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HomeMy WebLinkAboutBUILDING SITE PLANSNotes:
1. These plans
comply with the
Building Code :
Residential, 6th
Code: Energy Conservation
and
2014 National
Electrical Code.
2. These plans
comply with Rule
approval.
6th Edition (2017) Florida
Edition (2017) Florida Building
61 G20-3.006 for product
3. The raised seal set (or electronic sealed set) of plans are
on file in the third agency's office as directed by DBPR.
4. This building is subject to review and approval of the fire
inspector on site with compliance with Chapter 633 Fire Safety
Code.
5. The manufacturer's data sheet and the state (DBPR)
insignia are permanently mounted to or about the electrical
panel.
6. This building has been designed for erection or installation
on a site built permanent foundation and is not designed to
be moved once so erected or installed.
. Any site added structures must be independent of the factory building unless the entire building is re-
valuated by the site engineer.
.Typical foundation layout shown in the cross section is to aid the site engineer/architect for locations of
squired supports. Actual foundation must be designed to site conditions for all applicable loads. This includes
ut is not limited to construction of the foundation, seismic design and attaching the home to the foundation,
long with the resistance to lateral, longitudinal shear, uplift and downward forces in both directions. Refer to
racing page for applicable bracing / seismic loads for attaching the home to foundations.
. Engineer seal applies ONLY to FACTORY MANUFACTURED BRACING portion of the building. Seal does not
pply to site installed elements or portions built on site such as, but not limited to; foundation, bracing tie
own to foundation, exterior steps, or other site works. Site work must be designed BY OTHERS for site
Dnditions, under local jurisdiction.
This building has not been designed or approved for
placement in high VELOCITY HURRICANE ZONES (HVHZ),
(I.E. DADE AND BROWARD COUNTIES)
INDEX TO DRAWINGS DESCRIPTION: SHEET NUMBER
INDEX TO DRAWINGS AND NOTES.............................................................................1 of 8
ELEVATIONS...................................PAT9----10-10-2018---C ?Zf,�'.R.SMP:OS6............2 of 8
FLOOR PLAN ............................... PLANNUMBER WT-10886-5041-80-3-32 3 of 8
..... ...... ...... .........
ELECTRICAL....................................A?g)2oVEDBY...MtCsYI.�1II�i............................ 4 of 8
'WATER SCHEMATIC.....................................%...................................... 5 of 8
J .
OFF -FRAME DRAIN SCHEMATIC......... .-. ............. 6 of 8
UP -FLOW HEAT DUCT LAYOUT...............................(signaw=)..7 of 8
YPICAL OFF -FRAME CROSS SECTION .............................. ................................ 8 of 8
INDEX TO ADDENDUMS
BRACEWALLS CALCULATIONS.................................................................................. 9 PAGES
WHOLE HOUSE STRUCTURAL CALCULATIONS..........................................................34 PAGES
RESCHECK................................................................................................................ 1 PAGE
HVAC CALCULATIONS(WRIGHTSOFT)....................................................................... 7 PAGES
COMPONENTS & CLADDING LOADS......................................................................... 1 PAGE
FLORIDA PRODUCT APPROVAL SPEC SHEET.......................................................... 1 PAGE
Notes:
�&�'
9.
Vult wind speed =
EXPOSURE-C
AT Vult=180MPH
Vasd
= 140MPH
10.
11.
12.
RISK
Building
Roof
CATEGORY=ll
Mean Roof Height 18''"
live load = 20 psf
�a°"meY
.mf. IFM1mnM1..X
�xa¢ ow
.'�' A"TIOFFF.NI-F
13.
Floor
live lood =
40 psf
AINC.
s�
14. Seismic Zone = A, B or C
15. Building Category = Type 513, Unprotected, Wood
Construction.
16. Use Group = Single Family Dwelling.
17. Roof Interior (zone 1) = +22.8/-39 5 psf
18.
Roof
Exterior (zone 2)
_ +24.3/-69.3 psf
19.
Roof
Corner (zone 3)
_ +25.3/-111.0 psf
20.
Wall
Interior (zone 4) _
+43.9 / -47.5 psf
21.
Wall
Exterior (zone 5) _
+38.4/-69.3 psf
22. ROOF OVERHANG(SOFFIT) = -75.5 psf.
23. Overhang Corner Load = -127.7 psf
24. Site address per FRC R319.1
25. Internal pressure coefficient = +/- 0.18 psf
COMPONENTS & CLADDING PRESSURES ARE SHOWN AS
ALLOWABLE STRENGTH PRESSURES BASED ON ULTIMATE LOADS
SITE INSTALLED ITEMS
NOTE: THAT THIS LIST DOES NOT NECESSARILY LIMIT THE ITEMS OF WORK AND MATERIALS THAT
MAY BE REQUIRED FOR A COMPLETE INSTALLATION.
ALL SITE RELATED ITEMS ARE SUBJECT TO LOCAL BUILDING OFFICIAL REVIEW AND APPROVAL
REQUIRING TO BE IN COMPLIANCE WITH THE FLORIDA BUILDING CODE
1) THE COMPLETE FOUNDATION SUPPORT AND TIE DOWN SYSTEM
2) RAMPS, STAIRS, AND GENERAL ACCESS TO THE BUILDING
3) PORTABLE FIRE EXTINGUISHER(S) St.
4) BUILDING DRAINS, CLEAN OUTS AND HOOKUP TO PLUMBING SYSTEM
5) ELECTRICAL SERVICE HOOKUP, INCLUDING THE FEEDERS, TO THE BUILDING
6) THE MAIN ELECTRICAL PANEL AND SUB -FEEDERS
7) CONNECTION OF ELECTRICAL CIRCUITS CROSSING OVER MODULE MATE LINES (MULTI -UNITS ONLY)
8) STRUCTURAL AND AESTHETIC INTERCONNECTIONS BETWEEN MODULES (MULTI -UNITS ONLY) �oe
9) ANY SITE FLASHING OR SHINGLES INSTALLED AT SITE REFER TO ARMA `
PUBLICATION " RESIDENTIAL ASPHALT, ROOFING MANUAL", IN GUIDE LINES WITH FBC CODE 1
10) ALL FOUNDATION WORK WILL BE COMPLETED ON SITE. IS THE RESPONSIBILITY OF THE LOCAL
CONTRACTOR AND IS SUBJECT TO LOCAL JURISDICTION.
MANDATORY11) '12) MAIN ISCONNECTEWILL BE INSTALLED ON -SITE AND SUBJECT LTOO IDLOCALECODESODE � pFR� s
Zy/ No.g5665556
STATE OF
Florida Plan Number: NaderTomasbi, P.E. �ij�1%c40RIDt'
Model MFT10886-5041-80-3-32 Goshen lN46626 rive
PHYSICAL ADDRESS FRANKUN STRUCTURES LLC FLORIDA
RRUSSELLVILLE, ALABAMA SOUTH653 MODULAR
3595 N. Kings Hwy BY: DATE:
Ft. Pierce FL, 34951 DRAWN: MELVIN 10-3-18 MODULAR INDEX
S+ Iiicier r.nlin+v GRAPHIC 0 1'2'3'4'0' 1 NO: . ..... __.- __ _ - i REV: I sHEP.
INNBD
BY
:ie County
, Cff8
10/9/2018
Page 2 of
NOTESh
Plan may be built Flip Image (Front end to Rear end ) or reverse
ARE SITE INSTALLED, DESIGNED BY OTHERS,
AND SUBJECT TO LOCAL JURISDICTION.
side to bottom side) without specific plan showing each arrangement using standard model approved
1. DMIOR COVERING IS VINYL LAP SIDING WITH VINYL APPURTENANCES STANDARD.
OTHER EXTERIOR COVERINGS SHALL CONFORM TO INTERNATIONAL BUILDING CODE
EXTERIOR COVERINGS FOR FRONT AND REAR ELEVATIONS ARE SUPPLIED BY FRANKLIN
HOMES AND INSTALLED ON -SITE BY LOCAL CONTRACTOR.
2. ROOF COVERING IS 240# FIBERGLASS SHINGLES. SHINGLES FOR RIDGE ARE SUPPLIED BY
FRANKLIN HOMES, INSTALLED ON -SITE BY LOCAL CONTRACTOR.
3. WINDOWS ARE VINYL CLAD THERMOPANE.
4. MINIMUM ATTIC VENTILATION VIA CONTINUOUS VENTILATED SOFFIT & WHIRLY BIRD VENTS
IS 7.6 SQ.Fr PER 2283 SQ.Fr. OF HOME DIVIDED BY 300 SQ.FT. OF CONTINUOUS
VENTILATION
5. CRAWL SPACE VENTILATION SHALL CONFORM TO REQUIREMENTS OF 1/150 ( BY OTHERS}
B. FOUNDATIONS INSTALLED BY LOCAL CONTRACTOR PER I OCAI_ CODF RF0111RFMFNIS.
ELEVATIONS SHOWN ON THIS PAGE
REPRESENT BASIC COMPONENTS
AND ARE NOT INTENEDED TO BE
ALL INCLUSIVE, NOR DO THESE
ELEVATIONS DETAIL EVERY CODE
REQUIRED ASPECT OF THIS
BUILDING. SITE BUILT STOOPS,
STEPS, DECKS, PORCHES,
HANDRAILS AND/OR SIMILAR ITEMS'
MUST BE PROVIDED BY OTHERS ON
SITE FOR COMPLIANCE WITH
APPLICABLE CODES. COMPLIANCE
WITH ALL APPLICABLE CODES PER
LOCAL AUTHORITY HAVING
" '-'ION, WHETHER DETAILED
T OR NOT, MUST BE MET.
nu. p5, r¢p/�mm,
um,t,mvs0u,rq
mw. iFK
Cmpp.
\T l:mmnrmM
w ytl 4N
_
Ymm4mMwgmvm
tlFlnS�
Ine
WM NCh.
lFlnnnM1.��lr „n
MPea VE➢BT
MRmptl
f6NV`[
Df�
N
AINC.:a
Na Rv
^P ^�
FOUNDATION ENCLOSURE (WHEN PROVIDED)
MUST HAVE 1 SQUARE FOOT NET VENT
AREA PER 15OFr OF THE FLOOR AREA
AND AN 18'z24' MINIMUM CRAWL SPACE
ACCESS, SITE INSTALLED BY OTHERS.
SUBJECT TO LOCAL JURISDICTION.
10/9/2018
No. 5655
STATE OF
',:'tOR10t'
REVISION: BY: DATE: I FRANKLIN STRUCTURES, LLC.
10655 HWY. 43 SOUTH FLORIDA
RUSSELLVILLE, ALABAMA 35653 MODULAR
BY: DATE: m�
DRAWN;. MELVIN 10_3-18 ELEVATIONS
Page13 of 63
R 800#
©
367�
m
C
a
FOR 4300I
RDIY
W/H 2
ACIVAY ROOM
FOR 4300#
S/
c
1
4
�2)RA2 4p�-Tpp e
2
❑
PNU BOTiO^L
10I-0��
5
ILL M 15T BE
IH 7/ED OSB
F F
RIDGE BEAM
dA.SggTNppEailils AT C
EACH HALF
FaRA %0J
A=285.57 S.F.
0
74.90 S.F. LIGHT
29.95 S.F. VENT
O
FOR 4300#
C
BATH03
6
FOR 1100p
TIE —DOWNS LOCATIONS
ON —SITE BY OTHERS
NOTE:
ROOF DECKING MUST BE
FASTENED WITH 0.131x2.5Nails
4" O.0 BOUNDARY
4" O.0 EDGE
12" O.0 FIELD
BACK SIDEWALL LL BE
-- COVERED WITH 7 16 OSB
u
kRCHEN
i i� \\
I L DINING 1 I
I---I---I
it I�
LMNG ROOM
A=123.06 S.F.
33.36 S.F. UGq
(3 4 sruo<
W)f3>Isrp_u
Il
J 16.30 S.F. VENT
lS'7RAP9 TOP'
BMRDOM$3
A=144.53 S.F.
14.98 S.F. LIGHT
5.99 S.F. VENT
128 PLF
FRONISIDE WALL WILL BE
COVr o WBH 7/11 OSB
CITE MOE. FASB3IFD
WaH .131 pd NaRs AT
C O.0 EDGE SPACING
C
BATH@2 2❑ BEOROOM�2 UVING/FOYER
COMBBINED
A=144.53 S.F. A=496.32 S.F.
14.98 S.F. LIGHT 59.92 S.F. UGHr
5.99 S.F. VENT---23.96 S.F. VENT
HEADER
FOIFR
A-75.81 S.F.
���
IYIMINC.
�^y
FOR 80
B
FOR 2400#
US
70-�Ti
°
841H
c
OI
18
II
a
7117
um 4
0
FOR 2400/
264 PLF
FRONT END ALL ILL BE
COVERED WRH 7 16 OSB
C
ONE SIDE F ED
WffH .13YX2.5 NAILS AT
TC.
4 EDGE SPACING
FOR 2400a
MASTER BEDRCON
A-219.90 S.F.
59.92 S.F. LIGHT
23.96 S.F. VENT
FOR 24DOJ
C
ERTOIyq�s49
�/Z
C D.�
FOR 1100�
,o; No. 56556 's.wi
k.. STATE OF '_�:
lfir_2•
10/9/2018
Each bracing wall in this page is marked with a horizontal load (PLF). Bracing walls must be attached to the foundation for the specified horizontal
PLF load & racking loads (as specified in the attached bracing talcs) at noted locations. Racking tie downs must be designed to extend from
foundation to bracing wall studs. Tie down connections from foundation wall to rim joist are not permissible unless proper fastening from
bracing wall studs to rim joist is provided.
NOTICE: Foundation for this home and connection of the home to the foundation must be designed to site conditions for all applicable loads
by site engineer/architect.
NOTESH
Plan may be built Flip image (Front end to Rear end ) or reverse image (top side to bottom side) without specific plan showing each arrangement using standard model approved
Q3048 VINYL THERMOPANE
@3660 VINYL THERMOPANE (S.G.)
c 3672 VINYL THERMOPANE
D 3672 VINYL THERMOPANE (E)•
U—Values=0.34
SHGC=0.21
(E) = EGRESS WINDOW
(S.G.) = SAFETY GLAZED
F
U.Valuesl
SHGC
NOTESH
1. ATTIC ACCESS (22"X36"MINIMUM)
2. ALL GLAZING TO BE THERMOPANE.
3. APA RATED SHEATHING FASTENED PER APA GUIDELINES
TO ACHIEVE REQUIRED PLF's.
4. REFER TO ATTACHED CALCULATIONS FOR BRACEWALLS
AND STRUCTURAL REQUIREMENTS.
5. 3" PVC PIPE VENTED THROUGH ROOF AND
TERMINATED BELOW FLOOR JOIST FOR
PASSIVE RADON CONTROL PER APPENDIX—F
T IICCCC Cno T Ilc ILnnn •er 1C" nn
CORE
N A
CORE
N A
CORE
N A
CORE
iE
N A
CORE
N A
)OOR
0.23
0.15
TOR
0.32
0.33
= FURNACE
/©
= WATER HEATER
®
= SINK
" =
REFRIGERATOR
FF-E-51 =
RANGE
FRANKLIN STRUCTURES, LLC. FLORIDA
10655 HWY. SOUTH MODULAR
RUSSELLVILLE, ALALABAMA 35653
GRAPHIC 0 1
FLOORPLAN
CIR#
DESCRIPTION
BREAKER POLES
WIRE
1**
GENERAL LIGHTING
15 AMP/AFl
1
14-2 W/G
2**
GENERAL LIGHTING
15 AMP/AFl
1
14-2 W/G
3**
GENERAL LIGHTING
20 AMP/AFl
1
12-2 W/G
4**
GENERAL LIGHTING
15 AMP/AFl
1
14-2 W/G
5
WATER HEATER
NOTE 1
6
WASHER
20 AMP/AFl/GFl
1
12-2 W/G
7
PORTABLE APPLIANCE
20 AMP/AFl/GFl
1
12-2 W/G
8
PORTABLE APPLIANCE
20 AMP/AFI/GFl
1
12-2 W/G
9
FURNACE
NOTE 2
10
DRYER
30 AMP
10-3 W/G
11
RANGE -
40 AMP
2
8-3 W/G
12**
GENERAL LIGHTING
15 AMP/AFl
1
14-2 W/G
13**
GENERAL LIGHTING
15 AMP/AFl
1
14-2 W/G
14
COOKTOP
40 AMP
2
8-3 W/G
CIR#
DESCRIPTION
BREAKER POLES
WIRE
15
OVEN/DBL OVEN
30 AMP 2
10-3 W/G
16
DISHWASHER
NOTE 3/AFI/GFl
17
OPT. WHIRLPOOL
20 AMP/AFl/GFl 1
14-2 W/G
18
OPT. EURO RANGE HOOD 20 AMP/AFl 1
12-2 W/G
19
MICROWAVE
20 AMP/AFI/GFl 1
12-2 W/G
20
BATH RECEPTACLES
20 AMP/GFI 1
12-2 W/G
22
LAUNDRY CIRCUIT
20 AMP/AFl/GFl 1
12-2 W G
24
SMOKE DETECTORS
15 AMP/AFl
14-2 W%G
40** GENERAL LIGHTING
20 AMP/AFl 1
12-2 W/G
41** GENERAL LIGHTING
15 AMP/AFl 1
14-2 W/G
42** GENERAL LIGHTING
15 AMP/AFI 1
14-2 W/G
43** GENERAL LIGHTING
15 AMP/AFl "1
14-2 W/G
NOTE: ALL CIRCUITS MAY NOT BE USED, SEE APPROVAL DRAWINGS FOR SPECIFIC CIRCUITS
NOTE: FURNACE TO BE INSTALLED ON —SITE BY OTHERS
ELECTRICAL LOAD UP TO 2000OW FOR FURNACE
2283 SQ.FT. ® 3 WATTS/SQ.FT. =
6849
W
SMALL APPLIANCES, 3 ® 1500 W =
4500
W
WATER HEATER =
4500
W
WASHER =
1500
W
DRYER =
5000
W
RANGE =
13000
W
DISHWASHER =
1200
W
MICROWAVE =
1650
W
RANGE HOOD =
1600
W
39799 W
10000 W ® 100% = 10000 W
IDER 0 40% (29799)(.4) = 11919 W
.CE (HVAC) = 20000 W
CALCULATED LOAD FOR SERVICE SIZE
41919 WATTS / 240 VOLTS = 175 AMPERES
200 AMP SERVICE STANDARD
* SELECTION IS BASED ON APPLIANCE LOAD AND MANUFACTURER'S
INSTALLATION INSTRUCTIONS.
++ GENERAL _ LIGHTING CIRCUITS MAY BE WIRED WITH
NOTESII
1.c)20 AMP; 2 POLE; 12-2 w/G or
b)25 AMP; 2 POLE; 10-2 w/G or
030 AMP; 2 POLE; 10-2 w/G
2.a)12KW: 70 AMP; 2 POLE; 6-6-10
b)15KW: 60 AMP; 2 POLE; 6-6-10 and 30 AMP; 2 POLE; 10-2 w/G
c 20KW; 60 AMP; 2 POLE; 6-6-8 and 50 AMP; 2 POLE; 6-6-8
AMP; 1 POLE; 14-2 w/G or
AMP; 1 POLE; 12-2 w/G
AMP; GFI.; 1 POLE; 14-2 w/G or
AMP: GFI.: 1 POLE: 12-2 w/G
SYMBOLS:
®—
LIGHT\VENT FAN
S —
=0 —
SWITCH
15 AMP RECEPTACLE
— C/L=CAN LIGHT
mG —
20 AMP RECEPTACLE
_TELEPHONE
-0 —
30 AMP RECEPTACLE
EG —
40 AMP RECEPTACLE
1-TV
— TELEVISION
—
LIGHT FIXTURE
(T
— THERMOSTAT
—
LAVUGHT&PORCH LIGHT
GFI*
— MASTER GFI
—
SMOKE DETECTOR
W
— PANEL BOX
5•
W /P
— WAT=D0nnr
THIS HOME IS
BUILT FOR
THE 2014 NEC!!
��A"'"n.nry
HPPPOYFD BY
r„wmptl
IX.NYc 0�
N
QINC.
,mc"Pv
5. CIRCUIT NUMBERS SHOWN HERE ARE USED FOR IDENTIFICATION
OF CIRCUITS SHOWN ON ELECTRICAL DIAGRAMS SUBMITTED FOR
APPROVALS. CIRCUIT IDENTIFICATION IN THE DISTRIBUTION PANEL
BOXES WILL BE ACCOMPLISHED BY DESCRIBING EACH CIRCUIT
CIRCUIT G. NUMBERS ONUDISTRIBUTION) PANEL MATCHRED THOSESHOWN
ON THIS CHART, BUT IT IS NOT A REQUIREMENT.
6. SERVICE ENTRANCE WIRE SIZE IS (3)—#2/0 WITH
(1)—#4 COPPER GROUND.
7. ALL FAMILY ROOMS, DINING ROOMS, LIVING ROOMS, PARLORS, LIBRARIES, DENS, BEDROOMS,
SUNROOMS, RECREATION ROOMS, CLOSET, HALLWAYS, KITCHEN, LAUNDRY OR SIMILAR AREAS
SHALL BE PROTECTED BY A LISTED ARC —FAULT CIRCUIT INTERRUPTER DEVICE OF THE COMBINATION TYPE.
ALL CEILING BOXES MUST
BE LISTED AS ABLE TO
SUPPORT 50lbs.
Page oof 63
u6H
— 2' FLUORESCENT
�—�— 4' FLUORESCENT
— OPTFAN
W/LI
W/LIGHT
COMBO SMOKE DETECTOR AND
CARBON MONOXIDE DETECTOR ALARM
ALL RECEPTACLES MUST
BE LISTED AS TAMPER
RESISTANT
10/9/2018
1%0ENs j'"
No. 56556
STATE OF
\'c<ORIDr�
7
FRANKUN STRUCTURES, LLC. FLORIDA
10655 HWY. 43 SOUTH MODULAR
RUSSELLVILLE, ALABAMA 35653
BY:
DATE:
1m c•
ELECTRICAL
IHo ems.. euR
DRAWN: MELVIN
10-3-18
GRAPHIC 0 1' 2' 3' 4' 5'
� 6 �
N� ROVE
IrIF'l INC.
Y
�2
Y
�2
Y
HOT WATER PIPE INSULATION WITH A MINIML
OF R-3 SHALL APPLIED TO THE FOLLOWING
N1103.5.3 OF THE 2015 IECC
R403.5.3 OF THE IRC
• PIPING 3/4' OR LARGER IN NOMINAL DIM
• PIPING LOCATED OUTSIDE OF THE CONDIT!
• PIPING SERVING MORE THAN ONE DWEWF
• PIPING FROM THE WATER HEATER TO A DI
• PIPING LOCATED UNDER FLOOR SLAB
• BURIED PIPING
• SUPPLY AND RETURN PIPING IN RECIRCUL
THAN DEMAND RECIRCULATION SYSTEMS
TOTAL FIXTURE UNITS ON COLD 1
TOTAL FIXTURE UNITS ON HOT WI
TOTAL FIXTURE UNITS (INLET): 3C
MAXIMUM FIXTURE UNITS PER TAE
FOR 50-60 PSI AND 100' COLUI
1 /2"=2.0
3/4"=6.5
1 "= 32
NOTESH 1. 50 GAL. 4500 WATT ELECTRIC WATER HEATER.
2. THE PAN DRAIN SHALL EXTEND TO THE EXTERIOR OF THE BUILDING
AND TERMINATE NOT LESS THAN 6 INCHES OR MORE THAN 24
INCHES ABOVE THE ADJACENT GROUND SURFACE.
3. ALL WATER LINES ARE MADE USING (CROSSLINKED POLYETHYLENE) PEX WITH
4. WATER HAMMER ARRESTORS TO BE INSTALLED WHERE QUICK CLOSING
VALVES ARE UTILIZED. ARRESTORS SHALL CONFORM TO ASSE 1010.
INSERT FITTING
NOTE WATER HEATER
MUST HAVE A MINIMUM
RECOVERY RATE OF 60.
FRANKLIN STRUCTURES LLC FLORIDA
10655 HWY. 43 SOUTH FLORIDA RUSSELLVILLE, ALABAMA 35653
of 63
GRAPHIC 0 1'
WATER SCHEMATIC
- L' •
Page P of 63
LAIR ADMITTANCE VALVES MEET
ASSE 1051 REQUIREMENTS
2.AIR ADMITTANCE VALVES SHALL
BE LOACTED PER MANUFACTURERS
SPECS. OR A MIN. OF 4" ABOVE
THE FIXTURE DRAIN
3.ALL DWV LINES ARE SCHEDULE
40 PVC.
iru, PY��GbMa
iCts W,[ma Yry
,via TM1 \R L'mmnmM
Repq
�.f upYCw aY
_
Ymbno
emu F
MPPOYm BY
OW
N QINC.
•b�,m
ELL =
90' VENT ELL or 90' ELL
XLTL =
90' LONG TURN ELL
45' St. ELL=
45' St. ELL or 45' ELL
45' ELL--
45' St. ELL or 45' ELL
STTY =
SANITARY TEE
LTTY =
LONG RADIUS TY or
WYE with 1/8th BEND COMBINATION
—� =
FLOW DIRECTION
DBL. ELL = DOUBLE ELL
VTR = VENT THRU ROOF
CO = CLEANOUT ADAPTER WITH PLUG
ALL P—TRAPS SHALL BE P—TRAP WITH UNION JOINT.
SHOWER STALLS & WASHER P—TRAPS SHALL BE 2";
ALL OTHER P—TRAPS SHALL BE 1.1/2"MIN.
RE —VENTING MAY BE REPLACED WITH INDIVIDUAL VTR'S.
4.— — — — — — = FIELD INSTALLED PLUMBING.
5•—•—•—•—•—•—•— =PLUMBING VENTS IN THE CEILING.
"� ER TOAq
'90
/��cexa�.ti
No. 56556
STATE OF
1
10/9/2018
s
�s
7 FRANKLIN STRUCTURES LLC
10655 HWY. 43 SOUTHH
MODULAR
RUSSELLVILLE, ALABAMA 35653
BY: DATE: m�
DRAWN: MELVIN 10-3-18 DRAIN SCHEMATIC
GRAPHIC Q1'
r 4.1 %
CEILING > *%,
REGISTER w/DAMPER
REGISTER BOOT (SEE PLAN FOR SIZE)
IS SECURED TO EDGE OF CEILING
W/ FOAMSEAL AND FOIL DUCT TAPE
FURNACE AND RETURN AIR TO BE INSTALLED BY APPROVED METHODS
ON SITE BY OTHERS AND SUBJECT TO LOCAL JURISDICTION
NOTES:
1.) ALL ROOMS AND LIVING SPACES SHALL BE PROVIDED WITH ADEQATE RETURN
AIR.
RGSTR
FLEX DUCT IS SECURED TO REGISTER
BOOT W/ STRAP PER MANUFACTURERS
INSTRUCTIONS
11..�Pm��PYMr�
M'mWE.tl W4q
Cm¢ine.
Iktµmq
\B L'nmmmM
eV SWtl CpuM
u��mOMiY.gelW
tlfsc�
1�^•
NMVPIDI
�Pom�nm
PPVPOVFD BY
�^�me
r¢wa.
ow
'
N QINC.
m mwc o vsP
�G/m
IPIMOIP
UN
No. 56556
Ax,tm,»,
STATE OF
ftomot/
Page 7 of 63
ON: BY: DATE: FRANKLIN STRUCTURES, LLC. FLORIDA
10655 HWY. 43 SOUTH
RUSSELLVILLE, ALABAMA 35653 MODULAR
BY: I DATE: I TITLE:
DRAWN: I MELVIN 111 —3-18 UP —FLOW HEAT DUCT LAYOUT
GRAPHIC 0 1' 2' 3' 4' 5' No. REV: SHEET:
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1 V 11"1 INC.
ENGINEERS
PLANNERS
3oE NoF:n OAKLANO AVENUE - P.O. BCX 490 - NAPPANEE, INOIANA 4E6EO
WGE, WWW.NTAINC.COM
October 10 2018
Franklin Structures, LLC
10655 Hey 43, South
Russellville, AL 35653
RE: MFT-10886-5041-80-3-32
NTA JOB NUMBER: FU100418-6
Dear Mr. Melvin Velaszuez,
RECEIVED
FEB 12 2019
ST. Lucle county, Permittllip
CONSULTANTS
FAX, E74-773-0732
SCANNED
BY
St. Lucie County
The referenced manufactured building has been reviewed and approved. NTA, Inc. certifies this
plan is in compliance with 2017 Florida Codes — 61 Edition as referenced in the approved
drawings. This approval covers the factory build structure only. Any alterations to the factory
built structure, on site, voids the approval. This plan is subject to the following limitations:
1. This plan is NOT approved for High Velocity Hurricane Zone (i.e. Broward and Dade
Counties).
2. Signed and sealed plans are on file with NTA, Inc.
3. The Chapter 633 Plan Review and -Inspection shall be conducted by the local fire safety
inspector.
4. Items installed on site are subject to review and approval by the local authority having
jurisdiction. Please reference the list of site installed items on the approved plans.
5. This review included products for compliance with 553.8425 or FAC Chapter 61 G20-3.
If you have any additional questions or comments regarding this matter please contact me at your
convenience at (574) 773-7975.
Respectfully,
Wichae[ Faffer
Michael Faller
Account Manager
NTA, Inc.
Florida Plan Approval Letter 2016-07-26 Page 1 of 1
WIND SPEED: 140MPH ASD,
180MPH ULT.
FRANKLIN STRUCTURES
SERIAL NUMBER: 15774
DESIGN CRITERIA:
STATE FLORIDA
ROOF PITCH: 2/12
EV. FACTOR: C
CEILING HEIGHT: 9'-0'
SEISMIC ZONES: A. B & C.
FLORIDA MODULAR HOMES
CUSTOMER: REDDY
5'-SY2"
30'-OY2"
ACTUIY ROOMg2B
5'-W2"F40
'5NdNo.56556
ST r of THE
Indicates bracing end
r� location for tie down.
Page 9 of 63
Max mean roof height: 18'
Foundation and wind bracing requirements (2x10 floor system with perimeter foundation system):
Foundation for this home must be designed by others to the site conditions per applicable codes. This includes attaching the home to the
foundation, along with the resistance to lateral, longitudinal shear, uplift and downward wind forces in both,directions and the seismic
design. Foundation design must include but is not limited to the following items:
1) Each bracing wall in this page is marked with a racking load and a horizontal load (PLF). Bracing walls must be attached to the
foundation for the specified racking load at noted locations and the specified horizontal PLF loading. Racking tie downs for exterior
bracing walls must be designed to extend from foundation to bracing wall studs. Tie down connections from foundation wall to rim joist
are not permissible unless proper fastening from bracing wall studs to rim joist is provided.
2) Foundation design must provide support as specified in the installation instruction by a continuous perimeter support under exterior
walls (653 plf) and at the marriage wall at allowed Intervals for a minimum load of 1305 PLF (based on 20 psf max. roof snow load).
3) Refer to wind bracing calculations (attached) for all other construction requirements.
aD o60o0a G oo 0,.A 00 aof --�0
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,BEDROOM 3 ll BEDROOM 2
28
0'-6y4'—I I-�12'-sy4'—I --I 5'-9Y4"
LIVING ROOM
Coo
X
7'-4 14
Conan
Manua
Donau
MASTER BEDROOM
4'-1
HAWTHORN RANKLIN**)
10886-5041-80-3-32 APPROXIMATELY 2280 SF
128plf, 1.1_'k "
PPPPOVEDBY OHI
Mvn.fbawaz'
N Awc. ,aPP•eoua oiu^oie ti
Engineer seal applies ONLY to FACTORY MANUFACTURED BRACING portion of the building. Seal does not apply to site
installed elements or portions built on site such as,, but not limited to; foundation, bracing tie down to foundation,
exterior steps, or other site works. Site work must be designed BY OTHERS for site conditions, under local jurisdiction.
n... Wrrmab.m,a
, a�a.mmacm�.s°
"Pa. BY
Bracing Tributary Length DeterminafflIINC.
No Interior Walls ASCE 7-10
Endwall Length = 30 ft
Sidewall Length = 76 ft
Porch Length (Left) = 0 ft
m�u.x
arms ' i ••
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Page 10 of 63
FranlMin Structures SR-15774
Porch Length (Right) =
0 ft
Left Endwall Trib From Wall:
38 ft
Wall Height =
9 ft
Left Endwall Trib From Roof:
38 ft
Heel Height of Truss =
13.667 in
Right Endwall Trib From Wall:
38 ft
Seismic category =
00
Right Endwall Trib From Roof:
38 ft
Wind speed =
140mph
Wind Exposure =
C
Roof pitch =
2 /12 Max
Mean Roof Height =
18 ft
Transition from Perforated to Segmented:
327 PLF
Left Endwall - Bracing #1
Right Endwall (hitch end) - Bracing #2
Perforated or Segmented:
S
Perforated or Segmented:
S
PLF:
481 plf
PLF:
264 plf
Height of Tallest Opening =
7 ft
Height of Tallest Opening =
7 ft
Wall length when perforated =
30 ft
Wall length when perforated =
30 ft
Segment Effective
Effective
Segment Effective
Effective
lenath - ft wind
seismic
length - ft wind
seismic
Top Sidewall - Bracing #3
Perforated or Segmented:
P
PLF:
90 plf
Height of Tallest Opening =
7 ft
Wall length when perforated =
76 ft
Segment Effective
Effective
length -ft wind
seismic
3.92
3.92
3.414756
4.67
4.67
4.67
9.42
9.42
9.42
7.67
7.67
7.67
3.67
3.67
2.993089
8.33
8.33
8.33
17.33
17.33
17.33
-0
1- 0
0
0
0
0
0
0
0
Total:
1 55.01
53.82784
Bottom Sidewall - Bracing #4
Perforated or Segmented: P
PLF: 128 plf
Height of Tallest Opening = 7 ft
Wall length when perforated = 76 ft
Segment Effective Effective
length -ft wind seismic
u
6
6
6
10.5
10.5
10.5
12.5
12.5
12.5
5.75
5.75
5.75
6
6
6
4.83
4.83
4.83
0
0
0
0
0
0
0
0
0
0
Total:
0
0
46.581
45.58
No. p56556 \-=
STATE OF
11f1�"' �n/onn�n
1
Page 11 of 63
One Story Shear Wall Wind/Seismic Analysis - No Interior Shearwalls
Franklin Structures SR-15774
Wind Loads
MWF
IRC wind speed =
ASCE 7-10 Cat. 2 Ultimate Wind Speed =
Exposure =
Mean Roof Height =
Wind load Areas
(psf)
Buildina Values
ASCE 7-10
140 mph _-7*V-k`t \j
180 mph 3yf No. 56556 1y._
C =pt * ILA
hl
20 ft%� STATE OF
A = End zone of Wall 10/9/2018
B = End zone of Roof
C = Interior zone of Wall
D = Interior zone of Roof
Roof pitch =
2 /12
Sidewall Length =
76 ft
Roof angle =
9.50
Wall Height=
9 ft
Endwall Length =
30 ft
Heel Height of Truss =
13.667 in
a =
3.00 ft
2a =
6.00 ft
Porch Length (Left) =
0 ft
Height of Roof =
3.64 ft
Porch Length (Right) =
0 ft
Left Endwall Shear Values
Area of End Zone of Sidewall =
27.0 ftz /side
Total Shear =
1202 Ibs
Area of End Zone of Roof =
21.8 a /side
Total Shear =
0 Ibs
Area of Interior Zone of Sidewall =
144.0 fe /side
Total Shear =
4258 Ibs
Area of Interior Zone of Roof =
116.4 fe /side
Total Shear =
0 Ibs
Total Shear Force to Endwalls = 5459 Ibs
Riaht Endwall Shear Values
Area of End Zone of Sidewall =
27.0 ftz /side
Total Shear =
1202 Ibs
Area of End Zone of Roof =
21.8 ftz /side
Total Shear =
0 Ibs
Area of Interior Zone of Sidewall =
144.0 flz /side
Total Shear =
4258 Ibs
Area of Interior Zone of Roof =
116.4 ft'/side
Total Shear =
0 Ibs
Total Shear Force to Endwalls = 5459 Ibs
Sidewall Shear Values
Area of End Zone of Wall =
27 ft? /side
Total Shear =
1202 Ibs
Area of End Zone of Roof =
3 ftz /side
Total Shear =
134 Ibs
Area of Interior Zone of Wall =
41 ftZ /side
Total Shear =
1198 Ibs
Area of Interior Zone of Roof =
24 ftZ /side
Total Shear =
718 Ibs
Total Shear Force to Sidewalls = 3251 Ibs
APPPOVm By
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Page 12 of 63
Seismic category = DO
SDs = 0.67
Wall DL =
10 psf
Roof DL =
12 psf
Total W for seismic shear walls =
36900 Ibs
R =
6.5
Cs =
0.12885
F, = 4754.42 Ibs
shear on endwalls =
shear on sidewalls =
Compare Wind vs Seismic for shear walls
Endwall
Sidewall
2377 Ibs/wall
2377 Ibs/wall
Seismic Wind
Wind with 1.4 reduction
2377
1 5459
1 3900
2377
1 3251
1 2322
F. =
Controlling factors for shear wall panels Controlling factors for Uplift/Shear Forces
Endwall > Wind Endwall > Wind
Sidewall > Seismic Sidewall > Wind
Determination of shear wall panel loads
Left Endwall - Bracing #1
Perforated or Segmented:
Wall length when perforated =
Wall Height=
Length of Full Height Sheathing (3.5:1) =
Length of Full Height Sheathing (2:1) =
Co (3,5:1) _
Co (2:1) _
S
30 ft
9ft
11.34 ft
11.34 ft
1 from table in IBC
1 from table in IBC
Total Force (wind) = 5459 Ibs
Total Force (seismic) *1.4 = 3328 Ibs
Load Taken to Shear Wall Segments = 481 plf
Uplift Force at End of Wall = 4333 Ibs
e==
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* i1Y=
STATE OF f`=
10/9/2018
Page 13 of 63
Perforated or Segmented:
Wall length when perforated =
Wall Height =
Length of Full Height Sheathing (3.5:1) =
Length of Full Height Sheathing (2:1) =
Co (3.5:1) _
Co (2:1) _
S
30 ft
9ft
20.67 ft
20.67 ft
1 from table in IBC
1 from table in IBC
Total Force (wind) = 5459 Ibs
Total Force (seismic) *1.4 = 3328 Ibs
Load Taken to Shear Wall Segments = 264 plf
Uplift Force at End of Wall = 2377 Ibs
Top Sidewall - Bracing #3
Perforated or Segmented:
Wall length when perforated =
Wall Height =
Height of Tallest Opening =
Height Ratio =
Length of Full Height Sheathing (3.5:1) =
Length of Full Height Sheathing (2:1) =
Percent Full Height Sheathing (3.5:1) =
Percent Full Height Sheathing (2:1) =
Co (3.5:1) _
C. (2:1) _
P
76 ft
9ft
7ft
0.77778
55.01 ft
53.8278 ft
72%
71%
0.69 from table in IBC
0.69 from table in IBC
Total Force (wind) = 4711 Ibs
Total Force (seismic) *1.4 = 4823 Ibs
Load Taken to Shear Wall Segments = 90 pif
Uplift Force at End of Wall = 771 Ibs
Bottom Sidewall - Bracing #4
Perforated or Segmented:
Wall length when perforated =
Wall Height=
Height of Tallest Opening =
Height Ratio =
Length of Full Height Sheathing (3.5:1) =
Length of Full Height Sheathing (2:1) =
Percent Full Height Sheathing (3.5:1) _
Percent Full Height Sheathing (2:1) =
Co (3.5:1) _
Co (2:1) _
P
76 ft
9ft
7ft
0.77778
45.58 ft
45.58 ft
60%
60%
0.57 from table in IBC
0.57 from table in IBC
Total Force (wind) = 5703 Ibs
Total Force (seismic) *1.4 = 5839 Ibs
Load Taken to Shear Wall Segments = 128 plf
Uplift Force at End of Wall = 1126 Ibs
APPFOVm BY
pyvr�um
Ox.
N ,INC.
No. 56556
STATE OF
�'�CORIO*
II�n�•'
1 n/9 /7 n1 R
Page 14 of 63
Wind Load Determination Worksheet
MWF Low-rise building Method 2
ASCE 7-10
Wind Speed =
140 mph
Roof Slope =
2 /12
Exposure =
C
9.460
Mean Roof Height =
20 ft
Kd =
0.85
a =
9.5
K,f =
1
zg =
900 ft
K, =
0.90
I =
1
qh =
38.38 psf
Building Class = Enclosed
Building
GCP; =
0.18
-0.18
* Gcpi cancels -out on total building talcs
Load A - End Zone of Wall
1E=
0.67
GCPf=
1.16
4E _
-0.49
A =
44.50 psf
Load C - Interior Zone of Wall
1 =
0.44
GCPf=
0.77
4 =
-0.33
C =
29.57 psf
Load B - End Zone of Roof
2E _
-1.07
2E load.=
-41.07
3E _
-0.58
3E load =
-22.18
Horz 2E load =
-6.75
Horz 3E load =
-3.65
B =
0.00 psf
Load D - End Zone of Roof
2 =
-0.69
2E load =
-26.49
3 =-0.40237
3E load =
-15.45
Horz 2E load =
-4.35
Horz 3E load =
-2.54
D =
0.00 psf
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No. 56556
STATE OF
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10/9/2018
Page 15 of 63
One Story Shear Wall Design
Franiklin Structures SR-15774
Summary of Forces
Shear Walls
Brace wall
Left endwall - Segmented
Right endwall - Segmented
Top sidewall - Perforated
Bottom sidewall - Perforated
Overturning Forces
Racking Load Left endwall -
Racking load right endwall -
Racking Load top sidewall -
Racking Load bottom sidewall -
Roof Diaphragm
PLF-Load CONSTRUCTION
481 7/16 in sheathing One Side with .131 pd nail (studs at 16" o/c) at 3 in o/c edge spacing
264 7116 in sheathing One Side with .131 pd nail (studs at 16" o/c) at 4 in o/c edge spacing
90 7116 in sheathing One Side with .131 pd nail (studs at 16' o/c) at 4 in o/c edge spacing
128 7116 in sheathing One Side with .131 pd nail (studs at 16' o/c) at 4 in o/c edge spacing
4.3 Kips
2.4 Kips
0.8 Kips
1.1 Kips
Total Shear Force to Endwalls = 5.5 Kips
Total Shear Force to Sidewalls = 3.3 Kips
Bottom #4
7116 in sheathing with .131 pd nail at 4 in c/o edge spacing
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No. 56556
STATE OF
f40R%Vt
10/9/2018
Page 16 of 63
Shear Wall Design
Franiklin Structures SR-15774
Left Shearwall
Shearwall Required Design = 481 plf
Thickness of Sheathing = 7/16 "
Fastener = .131 pd nail (studs at 16" o/c)
Edge Spacing of Fastener = 3 in c/o
Species of Framing = SPF
Sheathing on Both sides? One Side
Use 7116 in sheathing One Side with .131 pd nail (studs at 16" c/o) at 3 in o/c edge spacing
Sheathing Capacity = 585.48 plf
Shear Wall OK
Right Shearwall
Shearwall Required Design = 264 pif
Thickness of Sheathing = 7/16 "
Fastener = .131 pd nail (studs at 16" c/o)
Edge Spacing of Fastener = 4 in o/c
Species of Framing = SPF
Sheathing on Both sides? One Side
Use 7/16 in sheathing One Side with
Sheathing Capacity = 441.98 pif
Shear Wall OK
131 pd nail (studs at 16" c/o) at 4 in o% edge spacing
Too Shearwall
Shearwall Required Design = 90 plf
Thickness of Sheathing = 7116 "
Fastener = .131 pd nail (studs at 16" c/o)
Edge Spacing of Fastener = 4 in c/o
Species of Framing = SPF
Sheathing on Both sides? One Side
Use 7116 in sheathing One Side with
Sheathing Capacity = 441.98 pif
Shear Wall OK
131 pd nail (studs at 16" o/c) at 4 in c/o edge spacing
Bottom Shearwall
Shearwall Required Design = 128 plf
Thickness of Sheathing = 7/16 "
Fastener = .131 pd nail (studs at 16" c/o)
Edge Spacing of Fastener = 4 in c/o
Species of Framing = SPF
Sheathing on Both sides? One Side
Use 7/16 in sheathing One Side with .131 pd nail (studs at 16" c/o) at 4 in c/o edge spacing
Sheathing Capacity = 441.98 plf
Shear Wall OK
iy.Pyymvp/.a m.
Cm¢Tw
t8L'nmmm,al
wb.,.
APPFOVFll BY
Fnv�aetl
0��
QINC.
rtvnv,v
N
« ��
�"K_o
%GEN&
No. �5Clp6.55556
m:,
STATE OF
10/9/2018
Page 17 of 63
Roof Diaphragm Design
Franiklin Structures SR-15774
Roof Diaphragm
Top of BC of truss sheathed?'
Diaphragm Required Design =
Thickness of Sheathing =
Fastener =
Edge Spacing of Fastene0,4,s =
No
182 plf
7116 "
131 pd nail
4 in o/c
Species of Framinge = SPF
Use 7/16 in sheathing
Sheathing Capacity? = 390.32 plf
Shear Wall OK
Blocking only required at
with .131 pd nail at 4 in o/c edge spacing
0 ft from each endwall
1. Design assumes 19/32" min sheathing of at least 112 of BC of trusses with .131 pd nails at 6" o/c
2. Load increased by 1.4 if seismic loads control to compensate for 1.4 increase in diaphragm panel
3. Nail spacing at other panel edges to be as follows
6" o/c if edge spacing is 6" o/c
6" o/c if edge spacing is 4" o/c
3" c/c if edge spacing is 2" o/c
4. Framing at adjoining panel edges shall be 3" nominal or wider & nails
be staggard where nails are spaced 2" o/c
5. Roof sheathing is blocked unless stated unblocked
6. Diaphragm panels are reduced by 0.82 for SPF lumber
7. Per tables in ESR-1539
���11111i1trr��
TO
_yr No.56556a
- t
*
O� Ar_
A;y STATE OF ; _\
ION1A40?\\\
10/9/2018
N QINC.
mm.o-w� .mn r�*rw
m
vecom mn
Page 18 of 63
n.
Im�cRm "rmc
mmwear
I
nn ,n
FPPROYE➢ar rbPCpe
�xu
w
oxr
N
QINC. IWd P
One story loading
FRANKLIN STRUCTURES
Roof GSL
20 PSF
Non -Storage
NT
Truss Reaction
Side
Mate
MTF-10886-5041-80-3-32
Gravity
580lbs
645lbs
SR-15774
Uplift
451 Ibs
-509. Ibs
ASCE 7-10
Uplift @ 20' mean ht
-451 Ibs
-509 Ibs
Dead
249 Ibs
276 Ibs
Truss sp =
24 " c/o
Snow
331 Ibs
369 Ibs
Wind Speed =
146 mph max.
ASCE 7-10 Vult =
180 mph
Exposure =
C
Live
0 Ibs
369 Ibs
Mean Roof Height =
18 ft
Wind
-451 Ibs
-509 Ibs
Roof Slope =
7 /"�
Wall height=
9 itSR TOrrr��
Roof Dead Load =
-15 psf
ENaiSB
Roof Live Load =
20 PSF
Floor Dead Load =
10 psf
No. 56556
Floor Live Load =
40 psf
Wind Load (int) = -33.54
psf 7=ro!
�11e
'Width of Box =
15.000 ft
Wind Load (ext) = 48.12
psf :Ot
Overhang Length =
12 in
Wind Load (OH) = -67.47
psf , 0 FTATEO-
��i
Wall Dead Load =
40 pif
4\ `OR`_>,-
BC Live Load =
20 psf
, /N
1�
Load Supporting Roof Only
Duration Factored Loads 10/9/2018
Sidewall
Matewall
Sidewall
Matewall Cd
Dead Load
124 plf
138 plf
Live Load
166 pif
184 pif
BC Live Load
0 plf
184 pif
Wind Load
-226 plf
-255 pif
Ext Wind Load
-226 pif
-255 plf
Dead + Roof Live
290 plf
323 pif
252 pif
280 pif 1.15
Dead + BCLL
124 plf
507 pif
108 plf
441 pif 1.15
Wind
-226 plf
-255 plf
-141 pif
-159 pit 1.6
Load Supporting OnlvOnly
Sidewall
Matewall
Dead Load
75 plf
75 pif
Live Load
300 pif
300 plf
Dead + Live
375 pif
375 pif
375 pif
375 plf 1
Load Supporting Roof and One Floor
Sidewall Matewall
Dead Load 239 plf 253 plf
Dead + Roof Live
405 pit
438 plf
352 plf
380 pif
1.15
Dead + Floor Live
539 plf
553 pif
539 pif
553 plf
1
Dead+.75(RL+FL)
589 pif
755 pIf
512 pif
656 pif
1.15
.6Dead + Wind
-82 plf
-103 pif
-51 pif
-64 pif
1.6
Ext .6Dead + Wind
-82 plf
-103 plf
-51 pif
-64 plf
1.6
Page 19 of 63
w.upw.egwrwn
iwW un4WeC>Ne]
mrt"e tR Vnmrve"N
�W.1'
'
Mm1�CY<GYeN
Yw�wP•rtagmt
14mWxc
tlM1u[ 1•
•
PPPPOVm BY
N9tlVb Y
fYlli"A lln.
•
Frame off joist calc (when applicable)
N INC.
.�
FF2ANKLIN i5TRUCTURES
50 psf x i6 / 12 =
T Load
40 psf x 18 / 12 =
T Load
T Load = 75 plf A TL
240
L Load = 60 l ALL
360
Cd ( durationfactor) = 1
C, (repetitive factor) = 1.15
Span
Cfu (flat use factor) = 1
Cf (size factor) = 1.1 for 2x10 SPF & 1.0 for 2x12
No. Species Width Depth Fb Fv E Grade 1� S, Cr Cf
------------
------------
Lumber
SPF
SYP
SYP
Fe
psi
1107
920
1208
F,
psi
135
175
175
M
inwlb
23677 1
19679
25829
V
lb
1249
1619
1619 .
Width
in
1.5
1.5
1.5
Depth
in
9.25
9.25
9.25
#M
#1
#2
#1
Moment
in
174
158
181
Shear
in
400
518
518
A TL
in
192
192
201
A LL
in
1 181
181
189
Max Span
14 ft - 6 in
13 ft - 2 in
15 ft-1 in
Max overall floor width: Allowable span + 6" (rim joists) = 180"
No. �5p655556
V m+w
STATE OF
-�,gow1
174"
158"
181"
an/n In nao
Y
Page 20 of 63
S
Dimensional Lumber Header Spans
Load Supporting Roof and One Flobr
Mate"
Final Table
NT
Roof Dead Land= 15 psf Wind Speed= 140 mph FRANKLIN STRUCTURES
Roof Live Load=
20 psf
Exposure=
C
Floor Dead Load=
10 psf
Mean Roof Height=
1Sft
Floor Live Load =
40 psf
Wind Load Qnt) _
-33.54 psf
Width of Box=
15 it
Wind Load (ext) =
-48.12.per
Overhang Length=
12 In
Wind Load (OH)=
-67.47 psf
Well Dead Load=
40 pi(
M=(491512)WL-2
for shear and moment
Def. = 0.0092 WL-4
T Load = 755 plf
ATL
240 Ca -
1.15
L Load= 501 pit
ALL
360
Mav Snann
psi psi Will TI3 in In in In
O
���
���������li�llllllllllllllll�
for deft
T Loatl= 755 plf ATL 240 Ca= 1AS
L Loatl= 501 plf ALL 360
Mar Cna
psi psi Wile It, In In in In
l0
for WfM
W Load = 103 pir ATL 1B0 Cd= 1.6 Wind Load Used = Interior
psi psi in -lb Be in In In In
Final Cnan Tahlo
Member No. Sp/Grade Width Depth Fy Fx E I,i S. C, Cr
In In psi psi psi In• In' x CN
Final Cnan Tahlo
Member No. Sp/Grade Width Depth Fy Fx E I,i S. C, Cr
In In psi psi psi In• In' x CN
1
1
1 SYP
1 1.5
925
BOB
175
1400000
98.93
21.39
1
1
2
1.5
1 SYP
1 1.5
925
BOB
175
1400000
14BAD
32.09
1
1
3
2
SYP
1.5
925
BOB
175
1400000
197.56
42.78
1
1
4
5
6
7
a
9
70
mn..=,�evr.o.
m,..rn Gaon=mn,.a
.xmwama
oar
.e..=neu,vew
arms
wmwmn
FPPHOVEo 6Y
0n,
N QINC.
M� [evade
ME—
Max Span
4ft-1 In
Sft-10 in
SR -Sin
FEE
If
No. 56551
STATE OF
40R%o
Page 21 of 63
Laminated Veneer Lumber Spans
Load Supporting Roof and One Floor
Matewa➢
a Table
Roof Dead Load=
15 psf
Wind Speed=
140 mph
Roof ESL=
20 psf
Exposure=
C
Floor Dead Load=
10 psf
Mean Roof Height=
18ft
Floor Live Load =
40 psf
Wind Load (nt) =
-33.54 psf
Width of Box=
15.000it
Wmd Load (ext)=
48.12 psf
Overhang Length=
12 In
Wind Load(OH)-
-67.47 psf
Wall Dead Load= 40 pit
Wmd Load: Interior Zone
forshear and moment
T Load= 755 pat ATL 240 Ca= 1.15
I I nad = sM nwf A LL 36n
V\G6Nd41
NT yj No.56556
FRANKLIN STRUCTURES
STATE OF
Member FV F; M V Moment Shear ATL ALL Max Span
psi psi in -lb lb In in in in
1
3098
305
66203
2819
91
90
10D
100
78-5 h1
2
3098
305
132525
5638
129
179
126
126
10ft-6 in
3
3098
305
198788
8457
159
269
145
145
12R.Din
4
5
6
7
8
9
10
ferdefleo8on
T Load= 755 pst ATL 240 Ca= 1.15
I aad= 501e0 ALL 360
Member Fe F; M - V Moment Shear ATL ALL Max Span
psi psi in'@ Ib in in in in
1
3098
305
66263
2819
91
90
100
100
7ft-5in
2
3098
305
132525
5638
129
179
126
128
1 1
1011-6in
3
3098
305
108788
0457
159
269
145
145
128-Din
4
5
6
7
a
9
10
forwind
wln=n= 1n3 eer ATL tan C.= to
10/9/2018
Member Fy F, M V Moment Shear ATL ALL Max Span
psi. PSI In'Ib m in In in in
1
4310
424
92191
3922
1
293
918
215
215
17 it 10 in
2
4310
424
1843B3
7844
415
1835
270
270
22ft-Bin
3
4310
424
276574
11766
508
2753
309
309
2511-91n
4
5
6
7
8
9
10
Fynal Snan T.W.
Member No. Manufacturer With Depth Fb F, E Coef I. S. CI
In in psi psi psl ins ols
1
1
Micro➢am
1.5
9.25
2600
1 265
200000D
0.136
98.93
21.39
1 1
2
2
M xo➢am
1.5
9.25
2600
265
2000000
0.136
197.86
42.78
1
3
3
Mrzoflam
1.5
9.25
2600
265
2000000
0.136
296.79
64.17
1.15
4
5
B
7
B
9
10
Max Span
7ft-5In
10It-6In
12 ft-01n
+k+.rwmrcn.ry,n
va,w.
veu„o ,i
.a..ee.w.em.�.
elm.
.mc
wmr
�rmm„e..,n.,a
APPaOYEe BY
"`tea
6iweR
Oar
�Nd
iLv1u4.0
• • n..r.=o"ay.ae.
mn*ro= vau.mm=..a
�.n.
nrraovsnar
e,auva
IY PINC.
°'k
Dimensional Lumber Header Spans
Load Supporting Floor Orly
Matewall
F ial Table N7
Roof Dead Load = 15 psi Wind Speed = 140 mph FRANKLIN STRUCTURES
Roof Live Load =
20 psi
Exposure -
C
Floor Dead Load=
10 psi
Mean Roof Height=
is
Floor Live Load=
40 psi
Wind Lead (mq=
-33.54 psi
Wish of Box%
15R
Wind Load (wd)=
48.12 psi
Overhang Length=
12 in
Wind Load (OH)-
-67.47 psi
WaODead Load=
40 pif
M=(49/512)<vl °2
for shear and moment
Def. = 0.0092 WV4
T Load= 375 plf
ATL
240 Ca=
1
L Load = 300 plf
A LL
360
Page 22 of 63
Member F,' F.' M V Moment Shear
psi psi tnro It, in In in In
iIIIIIII�iIIIIIIIII■iIIIIIIIII�����iIIIIIIII�i��iIIIIII��IIIIIIII��iIIIIIII�I�
O
IIIIIIIII�
�
iIIIIII�
�
�
iIIIII�
�
i �
�
iI I I I I III
iIIIIIII�
iI I I I III
i�
�
0�
��
iIIIIIII�
��iIIIIIIII���iIIIIIII���i��
for deft
T Load= 375 p1f ATL 240 Ca= 1
L Load 300 pit A LL 360
psi ptl lnlb Ib in In in In
oII���
��
iIIIII���iIIIIIIIII��
��
i��
O
iIIIIIIII�
iIIIIIIIIIII■
�
iIIIIIII�
iIIIIIII�
s
iIIIIIIII�
�
i�
�
i �
iIIIIIII�
I �
�
forWnd
W Load = 1pif ATL 180 Cd= 1.6 Wind Load Used=Interior
Member Fb' N, M V Moment Shear ATL ALL
psi psi in'Ih lb in In in In
Max Span
1
1280
280 1
20535
1943
1404
46520
1 810
810
67ft-61n
2
1280
28D
41070
3885
1985
93240
1021
1027
85ft-0 in
3
1280
280
54760
6180
2292
124320
1124
1124
93ft-7in
4
5
6
7
8
9
10
PI-1 £000 T.W.
Member No. Sp/Gmde Width Depth Fb F, E I, S. Cr CI
In in psi psi psi in' In' x Cm
1
0.75
SYP
1.5
9.25
Boo
175
1400000
74.20
16.04
7
1
2
1.5
SYP
1.5
9.25
Boo
175
1400D00
148.40 1
32.09
1 1
1
3
2
SYP
1.5
925
800
175
140D000
197.88
42.78
1
1
4
5
6
7
8
9
10
Max Span
5 ft.6 in
7ft-8 in
an -loin
FEE
No. 56556 n
STATE OF
ti <oa}off/_,
10/9/2018
Laminated Veneer Lumber Spans
Load Supporting Floor Only
Malewa0
ai able
Roof Dead Load=
15 psf
Wind Speed=
140 mph
Roof GSL=
20 psf
Exposure=
C
Floor Dead Load =
10 psf
Mean Roof Height=
18 g
Floor Live Lead=
40 psf
Wnd Load pntl =
43.54 psf
Wdth of Box =
. 15.000 ft
Wmtl Load (ext) =
48.12 psf
Overhang Length=
121n
Wind Load (OH)=
-67.47 psf
Wall Dead Load - 40 pit
Wmd Load: Inledor Zane
for shear and moment
T Load = 375 psf ATL 240 Ca= 1.00
Page 23 of 63
.rufuru,
No. 56556
NT STATE OF
FRANKLIN STRUCTURES RXOR . for .
i �4...
Member Fp F,.' M V Moment Shear ATL ALL Max Span
psi psi in9b Ib In in in in
1
2694
1 265
57620
2451
121
157
127 1
119 1
9It- 111n
2
2694
1 265
115239
4903
171
314
159
160
1
12ft-6 in
3
2694
265
172859
7354
210
471
182
14 ft-3In
4
5
6
a
7
8
9
10
fordeflection
T Load = 375 psf ATL 240 Ca= 1
•n
Member Fe F�' M V Moment Shear ATL ALL Max Span
psl psi fn*lb lb W in in in
1
2694 1
265
57620 1
2451 1
121
157
127 1
119 1
0It- 11 in
2
2694 1
265
115239
4903 1
171
314
159
15D
1211-6in
3
2094
265
172859
7354
210
471
182
172
140-3 in
4
5
6
7
8
9
70
forwind
ATL 4nn C, 16
10/9/2018
Member Fe F: M V Moment Shear ATL ALL Max Span
psi psi With W in in in In
1
1
4310
1 424
92191
3922
1
2974
94128
1004 1
10041
83ft-Bin
2
4310
1 424
1B4383
7844
4207
188256
1265
12651
105 R-5in
3
4310
424
276574
11766
5152
282384
1449
1449
1200-8 in
4
5
6
7
8
9
10
Member No. Manufacturer Width Depth Fv F. E Coer Ir S. Cr
in in psi psi psi In' In"
1
1
Mkiclam
1.5
9.25
1 2600
1 265
2000000
0.13E 1
98.93
21.39 1
1
2
2
Microllam
1.5
9.25
2600
1 265
2000000
0.136
19T86
42.78
1
3
3
Microltam
1.5
9.25
2600
265
2000000
0.136
296.79
64.17
1.15
4
5
6
7
8
9
10
Max Span
9 it-11 In
12It-6In
14 ft - 3 in
FEE
a�
romu..m.ne,�s
w..+ocveuu.=
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muvmr.
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4reaovm ar
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Page 24 of 63
Dimensional Lumber Header Spans
Load Supporting Roof Only
Sidewall
Final Tabta
Roof Dead Load =
15 psi
Wind Speed =
140 mph
Roof Live Load=
20 psf
Exposure -
C
Floor Dead Load=
10 psf
Mean Roof Height=
is it
Floor Uve Load =
40 psf
Wind Load (int) _
-W.54 psf
Width of Box=
15 it
Wmtl Load (ext) _
-48.12 psf
Overhang Length =
12 in
Wind Load (OM -
-67.47 psf
NT
FRANKLIN STRUCTURES
Tess load: 5800
Truss spacing: 24-
Ltm herspedas: SPF
Wall Dead Load = 40 plf
for shear and moment
T Load= 290 pif ATL 180 Cd= 1.25
L Load = 166 plf A U. 240
Mar Sm
Member Fs' F,.' M v Moment Shear ATL ALL
' PSI psi in -lb to 1n In _ In In
Mu Span
1
1
1641 1
169
5127
844
41 1
70 1
45
59
311-5111
2
1641
1 169
10049
1181
57
98 1
64
70
4ft-9In
3
1422
169
21506
1856
84
154
101
111
7ft-Oln
4
1313
169
9494
2447
006
203
133
146
8ft-10 in
5
1203
169
51471
3122
330
258
170
186
10 ft-1D in
6
7
8
9
10
for dell
T Load= 29D plf ATL 180 Ca= 1.26
L Load = 166 pit A LL 240
Mar Cn
Member Fb'' Fv' M v Moment Shear ATL ALL
Pet psf in -lb lb in In in in
Max Span
1
1 1641 1
169
5127
844
1
41
70 1
46 1
50
1 3ft-Sin
. 2
1641 1
169
10049
1151
57
98
1 64 1
70
41t-91n
3
1422
169
21506
IB56
84
154
101
Ill
7ft-Oin
4
1313
169
34494
2447
108
203
133
14fi
8 ft-10 In
5
1203
169
51471
3122
130
258
170
186
10it-10 in
6
7
8
9
10
for%ind
WLoed= 226 pit ATL 180 Cd= 1.6 Wind Load Used =.Exterior
Member Fs' F: M v Moment Shear ATL ALL
psi psi N'@ to In In in In
Man Span
1
1
2100
1 216
'5553
1080
1
52 1
115 1
50
50
1 1
4ft-1 In
2
2100
216
12863
1512
1
73
161
1 70
70
5ft-9 in
3
1820
216
27528
2376
108
253
1 110
11D
9It-010
4
1600
218
44153
3132
137
333
145
145
11 11- 5 m
5
1540
216
65883
3996
167
425
1B5
185
13ft-11 in
6
7
8
9
10
Member No. Sp/Grade Width Depth Fe Fr E I, S. C, Cr
in in psi psi psi in' ire x Cy
1
2
1 2 1
1.5
25
875
135
140D000
3.91 1
3.13 1
1
1.5
2U
2
2
1.5
35
675
135
14000DO
10.72
1 6.13 1
1
15
3
2
2
1.5
5.5
875
135
1403000
41.59
15.13
1
1.3
4
2
2
1.5
725
875
135
1400DD0
95.27
26.28
1
1.2
5
2
2
1.5
9.25
875
135
1400000
197.80
42.78
1
1.1
6
7
8
9
10
mmr+e.wr.=..
wn+a= veu=.mR..a
rw,u..ea.umwa
oww
ura.mr.+c=anw
mnvevF m�,.s.rn uo
nwaavm BY
mx� ow
rpwc.
mw .o
N
Mu Span
3ft-5 in
4ft-91n
7ft-0 in
8 ft-10 in
10 it-10 in
No.56556
STATE OF
�[0R100'/
10/9/2018
Page 25 of 63
Dimensional Lumber Header Spans
Load Supporting Roof ONy
Sidewall
Final Table
Roof Dead Load =
15 psf
Wind Speed =
140 mph
Roof Live Load=
20 psf
Exposure=
C
Floor Dead Load=
10 psf
Mean Roof Height=
18ft
Floor Uve Load =
40 psf
Wind Load N) =
-33M psf
WidBi of Box=
15 It
Wind Load (ed) _
48.12 psf
Overhang Length =
12 In
Wind Load (OH) =
-67.47 psf
Wall Dead Load = 40 plf
for shear and moment
T Load= 290 pif ATL 240 Cd= 1.25
L Load = 165 pif ALL 360
NT
FRANKLIN STRUCTURES
Truss load: 59D 0
Tress spacing: U -
.Lumber Species:
Member Fe F,' M v Moment Shear ATL ALL
Pei psi Nib th in In in In
Max Span
11
1376 1
219
4297.
1094
37 1
91 1
42
44 1
1 3ft-1 in
2
1 1375 1
219
8422
1631
52
127 1
58
61
411-41n
3
1250
1 219
16906
2405
79
199
92
97
Eft-7in
- 4
1156
219
30388
3172
100
263
121
127
8ft-4In
5
1000
219
42781
4047
119
335
154
162
9ft-11 in
6
7
e
9
10
for dell
T Lead 29D pif ATL 180 Cd= 1.25
L Load - 166 pif A U. 240
Member Fe F�' M v Moment Shear ATL ALL
PSI psi Inib to 01 In in In
Max Span
1
1375
219
4297
1094
37
91
46
50
3ft-1 in
2
1375
219
B422
1531
52
127
64
70
4ft-41n
3
1250
219
18906
24DB
79
199
101
111
6ft-7in
4
1156
219
30358
3172
100
263
133
146
aft-4 in
5
1000
219
42781
4047
119
335
170
185
9 ft-11 in
6
7
8
9
10
for wind
W Load = 226 pir ATL In Cd = 1.6 Wind Load Used = Ededor
Member Fs' F.' M v Moment Shear ATL ALL
psi psi Nib to In In In in
Max Span
1
176D
280
55DO
1400 1
1
48 1
149
1 50
50 1
1
4ft-0 in
2
1760
280
10780
1960
1
67
209
1 70
70
1 5ft-7 in
3
1600
280
24200
3080
101
328
110
110
Bft-513
4
1480
280
38896
4050
12B
432
145
145
loft -Bin
5
1280
280
54760
61BO
152
551
185
185
12ft-Bin
6
7
8
9
10
Member No. Sp/Grade Width Depth Fe F,. E Id S. C, Cr
In in psi psi psi w in, x Cd,
1
2
2 1
1.5
2.5
1100
175
1400000
3.91 1
3.13 1
1
7
2
2
2
1.5
3.5
MG
175
1400000
10.72
6.13 1
1
1
3
2
2
1.5
5.5
1000
175
140DOOD
41.59
1
4
2
2
1.5
725
925
175
1400000
9527
1
5
2
2
1.5
9.25
800
175
1400000
197.B6
1
6
riEJ
7
M
8
9
10
Max Span
3ft-1 in
4 R - 4 in
6 ft-71n
8ft-4 in
Sit-11 In
No. 56556
&tie
STATE OF
10/9/2018
m=.m=aaaanv.
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Page 26 of 63
Dimensional Lumber CL Header Spans Truss type: Non -storage FRANKLIN STRUCTURES
Total truss snow loading reaction: 580 # Truss load per half: 580 # Truss spacing : 24 "o1c i
Total truss uplift reaction: 451;# Truss load per half: 451 # Lumber species: SYP
T Load = 290 plf A TL 180 Cd = 1 Fc1= 656 PSI
r , --A _ 0479 ..If A LL Oen C. = 1 Ft= 675 PSI
Member No. Sp / Grade Width Depth Fb FT E Flat or Ix S,r C, Cr
in in psi psi psi Edge in" in' x Cr
1
2
1 #2
1 1:5
3.5,
1 1100
175
E
10.72
6.13
1
1
2
2
#2
1.5
5.5
1000
175
E
41.59321.5
7,25
925
175
t1400000
E
95.274
2
#2
1:5
9.25
800
175
E
19T 6
42.78
15
2'
#2
1.5
11.25
750
175
E
355.96
6328
1
1
Max Span
3 ft -10 in
=> 5ft-1 in
=a Eft-Oin
_> 6ft-7in
=_> 7ft-tin
Member
1
Fy
psi
1100
FV T
psi
175
M
in*Ib
6738
V
lb
1225
Ft
9.1651
Comb F, reduc
0.985422
Moment
in
41
Shear
in
101
A TL
in
64
A LL
in
64
Max Span
3 ft -10 in
2
1000
175
15125
1925
1 5.6324
0.879032
70
159
101
101
5ft -1 in
3
925
175
24310
2538
4.4246
0.816463
89
210
133
133
6 ft- 0 in
4
800
175
34225
3238
3,4679
0.753394
106
26B
170
170
6 ft - 7 in
5
750
175
1 47461
3938
2.8514
0.695853
1251
326
206
206
7ft - 2 in
Check spanslbased on uplift
T Load = 225.5 plf A TL 180 Cd = 1.6 Lumber species: SYP
L Load = 169.125 plf A LL 240 CH = 1
Member No. Sp / Grade Width Depth Fb Fv E Flat or I, S Cr Cf
in in psi psi psi Edge in" in' x Cf
1
2 1
2
1 1.5
1 3.5
1 1500
1 110 114uuuuul
E
1 10.72
1 6:13 11
1
2
2
2
10D0
175
1400000
E
, 41.59
15.13
1
1
3
2
2
1:5
7:25
925
175
1400000
E
95.27
26.28
1
1
4
2
2
1.5
9:25
800
175
1400000
E
197.66
42.78
1
1
5
2
1 .2
1 1.5
1 11.25
1 750
1 175
1400000
E
355.96
6328
1
1
No. 56556
STATE OF
OR%Dt
Max Span
5ft-3in
6ft-6in
7ft-bin
8ft-4in
9ft-1 in
Fb
Psi
2400
F
psi
175
M
in*lb
14700
V
lb
1 1225 1
Ft
9.17
Comb F, reduc
0.986422
Moment
In
69
Shear
in
I 101
A TL
in
1 64
A LL
in
64
Max Span
5 ft - 3 in
1600
175
24200
1925
5.83
0.871211
89
159
101
101
6 ft - 6 in
1480
175
38896
2538
4.42
0.81 E463
113
210
133
133
7 ft - 8 in
1280
175
54760
3238
3.47
0.753394
134
266
170
170
8 ft -4 in
1200
175
75938
3938
2.85
0.695853
158
326
206
206
9ft -1 in
10/9/2018
Page 27 of 63
Dimensional Lumber CL Header Spans Truss type: Non -storage FRANKLIN STRUCTURES
Total -truss snow loading reaction: 580 # Truss load per half: 580 # Truss spacing : 24 "o/c
Total truss uplift reaction:.451 # Truss load per half: 451 # Lumber species: SYP
T Load = 290 plf A TL 180 Cd = 1 I
L Load = 217.5 plf A LL 240 CH = 1
Member No. Sp / Grade Width Depth Fb F� E Flat or Ix Sx Cr Cr
in in psi psi psi Edge in" in' x Cf,
1
3
#2
1.5
3:5
1 1100
1 175
1 14000001
E
1 1608
1 9.19
1 1.15
1 -1-
2
3
#2
1.5
5.5
1000
175
1490000
E
62.39
22.69
1.15
1
3
3
#2
1.5
7.26
925
175
1400000
E
142.90
39.42
1.15
1
4
3
#2
1.5.
9.25
800
175
1 14000001
E
1 296.79
1 64.17
1 1.15
1
5
3
#2
1.5
11.25
1 750
1 175
1 14000001
E
1 533.94
194.92
1.15
1
Member Fb- F, M V
psi psi in*Ib lb
1
1265
175
11622
1 1838
2
1150
175
26091
2888
3
1064
175
41935
3806
4
920
175
59038
4856
5
863
175
81870
5906
_ A!
No.56556
checK spans based on uputt 10/9/2018
T Load = 225.5 pit A TL 180
L Load = 169.125 plf A LL 240
STATE OF
F<OR104'
Max scans
Max Span
=>
Sft•2in
=>
7ft-bin
=>
9ft-9in
=>
lift-7in
=>
13ft-Bin
Moment Shear A TL A LL
in in in in
Max Span
62
152
74
74
5 ft - 2 in
92
239
116
116
7 ft - 8 in
117
315
152
152
9ft-9in
139
402
194
194
11 ft - 7 in
164
489
236
236
13 It - 8 in
or species:'SYP
Member 'No. Sp / Grade Width Depth Fb FY E Flat or Ix Sx Cr Cr
in in psi psi psi Edge in' in' x Cb,
1
3
2
1.5
1 3.5
1 1500
1 175
1400000
1 E
16.08
1 9.19
1 1.15
1 1
2
3
2
1.5
5.5
1000
175
1400000
E
12.39
22.69
1.15
1
3
3
2
1.5
7.25
925
175
1400000
E
142.90
39.42
1.15
1
4
3
2
1.5
9.25
800
1 175
1 14000001
E
1 296.79
1 64.17
1 1.15
1
5
3
2
1.5
11.25
1 750
1 175
1 14000001
E
1 533.94
1 94.92
1.15
1
MAY snnn-
Max Span
6ft-1 in
9ft-7in
12ft-5in
14ft-8in
17ft-4in
Member Fb- F, M V Moment Shear A TL A LL
psi psi in*Ib lb in in in in
Max Span
1
2760
175
1 25358
1 1838
1
91
1 152
1 74
1 74
1
6ft - 1 in
2
1840
175
41745
2888
117
239
116
116
9ft - 7in
3
1702
175
67096
3806
149
315
152
152
12 ft - 5in
4
1472
175
1 94461
1 4856
1 176
402
194
1 194
14 ft - 8 in
5
1 1380
1 175
1 1309921
5906
1
1
1
1 208
1 489
1 236
1 236
17 ft - 4 in
m..Vn.mRbw,u�
fnYiry Vggimo�rtlN
gPPgOYEB BY
F..nabga
IVIHwr..
��
°
Page 28 63
m�m
of
n.. �+mvoemm
army. a
raavmr .�•a�..o
�emm'nn� na
RPpHOYFD BY
kvnmrya
Aar YR
N RING"'
Dimensional Lumber CL Header Spans Truss type: Non -storage FRANKLIN STRUCTURES
Total truss snow loading reaction: 580 # Truss load per half: 580 # Truss spacing : 24 "o/c
Total truss uplift reaction: 451 # Truss load per half: 451 # Lumber species: SYP i
T Load = 290 plf A TL 180 Cd = 1 I
L Load = 217.5 plf A LL 240 CH = 1
Member No. Sp / Grade Width Depth Fb FY E Flat or I, S. C, Cr
in in psi psi psi Edge in" in' x C,
1
1
#2
1 5.5
1 1.5
1000
175
1400000
F
1.55
2.06
1
1 1.15
2
2
#2
1 5.5
1 1.5
1000
175
1400000
F
3.09
4.13
1
1.15
3
3
#2
1 5:5
1 1.5
1000
175
1400000
F
4.64
6.19
1.15
1.15
4
5
Max Span
_> 2ft-bin
=> 3ft-bin
_> 4ft-0in
Member Fb' F, M V Moment Shear A TL A LL Max Span
psi psi in`Ib lb in in in in
1
1323
175
2728
963
1
1
1
1 30
1 80
1 34
1 34
1 2 ft - 6 in
2
1323
175
5455
1925
42
1511
42
42
3 ft - 6 in
3
1521
175
9410
2888
55
239
49
49
4ft - 0 in
4
5'
GhecK spans,baseo on uplltt
T Load = 225.5 plf A TL 180 Cd = 1.6 Lumber species:'SYP
L Load = 169,125 plf A LL 240 CH = 1
Member No. Sp / Grade Width Depth Fb FY E Flat or Ix Sa C, Cr
in in psi psi psi Edge in" in' x Cb,
1
1
2
5.5
1.5
1000
175
1 14000001
F
1 1.55
1 2.06
1 1
1 1.15
-2
2
2
5.5
1.5
1000
175
1400000
F
3.09
4.13
1
1.15
3
3
2
5.5
1.5
1000
175
1400000
F
4.64
6.19
1.15
1:15
4
5
Max Span
2ft-10in
3ft-10in
4ft-4in
Member Fb- F, M V Moment Shear A FL A LL I Max Span
bsi osi in'Ib lb in in in in
521 175 9410 2888 %\�pOERTOMgS��ii�i 63
`� y�C Hlid#`\
*/ No.56556 Nit
�aQ'y STATEOF /_
�Aue01O/9/2018
5R-lu IF
4ft-4in
Page 29 of 63
Laminated Veneer Lumber CL Spans Truss type: Non -storage Franklin Structures
Load:
580 #
x 1.29 11.4 (adjustment for 20' mean ht) Truss uplift load per half: 580 #
Truss spacing :
24 "
x (1.29 / 1.4 ) x 21.2 / 26.5
T Load = 290.0 plf
A TL
180
End zone of Roof = 57.2 Psf Coef. per ESR 1387
L Load = 217.5 plf
ALL
240
Interior zone of Roof = 38.3 Psf
Fc1=
656 PSI
Ft=
67575 PSI
Max v FOR 1 JACK STUD: 1697.4
Lb.
Cd = 1.15
Member No. Manufacturer Width Depth Fb Fv E Coef I, S, Cf
in in psi psi psi in" in'
1
1
I Microllam
15.5
1.5
2400
240
2000000
0.136
1.55
2.06
1.327
2
2
Microllam
5.5
1.5
2400
240
2000000
0.136
3.09
4.13
1 1.327
3
3
Microllam
5.5
1:5
2400
240
2000000
0.135
4.64
6.19
1IN
4
Max spans
Max Span
Member Fe F, M v Moment Shear A TL A LL Max Span
psi psi in*lb lb in in in in
1
3662
1 276
1 7553
1 1518_1
1 50
1 126
1 38
38
1
3 ft -1 in
2
3662
276
15106
1697
70
140
48
48
3 ft -11 in
3
3662
276
22659
1697
86
140
55
55
4ft - 6 in
4
1
1 1697
Total truss uplift reaction: 451 #
T Load = 225.5 plf A TL 180
L Load = 169.1 plf A LL 240
Cd = 1
Coef. per ESR 1387
Manufacturer Width Depth Fb Fv E Coef IX Sx
in in Dsi Dsi osi in ins
MPflBVEB BY
{n p.mpaOR
n
��j�
AINC.
wumoa aiorso e'ry
1
1
Microllam
1 5.5
1 1.51
2400
1 240
12000022
0.136
1.55
2.06
1.327
2
2
Microllam
5.5
1.5
2400
240
2000000
0.136
3.09
4.13
1.327
3
3
Microllam
5.5
1.5
2400
240
20000001
0.136
4.64
6.19
1.327
4
No. 5655
STATE OF
�ti <OR10t',
Fe
M v
in*lb lb
Ft Comb F
iviax spans
Moment Shear
in in
Max Span
3ft-5in
4ft-31n
4ft-11 in
A LL Max Span
in in
4ft-3in
10/9/2018
Page 30 of 63
Laminated Veneer Lumber CL Spans
Load: 700 #
Truss spacing : 24 "
Truss type: Non -storage Franklin Structures
Truss uplift load per half: 700 #
T Load = 350.0 plf A TL 180 End zone of Roof = 57.2 Psf Coef. per ESR 1387
L Load = 262.5 plf ALL 240 Interior zone of Roof = 38.3 Psf
Fc1= 656 PSI I
Ft= 675 PSI
Max v FOR 1 JACK STUD : 3394.8 Lb. Cd = 1
Member Fe F,' M v Moment Shear A TL 711 L Max Span
psi psi in*lb lb in in in in
1
3252
1 240
1 19917
1 1680
1
1 73
1 115
1 66
1 68
1
1 5 ft- 7 in
2
3058
240
46250
2640
112
181
107
107
8ft-10in
3
2945
240
Too
3395
145
233
141
141
11 ft - bin
4
2849
240
121888
1 3395
1
1 182
233
1 180
1 180
1
1 14 ft-11 in
T Load = 225.5 plf
I I narl = 1RA 1 nlf
Load: 451.#
Truss spacing : 24"'
A TL 18o
A LL 240
Cd = 1
Coef. per ESR 1387
Member No. Manufacturer Width Depth . Fb Fy E Coef Ix S, C1
in in psi psi psi in in'
1
2
Microllam
1:5
3:5
2750
242
2000000
0..136
10.72
6.13
1.182
2
2
Microllam
1.5
5.5
27.50
240
2000000
0.136
41.59
15.13
1.112
3
2
Microllam
1.5
7.25
1 2750
1 240
120000001
0.136
1 95.27
1 26.28
1.071
4
2
Microllam
1 1.5
1 9.25
1 2750
1 240
120000001
0.136
1 197.86
1 42.78
1 1.036
U
psi
3252
No.56556
3058
* _
Jib
2945
STATE OF
2849
rviaA opaua
F M v Moment Shear
osi in*lb lb Ft Comb F, reduc in in
llm.pW mmM.Y,W
Gn61rye VBUme Med
Os9a'.Y
IMYYNNYBJ4{
MNCC.ECYON
.LL-I!M
alv.b*.Ld9eW
dINL
MPPOYm BY
"'�tl
F6 YlY[ ort��
N
AINC.
��IW
,�,� ao�,,=.
Max Span
)IL- 1411
7ft-41n
61
Page 31 of 63
Laminated Veneer Lumber CL Spans Truss type: Non -storage Franklin Structures
Load: 700 # Truss uplift load per half: 700 #
Truss spacing : 24"
T Load = 350.0 pif A TL 180 End zone of Roof = 57.2 Psf Coef, per ESR 1387
L Load = 262:5 plf LL 240 Interior zone of Roof = 38.3 Psf
Fc1= 656 PSI I
Ft= 675 PSI
Max v FOR 1 JACK STUD : 5092.2 Lb. T Cd = 1
J
Manufacturer
Width
Depth
Fb
F
E
Coef
Ix
Sx
Cf
Max Span
in
in
psi
psi.
psi
in4
ind
Microllam
1.5 1
3.5 1
2760 1
240
1 2000000
0.136 1
16.08 1
9.19
1.182
Controls==>
Microllam
1.5
5.6.
2750
240
2000000
0.136
62.39
22.69
1.112
10 ft - 2 in
RM. mll�.
1 c 1
79G 1
97Fn I
9dn
I9nnnnnn I
n ins 1
149 An I
3A 42
1.071
13 ft - 5 in
I Member i-e r, M v
nsi nsi in*lb lb
1
3252
240
1 29875
1 2520
* f
1= 9r No.
p
2
3058
240
1 69374
1 3960
3
2945
240
1 116100
1 5092
4
2849
240
1 182831
1 5092
��
1�r+
T Load = 225.5 pif
L Load = 169.1 olf
Load: 45,1 #
Truss spacing : 24 "
A TL 180
A LL 240
�56556
V m-- ,
STATE OF
Moment Shear A TL A LL Max Span
in in in in
90
173
1 78
1 78
6 ft - 5 in
137
272
1
IN
1
10 ft - 2 in
178
349
161
161
13 ft - 5 in
223
349
1 206
1 206
1
1 17 ft -1 in
/�N10/9/2018
Cd = 1 Coef. per ESR 1387
Member No. Manufacturer Width Depth Fb F E Coef IX S, Cf
in in psi psi psi in" in''
1
3
Microllam
1 1.5
1 3:5
2750
240
2000000
0.136
16A8
9.19
1.182
2
3
Microllam
1.5
5.5
2750
240
2000000
0.136
62.39
22.69
1.112
3
3
Microllam
1.5
7.25
2750
240
2000000
0.136
142.90
39.42
1.071
4
3
Microllam
1.5
9.25
1 2750
240
120000001
0.136
1 296.79
1 64.17
1 1.036
a�wu°�.u.a�.eaum � va ul;-mmm
ow
IiN ,INC.-
MaxSpan
Eft-9fn
trots==>
trots=- 9it-81n
Member Fe F, M v Moment Shear A TL ALL Max Span
psi psi in*Ib lb Ft Comb F, reduc in in in in
1
3252
1 240
29875
2520
85.905 0.902734
130
358
199
90
Eft-9In
2
3058
240
69374
3960
54.667 0.716643
198
562
156
142
Eft-51n
3
2945
240
116100
5092
41.471 0.625223
255
723
205
187
eft-8tn
4
2849
240
182831
5092
32.505 0.656976
322
723
1 262
238
11 ft - 0 in
Page 32 of 63
Sill/Header Calculations - Sidewall FRANKLIN STRUCTURES
Sill height =
Trib Width =
Trib Width =
W Load =
Member:
b=
d=
No. if Sills
Length of header/sill =
Ceiling ht =
CF bending =
Bending
+m.Vaman�m.
mwuw.edew�
mm.M.
oar
�'etinvm�mm
bwCpeCw�w
pa�001mrgcers
Ime
IUIMINC.�
I�IOAIa
19 ft
44.5 in
Length of header sill
3.708333 ft
44.352 psf
#2 SYP
2x 6
Fb =
1000 psi
1.5 in
E =
1400000 psi
5.5 in
Fv =
135 psi
1'
def =
L / 180
81 in
108 in
1
Cd bending =
1.6
W = 164.472 plf
M = 11240.63 Lb*in
V = 740.124 Lb
A = 8.25 in2
Sx = 7.5625 in'
le = 20.79688 le
Fb, = 1600 psi
M. = 12100 Lb*in
0.928978 OK for moment
F y = 216 psi
V = 1188
0.623 OK for shear
I �y = 2.438816 in'
0.117268 OK for Deflection
% No. 56556 t.
gV �=
_;al
ki STATE OF f=
10/9/2018
Page 33 of 63
Sill/Header Calculations - Sidewall FRANKLIN STRUCTURES
Sill height = 19 ft
Trib Width = 44.5 in Length of header sill
Trib Width = 3.708333 It
W Load = 44.352 psf-----4—:EE
sill fit.
Member: #2.SYP
2x 6 Fh = 1000 psi
b = 1.5 in E = 1400060 psi
d = 5.5 in F = 135 psi
No. if Sills 2 def = L / 180
Length of header/sill = 115 in
Ceiling ht = 108 in
CF bending = 1 Cd bending = 1.6
Bending
W = 164.472 pif
M = 22657.73 Lb*in
V = 740.124 Lb
A = 16.5 in'
S. = 15.125 in'
la = 41.59375 in'
Fe• = 1600 psi
M, = 24200 Lb*in
0.93627 OK for moment
F,r = 216 psi
V,= 2376
0.3115 OK for shear
Ireq = 6.97939 in`
0.167799 OK for Deflection
TM.a.�m v.m,e.
mm.u..<a�..aaanm
murder
mc�
vaunmmma
w.d.msc�me
.m..mo.mwmaw
aimm��
�-
wm„�..,
.mm
ova.
r..�md
�
ow
N
A
NC.
�
u
kc s too"—.,,
=y*/ No.56556
STATE OF
""<ORO'
10/9/2018
Page 34 of 63
Sill/Header Calculations - Sidewall FRANKLIN STRUCTURES
Sill height =
Trib Width =
Trib Width =
W Load =
Member:
b=
d=
No. if Sills
Length of header/sill =
Ceiling ht =
CF bending =
Bendina
19ft
44.5 in
Length of header sill
3.708333 it
44.352 psf
sill ht.
#2. SYP
2x 6
Fb =
1000 psi
1.5 in
E =
1400000 psi
5.5 in
Fv =
135 psi
3
def =
L / 180
15.1 in
108 in
3
Cd bending =
1.6
W = 164.472 plf.
M = 39063.81 Lb'in
V = 740.124 Lb
A = 24.75 in
Sx = 22.6875 in'
Ia = 62.39063 in"
Fw =
4800 psi
. ,k
M' =
108900 Lb in^�`
0.358713 OK for moment
N1AINC.
F,t=
216 psi
V =
3564
0.201667 OK for shear
I,eQ =
16.79992 in'
0.253242 OK for Deflection
STATE OF
.m ,EUmmm
10/9/2018
Page 35 of 63
Strap Connection
Load Supporting Roof Only
Sidewall
Roof Dead Load =
15 psf
Wind speed =
Roof Live Load =
20 psf
Exposure =
Floor Dead Load =
10 psf
Mean Roof Height =
Floor Live Load =
40 psf
Wind Load (int) _
Width of Box =
15.000 ft
Wind Load (ext) _
Overhang Length =
12 in
Wind Load (OH) _
Wall Dead Load =
40 pif
Stud sp =
16 in o/c
Strap Capacity =
412 Ibs
6-0.113x2" nails:
26 ga strap with (6)16
ga staples or 0.113.2" nails each end
Connection of truss to wall
Uplift Load Uplift Load
Strap Capacity
int (plf) ext (pif)
(Ibs)
226 225
412
End Stud Uplift Straps
No. of Straps
Max Opening
in
Interior Zone I
ExtedoFZ
ne
1
2ft-3in
2ft- 3in
2
5ft-11 in
5ft-11 in
3
9ft-7in
9ft-7in
4
13ft-3in
13ft-3in
5
16ft-11in
16ft-11in
6
2011-7in
20ft-7in
7
24ft-3in
24ft-3in
8
27ft-11 in
27ft-11 in
Check strap req. with 7116" OSB sheathing 2410:.
140 mph
C
20 ft
-33.54 psf
-48.12 psf
-67.47 psf
412.2468 Ibs
Center Stud Uolift Straps
No. 5655
STATE OF
t'btORO'.
No. of Straps
Max Opening in
Interior Zone
Exterior Zone
1
3ft-7in
3ft-7in
2
7ft-3in
7ft-3in
3
loft-11in
10ft-11in
4
14ft-7in
14ft-7in
5
18ft-3in
18ft-3in
6
21ft-11in
21ft- 11in
7
25ft-7in
25ft-7in
8
29ft-31n
29ft-3in
Per APA report E510A & WFCM, the allow. tension capacity of 7/16" OSB - tension only: 1500 pif
Max uplift per corner (stud) = pif x 16"x0.5/12 : 1000 lb
8d nail shear capacity 73# x 1.6 = 116.8 lb
Req. # of nails: 8.5616 use 9 nails lend per stud location
15ga.x 7/16xl.5" staple capacity: 64# x 0.82 x 1.6 = 82.944 lb
Req. # of staples: 12.056 use 1215ga staples /end per stud location
Uplift Load Uplift Load Strap Capacity
int (plf) ext (plf) (Ibs)
226; 226 412
End Stud Uplift Straps Center Stud Uplift Straps
No. of Straps
+7116"OSB
Max Opening
in
Interior Zone I
Exterior Zone
OSBonI
7ft-6in
7ft-bin
1
11ft-2in
j 11ft-21n
2
14ft-10in
14ft-10in
3
18ft-61n
18ft-6in
4
22ft-1in
22ft- tin
5
25ft-9in
25ft-9in
6
29ft-5in
29ft-5in
7
33ft- tin
33ft-1in
8
36ft-9in
36ft-9in
rom"..e,m..eswy
avaeovm ar
`v^.im�
"�.
14
AINC
O°�
wia+our
No, of Straps
+7/16"OSB
Max O enin in
Interior Zone
Exterior Zane
OSB only
8ft- 10in
8ft-10in
1
12ft-6in
12ft-6in
2
16ft- 2in
16ft- 2in
3
19ft-10in
19ft-10in
4
23ft-5in
23ft- 51n
5
27ft-1in
27ft-iin
6
30ft- 9in
30ft-9in
7
34ft-5in
34IIIn
8
38ft-1in
38ft-1in
Page 36 of 63
FRANKLIN STRUCTURES 2 Date: 10/2/2018
SIDEWALL STUD CALC. 2x6 Stud (s)
7dI, I .. - ,
SYP 2
Speed MPH
130 MPHA
140 MPH
Fb x Cd x Cf x Cr:
1840
Psi
Wind load @ interior of walls:
44.1 PSF
49.1 PSF
Fv x Cd:
175
Psi
Wind load within 3' of ends:
55.6 PSF
60.6 PSF
Ft xCdxCf :
1080
Psi
Opening width (L) :
110.0 "
69.0 " 5.75
E :
1400000
Psi
O pening width L) within T :
1 110.0 "
69.0 "
Wind factor (Cd) :
1.6
No. studs: 2
Width;
180 " Max.
Rep. (Cr) :
1.15
No. studs within T: 2
Eave :
12 " Max.
Size factor (Cf) :
1
Stud spacing : 18.0 "
Exposure:
C
Stud ht.:
105.75 "
Mean of height: 20'
within 3' 2x
6
b: 3"
d: 5"
1) Calculate Section properties:
2
bd
130
MPH
140 MPH
Fb Exceeds
Fb.Exceeds
Fb ok @ Int.
Fb ok @ end
Fvok@int.
Fvok@end
Fvok@int.
Fvok@end
N.G.
N.G.
Def okint.
Def. ok ends
1.30
t:21
1.00
0.96
S'= -- S= 12.5 InA2 D
6 • S within 3ft = 15.125 InA2
3 d
bd
I = - I = 31.25 InA2 b D
12 1 within 3ft = 41.59376 InA2
2) Calculate distributed loading :
Loading area 1
W1= -xPSFx
(2xl2) 12
130 MPH
1 140 MPH
W @ Int.:1
20.1 PLI
1 15.4 PLI
W @ end:
1 22.5 PLI
1 17.8 PLI
W within 3' of ends = W1 + (PSF(vAthln 3')-PSF)x(3'-0.674x(L-(3-0.67 )x0.5)/L
3) Calculate required bending moment: Iststud 16" from cndxatl is evaluated,
2 since Ist stud is reinforced by eudwall.
W H 130 MPH I 140 MPH
M=-
0
M
MI :
28061.22
Lb -in 21462.89
Lb -in
Me:
31389.27
Lb -in 1 24908.62
Lb''-inO.
Fb (int.
2244.897
Fb Excee 1717.031
Psi K
Fb (ends)
12076.323
Fb Exceecl 1646.851
IPsi OX
f b(required) _
S
4) Calculate reauired Shear Stress
WH 3v
V = --- Fv = --
2 2bd
5) Check Deflection
4
5WH
Def =-
384 El
13�� 1440 MPS
V i
1061.417
LB.
811.8351
LB.
Ve
1187.301
LB.
942.17
LB.
Fv Int.
106.1417.
PSi•,O.K
81:18351
Psi O.K•
Fv ends
59.36504
Psi O.K
47.1085
Psi O.K
Must be less than L/180.
130 MPH 140 MPH
ArtAllnwalYla I Artual I Allowable
Def. int.
0.747168
1 0.5875
1 N.G.
10.571478
1 0.5875
Def ok Int.
Def. (end)
0.627935
1 0.5875
1 N.G.
10.498291
1 0.5875
IDef. ok ends
MPH end zone
T 1 1335.75 # 33 15.75 # 1286.32 # 1086.32
ft -� 89.05 72.42 72.42
+tb/Fb=
b-ft)/Fb'=
it
No. 56556
STATE OF
:,f4ORIP`t4
10/9/2018
ro.eM.aw..,a.
mn.".
DSw4
�au�mma
ruu"..am.me�
.uo�am
.m.,.y".
-
as w
MPPOVED BY
Ea "u
ow^
L
Page 37 of 63
FRANKLIN STRUCTURES
SIDEWALL STUD CALC.
SYP 2
Fb x Cd x Cf x Cr :
1840
Psi
Fv x Cd :
175
Psi
FtxCdxCf:
960
Psi
E :
1400000
Psi
Wind factor (Cd) :
1.6
Rep. (Cr) :
1.15
Size factor (Cf) :
1
Stud ht.:
105.75 "
b :
4.511
d:
5"
1) Calculate Section properties:
2
bd
3
W Stud (s)
J(s) (a) single opening
Date: 10/2/2018
opening stud (a) or multi opening
stud(m) :
1 130 MPH
44.1 PSF
55.6 PSF
110.0 "
s
140 MPH
49.1 PSF
60.6 PSF
110.0 ^ 9.166666667
'Speed (MPH) :
Wind load @ interior of walls :
Wind load within 3' of ends:
Onenino width (L) :
No. studs:
3
Width : 180 " Max.
No. studs within 3':
3
Eave : 12 " Max.
Stud spacing :
18.011
Exposure: C
Mean roof heiqht:
20'
within 3' 2x 6
130
MPH
1 140 MPH
Fb ok @ int.
Fb ok @ end
Fb ok @ int.
Fb ok @ end
Fv ok @ int
Fv ok @ end
Fv ok @ int.
Fv 6k @ end
Def, ok int
Def. ok ends
Def ok int
Def. ok ends
1
0.89
0.83
0.99
0.92
S = ----- S = 18.75 InA2
6 Swithin 3ft= 22.6876 InA2
3 d
bd �
I = --- I = 46.875 InA2 b
12 1 within 3ft = 62.39063 InA2 D
2) Calculate distributed loading : D
Loading area 1
W1=------ xPSF x
(2x12) 12
130 MPH
1 140 MPH
W @ Int.:
1 20.3 PLI
1 22.6 PLI
W @ end:
1 22.7 PLI
1 25.0 PLI
W within T of ends = W1 + (PSF(within 3�-PSF)x(3'-0.674xx(L-(3'-0.67')x0.5)/L
Topu�� SNP.
3) Calculate required bending moment: tstslua 16^from endµrell isevafneted,
2 since lst stud is reinforced byendw11.
W H 130 MPH 140 MPH "` Bl
M = - AINC.
8
M
f b(required) _ -----
Mi :
28382.53
Lb -in
31598.15
Lb -in
Me:
31753.26
Lb -in
34968.88
Lb -in
Fb int.
1513.735
Psl O.K
9685.234
P.si O.K
Fb ends
1399.593
1 Psi O.K
1 1541.328
1 Psi O.K
S
4) Calculate required Shear Stress
13�H1 14�H1
WH 3v
V = - Fv = ----
2 2bd
5) Check Deflection
4
5WH
Def =- --
384 El
1073.671
LB.
1195.202
LB.
1201.069
2
LB.
1322.7
LB.
jends
71.5
Psi O.K
79.68612
Psi OX
26.69042
jFsi O.K
129.39333
IPsi O.K
Must be less than U180,
130 MPH 140 MPH
Actual Allowable Actual I Allowable
Def. int.
0.503815
1 0.5875
1 Def. ok int.
1 0.560895.1
0.5875
IDef ok int.
Def. (end)
0.423478
1 0.5875
1 Def. ok ends
10.466363
1 0.5875
1 Def. ok ends
rnN T, 19
%GEX14P`,
No. 56556
STATE OF
10/9/2018
FRANKLIN STRUCTURES 3
SIDEWALL STUD CALL. 2x6 Stud (s)
Page 38 of 63
Date : 101212018
Input nomal stud (n), single
opening stud (s) or multi opening
stud (m) :
s
SYP 2
Seed (MPH):
130 MPH
140 MF
Fb x Cd x Cf x Cr :
1840
Psi
Wind load @ interior of walls:
44.1 PSF
49.1 P:
Fv x Cd:
175
Psi
Wind load within 3' of ends :
55.6 PSF
60.6 PE
Ft xCdxCf :
960
Psi
Opening width L
110.0 "
110.0
E :
1400000
Psi
Opening width (L) within 3' :
110.0 "
110.0
Wind factor (Cd) :
1.6
No. studs: 3•
Width :
180 "
Rep. (Cr) :
1.15
No. studs within T: 3
Eave :
12"
Size factor (Co :
1
Stud spacing: 18.011
Exposure:
C
Stud ht.:
105.75 "
Mean of height: 20'
within 3' 2x
6
b: 4.5"
d: 5"
1) Calculate Section properties:
2
bd
130 MPH
1 140
MPH
Fb ok @ int
Fb ok @ end
Fb ok @ Int
Fb ok @.end
Fv ok @ int.
Fv ok @nd
vok@in..
Fv ok @'end
Def,okint.
Defoken
eF
inl
Def. ok ends
0.89
0.83
0.99
0.92
S = -- S = 18.75 InA2 -�
6 S within 3ft = 22.6875 InA2
b d -�
I = ------ I = 46.875 InA2 b -�
12 1 within 3ft = 62.39063 InA2 -�
2) Calculate distributed loading :
Loading area 1
W1 = - x PSF x ------
(2x12) 12
130 MPH
1 140 MPH
W @ Int.:
1 20.3 PLI
1 22.6 PLI
W @ end:
1 22.7 PLI
1 25.0 PLI
W within T of ends = W1 + (PSF(within 31-PSF)x(3'-0.67 x(L-(3'-0.67')x0.5)/L
3) Calculate required bending moment: Iststud l6" from endwall is evaluated,
2 since 1st stud is reinforced by endwall.
W H F130 MPH 140 MPH
M= -
8
M
f b(required) = ---
" 19.166666667
Max.
Mi:j
28382.53
Lb -in
131598.151
Lb -in
Me:
31753.26
Lb -in
34968.88
Lb -in
Fb (int.
1513.735
PSI O.K
11685.234
jPsi CIA
Fb (ends)
1399.593
IPsi O.K
1541.326
Psi O.K
S
4) Calculate required Shear Stress
130 MPH
140 MPH
WH 3v
V=-- =- -
2 2bd
V i
1073.571
LB.
1195.202
1322.:10/9/201
t_B.
Ve
1201.069
LB.
5) Check Deflection:
4
5 W H Must be less than U180.
Def =--- ----130 MPH 140
384 El AActual Allowable I Actual
Def. int.
0.503815
1 0.5875
Def. ok Int.
0.560895
Def. end
0.4234781
0.5875
1 Def. ok ends
0.466363
6) Check combined tension & bending
:
Wu
T
ft
130 MPH
end zone
140 MPH
20.47124
20.47.124
24.27531
1412.62 #
1412.52 #
1675 #
62.78
62.78
74.44
ft / Ft + fb / Fb =
0.89
0.83
0.99
!fh-ftl/Fb'=
0.79
0.73
0.88
rncq�.0e fuut"c \'BLfimmmM
.�. ,.
MPHOVFD BY
��j�
IVIpINC.
ok int.
ok ends
`�uuutrrrii
�ERTOM4,9,
_9 No.56556
i �i STATE OF
*/��ONAV��o
10/9/2018
Page 39 of 63
Column Calculation - Sidewall
FRANKLIN STRUCTURES
Int Zone
Load Supporting Roof Only
DL =
10 psf
LL =
20 psf
Deflection Limit = L/
180
Mod W =
15 ft
Height of Col =
108 in
Typ Stud Spacing =
16 in c/o
T Load =
290 plf
No of 2x in Header =
3
W Load =
37.023 psf
Fb =
500 psi
Member: 2x6 SPF #3 cut to 5"+ osb E =
1200000 psi
b =
3 in
Fv =
135 psi
d =
5 in
F. =
500 psi
CF comp =
1.1
Cd comp =
1.15
CF bending =
1.3
Cd bending =
1.6
Bending of Jambs
A Jamb
S. Jamb
Ix Jamb
Jamb/Jacks
(M)
(in
in°
1 Jamb / Y Jack
15.00
12.50
31.25
2 Jamb / Y Jack
30.00
25.00
62.50
3 Jamb / Y Jack
45.00
37.50
93.75
4 Jamb / Y Jack
60.00
50.00
125.00
Minimum Trib Width
(in)
Jamb/Jacks
M
V
Ix
1 Jamb / Y Jack
111
2 Jamb / Y Jack
222
3 Jamb /Y Jack
383
I
4Jamb /YJack
510
Compression of Jacks
A Jack
Jamb/Jacks
(in)
X Jamb / 1 Jack 15
311 99
622 198
933 296
1245 395
I�
X Jamb 12 Jack 30 108
Fr,L (header)
Jamb/Jacks (psi
X Jamb / 1 Jack 425
XJamb /2Jack 425
Fb'
F,
M
V
(psi)
(psi) -
(in•lb)
(lb)
1040
216
13000
2160
1040
216
26000
4320
1196
216
44850
6480
1196
216
59800
8640
Minimum
Header Length (in)
M
V
Ix
103
303
91
214
614
190
375
925
288
502
1237
387
ley Ijd
F.
F.* CL
F,'
Max HL
(in)
(psi)
(psi)
(psi)
(in)
1 21.60
772
632.5 0.755
477
593
1 21.60
772
632.5 0.755
477
1185
A of header on jamb
Max HL
7.5
15
Jamb/Jacks
Max header Length
1 Jamb / 1 Jack
91 in
7 ft- 6 in
2 Jamb / 1 Jack
190 in
15 ft- 9 in
3 Jamb / 1 Jack
264 in
21 ft-11 in
4 Jamb / 1 Jack
264 in
21 ft-11 in
1Jamb /2Jack
91 in
7ft-6in
2 Jamb 12 Jack
190 in
15 ft- 9 in
3 Jamb / 2 Jack
288 in
24 ft- 0 in
4Jamb 12
387 in
32 ft- 3 in
528
�.
APPHOYm BY
raxan Oxr
N Qwr
•srn
kv-dm. ia�:m
No.56556
STATE OF
\'C(ORO'
10/9/2018
m..awo..¢n.nw cmnrn. vewvrcm.0
Page 40 of 63
wma+n
AVPfi0VEO6T m ppwp euen .n
Wu OXT
��j� MMw
IVII"IINC.
•e-..p ia.a^o.e oa
u.wu.
Dimensional Lumber CL Header Spans Truss type: NOO-StorageFRANKLIN STRUCTURES
Total truss snow loading reaction: 6454 Truss load per half: 509 # Truss spacing : 24 "o/c
Total truss uplift reaction: 1509 #. Truss load per half: 509 # Lumber species: SYP
T Load = 322.5 plf A TL 180 Cd = 1.15
L Load = 241.875 plf A LL 240 CH = 1
Member No. Sp / Grade Width Depth Fb FT E Flat or Ix S, C, Cr
in in psi psi psi Edge in, in' x Cru
1
1
92
1.6
3.5
1100
1 175
1 14000001
E
1 5.36
1 3.06
1 1
1
2
1
42
1.5
6.5
1000
175
1400000
E
20.80
7.56
1
1
3
1
#2
1.5
7:25
925
175
1400000
E
47.63
13.14
1
1
4
1
#2
1.5
9:25
1 800
175
1400000
E
98.93
1 21.39
1 1
1
5
1
1 #2
1.5
11.25
1 750
1 175
1 14000001
E
1 177.98
131.64
1
1
May Anne
Max Span
==>I 2ft-9in
4ft-2in
_>
aft-4in
==>I
Eft-4in
__>
7ft-6in
Member Fy Fv' M V Moment Shear A TL A LL
psi psi in•lb lb in in in in
Max Span
1
1 1265
1 201
1 3874 1
704
1
1
1 33
1 52
1 49
49
1
2 it - 9 in
2
1150
201
8697
1107
50
82
77
77
4 ft - 2 in
3
1064
201
13978
1459
64
109
102
102
5 it - 4,in
4
920
201
19679
1862
1
76
139
1 130
130
6 ft - 4in
5
863
201
27290
2264
1
90
168
1 158
1 158
7ft -6in
Check spans based on uplift
T Load = 254.5 plf 4 TL 180 Cd = 1.6 Lumber species: `SYP
L Load = 190.875 olf A LL 240 CH = 1
Member No. Sp / Grade Width Depth Fb FT E Flat or Ix Sx Cr Cf
in in psi psi psi Edge in" in' x Cr,
1
1
2
1'.5
1 3.5
1500
175
114000061
E
1 5.36
1 3.06
1
1
2
1
2
1.6
5:5
1100
175
1400000
E
20.80
7.56
1
1
3
1
2
1:5
7.25
925
175
1400000
E
47.63
1 13.14
1
1
4
1
2
1.5
1 9.25
800
1 175
1 14000001
In
1 98.93
1 21.39
1
1
5
1
2
1.5
1 11.26
1 750
1 175
1 14000001
E
1 177.98
1 31.64
1
1
iwax bpans
nber Fb- F ' M V Moment Shear 4 TL A Lt
psi psi in•lb lb- in in in in
1 49
2 1600 175 2100 963 `��ii�RT�s@j��i� 60 72 77 77
3 1480 175 19448 1269 ��� l���ci #�e . ��.� 76 94 102 102
4 1280 175 27380 1619 *({// i * � No
90 120 130 13C
6 1200 175 37969 1969 "01 5�6556 1116- 106 147 158 158
, -0, STATE OF
1`0/9/2018
Max Span
3ft-9in
5ft-0in
Eft-4in
7ft-6in
8ft-10in
Max Span
Page 41 of 63
Laminated Veneer Lumber CL Spans Truss type: Non -storage Franklin Structures
Total truss UPLIFT load CL 30' mean roof ht: 509 # x 0.6 x DL adjustment for roof DL (3psf) Truss uplift load per half: 455 #
Truss spacing : 24"'
T Load = 227.5 plf A TL 180 End zone of Roof = 57.2 Psf Coef. per ESR 1387
L Load = 170.6 pif ALL . 240 - Interior zone of Roof = 38.3 Psf L�
Cd = 1.6
Cr
Max Span
in°
in'
5.36
3.06
1.182
5 ft - 2 in
20.80
7.56
1.112
8 ft -1 in
47.63
13.14
1.071
10 ft - 81n
98.93
21.39
1.036
13 ft - 8 in
Max Spans
Member No. Manufacturer Width Depth Fb FY E Coef Ix S.
in in psi psi psi
1
1
Microllam
1.5
3.5
2400
250
2000000
0.136
2
1
- 52-1 am.
1.5
5.5
240D
25D
2000000
0.133
3
1
Microllam
1.fr
7:25
2400
250
2000000
0.136
4
1
Microllam
1.5
9.25
2400
250
2000000
. 0.136
Member Fe F M V Moment Shear A TL A LL Max Span
psi psi in'Ib lb in in in in
1
4541
400
1 13905
14001
76
148
1 62
1 62
5 ft - 2 in
2
4270
400
32291
2200
116
232
98
98
8 ft -1 in
3
4112
400
54039
2900
151
306
129
129
10 ft - Bin
4
3978
1 400
1 85100
1 3700
1
1 189
1 390
1 165
165
13 ft - 8 in
Total truss SNOW. load at CL: 645 #
T Load = 322.5 plf A TL 180
L Load = 241.9 plf A LL 240
Truss snow load per half: 645 #
Cd = 1.15 Coef. per ESR 1387
Member No. Manufacturer Width Depth Fb F E Coef 1, S,1 Ur
in in nsi nsi Dsi in in°
1
1
Microllam
1.5
3.5
2400
250
2000000
0.136
5.36
3.06
1.182
2
1
Microllam
1.5
5.5
2400
250
2000000
0.136
20.80
7.56
1.112
3
1
Microllam
1 1.5
1 725
1 2400
250
120000001
0.136
1 47.63
13.14
1.071
4
1
Microllam
1 1.5
1 9.25
1 2400
250
120000001
0.136
1 98.93
21.39
1.036
Member Fe F," M V
osi Dsi in•lb lb
1
3264
288
1 9994
1 10D6
Is�
2
3069
288
23209
1581
3
2956
288
38841
2084
=y
4
2859
288
1 61165
1 2659
L`C
No. 56556
1t STATE OF
,%Nk FZOR%0 4
Av,aA ViJPII.'!
Moment She
in in
m..bNNmw.anw
mmur• ve uno�na.a
nm.u..e.m..eabNv
1G yq epphillfob ml
�'
/.CetbN4
Yo.b VebbNp WMs
tlPoo[
wtl Y
PVPHOVFD BY
w.Beova
Fn W1� Ox•^x...
MNa M1l Y
N
AIQINC.
ymlpq M.0 B
Y-.fYR
4ft-7 in
7ft-3fi
9ft-6 in
Max Span
7ft-31n
"A/n 11n"o
Page 42 of 63
Laminated Veneer Lumber CL Spans Truss type: Non -storage Franklin Structures
Total truss UPLIFT load CL 30' mean roof ht: 509 # x 0.6 x DL adjustment for roof DL (3pso Truss uplift load per half: 455 #
Truss spacing : 24"
T Load = 227.5 pif A TL 180 End zone of Roof = 57.2 Psf Coef. per ESR 1387
L Load = 170.6 pif ALL 240 Interior zone of Roof = 38.3 Psf
Ca = 1.6
Member No. Manufacturer Width Depth Fb F E Coef Ix SX Cf
in in psi psi psi in in'
1
1
I Microllam
1.5
11.25
2400
250
2000000
0.136
177.98
31.64
1.009
2
1
Microllam
1.5
14
2400
250
20000'00
0.1W
343.00
49.00
0.979
3
1
Microllam
1 1.5
1 16
1 2400
1 250
2900000
1 0.136
1 512.00
1 64.00
0.962
4
1
Microllam
1 1.5
1 18
I 24Q0
1 250
120000001
0.136
1 729.00
1 81.00
1 0.946
Max Span
16ft-bin
20ft-9in
23ft-8in
26ft-8in
Member Fe Fv' M V Moment Shear A TL A LL Max Span
psi psi in'Ib lb in in in in
1
1 3874
1 400
1 122571
4500
1
1227
475
200
200
16ft -8in
2
3760
400
184256
5600
278
591
249
249
20 ft - 9 in
3
3693
400
236330
6400
315
1 675
285
1 285
1
in
4
3634
1 400
1 2943531
7200
1
1 352
1 760
1 320
1 320
126ft
-8in
Total truss SNOW load at CL: 645 #
T Load = 322.5 pif A TL 180
1 1 nnri = 741 Q nif A LL 24n
Truss snow load per half: 645 #
Cd = 1.15 Coef. per ESR 1387
Member No. Manufacturer Width Depth Fb F E Coef IX SX Cr
in in psi psi psi in" in''
1
1'
Microllam
1 1.5
1 11.25
1 2400
1 250
12000000
0.136
177.98
31.64
1.009
2
1
Microllam
11.5
14
2400
250
2000000
0.131
13.00
49.00
0979
3
1
Microllam
1.5
18
2400
250
2600600
0.136
1 512.00
1 64.00
0.962
4
1
Microllam
1 1.5
1 18
1 2400
1 250
20000001
0.136
1 729.00
1 81.00
1 0.946
psi psi in"Ib lb
1
1 2784
1 288
1 88098
1 3234
1
2
2703
288
132434
4025
= k
3
2654
288
169862
4900
4
2612
1 288
1 2115661
5175
rviax Spans
u�uuru� Moment Shear ATL
ERTOMgseji�� in in in
/V%zENSO i 186 321 196
* G 229 399 244
No. F6556 W_ 259 456 279
289 513 314
STATE OF
P�GV �6`10/9/2018
Yv�bAFbNXe9M
tli� 1
WMVwF �Omul �...r
Fa..Fm
PPPflBYFII BY
MIILLytl
IN
�w ptrF�
rP1
INC.
introls==> 14 ft-101n
introls==> 18ft-5 in
ntrols==> 21ft-11n
ntrols==> 23 It - 8 in
LL Max Span
in
78 14ft-101n
:22 18ft-5 in
Page 43 of 63
Column Calculation - Matewall
FRANKLIN STRUCTURES
Load Supporting Roof Only
DL =
10 psi
LL =
20 psf
Mod W =
15 ft
T Load =
506.79 plf
Member. 2x4 SPF #3
b= 1.5in
d = 3.5 in
CF comp = 1.1
Compression of Columns
Height of Col =
108 in
Typ Stud Spacing =
16 in o%
No of 2x in Header =
2
Fb =
500 psi
E =
1200000 psi
F =
135 psi
Fa=
650psi
Cd comp =
1
nNo.56556
fit+.
STATE OF
10/9/2018
Number of Columns
A Col
(in)
lax
(in)
lay
(in)
Idd
Fca
(psi)
Fa'
(psi)
CL
F.'
(psi)
Max HL
in
1 2x4 SPF #3
5.25
108
1
30.86
378
715
0.454
324
81
2 2x4 SPF #3
10.50
108
1
30.86
378
715
0.454
324
161
3 2x4 SPF #3
15.75
108
1
30.86
378
715
0.454
324
242
4 2x4 SPF #3
21.00
108
1
30.86
378
715
0.454
324
322
5 2x4 SPF #3
26.25
10B
1
30.86
378
715
0.454
324
403
6 2x4 SPF #3
31.50
108
1
30.86
378
715
0.454
324
484
7 2x4 SPF #3
36.75
108
1
30.86
378
715
0.454
324
564
8 2x4 SPF #3
42.00
108
1
30.86
378
715
0.454
324
645
Bearing of Header
Fc . (header)
A of header
on jamb
Max HL
Max HL-CL
Number of Columns
psi
425
(in 2)
4.5
m)
91
(in)
73
1 2x4 SPF #3
2 2x4 SPF #3
425
9
181
145
3 2x4 SPF #3
425
13.5
272
218
4 2x4 SPF #3
425
18
362
290
5 2x4 SPF #3
425
22.5
453
363
6 2x4 SPF #3
425
27
543
435
7 2x4 SPF #3
425
31.5
634
508
8 2x4 SPF #3
425
36
725
580
Number of Columns
Column span + # of stud
Center Column span
IWSPF #3
69in
4ft-10in
61in
5ft-0in
22x4SPF #3
161in
13ft-5in
145in
12ft- tin
3 2x4 SPF #3
242 in
20 ft -1 in
218 in
18 ft-1 in
42x4SPF #3
322 in
26ft- 10in
290in
24ft-2in
5 2x4 SPF #3
403 in
33 ft - 7 in
363 in
30 ft - 2 in
62x4SPF #3
484 in
40ft-3in
435 in
36ft- 3in
7 2x4 SPF #3
564 in
47 ft - O in
508 in
42 ft - 3 in
82x45PF#3
645in
53ft-8in
580in
48it-4in
+.�mmmwn.a..
a,.a.m= ve umme�mea
Ana
rmwem.ra.aa�vy
.e.Ro-ncm.a
Oemnnn,+•
"PROMBY
,
nm
NI,'
40-o
NC.
HP "o� a
I
Page 44 of 63
Strap Connection
Load Supporting Roof Only
Matewall
Roof Dead Load =
15 psf
Wind speed =
Roof Live Load =
20 psf
Exposure =
Floor Dead Load =
10 psf
Mean Roof Height=
Floor Live Load =
40 psf
Wind Load (int) _
Width of Box =
15.000 ft
Wind Load (ext) _
Overhang Length =
12 in
Wind Load (OH) _
Wall Dead Load =
40 plf
Stud sp =
16 in o/c
Strap Capacity =
524 Ibs
7-0.113)2' nails:
26 ga strap with (7)16
ga staples or 0.113'2" nails
each end
Connection of truss to wall
Uplift Load Uplift Load
Strap Capacity
int (plf) ext (plo
(Ibs)
255 255
524
End Stud Uplift Straps
No. of Straps
Max O enin
in
Interior Zone
I Exterior Zone
1
3ft-5in
3ft-5in
2
7ft-6in
7ft-6in
3
11ft-8in
11ft-8in
4
15ft-9in
15ft-9in
5
19ft-11 in
19ft-11 in
6
24ft-Oin
24ft-Oin
7
28ft-2in
28ft-2in
8
32ft-3in
32ft-3in
Check strap rea. with 7/16" OSB sheathing 2410:
140 mph
C
18ft
-33.54 psf
48.12 psf
N rAINC.
:m° tw 1"'°"°:',.~._..._
-67.47 psf
578.592 Ibs
Center Stud Uplift Straps
No, of Straps
Max O enin in
Interior Zone
Exterior Zone
1
4ft-tin
4ft-tin
2
8ft-2in
8ft-21n
3
12ft-4in
12ft-4in
4
16ft-5in
16ft-5in
5
20ft-7in
20ft-7in
6
24ft-Bin
24ft-Sin
7
28ft-10in
28ft-10in
8
32ft-11 in
32ft-11 in
Per APA report E510A & WFCM, the allow. tension capacity of 7116" OSB - tension only: 1500 plf
Max uplift per corner (stud) = plf x 16"x0.5/12 : 1000 lb
8d nail shear capacity 73#x 1.6 = 116.8 lb
Req. # of nails: 8.5616 use 9 nails /end per stud location
15ga.x 7/16xl.5" staple capacity : 64# x 0.82 x 1.6 = 82.944 Ib
Req. # of staples: 12.056 use 1215ga staples /end per stud location
Uplift Load Uplift Load Strap Capacity
int (plf) ext (plf) (lbs)
255 255 524
End Stud Uplift Straps
No. of Straps
+7116"OSB
Max opening
in
Interior Zone
I Exterior Zone
OSB onIV
6ft-6in
Eft-6in
1
10ft-7in
10ft-7in
2
14ft-9in
14ft-9in
3
18ft-10in
18ft-10in
4
23ft-0in
23it- 0in
5
27ft-iin
27ft-1in
6
31ft-2in
31ft-2in
7
35ft-4in
35ft-4in
8
39ft-5in
39ft-5in
No. 5655
STATE OF
'._jO[OROD
Center Stud Uplift Straps
No. of Straps
+7/16"OSB
Max Doe Inin
IntedorZone
Exterior Zone
OSB only
7ft-10in
7ft-10in
1
11ft-11in
11ft-11in
2
16ft-1in
16ft-tin
3
20ft-21n
20ft-2in
4
24ft-41n
24ft-4in
5
28ft-5in
28ft-5in
6
32ft-6in
32ft-6in
7
36ft-Sin
36ft-8in
8
40ft-9in
40ft-9in
10/9/2018
Page 45 of 63
Strap Connection
Load Supporting Roof Only
Matewall
Roof Dead Load =
15 psf
Roof Live Load =
20 psf
Floor Dead Load =
10 psf
Floor Live Load =
40 psf
Width of Box =
15.000 ft
Overhang Length =
12 in
Wall Dead Load =
40 plf
Stud sp =
16 in o/c
Strap Capacity =
1110 Ibs
Simpson LSTA18 strap with (7) 0.131 nails each enc
Connection of truss to wall -
Uplift Load Uplift Load
int (plf) ext (plf)
255 255
End Stud Uplift Straps
Wind speed =
Exposure =
Mean Roof Height =
Wind Load (int) =
Wind Load (ext) =
Wind Load (OH) =
7-0.113x2" nails
Strap Capacity
(Ibs)
1110
No. of Straps
Max Opening in
Interior Zone
I Exterior Zone
1
8ft-0in
8ft-0in
2
16ft-9in
16ft-9in
3
25ft-6in
25ft-6in
4
34ft-2in
34ft-2in
5
42ft-11in
42ft-11in
6
51ft-8in
51ft-8in
7
60ft-4in
60ft-4in
8
69ft-1 in
69ft-1 in
Check strap rea. with 7116" OSS sheathing 2410
140 mph
C
18ft
-33.54 psf
-48.12 psf
-67.47 psf
578.592lbs
Center Stud Uplift Straps
%Gaza;
No.56556
STATE OF
gOR1OP
10/9/2018
No. of Straps
Max O enin in
Interior Zone
Exterior Zone
1
8ft-8in
8ft-8in
2
17ft-5in
17ft-5in
3
26ft-2in
26ft-2in
4
34ft-10in
34ft-10in
5
43ft-7in
43ft-7in
6
52ft-4in
52ft-4in
7
61ft-Oin
61ft-Oin
8
69ft-9in
69ft-gin
Per APA report E510A & WFCM, the allow. tension capacity of 7/16" OSB -tension only: 1500 plf
Max uplift per corner (stud) = plf x 16"x0.5/12 : 1000 lb
8d nail shear capacity 73# x 1.6 = 116.8 lb
Req. # of nails: 8.5616 use 9 nails_ lend per stud location
15ga.x 7/16xl.5" staple capacity : 64# x 0.82 x 1.6 = 82.944 lb
Req. # of staples : 12.056 use 1215ga staples /end per stud location
Uplift Load Uplift Load Strap Capacity
int (plf) ext (plf) (Ibs)
255 255 1110
End Stud Uplift Straps
No. of Straps
+7/16"OSB
Max Opening in
Interior Zone
I Exterior Zone
OSB only
6ft-6in
6ft-Bin
1
15ft-2in
15ft-2in
2
23ft-111n
23ft-11 in
3
32ft-8in
32ft-8in
4
41ft-5in
41ft-5in
5
50ft-tin
50ft-tin
6
58ft-10in
58ft-10in
7
67ft-7in
67ft-7in
8
1 76ft-3in
76ft-3in
Center Stud Uplift Straps
No. of Straps
+ 7/16" OSB
Max O enin in
Interior Zone
Exterior Zone
OSB only
7ft-10in
7ft-10in
1
16ft-6in
16ft-6in
2
25ft-3in
25ft-3in_
3
34ft-0in
34ft-0in
4
42ft-9in
42ft-9in
5
51It-5in
51ft-5in
6
60ft-2in
60ft-2in
7
1 68ft-11in
68ft-11in
8
77ft-7in
1 77ft-7in
M Rmnptl
aw
/.p. waGX
VanNti¢
IWIM018[n
Page 46 of 63
Wall Uplift Fastening Calculation
FRANKLIN STRUCTURES
Uplift Connection Loads From Wind
Wind Speed =
140 mph
Exposure =
C
Mean Roof Height =
18 ft
Wind Load (int) _
-33.54 psf
Wind Load (ext) _
-48.12 psf
Wind Load (OH) _
-67.47 psf
Sidewall Fastening
Uplift Load Supporting Roof Only =
226 plf
Truss to Double Too Plate
Spacing of Trusses = 2 ft
Uplift Load = 451 Ibs
Uplift Capacity of H2.5A = 535 Ibs
Number of Clips = 1 clip
Uplift Load at End Zone = 451 Ibs
Uplift Capacity of MTS18= 1030 Ibs
Uplift Capacity of H2.5A = 535 Ibs
Number of Clips = 1 clip (MTS18)
Number of Clips = 1 clip (H2-.5A)
TrmP✓m�Ma
Mauawumema
mu TR
�w
VBUnmatthtl
IL e9d{00Waetl
f
tivem WYtrryePal[
Im[
VANWLI.
ivm�A�n
CPPHWmBY
�ry¢ytl
,'
NI
NC,
Ext= 226 plf
I
`ZI- `%CEXSCw.
Zvi
�N�o. C5�6--5556
%ll t➢,
oRtot
10/9/2018
Page 47 of 63
Wall Uplift Fastening Calculation
FRANKLIN STRUCTURES
Uplift Connection Loads From Wind
Wind Speed =
Exposure =
Mean Roof Height =
Wind Load (int) _
Wind Load (ext) _
Wind Load (OH) _
Matewall Fastening
Uplift Load Supporting Roof Only =
Gravity Load Supporting Roof Only =
Truss to LVL Matewall Beam
Spacing of Trusses =
Uplift Load =
Gravity Load =
Uplift Capacity of H2.5T =
Number of Clips =
Uplift Load End Zone =
Number of Clips at end zone =
Alt fasteninq of LVL to Truss Kingpost
Spacing of Truss =
Uplift Load =
Gravity Load =
Wind Capacity of 16d common nail =
Gravity Capacity of #B x 4" screw =
Number of #8 x 4" screws Required =
140 mph
C
18ft
-33.54 psf
-48.12 psf
-67.47 psf
255 plf
323 plf
2ft
509 Ibs
645 Ibs
645 Ibs
2
509 Ibs
2
24 in a/c
509 Ibs
645 Ibs
126.4 Ibs
90.85 Ibs
Ext=
NT
255 plf
B 16d
or nails
5m..n,,.
FPPPOVF➢BY
5eWW9aga
ea
ow
NAINC.
"mFaoaa,s.N
No. 5655
STATE OF
040111Or
I l l"11"
101q/2n1R
Page 48 of 63
Wall connections FRANKLIN STRUCTURES
7/16" osb 4.448 lb/in x stud spacing 16"oc x 1.6 = 113.8688 #
7/16" osb 4.448 lb/in x stud spacing 24"oc x 1.6 = 170.8032 #
Wind Speed = 140 mph
Exposure = C
Mean Roof Height= 18 ft ptturgr�
Lateral wind load= 44.35psf int zone
58.63 psf end zone * No. 56556
Wall height = 9 ft = o
�A
Top/Bottom Plate to Stud W STATE OF
Number of top plates = 2 plates %��p� j°<ORfo
Lateral Load = 197.8965 pit ��z$V�_..�-v
262.1475 plf end zone aW I
Stud spacing = 16- in o/c 10/9/2018
Lateral Load at stud = 149.9932 Ibs
Lateral Load at stud = 235.6612 Ibs end zone
Capacity of 0.131x3" pd nails = 67.392 Ibs end grain/wind
Required number of nails = 3 nails
4 nails end zone
Number of top plates = 2 plates
Lateral Load =
197.8965 plf
262.1475 pit
end zone
Stud spacing =
24 in o/c
Lateral Load at stud =
224.9898 Ibs
Lateral Load at stud =
353.4918 Ibs
end zone
Capacity of 0.131x3" pd nails =
67.392 Ibs
end grain/wind
Required number of nails =
4 nails
5 nails
end zone
Double Top Plate fastening/Bottom Plate to Floor Joist Fastening��
APPflOVFD BY
w�
m�'pe ^n
'R m
Lateral Load=
197.8965 pit
IYIM
INC.
Lateral Load =
262.1475 plf
end zone
Capacity of 0.131 nails = 101.088 lb
Capacity of 15 ga staples = 80 lb
Required number of nails = 6 in o/c
5 in o/c end zone
Required number of staples = 5 in o/c
4 in o/c end zone
Page 49 of 63
Sill Plate to Stud
FRANKLIN STRUCTURES
Lateral Wind Load =
48 psf
Wall Height =
9 ft
Sill Height =
4.583333 ft
Max Lateral Load to Sill =
19T8965 plf
Capacity of 0.131x3" pd nails =
67.392 Ibs end grain/wind
Length of Sill (double member)=
9:583333 ft
Load at Sill =
720.5165 Ibs
Number of required Nails =
10.69142
Number of Sills =
2
Nail per member =
6
Header to Stud
Lateral Wind Load = 197.8965 plf
Wall height = 9
Sill Height = 1.583333 ft
Uplift Load = 220.455 plf
Maximum header span = 9.583333 ft
Resultant Load to Header = 828.6093 Ibs
Capacity of 0.131x3" pd nails = 67.392 Ibs ` end grain/wind
Number per Header = 2 members
Fastener per member = 7
Sheathing to wall for wind suction, sheathing to roof for wind suction:
Roof uplift: -86.08 psf
Nail spacing: 6 in o/c
Loading area: 1 ftA2
Allowable load per nail 39# x 1.6 x 2" penetration : 124.8 lb.
Nail capcity / Loading area: 124.8 psf OK
Roof uplift: -98.992 psf
Nail spacing: 6 in o/c
Loading area: 0.666667 ftA2
Allowable load per nail 39# x 1.6 x 2" penetration : 124.8 lb.
Nail capcity / Loading area: 187.2 psf OK
`V ' v%0 aNeP �.
`*
No. 56556
1K.[M1^+�d/�AOe
Cmv. *IK �E UnummN
STATE OF
n�rv�am�o
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/////S Qi'AV`�i
1\ Ip INC.
.
10/9/2018
Page 52 of 63
CJ✓
Project
REScheck Software Version 4.6.5
Compliance Certificate
M FT-10886-5041-80-3-32
Energy Code:
2017 Florida Building Code, Energy Conservation
Location:
Fort Pierce; Florida
Construction Type:
Single-family
Project Type:
New Construction
Conditioned Floor Area:
2,283 ft2
Glazing Area
19%
Climate Zone:
2 (490 HDD)
Permit Date:
Permit Number:
Construction Site:
Owner/Agent:
No. 56556
b, tow
STATE of
Designer/Contractor:
Franklin Structures
Russellville, LA 35653
256-332-4510
10/9/2018
Compliance: Envelope passes UA trade-off. Additional mandatory requirements apply. Complete the FIEScheck inspection
Compliance: 37.4% Better Than Code Maximum UA: 601 Your UA: 376 Maximum SHGC: 0.25 Your SHGC: 0.22
The % Better or Worse Than Code Index reflects how dose to compliance the house is based an code trade-off rules.
It DOES NOT provide an estimate of energy use or cost relative to a minimum -Code home.
Envelope Assemblies
Ceiling 1: Flat Ceiling or Scissor Truss 2,283 30.0 0.0 0.035 80
Wall 1: Wood Frame, 16" o.c.
Window 1: Vinyl/Hberglass Frame:Double Pane with Low-E
SHGC: 0.21
Door 1: Solid
Door 2: Glass
SHGC: 0.33
Floor 1: All -Wood joist/Truss:Over Unconditioned Space
1,908 19.0
0.0 0.060
91
315
0.340
107
44
0.230
10
40
0.320
13
2,283 30.0
0.0 0.033
75
Compliance Statement The proposed building design described here is consistent with the building plans, specifications, and other
calculations submitted with the permit application. The proposed building has been designed to meet the 2017 Florida Building Code,
Energy Conservation requirements in REScheck Version 4.6.5 and to comply with the mandatory requirements listed in the REScheck
Inspection Checklist. ,A n .
Melvin Velasquez �L % �O�Ga4ct✓? 10-5-18
Name - Title SignatureofDate _
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Project Title: MFT-10886-5041-80-3-32 Report date: 09/28/18
Data filename: S:\acadwin\8ft-Plans\MODULAR\FLORIDA\5041\MTF-10886-504�-80-3-32.rck Page 1 of 1
-F'i- wrightsoft' Manual S Compliance Report
Entire House
Project Information
For: FRANKLIN STRUCTURES
MTF- 1 0886-5041-80-3-32U FL
PS2ge 11@8a�s�a1-80-3-32...
Date: 9/20/18
By: AMS of Indiana, Inc.
I Design Conditions Cooling Equipment —i
Outdoor design DB:
99.3 eF
Sensible gain:
27844
Btuh
Outdoor design WB:
80.0cF
Latent gain:
6820
Btuh
Indoor design DB:
75.0 OF
Total gain:
34664
Btuh
Indoor RH:
50%
Estimated airflow:
1173
cfm
Manufacturer's Performance Data at Actual Design Conditions
Equipment type: Split AC
Manufacturer:
Generic
Model: SEER 13.0
Actual airflow:
1173
cfm
Sensible capacity:
29578
Btuh
106% of load
Latent capacity:
12676
Btuh
186% of load
Total capacity:
42254
Btuh
122% of load SHR: 700/6
Entering coil DB: 76.2cF
Entering coil WB: 63.50F
x. ry
PPPflOYm BY
Fn05ga
WWII[
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Heating Equipment
Design Conditions I
Outdoor design DB: 26.9OF Heat loss: 32131 Btuh
Indoor design DB: 70.OcF
Manufacturer's Performance Data at Actual Design Conditions
Equipment type: Elec furnace
Manufacturer: Generic Model: AFUE 100
Actual airflow: 1173 cfm
Output capacity: 42681 Btuh 133% of load
Meets all requirements of ACCA Manual S.
10/9/2018
Entering coil DB: 67.9`F
Temp. rise:
0 cF
2018-Sep-28 10:45:36
* wrightsoR• Right -Suite® Universal 2018 18.0.25 RSU02009 Page 1
F:\DS\Franklin\15000\MTF-10886-5041-80332UFLrup Cale - MJ8 Front. Door faces: W
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Load Short Form
wrightsoft'
Date: 9/20/78
Entire House
Aaraovmar"
uw
By: AMS of Indiana, Inc.
N
AINC.�
aama
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�i
`%N�\�poT�M4SBi i�
•`
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t
r9f No.56556 ;y.:
Pro
*
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of
For: FRANKLIN STRUCTURES
MTF-10886-5041-80-3-32UFL
STATE OF
4OR%0t
Design
Information
Htg
Clg
Infiltration
Outside db (09
27
99
Method Simplified
Inside db (OF)
70
75
Construction quality Average
Design TD (OF)
43
24
Fireplaces 1 (Average)
Daily range
-
M
Inside humidity (%)
30
50
Moisture difference (gr/lb)
16
60
HEATING EQUIPMENT
Make Generic
Trade
Model AFUE 100
AHRI ref
Efficiency
Heating input
Heating output
Temperature rise
Actual air flow
Air flow factor
Static pressure
Space thermostat
100 AFUE
12.5
kW
42681
Btuh
33
OF
1173
cfm
0.040
cfm/Btuh
0.30
in H2O
COOLING EQUIPMENT
Make Generic
Trade
Cond SEER 13.0
Coil
AHRI ref
Efficiency 11.6 EER,
Sensible cooling
Latent cooling
Total cooling
Actual air flow
Air flow factor
Static pressure
Load sensible heat ratio
13 SEER
29578
Btuh
12676
Btuh
42254
Btuh
1173
cfm
0.044
cfm/Btuh
0.30
in H2O
0.80
ROOM NAME
Area
M2)
Htg load
(Btuh)
Clg load
(Btuh)
Htg AVF
(cfm)
Cig AVF
(cfm)
UTIL
90
1321
958
52
43
in ba
123
1164
1374
46
61
wic
90
1838
976
73
43
B3
158
1769
1665
70
74
HALL
30
0
0
0
0
BA2
56
369
288
15
13
B2
154
1694
1601
67
71
LIWFOY
548
6035
5875
240
261
M BED
233
4131
3510
164
156
ba3
54
598
383
24
17
alcov
25
0
0
0
0
clos
22
0
0
0
0
ACTIVITY
323
6680
5209
265
232
1zI 'n 11,1
9An
ocoo
AQoa
Adr°i
1QG
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
C w_rightsoft- 2018-Sep-2810:45:36
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F:\Ds\Franklinkl5000\MTF-10886-5041-80S-32UFLrup Caic=MJ8 Front Doorfaces: W
Pale 55 of 63
I
le
Coy
140
`rV
�
Entire House
2273
29536
26381
1173
1173
Other equip loads
2594
1463
Equip. @ 1.04 RSM
29041
Latent cooling
6820
11.I n
�a
aniai
QRQQI
1172
117.'3
+�.a`+.mwww
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wm..m
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wrightsoR" 2018Sep-Sep10:45:36
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/� F:\DS\Franklin\15000\MTF-10886-5041-80SS2UFL.rup cats = MJ8 Front Door faces: W
P,aoe h%}g880a41.80.3.32...
Date: 9120/18
By: AMS of Indiana, Inc.
1- wrightsoft9 Project Summary
Entire House
Project Information
For: FRANKLIN STRUCTURES
MTF-10886-5041-80-3-32UFL
Notes:
?k i
�9 No. 56556
Desi Information
STATE OF_qn
Weather:Jacksonville
NAS, FL US
ONAV0?��```
Winter Design Conditions
Summer Design Conditions 10/9/2018
Outside db 27 OF
Outside db
99 `F
Inside db 70 cF
Inside db
75 cF
Design TD 43 OF
Design TD
24 `F
Daily range
M
Relative humidity
50 %
Moisture difference
60 gr/lb
Heating Summary
Sensible Cooling Equipment Load Sizing
Structure 22426 Btuh
Structure
19486 Btuh
Ducts 7110 Btuh
Ducts
6895 Btuh
Central vent (55 cfm) 2594 Btuh
Central vent (55 cfm)
1463 Btuh
Outside
air
Outside air
Humidification
0 Btuh
Blower
0 Btuh
Piping 0 Btuh
Equipment load 32131 Btuh
Use manufacturer's data
n
Rate/swingg multipplier
Equipmenisensible load
1.04
29041 Btuh
Infiltration
Method Simplified
Latent Cooling Equipment Load Sizing
Construction quality Average
Fireplaces 1 (Average)
Structure
2407 Btuh
Ducts
2198 Btuh
Central vent (55 cfm)
2216 Btuh
Heat' Coolingg
Outside air
Area (ft2 2279 22A
Equipment latent load
6820 Btuh
Volume (ft3) 20453 20453
Air changes/hour 0.38 0.16
Equipment Total Load (Sen+Lat)
35861 Btuh
Equiv. AVF (cfm) 129 55
Req. total capacity at 0.70 SHR
3.5 ton
Heating Equipment Summary
Cooling Equipment Summary
Make Generic
Make Generic
Trade
Trade
Model
AFUE 100
Cond SEER 13.0
AHRI
ref
Coil
AHRI
ref
Efficiency 100AFUE
Efficiency
11.6 EER, 13
SEER
Heating input 12.5 kW
Sensible cooling
29578 Btuh
Heating output 42681 Btuh
Latent cooling
12676 Btuh
Temperature rise 33 `F
Total cooling
42254 Btuh
Actual air flow 1173 cfm
Actual air flow
1173 cfm
Air flow factor 0.040 cfm/Btuh
Air
flow factor
0.044 cfm/Btuh
Static pressure 0.30 in H2O
Static
pressure
0.30 in H2O
Space thermostat m,�
Lgablr zenail(,tLeat ratio
0.80
1\PINC. •mna+w. �o�w.oc
Calculations approved by ACCA to meet all requlr ri` 9tf Manual J 8th Ed.
�- wVl t�nft'
2018-Sep-28 10:45:36
Right -Suite® Universal 201818.0.25 RSU02009
14BUKF:\DS\Franklin\15000\MTF-10886-5041-80-3-32UFLrup Cate -MJ8 Front Door
faces: W
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Job #: MTF-10886.5041-80-3-32UFL
Performed by AMS of Indiana, Inc. for:
FRANKLIN STRUCTURES
MTF-1 0886-5041-80-3-32UFL
Page 57 of 63
Scale: 1 : 126
Page 1
Right -Suite® Universal 2018
18.0.25 RSU02009
2018-Sep-28 10:45:39
-F- wrightsoft' Duct System Summary
Entire House
Project Information
For: FRANKLIN STRUCTURES
MTF-10886-5041-80-3-32U FL
External static pressure
Pressurelosses
Available static pressure
Supply / return available pressure
Lowest friction rate
Actual air flow
Total effective length (TEL)
Heating
0.30
in H2O
0.06
in H2O
0.24
in H2O
0.197 / 0.043
in H2O
0.066
in/100ft
1173
cfm
Pgge IfA7'P-1 011.80-3-32...
Date: 9/20118
By: AMS of Indiana, Inc.
Cooling
0.30
in H2O
0.06
in H2O
0.24
in H2O
0.197 / 0.043
in H2O
0.066
in/100ft
1173
cfm
362 ft
Supply Branch Detail,Table
Name
Design
(Btuh)
Htg
(cfm)
Clg
(cfm)
Design
FR
Diam
(in)
H x W
(in)
Duct
Mall
Actual
Ln (ft)
Ftg.Egv
Ln (ft)
Trunk
ACTIVITY
h 2227
88
77
0.130
60
Ox0
VIFx
12.0
140.0
st3
ACTIVITY -A
h 2227
88
77
0.083
6.0
OX 0
VIFx
22.8
215.0
st7
ACTIVITY-B
h 2227
88
77
0.141
6.0
Ox0
VIFx
9.6
130.0
st3
B2
c 1601
67
71
0.068
6.0
Ox0
VIFx
40.8
250.0
st6
63
c 1665
70
74
0.069
6.0
Ox0
VIFx
24.0
260.0
st6
BA2
h 369
15
13
0.068
4.0
Ox0
VIFx
28.0
260.0
st6
KIT/DIN
c 2198
73
98
0.103
6.0
Ox0
VIFx
17.0
175.0
st1
KIT/DIN-A
c 2198
73
98
0.096
6.0
Ox0
VIFx
31.3
175.0
st1
LIWFOY
c 1958
80
87
0.067
6.0
Ox0
VIFx
43.3
245.0
st6
LIV/FOY--A
c 1958
80
87
0.066
6.0
Ox0
VIFx
62.5
235.0
st6
LIV/FOY--B
c 1953
80
87
0.094
6.0
Ox0
VIFx
45.3
165.0
st1
M BED
h 2066
82
78
0.067
6.0
Ox0
VIFx
70.0
225.0
st6
•BED -A
h 2066
82
78
0.068
6.0
Ox0
VIFx
76.5
215.0
st6
T
h 249
10
6
0.094
4.0
Ox0
VIFx
59.3
150.0
st1
UTIL
h 1321
52
43
0.107
4.0
Ox0
VIFx
10.0
175.0
stl
ba3
h 598
24
17
0.072
4.0
Ox0
VIFx
13.3
260.0
st6
mbe
c 1374
46
61
0.092
6.0
OXO
VIFx
55.5
160.0
st1
WIG
h 1838
73
43
0.076
6.0
Ox0-
VIFx
66.3
195.0
st4
1M1UPrJ l�'sn
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No.5655
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Page 1
Name
Trunk
Type
Htg
(cfm)
Clg
(cfm)
Design
FIR
Veloc
(fpm)
Diam
(in)
H x W
(in)
Duct
Material
Trunk
st3
Peak AVF
177
154
0.130
509
13.2
10 x 5
ShtMetl
st1
Peak AVF
408
436
0.076
897
12.0
14 x 5
ShtMetl
st4
Peak AVF
73
43
0.07.6
93
12.0
0 x 0
ShtMetl
sti
st6
Peak AVF
500
505
0.066
1039
13.2
14 x 5
ShtMetl
st2
st7
Peak AVF
88
77
0.083
255
5.8
10 x 5
ShtMetl
st2
st2
Peak AVF
588
582
0.066
749
12.0
0 x 0
VinlFlx
Return Branch Detail Table
Name
Grille
Size (in) 1
Htg
(cfm)
Clg
(cfm)
TEL
(ft)
Design
FR
Veloc
(fpm)
Diam
(in)
H x W
(in)
Stud/Joist
Opening (in) I
Duct
Matl
Trunk
rb1
Ox0
1173
1173
64.4
0.066
538
20.0
Ox 0
VIFx
mmPramgDWm
�� Ya„DaD�mr�
N cqW D�t.m]
.b mom.
ate" r_
��.
^
NMV®aF n* ,D
MPflOVE➢BY
Fnnapa
yiN@ D`�r
.T
•4 imlut,OPSFrtr~
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%F:\DS\Franklin\15000\MTF-10886-5041-80-M2UFLrup Calc-MJ8 Front Door faces: W
CB C Wind Load Determination Worksheet ROMN &f TURES
Wind Speed = 140 mph
ASCE-7-10 Components & Cladding (180mph ULT Exp. C - h = 20') ASCE 7-10 Vult = 180 mph
Table 30.7-2 (PART 2 SIMPILIFIED) Exposure: C
Case 1 180mph Case 2 180mph
Wrnpnn 15'mean 90'mean 18'me2n 15'me2n 20'mean
1
-73.24
-70.6
-75
1
42.2
40.7
43.2
2
-122.94
-118.5
-125.9
2
42.2
40.7
43.2
3
-185.02
-178.3
-189.5
3
42.2
40.7
43.2
4
-79.24
-76-
-81.4
4
73.24
70.6
75
5
-122.94
-118.5
-125.9
5
67.06
64.6
68.7
Effective Area Adiustment Factors
Z1
Z2
Z3
Z4
Z5
Cl
0.9
0.94
1
1
0.94
C2
0.9
0.96
1
1
0.955
ASCE7-10 Ultimate C&C Loads
Z1
Z2
Z3
Z4
Z5
C1
-65.9
-115.6
-185.0
-79.2.
-115.6
C2 ,
38.0
40.5
42.2
73.2
64.0
ASCE7-30 Design Wind Loads
Roof Interior zone (1) =
Roof Exterior zone (2) =
Roof Corner zone (3) =
Wall Interior zone (4) =
Wall Exterior zone (6) _
(Soffit)
OH Exterior Load =
OH Corner Load =
18'mean roof ht.
Ultimate C&C Loads
Design Wind Loads
Ult-0.6)
38.0 psf
22.8 psf
-65.9 psf
-39.5 psf
40.5 psf
24.3 psf
-115.6 psf
-69.3 psf
42.2 psf
25.3 psf
-185.0 psf
-111.0 psf
73.2 psf
43.9 psf
-79.2 psf
-41.5 psf
64.0 psf
38.4 psf
-115.6 psf
-69.3 psf
-136 psf
-79.7 psf
-218 psf
-127.7 psf
No. y5Vp6.55556
m:,
STATE OF
F<OR1D*
10/9/2018
,ems ftmmn rnx
APPflOYm BY
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Page 61 of 63
PRODUCT APPROVAL SPECIFICATION SHEET
Manufacturer: Franklin Structures, LLC. Plan #: MFT10866-5041-80-3-32
As required by Florida Statute 553.842 and Florida Administrative Code 61G20-3.006 please provide the information
and the product approval number(s) on the building components listed below if they will be utilized on the
manufactured building for which you are applying for a DBPR insignia. We recommend you contact your local
product supplier should you not know the product approval number for any of the applicable listed products.
More information about statewide Droduct aooroval can be obtained at www.0oridabuildina.ora.
_. __—Category' _= _,
y!Man , ufacturer
_ProductLDescnptlori'_
t A ' _roval4 0f1*7
EXTERIOR DOORS
-Swinging
Dunbarton
Achiever Steel Frame
FL15362.1-R2
Sliding
Jeld-Wen
Sliding Glass Door
FL11109.2-R7
Swinging
Dunbarton
ATRUIM Frame
FL9231.R5
9231-.1. 15362.1, 15362.3,15362.9, 15362.12,
Sliding
VIWINCO
Sliding Glass Door
FL15590.1
WINDOWS
Single Hung
KINRO
WINDOWS
FL-993.1/993.2 R-15
Single Hung
VIWINCO
WINDOWS
FL15576.3
ROOFING PRODUCTS
Metal roof
Roof Mart LLC
26 GA PBR ROOF PAMEL(12718.1)
FL12718-R2
FTSYNTHETICS INC
METAL ROOFING UNERLAYMENT
FL20853-112
-Undeflayments
Asphalt Shingles
Owens Corning
Classic 3-Tab
FL16638.1-R2
Onderla ments
Owens Corning
Oakritl a
FL17420.1-R4
PANEL WALL
ROYAL BUILDING PRODUCTS D45DLSTD
FL-21069 R2/FL-19130.2-R4
-Siding
ELM GROVE PVC SIDING FL-19130.1 -R4
Soffits
HARDIESOFFIT
FLA 3265 R3
STRUCTURAL
COMPONENTS
Wood Connector/Anchor
Simpson
HDUIISDS2.5
10441.4R5-11473.7R4
Wood Connector/Anchor
Simpson
STHD14
13326.7 R4
Wood Connector/Anchor
Simpson
LSTA18
FL10852 R4/10852.5
Truss Plates
MiTek
MT18 & MT20
FL2197-R6/FL2197.3 FL2197.4
Lumber
We erhauser
Microllam LVL
FL6527.1 R9
-Engineered
The products listed below did not demonstrate product approval at plan review. I understand that at the time
of inspection of these products, the following information must be available to the inspector at the
manufacturing plant: (1) Copy of the product approval from the Loral or State Building Commission, or supply all
of the information listed on Form No. 9B-72.130(5). (2) Copy of the applicable manufacturers' installation
requirements.
I understand these products may have to be removed if approval cannot be demonstrated during inspection.
CHRISTIEJACKSON CHRISTIEJACKSON 10/3/2018
Manufacturer's Authorized Agent Signature Printed Name Date
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Page 62 of 63
Lumber design values are in accordance with ANSVTPI 1 section 6.3
These truss designs rely on lumber values established by others.
MiTek'
RE: MH8024R2-FL181 -
Site Information:
Customer Info: Project Name: Model:
LOt/BIOck:
Address: Address
City: City
Subdivision:
State: State
MiTek USA, Inc.
16023 Swingley Ridge Rd
Chesterfield, MO 63017
314-434-1200
Name Address and License # of Structural Engineer of Record, If there is one, for the building.
Name: License #:
Address:
City: State:
General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special.
Loading Conditions):
Design Code: FBC2017/TPI2014 Design Program: MiTek20/20 8.2
Wind Code: ASCE 7-10 Wind Speed: 181 mph
Roof Load: 40.0 psf Floor Load: N/A psf
This package includes 1 individual, Truss Design Drawings and 0 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules.
INo.
Seal#
Truss Name
Date
1
1134830650
18024
10/1/18
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APPFOVED OY
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This item has been electronically signed and sealed by Wert, David, 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
The truss drawing(s) referenced above have been prepared by
MiTek USA, Inc. under my direct supervision based on the parameters
provided by Franklin Structures, LLC..
Truss Design Engineer's Name: Wert, David
My license renewal date for the state of Florida is FEBRUARY 28, 2019.
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. Any project specific Information included is for MiTews customers
file reference purpose only, and was not taken into account in the preparation of
these designs. MiTek has not independently vedfied 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 property incorporate these designs
Into the overall building design per ANSI/TPI 1, Chapter 2.
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October 1,2018
Wert, David I of 1
Page 63 of 63
Job
Truss
Truss Type
ty
Pry
134030650
MHS024R2-FLIER
W24
MONOTRUSS
1
1
Job Reference (optional)
Frar6JnSboc1ums,LLC
LOADING (psN SPACING- 1-4-0 CSI.
TCLL 20.0 Plate Grip DOL 1.25 TC 0.76
TCDL 10.0 Lumber DOL 1.25 BC 0.41
BCLL 0.0 Rep Stress Ina YES WB 0.44.
,BCDL 10.0 Code FBC2017frP12014 Matrix-S
LUMBER-
TOPCHORD 2x4 SPF No.2
130TCHORD 2x4 SPF No.2
WEBS 2x4 SPF No.2
REACTIONS. (lb/size) 2=431/0-3-8 (min. 0-1-8), 5=38410-3-8 (min. 0-1-8)
Max Hom 2=176(LC 6)
Max Uplift 2=-449(LC 6), 5=385(LC 10)
FORCES. (lb) -Max. CompJMax.Ten.-All forces 250(lb) or less except when shown.
TOPCHORD 2-3=1304/1397,3-4=1291/1439,4-5=-3461480
BOTCHORD 2-6=152511316
WEBS 3-6=308/548, 4-6=1469/1291
B.220 a Sep 92013 Meek InduNes, @a Mon Oct 1 14:11:46 2018 Page 1
ID:Ul Riz7a t2pLdB%Xbyi26q-Lp76B3TLWIgz19GPdPAJWeTRNZ7BFjpppRXMTpyXIYB
2OD 12
6x6 =
6x6 _ b
3x6 II
DEFL. in
(too) Vdee Ltd
PLATES
GRIP
Vert(LL) 0.22
2-6 -773 240
MT20
1971144
Vert(CT) -0.18
S-6 >943 180
Horz(CT) -0.02
5 n/a Na
Weight: 481h
FT=20%
BRACING -
TOP CHORD
Sheathed or 4-5-2 oc pudins, except end verticals.
SOT CHORD
Rigid calling directly applied or 4-7-13 oG bracing.
WEBS
1 Row at micipt 4-6
NCTES-
1) Wind: ASCE 7-10: Vult=161mph (3second gust) Vasd=140mph; TCDL=6.OpsF BCDL=B.Opsf. h=25ft; Cat 11; Exp C; Encl.,
GCpl=0.18; MWFRS (envelope) gable end zone and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 per bottom chord live load nonconcument with any other live loads.
3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Vida
will fit between the bottom chard and any other members.
4) Provide mechanical connection (by others) oftluss to bearing plate capable of wahstanding 449 lb uplift aljoint 2 and 385 lb uplift
at)olnt5.
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BY
APPROVED BY
ICI
INC.
This item has been
electronically signed and
sealed by Wert, David, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on anyy electronic copies.
David0. ctPEN02197
h97ekUE4, klg.FL Ced6H6
169715v1mgley Ridge Road, Cheslefietd, 610 fi7fi17
Detx
October 1,2018
®WARNING-VefffydWgn paremeras end READ NOTES ON Me AND INCLU➢EO MREx REFERENCE PAGEM -7M rev. 14AUM015 BEFORE use
Design valid re, use only with Meek®rameda2TNs da.19n is based only upon parameters Shown.aM Is for an indi Aduel bu0dmg component, noi
'
a buss system. BOoro use, the buAGng rRVAer must verSy lheappWablityofdesign parameters and propviy lawmomle Oda design@lo the overa0
buAdmg design. Bracing indicated is to proved buWM ofo,o0dual boss web avdfot cbord members only. AddiTonal temporary and permanent bracing
MiTek-
issways requked fordabi6ly and to preveN col@psewah pass@la personal Inluryantl properly damage. Forgeneral guldansa mgarding No
16023 Swin9ley Ridge Rd
fabdwbon, staage,delivery. erection and broctng ofWsms and buds systems,see ANSVIP11 Bank, Orion., DS549 and 6C51 Building Component
Safetyinformedon ava0able Rom Tmss Plate lnsbMe, 21B N. Lee SImeL Sage 312, AIexaMda, VA 22314.
eheslergeld, M063017