Permit SFAT 1336 Violet St 2012 CITY OF ATLANTIC BEACH
800 SEMINOLE ROAD
ATLANTIC BEACH, FL 32233
INSPECTION PHONE LINE 247-5814
Application Number . . . . . 12-00000649 Date 6/12/12
Property Address . . . . . . 1336 VIOLET ST
Application type description SINGLE FAMILY ATTACHED DWELLING
Property Zoning . . . . . . . RES GEN 2F DISTRICT
Application valuation . . . . 75000
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Application desc
single fam attached
----------------------------------------------------------------------------
Owner Contractor
------------------------ ------------------------
BEACHES HABITAT FOR HUMANITY BEACHES HABITAT
1671 FRANCIS AVE. 1671 FRANCIS AVENUE
ATLANTIC BEACH FL 32233 ATLANTIC BEACH FL 32233
(904) 241-1222 (904) 241-1222
--------------------- Structure Information 000 000 ----------------------
Construction Type . . . . . TYPE S-A
Occupancy Type . . . . . . RESIDENTIAL
Flood Zone . . . . . . . . ZONE X
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Permit . . . . . . BUILDING PERMIT
Additional desc . .
Permit Fee . . . . 380 . 00 Plan Check Fee 190 . 00
Issue Date . . . . Valuation . . . . 75000
Expiration Date . . 12/09/12
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Special Notes and Comments
2010 FLORIDA BUILDING CODE, 2008 NATIONA1 ELECTRIC CODE
FOR AN APPROVED FINAL MECHANICAL A/C INSPECTION, A STICKER
SHALL BE INSTALLED ON THE AHU TO VERIFY THAT DUCTS HAVE
BEEN SEALED, A CERTIFICATION SHALL BE ON SIGHT FOR THE
INSPECTOR STATING THAT THE A/C SYSTEM PASSED THE "AIR BLAST
INSPECTION" FROM AND INDEPENDENT TESTING AGENCY.
*SUBMIT "CERTIFICATE OF COMPLIANCE" BY A LICENSED PEST
CONTROL COMPANY PRIOR TO C.O.
WINDOW AND DOOR INSPECTION:
*INSTALLATION INSTUCTIONS REQUIRED
*ALL STICKERS ARE TO REMAIN ON THE WINDOWS
*PROVIDE ACCESS TO ALL WINDOWS TO INSPECT FASTENERS
Avoid damage to underground water/sewer utilities . Verify
vertical and horizontal location of utilities . Hand dig if
necessary. If field coordination is needed, call 247-5834 .
Ensure all meter boxes, sewer cleanouts and valve covers
are set to grade and visible.
A sewer cleanout must be installed at the property line .
Cleanout must be covered with an RT1 concrete box with
PERMIT ISRfk44��VY INCAW&RR'4�E t&jjhALW�( &OAfFRR-AF 11KIA (yl&�"MS-AND THE FLORIDA
BUILDING CODES.
CITY OF ATLANTIC BEACH
800 SEMINOLE ROAD
ATLANTIC BEACH,FL 32233
INSPECTION PHONE LINE 247-5814
Page 2
Application Number . . . . . 12-0000OG49 Date G/12/12
----------------------------------------------------------------------------
Special Notes and Comments
Any utility cuts in the road must be repaired using Coi
Standard Detail Case X and must be overlaid 10 feet in each
direction from the center of the cut . Repair must be shown
on the plans .
Full right-of-way restoration, including sod, is required.
Roll off container company must be on City approved list
and container cannot be placed on City right-of-way.
(Approved: Advanced Disposal, Realco, Shappelle ' s and Waste
Management)
Full erosion control measures must be installed and
approved prior to any earth disturbing activities . Contact
Public Works (247-5834) for Erosion and Sediment Control
Inspection prior to start of construction.
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Other Fees . . . . . . . . . STATE DCA SURCHARGE 5 . 70
DEV REVIEW-SINGLE & 2-FAM 50 . 00
ENG REV RESIDENTIAL BLD 100 . 00
STATE DBPR SURCHARGE 5 . 70
SEWER SDC-SYSTEM DEV CHG 4050 . 00
UTIL REV PRE APP >3 HRS 50 . 00
WATER CONNECT/METER ONLY 185 . 00
WATER CROSS CONNECTION 50 . 00
WATER SDC-SYSTEM DEV CHG 1140 . 00
----------------------------------------------------------------------------
Fee summary Charged Paid Credited Due
----------------- ---------- ---------- ---------- ----------
Permit Fee Total 380 . 00 380 . 00 . 00 . 00
Plan Check Total 190 . 00 190 . 00 . 00 . 00
Other Fee Total 5G3G .40 5G3G .40 . 00 . 00
Grand Total G20G .40 6206 . 40 . 00 . 00
PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA
BUILDING CODES.
13UILDLNG PERAHT APPLICATION
CITY OF ATLANTIC BEACH
800 Seminole Road, Atlantic Beach, FL 32233
Office (904) 247-5826 Fax (904) 247-5845
)b Address: Permit Number:
egal Description kcle-/t Z3-L 14 Parcel 9
1,10or Area oT---T
aluation of Work S q.Tt.
Proposed Work heated/cooled )')-->IL non-heated/cooled -S—V
!ass of Work (circle one): S-D� Addition Alteration Repair Move Demolition pool/spa window/door
'e of existing/proposed structure(s) circle one): Commercial eside tia �
an existing structure,is a fire sprin der system installed? (Circle one): N/A
orida Product Approval 4
)r multiple products use product approval lorm
-scribe in detail the type of work to be performed: 4!�� J--
operty Owner Information:
Me: T:—t4 e- Address:
.y '4 State Zi
\4ailorFax4 (Optional)-L�
ntractor Information:
mpany )1"' 2�4 Qualq' ing Agent:
dress: IL �-ra-%.c�3 . e. city-'94f, Lk-
5ce Phone 9--f-24//- f,>-2�-z- State Fz- ZijD
Job Site/Contact Number Z-7z-7q- Fax 4 . �L�, -zey.,
te Certification/Registration#
-hitect Name&Phone
ameer's Name &Phone 4
- Simple Title Holder Name and Address
ading Company Name and Address
,rtgage Lender Name and Address
t7fy that no work or installation has commencedprior to the
�a ermit and that all work will be pe�jbrmed to meet the standards of all laws regulating construction in thisJurisdiction. 77zispermit becomes null
ance o c
lication is hereby made to obtain a permit to do the work and installations as indicated. I er
f P
void vork is not commenced within six(6) months, or if construction or-work is suspended or abandonedfor Weriod ofsix�,6)months at any time afier
ks andAlr Con&tioners, etc- k s s
k is commenced I understand that separate permits must be securedfor Electrical-Work, Plunibing, Si n , ell Pools, urnaces, Boilers,Heaters,
WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF
--OMMENCEMIENT TMAY RESULT IN YOUR PAYING TWICE FOR E"TROVEMENTS
TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING CONSULT WITH
YOUR LENDER OR AN ATTORNE Y BEFORE RECORDING YOUli NOTICE OF
COMA4ENCEMTNT.
.eDh cerpfy that I have read and examined this.a lication and know the same to be true and correct. Allprovisions oflaws and ordinances gover g 1h s
y to violate or cancel the
o)jywor,k will be complied with whether eceZ herein or not. ne granting of a permit does not presume to give authorit nin i
isions ofany otherje�ieral, state, or localsf.regulating construction or the performance ofconstruction.
iature of Owner SigD3tW-e Of CODtr
t Name
Print Name -5,
I", and subscribed b fore me Sworn to and subscribed before me
Day of M 144 . 201,2—
this Xlk Day of (Y1 A
-. 2-01
muss n,'i v
,Tbllc JOYCE M.EFREEMAN
'u ic it a 0
rub;jc S Notary Public- ate o or a
eppold jo OIL;:,,-
My Comm.Expires Jun 10,2013
114@1S 0 89 9
v 01)897794
'Ail
CITY OF ATLANTIC BEACH
PUBLIC UTILITIES
1200 Sandpiper Lane
ATLANTIC BEACH,FL 32233
(904)270-2535 or(904) 247-5874
NEW WATER/SEWER TAP REQUEST
Date: 30-/ZProject Address: / 3 5(,o. V11�0/F-7- IS7-
No. of Units: Commercial Residential V/1" Multi-Family_
New Water Tap(s)&Meter(s) Meter Size(s)
New Irrigation Meter Upgrade Existing Meter frorn—to— (size)
New Connection to City Sewer
Name:
Applicant Address:
City: Atlantic Beach State:
Phone Number: Cell Number:
Email Address Fax:
Signature:
(Applicant)
CITY STAFF USE ONLY
Application# 2 - &q!2
Water System Development Charge $ 06
Sewer System Development Charge $ q,-0 50. 00
Water Meter Only $ 00
Water Meter Tap $ - (notes)
Sewer Tap $
Cross Connection $ 'Z'06
Other $
TOTAL $ 2-57 06
APPROVED:
(Utility r q:�*thor&Mignature)
ALL TAP REQUEST MUST BE APPROVED BY UTLITIES DEPARTMENT BEFORE FEES
CAN BE ASSESSE
D
City of Atlantic Beach
Building Department APPLICATION NUMBER
800 Semin (To be assigned by the Building D"aftW.)
ole Road
Atlantic Beach,Florida=33-5"5 292012
Phone(W4)247-W26 - Fax(W4)24
E-mail; building-dept@coab.us Deft routed:
City web-sila. 1ft.'/A~.eoab.u*
APPLICATION REVIEW AN D TRACKING FORM
Property Address: e,� ;7 Do rtment review required Yes No
ADn
'a rtme
i Id
ldin
Applicant: �k a-rining&Zonip
g
TAd i 13
Tra6'Adrninistrator
k)u I
li� W
Project: k3ublic W
U
it
ub ti e
�b
Utilities
S
Public Saf6ty--.
er� Review or Receipt
[Other Agency Review(or Permit Required of Permit Verified Date
Pt.
rnnro::
Florida Dept.of Environmental Protection
L Florida Dept of Transportation
�ztJohns River Water Management District
y Corps of Engineers
Division of Hotels and Restaurants
Division of Alcoholic Beverages and Tobacco
Other
APPLICATION STATUS
Reviewing Department First Review: pproved. []Denied.
(Circle one.) Comments:
BUILDING
PLANNING&ZONING Reviewed by:
Date:
TREE ADMIN. Second Review: E]Approved as revised. DDenied.
PUBLIC WORKS Comments:
PUBLIC UTILITIES
PUBLIC SAFETY Reviewed by: Date:—
FIRE SERVICES Third Review: EjApproved as revised. FIDenied.
Comments:
Reviewed by: Date:
Rwised 07Wn 0
2-
City of Atlantic Beach
...... ....... Building Department APPLICATION NUMBER
800 Seminole Road (TO be Msitlnad by the Building Department.)
Atlantic Beach,Flonda 32233-5445
Phone(904)247-5826 - Fax(904)247-5845
E-mail: building-dept@coab.us Date routed:
City"b-sfte: hftp-/A~coab.us I !=� '; i
APPLICATION REVIEW AN D TRACKING FORM
Property Address: , 33 le V1 d A-7- Do rtment review uIred Yes No
ildin
Applicant: fining&Zon
min
Project: /V ublic
tilities;
Public Safety
Fire Services
I EDilon
c
r
la
A
De
go
Pt' Review or Receipt
Other Agency Review or Permit Required of Permit Verified B Date
Florida Dept.of Environmental Protection
Flodda Dept of Transportation
61 Pt
S t.Jo �
s
t.Johns River Water Management District
1v
A y C P
rmy Corps of Engineers
ivisio of
Division of Hotels and Restaurants
ivisio of ld
vision of Alcoholic Beverages and Tobacco
Other.
APPLICATION STATUS
Reviewing Department First Review: ElApproved. [:]Denied.
(Circle one.) Comments:
tBUILDING
PLANNING&ZONING
TREE ADMIN. Reviewed by: Date:
Second Review: [11APProved as revised. E]Denied.
PUBLIC WORKS Comments:
PUBLIC UTILITIES
PUBLIC SAFETY Reviewed by: Date:
FIRE SER)ACES Third Review: ElApproved as revised. E]Denied.
Comments:
Reviewed.by: Date:
Revised 07127110
COY of Atlantic Beach
Building Department APPLICATION NUMBER
WO Seminole Road (TO be aw"01111ad by the BtAWV Dapgrtinft.)
Atlantic Beach, Flonda 32233-5445 b/Z_
Phone(904)247-W26 - Fax(904)
E-mall; building4ept@coab.us
City"h-eka' ft:/Awm.eoab.u9 EIVE Deft routed:
MAY 2 0 2o12
APPLICATION RE AND T CKING FORM
PrOPOrty Addirms: A ;i Do rtrnent review required Yes
AP
0 be a"*
C C _'VED [Daw:Z
F
MAY 2 @ 2012
V Al D
Applicant: --No I
ifning&Zoning
M 11100 alGir
Project: lic
X, lic
Utilities
Public Safety
Fire Services
J
Other Agency Review or Permit Required Review or Receipt
of Permit Veffled Date
Florida Dept.of Environmental Protection
rFIWonda Dept of Transportation
St Jo 8
St.Johns River Water Management District
Army Corps of Engineers
Division of Hotels and Restaurants
Division of Alcoholic Beverages and Tobacco
Other
APPLICATION STATUS
Reviewing Deparbnent First Review: pproved. E]Denied.
(Circle one.) Comments:
BUILDING
PLANNING&ZONING Reviewed by.(�� Date*!.�
TREE IN.
Second Review: E3Approved as revised. [:]Denied.
P I �91 omments.'
—TI I E
PUS UTI
P Reviewed by: Date:
FIRE SERMCES Third Review: []Approved as revised. nDenied.
Comments:
Reviewed by: Date:
ReviW 07127110
City of Atlantic Beach AP�IPLICATION NUMBER Oman==
Building Department
8W Seminole Road (To be 8-0-signed by Me BufldiM Depvbmnt.)
Atlantic Beech, Florida 32233-5445
Phone(904)247-W26 - Fax(go4)247-5845
We ro -A)-///,.2
E-mail; building-dept@coab.us FDate routed:
ON"b-ab-- Ift.-1AwAv.coab.u*
APPLICATION REVIEW AN D TRACKING FORM
Prop"Address: 61, De rtment review uIred Yes No
i in
Applicant
rining&Zonin
-C---Admin
-e, Tr id
Project:
blic
P k Utilities
Public Safety
Fire Services
zoo
Other Agency Review or Permit Required Review or ,elpt
of Permit Verifled B Date
Florida Dept.of Environmental Protection
pFbdda Dept of Transportation
t I --
St.Johns River Water Mainagernent District
r Affny Corps'of Engineers
Corps
Division of Hotels and Restaurants
of
J
DivisEi7on ofEAlcoholic Beverages and Tobacco
0 r
ther
APPLICATION STATUS
Reviewing Department Fimt Review: 03cpproved- DDenied.
(Circle one.) Comments:
BUI 6 2dti, 66u
'IL _UNk *1
LANNING&ZONING ftaw-41 (a, 2oo Qle
Reviewed b Date:
UK�
y
TREE ADMIN. Second Review: ElApproved as revised. E]Denied.
PUBLIC WORKS Comments:
PUBLIC UTILITIES
PUBLIC SAFETY Reviewed by: Date:
FIRE SER\ACES Third Review: E]Approved as revised. FIDenied.
Comments:
Reviewed,by: Date:
Revised 07127110
FORM 11 OOA-08
FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION
Florida Department of Community Affairs Residential Performance Method A
Project Name: Habitat Beaches 2 Stry 3 Bd w storage Builder Name: Habitat For Humanity,Jacksonvi
Street: 1i )1W_45-T Permit Office: r-)c-
City,State,Zip: _?7_1L33P Permit Number:
Owner: Habitat For Humanity,Jacksonville Beach Jurisdiction: 261300
Design Location: FL,Jacksonville Ell F C
1. New construction or existing New(From Plans) 9. Wall Types lim-git 4
2. Single family or multiple family Multi-family a. Frame-Wood,
3. Number of units, if multiple family 1 b.N/A R= ft2
c. N/A R= ft2
4. Number of Bedrooms 3 d. N/A R= f12
5. Is this a worst case? Yes 10.Ceiling Types Insulation Area
6. Conditioned floor area(ft2) 1242 a.Under Attic(Vented) R=30.0 660.75 ft'
7. Windows Description Area b. N/A R= ft2
a. U-Factor: Dbl. U=0.47 113.80 ft2 c. N/A R= ft2
SHGC: SHGC=0.41 11.Ducts
b. U-Factor: N/A ft2 a. Sup:Attic Ret: Interior AHi Interior Sup. R=6,243.4 ft2
SHGC: 12.Cooling systems
c. U-Factor: N/A f12 a. Central Unit Cap:24.0 kBtu/hr
SHGC: SEER: 14
d. U-Factor: N/A ft2 13. Heating systems
SHGC:
e. U-Factor: N/A ft2 a. Electric Heat Pump Cap:24.0 kBtu/hr
SHGC: HSPF:8
8. Floor Types Insulation Area 14. Hot water systems
a.Slab-On-Grade Edge Insulation R=0.0 630.00 ft2 a. Electric Cap:40 gallons
b.Floor over Garage R=19.0 20.00 ft2 b. Conservation features EF:0.92
c. N/A R= ft2 None
15. Credits Pstat
Glass/Floor Area: 0.092 Total As-Built Modified Loads: 24.35
Total Baseline Loads: 31.78 PASS
I hereby certify that the plans and specifications covered by Review of the plans and
this calculation are in compliance with the Florida Energy 'i-Tiff S
specifications covered by this IV 0 i 0
Code. No C-'e'PCLA"_t) calculation indicates compliance
with the Florida Energy Code.
PREPARED B Before construction is completed
DATE: this building will be inspected for
compliance with Section 553.908
I hereby certify that this building, as desig d is in compliance Florida Statutes.
with the Florida Energy Co e. e-,e;'l 01)W'E
OWNER/AGENT: BUILDING OFFICIAL:
DATE: --- ------
DATE:
11/4/2009 10:56 AM EnergyGaugeO USA-FlaRes2008 Page 1 of 5
Building Input Summary Report
PROJECT
Title: Habitat Beaches 2 Stry 3 Bd Bedrooms: 3 Adress Type: Street Address
Building Type: User Bathrooms: 2.5 Lot#
Owner: Habitat For Humanity,Jackson Conditioned Area: 1242 SubDivision:
#of Units: 1 Total Stories: 2 PlatBook:
Builder Name: Habitat For Humanity,Jackson Worst Case: Yes Street:
Permit Office: Jacksonville Rotate Angle: 270 County: Duval
Jurisdiction: 261300 Cross Ventilation: City,State,Zip:
Family Type: Multi-family Whole House Fan: FL, Z T-3�3
New/Existing: New(From Plans)
Comment:
CLIMATE
Design Design Temp Int Design Temp Heating Design Daily Temp
Location Tmy Site 97.5% 2.5% Winter Summer Degree Days Moisture Range
FL,Jacksonville FIL JACKSONVILLE INTL ARPT 32 93 70 75 1281 49 Medium
UTILITY RATES
Fuel Unit Utility Name Monthly Fixed Cost $/Unit
Electricity kWh Jacksonville Electric Authority 0 0.07
Natural Gas Therm Florida Average 0 1.72
Fuel Oil Gallon Florida Default 0 1.1
Propane Gallon Florida Default 0 1.4
SURROUNDINGS
Shade Trees Adjacent Buildings
Ornt Type Height Width Distance Exist Height Width Distance
N None 0 ft 0 ft 0 ft 0 ft 0 ft Oft
NE None 0 ft 0 ft 0 ft 0 ft 0 ft 0 ft
E None 0 ft 0 ft 0 ft 0 ft 0 ft 0 ft
SE None 0 ft 0 ft 0 ft 0 ft 0 ft 0 ft
S None 0 ft 0 ft 0 ft 0 ft 0 ft Oft
SW None 0 ft 0 ft 0 ft 0 ft 0 ft Oft
W None 0 ft 0 ft 0 ft 0 ft 0 ft 0 ft
NW None 0 ft 0 ft 0 ft 0 ft 0 ft Oft
FLOORS
# Floor Type Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet
1 Slab-On-Grade Edge Insulatio 66 ft 0 630 ft2 0 0 1
2 Floor over Gara 19 20 ft2 0 0 1
ROOF
Roof Gable Roof Solar Deck
# Type Materials Area Area Color Absor. Tested Insul. Pitch
1 Gable or shed Composition shingles 664 ft2 104 ft2 Da rk 0.92 N o 0 18.4 deg
ATTIC
# Type Ventilation Vent Ratio(I in) Area RBS IRCC
I Full attic Vented 3 0 630 ft2 Y N
11/4/2009 10:57 AM EnergyGauge(D/USRRPB v2.8 Page 1 of 4
Building Input Summary Report
COOLING SYSTEM
# System Type Subtype Efficiency Capacity Air Flow SHR Ductless
1 Central Unit None SEER: 14 24 kBtu/hr 720 cfm 0.75 False
HEATING SYSTEM
# System Type Subtype Efficiency Capacity Ductless
1 Electric Heat Pump None HSPF:8 24 kBtu/hr False
HOT WATER SYSTEM
# System Type EF Cap Use SetPnt Credits
1 Electric 0.92 40 gal 60 gal 120 deg None
SOLAR HOT WATER
Collector Surface Absorp. Trans Tank Tank Tank Heat PV Pump
Collector Type Tilt Azimuth Area Loss Coef. Prod. Corr. Volume U-Value Surf Area Exch Eff Pumped Energy
DUCTS
----Supply---- ----Return---- Air Percent
# Location R-Value Area Location Area Number Leakage Type Handier CFM 25 Leakage QN RLF
1 Attic 6 243.4 f12 Interior 60.85 f12 1 Default Leakage Interior
TEMPERATURES
Prograrnable Thermostat: Y Ceiling Fans: N
Cooling JXJ Ian F
X1 F:bb jXXj M
M:r
r JXJ Aprr
Ap �X
X1 MM.ay JXJ Jun JXJ Juu I r
Xj AAug
g IX S Nov �Xj D
He Jan F x y X Jun x X1 S:pp �XXJ Ooctt �X:I N X D:c
X
Ve Jan Feb X Mar X Apr May X Jun X Jul Aug X Sep Oct X Nov Dec
Thermostat Schedule: HERS 2006 Reference Hours
Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12
Cooling(WD) AM 78 78 78 78 78 78 78 78 80 80 80 80
PM 80 80 78 78 78 78 78 78 78 78 78 78
Cooling(WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78
PM 78 78 78 78 78 78 78 78 78 78 78 78
Heating(WD) AM 66 66 66 66 66 68 68 68 68 68 68 68
PM 68 68 68 68 68 68 68 68 68 68 66 66
Heating(WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68
PM 68 68 68 68 68 68 68 68 68 68 66 66
11/4/2009 10:57 AM EnergyGaugeG I USRRPB v2.8 Page 3 of 4
PROJECT
Title: Habitat Beaches 2 Stry 3 Bd Bedrooms: 3 Ad ress Type: Street Address
Building Type: FLAsBuilt Bathrooms: 2.5 Lot#
Owner� Habitat For Humanity,Jackson Conditioned Area: 1242 SubDivision:
#of Units: 1 Total Stories: 2 PlatBook:
Builder Name: Habitat For Humanity,Jackson Worst Case: Yes Street: 13?L V)_ 0'�rT
Permit Office: Jacksonville Rotate Angle: 270 County: Duval
Jurisdiction: 261300 Cross Ventilation: City, State,Zip: ol n_A,0,,)r i 4_
Family Type: Multi-family Whole House Fan: .3_Z-Z_3V
New/Existing: New(From Plans)
Comment:
CLIMATE
IECC Design Temp Int Design Temp Heating Design Daily Temp
Design Location TMY Site Zone 97.5% 2.5% Winter Summer Degree Days Moisture Range
FL,Jacksonville FL—JACKSONVILLE—INT 2 32 93 75 70 1281 49 Medium
FLOORS
# Floor Type Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet
I Slab-On-Grade Edge Insulatio 66 ft 0 630 ft2 0 0
2 Floor over Garage 20 ft2 19 0 0
ROOF
Roof Gable Roof Solar Deck
V # Type Materials Area Area Color Absor. Tested Insul. Pitch
1 Gable or shed Composition shingles 664 ft2 104 ft2 Dark 0.96 No 0 18.4 deg
ATTIC
V # Type Ventilation Vent Ratio(1 in) Area RBS IRCC
1 Full attic Vented 300 630 ft2 Y N
CEILING
# Ceiling Type R-Value Area Framing Frac Truss Type
V
1 Under Attic(Vented) 30 660.75 ft2 0.11 Wood
WALLS
Cavity Sheathing Framing Solar
V_ # Ornt Adjacent To Wall Type R-Value Area R-Value Fraction Absor.
I N Exterior Frame-Wood 11 324 ft' 0 0.23 0.8
2 W Exterior Frame-Wood 11 480 ft2 0 0.23 0.8
3 S Exterior Frame-Wood 11 320 ft2 0 0.23 0.8
4 E Exterior Frame-Wood 11 16 ft2 0 0.23 0.8
FORM 11 OOA-08
Code Compliance Cheklist
Residential Whole Building Performance Method A - Details
ADDRESS.- 3P -6 1,/,/<2 � E—T,;�
PERMIT
F L, .3 2 Z3�
INFILTRATION REDUCTION COMPLIANCE CHECKLIST
COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE
__ -_ - --- - -_ - --- - I - - -_ -_ - - -_ CHE CK
Exterior Windows& Doors N1106.AB.1.1 Maximum: .3 cfm/sq.ft.window area; .5 cfm/sq,ft. door area.
Exterior&Adjacent Walls N1106.AB.1.2.1 Caulk, gasket,weatherstrip or seal between: windows/doors&
frames, surrounding wall; foundation&wall sole or sill plate;joints
between exterior wall panels at corners" utility penetrations;
between wall panels&top/bottom plates; between walls and floor. I
EXCEPTION- Frame walls where a continuous infiltration barrier is
installed that extends from, and is sealed to, the foundation to the
top plate.
Floors N1106.AB.1.2.2 Penetrations/openings> 1/8"sealed unless backed by truss or
joint members.
EXCEPTION: Frame floors where a continuous infiltration barrier
is installed that is sealed to the Perimeter, penetrations and seams.
Ceilings N1 106.AB.1.2.3 Between walls&ceilings; penetrations of ceiling plane to top floor;
around shafts, chases, soffits, chimneys, cabinets sealed to
continuous air barrier; gaps in gyp board&top plate; attic access.
EXCEPTION: Frame ceilings where a continuous infiltration barrier
is installed that is sealed at the perimeter,at penetrations and
seams.
Recessed Lighting Fixtures N1 106.AB.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non-IC
rated, installed inside a sealed box with 1/2" clearance&3"from
insulation; or Type IC with <2.0 cfm from conditioned space,
te sted
Multi-story Houses- N1 106.AB.1.2.5 Air barrier on erimeter of floor cavity between floors.
Additional Infiltration reqts N1106.AB.1.3 Exhaust fans vented to outdoors, dampers,, combustion space
heaters comply with NFPA, have combustion air.
OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.)
COMPONENTS SECTION REQUIREMENTS CHECK
Water Heaters N1 112.AB.3 Comply with efficiency requirements in Table N1 12.ABC.3. Switch
or clearly marked circuit breaker(electric)or cutoff(gas)must be
provided. External or built-in heat trap required.
Swimming Pools& Spas N1 1 12.AB.2.3 Spas& heated pools must have covers (except solar heated).
Non-commercial pools must have a pump timer. Gas spa & pool
heaters must have a minimum thermal efficiency of 78%.
Heat p
_ymp pool heaters,shall-have a minimum C OP of 4.0.
Showerheads N1 1 12.AB.2.4 Water flow must be restricted to no more than 2.5 gallons per
minute at 80 PSIG.
Air Distribution Systems N1 11 O.AB
All ducts, fittings, mechanical equipment and plenum chambers
shall be mechanically attached, sealed, insulated and installed in
accordance with the criteria of Section N 111 O.AB.
Ducts in unconditioned attics: R-6 min. insulation.
HVAC Controls N1 107.AB.2 Separate readily accessible manual or automatic thermostat for
each system.
Insulation N 1 104.AB.1 Ceilings-Min. R-1 9. Common walls-frame R-1 1 or CBS R-3 both
N1102.B.1.1 sides. Common ceiling&floors R-1 1.
ENERGY PERFORMANCE LEVEL (EPL)
DISPLAY CARD
ESTIMATED ENERGY PERFORMANCE INDEX* = 77
The lower the EnergyPerformance Index, the more efficient the home.
A FL,
1. New construction or existing New(From Plans) 9. Wall Types Insulation Area
2, Single family or multiple family Multi-family a. Frame-Wood, Exterior R=1 1.0 1140.00 ft'
3. Number of units, if multiple family 1 b� N/A R= ft2
c. N/A R= ft2
4� Number of Bedrooms 3 d. N/A R= f12
5. Is this a worst case? Yes 10.Ceiling Types Insulation Area
6. Conditioned floor area(ft') 1242 a. Under Attic(Vented) R=30.0 660.75 ft2
7. Windows— Description Area b. N/A R= ft2
a. U-Factor: Dbl, U=0.47 11180 ft2 c. N/A R= ft2
SHGC: SHGC=0.41 11. Ducts
b. U-Factor: N/A f12 a. Sup:Attic Ret: Interior AH: Interior Sup. R=6,243.4 ft2
SHGC: 12.Cooling systems
c. U-Factor: N/A ft2 a. Central Unit Cap:24.0 kBtu/hr
SHGC: SEER: 14
d. U-Factor: N/A ft2 13. Heating systems
SHGC: a. Electric Heat Pump Cap:24.0 kBtu/hr
e. U-Factor: N/A ft2 HSPF:8
SHGC:
8. Floor Types Insulation Area 14. Hot water systems
a.Slab-On-Grade Edge Insulation R=0.0 630.00 ft2 a. Electric Cap:40 gallons
b. Floor over Garage R=19.0 20.00 ft2 b. Conservation features EF:0.92
c.N/A R= ft2 None
15. Credits Pstat
I certify that this home has complied with the Florida Energy Efficiency Code for Building oliES
Construction through the above energy saving features which will be installed (or exceeded) 0
1z g
in this home before final inspection. Otherwise, a new EPL Display Card will be completed
based on installed Code cgTpliant features.
Builder Signature: Date: A
Address of New Home: City/FLZip.
WE
*Note.- The home's estimated Energy Performance Index is only available through the EnergyGauge USA-
FlaRes2008 computer program. This is not a Building Energy Rating. If your Index is below 100, your home
may qualify for incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at
(321) 638-1492 or see the Energy Gauge web site at energygauge.corn for information and a list of certified
Raters. For information about Florida's Energy Efficiency Code for Building Construction, contact the
Department of Community Affairs at(850)487-1824.
**Label required by Section 13-104.4.5 of the Florida Building Code, Building, or Section B2.1.1 of Appendix G
of the Florida Building Code, Residential, if not DEFAULT.
EnergyGauge(&USA-FlaRes2008
Habitat For Humanity, Beaches 1242 Sf
HVAC Load Calculations
for
Habitat For Humanity,Jacksonville Beach
1671 Frances Ave
Atlantic Beach, Fl. 32233
lite oftvware :
'�J' RESIDENTIAL AND LIGHT
COMMERCIAL HVAC LOADS
Prepared By:
Jim Williams
Home Energy Services
2080 Davis Rd.
Jacksonville, Fl. 32218
904 757-3569
Wednesday, November 04,2009
vac- esidential&L g t6� -- ----
ornmercial HJV
Home Energy Services Elite Software eioprie—�t,inc.
[4a��SW 'Ile, FIL 32218 Habitat For Humanity, Beaches 1242 Sf
__FNe3
i Miscellaneous Report
_�*'O'e,House Outdoor Outdoor Outdoor
S�ystem
_I pu D oor
Bulb Wet Bulb Rel.Hurn
Winter: I I __§ - __ Rel.Hurn Dy Bulb Difference,:
Summer.- 32 29. 2— 8 0 6/o— _—Na - __72 ______n/a
94 77 47% 50% 75 48.06
Sizing Inputs
Main Trunk Runouts
Calculate: Yes Yes
Use Schedule: Yes
Yes
Roughness Factor: 0.01000
0.01000
Pressure Drop: 0.1000 in.wg./l 00 ft. 0.1000 in.wg./100 ft.
Minimum Velocity: 550 ft./min
450 ft./min
Maximum Velocity: 600 ft./min 750 ft./min
Minimum Height: 0 in. 0 in.
Maximum Height: 0 in. 0 in,
uitide ir
Winter Summer
Infiltration Specified: 0.350 AC/hr 0.350 AC/hr
58 CFM 58 CFM
Infiltration Actual: 0.350 AC/hr 0.350 AC/hr
Above Grade Volume: X 9,932 Cu.ft. X 9 32 Cu.ft.
__ �9
3,476 Cu.ft./hr 3,476 Cu.ft./hr
X 0.0167 X 0.0167
Total Building Infiltration: 58 CFM 58 CFM
Total Building Ventilation: 0 CFM 0 CFM
---System 1---
Infiltration &Ventilation Sensible Gain Multiplier: 20.88 = (1-10 X 0.999 X 19-00 Summer Temp. Difference)
Infiltration &Ventilation Latent Gain Multiplier:
32.65 = (0.68 X 0.999 X 48.06 Grains Difference)
Infiltration &Ventilation Sensible Loss Multiplier: 43.96 = (1-10 X 0.999 X 40.00 Winter Temp. Difference)
Winter Infiltration Specified.- 0.350 AC/hr(58 CFM), Construction: Unknown
Summer Infiltration Specified: 0.350 AC/hr(58 CFM), Construction: Unknown
Duct Load Factor Scenarios for System 1
Attic Duct
No. Duct Surface From___�
Type_Description Location Ceilinq ______Leakaqe Insulation Area MDD
1 Supply Main Attic _i6B_________ 0.09 No
I Return Main Cond. Space 0.15 6 61 No
Rhvac-Resid"n al&-Liihft.6ifi-mi-r-c'ia-f-k-vAd-L-o-ids
Home Energy Services Elite Sofba-rebevelopment,Inc.
IL Jackso9ViL1e,,,FL__32218___ Habitat For Humanity, Beaches 1242 Sf
Page 5
Total Buildihq Summary Loads
'06nilp&nent
Are
LDescr Lat -9e-n Total
Quan
---Loss-- Gain Gain Gain
4X-3v-0: Glazing-Double pane low-e (e = 0.20 or less), 11-1 2,138 -6 3_,1-1-7-
operable window, e=O.10 on surface 2, vinyl frame, u- 31_11 7_
value 0.47, SHGC 0.41
11 D: Door-Wood -Solid Core 40.3 630 0 472 472
12B-Osw-. Wall-Frame, R-1 1 insulation in 2 x 4 stud 985.9 3,825 0 2,690 2,690
cavity, no board insulation, siding finish, wood studs
1613-30: Roof/Ceiling-Under Attic with Insulation on Attic 660.8 845 0 1,142
Floor(also use for Knee Walls and Partition
1,142
Ceilings), Vented Attic, No Radiant Barrier, Dark
Asphalt Shingles or Dark Metal, Tar and Gravel or
Membrane, R-30 insulation
22A-ph.- Floor-Slab on grade, No edge insulation, no 66 3,585 0 0 0
insulation below floor, any floor cover, passive, heavy
moist soil
20P-1 9: Floor-Over open crawl space or garage, Passive, 20 40 0 14 14
R-19 blanket insulation, any cover
Subtotals for structure:
11,063 0 7,435 7,435
People:
4 800 920 1,720
Equipment:
0 3,050 3,050
Lighting:
0
Ductwork: 0 0
3,821 500 3,108 3,608
Infiltration: Winter CFM.- 58, Summer CFM- 58 2,547 1,892 1,210 3,102
Ventilation: Winter CFM: 0, Summer CFM: 0
AED Excursion: 0 0 0 0
0 0
821 821
Total Building Load Totals: 17,431 3,192 16,544 19,736
753 CFM Per Square ft.:
tal Iding S ly�F`M_ - 6.606
Square ft. of Room Area: 1,242
Square ft. Per Ton: 658
i Volume (ft3) of Cond. Space: 9,932
Building Loads
-fo-ti-l-W6i-t�in-6-Re—qL�i�e-cl-i-nclu—dir�g—V6-nf—il�iti—o�—Air-.--
Total Sensible Gain:
16,544 Btuh 84 %
Total Latent Gain: 3,192 Btuh 16 %
j Total Cooling Required Including Ventilation Air: 19,736 Btuh 1.64 Tons(Based On Sensible + Latent)
1.89 Tons(Based On 73% Sensible
Capacity)
-Notes
itaf6a�tio-ns-ar-e--ba—s-e-d---on-8-t--h---e-d--iti-on—of ACCA—M ------
anual J.
All computed results are estimates as building use and weather may vary.
Be sure to select a unit that meets both sensible and latent loads.
vac- esidential& L
Ight Commir—cial kVAd-00jcfi-
Home Energy Services Elife_Scq_6;�ajjjbjv—"I ��int[nj._i
Jacksonville,FL 32218 Habitat For Humanity, Beaches 1242 Sf
---------- —------ 7
System I Room Load Summary
Htg Min Run Run
_CV CId
Room Area Sens Htg Duct Duct Sens Lat CIg Sys
No Name SF Btuh CFM Size Vel Btuh Btuh
---2-0 n e__ CFM CFM_
I Kitchen 108 1,361 28 1-7 454 2,669 319 121 121
2 Dining Room 105 3,347 68 1-6 460 1,986 272 90 90
3 Powder 49 528 11 1-4 122 159 53 7 11
4 Living Room 375 5,128 104 2-6 605 5,220 1,025 237 237
5 Br 2 130 2,129 43 1-5 602 1,805 332 82 82
6 Br 3 143 1,159 23 1-4 636 1,220 133 55 55
7 Laundry 42 444 9 1-4 174 334 80 15 15
8 Bath 68 885 18 1-4 475 911 139 41 41
9 Master Bedroom 33 775 16 1-4 277 531 153 24
WIC 24
10 Master Bedroom 154 1,527 31 1-5 502 1,504 186 68 68
11 Stairway 35 149 3 0-0 0 206 0 9 9
Duct Latent
System 1 total 500
1,242 17,431 352
16,544 3,192 753 753
System 1 Main Trunk Size: 16 in.
Velocity:
539 ft./min
Loss per 100 ft.: 0.049 in.wg
M 8:U*
_Yst��
(fo_oIi_ng 8�ens6_1e_1Latent ___Si_ns_ibIe _Late�t ____T&ta_I 1
Tons _—Split Btuh Btuh
Btuh
Net Required: 1.64 84%/ 16% 16,544 3,192 19,736-
Recommended: 1.89 73%/27% 16,544 6,119 22,663
Actual: 1.92 73% /27% 16,790 6,210 23,000
Heating System Cooling System
Type: Air Source Heat Pump Air Source Heat Pump
Model: GSH130241B* GSH130241B*
Indoor Model:
AEPF183016B*
Brand.-
GOODMAN, JANITROL, AMANA
GOODMAN, JANITROL, AMANA
DISTINCTIONS, EVERREST, 0 DISTINCTIONS, EVERREST, 0
Description: Air Source Heat Pump
Air Source Heat Pump
Efficiency: 8 HSPF 14 SEER
Sound: 0 bels 0 bels
Capacity: 47'F: 22,000 17'F.- 12,000 Btuh 23,000 Btuh
Sensible Capacity.- n/a 16,790 Btuh
Latent Capacity: n/a 6,210 Btuh
ARI Reference No.: n/a 3160497
F ll�va e-S Id -n-ti —Cght -O-M-m=erc-i-a-l--HV-ki-b-L-6a-d-s
---k
H om rgy --bib�So-ft—mia—re be�,elixp—men�I-n-C-.
e Ene ServIce8s
I L4cksonville,FIL 32218 Habitat For Humanity, Beaches 1242 Sf
Building Rotation Repotf (cont'
d)
Building Rotation Tonnage
1.9 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
1.8 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . .
0
0
1.7 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
1.61 . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
1.5-
South Southw est West Northw est North Northeast East Southeast
Direction Front door Faces
Building Recommended Tonnage
Building Net Tonnage
,V4
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VIEWED FOR CODE COMPLIANCE
CITY OF ATLANTIC BEACH
SEE PERMITS FOR ADDITIONAL
REQUIREMENTS AND CONDITIONS.
'WED
Julius Lee BY—t��t DATE:
FIL CO Y
RE: 413968 -
1109 Coastal Bay,1:014a-
Boynton Beach, F 35'�
Site Information:
Project Customer: Beaches Habitat Project Name: 413968 Model: 1242
Lot/Block: Subdivision: C
Address: 1336 & 1338 Violet Street
City: Duval State: Florida
Name Address and License#of Structural Engineer of Record, If there is one,for ftibulldibg
License#: 21475
Name: Paine, Lawrence A., PE
Address: 319 Oglethorpe Blvd.
State: Florida
City: St. Augustine
General Truss Engineering Criteria & Design Loads (individual Truss Design DrawW.-,4s$fidw"4ecial,
Loading Conditions):
tt i
Design Code: FBC2010/TP12007 Design Program: MiTek 20/20 7.3
Wind Code: ASCE 7-10 Wind Speed: 130 mph Floor Load: N/A psf
Roof Load: 32.0 psf
This package includes 15 individual, dated Truss Design Drawings and 0 Additional Drawt gs.�
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer ai*m tht
-sinddksheet--�
conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers R064. 7,
This document processed per section 16G 15-23.003 of the Florida Board of Professionals R vie's
In the event of changes from Builder or E.O.R.additional coversheets and drawings,,rTiay accompany
this coversheet.The latest approval dates supersede and replace the previous dravOnbs.
No. Seal# ',Truss Name Date
1 15 98
4119 cibi 4/12/012
2 15411999 CJ03 4/12/012
14/12/012
15412000 EJ02
4 15412001 EJ04 4/12/012
_5 154-12002- [HJ02_ _J4/12/012,1
15412003 1 HJ04 4/12/012
7 15412004 T03 4/12/012
8 15412005 T04 4/12/012
9 15412006 T05 ____i4/12/012
10--154-12007 T06 14/12/012
11 15412008 T07 14/12/012,li
12 15412009 T08 4/12/012
13 15412010 1 T09 4/12/012 i
14 15412011 T10 14/12/012
15 15412012 T11
The truss drawing(s)referenced above have been prepared by MiTek
\3S
Industries,Inc.under my direct supervision based on the parameters
provided by Builders FirstSource(Jax).
3 869
Truss Design Engineer's Name: Julius Lee
0 3
My license renewal date for the state of Florida is February 28,2013. Z
T
�O,Z,
NOTE:The seal on these drawings indicate acceptance of
STATE OF
professional engineering responsibility solely for the truss
"LOR0-
components shown. The suitability and use of this component
for any particular building is the responsibility of the building
designer, per ANSI/TPI-1 Chapter 2. 1/111110 ri112,2012
I of I Julius Lee
Truss
15411999
413968 289985002
Job Reference(optional)
ers FirstSource, Jacksonville,F1 32244 7.330 s Dee 20 2011 MiTek Industd s,Inc.Thu Apr 12 16:07:00 2012 Page I i
ID:hTfrwHUi9TWNpY7JwSCixQzOmuf-vbtZV6HOL61exqNtJX802k4BcqmeXi56nOh?ORCzRPgg
2-0-0 a-0-0
T1
V
4
2.4
LOADING(pso SPACING 2-0-0 CS1 DEFL in (loc) Udell Ud PLATES GRIP
T
CILL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.00 2-4 �999 240 MT20 244/190
TCDL 7.0 Lumber Increase 1.25 BC 0.07 Vert(TQ -0.01 24 >999 180
BCLL 0*0 Rep Stress Iner YES WB 0.00 Horz(TQ 0.00 3 n/a n/a
BCDIL 50 Code FBC2010/TP12007 (Matrix) Weight:12 lb FT=20%
LUMBER BRACING
TOPCHORD 2x4 SPp No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins.
BOTCHORD 2x4 SPp,No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be installed
u s a with Stabilizer Installation guift__
REACTIONS (lb/size) 3=24/Mechanical,2=210/0-3-8(min.0-1-8),4=14/Mechanical
Max Harz 2=98(LC 8)
Max Uplift3=-36(LC 12),2=-235(LC 8)
Max Grav 3=29(LC 2),2=254(LC 2),4=42(LC 3)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
CENS,�,
iNOTES
1)Wnd:ASCE 7-10;130mph(3-second gust)Vasd=101mph;TCDL=4.2psf:,BCDL=3.0psf,h=25ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(envelope)
gable end zone and C-C Exterior(2)zone;C-C for members and forces&MVVFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
2)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 34869
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4)*This truss has been designed for a live load of 20.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)All bearings are assumed to be SPp No.2 crushing capacity of 565 psi.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 36 lb uplift at joint 3 and 235 lb uplift at joint 2.
7)'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
8)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. STATE OF
9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the
responsibility of the building designer per ANSI TPI 1 as referenced by the building code. .......
10)Note:Visually graded lumber designation SPp,represents new lumber design values as per SPIB.
11)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 NA\-
LOAD CASE(S)Standard
April 12,2012
WAIUVING Ve,ify design pammetem and READ NOTES ON THIS AND INCLUDED AHTFK REFERENCE PAGE Aff]7473 BEFOPE USE.
Design valid for use only vvith M[Tek connectom.This design is based only upon parameters shown,and is for an Individual building component. Julius Lee
Applicability of design paromenfiars and proper Incorporation of componentils responsibility of building designer-not truss designer.Bracing shown 1109 Coastal Bay Blvd.
is far lateral support of individual welo members only.Additional temporary bracing to insure stability during construction is the responsibility of the Boynton,FL 33435
erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding
fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/TPII Quality Criteria,DSO-89 and BCSII Building Component
Safety Information available from Truss Plate Institute.583 D'Onof6o Drive,Madison,WI 53719.
T ss City VIY
15412001
EJ04 JACK 26 1 289985004
F- Job Reference(a tional)
Builders FirslSource. Jacksonville,Fl 32244 7.330 a Dec 20 2011 MiTek Industries,Inc.Thu Apr 12 16:07:02 2012 Page I
ID:hTfrwHUj9TWNpY7JWSCiXQZOMuf-rz?dwoJetjBEzhOifZ2WpVGwnal3A?b4U?UVW4zRPg7
3-11-4
2-G-0 3-11-4
3
4 5-2
TI
Bi
4
LOADING(pso SPACING 2-0-0 CS1 DEFIL in (loc) Well PLATES GRIP
i TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) -0.01 2-4 �999 MT20 244/190
TCDL 7.0 Lumber Increase 1.25 TC 0.13 Vert(T L -0.02 2-4 >999
I'd
-C
BCLL 00 Rep Stress Incr YES WB 0.00 Horz(TL) O�00 3 n/a n/a I
BCDL 5.0 Code FBC2010ITP12007 atrix) Weight:15 lb FT=20%
LUMBER BRACING
TOPCHORD 2x4 SPip No.2 TOPCHORD Structural wood sheathing directly applied or 3-11-4 oc pudins.
BOTCHORD 2x4 SPp No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
F—.,Tek recommends that Stabilizers and required cross bracing be installed
Ldurina truss erection in accordance with Stabilizer Installatton-guide.
REACTIONS (Iblsize) 3=54/Mechanical,2=225/0-3-8(min.0-1-8),4=19/Mechanical
Max Harz 2=1 14(LC 8)
Max Uplift3=-68(LC 12),2=-235(LC 8)
Max Gray 3=66(LC 2),2=272(LC 2),4=56(LC 3)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 9 S
1 NOTES (9.11) %CENS�
1)Wind:ASCE 7-10;130mph(3-second gust)Vasd=101mph;TCDL=4.2psf:BCDL=3.Opsf;h=25ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWIFRS(envelope)
gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
2)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 9
3)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. No 3486
,7A,
4) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-8-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members. —
5)All bearings are assumed to be SPp No.2 crushing capacity of 565 psi. �:�0
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 68 lb uplift at joint 3 and 235 lb uplift at joint 2.
7)'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
8)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. STATE OF
9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the
responsibility of the building designer per ANSI TPI 1 as referenced by the building code.
10)Note:Visually graded lumber designation SPp,represents new lumber design values as per SPIB.
11)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 OW-
LOAD CASE(S)Standard
April 12,2012
WARNING-V.,ify d—ign,P.—t—and READ NOTES ON THIS AND INCLUDED M7TEK REFERENCE PAGE Mll-7473 BEFORE USE.
Design valid far use only with MiTek connectors.This design is based only upon parameters shown,and Is for an individual building component. Julius Lee
Applicability of design ocromenters and proper incorporation of component is respomilbility,of building designer-not truss designer.Bracing shown
is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the 1109 Coastal Bay Blvd.
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding i Boynton,FIL 33435
fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TFIl Quality Criteria,DSB-89 and 8CSI1 Building Component
Safety Information available from Truss Plate Institute,583 D'Onofro Drive,Madison,WI 53719.
u a Tus,""pe ty Ply 15412003
aty
[job a
_E4
�Job Reference(optiona
,i_ —
Builders FinstSource, Jacksonville,F11 32244 7.330 a Dec 20 2011 MITe lindustries,Inc.Thu Apr 12 16:07:D4 2012 Page I
- -------- -2-9-15 ID:hTfrwHUigTWNpY7JwSCixQzOmuf-oM74LTKvPLRyC-A4m-4-uwLCpOy7evBNxlzcazzRPg!
Q-0
2-9-15 3-0-0
4
�s3
7
L Bi
211 6 s
LOADING(P' SPACING 2-0-0 CS1 DEFIL in (loc) Ildef! L/d PLATES GRIP
TCLL 2.. Plates Increase 1.25 TC 0.70 Vert(1-1-) -0.04 2-6 >999 240 MT20 244/190
TCDL ,. Lumber Increase 1.25 BC 0.28 Vert(TL) -0.07 2-6 >865 180
BCLL ,. Rep Stress Incr NO WB 0.06 Horz(TL) 0.00 5 n/a n1a
BCDL 0_] Code FBC2010frPI2007 (Matrix) Weight.25 lb FT=20%
LUMBER BRACING
TOPCHORD 2x4 SPp No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-13 oc purlins.
BOTCHORD 2x4 SPp No.2 BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 Spp No 3
IMITek recommends that Stabilizers and required cross bracing be installed
durilrigtruss-grection inaccorclance with Stabilizer Installation guide.
REACTIONS (lb/size) 4=51/Mechanical,2=244/0-5-11 (min.0-1-8),5=5/Mechanical
MaxHorz2=114(LC4)
Max Uplift4=-72(LC 4),2=-256(LC 4),5=-23(LC 18)
Max Grav4=61(LC 2),2=308(LC 2),5--65(LC 6)
FORCES (11b)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES (11-13)
1)Wnd:ASCE 7-10;130mph(3-second gust)Vasd=101mph;TCDL=4,2psf;BCDL=3.Opsf;h=25ft:Cat.11;Exp C;End.,GCpi=0.18;MWFRS(envelope)
gable end zone;Lumber DOL=1.60 plate grip DOL=1.60
2)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads.
3)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 34869
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. Z
5)All bearings are assumed to be SPIP No.2 crushing capacity of 565 psi.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 72 lb uplift at joint 4,256 It,uplift at joint 2 and 23 lb uplift at
joint 5. 41J.Z7 i
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. STATE OF
8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)54 lb down and 71 lb up at 1-5-12,54 lb down and
71 lb upat 1-5-12,and 8 lbdown and 35 lb up at 4-3-11,and 8 lbdown and 35 lb up at 4-3-11 ontop chord,and 16 lb up at 1-5-12,16 lb up at 1-5-12,
and 12 lb downand2 lbupat 4-3-11,and 12 lb down anc12 lb up at 4-3-11 on bottom chord.The design/selection of such connection device(s)is the
responsibility of others. ////0NM- I
Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required.
0)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
11)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the
responsibility of the building designer per ANSI TPI 1 as referenced by the building code.
12)Note:Visually graded lumber designation SPp,represents new lumber design values as per SPIB.
13)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FIL 33435
LOAD CASE(S)Standard
1)Regular:Lumber lncrease=1.25,Plate Increase=1.25
Uniform Loads(plo
Vert:1-4=-44,2-5=-10
Concentrated Loads(11b)
Vert:7�78,F�39,11=39)11�41(1�20,11=20,1-10(1=5,11�5)10=-B,F=-4 4)
B�
April 12,2012
RNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED AnTEK REFERENCE PACE AID 7473 BEFORE USE.
gn valid far use only with MiTelk connectors.This design is based only upon parameters shown,and is for an individual building component. Julius Lee
licability of design paramenters and proper Incorporation of componentis responsibility of building designer-not truss designer.Bracing shown
is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the 1109 Coastal Bay Blvd.
er clor.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Boynton,FL 33435
fabrication,quality control,storage,delivery,erection and bracing,consult ANSIITI`11 Quality Criteria,OSB-89 and IICSII Suilding Compnel't
Safety Information available from Truss Plate Institute,583 D'Onotrio Drive,Madison,W1 53719.
Fjob ----TTMSS ss type-- Qty �Ply�—
I I 15412OD4
IT03 HIP T�Qty
Lb Reference(optional)
—1 MiTels Ind ustries,Inc-Thu Apr 12 16:07:10 2012 Page 2
Builders FirstSource, Jacksonville,FI 32244 710 s Mec 20 201
NOTES (14.16) ID�9gDD7c[VLwneERiiVU9jxUezOmue-CWULbXPg?BC5wveE7EB08BbKPo-82TsGJEQWOdZRPgI
12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)7 lb down and 78 lb up at 3-11-0,12 lb down and 74 Ito up at 5-1-1,12 lb down and 74 lb up at
7-1-1,12 lb down and 74 lb up at 9-1-1.12 lb down and 74 lb up at 11-1-1,12 lb down and 74 lb up at 13-1-1,12 lb down and 74 fb up at 15-1-1,12 lb down and 74 lb up at 16-10-15,12 lb down
and 74 lb up at 18-10-15,12 lb down and 74 lb up at 20-10-15,12 lb down and 74 lb up at 22-10-15,12 lb down and 74 lb up at 24-10-15,12 lb down and 74 lb up at 26-10-15,and 12 lb down and
74 lb up at 28-10-15,and 47 lb down and 78 lb up at 30-1-0 on top chord,and 35 lb down and 28 lb up at 3-11-4,26 lb down at 5-1-1,26 lb down at 7-1-1,26 lb down at 9-1-1,26 lb down at
11-1-1,26 lb down at 13-1-1,26 lb down at 15-1-1,26 lb down at 16-10-15,26 lb down at 18-10-15,26 lb down at 20-10-15,26 lb down at 22-10-15,26 lb down at 24-10-15,26 lb down at
26-10-15,and 26 lb down at 28-10-15,and 35 11b down and 28 lb up at 30-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of'others.
13)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required.
14)This manufactured product is designed as an individual building component The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI
TPI 1 as referenced by the building code.
15)Note:Visually graded lumber designation SPp,represents new lumber design values as per SPIB.
16)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,Fl-33435
LOAD CASE(S)Standard
1)Regular:Lumber Increase=1.25,Plate Increase--1.25
Uniform Loads(plf)
Vert:1-3=-44,3-9�44,9-11=-44,2-10=-10
Concentrated Loads(lb)
Vert:3=-7(F)9=-7(F)19--4(F)18=-9(F)4-10fl 8=-10(F)13=-9(F)12=4(F)20=-10(F)21=-10(F)22=-10(F)23=-10(F)24=-10(F)25=-10(F)26=-10(F)27=-10(F)28=-10(F)29=-10(F)30=-10(F)
31=-9(F)32=-9(F)33=-9(F)34=-9(F)35=-9(F)36=-9(F)37=-9(F)38=-9(F)39=-9(F)40=-9(F)41=-9(F)
WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PACE M11 7473 BEFORE USE
Design valid far use only with Mffek connectors.This design is based any upon parameters shovvn,and is for an individual building component.
Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shovvn Julius Lee
is far lateral support of individual—b members only.Additional temporary bracing to insure stability during construction is the responsibillity of the 1109 Coastal Bay Blvd.
erector.Additional pernnonent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Boynton,FL 33435
fabrication.quality control,storage,delivery.erection and bracing.consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI1 Building Component
Safety Information available from Truss Plate Institute,583 D'Onotdo Drive,Madison,W1 53719.
[Job fr—uss type 10ty--Ply
13968 T05 ru"IAL 15412006
J�
ptional)
ur ____dadd;oh�jCe.FI32244 7 330 s Dec 20 2011 MiTek Industries,Inc.Thu Apr 12 16:07:15 2012 Page f—
ID 9gDD7dVLwneERitVU9jxUezOmue-zTHEeETopjqOOhWBvnnZrEI87pY_jmG?TW7hSqzRpfA
5-6-4 1,—30-2-4
2-0-0 5-6-4 2-5-0 5-4-8 5-4-8 5-4-8 5-1-8 2-0-0 1-9-12 2-0-0
.4 41s
7
b4
9
2
C-
19 Is 14
18 17
.4- U4 s.s s
24-0-12 30-2-4
32-2-4_,_t 34-0-0 1
------ 7-11-4 8-0-12 8-0-12 6_1_8 2-&0 1-9-12
Plate Offsets lm, _[10.0-5-_00-2-91__ —- -------
LOADING(pso SPACING 2-0-0 C PLATES GRIP
T c 20,0 Plates Increase 1,25 1 TC 0,50 Verl(LL) -0.26 14-11 1999 240 MT2" 244/190
LL i St DEFIL in (loc) I/defl Ud
TCDIL 7.0 Lumber Increase 1.25 BC 0.91 Vert(TIL) -0.50 14-15 �814 180
BCLL 0.0 Rep Stress Inar NO WEI 0.48 Horz(TL) 0.11 11 n/a n/a
BCDL 1-0 Code FBC2010/TP12007 (Malrix) I
Weight:321 lb FT 20%
LUMBER BRACING
TOPCHORD 2x4 SPp No.2 TOPCHORD Structural wood sheathing directly applied or 5-9-15 oc purlins.
BOTCHORD 2x4 SPp No 2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SPp No.3
REACTIONS (lb/size) 2=1003/0-3-8(min.0-1-8),1 1=93010-3-8(min.0-1-8)
Max Harz 2=-47(LC 5)
Max Uplift2=-456(LC 4),1 1=-446(LC 5)
Max Grav 2=1 193(LC 2),11=1 119(LC 2)
FORCES (lb) Max,Comp./Max.Ten.-All forces 250(lb)or less except when shown.
�TOPCHORD 2-3=-2734/874,3-4=-2530/816,4-5=-2412f795,5-6=-3279/1080,6-7=-327911080.7-8=-2810/952,
1_\ N GENS�'
B-9=-29621963,9-10�4493/1434,10-11=-2416,729
BOTCHORD 2-19=-792/2533,18-19=-991/3188,17-18=-991/3188,1&17=-1013/3306,15-16=-1013/3306,
14-15=-1458/4705,13-14=-659/2245,11-13=-650/2216
i WEBS 4-19=-156/589,5-19=-9451353,7-15=-7081250,8-15---1421585,9-15=-1936/648,9-14=-948/367, Z: 34869
10-14=-808/2379
�NOTES (15-17) ry
9; Wu
1)Special connection required to distribute web loads equally between all plies. LU Z:
2)2-ply truss to be connected together with 10d(0.1 31"x3")nails as follows:
Top chords connected as follows:2x4-2 rows staggered at 0-2-0 oc. STATE OF
Bottom chords connected as follows:2x4-I row at 0-3-0 oc.
3)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
Webs connected as follows 2x4-1 row at 0-9-0 oc,Except member 13-10 2x4-2 rows staggered at 0-2-0 oc. .. .......
have been provided to distribute only loads noted as(F)or(B),unless otherwise ndi
4)Unbalanced roof live loads have been considered for this design. I cated.
5)Wnd:ASCE 7-10;130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf:,h=25ft:Cat,11;Exp C;End.,GCpi=0.18;MWFRS(envelope):
Lumber DOL=1.60 plate grip DOL=1.60
6)This tnuss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads.
7)Provide adequate drainage to prevent water ponding.
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 20.0psf 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.
10)All bearings are assumed to be SPp No.2 crushing capacity of 565 psi.
11)Provide mechanical connection(by others)of truss to bearing plate capable ofwithstanding 456 Ib uplift atjoint 2 and 446 lb uplift atjoint 11.
12)"Senni-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)19 lb down and 166 lb up at 32-2-4 on top chord,
and 17 lb up at 32-1-8 on bottom chord. The design/selection of such connection device(s)is the responsibility of others.
14)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required.
15)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the
responsibility of the building designer per ANSI TPI 1 as referenced by the building code.
16)Note:Visually graded lumber designation SPp,represents new lumber design values as per SPIB.
[Wafff&§&1�fWg9ar4Vgineer.Julius Lee,PE:Florida P.E.License No.34869.Address.1109 Coastal Bay-Blvd.Boynton Beach,FL 33435
April 12,2012
WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED AHTFK REFERENCE PAGE IUI 7473 BEFORE USE.
Design valid far use only With M[Tek connectors.This design is based only upon parameters shown,and is for an individual building component.
Applicability of design paramenters,and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown Julius Lee
I,far lateral support of individual web members only.A dditionol temporary bracing to insure stability during construction is the responsibillity of the 1109 Coastal Bay Blvd.
erector, Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Boynton,FL 33435
fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSII Building Component
Safety Inlocination available from Truss Plate Institute,583 D'Onofifo Drive,Madison,WI 53719.
job— Truss Type--- I Qty-
1 12007
413968 T HIP 172
'us,T"
;2 10
c 98S01
.89
Builders FirstSource, Jacksonville,F1 32244 -1
ob Refoerence�cpfional)
li�Re
7.330 S Dec20 2011 mi-rek Industries,Inc Th.Apr 12 6 07 17M2 Page 1
ID:9gDD7dVLwneERiiVU9jxUezOmue-vsP-3wV3LK46G-gai Cp1 wf003dDSBjkHwqcoVAzRPf
2-0-0 6-&15 3-4-5 6070 +--- 25-571
r�0-12 6-G-12 3-4-5 6-6-15
2.4 11 .7
4
4 �12 2.4
7
2.4
2
44-
9-11-4 16-0-0 22-0-12 32-0-0
Plate 9-11-4 6-0-12 6-0-12 9-11-4
PffsLts(X�yl._I?_(�-2-1��-L4-0-,5-40- 8�6����4,0-2-81,18.0-2-14.EdgelliOA�76,G-3-01 - -
SPACING 2-0-0 J DEFIL in (loc) Ildell Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.86 Vert(LQ 0.36 10 -999 240 MT20 244/190
TCDL 7.0
LOADING(psQ
Lumber Increase 1. BC 0.97 Vert(TQ -0.67 B-9 >568 180
BCLL 0.0 Rep Stress Incr YES WB 029 Horz(TQ 0.14 8 n1a n/a
BCDL 5,0 Code FBC2010frPI2007 (Matrix) Weight:145 Ito FT 207.
LUMBER BRACING
TOPCHORD 2x4 SPp No.2 TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOTCHORD 2x4 SPp No.2 BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 2x4 SPp No.3 MiTeRrecomme—ndsthat-Stabilizers an dmqured cross bracing be installed
during trussenection.in accordance with Stabilizer Installation guide.
REACTIONS (lb/size) 8=853/0-3-8(min.0-1-8),2=956/0-3-8(min.0-1-8)
Max Harz 2=66(1-C 8)
Max UplIft8=-330(LC 9).2=-434(LC 8)
Max Gray 8=101 1(LC 2).2=1 137(LC 2) S S.k
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. ......... .
TOPCHORD 2-3--2733/1638,3-4=2376/1427,4-5=-2611/1649,5-6=-2611/1649,6-7=-2364/1442,
\CENS,,
7-8=-2709/1678
BOTCHORD 2-11=-147512543,10-11=-1189/2192,9-10---1202/2182,8-9=-151912517
WEBS 3-11=-423/338,4-11=118/341,4-10---315/547.5-10---388/312.6-10=-291/536,6-9=-140/347,
7-9=-405/376 34869
NOTES (11-13) Er Z:
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;130mph(3-second gust)Vascl=101mph�TCDL=41.2psf�BCDL=3.Opsf,h=25ft;Cat.11;Exp C;End.,GCpi=0.18;MWFRS(envelope) �10
and C-C Exledo,(2) .n.;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 -
3)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. STATE OF
4)Provide adequate drainage to prevent water ponding.
5)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads.
6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members. ////ONA\-
7)All bearings are assumed to be SPp No.2 crushing capacity of 565 psi.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 330 lb uplift at joint 8 and 434 lb uplift at joint 2.
9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss,
10)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required.
11)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the
responsibility of the building designer per ANSI TPI I as referenced by the building code.
12)Note:Visually graded lumber designation SPP,represents new lumber design values as per SPIB.
13)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435
LOAD CASE(S)Standard
April 12,2012
Design valid for use only with MiTek connectors.This design N based only upon parameters shown.and is for an Individual building component.
Applicability of design paramenters and proper incorporation at component is responsibility of building designer-not truss designer.Bracing shown —T—Julius Lee
WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE AM 7473 BEFORE USE.
is for lateral support of individual web membe,rs only.Additional temporary bracing to insure stability during construction is the responsibility of the 1109 Coastal Bay Blvd.
erector.Additional pernionent bracing of the o�eroll structure is the responsibility of the building designer.For general guidance regarding Boynton,FL 33435
fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719.
Truss rruss Type _TQ6h,_- Ply
413968 HIP 11411.11
Builders FirstSource, Jackwriville,F)32244 7.330 s Dec 20 2011 MiTek Industries,In' Thu Apr 12 16:07:21 2012 Page I
r
ID:dsnbLzVzh4m53sHh2sFAOrzOmud-odfVvHYZPZaXkczLG2uz4VY4OEfl7OatrSb?gUzRPfii
1 B-0-12 24-7-14
2 0 7-4-2 6-7-2 4-1-8 __32-0 2 0
6-7-2 7-4-2
4, fl 2-
4 1
7
3
12
Us .4 2.4
7-4-2
13mlll-4 18-0-12 24-7-14____ 32-0-0
_-7-4-2 6-7-2 4-1--8- 6-7-2 ......... 7-4-2__
i Plate Off..ts tX�Yy.::�2�,Ug.],[3LO_-38 11�21-01_L4.Q-§74,0-2-8
LOADING Ipso SPACING 2-0-0 CS' DEFIL in (loc) "dell Ud PLATES GRIP
TCLL Plates Increase 1.25 TIC .3� Vert(LL) 0.30 12-13 �999 240 MT20 244/190
TCDL Lumber Increase 1.25 BC 069 1
Vert(TQ -0.43 12-13 �877 180
BCLL UU Rep Stress Incr YES WB 088 Horz(TL) 0.14 7 n/a n/a
BCDL
50 Code FBC2010/TPI2007 (Matrix) Weight:152 lb FT=20%
1 1 L
�LUMBER BRACING
TOPCHORD 2x4 SPp No.2 TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOTCHORD 2x4 SPp No.2 BOTCHORD Rigid ceiling directly applied or 4-10-2 oc,bracing.
WEBS 2x4 SPp No.3 MiTek recommends that Stabilizers and required cross bracing be installed
REACTIONS (lb/size) 2=953/0-3-8(min,0-1-8),7=953/0-3-8(min.G-1-8) IduringLtruss erection_ir)-gPc�ct�d-ance—witti-��tqbilizer—Installation guide.
Max Harz 2=71(LC 12)
Max Uplift2=-418(LC 8).7=-418(LC 9)
Max Gray 2=1 133(LC 2).7=1 133(LC 2)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(11b)or less except when shown.
TOPCHORD 2-3=-2750/1531,3-4=-1984/1240,4-5=-1856/1227,5-6---1985/1240, =-2759/1630
&7 ENS,,
BOTCHORD, 2-13=-1404/2557,12-13---1406/2553,11-12=-924/1828,10-11=-924/1828,9-10=-1433/2603,
7-9=-143112607
WEBS 3-12=-838/549,4-12=-165/342,5-10=-163/340,6-10=-8371548
34869
NOTES (11-13)
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.I I ExpC;End.,GCpi=0.18;MWFRS(envelope)
and C-C Extehor(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.'60 plate grip DOL=1.60 Lii Z
3)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads.
4)Provide adequate drainage to prevent water ponding.
,
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, STATE OF
-0-0 wide will fit between the
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
bottom chord and any other members.
7)All bearings are assumed to be SPIP No.2 crushing capacity of 565 psi.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 418 to uplift at joint 2 and 418 lb uplift at joint 7.
9,"Smi,ri,id pitchbreals including heol,"Member and fixity model was used in the analysis and design of this truss.
10)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required.
11)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the
responsibility of the building designer per ANSI TPI 1 as referenced by the building code.
12)Note:Visually graded lumber designation SPp,represents new lumber design values as per SPIB.
13)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435
LOAD CASE(S)Standard
April 12,2012
AAL RKING-Verify design pammet—and READ NOTES ON THIS AND INCLUDED IMTEK REFERENCE PAGE M11 7473 BEFORE USE.
Design valid far use only with MiTek connectors.This design is based only Upon parameters shown,and is for an individual building component.
Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Julius Lee
is far lateral support of individual welo members only.Additional temporary bracing to insure stability during construction is the responsibility of the 1109 Coastal Boy Blvd.
erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Boynton,FL 33435
fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria.DSB-89 and BCSII Building Component
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719.
A
Truss Type Fa
�413968 Qty 289985014 15412011
F ;'ob Reference(optilonal)
Builders FirstSource, Jacksonville,FI 32244 7.330 a Dec 20 2011 MiTek Industries,Inc.Thu Apr 12 16:07:25 2012 Page I
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T
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0
TCLL 2-0 rease I MT20 244/190
Plates Inc .25 TC 0'69 Vert(LL) 0,31 13-14 >999 240
TCDL 7.0 Lumber Increase 1.25 BC 0.79 ert(TL) -0.43 12-13 �888 180
BCU_ 0.0 Rep Stress Incr YES W13 0,54 ,.(TL) 0.13 10 n1a n/a
BCDL 5.0 Code FBC2010fTPl2007 (Matrix) Weight:150 lb FT 209/6
LUMBER BRACING
TOPCHORD 2x4 SPp No.2 TOPCHORD Structural wood sheathing directly applied or 2-5-9 oc purlins.
BOTCHORD 2x4 SPP No.2 BOTCHORD Rigid ceiling directly applied or 4-9-5 oc bracing.
WEBS 2x4 SPp No 3 MiTek recommends that Stabilizers and required7coss acing binstalld
during truss erection,in aacordance with Stabilizer lnstaqati�.
REACTIONS (lb/size) 2=953/0-3-8(min.0-1-8),10=953/0-3-8(min.0-1-8)
Max Harz 2=-BO(LC 13)
Max Uplift2=-408(LC 8).10=-408(LC 9)
Max Grav2=`I133(LC 2),10=1133(LC 2)
S
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOPCHORD 2-3=-2798/1688,3-4=-254011544,4-5---248411555,5-6---1789/1165,6-7=-178911165, \CEINS,�-
7-8=-2484/1555,B-9=-2540/1544,9-10---2797/1688
BOTCHORD 2-14=-1464/2597,13-14=-1168/2152,12-13=-1178/2170,10-12=-1491/2648
WEBS 6-13---492/812,7-13�652/458,7-12=-177/404,9-12=-369/303,5-13=-652/458,5-14=-177/404, 34869
3-14=-369/303
NOTES (10-12)
1)Unbalanced roof live loads have been considered for this design.
2)Wnd:ASCE 7-10;130mph(3-second gust)Vasd--101mph;TCDL=4.2psf,BCDL=3.Opsf,h=25ft;Cat.11;Exp C;Encl.,GCpi=0.18:MWFRS(envelope)
and C-C Extenor(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
3)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. STATE OF
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 3-8-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6)All bearings are assumed to be SPIP No.2 crushing capacity of 565 psi. //////ONAX-
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 408 lb uplift at joint 2 and 408 lb uplift at joint 10.
8)'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
9)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required.
10)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the
responsibility of the building designer per ANSI TPI 1 as referenced by the building code.
11)Note:Visually graded lumber designation SPp,represents new lumber design values as per SPIB.
12)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FIL 33435
LOAD CASE(S)Standard
April 12,2012
WARNING-Ve,ify design pammet—and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI 7473 BEFORE USE.
Design valid far use only with M[Tek connectors.This design is based only upon parameters shovvn,and is for an individual building component.
Applicability of design poramenters and proper incorporation of component is responsibility of building designer-not truss designw.Bracing shown Julius Lee
is far lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the 1109 Coastal Bay Blvd.
emct�.kddffioncil permanent bracing of the overall structureis,the responsibility at the building designer.For general guidance regarding Boynton,FL 33435
labric, tion,quality control,storage.deVNery,erection and bracing,consult ANSI/TPII Quality Critedo,DSB-89 and I1CSI1 Building Component
__�ofetyolnformcrfilon available from Truss Plate Institute,583 D'Onofdo Drive,Madison,WI 53719.
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Julius Lee
RE: 415058 -
1109 Coastal Bay Blvd.
Site Information: Boynton Beach, FL 33435
Project Customer: Beaches Habitat Project Name: 415058 Model: 1242
Lot/Block: Subdivision:
Address: 1336 & 1338 Violet Street
City: Duval State: Florida
Name Address and License#of Structural Engineer of Record, If there is one,for the building.
Name: Paine, Lawrence A., PE License#: 21475
Address: 319 Oglethorpe Blvd.
City: St.Augustine State: Florida
General Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special
Loading Conditions):
Design Code: FBC2010/TP12007 Design Program: MiTek 20/20 7.3
Wind Code: ASCE 7-10 Wind Speed: 130 mph Floor Load: 55.0 psf
Roof Load: 55.0 psf
This package includes 13 individual, dated Truss Design Drawings and 0 Additional Drawings.
VVith my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61 G1 5-31.003, section 5 of the Florida Board of Professional Engineers Rules.
This document processed per section 16G1 5-23.003 of the Florida Board of Professionals Rules
In the event of changes from Builder or E.O.R.additional coversheets and drawings may accompany
this coversheet. T hhe latest a proval dates supersede and replace the previous drawings.
T" -
�:N:o:.:=Seal# Truss Name Date
0�
11 10
[1 11541201�3 �F I 4d-2—12-
�2 115412014 1 F01A I 414n1n4n
L3_ 115412015 IF01B 14/12/012 1
14 115412016 1 F02 14/12/0121
L5 115412017 1 F03 14/12/012.]
16 15412018 1 F04 14/:L2/012 J
17 15412019 1 F05 14/12/012 1
8 15412020 1 F06 14/12/0121
19 5412021 F07 14/12/012
110 115412022 1 F-KW1 14/12/012J
11 1 rAi,)nq-A I t:-! . 1-1-1- 1
112 115412024 1 F-KW3 14/12/012
113 115412025 IT100 14/12/012 1
The truss drawing(s)referenced above have been prepared by MiTek 0�
Industries,Inc. under my direct supervision based on the parameters
provided by Builders FirstSource(Jax).
N
Truss Design Engineer's Name: Julius Lee o3 869
My license renewal date for the state of Florida is February 28,2013.
�0 01
NOTE:The seal on these drawings indicate acceptance of 0
professional engineering responsibility solely for the truss STATE OF
components shown. The suitability and use of this component -'tORVD�-.
..........
for any particular building is the responsibility of the building
designer, per ANSI/TPl-1 Chapter 2. ///10NM-
0111110 H112,2012
I of I Julius Lee
Job Truss Truss Type aty Ply— —
Oty_F
_____-F
415058 F01 FLOOR 2 1�290595001 15412013
'.b
Builders Firstsource, Jacksonville,FI 32244
330 s Dec 20 2011 MiTek Industries.Inc.Thu Apr 12 16:09:16 2012 F 9.2
LOAD CASE(S)Standard Except: ID:VzIF5v6KBreAeFKkJg3HQ—zomoh-wl5z2rxiKu4D1 HGSViSxFlpkeb?MZUeolrxbDJZRPe
3)Ist unbalanced Floor:Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(plo
Vert:6-12=-10,1-4=-213,4-5=-133
Concentrated Loads(lb)
Vert:1=-272 5=-355(F=-1 13)14=-272 15=-272 16=-254 17=-72
4)2nd unbalanced Floor:Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(plo
Vert:6-12=-10,1-4=-133,4-5=-213
Concentrated Loads(1b)
Vert:1=-74 5=-677 14=-74 15=-74 16=-69 17=-264
7)User defined:Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(pli)
Vert:6-12=-10(F),1-5=-100(F)
A WARNING-Verify design P-1—and R&w NoTE.s ON THIs AND INCLUDED WTEK REFERENCE PAGE Mll-7473 BEFORE USE.
Design valid for use only with Mifek connectors.This design is based only upon parameters shown,and is for an individual building component.
Applicability of design poramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Julius Lee
is for lateral support of individual web mernbers�only.Additional temporary bracing to insure stability during construction is the responsibillity of the 1109 Coastal Bay Blvd.
erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Boynton,FL 33435
fabrication.quality control,storage.delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria.DSB-89 and 0CSI1 Building Component
Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison,WI 53719.
Job Truss Truss Type
city Ply
4�15058 F01A �F L 0-0�R 10 1 290595002 15412014
J-ck..ovill.,F1 32244 b Reference(optional)
7.330 s Dec 20 2011 MiTek Industries,Inc.Thu Apr 12 16:09:212012 Page 2
LOAD CASE(S)Standard Except: ID:VzIF5v6KBreAeFKkJg3HQ—zOmoh-Hjvs5J?r8RiW828PIF16ypWgYcirEgSYR7fMtXzRPd
4)2nd unbalanced Floor:Lumber Increase=1.00,Plate lncrease=1.00
Uniform Loads(plf)
Vert:7-13=-10,1-4=-20,4-6=-100
Concentrated Loads(lb)
Vert:6=-1866
7)User defined:Lumber lnerease=1.00,Plate Increase=1.00
Uniform Loads(plf)
Vert:7-13=-IO(F),1-6=-100(F)
8)Ist chase User defined:Lumber Increase=11.00,Plate Increase=1.00
Uniform Loads(plf)
Vert:7-13=-IO(F),1-3=-100(F),3-4=-20(F),4-6=-100(F=-20)
9)2nd chase User defined:Lumber lncrease=1.00,Plate Increase=1.00
Uniform Loads(Pi�
Vert:7-13=-IO(F),1-2=-20(F),2-4=-100(F),4-6=-20(F)
WARNING-11.1�fiy d-f`7 P.--t—and READ NOTES ON THIS AND INCLUDED MITRE REFERENCE pAGr Mll-7473 BEFORE U
. —IN"
Design valid for use only with MiTek connectors.This design is based only upon parameters shown.and is for an individual building comp SH
D-S �valid far
is for lateral support of individual web members only.Additional temporary bracing to insure stability during com-not truss designe�Bracing shown Julius Lee
A Applic-bility of design poramenters and proper incorporation of component is responsibility of building designer onent.
p"later'l"'0"
-I-'_' , p'
7ere.tor. 1d,,1M..noI permanent bracing of the overall structure is the responsibility of the building designer.Forge truction is the responsibillity of the 1109 Coastal Bay Blvd.
'c.fion Boynton,FL 33435
Safety Information available from Truss Plate Institute.583 UOnofflo Drive,Madi ANSI TI'll Quality Criteria,DSB-89 and BCSIl Building Component
fabrication,quality control,storage,delivery,erection and bracing,consult neral guidance regarding
, 'u
Safety'rula'...
son.W1 53719.
pe y ply
1 290595 3
T
—T--7wss Ty Qt �JOI)�Refoeomnae�(opfiionan
Job Truss Truss Type Qty Ply
415058 F01B FLOOR 2 1 290595003 15412015
--Difildem—Fi.tS..,.,
YY8M 7,330 S Dec 20 2011 MiTek Industries,Inc.Thu Apr 12 16:09:22 2012 Page 2
LOAD CASE(S)Standard Except: ID:z9JeIF7 IGPVWSOaWZCZOM09-IVSElf?TvkqNlCjcryZLU030KOOuzCHhgnovPzzRPd;
4)2nd unbalanced Floor:Lumber Increase=1.00,Plate Increase=11.00
Uniform Loads(plo
Vert:6-12=-10,1-15=-20,5-15=-100
Concentrated Loads(lb)
Vert:5=-429 4=-16 16�254
7)User defined:Lumber lncrease=1.00,Plate Increase=1.00
Uniform Loads(plo
Vert:6-12=-10(F),1-5=-100(F)
8)Ist chase Userdefined:Lumber Increase=1.00,Plate Increase=1,00
Uniform Loads(ioll)
Vert:6-12=-10(F),1-3=-100(F),3-15=-20(F),5-15=-100(F=-20)
9)2nd chase Userclefined:Lumber lncrease=1.00,Plate Increase=1.00
Uniform Loads(plf)
Vert:6-12=-IO(F),1-2=-20(F),2-15=-100(F),5-15=-20(F)
WARNING-Vialify d-igm p.--t.,.and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PA M11-7473 BEFORE USE,
Design valid far use only with Milek connectors.This design is based only upon parameters shown,and is for an inGdEividual building component.
Applicability of design poramenters and proper incorporation of component is responsibility of building designer-n I tru s designer.Bracing shown Julius Lee
is for lateral support of individual web members only.Additional temponcry bracing to insure stability during corstwocl,on'is;the responsibillity,of the 1109 Coastal Boy Blvd.
erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Boynton,FL 33435
fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCS11 Building Component
Safety Information available from Truss Plate Institute.5153 D�Cnofrio Drive.Madison.WI 53719.
4�Job Truss Truss Type Qty Ply
15058 F03 �12�9059�5005 15412017
BuRders FusiSourca, Jacksonville,FI 32244 Job Reference(optionao
T330 s Dec 20 2011 MiTek Industries,Inc.Thu Apr 12 16 09:25 2012 Page 1
0-1-8 ID:z9JeIF7yy8mlGpvwsOaWzCzomog-9U8Nwh2LCfCxLfSAX5626fhG3DoVAVp7MkdZOIzRPd I
H 1 1-3-0 1-6-0 04 8
1 3-
4.5
5.3
3 4 411 111.3
1�7
4.6 4.4 14 11 1
160 4-0-0 6_6_0
I�6-_o I 1 13-3-0 15-9-0
_13iate , 611 6_9 18-3-0 199-0
_o!rs��J_Rj rin n-l-A
LOADING(psi) SPACING 2-0-0 CS1 DEFIL in (loc) I/defi Ud PLATES GRIP
LATES
TCLL 4:0.0 Plates Increase 1.00 TC 0.77 Vert(LL) -0.32 15-16 .742 360 T MT20 244/190
ETCDLIO.O Lumber Increase 1.00 BC 90
BCLL 00 0.51 Vert(TL) -0.49 15-16 >475 240
0.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.08 11 n/a n/a
BCDL 5.0 Code FBC2010rrPI2007 (Matrix) W
LUMBER Minh' 'A'Ilb FT=11%F,11%E
TOP CHORD 2x4SPpNo.2(flat) BRACING
BOT CHORD 2x4 SYP M 31(flat) TOPCHORD Structural wood sheathing directly applied or 4-4-14 oc purfins, except end
WEBS 2x4 SPp No.3(flat) verlicals.
REACTIONS (lb/size) 20=1066/0-3-0(min.0-1-8),11=1 OWO-3-0(min.0-1-8) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOPCHORD 20-21=-1061/0,1-21=-1059/0,11-22=-1061/0.10-22=-1059/0,1-2=-1093/0,2-3=-2733/0,
3-4=-3771/0,4-5=429510,5-6=4295/0,6-7=-4295/0,7-8=-377110,8-9=-273310,9-10=-109310
BOTCHORD 18-19=0/2061,17-18=013381,16-17=0/4136,15-16=0/4295,14-15=0/4136,13-14=0/3381,
12-13=0/2061 ........
3-18=-90010, -13=0/936,2-18=0/936,8-13=-900/0,
WEBS 10-12=0/1411,1-19=0/1411,9-12=-1346/0,2-19=1346/0,9
NOTES (7-9) 8-14=0/544,3-17=0/544,7-14=-507/0,4-17=-507/0,7-15=-163/556,4-16=-163/�x56
1)Unbalanced floor live loads have been considered for this design. 34869
2)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads.
3)All plates are 3x3 MT20 unless otherwise indicated.
;0
4)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi.
5)"Semi-rigid pitchbreaks,including heels"Member end fixity model was used in the analysis and design of this truss. LU
6)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. STATE OF
7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the
responsibility of the building designer per ANSI TPI 1 as referenced by the building code. P
ILS,**.,
8)Note:Visually graded lumber designation SPp,represents new lumber design values as per
9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coas SPIB,
let Bay Blvd.Boynton Beach,FL 33435 11110Nr-%%_
LOAD CASE(S)Standard
April 12,2012
WARNING-Venify design panametand READ NOTES ON THIS ANDINCLUDED NITER REFERENCE PAGE M11-7473 BEFORE USE.
Design valid far use only with MiTek connectors.This design is based only upon parameters shown.and is for on Individual building component.
Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer Bracing shown Julius Lee
is far lateral support at individual web members only.Additional temporary bracing to insure stoUlity duhng construction m the responsibillity of the 1109 Coastal Bay Blvd.
erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Boynton.FL 33435
fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI1 Building Component
Safety Information available from Truss Plate Institute,583 D'Onofro Drive,Madison,WI 53719.
Job I niss Truss Type Qty Ply 15412019
_]1229,0. 07
J.,
--------------r__T
415058 F05 FLOOR 4
__6uIlde-FirstS---, Jacksonville,F1 32.244 _ionag
7.330 s Dec 20 2011 MiTek Industries.Inc.Thu Apr 12 16:09:28 2012 Page 1
0-1-8 ID:z9JeIF7yyBml GPvwsOaWZCZOMog-a3qWZj4EVaaWU7131CDflkHJs—R4NN—Za2irDddzRPdr
1-3-0 1-9-12 1-0-4 V-1 113
6 15.3
15.3
17
13 1�
1 1.
�—�1-6 0 6-2-4
10-4-0
1-&0 4-8-4 4-1-12
LOADING(ps� SPACING 2-0-0 CS1 IDEFIL in (loc) I/defi LJd PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.03 13 99
TCDL 10.0 Lumber Increase 1.00 9 360 MT20 244/190
BCLL 0.0 Rep Stress Incr BC 0.38 Vert(TL) -0.04 13 :999 240
BCOL ^ S WEI 0.20 Horz(TIL) 0.01 8 n1a n/a
&0 Code FBC2010/TPI,
Weight:58 lb FT=11%F,11%E
LUMBER
TOP CHORD 2x4 SPp No.2(flat) BRACING
SOT CHORD 2x4 SPp No.2(flat) TOPCHORD Structural mod sheathing directly applied or 6-0-0 oc purlins,except end verticals.
WEBS 2x4 SPp No.3(flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 15=367/0-3-0(min.0-1-8),8=275/Mechanical,1 1=455/0-3-8(min.0-1-8)
Max Grav 15=373(LC 10),8=288(LC 7),11=496(LC 8)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOPCHORD 15-16=-372/0,1-16=-371/0,8-17=-296/0,7-17=-296/0,1-2=-29910,2-3=-530/0,3-4=-530/0,
4-5=-303/0,5-6=-303/0,6-7=-303/0
BOTCHORD 13-14=0/530,12-13=0/530,11-12=0/251,10-1 1=01251,9-10=0/303 S S.k
WEBS 4-11=483/0,1-14=0/380,4.12=01402,2-14=-31410,7-9=01383 ..........
NOTES (8-1()) ENS,,� .4,,�
1)Unbalanced floor live loads have been considered for this design.
2)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 34869
3)All plates are 3x3 MT20 unless otherwise indicated.
4)All bearings are assumed to be SYP No.2 crushing capacity of
565 psi�
5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
6)Recommend2x6 strongbacks,on edge,spaced at 1D-0-0 ocand fastened to each trusswith 3-10d(0.131"X 3")nails. Strongbacks to be attached to
walls at their outer ends or restrained by other means.
7)CAUTION,Do not erect truss backwards.
STATE OF
8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the
responsibility of the building designer per ANSI TPI 1 as referenced by the building code.
9)Note:Visually graded lumber designation SPp,represents new lumber design values as per SPIB. ........
10)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 N
LOAD CASE(S)Standard
April 12,2012
,&Design valid for Use only with MiTek connectors.This design is based only upon parameters shown,and is WCE PAGE MIT 7473 BEFORE USE.
WARNING-V.rify d-ign pararneters and READ NOTES ON THIS AND INCLUDED WTEK REFERL
Applicability of design poramenters and proper incorporation of component is responsibility of building d for an individual building component.
is for lateral support of individual web members Only.Additional temporary bracing to insure stability dud esigner-not truss designer Bracing shown Julius Lee
erector.Additional permanent bracing of the overall structure is the responsibility of the building designe ng construction is the responsibillity of the 1109 Coastal Bay Blvd.
allety Intormotion available from Truss Plate Institute,583 D'Onofno ANSI/TPII Quality Criteria,DSB-89 and ACS11 Building Component Boynton,FL 33435
fabrication,quality control,storage,delivery.erection and bracing,consult r.For general guidance regarding
S Drive,Madison.WI 53719.
Job Truss Truss Type Qty Ply
pa
4�15058 F07 FLOO�R 2 1 290595009 15-41�2021
J.
Builders FirsiSource, I,Reference 0 tiona
0
7.330 s Dec 20 2011 MiTek Industries,Inc.Thu Apr 12 16:09:30 2012 Page 1
0-1-8 ID:RLSOWb7ajSuuuZU6Q551VPZOmof-WRxG-06U 1 CqEjQK8JeiDpiODEEqTrwtsWOKKhVzRPdp
1-3-0 2-0-0
0" —1 112
3-3 11
5
13
Ll 11.
-------------- 9-1-8
LOADING(psf) SPACING 2-0-0 CS1
TCLL 40.0 Plate.I ncre-s' DEFIL in (10c) Ildell Ud PLATES GRIP
10
Plates Increase 1.00 TC 0.42 Vert(LL) 00 999 360 MT20 244/190
TCDL 10.0 Lumber Increase 1.00 SC 0.08 Vert(TL) -0.00 9-10 .999 240
BCLIL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 9 n/a n/a
I I
:BCDL 5.0 Code FBC2010/rPI2007 (Matrix) Wei.ht 5 lb FT=11%F,11%E
LUMBER
TOP CHORD 2x4 SPip No.2(flat) BRACING
BOT CHORD 2x4 SPp No.2(flat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verlicals.
WEBS 2x4 SPp No.3(flat) BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS All bearings 5-2-0 except ot--length)11=Mechanical.
(lb)- Max Grav All reactions 250 lb or less at joint(s)11,6,7 except 9=324(LC 1),8=313(LC 1)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
WEBS 2-9=-274/0,4-8=-296/0
NOTES (7-9)
1)Unbalanced floor live loads have been considered for this design. ......... .
2)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads,
3)All plates are 3x3 MT20 unless otherwise indicated.-apacity of 565 psi.
4)All bearings are assumed to be SYP No.2 crushing r
5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.13 1"X 3")nails. Strongbacks to be attached to 34869
walls at their outer ends or restrained by other means.
responsibility of the building designer per ANSI TPI I as reference ;0
7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the
d by the building rode.
8)Note:Visually graded lumber designation SPp,represents new lumber design values as per SPIB. Ljj z
9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 44/
STATE OF
LOAD CASE(S)Standard
April 12,2012
-rlfy d�siqrr pamr,,otors and READ NOTES ON TIHS AND INCLUDED WrTEK REFERENCE PAGE MIT 74 73 BEFORE
.7.1'id for use only with M,1,1 con,ecl—.Thi,design is basedIy upon parameters shown a d is to,11 i,d v dual building component.
USE
LApplicobility of design paromentens and proper incorporation of component is responsibility of building designer-not truss designer'Bracing shown Julius Lee
is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity,of the 1109 Coastal Boy Blvd.
erector.Additional permanent bracing at the overall structure is the responsibility of the building designer.For general guidance regarding Boynton,FL 33435
fabrication,quality control.storage,delivery,erection and brocing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI1 Building Component
Safety Information available from Truss Plate Institute,583 DrOnofrio Drive,Madison,WI 537)9. _L
Job Truss Truss Type aty My
415058 F-KW2
_�T.Am�LE� 2 1 2905,95011 15412023
Builders Firs[Source, Jacksonville,FI 32244
0 1 f 6"0 s Dec 20 2011 MiTek In tries,Inc.Thu Apr 12 16:09:312012 Page 1
ID:VzIF5v6KBreAeFKkJg3HQ-zOmoh-_eVeBk66oVy5LavKtLDSLWXTIeBpaOqOkg4uEyzRPd
op
1 17 1
1 2 3.3 3
Is
1 T1 T' T' T1 T' T1
2��,?�XXXXXXXX " XXXXXXXX
1. 17 is 1, 13 12 11
.3
-8 1-10-8 3-2-8. 4-6-8 5
6-8 .10-8 7-21-8. B-6-8 9-1-0
1-4-0 1-4-0 1-4-0 1-4-0 14-0 1-4-0 0-6-8
LOADING(psf) SPACING
2-0-0 CS1 DEFIL in (Ioc�) I/deg Ud PLATES GRIP
ri
TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) n/a n1a 999 MT20 244/190
Vert(TL
TCDL 10.0 Lumber Increase 1.00 BC 0�01 7) n/a n/a 999
(T
BCLL 0.0 Rep Stress Incr YES JWB 0.k04 Horz(TL) -0.00 10 n/a n/a
BCDL 5.0 Code FBC2010frPI2007 (Matrix) Weight:46 lb FT=11%F,11%E
LUMBER
TOPCHORD 2x4 SPp No.2(flat) BRACING
BOTCHORD 2x4 SPp No.2(flat) TOPCHORD Structural wood sheathing directly applied Or 9-1-0 oc purins, except end verticals.
WEBS 2x4 SPp No.3(flat) BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
OTHERS 2x4 SPIO No.3(flat)
REACTIONS All bearings 9-1-0.
(lb)- Max Uplift All uplift 100 lb or less at joint(s)18,10
MaxGrav All reactions 250 lbor less atioint(s)18,10,14,15,16,17,13,12,11
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. S
NOTES (10-12)
cENsl�.
1)This truss has been designed for basic load combinations,which include cases w reductions for multiple concurrent live loads.
3)Gable requires continuous bottom chord bearin ated.
2)All plates are 1.5x3 MT20 unless otherwise indic th
g.
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. 34869
6)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1 DO lb uplift at joint(s)18,10. — -U
8)"Semi-rigid pitchbreaks including heels"Member end fixity model was u sed in the a nalysis and design of this truss, — ;10 LU Z:
9)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.13 1"X 3")nails I on backs to be attached to
walls at their outer ends or restrained by other means. - Sr 9
10)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the STATE OF
responsibility of the building designer per ANSI TPI I as referenced by the building code.
11)Note:Visually graded lumber designation SPp,represents new lumber design values as per SPIB.
12)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435
LOAD CASE(S)Standard
April 12,2012
WARNING-Ver�N desig-P---t—and READ NOTES ON THIS AND INCLUDED NITEK REFERENCE PAGE MIT 7473 BEFORE USE.
,g "'0
Design valid for'use only with MiTek connectors.This design is based only upon parameters shown,and is for an Individual building component.
'a"
A pol.
pplicability at design poramenters and proper incorporation of component is responsibility of building desi ner-not truss designer.B j Julius Lee
,s far I_ I
is far lateral support of individual web members only.Additional temporary bracing to insure stability duringg rac ng shown
I r-s PI' construction 4 the responsibility of the 1109 Coastal Bay Blvd.
erector Add.fi-nal permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding Boynton,FIL 33435
r
,.Orccri
fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IFII Quality Criteria,6SB-89 and BCSII Building Component
Safety I I mraft.
Safety Information available from Truss Plate Institute.583 D'Onofdo Drive.Madison,WI 53719.
Job Truss Truss Type Qty Ply
415058 Tl 00 ]2 15412025
Builders FirstSource, Jacksonville,FI 32244 F 3 Job Reference(o one[)
3:4-11 6- ID:: LsOWb7ajSUUUZU6 7.330 s Dec 20 2011 MiTek Industries,Inc.Thu Apr 12 16�09:34 2012 Page 1
3-4-11 3- zRPd
s...
2.4 11 3.5
TI 1 7
ji ::: � ��] T
I I;::�- ,2
------ L___j
.2
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1.11 5.6 12 2� 11 21 1.
23
3-4-11 6-7-9 9-10-8
3-4-11 3-2-11 13-1-7 16-4-5 19-9-0
te Offsets(X,Y) i�,_ —_ 3-2-15 3-2-15
IS Edge it-2-si it 9 rA-n r 1,5.Ed a 0-2-8 3-2-15 3-4-11
LOADING(psf) SPACING 2-D-0 CS DEFIL in (loc) I/defi Ltd PLATES GRIP
TCLL 40.0 Plates Increase 1.00
TCDL 10.0 TC 0.64 Vert(LL) -0.37 12 �626 240 MT20 244/190
Lumber Increase 1.00 BC 0.48 Vert(TL) -0.58 12 �402 180
SCLL 0.0 Rep Stress Inar NO 0.96 Horz(TQ 0.02 9 n/a n/a
BCOL 5.0 Code FBC2010ITP12007 ri
(M x)
LUMBER FT=20%
TOP CHORD 2X4 SPp No.2 BRACING
BOT CHORD 2x8 SYP DSS TOPCHORD Structural wood sheathing directly applied or 5-9-15 oic purlins, except end
WEBS 2x4 SPp No.3 verlicals.
REACTIONS (IbIsize) 15=2514/D-3-0(min.0-1-8),9=2436/0-3-0(min.0-1-8) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOPCHORD 1-15=-168410,1-2=-6D46tO,2-3=-9858/0,3-4=-10405/0,4-5=-10374�0,5-6=-1037410,
6-7=-981410,7-8=-6046/0,8-9=-1738/0
BOTCHORD 15-16=0/573,14-16=0/573,14-17=0/6046,17-18=016046,13-18=016046,13-19=0/9858, S S.
12-19=0/9858,12-20=0/9814,11-20=0/9814,11-21=0/6046,21-22=0/6046,10-22=0/6046,
0-23=0/574,9-23=0/574 CE
I
WEBS 1-14=0/5673,2-14=-1245/0,2-13=0/3951,3-13=-420/0,3-12=0/565,4-12=-310/0,6-12=0/582, NS
6-11=-432/0,7-11=0/3906,7-10=-123510,8-10=0/5672
NOTES (12-14) 34869
1)3-ply truss to be connected together with 10d(0.131"xW)nails as follows: 7. '. —
Top chords connected as follows:2x4-I row at 0-9-0 oc. –0
.0
Bottom chords connected as follows:2x8-2 rows staggered at 0-9-0 oc. LU
Webs connected as follovvs�2x4-1 raw at 0-9-0 oc.
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 44/.�'
have been provided to distribute only loads noted as(F)or(8),unless otherwise indicated. STATE OF
3)This truss has been designed for basic load combinations,which include cases wth reductions for multiple concurrent live loads. P
4)Provide adequate drainage to prevent water ponding. tOR10P%-'* 0�,-,
5)Concentrated loads from layout are not present in Load Case(s):#2 Regular Only;#3 IBC SC Live;#4 Live Only.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ONr%t-
bottom chord and any other members. -0-0 wide will fit between the
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
8)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi.
9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)298 lb down at 2-1-4,298 lb down at 4-1-4,298 lb
down at 5-9-12,298 lb down at 7-9-12,299 lb down at 9-9-12,307 lb do"at 11-7-12,307 lb do"at 13-7-12,and 307 It,down at 15-7-12,and 307
lb down at 17-7-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others.
11)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required.
12)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the
responsibility of the building designer per ANSI TPI I as referenced by the building code,
13)Note:Visually graded lumber designation SPip,represents new lumber design values as per SPIB.
14)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address�1109 Coastal Bay Blvd.Boynton Beach,FL 33435
LOAD CASE(S)Standard
Conlinued!on pane 7
April 12,2012
t V ANNIN"I
_,__Verify design paminet�and READ NOTES ON THIS AND INCLUDED MPTEK REFERENCE PAGE Mll-7473 BEFORE USE.
-si`gn use only with MiTek conrectors This design is based only upon parameters shown,and is for an individual building component.
pp,icabl,i" ,
isXco I a clesign paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Julius Lee
lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the 1109 Coastal Bay Blvd.
erector.Additional pemiment bracing of the overall stn.,cture is the responsibility of the building designer.For general guidance regarding Boynton,FL 33435
fabrication.quality control.storage.delivery,erection and bracing,consult ANSI/TFIl QuOISY Criteria.DSB-89 and SCSI)Building Component
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719.
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2 Pcs of 1 3/41, x 16" TimberStrand(g) LSL Beam (1.55E)
TJ-Beam@ 6.35 Serial Number:
User.1 4/16/2009 2:25:21 PM
Page 1 Engine Version:6.35.0 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
LOADS: Product Diagram is Conceptual.
Analysis is for a Header(Flush Beam)member. Tributary Load Width:1'
Primary Load Group-Residential-Living Areas(pso:40.0 Live at 100%duration, 12.0 Dead
Vertical Loads:
Type Class Live Dead Location Application Comment
Point(lbs) Floor(1.00) 143 53 1. F07
Point(lbs) Floor(l.00) 200 75 2' F05
Point(lbs) Floor(l.00) 200 75 4' F05
SUPPORTS:
Input Bearing Vertical Reactions(lbs) Detail Other
Width Length Live/Dead/Uplift/Total
1 Timberstrand LSL Beam 3.00" Hanger 381/179/0/561 Custom Detail Custom Accessory
2 Stud wall 3.50" 1.50" 362/171 /0/533 Custom Detail Custom Accessory
-User specified custom detail for support: 1,2.
DESIGN CONTROLS:
Maximum Design Control Result Location
Shear(Ibs) 543 365 11573 Passed(3%) Lt.end Span I under Floor loading
Moment(Ft-Lbs) 648 648 28178 Passed(2%) MID Span 1 under Floor loading
Live Load Defl(in) 0.002 0.115 Passed(U999+) MID Span 1 under Floor loading
Total Load Defl(in) 0.003 0.229 Passed(U999+) MID Span 1 under Floor loading
-Deflection Criteria:STAN DAR D(LL:U480,TL:L/240).
-Bracing(Lu):All compression edges(top and bottom)must be braced at 5'o/c unless detailed otherwise. Proper attachment and positioning of lateral
bracing is required to achieve member stability.
ADDITIONAL NOTES:
-IMPORTANT! The analysis presented is output from software developed by iLevel@. iLevel@ warrants the sizing of its products by this software will
be accomplished in accordance with iLeveI@ product design criteria and code accepted design values. The specific product application,input design
loads,and stated dimensions have been provided by the software user. This output has not been reviewed by an iLevele Associate.
-Not all products are readily available. Check with your supplier or iLevel@ technical representative for product availability.
-THIS ANALYSIS FOR iLevel@ PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.
-Allowable Stress Design methodology was used for Building Code SBCC analyzing the iLevel@ Distribution product listed above.
-Note:See iLevel@ Specifier's/Builder's Guide for multiple ply connection.
PROJECT INFORMATION: OPERATOR INFORMATION:
BEACHES HABITAT MICHAEL INGRAM
DUPLEX
BUILDERS FIRST SOURCE
6550 ROOSEVELT BLVD.
JACKSONVILLE,FL 32244
Phone (904)772-6100 ext 2299
Fax (904)772-1973
michael.ingram@bldr.com
Copyright 0 2009 by iLevelN, Federal Way, WA.
TimberStrand(ft and TimberStrand,K) axe registered trademarks of iLevel*.
T:\ENG71\job�\302\302514\302816\BM-1.��s
BM-1
ly W.w'i
TJ-BeamOD 6,35 Serial Number 2 PCs of 1 3/4" x 16" TimberStrand@ LSL Beam (1.55E)
User.1 4/16/2009 2-25 22 Pf,
Page2 Engine Version:6.35.0 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
Operator Notes: CONTROLS FOR THE APPLICATION AND LOADS LISTED
HANGER THA-422
PROJECT INFORMATION: OPERATOR INFORMATION:
BEACHES HABITAT MICHAEL INGRAM
DUPLEX
BUILDERS FIRST SOURCE
6550 ROOSEVELT BLVD.
JACKSONVILLE,FL 32244
Phone:(904)772-6100 ext 2299
Fax :(904)772-1973
michael.ingram@bldr.com
Copyright �� 2009 by iLevelC-�, Federal Way, WA.
TimberStrandg and TimberStrand@ are registered trademarks of iLevel,.
T:\ENG71\jobs\302\302514\302816\Bm-l..M�
August 10, 2010 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLqY ST - T-BRACE 2
®R E "t
MiTek Industries,Chorterfield,MO Page i of i
Note:T-Bracing/I-Bracing to be used when continuous lateral bracing
is impractical. T-Brace/I-Brace must cover 90%of web length.
EUL- Note:This detail NOT to be used to convert T-Brace I-Brace
MiTek Industries,Inc. webs to continuous lateral braced webs.
Nailing Pattern
Brace Size
T-Brace size Nail Size 9 for One-Ply Truss
FV� Note.,�-Bracir
Is impra a'brac ng
g
0 b e]ntih
[N te.This det, e
2x4 or 2x6 o M 10d 6"o.c. Specified Continuous
PRows;of Lateral Bracing
Note:Nail along entire length of T�-Brace I-Brace Web Size 1 2
(On Two-Ply's Nail to Both Plies)
2x3 or 2x4 2x4 T-Brace 2x4 I-Brace
x6 T-B
2x6 2 H race 2x6 I-Brace
c x I
-Brace _ r c
P rM 2x8 T 1Bra e M I-Bracce
Nails
Brace Size
I T r
or Two-Ply Truss
S ifi C
pecified Continuous
ws of L t
n in s
ing
c
d
t uou
pRows of Lateraitl Bracisng
SPACING Web Size 2
2x3 or 2x4 x
2x4 T-Brace 2x4 I-Brace
WEB 2x6 2x6 T-Brace x I_ r c
2x6 I-Brace
M M T-Brace
2x8l-Brace
T-Brace I-Brace must be same species
T-BRACE and grade(or better)as web member.
S
..........
VkCENS,,�
Nails Section Detail Z :J. N 34869
N
T-Brace 3
) 61
0 6/22/11 4ij -Z'
STATE OF
Web
Nails--,__. ///ONAk-
1109 COASTAL BAY
Web— I-Brace BOYNTON BC,FL 33435
Nails
JANUARY 1, 2009 LATERAL TOE-NAIL DETAIL ST-TOENAIL�_SP
NOTES: MiTek Industries,Chesterfield,MO Page 1 of 1
[Vill] 1.TOE-NAILS SHALL BE DRIVEN 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 OF THE MEMBER END AS SHOWN.
2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH
AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
MiTek Industries,Inc. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES
FOR MEMBERS OF DIFFERENT SPECIES.
TOE-NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) THIS DETAIL APPLICABLE TO THE
DIAM. SYP DF HF SPF SPF-S =THREE END DETAILS SHOWN=BELOW
(5 .131 88.0 80.6 1 69.9
z
0 .135
VIEWS SHOWN FOR
ARE�
U� .162 ILLUSTRATION PURPOSES ONLY
C0 99.6 1 86.4 84.5 73.8
(9
z .128 4.2 67.9 58.9 57
0 .131 75.9 69.5 60.3 59..
LO .148 SIDE VIEW
q
CY)
3 NAILS
VALUES SHOWN ARE CAPACITY PER TOE-NAIL. NEAR S DE
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EAR S DE
EXAMPLE: ENEARSII'DE
(3)-16d NAILS(.162"diam.x 3.5")WITH SPF SPECIES BOTTOM CHORD
For load duration increase of 1.15:
3(nails)X 84.5(lb/nail)X 1.15(DOL) 291.5 lb Maximum Capacity
ANGLE MAY LE MAY
Y
VARY FROM ANGLE MAY VARY FROM
)M
30,TO 60' V I Y FRI -TO 60'
30��
To 60
45.00* 9M 45.00* 30 45.00*
0 it
S.k
N 34869
Z
0 6/22/11
STATE OF
////ONA\-
/OlimW
1109 COASTAL BAY
BOYNTON BC,FL 33435
FEBRUARY 14, 2012 STANDARD PIGGYBACK
TRUSS CONNECTION DETAIL ST-PIGGY-7-1 0
MiTek Industriest Chesterfield,M
R M' e Indust
ri .Ch sterfield'M
MAXIMUM WIND SPEED REFER TO NOT:ESD AND OR E
ou MAX MEAN ROOF HEIGHT=30 FEET
EA 0
MAX TRUSS SPACING=24"O.C.
BU
CATEGORY 11 ILDING
EXPOSURE B or C
ASCE 7-10
0=0 D U TI
URATION OF LOAD INCREASE:1.60
MiTek Industries,Inc. DETAIL IS NOT APPLICABLE FOR TRUSSES
TRANSFERING DRAG LOADS(SHEAR TRUS�S�ES).
ADDITIONAL CONSIDERATIONS BY BUILDING
A-PIGGSACK TRUSS,REFER TO MFTEK TRUSS DESIGN DRAWING. ENGINEER/DESIGNER ARE REQUIRED.
SHALL BE CONNECTED TO EACH PURLIN
WITH(2)0.131-X 3.5'TOE NAILED.
a-BASE TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. E
C-PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24"O.C.
UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. A
CONNECT TO BASE TRUSS WITH(2)0.131-X 3.5-NAILS EACH.
D-2X—X4'-O*SCAB,SIZE ANDGRADE TOMATCH TOP CHORD OF
PIGGYBACK TRUSS,ATTACHED TO ONE FACE,CENTERED ON
INTERSECTION,WITH(2)ROWS OF 0.131-X 3-NAILS @ 4-O.C.
SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING
IS CONTINUOUS OVER INTERSECTION AT LEAST I FT,IN BOTH
DIRECTIONS AND:
I-WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN,OR
2.WIND SPEED OF 116 MPH TO 160 MPH WITH A MAXIMUM
PIGGYBACK SPAN OF 12 ft.
E-FOR WIND SPEEDS BETWEEN 126 AND 160 MPH,ATTACH
MITEK 3X8 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES AT
72'O.C.W/(4)0.131-X 1 5'PER MEMBER.STAGGER NAILS FROM
OPPOSING FACES.ENSIJRE 0.5-EDGE DISTANCE.
(MIN.2 PAIRS OF PLATES REG.REGARDLESS OF SPAN)
13
D
WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS:
REPLACE TOE NAILING OF PIGGYBACK TRUSS To PURLINS WITH Nail-On
PLATES AS SHOWN,AND INSTALL PURLINS TO BOTTOM EDGE OF BASE
TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE
TRUSS MITEK DESIGN DRAWING.
SCAB CONNECTION PER
NOTE D ABOVE
This sheet is provided as a Piggyback connection
FOR ALL WIND SPEEDS,ATTACH MITEK 3X6 20 GA Nail-On PLATES TO detail only.Building Designer is responsible for all
EACH FACE OF TRUSSES AT 48-O.C.W/(4)0.131-X 1.5-PER MEMBER. permanent bracing per standard engineering practices or
STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5'EDGE DISTANCE. refer to BCSI for general guidance on lateral restraint
and diagonal bracing requirements.
VERTICAL WEB To
EXTEND THROUGH FOR LARGE CONCENTRATED LOADS APPLIED
BOTTOM CHORD TO CAP TRUSS REQUIRING A VERTICAL WEB:
OF PIGGYBACK
1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS
MUST MATCH IN SIZE,GRADE,AND MUST LINE UP
AS SHOWN IN DETAIL.
2) ATTACH 2 x_x 4'-0"SCAB TO EACH FACE OF
TRUSS ASSEMBLY WITH 2 ROWSOF 10d(0.131-X3-)NAILS N 34869
SPACED 4*O.C.FROM EACH FACE. (SIZE AND GRADE TO MATCH
VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) _ _0
(MINIMUM 2X4) —
3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM 1 1 .. LJU
CONCENTRATED LOAD OF 4000 LBS(@1.15). REVIEW 0 STATE OF
BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS
GREATER THAN 4000 LBS.
4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, "tOR101"
NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. O/ON*A\-*
5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH /////
THE PIGGYBACK AND THE BASE TRUSS DESIGN. /11110
1109 COASTAL BAY
BOYNTON BC,FL 33435
FEBRUARY 14, 2012 Standard Gable End Detail SHEET2
®R MiTek Industries,Chesterfield,MO Page 2 of 2
_0 P1
ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD
Trusses @ 24" o.c.
HORIZONTAL BRACE 2x6 DIAGONAL BRACE SPACED 48'O.C.
(SEE SECTION A-A) ATTACHED TO VERTICAL WITH(4)-16d
COMMON WIRE NAILS AND ATTACHED
MiTek Industries,Inc. Roof Sheathinv� TO BLOCKING WITH(5)-10d COMMONS.
Max.
IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR
THE PROJECT ENGINEEPJARCHTECT TO DESIGN THE NAIL DIAGONAL BRACE TO
CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE
TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT PURLIN WITH TWO 16d NAILS
MAY RESULT FROM THE BRACING OF THE GABLE ENDS
2X 4 PURLIN FASTENED TO FOUR TRUSSES
WITH TWO 16d NAILS EACH.FASTEN PURLIN
TO BLOCKING W/TWO 16d NAILS(MIN)
X
Diag. Brace
at 1/3 points X PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES
SUPPORTING THE BRACE AND THE TWO TRUSSES
if needed ON EITHER SIDE AS NOTED. TOENAIL BLOCKING
TO TRUSSES WITH(2)-I Od NAILS AT EACH END.
ATTACH DIAGONAL BRACE TO BLOCKING WITH
End Wall (5)_I Od COMMON WIRE NAILS.
CEILING SHEATHING
BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES
STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED:
METHOD 1:ATTACH A MATCHING GABLE TRUSS TO THE INSIDE STRUCTURAL
FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE GABLE TRUSS
FOLLOWING NAILING SCHEDULE.
METHOD 2:ATTACH 2X—SCABS TO THE FACE OF EACH VERTICAL
MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING SCABALONG
NAILING SCHEDULE.SCABS ARE TO BE OF THE SAME SIZE,GRADE VERTICAL
AND SPECIES AS THE TRUSS VERTICALS
NAILING SCHEDULE:
FOR WIND SPEEDS 120 MPH(ASCE 7-98,02,05),150 MPH(ASCE 7-10)OR LESS,NAIL ALL
MEMBERS WITH ONE ROW OF 10d(.131-X 3-)NAILS SPACED 6'O.C.
FOR WIND SPEEDS GREATER 120 MPH(ASCE 7-98,02,05),150 MPH(ASCE 7-10)NAIL ALL
MEMBERS WITH TWO ROWS OF 10d(.131'X 3')NAILS SPACED 6'O.C.(2X 4 STUDS MINIMUM)
MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1.
ALL BRACING METHODS SHOWN ON PAGE 1 ARE
VALID AND ARE TO BE FASTENED TO THE SCABS OR INLAYED STUD
VERTICAL STUDS OF THE STANDARD GABLE TRUSS
ON THE INTERIOR SIDE OF THE STRUCTURE.
STRUCTURAL AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST
GABLE TR BE PRESENT TO PROVIDE FULL LATERAL SUPV? Tq T E BOTTOM
CHORD TO RESIST ALL OUT OF PLANE L001 IW.7�HOWN
IN THIS DETAIL IS FOR THE VERTICAUSj
OISY.S.
oc
EN
NOTE:THIS DETAIL IS TO BE USED ONLY FOR
STRUCTURAL GABLES WITH INLAYED N 348619
STUDS.TRUSSES WITHOUT INLAYED
13
STUDS ARE NOT ADDRESSED HERE.
LU
0 3 t/ 9/12
S T O� Qj.�
STANDARD STATE OF
GABLE TRUSS
0.......
NAC�:
1109 COASTAL BAY
BOYNTON BC,FL 33435
n
N
Luall TECHNICAL BULLETIN
by Weyerhaeuser April 2010
Bulletin TB-300
T,able 2A: Maximum Concentrated oad Applied to Beam-Wood Screw Connection(lbs)(1)
tia
q "n, �!w
BeamZOnfiguration
le-,"w-
�W� 50T',ttvm WVT
3Y2*
2,870 4,305 5,740
4,080 6,120
8,160
'jop
1,435 2,155 2,870
3V 720
1,020 2,040 3,060 4,080
3%"+l%"
,�"-Wle Beam)"
TOP 3% ;
720 1,435 2,155 :2,876
1,020�' 2,040" 3,060' 4,0,80
FACEIJ`,"��,
A
3%041
PY, 3Y2' 1,435 2,870 4,305 5,740 2,040 4,080 6,120 8,160
7--77
1,0
5
446�
551�
'M I
6
3Y2- 1,915
3,825 5,740 7,655 2,720 5,440 8,160 10,880
6,325 2,720 5,440 8,160 10,880
C� _7
:T1 10 220
6
8,435
-3Y2- (�O 275 15 2,550 905 1,815 2,720 3,625
-T625
5 T720
-i,405 -17817
V�) 05 2,110 2,810 905
FA 05-4,i'6,
.22 9
f4, 1,055, 2,' 0 '3'165 0
6
115
�A' CV
(3 1,055 2,110 3,165 4,220 1,360 2,720 4,080
6
P
5,440
j-1
fA 05 2 110
�`2785
4�120 860 5
77777��
C
TOP �,720L
05 1,406 "90
71
?
A
3 Y2 1,91
(3),--'1-
Sea 1 4,
1 See page 4 for table General Notes,connection details and beam depth limitations.
2. Install screws from both sides of beam.
3. Install screws from side opposite hanger only.
4. Install screws from hanger side only.
5. 6"SIDS or WS screws can be used with Parallamo PSL and Microllare LVL,but are not recommended for TimberStrande LSL.
Page 2 of 8
CONTACT US - 1.888.iLevel8-(l.888.453.8358) -www.iLevel.com
AWeyerhaeuser,ii-evel,Nficrollarn,Parallarn,TiniberStrand and Trus Joist are registered tradernarks and Forte is a tradernark of Weyerhaeuser NR.0 20IG Weyerhaeuser NR company-AM rights reserved.
M Alk A&
M t TECHNICAL BULLETIN
by Weyerhaeus— April 2010
Bulletin TB-300
Table 1,2A,2B General Notes
• Connections are based on NDSO 2005 or manufacturer's code report.
• All plies must be the same material and grade.
• Values are for 100%duration of load. Increase 15%for snow load or 25%for non-snow roof load conditions,
where code allows.
• Rotational effects should be considered for 7"wide beams loaded from one side only.
• Capacities shown for face mount hanger conditions are based on 16d common(0.162"x 3Y2')nails installed in the
hanger. Other nails used for face mount hanger installations invalidate the capacities in these tables.
• Verify adequacy of beam with all loads applied by using iLevel software or other methods.
• See the iLevel Trus Joisto Beams, Headers,and Columns Specifier's Guide(#TJ-9000)for required connections
for uniform side loads.
Bolt or Wood Screw Connection Details
,/2"bolts-9/16"o maximum holes
3/4"bolts-13/16"0 maximum holes
Lead holes not required for wood screws
-6 5
Conc.Load Conc.Load onc.Load Conc.Load
EQ-4 EQ.]
(typ)
2 Fastene 4 Fastener 6 Fastene 8 Fastener
Pattern Pattern Pattern Pattern
Min.Beam Depth: Min.Beam Depth: Min.Beam Depth:
d=7%"for Y2*o bolts d=9'/4'for%"o bolts d=11%*f or Y2'o bolts
d=91W for 1/4"o bolts d=14"for 34"o bolts d=16'for V o bolts
Conc. Load
Nailed Connection Detail
C� —
E
*STAGGER NAILS TO
PREVENT SPLITTING
9. 16d Sinker(typ)
Typ. (0.148"x 31/4")
Pattern]]
I Pattern
I Pattern-
-24 Nail Pattern— Page 4 of 8
CONTACT US - 1.888.iLevel8(1.888.453.8358) -www.iLevel.com __1
Aweyerhaeuser,iLevel,Microllam,Parallam,Timberstrand and Trus Joist are registered trademarks and Forte is a trademark at Weyerhaeuser NR.0 2010 Weyerhaeuser NR Company.All rights reserved.
TECHNICAL BULLETIN
by Weyerha euser fvlarch 2010
............ pulietin TB-300
Connection Design Example
Given the floor framing shown below,specify the necessary connections for the a 3-ply Microllame LVL beam supporting
a 2-ply Microllam 0 LVL beam on one side and floorjoists from the other side. The floor joists apply a 500 plf load to the
side of the beam while the 2-ply beam reaction is 5,000 lbs. See the following page for the solution.
�,471
Brg- (Typ.)
k.q
A
3-13/41,x 14"Microllame LVL Beam, Flush
V1 Additional
Connection
Required for r ------
,0, Concentrated Face Mount Hanger with 5,000 lbs Reaction
J Load
L"A
----------------------
P"M
2- 13/4"x 14"
Microllame L 14" Floor Joists @ 24"o.c., Typ.
VL
L
Beam, Flush
-------------------------------------------------
------------
4�-Q"
15�-O"
Partial Framing Plan
Page 6 of 8
CONTACT US 1.888.iLevel8(1.888.453.8358)-www.iLevel.com
Aweyerhaeuser,it-evei,Kcrollam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR-Q 2010 Weyerhaeuser NR Company.Ail rights reserved-
U KI I r% A I mill I c:-rIKI
Forte� MEMBER REPORT Level,Floor Flush Beam
"14!v t 9EVIcro'llam(Ky LVL.
1,214,
vf T d I ffniv,h:IS
0
All Dimensions are Horizontal;Drawing is Conceptual
tI,R"
Dilst Iti, tilts-, Actual*t0ciltion Allowed ,Ra$ult
System Floor
RMember Reaction(lbs) 7595 C 2- 7809 Passed(97%) Member Type:Flush Beam
" t
Shear(lbs) 6837 @ 1'5 1/2- 13-965 Passed(49%) Building Use;Residential
Mam t(
Moment(Ft-lbs) 25215 C 4�11 718- 36387 Passed(69%)
L, L 0 ft Building Code:IBC
Live Load Deft.(in) 0.356 @ 7'1 13116-
0.48!9 Passed(U494) Design Methodology:ASD
ITotal Load Del 1 11 1 1 0.456 71f 0.7 1 1 Passed(U386)
Deflection criteria:LL(LI360)and TL(U240).
Design results assume a fully braced condition where all compression edges(top and bottom)are properly braced to provide lateral stability.
Bracing(Lu):All compression edges(top and bottom)must be braced at I Y 15/16'o/c unless detailed otherwise,Proper attachment and positioning
of lateral bracing is required to achieve member stability.
"A
—Joul vaillabW,
Supobilt
6 peoft-�,,'
7
Al
1-Stud wall-Spruce Pine Fir 3.50" 3.50' 140' 1641/ 955/ 10 Blocking
2-Stud wall-Spruce Pine Fir ---750- T5-0- 2.33- 11641 045/ 10 Blockinn
- Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Tributary . .................�--
LOSCIS
Floor
Dead
I-Uniform(PSIF)
0 to is, 100.0 400-0 0.0 0-0 10'Floor
2-Point(lb) 4' N/A 10-00 4000 —0 0
(lbal,
site
6tod Run
APtual I'Al
'AcUIAlIAIl0W0dILQF�
1-Y 6035113965 1.0 19186136387/1,0 BOLTS LEFT OF HANGER
2-5' 39 112569/0.9 25215/363871 TO—BOLTS RIGHT OF HANGER
Forte�' soft"reoperalof Job Notes
3125,?2010 9 02:21 AM
Fixte-v 1 1,Des�gn EiVm.e V4.8 0.1
Page 1 of I
Page 8 of 8
CONTACT US- 1.888.iLevel8(1.888.453.8358)-www.iLevel.com
AweY-rh--,,il-.vet,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.0 2010 Weyerhaeuse
r NR Company.All rights reserved.
flp,r M --�4
.7 12 -6 0'?
NOTICE OF CONMENCENMNT 4t 1-2-6So
Stateof-- P71— j�lio No.
County of IOU V-ad
To Whom It May Concern: f ILE COPY
Tie undersigned hereby informs you that improvements Nvi 'CeI4�ftm- propeny, and in accordance with Section 713 of
the Florida Statutes, the following information is stated in this NOTICE OF CONDAENCENTENT.
Legal Description of property being improved: �/l 3� ,/,7- S- 1'9 T49
Address of property being improved: V C/j-,-,LT eAA
General description of improvements: L 0 A r4e L--1 D"OtAx
- -F
Owner: HfO"TAT e"z 14-141-�y Address: /Ze 71 Fk-AwcI'S AUZ A A/Y't
Owner's interest in site of the improvement:
Fee Simple Titleholder(if other than owner):
Name:
Contractor:
Address: /67/ 12 ve- /V-J,4"nC B-PA-Cb T—L
Telephone No.: '�'a 1� 2 4/ Fax No: '?,::�"7( 2 411
Surety(if any)
Address: Amount of Bond S
Telephone No: Fax No:
Name and address of any person making a loan for the construction of the improvements
Name:
Address:
Phone No: Fax No:
NTame of person within the State of Florida, other than himself, designated by owner upon whom notices or other documents may be
served: Name:
Address:
Telephone No: Fax No:
In addition 10 himself, owner designates the following person to receive a copy of the Lienor's Notice as provided in Section
713.06(2)(b),Florida Statues. (Fill in at Owner's option)
Name:
Address:
Telephone No: Fax No:
Expiration date of Notice of Commencement (the expiration date is one (1) year from the date of recording unless a different date is
specified):
THIS SPACE FOR RECORDER'S USE ONLY OWNER
Signed: L& --- Date: 5-//,///Z
Before me f1ijS day of '-7-7/a V in the Cou'ty'of Duval,State"
Of Florid& has personally appear d Avo'lel 0,Lt 60;�2
Dor#2012107898, OR SK 15946 Page 1689, NotarN,Public at Large, State offlorida,Count�,ofDuval.
NUmbei Pages: 1
Recot ded 05 16,,2012 at 01:14 PM, Nly commission expires: — — — — — — —
Personal
;o NVT]
JIM FULLER CLERK CIRCUIT COURT DUVAL n�)O� jOYCE M.FRE 101
COUNTY P—roduced Idenlificalion: notary Public-State of Florida
RECORDING$10.0o
My Comm.Expires Jun 10,2013
"C'
V' Commission#DD 897794
CITY OF ATLANTIC BEACH
800 SEMINOLE ROAD
ATLANTIC BEACH,FL 32233
INSPECTION PHONE LINE 247-5814
Application Number . . . . . 12-00100019 Date 5/01/12
Property Address . . . . . . 1336 VIOLET ST
Application type description DEV REV TREES/VEGETATION
Property Zoning . . . . . . . RES GEN 2F DISTRICT
Application valuation . . . . 0
-- - - --- -- - - --- -- - -- - -- - - - -- -- - --- - - - ----- - - - -- -- - - -- - -- --- - - -- -- --- ---------
Application desc
TREE REMOVAL DEVELOPMENT OF TWO 2F UNITS (4TTL DU)
-- ----- - - -------- -- - - --- - -- - - - - - - ----- -- - - - -- - - -- - - - - - -- - - --- --- ----- --- ----
Owner Contractor
----- -- ----- -- - - -- - -- --- -- -- - - - -- - -- -- - - -- ----- -
BEACHES HABITAT FOR HUMANITY OWNER
1671 FRANCIS AVE .
ATLANTIC BEACH FL 32233
(904) 241-1222
-- ------- --- --- - -- - - - -- - - - -- - - -- --- - - -- ----- - -- -- - -- - -- - -- - - --- --- ----- -----
Permit . . . . . . DRTV FEE PROCESSING
Additional desc . .
Permit Fee . . . . . 00 Plan Check Fee . 00
Issue Date . . . . 4/26/12 Valuation . . . . 0
Expiration Date . - 4/27/13
- --- ------ -- -- -- - - - - - - -- --- - - - - - - - - -- --- -- - - -- - --- -- - -- -- -- -- ---- --- --- -----
Special Notes and Comments
APPROVED TO REMOVE 442 . 0011 , INCLUDING 144 . 0011 OAKS; 20 . 00"
PALMS; 242 . 00" PINES; AND 42 . 00" INVASIVES . REQUIRED
MITIGATION IS 88 . 5011 , AND IS SATISFACTORILY MET BY THE
ON-SITE PRESERVATION OF 245 . 0011 EXISTING TREES .
- -- ---- -- ------- - -- - - --- - - - ---- -- -- - --- ---- - - ---- - -- -- -- - -- - - - - ----- --- - ----
Other Fees . . . . . . . . . TREE REMVL MULTI FAMILY 250 . 00
-- - -- ---- -- ---- - --- - - - ----- - - - --- - - - - --- - ---- -- -- - - - - -- --- ------ - ------ - - ---
Fee summary Charged Paid Credited Due
-- -- - - - ---- - -- - - - - - - -- - -- - - - --- -- --- - - - - - - -- - - - - - -- - -- - - -
Permit Fee Total . 00 . 00 . 00 . 00
Plan Check Total . 00 . 00 . 00 . 00
Other Fee Total 2SO . 00 250 . 00 . 00 . 00
Grand Total 250 . 00 250 . 00 . 00 . 00
PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA
BUILDING CODES.
FILE COPY
Habitat for Humani
May 23, 2012
Mr. Mike Jones
Building Inspector
City of Atlantic Beach
800 Seminole Rd.
Atlantic Beach, FL 32233
Mike,
Attached are the following materials in support of Beaches Habitat application for
building permits for 1336 & 1338 Violet Street (attached single family homes):
I) One (1) copy of the Building Permit Application for each address
2) Two (2) copies of floor truss plans
3) Two (2) copies of roof truss plans
4) Two (2) copies of HVAC Energy Sheets for each address
5) Two (2) copies of the Florida Product Approval form for each address
6) One (1) copy of recorded Notice of Commencement
7) One (1) copy of letter to Ms Kaluzniak regarding fire sprinkler & irrigation
systems.
8) Five (5) copies of the Construction Management Plan
9) Two (2) copies of architectural plans
10)Two (2) copies of structural engineering plans
11)Five (5) copies of civil engineering plans
Please let me know if any additional information is required. Thank you,
SinceNly,
11-7'�
Paul Finley
Construction Manager
904.334.2278
attachments
1671 Francis Avenue,Atlantic Beach, FL 32233 - Office: (904) 241-1222 - Fax: (904) 241-43 10
www.beacheshabitat.org
REVIEIVED FOR CODE COMPLIANCE
CITY OF ATLANTIC BEACH
SEE PERMITS FOR ADDITIONAL 'A
REQUIREMENTS AND CONDITIONS.
Julius Lee mvmwED By. DAm: FILE COP
RE: 413968 -
1109 Coastal Bay,tiva.
Boynton Beach,.FIL-13435',
Site Information:
Project Customer: Beaches Habitat Project Name: 413968 Model: 1242
Lot/Block: Subdivision:
Address: 1336 & 1338 Violet Street
City: Duval State: Florida
Name Address and License#of Structural Engineer of Record, If there is one, for t!*bWIdi4'
Name: Paine, Lawrence A., PE License#: 21475
Address: 319 Oglethorpe Blvd.
City: St. Augustine State: Florida
General Truss Engineering Criteria & Design Loads (Individual Truss Design Draw,-. s $fio�%r'S�06cial
Loading Conditions):
Design Code: FBC2010/TP12007 Design Program: MiTek 20/20 7.3".
Wind Code: ASCE 7-10 Wind Speed: 130 mph Floor Load: N/A psf
Roof Load: 32.0 psf
This package includes 15 individual, dated Truss Design Drawings and 0 Additional DraWt gs�
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer ap this-ind6k:sheet"'
conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Ru6t.
This document processed per section 16G15-23.003 of the Florida Board of Professionals Rules
In the event of changes from Builder or E.O.R. additional coversheets and drawings,may accompany
-t-his'coversheet.The latest approval-dates supersede and replace the previous dravAlgs.
No. Seal# Truss Name Date
1 15411998 1 cibi 4/12/012
15411999 CJ03 4/12/0121
3 1541200
- _LEJ02__ 4/12/0121:
4 15412001 1 EJ04 4/12/012
15412002 HJ62 4/12/012 1
6 15412003 i HJ04 14/12/012
7 15412004 T03 14/12/01,21
�8 154-1-2-0-06 'T0_4______ _14/12/012
9 15412006 T05 .4/12/012
10 15412007 T06 4/12/012
�11 15412008 T07 4/12/012
12 15412009 TO,8 1:4/12/012
13 1541201 0_ T09 4/12/012
14 15412011 J10 4/12/012
15 15412012 T11
4/12/012
------------- -
The truss drawing(s)referenced above have been prepared by MiTek
.0s
Industries,Inc.under my direct supervision based on the parameters
provided by Builders FirstSource(Jax).
Truss Design Engineer's Name: Julius Lee b3 869
0 3
T
My license renewal date for the state of Florida is February 28,2013. - _U . '?
:: )0
NOTE:The seal on these drawings indicate acceptance of 0 UA
STATE OF
professional engineering responsibility solely for the truss
components shown. The suitability and use of this component
for any particular building is the responsibility of the building N A�-
designer, per ANSIITPI-1 Chapter 2. /i I i i\*ril 12,2012
1 of I Julius Lee
[Job �Tru_ss r_-Ss TwNe-_
I�413968 J03 JACK 112G899B5002 15411999
____ JB J b
FI_32244
Builders FirstSource, Jacksonvi�fle �Referenm�afionaf___
UjgTWNPY 7. 30 s Dec 20 2011 MiTek Industries,Inc.Thu Apt 12 16:07:00 Z012-Page 1
ID:hTfrwH 7JwSCixQzOmuf-vbtZV6HOL6xWNtJX802k4BcqmeXi56nOh?ORCzRPg�
-0-0
2-0-0 3-0-0
_�ies!
4xi 52-
2
T1
2A
CLL T_ PLATES GRIP
DEFIL in (loc) Vdefi L/d
20.0 2 Vert(LL) -0.00 2-4 �999 240 MT20 244/190
TCDL 70 Lumber Increase 1.25 BC 0.07 Vert(TQ -0.01 2-4 -999 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TQ 0.00 3 n/a n/a
LOADING(pso SPACING 2-0-0 CS1
T Plates Increase 1 5 TC 038
BCDL 5.0 Code FBC20IQrrPI2007 (Matrix)
Weight 12 It, FT 20%
L -_ ____ -, ,--_----- ----I-- -
LUMBER BRACING
TOPCHORD 2x4 SPp No.2 TOPCHORD Structural wood sheathing directly applied or 3-0-0 oc,purlins.
BOTCHORD 2x4 SPp No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
- - __ _q e _cl�l
MiTek recommends thaiitStabilizers anci�e uir d cro s br ng be_nst
during trur
ss erection,in accordance with Stabilizer Installat ide.
REACTIONS (lb/size) 3-24/Mechanical,2=210/0-3-8(min.0-1-8),4=14/Mechanical jon_qu___
Max Harz 2=98(Lc 8)
Max Uplift3=-36(LC 12),2=-235(LC 8)
Max Grav 3=29(LC 2),2=254(LC 2),4=42(LC 3)
IFORCES (11b)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. S
�NOTES (9-11)
1)Wind:ASCE 7-10;130mph(3-second gust)Vasd=101mph;TCDL=4.2pst,BCDL=3.Gpsf;h=25ft;Cat,11;Exp C;End.,GCpi=0.18;MWFRS(envelope) CENS,,-'
gable end zone and C-C Exterior(2)zone;C-C for members and forces&M\NFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
2)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads.
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 34869
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.
All bearings are assumed to be SPp No.2 crushing capacity of 565 psi.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 36 lb uplift at joint 3 and 235 lb uplift at joint 2.
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4il
8)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. STATE OF
9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the
responsibility of the building designer per ANSI TPI I as referenced by the building code. LORki r^
10)Note:Visually graded lumber clesignation SPp,represents new lumber design values as per SPIB.
11)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FIL 33435 INA\-
LOAD CASE(S)Standard
April 12,2012
WARIVING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PACE Affl 7473 BEFORE UsE.
Design valid far use only with Mi connectors.This design is based only upon parameters shown,and Is for an individual building component.
Applicability of design parannenters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown ee
is far lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the 1109 Coastal Bay Blvd.
erector.Additional perrnanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Boynton,FIL 33435
fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria.DSB-89 and BCSI1 Building Component Julius
Safety Information available from Truss Plate Institute,583 D'Onofrlo Drive,Madison.WI 53719.
of Truss Type
Jo
i Truss -12 IT 154111.2�
413968 HJ02
Job
Rafar,, a ion8l)
Buill,rs Fils[Source, Jacksonville,F!32244 rl� ___ —
7.330 a Dee 20 2011 MiTek Industries.Inc,Thu Apr 12 16:07:03 2012 Page I
ID.'hTfrwHUj9TWNpY7JwSCixQzOmuf-JAZh77KHeI J5arbuCGZIMipl 3_g3vSrEifD22XzRPgE
2-9-15 2-6-12
1 io 71
&3 FQ
TI
LOADING(psf) SPACING 2-0-0 CS1 DEFIL in (loc) I/cleff L/d LATES GRIP
TCLL 200 Plates Increase 1.25 TC 0 70 Vert(LQ -0.00 2 �999 240 P.T20 244/190
1 TCDL 7:0 Lumber Increase 1.25 BC 0.02 Vert(TL) -0.00 2 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a
BCDL 50 Code FBC2010rrPI2007 (Matrix) WLI,ht:12 lb FT=20%
LUMBER BRACING
TOPCHORD 2x4 SPP N0.2 TOPCHORD Structural wood sheathing directly applied or 2-6-12 oc,purlins.
BOTCHORD 2x4 SPp N0.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
FWifek recommends that Stabilizers and required cross bracing 6e in—stalled
d1uring truss erection,in accordance with Stabilizer Installation guide.
REACTIONS (lb/size) 3=-86/Mechanical,2=251/0-5-11 (min.0.1-8),4=6/Mechanical
Max Horz 2=77(LC 4)
Max Upiift3=-98(LC 18).2---317(LC 4)
Max Grav 3=141(LC 4),2=315(LC 2),4=1 7(LC 3)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown, S.
NS
;NOTES (11-13)
1)Wnd:ASCE 7-10;130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat,11;Exp C;End.,GCpi=0.18;MWFRS(envelope)
gable end zone;Lumber DOL=1.60 plate grip DOL=1.60
2)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 9
3486
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the
I bottom chord and any other members.
5)All bearings are assumed to be SPp No.2 crushing capacity of 565 psi. UJ Z
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 98 lb uplift at joint 3 and 317 lb uplift at joint 2. — I
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)54 lb down and 71 lb up at 1-5-12,and 54 lb down STATE OF
and 71 lb up at 1-5-12 on top chord,and 18 It,up at 1-5-12,and 16 lb up at 1-5-12 on bottom chord. The designtselection of such connection device(s)
is the responsibility of others.
9)
Warning:Additional permanent and stability bracing for truss system(not part of this component design)is aNvays required.
10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). NM-
11)This manufactured product is designed as an individual building component, The suitability and use of this component for any particular building is the
responsibility of the building designer per ANSI TPI 1 as referenced by the building code.
12)Note:Visually graded lumber designation SPp,represents new lumber design values as per SPIB.
13)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd,Boynton Beach,FL 33435
LOAD CASE(S)Standard
1)Regular:Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:1-3=-44,2-4=-10
Concentrated Loads(lb)
Vert:5=78(F=39,B=39)6=1 O(F=5,B=5)
April 12,2012
WARNING-Verify design parametem and READ NOTES ON THIS AND UDED 1117TEK REFERENCE PAGE M11 74 73 BEFORE USE.
Design valid for use only vvith MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. I
Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shovvri Julius Lee
is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity,of the 1109 C oastal Bay Blvd.
erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Boynton,FL 33435
I b(icotion,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSO-89 and BCSIT Building Component
Society Information available from Truss Plate Institute,583 UOnofflo Drive,Modison,W1 53719.
TTIus, Type 154120041
y
120ty-
8 �T03
2 Li toption"L
A-ksaWe,FI i2244 T330 a Dec 20 2011 MiTek Industries,Inc.Thu Apr 12 16:07:10 2 Page
Builders F b R.ferencal
ID:9gDD7dVL neERiiVU9jxUezOmue-CV%&JLbXPg?BC5wveE7EB08BbKPo 8'2TSGJ'Qvva"P'
3-1114 19-T-D W L� S 91
5-3-12 5-2-0 5-2- 24-9-0-- --M-0-0-4—�
3-11-4 0 5-2-0 13-12 3-11-4 2-0-0
4 '�2 46 4.5 .4 .5
21 4 22 D 5 N �s 6 26 7 21 28 - 2.
r M,
2
19
31 32 33 17 37 15 14 13 41 '12 .4
Us s.6 .4
3-111-4 9-3-0 —14-5-0, 19-7-0 t- 24-9-0 1 30-0-12 34-0-0
- 5-2-0 --5-3-12 3-11-4
3-1_-4 5-3-12 5-2-0
Plate Offsets
(XY): L2_:0-2-2, clgel_J21. 2-2,Edj@e1___
Ud
PLATES GRIP
NG(psf) SPACING 2-0-0 CS1 DEFL in (loc) Ildell
TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) 0.69 15-16 �583 240 MT20 244/190
TCDL 7*0
LOADI
Lumber Increase 1,25 C 0.37 lel(TL) -1,08 15-16 1375 1110 1
BCLL 0*0 Rep Stress Incr NO WB Horz(TL) 0.08 10 n/a n/a i
BCDL 5.0 Code FBC2010ITP12007 (Matrixo)69 Weight:407 lb FT 20%
!LUMBER BRACING
ITOPCHORD 2x4 Spp No.2*Except' TOPCHORD Structural wood sheathing directly applied or 5-8-3 oc purlins.
I T2,T3:2x6 SYP No.2 BOTCHORD Rigid ceiling directly applied or 8-9-11 oc bracing-
�BOTCHORD 2 S PSS
WEBS 2x46 SYPIP No.3
REACTIONS (lb/size) 2=1128/D-3-8(min.O�1-8),10=1128/0-M(min.0-1-8)
M:x Harz 2=37(LC 6)
M X UPIift2=-735(1-G 4),10=-734(LC 5)
Max Grav2=1333(LC2),10=1333(LC2)
S S.k
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(11b)or less except when shown. ENS,,
TOPCHORD 2-3=-3477/1827,3-20=-6525/3496,20-21=-6527/3497,4-21=-6528/3497,4-22=-818714384,
22-23�8187/4384,5-23---8187A384,5-24=-8150/4367,24-25=-8150/4367,&25=-8150/4367,
6-26-815014367,7-26=-81504367.7-27=-8150/4367,27-28=-8150/4367,8-28=-815OA367,
8-29=-653213517,20,30=-6531/3517,9-30---6529/3516,9-1 0=-3476/1849 34869
2-19=-1681/3268,10,31=-1684/3257,31-32=-1684/3257,18-32=-1684/3257,18-33=-3450/6526,
BOTCHORD
17-33=-3450/6526,17-34=-3450/6526,16-34=-3450/6526,16-35=-4338/8187,35-36=-4338/8187,
36-37=-4338/8187,15-37=-4338/8187,15-38=-3470/6530,14-38=-3470/6530,14-39=-3470/6530,
WEBS 13-39=-3470/6530,13-40---172013256,40-41=-1720/3256,12-41=-1720/3256,10-12=-1720/3267
3-19=0/261,3-18=-1814/3380,4-18=-758/493,4-16--912/1726.5-16=-306/245,7-15=-298/240,
8-15=-881/1665,8-13=-749/490,9-13---1811/3374,9-12=0/260
'�f9 , -
STATE OF
NOTES (14-16)
1)2-ply truss to be connected togetherwith 10d(0.131"0")nails as follows: is
Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 cc. /
Bottom chords connected as follows:2x6-2 rows staggered at 0-0-0 oc. ////0NM- �N\\
Webs connected as follows:2x4-1 row at GA-0 oc,Except member 18-3 2x4-1 row at 0-0-0 oc,member 4-18 2x4-1 row at 0-2-0 oc,member 16-4
2x4-I row at 0-9-0 oc,member 5-16 2x4l-1 row at G-9-0 oc,member 15-5 2x4-1 row at 0-9-0 oc,member 7-15 2x4l-1 row at 0-9-0 oc,member 15-8
2x4-I row at 0-9-0 oc,member B-13 2x4-1 row at 0-2-0 oc,member 13-9 2x4-1 row at 0-9-0 oc.
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(8),unless otherwise indicated.
3)Unbalanced roof live loads have been considered for this design.
4)Wnd:ASCE 7-10;130mph(3-second gust)Vasd=101 mph;TCDL=41.2psf�BCDL=3,Opsf,h=25ft;Cat.11;Exp C;Encl.,GCpi=O.18;MWFRS(envelope);
Lumber DOL=1.60 plate grip DOL=1.60
5)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads.
6)Provide adequate drainage to prevent water ponding.
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8)*This truss has been designed for a live load of 20.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,
9)All bearings are assumed to be SPp No.2 crushing capacity of 565 psi. i
10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 735 lb uplift at joint 2 and 734 lb uplift at joint 10.
11)"Serni-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
!continued on page-2
April 12,2012
All WAKNING-Verij)i design paramet—and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE AUI 7473 BEFORE USR
Design valid far use only vAth M[Tek connectors.This design is based only upon parameters shown,and is for an individual building component. Julius Lee
Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown
is for lateral support of inclMdual web members only.Additional temporary bracing to insure stability during construction is the responsibillity,of the 1109 Coastal Bay Blvd.
erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Boynton,FIL 33435
fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/7PIl Quality Critedo,DSB-89 and SCS11 Building Component
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,VVI 53719.
Qty p
13968 ------------- 12 15412005
Jacksonville,F
ildeis FJndS0u
F32244 -_-Job Relerence(options
7.330 s Dee 20 2011 MiTek Industries,1nic.f_hu_Vr_1jT(j__
�07.j3 20 2 pe a
ID:9gDD7dVLwneERiiVU9jxUezomue-15ATDYRY16agnNMPONk5mpDIUO FoBOCe NyRPf
2-0-0 5-11-4 xA 1 a
6-9-1 6-7-5 30_� ,
6-9-1 0 2-0-0 3-11-4 2-0-0
.4 1: 4.5
4
.7
W2
4.s 11
2.4 1 .5 4.12 14
�.4- k
"1_4 5 19-3-11 26-0-12
5-11-4 -6-9-1 6-7-5 - 34-0t0
ate ffsetsiX 14 I�d 2-0-0 2-0-0 3-11-4
_Yj:_12,97�� a -7-9 -2-91,L 7Q-5-4,
_gA -0 0 5 5- 0-
13* - -9:Z-8,EEClg_eJL_ [9:0 2-8], 1 2-14 Edge]
4� _L0 0-
LOADING(psf) SPACING 2-0-0 CS1 DEFIL in (loc) I/clefl Ud
TCLL 20.0 Plates Increase PLATES GRIP
1.25 TC 070 Vert(LL) 0.73 16-17 558 240 MT20 244/190
TCDL 7.0--] -25 C 067 Vert(TL) -1.05 16-17 �387 1
BCLL 0 Lumber Increase 1.
*0 Rep Stress Incr YES WB 0.78 Horz(TL) 0.16 10 n/a r
BCDL 5.-0___ Code FBC2010/TP12007 (Matrix) Weight.159 lb
FT=20%
1LUMBER BRACING
TOPCHORD 2x4 SPp No.2*Except* TOPCHORD Structural wood sheathing directly applied or 2-4-14 oc purlins.
1-273:2x4 SYP M 31 BOTCHORD Rigid ceiling directly applied or 4-9-15 oc bracing.
BOTCHORD 2x4 SYP M 31*Except' WEBS 1 Row at midpt 3-17
B1:2x4 SPp No.2
WEBS 2x4 Sop No.3 with 2x4 SYP No.3 with 2-10d(0,131"x3")nails and cross brace spacing 01`20-0-0
OTHERS 2x4l SPp No.2 oc.
I Mi recorn mends thMStabilizers and required cross bracing be i nsta-Iled-
REACTIONS (lb/size) 10=1007/0-3-8(min.0-1-8),2=1007/0-3-8(min.0-1-8) L-during truss efectton.in a cQr-dance-wAft,�Wbilizer.Instal-109n-gu�ide--
Max Harz 2=41(LC 9)
Max Uplift 10---466(LC 9),2=-461(LC 8)
Max Gray 1 0=1 1 97(LC 2),2=1 197(LC 2)
IFORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
ITOPCHORD 2-3=-2961/1675,3-4=-4464/2640,4-5=-446312640,5-6---4463/2640,&7=-4674/2765,
7:8�-3573/2080,8,9=-3845/2233,9-10=-3040/1684
BOTCHORD 21 9---1453/2749,18-19=-1451/2756,17-18=-1451/2756,16-17=-2617/4689,15-16=-1872/3450,
14-15---1872/3450,13-14=-2176/3957,12-13=-1501/2891,10-12=-1504/2a82
WEBS 3-17 1094/1826,4-17=-383/311,6-17=-2651142,6-16---3421276,7-16=-801/1396,7-14=-199/455,
-13�807/1283
8-14=-637/376,8-13=-825/500,9
,NOTES '11-13,
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;130mph(3-second gust)Vasd=101mph;TCDL=4.2psf,BCDL=3.Opsf,h=25ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
3)This truss has been designed for basic load combinations.which include cases with reductions for multiple concurrent live loads.
4)Provide adequate drainage to prevent water ponding.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members. S
7)All bearings are assumed to be SPp No.2 crushing capacity of 565 psi.
8)Provide mechanical connection(by others)of truss to bearing plate capable ofwithstanding 466 lb uplift at joint 10 and 461 lb uplift at joint 2. r ENS,�,`.
9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
11)This manufactured product is designed as an individual building component. The suitability and use of this c lways required.
10)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is a
omponent for any particular building is the 34869
responsibility of the building designer per ANSI TPI 1 as referenced by the building code.
12 Note:Visually graded lumber designation SPp,represents new lumber design values as per SPIB.
13)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435
LOAD CASE(S)Standard
41 STATE 0
NN-
April 12,2012
WARNING-Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH 74 73 BEFORE USE. --7
Design valid for use only With MiTek connectom.This design is based only upon parameters shown,and is for an individual building component.
Applicability of design paramentws and proper incorporation at component is responsibility of building designer-not truss designer.Bracing shown Julius Lee
is for lateral support of Individual velo members only.Additional temporary bracing to insure stability during constr�uction is the responsibillity of the 1109 Coastal Bay Blvd.
erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding
fabrication,quality control.storage,delivery,erection and bracing,consult Boynton,FIL 33435
Safety Information available from Truss Plate Institute,583 D'Onoffio Drive,Mad ANSI/TP11 Guollty Criteria,DSB-89 and BCS11 Building Component
ison,W1 53719.
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SPECIAL 2 1541200�
'u'k�`ars F uMe, Jacksonville,FI 3Z2_44 __L----——— -�j49bRe_*Mqe_C0pti0nal)-- 1
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[LOAD CASE(S)Standard ":'gDD7dVLwneERiivu9jxuezomue-zTHEeETopjqOOhWBvnnZrEI87PY-imG?
1)Regular:Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:14=44 4-8=-44,8-9=44,9-10=-44.10-12=44,2-11=_1 0
Concentrated Loads(ib)
Vert:10--75(B)13=6(B)
will-111 JIM,,
WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK EFERENCE PA GE NII-7473 BEFORE USE.
Design valid far use only vAth Mirek cor�nectors.This design is based only upon parameters shownR,and is for an individual bul ding component.
APPlicability of design paramenters and proper incorporation of component is responsibility of building designer I
is far lateral support of individual vveb members only.Additional tem -not truss designer.Bracing shovvn Julius Lee
haPorary bracing to insure stability during construction is the responsibillity of the
er��tor Additional permanent bracing of the overall structure is t resp ibility of the building designer.For general guidance regarding 1109 Coastal Bay Blvd.
to caiton,quality control,storage,delivery,ere tion and bracing,cons cli's ANSI/YPII Quality Criteria,DSB-89 and BCSII Building Component Boynton,FL 33435
Madison,WI 53719.
Safety Information available from Truss Plate Inst!ute,583 D'Onottic,Driveu
C
[Job
�Truss
russ Type
y Fly"
13968 1 -8 98' 1541
Bui FdOi3First&� cksonville,FI 32244 elor.
7.330 s Dec 20 2011 MiTek Industries,Inc.Thu Apr 12 16.07.19 iO 2 Page—1 -
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LOADI SPACING 2-, CS1 DEFL in (loc) I/defi Ud PLATES
TCLL 20.0 Plates Increase 1 TC 0.88 7 GRIP
Vert(LL) 0.30 11-13 �999 240 MT20 244/190
TCDL 7.0
NG(pso 0-0
Lumber increase I— BC 0.70 ert(TL) -0.49 11-13 >779 180
BCLL 0.0 Rep Stress Incr YES WB 0.38 J
BCDL 5.0 Code FBC20lQrrPI2007 Horz(TL) 0.14 8 n/a n/a
(Matrix) eigh,112 lb FT
LUMBER ____ I _M_
TOPCHORD 2x4 SPp No,2 BRACING
TOPCHORD Structural wood sheathing directly applied or 1-4-12 oc purlins.
IBOTCHORD 2x4 SPp No1 BOTCHORD Rigid ceiling directly applied or 4-10-10 oc bracing.
WEBS 2x4 SPIP No.3
MiTek recommends that Stabilizers and required cross bracing be iristalkid
(lb/size) 2=953/0-3-8(min.0-1-8),8=953/0-3-8(min.G-1-8) durm —ection_in accordance wth-Stabilizer Ins Ila!"nuide
REACTIONS q truss er --tall
Max Harz 2=62(LC 16)
Max Uplift2=-426(LC 8),8=-426(LC 9)
Max Gray 2=1 133(LC 2).8=1 133(LC 2)
�FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(b)or less except when shown. S S.k
TOPCHORD 2 3-272811598,3-41�21W`1326,4-5=-203311295,5
-6---2033/1295,6-7=-2160/1326,
CENS,�.
7 -2728/1598
BOTCHORD 2-14=-1372/2525,13-14=-1372/2525,12-13=-1125/2134,11-12=-1125/2134,10-11=-1399/2576.
WEBS 8-10=-1399/2576
3-1 3---648/425,4-13�253/477,5-13=-291/142,5-11=-291/142,6-11=-253/477,7-11=-648/425 34869
1 NOTES (11-13) 61;
1))Unbalanced roof live loads have been ronsidered for this design.
2 Wnd:ASCE 7-10;130mph(3-second gust)Vasd=101mph;TCDL=4.2psf,BCDL=3.0psf:,h=25ft;Cat,11;Exp C;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;C-C for members and forces&MVVFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
3)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. Z�
4)Provide adequate drainage to prevent water ponding. STATE OF
5)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads.
1 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 be
bottom chord and any other members. tween the
7)All bearings are assumed to be SPp No.2 crushing capacity of 555 psi.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 426 lb uplift atjoint 2 and 426 lb uplift NAX-
'9)"Semi t joint 8.
-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
1 0)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required.
11)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the
)responsibility of the building designer per ANSI TPI 1 as referenced by the building code.
1 12 Note:Visually graded lumber designation SPp,represents new lumber design values as per SPIB.
13)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435
LOAD CASE(S)Standard
April 12,2012
WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE IWI-7473 BEFORE USE.
Design valid for use only with MiTek ccrinectors.This design is based only upon parameters shown,and is for an individual building component.
Applicability of design paromenters and proper incorporation of component is responsibility of building designer
is far lateral support of individual web members only.Additional temporary bracing to insure stability during cons-not truss designer.Bracing shown Julius Lee
truction is the responsibillity,of the 109 Coastal Bay Blvd.
ANSI/TPI1 Quality Criteria,DSB-89 and BCSII Building Component 35
brication,quality control,storage,delivery,erection and bracing.consult circling
erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance reg 11 oynton,FL 334
to
Safety Information available from Truss Plate Institute,583 D'OnofHo Drive.Madison.W1 53719.
Trus -TTruss Typa�
T09 -City Ply
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6-5-15 4-4-10 -0-11 0
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999
TCLL 20.0 Plate Increa a 1.25 DEFIL in (loc) I/cle Lid PLATES GRIP
-s TC 0.69 Vert(LL) 0.31 13-14 . 240
TCDL 7.0 L.m�er Increase 1.25 BC 0.79 Vert(TQ -0.43 13-14 >888 MT20 244/190
BCLL 00 Rep Stress Incr YES 180
WB 0.54 Horz(TL) 0.13 10 n/a n/a
BCDL 5�O Code FBC2010ITP12007 (Matrix)
------ I eight.150 11, FT=20%
LUMBER BRACING
TOPCHORD 2x4 SPp No.2
BOTCHORD 2x4 SPp No.2 TOPCHORD Structural wood sheathing directly applied or 2-5-9 oc purlins.
WEBS 2x4 SPp No.3 BOTCHORD Rigid ceiling directly applied or 4-9-5 oc bracing.
-lilTek merid that St ael�er�ancl requlr.dcmss bmclng berist—alled--]
REACTIONS (lb/size) 2=953/0-3-8 (min,0-1-8),10=953/0-3-8 (min.0-1-8) UniMtGns-s erection in 4-cc-lor— it tabilizer Iris It ton uide.
I Max Harz 2=80(LC 12)
Max Uplift2=-408(LC 8).10=-408(LC 9)
Max Grav2=1133(LC 2),10=1133(LC 2)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. S
TOPCHORD 2-3=-2798/1688,3-4=-254011544,4-5=-2484/1556,5-6=-1789/1165,r>7=-1789/1165, GEN
7-8=-2484/1555,8-9�2540/1544,9-10=-2797/1688
1BOTCHORD 2-14=-1464/2597,13-14=-1168/2152,12-13=1178/2170,10-12=-1491/2648
VVEBS 6-13=-492/812,7-13=-6521458,7-12=-177/404,9-12=-369/303,5-13=-652/458,5-14=-177/404,
3-14=-369/303 /N
/P 34869
�NOTES (10-12)
1)Unbalanced roof live loads have been considered for this design.
2)Wrid:ASCE 7-10;130mph(3-second gust)Vasd=101mph;TCDL=4.2psf,BCDL=3.Opsf�h=25ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) Lii
and C-C Extedor(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 Z'
3 This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. STATE OF
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 S", 0 RIO
bottom chord and any other members.
6)All bearings are assumed to be SPlo No.2 crushing capacity of 565 psi. /0
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 408 lb uplift at joint 2 and 408 lb uplift atjoint 10. NM-
8)"Semi-rigid pitchlbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
9)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required.
10)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the
responsibility of the building designer per ANSI TPI I as referenced by the building code.
11)Note:Visually graded lumber designation SPp,represents new lumber design values as per SPIS.
12)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435
LOAD CASE(S)Standard
April 12,2012
RNING Verify design parameters and READ ON THIS AND INCLUDED MITER RE.F BEFORE USE.
Desig NOTES -E "MI 7473
valid far use only vith MiTek connectors.This design is based only upon porameter-s shown,arEdRisN1cC cinpAinrclivictuol building component.
Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shovvri Julius Lee
is far lateral support of Individual vveb members only.Additional temporary brocing to insure stability during construction is the responsibliffty,of the H 09 Coastal Bay Blvd.
erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding
fabrication.clual! Boynton,FL 33435
S ty control.storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII SuildIng Component
alety Information available from Truss Plate Institute,583 D'On0frio Dri�e,Madison,WI 53719.
15412012
�ss Type
Tru
413968 1ss__:jGABLE '899ml,
Job_ReWqnqeioptc�nat)____________
Builders FITS rce, Jacksonville,FI 32244 7.330 a Dec 20 2011 MiTek Industries,Inc.Thu Apr 12 16:07:28 2012 Page I
ID:dsnbLzVzh4m53sHh2sFAOrzOmud-5za8NhdyljTY4gOhAOwcs—LOW3AkGmAvSlntPazRPf
2-0-0 16-0-0 1 6__O_O 2-0-0
Us
.4 11
2.4 11 17 13
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2A 2.4 b, 2.4 11 2.4 11 2.4 1 2.4 2A 1 1; 1 —11 —1' 2.4 11 2.4'1 2.4 1
32-0-0
Platebtfs_e__ts_(X________
YL_[7.0-3-9_9-3-],[17:0-3-0,0-3-01,[33:GmM_q-3-0L
LOADING(pso SPACING 2-0-0 CS1 D_EFL in (10c) I/clefl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1-25 TC 0.33 Vert(LL) -0.03 23 111 1 20 MT20 244/190
-0.04 23 1 0
TCDL 7.0 Lumber Increase 1.25 BC 0.16 1 Vert(TL) rdr 2
BCLL 0.0 Rep Stress Incr YES WI3 0.06 Horz(TL) 0.01 22 n/a n/a
BCDL 5.0 Code FBC2010rrPI2007 (Matrix) Weight:189 lb FT=20%
LUMBER BRACING
TOPCHORD 2x4 SPp No.2 TOPCHORD Structural wood sheathing directly applied or 6-0�O oc purfins.
BOTCHORD 2x4 SPp No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc,bracing,
OTHERS 2x4 SPp No.3 MiTek recommends that Stabilizers and required cross�ing be installed
(lb)- Max Harz 2=80(LC 12) Lduring truss erection in accordance with Stabilizer Installation guide.
REACTIONS All bearings 32-0-0.
Max Uplift All uplift 100 lb or less at joint(s)34,35,36,37,38,39,40,41,42,32,31,30,
29 28,27,25,25,24 except 2=-144(LC 8),22=-155(LC 9)
Max Gray Alif reactions 250 lb or less at joint(s)33,34,35,36,37,38,39,40,41,42,32, S S.k
31,30,29,28,27,26,25,24 except 2=254(LC 2).22=254(LC 2)
\CENSp
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
WEBS 3-42=-273/175,21-24=-273/175
NOTES (13.15) 34869
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf,h=25ft;Cat.11;Exp C;End.,GCpi=O.18;MWFRS(envelope)
and C-C Extedor(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as Ljj Z:
applicable,or consult qualified building designer as per ANSI1rPI 1. 4U
4)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads, STATE OF
5)Gable requires continuous bottom chord bearing.
6)Gable studs spaced at 1-4-0 oc.
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the NA\-
bottom chord and any other members.
9)All bearings are assumed to be SPp No.2 crushing capacity of 565 psi.
10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)34,35,36,37,38,39,40,41,42,32,
31,30,29,28,27,26,25,24 except Ot--lb)2=144,22=155.
11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
12)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required.
13)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the
responsibility of the building designer per ANSI TPI 1 as referenced by the building code.
14)Note:Visually graded lumber designation SPp,represents new lumber design values as per SPIB,
15)Truss Design Engineeri Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Say Blvd.Boynton Beach,FL 33435
LOAD CASE(S)Standard
April 12,2012
WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE WI 7473 BEFORE USE.
is
Design valid far use only with MiTek connector�.Th design is based only upon parameters shown,and is for an individual building component. Julius Lee
Applicability of design poramenter,and orper incorporation at component 1,responsibility of building designer-no,truss designer,Bracing shown
is far lateral support of individual wela members only.Additional temporary bracing to insure stability during construction Is the responsibility of the 1109 Coastal Bay Blvd.
erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding oynton,FIL 33435
fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI1 Building Componerd
Safety Inflonmatlon available from Truss Plate Institute,5153 D'Onofrio Drive,Madison,WI 53719.
Job Truss Truss Type Oty Ply
415058 Fol FLOOR 2 1 290595001 15412013
Builders Ft Job Reference(optionaD
rslSource, Jacksonville,FI 32244 7.330 a Dec 20 2011 MiTek Industries,Inc.Thu Apr 12 16:09:15 2012 Page 1
ID:VzIF5v6KBreAeFKkJg3HO—zomoh-SZXbqGw4ZbxMQ7hFx—xiiYHZuBf7q1 Of3BC1 gtzRPe�
1-3-0 1-7-4 0-6-4 0
34 11 24 11
11 17 s
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I-1ss =1 29,
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110
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7,
12 4.4
10-4 8-0-0
5-1 D-4 2-1-12
[5: 3-0,Edge],T5 0-1-8.0-0-8]
LOADING(pso SPACING 2-0-0 CS1 DEFIL in (loc) I/defl Ud PLATES GRIP
TCLL 40g Plates Increase 1�00 TC 0.82 Vert(LL) n/a rue 999 MT20 244/190
TCDIL 10.0 Lumber Increase 1.00 BC 0.26 Vert(TL) We n/a 999
BCLL 0.0 Rep Stress Incr NO WB 0.52 Horz(TQ -0.01 8 We n1a
BCOL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:56 He FT=11%F,I 1%E
LUMBER BRACING
TOPCHORD 2x4 SPp No.2(flat) TOPCHORD Structural wood sheathing directly applied or 6-G-0 oc purlins, except end verticals.
BOTCHORD 2x4 SPp No.2(flat) BOTCHORD Rigid ceiling directly applied or 6-0-0 oc,bracing.
WEBS 2x4 SPp No.3(flat)
REACTIONS All bearings 6-0-0.
(11b)- Max Uplift All uplift 100 Ito or less at joint(s)12,9 except I 0=-1 59(LC 4)
Max Grav All reactions 250 Ito or less at joint(s)9 except 1 2=281(LC 3).8=2479(LC 1),
I 0=613(LC 3),11=703(LC 1)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(11h)or less except when shown. S
TOPCHORD 1-12=-276197,1-2=-1/289,2-14=-1/289,3-14=-1/289,3-15=0/954.15
6=Oi954,4-16=0/954,
EN
4-17=011 138,5-17=0/1 133
BOTCHORD 10-1 1=-289/1,9-10=-289/1,8-9=-1616/0,7-8=-164610
WEBS 4-8=-2402/0,5-7=-1465/0,4-7=0/1026,4-9=-39/917,3-9=-90010,3-10=-5951182,1-11=-37612,
2-11=-45710
34869
NOTES (12-14)
1)Unbalanced floor live loads have been considered for this design. _0
2)This truss has been designed for basic load combinations,which inducle cases with reductions for multiple concurrent live loads. �0 Ljj
3)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi.
4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)12,9 except Ot=lb)10=1 59. STATE OF 44/
5)Non Standard bearing condition. Review required.
6)Load easels)1,3,4,7 has/have been modified.Building designer must review loads to verity that they are correct for the intended use of this truss.
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this 1r,uss.
8)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.
9)CAUTION,Do not erect truss backwards. -10-8 on top chord. The NAI,
10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)113 lb down at 7
design/selection of such connection device(s)is the responsibility of others.
11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(6).
12)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the
responsibility of the building designer per ANSI TPI 1 as referenced by the building code.
13)Note:Visually graded lumber designation SPp,represents new lumber design values as per SPIB.
14)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FIL 33435
LOAD CASE(S)Standard Except
1)Floor:Lumber Increate=1 00,Plate Increase=1,00
Uniform Loads(plo
Vert:6-12=-10,1-5=-213
Concentrated Loads(b)
Vert:1=-272 5=-677 14=-272 16�-272 16=-254 17=-264
Continued oa4agff2_
April 12,2012
TVAP—MING-V.Iqy d-ign P-ramat—..d READ NOTES ON THIS AND INCLUDED MrTEK REFERENCE PAGE Mll-7473 BEFORE USE.
Design valid for use or�ly with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component.
Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Julius Lee
is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity,of the 1109 Coastal Bay Blvd.
erector,Additional pen-nonent bracing of the overall structure is the responsibility of the building designer.Far general guidance regarding Boynton,FL 33435
fabrication.quality control.storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSIl Building Component
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison.W1 53719.
Job Truss Truss Type Qty Ply
415058 F01A FLOOR 10 1 290595002 15412014
Builders FirstSource, .......vul-,N--4 -'o tional
7.330 s Dec 20 20 1 1 MlTek Industries,Inc.Thu Apr 12 16:09:21 2012 Page I
1-3-0 1-7-12 0-10-0 ID:VZIF5v6KBreAeFKkJg3HQ—zOmoh-Hjvs5j?r8RiWB28PIF16YPWgYCirEgSYR7fMtXZRPd
0-9-14 0-9-14 0"
11 13
T1
w,
13
4-1-4 L-1 4
4-1-4 8-0-0
Plate Offsets(X.Y)- r2.. 3-0,Edgel,L3 0-3-0,Edgel,A0-3-4 Edge] 6:0-1-8 0-0-8 2-1-12
6:0-3-0 u a (:u-j-u ta a 11-0-3-0 mn-nn ri Edge].[14 0-1-8.0-0-8
LOADING(ps!) SPACING 2-0-0 CS1 DEFL in (loc) Ildefl L/d PLATES GRIP
TCLL 40.0 Plates Increase 1�00 TC 0.49 Vert(LL) 0.03 11 �999 360 MT20 244/190
TCDL 10.0 Lumber Increase 1.00 BC 0.37 Vert(TL) 0,06 11 1999 240
BCLL 0 0 Rep Stress Incr NO WB O�84 Horz(TL) -0.01 9 n/a n1a
BCDL 5 0 Code FBC2010/TPI2007 (Matrix)
Weiaht*72 lb FT=11%F,1 I%E
LUMBER
TOPCHORD 2x4 SYP M 31(flat) BRACING
I
BOTCHORD 2x4 SYP M 31(flat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc,purlins, except end verlicals.
Spp,
WEBS 2x4 SPp No.3(flat) BOTCHORD Rigid ceiling directly applied or6-0-0 oc bracing, Except:
10-0-0 oc bracing:12-13.
R CT'ON. ('b'.'�a)
EACTIONS (lb/size) 13=-475/Mechanical,9=3199/G-5-8 (min.0-1-10)
Max Uplift 13=-699(LC 4)
Max Grav 13=295(LC 5),9=3199(LC 1)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(11b)or less except when shown.
TOPCHORD 1-13=-3051956,1-2=-33511514,2-3=-335/1514,3-4=-23212749,4-5=0/1819.5-6=011813 S S.
BOTCHORD 11-12=-1514/335,10-11=-1514/335,9-10=-3957/0,8-9=-387810
4-9=-2944/0,1
WEBS -12=-1928/427,2-12=-1971526,3-10=-2038/0,3-11=-831999,4-8=-2412871, ENS,,
5-8=-261/41,6-8=-2569/0,4-10=0/1659
NOTES (10-12)
1)Unbalanced floor live loads have been considered for this design, 34869
2)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads.
3)All bearings are assumed to be SYP No.2 crushing capadty of 565 psi,
4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Gt=ib)13=699. �0
5)Load case(s)1,3.4,7,8,9 hasthave been modified.Building designer must review loads to verify that they am correct for the intended use of this truss. LU Z:
6)"Sernkrigid pitchbrealks including heels"Member end fixity model was used in the analysis and design of this truss. 44/
STATE OF
7)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.
8)CAUTION,Do not erect truss backwards.
9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(6).
10)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the
responsibility of the building designer per ANSI TPI 1 as referenced by the building code. //0NM-
11)Note:Visually graded lumber designation SPp,represents new lumber design values as per SPIB.
12)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435
LOAD CASE(S)Standard Except:
1)Floor:Lumber lnaease=1.00,Plate Increase=1.00
Uniform Loads(plf)
Vert:7-13=-10,1-6=-loo
Concentrated Loads(lb)
Vert:6=-1866
3)Ist unbalanced Floor:Lumber lncrease=1.00,Plate lncrease=1.00
Uniform Loads(plo
Vert:7-13=-10,1-4=-100,4-6=-20
Concentrated Loads(lb)
Vert:6=-671
�Qotutuerl on pace 2
April 12,2012
WARNING-V.Hf,d-i,. and READ NOTES ON THIS 7711DED MTTEK REFERENCE PAGE Mll-7473 BEFORE USE.
Design valid for use only with MiTel,connectors.This design is based only upon Parameters shown,and is for an individual building component.
Applicability of design paromenten and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Julius Lee
is far lateral support of individual web members only.Additional temporary brocing to insure stability during construction is the responsibility of the 1109 Coastal Bay Blvd.
er ctor.Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding Boynton.FL 33435
fabrication,quality control,storage,delivery.erection and bracing,consult ANSII Quality Criteria,D'SB-89 and BCSII Building Component
Safety Information available from Truss Plate Institute.583 D'OnofHo Drive,Madison,WI 53719.
Job Truss
Q Q P'Y_�,
Ply
ty
415058 FOIB FLOOR 2 1 2�90595003 15412015
Builders�FimtSoume, — yp, T Reference(opticr�l)
MiTek Industries,Inc.Thu
ID:zgJeIF7yy8ml G�Zs O�a�WeczzCuzzul 1 ICjCrY Apr 12 16:09:22 2012 Page I
1-3-0 1-7-12 0-110-0 0mOg-IvSEI1`�TvkqN ZL 03o 00uz HhgnOVPZZRPd;
0-6-4
0
2
4- Is
T1
14
1.3
I
110
,3.3
4.4 1 513
1.3
1 4-1-4 5-10-4
late Offsets X Y 5::: -1-8,Edge] 4-1-4 8-G-0
2-1-12
LOADING(psQ SPACING 2-0-0 CS1 DEFIL in (10c) Ildefl Ud
V (LL) 0',
TCLL 40.0 Plates increase 1.00 TC 0.68 PLATES GRIP
TCDL 10.0 Vert(LL) 0.05 10 �999 360 MT20 2441190
Lumber Increase 1,00 BC 0.45 Vert(TL) 0.09 10 732 240
BCLL 0.0 Rep Stress Incr NO WE 0.51 o_(TL) _0 0. 8
BCOL 5.0 Code FBC2010frPI2007 WE inx) Horz(TL) -0.00 8 n/a n/a
LUMBER (Matrix) Weight:50 lb FT=11%F,11%E
TOPCHORD 2x4 SYP M 31(flat) BRACING
BOTCHORD 2x4 SYP M 31(flat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purfins, except end verticals.
WEBB 2x4 SPp No.3(flat) BOTCHORD Rigid ceiling directly applied or 6-0-0 oc braung.
REACTIONS (lb/size) 12=40IMechanical,8=1980/0-5-8 (min.0-1-8)
Max Uplift 12=-1 77(LC 4)
Max Grav 12=295(LC 5),8=1980(LC 1)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOPCHORD 1-12=-309/269,1-2=-309/401,2-3=-309/401,3-4=-2151865,4-15=0/927,15-16=0/927, S
5-16=0/927 ......... .
BOTCHORD 10-11=-4011309,9-10=-4011309,8-9=-1484/0,7-8=-1504/0 EN
WEBS 4-8=-1890/0,5-7=-1260/0.4-7=0/1007,3-9=-909/0,3-10=-89/403,1-11=-5341412,4-9=0/785
NOTES (10-12) 7�
1)Unbalanced floor live loads have been considered for this design. 34869
2)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads.
3)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi.
4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except ot=lb)12=1 77.
5)Load case(s)1,3,4,7,8,9 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. LU
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
7)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 STATE OF
walls at their outer ends or restrained by other means.
8)CAUTION,Do not erect truss backwards.
9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
10)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the
responsibility of the building designer per ANSI TPI 1 as referenced by the building code. //ONA\-
11)Note:Visually graded lumber designation SPp,represents new lumber design values as per SPIB.
12)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435
LOAD CASE(S)Standard Except:
1)Floor:Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(plf)
Vert:6-12=-10,1-4=-100.4-5=-210
Concentrated Loads(lb)
Vert:5=-539 4=-57 16=-254
3)lst unbalanced Floor:Lumber Increase=1.00,Plate lncrease=1.00
Uniform Loads(plf)
Vert:6-12=-10,1-15=-100,5-15=-20
Concentrated Loads(11b)
Vert:5=-1 17 4=-57 16=-69
lContinued on na—7
April 12,2012
WA&VING-17.1if,d-i,.P-rarrrat—and READ NOTES ON THIS AND INMUDED MITER REFERENCE PAGE MH-7473 BEFORE USE.
Design valid for use only with Mi7ek connectors.This design is based only upon parameters shown,and is for an individual building component.
Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Julius Lee
is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the 1109 Coastal Bay Blvd.
erector Additional permanent brocing of the overall structure is the responsibility of the building designer.For general guidance regarding Boynton,FL 33435
fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria.DSB-89 and BCSII Building Component
Safety Information available from Truss Plate Institute,583 D'Onofdo Drive,M dison,W1 53719.
Job
Truss Typ-
.58�
O`y 1 �J2�9h%5004 5412016
415058 02 FLOOR
I'— I I
Builders FirstSource, 11 J-IZ44 Reference(optional)
b—lu zu,m,lek industries,Inc-fhu Apr—12
ID:Z9JeIF7yy8mlGPvwsOaWZCZOM09-hia?jLljRM44?Vt 16.09-24 2012 Page I
1-3-0 1 -zNbPZRBAHPhIRAY 74tOUszRPd,
Tj
9
7
7
5
3.3
5-11-8
5-11-8
LOADING(pso SPACING
2-0-0 CS1 DEFIL in (loc) l/defl L/d PLATES
TCLL 40.0 Plates Increase 1.00 TC 0.52 GRIP
TCDL 10.0 Vert(LL) -0.04 7 999 360 MT20 244/190
Lumber Increase 1.00 BC OAS Vert(TL) -0.05 6-7 :999 240
BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) O�00 5 We
BCDL 5.0 Code FBC2010rrPI2007 (Matrix)= n/a Weiaht*33 11 FT=11%F,11%E
LUMBER
TOP CHORD 2x4 SPp No.2(flat) BRACING
c purlin
BOT CHORD 2x4 SPp No.2(flat) TOPCHORD Structural mod sheathing directly applied or 5-11-8 o s, except end
WEBS 2X4 SPp No.3(flat) verficals.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Iblsize) 9=317/Mechanical,5=311/0-3-0(min.D-1-8)
FORCES (lb)-Max,Comp.lMax.Ten.-All forces 250(11o)or less except when shown.
TOP CHORD 1-9=-346/0,5-1 0=-314/0,4-1 0=-314/0,1-2=-360/0,2-3=-360/0
BOTCHORD 7-8=0/360,6-7=0/360 �1�1111iljll
WEBS 4-6=0/286,1-8=01479 \9S S-k
NOTES (7-9) ....... ...
cEN
1)Unbalanced floor live loads have been considered for this design.
2)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads.
3)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi.
4)"Semi-hgid pitchloreaks including heels"Member end fixity model was used in the analysis and design of this truss. Kin
5)Recommenc12x6 strongbacks,onedge,spaced at 10-0-0 ocand fastened to each trusswith 3-10d(0.131"X 3")nails. Strongbackslo be attach 34869
walls at their outer ends or restrained by other means. ad to
6)CAUTION,Do not erect truss backwards. 6&
7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the Ljj Z:
responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 1A
Note:Visually graded lumber designation SPp,represents new lumber design values as per SPIS.
9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FIL 33435 STATE OF
LOAD CASE(S)Standard
ONM-
April 12,2012
A WARN`NG-V-1V1 d-isr- ..d READ NOTES ON THIS ANDINCLUDED MITFK REFERENCE PAGE Mll-7473 BEFORE USE.
Design valid for use only with MiTek connectors.This design is based only upon parameters shown.and is for an individual building component.
Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Jurius Lee
is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the 1109 Coastal Bay Blvd.
erector Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Boynton.FL 33435
fabrication,quality control.storage,delivery erection and bracing.consult ANSI/TPII QuOIHY Criteria,DSB-89 and BCSII Building Component I
Safety Information available from Truss Plaf�'lnstitute.583 D'Onofrio Drive.Madison,Wl 53719.
Job Truss Truss Type Oty Fly
415058 F04 2 1 15412018
Builders FirstSource, ,a Loptional)
7.330 s Dec 20 2011 MiTek Industries,Inc.:Mu Apr 12 16 09 27 2-012 Page 1
ID:ZgJeIF7yy8mlGPvws0a"IZCZOM09-6tG7LN3bkHSfSZCZeW8WB4mbelk6eSQQq26g5AZRPdI
0-1-8
H 1-3-0 1-9-12 1-8-4
-It It
23 7 6
11 20 1. 17 1� 11
3.3 11.3 11 1� 12 1
5.7 3.5 It 3.3 3.3
1-6-0 7-6-12 — 1G-0-12 15-9-0
1-b-0 4-8-4 1-4-8 , ___z__6___0 I �b-4 19-9-0
�_ ��0-0-8i.aa-mFdni T7-0-3-0-0-0-01,floo-1-8.0-0-81.[10�0-3-DE e].[14:D-1-8,Edgel,rlgO-1-8,Edge]
LOADING(psf) SPACING 2-10-0 CS1 DEFL in (loc) I/defi Ud PLATES GRIP
I
or
T�CCLL 40.0 Plates Increase 1.00 TC 0.90 Vert(LL) -0.09 15 �999 360 MT20 244/190
TCOL 10.0 Lumber Increase 1.00 BC 0.44 Vert(TL) -0.14 15 >999 240
I
BCLL 0.0 Rep Stress Incr NO WB 0.52 Horz(TL) 0.03 11 n/a n/a
BCDL 5.0 Code FBC2010ITP12007 (Matrix)
Weight:130 lb FT=1 I%F,I 1%E
LUMBER
TOPCHORD 2x4 SPp No.2(flat) BRACING
BOTCHORD 2x4 SYP M 31(flat) TOPCHORD Structural mod sheathing directly applied or 6-0-0 oc purlins, except end verticals.
WEBS 2x4 SPp,No.2(flat) BOTCHORD Rigid wiling directly applied or 6-0-0 oc bracing.
REACTIONS (lb/size) 22=145/0-3-0(min.0-1-8),1 1=833/0-3-0(min.0-1-8),18=1728/0-3-6(min.0-1-8)
Max Uplift22=-120(LC 4)
Max Gray 22=305(LC 3),11=837(LC 7),18=1 728(LC 1)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOPCHORD 1-22=-3041115,10-11=-833/0,2-3=-327/544,3-4=-3271544,4-5=-395/0,5-23=-2213/0,
6-23=-221310,6-7=-2789/0,7-8=-2789/0,8-9=-206510,9-10=-878/0
BOTCHORD 20-2 1=-544/327,19-20=-544/327,18-1 9=-1 135/0,17-18=-1 135/0,16-17=0/1602,15-16=0/2789, ENS,�,
14-15=0/2789,13-14=0/2485,12-13=0/1 634
WEBS 4-18=-1 763/0,1-21=-298/258,4-19=0/1 049,2-21=-1 69/416,3-19=-50910,10-12=011 134,
4-17=011766,9-12=-1026/0,5-17=-1652/0,9-13=0/585.5-16=0/864,8-13=-570/0.6-16=-805/0, 34869
8-14=-71/692,7-14=-347138
-*f_�S_71
NOTES (10-12) _0
1)Unbalanced floor live loads have been considered for this design.
2)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads.
3)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. WU 411
STATE OF
4)Provide mechanical connection(by others)oftruss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except Ot=lb)22=120.
5)"Serni-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. "t MCI;'%-
6)Recommend 2x6 strongbacks,on edge,spaced at 1 O-G-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,
7)CAUTION,Do not erect truss backwards.
-5-12 on top chord, The
8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)561 lb down at 1 D NIM-
design/selection of such connection device(s)is the responsibility of othem.
9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
10)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the
responsibility of the building designer per ANSI TPI I as referenced by the building code.
11)Note:Visually graded lumber designation SPp,represents new lumber design values as per SPIB.
12)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435
LOAD CASE(S)Standard
1)Floor:Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(plf)
Vert:11-22z-10,1-10=-100
Concentrated Loads(lb)
Vert:23=-561(F)
April 12,2012
WARNING-V.1if,d—ig.p.--to- nd PEAD NOTES ON THIS AND INCEUDED MITER REFERENCE PAGE NII-7473 BEFOPE USE.
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component.
Applicability of design paromenten and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Julius Lee
is for lateral support of individual web members only.Additional temporary bracing to Insure stability during construction is the responsibillity,of the 1109 Coastal Bay Blvd.
erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.Far general guidance regarding Boynton,FL 33435
fabrication,quolity,control,storage,delivery.erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and KCSII Bull Component
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,wl 53719.
Job Truss Truss Type aty Ply
415058 F06 4 1 15412020
Builders FirstSource, Jacksonville,Fl 32244
7.330 a Dec 20 2011 MiTek Industries,Inc.Thu Apr 12 16 09-29 2012 Page 1
0-1-8 ID:z9JeIF7yy8m 1 GPvwsOaWZCZOM09-2FOUM35sGuiN5GMYMXE�—GVs2XqMq6PqHMbn93ZRPd(
H i 1-3-0 1 1-4-0 --1 1-0-0
2 —3 1 4 3.3
6
15.3
TI
14
7
3.3
3.
1-6-0 6-7-0 9-1-0 1G-7 0
— "_0 5-1-0 2-6-0
--Plate Offsets(X,Y)� 16:0-1-8.Ed Jgej �
LOADING(pso SPACING 2-0-0 CS1 DEFL in (too) Udefl LJd PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC OA2 Vert(LL) -0.05 9-10 �999 360 MT20 244/190
TCDL 10.0 Lumber Increase 1.00 BC 0.62 Vert(TL) -008 9-10 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.01 7 n/a n1a
BCDL 5.0 Code FBC2010frPI2007 (Mathx) Weight:57 lb FT=11%F,11%E
LUMBER BRACING
TOP CHORD 2x4 SPip No.2(flat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purfins, except end verticals.
BOT CHORD 2x4 SPp No.2(flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing,
WEBS 2x4 SPjp No.3(flat)
REACTIONS (lb/size) 13=562/0-3-0(min.0-1-8),7=562/0-3-0(min.0-1-8)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOPCHORD 13-14=-55310,1-14=-552/0,7-15=-556/0.6-15=-556/0,1-2=-512/0,2-3=-1 188/0,3-4=-1 188/0,
4-5=-1 118/0,5-6=-523/0
BOTCHORD 11-12=0/966,10-11=0/1188,9-10=0/1188,8-9=0/975
WEBS 6-8=0/672,1-12=01657,5-8=-62910,2-12=-632/0,2-11=0/415
ENS,,
NOTES (7-9)
1)Unbalanced floor live loads have been considered for this design.
2)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads.
3)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. z 34869
4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7.
5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 ocand fastened to each trusswith 3-10d(0.131"X 3")nails. Strongbacksto be attached to Ljj z
walls at their outer ends or restrained by other means.
7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the
STATE OF
responsibility of the building designer per ANSI TPI I as referenced by the building code.
9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Be
8)Note:Visually graded lumber designation SPp,represents new lumber design values as per SPIB. P t ORIW'.
ach,FL 33435
LOAD CASE(S)Standard //10 M-
April 12,2012
WA"ING-V-Ifl 19-il.1--t—and READ NOTES ON THIS AND INCLUDED MITER PEFERENCE PAGE Mll-747 BEFOREUSE
3
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building compon,ent.
7Applicablity of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Julius Lee
is for I lateral support of individual web members only.Additionad temporary bracing to insure stability cluring construction is the responsibillity,of the 1 109 Co stal Bay Blvd.
erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding loyntonaFL 33435
, at,. qua
fabrication,quality control,storage,delivery,erection and bracing.consult ANSUTPI)Quality Criteria,DSB-89 and BCSII Building Component
SS.�
ty
afety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,Wl 53719.
Job Truss Truss Type Qty Ply
415058 F-KWj �.A.�IE 2 1 290595011 15412022
Builders�FimtSource, Jad,��.nvlll.,FI 212�2 ii na
---4.4.
7.330 S Dec 20 2011 MiTek Industries Inc Thu Apr 12 16 09:31 2012 Page 1—
0-N8 ID:VZIF5v6KBreAeFKkJg3HQ—zOmoh-_eVeE3k66o�i;�La'vKtLDSLwxTieBpaOqOkg4uEYZRPd
0-�8
—1.1
Is 11
3— �s 27 21 2� �3 21 21
08 �32-8 4-" 5-10-8 8-6 8 9-10 8 11-2-8
S+--1� -2-8 19 2 8 9-9-9
M. r--1r---1j22 6.8 -10-8 -
1_�� j_�13 152 5-6-8 17-10-8
1-4-0 1-4-0 _4_0 1 1-4- 3
1-4-0 1-4-0 1-4-0 -4-0
— 140
LOADING(pso SPACING
2-0-0 CS1 DEFL in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190
TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TIL) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 18 n/a n/a
BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:91 lb FT=11%F,11%E
LUMBER BRACING
TOP CHORD 2x4 SPp,No.2(flat) TOPCHORD Structural wood sheathing directly applied or 10-0-0 oc,purlins,except end
BOTCHORD 2x4 SPp No.2(flat)
WEBS 2x4 SPp No.3(flat) verticals.
OTHERS 2x4 SPIP No.3(flat) BOTCHORD Rigid wiling directly applied or 6-0-0 oc bracing.
REACTIONS All bearings 19-9-0.
(lb)- Max Uplift All uplift 100 lb or less at joint(s)34,18
Max Grav All reactions 250 Ito or less at joint(s)34,18,26,27,28,29,30,31,32,33,25,
FORCES 24,23,22,21,20,19
Qb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES (10-12)
1)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads.
-ated.
2)All plates are 1,5x3 MT20 unless otherwise indir
3)Gable requires continuous bottom chord bearing.
9
4)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3486
5)Gable studs spaced at 1-4-0 oc.
6)All bearings are assumed to be SPp No.2 crushing capacity of 565 psi.
7)Provide mechanical connection(byothers)oftrussto bearing plate capable of withstanding 100 Ito uplift atjoint(s)34,1&
8)'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
9)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 o be
I attached to STATE OF
walls at their outer ends or restrained by other means.
10)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the
L
responsibility of the building designer per ANSI TPI I as referenced by the building code.
11)Note:Visually graded lumber designation SPp,represents new lumber design values as per SPIB.
12)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435
///jjNN-
LOAD CASE(S)Standard
April 12,2012
A WARNING-Var�&d�iqn pam-et—and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mll-7473 BEFORE USE,
Design valid for use only with MITek connectors.This design is based only upon parameters shown.and is for an individual building component.
Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Julius Lee
is far lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the 1109Co stal Bay Blvd.
erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding BoyntonaFL 33435
fabrication.quality control,storage,delivery.erection and bracing,cc,nsult ANSI/TPI1 Quality CrffeFIQ.D$1-89 and BCS11 Building Component
,afety Information available from Truss Plate Institute,583 DOnofflo Drive.Madison,Wl 53719.
Job Truss Truss Type aty Ply
415058 Oty
F-KW3 �GASLE 1 290595011 15412024
Job
Builders Fjrst�Sourm, 244
11��2 Job Reference(optionap
7,330 s Dec 20 2011 MiTek Industries,Inc.Thu Apr 12 16:09:32 2012 Page I
ID:VzIF5v6KBreAeFKkJg3HQ—zOmoh-Sq3OP47kZp5yykUXR3khu7Ue32X2Jr49zKpRmOzRPdI
2 3 7
TI
T1 T1 T1 T1 wi
.1
11 11
0-9-8 3-5-8 4-9-8
0-9-8 1-4-0 1-4-0 6 11 0
1-4-U
1-4-0
f) PAC'ING 2-0-0
Plates nc'ease '00
mbe"ncrease 1 o.
p.r s I cr Y
LOAD NG(s S
LL _F,
LOADING(psf) SPACING 2-0-0 CS1 DEFL in (loc?) I/defl Ud
TCLL 40.0 Plates Increase 1.00 1 PLATES GRIP
TCDL '00 Lu TC 008 Vert(LL) n/a n/a 999 MT20 244/190
BCLL 00 Re I a s n ES .01
.CDL 0 C.a Of , 0. 0.04
O-B T,
999
10.0 Lumber Increase 1.00 BC .01 Vert(TL) n/a n1a
BCLL 0.0 Rep Stress Incr YES WB HorzjL) -0.00 11 n/a n1a
BCDL 5.0 Code FBC2010/TP12007
(Me I
Weight: 4 lb FT=11%F,11%E
LUMBER
TOPCHORD 2x4 SPp No.2(flat) BRACING
BOTCHORD 2x4 SPp No.2(flat) TOPCHORD Structural mod sheathing directly applied or6-11-0 oc,purlins, exceptend
WEBS 2x4 SPp No.3(flat) verticals.
OTHERS 2x4 SPp No.3(flat) BOTCHORD Rigid ceiling directly applied or ID-0-0 oc,bracing.
REACTIONS All bearings 6-11-0.
(11b)- MaxGrav All reactions 250 to or less atjoint(s)14,8,11,12,13,10,9
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES (9-11) S
1)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads.
2)All plates are 1.5x3 MT20 unless otherwise indicated.
E NS,,
3)Gable requires continuous bottom chord bearing.
4)Truss to be fully sheathed from one few or securely braced against lateral movement(i.e.diagonal m1b).
5)Gable studs spaced at 1-4-0 oc.
6)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 34869
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
0
_0
8)Recommend 2x6 strongbacks,on 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 ;3 Z
walls at their outer ends or restrained by other means.
9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the Ljj
44/.--:
responsibility of the building designer per ANSI TPI I as referenced by the building code.
10)Note7 Visually graded lumber designation SPp,represents new lumber design values as per SPIB. STATE OF
11)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435
LOAD CASE(S)Standard
April 12,2012
tVAPJVING-V-Iifl d—ig-1--nart—and READ NOTES ON THIS AND INCLUDED A17TER
Design valid for use only with MiTek connectors.This design is based only upon parameters show REFERENCE PAGE M11 7473 BEFORE USE.
n.and is for an individual building component.
Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Julius Lee
is far lateral support of individual web members only.Addifiond temporary bracing to insure stability during construction is the responsibility of the 1109 Coastal Bay Blvd.
erector.Additional permanent bracing of the overall structure is the responsibility of the building clesigneri For general guidance regarding Boynton,FL 33435
fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and 8CSII Building Component
Safety Information available from Truss Plate Institute,583 D'Onofho Drive,Madison,WI 53719.
Job Truss Truss Type Oty Ply
415058 T100 SPECIAL 2 15412025
Builders FirstSource, 3 lob Refere,
J--nvul-,11 JZZ44 a- one
0 Tel,not nc I
s usf--6'2,V,
IVPz0 Pmg Page 2
ID:RLSOWb7alSuuuZU60551VPzOmof-PDBnpm9 4
LOAD CASE(S)Stan�dard ,nn _4QLgC2evYUm9zYZSVr5BnWE$RelYqHzRPd
1)Regular:Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(plo
Vert:1-8=-80,9-15=-10
Concent.led Loads(lb)
Vert:15-280 8=-55 9=-143 12=-299(F)16=-298(F)17=-298(F)18=-298(F)19=-298(F)20=-307(F)21=-307(F)22=-307(F)23=-307(F)
WARNING-Verify d—ign panamatand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE HII-7473 BEFORE USX.
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and 1 for an individual builcling component
Applicability of design paramenters and proper incorporation of component is resportsibility of building'designer-not truss designer.Bracing shown Julius Lee
is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the IT 09 Coastal Bay Blvd.
erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Boynton,FL 33435
fabrication,quality control,stazge,delivery,erection and bracing.consul ANSI/TPII Quality Criteria.DSB-89 and BCSIl Building Component
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.M adison,WI 53719.
Ah 1 61" TECHNICAL BULLETIN
Lw3j April 2010
by Weyerhaeuser Bulletin TB-300
Multiple-Member Connections for Side-Loaded Beams with Concentrated Loads
Table 1: Maximum Concentrated Load Applied to Beam-Bolt or Nail Connection (lbs)(1)
N
�R'
*It
P
1 41111" 6 &
""e
8,400
0.5 2,100 4,200 6,300
25015) 6,370(5) 8,495(')
2,125(" 4,
k,
0.75 3,060 6,120 9,180 12,240
0.5 760 1,525 2,285 3050
-rop� 5(6
060"' 2,125(') 3,18 4,250"'
A
0.75 930 1,860 2,790 3,720
3
F E
5��*,sea M) 0.5 1,050 2,100 3,150 4,200 -
OP, '060
2,125 3,1'85 4,250
0.75 1,530 3,060 4,590 6,120
0.5 2,100 4,200 6,300 8,400
%��M61E 1 (5)
2,125"' 4,250(') 6,370'5) 8,495
3,060 6,120 9,180 12,240
Ilk�
!�wi
600
am -0.5 1,40D 2,800' -4,200 5,
6,120' 8, 60 ,
��,0.75 2,040 4,080,
675 1
355
i660 00:
4w ee'l
V
2480 3,;M��
$25
M,
5,600 8,400 11,200
0(5
2,83 5,665(5) 8,495(s) 11,330(5)
0.75 51
025 10,050 15,070 20,095
e 'I
05 935 1,865 2,800 3,735 (6)
945 1,890(") 2,830(6) 3,775(6)
0.75 1,360 2,720 4,080 5,440
ar
9�5 1,720 3,440 5160 6680
_F E t':
A
TOP
'2,460 4,960, �,7,440
9,1
�00`,� 0,75'
V 0.5 1,015 2,030 3,050 4,065
1,240 2,480 3,720 4,960
.5 1,720 3,440 5,160 ,
0 6,880
FA
0.75 2,480, 4,960 7,440 9,620 ,
F"
1,355 ., 2,030
05 675 - 2,710,
1'655 2'480 3,305,
0.75 825-
O�5 2,800 5,600 8,400 11,200
2,830(5) 5,665(5) 8,495() 11,330(s)
0.75 5,025 10,050 15,070 20,095
1. See page 4 for table General Notes,connection details and beam depth limitations.
2. Washers required.Bolt holes to be 9/16'maximum for Y2'bolts,13/16'maximum for%*bolts.
3. Minimum end distance for bolts is 6".
4. Drilling bolt holes reduces the section of the beam and thus the load capacity of the supporting member.Shear and moment
capacity of the beam must be checked at the location of each row of bolts.
5. Number of required nails shown must be installed from side opposite hanger.
6. Number of required nails shown must be installed from hanger side.Additionally,install half the number of required nails from
side opposite hanger.
Page 1 of 8
CONTACT US - 1.888.iLevel8(1.888.453.8358) -www.iLevel.com I
AWeyerhaeuser,it-evel,Microflam,Parallarn,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR_0 2010 Weyerhaeuser NR Company-AM rights reserved.
FEBRUARY=14, 20:12 FStandard Gable End Detail ST-GE130-001
®R MiTek Industries,Chesterfield,MO Page 1 of 2
Typical x4 L-Brace Nailed To
2x-Vedicals W/1 Od Nails,6"o.c. Vertical Stud
Vertical Stud (4)-16d Common
Wire Nails DIAGONAL
BRACE
11L 1-111
MiTelk Industries, Inc. 16d Common
SECTION B-B Wire Nails
DIAGONAL BRACE Spaced 6"o.c.
4'-0*O.C.MAX
(2)-10d Common --2x6 Stud or
TRUSS GEOMETRY AND CONDITION Wire Nails into 2x6
SHOWN ARE FOR ILLUSTRATION ONLY. 2x4 No.2 of better
Typical Horizontal Brace
12 V� Nnailed To 2x Verticals
Varies to Common Truss SECTION A-A w/(4)-10d Common Nails
2x4 Stud
SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST
A DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING
TO TRUSSES WITH(2)-I Od NAILS AT EACH END.
ATTACH DIAGONAL BRACE TO BLOCKING WITH
3x4 (5)-10d COMMON WIRE NAILS.
B B
(4)-8d NAILS MINIMUM,PLYWOOD
Diagonal Bracing SHEATHING TO 2x4 STD SPF BLOCK
L-Bracing Refer
Refer to Section A-A to Section B-B
Roof Sheathin
NOTE:
1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS.
2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND
WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. V-3' (2)-1
3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG.
ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT Max.
BRACING OF ROOF SYSTEM. /(2)-10d NAILS
4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB
OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C.
5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF
DIAPHRAM AT 4'-O"O.C. �,Trus �s @ 24" o.c.
6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A
2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL
BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD.
ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4.
x6 DIAGONAL BRACE SPACED 48"O.C.
(REFER TO SECTION A-A) Diag. Brace
7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. \X ATTACHED TO VERTICAL WITH(4)-16d
'zk' \ TO BLOCKING WITH(5)-10d COMMONS.
8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. at 1/3 point COMMON WIRE NAILS AND ATTACHED
9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR if needed
TYPE TRUSSES.
End Wall HORIZONTAL BRACE
(SEE SECTION A-A)
2 DIAGONAL
minimum Stud Without 1x4 2x4 DIAGONAL BRACES AT
Stud Size Spacing KBrace L-Brace L-Brace BRACE 1/3 POINTS
Species —
and Grade Maximum Stud Length \\.3s S-k
2x4 SPF Std/Stud 12"O.C. 4-0-7 4-3-2 6-0-4 8-0-15 12-1-6 'EN
S S'r-
2x4 SPF Std/Stud 16"O.C. 3-7-0 3-8-4 5-2-10 7-1-15 10-8-15
2x4 SPF Std/Stud 24"O.C� 2-11-1 3-0-2 4-3-2 N 34869
4-0-7
3-7-0
2_1 1_1
Diagonal braces over 6'-3"require a 2x4 T-Brace attached to z
;10
one edge. Diagonal braces over 12'-6"require 2x4]-braces 03j
�1 b Ljj
attached to both edges. Fasten T and I braces to narrow edge 3/29/12 ...
of web with I Od common wire nails 8in D.C.,with 3in minimum 411
end distance. Brace must cover 90%of diagonal length. STATE OF
MAX MEAN ROOF HEIGHT-_30 FEET
CATEGORY 11 BUILDING ////0NM_
EXPOSURE B or C
ASCE 7-98,ASCE 7-02,ASCE 7-05 130 MPH 1109 COASTAL BAY
ASCE 7-10 160 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDIN�. BOYNTON BC, FL 33435
DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS.
41 TECHNICAL BULLETIN
LM April 2010
by Weyerhaeuser Bulletin TB-300
Table 2B: Maximum Concentrated Load Applied to Beam-Wood Screw Connection (lbs)(1)
0 *11"A R11"t
A, , -, `-,�--`"k,�?,, """,
&, fto
oft
V th
T 7t�
`4
3%" 1,600 3,205 4,805 6,410
3%- 800
1,600 2,405 3,205
3Y6* 8011- ''11,600 2,405 3205
Tn
FACE:f,,'
Tbo 3%' 1,600 3,205 4,805 6,410
I'll,im"
�FACE-
6VV 1,160 2,320,, : 3.480, 4,640-,
A ',
"�A
776, 1,545 2.320 096
3%" 2,135 4,270 6,410 8,545
IFACE-
5-,6%' 2,320 4,640 6,960 9,280
77 3W 710 1,425 2,135 2,850
77A 60
5",63/4" 775 1,545 2,320 3,095
777
77
"0,
a
W FACE t
'4*: A,115
r6p(2 5%6% a z320 3,480
5',63/4" 1,160 2,320 3,480 4,640
FA 1 40 21320, 3,480 4,640
241
C01"' 5- 61% 1,160
',6-1/4- 11,1160 2�320 4,640
3,480
�V
CEI
p 5",6%* 2,320 4,640 6,960 9,280
V
1. See page 4 for table General Notes,connection details and beam depth limitations.
2. Install screws from both sides of beam.
3. Install screws from side opposite hanger only.
4. Install screws from hanger side only.
Page 3 of 8
CONTACT US - 1.888.iLevelB(1.888.453.83581 -www.iLevel.com I
AWeyerhaeuser,it-evel,FAcrollam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.0 2010 Weyerhaeuser NR company.AN tights reserved.
TECHNICAL BULLETIN
n March 2010
by Weyerhaeuser Buli TB-300
4iff
Table 3:Allowable Capacities of 51/4"Beams with Bolt Co,99ections
7-777777777,
W-01"O",
12,345 1
6,235
A, "'Va 16800
10,150 10,500. 12,950
9,510 12,015
7- 3,995 4,260 6,210 6,940
15,40
is*'? 12,425 O� 18,200
8,750 9,100, 11,55D
10,605 15,295 15,685 23,905 32,1760 42,265
'28,725
13,470( 13,730 20,915 37,25
9355
I/W,
37,245
9,350 13,470 13,730 20,910 28,725
13,510
1"gEn",
8,275' 36,685
0
10,675 2
10,600 15,290 15,685 23,900 32,755 42,260
A,'4'
14,215 14,195 21,490 29,'020 37,225
6 29,015 37,220
'k
36,655
14,545 18,440
0 17,955 21,945
2,745 4,445 4,665 6,240 6,810 8,795 10,690 12,610
n
0 7
235 7,23
SCIA
"g V
f480 9-,2-25- 9850 ft970 13965
�'t'V 7'77"'E
8,560 10,390 12,250 16,040
4'5 1455 2, 5 3,035 4,4
d 84 25 4,945 6,775
4,240 6,235
6,485 8,230 8,855 10,,975 12,970 14965 16,960 20,950
26,730 36,385 46,670 58,130 70,740 99,375
2 91960 16,220 17,105 23,990
14,305 1�� 21,000 -23,385 31905 41,130 51,535 63,100 89,670
V
77 t1,025 14,305
'g,7-, -1 1 1 5 23,385 31,905 41,
15,060 20,99 125 51,530 63,100 89,670
2 60 23,0,0 4(010 1,50,795 62,250:L,M90
0,6 3f 405
16,210 17,100 23,985 26,725 36,380 46,665,1 58,125 70,740 99,370
9,950
030,, �511,00 ,62,285,
15145 5,695 21,710 24;
62 88,010
'0' 32,230 41,100 151,115 280
40,475:T%335, 6,1,335- '86;745
4,745 6,350" 6,930 8,950 0,880 12,830
7, 0 RAW
2,895 3,090 4,505 5,030 6,895 8,710 10,575
15226
6 8,315 9,01
boa 0 0'116� 13,195'
6,345,
18,090 19,080 26,760 29,815 40,740 52,430 65,495
21,4107-1
5 8,066
'15,960 16,805 23,420 26,08 35,725 46,205_ 5
111I V'111 15,9
55 16,800 23,420 26,080 35,725 58,060
Ni-40 A, 1 '23,04� 25,665, ,�1�5 46 51G 57,235,
18,080 19,070 26
0,735 52,425 65,490
755 29810 4
V
M11,11
46,180 57,600
16,890, VJ30, 24,216 26,606 3$,W51
M
Table 3 General Notes
* Connection location refers to distance from face of bearing to centerline of connection,where d is the beam depth.
Less than 5d refers to connections located less than five times the depth of the beam from the face of bearing.
* Shear reduction has been taken in accordance with NDS 3.4.3.3.
* All values shown are for 51/4"widths. Multiply by 1.33 for 7"wide beams.
* 91/4"and 111/4"TimberStrande LSL are 1.3E grade,all other depths are 1.55E grade,
Page 5 of 8
CONTACT US- 1.888.iLevel8(1.888.453.8358)-www.iLevel.com I
AWeyerhaeuser,level,Hrrollam,Parallam,Timberstrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.Q 2010 Weyerhaeuser NR company.AM rights reserved.
AM A& TECHNICAL BULLETIN
March 2010
b�'Weyelh.elllel Bulletin TB-300
Solution:
• Use the Level Trus Joist(D Beams, Headers,and Columns Specifier's Guide(#TJ-9000)to select a connection for the
uniform loading. Multiple options exist that meets or exceed the 500 plf requirement:
— 2 rows of 1/2"diameter bolts at 16"on-center(570 plf)
— 2 rows of USP WS35 wood screws at 16"on-center(540 plf)on each side of beam
— 2 rows of SIDS I/."x 31/2"at 24"on-center(510 plf)on each side of beam
— 2 rows of 5"TrussLok wood screws at 24"on-center(500 plf)
• Determine what additional connection is needed for the concentrated load using the information in this Technical
Bulletin:
1. Using Table 1,2A or 2B of this bulletin,locate the section for a 3-ply 11/4"member and face mount hanger.
Again,multiple options exist that exceed the 5,000 lb load requirement:
— /2"diameter bolts in a 6-bolt connection(6,300 lbs)
— 16d(0.148"x 31/4")sinker nails in an 18-nail connection(6,370 lbs)
— 31/2"WS wood screws in an 8-screw connection(5,740 lbs)
— 31/2"SDS wood screws in a 6-screw connection(6,120 lbs)
— 3%"TrussLok wood screws in an 8-screw connection(6,410 lbs)
Note that the allowable applied concentrated load is dependent upon the type of hanger used and 16d common nails
must be used for face mount hanger installation to achieve the capacities shown.
2. If the bolted connection option is chosen,the 3-ply beam must be checked for the effect of the bolt holes from
the 6-bolt connection. This task may be accomplished by utilizing the location analysis feature in Level
software. Per the detail on page 4,the bolt holes will be located approximately Vto either side of the
concentrated load location. After inputting the span and load information,choose the two locations
corresponding to the concentrated load location(+/-)1'. Upon completion of the analysis,compare the
calculated shear and moment for each of the two locations against the reduced allowable shear and moment
capacities of the beam for the bolt pattern selected using Table 3 on page 5 of this bulletin.
See the Forte software output on the following page for results of this analysis. The 3-ply Microllarn 8 LVL
beam works for the given loading. Refer to the highlighted values for the results at both bolt locations(Von
either side of the load). The highest calculated shear at either location is 6035 lbs. The highest calculated
moment is 25,215 ft-lbs. The connection is less than 5d(48"< 14"*5=70")from the end of the member.
From Table 3 of this bulletin,the reduced allowable shear for the 3-ply 14"Microllame LVL beam with the 6 bolt
pattern located less than 5d from the end of the member is 8,795 lbs while the reduced allowable moment is
31,905 ft-lbs. Therefore,the beam is acceptable with the 6 bolt connection.
Select the preferred options for both the uniform load connection along the length of the beam and the concentrated
load connection at the hanger location and specify both on the drawings including information on fastener type,size,
spacing and installation pattern as appropriate.
Page 7 of 8
CONTACT US-1.888.iLevel8(1.888.453.8358)-www.iLevel.com I
AWeyerhaeuser,iLevel,FAcrollam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.0 2010 Weyerhaeuser NR Conwny.AN rights reserved.
CITY OF ATLANTIC BEACH
800 SEMINOLE ROAD
ATLANTIC BEACH, FL 32233
INSPECTION PHONE LINE 247-5814
Application Number . . . . . 12-00000649 Date 7/10/12
Property Address . . . . . . 1336 VIOLET ST
Application type description SINGLE FAMILY ATTACHED DWELLING
Property Zoning . . . . . . . RES GEN 2F DISTRICT
Application valuation . . . . 75000
----------------------------------------------------------------------------
Application desc
single fam attached
----------------------------------------------------------------------------
Owner Contractor
------------------------ ------------------------
BEACHES HABITAT FOR HUMANITY BEACHES HABITAT
1671 FRANCIS AVE. 1671 FRANCIS AVENUE
ATLANTIC BEACH FL 32233 ATLANTIC BEACH FL 32233
(904) 241-1222 (904) 241-1222
--- Structure Information 000 000 NEW SINGLE FAMILY DWELLING ATTACHED
Construction Type . . . . . TYPE 5-A
Occupancy Type . . . . . . RESIDENTIAL
Flood Zone . . . . . . . . ZONE X
----------------------------------------------------------------------------
Permit . . . . . . PLUMBING PERMIT
Additional desc . .
Sub Contractor . . ADVANTAGE PLUMBING
Permit Fee . . . . 125 . 00 Plan Check Fee . 00
Issue Date . . . . Valuation . . . . 0
Expiration Date - - 1/06/13
----------------------------------------------------------------------------
Special Notes and Comments
2010 FLORIDA BUILDING CODE, 2008 NATIONA1 ELECTRIC CODE
FOR AN APPROVED FINAL MECHANICAL A/C INSPECTION, A STICKER
SHALL BE INSTALLED ON THE AHU TO VERIFY THAT DUCTS HAVE
BEEN SEALED, A CERTIFICATION SHALL BE ON SIGHT FOR THE
INSPECTOR STATING THAT THE A/C SYSTEM PASSED THE "AIR BLAST
INSPECTION" FROM AND INDEPENDENT TESTING AGENCY.
*SUBMIT "CERTIFICATE OF COMPLIANCE" BY A LICENSED PEST
CONTROL COMPANY PRIOR TO C.O.
WINDOW AND DOOR INSPECTION:
*INSTALLATION INSTUCTIONS REQUIRED
*ALL STICKERS ARE TO REMAIN ON THE WINDOWS
*PROVIDE ACCESS TO ALL WINDOWS TO INSPECT FASTENERS
Avoid damage to underground water/sewer utilities . Verify
vertical and horizontal location of utilities . Hand dig if
necessary. If field coordination is needed, call 247-5834 .
Ensure all meter boxes, sewer cleanouts and valve covers
are set to grade and visible.
A sewer cleanout must be installed at the property line.
PERMIT ISCA�gf6iW6NEV'tRtA&RRIRRYLP;�TA AiWiTla& k4ANfiPrAFWnt&d�MC64a THE FLORIDA
BUILDING CODES.
.5 I�J% ,
CITY OF ATLANTIC BEACH
800 SEMINOLE ROAD
ATLANTIC BEACH, FL 32233
INSPECTION PHONE LINE 247-5814
Page 2
Application Number . . . . . 12-0000OG49 Date 7/10/12
----------------------------------------------------------------------------
Special Notes and Comments
metal lid. Cleanout to be set to grade and visible .
Any utility cuts in the road must be repaired using Coi
Standard Detail Case X and must be overlaid 10 feet in each
direction from the center of the cut . Repair must be shown
on the plans .
Full right-of-way restoration, including sod, is required.
Roll off container company must be on City approved list
and container cannot be placed on City right-of-way.
(Approved: Advanced Disposal, Realco, Shappelle ' s and Waste
Management)
Full erosion control measures must be installed and
approved prior to any earth disturbing activities . Contact
Public Works (247-5834) for Erosion and Sediment Control
Inspection prior to start of construction.
----------------------------------------------------------------------------
Other Fees . . . . . . . . . STATE PLBG DCA SURCHARGE 2 . 00
STATE PLBG DBPR SURCHARGE 2 . 00
-------------------------------------------------- --------------------------
Fee summary Charged Paid Credited Due
----------------- ---------- ---------- ---------- ----------
Permit Fee Total 125 . 00 125 . 00 . 00 . 00
Plan Check Total . 00 . 00 . 00 . 00
Other Fee Total 4 . 00 4 . 00 . 00 . 00
Grand Total 129 . 00 129 . 00 . 00 . 00
PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA
BUILDING CODES.
PLUMBING PERMIT APPLICATION
CITY OF ATLANTIC BEACH
800 Seminole Rd Atlantic Beach, Fl, 32233
Ph(904)247-5826 Fax (904)247-5845
JOB ADDRESS: ST PERNUT#
NEW OR REPLACEMENT INSTALLATION: Project Value s
TYPE OF FrxTupx QTY -------
Bathtub TYPE OF FzXTURE QTY
Septic Tank&Pit
Clothes Washer Shower
Dishwasher Shower Pan
Drinking Fountain
Floor Drain ink
Floor Sink MeS Compartment Sink
Hose Bibs EE Toilet
Kitchen Sink Urinal
Laundry Tray Vacuum Breakers
Lavatory Water Connected Appliances
Other Fixtures Water Heater
RE-PIPE: Water Treating System
TYPE OF FixTuRE QTY TYPE OF FLYTuRE
Bathtub Septic Tank&Pit QTY
Clothes Washer Shower
Dishwasher Shower Pan
Drinking Fountain I
Floor Drain S op Sink
Floor Sink Three Compartment Sink
Hose Bibs Toilet
Kitchen Sink Urinal
Laundry Tray Vacuum Breakers
Lavatory Water Connected Appliances
Other Fixtures Water Heater
MISCELLANEOUS: Water Treating System
El Sewer Replacement 0 Back Flow Preventer El Grease Interceptor(Trap) gallons(Requires 3 sets of plans)
11 Lawn Spdnkler System-Number of Heads 0 Well
**&IR WD Well Completion Form. Completei—fonn to be submitted to the—Building Department for final inspection.
o Other
Permit becomes-4oid if work does not comm—ence within a six month period or work is suspended or abandoned
for six months.I hereby certify that I
this application and know the same to be true and correct. All provisions of laws an have read
or not. The permit does not give authority to violate the provisi d ordinances governing this work will be complied with whether ficd
ons of a�y other state or local law regulation construction or the performance of co speci
Property Owners Name . " ��!,i : '� ��, '11 �� 11 1 1 11 1— nstruction.
Plumbing Company Phone Number j2l–�
Co. Address: )M–tl'�PJ6 Office Phone
City State r Zip.��
License Holder(Print):
Notarized Sipatare- e Certification/Registration# �-1
.�i jinLEY L.GRANAM
i-:February 4,2014 d subscrib be In s
t�fufqot Public e t 20
of Notary Public