1637 ATLANTIC BEACH DR NEW HOME DOCS a. le CITY OF ATLANTIC BEACH
SS J 800 SEMINOLE ROAD
ATLANTIC BEACH, FL 32233
INSPECTION PHONE LINE 247-5814
X1319
SINGLE FAMILY DWELLING NEW
MUST CALL BY 4PM FOR NEXT DAY INSPECTION: 247-5814
JOB INFORMATION:
Job ID: 16-SFR-269
Job Type: SINGLE FAMILY RESIDENCE
Description: NEW HOME-DRIVEWAY
Estimated Value: $255,817.00
Issue Date: 2/24/2016
Expiration Date: 8/22/2016
PROPERTY ADDRESS:
Address: 1637 ATLANTIC BEACH DR
RE Number: None
GENERAL CONTRACTOR INFORMATION:
Name: TOLL BROS.,INC
Address: 250 GIBRALTAR RD STEVEN R MERTEN
Phone: - -
PERMIT INFORMATION: PUBLIC WORKS:
Full erosion control measures must be installed and approved prior to beginning any earth disturbing
activities. Contact Public Works (247-5834) for Erosion and Sediment Control Inspection prior to start
of construction.
All silt must remain on-site during construction.
Roll off container company must be on City approved list and container cannot be placed on City Right-
of-Way. (Approved: Advanced Disposal, Realco, Republic Services, Shappel's and Waste Pro.)
Full right-of-way restoration, including sod, is required.
FEES:
ENG REV RESIDENTIAL BLD $100.00
PLAN CHECK FEES $473.73
UTIL REV RESIDENTIAL BLDG $50.00
1$MDlNQ~UNT)�-►IjBN ACCORDANCE"IRAF)L CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA
BUILDING CODES.
`S, CITY OF ATLANTIC BEACH
#, 800 SEMINOLE ROAD
ATLANTIC BEACH,FL 32233
INSPECTION PHONE LINE 247-5814
STATE DCA SURCHARGE $14.21
STATE DBPR SURCHARGE $14.21
SEWER SDC-SYSTEM DEV CHG $4,050.00
WATER CONNECT/TAP & METER $370.00
WATER CROSS CONNECTION $50.00
WATER SDC-SYSTEM DEV CHG $1,140.00
Total Payments: $7,209.60
a PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA
BUILDING CODES.
i
BUILDING PERMIT APPLICATION
CITY OF ATLANTIC BEACH OFFICE COPY
800 Seminole Road, Atlantic Beach, FL 32233
Office (904) 247-5826 Fax (904) 247-5845
Job Address: 1637 Atlantic Beach Drive-, Atlantic Beach FL 32233 Permit Number: /G f SFR-cg9
Legal Description Lot 7 Atlantic Beach Country Club Unit 1 67-52-08-2S-29E.152 Parcel
Floor Area of Sq.Ft. Sqq.Ft
Valuation of Work$ 255,817 Proposed Work heated/cooled 2,125 non-heated%ooled 540
Class of Work(circle one): New Addition Alteration Repair Move Demolition pool/spa window/door
Use of existing/pro posed structure(s) (circle one): Commercial Residential
If an existing strucure,is a fire sprinkler system installed? (Circle one): N/A
Florida Product Approval # See attached
For multiple products use product approval form
Describe in detail the type of work to be performed: New Residential Construction
Property Owner Information:
Name: TOLL FL VI LIMITED PARTNERSHIP Address: 160 Cape May AvenueS U V E
City Ponte Vedra State FL Zip 32081 Phone 904 217-0739 J
E-Mail or Fax#(Optional) arogers@tollbrothers.com i
Contractor Information: CONTRACTOR EMAIL ADDRESS: aro ers toll q o ers — 4 206
Company Name: Toll Bros., Inc. Qualifying Agent: Steven R. Merten '
Address: 160 Cape May Avenue City Ponte Vedra State FL Zip 32081
Office Phone 904 217-0739 Job Site/Contact Number 904 386-6472 Fax#
State Certification/Registration# CGC 1510225
Architect Name&Phone#
Engineer's Name &Phone#
Fee Simple Title Holder Name and
Address
Bonding Company Name and
Address
Mortgage Lender Name and Address
Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the
issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. This permit becomes
null and void if work is not commenced within six(6)months, or if construction or work is suspended or abandoned for a period of six(6)months at any time
after work is commenced. 1 understand that separate permits must be secured for Electrical Work, Plumbing, Signs, Wells, Pools, Furnaces, Boilers,
Heaters, Tanks and Air Conditioners,etc.
WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF
COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS
TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH
YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF
COMMENCEMENT.
I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing
this type of work will be complied with whether specid herein or not. The grantin of a permit does not presume to give authority to violate or cancel the
provisions of any other federal,state, or local law regulating construction or the performance of construction.
Signature of Owner Signature of Contractor
Print Name Steven R. Merten Division Sr.Vice President Print Name Steven R. Merten
Before me Before me,
this 3PPa Februa 2016 this 3 a of Februa 2016
Notary Not lic
Revised 01.26.10
MELISSA LIEBERrAAN
MELISSA LIEBERMAN
MY COMMISSION#FF055605
os tember 18.2017 MY COMMISSION#FF055605
'9'foFe�°e; EXPIRES Sep :a' ._ C - �_
FloridaWaryservice.com "9.'FovF ?;
EXPIRES September 18.2017
407)398-0153
1'107 398-0153 FloridallotaryService.com
DO NOT WRITE BELOW- OFFICE USE ONLY
App iea e Co es: 2010771 ORIDA BUILDING CODE
Review Result (circle one):
Approved Disapproved Approved w/ Conditions
i
Review Initials/Date: /77
Development Size
Habitable Space 57 S.F. Non-Habitable 1? 3 S.
Impervious area
Miscellaneous Information
Occupancy Group 13
Type of Construction V13
Number of Stories
Zoning District 61,6
61,b
Max. Occupancy Load
Fire. Sprinklers Required
Flood Zone x
Conditions/Comments:
perm-j 16 ` SP9-- 267
NOTICE OF COMMENCEN1-jeAT OFFICE COPY
State of: FLORIDA Tax Folio No. 169505-1090
County of: DUVAL
To Whom It May Concern:
The undersigned hereby informs you that improvements will be made to certain real property, and in accordance with Section 713 of
the Florida Statutes,the following information is stated in this NOTICE OF COMMENCEMENT.
Legal Description of property being improved: Lot 7 Atlantic Beach Country Club Unit 1 67-52-08-2S-29E.152
Address of property being improved: 1637 Atlantic Beach Drive ATLANTIC BEACH,FL 32233
General description of improvements: NEW HOME CONSTRUCTION
Owner:TOLL FL VI LIMITED PARTNERSHIP Address: 250 GIBRALTAR RD. HORSHAM,PA 19044
Owner's interest in site of the improvement: FEE SIMPLE
Fee Simple Titleholder(if other than owner):
Name:
Contractor: TOLL BROS.,INC.
poll Address: 160 CAPE MAY AVE. PONTE VEDRA,FL 32081
Telephone No: 904-217-3852 Fax No: 904-460-2683
Surety(if any)
Address: Amount of Bond$
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:
Name of person within the State of Florida,other than himself,designated by owner upon whom notices or other documents may be
served: Name: STEVE MERTEN
Address: 160 CAPE MAY AVE.PONTE VEDRA,_EL 32081
Telephone No: 904-217-3852 Fax No: 904-460-2683
In addition to 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): 06/30/17
THIS SPACE FOR RECORDER'S USE ONLY OWNER /
Signed: Date:
Before m is (D day of f7C71 in the County of Duval,State
Doc#2015237736,OR BK 17337 Page 582, Of Florid as personally appeared Ski h 1
Number Pages:1 Notary Public at Large,State f Flpri j County of Duv
Recorded 10/15/2015 at 01:58 PM, My commission exp2922
C
Ronnie Fussell CLERK CIRCUIT COURT DUVAL Personally Known: or
COUNTY Produced Identifica ,
RECORDING$10.00 "�MELISSA L
OMMISSION#FF055605IRES September 18.2017
FloridallotaryService.com
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OFFICE COPY
FORM R405-2014
FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION
Florida Department of Business and Professional Regulation - Residential Performance Method
Builder Name: Toll Brothers
Project Name: Cumberland 2125 Left W Permit.Office: Atlantic Beach
Street: 1637 Atlantic Beach Dr.(Lot 7 AB)
Permit Number:
City,State,Zip: Atlantic Beach ,FL, Jurisdiction: 261300
Owner: Toll Brothers
Design Location: FL,Jacksonville
1. New construction or existing New(From Plans) 9. Wall Types(2314.8 sgft.)
Insulation Area
a.Frame-Wood,Exterior R=19.0 2133.30 ft2
2. Single family or multiple family Single-family b.Frame-Wood,Adjacent R=13.0 181.50 ft2
1 c.N/A R= ft2
3. Number of units,if multiple family ft2
3 d.NIA R=
40 sgft.) Insulation Area
a.Under Attic(Vented) R=38.0 1913.00 ft2
i 5. Is this a worst case? N0 R=19.0 212.00 ft
2125 b.Under Attic(Vented) ft2
6. Conditioned floor area above grade(ft2) c.N/A R-
Conditioned floor area below grade(ft2) 0 11.Ducts R ft2
Area a.Sup:Attic,Ret:Attic,AH: Garage 6 425
7, Windows(267.0 sgft.) Description
a. U-Factor: Dbl,U=0.33 267.00 ft2
SHGC: SHGC=0.30 12.Cooling systems kBtu/hr Efficiency
ft2 30.0 SEER:14.00
N/A
b. U-Factor: a.Central Unit
SHGC: ft2
c. U-Factor: N/A 13.Heating systems kBtulhr Efficiency
SHGC: ft2 a.Electric Heat Pump 30.0 HSPF:8.20
d. U-Factor: N/A
SHGC:
Area Weighted Average Overhang Depth: 4.345 ft.
14.Hot water systems
0.300
Area Weighted Average SHGC: a.Natural Gas Tankless Cap:1 gallons
8. Floor Types (2125.0 sgft.)
Insulation Area EF:0.600
a. Slab-On-Grade Edge Insulation R=0.0 2125.00 ft2 b Conservation features
b, NIA R
c.N/A
R= ft2 15.Credits Pstat
Total Proposed Modified Loads: 51.56 PASS
Glass/Floor Area: 0.126 Total Baseline Loads: 55.55
Review of the plans and IRE ST�11
I hereby certify that the plans and specifications covered by specifications overed by this ti0, _" 0�
this calculation are in compliance with the Florida Energy calculation indicates compliancero
�o,•'''
Code.
with the Florida Energy Code.
1 Before construction is completed er.
PREPARED BY: 'a - -
O1�0"T�It P this building will be inspected for c71
DATE: compliance with Section 553.908 .
Florida Statutes. ,,,a„.,•s��
I hereby certify that this building, as designed,is in compliance RGpf}.
with the Florida Energy Cod .
. BUILDING OFFICIAL: ---- ------ -----
OWNER/AGENT:._.. ._ . .._ ...... __-------- - -- DATE: - --- - -
DATE: ---
i
- Compliance requires certification by the air handier unit manufacturer that the air handler enclosure qualifies as
I certified factory-sealed in accordance with R403.2.2.1.
-Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage.
test report in accordance with R402.4.1.2.
I
! EnergyGaugeO USA-FlaRes2014 Section R405.4.1 Compliant Software
Page 1 of 4
1/712016 2:39 PM
i
E
FORM R405-2014
PROJECT
Cumberland 2125 Left W Bedrooms: 3 Address Type: Street Address
Title: Lot#
Building Type: User Conditioned Area: 2125
Total Stories: 1 Block/SubDivision:
Owner. Toll Brothers PlatBook:
#of Units: 1 Worst Case: No Street:
1637 Atlantic Beach Dr.
Rotate Angle: 0
Builder Name: Toll Brothers County: Duval
Permit Office: Atlantic Beach Cross Ventilation: No
Whole House Fan: No City,State,Zip:- Atlantic Beach ,
Jurisdiction: 261300 FL,
Family Type: Single-family
New/Existing: New(From Plans)
Comment:
CLIMATE
IECC Design Temp Int Design Temp Heating Design Daily Temp
Jr Design Location TMY Site Zone 97.5% 2.5% Winter Summer Degree Days Moisture Range
V FL,Jacksonville FL_JACKSONVILLE_INT 2 32 93 70 75 1281 49 Medium
BLOCKS
l
V
Area Volume
o
Name -----------.. ._.
Number -- -.._..---- - ---....----..---------------
- -
1 -Blockl 2125 21250
SPACES
eArea Volume Kitchen Occupants Bedrooms InfllID Finished Cooled Heated
Number Name
e ... -- ---
3 1 Yes Yes Yes
Main 2125 21250 Yes 4
FLOORS
Tile Wood Carpet
----
# Floor Type Space Perimeter R-Value Area -- -
0 2125 ft= 0 0 1
1 Slab-On-Grade Edge Insulatio Main 212.9 ft
ROOF
/ Pitch
Roof Gable Roof Solar SA Emitt Testred IDnsul.eck (deg)
V # Type Materials Area Area Color Absor. Tested
_. ..
1 Gable or Shed Composition shingles 2461 ft= 620 ft2 Medium 0.8 N
0.9 No 0 30.3
ATTIC
# Type
Ventilation Vent Ratio(1 in) Area RBS IRCC -^
1 Full attic
F%V/ Vented 300 2125 ft2 N N
CEILING
Framing Frac Truss Type
# - Ceiling Type Space R-Value Area
���--- 1913 ft2 0.11 Wood
1
Under Attic(Vented) Main 38
2 Under Attic(Vented) Main 19
212 ft2 0.11 Wood
i
i
Page 2 of 4
1/7/2016 2:39 PM EnergyGauge®USA-FlaRes2014 Section R405,4.1 Compliant Software
FORM R405-2014
WALLS
Cavity Width Height Sheathing Framing Solar Below
V/ Adjacent Space R_VaIu�����Et-jn Area R-Value-EracticnWbsor-GtadeJA-_
#. .__Ornt_--J°-T00.23 0.6 0
V 1 W Exterior Frame-Wood Main 19 19 10 10 0 198.3 ft2 0
2 S Exterior Frame-Wood Main 19 76 9 10 0 767.5 ft2 0 0.23 0.6 0
3 E Exterior Frame-Wood
Main 19 40 0 10 0 400.0 ft2 0 0.23 0.6 0
4 N Exterior Frame-Wood Main 19 76 9 10 0 767,5 ft2 0 0.23 0.6 0
5 20 2 9 0 181.5 ft' 0 0.23 0,01 0
W Garage Frame-Wood Main 13
DOORS
I
Storms U-Value Width Height Area
# Ornt Door Type Space Ft In Ft-In - _ .
-- None .6 3 8 24 ft2
1 W Insulated Main 2 21.3 ft2
V None 6 2 8 8
�/�/ Insulated Main
WINDOWS
Orientation shown is the entered,Proposed orientation.
_ Overhang
V Wall - Area De th Se aration Int Shade Screening
# OrntID_ Frame Panes NFRC U-Factor SHGC p p -
1 y� 1 Vinyl Low-E Double Yes 0.33 0.3 30.0 ft2 7 ft 4 in 1 ft 0 in Drapes/blinds Interior 5
_V
4-
90.0 ft2 1 ft 4 in 1 ft 0 in Drapes/blinds Interior 5
2 S 2 Vinyl Low-E Double Yes 0.33 0.3 30.0 ft2 1 ft 4 in 1 ft 0 in Drapes/blinds Interior 5
3 E 3 Vinyl Low-E Double Yes 0.33 0.3 72,0 ft2 10 ft 0 in 1 ft 0 in Drapes/blinds Interior 5
4 E 3 Vinyl Low-E Double Yes 0.33 0.3 45.0 ft2 1 ft 4 in 1 ft 0 in Drapes/blinds Interior 5
5 N 4 Vinyl Low-__
E Double Yes 0.33 0.3
GARAGE
# Floor Area Ceiling Area Exposed Wall Perimeter Avg.Wall Height Exposed Wall Insulation
- -- 9 ft 1
-- --- - - 540 ft2 510 ft2 64 ft
.--F�
INFILTRATION
# Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 -_
.2446 5
1 Wholehouse Proposed ACH(50) .000318 1770.8 97.22 182.83
HEATING SYSTEM
Efficiency Capacity Block Ducts
# System Type Subtype
1 Electric Heat Pump Split
HSPF:8.2 30 kBtulhr 1 sys#1
COOLING SYSTEM
Efficienc Ca acit
Subtype
Air Flow SHR Block Ducts
# System Typey
---
J
1 Central Unit Split SEER:14 30 kBtulhr 900 cfm 0•
7 sys#1I
I
I
1/7/2016 2:39 PM EnergyGauge®USA-FlaRes2014 Section R405.4.1 Compliant Software
Page 3 of 4
FORM R405-2014
HOT WATER SYSTEM
# System Type SubType Location EF Cap Use __-_SetPnt Conservation
g ------ -
I _ ---- None
/ 1 Natural Gas Tankless Exterior 0.6 1 gal 60.9 gal 120 de
SOLAR HOT WATER SYSTEM
Collector Storage
FSEC Collector Model# Area Volume FEF
Cert # Company Name System Model#
-- ----- -- - -- — --- ft2
None None
DUCTS
Air CFM 25 CFM25 HVAC#
----Supply-- --Return- ------- --- --
# Location R-Value Area Location Area Leakage Type Handler TOT OUT ON RLF Heat Cool
- -ttic- -----425 ftx Attic 106.25 De- - - i 1
✓ 1 A 6 fault Leakage Garage (Default) (Default)
TEMPERATURES
Programable Thermostat:Y Ceiling Fans:
Cooling Jan Feb Mar Apr May X Jun �Xj Jul [[X]Aug �Xj Sep ( ]Oct [ ]Nov H Dec
[XI
[[ ]] ki
( ] [ Ma Jun JulAugSep []Oct X Nov Dec
Heating Jan (X]Feb Mar []Apr t y Jun Jul l Aug Sep [Xl Oct X Nov Dec
Venting Jan [[ ]l Feb Mar [Xl Apr L May --.---
Hours
Thermostat Schedule: HERS 2006 Reference 3 4 5 6 7 8 g 10 11 12
Schedule Type 1 2
--- AM 78 78 78 78 78 78 78 78 80 80 80 80
Cooling(WD) PM 80 80 78 78 78 78 78 78 78 78 78 78
78 78 78 7B 78
Cooling(WEH) PM 78 78 78 78 78 78 78 78 78 78 78 78
66 66 66 68 68 68 68 68 68 66
Heating(WD) AM 66 66
PM 68 68 68 68 68 68 68 68 68 68 66 66
8 68
Heating(WEH) PM 66 66 68 66 66 68 68 68 68 68 68 68 66 66
MECHANICAL VENTILATION
Run Time Cooling System
Type.. . .
Supply CFM Exhaust CFM Fan Watts _ HR_V Heating System .............. . _ --.- - -
._.. . __.... 0% 1 -Central Unit
0 0 0 1-Electric Heat Pump
None
117/2016 2:39 PM EnergyGauge®USA-FlaRes2014 Section R405.4.1 Compliant Software
Page 4 of 4
FORM R405-2014
ENERGY PERFORMANCE LEVEL (EPL)
DISPLAY CARD
ESTIMATED ENERGY PERFORMANCE INDEX* = 93
The lower the En e rgy Performance Index,the more efficient the home.
1637 Atlantic Beach Dr. (Lot 7 AB) , Atlantic Beach , FL,
1. New construction or existing
New From Plans) 9. Wall Types Insulation Area
a.Frame-Wood,Exterior R=19,0 2133.30 ft=
2. Single family or multiple family Single-family b.Frame-Wood,Adjacent R=13.0 181.50 ft2
3. Number of units,if multiple family 1 c.NIA R= ft2
d.NIA R= ft2
4. Number of Bedrooms 3 Insulation Area
10.Ceiling Types
5. Is this a worst case? No a.Under Attic(Vented) R=38.0 1913.00 ft2
6. Conditioned floor area(ft2) 2125 b.Under Attic(Vented) R=19.0 212.00 ft2
c.N/A R= ft2
7. Windows'" Description Area 11.Ducts R ft2
a. U-Factor. Dbl,U=0.33 267.00 ft2 a.Sup:Attic,Ret:Attic,AH: Garage 6 425
SHGC: SHGC=0.30
NIA ft2
b. U-Factor, kBtu/hr Efficiency
SHGC: 12.Cooling systems
ft2 a.Central Unit 30.0 SEER:14.00
C. U-Factor: N/A
SHGC:
ft2 kBtu/hr Efficiency
d. U-Factor: NIA 13.Heating systems
SHGC: a.Electric Heat Pump 30.0 HSPF:8.20
Area Weighted Average Overhang Depth: 4.345 ft.
Area Weighted Average SHGC: 0.300
14.Hot water systems
! 8. Floor Types Insulation Area a.Natural Gas Cap:1 gallons
a.Slab-On-Grade Edge Insulation R=0.0 2125.00 ft2
EF:0.6
b.N/A R= ft2 2 b. Conservation features
c.N/A R= ft None
15.Credits Pstat
I certify that this home has complied with the Florida Energy Efficiency Code for Building osr�.
Construction through the above energy saving features which will be installed (or exceeded) ��,
in this home before final inspection. Otherwise, a new EPL Display Card will be completed ,; i ;,,,, ,, o
based on installed Code cc p' ntfeatures.
Builder Signature: Date: (�I' I'g
N
k ?t
City/FL Zip: Tt.323
Address of New Home: I1p31 ani _ / '�
i
*Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient
mortgage (EEM)incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at(321)
638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For
information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support
staff.
"Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT.
1/7/2016 2:39 PM 9Y 9
Ener Gau e®USA-FlaRes2014 -Section R405.4.1 Compliant Software Page 1 of 1
FORM R405-2014
Florida Department of Business and Professional Regulations
Residential Whole Building Performance and Prescriptive Methods
ADDRESS:. 1637 Atlantic Beach Dr.(Lot 7 AB)
Permit Number.
Atlantic Beach ,FL,
i
MANDATORY REQUIREMENTS see individual code sections for full details. performance level(EPL)
I 401.3 Energy Performance Level(EPL)display card(Mandatory). The building official shall require that an energy p
display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy.Florida law
[Section 553.9085,Florida Statues]requires the EPL display card to be included as an addendum to each sales contract for both presold and
j ontains information indicating the energy performance level and efficiencies of components
nonpresold residential buildings.The EPL display card c
installed in a dwelling unit.The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans
and specifications submitted to demonstrate compliance for the building.A copy of the EPL display card can be found in Appendix C.
R402.4 Air leakage(Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of
Sections R402.1 through R402.4.4.
R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2.The
sealing methods between dissimilar materials shall allow for differential expansion and contraction.
R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in
Where required by the code official,an approved thirdons and hparty shall ia inspect alted in lcompon components and verify compliance.le to the ethod of construction.
• R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air
changes per hour in Climate Zones 1 and 2,and 3 air changes per hour in Climate Zones 3 through 8.Testing shall be conducted with
a blower door at a pressure of 0.2 inches w.g.(50 Pascals).Where required by the code official,testing shall be conducted by an
approved third party.A written report of the results of the test shall be signed by the party conducting the test and provided to the code
any time after creation of all penetrations of the building thermal envelope.
official.Testing shall be performed at z
i
During testing:
1.Exterior windows and doors,fireplace and stove doors shall be closed,but not sealed,beyond the intended weatherstripping or
other infiltration control measures;
2.Dampers including exhaust,intake,makeup air,backdraft and flue dampers shall be closed,but not sealed beyond intended
infiltration control measures;
3.Interior doors,if installed at the time of the test,shall be open;
4.Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed;
5.Heating and cooling systems,if installed at the time of the test,shall be turned off;and
I6.Supply and return registers,if installed at the time of the test,shall be fully open.
I R402.4.2 Fireplaces. New wood-burning fireplaces shall have tight-fitting flue dampers and outdoor combustion air.
8402.4.3 Fenestration air leakage.Windows,skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm
per square foot(1.5 L/s/m2),and swinging doors no more than 0.5 cfm per square foot(2.6 Us/m2),when tested according to NFRC 400 or
AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited,independent laboratory and listed and labeled by the manufacturer.
Exception: Site-built windows,skylights and doors.
Id R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage
between conditioned and unconditioned spaces.All recessed luminaires shall be IC-rated and labeled as.having an air leakage rate not
more than 2.0 cfm(0.944 L/s)when tested in accordance with ASTM E 283 at a 1.57 psf(75 Pa)pressure differential.All recessed
luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering.
R403.1.1 Thermostat provision(Mandatory). At least one thermostat shall be provided for each separate heating and cooling system.
R403.1.3 Heat pump supplementary heat(Mandatory). Heat pumps having supplementary electric-resistance heat shall have controls
that,except during defrost,prevent supplemental heat operation when the heat pump compressor can meet the heating load.
R403.2.2 Sealing(Mandatory)AII ducts,air handlers,and filter boxes and building cavities that form the primary air containment
passageways for air distribution systems shall be considered ducts and plenum chambers,shall be constructed and sealed in accordance
with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post-construction
or rough-in testing below.
ET Standards by either an energy rater certified in accordance with Section
Duct tightness shall be verified by testing to Section 803 of the RESIN
553.99,Florida Statutes,or as authorized by Florida Statutes,to be"substantially leak free"by either of the following:
1. Post-construction test:Total leakage shall be less than or equal to 4 cfm(113 Umin)per 100 square feet(9.29 m2)of conditioned floor area
when tested at a pressure differential of 0.1 inches w.g.(25 Pa)across the entire system,including the manufacturer's air handler enclosure.All
register boots shall be taped or otherwise sealed during the test.
2, Rough-in test:Total leakage shall be less than or equal to 4 cfm(113 Umin)per 100 square feet(9.29 m2)of conditioned floor area when tested
ng
he
I to a dpressure
or otherwise sealed during the test If he air handler.(25Pa)across te system,is not installed atlthettime of the test manufacturer's
totalair
leakage shall be less All
than or equal to isters shall 3 cfm
I taped or oth
(85 L/min)per 100 square feet(9.29 m2)of conditioned floor area.
Exceptions:
1. The total leakage test is not required for ducts and air handlers located entirely within the building envelope.
2. Duct testing is not mandatory for buildings complying by Section R405 of this code.
i Page 1 of 3
geO USA-FlaRes2014 -Section R405.4.1 Com
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FORM R405-2014
MANDATORY REQUIREMENTS - (Continued)
kage of no more than 2 percent of the
R403.2.2.1 Sealed air handler. Air handlers
l have a 19ufacturer's designation for an air lea
i design air flow rate when tested in accordance with
3.
I
I R403.2.3 Building Cavities(Mandatory). Building framing cavities shall not be used as ducts or plenums.
R403.3 Mechanical system piping Insulation(Mandatory). Mechanical system piping capable of carrying fluids above 105°F(41°C)
or below 55°F(13°C)shall be insulated to a minimum of R-3., 1
I
R403.3.1 Protection of piping insulation. Piping insulation exposed to weather shall be protected from damage,including that caused
by sunlight,moisture,equipment maintenance,and wind,and shall provide shielding from solar radiation that can cause degradation of the
material.Adhesive tape shall not be permitted.
I / hot
p] R403.4.1 Circulating hot water systems`Me hot-water circulating Circulating
when the system its Inotein useded with an automatic or readily
accessible manual switch that can turn
R403.4.3 Heat traps(Mandatory). Storage water heaters not equipped with Integral heat traps and having vertical pipe risers shall have
heat traps installed on both the inets and d of atl
lleast 3'/2 inlches(89rmm)nathe hot water d stribut on line and cold water line t traps shall consist of either a commercially llocated aslale heat tcl srap e as possible
downward and upward benen
to the storage tank.
R403.4.4 Water heater efficiencies(Mandatory). Water heater efficiencies
R403.4.4.1 Storage water heater temperature controls
R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls
capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use.The minimum
temperature setting range shall be from 100°F to 140°F(38°C to 60°4
ed
R403.4.4A.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided tsupe mit the power supplied to the main burner(s)
• to electric service systems to be turned off.A separate valve shall be provided to ermit the energy pp
of combustion types of service water heating systems to be turned off.
units shall
t the minimum
ies of
Table .4.2 Water heating equipment. Water heating equipmentConservatled ion,IComlmercfiall Provisions,for the type of equipment installed.
YV Table C404.2 in Chapter 4 of the Florida Building Code,Energy
Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water
heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1.
R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar eof
nergy
factor of the system.The solar energy factor hall be tested in aocordancel be rmined from the Florida Solar with SO Standard 9806,Test Methods forSolarCollectors,
1 Certified Solar Systems.Solar collector
and SRCC Standard TMA,Solar Domestic Hot Water System and Component Test Protocol,Collectors in installed solar water
heating systems should meet the following criteria;
1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal;and
2. Be installed at an orientation within 45 degrees of true south.
R403.5 Mechanical ventilation(Mandatory). The building shall be provided with ventilation that meets the requirements of the
Florida Building Code,Residential or Florida Building Code,Mechanical,as applicable,or with other approved means of ventilation.
Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating.
I8403.5.1 Whole-house mechanical ventilation system fan efficacy. Mechanical ventilation system fans shall meet the
efficacy requirements of Table R403.5.1.
Exception:Where mechanical ventilation fans are integral to tested and listed HVAC equipment,they shall be powered by an
electronically commutated motor.
!( to be operated at a positive indoor pressure or for mechanical
R403.5.2 Ventilation air. Residential buildings designed
ventilation shall meet the following criteria:
1. The design air change per hour minimums for residential buildings in ASHRAE 62,Ventilation for Acceptable Indoor Air Quality,
shall be the maximum rates allowed for residential applications.
2. No ventilation or air-conditioned system make air shall be provided to conditioned space from attics,crawlspaces,attached closed
garages or outdoor spaces adjacent to swimming pools or spas.
I 3. If ventilation air is drawn from enclosed spaces(s),then the walls of the space(s)from which air is drawn shall be insulated to a
minimum of R-11 and the ceiling shall be insulated to a minimum or RA 9,space permitting,or R-10 otherwise.
,( R403.6 Heating and cooling equipment(Mandatory). The following sections are mandatory for cooling and heating equipment.
yJ
l
equipment
uiment loads calculated in a cordance with ACCA Manual J or other approved heaHeatinand cooling equipment shall be sized in ting ndcool ng cal ulation methodologies,
q pP
based on building loads for the directional orientation of the building.The manufacturer and model number of the outdoor an
indoor units(if split system)shall be submitted along with the sensible and total cooling capacities at the design conditions
described in Section R302.1.This code does not allow designer safety factors,provisions for future expansion or other factors
which affect equipment sizing.System sizing calculations shall not include loads created by local intermittent mechanical ventilation
such as standard kitchen and bathroom exhaust systems. so that its
R4016A.1 Cooling equipment capacity15 times only
equip
ment shall be selected
calculated total load,but not more than e total load calculated according totthe procedure selected In al capacity is not less than the
Section 403.6,or thebe
osest less than available
size a d stent the manufacturer's product lines.The corresponding latent capacity of the
equipment shall not Page 2 of 3
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i
FORM R405-2014
MANDATORY REQUIREMENTS - (Continued)
R403.6.1.1 Cooling equipment capacity.(continued) The published value for AHRI total capacity is a nominal,rating-test value and
shall not be used for equipment sizing.Manufacture's expanded performance data shall be used to select cooling-only equipment.This i
selection shall be used to select cooling-only equipment.This selection shall be based on the outdoor design dry bulb temperature for the
load calculation(or entering water temperature for water-source equipment),the blower cfm provided by the expanded performance data,
the design value for entering wet bulb temperature and the design value for entering dry bulb temperature.
Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load
calculation and shall be adjusted for return side gains if the return duct(s)is installed in an unconditioned space.
i
Exceptions:
I 1. Attached single-and multi-family residential equipment sizing may be selected so that its cooling capacity is less than the
calculated total sensible load but not less than 80 percent of that load.
I
2. When signed and sealed by a Florid a-registe red engineer,in attached single-and multi-family units,the capacity o
equipment may be sized in accordance with good design practice.
i
I R403.6.1.2 Heating equipment capacity
R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according Section
l
R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load.
R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design
• requirements calculated according to the procedure selected in Section R403.6.1.
R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners
shall not be less than the design load calculated in accordance with Section R403.6.1.
R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an
intermittent basis,such as anticipated additional loads caused by major entertainment events,shall have equipment sized or controlled to
prevent continuous space cooling or heating within that space by one or more of the following options:
1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas.
2. A variable capacity system sized for optimum performance during base load periods is utilized. '
R403.7 Systems serving multiple dwelling units(Mandatory). Systems serving multiple dwelling units shall comply with Sections
C403 and C404 of the Commercial Provisions in lieu of Section R403.
❑ R403.8 Snow melt system controls(Mandatory). Snow and ice-melting systems,supplied through energy service to the building,shall
include automatic controls capable of shutting off the system when the pavement temperature is above 55'F,and no precipitation is falling
and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40'F.
❑ R403.9 Swimming pools,inground spas and portable spas(Mandatory). The energy requirements for residential pools and
inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15.The energy
requirements for portable spas shall be in accordance with ANSI/APSP-14.
0 R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on-off switch that is mounted
outside the heater to allow shutting off the heater without adjusting the thermostat setting.
R403.9.1.1 Gas and oil-fired pool and spa heaters. All gas-and oil-fired pool and space heaters shall have a minimum
thermal efficiency of 82 percent for heaters manufactured on or after April 16,2013 when tested in accordance with ANSI Z 21.56.
Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights.
R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance
with AHRI 1160,Table 2,Standard Rating Conditions-Low Air Temperature.A test report from an independent laboratory is
required to verify procedure compliance.Geothermal swimming pool heat pumps are not required to meet this standard.
p R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a
preset schedule shall be installed on all heaters and pumps.Heaters,pumps and motors that have built in timers shall be deemed in
compliance with this equipment.
Exceptions:
1. Where public health standards require 24-hour pump operations.
2. Where pumps are required to operate solar-and waste-heat-recovery pool heating systems.
3. Where pumps are powered exclusively from on-site renewable generation.
p R403.9.3 Covers. Heated swimming pools and Ing round permanently installed spas shall be equipped with a vapor-retardant cover on or
at the water surface or a liquid cover or other means proven to reduce heat loss. such as a heat pump or
i Exception: Outdoor pools deriving over 70 percent of the energy for heating from site-recovered energy,
' solar energy source computed over an operating season.
RR404.1 Lighting equipment(Mandatory). A minimum of 75 percent of the lamps in permanently installed fighting fixtures shall be
high-efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps.
Exception: Low-voltage lighting shall not be required to utilize high-efficacy lamps.
R404.1.1 Lighting equipment(Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights
R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R 6.
R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19.Where single assemby of the exposed deck and beam type or
concrete deck roofs do not have sufficent space,R-10 is allowed. pa e 3 of 3
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FORM R405-2014 TABLE 402.4.1.1
AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA
Builder Name: Toll Brothers
Project Name: Cumberland 2125 Left W permit Office: Atlantic Beach
Street: 1637 Atlantic Beach Dr.(Lot 7 AB) permit Number:
I City,State,Zip: Atlantic Beach ,FL, Jurisdiction: 261300
Owner: Toll Brothers r
Design Location: FL,Jacksonville
I CHECK
COMPONENT
CRITERIA
Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope.
Exterior thermal envelope contains a continuous barrier.
Breaks or joints in the air barrier shall be sealed.
Air-permeable insulation shall not be used as a sealing material.
Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the
insulation and any gaps in the air barrier shall be sealed.
Access openings,drop down stairs or knee wall doors to unconditioned
attic spaces shall be sealed.
Corners and headers shall be insulated and the junction of the foundation
Walls and sill plate shall be sealed.
The junction of the top plate and the top or exterior walls shall be sealed.
Exterior thermal envelope insulation for framed walls shall be installed in
substantial contact and continuous alignment with the air barrier.
Knee walls shall be sealed.
Windows, skylights and doors The space between window/door jambs and framing and skylights and
framing shall be sealed.
Rim 'oists Rim joists are insulated and include an air barrier.
Floors (including above-garage Insulation shall be installed to maintain permanent contact with underside
and cantilevered floors) of subfloor decking.
The air barrier shall be installed at any exposed edge of insulation.
Crawl space walls Where provided in lieu of floor insulation,insulation shall be permanently
attached to the crawlspace walls.
Exposed earth in unvented crawl spaces shall be covered with a Class I
vapor retarder with overlapping joints taped.
Shafts, penetrations Duct shafts, utility penetrations,and flue shaft openings to exterior or
unconditioned space shall be sealed.
Narrow cavities Batts in narrow cavities shall be cut to fit,or narrow cavities shall be filled
by insulation that on installation readily conforms to the available cavity
s aces.
Garage separation Air sealing shall be provided between the garage and conditioned spaces.
Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be
air tight, IC rated,and sealed to the drywall.
Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in
exterior walls,or insulation that on installation readily conforms to available
space shall extend behind piping and wiring.
Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air
barrier installed separating them from the showers and tubs.
Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or
air sealed boxes shall be installed.
HVAC register boots HVAC register boots that penetrate building thermal envelope shall be
sealed to the sub-floor or drywall.
Fireplace An air barrier shall be installed on fireplace walls.Fireplaces shall have
gasketed doors
1n12016 2:39 PM EnergyGauge®USA-FlaRes2014 Section R405.4.1 Compliant Software
Page 1 of 1
I
I
FLORIDA ENERGY EFFICIENCY CODE
FOR BUILDING CONSTRUCTION
Envelope Leakage Test Report
Prescriptive and Performance Method
Builder Name: Toll Brothers
Project Name: Cumberland 2125 Left W permit Office: Atlantic Beach
Street: 1637 Atlantic Beach Dr.(Lot 7 AB) Permit Number:
City,State,Zip: Atlantic Beach , FL, Jurisdiction: 261300
Design Location: FL,Jacksonville
Envelope Leakage Test Results Leakage Characteristics
Regression Data:
R:.... - -- - CFM(50):
Single or Multi Point Test Data ELA:
- - - --- --- ---- ------- -- ------ --
HOUSE PRESSURE I FLOW:
EgLA:
ACH:
ACH(50): —
SLA:
R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour
in Climate Zones 1 and 2,3 air changes per hour in Climate Zones 3 through S.Testing shall be conducted with a blower door at a pressure of 0.2
inches w.g.(50 Pascals).Where required by the code official,testing shall be conducted by an approved third party.A written report of the results of the
test shall be signed by the party conducting the test and provided to the code official.Testing shall be performed at any time after creation of all
penetrations of the building thermal envelope.
During testing:
1.Exterior windows and doors,fireplace and stove doors shall be closed,but not sealed,beyond the intended weatherstripping or other
infiltration control measures;
2.Dampers including exhaust,intake,makeup air,backdraft and flue dampers shall be closed,but not sealed beyond intended infiltration
control measures;
j 3.Interior doors,if installed at the time of the test,shall be open;
4.Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed;
5.Heating and cooling systems,if installed at the time of the test,-shall be turned off;and
6.Supply and return registers,if installed at the time of the test,shall be fully open.
Q � A
I hereby certify that the above envelope leakage Where required by the code official, --
performance results demonstrate compliance testing shall be conducted by an i' �fl, � *�'
approved third a A written
i with Florida Energy Code requirements in PP party. r,,,,, ... c=• ,•;;,;� i
repo
of the results of the test shall �� .,
accordance with Section R402.4.1.2. P be signed by the third party
conducting the test and provided to u� I
the code official.
SIGNATURE:
_ . COD NrE
i
PRINTED NAME:
---- - -- ------ BUILDING OFFICIAL:
DATE: — DATE: -----
- ---- — ---r- ------- -- -. .I
117!2016 2:39 PM 9Y
Ener Gauge®USA-FlaRes2014 -Section R405.4.1 Compliant Softwar Page 1 of 1
Lot 7
Manual S Compliance p liance Re ort Jab:Date: 1/7/16 117/16 CC
TOV
CC tieatlra rd Air By: Stephen Barber
Endre House
McGowan's Heating & Air Conditioning, Inc.
4850 Collins Road,Orange Park,FI 32073 Phone:904-278-0339 Fax:904-278-0366 Email:Bacobs@mcgowansac.com Web:www.mcgowansac.com
Project Information
For: Toll Brothers
FI
Cooling Equipment
Design Conditions
Outdoor design DB: 99.2°F Sensible gain: 21497 Btuh Entering coil DB: 75.9°F
Outdoor design WB: 80.2°F Latent gain: 4429 Btuh Entering coil WB: 62.9°F
Indoor design DB: 75.0°F Total gain: 25926 Btuh
Indoor RH: 50% Estimated airflow: 953 cfm
Manufacturer's Performance Data at Actual Design Conditions
Equipment type: Split ASHP
Manufacturer: Carrier Model: CH14NB0300000A+FB4CNP030L
Actual airflow: 953 cfm
Sensible capacity: 22400 Btuh 104%of load
Latent capacity: 4429 Btuh 100%of load
Total capacity: 26829 Btuh 103%of load SHR: 83%
Heating Equipment
Design Conditions
Outdoor design DB: 31.7°F Heat loss: 28499 Btuh Entering coil DB: 69.6°F
Indoor design DB: 70.0°F
Manufacturer's Performance Data at Actual Design Conditions
Equipment type: Split ASHP
Manufacturer: Carrier Model: CH14NB0300000A+FB4CNP030L
Actual airflow: 953 cfm
Output capacity: 28499 Btuh 100%of load Capacity balance: 33 °F
Supplemental heat required: 0 Btuh Economic balance: -99 °F
Backup equipment type: Elec strip
Manufacturer: Model:
Actual airflow: 953 cfm
Output capacity: 9.0 kW 108%of load Temp. rise: 25 °F
The above equipment was selected in accordance with ACCA Manual S.
2016-Jan-07 11:35:30
" ft Comfort Builder by Wrightsoft 15.0.23 RSU12270 Page 1
wrlghtso
i9lL�s^C1F\ ...nstruction\Toll Brothers\2.5 TON-Manual S.rup Calc=MJ8 House faces: W
Job: Lot 7 ABCC
Project Summary Date: 117116
Entire House By: Stephen Barber
c «1�1Q
McGowan's Heating & Air Conditioning, Inc.
4850 Collins Road,Orange Park,FI 32073 Phone:904278-0339 Fax:904-278-0366 Email:korey@mcgowansac.com Web:www.mcgowansac.com
Project Information
For: Toll Brothers
FI
Notes: Cumberland
Design Information
Weather: Jacksonville NAS, FL, US
Winter Design Conditions Summer Design Conditions
Outside db 32 °F Outside db 99 °F
Inside db 70 °F Inside db 75 °F
Design TD 38 °F Design TD 24 °F
Daily range M
Relative humidity 50 %
Moisture difference 61 gr/Ib
Heating Summary Sensible Cooling Equipment Load Sizing
Structure 22746 Btuh Structure 15938 Btuh
Ducts 3059 Btuh Ducts 3902 Btuh
Central vent(0 cfm) 0 Btuh Central vent(0 cfm) 0 Btuh
Humidification 0 Btuh Blower 0 Btuh
Piping 0 Btuh
Equipment load 25804 Btuh Use manufacturerdata n
Rate/swing multiplier
ier 1.04
Infiltration Equipment sensible load 20674 Btuh
Method Simplified Latent Cooling Equipment Load Sizing
Construction quality Average 3145 Btuh
Fireplaces 0 Structure
Ducts 677 Btuh
Heating Cooling Central vent(0 cfm) 0 Btuh
Area(ftp 2125 2125 Equipment latent load 4288 Btuh
Volume(T) 21289 21289 24962 Btuh
Air changes/hour 0.32 0.16 Equipment total load
Equiv.AVF (cfm) 114 57 Req.total capacity at 0.70 SHR 2.5 ton
Heating Equipment Summary Cooling Equipment Summary
Make Carrier Make Carrier
Trade 14 SEER PURON HP Trade 14 SEER PURON HP
Model CH14NBO300000A Cond CH14NBO300000A
AHRI ref 0 Coil FB4CNP030L
AHRI ref 0
Efficiency 8.2 HSPF Efficiency 11.7 EER, 14 SEER
Heating Input Sensible cooling 20020 Btuh
Heating output 28600 Btuh @ 47°F Latent cooling 8580 Btuh
Temperature rise 27 °F Total cooling 28600 Btuh
Actual air flow 953 cfm Actual air flow 953 cfm
Air flow factor 0.037 cfm/Btuh Air flow factor 0.048 cfm/Btuh
Static pressure 0.50 in H2O Static pressure 0.50 in H2O
Space thermostat Load sensible heat ratio 0.84
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
2016-Jan-0711:21:02
"l w rightsoft' Comfort Builder by Wrightsoft 15.0.23 RSU12270 Page 1
,CCA ...truction\Toll Brothers\Cumberland 2125 Left.rup Calc=MJ8 Front Door faces: W
First Floor
m,wic
master bed 16 x 16
14x6 12„
10x6 8
5"
® 4x8 8x4 6x12
3"Fan 4
m.bath 4 7"
12" family
12 x 12 Fa 3"Fan
8 24 x 18
14" 1
bath 2
6x10 6x12
bed 2, 6 7"
8 x 4 hall'
4„
12x6
8x4 14"
12x12 5"
8"
10 x 10 kitchen'
bed 3 6 x 10
9,
18" 6"
10 x 10 d OO
o
16'
10x6
6"
foyer
garage 12 x 6
7^ d inq
10x6
6"
Job#: Lot 7 ABCC McGowan's Heating & Air Conditioning, Scale: 1 : 101
Performed by Stephen Barber for: Page 1
Ton Brothers 4850 Collins Road Comfort Builder by Wrightsoft
Orange Park,FI 32073 15.0.23 RSU12270
Fl Phone:904-278-0339 Fax:904-278-0366 2016-Jan-0711:21:34
www.mcgowansac.com korey@mcgowansac.com rothers\Cumberland 2125 Left.rup
Lot 7
Duct System Summary Job: 1/7/16 CC
��� Y Summary Date: 117116
!s••a'mg&�4+r`,� �64, Entire House By: Stephen Barber
�Grl[ti-tSl7tfiltg
McGowan's Heating & Air Conditioning, Inc.
4850 Collins Road,Orange Park,FI 32073 Phone:904-278-0339 Fax:904-278-0366 Email:korey@mcgowansac.com Web:www.mcgowansac.com
7*11:141 M • i I I n t •
For: Toll Brothers
FI
Heating Cooling
External static pressure 0.50 in H2O 0.50 in H2O
Pressure losses 0.11 in H2O 0.11 in H2O
Available static pressure 0.39 in H2O 0.39 in H2O
Supply/return available pressure 0.250/0.140 in H2O 0.250/0.140 in H2O
Lowest friction rate 0.086 in/100ft 0.086 in/100ft
Actual air flow 953 cfm 953 cfm
Total effective length (TEL) 454 ft
Supply Branch Detail Table
Design Htg Clg Design Diam H x W Duct Actual Ftg.Egv
Name (Btuh) (Cfm) (Cfm) FR (in) (in) Matl Ln(ft) Ln(ft) Trunk
bath 2 c 129 3 6 0.110 4.0 Ox 0 VIFx 43.2 185.0 st2
bed 2 h 1809 67 60 0.108 6.0 Ox 0 VIFx 47.5 185.0 st2
bed 3 h 2191 81 76 0.145 6.0 Ox 0 VIFx 27.9 145.0 st1
dining h 2244 83 51 0.140 6.0 Ox 0 VIFx 33.5 145.0 SO
dining-A h 2244 83 51 0.134 6.0 Ox 0 VIFx 41.4 145.0 st1
family C 2322 102 112 0.112 7.0 Ox 0 VIFx 39.2 185.0 st2
family-A C 2322 102 112 0.090 7.0 Ox 0 VIFx 52.3 225.0 st3
foyer C 2084 96 100 0.141 7.0 Ox 0 VIFx 32.6 145.0 st1
kitchen C 2561 77 123 0.108 7.0 Ox 0 VIFx 46.5 185.0 st2
laund. C 897 12 43 0.143 5.0 Ox 0 VIFx 29.6 145.0 st1
m.bath h 768 28 17 0.088 4.0 Ox 0 VIFx 59.4 225.0 st3
m.wic In 2388 88 44 0.086 5.0 Ox 0 VIFx 66.6 225.0 st3
master bed C 3244 130 156 0.089 8.0 Oxo VIFx 54.8 225.0 st3
wc C 37 1 2 0.089 4.0 Ox 0 VIFx 55.6 225.0 st3
SupplyDetail Table
Trunk Htg Cig Design Veloc Diam H x W Duct
Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk
st3 Peak AVF 350 331 0.086 445 12.0 0 x 0 VinlFlx st2
st2 Peak AVF 599 632 0.086 591 14.0 0 x 0 VinlFlx st1
st1 Peak AVF 953 953 0.086 683 16.0 0 x 0 VinlFlx
2016-Jan-07 11:21:02
wright'sofr Comfort Builder by Wrightsoft 15.0.23 RSU12270 Page 1
J'f4s .,.truction\Toll Brothers\Cumberland 2125 Left.rup Calc=MJ8 Front Door faces: W
Return Branch Detail Table
Grill Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct
Name Size(in) (cfm) (Cfm) (ft) FR (fpm) (in) (in) Opening(in) Matl Trunk
rb1 Ox 0 170 242 147.2 0.095 226 14.0 Ox 0 VIFx rt1
rb4 Ox 0 248 220 162.5 0.086 316 12.0 Ox 0 VIFx rt1
rb3 Ox 0 274 289 143.0 0.098 828 8.0 Ox 0 VIFx rt1
rb2 Ox 0 261 203 134.5 0.104 749 8.0 Ox 0 VIFx rt1
TableReturn Trunk Detail
Trunk Htg Clg Design Veloc Diam H x W Duct
Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk
rt1 Peak AVF 953 953 0.086 539 18.0 0 x 0 VinlFlx
2015-Jan-07 11:21:02
I - wrightsoft' Comfort Builder by Wrightsoft 15.0.23 RSU12270 Page 2
AC4:k ...truction\Toll Brothers\Cumberland 2125 Left.rup Calc=MJ8 Front Door faces: W
�t •, +FI
CITY OF A,TLA
I200 Sandpiper Lane
ATLANTIC BEACFI,FL 32233
(904)270-2535 or(904)247-5874
NEW WATER/SEWER TAP REQUEST
Date:_2- e-ol— /(e Project Address: /&32
No. of Units:�_Commercial Residential ✓ Multi-Family
New Water T Meter(s)
�(s)&M (s)
Meter Size(s) /—t
New Irrigation Meter Upgrade Existing Meter from to (size)
•
New Reclaimed Water Meter v"" 3 Size �q New Connection to City Sewer
Name:
Applicant Address:
City: State: Zip
Phone Number: Cell Number:
Email Address Fax:
Signature:
(Applicant)
CITY STAFF USE ONLY
Application# /�o— —Zoo 9
Water System Development Charge $ ' 1 iffi,W
Sewer System Development Charge $ ,�,pv
Water Meter Only $ L 04T1W
Reclaimed Meter Only $—Z6 , da
Water Meter Tap $
Sewer Tap $ (notes)
Cross Connection $ s!J—, Cgo
Other $
TOTAL (o
APPROVED: Kayle Moore,PE Xv1g
(Deputy PW Director or Authorized Signature) ALL TAP REQUEST MUST BE
APPROVED BY UTLITIES DEPARTMENT BEFORE FEES CAA REASSESSED
5_1' City of Atlantic Beach LBY:
�� APPLICATION NUMBER
Building Department C ' (To be assigned by the Building Department.)
tla Seminole RoadAtlantic Beach, Florida 32233-5445FEa � 4 Zjj�FPhone(904)247-5826 • Fax(904) 450,119 E-mail: building-dept@coab.us Date routed: Z �4
City web-site: http://www.coab.us
APPLICATION REVIEW AND TRACKING FORM
Property Address: 1lr3� ZC Ar%ServVices
Department review required Yes No
Applicant: �� Q s oning
is ratorProject: AW /—I V/� �
y
Review fee $ d Dept Signature
Other Agency Review or Permit Required Review or Receipt Date
of Permit Verified By
Florida Dept. of Environmental Protection
Florida Dept. of Transportation
St.Johns River Water Management District
Army Corps of Engineers
Division of Hotels and Restaurants
Division of Alcoholic Beverages and Tobacco
Other:
APPLATION STATUS
Reviewing Department First Review: MApproved. [-]Denied.
(Circle one.) Comments:
BUILDING
PLANNING &ZONING 1 4j �� W11 -9
/IReviewed by: Da
TREE ADMIN. Second Review: ❑Approved as revised. ❑Denied.
JBEIC ORKS Comments:
PUBLIC TILITIES
0 �
PUBLIC SAFETY Reviewed by: Date:
FIRE SERVICES Third Review: ❑Approved as revised. ❑Denied.
Comments:
Reviewed by: Date:
Revised 07/27/10
City of Atlantic Beach
Building Department FFDate
PLICATION NUMBER
800 Seminole Road
ned by the Building Department.)
Atlantic Beach, Florida 32233-5445 � �Phone(904)247-5826 • Fax(904)247-5845
E-mail: building-dept@coab.us d: Z
City web-site: http://www.coab.us
APPLICATION REVIEW AND TRACKING FORM
Property Address: 1�3r- De artment review required Yes No
Applicant: a nit &Zoning
` minis rator
Project: NG f jV's JQ Public W
c Utilitie
Pu is Safety
Fire Services
Review fee $ Dept Signature
Other Agency Review or Permit Required Review or Receipt
of Permit Verified By Date
Florida Dept. of Environmental Protection
Florida Dept. of Transportation
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 Department First Review: XApproved. ❑Denied.
(Circle one.) Comments:
BUILDING
PLANNING &ZONING
Reviewed by:
TREE ADMIN.
Second Review: DApproved as revised. []Denied.
PUBLIC WORKS Comments:
PUBLIC UTILITIES
PUBLIC SAFETY Reviewed by: Date:
FIRE SERVICES Third Review: DApproved as revised. []Denied.
Comments:
Reviewed by: Date:
Revised 07/27/10
City of Atlantic Beach
"A , Department FrDaterouted:
PLICATION NUMBER
800 Seminole Road Z
ed by the Building Department.)
9- — �r Atlantic Beach, Florida 32233-5445 -��� •��9
Phone(904)247-5826 • Fax(904)247-5845
r'JIT E-mail: building-dept@coab.us Z ��
City web-site: http://www.coab.us
APPLICATION REVIEW AND TRACKING FORM
Property Address: 37Ck,,IjAr- De artment review required Ye No
Applicant: l Q S a ning &Zoning
t minis rator
Project: W�v fjvr Public W
C Utilitie
Pu is Safety
Fire Services
;Review fee $ Dept Signature
Other Agency Review or Permit Required Review or Receipt
ed By Date
Florida Dept. of Environmental Protection of Permit Verifi
Florida Dept. of Transportation
St. Johns River Water Management District
Army Corps of Engineers
Division of Hotels and Restaurants
Division of Alcoholic Beverages and Tobacco
Other:
APPLI TION STATUS
Reviewing Department First Review: Approved. ❑Denied.
(Circle one.) Comments:
BUI IN
PLANNING &ZONING
Reviewed by: Date �IL
TREE ADMIN.
Second Review: [Approved as revised. ❑Deni d
PUBLIC WORKS Comments:
PUBLIC UTILITIES
PUBLIC SAFETY Reviewed by:
Date:
FIRE SERVICES Third Review: ❑Approved as revised. ❑Denied.
Comments:
Reviewed by: Date:
Revised 07/27/10
City of Atlantic Beach
r Building Department ' - APPLICATION NUMBER
800 Seminole Road -'C�+ �'�j + o be assigned by the Building Department.)
r Atlantic Beach, Florida 32233-5445FE
Phone(904)247-5826 • Fax(904)247-5845 ?916
E-mail: building-dept@coab.us /
City web-site: http://www.coab.us Date routed:
APPLICATION REVIEW AND TRACKING
FORM
Property Address: �' — — --- —--- —
Dh tCLf Ar' De artment review required Yes No
Applicant: ��/
Hing&Zoning
Project: �f,J minis rator -
r�Y +q Public W
c Utilitie
Pu is Safety
Fire Services
Review fee $ Dept Signature
Other Agency Review or Permit Required Review or Receipt
of Permit Verified'B Date
Florida Dept.of Environmental Protectio'_ n — ----
Florida Dept.of Transportation
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 I Department First Review: []Approved. �
L✓1Denied.
(Circle one.) Comments: / � J
BUILDING 41e 0"lL(>D� 4ZZ&At ,9G
PLANNING &ZONING
_ Reviewed by: ,�
TREE ADMIN. V Date: f! �-d
Second Review: []Approved as revised. ❑Denied.
PUBLIC WORKS Comments:
PUBLIC UTILITIES
PUBLIC SAFETY
_ Reviewed by: Date:
FIRE SERVICES Third Review:
QApproved as revised. ❑Denied.
Comments:
Reviewed by: Date:
Revised 07/27/10
Building Component Supply, Inc.
B4627 J.P. Hall Blvd. Suite 208
CS Green Cove Springs, FL 32043
BUILDING COMPONENT SUPPLY,INC. Tel:• (904) 297-9390
Re : 8536TO Date: 01/15/16
Site Information: Project Customer: Toll Brothers Model Name :The Cumberland
Lot/Block: 7 Subdivision :Atlantic Beach
Elevation :Caribbean
Name Address and License # of Structural Engineer of Record, If there is one, for this building.
Name: Lou Pontigo&Assoc. - Lou Pontigo P.E. License#: 53311
Address: 420 Osceola Avenue , Jacksonville Beach, FL 32250
General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show
Special Loading Conditions):
Design Code: FBC2014/TP12007 Design Program: 7.62 Apr 30 2015 Roof Load: 40.0 psf Floor Load: NIA
Wind Code: MWFRS(Directional)/C-C hybrid Wind ASCE 7-10 Wind Speed: 130 mph
This package includes 59 individual, dated rTruss Design Drawings and 0 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 611315-31.003, section 5 of the Florida Board of Professional Engineers Rules.
No Date Truss ID# Seal# No Date Truss ID# Seal# No. Date Truss ID# Seal#
1 11/12/15 EJ02 A0088536 23 11/12/15 T06 A0088558 45 01/14/16 T37 A0088580
2 11/12/15 EJ03 A0088537 24 11/12/15 T07 A0088559 46 01/14/16 T38 A0088581
3 11/12/15 EJ04 A0088538 25 11/12/15 T08 A0088560 47 01/14/16 T39 A0088582
4 11/12/15 EJ05 A0088539 26 11/12/15 T09 A0088561 48 01/14/16 T40 A0088583
5 11/12/15 EJ06 A0088540 27 11/12/15 T10 A0088562 49 01/14/16 T41 A0088584
6 11112'15 EJ07 AG038541 28 11/i2ii5 T11 AG088563 50 131/14/10 T41A A0088585
7 11/12/15 EJ15 A0088542 29 01/14/16 T12 A0088564 51 01/14/16 T42 A0088586
8 11/12/15 EJ17 A0088543 30 01/14/16 T13 A0088565 52 01/14/16 T43 A0088587
9 11/12/15 EJ18 A0088544 31 01/14/16 T14 A0088566 53 01/14/16 T44 A0088588
10 11/12/15 EJ61 A0088545 32 01/14/16 T15 A0088567 54 01/14/16 T45 A0088589
11 11/12/15 HJ02 A0088546 33 01/14/16 T16 A0088568 55 01/14/16 T46 A0088590
12 11/12/15 HJ03 A0088547 34 01/14/16 T17 A0088569 56 01/14/16 T47 A0088591
13 11/12/15 J01 A0088548 35 01/14/16 T18 A0088570 57 01/14/16 T48 A0088592
14 01/14/16 PB01 A0088549 36 01/14/16 T19 A0088571 58 01/14/16 T49 A00885913
15 11/12/15 PB02 A0088550 37 01/14/16 T20 A0088572 59 01/14/16 T50 A0088594
16 11/12/15 P1303 A0088551 38 01/14/16 T21 A0088573
17 11/12/15 P604 A0088552 39 01/14/16 T22 A0088574
18 11/12/15 T01 A0088553 40 01/14/16 T26 A0088575
19 11/12/15 T02 A0088554 41 01/14/16 T27 A0088576
20 11/12/15 T03 A0088555 42 01/14/16 T28 A0088577
21 11/12/15 T04 A0088556 43 01/14/16 T29 A0088578
22 11/12/15 T05 A0088557 44 01/14/16 T30 A0088579
The truss drawing(s)referenced above have been prepared by MiTek Truss Design Engineer's Name:Julius Lee, PE
Industries, Inc.under my direct supervision based on the parameters My license renewal date for the state of Florida is February 28,2017.
provided by Building Component Suppy, Inc.in Green Cove Springs, FL.
Note:The seal on these drawings indicate acceptance of Digitally signed by Julius
professional engineering responsibility solely for the truss Lee
components shown.The suitability and use of this component
for an articular building Is the res onsiblit of the building �.us..S'K
Y P 9 P Y 9 �J.. �cENSF .F�'; DN: c=US, st=Florida,
desinger,per ANSI/TPI-1 Section 2. *.
N 34869 1=Boynton Beach, o=Julius
c� J,
=� w,U= Lee, cn=Julius Lee,
STATE OF
'.FCORIOP'. (7\� email=leeengr@aol.com
Date: 2016.01 .15 10:22:18
-05'00'
Page 1 of 1
lob
Tioul
runs ype iOty -- Pty —-iihe Cumberiand
853610 ComerJadc 1 1 'k
1Job Reference motional)_____- —
_ Building Component Supply,Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 UTek Industries,Inc. Fri Jan 15 0-8:12:57-20-1-6-Page-1
ID:x9nVlb8fQsyW522OBfFblzyMue3-?5MzU1 YKdrIF7RA6htcnipHb(OSF2g5361ZtL3zvB2a
1-1-1 --- -�
1-1-1-
7.0012 2
Scale=1:9.8
1
K.
wi
T1
29#/-18#
37#/0#
B1
181/-4#
4 3
3x8 I I
Plate Offsets(X,Y)- [4:0-4-4 0-1-5]
— -- - ----
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 I TC 0.03 Vert(LL) -0.00 4 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.02 Vert(TL) -0.00 4 >999 180
BCLL 0.0 ' Rep Stress Inc- YES WB 0.00 Horz(TL) 0.00 2 n/a n/a
BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight:4 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-1-1 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
�MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (Ib/size) 4=37/0-5-8 (min.0-1-8),2=27/Mechanical,3=11/Mechanical
Max Horz4=29(LC 12)
Max Uplift2=-18(LC 12),3=-4(LC 12)
Max Grav4=37(LC 1),2=29(LC 17),3=18(LC 3)
FORCES. (lb)-Maximum Compression/Maximum Tension OFFICE VOPY
TOP CHORD 14=29/5,11-2=-19/118
BOT CHORD 34=0/0
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=S.Opsf;BCDL=S.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II;
Exp B;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;end vertical left exposed;C-C for members and forces&
MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)'This truss has been designed for a live load of 20.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.
4)Refer to girder(s)for truss to truss connections.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 18 Ib uplift at joint 2 and 4 Ib uplift at joint 3.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
rnui
I8iib T_ JE�J02 -Open :7y i The Cumbedand
LL Job Reference(optiona) j
Building Component Supply,Green Cove Springs,FL Run:7.620 sApr 30 2015 Print:7.620 s Apr 30 2015 Wek Industries,Inc. Fri Jan 15 08:12:58 2016 Page 1
ID:x9nVIb8fQsyW522OBfFblzyMue3-TlwLhNZyO8Q6lbklFa7OF1 p2Gno2nHLCLPIQtVzvB2Z
2-0-0
2-"
Scale=1:12.4
2
7.00 12
T1 53#/-�
74#/-6#
1 _
0-5-8(0-1-8)
'4
B1
36#/-17#
4 3
3x8 11
Plate Offsets(X,Y)— [4:0-4-4,0-1-8] —
LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) 0.00 4 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.05 Vert(TL) -0.00 3-4 >999 180
BOLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:7 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
REACTIONS. (Ib/size) 4=74/0-5-8 (min.0-1-8),2=52/Mechanical,3=22/Mechanical Installation guide.
Max Horz4=44(LC 12)
Max Uplift4=-6(LC 12),2=-30(LC 12),3=-17(LC 12)
Max Grav4=74(LC 1),2=53(LC 17),3=36(LC 3)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 14=-59/12,1-2=-34/29
BOT CHORD 34=0/0
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II;
Exp B;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;end vertical left exposed;porch left and right exposed;C-C for
members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)'This truss has been designed for a live load of 20.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.
4)Refer to girder(s)for truss to truss connections.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 6 Ib uplift at joint 4,30 Ib uplift at joint 2 and
17 Ib uplift at joint 3.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
I
I
I
j
1
Job Truss rues ype �PIy - The Cumberland -
853670 P801 PIGGYBACK 1 1 f
1 _ Job Referenceo tionalL _
Beildinp Camponery SuR*Leen Cove Sprkw FL Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MTek Industries,Inc. Fri Jan 15 08:13:01 2016 Pagel
ID:x9nVlb8fQsyW522OBfFblzyMue3-tsbUJPbrh3ogc3TtwihjtfRZy?p7_evfl NX4UgzvB2W
2-10-14 --- 5-9-13— --
2-10-14 2-10-15
4x5 Scale=1:11.0
3
1
7.00 F12
STI �TI 4
2 5
Q
o Io I
6
2x4= 2x4 2x4=
5-9-13
5-9-13
LOADING(psf) T SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 Vert(LL) n/a n/a 999 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.02 Vert(TL) n/a n/a 999
BCLL 0.0 ' Rep Stress Incr YES WB 0.01 Horz(TL) 0.00 5 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:13 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-13 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3 FMiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide. _1
REACTIONS. (Ib/size) 2=119/4-1-7 (min.0-1-8),4=119/4-1-7 (min.0-1-8),6=102/4-1-7 (min.0-1-8),1=-7/4-1-7 (min.0-1-8),5=-7/4-1-7 (min.0-1-8)
Max Hoa 1=-24(LC 10)
Max Uplift2=-31(LC 12),4=-31(LC 12),1=-16(LC 17),5=-7(LC 18)
Max Grav2=121(LC 17),4=119(LC 1),6=102(LC 1),1=17(LC 11),5=9(LC 12)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-28/41,2-3=-37/22,3.4=-36/22,4-5=-6/23
BOT CHORD 2-6=-11/18,4-6=-11/18
WEBS 3-6=-64/20
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=S.Opsf;BCDL=S.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.Il;
Exp B;Encl.,GCpi=0.18;MWFRS(directional)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)Gable requires continuous bottom chord bearing.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 31 Ib uplift at joint 2,31 Ib uplift at joint 4,16
Ib uplift at joint 1 and 7 Ib uplift at joint 5.
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
8)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building
designer.
LOAD CASE(S) Standard
Job
Truss russype Qty I PIy i Job Reference optional)
8536TO P1303 PIGGYBACK
Building Component Supply,Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 KTek Industries,Inc. Fri Jan 15 08.13.01 2016 Page 1
ID:x9nVIb8fQsyW522OBfFblzyMue3-tsbUJPbrh3ogc3TtwihjtfRZW?pp_eof1 NX4UgzvB2W
2-10-14 _5-9_13 _
f 2-10-14 — 2-10-15
Scale=1:12.2
4x5=
3
7.00 12
1 ST1
4
2 5 1
o
to
6
2x4-- 2x4 II 2x4
5-9.13 - - --
5.9.13
-_ - --
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) 0.00 5 n/r 120 MT20 244/190
TCDL10.0 Lumber DOL 1.25 BC 0.04 Vert(TL) 0.00 5 n/r 120
BCLL 0.0 " Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 4 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:17 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-13 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3r MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
L Installation guide_
REACTIONS. (Ib/size) 2=122/4-1-7 (min.0-1-8),4=122/4-1-7 (min.0-1-8),6=150/4-1-7 (min.0-1-8)
Max Horz2=-30(LC 10)
Max Uplift2=41(LC 12),4=41(LC 12)
FORCES. (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/15,2-3=-51/30,3-4=-50/31,4-5=0/15
BOT CHORD 2-6=-6/22,4-6=-6/22
WEBS 3-6=-99/37
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II;
Exp B;Encl.,GCpi=0.18;MWFRS(directional)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 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 41 Ib uplift at joint 2 and 41 Ib uplift at joint 4.
6)Non Standard bearing condition. Review required.
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
8)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building
designer.
LOAD CASE(S) Standard
- -
o cuss i Truss Type--—— ry ---'Ffy-�umbedand
1 tI ' fI
:853670 PB04 PIGGYBACK � --
ng po Supply,Green Cove S-n s,FL — -- _- Run.7. Job Reference o tiOnaU
Buikli Com nent Su pfi g - - 620 s Apr 30 2015 Print 7.620 s Apr 30 2015 UTek Industries,Inc. Fri Jan 15 08:13:02 2016 Page 1
ID:x9nVIb8fQsyW522OBfFblzyMue3-L39sXkcTRNwXED24UQCyPt_iYP7lj5KoF1 GeOGzvB2V
1-4-14 2-10-14 4.4-15 5-9-13
1-4-14 - �- — 16.0 --- - -` — 1$1 1-4-14
Scale=1:11.5
4
3x6 - 3x6
7.00[12 3
T2 \
5
T1
6
ugl 1 B1 v
pCD
o
0
n
2X4 2X4 =-
5-9-13
5-9-13
Plate Offsets(X,Y)- [10-3-0.0-1-12],[4:0-3-0,0-1-12]_
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25TC 0.11 Vert(LL) 0.00 5 n/r 120 i MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.16 Vert(TL) 0.00 6 n/r 120
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 5 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:15 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-13 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
REACTIONS. (Ib/size) 2=197/4-1-7 (min.0-1-8),5=197/4-1-7 (min.0-1-8) Installatio"uide,_
Max Horz 2=13(LC 11)
Max Uplift2=-36(LC 12),5=-36(LC 12)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/15,2-3=-248/151,4-5=-248/152,5-6=0/15,3-4=-2161131
BOT CHORD 2-5=-104/216
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.ll;
Exp B;Encl.,GCpi=0.18;MWFRS(directional)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)Provide adequate drainage to prevent water ponding.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 36 Ib uplift at joint 2 and 36 Ib uplift at joint 5.
7)Non Standard bearing condition. Review required.
8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
9)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building
designer.
LOAD CASE(S) Standard
ruSB O y The Cumberland
853670 EJ07
___]J7-70p:: 10 1
Building Component Supply,Green Cove Springs,FL Run:7.620 s Job Reference(Optional
Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Fri Jan 15 08:13:02 2016 Page 1
ID:x9nVlb8fOsyW522OBfFblzyMue3-L39sXkcTRNwXED24UQCyPt_bHP2Tj5KoF1 GeOGzvB2V
6.4-8
Scale=1:18.6
T
5.00 12
253#/-9# 1671W-59#
i
7 N
O v)
N
B1
117#/0#
3x5 11 3
Plate Offsets(X,Y— [1:0-24,0-1-11
_ 7_
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.09 3-6 >890 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.46 Vert(TL) -0.22 3-6 >342 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.03 1 n/a n/a
BCDL 10.0 Code FBC2014(TP12007 (Matrix-M) I Weight:21 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEDGE MiTek recommends that Stabilizers and required cross bracing
Left:2x4 SP No.3 be installed during truss erection,in accordance with Stabilizer
Installation guide. _
REACTIONS. (Ib/size) 2=167/Mechanical,3=86/Mechanical, 1=253/0-5-8 (min.0-1-8)
Max Herz 1=76(LC 12)
Max Uplift2=-59(LC 12),1=-9(LC 12)
Max Grav2=167(LC 1),3=117(LC 3),1=253(LC 1)
FORCES. (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-7=-99/16,7-8=-66/23,2-8=-63/51
BOT CHORD 1-3=-117/116
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.ll;
Exp B;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 6-3-12 zone;C-C for members and
forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
4)Refer to girder(s)for truss to truss connections.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 59 Ib uplift at joint 2 and 9 Ib uplift at joint 1.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Tob toss —,Truss Ty—pe iQty 'Ply -TThe Cumberland
--- -- --- -I' — f 1
8536TO T45 i Valley
Job Reference fOnal _!
Building Component Supply,Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Fri Jan 15 08:13:04 2016 Page 1
ID:x9nVlb8fQsyW522OBfFblzyMue3-IRHcyQejz_AFTWCSbrEQV131 nCp4B_B5jLlk59zvB2T
4-0-0 � - 8-0-0 - ----
4-0-0 a-ao
45= Scale:3/8"=1'
7.00 12 2
9
T7 ATl'� 10 2x4 11
2x4 11 7
V 1�� 3
"1 T
I
Ni
ld
N
lLl B1
6 5 42X4 l
2x4 2x4 I I
8-0-0
8-0-0
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) n/a n/a 999 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.14 Vert(TL) n/a n/a 999
BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 4 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:40 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
_Installation guide.
REACTIONS. (Ib/size) 6=152/8-0-0 (min.0-1-8),4=152/8-M (min.0-1-8),5=312/8-0-0 (min.0-1-8)
Max Horz6=-45(LC 10)
Max Uplift6=-39(LC 12),4=-39(LC 12)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-6=-125/84,1-7=-77/53,7-8=-59/58,2-8=-47/69,2-9=-47/69,9-10=-59/58,3-10=-77/53,3-4=-125/84
BOT CHORD 5-6=-15/31,4-5=-15/31
WEBS 2-5=-224/62
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.11;
Exp B;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 4-0-0,Exterior(2)4-0-0 to 7-0-0
zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
3)Gable requires continuous bottom chord bearing.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 39 Ib uplift at joint 6 and 39 Ib uplift at joint 4.
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Job I nlss fU88 ype —rQtyy. ..---TPIy_.TThe Cumberland
8536TO T13 Piggyback Base 2 1
Buildrg Component Supply.Green Cove Spings,FL Run:7.620 s i- ---Job Reference(optional)
Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Fri Jan 15 08:13:15 2016 Page 1
I D:x9n VI b8fQsyW 522OBfFblzyMue3-TZS mFBmdONZh HCYa lex?RcOsmeOVGomj f YwgzOzvB21
5149 1159 17510 18$8 2110-0 28-57 340.7 39-11-0
5149 57-1 4314- - 57-1 -' 5-7-1 510.9
Scale=1:74.2
7.00 F12 5x6 2x4 11 5x6
6 7 8
3x6
5 Ag
4
2x4 4x5
3 511
25 26
4x5
,2 12
10 W 12
20 27 19 28 18 -- 85 1Q
2-
45-0(0-1-8) 3x8 MT20HS= 0-5-8 2-6 1$)
58 20051!-210# 18 3x6= 7 #
2x4 1 3x8=
18-6-8
I 8-8-1 17.010 18-2-122_ 22-10-6 31-2-15 39.11-0
8-8-1 8+9 1-2-2t�-_...- 4314 --- - - &49 81 1
0.312
Plate-Offsets�,Y)- [1:0_5-2,0-1-14],[6:0-3-0,0-1-12],[8:0-114,0-2-4],[13:0-1-12,0-1 [18:0-2-12,0-3-0]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.35 18-20 >647 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.85I Vert(TL) -0.68 18-20 >328 180 MT20HS 187/143
BCLL 0.0 ' Rep Stress Incr YES WB 0.75 Horz(TL) 0.02 13 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:315 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2"Except' end verticals.
B3:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except:
WEBS 2x4 SP No.3 1 Row at midpt 7-18
OTHERS 2x4 SP No.3 WEBS Web Brace:Length(member)7-7-13(5-18);8-3-5(6-18);7-7-12
SLIDER Left 2x6 SP No.2 1-6-0 (9-16);
T-Brace: 2x4 SP No.3-8-18
Fasten(2X) T and I braces to narrow edge of web with 1 Od(0.131"x3")
nails,6in o.c.,with 3in minimum end distance.
Brace must cover 90%of web length.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (Ib/size) 1=558/0-5-8 (min.0-1-8),18=1949/0-5-8 (min.0-2-6),13=675/0-5-8 (min.0-1-8) -
Max Horz 1=-199(LC 10)
Max Upliftl=-65(LC 12),18=-21O(LC 12),13=-77(LC 12)
Max Grav1=589(LC 21),18=2005(LC 17),13=733(LC 22)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-471/0,2-25=-718/146,3-25=-590/160,3-4=-542/145,4-5=-452/171,5-6=0/456,6-7=0/388,7-8=0/388,8-9=-199/190,
9-10=-546/196,10-11=-688/170,11-26=-124/91,12-26=-178/75,12-13=-203/104
BOT CHORD 1-20=-117/621,20-27=-65/245,19-27=-65/245,19-28=-65/245,18-28=-65/245,17-18=-21/36,7-18=-209/75,16-17=-219/0
,16-29=-1/404,15-29=-1/404,15-30=-1/404,14-30=-1/404,13-14=-80/613
WEBS 3-20=-301/158,5-20=-32/579,5-18=-702/202,6-18=-381/57,16-18=-11/242,8-18=-1006/185,8-16=-128/694,
9-16=-617/198,9-14=-42/462,11-14=-220/157,11-13=-694/97
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=40ft;eave=5ft;Cat.II;
Exp B;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-11-14,Interior(1)3-11-14 to 17-0-10,Exterior(2)17-0-10 to
22-10-6,Intedor(1)28-5-7 to 39-94 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip
DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)All plates are MT20 plates unless otherwise indicated.
5)All plates are 3x4 MT20 unless otherwise indicated.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members,with BCDL=I O.Opsf.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 65 Ib uplift at joint 1,210 Ib uplift at joint 18
and 77 Ib uplift at joint 13.
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.
LOAD CASE(S) Standard
711,5u
Russ ype Qty �fy Cum—[The beriandJob
8536TO Piggyback Base 1 1
Job Reference(optional) J
Building Component Supply,Green Cove Springs,FL Run:7.620 s AAppr 30 2015 Print:7.620 s Apr 30 2015 M,Tek Industries,Inc. Fri Jan 15 06:13:16 2016 Pa 1
ID:x9nVl bBfQsyW 522O8fFblzyMue3-xl?9TXnF8g hYvM6m I MSE_gZwR2jQ?NtsUCEN W Szv82H
5109 11.5-9 1715 22-10-11 28-5-7 34-0-7 39-11-0
5 10 9 5.7-1 5$12 5-10-6 5$12 5-7-1 + 5-10-9
5x6= Scale=1:71.2
6x6=
7.00 12 6 7
14
3x4
3x6 3x4
5 8 3x6
4 9
W v
2x4 2x4
3 W3 t0 0
27 28
4x5%2 4x5
11
1 1
12-1
1O
00 5$( !, 18 29 30 17 16 31 15 14 32 33 13
161170-4-15) 3x4= 3x6— 3x4= 3x4= 0-4osAA bji_15)
1623#/-176#
3x8= 3x6=
8-8-1 17-0-5 22-1011 31-2-15 39-11-0
�— 8-8-1 8-4-4 5-10 6 844 8$1
PlateOffsetSTX,Yj_0:0-5-10,Edge],[6:0-3-0,0-1712],[7:0-1-8,0-2-4],[12 0-5-10 EdgeL_ —
LOADING(psf) SPACING- 2-0-0 CSI. i DEFL in (loc) I/deft Ud PLATES GRIP
TCLL 20.0Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.30 13-15 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -0.67 13-15 >715 180
BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.18 12 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:246 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2'Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
T1:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 5-16,7-16,8-15
WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing
SLIDER Left 2x6 SP No.2 2-0-0,Right 2x6 SP No.2 2-0-0 be installed during truss erection,in accordance with Stabilizer
Installation guide___
REACTIONS. (Ib/size) 1=1597/0-5-8 (min.0-1-15),12=1597/0-5-8 (min.0-1-15)
Max Horz 1=200(LC 11)
Max Upliftl=-1 76(LC 12),12=-176(LC 12)
Max Grav 1=1617(LC 17),12=1623(LC 18)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-884/9,2-27=-2518/430,3-27=-2428/452,34=-2377/450,4-5=-2263/466,5-6=-1878/453,6-7=-1571/435,
7-8=-1889/453,8-9=-2272/466,9-10=-2387/450,10-28=-2437/452,11-28=-2528/430,11-12=-883/9
BOT CHORD 1-18=-311/2224,18-29=-237/1997,29-30=-237/1997,17-30=-237/1997,16-17=-237/1997,16-31=-1 13/1610,
15-31=-113/1610,14-15=-232/1865,14-32=-23211865,32-33=-232/1865,13-33=-232/1865,12-13=-306/2082
WEBS 3-18=-199/136,5-18=-20/373,5-16=-582/192,6-16=-86/648,7-16=-170/173,7-15=-84/719,8-15=-582/192,8-13=-20/373,
10-13=-199/136
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=S.Opsf;BCDL=S.Opsf;h=25ft;B=45ft;L=40ft;eave=5ft;Cat.Il;
Exp B;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-11-14,Interior(1)3-11-14 to 17-0-5,Exterior(2)17-0-5 to
22-10-11,Interior(1)28-5-7 to 39-11-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip
DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members,with BCDL=10.Opsf.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 176 Ib uplift at joint 1 and 176 Ib uplift at joint
12.
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Job Truss Truss Type y The Cumberland !—1
853670 T16 Hip 1 1 Job Reference(optional)
Building Component Supply.Green Cove Springs,FL Run:7.620 a Apr 30 2015 Print 7.820 s Apr 30 2015 Walk kxk�ries,Inc.Fri Jan 15 08:13:17.2016 Page 1
ID:x9nVIb8K)syW5220BfFblzyMue3-PxDCgtolv�PXWhys3zTW163KS2ykm091sPw2uzvB2G
1 7-115 15.7-3 19-11 24 3 13 31-11-11 39-11-0
7-115 7-7-13 4 4 5 4-4-5 1 7-7-13 7-115
Scale=1:67.9
5x6=
7.00 Fi2 5x6=
5 26 6 27 7
3x6
3x6
4 828
25 �3 9 9 to
� or
24 29
4x5%24x5
4x5
10
1
1 1�
c 30 15 14 31 32 13 12 33
0*5$((� 2x4 11 5x12= 5x12- 2x4 11
77AJ! 77�## 1597#/-176#
1 7-11-5 15-7-3 24-3-13 31-11-11 39-11-0
7-115 7-7-13 8 8 10 7-7-13 --7-11-5
Plate Offsets(X,Y)- [1:0-5-t0,Edge],[3:0-1-12,0.1 8],[5:0.3-0,0.1-12],[7:0-3-0,0-1-12],[9:0.1-12,0.1-8],[11:0-5-10,Edge],113;0-5-12,0- ,114:0-5-12,0-3-
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.2813-14 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.98 Vert(TL) -0.54 13-14 >880 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.49 Horz(TL) 0.18 11 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:280 Ib FT=20%
- - ------- ----'--------_ _ ___--------- - ----- - -- ---------------
LUMBER- BRACING-
TOP CHORD 2x4 SP No.1*Except* TOP CHORD Structural wood sheathing directly applied.
T3:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
BOT CHORD 2x4 SP No.2 WEBS Web Brace:Length(member)6-11-9(3-14);8-2-1 (6-14);8-2-1(6-13);
WEBS 2x4 SP No.3 6-11-9(9-13);
OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing l'
SLIDER Left 2x6 SP No.2 2-0-0,Right 2x6 SP No.2 2-M be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (Ib/size) 1=1597/0-5-8 (min.0-1-14),11=1597/0-5-8 (min.0-1-14)
Max Horz 1=-183(LC 10)
Max Upliftl=-176(LC 12),11=-176(LC 12)
Max Grav 1=1 597(LC 17),11=1597(LC 18)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-949/0,2-24=-2459/430,3-24=-2303/450,3-25=-1967/410,4-25=-1897/418,4-5=-1846/445,5-26=-1623/440,
6-26=-1623/440,6-27=-1623/440,7-27=-1623/440,7-8=-1846/445,8-28=-1897/418,9-28=-1967/410,9-29=-2303/450,
10-29=-2459/430,10-11=-950/0
BOT CHORD 1-30=-303/2157,15-30=-303/2157,14-15=-303/2157,14-31=-167/1700,31-32=-167/1700,13-32=-167/1700,
12-13=-296/2034,12-33=-296/2034,11-33=-296/2034
WEBS 3-15=0/277,3-14=-581/184,5-14=-76/629,6-14=-274/85,6-13=-274/85,7-13=-76/629,9-13=-581/184,9-12=0/277
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=40ft;eave=5ft;Cat.11;
Exp B;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-11-14,Interior(1)3-11-14 to 15-7-3,Exterior(2)15-7-3 to
29-11-9,Interior(1)29-11-9 to 39-11-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip
DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)All plates are 3x4 MT20 unless otherwise indicated.
5)This truss has been designed fora 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,with BCDL=10.Opsf.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 176 Ib uplift at joint 1 and 176 Ib uplift at joint
11.
8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Job nlsS ruse Type 10-ty- ---(Ply–-The Cumberland
II
8536TO T17 Hip 1 1
Job Reference(optional_
Building Component Supply,Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Fri Jan 15 08:13:17 2016 Page 1
ID:x9nVIb%syW522OBfFblzyMue3-PxZXgtoty_pPXWhys3zTW 165AS7Rkoh?ispw2uzVB2G
7-2-12 14-2-1 19118 25-8-15 32-8-4 39.11-0
- 7-2-12 6-11 5 9 7 5-9 7 —+ 6-11-4 7-2-12
Scale=1:67.6
7.00 F12 5x8 2x4 11 5x8=
5 29 6 307
3x6
13
3x
6
4 8
28
3
93
W
13 o
45 21116 27
i 4 4x5 aa
10
1 - 1
O 1 Io
18 17 16 33 15 34 14 13 12
0 5 9 1�?, ) 2x4 11 3x6— 3x8= 3x6— 2x4 11 0--'Wi-14)
159 131 76# 1597#/-176#
7-2-12 14-2-1 19-11 6 25$-15 _32$-0 39-11-0
7-2-12 1 6-11-0 5-9-7 5 9 7 1 6-11-0 7-2-12
Plate Offsets.(X,)Jr 1:0-5-10,Edge],[3:0-1-12,0-1-8],[5:0-6-0,0-2-4],[7:0-",0-2-41,[9:0-1-12,0-1-8],J_1:0-5-10,Edge]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud T PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.14 15-17 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.69 Vert(TL) -0.41 17-18 >999 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.34 Horz(TL) 0.17 11 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:268 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.1`Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
T3:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
BOT CHORD 2x4 SP No.1'Except* WEBS Web Brace:Length(member)6-1-10(3-17);6-5-14(6-15);6-1-10
B2:2x4 SP No.2 (9-13);
WEBS 2x4 SP No.3 F MiTek recommends that Stabilizers and required cross bracing
OTHERS 2x4 SP No.3 be installed during truss erection,in accordance with Stabilizer
SLIDER Left 2x6 SP No.2 2-0-0,Right 2x6 SP No.2 2-0-0 Installation guide.
REACTIONS. (Ib/size) 1=1597/0-5-8 (min.0-1-14),11=1597/0-5-8 (min.0-1-14)
Max Horz 1=166(LC 11)
Max Upliftl=-1 76(LC 12),11=-176(LC 12)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-947/41,2-27=-2463/439,3-27=-2308/457,3-28=-2058/427,4-28=-1967/439,4-5=-1953/459,5-29=-1838/477,
6-29=-1838/477,6-30=-1838/477,7-30=-1838/477,7-8=-1953/459,8-31=-1967/439,9-31=-2058/427,9-32=-2308/457,
10-32=-2463/439,10-11=-947/41
BOT CHORD 1-18=-315/2097,17-18=-315/2097,16-17=-180/1740,16-33=-180/1740,15-33=-180/1740,15-34=-174/1689,
14-34=-174/1689,13-14=-174/1689,12-13=-309/2042,11-12=-309/2042
WEBS 3-18=0/235,3-17=-489/162,5-17=-27/464,5-15=-71/404,6-15=-377/158,7-15=-71/404,7-13=-27/464,9-13=489/162,
9-12=0/235
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=S.Opsf;BCDL=S.Opsf;h=25ft;B=45ft;L=40ft;eave=5ft;Cat.ll;
Exp B;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-11-14,Interior(1)3-11-14 to 14-2-1,Exterior(2)14-2-1 to
31-4-11,Interior(1)314-11 to 39-11-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip
DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)All plates are 3x4 MT20 unless otherwise indicated.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members,with BCDL=10.Opsf.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 176 Ib uplift at joint 1 and 176 Ib uplift at joint
11.
8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
fuss Truss Type -Z�- P�-- The Cumberland —�
8536T0 T18 Hip 1 1 Job Reference(optional)
Building Component Supply,Green Cove Springs,FLr3
Run:7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 MiTek Industries,Inc. Fri Jan 15 08:13:182016 Page 1
I D:x9n VI b8fQsyW 522OBfFblzyMue3-t87vuDoVg IxGSgG8QnU i3FeHArUTBx9xW8UaLvB2F
1 683 12-0 14 19-11-8 27-2-2 33-0-13 39-11-0
8S3 8-2-11 7-2-10 7-2-10 6-2-11 6-6-3
Scale=1:66.4
5x8=
2x4 11 5x8=
4 27 28 5 29 30 6
7.00 12
3x4 3x4
3 317 v
N
25 4 32 ao
cc 4x5%2 4x5
%V!l 8
1 9
1 [�
C 16 15 1433 73 3412 11 10 c
2x4 3x4- 3x8 MT20HS= 3x8= 3x8 MT201-!S= 3x4= 2x4 11
176#) 1597#/-176#
683 _12-8-14 19-11-8 27-2-2 33.4-13 _ - 39-11-0
�- 683 6-2-11 7-2-10 7-2-10 _ 6-2-11 683
Plate Offsets(X,Y)— (1 0 3 8,Edge,,(3:0 1 12,0-1-8),[!CO-6-0,0-2-41,16:0_6-0,0-2-41,[7:0-1-12,0-1-8],[9:0-5-1 ge
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (]cc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.17 11-13 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.70 Vert(TL) -0.4211-13 >999 180 MT20HS 187/143
BCLL 0.0 ' Rep Stress Incr YES WB 0.60 Horz(TL) 0.16 9 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:233 Ib FT=20%
LUMBER- — BRACING-
TOP CHORD 2x4 SP No.1'Except' TOP CHORD Structural wood sheathing directly applied or 2-4-8 oc purlins.
T2:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing.
BOT CHORD 2x4 SP No.1'Except' MiTek recommends that Stabilizers and required cross bracing
B2:2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer
WEBS 2x4 SP No.3Installation guide.__
SLIDER Left 2x6 SP No.2 2-0-0,Right 2x6 SP No.2 2-0-0 -
REACTIONS. (Ib/size) 1=1597/0-5-8 (min.0-1-14),9=1597/0-5-8 (min.0-1-14)
Max Horz 1=-149(LC 10)
Max Upliftl=-176(LC 12),9=-176(LC 12)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-958/70,2-25=-2460/447,3-25=-2325/461,3-26=-2141/436,4-26=-2122/467,4-27=-2053/504,27-28=-2053/504,
5-28=-2053/504,5-29=-2053/504,29-30=-2053/504,6-30=-2053/504,6-31=-2122/467,7-31=-2140/436,7-32=-2325/461,
8-32=-2460/447,8-9=-958/70
BOT CHORD 1-16=-325/2106,15-16=-325/2106,14-15=-208/1839,14-33=-208/1839,13-33=-208/1839,13-34=-202/1774,
12-34=-202/1774,11-12=-202/1774,10-11=-319/2041,9-10=-319/2041
WEBS 3-16=0/186,3-15=-399/142,4-15=-14/432,4-13=-92/533,5-13=490/203,6-13=-92/533,6-11=-14/432,7-11=-399/142,
7-10=0/186
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=40ft;eave=5f;Cat.11;
Exp B;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-11-14,Interior(1)3-11-14 to 12-8-14,Exterior(2)12-8-14 to
32-9-14,Interior(1)32-9-14 to 39-11-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip
DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)All plates are MT20 plates unless otherwise indicated.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members,with BCDL=10.Opsf.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 176 Ib uplift at joint 1 and 176 Ib uplift at joint
9.
8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
!Jo6 cuss uypeCumberiand _-
8536T0 T19
7L:]Hirp:- - — 1 '
Job Reference o tional)
Building Component Supply,Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 Wok Industries,Inc. Fri Jan 15 08:13:19 2016-Page 1
ID:x9nVIb8fOsyW522OBfFblzyQue3-LKhH5Zp8Rb37mgrL_UOxcSBOOFkeCfylAAu 17nzvi32E
�._ 5-9-10 11-3-12 17-3-15 22-7-1 _28-7.4 34-1-6 _ 39-11-0
5 9 10 5$2 6-0.3 5-3-2 610-3 5-6-2 5-9-10
Scale=1:67.2
5x6=
34= 5x6=
4 28 29 5 30 6 7 31 32 8 33
7.00 F12
9
v
27 34 V
4x5
4x5
1 2 10
0
9( -- o
18 17 35 16 36 15 37 14 38 13 12
0-5-8j�-1-14) 2x4 11 3x8= 3x8 MT20HS= 3x8 MT20HS= 3x8= 2x4 11
1597#T11g6 1597#/-176#
5-9-10 11-3-12 19-11$ 28-7-4 1 34-1-6 i - --11-0
�— 5-9-10____—+ 5.6-2 1_ 8-7_-12 8-7-12 5$2 5-9-10
Plate Offsets(X,Y)— :0-3-8,Edc�e],_�3:0-1-12,0-1-81,L4:0-3-0,0-1-12],[8:0-3-0,0-1-121 j9:0--1-12,0-1-81,[11:0-5-10,Edge) _
— — - — —
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) -0.23 13-15 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.96 Vert(TL) -0.57 13-15 >842 180 MT20HS 187/143
BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.18 11 n/a n/a
BCDL 10.0 Code FBC2014ffP12007 (Matrix-M) Weight:251 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.1'Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
B2:2x4 SP No.2 WEBS Web Brace:Length(member)6-10-14(5-17);6-10-14(6-13);
WEBS 2x4 SP No.3 MiT k recommends that Stabilizers and required cross bracing
OTHERS 2x4 SP No.3 I be installed during truss erection,in accordance with Stabilizer
SLIDER Left 2x6 SP No.2 1-6-0,Right 2x6 SP No.2 1-6-0 1 Installation guide.
REACTIONS. (Ib/size) 1=1597/0-5-8 (min.0-1-14),11=1597/0-5-8 (min.0-1-14)
Max Horz 1=-133(LC 10)
Max Upliftl=-1 76(LC 12),11=-176(LC 12)
FORCES. (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-1188/130,2-27=-2454/441,3-27=-2352/465,3-4=-2220/473,4-28=-1871/449,28-29=-1871/449,29-30=-1871/449,
5-30=-1871/449,5-6=-2268/511,6-31=-1871/449,7-31=-1871/449,7-32=-1871/449,32-33=-1871/449,8-33=-1871/449,
8-9=-2220/473,9-34=-2352/465,10-34=-2454/441,10-11=-1188/130
BOT CHORD 1-18=-333/2086,17-18=-333/2086,17-35=-310/2264,16-35=-310/2264,16-36=-310/2264,15-36=-310/2264,
15-37=-316/2240,14-37=-316/2240,14-38=-316/2240,13-38=-316/2240,12-13=-327/2031,11-12=-327/2031
WEBS 3-18=-27/114,3-17=-303/122,4-17=-97/769,5-17=-652/135,5-15=0/223,6-15=0/223,6-13=-652/135,8-13=-97/769,
9-13=-303/122,9-12=-28/114
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=40ft;eave=5ft;Cat.11;
Exp B;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-11-14,Interior(1)3-11-14 to 11-3-12,Exterior(2)11-3-12 to
34-1-6,Interior(1)34-1-6 to 39-11-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip
DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)All plates are MT20 plates unless otherwise indicated.
5)All plates are 3x4 MT20 unless otherwise indicated.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)`This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members,with BCDL=10.Opsf.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 176 Ib uplift at joint 1 and 176 Ib uplift at joint
11.
9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Tb —iTruss russT-a --- -- - - f5 - -
YP - - tY Y The Cumberland
18536TO T20
1 Job Reference(optional)
Building Component Supply,Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 WTek Industries,Inc.Fri Jan 15 08:13:21 2016 Paggee 1
I D:x9nV Ib8fQsyW522OBfFblzyMue3-ljp2 W E rOzDJr077j 5v2PhtGnG3TrgcObd UNBBgzv82C
7-0-0 9-10-1016-7-13 23-3-3 30-0-6 32-11-0 39-11-0
7-M --- 2-1 }0-10 6-9-3 6 7-7 —6-9 3-- 2-10-10 -- 7-0-0
Scale=1:67.1
5x8= 2x4 11
3x6=
=
4 27 28 5x8 5 6 7 3031 32 8
7.00 12 2x4
2x4
3 9
33 v
4x5 i 2 4X5\ ty1
\ 10 �D
1
11BI 2
�1
o �o
17 34 1615 35 1413 36 12
0-5-8Jf�1 �) 3x6= 3x8= 0-018�j14)
159
3x6= 1597#/-176#
s-10-10 16-7-13 z3-3-3 30-0-6 39-11-0
9-10-10 6-9 3 67 6-9-3 9-10-10
Plate Offsets(KY)- [1:0-3-8,Edge],[4:0-6-0,0-2-4],[8:0-6-0,0-2-4],[11.0-5-10,Edge]
LOADING(psf) SPACING- 2-0-0 CSI. ; DEFL in (loc) I/deft Ud� PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 iVert(LL) -0.19 12-14 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.72 1 Vert(TL) -0.47 14-15 >999 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.36 Horz(TL) 0.16 11 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M)
-- -- - - _ ----- - -- Weight:233 Ib FT=20%
- - -- _- -- - __ - ---- - _� -
LUMBER- BRACING-
TOP CHORD 2x4 SP No.1'Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
T2,T3:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-7-15 oc bracing.
BOT CHORD 2x4 SP No.1'Except' WEBS Web Brace:Length(member)6-8-9(5-14);
132:2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing
WEBS 2x4 SP No.3 be installed during truss erection,in accordance with Stabilizer
OTHERS 2x4 SP No.3 Installation guide.
SLIDER Left 2x6 SP No.2 2-0-0,Right 2x6 SP No.2 2-0-0 - ----—- -
REACTIONS. (Ib/size) 1=1597/0-5-8 (min.0-1-14),11=1597/0-5-8 (min.0-1-14)
Max Horz 1=-116(LC 10)
Max Upliftl=-1 76(LC 12),11=-176(LC 12)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-1090/0,2-26=-2429/459,3-26=-2321/487,34=-2253/494,4-27=-2515/566,27-28=-2515/566,28-29=-2515/566,
5-29=-2515/566,5-6=-2515/567,6-7=-2515/567,7-30=-2515/567,30-31=-2515/567,31-32=-2515/567,8-32=-2515/567,
8-9=-2253/495,9-33=-2321/489,10-33=-2429/461,10-11=-1090/0
BOT CHORD 1-17=-334/2057,17-34=-254/1969,16-34=-254/1969,15-16=-254/1969,15-35=-370/2530,14-35=-370/2530,
13-14=-254/1920,13-36=-254/1920,12-36=-254/1920,11-12=-326/2005
WEBS 3-17=-233/142,4-17=-33/359,4-15=-168/888,5-15=470/176,5-14=-85/69,7-14=422/183,8-14=-167/887,8-12=-32/360,
9-12=-233/141
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=S.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=40ft;eave=5ft;Cat.11;
Exp B;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-11-14,Interior(l)3-11-14 to 9-10-10,Exterior(2)9-10-10 to
35-8-2,Interior(1)35-8-2 to 39-11-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip
DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)All plates are 3x4 MT20 unless otherwise indicated.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members,with BCDL=10.Opsf.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 176 Ib uplift at joint 1 and 176 Ib uplift at joint
11.
8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
F
'.853670 721 `Hi yp --. __--- --_ '1 ry y 1 The Cumberland
I Job cuss Trust e - Q Pl-
- — , r ► f
ng Component soppy,Green Cave Springs,FL 1-D- - - Run:7. Apr 3--- Job Reference _phonal)
Builth Can -- -- 620 s 0 2015 Print:7.620 s Apr 30 2015"Tek Industries,Inc Fn Jan 15 08:13:222016 Pagge 1
I D:x9n V I b8fQsyW522OBfFblzyMue3-mvNQjasO k WSidHawfdZeD5pxhSnyP2QIs86hj6zv82B
6-0.0 &S7 16-2-1— —--� -- 23-8-15 - - -- 31-5-9-. - 33-11-0 - -39-11-0
6-0.0 2 5 7 7-8-10 7-6-14 7-8-10 2-5-7 6-0.0
Scale=1:66.9
5x8=
3x6
Job hype y The Cumberland
< is
'.8536TO T22 Roof Special SWdural Gable 1 1 �Ob�� �(optional)
Building C --
omponent Supply.Green Cove Springs,FL -
Run:7.620 s Apr 30 2015 Print 7.820 s Apr 30 2015 MTek Nrduetriea,Inc. Fri Jen 1508:13:22 2016 Page 1
ID:x9nvlb8fOsyW522OBfFblzyMue3-mvNOjasOkWSidHawfdZeD5pxYSoHPzNls86hj6zvB2B
_--__
7-8-12_ $-5 3 1459 20-7-15M5
32-10 11 39-11-0
7-8-12 d5'7 6.1-6 - 6-1-6- - -1 6-1-6 6-1$ 74)-5
Scale=1:69.9
5x6=
7.00',125x6- 3x4= 3x4= 3x6= 3x4= 5x6=
3 27 5 26 6 7 8 29 4 30 31 9
32
0 4x5 %02 �; 33 4x5
ua "r 1 2 t0 a
-- - o�
oDOOM
o.
17 1615 14 13 12
(0-2-5) 34 3R0-2-5) 3x6- 3x4= 3x4= 0l®1 8)
418%%40 178ftl05# 3x4= 3x6= 1223#/-154#
8-5-3 16-7-0 24-8-14 32-10-11 39-11-0
- 8-5-3 8-1-13 8-1-13 8-1-13
Plate Offsets�X,Y)- [1:0-3-0,0-1-1�,(9_0-3-0,0-1_12]_[11:0-5-10,Ed9e
- - — -
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 i Vert(LL) -0.13 17-20 >800 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.38 17-20 >269 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.76 Horz(TL) 0.11 11 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:203 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3 WEBS T-Brace: 2x4 SP No.3-5-17
OTHERS 2x4 SP No.3 Fasten(2X) T and I braces to narrow edge of web with 1 Od(0.131"x3")
SLIDER Left 2x6 SP No.2 1-6-0,Right 2x6 SP No.2 1-6-0 nails,6in o.c.,with 3in minimum end distance.
Brace must cover 90%of web length.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide_.
REACTIONS. (Ib/size) 1=230/15-5-8 (min.0-2-5),11=1223/0-5-8 (min.0-1-8),17=1741/15-5-8 (min.0-2-5),1=230/15-5-8 (min.0-2-5)
Max Horz 1=90(LC 11)
Max Upliftl=-94(LC 12),11=-154(LC 12),17=-105(LC 12)
Max Gravl=418(LC 21),11=1223(LC 1),17=1786(LC 22),1=230(LC 1)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-332/110,2-26=-340/382,3-26=-259/433,34=-139/491,4-27=-205/421,5-27=-205/421,5-28=-1465/418,
6-28=-1465/418,6-7=-2038/484,7-29=-2038/484,8-29=-2038/484,8-30=-1478/375,30-31=-1478/375,9-31=-1478/375,
9-32=-1694/385,32-33=-1711/369,10-33=-1801/365,10-11=-743/0
BOT CHORD 1-34=-330/225,34-35=-330/225,17-35=-330/225,16-17=-271/1183,15-16=-271/1183,14-15=-370/1908,
13-14=-370/1908,12-13=-369/2025,11-12=-235/1461
WEBS 3-17=-553/32,4-17=-4/113,5-17=-17521290,5-15=-25/746,6-15=-720/144,6-13=0/257,8-13=-12/160,8-12=-691/169,
9-12=-39/553
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=40ft;eave=5ft;Cat.ll;
Exp B;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-11-14,Interior(1)3-11-14 to 7-8-12,Exterior(2)7-8-12 to
36-10-9,Interior(1)36-10-9 to 39-11-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip
DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members,with BCDL=10.Opsf.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 94 Ib uplift at joint 1,154 Ib uplift at joint 11,
105 Ib uplift at joint 17 and 94 Ib uplift at joint 1.
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.
LOAD CASE(S) Standard
Job Truss NSS ype �73fy i The Cumberiand
i
853670 728 Roof Spaded 1 1
—Job Reference otip onal)
Building Component Supply,Green Cove Springs,FL Run:7.620 sAqpprr 30 2015 Print 7.620 s Apr 30 2015 MiTek Industries,Inc. Fri Jan 15 08:13:23 2016 Page t
ID:x9nVlb8fQsyW5220BfFblzyMue3-E5woxwseVgaZFR96DK4tmIL9ds7u8MTu5osFGYzvB2A
7 8 12 9 105 15-2-12 21-7-2 27-11-7 34-3-13 3311-0
7$12 2-1-9 5.4-7 6 4 6 6�6 645 -- 5-7-3
--
Scale=1:71.1
5x6=
7.00 12 3 5x6= 2x4 II 3x6=
4 5 9 5x6=
32 4x5
4x5 27 2 29 7 31 �. 33
Tti
2 %% \
1 10%Vt
R2 R1
" 1T
17 16 15 14 13 12
0-3-8(0-1-8) 1855#/22# 3x6 8139#/-112#
3x8=
7.8-12 _15.2-12 24-95 34313 3311-0
7$-12 I 7-6 0 i 95-9 95-9 5 7 3
Plate Offsets(X,Y)— [1:0-3-0,0-1-10],[9:0-3-0,0-1-12],[11:0-5-2,0-1-10)
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.16 12-13 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -0.4512-13 >661 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.90 Horz(TL) 0.07 11 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:205 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 44-5 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
WEBS 2x4 SP No.3 6-0-0 oc bracing:16-17.
OTHERS 2x4 SP No.3 WEBS Web Brace:Length(member)5-1-9(6-16);
SLIDER Left 2x6 SP No.2 1-6-0,Right 2x6 SP No.2 1-6-0 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (Ib/size) 1=449/0-3-8 (min.0-1-8),11=889/0-5-8 (min.0-1-8),16=1855/0-5-8 (min.0-2-3)
Max Horz 1=90(LC 11)
Max Upliftl=-223(LC 12),11=-112(LC 12),16=-322(LC 12)
Max Grav1=483(LC 21),11=889(LC 1),16=1855(LC 1)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-301/180,2-26=475/392,3-26=-380/412,34=-367/430,4-27=0/690,27-28=0/690,5-28=0/690,5-6=0/690,
6-29=-1152/282,7-29=-1152/282,7-30=-1152/282,8-30=-1152/282,8-31=-1034/273,9-31=-1034/273,9-32=-1177/276,
32-33=-1249/263,10-33=-1267/253,10-11=-522/21
BOT CHORD 1-17=-249/393,16-17=-270/261,15-16=-176/790,14-15=-176/790,13-14=-176/790,12-13=-258/1344,11-12=-160/1022
WEBS 3-17=-273/85,4-17=-5/266,4-16=-873/394,5-16=-393/153,6-16=-1603/271,6-13=0/596,8-13=-325/140,8-12=-362/116,
9-12=0/380
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=40ft;eave=5ft;Cat.II;
Exp B;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-11-14,Interior(1)3-11-14 to 7-8-12,Extedor(2)7-8-12 to
38-3-12,Interior(1)38-3-12 to 39-11-0 zone;porch left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber
DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)All plates are 3x4 MT20 unless otherwise indicated.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 223 Ib uplift at joint 1,112 Ib uplift at joint 11
and 322 Ib uplift at joint 16.
8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Job Truss Truss Typey me a,mbedana !
853870 727 Roof Specal Girder CareJob Reference(optional)
Wldirg + f
BCarport Supply, en Cove Springs,FL —Run:7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 Welt Industries,Inc.Fri Jan 15 08:13:24 2016 Paye 1
ID:x9nVIb8fOsyW522OBffblzyMue341UABGtGG8iPtbklmlb6JWuGrGSetgW1JSboo? 29
40 2 7 812 1:1617 17.413 23-6-3 _ 29-7-9 35 815 39 11-0
40 2 3$10 8-1.6 6 1-0 6-1-6 6-1 6 42-1
Scale=1:69.9
5x6=
7.00 12 3
5x6—_ NAILEDNAILED NAILED 3x6 NAILED Special
4 I 4x1 — 4'_- x — =
— NA ED NA ED 3xNA ED NA ED 3 —NAII ED NA ED 5x6
MIA
4x5 7 28 29 31 32 33 34 35 7 36 3 38 4x5
1 2 10 N
nn nn d,
0
18 17 16 39 40 15 14 41 42 13 43 44 45 t2 46
0 01 ) 3x4— 0-5-8(0-�5Y NAILED 4x6= NAILED 3x4
cuss ruse Type -- y The Cumberland
853670 727 Roof Spedal Girder 1 t
Job Reference(optional)
Building Component Supply,Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 20151u . Industries,Inc. Fn Jan 15 08.13.24 2016 Page 2
ID:x9nVlb8fQsyW522OBfFbtzyMue3-ilUA8GtGG8iPtbklml b6JWuGrGSetgW 1 JSboo7zvB29
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:1-3=-60,34=-60,4-9=-60,9-11=-60,19-23=-20
Concentrated Loads(lb)
Vert:9=-107(F)16=-66(F)15=-66(F)8=-107(F)12=-66(F)14=-66(F)29=-107(F)30=-107(F)31=-107(F)32=-107(F)33=-107(F)35=-107(F)36=-107(F)37=-107(F)
38=-107(F)39=-66(F)40=-66(F)41=-66(F)42=-66(F)43=-66(F)44=-66(F)45=-66(F)46=-115(F)
Juib �ss TrussType iQty 1 PIy 'The Cumbedand —'
`
853670 T,8 Valley i 1 1
Reference(optional)
Bulking Component Supply,Grsen Cove Spring,FL Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 WTek Industries,Inc. Fri Jan 15 08:13:04 2016 Pagel
ID:x9nVIb8fQsyW5220BfFblzyMue3-IRHcyQejz_AFTWCSbrEQV13l gCp5B j5j Llk59zvB2T
4-0-0 8-0-0___
4-0 0 4-0-0 -I
4x5— Scale=1:27.1
2
7.00 12
8 9
i
7 10 2x4 II
2x4 I 3
1
T
I`
i
1 N1 9
N
B1
6 5 4
2.4 11 2x4 I I 2x4 11
_ 8-0-0
8-0-0
LOADING(psf) SPACING- 2-0-0 CSL DEFL in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) n/a n/a 999 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.13 Vert(TL) n/a n/a 999
BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 4 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:36 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (Ib/size) 6=160/8-0-0 (min.0-1-8),4=160/8-" (min.0-1-8),5=297/8-0-0 (min.0-1-8)
Max Horz6=-45(LC 10)
Max Uplift6=41(LC 12),4=-41(LC 12)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-6=-132/88,1-7=-90/59,7-8=-71/64,2-8=-59/74,2-9=-59/74,9-10=-71/64,3-10=-90/59,3-4=-132/88
BOT CHORD 5-6=-12/39,4-5=-12/39
WEBS 2-5=-210/55
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.11;
Exp B;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 4-0-0,Exterior(2)4-0-0 to 7-0-0
zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
3)Gable requires continuous bottom chord bearing.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 41 Ib uplift at joint 6 and 41 Ib uplift at joint 4.
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
'Job Inm Truss Type -— y The Cumberland
,8536TO T47 Valley 1 1
Job Reference o tion!
n9 Po �4pN.Green Cove _ �----
Building Component Sprv1ps,FL Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 Welk Industries,Inc. Fri Jan 15 08:13:04 2016 Pa 1
ID:x9nVIb8fQsyW522OBfFblzyMue3-IRHcyQejz_AFTWCSbrEOV131 uCp3B?85jLIk59zvB2T
4-" 8-0-0
4-" 4-0-0
4x5= Scale=1:22.9
2
7.00 12 9
8
T1 T1
7 10 2x4 11
2x4 11 ST1 3
1
1 1 v
N
B1
6 5 4
2x4 11 2x4 11 2x4 1
8-0-0
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) n/a n/a 999 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.14 Vert(TL) n/a n/a 999
BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 4 n/a n/a
BCDL 10.0 Code FBC2014fTP12007 (Matrix) Weight:33 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (Ib/size) 6=177/8-0-0 (min.0-1-8),4=177/8-0-0 (min.0-1-8),5=263/8-0-0 (min.0-1-8)
Max Horz 6=45(LC 11)
Max Uplift6=-45(LC 12),4=-45(LC 12)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-6=-149/96,1-7=-121/73,7-8=-103/78,2-8=-91/88,2-9=-91/88,9-10=-103/78,3-10=-121/73,3-4=-149/96
BOT CHORD 5-6=-24/63,4-5=-24/63
WEBS 2-5=-175/39
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=S.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.11;
Exp B;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 4-0-0,Exterior(2)4-0-0 to 7-0-0
zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
3)Gable requires continuous bottom chord bearing.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 45 Ib uplift at joint 6 and 45 lb uplift at joint 4.
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
cuss rues Type Y The a,mberiend
8536T0 Tao Courson Supported Gable 1 1 Job Reference(optional)
Bum Component Supply,Green Cove Sprirps,FL Run:7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 Welt Industries,Inc.Fri Jan 15 08:13:07 2016��Pae9pee 1
ID:x9nVIb8fOsyW522OBWblzyMue3-iOzlaSgcGvZgK_wl Hzo76whaTOtiOLAXP4_OhUzvB2O
7$12 15-5-8
7-8-12 7-8-12
7 Scale=1:26.0
8
6
7.00 12 V 9
5 \�
10
4 �
3
TT
T T 12
2
13
1 a
a
U LiB, 62 I
3x4 25 24 23 22 21 20 19 18 17 16 15 14 3x4-
3x6=
15-5-8 _
15-5-8
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 Vert(LL) n/a n/a 999 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert(TL) n/a n/a 999
BCLL 0.0 ' Rep Stress Incr YES WS 0.03 Horz(TL) 0.00 13 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:87 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installationuig de.
REACTIONS. (Ib/size) 1=38/15-5-8 (min.0-1-8),13=38/15-5-8 (min.0-1-8),20=90/15-5-8 (min.0-1-8),21=110/15-5-8 (min.0-1-8),22=106/15-5-8 (min.0-1.8),
23=107/15-5-8 (min.0-1-8),24=107/15-5-8 (min.0-1-8),25=106/15-5-8 (min.0-1-8),19=110/15-5-8 (min.0-1-8),17=106/15-5-8 (min.0-1-8),
16=107/15-5-8 (min.0-1-8),15=107/15-5-8 (min.0-1-8),14=106/15-5-8 (min.0-1-8)
Max Horz1=92(LC 11)
Max Upliftl=-17(LC 10),21=-19(LC 12),22=-28(LC 12),23=-24(LC 12),24=-25(LC 12),25=-28(LC 12),19=-19(LC 12),17=-28(LC 12),16=-24(LC 12),15=-25(LC
12),14=-28(LC 12)
Max Gravl=59(LC 18),13=43(LC 17),20=91(LC 17),21=112(LC 17),22=107(LC 21),23=107(LC 17),24=107(LC 17),25=110(LC 17),19=111(LC 22),
17=107(LC 18),16=107(LC 18),15=107(LC 18),14=108(LC 18)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-76174,2-3=-69/62,3-4=-63/52,4-5=-56/46,5-6=-76/81,6-7=-101/111,7-8=-101/111,8-9=-76/81,9-10=-47/46,
10-11=-36/18,11A2=113/26,12-13=-63/52
BOT CHORD 1-25=-46/61,24-25=-46/61,23-24=46/61,22-23=-46/61,21-22=46/61,20-21=46/61,19-20=46/61,18-19=46/61,
17-18=46/61,16-17=136/61,15-16=46/61,14-15=46/61,13-14=46/61
WEBS 7-20=-66/25,6-21=-85/46,5-22=-84/56,4-23=-81/52,3-24=-82/54,2-25=-82/55,8-19=-84/46,9-17=-84/56,10-16=-81/52,
11-15=-82/54,12-14=-82/55
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=S.Opsf;BCDL=S.Opsf;h=25ft;B=45ft;L=24ft;eave=2ft;Cat.II;
Exp B;Encl.,GCpi=0.18;MWFRS(directional)and C-C Corner(3)0-0-0 to 3-0-0,Exterior(2)3-0-0 to 7-8-12,Corner(3)7-8-12 to 10-8-12
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 applicable,or consult qualified building designer as per ANSI/TPI 1.
4)All plates are 2x4 MT20 unless otherwise indicated.
5)Gable requires continuous bottom chord bearing.
6)Gable studs spaced at 14-0 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 bottom chord and any other members.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 17 Ib uplift at joint 1,19 Ib uplift at joint 21,
28 Ib uplift at joint 22,24 Ib uplift at joint 23,25 Ib uplift at joint 24,28 Ib uplift at joint 25,19 Ib uplift at joint 19,28 Ib uplift at joint 17,24 Ib
uplift at joint 16,25 Ib uplift at joint 15 and 28 Ib uplift at joint 14.
10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
JOD Truss Truss Type Qty Ply The Cumberland
953870 704 Cormion 1 1
Job Reference ' nal
BuftV Car ponent Supply,Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print TOM u.Apr 30 Z�MTS bxWbies,kv.Fri Jen 15 09:13:07 2016 Page 1
ID:x9nVIb8K) 522 3 i0zla div K w1Hzo76wh000hfOEFXPJ_OhUzv820
I 7-0-0 9-11-0 14 0 8 185-8
7-0.0 2-11-0 4-1 8 1 45-0
4x5= Scale=1:38.4
4
\\/
7.00F1_2 2x4
3 15
4x5
5
16
cc
14 Nr 2x4 11
05 1 6
2
B1 B2 r,
9 8
3x8 I 3x8= 3x6— 7
gg
0-5-8(0-1-0) (T 041.8)
732#V-80 9-11-0 18-5-8 ,,,e
_ 9-11-0 8-6-8
Plate Offsets(X,Y)- [1:0-3-0,0-1-10]
LOADING(psf) SPACING- 2-0-0 CSL DEFL in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.14 9-12 >999 240 I MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.37 9-12 >588 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.47 Horz(TL) 0.04 1 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:97 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-64 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
SLIDER Left 2x6 SP No.2 1-6-0 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (Ib/size) 1=732/0-5-8 (min.0-1-8),7=733/0-5-8 (min.0-1-8)
Max Horz 1=-107(LC 10)
Max Upliftl=-80(LC 12),7=-82(LC 12)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-697/0,2-14=-916/162,3-14=-838/182,3-4=-722/189,4-15=-650/172,5-15=-724/153,5-16=-92/53,6-16=-134/41,
6-7=4 50/68
BOT CHORD 1-9=-1881724,8-9=-98/629,7-8=-98/629
WEBS 3-9=-312/154,4-9=-113/549,5-9=427/114,5-7=-760/144
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.11;
Exp B;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 9-11-0,Exterior(2)9-11-0 to
12-11-0 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 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 80 Ib uplift at joint 1 and 82 Ib uplift at joint 7.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Jo&-- -- Truss ------- - cuss e - - - -
--. - — Y The Cumberland
8536TO T01
Hip Girder 1 1
Job Reference(optional)
Buikfing Component Supply,Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 Wek Industries,Inc. Fri Jan 15 08:13:08 2016 Page 1
4-270 9-11-0
ID:x9nVIb8fQsyW522OBfFblzyMue3-ADW7nohE1 Dhhy8VDggJMf8Ebjp?l7jLhezjyEwzvB2P
- _ - 1
-5 9 0 - 4 2-0
4-2-0 540 - -
Scale=1:32.8
5x6; NAILED Special
Special NAED 1NAI ED 2>4 NAI ED
7.0 2 2 24
0
4x5
4x5
2 ��� 6
N
H11- 7M
1 � �
-- _ nn
26 11 27 2810 9 29 6 30
NAILED 2X4 II NAILED NAILED 3x8- 3x6- NAILED NAILED
4x10 1 2x4 II- 4x10 11
0-3-8(0-1$) NAILED NAILED NAILED NAILED
1 0-3-8(0-1-8)
140#/-548#
1141#/-549#
4 2-0 T 15-8-0 19-10-0
- 9-0 -- 5-9-0 _ 4-2-0 -- - -
5
Plate Offs
--J1
ets(X,Y) :0-3-8,Edge],_[3:0-1 4,0-2 4�,[5:0-1 4 0 2 4],L-5-10,Edge]
LOADING(psf) SPACING- 2-0-0 CSL DEFL in (loc) I/deft Ud j PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.15 8-10 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.84 Vert(TL) -0.24 8-10 >993 180
BCLL 0.0 ' Rep Stress Incr NO WB 0.35 Horz(TL) 0.06 7 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:98 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-10 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-0-3 oc bracing.
WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing
SLIDER Left 2x6 SP No.2 1 6-0,Right 2x6 SP No.2 1 6-0 be installed during truss erection,in accordance with Stabilizer
REACTIONS. (Ib/size) 1=1140/0-3-8 (min.0-1-8),7=1141/0-3-8 (min.0-1-8) Installation uide.
Max Horz 1=49(LC 6)
Max Upliftl=-548(LC 8),7=-549(LC 8)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-850/448,2-3=-1631/802,3-20=-2139/1088,20-21=-2139/1088,21-22=-2139/1088,4-22=-2139/1088,
4-23=-2139/1088,23-24=-2139/1088,24-25=-2139/1088,5-25=-2139/1088,5-6=-1632/803,6-7=-850/448
BOT CHORD 1-26=-645/1344,11-26=-645/1344,11-27=-649/1349,27-28=-649/1349,10-28=-649/1349,9-10=-655/1350,
9-29=-655/1350,8-29=-655/1350,8-30=-652/1345,7-30=-652/1345
WEBS 3-11=-81/232,3-10=458/920,4-10=-585/284,5-10=457/919,5-8=-82/234
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=S.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.11;
Exp B;Encl.,GCpi=0.18;MWFRS(directional);porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 548 Ib uplift at joint 1 and 549 Ib uplift at joint
7.
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
8)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail.
9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)89 Ib down and 88 Ib up at 4-2-0,
and 89 Ib down and 88 Ib up at 15-8-0 on top chord. The design/selection of such connection device(s)is the responsibility of others.
10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:1-3=-00,3-5=-60,5-7=-60,12-16=-20
Concentrated Loads(lb)
Vert:3=-49(B)5=-49(B)9=-29(B)11=-29(B)10=-29(B)4=-49(B)8=-29(6)20=-49(B)22=49(6)23=-49(6)25=-49(6)26=-73(B)
27=-29(B)28=-29(8)29=-29(B)30=-73(B)
Job
Hiss russ ype y The Cumberland
853670 702 Hip 1 1
Job Reference(optional)
Building Component Supply,Green Cove Springs,R Run:7.620 s AApprr 30 2015 Print 7.620 s Apr 30 2015 FATek Industries,Inc. Fri Jan 15 08:13:08 2016wzv9Paee 1
_ ID:x9nVIb8fOsyW5220BfFblzyMue3-ADW7nohElDhhy8VDggJMfBEYKp6X7kphezjyE2P
63-2-0 7-0 0 --- 18-2-12 19-10-0
4-6-12
Scale=1:33.7
4x5=
4x10=
3 22 23 24 25 4
7.00 F12 T2
21 26
4x5 20 T 275 4\4x5
2 6
1 1 � 7
B1 EE1 Io
11 10 9
3x8 11 3x4= 3x6— 3x4= 8 3x8 11
0-3-8(0-1-8) 2x4 11
0-5-8(0-1-8)
724#/-262#
863#/-277#
6-2-0 13-8-0 18-2-12 19-10-0
5-2-0 7-6-0 4-6-12
Plate Offsets(X,Y)– [1:0-M.0-1-101,[4:0-7-8,0-2-0] [5.0-1-12 0-1-8] [7:0-5-2,0-1-141
LOADING(psf) SPACING- 2-0-0 CSI. —T DEFL. in (loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.11 9-11 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.17 9-11 >999 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.26 Horz(TL) 0.02 8 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:101 Ib FT=20%
LUMBER- - BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-M oc bracing.
WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing
SLIDER Left 2x6 SP No.2 1 6-0,Right 2x6 SP No.2 1 6-0 be installed during truss erection,in accordance with Stabilizer
REACTIONS. (Ib/size) 1=724/0-3-8 (min.0-1-8),8=863/0-5-8 (min.0-1-8) Installation nuide.
Max Horz 1=-72(LC 10)
Max Upliftl=-262(LC 12),8=-277(LC 12)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=438/390,2-20=-963/713,20-21=-902/723,3-21=-887/739,3-22=-767/685,22-23=-767/685,23-24=-767/685,
24-25=-767/685,4-25=-767/685,4-26=-084/627,26-27=-799/611,5-27=-809/604,5-6=0/54,6-7=43/68
BOT CHORD 1-11=-558/765,10-11=458/642,9-10=458/642,8-9=-19/13,7-8=-19/13
WEBS 3-11=-203/216,4-11=-124/191,4-9=-115/109,5-9=481/673,5-8=-787/542
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.Opsf,h=25ft;B=45ft;L=24ft;eave=oft;Cat.11;
Exp B;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-M to 3-M,Interior(1)3-0-0 to 6-2-0,Exterior(2)6-2-0 to 17-10-15,
Interior(1)17-10-15 to 19-10-0 zone;cantilever right exposed;porch left and right exposed;C-C for members and forces&MWFRS for
reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 262 Ib uplift at joint 1 and 277 Ib uplift at joint
8.
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
runs russ vpe
Y=Cumbrerdn:4703 Hip 1 Builth Can nen.S (optional
ng po apply,Green CoveSprings,FL Run:7.820 s r 30 2015 Print 7.620 s Apr 30 2015 PA l ek Industries,Inc. Fd Jan 15 08:13:09 2016P 1
ID:x9nVlb8(QsyW522OBfFblzyMue3-eP4V?8 hsoXpYZH4OOOq bCLmpCDRxsCFgtcTVmMzve2O
6-2-0 8-2-0 11-8-0 18-2-12 19-10-0--
62-0 200 360 612 - - 14
4x5= Scale=1:37.6
4x5
4 5
T2
\\
7.00 12 2x4
3
i
22 23
a
21 24
3x4
4x5
1 6 4x5 Ln
2 7
1 1 8
61 FTJto
12 „
3 10 9 3x8 11
x8 I I 3x8= _
0.5.8(0-1-) 365 81-) 0-2x4 11 -)
"72# 525 91# 501#/-135#
8-2-0 124114 _ 18.2-12 1910-0
8-2-0 4$4 5 6 8 1-7�
_Plate Offsets(X,Y)— [1:0-3 0 0-1-141 r5:0-2-8,0-141,[6:0-1-12 0-1-8],[8:0-5 2,0-1-14]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.08 12-15 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.47 Vert(TL) -0.22 12-15 >673 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.24 Horz(TL) 0.03 1 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:110 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing
SLIDER Left 2x6 SP No.2 1 6-0,Right 2x6 SP No.2 1 6-0 be installed during truss erection,in accordance with Stabilizer
REACTIONS. (Ib/size) 1=560/0-5- (min.0-1-8),10=525/0-5$ (min.0-1-8),9=501!0-5-8 (min.0-1-8) Installation guide.
Max Horz 1=-96(LC 10)
Max Upliftl=-72(LC 12),10=-91(LC 8),9=-135(LC 12)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-563/0,2-21=-645/164,21-22=-582/165,3-22=-558/180,3-0=-515/193,4-5=421/168,5-23=-250/147,23-24=-264/125
,6-24=-287/117,6-7=-67/148,7-8=-118/138
BOT CHORD 1-12=-132/526,11-12=-25/239,10-11=-25/239,9-10=-130/113,8-9=-130/113
WEBS 3-12=-294/151,4-12=-66/242,5-12=0/305,5-10=-458/69,6-10=-12/150,6-9=461/129
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=S.Opsf;BCDL=S.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.11;
Exp B;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-M to 3-M,Interior(1)3-M to 8-2-0,Exterior(2)8-2-0 to 11-8-0,
Interior(1)15-10-15 to 19-10-0 zone;end vertical right exposed;porch right exposed;C-C for members and forces&MWFRS for
reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3--0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 72 Ib uplift at joint 1,91 Ib uplift at joint 10
and 135 lb uplift at joint 9.
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
"Joy rues i Trus ype - y The Cumberland
!,853670 T05 Roof Special Girder 1 1
Building Component Supply,Green Cove S Job Reference(optiona0
pn •FL Run.7.820 sAp r 30 2015 MnL 7.620 s Apprr 30 2015 2.111 Industries,Inc. Fri Jan 15 08:13:10 2016 Page 1
ID:x9nVIb8fQsyW5220BfFblzyMue3-6betCUiUZgxPBRfcy5LgkZ)tSdiybYbz5GC310z, 2N
51� 911-0 17-15 24911 30-11-2 37-2-5 39-11-0
5 1� 49 12 7-2-5
5x6=
Scale=1:72.0
7.00 12 4
2x4
4x6= NAILEDNAILED NAILEDNAILED NAILED
3 5x6= NAI D 1 2x4 11 3x6—3x4—
Sx8=
4x5 5 6 NA ED 7 NA D 9 NA DNA ED 10
35 4x5
1 2 _ W4 5 26 27 28 29 32 33RP
11 =
a
1�20 19 16 isl� � _ 1
675#0-5-810-1g-8)
7$0 12#) 3x8= 3x6= 0-5-8(pr`4)=NAILED 16 NAILED 14 NAILEDNAILED13 0- 2-0)
2698#/-303# 3x8 MT20HS= 1687 - 12#
3x4 4x10 3x5= 3x5= 2x4 II
NAILED NAILEDNAILED NAILEDNAILED NAILED
9.11-0 18-2-12 1 249-11 _ 30.11-2 37-2-5 39 71-0
911-0 8312 12 63-0 61-7 633 2811
Plate Offsets(X Y)— [1:0-2-0.0-0-2] [6 0 2-12 0-1-81
110:045-0.0-2-41,[13:0-2-4,0-1-81,[14:0-2-0,0.1-81 [16.0-4-0 0 1 12] [18 0 3-0,0-2-1121
LOADING(psf) SPACING- 2-0-0 CSI. T
EFL. in (loc) I/def! L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.94ert(LL) -0.12 14-16 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 1BC 0.81ert(TL) -0.32 14-16 >803 180 MT20HS 187/143
BCLL 0.0 ' Rep Stress Incr NO WB 0.69orz(TL) 0.02 1 n/a n/a
BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:211 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-11-1 oc purlins, except
T4:2x4 SP SS end verticals.
BOT CHORD 2x4 SP No.1'Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
B2:2x4 SP No.2 6-0-0 oc bracing:18-20,16-17.
WEBS 2x4 SP x SP *Except* MiTek recommends that Stabilizers and
W5:2x4 SP Not be installed during truss erection,in accordance rdlwitred h Stabilizer
SLIDER Left 2x6 SP No.2 1-6-0 Installation guide.
REACTIONS. (Ib/size) 1=675/0-5-8 (min.0-1-8),18=2698/0-5-8 (min.0-3-3),12=1685/0-5-8 (min.0-2-0)
Max Horz 1=155(LC 7)
Max Upliftl=-1 02(LC 25),18=-303(LC 8),12=-212(LC 8)
Max Grav 1=675(LC 1),18=2698(LC 1),12=1687(LC 18)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-727/0,2-3=-866/191,34=-633/168,4-5=-670/155,5-6=-89/507,6-25=-2433/294,25-26=-2433/294,26-27=-2433/294
7-27=-2433/294,7-28=-2433/294,28-29=-2433/294,29-30=-2433/294,8-30=-2433/294,8-31=-2433/294,
9-31=-2433/294,9-32=-3039/380,32-33=-3039/380,33-34=-3039/380,10-34=-3039/380,10-35=-1579/209,
11-35=-1634/203,11-12=-1647/188
BOT CHORD 1-20=-122/768,19-20=-200/273,18-19=-200/273,17-18=0/212,6-18=4819/312,17-36=-292/76,36-37=-292/76,
37-38=-292/76,16-38=-292/76,16-39=-341/3039,15-39=-341/3039,1540=-341/3039,14.40=-341/3039,
14-41=160/1380,41-42=-160/1380,4243=-160/1380,13-43=-160/1380,1344=21119,1244=-21/19
WEBS 3-20=-298/117,4-20=-29/354,5-20=-55/520,5-18=-823/224,6-16=-325/3040,7-16=-700/245,9-16=-686/108,
9-14=492/231,10-14=-204/1851,10-13=-404/136,11-13=-172/1601
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=40ft;eave=5ft;Cat.II;
Exp B;Encl.,GCpi=0.18;MWFRS(directional);end vertical right exposed;Lumber DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)All plates are MT20 plates unless otherwise indicated.
5)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.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 102 Ib uplift at joint 1,303 Ib uplift at joint 18
and 212 Ib uplift at joint 12.
8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
9)"NAILED"indicates 3-1Od(0.148"x3")or 3-12d(0.148"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail.
10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
LOAD CASE(S) Standard
Continued on page 2
o Truss russType --- ----iO�yTPIy TheCumbedand
;_ _�_ Job Reference(optional) '
853670 705 Roof Speaal Girder Run.7.6620 s r 30 2015 Print 7.620 s Apr 30 2015 MiTek Industries,Inc. Fn Jan 15 08:13:10 2016 Pa 2
Bwkling Component Supply,Green Cove Springs,FL AApp pp ggee
x9nVlb8fQsyW522OBfFblzyMue3 6betCUiUZgxPBRfcy5LgkZJtSdiybYbz5GC31ozv82N
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:14=-60,4-5=-60,5-10=-60,10-11=-60,18-21=-20,12-17=-20
Concentrated Loads(lb)
Vert:15=-70(B)25=-117(B)26=-117(B)27=-117(B)28=-117(B)30=-117(B)31=-117(B)32=-117(B)33=-117(B)34=-117(B)35=32(B)36=-70(B)37=-70(B)38=-70(B)
39=-70(B)40=-70(B)41=-70(B)42=-70(B)43=-70(B)44=-219(8)
JW
russruS3 __
YPe �ty -"Ply The Cumberland
8536TO T06 Roof Special 1 1
Buiklin Component Su --- - _- mob Reference o tionalL__
9 Po PPh,Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MTek Industries,Inc. Fri Jan 15 08:13:10 2016 Pagge 1
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5-1.4 9-11-0 15-8-3
� -1 24-3-6 ---30 0 5 5-35 14 39-11-0
5-1-0 4-9-12 5-95 ' - 8-7--7-
3 5-8-148-14
Scale=1:71.1
54=
7.00 12 4
2x4
25 26 5x6= 2x4 II 3x6=
3 5 6 4x5 == 3x4= 5x6-
N 4x5 24 T3 7 - �4-- 10
- -
c� 7 828 �� 29 4x5
1 2 T5 IM
11 w
1
Gto
y3; A.,O ,R
19 18 17 —
a�) 3x8= 3x8— 0-5 8(p=2-0) 3x4= t3 0- 1-8)
167 177# 3x6= 809 - 3#
4x5= 3x8= 2x4 ;1
_9-11-0 18-2-12 181-¢-8 27-1-13 35-9-33911-0
9-11-0 8-312 0$12 8-75 8-7-5 _ 4-1-13
Plate Offsets("-- [1.0-2-0,0-0-2 110:0-3-0 0-1-12j, 17:0-3�,0-2 4)
LOADING(psf) SPACING- 2-0-0 CSL DEFL in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 1 Vert(LL) -0.12 19-22 >999 240 MT20 244/190
TCDL 10.0Lumber DOL 1.25 BC 0.88 Vert(TL) -0.3215-16 >800 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.58 Horz(TL) 0.02 17 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:218 Ib FT=20%
LUMBER- - BRACING-- -- —
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-9 oc purlins, except
BOT CHORD 2x4 SP No.2"Except' end verticals.
B3:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SPFMiTek recommends that Stabilizers and required cross bracing
SP No.2 No.2
W5:2x6 SP be installed during truss erection,in accordance with Stabilizer
SLIDER Left 2x6 SP No.2 1 6-0 Installation guide.
REACTIONS. (Ib/size) 1=704/0-5-8 (min.0-1-8),17=1672/0-5-8 (min.0-2-0),12=805/0-5-8 (min.0-1-8)
Max Horz1=155(LC 11)
Max Upliftl=-82(LC 12),17=-177(LC 12),12=-93(LC 12)
Max Grav 1=704(LC 1),17=1672(LC 1),12=809(LC 22)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-750/0,2-24=-920/197,3-24=-813/216,3-25=-684/159,4-25=-623/182,4-26=-612/164,5-26=-692/144,5-6=-28/213,
6-7=-17/158,7-27=-992/229,27-28=-992/229,8-28=-992/229,8-9=-992/229,9-29=-711/190,10-29=-711/190,
10-11=-876/181,11-12=-784/169
BOT CHORD 1-19=-148/757,18-19=-57/415,17-18=-57/415,16-17=-95/713,6-17=-266/97,15-16=-133/770,14-15=-205/1074,
13-14=-205/1074,12-13=-30/48
WEBS 3-19=-295/145,4-19=-34/403,5-19=-3/163,5-17=-878/192,7-16=-1115/230,7-15=4/423,9-15=-145/118,9-13=444/115,
10-13=0/231,11-13=-101/722
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=40ft;eave=5ft;Cat.II;
Exp B;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-11-14,Interior(1)3-11-14 to 9-11-0,Exterior(2)9-11-0 to
13-10-14,Interior(1)15-8-3 to 35-9-3 zone;end vertical right exposed;C-C for members and forces&MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 82 Ib uplift at joint 1,177 Ib uplift at joint 17
and 93 Ib uplift at joint 12.
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
0 r s�T-s russ ype �QTy y The Cumberland
•
8536TI T07 Roof Special 1 1
--- -1 Job Reference(optional)
Building Component Supply,Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 Hlrek Industries,Inc. Fri Jan 15-0811112016 Paggee 1
ID:x9nVlb8fQsyW522OBfFblzyMue3-aoCGQpj6K83FpbEoWps3Hms5t13gK1 s7KwycgFzv82M
1- 5-149-11-0 1431 1 18 6 8 F 26-5-4 34-4-1 39-11-0
5-14 4-9-12 4-4-1 437 7-10-12 -- - 7-10-12 - -- -5-6-15 --
Scale=1:71.1
5x6=
7.00 12 4 25
2x4 54- 4x5= 3x6= 2x4 II 5x8=
3 24 5 6 B 9
Pi CC 4x5 23 7 27 28 29 30 4x5
1 2 X31 10
B11 R
\ o
o
18 77 16
701440-1-8)
3x8= 3x6- 0-5.802-0) 14 12 0- 1-8)
1678#/170# 807#1-
3x4 I 3x8= 34- 3x4= 2x4
9-11-0 18-2-12 18r¢-_826-54 34-4-1 _ 39-11-0
9-11-0 8_3-12 0-3'12 7-10-12 _ 7-10-12 5-6-15
Plate Offsets X,Y)- [1:0_2_0,0-0-2]'[9-0-",0-2-41,[114:0-2-8,0-_1 8],[14 -2-41
---
--- --
-
LOADING(psf) SPACING- 2-0-0CSI. I DEFL in (loc) I/deft L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25TC 0.71 i Vert(LL) -0.1218-21 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.31 18-21 >720 180 I
BCLL 0.0 ' Rep Stress Incr YES WB 0.56 Horz(TL) 0.02 16 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:217 Ib FT=20%
LUMBER- - — —
BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-1 oc purlins, except
BOT CHORD 2x4 SP No.2'Except' end verticals.
B3:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
WEBS 2x4 SP No.3 6-0-0 oc bracing:14-15.
SLIDER Left 2x6 SP No.2 1-6-0 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
REACTIONS. (Ib/size) 1=701/0-5-8 (min.0-1-8),16=1678/0-5-8 (min.0-2-0),11=802/0-5-8 (min.0-1-8) Inst_alla_tion guide.
Max Horz 1=155(LC 11)
Max Upliftl=-85(LC 12),16=-170(LC 12),11=-96(LC 12)
Max Grav 1=701(LC 1),16=1678(LC 1),11=807(LC 22)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-749/0,2-23=-916/206,3-23=-810/226,3-24=-676/167,4-24=-615/190,4-25=-644/182,5-25=-657/161,5-26=-10/160,
6-26=-10/160,6-7=-863/256,7-27=-863/256,8-27=-863/256,8-28=-863/256,28-29=-863/256,9-29=-863/256,
9-30=-791/199,30-31=-835/185,10-31=-912/179,10-11=-760/177
BOT CHORD 1-18=-149/756,17-18=-64/485,16-17=-64/485,15-16=0/135,6-16=-986/257,14-15=-122/47,13-14=-116/719,
12-13=-116/719,11-12=-40/84
WEBS 3-18=-298/148,4-18=-68/414,5-18=-40/132,5-16=-843/162,6-14=-209/1141,8-14=-510/205,9-14=-47/168,9-12=-48/135
,10-12=-82/682
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=40ft;eave=5ft;Cat.II;
Exp B;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-11-14,Interior(1)3-11-14 to 9-11-0,Exterior(2)9-11-0 to
13-10-14,Interior(1)14-3-1 to 39-9-4 zone;end vertical right exposed;C-C for members and forces&MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 85 Ib uplift at joint 1,170 Ib uplift at joint 16
and 96 Ib uplift at joint 11.
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
hiss russ YPe P Y The Cumberland
fi
853670 TOB Roof Special 1 1
Ouikiing Component Supply,Green Cove Springs,FL Job Reference o tional
Run:7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 ABTek Industries,Inc. Fri Jan 15 08:13:112016 Pa
�e 1
ID:x9nVlbBfQsyW5220BfFblzyMue3-aoCGQpj6K83FpbEoWps3Hms8812vKxL7KwycgFzvB2M
51� 911-0 12-914 18 22$11 26-10-14_ 29-10-14 34-9-3 39-11-0
5 1� 4 9 12 2-10 14 5$10 4-2-0 4-2-3 —� 3-0 0 4 10 5 5 1-13
Scale=1:71.1
54= 5x6=
7.00 12 4 9
5x8= 4x5= 2x4 II 5x6
5 8 7
\25 28 4x5
3 26 27
10
24 2 29
4x5
IM 2X4 11 N
1 2 L - R1
1 11 0
.131
0 19 18 17 2
6 0-1-8) 3x8= 3x6= 0-5;p2-0) 15 13 04#
169 153#
2x4 I 3x8= 3x6_— 3x8= 3x5=
9-11-0 18-2-12 11"-8 '-1
22$11 29-10-14 39.11-0
9-11-0 8-3-12 12 4-2-3 7-2-3 10-0-2
Plate Offsets(X,Y)~ [1:0-2-0,0-0-2],[12:0-2-4,0-1-8,[117:0-3-4,0-241
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.2412-13 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.6012-13 >423 180
BCLL 0.0 " Rep Stress Incr YES WB 0.91 Horz(TL) 0.02 17 n/a We
BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:240 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2*Except* end verticals.
B3:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
WEBS 2x4 SP No.3 6-0-0 oc bracing:15-16.
SLIDER Left 2x6 SP No.2 1-6-0 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
i
REACTIONS. (Ib/size) 1=694/0-5-8 (min.0-1-8),17=1692/0-5-8 (min.0-2-0),12=796/0-5-8 (min.0-1-8) Installation guide.
Max Horz 1=155(LC 11)
Max Upliftl=-94(LC 12),17=-153(LC 12),12=-104(LC 12)
Max Grav1=698(LC 21),17=1692(LC 1),12=802(LC 22)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-749/0,2-24=-912/223,3-24=-805/243,3-25=-670/183,4-25=-588/206,4-5=-631/212,5-26=-5/198,6-26=-5/198,
6-7=401/216,7-27=-401/216,8-27=-401/216,8-9=-707/239,9-28=-668/223,10-28=-752/201,10-29=-149/70,
11-29=-194/55,11-12=-194/72
BOT CHORD 1-19=-1621775,18-19=-80/519,17-18=-80/519,16-17=0/59,6-17=-1065/239,15-16=-151/33,14-15=-97/663,
13-14=-97/663,12-13=-135/675
WEBS 3-19=-306/149,4-19=-114/406,5-19=-63/158,5-17=-846/144,6-15=-129/888,7-15=-230/89,8-15=-471/81,8-13=-200/158
,9-13=-130/462,10-13=-175/134,10-12=-787/174
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=40ft;eave=5ft;Cat.II;
Exp B;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-11-14,Interior(1)3-11-14 to 9-11-0,Exterior(2)9-11-0 to
12-9-14,Interior(1)26-10-14 to 39-94 zone;end vertical right exposed;C-C for members and forces&MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 94 Ib uplift at joint 1,153 Ib uplift at joint 17
and 104 Ib uplift at joint 12.
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Job--- -j ruT ss--- - --- JT'russ ype Qty [Ply__ TI7
853670 T09 Roof Special 7,1
--�. Job Reference(optional).
Builth Component Su _-- -- --- -- --
Building po Supply,Green Cove Springs,FL Run.7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 MiTek Industnes,Inc. Fri Jan 15 08:13:13 2016 Paggee 1
I D:x9 n V I bBfQsyW522OBfFblzyMue3-XAKOq VI NslJz2vOBd EvXMBxT6gkVovFQnE Rjv7zvl32 K
r 5-1-4 +_ 9-11-01-4-1 18-6-8 r _23-54_ 28-4-0 _ 29-10-1 349-3 _- - 39-11-0
_ - -}--14
5-1-4 4-9-12 -5.1 7-1-12 4-10-12 � 4-10-12 1-6-74 446-5--
Scale
-13
Scale=1:72.5
5x6= 5x6-
5x6= 5x6=
7.00 F12
4 5 3x6= 4x5= 2x4 '! 10
28 6 7 Ta 8 29 3g
2x4
26 31 4x5
3 \. 11
25 V02 -,T6 32
^� 4x5
'1
2x4
1 2 12 m
— - - 1 \ 2
20 3319 34 18 -- 3 36 .
0-5-8 0-1-8) 3x8- 3x4 0-5-8q( 2-0) 16 14 0-5$y 1-8)
6 3x6- 1691#7,-146# 802 -07#
2x4 II 3x8 3x6- 3x8= 3x5 =
9-11-0 18-2-12 18¢-8 23-5-4 29-10-14 39-11-0
9-11-0 - - 8-3.12 0-3712 4-10-12 -- -- 6-5-10 + 10-0-2
Plate Offsets(X,Y)- [10-2-0,0-0-21_j13:0-2-4,0_1-8] [18:0-34,0-2 _
-
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.24 13-14 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.82 Vert(TL) -0.61 13-14 >412 180
BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.02 18 n/a n/a
BCDL 10.0 Code FBC2014TPI2007 (Matrix-M) - Weight:259 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins, except
BOT CHORD 2x4 SP No.2`Except* end verticals.
133:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
WEBS 2x4 SP No.3 6-0-0 oc bracing:16-17.
OTHERS 2x4 SP No.3 WEBS Web Brace:Length(member)6-9-11(5-18);
SLIDER Left 2x6 SP No.2 1-6-0 - -
� M(Tek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
..
REACTIONS. (Ib/size) 1=694/0-5-8 (min.0-1-8),18=1691/0-5-8 (min.0-2-0),13=796/0-5-8 (min.0-1-8) Installation guide.
Max Horz1=155(LC 11)
Max Upliftl=-98(LC 12),18=-146(LC 12),13=-107(LC 12)
Max Grav 1=698(LC 21),18=1691(LC 1),13=802(LC 22)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-749/0,2-25=-912/226,3-25=-806/246,3-26=-670/187,4-26=-588/209,4-5=-626/234,5-27=-63/187,27-28=-63/187,
6-28=-63/187,6-7=-63/187,7-8=-426/234,8-29=-426/234,29-30=426/234,9-30=-426/234,9-10=-710/257,
10-31=-694/233,11-31=-764/211,11-32=-151/69,12-32=-195/55,12-13=-195/72
BOT CHORD 1-20=-161/787,20-33=-62/551,19-33=-62/551,19-34=-62/551,18-34=-62/551,17-18=0/85,7-18=-1094/258,
16-17=-153/37,16-35=-68/627,15-35=-68/627,15-36=-68/627,14-36=-68/627,13-14=-135/674
WEBS 3-20=-307/148,4-20=-155/450,5-20=-151/181,5-18=-849/118,8-16=-272/105,9-16=-388/45,9-14=-240/168,
10-14=-155/510,11-14=-177/134,7-16=-120/845,11-13=-785/184
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=S.Opsf;BCDL=S.Opsf;h=25ft;B=45ft;L=40ft;eave=5ft;Cat.ll;
Exp B;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-11-14,Interior(1)3-11-14 to 9-11-0,Exterior(2)9-11-0 to
114-12,Interior(1)284-0 to 39-94 zone;end vertical right exposed;C-C for members and forces&MW FRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members,with BCDL=10.Opsf.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 98 Ib uplift at joint 1,146 Ib uplift at joint 18
and 107 Ib uplift at joint 13.
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
o cussn,T—ssT — nd
i - - — -—
------7s—TY—Pe � TPIy 'The Cumberla8536TO IT10 Hip 1 1
Building Component Sup y,Gre _LJob Reference(optionen Cove Springs,FL Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 WTek Industries,Inc. Fn Jan 1-5108—:13;1-3 2016—Page--1
ID:x9nV1 b8fQsyW522OBfFblzyMue3-XAKOqVINslJz2vOBdEvXMBxTIgkXotNQnERjv7zvB2K
570-15 _+ 9-10-0 14-2-7 + 18-6-8_ _ 24-3-9 30-0-10__ 34-10-1 3911-0
5-0-15 4-9 7 4 4 1 4-4-1 5.9 1 5-9 1 - - 49-7 - 5-0.15- �
Scale=1:68.4
5x6=
3x4= 4x5= 3x6 -= 3x4- 5x6
7.00.12 4 25 5 26 27 6 7 6 28 29 9
2x4 �\
� 4x5
! N 3
N ^ 24 10 30
7 9 45
1
2 �\ 2x4 II
\1
- --
0 $ 19
1831 32 17 = IQ
007i���#) 3x8= 3x6= 0-5-8{W2-1) 19
13 0 1-8)
1733#/-131# 36 81 -
2x4 i 3x4= x — 3x8= (g1 a4#
94076 18-2-12 1 8 24-3-9 30-0.10 39-11-0
9-10-6 -4-- 0 3-12 5-9.1 5-9-1 9-10-6
Plate Offsets(X,Y)_ [1:0-2-0,0-0-2],_[4:0-3-0,0-1-12],[9:U-3-0,0-1-12] 0-2-4,0-1.8-] [17:0-3-8,0-2-4]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in floc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.25 12-13 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.82 Vert(TL) -0.63 12-13 >403 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.81 Horz(TL) 0.02 1 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:245 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-"oc purlins, except
BOT CHORD 2x4 SP No.2*Except* end verticals.
63:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
WEBS 2x4 SP No.3 6-0-0 oc bracing:15-16.
SLIDER Left 2x6 SP No.2 1-6-0 MiTek recommends that Stabilizers and required cross bracing
REACTIONS. (Ib/size) 1=704/0-5-8 (min.0-1-8),17=1674/0-5-8 (min.0-2-1),12=804/0-5-8 (min.0-1 8)In Iinstalled during truss erection,in accordance with Stabilizer
nstallation guide.
Max Horz1=155(LC 11)
Max Upliftl=-1 06(LC 12),17=-131(LC 12),12=-114(LC 12)
Max Grav1=707(LC 21),17=1733(LC 17),12=811(LC 22)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-767/0,2-24=-926/260,3-24=-821/279,3-4=-682/243,4-25=-551/241,5-25=-551/241,5-26=-119/194,26-27=-119/194
6-27=-119/194,6-7=-471/269,7-8=-471/269,8-28=-614/261,28-29=-614/261,9-29=-614/261,9-10=-767/260,
10-30=-150/68,11-30=-194/54,11-12=-193/71
BOT CHORD 1-19=-176/782,18-19=-37/318,18-31=-37/318,31-32=-37/318,17-32=-37/318,16-17=0/127,6-17=-971/237,
16-33=-126/40,15-33=-126/40,15-34=-59/439,14-34=-59/439,13-14=-59/439,12-13=-154/681
WEBS 3-19=-311/160,4-19=-9/170,5-19=-10/434,5-17=-717/135,6-15=-155/858,8-15=-572/165,8-13=-2/260,9-13=-6/173,
10-13=-174/135,10-12=-794/214
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=S.Opsf;BCDL=S.Opsf;h=25ft;B=45ft;L=40ft;eave=5ft;Cat.11;
Exp B;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-11-14,Interior(1)3-11-14 to 9-10-6,Extedor(2)9-10-6 to
35-8-6,Interior(1)35-8-6 to 39-94 zone;end vertical right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber
DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members,with BCDL=10.Opsf.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 106 Ib uplift at joint 1,131 Ib uplift at joint 17
and 114 Ib uplift at joint 12.
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
i Jori -- -- --truss —� rusT-S Type 7777--� �ly The Cumberland
o
853670 711 Hip 1 1
_ Job Reference(optional)
2015
Building Component Supply,Green Cove Springs,FL Run:7.620 s Apr 30 Print7.820 s Apr 30 2015 FATek Industries,Inc. Fri Jan 15 08:13:14 2016 Page 1
ID:x9nVIbBfQsyW5220BfFblzyMue3-?Nu02ri?d3Rgg3zNBxQmvPUeWE4cXJ320uAGRazvB2J
11-3-9 18-6.8 _ 23-7-0 _+ 28_7-7 34-1-8 39.11-0
5-9-8 - 5-0 0 7-2-15
5-0-8 5:6-8 5 6 0 Scale=1:68.4
5x6=
3x6= 4x5= 2x4 !i
4 24 25 5 6 267 27 28 8 5x6
7.00 V2 \
2x4 4x5
3 g
4.5 i 23 29
3x4 11 °D
1 2 10
I
-7
0
IIC 18 30 17 31 16 Ia' Jq
699#f1d) 3x4= 3x6= 0-58(02-2) 14 3x4- 0_56p-1-8)
1
1800#/-105# 3x6= 80/4127#
2x4 i' 3x8=
_._9-5-0 18-2-12 1 8 23-7-0 31-7-4 39-11-0
9-5-0 - 8-9-12 0-3-12 5 0 8 - 8-0-4 8-3 12
Plate Offsets X,Y)- -3-0,0 1 10],[4•.0 4-0,072741 (8:0-3-00 1-1 16:0-3-8,Edge]
T �-
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.2516-18 >881 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.76 Vert(TL) -0.4816-18 >463 180
BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(TL) 0.02 11 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:244 Ib FT=20%
- - ---
LUMBER- BRACING- -- - - -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins, except
BOT CHORD 2x4 SP No.2"Except* end verticals.
133:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
WEBS 2x4 SP No.3 6-0-0 oc bracing:14-15.
OTHERS 2x4 SP No.3 T-Brace: 2x4 SP No.3-6-16
SLIDER Left 2x6 SP No.2 1-6-0 WEBS T-Brace: 2x4 SP No.3-4-16,8-14
Fasten(2X) T and I braces to narrow edge of web with 1 Od(0.131'x3")
nails,bin o.c.,with 3in minimum end distance.
Brace must cover 90%of web length.
MiTek recommends that Stabilizers and required cross bracing -
be installed during truss erection,in accordance with Stabilizer
-
REACTIONS. (Ib/size) 1=694/0-5-8 (min.0-1-8),16=169210-5-8 (min.0-2-2),11=796/0-5-8 (min.0-1-8) Installation guide. -
Max Horz 1=171(LC 11)
Max Upliftl=-120(LC 12),16=-105(LC 12),l l=-127(LC 12)
Max Grav1=699(LC 21),16=1800(LC 17),11=809(LC 18)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-634/0,2-23=-903/269,3-23=-777/292,3-4=-689/283,4-24=-129/249,24-25=-129/249,5-25=-129/249,5-6=-129/249,
6-26=418/283,7-26=418/283,7-27=418/283,27-28=418/283,8-28=-418/283,8-9=-861/315,9-29=-139/94,
10-29=-189/77,10-11=-203/92
BOT CHORD 1-18=-176/776,18-30=-50/431,17-30=-50/431,17-31=-50/431,16-31=-50/431,15-16=0/83,6-16=-1103/254,
15-32=-159/16,14-32=-159/16,14-33=-62/498,13-33=-62/498,13-34=-62/498,12-34=-62/498,11-12=-150/701
WEBS 3-18=-325/172,4-18=-21/525,4-16=-780/93,6-14=-111/861,7-14=-282/128,8-14=-324/38,8-12=-50/427,9-12=-215/157,
9-11=-837/192
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=40ft;eave=5ft;Cat.II;
Exp B;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-11-14,Interior(1)3-11-14 to 11-3-9,Exterior(2)11-3-9 to
34-3-1,Interior(1)34-3-1 to 39-94 zone;end vertical right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber
DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members,with BCDL=10.Opsf.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 120 Ib uplift at joint 1,105 Ib uplift at joint 16
and 127 Ib uplift at joint 11.
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.
LOAD CASE(S) Standard
i
TheCumbedand
853670 712 Hip 1 1
Building Component Soppy,Green Cove Springs,FL Run:7.620 Job Reference(optional)
s Apr 30 2015 Print:7.620 s Apr 30 2015 PAek Industries,Inc.Fri Jan 15 08:13:15 2016 Page 1
ID:x9n V I bBfQsyW 5220 BfFblzyM u e3-TZSmFB mdONZh HCYalex?RcOrQeNMGsDjFYwgzOzvB21
23-11-8
18-7-8 21-3-8 22-10-7
6S1
18-11 15.11-8 7 9 11 7 27-2-5 334-15 3911-0
6&1 6 2 9 3-2-13 1 14-014-01 14-0 -1- 1-10.13 6-2.9 6S1 Scale=1:79.9
3x6= 0-2-15 14-0
3x6=
5x6= 9 10 12 13 16 17 19
l 5x6- 7 20 5x6 _
4
s 5x6
7.00 12 2 23
3x4
3 24 0,
44 38 39
4x5
12 25
0 2
33 4032 41 31 )Ir' Jq
702AW
0-5-8(0-1-8)
H# 3x4= 3x6= 10838a 1& 29 27 807 15#
���e 17� 4x5= 3x8= 3x6- 3x4=
4x6=
95-0 18-2-12 1 27-25 334-15 39.11-0
95 0
8-9-12 12 &7-13 6 2-9 6.6-1
Plate Offsets(X,Y)- [1:0-3-0,0-1-10],[4:0-3-0,0-1-12],[5:0.3-8,0-3-01,[10:0-3-0,0-1-121,[17:0-3-0,0-1-12],[18:0-5-0,0-2-0],[22:0-2-8,030],123:0-3-0,0-1-121,[24:0-1-12,0-1-8],
[27:0-1-12,0-1-8],[30:0-2-0,0-2-0] [31:0-4-4,0-2-0]
LOADING(psf) SPACING- 2-0-0 CSI. �- DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.3231-33 >712 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -0.5431-33 >415 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.47 Horz(TL) 0.02 1 n/a n/a
BCDL 10.0 Code FBC2014fTP12007 (Mat rix-M) Weight:289 Ib FT=20%
LUMBER- BRACING- ---
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purlins, except
BOT CHORD 2x4 SP No.2"Except" end verticals.
63:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
WEBS 2x4 SP No.3 2-2-0 oc bracing:30-31.
OTHERS 2x4 SP No.3 T-Brace: 2x4 SP No.3-11-31
SLIDER Left 2x6 SP No.2 1-6-0 WEBS T-Brace: 2x4 SP No.3-4-31,18-30,24-29
Fasten(2X) T and I braces to narrow edge of web with 10d(0.131'x3")
nails,6in o.c.,with 3in minimum end distance.
Brace must cover 90%of web length.
JOINTS 1 Brace at Jt(s):11,18,6
MTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (Ib/size) 1=688/0-5-8 (min.0-1-8),31=1703/0-5-8 (min.0-2-3),26=790/0-5-8 (min.0-1-8)
Max Horz 1=-199(LC 10)
Max Upliftl=-1 14(LC 12),31=-182(LC 12),26=425(LC 12)
Max Grav1=702(LC 21),31=1838(LC 17),26=807(LC 22)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-625/0,2-38=-895/238,3-38=-766/254,3-4=-730/270,4-5=-146/202,5-6=-247/214,6-8=-247/214,8-11=-247/214,
11-14=-253/220,14-15=-253/220,15-18=-253/220,18-21=-667/288,21-22=-067/288,22-23=-555/255,23-24=-638/253,
24-39=-753/223,25-39=-920/204,25-26=-746/198,5-7=0/176,7-9=0/171,9-10=0/154,17-19=0/100,19-20=0/190,
20-22=-5/198,10-12=0/122,12-13=0/127,13-16=0/127,16-17=0/127
BOT CHORD 1-33=-166/797,33-40=-25/357,3240=-25/357,32-41=-25/357,31-41=-25/357,30-31=-97/844,11-31=407/155,
3042=-29/261,4243=-29/261,2943=-29/261,28-29=-123/722,27-28=-123/722,26-27=-27/87
WEBS 3-33=-357/180,4-33=-53/625,4-31=-694/94,18-30=-775/151,18-29=-14/462,23-29=0/138,24-29=-385/133,
24-27=-55/131,25-27=407/658,13-14=41/25,15-16=-64/26,18-19=-182/50,20-21=-104/71,11-12=-253/95,8-9=-56/0,
6-7=-91/63
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=S.Opsf;BCDL=S.Opsf;h=25ft;B=45ft;L=40ft;eave=5ft;Cat.II;
Exp B;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-11-14,Interior(1)3-11-14 to 17-7-9,Extedor(2)17-7-9 to
26-6-14,Interior(1)27-2-5 to 39-94 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip
DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)All plates are 2x4 MT20 unless otherwise indicated.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members,with BCDL=10.Opsf.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 114 Ib uplift at joint 1,182 Ib uplift at joint 31
11,
Co8�5ort ogja�t joint 26.
�— The Cumberland .
o nd33 Truss Ply
8536T0 T12 Hip — 1 1 Job Reference(optional)
Building Component Supply,Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 UTek Industries,Inc. Fri Jan 15 08:13:15 2016 Page 2
ID:x9nVl bBfQsyW522OBfFblzyMue3-TZSm FB and ONZh HCYalex?RcOrQeNMGsDj FYwq zOzvB21
NOTES-
8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
10)Waming:Additional permanent and stability bracing for truss system(not part of this component design)is always required.
LOAD CASE(S) Standard
BUILDING PERMIT APPLICATION
CITY OF ATLANTIC BEACH
800 Seminole Road, Atlantic Beach, FL 32233
Office (904) 247-5826 Fax (904) 247-5845
Job Address: 1637 Atlantic Beach Drive,• Atlantic Beach, FL 32233 Permit Number:
Legal Description Lot 7 Atlantic Beach Country Club Unit 1 67-52-08-2S-29E.152 Parcel
Floor Area of Sqq.Ft. S .Ft
Valuation of Work S 255,817 Proposed Work heated/cooled 2,125 non-heated cooled 540
Class of Work(circle one): New Addition Alteration Repair Move Demolition pool/spa window/door
Use of existing/pro osed structure(s) (circle one): Commercial Residential
If an existing structure,is a fire sprinkler system installed? (Circle one): N/A
Florida Product Approval# See attached
For multiple products use product approval form
Describe in detail the type of work to be performed: New Residential Construction
Property Owner Information:
Name: TOLL FL VI LIMITED PARTNERSHIP Address: 160 Cape May Avenue f E C ISO V °'i
City Ponte Vedra State FL Zip 32081 Phone 904 217-0739 I {--
E-Mail or Fax#(Optional) arogers@tollbrothers.com
t p -
Contractor Information: CONTRACTOR EMAIL ADDRESS: aro ers toll q o ers.��t►�i 4 2016
Company Name: Toll Bros., Inc. Qualifying Agent: Steven R. Merten
Address: 160 Cape May Avenue City Ponte Vedra State FL Zip 32081
Office Phone 904 217-0739 Job Site/Contact Number 904 386-6472 Fax#
State Certification/Registration# CGC 1510225
Architect Name &Phone#
Engineer's Name&Phone#
Fee Simple Title Holder Name and
Address
Bonding Company Name and
Address
Mortgage Lender Name and Address
Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the
issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. This permit becomes
null and void if work is not commenced within six(6)months, or if construction or work is suspended or abandoned for a period of six(6)months at any time
after work is commenced. I understand that separate permits must be secured for Electrical Work, Plumbing, Signs, Wells, Pools, Furnaces, Boilers,
Heaters, Tanks and Air Conditioners,etc.
WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF
COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS
TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH
YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF
COMMENCEMENT.
1 hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing
this type of work will be complied with whether specified herein or not. The grantin of a permit does not presume to give authority to violate or cancel the
provisions of any other federal,state, or local law regulating construction or the per ormance of construction.
Signature of Owner Signature of Contractor
Print Name Steven R.Merten,Division Sr.Vice President Print Name Steven R. Merten
Before me Before me,—
this
e—this 3� a of Februa 2016 this—3 av of Februa 2016
Notary u is Not lic
Revised 01.26.10
=dalloSta
ISSA LIEBERPJIANMMISSION FF055605 'a e<;:, MELISSA LIEBERMAN
ternber 18.2017MY COMMISSION#FF055605
ES Sep jridallotaryService.com ';FOFK o?; EXPIRES September 18.2017
1-�07i
s98-0!53 Floridallotaryservice.com