HomeMy WebLinkAboutREVISIONFORM 405-10
FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION
• • 1 ' • . • i 6 �? p 0 1 •yv�?t.P. Oj�r+k ,�,�-esidential Performance• •
Project Name: RENAR WILSHIRE 20
BUILDERS
Street: 116 BLUE GROTTO D
-, "
/ IE COUNTY
City, State, ZIP: FT. PIERCE, FL,
Mb
Owner.
Design Location: FL, Fort Pierce
1. New construction or existing New (From Plans)
9. Wall Types (2214.0 sqft.)
Insulation Area
2. Single family or multiple family Single-family
a. Frame -Wood, Exterior
R=13.0 1278.00 ft2
b. Concrete Black - Int Insul, Exterior
R=4.1 702.00 ft2
3. Number of units, if multiple family 1
c. Frame - Wood, Adjacent
R=11.0 234.00 ft2
4. Number of Bedrooms 3
d• N/A
R= 1112
10. Ceiling Types (1190.0 sqft.)
Insulation Area
5. Is this a worst case? No
a. Under Attic (Vented)
R=30.0 1190.00 ft2
6. Conditioned floor area above grade (ft2) 1800
b. N/A
R= ft2
Conditioned floor area below grade (ft2) 0
c. N/A
R= ft2
11. Ducts
R ft2
7. Windows(217.5 sqft.) Description Area
a. Sup: Attic, Rat: Main, AH: Main
6 360
a. U-Factor. Sgl, U=0.96 217.50 ft2
SHGC: SHGC=0.50
b. U-Factor. WA ft2
12. Cooling systems
kBtu/hr Efficiency
SHGC:
a. Central Unit
40.0 SEER:14.00
c. U-Factor. WA ft2
SHGC:
13. Heating systems N
kBtu/hr Efficiency
d. U-Factor: WA ft2
a. Electric Heat Pump N
0
41.0 HSPF:820
SHGC:
G
n• Q) 2
Area Weighted Average Overhang Depth: 1.500 ft.
Area Weighted Average14.
SHGC: 0.500
Hot water systemsge
a. Electric t:i ffl
Cap: 40 gallons
8. Floor Types (610.0 sqft.) Insulation Area
C
EF: 0.920
a. Slab -On -Grade Edge Insulation R=0.0 610.00 ft2
b. Conservation features
b. WA R= ft2
None
c. N/A R= ft2
15. Credits
Pstat
Glass/Floor Area: 0.121 Total Proposed Modified Loads: 34.14
PASS
Total Standard Reference Loads: 44.40
1 hereby certify that the plans and specifications covered by
Review of the plans and
TtNE Spt7
this calculation are in complian9D with the Florida Energy
specifications covered by this
4V _-_ FOB
Code.
calculation indicates compliance
1O
with the Florida Energy Code.
F nu,, 9°•.; ;:`,w `;.•'°
PREPARED BY: �-
Before construcfion is completed
DATE:
this building will be inspected for
compliance with Section 553.908
i' a
I hereby certify that this b ilding, as designed, is in compliance
the Florida Energy d
Florida Statutes.
COD
with .
{yEJ
OWNER/AGENT: 0L4)vn>
BUILDING OFFICIAL:
DATE:
DATE:
- Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as
certified factory -sealed in accordance with 403.2.2.1.1.
- Compliance requires completion of a Florida Air Barrier and Insulation Inspection Checklist
SCANNED FILEBY 'UpySt. Lucie County
7/13/2015 3:53 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 1 of 5
PROJECT
Title:
Building Type:
Owner:
# of Units:
Builder Name:
Permit Office:
Jurisdiction:
Family Type:
New/Existing:
Comment:
RENAR WILSHIRE 2015 Bedrooms: 3
User Conditioned Area: 1800
Total Stories: 2
1 Worst Case: No
RENAR BUILDERS Rotate Angle: 135
ST LUCIE COUNTY Cross Ventilation:
601000 Whole House Fan:
Single-family
New (From Plans)
Address Type:
Lot#
Block/SubDivision:
PlatBook:
Street:
County:
City, State, Zip:
Street Address
116 BLUE GROTTO D
St. Lucie
FT. PIERCE,
FL,
CLIMATE
Design Location
IECC Design Temp
TMY Site Zone 97.5 % 2.5 %
Int Design Temp Heating Design Daily Temp
Winter Summer Degree Days Moisture Range
FL, Fort Pierce FL_ST_LUCIE CO INTL 2 39 90
70
75 722
62 Low
BLOCKS
Number
Name
Area Volume "
1
Blockl
1800 16200
SPACES
Number
Name
Area Volume Kitchen Occupants
Bedrooms
Infil ID Finished Cooled Heated
1
Main
1800 16200 Yes 16
3
1 Yes
Yes Yes
FLOORS
#
Floor Type
Space Perimeter R-Value
Area
Tile Wood Carpet
_ 1 Slab -On -Grade Edge Insulatio Main 142 it 0
610 W
___
0 0 1
ROOF
/
V #
Type
Roof Gable Roof
Materials Area Area Color
Solar
Absor.
SA Emitt
Tested
Emitt Deck Pitch
Tested Insul. (deg)
1
Hip
Flat tiletslate 1289 ft' 0 ft' Medium
0.96
No 0.9
No 0 22.6
ATTIC
/
V #
Type
Ventilation Vent Ratio (1 in)
Area
RBS IRCC
1
Full attic
Vented 300
1190 ft'
N N
CEILING
#
Ceiling Type
Space R-Value Area
Framing Frac
Truss Type
1
Under Attic (Vented)
Main 30 1190 ft'
0.11
Wood
7/13/2015 3:53 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 5
WALLS
Adjacent
Cavity Width
Height
Sheathing Framing
Solar
Below
Space RAIRI, p Et In
Et
In
Area
R-ya pp Fmct on
Ahcnr
rm
_ 1
N=>SE Exterior
Concrete Block- Int Insul
Main
4.0999 34
9
306.0 ft'
0
0.35
0
_ 2
E=>SW Exterior
Concrete Block - Int Insul
Main
4.0999 16
9
144.0 ft'
0
0.35
0
-3
S=>NW Exterior
Concrete Block - Int Insul
Main
4.0999 14
9
126.0 ft'
0
0.35
0
-4
W=>NE Exterior
Concrete Block - Int Insul
Main
4.0999 14
9
126.0 ft'
0
0.35
0
_ 5
E=>SW Garage
Frame - Wood
Main
11 9
9
81.0 ft'
0
0.35
0
-6
S=>NW Garage
Frame -Wood
Main
11 17
9
153.0 ft'
0
0.35
0
-7
N=>SE Exterior
Frame - Wood
Main
13 34
9
306.0 ft'
0
0.35
0
-8
E=>SW Exterior
Frame -Wood
Main
13 37
9
333.0 ft'
0
0.35
0
-9
S=>NW Exterior
Frame - Wood
Main
13 34
9
306.0 ft'
0
0.35
0
10
W=>NE Exterior
Frame - Wood
Main
13 37
9
333.0 ft'
0
0.35
0
DOORS
# Omt
Door Type Space
Storms
U-Value
Width Height
Area
Ft
In Ft In
1 N=>SE Insulated
Main
None
.46
3
6 8
20 ft'
2 S=>NW Wood
Main
None
.46
2
8 6 8
17.8ft'
WINDOWS
Orientation shown is the entered orientation => changed to As Built rotated 135 degrees).
/
Wall
Overhang
V
# Omt ID
Frame Panes NFRC
U-Factor SHGC
Area
Depth
Separation Int Shade
Screening
1 N=>SE 1
Metal Single (Tinted)
Yes
0.96 0.5
25.5 ft'
1 It 6 in
13 ft 0 in None
None
2 N=>SE 1
Metal Single (Tinted)
Yes
0.96 0.5
9.0 ftz
1 It 6 in
13 ft 0 in None
None
_
3 S=>NW 3
Metal Single (Tinted)
Yes
0.96 0.5
20.0 ft'
1 It 6 in
13 ft 0 in None
None
4 W=>NE 4
Metal Single (tinted)
Yes
0.96 0.5
15.0 ft'
1 It 6 in
13 ft 0 in None
None
5 N=>SE 7
Metal Single (Tinted)
Yes
0.96 0.5
80.0 ft'
1 It 6 in
1 ft 0 in None
None
_
6 N=>SE 7
Metal Single (Tinted)
Yes
0.96 0.5
6.0 ft'
1 It 6 in
1 ft 0 in None
None
7 E=>SW 8
Metal Single (Tinted)
Yes
0.96 0.5
20.0 ft'
1 It 6 in
1 ft 0 in None
None
_
8 S=>NW 9
Metal Single (Tinted)
Yes
0.96 0.5
36.0 ft'
1 ft 6 in
1 ft 0 in None
None
9 W=>NE 10
Metal Single (Tinted)
Yes
0.96 0.5
6.0 ft'
1 It 6 in
1 ft 0 in None
None
GARAGE
# Floor Area Ceiling Area
Exposed Wall Perimeter
Avg. Wall Height
Exposed Wall Insulation
1 380 ft' 380 ft'
64 ft
8 ft
1
INFILTRATION
#
Scope Method SLA
CFM 50 ELA
EgLA
ACH
ACH 50
1 Wholehouse Best Guess .0003
1416.4 77.76
146.24
.2696
5.246
7/13/2015 3:53 PM EnergyGaugeO USA - FlaRes2010 Section 405.4.1 Compliant Software Page 3 of 5
HEATING SYSTEM
#
System Type
.Subtype Efficiency Capacity
Block
Duds
1
Electric Heat Pump
None HSPF: 8.2 41 kBtu/hr
1
sys#1
COOLING SYSTEM
#
System Type
Subtype Efficiency Capacity
Air Flow
SHR Block
Duds
1
Central Unit
None SEER: 14 40 kBtu/hr
1200 cfm
0.75 1
sys#1
HOT WATER SYSTEM
#
System Type SubTpe
Location EF Cap Use
SetPnt
Conservation
1
Electric None
Garage 0.92 40 gal 60 gal
120 deg
None
SOLAR HOT WATER SYSTEM ,.
FSEC
Cart # Company,Name
Collector
System Model # Collector Model # Area
Storage
Volume
FEF
None None
ft'
DUCTS
#
— Supply —
Location R-Value Area
— Return — Air
Location Area Leakage Type Handler
CFM 25
TOT
CFM25
OUT
ON RLF
HVAC #
Heat Cool
1
Attic 6 360 ft2
Main g0 ft° Default Leakage Main
(Default)
(Default)
1 1
TEMPERATURES
Programabl[e ]Thermosta[xt:]]Y
Heating l l Jan l l Feb Mar
Venting I[ I1 Jan [[ 1) Feb X Mar
[ ] Ceiling Fans: [X] [ [X]
[ ] AApr [ ] May E ] Jun [X� Jul [ ] Aug
(X) [ ) 1 Jun I Jul [ 1 Aug
[X]
[ ) SeDee
p
I 1 Sep
j
La
lxl
Oct
dtX Nov
[rX,]
[ ]Dec
Thermostat Schedule: HERS 2006 Reference
Schedule Type 1
Hours
2 3 4 5 6 7
8
9
10 11
12
Coaling (WD)
Cooling (WEH)
Heating (WD)
Heating (WEH)
AM 78
PM 80
AM 78
PM 78
AM 66
PM 68
AM 66
PM 68
78 78 78 78 78 78
80 78 78 78 78 78
78 78 78 78 78 78
78 78 78 78 78 78
66 66 66 66 68 68
68 68 68 68 68 68
66 66 66 66 68 68
68 68 68 68 68 68
78
78
78
78
68
68
68
68
80
78
78
78
68
68
68
68
80 80
78 78
78 78
78 78
68 68
68 66
68 68
68 66
80
78
78
78
68
66
68
66
MECHANICAL VENTILATION
Type
Supply CFM
Exhaust CFM Fan Watts HRV Heating System
Run Time Cooling System
None
0
0 0 1 - Electric Heat Pump
0%
1 - Central Unit
7/13/2015 3:53 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 4 of 5
FORM 405-10
Florida Code Compliance Checklist
Florida Department of Business and Professional Regulations
Residential Whole Building Performance Method
ADDRESS: 116 BLUE GROTTO DRIVE PERMIT #:
FT. PIERCE, FL,
MANDATORY REQUIREMENTS SUMMARY - See individual code sections for full details.
COMPONENT
SECTION
SUMMARY OF REQUIREMENT(S)
CHECK
Air leakage
402.4
To be caulked, gasketed, weatherstripped or otherwise sealed.
Recessed lighting IC -rated as meeting ASTM E 283. Windows and
doors = 0.30.cfm/sq.ft. Testing or visual inspection required. Fireplaces:
gasketed doors & outdoor combustion air. Must complete envelope
leakage report or visually verify Table 402.4.2.
Thermostat &
403.1
At least one thermostat shall be provided for each separate heating and
controls
cooling system. Where forced -air furnace is primary system,
programmable thermostat is required. Heat pumps with supplemental
electric heat must prevent supplemental heat when compressor can
meet the load.
Ducts
403.2.2
All ducts, air handlers, filter boxes and building cavities which form the
primary air containment passageways for air distribution systems shall
be considered ducts or plenum chambers, shall be constructed and
sealed in accordance with Section 503.2.7.2 of this code.
403.3.3
Building framing cavities shall not be used as supply ducts.
Water heaters
403.4
Heat trap required for vertical pipe risers. Comply with efficiencies in
Table 403.4.3.2. Provide switch or clearly marked circuit breaker
(electric) or shutoff (gas). Circulating system pipes insulated to = R-2
+ accessible manual OFF switch.
Mechanical
403.5
Homes designed to operate at positive pressure or with mechanical
ventilation
ventilation systems shall not exceed the minimum ASHRAE 62 level.
No make-up air from attics, crawlspaces,.garages or outdoors adjacent
to pools or spas.
Swimming Pools
403.9
Pool pumps and pool pump motors with a total horsepower (HP) of = 1
& Spas
HP shall have the capability of operating at two or more speeds. Spas
and heated pools must have vapor -retardant covers or a liquid cover or
other means proven to reduce heat loss except if 70% of heat from
site -recovered energy. Off/timer switch required. Gas heaters minimum
thermal efficiency=78% (82% after 4/16/13). Heat pump pool heaters
minimum COP= 4.0.
Cooling/heating
403.6
Sizing calculation performed & attached. Minimum efficiencies per
Tables 503.2.3. Equipment efficiency verification required. Special
equipment
occasion cooling or heating capacity requires separate system or
variable capacity system. Electric heat >10kW must be divided into two
or more stages.
Ceilings/knee walls
405.2.1
R-19 space permitting.
7/13/2015 3:53 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 5 of 5
Residential System Sizing Calculation
116 BLUE GROTTO DRIVE
FT. PIERCE, FL
Summary
Project Title:
RENAR WILSHIRE 2015
7/13/2015
Location for weather data: Fort Pierce, FL - Defaults: Latitude(27.48) Altitude(25 ft.) Temp Range(L)
Humidi data: Interior RH 50%
Outdoor
wet bulb 78F Humidity difference 64 r.
Winter design temperature(MJ8 99%) 42
F
Summer design temperature(MJ8 99%)
90
F
Winter setpoint
70
F
Summer setpoint
75
F
Winter temperature difference
28
F
Summer temperature difference
15
F
Total heating load calculation
24512
Btuh
Total cooling load calculation
35013
Btuh
Submitted heating capacity
% of calc
Btuh
Submitted cooling capacity % of talc
Btuh
Total (Electric Heat Pump)
167.3
41000
Sensible (SHR = 0.75)
112.1
30000
Heat Pump+ Auxiliary(O.OkW)
167.3
41000
Latent
121.3
10000
Total Electric Heat Pump)
114.2
40000
WINTER CALCULATIONS
Winter Heating Load (for 1800 soft)
Load component
Load
Window total
218
sqft
5846
Btuh
Wall total
1959
sqft
5942
Btuh
Door total
38
sqft
487
Btuh
Ceiling total
1190
sqft
1061
Btuh
Floor total
610
sqft
4692
Btuh
Infiltration
116
Cfm
3585
Btuh
Duct loss
2899
Btuh
Subtotal
24512
Btuh
Ventilation
0
Cirri
0
Btuh
TOTAL HEAT LOSS
24512
Btuh
Summer Cnnlinn 1 nad [for 1 Ann cnft)
13.. 2 )
Fb.
SUMMER CALCULATIONS
Load component
Load
Window total
218
sqft
9981
Btuh
Wall total
1959
sqft
4236
Btuh
Door total
38
sqft
521
Btuh
Ceiling total
1190
sqft
1099
Btuh
Floor total
0
Btuh
Infiltration
87
cfrn
1440
Btuh
Internal gain
7080
Btuh
Duct gain
2410
Btuh
Sens. Ventilation
0
cfm
0
Btuh
Blower Load
0
Btuh
Total sensible gain
26768
Btuh
Latent gain(ducts)
1246
Btuh
Latent gain(infiltrafion)
3799
Btuh
Latent gain(ventilation)
0
Btuh
Latent gain(intemal/occupants/other)
3200
Btuh
Total latent gain
8245
Btuh
TOTAL HEAT GAIN
35013
Btuh
HflH®
rim
m�oamRox
a,asua
EnergyGauge(D m
PREPARED BY:
DATE:
EnergyGauge® / USRFZB v3.1
System
Residential
116 BLUE GROTTO DRIVE
FT. PIERCE, FL
Reference City: Fort Pierce, FL
Sizing Calculations - Summer
Load - Room by Room Component Details
Project Title:
RENAR WILSHIRE 2015
Component Loads for Room #1: Main
7/13/2015
Temperature Difference: 15.OF(MJ8 99%) Humidity difference: 64gr.
Type*
Overhang
Window Area(sqft)
HTM
Load
Window
Panes SHGC U InSh
IS
Omt
Len
H t
Gross
Shaded Unshadec
Shaded Unshaded
1
1 NFRC 0.50, 0.96 No
No
SE
1.511
13.Of
25.5
0.0 25.5
25
50
1265
Btuh
2
1 NFRC 0.50, 0.96 No
No
SE
1.5ft
13.0f
9.0
0.0 9.0
25
50
446
Btuh
3
1 NFRC 0.50, 0.96 No
No
NW
1.5ft
13.Of
20.0
0.0 20.0
25
49
971
Btuh
4
1 NFRC 0.50, 0.96 No
No
NE
1.511
13.0f
15.0
0.0 15.0
25
49
728
Btuh
5
1 NFRC 0.50, 0.96 No
No
SE
1.5ft
1.0ft
80.0
19.7 60.3
25
50
3485
Btuh
6
1 NFRC 0.50. 0.96 No
No
SE
1.5ft
1.0ft
6.0
3.3 2.7
25
50
217
Btuh
7
1 NFRC 0.50, 0.96 No
No
SW
1.5ft
1.011
20.0
6.6 13.4
25
50
831
Btuh
8
1 NFRC 0.50, 0.96 No
No
NW
1.5ft
1.011
36.0
0.0 36.0
25
49
1747
Btuh
9
1 NFRC 0.56, 0.96 No
No
NE
1.5ft
1.011
6.0
0.0 6.0
25
49
291
Btuh
Window Total
218 (sqft)
9981
Btuh
Walls
Type
U-Value
R-Value
Area(sqft)
HTM
Load
Cav/Sheath
1
Concrete Blk,Hollow-Ext
0.15
4.1/0.0
251.5
2.2
563
Btuh
2
Concrete Blk,Hollow - Ed
0.15
4.1/0.0
144.0
2.2
322
Btuh
3
ConcreteBlk,Hollow -Ext
0.15
4.1/0.0
106.0
2.2
237
Btuh
4
Concrete Blk,Hollow -Ext
0.15
4.1/0.0
111.0
2.2
248
Btuh
5
Frame - Wood -Adj
0.09
11.0/0.0
81.0
1.4
115
Btuh
6
Frame - Wood -Adj
0.09
11.0/0.0
135.2
1.4
192
Btuh
7
Frame - Wood - Ext
0.09
13.0/0.0
220.0
2.3
498
Btuh
8
Frame - Wood - Ext
0.09
13.0/0.0
313.0
2.3
708
Btuh
9
Frame - Wood _ Ext
0.09
13.0/0.0
270.0
2.3
611
Btuh
10
Frame - Wood - Ext
0.09
13.010.0
327.0
2.3
740
Btuh
Wall Total
1959 (sgft)
4236
Btuh
Doors
Type
Area (sqft)
HTM
Load
1
Insulated -Exterior
20.0
13.8
276
Btuh
2
Wood -Garage
17.8
13.8
245
Btuh
Door Total
38 (sqft)
521
Btuh
Ceilings
Type/Color/Surface
U-Value
R-Value Area(sqft)
HTM
Load
1
Vented AttirfUghtTle
0.032
30.0/0.0
1190.0
0.92
1099
Btuh
Ceiling Total
1190 (sqft)
1099
Btuh
Floors
Type
R-Value
Size
HTM
Load
1
Slab On Grade
0.0
610 (ft-perimeter)
0.0
0
Btuh
Floor Total
610.0 (sqft)
0
Btuh
Zone Envelope Subtotal:
15838
Btuh
Infiltration
Type
Wholehouse ACH Volume(cuft) Wall Ratio
CFM=
Load
Natural
0.32 16200
1.00
87.4
1440
Btuh
Internal
Occupants
Btuh/occupant
Appliance
Load
gain
16
X 230 +
3400
7080
Btuh
Sensible Envelope Load:
24358 Btuh
EnergyGauge® / USRFZB v3.1 Page 1
Manual J Summer Calculations
Residential Load - Component Details (continued)
Project Title: Climate: FL_ST_LUCIE_CO INTL
116 BLUE GROTTO DRIVE RENAR WILSHIRE 2015
FT. PIERCE, FL
7/13/2015
Duct load
Average sealed, Supply(R6A-Altic), Return(R&O-Cond.) (DGM of 0.099)
2410 Btuh
Sensible Zone Load
26768 Btuh
EnergyGauge® / USRFZB v3.1 Page 2
Manual J Summer Calculations
Residential Load - Component Details (continued)
Project Title: Climate: FL_ST_LUCIE_CO_INTL
116 BLUE GROTTO DRIVE RENAR WILSHIRE 2015
FT. PIERCE, FL
7/13/2015
HOUSE TOTALS
Sensible Envelope Load All Zones
Sensible Duct Load
Total Sensible Zone Loads
Sensible ventilation
Blower
Whole House Total sensible gain
Totals for Cooling Latent infiltration gain (for 64 gr. humidity difference)
Latent ventilation gain
Latent duct gain
Latent occupant gain (16.0 people @ 200 Btuh per person)
Latent other gain
Latent total gain
EQUIPMENT
24368 Btuh
2410 Btuh
26768 Btuh
0 Btuh
0 Btuh
26768 Btuh
3799 Btuh
0 Btuh
1246 Btuh
3200 Btuh
0 Btuh
8245 Btuh
1. Central Unit # 40000 Btuh
'Key: Window types (Panes - Number and type of panes of glass)
(SHGC - Shading coefficient of glass as SHGC numerical value)
(U - Window U-Factor)
(InSh - Interior shading device: none(No), Blinds(B), Draperies(D) or Roller Shades(R))
- For Blinds: Assume medium color, half closed
For Draperies: Assume medium weave, half closed
For Roller shades: Assume translucent, half closed
(IS - Insect screen: none(N), Full(F) or Half(''/:))
(Omt - compass orientation)
hav»!!j
MflHORL 1
EnergyGauge®! USRFZB v3.1 Page 3
i�
�N' A-1 ROOF
TRUS-SES
A FLORIDA CORPORATION
1-2007 section 6.3
v others.
RE: Job 61993 Roof'Trusses
11
St Lucie Blvd
Site Information: Pierce, FL 34946
Customer Info: RENAR DEVELOPMENT CO. Project Name: MORNINGS't E I 1p 1
Lot/Block: 4 Model: WILSHIRE 1800
Address: 116 BLUE GROTTO DR, FORT PIERCE, FL'ubdivision:
City: County: St.Lucie State: FL
Name Address and License # of Structural Engineer of Record, If there is one, for the building.
Name: License #:
Address:
City:
General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special
Loading Conditions):
Design Code: FBC2014/TPI2007 Design Program: MiTek 20/20 7.6
Wind Code: ASCE 7-10 Wind Speed: 160 MPH, SCANNED
Roof Load: 37.0 psf Floor Load: 55.0 psf
This package includes 37 individual, dated Truss Design Drawings and 0 Additional Drawings. ��++ BY
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet St. Lucie County
conforms to 61G15-31.003,section 5 of the Florida Board of Professional Engineers Rules.
No.
Seal #
Truss Name
Date
No.
Seal #
Truss Name
Date
No.
Seal #'
Truss Name
Date
1
A0533038
A01
6/25/15
13
A0533050.
C01G
6/25115
25
A0533062
FL05
6/25115
2
A0533039
A02
6125/15
14
A0533051
CO2
6125115
26
A0533063
FL05G
6/25/15
3:
A0533040
A03
6125/15
15
A0533052
CJ1
6125115
27
A0533064
FL06
6/25/15
4
A0533041
A04
6125/15
16
A0533053
CJ3
6/25115
28
A0533065
FL07
6/25/15
5
A0533042
A05G
6/25/15
17
A0533054
CJ5
6125/15
29
A0533066
FL07G
6/25/15
6
A06.
6125/15
18
A0533055
FG01
6/25/15
30
A0533067
FL08
6/25115
7
A0533044
A07
6125/15
19
A0533056
FL01
6/25/15
31
A0533068
HJ3
6125115
8
A0533045
A08
6/25115
20
A0533057
FL01GE
6/25/15
32
A0533069
HJ7
6125115
9
A0533046
A09G
6/25115
21
A0533058
FL02
6125/15
33
A0533070
J4
6125115
10
A0533047
801G
6125/15
22
A0533059
FL02GE
6/25/15
34
A0533071
J7
6/25/15
11
A0633048
B02
6/25/15
23
A0533060
9L03
6/25/15
35
A0533072
VM02
6/25115
12
A0533049
B03G
6125/15
24
A0533061
FL04
6/25/15
36
A0533073
VM04
6/25115
The tress dr.Wing(s) referenced have been prepared by MITek Industries, Inc. under my directsuperi islon based on the parameters provided by h1 RoofTtusses, Ltd.
Truss Design Engineer's Name: Manuel Martinez My license renewal date far the state of Fionda Is February28,2017.
NOTE: The seal on Mass dre nos Indicate acceptance of professional engineering responsibility solely forme truss components shown.
The suitability and use of components for any particular building is Me responsibility of me building designer, per ANSI/TPI-i Sec 2.
The Truss Design Drewing(sl(TDD[sn referenced have been prepared based on the construction documents (also retained to at times as 'structural Englaeenng Documents') provided by the Bi
Indicating the nature and charecterof the work. The design criteria therein have been transferred to Manuel Martinez PE by ]A1 Roof Trusses or specific location]. These TDDs (also refepetl to
'Structural Delegated engineering Documents') are specialty structural component designs and maybe part of the project's deferred or phased submittals. Asa Truss Design Eagineer(I.e., Spey
En.fied. 1, the seal here and on the TDD represents an acceptance of incises local ennineenno dispose ibility forthe cabled of the aindia Truss de elated on the Too only. The Buiidincr DesianerI
Manuel"
.Marti �m
No 047182
`y- yP STATC OF
Page 1 of 2
J
= J
Lumber designvalues are in accordance with ANSI rPI 1-2007 section 6,3
A-1 ROOF These truss designs rely on lumber values established by others.
TRU55EW
AFLORIDACORPORATION
RE: Job 61993
No,
I Seal #
Truss Name
Date
37
1 A0533074
I VM06
6/25/15
Page 2 of 2
Job
Truss
Truss Type
Oty
A030 5338
61993
A01
Common
�Ply
3 1
Job Reference o Iona
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altmss.com Run: 7.600 s Oct 3 2014 Print: 7.620 s Apr 30 2015 MTek Industries, Inc. Thu Jun 25 16:14:08 2015Page 1
ID:OMsTuGzOH5ffu1T6OcPagyCjvB-vOCpaUYnEovYtSCtw5oTgcgoLgUYzOZ6CKD75JOz21Pj
14� SS-B 10-8
21-2-8 208-0
'1b01 5-5-8 7 7-10A 5-5-8 I
3x4 =
LOADING(psf)
SPACING-
2-0-0
TCLL
20.0
Plate Grip DOL
1.25
TCOL
7.0
Lumber DOL
1.25
BCLL
0.0
Rep Stress Ina
YES
BCDL
10.0
Code FBC20101TPI2007
LUMBER -
TOP CHORD 2x4 SP M 30 'Except'
T1: 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 14.12 ac
purins.
BOTCHORD
Rigid ceiling directly applied or 5A0-3 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation uide.
REACTIONS. (Ib/size)
7 =
986/Mechanical
2 =
1063/0-3-8 (min. 0-1-8)
Max Harz
2 =
72(LC 4)
Max Uplift
7 =
-616(LC 5)
2 =
-750(LC 4)
Max Grav
7 =
1137(LC 9)
2 =
1215(LC 10)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-2106/1194, 34=-1834/1002,
4-5=1753/1024, 5-6=-1840/1031,
6-7=-2114/1204
BOT CHORD
2-1 O=985/1832, 10-17=430/1097,
9-17=430/1097, 9-18=43011097,
8.18=430/1097, 7-8=-997/1841
WEBS
5-8=-296/679, 6.8=457/517,
5-10=287/672, 3-10=450/509
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
4.6 =
6.00 12
3x4 = 3x8 MT20HS= 3x4 = 3x4 =
Dead Load Dail. as 5/16 In
Ili
CSI.
DEFL.
in
(lox)
I/deft
L/d
PLATES
GRIP
TC 0.77
Vert(LL)
-0.32
8-10
>999
360
MT20
2441190
BC 0.87
Vert(TL)
-0.63
8-10
>511
240
MT20HS
1871143
WS 0.39
HOrz(TL)
0.07
7
n/a
n/a
(Matrix-M)
Weight 122 lb
FT=0
2) Wlnd: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft;
Cat. II; Exp B; Encl., GCpl=0.18; C-C Exterior(2);
cantilever left and right exposed:; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise
indicated.
4) Plate(s) atjoint(s) 7, 2, 8, 5, 6, 10, 3 and 4 checked
for a plus or minus 0 degree rotation about its center.
5) Plate(s) at joint(s) 9 checked for a plus or minus 5
degree rotation about Its center.
6) This truss has been designed for a 10.0 psf bottom
chard live load nonconcurtent with'any other live
loads.
7) as This truss has been designed for a live load of
20.0psf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members, with BCDL =
10.0psf.
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 616 Ito uplift at
joint 7 and 750 lb uplift at joint 2.
10) ''Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
rmM1rneonrim.dh,.,ir.ar...... ussa�ullwrtumrxsX.0"',mmX[rpu[X...... aularmn"......
mlmwdnod.mewls,r,e„p.,demo.Xlfrtm.e+me.u.�nY.mrvun..... wrmeeme .....
....i.N,nmd..... MANNB MABTINEZ, Is
AM.... f0.1.1sodua—dou XInfla Endd 4elnnan,al....... pe- 4—sy[giurd Ile ride. m, MD....mn0eeweprtmrelXrpbem as...&pmp,itl4n f. A. 601m1 Ih. oll. Tray, pWrdor 11. NponN,eednM-1. meleilpemmplien,, Ind.,eonl,Aoe,
,dXlenwd uwd ml,pntlor ner milai.p is Xe mlo.eaimrdis. 0 ,Xe aewivwdu,'oedas.or 611&np,dnrt.ila.u.Xal dlldn, Iorne0.lonlh Mouods eedM1. nwepper.lallpe lap aidW hell un.IPe irv,,atod'mp head', l,eoµ'mdoowond haml.molenm #047182
w,pominanmX,llar�wo.,N.e,wemm,oeo,.4.1..,nomlem.lp000am. wommooaadddinnelmlaoaamadomoonemlmnrhm,.mXpoweule=a'mdhmwamlonm.,w,dxlae.ndpmaon,. mlammm.u,pw,iemae,weaom,mmmm�peap.n.umu+ia.uamrerma 10019Chultan(u.
Irn,YmXiX,n,wmnommiudeXnel Fyoemdnogedupemraeog Eroll.XedomM1ed melrvnpeilgn GginevimOlXe Lilaega,ugeerwlmv5p,maaiwednogaeim[a, au'ld'o,e,nmmnvde0.dblel.
rpwiah,02015Xl ildrw,,.,-xwefoods ,l.ert r.wpemmod Xi,ono,.wl,loo.pY.,,Xp,onmlue Yim Y,in.evww,awueawuwna,w,-*as.Ixmm.,JE Odando, FL 32832
Job Truss
Truss Type,
Qty Ply
61993 A02
Hip
1 1
A0533039
Job Reference o Iona
Al ROOF TRUSSES, FORT PIERCE, FL 34946, deslgn@a11Nss.ewn Run: 7.600 s Oct 3 2014 Pnnt: 7.620 s Apr 30 2015 MTek Industries, Inc. Thu Jun 25 16:14:08 2015 Page 1
ID:OMsTuGzQHS'du1T60cPcrgygv8-vQCpaUYnEoMCtw5oTgcgoLOUY7QaSCKD?SJQz2iPj
13d-0
-1-0-0 SS9 13-0-0 1 21-2-7 28A-0 2a-0-0
�1-0-0 SS9 I 7.6-7 oyp 7 i:7 a F1-0�-0
6.00 12 3k6 II 567 Dead Load Der. = 5116In
3
3a8'MT20HS=
LOADING (psf)
SPACING-
2-0-0
—Si.
DEFL.
in (loc)
UdeFl
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25 -
TC 0.83
Vert(LL)
-0.31 12-14
>999
360
MT20
244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.86
Vert(TL)
-0.6312-14
>508
240
MT20HS
187/143
BCLL 0.0 • .
Rep Stress Inv
YES
NIB 0.37
Hcrz(TL)
0.07 10
n/a
n/a
BCDL 10.0
Code FBC2010rrP12007
(Matrix-M)
Weight 124 lb
FT=O%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 14-12 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 6-0-3 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordancewith Stabilizer Installation guide.
REACTIONS. (Ib/size)
2 =
1062/0-3-8 (min. 0-1-8)
10 =
1062/0-3-8 (min. 0-1-8)
Max Horz
2 =
33(LC 4)
Max Uplift
-
2 =
-748(LC 4)
10 =
-748(LC 5)
Max Grav
2 =
1212(LC 10)
10 =
1212(LC 9)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=2096/1169, 3-4=1826/998,
4-5=1748/1019, 5-6=1592/1016,
6-7=1592/1016, 7-8=1748/1019,
8-9=1826/998, 9-10=2096/1188
BOTCHORD
2-14=937/1830,14-21=-386/1092,
13-21=386/1092, 13-22=386/1092,
12-22=38611092,10-12=-941/1831
WEBS
3-14=447/505, 6-14=-287/673,
6-12=287/673, 9-12=-447/505
NOTES-
1) Unbalanced roof live loads have been considered for
this design. '
2) Wnd: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; C-C Exterior(2);
cantilever left and right exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) All plates are MT20 plates unless otherwise
indicated.
5) All plates are 3x4 MT20 unless otherwise indicated.
6) Plate(s) at joint(s) 4, 5, 7, 8, 2, 14, 3, 6, 12, 9 and
10 checked far a plus or minus 0 degree rotation
about its center. -
7) Plate(s) at joint(s) 13 checked for a plus or minus 5
degree rotation about its center.
8) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
9) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
_bottom chord and any other members, with BCDL =
10.0psf.
10) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 748 lb uplift at
joint 2 and.748 Ib uplift at joint 10.
11) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard'
W.nir.neenammpah...ie.mn eeelhvmn,—Im
u1n,rv.,e.,pne,mm�.,em.,nemnnAe.rune.ra„oeaonmwe"t=,kmeinaAeee4,ise,emee®rmo,em�eweeemm..efnen.w:.ae.A�eemn,.,rveaAuersrvmeans.amen.yin,o„e,omd.enrnmoop✓.ae,m.i. m.awwe,,,e.pee..:w.p,.enm.n MANUEL MARIINFZ. P.f.
Iunakin.de.dIN. Tensh,., beeea:m.,.,,.,dfldnd In' O.my,E.0.nnIMEninee0,n,,.,e added, Man,....h,.einlefe, nqmi. m...... m onb 00 oeamredaI'd elme inghV, hereyeven,m,noe,imeve kmme,M1ea be me #0471RZ
I".dlall0ne16.need, and ... ,ne4oemr. nmrzelm¢ene�,ed... MIMoemmi npfmu0mnend eon e[mNmr ompenam, cape Eepherwe
w„coo.me.,,,,.,ae„en,,.:.a,andM.na.e.ueee.pe.e.,m,pheneenmin.ema na,.,,ompnm®rve,:norm.odic.ao.apne,e,rry„n,em[.p�e,,,i.eewe=uens Ao[wmm,ax,m,.,e.,aer eai.sn.i. 10019 Charlton Cir.
ropnlON®IDSeI lodirvs,n-NonuelYomne[,LElepreaunenelml,eervmm,,lo0nrlam,hpmM1ipiM.idr,inreq,minipdan Ml Ipollnner-YpnueNmOoeprt 0d0ado,0, FLFL 33R33
Job Tmss
Type
DryPly61993
A0533040
A03
-
TH�i
1 1
TJab
Reference (optional)
At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altmss.com Run: 7.600 s Oct 3 2014 Print:.7.620 a Apr 30 2015 MITek
4x4 =
4x4 =
Inc Thu Jun 25 16:14:09 2015
04 = 3x4 =
' 3x4 = 3x4 = 4z4 =
Dead Load Defl. = 318 in
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
poc)
Udell
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.60
VAN i(CL)
-0.22
9-17
>999
360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.56
Vert(TL)
-0.59
9-17
>545
240
BCLL 0.0
Rep Stress Ina
YES
WB 0.19
Hom(TL)
0.05
7
n/a
We
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
Weight: 119 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 3-10-10 oc
puriins.
BOTCHORD
Rigid ceiling directly applied or 8-7-7 oc bracing.
MTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (Ib/size)
2 =
1062/0-3-8 (min. 0-1-8)
7 =
1062/0-3-8 (min. 0-1-8)
Max Horz
2 =
33(LC 4)
Max Uplift
2 =
-738(LC 4)
7 =
-738(LC 5)
Max Grov
2 =
1212(LC 10)
7 =
1212(LC 9)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=1796/993, 3-4=1545/879,
4-5=1359/825, 5-6=1545/879,
6-7=-1796/992
BOTCHORD
2-11=930/2309, 10-11=-429/1273,
9-10=429/1.273, 7-9=-955/2320
WEBS
3-11=361/393, 4-11=-207/467,
5-9=-207/467, 6-9=361/393
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=15ft;
Cal 11; Fxp B; End., GCpi=0.18; C-C Extedor(2);
cantilever left and right exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) Plate(s) at joint(s) 4, 5, 2, 11, 3, 9, 6 and 7 checked
for a plus on minus 0 degree rotation about its center.
5) Plate(s) at joint(s) 10 checked for a plus or minus 5
degree rotation about its center.
6) This truss has been designed for a 10.0 psf bottom
chord live load nonwricument with any other live
loads.
7) • This truss has been designed for a live load of
20.Opsf on the bottom chard in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chard and any other members, with BCDL =
10.Opsf.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 738 Ib uplift at
joint 2 and 738 lb uplift at joint 7.
9) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
JIM..wannnrvpnhrrde.m•X.nofirnmml mu11m[alnAuslmmmensmmlulreur[171aXawue...Xrlva rt,iheenpnpn�errnaeem.amanlnruworapaae.mtlm0abwrx vmlumirvertvnwe.,fnwheranm. .......
... R MAHOEI MARIINE2, P.E
WleluevramplanddlMmlXrnemaWbredcanna.eoeEaXe.rU..INrlmrvleplmnfinrmammrmmepnrmree QeoemrdnrnnnmvamA.amyn,raabGrylu..... vdlNurylelmreegnrea.RrmOuM.aetlnm I. n.e:prnwmpumr,xanolemlMnr.
ruikhSryoMwal AN
A., le/o10ea.RD rfieamerivmAerueevpemm0eluileXAanipnir.ir Memnmlollhrll[dfirllGnelIm Mood edvad Rol. Rv foAvrdalnvla0erdvnYfindusvollXeanr,neLdivphmlln&rinep,XYOIIvnvvvnehm,mA,rXvahe lfie # horilo
1 rnpvmlE0rya0eluildinpanllwvod(annnarr. Xlnpinmaurn0empvntlnq,mnervnaryitleli-0n,rinnptompenwrfolehlnlomvtlnlXtn pam0elarRlovdntivnn6,eenElmpm,vlAaitlma. RHWaarenempvnahiannonitlmNrolOenvnperipmyrrmrarapnFgneernE I00I9 Chor ion Cir.
Irvrrtlwola,frtr,wbnWemndefiuilyv4NvnvgnbpebnilioghYVOlorllerii.eXed Relrvn OveilnfnglrsernXafneGildlnAarrrynrrnax6plm4plmnleroryleillley 10[oplMuellermrnenMind lolll I.
(r,A,1l®7aI51:11mlrrnm. Nnnwl nminer, P.E. 1.,r drAbad lab dommeol,la onrinm, Is rchbiled withwoev permn:unrrom Ll lmrinum.Nvnel NAngAd 9daada, It 32032
Joh Truss
Truss Type
Oly Ply
61993 A04
Hip
I
1 1
A0533041
Job Reference optional)
Al rcwr lrcuaa=b, run t rlenl.e, 11_4`4 C,¢aalgBWalllhl5a.Wm rtun]Louua V..
4x8 =
4
4x4 =
5
1= MI I CR "I...C,C], 1114 In. JCII'= 10.
Dead Load Den. = 3/16 In
3x4 =
3x4= '3x4— 3x8= 3x4=
LOADING(psQ
SPACING-
2-0-0
CSI.
I DEFL,
in (lob)
Vdefl
LJd
TCLL, 20.0
Plate Grip DOL
1.25
TC 0.63
Vert(LL)
-0.1011-14
>999
360
TCDL 7.0
Lumber DOL
1.25
BC 0.69
Vert(lL)
-0.2811-14
>999
240
BCLL 0.0 '
Rep Stress Ina
YES
WB 0.15
Hom(TL)
0.07 7
n/a
n/a
BCDL 10.0
Code FBC2010rrP12007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP Ne.2 `Except'
T2: 2x4 SP M 30
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or4-2-5 oc
puffins.
BOTCHORD
Rigid ceiling directly applied or 6-10-5 oc bracing.
WEBS
1 Row at midpt 4-9
III recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS.
fib/size)
2 =
106210-3-8 (min. 0-1-8)
7 =
1062/0-3-8 (min. 0-1-8)
Max Harz
2 =
33(LC 4)
Max Uplift
2 =
-729(LC 4)
7 =
-729(LC 5)
Max Grav
2 =
1139(LC 10)
7. =
1139(LC 9)
FORCES. Qb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=A735/998, 34=1560/934,
4-5=-1403/886, 5-6=-1560/934,
6.7=.1735/998
BOTCHORD
2-11=763/1706, 10-11=-553/1333,
9-10=553/1333. 7-9=.790/1712
WEBS
3-11=220/256, 4-11=-1021382,
5-9=101/382, 6-9=220/256
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind; ASCE 7.10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; C-C Exlerior(2);
cantilever left and night exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurtent with any other live
loads.
6)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 729 lb uplift at
joint 2 and 729 lb uplift at joint 7.
8) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
Weight 125 lb FT=0
lI
'Y•..'.rnee,enmanh,en6mwnonlnwmisliurl¢¢lumpsrmxonioasrmla¢rOomlaaxommceprulm nmraeamwlm.Iel,md,emwe,mm,u.,omp.u..neMmmdmeYrv,IwrmmUtpele,eo,ex,nhen,eme. mb„oo,,.im,neaeonaoo.mh pANUE1. MARTINEZ, P.E.
.. plel,m0A al. hih 401.mdlunelaamp,adaped,punUrien,(v,hp.uolM1pgventnu,d.nmlmny.umvn.v.nnu4Ni11,6.lede,ymn'mpl.,pmulninlnn.a,ipvvlimuvpblmdeplueammelW e.h.eeae,m.l. n.edwe,uagne.,. b.6m,vvdn.r,
'rephiGnvw meullX rap) ImetaidlYnpi, Ipmpm+idindllVo.neyn. p.mi.wnnlmtlppmlo, n.hullo'xpaeuneu'm0.,meridnell4nalgnanaheild'xVnd.vvdnVl.ID.vlW.rddih.NpvvVilddhdm.vl.E.hun, iaLSvpindlNgnwvp,'nudloAaeed h ,halo Iu.id #047187
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Job Truss
Truss Type
Qty Ply
A0533042
61993 A05G
Hip Girder
1 1
Job Reference (options
At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.cam Run: 7.600 s Oct 3 2014 Print: 7.620 a Apr 30 2015 MTek Industries, III Thu Jun 25 16:14:102015 Page 1
ID:OMsTuGzQH51fu1T60CPagyCJv8-spJa7AZ1 mQmZhVOICOMh5tf31CouPoUoXUCOJz2iPh
-1�-01 1943-0 28-8-0 128-0-0I
1-4-0 7-0-0 83-0 6-0-0
Dead Load Defl, = 5/16 in
C5
A
'a
4x4 1.5x4 II 5x8 = 1.5x4 II 4v4 9
14-03-4-0 19-6-0 26-8-0
QM7-0-0O 6-0-0 67-0-0
Plate Offsets (X Y)—
12'0-1-10 Ed0e1 [3.0-5-4 0-2-01
[4'0-2-8 0-0-121
I5'0-5-4 0-2-01
[6'0-1-10 Edoel [9:04-0 0-3-01
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
Udell
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TO
0.92
Vert(LL)
0.28
9
>999
360
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BC
0.98
Vert(fL)
-0.48
8-9
>665
240
BOLL 0.0 •
Rep Stress Ina NO
WB
0.70
HOR(TL)
0.15
6
file
ma
BCDL 10.0
Code FBC201 OffP12007
(Matrix -TA
Weight: 121 lb FT=O%
LUMBER -
TOP CHORD 2x4 SP No.2'Except"
T2: 2x4 SP M 30
SOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 .
BRACING-
TOPCHORD
Structural wood sheathing directly applied.
BOTCHORD
Rigid ceiling directly applied or4-0-15 cc bracing.
MITek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation nuide.
REACTIONS.
(lb/size)
2 =
1827/0-3-8 (min. 0.2-5)
6 =
182710-3-8 (min. 0-2-5)
Max Horz
2 =
33(LC 4)
Max Uplift
2 =
-1297(LC 4)
6 =
-1300(LC 5)
Max Grav
2 =
1948(LC 20)
6 =
1950(LC 19)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=3498/2163, 3-17=-4082/2658,
17-18=4082/2658, 4-18=4082/2658,
4-19=4082/2658, 19-20=-4082/2658,
5-20=-4082/265B, 5-6=3503/2169
BOTCHORD
2-10=1747/3032,10-21=-1749/3051,
21-22=-1749/3051, 9-22=1749/3051,
9-23=1758/3057, 23-24=1758/3057,
8-24=1758/3057, 6-8=1756/3038
WEBS
3-10=-47/553, 3-9=73711137,
4-9=-796/848, 5-9=730/1166,
5-8=47/553
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=15ft.
Cat. II; Exp B; Encl., GCpi=0.18; C-C Exlerior(2);
cantilever left and right exposed ;end vertical left
exposed; Lumber DOL=1,60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
pairing.
4) Plates checked fora plus or minus 0 degree
rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
loads.
6) • This truss has been designed for a live load of
20.Opsf an the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chard and any other members.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 1297 No uplift
at joint 2 and 1300 lb uplift at joint 6.
8) 'Semi -rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
9) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 318
lb down and 373 lb up at 7-0-0, 158111 down and 195
lb up at 9-0-12, 158 lb down and 195 lb up at 11-0-12
, 158 lb down and 195 lb up at 13-0-12, 158 lb down
and 195 lb up at 13-74, 158 No downand195 lb up at
15-7-4, and 158 lb down and 195 lb up at 17-7-4, and
311 lb down and 367 No up at 19-8-0 on top chord,
and 306 lb down and 1571bup at 7-0-0, 65 Ib down at
9-0-12, 65 No down at 11-0-12, 65 lb down at 13-0-12,
65 Ib down al 13-7-4, 65 Ib down at 15-7-4, and 65 Ib
down at 17-7-4, and 306 lb down and 157 Ib up at
19-7-4 on bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
10) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead +Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (plf)
Vert 1-3=54, 3-5=54, 5-7=-54, 11-14=-20
Concentrated Loads (lb)
Standard
Vert: 3=-133(F) Sm-133(F) 10=251(F) 9=79(F)
4=-174(F) 8=251(F)'17=-87(F) 18=-87(F)19=-87(F)
20=87(F) 21=40(F) 22=-40(F) 23=40(F) 24=40(F)
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MANNEL MARTINEZ, P.E.
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eiMhilirymore ism vllo, True for ooyru0fio0iism arms..M..of.,nrylbdheme oriredvpmrd1rope00nipwr.opemM441b11rdallgdshm!4 Plod
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IrmeYmehMnyeeYuo16mro1r6ne11YeWmMvgeedrpveMniliog Eyolly,NJe,vhed lEJrvnOnigpFgleenhllplMelulEep OeJpennl,xr SlilmagivevrmrevYMe�941(ppitllndle,murendrrurdb1141.
E. sh, C 201561 Roof Lvmf.Mo..[Vmdm, P.I. ImpodmMnof ism issues, To for lme,Is prvlilild!with otin pMluivn6ee A-1 Rod hpsp- YmoelNmlimr, P.F. Orlando, FL 32131
Job Truss
Truss Type
Qty Ply
61993 A06
HIP CAT
1 1
Jab Reference (optional)
At ROOF TRUSSES, FORT PIERCE, FL 34945, design@allmss.wm Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Jun 25 16:14:11 2015 Pagel
1 D:OMsTuGzQH5Uul TGOCPcrgyCjv8-K7tyCWaIXjuQJfbVmxOXEIQsFIardx6eOBDWZ2iPg-
138-0
-14-0 55-9 13- - 1 21-z-7 28d-0
14-0 55-9 75-7 40-V 7: 555
6.0012 3x-0SII.,
567 Dead Load Dell. = 5/18 in
d
d
3x8 MT20HS=
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (roc)
I/deft
L/d
PLATES
GRIP
TOLL 20.0
Plate Grip DOL
-1.25
TC 0.83
Vert(LL)-
-0.31 11-13
>999
360
MT20
244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.86
Vert(TL)
-0.6311-13
>509
240
MT20HS
187/143
BOLL 0.0 '
Rep Stress Incr
YES
WE 0.37
Horz(TL)
0.07 10
n/a
n/a
BCDL 10.0
Cade FBC2010rrP12007
(Matnx-M)
Weight 122 No
FT=0%
LUMBER -
TOP CHORD 2x4 SP No.2
SOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 14-12 oc
purins.
BOT CHORD
Rigid ceiling directly applied or 5-10-9 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation aide.
REACTIONS. (lb/size)
2 =
1063/0-3-8 (min. 0-1-8)
10 =
986/Mechaniml
Max Harz
2 =
72(LC 4)
Max Uplift
2 =
-748(LC 4)
10 =
-614(LC 5)
Max Grass,
2 =
1212(LC 10)
10 =
1135(LC 9)
FORCES. (to)
Max. Comp./Max. Ten. - All forces 250 fib) or less except
when shown.
TOPCHORD
2-3=-2097/1190, 34=-182711000,
4-5=1749/1021, 5-6=1593/1018,
6-7=-1595/1020, 7-8=1750/1023,
8-9=-Q829/1002, 9-10=2100/1194
SOT CHORD
2-13=-982/1825,13-20=42711086,
12.20=427/1086, 12-21=427/1086,
11-21=427/1086, 10-11=985/1827
WEBS
3-13= 447/505, 6-13=-286/672,
6-11=290/675, 9-11=449/507
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10: Vult=160mph (3-second gust)
Vasd=124mph;.TCDL=4.2psf; BCDL=S.Opsf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; C-C Exlerior(2);
cantilever left and right exposed ; and vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
pending.
4) All plates are MT20 plates unless otherwise
indicated.
5) All plates are 3x4 MT20 unless otherwise indicated.
6) Plate(s) at joint(s) 4, 5, 7, 8, 2, 13, 3, 6,11, 9 and
10 checked for a plus or minus 0 degree rotation
about its center.
,7) Plate(s) at joint(s) 12 checked for a plus or minus 5
degree rotation about its center.
8) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
9) r This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members, with BCDL =
10.Opsf.
10) Refer to girder(s) for truss to truss connections.
11) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 748 No uplift at
joint 2 and 614 lb uplift at joint 10.
12) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
were.0.... sh—d.n.is. met.111UIneffiMIDI ORILMISIM1A411M10NIhtN[rlumlwdeOrmem.yrnlYdniq^ym®,lenmd... d^mrmm+umroedl^pe.i^Ifrim=^dmwe=.IuenmeLVEveNner.umnn.,.mr. bhurli..iumndmmeaa.®h MANUEL MARTINEZ, P.E.
QWLIm.v4.gle.,sI.fi brad k,&.110. er..6d lurrvrr Adpn[nai..rif a.11erlmryagioeerfineeemm®rlovngnu...... 0..eln.weimaoa nl...imq,eri..vlel Never Adl^a Is. dmie T—dryiaede. Its lOUedd,u.mr m.I. n.duu+ iseer,vinlie0 gnedmm+,
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eerpen4lNryvIMelWYmpnigmm.dfvnnmev NmwunvmbAenvednq,mYnmdpeltlelvullArlelNmq(empe.emu.lerylnlmmofimlxn prNidrdlllllvdlr[lmnnlnm,dlml.... lleif.re. nllAfivrveeuwvrlfieu^ddvvvrdwmilmrhvlmbl ... On,ingNeeemd 10019(Ilndton Or.
IemrY®.k0unr,unYn Nlmivdefi^ed1Ye4.rtaegnedepnle.dli.g1Y e01mk+i.nLed llJr.nledgnfegleeerle1010e1udGeg Oeugev.rlemr SYdemagisseelmorYN'iltli^411r.lEAvedle,mr ere ndefivedle ItF1.
5vlvIghe0 13AI vdlmss.s-Nvmnlamlirgl.FlepedmdvnvllNrdemmml,Ivvnylmn,i+Ie.M1lNdrvlrwnevpermbdenM1vmkl lvvfimrrepNm^velNmnneLl.S Orlando, EL 02R32
Job Truss
Truss Type
Oty Ply
61993 AO7
Roof Special
1 1
AO533O44
Job Reference (optional)
A7 ROOF TRUSSES, FORT PIERCE, FL 34946, design@altmss.com Run: 7.600 s Oct 3 2014 Prim: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Jun 25 16:14:11 2015 Page 1
ID:OMSTUGzCH5iful T6OcPcrgyCjve-K.7tyCWafXjuOJfbVmxOXEIOt3leidneOBDNAz21Pg
26E-0
-t-0-0 7511-0-0 1S&0 18Ea 19-2.8 224i-0 24-8-2 26-4-8
14-0 7S9-9 387 I 4- 2-00-0 3-2-04 2-2-12 I 1AE03^A
4x4 =
5x6 C
5 1.5x46
Deed Load Deb.=3/8 in
4x4 = 3x8 = 3x4 = 3x4 = 6zB =
11-0-0 15-8-0 18-8-4 28-8-0
11-0-0 ~2-10-4 ~ 8-1-72
Plate Offsets (X Y)-- f2:0-2-8 Ed0e1 f5:0-1-12 0-1-121 [9:0-1-8
0-1-e1 f10:0-8-0 0-0-41
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in (roc)
I/deg
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.71
Vert(LL)
-0.26 10-11
>999
360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.62
Vert(TL)
-0.68 10-11
>470
240
BCLL 0.0
Rep Stress Ina YES
WB 0.19
Horz(TL)
0.06 10
n/a
n1a
BCDL 10.0
Code FBC20101TP12007
(Matrix-M)
Weight: 149 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 4-0-7 cc
puffin, except end verticals. Except:
1 Row at midpt 6-8
BOTCHORD
Rigid ceiling directly applied or 7-3-15 cc bracing.
JOINTS
1 Brace at Jt(s): 8 -
MiTek recommends.that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. (lb/size)
10 =
961/Mechaniral
2 =
108010-3-8 (min. 0-1.8)
Max Horz
2 =
339(LC 4)
Max Uplift
10 =
-577(LC 5)
2 =
-721(LC 4)
Max Grav
10 =
1023(LC 9)
2 =
1156(LC 10)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-1721/955, 3-0=-14161841,
4-5=-12427791, 5-6=-1385/808,
6-7=-1412/894, 7-8=-1520/990,
8.1 0=-1 5241983, 9-10=257/140
BOTCHORD
2AZI=l 172/2356, 12.13=686/1231,
11-12=686/1231, 10-11=892/1458
WEBS
3-13=364/393, 4-13=196/418,
5-11=118/376, 7-11=3301293
NOTES- .
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=i60mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft;
Cat. 11; Exp B; Encl., GCpi=0.18; C-C Exterior(2);
cantilever left and right exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) Plate(s) at joint(s)4, 5, 10, 6, 2, 13, 3, 11, 7, 9 and
8 checked for a plus or minus 0 degree rotation about
its center.
5) Plate(s) at joint(s) 12 checked for a plus or minus 5
degree rotation about its center.
6) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
loads.
7) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 677 lb uplift at
joint 10 and 721 lb uplift at joint 2.
10)'Semi-rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
11) Graphical purlin representation does not depict the
size or the orientation of the purlin along the top and/or
bottom chord.
LOAD CASE(S)
Standard
Va.Xp.nmvnmwpfiryudwmrduomnum PaulnpauunlmumXpinoXsonmg4rtl1s1Awpmmwnrmm rrmyardoXp.rmwlenmanmeomnw,Lnronipeprp.ylmpbdlbwrvaumnr,eudwew.mmhrnwm. rmm,enw.iw,rvmnemenp.pery MANUEL MARTINEZ, P.E.
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("I,hl®1plr A.l rod Lawn. Noo,d0m1mryeL bprodelon of fusdommeet,ivvoylmm, Is pthoia ld.imvemeegrifl.W LemA I looltwmew romdMorrole,r.L 9dmmdl, EE JE917
Jab Truss
Truss Type
Qly Ply
-
A0533045
61993 A08
Half Hip
1 1
�Job
Reference a icne
A7 ROOF TRUSSES, FORT PIERCE, FL 34946, deslgn(dallmss.com Run: 7.620 s Apr 15 2015 Print 7.620 s Apr 30 2015111 Industries, Inc. Thu Jun 25 16:14:12 2015 Page 1
ID:OMsTuGzQH58u1T6OcPagyCfva-oCRKOsbHllOHxpAhKeYmnWz?RSxOMFanFlz)SBz21PII,
13-8-12 22-14 26-M
44>72 1 8-6-8 1 4-6-12 '
4x4 = 3x4 = 3x6 = 31 _ Deay_IWRJIDefi. = 1141n
3 4 5 6 7
GO
3x6 =
3x4 = 3x4 = 3x4 = 5x6 =
947-0 17-10-0 2&8-0
9-0-0 B-10-0 8-10-0 1
Plate Offsets (X,Y)—
12:0-2-12,0-1-81, T3:0-2-4,0-2-41,
18:0-3-0,0-2.121
LOADING(psf)
SPACING- 2-0-0
Cal.
DEFL.
in
(roc)
I/defl
L/d
PLATES GRIP '
TOLL 20.0
Plate Grip DOL 1.25
TC 0.93
Vert(LL)
-0.15
8-9
>999
360
MT20 244/190
TOOL 7.0
Lumber DOL 1.25
BC 0.78
Vert(TL)
-0.39
8-9
>809
240
BOLL 0.0 •
Rep Stress Ina YES
WB 0.94
Hoa(fL)
0.06
8
n/a
rue
BCDL 10.0
Code FBC2010frP12007
(Matrix-M)
Weight: 132 lb FT:
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied, except end
verticals.
BOTCHORD
Rigid ceiling directly applied or6-1-15 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during trusserection, in
accordance with Stabilizer Installation guide.
REACTIONS. pb/size)
8 =
960/1slechanical
2 =
107810-3-8 (min. 0.1-8)
Max Hoiz
2 =
364(LC 4)
Max Uplift
8 =
-564(LC 5)
2 =
-713(LC 4)
Max Grav
8 =
1013(LC 9)
2. =
1146(LC 10)
FORCES. (lb)
Max. Comp./Max. Ten. -All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=2005/1301, 3-4=-1358(795,
4-5=1268/665, 5-6=-1268/665
BOTCHORD
2-11=2040/2675, 10-11=896/1502,
9-10=896/1502, 8-9=-527/861
WEBS
3-11=32/399, 4-11=317/146,
4-9=-342/337, 6-9=202/595,
6-8�12207764
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult--160mph (3-second gust)
Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=l SM
Cat II; Exp B; Encl., GCpi=0.18; C-C Extedor(2); .
cantilever left and right exposed; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
pending.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrenl with any other live
loads.
6) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 564 It, uplift at
joint 8 and 713 It, uplift at joint 2.
9) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
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993 IA09G IHALF HIP GIRDER
Dead Load Defl. - 5/16 in
ew —
44 1.5x4 II 5x8 = 3x6 = 4x6 II
7-0-0 13-75 %14 2&8-0
741-0 67_5 —I 65-9 6-7-2
Plate Offsets (X Y)—
f2:0-1-9 Edoel f3:0-5-4 0-2-01
18:Edge 0-3-81
19:0-2-e 0-1-81
f10:0-2-8 0-3-41
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL,
in floc)
I/defi
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.83
Vert(LL)
0.25 10
>999
360
MT20
2441190
TCDL 7.0
Lumber DOL 1.25
BC
1.00
Vert(TL)
-0.46 10-11
>694
240
Ari
1871143
BCLL 0.0 as
Rep Stress Ina NO
WB
0.67
Hom(TL)
0.10 8
n/a
race
BCDL 10.0
Code FBC2010frP12007
(Matrix-M)
Weight: 134 lb
FT=O%
LUMBER-
TOPCHORD 2x4 SP M 30 'Except-
T1: 2x4 SP No.2
BOTCHORD 2x4 SP No.2'Except'
B2: 2x4 SP M 30
WEBS 2x4 SP No.3 *Except*
W2,W3: 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied, except end
verficals.
BOTCHORD
Rigid ceiling directly applied or 4-4-1 are bracing.
WEBS
T-Brace: 2x4 SYP No.3 - 7-9
Fasten (2X) T and 1 braces to narrow edge of web with
lad (0.131"AAW) nails, bin o.c.,with 31n minimum end
distance.
Brace must cover 90% of web length.
MiTek recommends that Stabilizers and required
cross bracing be Installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (Lb/size)
8 =
1792/Mechaniwl
2 =
172410-3-8 (min. 0-2-3)
Max Harz
2 =
21 4)
Max Uplift
8 =
-1172(LC 5)
2 =
-1192(LC 4)
Max Great
8 =
1878(LC 19)
2 =
1843(LC 20)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=3277/1939, 3-15=371612328,
15-16=371612328,16-17=-3716/2328,
4-17=3716/2328, 4-18=3746/2360,
5-18=3746/2360, 5-19=374612360,
19-20=374EIQ360, 6-20=3746/2360,
6-21=277111733, 21-22=2771/1733,
22-23=2771/1733. 7-23=2771/1733,
7-8=1767/1212
TOPCHORD
2-3=-3277/1939, 3-15=-3716/2328,
15-16=-3716/2328,16-17=-3716/2328,
4-17=-371612328, 4-18=-3746/2360,
5-18=-3746/2360,5-19=-3746/2360,
19-20=-3746/2360, 6-20=3746/2360,
6-21=-2771/1733, 21-22=2771/1733,
22-23=2771/1733, 7-23=2771/1733,
7-8=-1767/1212
BOTCHORD
2-11=1819/2890, 11-24=1821/2909,
24-25=1821/2909, 25-26=1821/2909,
10-26=-1821/2909,10-27=-1733/2771,
27-28=-1733/2771, 28.29=-1733/2771,
9-29=-1733/2771
WEBS
3.11=461563, 3-10=582/1012,
4-10=-702f736, 6-10=-712/1107,.
6-9=-1222/1076, 7-9=-1937/3098
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult--160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft;
Cat II; Exp B; Encl., GCpi=0.18; C-C Extenor(2);
cantilever left and night exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) All plates are MT20 plates unless otherwise
indicated.
5) Plates checked for a plus or minus 0 degree
rotation about its center.
6) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurent with any other live
loads.
7) As This truss has been designed for a live load of
20.0psf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0.0 wide will fit between the
bottom chord and any other members.
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss
,to bearing plate capable of withstanding 1172 lb uplift
at joint 8 and 11921b uplift at joint 2..
10) "Semi -rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
11) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 158
Ib down and 195 lb up at 7-0-0, 158 lb down and 195
Ib up at 9-0-12, 158 No down and 195 lb up at 11-0-12
,158 lb down and 195 lb up at 13-0-12, 158 lb down
and 195 Its up at 15-0-12, 158.Ib down and 195 No up
at 17-0-12, 158 lb down and195lb up at 19-0-12,
1581b down and 1951b up at 21-0-12, and 158 lb
down and 195 lb up at 23-0-12, and 158 No down and
195 lb up at 25-0-12 on top chord, and 306 No down
and 157 Ito up at 7-0-0, 65 lb down at 9-0.12, 65 lb
down at 11-0-12, 65 lb down at 13-0-12, 65 Ib down
at 15-0-12. 65 lb down at 17-0-12. 65 lb down at
19-0-12, 65 No down at 21-0-12, and 65 lb down at
23-0-12, and 65 No down at 25-0.12 on bottom chard.
The design/selection of such connection device(s) is
the responsibility of others.
12) Warning: Additional permanent and stability
bracing for truss system (not part of this component
design) is always required.
13) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Reof Live (balanced): Lumber Inaease=1.25
, Plate Increase=1,25
Uniform Loads (pit)
Vert: 1-3=54, 3-7=-54, 8-12=-20
Concentrated Loads (Ib)
Vert: 3=87(B) 11=251(8) 15=-87(B) 16=-87(B)
17=87(13) 18=-87(B) 19=-871 20=-87(B)
21=87(8) 22=-87(B) 23=-87(B) 24=40(B)
26=40(B) 26=-40(B) 27=40(B) 28=40(B)
29=40(B) 30=40(B) 31=40(B) 32=40(B)
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Job Truss
Truss Type
Qry Ply
61993 801G
Common Girder
1 2
A0533047
Job Reference o ono
Al ROOF TRU55E5, FORT PIERCE, FL 34946, deslgng?a1truss.com Run: 7.600s Oct 32014 Print:7.620 s Apr 302015 MiTek Industries, Inc. Thu Jun 25 16:14:13 2015 Pagel
ID:OMsTuGzQH5iru1T6OcPcrgyCjv8-G09idBcv3L88Yz0uM3?JUE?VKAShGxU V s—dz2iPe
14-0 411-7 We 14-4-9 19- -0
1 1-4-0 I 4-11-7 4A-9 4-8-9 1 4-11-7
4x4 =
US26
uno — 3411 THD26 7x8 = JUS26 JUS26 3x6 II JUS26 3x8 =
JUS26
JUS26
411-7 9A-0 14d-9 19- -0
4-11-7 4.8-9 4-8-9 411-7
13
Dead Load Den. = 3/16 in
Plate Offsets_(X,Y)—
(2:0-10-4,0-1-91.(6:0-104,0-1-91. Pr044,0-1-81.(8:04-0,04-81.
19:044,0-1-81
LOADING(psf)
SPACING- 2-0-0
CS1.
DEFL. in
(roc)
Vdeg
L/d
PLATES GRIP
TCLL 20.0
Plate Gdp DOL 1.25
TC
0.62
Vert(LL) 0.17
8-9
>999
360
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BC
0.55
Vert(TL) -0.31
8-9
>738
240
BCLL 0.0
Rep Stress Inv NO
WB
0.97
Horz(TL) 0.07
6
nla
n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
Weight: 215 lb FT=Ok
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x6 SP 240OF 2.0E
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 3-6-5 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 10-0.0 ac bracing.
REACTIONS. (lb/size)
6 =
553610-3-8 (min. 0-2-5)
2 =
3486/0-3-8 (min. 0-1-8)
Max Harz
2 =
72(LC 4)
Max Uplift
6 =
-2355(LC 5)
2 =
-1760(1C 4)
Max Grav
6 =
5536(LC 1)
2 =
3486(LC 1)
FORCES. fib)
Max. Comp./Max. Ten. -All forces 250 (Ib) or less except
when shown.
TOP CHORD
2J=7555/3562, 34=-6058/2782,
4-5=-6074/2784, 5-6=9221/3975
BOTCHORD
2-9=3092/6711, 9-14=3092/6711,
14-15=3092/6711, 8-15=3092/6711,
8-16=3474/8197. 16-17=3474/8197.
7-17=3474/8197, 7-18=-3474/8197,
18-19=-3474/8197, 6-19=-3474/8197,
6-20=3458/8169
WEBS
4-8=-2216/5103, 5-8=-3141/1367,
3-8=1489/941, 3-9=504/1095,
5-7=842/2476
NOTES-
1) 2-ply truss to be connected together with 12d
(0.131r'x3.25'1 nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0
oc clinched.
Bottom chords connected as follows: 2x6.2 rows
staggered at 0-0-0 oc clinched.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc
clinched.
2) All loads are considered equally applied to all plies,
except if noted as front (F) or back (B) face in the
LOAD CASE(S) section. Ply to ply connections have
been provided to distribute only loads noted as (F) or
(B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered
for this design.
4) Wind: ASCE 7.10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; C-C Exterior(2);
cantilever left and right exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
5) Plate(s) at joint(s) 6, 2, 4, 5, 3, 9 and 7 checked for
a plus or minus 0 degree rotation about its center.
6) Plate(s) at joint(s) 8 checked for a plus or minus 2
degree rotation about its center.
7) This truss has been designed for a 10.0 par bottom
chord live load nonconcument with any other live
loads.
8) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chordand any other members.
9) Provide mechanical connection (by others) of truss
to bearing plate capable ofwithstanding 2355 to uplift
at joint 6 and 1760 lb uplift at joint 2.
10) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
11) Use USP THD26 (With, 16d nails into Girder &
NASD nails into Truss) or equivalent at 7-0-12 from
the left end to connect truss(es) A09G (1 ply 2x4 SP)
to front face of bottom chord.
12) Use USP JUS26 (With 10d nails into Girder & led
nails into Truss) or equivalent spaced at 2-0-0 oc max.
starting at 9-0-12 from the left end to 18-114 to
connect truss(es) A08 (1 ply 2x4 SP), A07 (1 ply 2x4
SP), A06 (1 ply 2x4SP), A01 (1 ply 2x4 SP) to front
face of bottom chord.
13) Fill all nail holes where hanger is in contact with
lumber.
LOAD CASE(S)
Standard
1) Dead.+ Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (plf)
Vert: 14=54, 4-6=54, 2-6=-20
Concentrated Loads (lb)
Vert: 14=-1772(F) 15=-940(F) 16=941(F)
17=966(F) 16=-966(F) 19=-966(F) 20=966(F)
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61993 IB02 ' IHip I I 1I AO533O48
-7-0-0 5-2-9 460 9a-0 141-7 19d0 20.8-0,
o-e-0
3x4 = 3x6 II Dead Load Dee. = 3116 in
3x4 =
4 5 6
3x4 = Sx8 = 3x4 =
LOADING(psq
SPACING-
2-0-0
TCLL
20.0
Plate Grip DOL
1.25
TCDL
7.0
Lumber DOL
1.25
BCLL
0.0 he
Rep Stress Ina
YES
BCDL
10.0
Code FBC20101TP12007
LUMBER -
TOP CHORD_ 20A4 SP No.2
BOT CHORD 2x4 SPNo.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-3-3 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 8-0-1 oc bracing.
III recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
79110-3-8 (min. 0-1-8)
8 =
79110-3-8 (min. 0-1-8)
Max Holz
2 =
33(LC 4)
Max Uplift
2 =
-577(LC 4)
8 =
-577(LC 5)
Max Grav
2 =
856(LC 10)
8 =
856(LC 9)
FORCES. Qb)
Max. Comp./Max. Ten. - All farces 250 (b) or less except
when shown.
TOP CHORD
2-3=1193T751, 3-0=924/571,
4-5=-802/561, 5-6=-802/581,
6-7=924/571, 7-8=11921750
BOTCHORD
2-10=529/1227, 8-10=532/1239
WEBS
3-10=319/346, 5-10=241/499,
7-10=319/346
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wnd: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf,'BCDL=S.Opsf; h=15tp
CaL 11; Exp B; Encl.. GCpi-0.18; C-C Extedor(2);
cantilever left and right exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
CSI.
DEFL.
in (too)
I/de0
L/d
TO 0.32
Vert(LL)
-0.11 10-16
>999
360
SC 0.73
Vert(TL)
-0.29 10-16
>804
240
NIB 0.17
Haz(TL)
0.03 8
n/a
n/a
(Matrix-M)
4) Plates checked for a plus or minus 0 degree
rotation aboutits center.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
loads.
6)'Thas truss has been designed fora live load of
20.0psf on the bottom chord in all areas where a
rectangle 3.6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 577 NO uplift at
joint 2 and 577 lb uplift at joint 8.
8) "Semi -rigid pitch breaks with fixed heels" Member
end fixity made] was used in the analysis and design
of this truss.
LOAD CASES)
Standard
2
4
PLATES GRIP
MT20 244/190
Weight: 87 lb FT=O%
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Jab Truss
Truss Type
Qry Ply
AO533O49
fi1993 BO3G
Hip Girder
1
'
Jo b Referenceo Iona
At ROOF TRUSSES, FORT PIERCE, FL34946,design@a1truss.com Run:7.620s Apr 152015 Pnnt: 7.620 s Apr 302015 MITeK
ID:OMSTUGzQH5ifu1T6OcPrxgyC va-ka2a
-13-0 k0 1 4-0 194-0
1-4-0 M 1 64_0 7-0-0
Syedel NAILED Special
bx6 =
Inc. Tnu Jun 2b 16:
3x4
1.EM 11 3x4 1.5x4 11 3x4 =
= NAILED
Spatial Special
NAILED
Dead Load Defl. = V8 In
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Udell
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.95
Vert(LL)
0.29
7-9
>790
360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.70
Vert(TL)
-0.24
7-15
>986
240
BCLL 0.0 '
Rep Stress Ina
NO
WB 0.21
Horz(fL)
-0.07
5
n/a
nla
BCDL 10.0
Code FSC201017PI2007
(Matrix-M)
Weight 75lb FT = 0
LUMBER -
TOP CHORD 2x4 SP No.2 *Except*
T2: 2x4 SP M 30
SOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 3-5-3oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 3-5-7 oc bracing:
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. Qb/size)
2 =
1302/0-3-8 (min.
0-1-10)
5 =
1302/0-3-8 (min.
0-1-10)
Max Hors
2 =
33(LC
4)
Max Uplift
2 =
-1414(LC
4)
6 =
-1411(LC
5)
Max Grev
2 =
1361(LC
20)
5 =
1359(LC
19)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shaven.
TOPCHORD
2.3-2218/2472, 3-16=1961/2314,
16-17=-1961/2314, 4-17=1961/2314,
4-5=2216/2471
BOT.CHORD
2-9=-2026/1892, 9-18=204711909,
8-18=2047/1909,8-19=-2047/1909,
7-19=-2047/1909, 5-7=2026/1892
WEBS
3-9=517/542, 4-7=-522/542
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vull=160mph (3-sewnd gust)
Vasd=124mph; TCDL=4:2psf; BCDL=5.Opsf, h=15ft;
Cat II; Exp B; End., GCpi=C.18; C-C Exterior(2);
cantilever left and right exposed ; end verticel left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
loads.
6) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 1414 lb uplift
at joint 2 and 1411 No uplift at joint 5.
8) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
9) "NAILED" indicates 3-1 Od (0.148"x3") or 3.12d
(0.148"x3.25'I toe -nails. For more details referto
MiTek's ST-TOENAIL Detail.
10) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 310
Ib down and 370 lb up at 7-0-0, and 316 Ib down and
377lb up at 12-4-0 on top chard, and 286 lb down
and 447 lb up at 7-0-0„and 286 lb down and 44716
up at 12-3-4 on bottom chard. The design/selection
of such connection device(s) is the responsibilily'of
others.
11) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (plf)
Vert 1-3=54, 3.4=-54, 4.6=54, 10.13=-20
Concentrated Loads (Ib)
Vert: 3=134(B) 4=134(B) 9=251(B) 7=251(B)
16=87(B)17=87(B) 18=40(13) 19=40(B)
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wpnipnl®lglswl lme,enn.ummiunbm,r.g. upedmnmdlu:dwmevJomrh,bn,niened.eE.mlrvpervdammromkl pmn,,,:n.mmeixmleeyetI Odandp, FL 3ZA31
C01G IHhpGirder 1 I 1 A0533050
Special
13
3x4 = Spetlall Sx4 II3x4 =
Special
Dead Load Den. - Ila In
Plate Offsets (X,Y)--
r2:0-0-12 Edcel r3:0-1-7 0-2-91
r5:0-1-7 0-2-91 r6:0-0-12 Edge)
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
Well
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.82
VaR(LL)
0.23
8-11
>820
360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.58
Vert(TL)
-0.19
8-11
>993•
240
BCLL 0.0
Rep Stress Inc' NO
WB 0.30
HOrz(rL)
-0.04
6
Ire
n/a
BCDL 10.0
Code FBC201 O/TP12007
(Matrix-M)
Weight: 60111 FT=O%
LUMBER -
TOP CHORD 2x4 SP N0.2'Except•
T2: 2x4 SP M 30
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-0-6 oc
puriins.
BOTCHORD
Rigid ceiling directly applied or 5-3-2 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (Ib/size)
2 =
1075/0-8-0 (min. 0-1-8)
6 =
107210-8-0 (min. 0-1-8)
Max Horz
2 =
32(LC 4)
Max Uplift
2 =
-1594(LC 4)
6 =
-1590(LC 5)
Max Gr ov
2 =
1075(LC 1)
6 =
1072(LC 1)
FORCES. gb)
Max. Comp.lMax. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-1622/2169, 3-4=-1378/2014,
4-5=-1378/2014, 5-6=-1623/2152
BOTCHORD
2-15=2837/1761, 8-15=-1740/1375,
8-16=-1740/1375,6.16=-2831/1746
WEBS
4-8=1113f/91
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wlnd: ASCE 7-10; Vult=l60mph (3-second gust)
Vasd=124mph; TCDL=4.2pst, BCDL=5.Opsf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; C-C Exterigr(2);
cantilever left and right exposed ; and vertical left
exposed; porch left exposed; Lumber DOL=1.60 plate
grip DOL=1.60
3) Provide adequate drainage to prevent water
pending.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5) This truss has been designed for a 10.0 pal bottom
chord live load nonconcurrent with any other live
loads.
6) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-D-0 wide will fit between the
bottom chord and any other members.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 1594 lb uplift
at joint 2 and 1590 On uplift at joint 6.
8) "Semi -rigid pitchbreaks with fixed heels'' Member
end fixity model was used in the analysis and design
of this truss.
9) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 327
lb down and 389 Ib up at 7-0-0, and 3271b down and
389 Ib up at 9-0.0 on top chord, and 430 Ib down and
492111 up at 7-0-0, and 430 lb down and 492 Ib up at
8-11-4 on bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
10) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Rookive (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=54, 3-5=-54, 5-7=-54, 9-12=-20
Concentrated Loads (lb)
Vert: 3=139(13) 5=-139(B) 15=-267(B) 16=-267(B)
xme:q.nmmn.,rvpldl..,n. MANOR MARTINEZ, P.E.
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Job Truss
Truss Type
Cry Ply
A0533051
61993 CO2
Common
1 1
Jab Reference o Iona
Al Kl InuaJel, runt riertw, rL 39tl9o, Ye51gA l[rYJlwai.W 111
RYII: /.OLV ] Mr11 JV NlJ rlllll. /.VCV I,MI .]V CU IJ IVY ICI,
5x6 =
3
3x4 = 1.5x4 11 3x4 =
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(lac)
Well
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.71
Ven(LL)
0.18
6-12
>999
360
TCDL 7.0
Lumber DOL
1.25
BC 0.58
skal L)
.0.15
6-12
>999
240
BCLL 0.0
Rep Stress Ina
YES
WB 0.18
Hoa(TL)
0.01
4
n/a
n/a
BCDL 10.0
Code FBC2010/1PI2007
(Matdx-M)
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 5-2-12 oc
pudins.
BOTCHORD
Rigid ceiling directly applied orb-0-7 oc bracing.
M7ek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordancewith Stabilizer Installation aide.
REACTIONS. (Ib/size)
2 =
668/0-8-0 (min. 0-1-8).
4 =
668/0-M (min. 0-i-8)
Max Holz
2 =
32(LC 4)
Max Uplift
2 =
-1118(LC 4)
4 =
-1118(LC 5)
Max Grav
2 =
670(LC 10)
4 =
Ell 9)
FORCES. (lb)
Max. Comp./Max, Ten. - All forces 250 (lb) or less except
when shown.
T0PCH0R6
2.3=A 17912027, 34=118112032
BOTCHORD
2-6=2627/1603, 4-6=-2650/1615
WEBS
3.6=-543/319
NOTES-
1) Unbalanced roof live loads have been considered for
this design..
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf, BCDL=5.0psf, h=15ft;
Cat. II; Exp B; End., GCpi=0.18; C-C Extedor(2);
cantilever left and right exposed ; end vertical left
exposed; porch left exposed; Lumber DOL=1.60 plate
grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation
about its center.
4) This truss has been designed for a 1(1.0 psf bottom
chord live load nonconcument with any other live
loads.
5) • This truss has been designed for a live load of
20.0psf on the bottom chord in all areas where a
rectangle 3-6-0 tall. by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Provide mechanical connection (by others) of truss
to beading plate capable of withstanding 1118lb uplift
at joint 2 and 1118 Ib uplift at joint 4.
7) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
Dead Load Defl. = 1R in
i
PLATES GRIP
MT20 244/190
Weight: 61 lb FT=O%
wem:rnraYnaee.q�ry,xi..mrwoorMANUEL MARTINEZ, P.E.
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993 CJ1 ICorner Jack . 116 I 1I A0533052
1� o all-11
' 1-4-0 I all-11
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Il l
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.18
Vart(LL)
0.00
7
>999
360
MT20 2441190
TCDL 7.0
Lumber DOL
1.25
BC 0.03
Vert(TL)
0.00
5
>999
240
BCLL 0.0 '
Rep Stress Ina
YES
WB 0.00
HOrz(TL)
0.00
2
me
n/a
BCDL 10.0
Code FBC2010frP12007
(MaMx-M)
Weight 6lb FT=0
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOP'CHORD
Stmctural wood sheathing directly applied or 0-11-11 cc
pu tins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 cc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer installation quide.
REACTIONS. All bearings 0-11-5 except tit --length)
3=Mechanical.
(lb) - Max Harz
2=114(LC 4)
Max Uplift
All uplift 1001b or less aljoint(s) 3,
4, 4 except 2=-310(LC 4)
Max Grev
All reactions 250 No or less at joints)
3, 2, 4, 2
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7.10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15f ;
Cat. II; Exp B; End., GCpi=0.18; C-C Exterior(2);
cantilever left and right exposed ; end vertical left
exposed; porch left exposed; Lumber DOL=1.60 plate
grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 lost bottom
chord live load nonconciTnent with any other live loads.
4)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-0-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Refer to girders) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) 3, 4 except Qt=lb) 2=310, 2=310.
7) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
vmrbrnr„rn,a.vvMdu.mrxIlow MANUEL.IAARTINEZ, P.L
roiar,r,raor 0.m"Ianrd To, ro.rpor.nr.,dn enrN„uayarn.r,pr,yrearyaymr,Fror,rd.,,.r�no,rn•.. In......vrr
„imbrryndn.mmiaN,rimerrhannpinm,ap,rabiiry,inronr,,mromrHamm,'¢ra,prm>mdbieraomvn.iemurmr,mnernemruGmmr,u.,a.rrrarmmi.r. m,.pror.m.imrmo,.e,mfim.,rain,w,,,ua,empi.,m'�,yn,,.n.�+em�,ram.,maroaeermr 4
847182
Q,,,p,m;pwn,imrr,udmenanmr,vnam.n,ro,r. All urassm,mbmrmo,.dmrr,,,,,eapmarm,reimruuame<m.re...smrymi,rr„a.,engv,dim.ahmm�ea[e,rereirrm,eamrprrrrmvme,r,,. nia aa�,rrmr,rn=r,manr„neamr,drm h„oraa��.r,,,ro,ariiepmeer,ra IBill9 (M1odton (ir.
nu,rvnm,umn,nm„nronudrliwetrpr(„emn,rra,n•b.na,rh,opm:m.,nrt narrvnIII, opimrriIOTA. Ndm,por,ymr,rnu,tane.Opm,nhr,nbidbs n(gnm<aea„rr.r,arr ramnia.
Uppiph®]aaMl I,nnnfu>nnurinmllnr[,r.i.lepr,dmi,n,IMra,amem,in,nyfom,IvpreElElledrnwrmeeper®nbeLomMl InlLm,eo-n,n,elNminer,6L Orlando, Ft 32832
Joh Truss
Truss Type
Oly Ply
A0533053
61993 CJ3
Corner Jack
16 1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@attmss.com Run: 7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Jun 25 16:14:16 2015 Page 1
ID:OMSTuGzOH5ifu1T60cPugygvS-gzhrFDeoLGWIPOUSZUdxM7s4jT41HCNASxWbyz2 Pb
-1-4-0 2.11-11
14-0 2-11-11
2x4 =
LOADING(psf).
SPACING-
2-0-0
CSL
OEFL.
in
(loc)
I/deg
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.18
Vert(LL)
0.01
4-7
>999
360
MT20 2441190
TCDL 7.0
Lumber DOL
1.25
BC 0.09
Vert(TL)
-0.01
4-7
>999
240
BCLL 0.0 •
Rep Stress [nor
YES
WEB, 0.00
Horz(TL)
-0.00
2
n/a
n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
Weight: 12 Me FT=O%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-11-11 oc
purins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation once.
REACTIONS. (lb/size)
3 =
56/Mechanical
2 =
209/0-8-0 (min. 0-1-8)
4 =
26/Mechanical
Max Horz
2 =
200(LC 4)
Max Uplift
3 =
413(LC 5)
2 =
-371(LC 4)
4 as
-86(LC 5)
Max Gray
3 =
78(LC 9)
2 =
218(LC 10)
4 =
44(LC 3)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
BOT CHORD
2-4=-323/221
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; C-C Extedor(2);
cantilever left and right exposed ; end vertical left
exposed; porch left exposed; Lumber DOL=1.60 plate
grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 pal bottom
chord live load nonconcurrent with any other live loads.
4) -This truss has been designed for a live load of
20.0psf on the bottom chord In all areas where a '
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and anv other members.
5)Refer to girders) for truss So truss connections.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 Ib uplift at
joints) 4 except Gl=lb) 3=113, 2=371.
7) "Semi-dgid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
Wm1n9 PIeov0voap6Anisold. -A.I IO0FIRAf19NIj IGfrLLIDM.(W%MUMTOURinUff) ArnOMVaG1 r%,.fud, dnignluwnlemnrnvd vtlnnNoPass lnign Fn1,0001.adA. WnrtlWdmea F.E. leM1nno 36vl6vlanxr. YnYv all sold mAnITs ly MANUEL MAAfiNR, P.E.
WlelurubwplWMAbuudlmMe16Ob6nAid AW-ONpnfngiun li44e,iaAs Eegioee,AaM,d,nwYlMlepmaabnmrphnrelMepminiaatlon....nnq,egmnNlirylo,lAe4,ignAMetlyleLxvdryi,Irdvvlle NOvvll,uvA,1%i. Mrluigavvwmplian,,gv6gmaliXrny
sailors,mduu of Aril for say Into, i,Mm,pasal d the ame,,Ia Omerr vannuoud all an lb Indian fusion" lose,m.01h.Is, In, Il bnlbuld.,ndo oodVI1. 1b uppardvlto NO andMfitW us. of Ann Lary isdoinlhad, Issuing, A4ddmand humph laa 1, Me #047102
' n,vIdall, duo And!,Onignvod(oon.ta. All lots onto into in and 6. 111 juddats of don Bals A .... a'. fall Isu,,aA.(Al P61id,difFlodvOor... fnmedfu ,.,alAndonn. TMWas, A... unOish.... dduNnI1L11mv4rquo,,Tins, Did fail 1O0190ciltan0n.
T—Jusu OMrtLUNnMIie,nn tuadby.(....Av,dapoah.nlinp6YAl psuo,-b,dTh. LwOe,ignEeglvee,Inot, loildal O,u,- m,rvn quernausaads.... WAIT, At fgJAv,d¢imu,enMundt IN.
(sonnah®3allAl[adLIII. MONel Nonioee, F.E. Annua lon deiAducaualto oorinm,Lfasout,dWMsrdnen Aelnduian fnmA-I roof Tunas Yonen Nooin"sE Orkok, FL 32832
Joh
Truss
Truss Type
Cry Ply
61993
CJ5
Corner Jack
14
AO533O54
Jab Refefenrx a lions
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altmss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 Ill Industries, Inc. Thu Jun 25 16:14:17 2015 Page 1
ID:OMSTUGzQH5du 1T6OCPcrgygv8-a9FDTZFQ6ZeZ1 a3f7B7xUZg_76mR1 kS WP6g47Pz2iPa
-1-4-0 4-11-11
1-0-0 4-11-11
LOADING(psf)
SPACING-
2-0-0
TCLL
20.0
Plate Grp DOL
1.25
TCDL
7.0
Lumber DOL
1.25
BCLL
0.0
Rep Stress Incr
YES
BCDL
10.0
Code FBC20101TPI2007
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SIP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 4.11-11 cc
pudins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
Al recommends mat Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation uide.
REACTIONS. (lb/size)
3 =
- 99/Mechaniral
2 =
296/0-8-0 (min. 0-1-8)
4 =
44/Mechanical
Max Harz
2 =
288(LC 4)
Max Uplift
3 =
-193(LC 5)
2 =
-532(LC 4)
4 =
-142(LC 5)
Max Grav
1
3 =
135(LC 9)
2 =
305(LC 10)
4 =
75(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=4751911 -
BOTCHORD
2-4=-1394/709
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL--4.2psf; BCDL=S.Opsh h=15ft;
Cat. II; Exp B; Encl.. GCpi=0.18; C-C Extedor(2);
cantilever left and right exposed ; end ver8cal left
exposed; porch left exposed; Lumber DOL=1.60 plate
grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about Its center.
3) This truss has been designed for a 10.0 psf bottom
chard live load nonconctment with any other live loads.
2x4 =
4-11-71
CSI.
DEFL.
in
Qoc)
I/defi
L/d
TO 0.35
Van(LL)
0.06
4-7
>999
360
BC 0.28
Vert(TL)
-0.04
4-7
>999
240
INS 0.00
Horz(TL)
-0.00
2
n/a
We
(Matrix-M)
4) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Refer to girders) for truss to truss connections.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joints) except (jt=1b) 3=193, 2=532, 4=142.
7) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOADCASE(S)
Standard
If
PLATES GRIP
MT20 2441190
Weight: 18 lb FT=0%
ree'ml.nrennn..9nhrem.m.•I.I mmnuwsrssurlmaumluAmwmpalmmmdlremalAunowlmaearm�m. rearempmpn=nenmlrede,k,rum,u.nprweamNlfnmmdrmlw=ne,mm,r£le:rrwmmlem.m, mm,elm.'n,mmrmmelW..h MANUEL MARTINEZ, P.E.
�&M..... A+mmeuNmealemeloohlrm:nY.mrrprq.(eon.afe.lpnahmplmm4mr,emm®Imounnemhmor�pmnuelmrndrn:de.l:mehleeeroa eWrmetlraeug,ulmevylarvneryulMennrl4omN..^mml. madams.nmpem.beLilererAiur,
AIM
A,mpoeuN6lram. 0mn,me0meeiomAaemedgemumeluimepprupneolnA. ussa0,It, N l4mtlmolluimmpndeonan4l. MvppnNolnrnooeeoornrmxeellEelmn,'miludenmeeoynwop,eomlenwoedGorbprEollrme #047182
,eepemolis lal old aMrMl. Ilium deout mrlMudiu Paunmodlu ..ol mrlmamvfomprvmWenlnl.meaee Plmp.mou1471 WillmndnwmMlemnlgmemer. 1111 WmnA. nepemmdd—ddMndlbun,oal^n.wn Mil9elgmmeoa 10019(holton(it.
Irvn Yalsolkuds"Noid.holo clood sia, a. soup llapasnalhed Rrlrvu Isajolhlan'n NOT tlebJdi,g11ryertplrvnfynemN9mre Inmylualmal AI(alaudlum,mnaebeainml.
("issIl0201541 bdimmndd®elYmnvrpr£ knodviomdtla,doamml,iomf Irm,ispooilrumenpuedrdmhaml.l Rut PI Orlando, R 32832
Jab Truss
Truss Type
Qty Ply
61993 FG01
FLOOR
1
2
A0533055
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 15 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Jun 25 16:14:17 2015 Pagel
ID:OMsTuGzQH5ifu1T6OcPugyCjv8-89FDTZfQ6ZeZ1 a3f7B7xUZgvD6bX1 fJVJP6g47Pz2iPa
22-2-11I i111 2 11-1714I 1137-1 1153I 1111-10It12-8
72-4-2-4 -011 9-6 7
Dead Load DeO. = 114 in
1.5x4 11
414 =
1.5x4 11 5x6 =
4x4 =
5x6
—
23— 3
4
5
6 7 8
9 10
11
4
1
°e
el
23 22
21
20
19 18 17
16 15
14
Lie
4x4 II 416 = 3x6 =
1.5x4 11
5xl0 MT20HS= 3x8 =
4x4 =
416 =
2-21
i3-4-12
0.S7
10d12 -173 4I
-41
1921495-
I
0.2-111 1e--8--9
_4
I 1-7a1
_3224 7
I 297 i
2-1
1115
-1-
2-
Plate Offsets (X,1)—[1:0-2-4,0-2-4],[2:0-1-12,0-1-8],
[8:0-2-4,0-3-0],[11:0-1-12,0-2-0],[12:0.2-4,0-2-0],[14:0.2-0,0-2-0], [15:0-1-12,0-2-0],
[20:0-4.6,0-3-0], [22:0.1.1:
123:0.2-8.0.2-01
LOADING(psl)
SPACING-
1-0-0
CSI.
DEFL. In (lac) I/deg
L/d
PLATES
GRIP
TCLL 40.0
Plate Grip DOL
1.00
TO 0.67
Vert(LL) -0.45 18-19 >497
360
MT20
244/190
TOOL 10.0
Lumber DOL
1.00
BC 0.97
Vert(TL)-0.7018-19 >318
240
MT20HS
187/143
BCLL 0.0
Rep Stress Incr
NO
WB 0.33
Hom(EL) 0.09 13 n/a
n/a
BCDL 5.0
Code FBC2010fTPI2007
(Matrix-M)
Weight: 1921b
FT=0%
LUMBER-
TOPOHORD 2x4 SP M 31
BOT CHORD 2x4 SP M 31
WEBS 2x4 SP M 31 *Except*
WI: 2x8 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 3-9-12 oc
pur ins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 cc bracing.
REACTIONS. (lb/size)
24 = 8480/0-74 (min. 0-3-8)
13 = 6398/0-74 (min. 0-2-10)
Max Grav -
24 = 8480(LC 1)
13 = 6398(LC 1)
FORCES. (lb)
Max. Camp./Max. Ten. - All forces 250 (Ile) or less except
when shown.
TOPCHORD
1-24=8276/0, 1-2=4530/0, 2-3=9314/0,
3-4=9314/0, 4-5=-1217410, 5-6=-12639/0,
6-7=-12639/0, 7-8=12711/0,
8-9=-11951/0, 9.10=-10451/0,
10-11=8206/0, 11-12=4763/0,
12.13=-6272/0
BOTCHORD
23-24=01321, 22-23=0/4530, 21-22=0/9314,
20-21=019314,19-20=0112190.
18-19=0112711, 17-18=0/11942,
16-17=0110451, 15.16=018206,
14-15=0/4763,13-14=0/264
WEBS
1-23=014780, 3-22=-1646/0, 4-21=1218/0,
4-20=013482, 6-19=372/0,8-18=01917,
8-17=981/0, 10-16=012680,
10-15=1984/0,12-14=0/5107,
5-20=1350/0, 5.19=0/560, 2-23=2845/0,
2-22=0/5642, 7-18=-470/0, 9.16=-146410,
11-14=-2528/0, 9-17=0/1791,
11-15=0/3989
NOTES-
1) 2-ply truss to be connected together with 12d
(0. 131 "x3.25'1 nails as follows:
Top chords connected as follows: 2x8 - 2 rows
staggered at 0-9-0 oc clinched, 2x4 - 1 row at 0-7-0 oc
clinched.
Bottom chords connected as follows: 2x4, 1 row at
0-9-0 oc clinched.
Webs connected as follows: 2x4 -1 row at 0-9-0 oc
clinched.
2) All loads are considered equally applied to all plies,
except if noted as front(F) or back (8) face in the
LOAD CASE(S) section. Ply to ply connections have
been provided to distribute only loads noted as (F) or
(B), unless otherwise indicated.
3) Unbalanced floor live loads have been considered
for this design.
4) All plates are MT20 plates unless otherwise
Indicated.
5) All plates are 3x4 MT20 unless otherwise indicated.
6) Plates checked for a plus or minus 0 degree
rotation about Its center.
7) "Semi -rigid pitchbreaks with faced heels" Member
end fixity model was used in the analysis and design
of this truss.
8) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-1 Old
(0.131rr X 3') nails. Strongbacks to be attached to
walls at their outer ends or restrained by other means.
LOAD CASES)
Standard
1) Dead + Floor Live (balanced): Lumber
Increase=1.00, PlateIncrease=1.00
Uniform Loads (plt)
Vert 1-12=310(F=260), 13-24=5
Concentrated Loads Qb)
Vert 1=5550 12=-3468
r.col.ae.renm=dhrmr.mrd.Itownumlminl®aAumul[almmoumsmrinmu'Idmawlmaenrura uJryeedp^pmm.Imme,rmmn,.anew,Aruars..gNogwllrxmdw,u^rLetlmrr..smlelxemr. @urwmr..mmnemme�u.wh gANUEL 61A831NEZ, P.L
Oleinvw4mplelndAlMewdlvrrlelpAMluv66 hrlron0,igr Ngmmlu,lpenvlry4givnllM1rndvnml@Orepnrvhvnmglmq AfiepdMeedrMivrxi...... YtlYlw Hrdwpal0rrmpL IrmrlephlydmlMNO Wq,vvW,l%A.@JNgvnmpiwhefi^gmedifimv,
'IelpliliryvvdmevllM1pinnbrvnYAril6^yirlM1nnlmmuh2lYVIIM1eamn,lleamer\wlilxeetivyen1v0e1d�epArdpnrbuMnvvuldMrllGlErl1[nJvrvlhddNAevNwdVn.@evppnrJdNrN4vvdedAeldmrnllM1eLurLinludNyM1m9lnp,Ivmpv,ierldWmvrdlrvuvh,IvllrlM1r #047182
mpemipmlYAfie1tl16q Anlpeereel4Neev. llevlmrlvully NrlOAvodlAgrolvnvvdpuidrine,vllErlrildNpfvmpvneNSdelYNbmvlmAf511pv14AdEj'Rlvetl Sl[IvuelemeedbrAemdyvidwn. VlldernievRempvvli411e[vrJdAndMGen OJy¢Llrvn Gilpvlgivrxvnd
nuv Ymrktlner,mhv Mnr'vrdrAvrdlYAfaAvevOerderyemrnHglYvapmWvimvhed @rlm,4euly Ngimxi,XOflM1ek�ilGvAanigenvJmtlpdrm qv®eerrlvrvrylvJduy pAWWa dlernrmn tldvedl^IM1I. IUNIN ChOg ran (II.
• fepplpAl®r0lrklrealln,ns-YemulYmtireyrt leYodoaeoelaildoamm,wmYlom,I,poEiEnedxudx�AlnpnwNoJiomkl toollm,erXoovelamu^eLPi Orlando, It 32832
I61993 IFLO1 IFloor 14 I 1I
Job Refers
At ROOF TRUSSES, FORT PIERCE, FL 34946, design@athuss.com Run:7.620s Apr302015Pnnt:7.620sApr302015
ID:CMsTuGz0H58u1T60CPcrgyCj
2-6-0 1 1-3-0 1 2-0-0 1 2S8
3x4 =
3x6 = 3x4 = 3x6 FP=
1 2 3 4 S 6 7 a
Dead Load Dail. as 3/16 in
3x6 =
4 to
2�2
316 = 3x8 = 3x8 MT20HS FP-- 3x3 = 3x8 = 316 =
I
Plate Offsets (X,Y)—
11:Edge,0-0-121,r2:0-2-12,Edgel.f6:0-1-8,Edgel,ft8:0-1-8,0-0-121.119:0-1-8,0-0-121.f20:0-1-8,0-0-121.
r21:0-1-8,0-0-121
LOADING(psf)
SPACING. 2-0-0
CS].
DEFL,
in (too)
Vdefl
L/d
PLATES
GRIP
TCLL 40.0
Plate Grip DOL 1.00.
TIC
0.65
Vert(LL)
-0.34 14-16
>666
480
MT20
2441190
TCDL 10.0
Lumber DOL 1.00
BC
0.83
Vert(TL)
-0.5214-16
>432
360
MT20HS
1871143
BCLL 0.0
Rep Stress Ina YES
WB
0.70
Horz(rL)
0.08 11
ruse
n/a
BCDL 5.0
Code FBC2010/TPI2007
(Matrix)
Weight: 951h
FT an 0%F, 0%E
LUMBER -
TOP CHORD 2x4 SP M 30(flat) *Except'
fi) Recommend 2x6 strgnghacks, on edge, spaced at
T2: 2x4 SP No.2(flal)
BOT CHORD 2x4 SP M (flat)
10-0-0 oc and fastened to each truss with 3-10d
WEBS 2x4 SP No.3(flat)
(0.131"X 3") nails. Strongbacks to be attached to
BRACING -
walls at their outer ends orrestrained by other means.
TOPCHORD
Structural woad sheathing directly applied or 6-0-0 oc
LOAD CASE(S)
pudlns, except end verticals.
Standard
BOTCHORD
Rigid ceiling directly applied or 10-0-0 sec bracing.
REACTIONS. (Ib/size)
11 = 103610-7-4 (min. 0-1-8)
17 = 103610-7-4 (min. 0-1-8)
Max Grav
11 = 1036(LC 1)
17 = 1036(LC 1)
FORCES. (16) .
,
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=3252/0, 3-4=3252/0, 4-5=3981/0,
5-6=-3981/0, 6-7=3235/0, 7-8=3235/0,
8-9=3235/0
BOT CHORD
16-17=011932.15-16=013609,
14-15=0/3909,13-14=0/3981,
12-13=013981, 11-12=0/1930
WEBS
5-14=251/80, 2-17=-2136/0, 2-16=011460,
3-16=251/0, 4-16=726/0,
4-14=236/504, 9-11=2134/0,
9-12=0/1443, 8-12=-286/26, 6-12=105110
NOTES.
1) Unbalanced floor live loads have been considered for -
this design.
2) All plates are MT20 plates unless otherwise indicated.
3) All plates are 1.5x4 MT20 unless otherwise indicated.
,
4) Plates checked for a plus or minus 0 degree rotation
about its center.
5) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
xmns,,r-uame.1AhmN.Arll RODIIMpRIED1"uuuwurm.......
"Dod.Pouqunocan"ar"'unhw.m...rsoo1,.am,wndw,o.,eetm,...,u.el,m.�,. ue,nxn,,.,m,mc.o' MANUELMA'TINE7, P.E
ulA-and. ddmm6Gmd I.,A. MD. IsMdAs. nx,o.,Ipnmal.... P,kmdx uPmnl,...d., mrloo.eV,.ads ..—I.- do' ndann's) L..n9,,."NIMIn m.Mind Ile I'll Tons a9lma MdT.l0oIII, Ndoirll. Ad.,l®.n.Mun+,b.6mu."21,
'ulAck,oaau,.dN,Do. I.,a., Most, I,Do...,pwnOWN,.I lm o.nnde.om,I,wnnsad.nm.,toMd., O,apn.F. L on n Md I&M D, On IN, n. vie had,.6 wenu no gpeN son DO anaenr n,lanv MIT,,, coldina ee.elln. nmey..imolhn.o Mdbr so, IIT:: #0471 D2
,.,paIdde.1toWo'in,annm.cd(enl,M.1 Adnobunon, l. nos TODand 6.ado, ae ddd,Mn of Or auiNm0 Monsanto sale I"IIsan@su0011by nl ono sea umbmmnm g.nnl pemcm..Ill Ie.IIn..INaaspambMaandadds pllN lens Gedrno, Doss Mdr lruertpne
Im„M®.I.Cnn, VMS MD-,.I,fm.d4.(enn.dnvm,dup aninvOn, b, 10 Was in+m.d n.iw oagn Doctor Is darn. aiidino on,onlrm, 41. N,doIdn, I,amlWn4 At(npaeQ,en....... donne In lai IUU19 Thorlinn Cir.
a,ra,hla 10l5 LI MIT nIna, .Monwluem..o1I. 11 vadanion of IN dnmma,,in anrdmm, Iq,.alb',ad na.,.pasonft. A I reel hear meal Nairn, P.E. gdnodo, FL 37137
Job Truss
Truss Type -
QTy Ply
61993 FL01GE
GABLE
1 1
A0533057
Jab ReferenB ce o anal
At ROOF TRUSSES, FORT PIERCE, FL 34946, design@a1miss.com Run: 7.620 s Apr 152015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Jun 2516:14:19 2015 Page 1
ID:OMsTuGzQH5iful T6OcPcrgyCjv8-SYMzuFggeBvHGUC1 EcAPZ_IOuwV4VeSpsQ9ACHz2iPY
. b
run eI
i�'..3.dn. ��d'.'40`sxRb^a's5'A'EBtii:::Y'sk'i`3`x"'ef':.o:':i°Aviv'Diu::'a'jai$S,@9A§ca%��`.'d::'R,^v'4>.kS. `�'1F:�'m�A9Fw'o '1 cC.aa� • • .�.
1
.38
37
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft L/d
PLATES GRIP
TCLL 40.0
Plate Gnp DOL 1.00
TC 0.08
Vert(LL) n/a - nla 999
MT20 244/190
TCOL 10.0
Lumber DOL 1.00
BC 0.01
Vert(TL). n/a - n/a 999
BCLL 0.0
Rep Stress Ina YES
WB 0.03
Horz(fL) 0.00 18 n/a Eire
BCOL 5.0
Cade FBC2010/ 1`12007
(Matrix)
Weight: 87 Ill FT = 0%F, 0%E
LUMBER.
TOP CHORD 2x4 SP N0.2(fiat)
BOT CHORD 2x4 SP No.2(fiat)
WEBS 2x4 SP No.3(fiat)
OTHERS 2x4 SP No.3(fiat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 10-0-0 cc
pudins, except end verticals.
SOTCHORD
Rigid ceiling directly applied or 10-0-0 cc bracing.
REACTIONS. All bearings 19-2-8.
(lb) - Max Uplift
All uplift 100 Its or less at joint(s)
18
Max Grav
All reactions 250 lb or less at joint(s)
34, 33, 32, 31, 30, 29, 28, 27, 26, 26,
,
23, 22, 21, 20, 19
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
NOTES.
1) All plates are 1.5x4 MT20 unless otherwise indicated.
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) Gable requires continuous bottom chord bearing.
4) Truss to be fully sheathed from one face or securely
braced against lateral movement (i.e. diagonal web).
_
5) Gable studs spaced at 1-4-0 cc.
6) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 Its uplift at
joint(s) 18: .
7) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this `
truss.
8) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 cc and fastened to each truss with 3-10d (0.131"
X 3") nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
LOAD CASE(S)
Standard
v.earl.one,eyfihude•nil nourR=mulmlall ,(Dmmusmmminompmommnuarn,a u,a,loci.dm®.larrad mmrule,.i.melenmelw.mh MANOEL MARiINE2, P.E.caul r.e.,dmplm.,anu,u,.am,n.Tpdmu.d�a e.n,npnRn2nu.emfe.>o.odgls.ee4ne,eden.rmoreprereelre.®epn,.ean.agile,,:nolenomerirmre,p=.ubrarlernearl..Imeo.ybn.r,eroiare.mmelw.M1,..eerm.l. n.dmyee,m boar'manpreennen,,
�' rvihliliryend... noiJmnfa.,your, irnere,pomiEilrytllNOmer,rle0...... oinednynmrnelulexpOnipvr,'uneuNnidA. K.MONNInnoiNopndenllnl.Ma,saiRfAtRDoilonfidemedne4u,yuJuaioplmePuyewep,'naoll,rimnlErtJonrOelEeA. #047182
innoreOiry dneluild., Onipureed Union". motorist is men EDadNo nizin no parlors of in Indo®r, (narratur thri,maonflER .Wbd by Massillon fir prrrinidra. of cardsllumprsAeM indoor of do Tins nrulmprnn Dan Timor ad
,.is Yweh,luran oMn pllmNdAml 4."conMSlnel ana.., byroads Nolrtd. Or Onipeonce,NOT o, Ruder Ordpmr m Tins Nrcc 4gimr for coy Deal, AtooldrodN-No or ddmAinTFA. I00I941101110n91.
rapx11h,02o15 MI Inn Tmen-xaoneloolu el.L lerndminn of IARdmmaml,NorfmoV4prGOlTed•WrLOo pandnu®EnnitI loss Odondo,FL32832
Job
Truss
Truss Type
Qty Ply
61993
FL02
Floor
7 1
_
A0533058
Job Reference (optional)
At ROOF TRUSSES, FORT PIERCE, FL 34946, deslgnl@altmss.com Run: 7.600 s Oct 3 2014. Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Jun 25 16:14:19 2015 Page 1
ID:OMsTuGzQH5ifu1T6OcPcrgygv8-5YMzuFggeBvHGuC1 EcAPZ ICRwK3VWmpsQ9ACHz2IPY
2-6-0 1 2-121 2-0-0 I 2-34 . I 1�:12�I 2-0-0 1�4-12
3x4 =
3x4 = 3x6 = 3x4 = 3x8 = 3x6 FP= 3x6 = 3x3 = 3x4 =
Dead Load Defl. = 1/16 in
ax6 =
3x3 = 3x6 FP= 3x3 11 3x4 = 313 = 3x4 = rI
28
271—
t
4-34
Plate Offsets CC,Y)—
11:Edge,0-0-121 121:0-1-8 Edge], 125:0-1-8 0-0-121 r26:0-1-8
0-0-121 127:0-1-8 0-0-121 128:0-1-8 0-0-121
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in (too)
I/dell
L/d
PLATES
GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.88
VerhLL)
-0.1722-23
>934
480
MT20
2441190
TCDL 10.0
Lumber DOL 1.00
BC 0.71
Verl(TL)
-0.2522-23
>645
360
BCLL 0.0
Rep Stress Ina YES
WB 0.52
Horz(TL)
0.04 15
n/a
n/a
-
BCDL 5.0
Code FBC2010/TPI2007
(Matrix)
Weight: 132 Ib
FT = O%F, O%E
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP M 30(flat)'ExcepV
B2: 2x4 SP No.2(flal)
WEBS 2x4 SP No.3(flat)
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc
purlins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing,
Except:
6-0-0 cc bracing: 20-21,18-20.
3) Plates checked for a plus or minus 0 degree
rotation about its center.
4) "Semi -rigid pitchbreaks with fixed heels' Member
end fixity model was used in the analysis and design
of this truss.
5) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-1 Old
(0.13V X T) nails. Strong backs to be attached to
walls at their outer ends or restrained by other means.
6) CAUTION, Do not erect truss backwards.
REACTIONS. (lb/size) LOAD CASE(S)
Standard
15 =
583/0-7-4 (min. 0-1-8)
24 =
643/0-7-4 (min. 0-1-8)
20 =
1652/0-3-8 (min. 0-1-8)
Max Grav
...
15 =
614(LC 7)
24 =
695(LC 3)
20 =
1652(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-1807/0, 3-4=-1807/0, 4-5=1702/0,
5-6=-1702/0, 6-7=-1702/0, 7-8=0/1195,
8-9=0/1195, 9-10=-1310/0, 10-11=-1310/0,
11-1 2=-1 370/0, 12-13=-1370/0
BOTCHORD
2344=0/1215, 22.23=0/1702,
21-22=0/1702,20-21=-366/881,
19-20=139/568,18-19=-139/568,
17-18=0/1370,16-17=0/1370,
15-16=0/1040
WEBS
8-20=-291/0, 2-24=-1343/0, 7-20=1650/0,
2-23=0/655, 7-21=0/1100, 3-23=-307/0,
4-23=0/439, 13-15=1150/0, 9-20=-1554/0,
13-16=0/428,.9-18=0/909, 11-18=383/0,
5-21=366/0
NOTES-
1) Unbalanced floor live loads have been considered for
this design.
2) All plates are 1.5x4 MT20 unless otherwise Indicated.
Warm, IN. 6.,nlyrmr.Inr-A.I eoornomsrnujapaiand. (WORMS NsmMr1(iur[PlunanvmulprW.. vttarampnpmemelrntlnlr.ed^on,.^Iwuwro,:ArNtl.Nglmpltlmmrw=dx.m^rcrEumnwmreprNnmr. uMewaner.iwn.Na.^m,mp..^h MANREE MARTINIZ, P.E.
�LAkn..merplm,eID.11l..w Nrroemone,.sn AW...ord,D,ime,fe.ymmry Nqi^e„nmu.al—,W.....e^nmeempnno.rro,nomme.,^A:e.mAmpa6NpNlwrorae,iM,ulm„NgNuu,re,pmm..lX, momry,�.tlernNl. n.ee,prmn.wlmmNrs^Am^nemr,
'vilvliliryua.0 dlHJI—h—, lupei nka 111-dWGlydIt, amep 11e0meriv.NwuMgmtwMe lulL^Apeill^ep A M, waaaloftNg W.A.3A rorWril baQ,rob cad 1141. nvvpinYVLnnr2avAonY6rnmrvl Orinu,eJudelnvrdfvy nwvge,'mtdNnvvvvehveapen.l Erine #R171A3
npvndlroryvlAeluplivp0,yrurvrdlanlnMr. Allvvleu,lvNlnlE,lapvndtnepvromvvaAvietluervllhA,ile'mA(vmpooemSolelYl^lvmmtivnlB(L pvM,roee6ynlme5l(lvnnlnen,etllnpnervlpuitlmn. plldfinnRuerpe.eJpiXnentltloXnvll6,hmrpuigva, Irvugrip.pgmrttaM 10019 Charlton or.
1,ve Ni The1,un0eugnlg6metlr XOlroe Ndelopani9^erw LunSynemfeginen lore.. hadk, 116,c.11nel.—... tlhfvd WflJ.
Oppiphl®ali Al bal6mn,-Road Mmta,r.f. XeprvdmivnahNsaommepl,ivvnylomyi,plo6AltedranvAlevpnnaruvnhpmA I lad➢.an-Mond Muff,, 11 0dando, R 32032
Job Truss
Truss Type
City Ply
A0533059
61993 FL02GE
GABLE
2 1
Job Reference optional)
Al ROOK I KUJtitb, FOK I YItKUt, YL Jasaa, aesigntgenruss.com
1 2
3x3 =
3 4
Run: 7.600 s Cc 3 2014 Pnnt: 7.620 s Apr 30 2015 MITek Industries, Ina Thu Jun25 16:14:20 2015 Page 1
ID:OMsTuGzQH5du1T6OcPcrgyCjv8-ZkwM5bhlPU18u2nDoKhe5CIZhKrlE5iz54vkkjz2iPX,
0�-8
3x6 FP=
3x3 =
17 18 19 20 21 22
44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23
3x3= - 3x6 FP= 3r3=
t
1-4-0 2-8-0 441-0 SdA ti8-0 8-0-0 9-4-0 10-8-0 112e1�n sus 6-0I? 11_7-Ln 18n11
10�1-0 21r41
n 281 26-6-8
1:0 ,
11-2A
Plate Offsets (X Y)—
fYEdae 0-0-121 145:0-1-8 0-0-121 [46:0.1.8
0-0-121 147:0-1-8 0-0-121 [48'0-1-8 0-0-121
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in (Joe)
I/deft
Ud
PLATES
GRIP,
TCLL 40.0
Plate Grip DOL 1.00
TC 0.08
Vert(LL)
n/a -
n/a
999
MT20
2441190
TCDL 10.0
Lumber DOL 1.00
BC 0.01
Vert(TL)
n/a
n/a
999
BCLL 0.0
Rep Stress Incr YES
WB 0.03
Herz(TL)
0.00 '23
n/a
n/a
BCDL 5.0
Code FBC2010/TPI2007
(Matrix)
Weight: 119 lb
FT = 0%F, 0%E
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat) _
OTHERS 2x4 SP No.3(flat)
BRACING-
TOPCHORD
Structuml wood sheathing directly applied or 6-0-0 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. All bearings 26-6-8.
(lb) - Max Gmv
All reactions 250 lb or less at joint(s)
44, 23, 43, 42, 41, 40, 39, 38, 37, 36,
35, 34, 33, 32, 30, 29, 28, 27, 26, 25,
24
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
NOTES.
1) All plates are 1.5x4 MT20 unless otherwise indicated.
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) Gable requires continuous bottom chord bearing.
4) Truss to be fully sheathed from one face or securely
braced against lateral movement (i.e. diagonal web).
5) Gable studs spaced at 1-4-0 oc.
6) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
7) Recommend 2x6 stmngbacks, on edge, spaced at
10-0-0 cc and fastened to each truss with 3-10d (0.131"
X 3") nails. Strongbacks to be attached to walls at their
outer ends or mstmined by other means.
LOAD CASE(S)
Standard
'tmnr.%e..tune...kh...le.ne•a.noornusm�unmhwmYumrvwnonrmrowenuYulamomm¢tartan r«ilYe.w.relmnne«t.a6m.tnervm,n«,o«ly,me.nvnoo7tnantw..duw.tue.uex,em@tenett,.m. wu«.m«.I"nmeat.mtmo...h MAJIUR MARTINEZ, P.E.
ANWooMa/61...Wien eran.70 .Nld 4mm�on,1c,.e"h..>DtOanrmyve *6... dt.vnr@ounn.,cmwomy«m did rmnt le,d111.t«mntvrv,IHArtn n.erigeatM,mvltnm,aepum.eme Nomry,ueN,mA. meenp,.numyH.ntutaLryanaio..,.
' dmAirn..d."atxarv„tm..fir.0n« l.,,.,rvn11A040161omry,Wa nevenME-do"a@.rWIP•vA„w.n.na...awnnmen1ma .IKW-ds,ub..dnu@ .. p,rv.n.FM, mocod ... find .,[ niA.rrv«,md.rmtfio.mmo-mave,i.ndmn...taeaed,,Mst@t #047107
,.,t,mmmgdn.ruAdivnmm,navvdmvA.ate. amlm«mm'wlaemo..dmen.n«,..eamdnmt,.lmtrwlamrmmr..tms.lenmt«mm�®enlm.x�mdArnl.nemnat,tmt.,tdmrt.«dv.lem,.
....nuetr«,me,.,w.,mmnee.mdmt,nlAtnawtnorv,.ra„oedyallmt«.atl 10019 CM1adlon Cir.
Irv„YnefvJme,,uden Nlnxinaefinel EYVUmnd.gnetlupetivnfiq Er.Opll«inv.m.d @.Irv"Oely.Ggnee,l[A.Buildivg0eugve, «I,mtSYdtml,igeee, l.,.ryl.iWleY PO[gil.lutll«mtmenlellnedinl%I.
(applgAl®1olsY�i rootuu„t,�tn.udamnt�r.t. rip,odmionolaieomment,i...fit.,m,i,p,.el6lndrlmam,mis,ionnamo-t roolr,.,,e,-Id.ovelx.,nnv,,Pt. - Orlando, Fl31B3P
Job Truss
Truss Type
Qty Ply
A0533060
61993 FL03
Floor
3 1
Jab Reference (optional)
At ROOF TRUSSES, FORT PIERCE, FL 34946, design@alnss.com Run: 7.600 s Oct 3 2014 Print: 7.620 s Apr 30 2015 MITek Industries, Inc. Thu Jun 25 16:14:20 2015 Page 1
ID:OMsTuGzQH5Nu1T6OcPc+gyCjv8-2kvM15bhlPU 18u2nDoKhe5CIR5KibE7gz54vkl#2iPX
2S-0 1-2-12 2-0-0 25-0
4
3
1.5x4 II
1.5x4=
1.5x4= 3x4=
1 2
1.5x4 II 34 = 1.5x4 II 3x4 =
3 4 5 6
2-0-0
4 °
42 a
11 10 g 3x4 =
3x4 =
axe = 1.5x4 II
3x4 =
I
Plate Offsets IX YI—
fl:Edge 0-0-121 f9:0-1-8 Edoel
f13:0-1-8
0-0-121 f14:0.1-e
0-0-121
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
Udell
Lid
PLATES
GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.63
Vert(LL)
-0.16 10-11
-999
480
Mull
244/190
TCDL 10.0
Lumber DOL 1.00
BC 0.63
Vert(TL)
-0.2210-11
>742-
360
BCLL 0.0
Rep Stress Incr YES
WB 0.41
Horz(rL)
0.03 8
n/a
n/a
BCOL 5.0
Code FBC2010rI-P12007
(Matrix)
Weight: 69 lb
FT=O%F,0%E
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
SOT CHORD 2x4 SIR 30(flat)
WEBS 2x4 SP No.3(flat)
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oC
purlms, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
8 = 751/0-3-8 (min. 0-1-8)
12 = 75110-7-4 (min. 0-1-8)
Max Grav
8 = 751(LC 1)
12 = 751(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. -All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3= 2034/0, 3-0=-2034/0, 4-5=2060/0,
5-6=2060/0
BOT CHORD
11-12=011332, 10-11=012060, 9-10=012060,
8.9=0/1331
WEBS
6-8=1471/0, 2-12=-1473/0, 6-9=0/856,
2-11=01775, 3-11=261/22, 4-11=-365/205,
5-9=-271/0
NOTES-
1) Unbalanced floor live loads have been considered for
this design.
2) Plates checked for a plus or minus 0 degree rotation _
about its center.
3) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
4) Recommend 2x6 strongbacks, on edge, spaced at -
10-0-0 oc and fastened to each truss with'3-10d (0.131"
X 3") nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
LOAD CASE(S)
Standard
n..ror.nwan..nnh,.�.maammnusnlmarr aumnmrmndmcna�,muarrednrluuonutoeurmR vaira.dr=o"—nnnnawdmla,mI'd wm.m.wN
wurw.wawdn,,,n,ue,,.dmn.moroe,,saa„n,,,o,ay.mrn,.W.k.��mxur�.,,bn,,,m,,.rmo,.r,,,,u.,,,mpm�..rrorn=.n.a,.rro<.,ms„.r® a MANIIEI MARTINEZ, P.E.
'con.emn..e,.dm�,rN,ena,rmeema�,im,.�onneuarro�mo.,,,m,a.,n.mnwh.e.a.man,r.oe�,romoe,�:nror,..u.mim,nuu ncm,m,neww,.a,=e...emt a ....... Wil,MDud re,ie.,IIlb.TIWWIIb,dI nwm.mnrohn...,dm.n.r.m.te,III #047182
nn..miery.l6.ruld,NO,,W(.m,a.r. An wmi,eIoa0, loowd@,wada,Nim'ndt.mn.nSd,01,m.w(16dnmubEEr 91 Wntav,,,u,m.daq.uNyun.a. nB dan.nA... i,uaamn,.d d.,.lm, Ti. N.p.,I—Min Nh—d 10019(hoilton Cit.
T—Ymdmma,.d,n A. dd.dnr.4mmn.y„d.wm.... 4.0r ,-b.dka.im orvwra'11, ornauaiy nngm aare,rMm 6,— M nrybahq a tophad III—' n ldmdlan.].
f.ppiaAl®tolSMl1.dlmrt✓n.velYMivgrl.lep.dmtl.n.Im,dmmen,hwrlvm,hp,Naned.nAninnpadai..boo Ml L.nnneo-n..d4vh,,,lt Oflondo, R 321132
Job Truss
Truss Type
Cty Ply
A0533061
61993 FI-04
Floor
3 1
Jab Reference o ions
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@attmss.com Run: 7.600 s Oct 3 2014 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Jun 25 16:14:21 2015 Page i
ID:OMsTuGzCH5iful T6OcPcrgyCjv8.1 wUkJxixAo97 WCMCMt CtePgb2klfzSE6JkeHHAz21P W.
2-6-0 1-34 , r— 247-0 2-1-0 -
, I i i
Dead Load DeO. = 1116 in
1.5x4 II
1.5x4 =
1.5x4 = 3x4 = 1.5x4 11 3x3 1.Sx4 11 3x4 = 1.Sx4 11
1 2 3 4 5 6 7
i!1
e e
4 4'
11 1093x4= 8
3x4 =
3x6 = 1.5x4 11
6-94 '7-9-4 447-4 13-7-4
3x4 =
Plate Offsets (X Y)—
11:Edae,0-0-121 E9:0-1-8.Edcel
113:0-1-8.0-0-121
114:0-1-8,0-0-121
LOADING(psf)
SPACING. 2-0-0
CSL
DEFL.
in (loci
Vdefl
L/d
PLATES
GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.68
Vert(LL)
-0.1610-11
>984
480
MT20
2441190
TCDL 10.0
Lumber DOL 1.00
BC 0.64
Vert(rL)
-0.2310-11
>710 -
360
BCLL 0.0
- Rep Stress Incr YES
WB 0.40
Horz(TL)
0.03 8
n/a
n/a
BCDL 5.0
Code FBC2010/TPI2007
(Matrix)
Weight 671b
FT = l 0%E
LUMBER- -
TOP CHORD 2x4 SP No.2(flal)
BOT CHORD 2x4 SP M 30(flal)
WEBS 2x4 SP No.3(flat)
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
puffins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
12 =
734/0-74 (min. 0-1-8)
8 =
734/Mechanical
Max Grav
12 =
734(LC 1)
8 =
734(LC 1)
FORCES. (lb)
Max. Camp./Max. Ten...- All forces 250 (Ib) or less except
when shown.
TOP CHORD
2-3=1970/0, 3-4=1970/0, 4-5=1952/0,
5-6=1952/0
BOTCHORD
11-12=0/1298, 10.11=0/1952,9-10=0/1952,
8-9=0/1297
WEBS
5-9=-272/0, 2-12=-1435/0, 2-11=01742,
3-11=268/9, 4-11=-310/232, 6-8=1434/0,
6-9=0/808
NOTES-
1) Unbalanced floor live loads have been considered for
this design.
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) Refer to girders) for truss to truss connections.
4) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
5) Recommend 2x8 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-1 old (0.131"
X 3") nails. Stmngbacks to be attached to walls at their
outer ends or restrained by other means.
LOAD CASE(S)
Standard
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,
IFLO5 , , IFloor
OF TRUSSES, FORT PIERCE, FL 34946, design@allmss.com
1 2b41 �I 2-0-0 1-9_6
3x4 = 3x3 = 3x3 =
1 2 3 4 5 6
5 Print: 7.620 s
ruGzOHSfful5ifu1T60
I 1-7-0 I
34 11
3x6 = 3x6 FP= 3x4 =
7 8 9 10
1
2-1-0 1-6-0 i
Dead Load Deff. = 1/161n
3x4 =
11 12 13 14
li
3x4 = 3x6 = 3x6 FP-- 3x8 = 3x4 = 3x3 = 3x4
3x6 =
1641-12 21.6-12
8-9-0 7-9-0 8-9-0 16-11-0 16-114 2(}3-4 2f1-9.4 21,6-4 2674
1 19-0 15-6 1-0-0 1 7-1-12 4-2.8 &1-0
Plate Offsets MY)—
fl:Edge 0-0-121 r10:0-1-12 Edgel r17:0-1-8,Edgel r20:0-1-12
Edgel r25:0-1-8,0-0-121 r26:0-1-8 0-0-121
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
Udell
L/d
PLATES
GRIP
TCLL 40.0
Plate Grip DOL 1.00
TO 0.83
Vert(LL)
-0.16 22-23
>999
480
MT20
2441190
TCDL 10.0
Lumber DOL 1.00
BC 0.99
Vert(rL)
-0.2522-23
>770
360
BCLL 0.0
Rep Stress Ina YES
WB 0.60
Hoa(TL)
0.05 15
We
n/a
BCDL 5.0
Code FBC2010rFPI20Q7
(Matrix)
Weight: 131 lb
FT = 0%F, 0%E
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
5) "Semi-ngld pitchbreaks with fixed heels" Member
BOT CHORD 2x4 SP No.2(flat)
end fixity model was used in the analysis and design
WEBS 2x4 SP No.3(Flaq
of this truss.
BRACING-
TOP CHORD
6) Recommend 2x6 strongbacks, on edge, spaced at
Structural wood sheathing directly applied or 6-0-0 do
10-0-0 oc and fastened to each truss with 3-10d(0.131"
purlins, except end verticals.
X 3") nails. Strong backs to be attached to
ROT CHORD
walls at their outer ends or restrained by other means.
Rigid ceiling directly applied or 2-2-0 oc bracing. r
7) CAUTION, Do not erect truss backwards.
REACTIONS. Qb/size)
LOAD CASE(S)
15 = 456/Mechaniral
Standard
24 = 778/0-7-4 (min. 0-1-8)
18 = 1665/0-3-8 (min. 0-1-8)
Max Grav
15 = 524(LC 4)
24 = 806(LC 10)
18 = 1665(LC 1)
FORCES. (Ib)
Max. CompdMax. Ten. -AII forces 250 (Ib) or less except
'
when shown.
TOPCHORD
2-3=-2262/0, 34=2262/0, 4-5=2403/0,
5-6=200210, 6-7=-2002/0, 7-8=0/1236,
-
8-9=0/1236,9-10=011231, 10-11=999/92,
11-12=999/92, 12-13=999/92
BOTCHORD-
23-24=0/1448, 22-23=012403,
21-22=012403. 20-21=012403,
19-20=-27/942, 18-19=27/942,
17-18=563/281, 16-17=-92/999,
15-16=01842
,
WEBS
11-17=-365/0, 2-24=-1601/0, 2-23=0/900,
3-23=-260/13, 4-23=-368/165,
7-18=1921/0, 7-20=011254, 5-20=-725/0,
10-1 7=011 027, 10-18=-102710,
13-15=-931/0
NOTES-
1) Unbalanced Floor live loads have been considered for
this design.
2) All plates are 1.5x4 MT20 unless otherwise indicated.
3) Plates checked for a plus or minus 0 degree rotation
about its center.
4) Refer to girder(s) for truss to truss connections
rmeml.aeveen.rmgrJ,rem.m.x.l Aagraussnrmm}ualAAnunAmmmnhsdnsmxdlryn[A1AnnommaMgrmm udYmry^w=.rcx.wmm.,n,eeimnm,orrigewm:lf@meblmxoe+au.^im4rivaelew.aenleaew.. a^exn:r:^emnA.^mem¢mh MANUEL MARTINEZ, F.E.
Liel xva4x.Mmuhnlnved@,de ,"weA.beGO Ill.0efyiem N.kmJrysdinenh%lh. W., mai,.0...ee10141IGNPbnhnaevp6vr,iym dTtlI. xRe Ndq,v111eempLlmJepvM1l velb Namh,vetln Ml. @ed...... ryHn4beLquvlifiu4
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Job Truss
Truss Type
Oty
Ply
A0533063
61993 FL05G
Floor
1
1
Jab Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print:.7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Jun 25 16:14:22 2015 Page 1
ID:OMsTuGzOH5'Ifu1 T60cPugyCJv8-V726 WGJZx6Hs7Lxcvlj6BdNJz7KaigoGVOOrp=2iPV.
2b0 .I 1-0-b�r 24 it - 2-2-0 i 24W 1 1-7-0—I 1 241-0 I 1F�
Dead Load Dee. = 118 in
3x6 FP=
3x6 = 3x3 = 3x3 u 3x3 = 5 10 — 4x6 It 316 = 3x4 =
2 3 4 _. 5 6 8 9 10 11 12 13 14
1!
25 24 23 22 21 20 19 18 17 16 15
3x4 = 316 = 3x8 MT20HS FP-- 4x10 = 3x6 = 3x3 = 3x4 =
36 —
16.0-12 21-64
6.94
s-s-0 79.4 s2-0-0 0 z2-0-0
5
-01-0i 11S2-06a 6
z2-09
Plate Offsets (X,Y)--
ll:Ed0e,0-0-121,f7:0-3-8,Edgel.19:0-3-0,Ed0el,117:0-1-8.Edoe1.
118:0-4.4,Edge1. 124:0-2-8.Edge1
126:0-1-8.0-0-121
f27:0-1-8,0-0-121
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
Mdefl
L/d
PLATES
GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC
0.86
Vert(LL)
-0.23 20-22
>809
480
MT20
244/190
TOOL 10.0
Lumber DOL 1.00
BC
0.85
Vert(TL)
-0.35 20-22
>536
360
MT20HS
1871143
BCLL 0.0
Rep Stress Incr NO
WB
0.76
Horz(TQ
0.06 18
n/a
n/a
BCDL 5.0
Code FSC2010/TP12007
(Matrix)
Weight: 1401b
FT = O%F, 3%E
LUMBER -
TOP CHORD 2x4 SEA No.2(flat) *Except*
T3: 2x4 SEA M 30(flat)
BOT CHORD 2x4 SEA M 30(flat)
WEBS 2x4 SEA No.3(flat) *Except*
WEI: 2x4 SEA No.2(flat)
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 5-11-5 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS. (lb/size)
15 = 340/Mechanical
25 = 90810-74 (min. 0-1-8)
18 = 315110-3-8 (min. 0.1.9)
Max Uplift
15 = -59(LC 3)
Max Gray
15 = 493(LC 4)
25 = 934(LC 10)
18 = 3151(LC 1)
FORCES. Qb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOP CHORD,
2-3=-2783/0, 3-4=-2783/0, 4-5=3214/0,
5-6=-3069/0, 6-7=3072/0, 7-8=0/2350,
8-9=0/2350, 9-10=012349, 10-11=866/605,
11-12=-866/605,12-13=-866/605
BOT CHORD
24-25=0/1718,23-24=0/3214,
22-23=0/3214, 21.22=0/3214,
20-21=0/3214, 19-20=0/2194,
18-19=0/2194, 17-18=-1437/48,
16-17=605/866, 15-16=-2221775
WEBS
11-17=475/0, 2.25=1899/0, 2-24=011178.
4-24=753/56, 7-20=011056,
6-20=282/27, 5-20=712/112,
10-17=0/1423,10-18=-1335/0,
13-15=-857/245, 13A 6=4751114,
7-18=4631/0
AN111*-L
1) Unbalanced floor live loads have been considered
for this design.
2) All plates are MT20 plates unless otherwise
indicated.
3) All plates are 1.5x4 MT20 unless otherwise
indicated.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 59 lb uplift at
joint 15.
7) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
8) Recemmend 2x6 strongbacks, on edge, spaced at
10.0.0 oc and fastened to each truss with 3-1 Od
(0.131"X8") nails. Strongbacks to be attached to
walls at their outer ends or restrained by other means.
9) CAUTION, Do not erect truss backwards.
LOAD CASE(S)
Standard
1) Dead + Floor Live (balanced): Lumber
Increase=1.00, Plate Increase=1.00
Uniform Loads (plf) ,
Vert: 15-25=10, 1-14=-100
Concentrated Loads Qb)
Vert: 7=1500
Lmp.em, Mmnpdy ndb-M'AN RMIS QXRAIMurmwnanaAlouat mminpommaewr W. MANUEL MARTINEZ, P.E.
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1
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Job
Truss
Truss Type
City Ply
61993
FLO6
Floor
6 1
AO533064
Jab Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@a1tmss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MITek Industries, Inc. Thu Jun 25 16:14:222015 Page 1
ID:OMsTuGzQH5ifu1T6OcPagyCjv6-V726 WGJ7x6Hs7Lxcvi]BBdNn17QdixaGYCOrp=2iPV
2-6-0 10__01 1 2-0-0 t r 1-7.0
Dead Load De0. = 1116 in
1.5x4 11 3x4 = 1.5x4 11 1.5x4 II 3x4 = 1.5x4 11
1 2 3 4 5 6
l
3x4 =
3x4 =
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL,
in
(loc)
Vdefl
L/d,
PLATES GRIP
TOLL 40.0
Plate Gdp DOL 1.00
TC 0.58
Vert(LL)
-0.08
7-8
>999
480
MT20 2441190
TOOL 10.0
Lumber DOL 1.00
BC 0.47
Vert(rL)
-0.16
7-8
>727
360
BOLL 0.0
Rep Stress Ina YES
WB 0.26
Horz(TL)
0.02
7
We
n/a
BCDL 5.0
Code FBC2010rrPI2007
(Matrix)
Weight: 48 lb FT = O%F; 0%E
LUMBER -
TOP CHORD 2x4 SP No.2(flal)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP Nb.3(flat)
BRACING.
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 cc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 cc bracing.
REACTIONS. (lb/size)
10 = 520/0-3-8 (min. 0-1-8) .
7 = 520/Mechanical
Max Grav
10 = 520(LC 1)
7 = 520(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=985/0, 34=985/0, 4-5=985/0
BOTCHORD
9-10=0/862, 8-9=0/985, 7-8=0/835
WEBS
3.9=-384/O, 2-10=-953/0, 2-9=0/496,
5-7=-923/0, 5-8=0/321
NOTES-
1) Unbalanced floor live loads have been considered for
this design.
2) Plates checked fora plus or minus 0 degree rotation
about its center.
3) Refer to girder(s) for truss to truss connections. .
4) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss. - 1
5) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-10d (0.131"
X 3") nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
LOAD CASE(S)
Standard
re,.nrerossn>o,pAhua.n...uaarnusnsryufl•44mnulnuulmwrnmamnnrlydur¢1d¢raxuocxorMn eJryeeamw,nemenerm.nnnurmttorripunalnolydmdlnwuanexvam n..arnlrfr,ar. murr.o.:n.mlydr.urloo.mM1 MAHHEL MABRIO, P.E.
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t7
Job Truss
Truss Type
Qty Ply
A0533065
61993 FL07
Floor
1 1
'
Job Reference o tonal
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.620 s Apr 30 2015 MITek Industries, Inc. Thu Jun 25 16:14:23 2015 Page 1
ID:OMsTuGzQH5Nu1T6OcPcrgyCfv6-zJcUjcjBiPPjIV WoTSELjgw OcxriRR2Pn27OL2z21PU-
i.Sx4 II 0-11-8 2-&0 1,5x4 II
1 2 3x4 =
5
3
3x3 = 3x4 =
LOADING(pst)
TCLL 40.0
TCDL 10.0
BCLL 0.0
BCDL 5.0
SPACING- 2-0-0
Plate Gdp DOL 1.00
Lumber OOL 1.00
Rep Stress Ina YES
Code FBC2010/rP12007
CSI.
TC 0.35
BC 0.16
WB 0.06
(Matrix)
DEFL. in (too) Udefl
Vert(LL) 0.00 5 ""
Vert(TL) -0.04 4-5 >999
Horz(rL) 0.00 4 n/a
L/d
480
360
n/a
PLATES GRIP
MT20 2441190
Weight: 20 lb FT '= o%F, o %E
LUMBER.
TOP CHORD 2x4 SP N0.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-8-8 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
4 = 197/0-3-8 (min. 0-1-8)
5 = 197/0-3-8 (min. 0-1-8)
Max Grav
4 = 197(LC 1)
5 = 197(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Plates checked for a plus or minus 0 degree rotation
about its center.
2) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
3) Recommend 2x6 strongbacks, an edge, spaced at
10-0-0 oc and fastened to each truss with 3-1 Od (0.131"
X 3") nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
LOAD CASE(S)
Standard
vm:Lnmmnmal+ry«de.nrxuoornlnml�lul�lanlulmlmmoumsloYapomma.urhm reraree>iy,p.,mmmmmrmeew,eaaru«+o«q.mm:aMoleminwwYeromr.rild«e.aeemehrem.. urs+,.nmi,.n.oer.memo.mM1 MANUELMARIINEZ, P.E
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r.p,,hf02015M belln,rm Odondo, FL 32832
Girder
oS12 ,
5x6 = 5z6 =
A0533066
3x6 II
9
10
2 3 ll 12
4
Bi
7 6 5
1.5x4 11 1.5x4 11
3x6 =
LOADING(psf)
SPACING-
2-0-0
TCLL
40.0
Plate Grip DOL
1.00
TCDL
10.0
Lumber DOL
1.00
BCLL
0.0
Rep Stress Ina
NO
BCDL
5.0
Code FBC20IOfFP12007
LUMBER -
TOP CHORD 2x4 SP M 30(flat)
SOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 cc
puffins, except end verticals.
SOTCHORD
Rigid ceiling directly applied or 10-0-0 cc brecing.
REACTIONS. (lb/size)
8 = 1612/0-7-6 (min. 0-1-8)
5 = 1508/Mechanical
Max Grev
8 = 1612(LC 1)
5 = 1508(LC 1) _
FORCES. (lb)
Max-Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
1-8=66810, 4-5=-SWO, 2-3=2193/0
BOTCHORD
7-8=0/2193, 6-7=0/2193, M=0/2193
WEBS
3-5=-2384/0, 2-8=2384/0
NOTES-
1) Unbalanced floor live loads have been considered for
this design.
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) Refer to girder(s) for truss to truss connections.
4) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity made] was used in the analysis and design of this
truss.
5) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 cc and fastened to each truss with 3-10d (0.131"
X V j nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
6) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 714
lb down at 0-5-8, 714 lb down at 2.5-8, and 714 lb
down at 4-5-8, and 629 It, down at 5-0-0 on top chord.
The design/selection of such connection device(s) is the
responsibility of others.
CSI.
DEFL.
in
([cc)
. I/defl
L/d
TC 0.77
- Vert(LL)
-0.05
5-6
>999
480
BC 0.83
Vert(fL)
-0.08
5-6
>901
360
NIB 0.66
Horz(TL)
0.02
5
n/a
n/a
(Matrix)
7) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (3).
LOAD CASE(S)
Standard
1) Dead + Floor Live (balanced): Lumber
Increase=1.00, Plate Increase=1.00
Uniform Loads (pIQ
Vert: 5-8=10, 14=-100.
Concentrated Loads (Ib)
Vert: 9=634(B) 10=634(13) 11=634(13) 12=-549(F)
3x6 =
PLATES GRIP
MT20 2441190
Weight 45 lb FT = 0%F, 0%E
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Job
Truss
Truss Type
Qry Ply
A0533067
61993
FL08
Floor
1 1
Job Referencelogtional
Al nuur IKUb=b,rVN1 rlel<w,r�.rana, ceslgnLaJanruss.mm
1 3x3 II
Run: 7.620 s Apr 15 2015 Print 7.620 s Apr 30 2015 MiTek industries, Inc. Thu Jun 25 16:14:24 2015 Page 1 .
ID:OMsTuGzOH5ifu1T6OcPugyCjv8-RVAsxykpT)XaNf571AlaG2SEex_6AuYYO bdVz2iPT-
2 3x3 =
33x3 II
5x6 =
LOA13ING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
Well
Ud
PLATES GRIP
TCLL 40.0
Plate Gnp IDOL 1.00
TC 0.18
Vert(LL)
.0.07
4-5
>509
480
MT20 244/190
TCDL 10.0
Lumber DOL 1.00
BC 0.98
Vert(fL)
-0.12
4-5
>312
360
BCLL 0.0
Rep Stress Ina NO
WE 0.04
Horz(TL)
0.00
4
n/a
n/a
BCDL 5.0
Code FBC2010/TPI2007
(Matrix)
Weight: 26 lb FT = 0%F, O%E
LUMBER -
TOP CHORD 2x4 SP N0.2(fiat)
BOT CHORD 20 SP No.2(fiat)
WEBS 2x4 SP No.3(0at)
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 3-5-0 cc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
5 = 649/Mechanical
4 = 649/0-3-8 (min. 0-1-8)
Max Grav
5 = 649(LC 1)
4 = 649(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. -All forces 250 (lb) or less except
when shown.
NOTES-
1) Plates checked for a plus or minus 0 degree rotation
about its center.
2) Refer to girder(s) for truss to truss connections.
3) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
4) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-10d (0.131"
X 3") nails. Slrongbacks to be attached to walls at their
outer ends or restrained by other means.
5) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Floor Live (balanced): Lumber Increase=1.00,
Plate Increase=1.00
Uniform Loads (plf)
Vert: 4.5=-310(F=300), 1-3=-100
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(vppigW02)IS 41 loaf T,, us.YvmulYemeep It Odonda, FL 32832
HJ3 (Diagonal Hip Girder
I
440.to-
1-I 22--1111-0-0 -2510.SA13 5
1.5x4 II
"" — NAILED 1.5x4 II
5-0-13
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL. in
(lac)
(/deg
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.37
Vert(LL) 0.05
6-9
>999
360
MT20 244/190
TCOL 7.0
Lumber DOL
1.25
BC 0.21
VertCTL) -0.04
6-9
>999
240
BCLL 0.0
Rep Stress Ina
NO
WB 0.05
Horz(TL) 0.00
2
n/a
n/a
BCDL 10.0
Code FBC2010TPI2007
(Matdx-M)
Weight 22lb FT=O%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural woad sheathing directly applied or 54-13 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 cc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation nuide.
REACTIONS. (lb/size)
2 =
19811-5-0 (min. 0-1-8)
6 =
123/Mechanical
Max Horz
2 =
245(LC 11)
Max Uplift
2 =
-392(LC 4)
6 =
-226(LC 4)
Max Grav
2 =
200(LC 16)
6 =
132(LC 16)
FORCES. (Ib)
Max. Ccmp./Max. Ten. -All forces 25a (Ib) or less except
when shown.
TOPCHORD
2-10=404/494
BOTCHORD
2-12=533/365
NOTES-
1) Wind: ASCE
exposed; porch left exposed; Lumber DOL=1.60 plate
grip DOL=1.60 '
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 par bottom
chord live load nonconcurrent with any other live loads.
4) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tallby 2-0-0 wide will fit between the
bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 392 lb uplift at
joint 2 and 226 lb uplift at joint 6.
7) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
8) "NAILED" Indicates 3-10d (0.148" x3") or 2-12d
(0.1,firmx .25'� toe -nails. For more details refer to
MTek's ST-TOENAIL Detail.
9) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASES)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (ph)
Vert: 14=54, 5-7=-20
Concentrated Loads (lb)
Vert: 10=150(F=75, 8=75) 11=40(F=20, 8=20)
12=4(F=2,B=2)
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form, Namknwgonln, olemlveogood Eramamm,road apea mania, lralgrlinlnaNA m, Torn ho, leu^vnb tlorno auildiapoedpae, or uunsnemfaplme, m,nreoadNy nmpderndenmaeenaeraremin.l.
(eppkMl®msMI tremor...MomduddnLrl. Odxndu, FL 32032
Job Truss
Truss Type
Oty Ply
61993 HJ7
Diagonal Hip Girder
7 1
A0533O69
Jab Reference (optional) '
A7 ROOF TRUSSES, FORT PIERCE, FL 34946, design@altmss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Jun 2516:14:25 2015 Page l
ID:OMsTUGzQH5ifu1 T6OOPcrgyCjvB-vijF811RE1fR?pgBbtHpoF?IULSuvG1 iEMcVOxz2iPS-
-1-10-10
ago 9.10-1
1-10-10 4-9-8 1 s-o-e 1
2x4= nwt.eu 1.5x411 nwLeu 3x4=
NAILED NAILED NAILED
NAILED
LOADING(psl)
SPACING-
2-0-0
CSL
DEFL
in
(loc)
Ildell
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.59
Vert(LL)
0.11
6-7
>999
360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.43
Vert(TL)
-0.09
6-7
>999
240
BCLL 0.0 '
Rep Stress Inns
NO
WB 0.35
Hom(TL)
-0.01
6
n/a
n/a
BCDL 10.0
Code FBC20101TPI2007
(Matrix-M)
Weight: 43 No FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purins.
BOTCHORD
Rigid ceiling directly applied or 5-5-6 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation ould-.
REACTIONS. (lb/size)
4 =
128/Mechanical
2 =
43010-8-0 (min. 0-1-8)
6 =
256/Mechanical
Max Hom
2 =
334(LC 4)
Max Uplift
4 =
-185(LC 4)
2 =
-613(LC 4)
6 =
-481(LC 5)
Max Gmv
4 =
148(LC 16)
2 =
467(LC 16)
6 =
256(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-11=620/859, 3-11=568/824
BOTCHORD
2-13=959/602, 13-14=959/602,
7-14=-959/602, 7-15=-959/602,
6-15=959/602
WEBS
3-7=2551201, 3-6=-639/1018
NOTES-
1) Wind: ASCE 7.10; Vul1=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf, BCDL=S.Opsf h=15ft;
Cal. 11; Exp B; End., GCpi=0.18; C-C Exterior(2);
cantilever left and fight exposed ; end vertical left
exposed; porch left exposed; Lumber DOL=1.60 plate
grip DOL=1.60
2) This truss is not designed to support a ceiling and is
not intended for use where aesthetics are a
consideration.
3) Plates checked for a plus or minus 0 degree
rotation about its center.
4) This truss has been designed for z 10.0 psf bottom
chord live load nonconcurenl with any other live
loads.
5) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 185 lb uplift at
joint 4, 613 lb uplift at joint 2 and 481 lb uplift at joint 6.
8)''Semi-rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
9) "NAILED" indicates 3-1 ad (0.148'W") or 2-12d
(0.148"x3.261 toe -nails. For more details refer to
Mrrek's ST-TOENAIL Detail.
10) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-4=54, 5-8=-20
Concentrated Loads (lb)
Vert: 11=40(F=20, B=20)12=46(F=23, 8=23)
13=48(F=24, B=24) 14=4(F=2, B=2) 15=31(F=15,
B=-15)
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irm...rdmplm.,mrdGmren,n.nymyr,de nrrn.morJema... W.yrrM1Maym..rbnr,rdr.mrrim.,u..nr.=rym.mdmrrnrm..d..yM1rmrmrv.anrM lum LJg.dinrv.gL irv,r6pJM1d.rmmo®h,asmia. maan.,m.rnmr,brn.ym.am.r,,
Imtl,rqnd-di%,T—brv.INV,i.h.rny.mitilMdi6.a.."lb. Omri,.mno,iced.rrmormrrmld'uy0r,ynv,rymeuno.,rlmrll(,IMI16nrWtl pnlemprztlrendlr4l. IlweppnrJalgrNyondenlfieldunelMtrv,yuJua'uyn.vali,gnmayv,M1nonenw.ndM1pmy,ukr6r0r #847182
,r,p.mmmndmrr.are.pordym,..am.u.m,an.mo,n.nmm.mo..dmrn.our,..drvmrmrr.1,be.mmuomp,.rr,wrnmlm=nwnwbrlsmreMni..asunr,.,ri,rm,<am,ye.,rnywa®,r.ni.l aam<,m...... utisn,,..damir,.amnmm.no,.r,w,.ornonrnoi.rr,,.d 18819Ehorlmn(ir.
um,n=d.mr.,,corn.n.,.MarbmaNar.dm.ona.�.pie.mM1yM.oro,mu.minm oar.,,ornn¢ryi.r.arfiorn.mucrromymrvimrrs,nrmuA..,rim..rmi�ynrapamvmirmrnrnadmruoix.t
4yn14M®1415k11WT..m,.xo=amaimrcr.Le.r•dmn.,dmi,e.mm,m,.,mlmm,np,.mfin,e.ne.rm..n�:a.pnomkl reen,.n.r.re.y.umio.ep.c Think, R32832
993
Jack -Open
i.5x4 11 4
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(too)
Udell
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.18
Vert(LL)
0.02
5-8
>999
360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.15
Vert(rL)
0.02
5-8
>999
240
BCLL 0.0
Rep Stress ]nor
YES
WB 0.05
Horz(TL)
-0.00
2
n/a
n/a
BCDL 10.0
Code FBC2010/rP12007
(Matrix-M)
Weight: 17 lb FT=0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-10-6 cc
purtins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 cc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed dudng truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. (lb/size)
2 =
243/1-0-0 (min. 0-1-8)
5 =
112/Mechanical
Max Herz
2 =
236(LC 4)
Max Uplift
2 =
435(LC 4)
5 =
-282(LC 5)
Max Grav
2 =
250(LC 10)
5 =
132(LC 10)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=242/416
BOTCHORD
2-5=679/361
NOTES-
1) Wind: ASCE 7-10; Vu1t=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft;
Cat. II; Exp B; End., GCpi=0.18; C-C Exterior(2);
cantilever left and right exposed ; end vertical left
exposed; porch left exposed; Lumber DOL=1.60 plate
grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chard live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of
20.0psf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2.0-0 wide will fit between the
bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 435 lb uplift at
joint 2 and282 lb uplift at joint 5.
7) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
R..Mrnmmlmowlry,ear.ro.•rl loornwnlvtu}mWuminuommanMANURMAOTINR,P.E.
wmmnn,dmyM.emodlemam,ro,Raklr.did. Avrmn OdgemlMm. [mweglnrdmahaM®M1..rdeenfi1. Mldam.e,umpllm komnlm.Mnon,,
',MMli1ryendmed1hhWllo,,ludlo,IIhe1.meminilMdlb0r1e,Meomeivmdde,imaepemv1h.1o1linganigneolu6e mvnldlEellCo,Il[,IEdorvlaviRlepndeovdR4l. MepP,Ndoraap,dpnYdrldmrolM,lrvn,eibdepfioedfuM,Iwoge,mnMledmoedmoiMM,mabMe #047102
,npmMfi1,do. Wl@rg anl.... .od4Nvdee. NvetlueleNh0rl40oedMeploMneprdrybeaenplMeldMmgrpnleemlderylolo,notlmmNlpolLroed EYllladfl[Ivenlnmudlo,pe,Npeidmn. RH defi-A... veMMNUW dMnAM lrm, aedlnn.Ln, 0Npn4gmennd 10019 Charlton Ch.
w4®okme4w flaerrded,fimd 4eom,e,need.Pom.nnegdynpadeae.eN,L RammtlWlnmryme,meodm, WlMoldeyeermumsydrmr.g'menm,orrWum. nregedmale,m,me, ae.eemm.l.
Q'InMl®ra1561lpolnm✓LmmelYvaee46leyedvMopoiM.dmmm,NmyfmglvpeHEndxiAmaevpe,®nupinm411mnm,e✓ Ymee1xudm4EE Orlando, It. 32032
Job Truss
Truss Type
Qty Ply
AO533O71
61993 J7
Jack -Open
24 1
Job Reference (optional)
At ROOF TRUSSES, FORT PIERCE, FL 34946, design@a11mss.com Run: 7.620 s
3x4 =
30 2015 MITek Industries, Inc. Thu Jun 25 16:14:26 2015 Page 1
:rgyClve-OuHdMem3?Kn IczFN8ao2LTYRQImKeogrTOM2yNz2iPR
Dead Load Deff. = 1/8 in
LOADING(psf)
SPACING-
2-0-0
Cat.
DEFL.
in
(loc)
Vdefl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.77
Vert(LL)
0.21
4-7
>401
360
MT20 2441190
TCDL 7.0
Lumber DOL
1.25
BC 0.55
Vert(fL)
0.16
4.7
>532
240
BCLL 0.0 •
Rep Stress Incr
YES
WB 0.00
Horz(rL)
-0.01
2
n/a
n/a
BCDL 10.0
Code FBC2010rrPI2007
(Matdx-M)
Weight: 241b FT=0
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 5-4-11 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MITek recommends that Stabilizers and required
cross bracing be installed during truss eredion, in
accordance with Stabilizer Installation uide.
REACTIONS. (b/size)
3 =
141/Mechanical
2 =
388/0-3-8 (min. 0-1-8)
4 =
60/Medtanical
Max Horz
2 = -
360(LC 4)
Max Uplift
3 =
-255(LC 5)
2 _
-680(LC 4)
4 =
-192(LC 5)
Max Grav
3 =
186(LC 9)
2 =
392(LC 10)
4 =
105(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=101212012
BOTCHORD
24=.2982/1511
NOTES-
1) Wind: ASCE 7-10; Vul1=160mph (3-second gust)
Vasdml24mph; TCDL=4.2psf; BCDL=S.opsf; h=15ft;
Cat II; Exp B; End., GCpi=0.18; C-C Exterior(2);
cantilever left and right exposed ; end vertical left
exposed; porch left exposed; Lumber DOL=1.60 plate
grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chard live load nonconcurrent with any other live loads.
4) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 255 Ib uplift at
joint 3, 680 No uplift at joint 2 and 192 lb uplift at joint 4.
7) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
rwl nremrom.pdhrm@nle-Aa(pOMM=Alnanvuaamuueru— rnydry.perm.lmmdnm..Mr.lYnlrn.pdp.k..M1rlmXlrmlkYmdYmX.r,liumrm.urelen,rm. @unasn.nemudm A.M.®M1 �NUfLMABiINE2, P.E.Y,ulna.mmrlYn,eeokrerdkrnrmodbrdn o.omorankpnrr,N.kr.mnky.em4nr nde.®rmnnpmmrv....rMrrdandnmrd.Mi.rmi.pnrlmairplwrt.dsp.nkmpxrm,depaeemmmvreh..rdmnu. mocp.numpeme.erMym.cXmr,
'nilvldMmdneollMrlrmrhrvnY1vi19n01r0venpm,iM6hdlb0.neplle0vorirwllmvedvpmrmdedAldupOr4pmo'mnrnetendMv@SIErIn,M1rbWE.ddnpwdeandlrFL IDevrploNtlMrlp4vMeryM1tldmnlMelrne,mndepk.dlinYlm...... .O.I.Mbraft,knOb,n #041I82
mmmibpiryvlMerwlXuppnpmrvedUmvmr. llvpwuerpnl.M, TOO and Meprrmmvrdputld'nuniIn. lrildlnpremp.mntSdnyM1lermekePnllpvn0vdbyNOMSM.... nmredlegemlvlp.idmn.11lldelinnrom,pomlEliXvuodtlmnolllrlmnteJpnn,nenXnipnlnpNeeuod 10019 CM1odlan Or.
Inn Ywrktlae4mnuenmiudrfieellYefnMv,tnpeel.povh.nXnpbralyN@JueM1vd R.Irvu4etlro4glmeri,lip(MCVnldinpOr,ipnermlmrSypemlepieeetlnorybiMey n(a,l.kedl...... deMrdinlhl.
fnyydgM1ldipplS Ml Ivdimm,-YvmvlYmuebrt 4ppdpmv.dMi.dmimM;mvvYlvm,i.pvAiEmd.iArlPlerprrmluivr M1voM!Bvvllmse. Yvvve Ymtlner,EE Orlando, R 32822
.q
Jab Truss
Truss Type
Oty Pty
A0533072
61993 VM02
Valley
1 1
Jab Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@aluuss.wm Run: 7.600 s Oct 3 2014 Prim: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Jun 25 16:14:26 2015 Page 1
I D:OMsTuGzOH5ffu1T6OcPagyCjvB-OuHdMem37Knl=FN8ao2LTYcpluZeogrTOM2yNz2iPR
2-0-0
2?&
6.00 12
2x4 G
LOADING(psf)
SPACING-
2-0-0
CSL
DEFL.
in (loc)
Udefi
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TO 0.04
Vert(LL)
n/a
n/a
999
MT20 2441190
TOOL 7.0
Lumber DOL
1.25
BC 0.02
Ven(TL)
n/a -
n/a
999
BOLL 0.0
Rep Stress Infer
YES
WB 0.00
Hom(TL)
-0.00 2
We
n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix)
Weight: 5lb FT=0
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-0-0 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 10-M oc bracing.
M1Tek recommends that Stabilizers and required
cross bracing be Installed during truss erection, in
accordance with Stabilizer Installation quids.
REACTIONS. (lb/size)
1 =
5111-11-8 (min. 0-1-8)
2 =
37/1-11-8 (min. 0-1-8)
3 =
14/1-11-8 (min. 0-1-8)
Max Holz
1 =
fit(LC 4)
Max Uplift
1 =
-32(LC 4)
2 =
-70(LC 4)
Max Grav
1 =
56(LC 9)
2 =
51(LC 9)
3 =
27(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf, BCDL=S.Opsf; h=15ft;
Cat. 11; Exp B; Encl., GCpi=0.18; C-C Exterior(2);
.cantilever left and right exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
5) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Bearing at joint(s) 2 considers parallel to grain value
using ANSI/TPI T angle to grain formula. Building
designer should verify capacity of bearing surface.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 32 lb uplift at
joint 1 and 70 lb uplift at joint 2.
8) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design -
of this truss.
LOAD CASE(S)
Standard
room"""rem.erhp"evnrAuaarnvistslauAl'aoa(maA mwlnvovo¢nur{rumlAnronvmunrmm ersraear.rmmoomamredemr.area.vedmnr.'mrNvnrdmwmdu�u.n,etme�e..¢eum.rere.o�,rmmr.'.o.me.memv.wr AIANOEL MAR➢NEZ, P.E.
Imn".00m.rdm"dmbmrdl"roemvm..d�n A. rarroeay.m�lee,"to'Snunlrv"eo. do. .rnorrw..rum—,ow.)nd"of ..emew.een.rrerr.rminm,rues"cve.lmrrmvbnmrevume"memoe.7."earla. maery�.rrrmvumr.nesno"enn,a,
rvimhil, udme this Out lurmY CYYmrlr told".elldAYdIAe O.mylle0mnivu0wvdvrmlm0,ruil£up0urnn.loroemYetld0r ICAeIBl,Odoml Evik'mpnee ouVI1.Tro,prordd0o[Odull,Idd nolOeOmr,®rntvp EoeEfm&xnv..boadu uddrubVho060. #4471183
mre.rAlr"droaooidevvmvene.da.o.mr.An.d"rnommtoIDud A.padm.vdvdnwn.lAer.damp(.v=.mfinepm¢.ml..Pn9v.s+hdArn."Ra..mmmrmlogemmvdem". nu d,neermemr".idifte.demur.oueuenoen(oor.lmsomonlwn'und 10319(hulton Cir.
1mfYmvmomemAUOhM"dd"dheomremenrea.p.u.nr vinopnmmmra ThT.M ,ofsales"irrafAemwyo"weer.Nnsnr®r.mm"frMIuwmf mepu.errdm..ae"derooduml.
• (egyrird,®anAMl ledlan"-Y®elYarou011 kladmio.d0irdmwt,hmYlam,bpeEAiudmuhm,dleep,mrm.0evA I t"n..ou-IA"demmryrt Odondo, Ft 32032
Job Truss
Truss Type
Oty
Ply
61993 VMO4
Valley
1
AO533073
Job Reference (optional)
A7 ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.600 s Oct 3 2014 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc Thu Jun 25 16:14:27 2015 Page 1
ID:OMsTuGzOHS'Ifu1T6OcPagyCivB-s4R2 nhmev9E7gailJHug4ly8DwNE4?igScUgz2iP0-
LOADING(psp
SPACING-
2-0-0
TCLL
20.0
Plate Grip DOL
1.25
TCDL
7.0
Lumber DOL
1.25
BCLL
0.0
Rep Stress Ina
YES
BCDL
10.0
Code FBC20101lPI2007
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-0-0 oc
purins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation. uide.
REACTIONS. (Ib/size)
1 =
87/3-11-8 (min. 0-1-8)
3 =
-9213-11-8 (min. 0.1-8)
4 =
-39/3-11-8 (min. 0-1-8)
5 =
29413-11-8 (min. 0.1-8)
Max Holz
1 =
149(LC 4)
Max Uplift
1 =
-34(LC 4)
3 =
-126(LC 9)
4 =
-77(LC 3)
5 =
-355(LC 4)
Max Grav
1 to
90(LC 9)
3 =
174(LC 4)
5 =
371(LC 9)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
WEBS
2-5=-288/397
NOTES-
1) Wind: ASCE 7-10; Vuit=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf, BCDL=S.Opsf; h=15ft;
CaL II; Exp B; End., GCpi=0.18;.C-C Extedor(2);
cantilever left and right exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about Its center.
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live (cads.
1.5x4 II 3
5 4
2x4 O 1.Sx4 II
CSI.
DEFL
in (loc)
Vdefl
Ud
PLATES
GRIP
TC 0.14
Vert(-L)
n/a -
n/a
999
MT20
244/190
BC 0.07
Vert(TL)
n/a
n/a
999
WB 0.12
Hom(fL)
-0.00 3
n/a
rill'
(Matrix)
Weight 13 No
FT = 0
5) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Bearing at joint(s) 3 considers parallel to grain value
using ANSI?PI 1 angle to grain formula. Building
designer should verify capacity of bearing surface.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 34 Ib uplift at
joint 1, 1261b uplift at joint 3, 771b uplift at joint 4 and
355 No uplift at joint 5.
8) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used In the analysis and design
of this truss.
LOAD CASE(S)
Standard
v�:p.nmmne,,.¢arcane.meauomneml'murlamumusrmmmaYsmnonnlna'Palanlmsuane�m eeibaeoA.pv�Io.erramen+rum,nm+�eana�nlnAleblm,um mmm+,ame+e.eammwee+e. au+,awdmaa.ewMo..4 MANUEL MARTINEZ, P.E.
NAM ....m..I... IlHeuak+nelApbenefd 4euu++migomy...(u-IpeueM1...QAe,edmmrl4prtp,,,,mm�evepwolneld.nu.d.epueenry+.,paJRnrh+n.dnpooln,anpinrm+aepumdrelAaAp®h,mde+Wl. meedp.,+onren+,beimine4fiee,,
'm4inilihulemdlNOm,h+veYXalfq'nRnaponilll8rof0vOmeelb9.rei+wlEemelpB,nlwnelWM.eOAnil.w•:nemmulMOACItiIrClelwvinoiamAmd•vndBl(IMapp+o.ddnelOAaodeoYfieldmeollbGnA'n,bemgAu9inyumaly,'oavAuieevnd:w'mA.+AvAXnb #047182
mpomlEnry.IntluAPupOnlp.m eM4m....11still no mod me minim eedpu!drama.I adAld:A(nnp.wm3.XpWpmppv. 1150'silt,d 411 loss we+enmed 1.grmiolpoldmn.IRldellmne+e+wnunilillnmdtlennvinennvpe+ipw+.l+m+NAA.Fnpiomeea
4m+YonekRnn,mW+ellmiudefinealYoloi.+mvpeel.... marts, d'sul ...Xed IAeIm,AniPl^gl^ee+ivnAlMeknldLAOnigne+wlrvnSY+ImNgiuetlnu,ybvl!die}4lfapdenedmmwmleruediolR 1. IRRI9 Italian (Ir.
uvMAnl®Amsw•I r..n+.ne,-u.mdumn..�Aa up.em>imua,arum:.ldewrlmm,hnonmum.ue.+me.pwm,,:,trema.l uenm,n-lu...ixmn.n,ef. Mardis R 32832
Job
Truss
Truss Type
Oty Ply
61993
VM06
Valley
1 1
A0533074
Job Reference (optional)
At ROOF TRUSSES, FORT PIERCE, FL 34946, design@almrss.com Run: 7.600 s Oct 3 2014 Front: 7.620 s Apr 30 2015 MTek Industries; Inc. Thu Jun 25 16:14:27 2015 Page 1
ID:OMsTuGzOH5dulT60cP('rgygv8-s4r72_nhmev9E7gailJHug4dx89kNFw7ig5cUgz2iPO
1.5x4 II
2
2x4 4 3
1.5x4 II
LOADING(psf)
SPACING-
2-0-0
CS1.
DEFL.
In (roc)
Vdefi
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.65
Vert(LL)
n/a -
n/a
999
TCDL 7.0
Lumber DOL
1.25
BC 0.34
Vert(rL)
n/a -
n/a
999
BCLL 0.0
Rep Stress Ina
YES
WB 0.00
Hom(rL)
0.00
n/a
Na
BCDL 10.0
Code FBC2010fTP12007
(Matrix)
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
pur ins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation miles.
REACTIONS. (lb/size)
1 =
193/5-11-8 (min. 0-1-8)
3 =
193/5-11-8 (min. 0.1-8)
Max Hom
1 =
226(LC 4)
Max Uplift
t =
-121(LC 4)
3 =
-234(LC 4)
Max Grav
1 =
213(LC 9)
3 =
243(LC 9)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=19V260
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCOL=5.Opsf; h=15ft;
Cat II; Exp B; End., GCpi=0.18; C-C Exterior(2);
cantilever left and right exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) Plates checked for aplus or minus 0 degree rotation
about its center.
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 pod bottom
chord live load nonconcumenl with any other live loads.
5) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Provide mechanical connection (by others) of truss
to beating plate capable of withstanding 121 Ito uplift at
joint 1 and 234 lb uplift at joint 3.
7) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
Weight: 21 1b FT = 0%
NvmivPflevunmaplJyn,ivntYFl Foalmidre WeuelamdmLlEAelven aeeneleremr. IXAnd4nim.l.doo moot,
tildrmnopaplanvlAllvuulXrlAalfianlrmGd.Au4manipohrerupe,lpudry FgiunAhmdo,ao,mr9remmuev I0000dOe,f otd eepinngm,Ymutilirylx MedeugoeltMvrybl..depiadmtMNp",uedm Vol. no1.4-ot"o,k",-floty MANUB MARF liF7, P'F'
tw,Zty and to of as bruit o,, Mildinp it as mpmtlllxydav O,Jha Own —Mow'vtdvgmtm Me hilXlvp OnipmbledemdnldlldaJMto, to XmlAviMvpmdevM].TMvppn0ef1her0ced.o,fiddundlMGmxNJudNpM1mdlvp,nmvpe,XndlodmvedbmioY,MalrlXr #047102
' mpent0ipry of*, Wdirp Dow pexvnd(nlmwr. AanvintolalI. nrl0pvndMepxllmvnd puidrinnd lM told, 4mpvvrnlvleglolwmoXmlA(L pvEVJ�rdly Vlmdll(ImnlnevxdNrpenenlpridmn R4141'metMenlpanil6i4xewiddl2ndMeTmtartllnn,tlonpNpnlepNenenl
LonYaivlvrlweymhno0emudtfinllyv(vMrvdvyvrdopvvlvniluplyv®rytivtivrvAvd RJrvnpNgnfgioerr'a XalMe Buing4Npvrtwllm6YrlrmfvymnhrvnYM'iliap AI(ghtl ed Yrmwtn5ltllnvdlolP41. INAI2 (Ilarllall (II.
Aa,gt0203A-11a4➢nto-AmnfxeNra, P.I. p,nodualvndtMtdvmmmLinvny(vrm,ItprvlilitedviOvmAOR,mixiov4omkl Ivvl/mnmMvmvelXmlinryRL 0tlando, FL 32832
IL
"1.
e
TRUSSES
—--AFLOMDACORPORATION
SCANNED
St. Lucie County
Important Notes / Please Review Prior to Truss Installation:
1) Trusses are to be handled, installed and braced in accordance with the following standards:
ANSI/TIP 1-2007; WTCA 1-1995--"Standard Responsibilities in the Design Process Involving
Metal Plate Connected Wood Trusses", and "BCSI 1-03 Guide to Good Practice For Handling,
Installing, & Bracing of Metal Plate Connected Wood Trusses" published`by WTCA and Truss Plate
-Institute. Any of this material can be obtained by contacting A-1 Roof Trusses. Spanish versions are
also available.
2) All temporary and permanent bracing design, connection, material, and labor by others.
3) Truss designs are for an individual component, not for a truss system. Reactions and uplifts may
vary from building designers calculated loads. The building designer is ultimately responsible for
clarifying any discrepancies.
4) If provided by truss manufacturer, any engineered beams provided have been sized using
information design guides or software provided by the beam manufacturer. The building designer
should verify all loads uplifts, and bearing requirements. Truss manufacturer is not responsible for
specifying beams, other than those provided by truss manufacturer.
5) Unless specified, roof trusses are not designed for any additional attic storage loads.
6) On flat surfaces, adequate drainage must be provided to avoid ponding.
7) It is the builder's responsibility to assure there is adequate room for A/C ducts, electrical wiring and
plumbing runs to assure they do not interfere with the truss chords. (Roof and floor.) Truss chords
and webs cannot be cut Attic access opening should be located between trusses unless otherwise
noted.
B) Unless specified, valley framing design, connection, material and labor to be supplied by the
builder.
9) Attached drawings are standard details that cover most installation standards. Structural details
provided by the building designer supersede any attached details.
10) Trusses are not designed to carry the chimney, cupola, steeple, or other structures unless specified.
Structure should be framed through the trusses to be supported by the foundation. In cases where
trusses are designed to carry the structure above all loads and uplifts MUST be verified by building
designer. Connection of structure to trusses must be provided by the building designer.
1 1)_The specific engineered truss drawings are subject to other terms, conditions, and details on the truss
placement plan and/or individual truss design drawings.
12) Trusses are designed to carry ONLY the specified loads on the engineered drawings. Point loads
for materials, erection personnel, equipment, whether temporary or permanent, are not allowed
unless specified on sealed engineered drawings.
Any questions or comments feel free to contact A-1 Roof Trusses at 772-409-1010.
4451 St. Lucie Blvd., Fort Pierce, FL 34946
772-409-1010 Office 772-409-1015 Fax www.Altmu .com
Name:
Address:
STRUCTURAL
CONNECTORS'
Customer:
q�
ITek•compsny
Contact: Number.
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LUS24
670
765
825
490
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2- IOd (Joist)
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JUS26
188:4
850
975
1060
1115
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FL82L44,
4--10d (Joist)
11-
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LUS26
965
990
1070
1I65
4-10d(Header)
4 - IOd (Joist)
T3
MSH422
183:
22 - Sod (Face - Face Max Nailing)
F1.822.36,
6-10d (Face -Top Max Nailing)
08-
6 -10d (Joist - Face Max Nailing)
0303.06,
6- 10d (Joist - Top Max Nailing)
RR 25836,
4-10d (Pop -Top Max Nailing)
13116-R
-
7HA422
2245
2245
2245
6- 16d(Canled Member -Face Mount)
6- lad (Canted Member- Top Flange)
21-16d (Face - Face Mount)
2-16d (Face - Tap Flange)
4 -16d (Tap - Pop Flange)
'
TWI422
1635
1835
1835
-
2 -10d x I-112 cr2 - IOd x 1-112 (Carried Member)
•
20-1ed art-!od(Face)
4-10d (Top)
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T4
THD26
1781,
2485
2855
3060
2170
18- led (Face)
FL13285.35
12-10d x 1-112 (Joist)
, 06-
0921.05,
RR 25843
HFU26
2940
3340
3600
1555
11 -10d x 1-112 (Carried Member)
20 -10d x 1-112 (Carried Member - MaxNailfng)
20 -16d (Carrying Member)
20 -16d (Carrying Member- MaxNatBng)
TS
TH D26-2
17814
2540
2920
3175
2285
18 - 16d (Face)
F413285.35
12 -10d (Joist)
, 06-
0921.05,
RR 25843,
13116-R
HHU526-2
2785
3155
3405
1550
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6-16d ()oW)
HTU26-2
2940
3340
3600
2175
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20 -16d (Carrying Member. Max Nafling)
T6
THD28
1781,
3855
3965
3965
2330
28 -16d (Face)
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3820
4340
4680
2140
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26 -16d (Carrying Member. Max Nnigng)
T7
THD28-2
178:4
3950
4540
4935
2595
-
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28 - l6d (Face)
FL13285.35
16 -10d (Joist)
. 06-
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.13116-R
HHUS28-2
4210
4770
5140
2000
22 -16d (Face)
8-16d (Jof tj
HTU28.2
3820
4340
4680
3486
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26.16d (Canying Member- Max NoWly)
TS
THD46
178:4
2540
2920
3175
2285
-
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FL23285.35
12 - 10d (Joist)
. 06-
0921.05,
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13116-R
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2790
3160
3410
1550
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14 -16d (Face)
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3950
4540
4935
2595
28 -16d (Face)
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, 06-
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13116-R
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4210
4770
5140
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8-16d (laht)
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4505
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4355
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2155
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8 -16d (Joist)
T11
THDH26-3
1881,
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4505
4795
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FLOWS,
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4355
4875
5230
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8-16d (Jaht)
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THDH28-2
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7515
8025
2665
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FL82L77,
10 -16d (Joist)
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7460
7460
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36 -16d (Face)
12 -16d (Jos)
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HGUS28-3
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7460
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36.16d (Face)
12 - I6d (Joist)
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4 - 10d (Header)
LUS24
4 - 10d (Header)
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2-10d(Joist)
2-10d(Jo(s¢
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110
THDH26-2
20-16d(Face)
HGUS26-2
20-16d(Face)
8 -16d (Joist)
8-16d (Joist)
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THDH26-3
20-16d(Face)
HGi1526-3
20-16d(race)
8 -16d [Joist)
8-16d (Joist)
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THDH29-2
36-16d(Face)
UGUS28-2
36-16d(Face)
10 -16d (Joist)
12-16d (]a&V
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THDH28-3
36-16d(Face)
HGUS28-3
36-16d(FOce)
12-16d (Joist)
12-16d(Joist)
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4 - 3-Od (Header)
LUS26
4-IOd(Header)
4 -10d (Joist)
4- lod (Joist)
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MSH422
22-10d (Face- Face Max Nailing)
THA422
6- I6d (Carted Member- Face Mount)
6-10d (Face -Top Max Nailing)
6-10d(CardedMember -Top Flange)
6-lad Quist - Face Max Nailing)
22-16d(Face-Face Mount)
6 - lad (Joist -Top Max Nailing)
2-16d (Face - Top Range)
4 - lod Crop -Top Max Nailing)
4-16d Crop - Top flange)
-
T4
THD26
18 -16d (Face)
HTU26
1I -10dx I-22 (Carried Member)
12 -Sod x 1-1/2 (Joist)
20 -10d x I-12 (Carried Member -
Max Nailing)
20 -16d (Carrying Member)
20-16d(CarymgMember -Max
Nailing)
-
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THD26-2
18-16d(Face)
HHUS26-2
14-16d(Fae)
12-10d (Joist)
6-16d (Joist)
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THD29
28-16d(Face)
HTU28
26-IGdx 1-112(Carried Member -
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26- I6d (Carrying Member- Max
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28-16d(Face)
HHUS29-1
22-16d(Face)
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8 - I6d (Joist)
-
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18 -16d (Face)
HHUS16
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6- I6d (lakt)
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28-16d(Face)
HHUS48
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8-16d-(Joist)
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Name
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STRUCTURAL
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Customer.
`� ARfrewcomPamw
Contact: Number.
JUS24 (Qty.1)
THDH26-2-
(Qty.1)
THDH26-3
(Qty1)
F
THDH28-2 (Qty.1)
THDH28-3
(Qty. 1)
JUS26
(Qty.• 1)
Left NO 3..
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MSH422 (Qty.-1)
THD26
(Qty-1)
THD26-2
(Qty. 1)
flange rj�' !;;C
flange >>"'
flange
flange
THD28
(Qt}r.1)
THD28-2
(W..1)
THD46
(Qty1)
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THD48
(Qty.• 1)
t
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TYPICAL HIPJACK CONNECTION
TSTBK MAX 55 PSF MAX ROOF LOAD wwXED
LM
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Plates Increase
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360
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rA Tek remmnends that Stalalizets end reWiredaomt3r V rg
be Installed during fm s erec4m% in a=rdzrce with Srab;(zer
installation m6de-
.11OrS QHsia) 4-18W&CITENca42-601101415 (min.0-1.8),6�'621NECIUM cai
Max Hca2-308(LC 4)
Max upII14-1SS(LC 4). 2--382Q.0 g, S159Q.0 B)
Max Grr4-219(LC 2).2-734(LC 2)• S-41MC 2)
S (m)-Mat.ComprWWh Ten. -Ail fomes250 Qb) orlem e= twhenshmm.
CHORD 2-1 f-•L�ffi615, 11-IZ—B68nJ07, 3.12--B4i909
CHORD Z-f4--681/B38, 1415--13416:8,7-15-439✓O1B, 7-16--439)&48, 6-t6-43JB98
S 3-6�916i475
WInd:A.9CE7-f0; 170mph (3s=.rd gust) Vasd-132nph; TCOL•S-Oast; BCDL-S.3p5l;h-25n; Cam- II; Eap C;En.1, GCpI-0.78;
MN)FPS(envelope);rardlfmv iLglandfightexposed;Lumber DCL-133plategip DOL.I33
This truss Is not designed to support a eeONg andls ontirdended toruse vAlae aesthetic area r idere0on_
Plates che&xd Ina pWs or mums 0 ttgreemtodon about Oscettet.
Ttds4us has beendesignedford 10.0 psfbottomdtonl ll elmdnonconwmerd with anyolitaDve lezds
' TNstms has been designed fora Eve load of 20.0slon The botlorodmid In ail areas wterea recWgie3-6-0fan by 2-40 widevd0 at
between the bottom chard and mW other merfine=
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�V - STATE OF : • _��
•'•.f'CORIDN
1"aNAV-
1109 COASTAL BAY
BOYNTON BC, FL 33435
10/20/12
TYPICAL ALTERNATE BRACING DETAIL
FOR EXTERIOR FLAT GIRDER TRUSS
12
4 12d � PITCH /�/ •
TRUSS 24' c.c.
UPLIFT CONNECTION
SEE ROOF TRUSS
EXTERIOR FLAT
GIRDER
4 12d
MAX 30" (2'-5")
2X6 ,#•2 SP BOTH
24" O.C.
SIMPSON H5
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11
FACES �•�`\�`�\ "cENSF ,<c��.�,,
N 34888
a: =
0'• 6TATE OF�_��~
`
1109 COASTAL BAY
BOYNTON BC,FL 33435
20/29/22
STANDARD PIGGYBACK TRUSS
IFEBRUARY 14. 2012 I CONNECTION DETAIL (PERPEN ICULAR) I ST-PIGGY-PERP.I
jl \o�/ I}II III®III Ilr ,
o L�
E=a
Wrek Industries. Inc.
DETAIL IS NOT
TRANSFERING
PIGGY-BACKTRUSS
(CROSS-SECTION VIEW
Refer to actual truss desic
addldmud piggyback truss
trek I11du5bim 1hesfxfield, nw Page 1 of 1
—30 FEET
7-98, ASCE 7.02. ASCE 7-05100 MPH
7-10 125 MPH (MWFRS)
THIS DEML SHALL BE ONLY USED FOR RESISTING A VERTICAL WIND UPLIFT
UP TO 140 LES MAXIMUM AT EACH CONNECTION POINT. -BUILDING DESIGNER
IS RESPONSIBLE FOR THE LOAD EXCEEDING THIS LIMITATION AND/OR IN
OTHER DIRECRONS
adrawingfor ATTACHPIGGYBACKTRUSS
'vdomladon. TO BASE TRUSS WITH
(2) -16d (0.131" X3-6) NAILS
TOENAILED.
NEARSIDE /FAR SIDE
. 1
FLATTOP CHORD
OFRASETRUSS
BASE TRUSS (SIDE VIEW)
Refer to actual truss design drawing
far additional base truss Information.
NOTES FOR TOENAIL•
1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES
WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE
NAIL FROM THE MEMBER END AS SHOWN.
2 THE END DISTANCE. EDGE DISTANCE. AND SPACING DF
NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING
OFTHE WOOD.
NOTES FOR TRUSS:
1. THIS DETAIL IS VALID FOR ONE -FLY PGGYBACKTRUSS ONLY:
2. THECHORDfAENmBER OF PIGGYBACK AND BASETRUSSES
MUST BE SOUTHERN PINE OR DOUGLAS FIR -LARCH LUMBER:
3. THE SPACING OF PIGGY13ACKTRUSSES AND BASE TRUSSES
IS FTORLESS;
4. THE PIGGYBACKTRUSSES SHOULD BE PERPENDICULARTO
BASETRUSSES.
S. PIGGYBACKTRUSS NIAY NOT CANTILEVER OVER BASE TRUSS
OR HAVE AN OVERHANG WHICH WILL CREATE A HIGHER UPLIFT
AT CONNECTING POINT
``111111111///'
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A34869
-7D : w_
�0 _ STATEOF
NAII-
1109 COASTAL BAY
BOYNTON BC,FL 33435
'10/14/12
c
FEBRUARY 14, 2012 1 Standard Gable End Detail I SHEET 2 -
J� O M A GNdostrizs. Che edield. MO Pd[]0 2 Of 2
,ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD
Trusses @ 24" o.c.
u `/= HORIZONTALRRACE 2XS DIAGONAL BRACE SPACED:8.O.C.
{SEE SEOTION AA) AT TACHEDTD VEFIT w.ALWRH r-)96d
COMMON WIRE NAILSAND ATTACHED
Wakindusvies,Inc.. Roof Sheathing—, ` TOBLOCN1NGWnH(5)-10dCOMMCNS.
METHOD 2
Max.
BLDG DESIGNER OR
S+TTD DESON THE
PALL DIAGONAL BRACETO
ACHMELOA' E
RLYJ WITH 7WO,ed NAILS
PLANE LDADSTHAT
IKrT
OFTHE GABLE BIDS
\
2X 4 PURLN FASTENED TO FOUR TRUSSES
WITH TWO 16d NAGS EACH. FASTEN PURLUN
\
TO BLOCMC-WJR•JO IEd NAILS (MIN)
Dlag.BTace
al1I3 POinLS
�r
\
PROVIDE2[4BLOCXMGBETWEETNTHETRUSSe
SUFPORTNGTHEBRACEANDTHETWOTRUSSI
Ifneeded
ON Ef(HBT SmE AS NOTEDTOENAIL BIOCIeNG
TOTRUSS6 Wfli (2) -, tM NA85AT EACH END.
ATTACHS OONALBRACETO BLOCh1NG WRH
M-,Od COMMON WIIENNLS.
BRACING REQUIREMENTS FOR STRUCTURAL GABLETRUSSES
r,Tarry:stir=.�a»
BE
AN ADEQUATE Dt
II \�6I INTnHISo naLis
NOTE: THE DEDULISTD BE USED ONLYFOR /
STRUCTURAL GABLES W HH IN AYED
STUDS.TRUSSESWLTHOUTINLAYED
MI)SAREPIC ADDRESS®HERE /
STANDARD I
GABLETRUSS
*:• N 34869
LuIt
1109 COASTAL BAY
BOYNTON BC,FL 33435
STDARD
FEBRUARY 14, 2012 I TRUSS CONNECTIONBACK DETAIL ST-PIGGY-PLATE
aaa
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000
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MTek Indusbies, Inc.
This detail is applicable for the following wind conditions:
ASCE 7.98, ASCE 7-02. ASCE 7-05, ASCE 7-10 Wmd Standards under
an enclosure and exposure conditions as long as no uplift exceeds 377lbs.
Refer to actual piggyback truss design drawing for uplifts.
NOTE:
This Oetafl is valid for one ply trusses spaced 24- o.c. or less.
PIGGYBACKTRUSS
Refer to actual thus design drawing fcr
additional piggyback truss Information.
Mrrek to mtrres, azAPfrww; Mo Page 1 of 1
Attach piggyback truss to the base truss with 3'W TEE -LOCK
Muhl -Use connection plates spaced 4W a.o. Plates shall be
pressed into the piggyback truss at 4fr o.c. staggered fiom each
face and nailed to the base truss with four (4)- 6d (I-Tx0.099-)
riails 6t each plate to achieve a mamoum upGF capacity of 377 It
at each 3-4- TEE -LOCK Matti -Use connection plate -
(Minimum of 2 plates)
Attach each pudin to tha top chord
at the base truss.
(Pudins and connection by others)
it truss design drawing
base tress information.
' %�e -.cam
*' N 34869
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1109 COASTAL BAY
BOYNTON BC,FL 33435
10/19/12
v
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FEBRUARY 14, 2012
TRUSSED VALLEY SET DETAIL I ST-VALLEY SYP
f Try QR
�a
Mi Tak industries, Inc.
VAL LEYTRUSSTYPICAL
SECURE VALLEY TRUSS
WAONE ROW OP 16d
NAILS S' O.C. .
UTok Lrdusbi e, Che t,02W. MD Page 1 of 1
GENERAL SPECIFICATIONS
1. NAIL SIZE=3S X 0.131' = i6d
2. INSTALL VALLEYTRUSSES (24-O.C. MAXRJ,Ut4 AND
SECURE PER DETAILA
3. BRACE VALLEY WEBS IN ACCORDANCE W ITH THE
INDIVIDUAL DESIGN DRAWINGS.
4. BASE TRUSS -SHALL BE DESIGNED WITH A PURLIN SPACING
EOUILIVANTTO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING.
S. NAILING DONE PER NDS - Of
B. VALLEY STUD SPACING NOTTO EXCEED43' O.C.
7. ALLLUM BER SPECIES TO BE SYP.
BASETRUSSS
VALLEY 711USSTYPICAL
WIND DESIGN PER ASCE 7-38, ASCE 7-02 ASCE 7.05 12O MPH
WIND DESIGN PER ASCE7-10 ISD MFH
ATTACH 2X4 CONTINUOUS NO.2 SYP MAX MEAN ROOF HEIGHT-30 FEET
TO THE ROOF WITWO i6d (0.131' X 3.5') NAILS ROOF PITCH - MINIMUM 311Z MAXIMUM 1DUI2
CATEGORY 11 CBUILDING
INTO EACH BASE TRUES.
EXPOSURE OR B
1 WIND DURATION OFLOAD INCREASE:1XyDIl1
DETAIL A
(MAXIMUM V SHEATHING)
N.T.S.
KTOP CHORD
K SPAGNG- 24O.C.(BAAASS%�IAYI Pµ�+,��Es• LAY',''`
IIMUM REDUCED DEAD`aD F�';LT3F-.
ON TFiE TRUSSES � ' V1GENS�c-•
i
='D '(JI /111 Ll'=
Lu
STATE OF
I���0/19/12
'6NAI-
1109 COASTAL BAY
BOYNTON BC,FL 33435
w.
L GrOBER 1, 2006 ' LATERAL TOE -NAIL DETAIL ST TOENAIL SP
LJ�/L_JLJ
MTek Industries. Inc.
® MlTekln' - s•Chesfedield.MO Page l Ofi
NOTES
1. TOE 14MLS SHALL BEDP.IVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER
AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND
EXIT AT THE BACK CORNER OFTHEMEMBER END AS SHOWN.
2.THE END DSTANCE. EDGE DISTANCE• AND SPACING OF NAILS SHALL BE SUCH
AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OFTHETWO SPECIES
FOR MEMBERS OFDIFFERENT SPECIES.
TOE -NAIL SINGLE SHEAR VALUES PER NDS 2001 (Ib/nail)
DAM.
SYP
OF
HF
SW
SPFS
U.
_131
BBD
83.6
699
594
59.7
j.135
M5
856
74.2
72D
69.4
fn
.162
1083
99.6
99.4
845
739
Z
.126
74.2
679
58.9 571]
503
.131
759
69.5
603 WD
51.1
p'q
.148
A14
745
G1D 632
525
m
VALUES SHOWN ARE CAPACHYPERTOE-NAIL
APPLUCAE E DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE
(3)-16d NAILS (.162' diam.x 3.SI WITH SPF SPECIES BOTTOM CHORD
Forload duration inceass of 1.15:
3 (nails) X84.5 (Ib/nail)X 1.15 (DOL)=291 a lb M=kn(jm Capacity
ANGLEMAY
VARY FROM
30' TO 60'
45.00'
ANGLE MAY
VARYFROM
30, TO 60°
THIS DETAIL APPLICABLE TO THE
THREE END DETAILS SHOWN BELOW
IASA5SHCWNAREFOR
ILLUSTRATON PURPOSES ONLY
SIDEVIEW
Pa.' -M)
2 NAILS
NEARSIDE
NEARSIDE
45.00°
SIDE VIEW
I271
3 NVLS
NEARSIDE
FTFNEAR SIDE
NEAR SIDE
ANGLE MAY
VARYFROM
30° TO 60°
45.00°
I lift,
OS S.k
)J : �1cENSF :PER
J-ai�
69ZZ
0/19/12 !STATE OF
1111111110101%-
1109 COASTAL BAY
BOYNTON BC,FL 33435
OCTOBER 1, 2006
1 t_1 V=1tL�IIIL1f
MTek Industries, Ina
SIDE VIEW
NEAR
FAR. SIDE
UPLIFT TOE -NAIL DETAIL
NOTES:
i_TOE NAILS SHALL BE DRIVEN AT AN ANGLE OF 30
MID STARTED 113 THE LENGTH OFTHE NAIL FROI,
2. THE END CISTANCE, EWE DISTANCE, AND SPACI
AS TO AVOID UNUSUAL SPLITTING OF THE WOOD
3. ALLOWABLE VALUE SHALL BE THE LESSER VALU
VIEWS SHOWN ARE FOR
ILLUSTRATION PURPOSES ONLY
TOE -NAIL WITHDRAWAL VALUES PER NDS 2001 (Ib7nall)
DAM. SYP
OF HF
SPF
SPF-S
V.
.131 58.5
40.1 31B
29.9
20.3
J.135
I 603
475 325
30.7
209
fn
.162 I. 72.3
57.0 39.1
36.8
25.1
Z
.128 53.1
41
2e.7
ZID 18A
.131 543
420
293
27.7 188
ry
.148 MA
493
332
31.3 213
m
co
A23
45.9
23.4
153
`o
.128
49.0
385
265
25.0
17.9
b
.131
50.1
1 39.5
27.1
1 75.5
17.4
`9
.148
55.6
1 44.6
303 -1
211.9
19.5
VALUES SHOWN ARE CAPAOTY PE2TOSUNL.
APPLICABLE DURATION OF LOAD INCREASES MAYBEAPPUED.
ST-TOENAIL U
MTak Industries, Chastarfierd, MO ' Pagel of 1
'HE BOTTOM CHORD -SPECIES
SPECIES.
E)fAMPLE
(3) -1Sol NAILS (.162" dram. x 3.5') WITH SPFSPECIES TOP PLATE
For W1nd DOL of 133:
3 (nails)X35.8 (IL1na3)X 1.33 (DOL forwfnd) = 145.81b Maximum Allowable Upfift Reaction Due To Wnd
ForVMnd DOL of 1.60:
3 (nals) X 36.8 (IbfnaO)X 1.60 (DOL forwind)=176.6m Maximum Allowable Uplift Reaction Due To Wind
If the uplift reaction specified on the Truss Design
Drawing Is more than 146.81bs (175.6 lbs) another
mechanical uplift connection must be used.
1S' USE (3) TOENAILS ON 2x4 BEARING WALL
^' USE (4) TOENAILS ON 24 BEARING WALL
END VIEW
10/19/12
•� J� •..eIN arls''
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LU
10 STATE OF =w�
FLORID?I�
1109 COASTAL BAY
BOYNTON BC,FL 33435
cc�
LOT 11a
BLOCK 4
F.F.E.= 25.41
S89053'28"E
W
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PROPOSED
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LOT 10
BLOCK 4
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10.33'
2 STORY C.B.S.
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REAR i0
DESCRIPTION:
LOT 10, BLOCK 4, PALM BREEZES CLUB,
AS RECORDED IN PLAT BOOK 49, PAGE 32,
PUBLIC RECORDS OF ST. LUCIE COUNTY, FLORIDA
LOT 9
BLOCK 4
F.F.E.= 25.51
SURVEYOR'S NOTES:
1. THIE SURVEY IS PREPARED FOR: RENAR DEVELOPMENT COMPANY.
2. THE LANDS SHOWN HEREON WERE NOT ABSTRACTED FOR EASEMENTS AND/OR RIGHTS -OF -WAY
OF RECORD.
3. VISIBLE ENCROACHMENTS ARE AS SHOWN.
4. ELEVATIONS SHOWN HEREON ARE BASED ON N.G.V.D. OF 1929.
5. NOTICE: THERE MAY BE ADDITIONAL RESTRICTIONS THAT ARE NOT RECORDED ON THIS SURVEY
THAT MAY BE FOUND IN THE PUBLIC RECORDS OF THIS COUNTY.
6. THIS SKETCH IS THE PROPERTY OF TERRY L. MACDEVITT AND SHALL NOT HE
REPRODUCED IN WHOLE OR PART WITHOUT THE PERMISSION OF TERRY L. MACDEVTFT
IN WRITING.
7. BEARINGS SHOWN HEREON ARE BASED ON THE NORTH LINE OF LOT 10.
WHICH BEARS S.89°53'28"E. ALL BEARINGS ARE RELATIVE THERETO.
B. BOUNDARY DIMENSIONS SHOWN ARE PER PLAT AND FIELD MEASUREMENT UNLESS OTHERWISE
NOTED.
9. CITY WATER AND SEWER IS AVAILABLE
10. LANDS SHOWN HEREON LIE WITHIN ZONE "X" ACCORDING TO THE FLOOD INSURANCE RATE MAP
PANEL NO. 12111CO160 J, DATED FBRUARY 16, 2012
11. CONTRACTOR IS RESPONSIBLE FOR VERIFYING ALL SITE PLAN INFORMATION PRIOR TO CONSTRUCTION
TERRY L. MACDEVITT
PROFESSIONAL
LAND SURVEYOR
YAJUNG ADDRESS: 1810 S.W. CYCLE STREET
PORT ST. LUCIE, FLORIDA 34953
VOICE (772)-528-7192
REVISIONS
DESCRIPTION DATE
REVISE BLDG 7/9/15
11111
I MJM 2/091151
_.. TLM 2 .
15-010 ®10I
SCANNED
BY
,St. Lucie County
RTIFIED TO:
HOMELIFE TITLE, LLC
SHAYNA M. BECHTEL, P.A.
ATTORNEYS TITLE FUND SERVICES, LLC
OLD REPUBLIC NATIONAL TITLE
RENAR HOMES (MORNINGSIDE) , LLC
RENAR DEVELOPMENT COMPANY
wpy
NOT VALID WITHOUT THE SIGNATURE
AND THE ORIGINAL RAISED SEAL OF A
FLORIDA LICENSED SURVEYOR AND MAPPER.