2x4

1-10-81-10-8

0-9-

6

5.00 12


20.020.0

0.0 *10.0


2-0-01.251.25YES

FBC2017/TPI2014

CSI.TCBCWBMatrix-P

0.030.010.00


inn/an/a

-0.00

(loc) - - 2

l/defln/an/an/a

L/d999999n/a

PLATESMT20


GRIP244/190



REACTIONS. (size) 1=1-10-8, 2=1-10-8, 3=1-10-8Max Horz 1=26(LC 12)Max Uplift 1=-14(LC 12), 2=-30(LC 12)Max Grav 1=57(LC 1), 2=47(LC 17), 3=23(LC 3)



II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members andforces & 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) 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 100 lb uplift at joint(s) 1, 2.


July 15,2020





Job

1543_A_160_C

Truss

V2

Truss Type

Valley

Qty

1

Ply

1


T20732155

8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Jul 15 07:56:02 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:D_uNQUOYE8wVr_zQ5hBZ8cyy9TJ-qY_k_4ELu5bxtAtwWO8g303TM6UwYfRxWJiPrdyxtsR

Scale = 1:9.8

1

2

3

2x4

2x4

2x4

3-4-83-4-8

1-4-

14

5.00 12


20.020.0

0.0 *10.0


2-0-01.251.25YES

FBC2017/TPI2014

CSI.TCBCWBMatrix-P

0.150.070.00


inn/an/a

0.00

(loc) - -

l/defln/an/an/a

L/d999999n/a

PLATESMT20


GRIP244/190

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






II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members andforces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60


will fit between the bottom chord and any other members.5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3.


July 15,2020





Job

1543_A_160_C

Truss

V3

Truss Type

Valley

Qty

1

Ply

1


T20732156

8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Jul 15 07:56:02 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:D_uNQUOYE8wVr_zQ5hBZ8cyy9TJ-qY_k_4ELu5bxtAtwWO8g303NK6S8YfRxWJiPrdyxtsR

Scale = 1:15.2

1

2

3

4

2x4

2x4

2x4

5-4-85-4-8

2-2-

145.00 12


20.020.0

0.0 *10.0


2-0-01.251.25YES

FBC2017/TPI2014

CSI.TCBCWBMatrix-P

0.540.250.00


inn/an/a

0.00

(loc) - -

l/defln/an/an/a

L/d999999n/a

PLATESMT20


GRIP244/190

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




FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 2-3=-191/257


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 5-2-12 zone; cantileverleft and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60


will fit between the bottom chord and any other members.5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3.


July 15,2020

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