538 ATLANTIC BEACH CT NEW HOME DOCS 2016
538 ATLANTIC BEACH CT NEW HOME DOCS 2016 'S f CITY OF ATLANTIC BEACH
s) 800 SEMINOLE ROAD
J ATLANTIC BEACH,FL 32233
1INSPECTION PHONE LINE 247-5814
J;39�
SINGLE FAMILY DWELLING NEW
MUST CALL BY 4PM FOR NEXT DAY INSPECTION: 247-5814
JOB INFORMATION:
Job ID: 16-SFR-53
Job Type: SINGLE FAMILY RESIDENCE
Description: NEW HOME DRIVEWAY
Estimated Value: $553,738.00
Issue Date: 1/28/2016
Expiration Date: 7/26/2016
PROPERTY ADDRESS:
Address: 538 ATLANTIC BEACH CT
RE Number: None
GENERAL CONTRACTOR INFORMATION:
Name: GLENN LAYTON HOMES
Address: 517 Canal RD
Phone: 904-758-4380
PERMIT INFORMATION: UTILITY DEPT.: PUBLIC WORKS:
Ensure all meter boxes, sewer cleanouts and valve covers are set to grade and visible.
A sewer cleanout must be installed at the property line. Cleanout must be covered with an RT1
concrete box with metal lid. Cleanout to be set to grade and visible.
All concrete driveway aprons must be 5" thick,4000 psi, with fibermesh from the edge of pavement to
the property line. Reinforcing rods or mesh area not allowed in the right-of-way.
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. Silt fence must surround full lot.
All silt must remain on-site during construction.
If sidewalk exists it must continue through driveway.
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-war restoration, including sod, is required.
PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA
BUILDING CODES.
i
,�� 'q SSS CITY OF ATLANTIC BEACH
j 800 SEMINOLE ROAD
ATLANTIC BEACH,FL 32233
INSPECTION PHONE LINE 247-5814
�J331�?
Any utility cuts in the road must be repaired using COJ Standard Detail Case X and must be over ai
feet in each direction from the center of the cut. Repair must be shown on the plans.
FEES:
ENG REV RESIDENTIAL BLD $100.00
PLAN CHECK FEES $893.74
UTIL REV RESIDENTIAL BLDG $50.00
BUILDING PERMIT FEE $1,787.48
SEWER SDC-SYSTEM DEV CHG $4,050.00
STATE DBPR SURCHARGE $26.81
STATE DCA SURCHARGE $26.81
WATER CONNECT/TAP & METER $370.00
WATER CROSS CONNECTION $50.00
WATER SDC-SYSTEM DEV CHG $1,140.00
Total Payments: $8,494.84
PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA
BUILDING CODES.
OFFICE COPY
DO NOT WRITE BELOW- OFFICE USE ONLY
App ica e Co es: 2010 FLORIDA BUILDING CODE
Review Result (circle one):
p rop ve Disapproved Approved w/ Conditions
i
Review Initials/Date: 1-d, 6 i"r�rn
Development Size
Habitable Space JyyY s.F: Non-Habitable 172 S.f-
'F �rueS�`-Srift 3�_
Impervious area
Miscellaneous Information
Occupancy Group - 3
Type of Construction _
Number of Stories
Zoning District Cavo hr z 6k 6
Max. Occupancy Load
Fire. Sprinklers Required
Flood Zone /K
Conditions/Comments:
i
i
BUILDING PERMIT APPLICATION
CITY OF ATLANTIC BEACH OFFICE COPY
800 Seminole Road, Atlantic Beach, FL 32233
Office (904) 247-5826 Fax (904) 247-5845
Job Address: C)i* Afl V1 (/V Q Y--�— NN Permit Number:
Legal Description � �Ot� yr �� Parcel# i V r'J' 0 C2`MO L
Floor ea o q. t. po� (b Z-i; q. t /f
Valuation of Work$ 3 3 Proposed Work heated/codled non-heated/cooled
Class of Work(circle one): ew Addition Alteration Repair Move Demolition pool/spa window/door
Use of existing/proposed structure(s) (circle one): Commercial ce i t'
If an existing structure,is a fire sprinkler system installed? (Circle one): Yes No /A
Florida Product Approval#
For multiple products use product appromafffborm
Describe in detail the type of work to be performed: MW rk
a)l P
J
Property Owner Information: QQ
Name: Address: ZU rLw
CityU,In py State_Zip O 12 4 4 Phone (OI 5 '14301- Z Sq I)
E-Mail or Fax#(Optional) V1QY Ir1� Of rYldi I. m
Contractor Information: /� y,
Company Name: Qualifying Agent: 6 �� �• LA� 1 V1
Address: q S city JAC s U1n V i l l e State IFL Zip 2Z
Office Phone (q 04) -458-4381 Job Site/Contact Number(q o 4) 21 q - 2 51 -4 Fax# (404")S l02- 3385
State Certification/Registration# pZ
Architect Name&Phone# r �'L- 3
Engineer's Name&Phone# 04) BZ-1 - NAP
Fee Simple Title Holder Name and Address NIA
Bonding Company Name and Address N I A
Mortgage Lender Name and Address N}A
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. 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.
I hereb certify that 1 have read and examined this a plication 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 speci ted herein or not. The granting of a permit does not presume to give authority violate or cancel the
provisions of any other federal,state, or local law regulating construction or the performance of construction.
Signature of Ownerecb%4=-:� Signature of Contractor A�
Print Name ............... EL 61Q Print Name �..uian...........P..* .................................
Sworn and subs ib d before me Sworn to and subscr'bed b fore me
this Day of 20 this Day of Q 206
Not#yPublic No u lic
JULIAN GIORDANO IQEIN
NOTARY PUBLIC JILLM Gj&DV.26.10
STATE OF FLORIDA NOTARY PUBLIC
Comm#EE825475 _STATE OF FLORIDA
Expires 8/20/2016 Comm*EE826475
E*Ms g12p12016
OFFICE COPY
Atlantic Beach Country Club Owners Association, Inc.
Architectural Review Board
December 22, 2015
Nh-. Glenn Layton
Glenn Layton Homes
4314 Pablo Oaks Court
Jacksonville, FL 32224
RE: Architectural Submittal for Lot 21,Atlantic Beach Country Club
Dear Glenn,
We are in receipt of your updated architectural submittal for the above referenced home site in Atlantic
Beach Country Club. The Architectural Review Board has reviewed your architectural plans and finds them
in general compliance with the Architectural Guidelines and Pattern Book with the following conditions:
1. The ARB previously suggested the front shutter doors be changed back to the original schematic
design provided by Michael Stauffer. If the owner prefers to maintain the shutter doors, please
use the arched courtyard design and resubmit shop drawing for review.
2. Provide a light fixture specification sheet for the front entry light.
3. Revise landscape plan as shown.
4. Remove dead pine tree in conjunction with silt fence installation.
5. Screen details must comply with the community standard.
Construction commencement is hereby authorized. Please provide the required additional information for
review within 30 days of this letter.
Compliance with all approved plans is the responsibility of the OWNER of legal record,and any change
to the approved plans without prior Architectural Review Board approval subjects these changes to
disapproval,and enforced compliance.
Please refer to the Atlantic Beach Country Club Pattern Book and Architectural Guidelines for additional
requirements. Both documents may be accessed on the web at www.atlanticbeachcountrvclub.com
Architectural approval is a limited approval and does not supersede requirements which may be
mandated by other governing authorities. Please be advised that throughout the duration of the
project, the developer has the right to amend certain guidelines from time to time if it becomes
necessary.
If you have questions or need additional information,please do not hesitate to give me a call.
Sincerely,
Susan Wood
President
414 Old Hard Road, Suite 502
Fleming Island, Florida 32003
904-264-6553, FAX 904-269-2729
OFFICE COPY
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2."73' 'L° ( \,p G
8.0
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83
_ B"�L. LOT COVERAGE:
5"1.34' 16b�' LOT 21 11311 5Q Fr
(0-061-
MAIN
.06' MAIN HOUSE - 2444
PLANTER5 COVERED PATIOS 945
ENTRY STOOP 30
DETACHED GARAGE - 11b
TOTAL STRICTURE COVERAGE 4195 SQ Fr
DRIVE / WALK 1111 SQ FT
A/C PAD I6 SQ FT
ITY YARD S& SQ Fr
A ILRSOR/STAIR5 205 5Q Fr
REAR FLANTER5 16 50 Fr
CO TOTAL IMFERVIOU5 5245 SQ Fr
t!1 nNF
IMPERVIOUS COVERAGE 46.40
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CITY OF ATLANTIC BEACH
CONSTRUCTION PERMIT WITHIN CITY RIGHTS OF WAY AND EASEMENTS
800 Seminole Road 904-247-5800
Atlantic Beach, Florida 32233-5445 Fax 904-247-5845
PLEASE SUBMIT(3)COI MPLETE SETS OF PLANS WITH APPLICATION.
Date 10 11 12 0 l 6 PERMIT#
53a e ,� 'n f„� ub / In 1 ISSUED BY THE CITY
Job Address //VI tw (�V' l '[i
Permitee: Vl Telephone# �f bSig—14 390
Permittee Address: 4;L4 _0,al 0- J�VPV YW I U Tt- 3 2Z2, 4
Requesting Permission to Construct: 0 r
Location: (Reference to Cross-Street) tUVY
1. Applicant declares that prior to filing this application he has ascertained the location of all existing utilities,
both aerial and underground and the accurate locations are shown on the sketches.
A Letter of Notification was mailed to the following Utilities/Municipalities:
Jacksonville Electric Authority Yes ( ) No ( ) Date:
Bell South Telephone Company Yes ( ) No ( ) Date:
Ferrell Gas Yes ( ) No ( ) Date:
Comcast Yes ( ) No ( ) Date:
2. Whenever necessary for the construction, repair, improvement, maintenance, safe and efficient operation,
alteration or relocation of all, or any portion of said street or easement as determined by the Director of Public
Works, any or all of said poles, wires, pipes, cables or other facilities and appurtenances authorized
hereunder, shall be immediately removed from said street or easement or reset or relocated hereon as
required by the Director of Public Works, and at the expense of the Permittee unless reimbursement is
authorized.
3. All work shall meet City of Atlantic Bejh or Florida Department of Transportation Standards and be
performed under the su envision of 5()�IrlGU"mS (Contractor's Project
Superintendent) located at B+ I , A g Cr� Telephone#A 04 Ig .Z'
4. All materials and equipment shall be subject to inspection by the Director of Public Works or his designee.
5. All city property shall be restored to its original condition as far as practical, in keeping with city specifications
and the manner satisfactory to the city.
6. A sketch of plans covering details of this installation, as well as, a copy of a recent survey shall be made a
part of this permit. Calculations showing any increase in impervious area on owner's lot or in the city
Right of Way are to be included with this application.
7. This permittee shall commence actual construction in good faith with days. If the beginning date is
more than 60 days from date of permit approval, then permittee must review the permit with the Director of
Public Works to make sure no changes have occurred in the area that would affect the permitted construction.
8. It is understood and agreed that the rights and privileges herein set out are granted only to the extent of the
City's right, title and interest in the land to be entered upon and used by the holder, and the Holder will, at all
times, assume all risk of and indemnify, defend, and save harmless the City of Atlantic Beach from and
against any and all loss, damage, and cost of expenses arising in any manner of the exercise or attempted
exercises by the holder of the aforesaid rights and privileges.
9. The Director of Public Works shall be notified twenty-four (24) hours prior to starting work and again
immediately upon completion.
y . JILLIAN GIOROANO KLEIN
OWNER @ NOTARY PUBLIC
STATE OF FLORIDA
Signed: -�- Date: ���s Comm#EE828475
Before met is `� day of in CPty of Duval, Expires 8/20/2016
State Of Florida, has personally appeared r ou -
Nota Public at Large,State of F ida,County of Du al.
My mission ex i es: vG l Personally Known:
Produced Identification:--=
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LOT COVERAGE:
5 .34' 16b1' LOT 21 11311 5a Fr
I MAIN HOUSE - 2444
1 PLANTERS COVERED PATIOS _ 345
ENTRY STOOP 30
DETACHED GARAGE - 116
I TOTAL STRUCTURE COVERAGE 4135 sQ FT
1 DRIVE / WALK 111 SQ FT
A/C PAD I6 SQ FT
UTILITY YARD 36 5Q FT
ARBOR/STAIRS 205 sQ FT
1 REAR PLANTERS 16 SQ FT
(f TOTAL IMPERVIOUS 5245 SQ FT
1
0 FIN FLR � IMPERVIOUS COVERAGE 46.4io
=11.00
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KLAYbOQ �sociates, inc. 111=20'_O" LOT #21
DATE DRAWN BY ATLANTIC BERG#-,<
QE81DENTIAL DESIGNERS 9/5/2015 JBF COUNTRI' CLUB
DUV,4L CO, FL
1999 Wells Road • Suite C • Orange Park, FL 32073EOBJ0. PIANNO.Tel : (904) 272-5339 � K1518
PIAT BOOK-PG.-
R.O.W. Permit Attachment of for6� 5k1aV1�iC �C+ 1 C�
R.O.W. Permit# issued , 200_ Atlantic Beach, FL 322233
Owner's Name: n r `
Property Address: h DU
01 L- 32223
Subdivision: 6 l Ub
Lot# /Block#: 2 I
R.E. #: I o4;ur:" J I/Do
REVOCABLE ENCROACHMENT PERMIT
THIS REVOCABLE ENCROACHMENT PERMIT, issued on this 1'# day of
20 V, ) Atlantic Beach, Florida, a municipal corporation organized apo existing
un er the laws of the State of Florida, hereinafter referred to as "CITY" and
of Atlantic Beach, Florida, hereinafter referred to as "USER".
WITNESSETH:
That the CITY does hereby grant the USER permission on a revocable basis as described herein the
right to enter upon the property of the City of Atlantic Beach for the purpose as described in the City of
Atlantic Beach Right-of-Way/Easement permit numbers noted above (copies attached).
This work is generally described as: ,Q C ±c -m , S 1 nou.,
Any facility maintained, repaired, erected, and/or installed in the exercise of the privilege granted
remains subject to relocation or removal on thirty (30) days notice by CITY to the USER, said notice to
USER shall be given by certified mail, return receipt requested, to the following address:
; 1 Y�"� &CA � oua I L
The depositing of said notice of cancellation in the United States mail shall constitute the notice of
cancellation and the burden is upon USER to keep the CITY informed of USER's proper address.
The USER shall promptly make any and all necessary repairs to any facility erected or maintained in
the exercise of the privilege herein granted and shall at all times maintain said facility in good and safe
condition.
In the event it is necessary for the CITY or the City's approved representative or other franchised
utility to enter upon the above-described property of the CITY, the USER shall replace at the USER's
sole expense, any and all material necessarily displaced during the action of maintaining, repairing,
operating, replacing, or adding to of the utilities and facilities of the CITY or franchise utility provider.
The facilities allowed by the permit shall meet the current requirements of the City Code, Building
Codes, Land Development Code, and all other land use and code requirements of the CITY, including
City Code Section 19-7 (h) which states "Driveways that cross sidewalks: City sidewalks may not be
replaced with other materials, but must be replaced with smooth concrete left natural in color so that it
matches the existing and adjoining sidewalks."
Page 1 of 2
r
The USER, prior to making any changes from the approved plans and/or method, must obtain
written approval from the City of Atlantic Beach, Public Works Department, for said change. The
USER shall, at the discretion of the CITY, be requested to submit as-built drawings showing the change
within thirty (30) days after the day of completion.
This permit shall insure to the benefit of, and be binding upon, the USER and their respective
successors and assigns.
USER shall meet the terms and conditions of this permit and to all of the applicable State and CITY
laws and/or specifications, to include utilities locate requirements and use limitations/requirements of
public rights-of-way and other public land. USER further agrees that the CITY and its officers and
employees shall be saved harmless by the USER from any of the work herein under the terms of this
permit and that all of said liabilities are hereby assumed by the USER.
ti
DATED and SIGNED this day of 6�'�06eK- , .QU 1 S
By: 6mu� 4
Property Okvner
(to be signed in presence of the Notary)
STATE OF FLORIDA
COUNTY OF DUVAL
On this day of &A bt r , 20K, personally appeared before me, a Notary
Public in pd for s id C unty and State, , the property owner of
5 , Atlantic Beach, Florida, known to me to be the person(s)
described in and who executed the foregoing instrument; who acknowledged to me that he or she
execute the same freely and voluntarily and for the uses and purposes therein mentioned.
. � �� JILLIAN GIORDANO KLEIN
�'A 4 NOTARY PUBLIC
Not#y Public in for said County and State STATE OF FLORIDA
Comm#EE828475
CITY OF ATLANTIC BEACH, FLORIDA, a Expires 8/20/2018
municipal corporation:
Approv
qwj,Publ' Works Director
For Permits where city sidewalk is impacted,
City Manager approval required:
Jim Hanson, City Manager
Page 2 of 2
PQ"p exd b . �U n 0 y+o V1 NO f
NOTICE OF COMMENCEMENT
State of I V �� UIJ�� County of wy Tax Folio No.
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 i sta ed in this NOTICE O1F,�OMME CEMENT. 1 ,, /
Legal Description of property being improved:L ut I I A+la V I�I!( NCO C O IA I I I Vl NA
I. V Z cc0r�J rte► '�9 01 JLi b o D�7 (C74 p�_I 3 Z —13� /
Address of property being improved: ,jl`�1,, '�11 o �y�� C ��e 1,J2[�C
General description of improvements: I VLVV C,Q��S lb o , IVU() ���_, r
A
Owner: -[A-M� �Ahyl Address: j. yyI((/� Ye,vr � -Trd)I, tyi O X ,WA.0�Z 0
Owner's interest in site of the improvement: rim M U.S I a
Fee Simple Titleholder(if other than owner): WA
Name:
wh V1 US , LU
ntractor: llII ,n,
Address: 4 IIL/1 O S /�� a n �1
Telephone No.: ( � � 716 'I 3SO Fax No:' O�� (9 l,I' Z
Surety(if any)N 1 A
Address: Amount of Bond$
Telephone No: Fax No:
Name and address of any person making a loan for the construction of the improvements
Name: N�A
Doc#2016003422,OR BK 17420 Page 1447,
Address: Number Pages:1
Recorded 01/072016 at 10:22 AM,
Phone No: Fax No: Ronnie Fussell CLERK CIRCUIT COURT DUVAL
Name oft
d
lf
erson within the State of Florida, other than himself, designated t COUNTY
P RECORDING$10.00
served: Name: NIA
Address:
Telephone No: Fax No:
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),Florid Statues. (Fill in at Owner's option)
Name:
Address:
Telephone No: Fax No:
Expiration date of Notice of Commencement (the expiration date is one (1) year from the date of recording unless a different date is
specified):
THIS SPACE FOR RECORDER'S USE ONLY OWNER 1_ A(o Signed: �s^�-�� Date: l 1
Before me this 'O_day ofQ6-C— ,moo 1 5- in the County of Duval,State
t MARYANNE LANE Of Florida,has personally appeared Ka- mj r A • 9-A7 c-H
NOTARY PUBUC Personally Known: or
STATE OF FLORIDA Produced Identification:
Coney*FF000901 Notary Public:
E*res 7/2&&17 My commission expires: 01
City of Atlantic Beach APPLICATION NUMBER
Building Department (To be assigned by the Building Department.)
800 Seminole Road
Atlantic Beach, Florida 32233-5445
Phone(904)247-5826 • Fax(904) 247-5845 -`
E-mail: building-dept@coab.us Date routed:
City web-site: http://vmw.coab.us
APPLICATION REVIEW AND TRACKING FORM
Property Address: rj�� t���O�r��� �QGC�Y� Department review required Yes No
uild
Applicant: g &Zoning
CCa or
Project: L ) /�G � (��/4
$ublic WoMe
tie;If
sty
Fire Services
Review fee $ 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:
APPLICATION STATUS
Reviewing Department First Review: Approved. ❑Denied.
(Circle one.) Comments:
BUILDING
PLANNING &ZONING Reviewed by�.�►�+✓ y Date:�i�Y//�
TREE ADMIN. Second Review: []Approved as revised. ❑Denied.
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 DDrr APPLICATION NUMBER
�s a� Building Department CEIVED (To be assigned by the Building Department.)
800 Seminole Road 1n
Atlantic Beach, Florida 32233-5445; JAN Q $ 2016 �/ �� z -.5-_3
Phone(904)247-5826 • Fax(904)J247-5845 -�
^� 31yr E-mail: building-dept@coab.us BY:-- Date routed: IJ
Cit web-site: http://www.coab.us
--
Y p
APPLICATION REVIEW AND TRACKING FORM
Property Address: rj3� � �0-���C �2C�CV� DepartLnent review required Yes No
uild'
Applicant: g &Zoning
a or
Project: IVE ) /'Y)G ,[J ublic Wo
Utilitie
u isa ety
Fire Services
Review fee $ S d Dept Signature 56�
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:
APPLICATION STATUS
Reviewing Department First Review: Approved. ❑Denied.
(Circle one.) Comments:
BUILDING l
PLANNING &ZONING Reviewed by: "(i✓ Date:
TREE ADMIN. Second Review: []Approved as revised. ❑Denied.
IC WOR S Comments:
UTILIT ES
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 APPLICATION NUMBER
S� Building Department C TNT D (To be assigned by the Building Department.)
800 Seminole Road `
Zr Atlantic Beach, Florida 32233-5445 AN 8 21016
Phone (904) 247-5826 • Fax(904)247-5845
E-mail: building-dept@coab.us L_1ate routed:
City web-site: http://www.coab.us iBY.- --
APPLICATION REVIEW AND TRACKING FORM
Property Address: ��� ���0-���C �e QCY� Dqpaftwent review required Yes No
�, uild
Applicant: g &Zoning
a or
Project: IVE LJ ZY-_Dm�, V'`'e�wlq X ublicWo
Utilitie
u 5 11s a ety
Fire Services
Review fee $ Dept Signature
Other Agency Review or Permit Required Review or ReceiptDate
of Permit Verified B
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:
APPLI ATION STATUS
Reviewing Department First Review: Approved. �I ❑Denied.
���7 +�.
(Circle one.) Comments: 'la �"/V'/% 1 Afh4'1
BUILDING
PLANNING &ZONING Reviewed by: L' Date: z_� /G
TREE ADMIN. Second Review: ❑Approved as revised. nied.
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 APPLICATION NUMBER
Building Department (To be assigned by the Building Department.)
800 Seminole Road
} Atlantic Beach, Florida 32233-5445
Phone(904)247-5826 • Fax(904) 247-5845 7
^�r;;��% E-mail: building-dept@coab.us Date routed:
City web-site: http://www.coab.us
APPLICATION REVIEW AND TRACKING FORM
Property Address: Cj�y ���or��C �2O.CY� Dqpadrnent review required YeV No
uild
Applicant: � g &Zoning
a or
Project: � ) /'Y) � tiC�ig ublic Wo
Utilitie
u is a ety
Fire Services
Review fee $ 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:
APPLICATION STATUS
Reviewing Department First Review: 1961proved. ❑Denied.
(Circle one.) Comments: 0
BUILDING
PLANNING &ZONING
Reviewed by: Date:
TREE ADMIN. Second Review: ❑Approved as revised. ❑De 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
5g� CITE' OF ATLA,NTIC BEACH
: t
PUBLIC UTILITIES
1200 Sandpiper Lane
fls4sr� ATLANTIC BEACH,FL 32233
(904)270-2535 or(904)247-5874
[SWATER/SEWER TAP REQUEST �1EW0�
ti16
Date: 1-12 -/(o Project Address: S,3
J 4T/4,in /-/
No. of Units: Commercial Residential V""' Multi-Family
3 ��
New Water Tap(s)&Meter(s) Meter Size(s)
New Irrigation Meter Upgrade Existing Meter from to (size)
New Reclaimed Water Meter /
✓ Size New Connection to City Sewer '/
Name:
Applicant Address:
City: State: Zip
Phone Number: Cell Number:
Email Address Fax:
Signature:
(Applicant)
Application# /&—,—SFX- S3 CITY STAFF USE ONLY
Water System Development Charge $ / /NO. 00
Sewer System Development Charge $
Water Meter Only $ /61!;
Reclaimed Meter Only $ >
Water Meter Tap $ (notes)
Sewer Tap $
Cross Connection $
Other $ SV. CZ
TOTAL
APPROVED: Kayle Moore,PE
(Deputy PW Director or Authorized Signature) ALL TAP REQUEST MUST BE
APPROVED BY UTLITIES DEPARTMENT BEFORE FEES CAN BE ASSESSED
TREE & VEGETATION REMOVAL PERMIT APPLICATION
INSTRUCTIONS '- z /. City of
Department t
of ommunity Development
(1) Complete and sign this forrY�f. -" ' 800 Seminole Road Atlantic Beach,FL 32233
(2) Attach the required supporting exhibits as listed on the application (p)904 247-5800 (F)904 247-5845
checklist.
(3) Contact the Department of Community Development if you have ]��ingle-/Two-Family Residential $125.00
questions or need assistance completing the application or
determining which exhibits are required for your particular project. Multi-Family Residential $250.00
(4) Submit this form, along with all required exhibits and payment to (" Commercial /Industrial $250.00
the City of Atlantic Beach,and in the appropriate amount according
to the application fees listed to the right, to the reception desk at F Institutional /Other Non-residential $250.00
the Building Depart
mentj .
�"��� % Application#TREE -
SECTION I -SITE INFORMATION
PHYSICAL ADDRESS 630 Af1Vt( 8(aui c+ Maxt /ZIT h S EL, 2,2 3 3
If an address has not been assigned to this property,contact the AB Building Department at (964)247-58T6 to request an address.
SUBDIVISION C BLOCK LOT I RE#
SECTION II -APPLICANT INFORMATION F�✓15WNER Fi LEGAL AUTHORIZED AGENT
NAME OF APPLICANTL_Mt�)nCytj"nnL1.
ADDRESS OF APPLICANT�r �1.� 1 t.� S Ja C g DVI\U\NJ R l F:7L• ,3LZ2
PHONE C(�p� ��� CELL EMAIL
A360 Vl �vv •
SECTION III -TREE &VEGETATION REMOVAL REQUEST
I REQUEST THAT THE TREES&VEGETATION ON THE ABOVE DESCRIBED PROPERTY AND INDICATED ON THE ATTACHED REQUIRED
EXHIBITS BE APPROVED FOR REMOVAL,AS PROVIDED IN THE CITY OF ATLANTIC BEACH VEGETATION CODE,CHAPTER 23, FOR THE
FOLLOWING REASONS(check all that apply):
F— Vegetation(trees)are difficult to maintain/owner dislikes.
F✓Trees are dead,diseased or so weakened by age,storm,fire,or other injury so as to pose a danger to persons,property,
improvements or other trees. -* QA Del(J 2,01, )lad Y I at Pe-,' A-96 i oS-r'u Ltov\.
F— Vegetation(trees) pose a safety hazard to pedestrian or vehicular traffic or cause disruption to public utility services.
F— Vegetation(trees)pose a safety hazard to buildings or structures.
F— Vegetation(trees)completely prevent access or cross access to a lot or parcel.
Vegetation and/or trees prevent development or physical use. It is the intent of this provision that a permit shall be granted for
F the removal of vegetation and/or trees when the applicant has demonstrated an effort to design or locate the proposed
improvements so as to minimize the removal of vegetation and/or trees.
I HEREBY CERTIFY THAT ALL INFORMATION PROVIDED WITHIN THIS APPLICATION IS CORRECT AND I AGREE TO COMPLY
WITH ALL PROVISIONS OF CHAPTER 23,PROTECTION OF TREES AND NATURAL VEGETATION,AND ALL OTHER APPLICABLE
CODES AND ORDINANCES OF THE CITY OF ATLANTIC BEACH.
SIGNATURE OF APPLICANT DATE
J
ESA
H/H
WAiV"+„i OAB
Tree&Vegetation Removal Permit Application_versionoi.oi.og
TREE & VEGETATION AFFIDAVIT
City of Atlantic Beach
Department of Community Development
r W,; lanning &Zoning Division
800 Seminole Road Atlantic Beach, FL 32233
(P)904 247-5800 (F) 904 247-5845 PERMIT#
SECTION I-APPLICANT INFORMATION �.�/
I✓ Owner(s) (_ Legal Authorized Agent*
NAME OF APPLICANT
)
n �tvNs
NAMEOF COMPANY v\ s I
ADDRESS OF COMPANY
PHONE �� aELL �a °4) Z EMAIL Q
CONTRACTOR CERTIFICATION NUMBER ( &C 03 I R�2
ATLBCH BUSINESS TAX RECEIPT NUMBER
SECTION II -SITE INFORMATION
STREET ADDRESS OF PROPERTY � "I � 6?acr a 2
b6 /i /j/ Jn t rt L
If an address has not been assigned to this property,contact the AB Building Department at(904)247-5826 126Ytot request an address.
LEGAL DESCRIPTION 10-ILi. _��
LOT2 ( BLOCK SUBDIVISION e C
REAL ESTATE NUMBER 'lX"l V� —�4U� LOT OR PARCEL SIZE: ( I SQ FT Zq AC
RESIDENTIAL ✓ COMMERCIAL OTHER(SPECIFY)
mml
I affirm that I have reviewed the provisions of Chapter 23, "Protection of Trees and Native Vegetation" of the Municipal Code of
Ordinances for the City of Atlantic Beach, FL and/or 1 have participated in a pre-application meeting with the Administrator of those
regulations. Subsequently, 1 affirm that no regulated trees and no regulated vegetation will be damaged, destroyed and/or removed
from the above-described or adjacent properties in conjunction with this project.
SIGNATURE OrbWNER SIGNATURE OF OWNER
Signed andsporn before me on this ay of 02 ,by State of Ae{�}
KaA LYs��w' County of buyAi
iJ "I��
Identification verified:
Oath sworn: F�— Yes No
Y A JILLIAN GIORDANO KLEIN -
NOTARY PUBLIC yy�
STATE OF FLORIDA Notary Si ature
1 Comm#EE828475
REV.. Expires 8/2012016 My Commission expires:
i
.t til-a t=Fisc £
—
B0
18.9 ,
t 53
r �0
1 _8•�• LOT COVERAGE:
Co.Oro
511.34' 16b"1' LOT 21 11311 SQ FT
PLANTERS MAIN MOUSE — 2444
1 COVERED PATIOS — 945
ENTRY STOOP — 30
DETACHED GARAGE
TOTAL STRUCTURE COVERAGE 4155 5Q FT
DRIVE / WALK BIZ SQ FT
A/C PAD 16 SQ FT
UTILITY YARD S6 SQ Ff
ARBOR/5TAIR5 205 50 FT
REAR PLANTERS 16 SQ FT
t1N
TOTAL IMPERVIOUS 5245 SQ FT
� YllrQi � FLR I IMPERVIOUS COVERAGE 40.4%
L=1100 1
m
� S.l in
I
9.0
/ I
COURTYARD
FENCE TO BE
DETERMINED
6, ON SITE
a i (
IL......11 61
gyp .' 13011000 30' I r
+, 0 0 0 0 u GRASS
4,40 0 0 0 0 0 BLOCK I
00000 PAVER M
0 A GARAGE
cq FIN FLR
=9.6�
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I o+��iT tr 60�rcy
.
5'x10' J.EA. / 22
EASEMENT
i
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E MENT
DRA INAGE
w AT AMT i C Br= H coupT COY TYPE
Gl...ELAYTON
SCALE
KLAYbOQ "a'88ociate8, inc. I =20'-0 LOT 0'21
DALE DRAWN BY ATLANTIC BEACH
RESIDENTIAL DESIGNERS COUNTRY CLUB
9/8/2m15 JBF
1999 Wells Road • Suite C • Orange Park, FL 32073 DUVAL CO, FL
JOB N0. PIANINO.Tel : (904) 272-5339 15-107-1 K15
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FORM R405-2014
FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION
Florida Department of Business and Professional Regulation - Residential Performance Method
Project Name: Hatch Lot 21 Builder Name:G-Ltn o LAq fvn ffo I M , LLC
Street: Lot 21 Atlantic Beach Court Permit Office: Duval
City,State,Zip: Atlantic Beach,FL,32233 Permit Number:
Owner: j 40-,K V1 Jurisdiction: 261100
Design Location: FL,Jacksonville
1. New construction or existing New(From Plans) 9. Wall Types (2503.3 sqft.) Insulation Area
2. Single family or multiple family Single-family a.Frame-Wood,Exterior R=19.0 2503.30 ft2
b.N/A R= ft2
3. Number of units,if multiple family 1 c.N/A
R= ft2
4. Number of Bedrooms 2 d.N/A R= ft2
5. Is this a worst case? No 10.Ceiling Types (2444.0 sqft.) Insulation Area
a.Roof Deck(Unvented) R=21.0 2444.00 ft2
6. Conditioned floor area above grade(ft2) 2444 b.N/A R= ft2
Conditioned floor area below grade(ft2) 0 c. R= ft
11.Duct
s R ft2
7. Windows(582.2 sqft.) Description Area a.Sup:System 1,Ret:System 1,AH:System 1 6 488.83
a. U-Factor: Dbl,U=0.24 582.17 ft2
SHGC: SHGC=0.27
b. U-Factor: N/A ft2 12.Cooling systems kBtu/hr Efficiency
SHGC: a.Central Unit 41.0 SEER:14.50
c. U-Factor: N/A ft2
SHGC: 13.Heating systems kBtu/hr Efficiency
d. U-Factor: N/A ft2 a.Electric Heat Pump 41.0 HSPF:8.20
SHGC:
Area Weighted Average Overhang Depth: 4.261 ft.
Area Weighted Average SHGC: 0.270 14.Hot water systems
8. Floor Types (2444.0 sqft.) Insulation Area a.Natural Gas Tankless Cap:1 gallonsEF:0.820
a.Slab-On-Grade Edge Insulation R=0.0 2444.00 ft2 b. Conservation features
b.N/A R= ft2 None
c. N/A R= ft2 15.Credits CF,Pstat
Glass/Floor Area: 0.238 Total Proposed Modified Loads: 62.33 PASS
Total Baseline Loads: 63.30
1 hereby certify that the plans and specifications covered by Review of the plans and 1-T11E S-r
this calculation are in compliance with the Florida Energy specifications covered by this 1•6 =is
Code. calculation indicates compliance
Tonya McOuffie 1691";(
Home Energs Inc. 114
with the Florida Energy Code. {73
PREPARED BY: _ Before construction is completed 73
9/16/15
DATE: ___ this building will be inspected for
compliance with Section 553.908 * °
I hereby certify that this building, as designed, is in compliance Florida Statutes.
with the Florida Ener Code.
OWNER/AGENT: 7VuW BUILDING OFFICIAL: '1�
DATE: DATE: l a
- Compliance requires certification by the air handler unit manufacturer that the air handier enclosure qualifies as
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.
9/16/2015 2:47 PM EnergyGauge®USA-FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5
FORM R405-2014
PROJECT
Title: Hatch Lot 21 Bedrooms: 2 Address Type: Street Address
Building Type: User Conditioned Area: 2444 Lot#
Owner: Total Stories: 1 Block/SubDivision:
#of Units: 1 Worst Case: No PlatBook:
Builder Name: Rotate Angle: 0 Street: Lot 21 Atlantic Beach C
Permit Office: Duval Cross Ventilation: County: Duval
Jurisdiction: 261100 Whole House Fan: City,State,Zip: Atlantic Beach,
Family Type: Single-family FL, 32233
New/Existing: New(From Plans)
Comment:
CLIMATE
IECC Design Temp Int Design Temp Heating Design Daily Temp
V Design Location TMY Site Zone 97.5% 2.5% Winter Summer Degree Days Moisture Range
FL,Jacksonville FL JACKSONVILLE INT 2 32 93 70 75 1281 49 Medium
BLOCKS
Number Name Area Volume
1 Blockl 2444 24440
SPACES
Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated
1 System 1 2444 24440 Yes 3 2 1 Yes Yes Yes
FLOORS
# Floor Type Space Perimeter R-Value Area Tile Wood Carpet
1 Slab-On-Grade Edge Insulatio System 1 251 ft 0 2444 ft2 ---- 0.3 0 0.7
ROOF
/ Roof Gable Roof Solar SA Emitt Emitt Deck Pitch
�/ # Type Materials Area Area Color Absor. Tested Tested Insul. (deg)
1 Hip Metal 2938 ft2 0 ft2 Unfinishe 0.7 No 0.7 No 21 33.7
ATTIC
V # Type Ventilation Vent Ratio(1 in) Area RBS IRCC
1 Full attic Unvented 0 2444 ft2 N N
CEILING
# Ceiling Type Space R-Value Area Framing Frac Truss Type
1 Under Attic(Unvented) System 1 0.1 2444 ft2 0 Wood
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FORM R405-2014
WALLS
Adjacent Space Cavity Width Height Sheathing Framing Solar Below
Ft r
1 NW Exterior Frame-Wood System 1 19 6.583 0 10 0 65.8 ft2 0 0.23 0.8 0
2 NE Exterior Frame-Wood System 1 19 6 0 10 0 60.0 ft2 0 0.23 0.8 0
3 SW Exterior Frame-Wood System 1 19 10.75 0 10 0 107.5 ft2 0 0.23 0.8 0
4 SW Exterior Frame-Wood System 1 19 12.66 0 10 0 126.7 ft2 0 0.23 0.8 0
5 NW Exterior Frame-Wood System 1 19 15.33 0 10 0 153.3 ft2 0 0.23 0.8 0
6 NE Exterior Frame-Wood System 1 19 8.667 0 10 0 86.7 ft2 0 0.23 0.8 0
7 NW Exterior Frame-Wood System 1 19 8.667 0 10 0 86.7 ft2 0 0.23 0.8 0
8 NE Exterior Frame-Wood System 1 19 8.667 0 10 0 86.7 ft2 0 0.23 0.8 0
9 NE Exterior Frame-Wood System 1 19 9.333 0 10 0 93.3 ft2 0 0.23 0.8 0
10 NE Exterior Frame-Wood System 1 19 10.58 0 10 0 105.8 ft2 0 0.23 0.8 0
11 NE Exterior Frame-Wood System 1 19 15.83 0 10 0 158.3 ft2 0 0.23 0.8 0
12 NE Exterior Frame-Wood System 1 19 16 0 10 0 160.0 ft2 0 0.23 0.8 0
13 SE Exterior Frame-Wood System 1 19 12 0 10 0 120.0 ft2 0 0.23 0.8 0
14 E Exterior Frame-Wood System 1 19 5 0 10 0 50.0 ft2 0 0.23 0.8 0
15 S Exterior Frame-Wood System 1 19 5 0 10 0 50.0 ft2 0 0.23 0.8 0
_16 SW Exterior Frame-Wood System 1 19 8.666 0 10 0 86.7 ft2 0 0.23 0.8 0
17 SE Exterior Frame-Wood System 1 19 22 0 10 0 220.0 ft2 0 0.23 0.8 0
18 SE Exterior Frame-Wood System 1 19 11.5 0 10 0 115.0 ft2 0 0.23 0.8 0
19 SW Exterior Frame-Wood System 1 19 21.75 0 10 0 217.5 ft2 0 0.23 0.8 0
20 SW Exterior Frame-Wood System 1 19 6.333 0 10 0 63.3 ft2 0 0.23 0.8 0
21 NW Exterior Frame-Wood System 1 19 7 0 10 0 70.0 ft2 0 0.23 0.8 0
22 NW Exterior Frame-Wood System 1 19 14.66 0 10 0 146.7 ft2 0 0.23 0.8 0
23 SW Exterior Frame-Wood System 1 19 5.333 0 10 0 53.3 ft2 0 0.23 0.8 0
24 NE Exterior Frame-Wood System 1 19 2 0 10 0 20.0 ft2 0 0.23 0.8 0
DOORS
# Ornt Door Type Space Storms U-Value Width Height Area
Ft In Ft In
1 NW Insulated System 1 None .6 2.7 8 21.3 ft2
2 NW Insulated System 1 None .6 2.7 8 21.3 ft2
WINDOWS
Orientation shown is the entered,Proposed orientation.
Wall Overhang
V # Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening
1 NE 2 Vinyl Low-E Double Yes 0.24 0.27 6.0 ft2 1 ft 0 in 1 ft 0 in None None
2 SW 3 Vinyl Low-E Double Yes 0.24 0.27 48.0 ft2 1 ft 0 in 1 ft 0 in None Exterior5
3 SW 4 Vinyl Low-E Double Yes 0.24 0.27 48.0 ft2 6.75 ft 0 i 1 ft 0 in None Exterior 5
4 NW 5 Vinyl Low-E Double Yes 0.24 0.27 26.7 ft2 0 ft 0 in 0 ft 0 in None Exterior
5 NW 7 Vinyl Low-E Double Yes 0.24 0.27 6.0 ft2 1 ft 0 in 1 ft 0 in None None
6 NE 9 Vinyl Low-E Double Yes 0.24 0.27 12.0 ft2 1 ft 0 in 1 ft 0 in None None
7 NE 10 Vinyl Low-E Double Yes 0.24 0.27 12.0 ft2 1 ft 0 in 1 ft 0 in None None
8 NE 11 Vinyl Low-E Double Yes 0.24 0.27 18.0 ft2 1 ft 0 in 1 ft 0 in None None
9 NE 12 Vinyl Low-E Double Yes 0.24 0.27 16.5 ft2 1 ft 0 in 1 ft 0 in None None
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FORM R405-2014
WINDOWS
Orientation shown is the entered,Proposed orientation.
Wall Overhang
V # Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening
10 SE 13 Vinyl Low-E Double Yes 0.24 0.27 33.0 ft2 1 ft 0 in 1 ft 0 in None None
11 E 14 Vinyl Low-E Double Yes 0.24 0.27 16.5 ft2 1 ft 0 in 1 ft 0 in None None
12 S 15 Vinyl Low-E Double Yes 0.24 0.27 16.5 ft2 1 ft 0 in 1 ft 0 in None None
13 SW 16 Vinyl Low-E Double Yes 0.24 0.27 24.0 ft2 22 ft 0 in 0 ft 0 in None None
14 SE 17 Vinyl Low-E Double Yes 0.24 0.27 128.0 ft' 1 ft 0 in 1 ft 0 in None Exterior5
15 SE 18 Vinyl Low-E Double Yes 0.24 0.27 33.8 ft2 12 ft 0 in 1 ft 0 in None None
16 SW 19 Vinyl Low-E Double Yes 0.24 0.27 33.8 ft2 5.5 ft 0 in 1 ft 0 in None None
17 SW 19 Vinyl Low-E Double Yes 0.24 0.27 24.0 ft2 5.5 ft 0 in 1 ft 0 in None None
18 SW 20 Vinyl Low-E Double Yes 0.24 0.27 6.0 ft2 5.5 ft 0 in 1 ft 0 in None None
19 NW 22 Vinyl Low-E Double Yes 0.24 0.27 49.5 ft2 5.5 ft 0 in 1 ft 0 in None None
20 SW 23 Vinyl Low-E Double Yes 0.24 0.27 24.0 ft2 12 ft 0 in 0 ft 0 in None None
INFILTRATION
# Scope Method SLA CFM 50 ELA EgLA ACH ACH 50
1 Wholehouse Proposed ACH(50) .000318 2036.7 111.81 210.28 .2446 5
HEATING SYSTEM
# System Type Subtype Efficiency Capacity Block Ducts
1 Electric Heat Pump Split HSPF:8.2 41 kBtu/hr 1 sys#1
COOLING SYSTEM
# System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts
1 Central Unit Split SEER: 14.5 41 kBtu/hr 1230 cfm 0.75 1 sys#1
HOT WATER SYSTEM
# System Type SubType Location EF Cap Use SetPnt Conservation
1 Natural Gas Tankless Exterior 0.82 1 gal 50 gal 120 deg None
SOLAR HOT WATER SYSTEM
FSEC Collector Storage
Cert # Company Name System Model# Collector Model# Area Volume FEF
None None ft2
DUCTS
----Supply---- ----Return---- Air CFM 25 CFM25 HVAC#
v # Location R-Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool
1 System 1 6 488.831 System 1 122.207 Default Leakage System 1 (Default) (Default) 1 1
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FORM R405-2014
TEMPERATURES
ProgramableThermostat: Y Ceiling Fans:
Cooling [ ]Jan Feb [ ]Mar [ ]Apr Ma [X]Jun [[X]Jul rj
Aug Se [ ]Oct Nov Dec
He [X]Jan HFeb [X]Mar [ ]Apr ` May [ ]Jun j ]Jul Aul SeP [ ]Oct Nov Dec
Ventin [ ]Jan Feb [X]Mar [X]A r [ Ma [ ]Jun [[ ]Jul Aug [ Se [X]Oct X Nov Dec
Thermostat Schedule: HERS 2006 Reference Hours
Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12
Cooling(WD) AM 78 78 78 78 78 78 78 78 80 80 80 80
PM 80 80 78 78 78 78 78 78 78 78 78 78
Cooling(WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78
PM 78 78 78 78 78 78 78 78 78 78 78 78
Heating(WD) AM 66 66 66 66 66 68 68 68 68 68 68 68
PM 68 68 68 68 68 68 68 68 68 68 66 66
Heating(WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68
PM 68 68 68 68 68 68 68 68 68 68 66 66
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FORM R405-2014
ENERGY PERFORMANCE LEVEL (EPL)
DISPLAY CARD
ESTIMATED ENERGY PERFORMANCE INDEX* = 98
The lower the EnergyPerformance Index, the more efficient the home.
Lot 21 Atlantic Beach Court, Atlantic Beach, FL, 32233
1. New construction or existing New(From Plans) 9. Wall Types Insulation Area
a.Frame-Wood,Exterior R=19.0 2503.30 ft'
2. Single family or multiple family Single-family b. N/A R= ft2
3. Number of units,if multiple family 1 c. N/A R= ft2
4. Number of Bedrooms 2 d. N/A R= ft2
5. Is this a worst case? No 10.Ceiling Types Insulation Area
a.Roof Deck(Unvented) R=21.0 2444.00 ft2
6. Conditioned floor area(ft2) 2444 b.N/A R= ft2
7. Windows— Description Area c.NIA R= ft2
a. U-Factor: Dbl,U=0.24 582.17 ft2 11.Ducts R ft2
a.Sup:System 1,Ret:System 1,AH:System 1 6 488.83
SHGC: SHGC=0.27
b. U-Factor: N/A ft2
SHGC: 12.Cooling systems kBtu/hr Efficiency
c. U-Factor: N/A ft2 a.Central Unit 41.0 SEER:14.50
SHGC:
d. U-Factor: N/A ft2 13.Heating systems kBtu/hr Efficiency
SHGC: a.Electric Heat Pump 41.0 HSPF:8.20
Area Weighted Average Overhang Depth: 4.261 ft.
Area Weighted Average SHGC: 0.270
8. Floor Types Insulation Area 14.Hot water systems Cap:1 gallons
a.Slab-On-Grade Edge Insulation R=0.0 2444.00 ft2 a.Natural Gas EF:0.82
b.N/A R= ft2
c.N/A R= ft2 b. Conservation features
None
15.Credits CF,Pstat
I certify that this home has complied with the Florida Energy Efficiency Code for Building O4�1tE STATF
Construction through the above energy saving features which will be installed (or exceeded) ti _ _ o
in this home before final inspection. Otherwise, a new EPL Display Card will be completed
based on installed Code compliant features.
Builder Signature: Date: 'h
Address of New Home: ejg a f3Q �j� City/FL Zip:
PL.
3 2233 SOD �o
*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.
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FORM R405-2014
TABLE 402.4.1.1
AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA
Project Name: Hatch Lot 21 Builder Name:
Street: Lot 21 Atlantic Beach Court Permit Office: Duval
City,State,Zip: Atlantic Beach,FL,32233 Permit Number:
Owner: Jurisdiction: 261100
Design Location: FL,Jacksonville
COMPONENT CRITERIA CHECK
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 V
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/doorjambs and framing and skylights and
framing shall be sealed.
Rim joists 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
spaces.
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
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FORM R405-2014
Florida Department of Business and Professional Regulations
Residential Whole Building Performance and Prescriptive Methods
ADDRESS: Lot 21 Atlantic Beach Court Permit Number:
Atlantic Beach,FL,32233
MANDATORY REQUIREMENTS See individual code sections for full details.
? 401.3 Energy Performance Level(EPL)display card(Mandatory). The building official shall require that an energy performance level(EPL)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 nonpresold
residential buildings.The EPL display card contains information indicating the energy performance level and efficiencies of components 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 complywith Sections R402.4.1.1 and R402.4.1.2.The sealing
methods between dissimilar materials shall allowfor 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 accordance
with the manufacturer's instructions and the criteria listed in Table 402.4.1.1,as applicable to the method of construction. Where required
by the code official,an approved third party shall inspect all components and verify compliance.
• 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 official.Testing shall be
performed at any time after creation of all penetrations of the building thermal envelope.
Duringtesting:
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
6.Supply and return registers,if installed at the time of the test,shall be fully open.
? R402.4.2 Fireplaces.New wood-burning fireplaces shall have tight-fitting flue dampers and outdoor combustion air.
? R402.4.3 Fenestration air Ieakage.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 L/s/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-builtwindows,skylights and doors.
? 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.
Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section
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 L/min)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 L/min)per 100 square feet(9.29 m2)of conditioned floor area when tested at a
pressure differential of 0.1 inches w.g.(25Pa)across the system,including the manufacturer's air handler enclosure.All registers shall be taped or
otherwise sealed during the test.If the air handler is not installed at the time of the test,total leakage shall be less than or equal to 3 cfm(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.
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FORM R405-2014
MANDATORY REQUIREMENTS - (Continued)
? R403.2.2.1 Sealed air handler. Air handlers shall have a manufacturer's designation for an air leakage of no more than 2 percent of the
design air flow rate when tested in accordance with ASH RAE 193.
? 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.,
? 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.
? R403.4.1 Circulating hot water systems(Mandatory). Circulating hot water systems shall be provided with an automatic or readily
accessible manual switch that can turn off the hot-water circulating pump when the system is not in use.
? 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 inlets and outlets.External heat traps shall consist of either a commercially available heat trap or a downward and
upward bend of at least 3%inches(89 mm)in the hot water distribution line and cold water line located as close as possible to the storage
tank.
? R403.4.4 Water heater efficiencies(Mandatory). Water heaterefficiencies
7 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°C).
. R403.4.4.1.2 Shutdown. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to
electric service systems to be turned off.A separate valve shall be provided to permit the energy supplied to the main burner(s)of
combustion types of service water heating systems to be turned off.
7 R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table
C404.2 in Chapter 4 of the Florida Building Code,Energy Conservation,Commercial Provisions,for the type of equipment installed.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 energy
factor of the system.The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of
Certified Solar Systems.Solar collectors shall be tested in accordance with ISO Standard 9806,Test Methods for Solar Collectors,and
SRCC Standard TM-1,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 atilt angle between 10 degrees and 40 degrees of the horizontal;and
2. Be installed at an orientation within 45 degrees of true south.
7 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.
? R403.5.1 Whole-house mechanical ventilation system fan efficacy. Mechanical ventilation system fans shall meetthe 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.
? R403.5.2 Ventilation air. Residential buildings designed to be operated at a positive indoor pressure orfor mechanical 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.
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 R-19,space permitting,or R-10 otherwise.
7 R403.6 Heating and cooling equipment(Mandatory). The following sections are mandatory for cooling and heating equipment.
? R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the
equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies,
based on building loads for the directional orientation of the building.The manufacturer and model number of the outdoor and 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.
• R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the
calculated total load,but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section
403.6,or the closest available size provided by the manufacturer's product lines.The corresponding latent capacity of the equipment
shall not be less than the calculated latent load.
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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 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.
Exceptions:
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.
2. When signed and sealed by a Florida-registered engineer,in attached single-and multi-family units,the capacity of
equipment may be sized in accordance with good design practice.
? 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 to Section
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 equipmentwith 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 orheating 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.
7 R403.7 Systems serving multiple dwelling units(Mandatory). Systems serving multiple dwelling units shall complywith 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.
7 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 heaterwithout 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.
? R403.9.2 Time switches. Time switches or other control method that can automatically turnoff 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.
? R403.9.3 Covers. Heated swimming pools and inground 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.
Exception: Outdoor pools deriving over 70 percent of the energy for heating from site-recovered energy,such as a heat pump or solar
energy source computed over an operating season.
? RR404.1 Lighting equipment(Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting 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.
9/16/2015 2:48 PM EnergyGauge®USA-FlaRes2014 -Section R405.4.1 Comp Page 3 of 3
rilDATA
7-1. PERFORMANCE DATA OFFICE COPY
1)COOLING CAPACITY
MUZ-HE09NA MUZ-HE12NA MUZ-HE15NA MUZ-HE18NA MUZ-HE24NA
Indoor air Outdoor intake air DB temperature(°F)
Model 75 85 95 105 115
IWB( F) TC SHC TPC TC SHC TPC TC SHC TPC TC SHC TPC TC SHC TPC
71 11.0 7.6 0.67 10.3 7.1 0.73 9.7 6.6 0.79 9.0 6.2 0.83 8.3 5.7 0.86
MUZ-HE09NA 67 10.4 8.6 0.63 9.7 8.0 0.69 9.0 7.4 0.75 8.4 6.9 0.80 7.7 6.3 0.83
63 9.8 9.4 0.60 F9.1 8.7 0.66 8.5 8.1 0.72 7.7 7.3 0.77 7.0 6.7 0.80
71 14.7 9.4 1.08 13.7 8.7 1.18 12.9 8.2 1.27 12.0 7.6 1.34 11.0 7.0 1.39
MUZ-HE12NA 67 13.9 10.7 1.02 13.0 10.0 1.12 12.0 9.2 1.21 11.2 8.6 1.28 10.3 7.9 1.34
63 13.1 11.8 0.97 12.1 10.9 1.07 11.3 10.2 1.16 10.3 9.3 1.23 9.4 8.5 1.28
71 17.2 11.1 1.04 16.0 10.4 1.14 15.1 9.7 1.23 14.0 9.1 1.29 12.9 8.3 1.35
MUZ-HE15NA 67 16.2 12.7 0.98 15.1 11.8 1.08 14.0 10.9 1.17 13.0 10.2 1.24 12.0 9.3 1.30
63 15.3 13.9 0.94 14.1 12.9 1.04 13.2 12.0 1.12 12.0 10.9 1.19 10.9 10.0 1.24
71 21.1 12.2 1.46 19.7 11.4 1.60 18.5 10.7 1.72 17.2 9.9 1.81 15.8 9.1 1.89
MUZ-HE18NA 67 20.0 14.2 1.38 18.6 13.2 1.52 17.2 12.2 1.64 16.0 11.4 1.74 14.7 10.4 1.82
63 18.7 15.8 1.31 17.4 14.7 1.45 16.2 13.6 1.57 14.7 12.4 1.67 13.4 11.3 1.74
71 27.6 17.0 2.33 25.8 15.9 2.55 24.2 14.9 2.75 22.5 13.9 2.90 20.7 12.8 3.01
MUZ-HE24NA 67 26.1 19.6 2.20 24.3 18.2 2.42 22.5 16.9 2.62 20.9 15.7 2.78 19.2 14.4 2.91
63 24.5 21.7 2.10 22.7 20.1 2.32 21.1 18.7 2.50 19.2 17.0 2.67 17.6 15.5 2.78
NOTE: 1. IWB: Intake air wet-bulb temperature
TC: Total Capacity(X103 Btu/h)
SHC: Sensible Heat Capacity(X103 Btu/h)
TPC: Total Power Consumption (kW)
2.SHC is based on 80°F of indoor Intake air DB temperature.
2)COOLING CAPACITY CORRECTIONS
Model Refrigerant piping length(one way:ft.)
25(std.) 40 65 100
MUZ-HE09NA
MUZ-HE12NA 1.0 0.954 0.878 -
MUZ-HE15NA
MUZ-HE18NA
MUZ-HE24NA 1.0 0.954 0.878 1 0.771
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OFFICE COPY
Hatch Lot 21
HVAC Load Calculations
for
Glenn Layton Homes
RHVACftSIDIOMAL
HVAC oADs
Prepared By:
Tonya McDuffie
Home Energy Services
2060 Davis Rd.
Jacksonville, FL 32218
904 757-3569
Wednesday, September 16, 2015
Rhvac is an ACCA approved Manual J and Manual D computer program.
Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D.
t
Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc.
Home Energy Services Hatch Lot 21
Jacksonville, FL 32218 _ _ _ Page 2
Project Report
General Project Information
Project Title: Hatch Lot 21
Designed By: Tonya McDuffie
Project Date: Wednesday, September 16, 2015
Client Name: Glenn Layton Homes
Company Name: Home Energy Services
Company Representative: Tonya McDuffie
Company Address: 2060 Davis Rd.
Company City: Jacksonville, FL 32218
Company Phone: 904 757-3569
Company E-Mail Address: ecalcs@hesjax.com
Company Website: www.hesjax.com
Company Comment:
Design Data._
Reference City: Jacksonville, Florida
Building Orientation: Front door faces Northwest
Daily Temperature Range: Medium
Latitude: 30 Degrees
Elevation: 26 ft.
Altitude Factor: 0.999
Outdoor Outdoor Outdoor Indoor Indoor Grains
Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference
Winter: 32 29.92 n/a n/a 70 n/a
Summer: 94 77 47% 50% 75 48
.Check Figures
total Building Supply CFM: 1,463 CFM Per Square ft.. 0.599
Square ft. of Room Area: 2,444 Square ft. Per Ton: 813
Volume (ft3) of Cond. Space: 24,442
Building Loads
Total Heating Required Including Ventilation Air: 35,159 Btuh 35.159 MBH
Total Sensible Gain: 32,152 Btuh 89 %
Total Latent Gain: 3,925 Btuh 11 %
Total Cooling Required Including Ventilation Air: 36,077 Btuh 3.01 Tons (Based On Sensible + Latent)
Notes
Rhvac is an ACCA approved Manual J and Manual D computer program.
Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D.
All computed results are estimates as building use and weather may vary.
Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at
your design conditions.
C:\ ...\Hatch Lot 21.rh9 Wednesday, September 16, 2015, 1:09 PM
Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc.
Home Energy Services Hatch Lot 21
Jacksonville, FL 32218 Page 3
Miscellaneous Report
System 1 System 1 Outdoor Outdoor Outdoor Indoor Indoor Grains
Input Data Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference
Winter: 32 29.92 80% n/a 70 n/a
Summer: 94 77 47% 50% 75 48.06
Duct Sizing Inputs
Main Trunk Runouts
Calculate: Yes Yes
Use Schedule: Yes Yes
Roughness Factor: 0.01000 0.01000
Pressure Drop: 0.1000 in.wg./100 ft. 0.1000 in.wg./100 ft.
Minimum Velocity: 550 ft./min 450 ft./min
Maximum Velocity: 600 ft./min 750 ft./min
Minimum Height: 0 in. 0 in.
Maximum Height: 0 in. 0 in.
Outside Air Data
Winter Summer
Infiltration Specified: 0.250 AC/hr 0.250 AC/hr
102 CFM 102 CFM
Infiltration Actual: 0.250 AC/hr 0.250 AC/hr
Above Grade Volume: X 24,442 Cu.ft. X 24,442 Cu.ft.
6,111 Cu.ft./hr 6,111 Cu.ft./hr
X 0.0167 X 0.0167
Total Building Infiltration: 102 CFM 102 CFM
Total Building Ventilation: 0 CFM 0 CFM
---System 1---
Infiltration &Ventilation Sensible Gain Multiplier: 20.88 = (1.10 X 0.999 X 19.00 Summer Temp. Difference)
Infiltration &Ventilation Latent Gain Multiplier: 32.65 = (0.68 X 0.999 X 48.06 Grains Difference)
Infiltration &Ventilation Sensible Loss Multiplier: 41.76 = (1.10 X 0.999 X 38.00 Winter Temp. Difference)
Winter Infiltration Specified: 0.250 AC/hr(102 CFM)
Summer Infiltration Specified: 0.250 AC/hr(102 CFM)
I
i
C:\ ...\Hatch Lot 21.rh9 Wednesday, September 16, 2015, 1:09 PM
Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc.
Home Energy Services Hatch Lot 21
Jacksonville, FL 32218 _ Page 4
Load Preview Report
- -
Net ft.z Sen i Lat 1 Net, Sen Htg Clg Act Duct
Scope Ton /Ton Area Gain! Gain Gain Loss � Size
CFM:�CFM'I CFM:
Building 3.01 813 2,444 32,152 3,925 36,077 35,159 711 1,463 1,463
System 1 3.01 813 2,444 32,152 3,925 36,077 35,159 711 1,463 1,463 22
Zone 1 2,444 32,152 3,925 36,077 35,159 711 1,463 1,463 22
1-Foyer And Entry Room 115 1,040 87 1,127 1,711 35 47 47 1-4
2-Powder Room 39 327 80 407 677 14 15 15 1-4
3-Hall Area 84 121 0 121 151 3 6 6 1-4
4-Study 90 3,157 143 3,300 1,922 39 144 144 1-7
5-Suite 2 227 3,113 487 3,600 4,792 97 142 142 1-7
6-Bath2 78 649 230 879 1,797 36 30 30 1-4
7-Laundry 109 941 124 1,065 1,137 23 43 43 1-4
8-Walk In Closet 141 712 141 853 1,351 27 32 32 1-4
9-Owners Bath 284 1,169 210 1,379 2,130 43 53 53 1-4
10-Owners Suite 338 4,520 620 5,140 5,886 119 206 206 1-9
11-Living 479 8,668 692 9,360 4,888 99 394 394 2-8
12-Kitchen 246 3,924 642 4,566 4,332 88 179 179 1--8
13-Pantry 44 430 177 607 1,361 28 20 20 1-4
14-Media 170 3,379 292 3,671 3,024 61 154 154 1-7
I
I
I
C:\ ...\Hatch Lot 21.rh9 Wednesday, September 16, 2015, 1:09 PM
Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc.
Home Energy Services Hatch Lot 21
Jacksonville, FL 32218 Page 5
Duct Size Preview
..........
Room or Minimum Maximum Rough. Design SP Duct! Duct! Htg Clg ! Act. Duct
Duct Name Source �Veloci Veloci Factor: L/100 Loss, Veloci Length
ty ty: tY 9t Flow Flow Flow-! Size
System 1
Supply Runouts
Zone 1
1-Foyer And Entry Room Built-In 450 750 0.01 0.1 542.4 35-I 47 1-4
2-PONder Room Built-In 450 750 0.01 0.1 170.7 14 15 1-4
3-Hall Area Built-In 450 750 0.01 0.1 63.3 3_' 6 1-4
4-Study Built-In 450 750 0.01 0.1 537.5 39_ 144 1-7
5-Suite 2 Built-In 450 750 0.01 0.1 530 97
6-Bath 2 Built-In 450 750 0.01 0.1 338.2 36-j 30 1-4
7-Laundry Built-In 450 750 0.01 0.1 490.9 23_' 43 1-4
8-Walk In Closet Built-In 450 750 0.01 0.1 371.2 27 32 1-4
9-Owners Bath Built-In 450 750 0.01 0.1 609.5 43_I 53 1-4
10-Owners Suite Built-In 450 750 0.01 0.1 465.5 119_j 206 1-9
11-Living Built-In 450 750 0.01 0.1 564.9 99_ 394 2-8
12-Kitchen Built-In 450 750 0.01 0.1 511.5 88 179 1-8
13-Pantry Built-In 450 750 0.01 0.1 224.4 28_ 20 1-4
14-Media Built-In 450 750 0.01 0.1 575.3 61 _': 154 1-7
Other Ducts in System 1
Supply Main Trunk Built-In 550 600 0.01 0.1 554.2 711 1,463 22
Summary
System 1
Heating Flow: 711
Cooling Flow: 1463
C:\ ...\Hatch Lot 21.rh9 Wednesday, September 16, 2015, 1:09 PM
Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc.
Home Energy Services Hatch Lot 21
Jacksonville, FL 32218 Page 6
Total Building Summary Loads
Component Area Sen Lat Sen Total
Description Quan Loss Gain Gain Gain
4A-6-o: Glazing-Double pane low-e (e = 0.20 or less), 259.5 2,366 0 4,874 4,874
high performance, operable window, e=0.05 on
surface 2, any frame, u-value 0.24, SHGC 0.27
4A-2a-d: Glazing-Double pane low-e (e = 0.20 or less), 224 4,000 0 7,786 7,786
sliding glass door, a=0.20 on surface 3, wood with
metal clad frame, outdoor insect screen with 50%
coverage, u-value 0.47, SHGC 0.52
4A-6-o: Glazing-Double pane low-e (e = 0.20 or less), 26.7 244 0 544 544
high performance, operable window, e=0.05 on
surface 2, any frame, outdoor insect screen with 50%
coverage, u-value 0.24, SHGC 0.27
10D-f: Glazing-French door, double pane low-e glass (e = 72 1,149 0 1,055 1,055
0.10), insulated fiberglass frame, u-value 0.42,
SHGC 0.32
11J: Door-Metal - Fiberglass Core 42.7 972 0 768 768
12E-Osw: Wall-Frame, R-19 insulation in 2 x 6 stud 1878.5 4,856 0 2,733 2,733
cavity, no board insulation, siding finish, wood studs
18A1-21o: Roof/Ceiling-Roof Joists Between Roof Deck 2444.2 4,365 0 3,447 3,447
and Ceiling or Foam Encapsulated Roof Joists,
Spray Foam Insulation, Dark or Bold-Color Asphalt
Shingle, Dark Metal, Dark Membrane, Dark Tar and
Gravel, R-21 open cell 1/2 Ib. spray foam, 5.5 inches
in 2 x 6 joist cavity, 1 inch on joist
22A-ph: Floor-Slab on grade, No edge insulation, no 251 12,952 0 0 0
insulation below floor, any floor cover, passive, heavy
moist soil
Subtotals for structure: 30,904 0 21,207 21,207
People: 3 600 690 1,290
Equipment: 0 7,500 7,500
Lighting: 0 0 0
Ductwork: 0 0 0 0
Infiltration: Winter CFM: 102, Summer CFM: 102 4,255 3,325 2,124 5,449
Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0
AED Excursion: 0 0 631 631
Total Building Load Totals: 35,159 3,925 32,152 36,077
Check Figures _
Total Building Supply CFM: 1,463 CFM Per Square ft.: 0.599
Square ft. of Room Area: 2,444 Square ft. Per Ton: 813
Volume (ft')of Cond. Space: 24,442
Building Loads
Total Heating Required Including Ventilation Air: 35,159 Btuh 35.159 MBH
Total Sensible Gain: 32,152 Btuh 89 %
Total Latent Gain: 3,925 Btuh 11 %
Total Cooling Required Including Ventilation Air: 36,077 Btuh 3.01 Tons (Based On Sensible + Latent)
Notes
Rhvac is an ACCA approved Manual J and Manual D computer program.
Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D.
All computed results are estimates as building use and weather may vary.
Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at
your design conditions.
C:\ ...\Hatch Lot 21.rh9 Wednesday, September 16, 2015, 1:09 PM
Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc.
Home Energy Services Hatch Lot 21
Jacksonville, FL 32218 Page 7
Building Pie Chart
Infiltration 12%
Door 3%
I
Floor 37%
Building
Loss Glass 22%
35,159
Btuh
Roof 12% Wall 14%
Roof 10% AED Excursion 2%
Infiltration 15%
Wall 8%
Building
Gain
36,077 Equipment 21%
Btuh
Glass 40%
People 4%
Door 2 /o
C:\ ...\Hatch Lot 21.rh9 Wednesday, September 16, 2015, 1:09 PM
Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc.
Home Energy Services Hatch Lot 21
Jacksonville,FL 32218 Page 8
Equipment Data - System 1 - System 1
Cooling
System Type: Air Source Heat Pump
Outdoor Model: 25HBC342A**50
Indoor Model: FX4DN(B,F)049L
Tradename: CARRIER AIR CONDITIONING
Outdoor Manufacturer: CARRIER AIR CONDITIONING
Description: Air Source Heat Pump
AHRI Reference No.: 6938096
Nominal Capacity: 41000
Adjusted Capacity: 34188
Adjusted Sensible Capacity: 29580
Adjusted Latent Capacity: 4608
Efficiency: 14.5 SEER
Heating
System Type: Air Source Heat Pump
Model: 25HBC342A**50
Tradename: CARRIER AIR CONDITIONING
Manufacturer: CARRIER AIR CONDITIONING
Description: Air Source Heat Pump
Capacity: 39000
Efficiency: 8.2 HSPF
This system's equipment was selected in accordance with ACCA Manual S.
Manual S equipment sizing data: SODB: 94F, SOWB: 77F, WODB: 32F, SIDB: 75F, SIRH: 50%, WIDB: 70F, Sen. gain:
32,152 Btuh, Lat. gain: 3,925 Btuh, Sen. loss: 35,159 Btuh, Entering clg. coil DB: 75F, Entering clg. coil WB: 62.5F,
Entering htg. coil DB: 70F, Clg. coil TD: 20F, Htg. coil TD: 45F, Req. clg. airflow: 1463 CFM, Req. htg. airflow: 711 CFM
C:\ ...\Hatch Lot 21.rh9 Wednesday, September 16, 2015, 1:09 PM
Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc.
Home Energy Services Hatch Lot 21
Jacksonville, FL 32218Page 9
._....__
Manual S Performance Data - System 1 - System 1
Cooling Loads and Design Conditions _
Outdoor Dry Bulb: 94 Sensible Gain: 32,152
Outdoor Wet Bulb: 77 Latent Gain: 3,925
Indoor Dry Bulb: 75 Total Gain: 36,077
Indoor RH: 50 Load SHR: 0.89
Elevation: 26 Supply Airflow: 1,463
Latitude: 30 Entering Dry Bulb: 75
Altitude Factor: 1 Entering Wet Bulb: 62.5
Equipment Performance Data at System Design Conditions
Air Source Heat Pump Model: 25HBC342A`*50+FX4DN(B,F)049L, Nominal Capacity: 41,000
i
Entered Interpolation Data:
EDB
EWB Air Flow ODB
Total Power 75 °F
°F CFM °F apaciInput Sensible
SIT Capacity
MBtuh
1400 85 40.35 3.05 0.953 38.44
62 95 38.28 3.4 0.976 37.36
1575 85 41.18 3.07 0.991 40.82
95 39.23 3.43 1 39.23
1400 85 41.08 3.04 0.755 31.02
95 38.9 3.4 0.773 30.06
63
85 41.73 3.07 0.785 32.75
1575
95 39.46 3.43 0.805 31.77
Other Adjustments:
Elevation Derating: 1, Miscellaneous: 1, Direct Capacity Adjustment: -4.886
Interpolation Results:
Percent
Load of Load
Sensible Capacity: 29,580 32,152 92%
Latent Capacity: 4,608 3,925 117%
Total Capacity: 34,188 36,077 95%
Power Input: 3.38
This system's equipment was selected in accordance with ACCA Manual S.
C:\ ...\Hatch Lot 21.rh9 Wednesday, September 16, 2015, 1:09 PM
Rhvac-Residential& Light Commercial HVAC Loads Elite Software Development,Inc.
Home Energy Services W
Hatch Lot 21
Jacksonville, FL 32218 Page 10
System 1 Room Load Summary
Htg Min Run Run Clg Clg Min Act
Room Area Sens Htg Duct Duct Sens Lat Clg Sys
No Name SF Btuh CFM Size Vel Btuh Btuh CFM CFM
---Zone 1---
1 Foyer And Entry 115 1,711 35 1-4 542 1,040 87 47 47
Room
2 Powder Room 39 677 14 1-4 171 327 80 15 15
3 Hall Area 84 151 3 1-4 63 121 0 6 6
4 Study 90 1,922 39 1-7 537 3,157 143 144 144
5 Suite 2 227 4,792 97 1-7 530 3,113 487 142 142
6 Bath 2 78 1,797 36 1-4 338 649 230 30 30
7 Laundry 109 1,137 23 1-4 491 941 124 43 43
8 Walk In Closet 141 1,351 27 1-4 371 712 141 32 32
9 Owners Bath 284 2,130 43 1-4 609 1,169 210 53 53
10 Owners Suite 338 5,886 119 1-9 465 4,520 620 206 206
11 Living 479 4,888 99 2-8 565 8,668 692 394 394
12 Kitchen 246 4,332 88 1-8 511 3,924 642 179 179
13 Pantry 44 1,361 28 1-4 224 430 177 20 20
14 Media 170 3,024 61 1-7 575 3,379 292 154 154
System 1 total 2,444 35,159 711 32,152 3,925 1,463 1,463
System 1 Main Trunk Size: 22 in.
Velocity: 554 ft./min
Loss per 100 ft.: 0.034 in.wg
Cooling System Summary
Cooling Sensible/Latent Sensible Latent Total
Tons Split Btuh Btuh Btuh
Net Required: 3.01 89%/ 11% 32,152 3,925 36,077
Actual: 3.42 75% /25% 30,750 10,250 41,000
Equipment Data
Heating System Cooling System
Type: Air Source Heat Pump Air Source Heat Pump
Model: 25HBC342A**50 25HBC342A**50
Indoor Model: FX4DN(B,F)049L
Brand: CARRIER AIR CONDITIONING CARRIER AIR CONDITIONING
Description: Air Source Heat Pump Air Source Heat Pump
Efficiency: 8.2 HSPF 14.5 SEER
Sound: 0 0
Capacity: 39,000 Btuh 41,000 Btuh
Adjusted Capacity: n/a 34,188 Btuh
Sensible Capacity: n/a 30,750 Btuh
Adjusted Sensible Capacity: n/a 29,580 Btuh
Latent Capacity: n/a 10,250 Btuh
Adjusted Latent Capacity: n/a 4,608 Btuh
AHRI Reference No.: n/a 6938096
This system's equipment was selected in accordance with ACCA Manual S.
Manual S equipment sizing data: SODB: 94F, SOWB: 77F, WODB: 32F, SIDB: 75F, SIRH: 50%, WIDB: 70F, Sen. gain:
32,152 Btuh, Lat. gain: 3,925 Btuh, Sen. loss: 35,159 Btuh, Entering clg. coil DB: 75F, Entering clg. coil WB: 62.51F,
Entering htg. coil DB: 70F, Clg. coil TD: 20F, Htg. coil TD: 45F, Req. clg. airflow: 1463 CFM, Req. htg. airflow: 711 CFM
C:\ ...\Hatch Lot 21.rh9 Wednesday, September 16, 2015, 1:09 PM
FORM R405-2014
FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION
Florida Department of Business and Professional Regulation - Residential Performance Method
Project Name: Hatch Lot 21 Garage Suite Builder Name:&C1 n(1 Won Nm&.J-(,,(,-
Street: Lot 21 Atlantic Beach Court Permit Office: Duval
City,State,Zip: Atlantic Beach,FL,32233 Permit Number:
Owner: Y&+Vk 4E,Vx Jurisdiction: 26100
Design Location: FL,Jacksonville OFFICE Y
1. New construction or existing New(From Plans) 9. Wall Types(648.1 sqft.) Insulation Area
2. Single family or multiple family Single-family a.Frame-Wood,Exterior R=19.0 648.09 ft2
b. N/A R= ft2
3. Number of units,if multiple family 1 c. N/A R= ft2
4. Number of Bedrooms 1 d.N/A R= ft2
10.Ceiling Types (313.0 sqft.) Insulation Area
5. Is this a worst case? No a.Roof Deck(Unvented) R=21.0 313.00 ft2
6. Conditioned floor area above grade(ft2) 313 b.N/A R= ft2
Conditioned floor area below grade(ft2) 0 c. N/A R= ft2
11.Ducts R ft2
7. Windows(69.3 sqft.) Description Area
a. U-Factor: Dbl,U=0.24 69.34 ft2
SHGC: SHGC=0.27
b. U-Factor: N/A ft2 12.Cooling systems kBtu/hr Efficiency
SHGC: a.Central Unit 9.0 SEER:18.00
c. U-Factor: N/A ft2
SHGC: 13.Heating systems kBtu/hr Efficiency
d. U-Factor: N/A ft2 a.Electric Heat Pump 9.0 HSPF:8.50
SHGC:
Area Weighted Average Overhang Depth: 1.000 ft.
Area Weighted Average SHGC: 0.270 14.Hot water systems
8. Floor Types (313.0 sqft.) Insulation Area a.Natural Gas Tankless Cap:1 gallons
EF:0.820
a.Floor over Garage R=19.0 313.00 ft2 b. Conservation features
b.N/A R= ft2 None
c.N/A R= ft2 15.Credits CF,Pstat
Glass/Floor Area: 0.222 Total Proposed Modified Loads: 13.44 PASS
Total Baseline Loads: 20.24
1 hereby certify that the plans and specifications covered by Review of the plans and FTHE ST4p
this calculation are in compliance with the Florida Energy specifications covered by this ,�0�,
Code. calculation indicates compliance
Tonya McDuffie 1��,�
Home Ener
PREPARED BY: Inc. with the Florida Energy Code.
9Y Before construction is completed
DATE: 9/16/15 this building will be inspected for I, A
compliance with Section 553.908
I hereby certify that this building, as designed, is in compliance Florida Statutes.
with the Florida Energ Code. C�.D WE
OWNER/AGENT: LBUILDING OFFICIAL: m
DATE: 10 U V DATE:
- Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as
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.
9/16/2015 3:06 PM EnergyGauge®USA-FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 4
FORM R405-2014
PROJECT
Title: Hatch Lot 21 Garage Suite Bedrooms: 1 Address Type: Street Address
BuildingType: User Conditioned Area: 313 Lot#
Owner: Total Stories: 2 Block/SubDivision:
#of Units: 1 Worst Case: No PlatBook:
Builder Name: Rotate Angle: 0 Street: Lot 21 Atlantic Beach C
Permit Office: Duval Cross Ventilation: County: Duval
Jurisdiction: 26100 Whole House Fan: City,State,Zip: Atlantic Beach,
Family Type: Single-family FL, 32233
New/Existing: New(From Plans)
Comment:
CLIMATE
IECC Design Temp Int Design Temp Heating Design Daily Temp
V Design Location TMY Site Zone 97.5% 2.5% Winter Summer Degree Days Moisture Range
FL,Jacksonville FL—JACKSONVILLE—INT 2 32 93 70 75 1281 49 Medium
BLOCKS
Number Name Area Volume
1 Blockl 313 2817
SPACES
Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated
1 System 1 313 2817 No 1 1 1 Yes Yes Yes
FLOORS
# Floor Type Space R-Value Area Tile Wood Carpet
1 Floor over Garage System 1 ___- ---- 313 ft2 19 0.3 0 0.7
ROOF
Roof Gable Roof Solar SA Emitt Emitt Deck Pitch
V # Type Materials Area Area Color Absor. Tested Tested Insul. (deg)
1 Hip Metal 376 ft2 0 ft2 Unfinishe 0.7 No 0.7 No 21 33.7
ATTIC
V # Type Ventilation Vent Ratio(1 in) Area RBS IRCC
1 Full attic Unvented 0 313 ft2 N N
CEILING
# Ceiling Type Space R-Value Area Framing Frac Truss Type
1 Under Attic(Unvented) System 1 0.1 313 ft2 0 Wood
9/16/2015 3:06 PM EnergyGauge®USA-FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 4
FORM R405-2014
WALLS
Adjacent Space Cavity Width Height Sheathing Framing Solar Belo Ornt To all TypeB_VaFt In Ft In Area 13-Value FraCtenn AhSn w
1 NW Exterior Frame-Wood System 1 19 4.833 0 9 0 43.5 ft2 0 0.23 0.8 0
2 SW Exterior Frame-Wood System 1 19 6.666 0 9 0 60.0 ft2 0 0.23 0.8 0
3 NW Exterior Frame-Wood System 1 19 9.833 0 9 0 88.5 ft2 0 0.23 0.8 0
4 NE Exterior Frame-Wood System 1 19 6.666 0 9 0 60.0 ft2 0 0.23 0.8 0
5 NE Exterior Frame-Wood System 1 19 14.66 0 9 0 132.0 ft2 0 0.23 0.8 0
6 SE Exterior Frame-Wood System 1 19 14.66 0 9 0 132.0 ft2 0 0.23 0.8 0
7 SW Exterior Frame-Wood System 1 19 14.66 0 9 0 132.0 ft2 0 0.23 0.8 0
WINDOWS
Orientation shown is the entered,Proposed orientation.
Wall Overhang
V # Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening
1 NE 4 Vinyl Low-E Double Yes 0.24 0.27 6.0 ft2 1 ft 0 in 1 ft 0 in None None
2 NE 5 Vinyl Low-E Double Yes 0.24 0.27 6.0 ft2 1 ft 0 in 1 ft 0 in None None
3 SE 6 Vinyl Low-E Double Yes 0.24 0.27 12.0 ft2 1 ft 0 in 1 ft 0 in None None
4 SW 7 Vinyl Low-E Double Yes 0.24 0.27 12.0 ft2 1 ft 0 in 1 ft 0 in None None
5 NE 5 Vinyl Low-E Double Yes 0.24 0.27 33.3 ft2 1 ft 0 in 1 ft 0 in None None
GARAGE
# Floor Area Ceiling Area Exposed Wall Perimeter Avg.Wall Height Exposed Wall Insulation
1 704 ft2 384 ft2 108 ft 8 ft 1
INFILTRATION
# Scope Method SLA CFM 50 ELA Eq LA ACH ACH 50
1 Wholehouse Proposed ACH(50) .000286 234.8 12.89 24.24 .2711 5
HEATING SYSTEM
# System Type Subtype Efficiency Capacity Block Ducts
1 Electric Heat Pump Through the Wall(Split) HSPF:8.5 9 kBtu/hr 1 Ductless
COOLING SYSTEM
# System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts
1 Central Unit Through the Wall(Split) SEER: 18 9 kBtu/hr 270 cfm 0.75 1 Ductless
HOT WATER SYSTEM
# System Type SubType Location EF Cap Use SetPnt Conservation
1 Natural Gas Tankless Exterior 0.82 1 gal 40 gal 120 deg None
9/16/2015 3:06 PM EnergyGauge®USA-FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 4
FORM R405-2014
SOLAR HOT WATER SYSTEM
FSEC Collector Storage
Cert # Company Name System Model# Collector Model# Area Volume FEF
None None ftz
TEMPERATURES
ProgramableThermostat: Y Ceiling Fans:
CoolingJan Feb Mar Apr Ma X Jun ri
Jul rj Aug Se [ ]Oct Nov Dec
HeatinHJan Feb Mar E Apr f May f Jun JulAuSeP [ ]Oct Nov Dec
Ventin Jan Feb X Mar [X]A r [ Ma [ Jun Jul Aug Se [X]Oct HX Nov H Dec
Thermostat Schedule: HERS 2006 Reference Hours
Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12
Cooling(WD) AM 78 78 78 78 78 78 78 78 80 80 80 80
PM 80 80 78 78 78 78 78 78 78 78 78 78
Cooling(WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78
PM 78 78 78 78 78 78 78 78 78 78 78 78
Heating(WD) AM 66 66 66 66 66 68 68 68 68 68 68 68
PM 68 68 68 68 68 68 68 68 68 68 66 66
Heating(WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68
PM 68 68 68 68 68 68 68 68 68 68 66 66
9/16/2015 3:06 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* = 66
The lower the EnergyPerformance Index, the more efficient the home.
Lot 21 Atlantic Beach Court, Atlantic Beach, FL, 32233
1. New construction or existing New(From Plans) 9. Wall Types Insulation Area
2. Single family or multiple family Single-family a.Frame-Wood,Exterior R=19.0 648.09 ft2
b. N/A R= ft2
3. Number of units,if multiple family 1 c. N/A R= ft2
4. Number of Bedrooms 1 d.N/A R= ft2
5. Is this a worst case? No 10.Ceiling Types Insulation Area
a.Roof Deck(Unvented) R=21.0 313.00 ft2
6. Conditioned floor area(ft2) 313 b.N/A R= ft2
7. Windows" Description Area c. N/A R= ft2
a. U-Factor: Dbl,U=0.24 69.34 ft2 11.Ducts R ft
SHGC: SHGC=0.27
b. U-Factor: N/A ft2
SHGC: 12.Cooling systems kBtu/hr Efficiency
c. U-Factor: N/A ft2 a.Central Unit 9.0 SEER:18.00
SHGC:
d. U-Factor: N/A ft2 13.Heating systems kBtu/hr Efficiency
SHGC: a.Electric Heat Pump 9.0 HSPF:8.50
Area Weighted Average Overhang Depth: 1.000 ft.
Area Weighted Average SHGC: 0.270
8. Floor Types Insulation Area 14.Hot water systems Cap:1 gallons
a.Floor over Garage R=19.0 313.00 ft2 a.Natural Gas EF:0.82
b.N/A R= ft2
c. N/A R= ft2 b. Conservation features
None
15.Credits CF,Pstat
I certify that this home has complied with the Florida Energy Efficiency Code for Building JT
EST
Construction through the above energy saving features which will be installed (or exceeded) ti0 _ 9TFo
in this home before final inspection. Otherwise, a new EPL Display Card will be completed
based on installed Code compliant features.
Builder Signature: Date:
Address of New Home: Cit /FL Zip:
�1n � (_�? Ci. v 'IGIV�'IL aC �ofl o
R" 3223 3
*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.
9/16/2015 3:07 PM EnergyGauge®USA-FlaRes2014 -Section R405.4.1 Compliant Software Page 1 of 1
FORM R405-2014
TABLE 402.4.1.1
AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA
Project Name: Hatch Lot 21 Garage Suite Builder Name:
Street: Lot 21 Atlantic Beach Court Permit Office: Duval
City,State,Zip: Atlantic Beach,FL,32233 Permit Number:
Owner: Jurisdiction: 26100
Design Location: FL,Jacksonville
COMPONENT CRITERIA CHECK
Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope.
Exterior thermal envelope contains a continuous barrier. J 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. l/
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
spaces.
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
9/16/2015 3:06 PM EnergyGauge®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: Lot 21 Atlantic Beach Court Permit Number:
Atlantic Beach,FL,32233
MANDATORY REQUIREMENTS See individual code sections for full details.
? 401.3 Energy Performance Level(EPL)display card(Mandatory). The building official shall require that an energy performance level(EPL)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 nonpresold
residential buildings.The EPL display card contains information indicating the energy performance level and efficiencies of components 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.
7 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 accordance
with the manufacturer's instructions and the criteria listed in Table 402.4.1.1,as applicable to the method of construction. Where required
by the code official,an approved third party shall inspect all components and verify compliance.
• 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 official.Testing shall be
performed at any time after creation of all penetrations of the building thermal envelope.
Duringtesting:
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
6.Supply and return registers,if installed at the time of the test,shall be fully open.
? R402.4.2 Fireplaces.New wood-burning fireplaces shall have tight-fitting flue dampers and outdoor combustion air.
? R402.4.3 Fenestration air Ieakage.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 L/s/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.
? 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.
Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section
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 L/min)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 L/min)per 100 square feet(9.29 m2)of conditioned floor area when tested at a
pressure differential of 0.1 inches w.g.(25Pa)across the system,including the manufacturer's air handler enclosure.All registers shall be taped or
otherwise sealed during the test.If the air handler is not installed at the time of the test,total leakage shall be less than or equal to 3 cfm(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.
9/16/2015 3:07 PM EnergyGauge®USA-FlaRes2014 -Section R405.4.1 Comp Page 1 of 3
FORM R405-2014
MANDATORY REQUIREMENTS - (Continued)
? R403.2.2.1 Sealed air handler. Air handlers shall have a manufacturer's designation for an air leakage of no more than 2 percent of the
design air flow rate when tested in accordance with ASHRAE 193.
? 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.,
? 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.
? R403.4.1 Circulating hot water systems(Mandatory). Circulating hot water systems shall be provided with an automatic or readily
accessible manual switch that can turn off the hot-water circulating pump when the system is not in use.
? 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 inlets and outlets.External heat traps shall consist of either a commercially available heat trap or a downward and
upward bend of at least 3%inches(89 mm)in the hot water distribution line and cold water line located as close as possible to the storage
tank.
? R403.4.4 Water heater efficiencies(Mandatory). Water heaterefficiencies
7 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°C).
R403.4.4.1.2 Shutdown. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to
electric service systems to be turned off.A separate valve shall be provided to permit the energy supplied to the main burner(s)of
combustion types of service water heating systems to be turned off.
7 R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table
C404.2 in Chapter 4 of the Florida Building Code,Energy Conservation,Commercial Provisions,for the type of equipment installed.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 energy
factor of the system.The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of
Certified Solar Systems.Solar collectors shall be tested in accordance with ISO Standard 9806,Test Methods for Solar Collectors,and
SRCC Standard TM-1,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.
7 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.
? R403.5.1 Whole-house mechanical ventilation system fan efficacy. Mechanical ventilation system fans shall meetthe 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.
7 R403.5.2 Ventilation air. Residential buildings designed to be operated at a positive indoor pressure orfor mechanical 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,crawispaces,attached closed
garages or outdoor spaces adjacent to swimming pools or spas.
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 R-19,space permitting,or R-10 otherwise.
7 R403.6 Heating and cooling equipment(Mandatory). The following sections are mandatory for cooling and heating equipment.
? R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the
equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies,
based on building loads for the directional orientation of the building.The manufacturer and model number of the outdoor and 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.
• R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the
calculated total load,but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section
403.6,or the closest available size provided by the manufacturer's product lines.The corresponding latent capacity of the equipment
shall not be less than the calculated latent load.
9/16/2015 3:07 PM EnergyGauge®USA-FlaRes2014 -Section R405.4.1 Comp Page 2 of 3
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 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 forthe load calculation
and shall be adjusted for return side gains if the return duct(s)is installed in an unconditioned space.
Exceptions:
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.
2. When signed and sealed by a Florida-registered engineer,in attached single-and multi-family units,the capacity of
equipment may be sized in accordance with good design practice.
? 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 to Section
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 complywith 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 tothe 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 poolsand 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.
7 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.
? R403.9.2 Time switches. Time switches or other control method that can automatically turnoff 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.
? R403.9.3 Covers. Heated swimming pools and inground 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.
Exception: Outdoor pools deriving over 70 percent of the energy for heating from site-recovered energy,such as a heat pump or solar
energy source computed over an operating season.
? RR404.1 Lighting equipment(Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting 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.
9/16/2015 3:07 PM EnergyGauge®USA-FlaRes2014 -Section R405.4.1 Comp Page 3 of 3
L Ste,
Hatch Lot 21 Garage Suite
HVAC Load Calculations
for
Glenn Layton Homes
RHVACRzsIDSN`17AL
HVAC LoADs
i
I
i
Prepared By:
Tonya McDuffie
Home Energy Services
2060 Davis Rd.
Jacksonville, FL 32218
904 757-3569
Wednesday, September 16,2015
Rhvac is an ACCA approved Manual J and Manual D computer program.
Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D.
Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc.
Home Energy Services Hatch Lot 21 Garage Suite
Jacksonville, FL 32218 Page 2
Project Report
General Project Information
Project Title: Hatch Lot 21 Garage Suite
Designed By: Tonya McDuffie
Project Date: Wednesday, September 16, 2015
Client Name: Glenn Layton Homes
Company Name: Home Energy Services j
Company Representative: Tonya McDuffie
Company Address: 2060 Davis Rd.
Company City: Jacksonville, FL 32218
Company Phone: 904 757-3569
Company E-Mail Address: ecalcs@hesjax.com
Company Website: www.hesjax.com
Company Comment:
Design Data
Reference City: Jacksonville, Florida
Building Orientation: Front door faces Northwest
Daily Temperature Range: Medium
Latitude: 30 Degrees
Elevation: 26 ft.
Altitude Factor: 0.999
Outdoor Outdoor Outdoor Indoor Indoor Grains
Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference
Winter: 32 29.92 n/a n/a 70 n/a
Summer: 94 77 47% 50% 75 48
Check Figures
Total Building Supply CFM: 264 CFM Per Square ft.: 0.844
Square ft. of Room Area: 313 Square ft. Per Ton: 578
Volume (ft') of Cond. Space: 2,816
Building Loads
_............................. _______ ____ _ ............
Total Heating Required Including Ventilation Air: 4,329 Btuh 4.329 MBH
Total Sensible Gain: 5,871 Btuh 90 %
Total Latent Gain: 627 Btuh 10 % '
Total Cooling Required Including Ventilation Air: 6,497 Btuh 0.54 Tons (Based On Sensible + Latent)
Notes _
Rhvac is an ACCA approved Manual J and Manual D computer program.
Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D.
All computed results are estimates as building use and weather may vary.
Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at
your design conditions.
C:\ ...\Hatch Lot 21 Garage Suite.rh9 Wednesday, September 16, 2015, 2:04 PM
Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development, Inc.
Home Energy Services Hatch Lot 21 Garage Suite
Jacksonville, FL 32218 Page 3
Miscellaneous Report
System 1 System 1 Outdoor Outdoor Outdoor Indoor Indoor Grains
Input Data Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference
Winter: 32 29.92 80% n/a 70 n/a
Summer: 94 77 47% 50% 75 48.06
Duct Sizing Inputs
Main Trunk Runouts
Calculate: Yes Yes
Use Schedule: Yes Yes
Roughness Factor: 0.01000 0.01000
Pressure Drop: 0.1000 in.wg./100 ft. 0.1000 in.wg./100 ft.
Minimum Velocity: 550 ft./min 450 ft./min
Maximum Velocity: 600 ft./min 750 ft./min
Minimum Height: 0 in. 0 in.
Maximum Height: 0 in. 0 in.
Outside Air Data
___..... ... ___.._. _.... __. -----------__._._.
Winter Summer
Infiltration Specified: 0.250 AC/hr 0.250 AC/hr
12 CFM 12 CFM
Infiltration Actual: 0.250 AC/hr 0.250 AC/hr
Above Grade Volume: X 2,816 Cu.ft. X 2,816 Cu.ft.
704 Cu.ft./hr 704 Cu.ft./hr
X 0.0167 X 0.0167
Total Building Infiltration: 12 CFM 12 CFM
Total Building Ventilation: 0 CFM 0 CFM
---System 1---
Infiltration &Ventilation Sensible Gain Multiplier: 20.88 = (1.10 X 0.999 X 19.00 Summer Temp. Difference)
Infiltration &Ventilation Latent Gain Multiplier: 32.65 = (0.68 X 0.999 X 48.06 Grains Difference)
Infiltration &Ventilation Sensible Loss Multiplier: 41.76 = (1.10 X 0.999 X 38.00 Winter Temp. Difference)
Winter Infiltration Specified: 0.250 AC/hr(12 CFM)
Summer Infiltration Specified: 0.250 AC/hr(12 CFM)
Duct Load Factor Scenarios for System 1
Attic Duct Duct Surface From
No. Type Description Location Ceiling Leakage Insulation Area [T]MDD
1 Supply Main Attic 16B 0.09 6 27 No
1 Return Main Attic 16B 0.15 6 5 No
C:\ ...\Hatch Lot 21 Garage Suite.rh9 Wednesday, September 16, 2015, 2:04 PM
Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc.
Home Energy Services Hatch Lot 21 Garage Suite
Jacksonville, FL 32218 Page 4
Load Preview Report _
Net ft.Z Sen Lat NetLSen H y Clg Act Sys Duct
Scope Ton /Ton Area Gain Gain Gain ) CFMCFM CFM Size
Building 0.54 578 313 5,871 627 6,497 4,329 87 264 264
System 1 0.54 578 313 5,871 627 6,497 4,329 87 264 264 9
Supply Duct Latent 24 24
Return Duct 63 20 83 32
Zone 1 313 5,807 583 6,390 4298 87 264 264 9
1-Garage Suite Closet 32 269 61 330 499 10 12 12 1-4
2-Garage Suite Bath 66 562 88 650 836 17 26 26 1-4
3-Garage Suite 215 4,976 434 5,410 2,963 60 226 226 1-9
C:\ ...\Hatch Lot 21 Garage Suite.rh9 Wednesday, September 16, 2015, 2:04 PM
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Home Energy Services Hatch Lot 21 Garage Suite
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Duct Size Preview
.._._...---- _.................. . _............... .................._--- ----.. ........ ........ .._..._ ............------�
Room or Source Minimum Maximum Rough. Design SP Duct Duct Htg Clg Act. Duct
Duct Name Velocity Velocity Factor L/100 Loss Velocity Length Flow Flow Flow Size
System 1
Supply Runouts
Zone 1
1-Garage Suite Closet Built-In 450 750 0.01 0.1 140.1 10-I 12 1-4
2-Garage Suite Bath Built-In 450 750 0.01 0.1 293.2 17-I 26 1-4
3-Garage Suite Built-In 450 750 0.01 0.1 512.5 60-I 226 1-9
Other Duds in System 1
Supply Main Trunk Built-In 550 600 0.01 0.1 598.1 87 264 9
Summary
System 1
Heating Flow: 87
Cooling Flow: 264
C:\ ...\Hatch Lot 21 Garage Suite.rh9 Wednesday, September 16, 2015, 2:04 PM
Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc.
Home Energy Services Hatch Lot 21 Garage Suite
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Total Building Summary Loads
Component Area Sen Laf y."'V Sen Total'
Description Quan Loss Gain Gain Gain
4A-6-o: Glazing-Double pane low-e (e = 0.20 or less), 36 328 0 796 796
high performance, operable window, a=0.05 on
surface 2, any frame, u-value 0.24, SHGC 0.27
10D-f: Glazing-French door, double pane low-e glass (e = 33.3 532 0 982 982
0.10), insulated fiberglass frame, u-value 0.42,
SHGC 0.32
12E-Osw: Wall-Frame, R-19 insulation in 2 x 6 stud 578.7 1,495 0 843 843
cavity, no board insulation, siding finish, wood studs
18A1-21o: Roof/Ceiling-Roof Joists Between Roof Deck 312.9 559 0 440 440
and Ceiling or Foam Encapsulated Roof Joists,
Spray Foam Insulation, Dark or Bold-Color Asphalt
Shingle, Dark Metal, Dark Membrane, Dark Tar and
Gravel, R-21 open cell 1/2 Ib. spray foam, 5.5 inches
in 2 x 6 joist cavity, 1 inch on joist
20P-19-c: Floor-Over open crawl space or garage, 312.9 595 0 220 220
Passive, R-19 blanket insulation, carpet covering
Subtotals for structure: 3,509 0 3,281 3,281
People: 1 200 230 430
Equipment: 0 1,800 1,800
Lighting: 0 0 0
Ductwork: 331 44 315 358
Infiltration: Winter CFM: 12, Summer CFM: 12 489 383 245 628
Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0
Total Building Load Totals: 4,329 627 5,871 6,497
Check Figures
------------------------------------- --
Total Building Supply CFM: 264 CFM Per Square ft.: 0.844
Square ft. of Room Area: 313 Square ft. Per Ton: 578
Volume (ft') of Cond. Space: 2,816
Buiiding Loads
Total Heating Required Including Ventilation Air: 4,329 Btuh 4.329 MBH
Total Sensible Gain: 5,871 Btuh 90 %
Total Latent Gain: 627 Btuh 10 %
Total Cooling Required Including Ventilation Air: 6,497 Btuh 0.54 Tons (Based On Sensible + Latent)
Notes
Rhvac is an ACCA-a-pproved Manual J and Manual D computer program.
Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D.
All computed results are estimates as building use and weather may vary.
Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at
your design conditions.
C:\ ...\Hatch Lot 21 Garage Suite.rh9 Wednesday, September 16, 2015, 2:04 PM
Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc.
Home Energy Services Hatch Lot 21 Garage Suite
Jacksonville, FL 32218Page 7
Building Pie Chart
Floor 14% Infiltration 11%
Ductwork 8%
Roof 13%
Building
Loss
4,329
Btuh
Glass 20%
Wall 35%
Roof 7Flloor 3% Infiltration 10%
Ductwork 6%
Wall 13%
Building ;. # <
Gain
6,497
Btuh
Equipment 28%
Glass 27%
People 7%
C:\ ...\Hatch Lot 21 Garage Suite.rh9 Wednesday, September 16, 2015, 2:04 PM
Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc.
Home Energy Services Hatch Lot 21 Garage Suite
Jacksonville, FL 32218 _ _.... Page 8
Equipment Data - System I - System 7
Cooling
System Type: Air Source Heat Pump
Outdoor Model: MUZ-HE09NA
Indoor Model: MSZ-HE09NA
Tradename: MR. SLIM
Outdoor Manufacturer: MITSUBISHI ELECTRIC COOLING & HEATING
Description: Air Source Heat Pump
AHRI Reference No.: 7065526
Nominal Capacity: 9000
Adjusted Capacity: 8506
Adjusted Sensible Capacity: 8108
Adjusted Latent Capacity: 397
Efficiency: 18 SEER
Heating
System Type: Air Source Heat Pump
Model: MUZ-HE09NA
Tradename: MR. SLIM
Manufacturer: MITSUBISHI ELECTRIC COOLING & HEATING
Description: Air Source Heat Pump
Capacity: 10900
Efficiency: 8.5 HSPF
This system's equipment was selected in accordance with ACCA Manual S.
Manual S equipment sizing data: SODB: 94F, SOWB: 77F, WODB: 32F, SIDB: 75F, SIRH: 50%, WIDB: 70F, Sen. gain:
5,871 Btuh, Lat. gain: 627 Btuh, Sen. loss: 4,329 Btuh, Entering clg. coil DB: 75.2F, Entering clg. coil WB: 62.6F, Entering
htg. coil DB: 69.7F, Clg. coil TD: 20F, Htg. coil TD: 45F, Req. clg. airflow: 264 CFM, Req. htg. airflow: 87 CFM
C:\ ...\Hatch Lot 21 Garage Suite.rh9 Wednesday, September 16, 2015, 2:04 PM
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Manual S Performance Data - System 1 - System 7
Cooling Loads and Design Conditions
Outdoor Dry Bulb: 94 Sensible Gain: 5,871
Outdoor Wet Bulb: 77 Latent Gain: 627
Indoor Dry Bulb: 75 Total Gain: 6,497
Indoor RH: 50 Load SHR: 0.90
Elevation: 26 Supply Airflow: 264
Latitude: 30 Entering Dry Bulb: 75.2
Altitude Factor: 1 Entering Wet Bulb: 62.6
Equipment Performance Data at System Design Conditions
Air Source Heat Pump Model: MUZ-HE09NA+MSZ-HE09NA, Nominal Capacity: 9,000
Entered Interpolation Data:
EDB
EWB Air Flow ODB
Total Power 75.2 °F
°F CFM °F Capacity Input Sensible
MBtuh kW SIT Capacity
MBtuh
0 85 0 0 0 0
264 95 0 0 0 0
85 9.1 0.66 0.956 8.7
63 — 95 8.5 0.72 0.953 8.1
Interpolation Results:
Percent j
Load of Load
Sensible Capacity: 8,108 5,871 138%
Latent Capacity: 397 627 63%
Total Capacity: 8,506 6,497 131%
Power Input: 0.71
This system's equipment was selected in accordance with ACCA Manual S.
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Hatch Lot 21 Garage Suite
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System 1 Room Load Summary
Htg Min Run Run Clg Clg Min Act
Room Area Sens Htg Duct Duct Sens Lat Clg Sys
No Name SF Btuh CFM Size Vel Btuh Btuh CFM CFM
---Zone 1---
1 Garage Suite 32 499 10 1-4 140 269 61 12 12
Closet
2 Garage Suite Bath 66 836 17 1-4 293 562 88 26 26
3 Garage Suite 215 2,963 60 1-9 512 4,976 434 226 226
Duct Latent 24
Return Duct 32 63 20
System 1 total 313 4,329 87 5,871 627 264 264
System 1 Main Trunk Size: 9 in.
Velocity: 598 ft./min
Loss per 100 ft.: 0.131 in.wg
Cooling System Summary
Cooling Sensible/Latent Sensible Latent Total
Tons Split Btuh Btuh Btuh
Net Required: 0.54 90% / 10% 5,871 627 6,497
Actual: 0.75 75%/25% 6,750 2,250 9,000
Equipment Data _... __._.... _ _ _ -_
Heating System Cooling System
Type: Air Source Heat Pump Air Source Heat Pump
Model: MUZ-HE09NA MUZ-HE09NA
Indoor Model: MSZ-HE09NA
Brand: MR. SLIM MR. SLIM
Description: Air Source Heat Pump Air Source Heat Pump
Efficiency: 8.5 HSPF 18 SEER
Sound: 0 0
Capacity: 10,900 Btuh 9,000 Btuh
Adjusted Capacity: n/a 8,506 Btuh
Sensible Capacity: n/a 6,750 Btuh
Adjusted Sensible Capacity: n/a 8,108 Btuh
Latent Capacity: n/a 2,250 Btuh
Adjusted Latent Capacity: n/a 397 Btuh
AHRI Reference No.: n/a 7065526
This system's equipment was selected in accordance with ACCA Manual S.
Manual S equipment sizing data: SODB: 94F, SOWB: 77F, WODB: 32F, SIDB: 75F, SIRH: 50%, WIDB: 70F, Sen. gain:
5,871 Btuh, Lat. gain: 627 Btuh, Sen. loss: 4,329 Btuh, Entering clg. coil DB: 75.217, Entering clg. coil WB: 62.61F, Entering
htg. coil DB: 69.7F, Clg. coil TD: 20F, Htg. coil TD: 45F, Req. clg. airflow: 264 CFM, Req. htg. airflow: 87 CFM
C:\ ...\Hatch Lot 21 Garage Suite.rh9 Wednesday, September 16, 2015, 2:04 PM
F71 L...DATA
7-1. PERFORMANCE DATA
1)COOLING CAPACITY
MUZ-HE09NA MUZ-HE12NA MUZ-HE15NA MUZ-HE18NA MUZ-HE24NA
Indoor air Outdoor intake air DB temperature(°F)
Model IWB (°F) 75 85 95 1 105 1 115
TC SHC TPC TC SHC 11TPC TC SHC TPC TC SHC TPC TC SHC TPC
71 11.0 7.6 0.67 10.3 7.1 0.73 9.7 6.6 0.79 9.0 6.2 0.83 8.3 5.7 0.86
MUZ-HE09NA 67 10.4 8.6 0.63 9.7 8.0 0.69 9.0 7.4 0.75 8.4 6.9 0.80 7.7 6.3 0.83
63 9.8 9.4 0.60 9.1 8.7 0.66 8.5 8.1 0.72 7.7 7.3 0.77 7.0 6.7 0.80
71 14.7 9.4 1.08 13.7 8.7 1.18 12.9 8.2 1.27 12.0 7.6 1.34 11.0 7.0 1.39
MUZ-HE12NA 67 13.9 10.7 1.02 13.0 10.0 1.12 12.0 9.2 1.21 11.2 8.6 1.28 10.3 7.9 1.34
63 13.1 11.8 0.97 12.1 10.9 1.07 11.3 110.2 1.16 , 10.31 9.3 1.23 9.4 8.5 1.28
71 17.2 11.1 1.04 16.0 10.4 1.14 15.1 1 9.7 1.23 14.0 9.1 1.29 12.9 8.3 1.35
MUZ-HE15NA 67 16.2 12.7 0.98 15.1 11.8 1.08 14.0 10.9 1.17 13.0 10.2 1.24 12.0 9.3 1.30
63 15.3 13.9 0.94 14.1 12.9 1.04 13.2 12.0 1.12 12.0 10.9 1.19 10.9 10.0 1.24
71 21.1 12.2 1.46 19.7 11.4 1.60 18.5 10.7 1.72 17.2 9.9 1.81 15.8 9.1 1.89
MUZ-HE18NA 67 20.0 14.2 1.38 18.6 13.2 1.52 17.2 12.2 1.64 16.0 11.4 1.74 14.7 10.4 1.82
63 18.7 15.8 1.31 17.4 14.7 1.45 16.2 13.6 1.57 14.7 12.4 1.67 13.4 11.3 1.74
71 27.6 17.0 2.33 25.8 15.9 2.55 24.21 14.9 12.75 122.5 13.9 2.90 20.7 12.8 3.01
MUZ-HE24NA 67 26.1 19.6 2.20 24.3 18.2 2.42 22.5 16.9 2.62 120.9 115.7 12.78 119.2. 14.4 2.91
63 24.5 21.7 2.10 22.7 20.1 2.32 21.11 18.7 12.50 119.21 17.012.671 17.61 15.5 2.78
NOTE: 1. IWB: Intake air wet-bulb temperature
TC: Total Capacity(X103Btu/h)
SHC: Sensible Heat Capacity(x103Btu/h)
TPC: Total Power Consumption (kW)
2.SHC is based on 80°F of indoor Intake air DB temperature.
2)COOLING CAPACITY CORRECTIONS
Model Refrigerant piping length (one way:ft.)
25(std.) 40 65 100
MUZ-HE09NA
MUZ-HE12NA 1.0 0.954 0.878
MUZ-HE15NA
MUZ-HE18NA
MUZ-HE24NA 1 1.0 0.954 0.878 0.771
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33
OFFICE COPY
i
EVALUATION
e SERVICE
IMES Evaluation Report ESR-3375
Issued August 1, 2012
This report is subject to renewal August 1, 2013.
vvww.icc-es.org 1 (800)423-6587 1 (562) 699-0543 A Subsidiary of the International Code Councito
DIVISION:07 00 00—THERMAL AND MOISTURE supplied in nominally 55-gallon (208 Q drums, labeled as
PROTECTION "A" component or "B" component. The insulation
Section:07 21 00—Thermal Insulation components have a shelf life of six months when stored in
unopened containers at temperatures between 70°F
REPORT HOLDER: (21°C)and 90°F(32°C).
SES FOAM 3.2 Surface-burning Characteristics:
4008 LOUETTA ROAD,#538 At a maximum thickness of 4 inches (102 mm) and a
SPRING,TEXAS 77388-4405 nominal density of 0.5 pcf(8 kg/m3), the insulation has a
(713)239-0252 flame-spread index of 25 or less and a smoke-developed
www.sesfoam.com index of 450 or less when tested in accordznce with ASTM
E84• Thicknesses of up to 111/2 inches (292 mm) for wall
EVALUATION SUBJECT: cavities and ceiling cavities are recognized based on room
corner fire testing in accordance with NFPA 286, when
SES FOAM 0.5 Ib SPRAY: SPRAY-APPLIED the insulation is covered with a minimum 1/2-inch-thick
POLYURETHANE FOAM PLASTIC INSULATION (12.7 mm) gypsum board installed in accordance with the
applicable code.
1.0 EVALUATION SCOPE 3.3 Thermal Resistance(R-values):
Compliance with the following codes: The insulation has thermal resistance(R-values)at a mean
■ 2012 and 2009 Intemational Building Code(IBC) temperature of 75°F(24°C)as shown in Table 1.
■ 2012 and 2009 International Residential Codes(IRC) 3.4 Air Permeability:
■ 2012 and 2009 International Energy Conservation The insulation, at a minimum thickness of 3 inches
Code®(IECC) (76 mm), is considered air-impermeable in accordance
■ Other Codes(see Section 8.0) with IRC Section R202, based on testing in accordance
Properties evaluated: with ASTM E283.
IN Surface-burning characteristics 4.0 INSTALLATION
■ Physical properties 4.1 General:
■ Thermal resistance(R-values) SES Foam 0.5 Ib spray insulation must be installed in
■ Attic and crawl space installation accordance with the manufacturer's published installation
instructions and this report. A copy of the manufacturer's
■ Air permeability published installation instructions must be available at all
2.0 USES times on the jobsite during installation.
SES Foam 0.5 Ib spray polyurethane foam plastic 4.2 Application:
insulation is used as a nonstructural thermal insulating The insulation is spray-applied at the jobsite using a
material in buildings of Type V-B(IBC)construction, and in volumetric positive displacement pump as identified in the
dwellings built under the IRC. The insulation is for use in SES Foam 0.5 Ib spray application manual. The insulation
wall cavities and floor/ceiling assemblies, and in attics and components must be stored at temperatures between 70°F
crawl spaces when installed as described in Section 4.4. (21'C) and 90oF (32°C) for several days before
Under the IRC, the insulation may be used as air- application. The insulation must not be used in areas that
impermeable insulation when installed as described in have maximum in-service temperatures greater than 180°F
Section 3.4. (82°C). The insulation must not be used in electrical outlet
3.0 DESCRIPTION or junction boxes or in contact with water (e.g., rain,
condensation, ice, snow) or soil. The substrate must be
3.1 General: free of moisture, frost or ice, loose scales, rust, oil, grease
SES Foam 0.5 Ib spray foam insulation is a two- or other surface contaminants. The insulation can be
component, open cell, one-to-one-by-volume spray-applied installed in one pass to the maximum thickness. The
polyurethane foam system with a nominal density of 0.5 spray-applied foam insulation must be protected from
pcf (8 kg/m3). The insulation's liquid components are weather during and after installation.
ICC-ES Evaluation Reports are not to be consirned us representing aesthetics or any other attributes not specifically addressed,nor are the'V to be Construed
as an erndossententof the.sub/ec•i ojthe repnri ora rec•ornmendation for as use.There is no rvurranty by ICC'livaluuliun Jervicr,LLC,express or implied,ns
to anyJinding or other mailer in this report,or as to any product covered by the report --
Copyright®2012 Page 1 of 3
ESR-3375 I Most Widely Accepted and Trusted Page 2 of 3
4.3 Thermal Barrier: 5.0 CONDITIONS OF USE
SES Foam 0.5 Ib spray insulation must be separated from The SES Foam 0.5 Ib spray polyurethane foam plastic
the interior of the building by an approved thermal barrier insulation described in this report complies with, or is a
of '/2-inch-thick (12.7 mm) gypsum wallboard or an suitable alternative to what is specified in, those codes
equivalent 15-minute thermal barrier complying with, and listed in Section 1.0 of this report, subject to the following
installed in accordance with, IBC Section 2603.4 or IRC conditions:
Section R316.4, as applicable. Within an attic or crawl 5.1 The insulation must be installed in accordance with
space, installation must be in accordance with Section 4.4. the manufacturer's published installation instructions,
4.4 Attics and Crawl Spaces: this evaluation report and the applicable code. If there
are any conflicts between the manufacturer's
4.4.1 Application with a Prescriptive Ignition Barrier: published installation instructions and this report, this
When SES Foam 0.5 Ib spray is installed within attics and report governs.
crawl spaces, where entry is made only for service of
utilities, an ignition barrier must be installed in accordance 5.2 The insulation must be separated from the interior of the
with IBC Section 2603.4.1.6 or IRC Section R316.5.3 or building by an approved 15-minute thermal barrier, as
R316.5.4, as applicable. The ignition barrier must be described in Section 4.3. Installation in an attic or
consistent with the requirements for the type of crawl space must be as described in Section 4.4.
construction required by the applicable code, and must be 5.3 The insulation must not exceed the thicknesses noted
installed in a manner so that the foam plastic insulation is in Sections 3.2 and 4.4.
not exposed. SES Foam 0.5 Ib spray insulation at a
minimum thickness of 3 inches(76 mm)may be installed in 5.4 The insulation must be protected from exposure to the
unvented attics in accordance with 2012 IRC Section weather during and after application.
R806.5(2009 IRC Section R806.4), as applicable. 5.5 The insulation must be applied by contractors certified
4.4,2 Application without a Prescriptive Ignition by SES Foam.
Barrier: Where the spray-applied insulation is installed in 5.6 Use of the insulation in areas where the probability of
accordance with this section (Section 4.4.2) or Section termite infestation is "very heavy" must be in
4.4.3,the following conditions apply: accordance with 2012 IBC Section 2603.9 (2009 IBC
a) Entry to the attic or crawl space is to service utilities, Section 2603.8)or IRC Section R318.4,as applicable.
and no storage is permitted. 5.7 Jobsite certification and labeling of the insulation must
b) There are no interconnected attic or crawl space comply with IRC Sections N1101.4 and N1101.4.1
and IECC Sections R303.1.1 and 303.1.1.1, as
areas. applicable.
c) Air in the attic or crawl space is not circulated to other 5.8 SES Foam 0.5 Ib spray polyurethane foam plastic
parts of the building. insulation is produced in St. Louis, Missouri, under a
d) Attic ventilation is provided when required by IBC quality control program with inspections by Quality
Section 1203.2 or IRC Section R806, except when air- Control Consultants, LLC(AA-727).
impermeable insulation is permitted in unvented attics 6.0 EVIDENCE SUBMITTED
in accordance with 2012 IRC Section R806.5 or 2009 6.1 Data in accordance with the ICC-ES Acceptance
IRC Section R806.4. Under-floor (crawl space) Criteria for Spray-applied Foam Plastic Insulation
ventilation is provided when required by IBC Section (AC377), dated June 2012, including reports of tests
1203.3 or IRC Section R408.1,as applicable. in accordance with Appendix X of AC377.
e) Combustion air is provided in accordance with 6.2 Report of room corner fire testing in accordance with
International Mechanical Codes Section 701. NFPA 286.
In attics, the insulation may be spray-applied to the 6.3 Report of air permeance testing in accordance with
underside of roof sheathing or roof rafters, and/or vertical ASTM E283.
surfaces, and in crawl spaces the insulation may be spray- 7.0 IDENTIFICATION
applied to the underside of floors and/or vertical surfaces
as described in this section. The thickness of the foam Components of the SES Foam 0.5 Ib spray polyurethane
plastic applied to the underside of the top of the space foam plastic insulation are identified with the
must not exceed 12 inches(305 mm).The thickness of the manufacturer's name (SES Foam) and address; the date
foam plastic applied to vertical surfaces must not exceed of manufacture or the lot number; the product trade name
111/2 inches (292 mm). The foam plastic may be installed (SES Foam 0.5 Ib);the mixing instructions;the density;the
without a covering or coating. The insulation may be flame-spread and smoke-developed indices; the name of
installed in unvented attics in accordance with 2012 IRC the inspection agency (Quality Control Consultants); and
Section R806.5 (2009 IRC Section R806.4). The ignition the evaluation report number(ESR-3375).
barrier in accordance with IBC Section 2603.4.1.6 or IRC 8.0 OTHER CODES
Section R316.5.3 may be omitted. In addition to the codes referenced in Section 1.0, the
4.4.3 Use on Attic Floors: SES Foam 0.5 Ib spray products in the report were evaluated for compliance with
insulation may be installed exposed at a maximum the requirements of the following codes:
thickness of 111/2 inches (292 mm) between joists in attic ■ 2006 International Building Code®(2006 IBC)
floors. The ignition barrier in accordance with IBC Section
2603.4.1,6 or IRC Section R316.5.3 may be omitted. The • 2006 International Residential Code (2006 IBC)
insulation must be separated from the interior of the a 2006 and 2003 International Energy_ Conservation
building by an approved thermal barrier. Codes(2006 IECC)
ESR-3375 I Most Widely Accepted and Trusted Page 3 of 3
The products comply with the above-mentioned codes as provided in accordance with Sections 701 and 703 of
described in Sections 2.0 through 7.0 of this report, with the 2006 IECC.
revisions as noted below: ■ Protection against Termites: See Section 5.6, except
■ Application with a Prescriptive Thermal Barrier: See use of the insulation in areas where the probability of
Section 4.3, except the approved thermal barrier must termite infestation if"very heavy"must be in accordance
be installed in accordance with Section R314.4 of the with Section R320.5 of the 2006 IRC.
2006 IRC. ■ Jobsite Certification and Labeling: See Section 5.7,
■ Application with a Prescriptive Ignition Barrier: See except jobsite certification and labeling must comply
Section 4.4.1, except an ignition barrier must be with Sections 102.1.1 and 102.1.1.1, as applicable, of
installed in accordance with Section R314.5.3 or the 2006 IECC.
R314.5.4 of the 2006 IRC.
■ Application without a Prescriptive Ignition Barrier:
See Section 4.4.2, except that combustion air is
TABLE 1--THERMAL RESISTANCE(R-VALUES'2)
THICKNESS(inches) R-VALUE(°F•tt2•h/Btu)
1 4.0
2 7.6
3 11
3.5 13
4 15
5 19
6 22
7 26
8 30
9 33
10 37
11 41
12 44
For SI:1 inch=25.4 mm,VF.ft2•h/Btu=0.176 110K•m2/W.
'R-values are calculated based on tested K values at 1-and 3.5-inch thicknesses.
2R-values greater than 10 are rounded to the nearest whole number.
Builder: Job Information
Glenn Layton Hms O
M "IS) Job#: J150229
3787 Palm Valley Rd Ste -n
Ponte Vedra Beach, FL 32082File#:
(904)758-4380 0 Salesman:Scot Burney
(8 Designer: John Knight
O Manning Building Supplies PAGE 1
Jac nville, FL 32256 axtruss mbs-cor com
) @ p Report and Delivery Date
Hatch Residence P e: (904) 268-8225 * Fax: (904) 260-2981
DATE 09/29/15
Lot 21 Atlantic Beach Country Del. Date: / !
Atlantic Beach, FL Cover Sheet
Truss Level:
OFFICE COPS`
PROFILE QTY PITCH BASE O/A LUMBERI OVERHANG ICANTILEVER STUB O/A HEIGHT
PLY TOP I BOT ID SPAN SPAN TOP 1130T I LEFT RIGHT I LEFT RIGHT LEFT RIGHT
1
® 2 Ply 4.00 0.00 A01 38-03-08 38-03-08 2 X 4 2 X 6 03-00-00
1 4.00 0.00 A02 16-07-08 16-07-08 2 X 4 2 X 4 05-08-10
® 1 4.00 0.00 A03 17-00-00 17-00-00 2 X 4 2 X 4 00-01-08 06-03-14
® 1 4.00 0.00 A04 17-00-00 17-00-00 2 X 4 2 X 4 00-01-08 06-05-11
�® 1 4.00 0.00 A05 17-00-00 17-00-00 2 X 4 2 X 4 00-01-08 06-08-00
® 7 4.00 0.00 A06 17-00.00 17-00-00 2 X 4 2 X 4 00-01-08 06-08-00
® 4 4.00 0.00 A07 09-08-00 09-08-00 2 X 4 2 X 4 00-01-08 06-08-00
1 8.00 8.00 B01 21-08-00 21-08-00 2 X 4 2X4, 11-00-10
1 8.00 8.00 B02 21-11-00 21-11-00 2 X 4 2 X 4 00-02-00 11-04-14
1 4.00 8.00 B03 21-11-00 21-11-00 2 X 4 2 X 4 00-02-00 11-04-14
1 4.00 8.00 B04 21-11-00 21-11-00 2 X 4 2 X 4 00-02-00 11-04-14
2 4.00 8.00 B05 21-11-00 21-11-00 2 X 4 2 X 4 11-04-14
7 4.00 8.00 B06 30-07-00 30-07-00 2 X 4 2 X 4 11-04-14
3
2 Ply 4.00 8.00 B07 30-07-00 30-07-00 2-X4 2 X 4 11-04-14
2 4.00 8.00 B08 30-07-00 30-07-00 2 X 4 2 X 4 11-04-14
1
2 Ply 4.00 8.00 B09 30-07-00 30-07-00 2 X 4 2 X 4 00.03-12 11-0414
2 4.00 8.00 B10 30-07-00 30-07-00 2 X 4 2 X 4 00.03-12 11-04-14
5 4.00 0.00 B13 21-11-00 21-11-00 2 X 4 2 X 4 11-04-14
1 4.00 0.00 B13A 21-11-00 21-11-00 2 X 4 2 X 4 11-04-14
1 8.00 0.00 B14 21-11-00 21-11-00 2 X 4 2 X 4 11-04-14
® 1 8.00 0.00 B15 21-11-00 21-11-00 2 X 4 2 X 4 11-00.10
1 4.00 0.00 C01 30-07-00 30-07-00 2 X 4 2 X 4 06-06-11
® 1 4.00 0.00 CO2 30.07-00 30.07-00 2 X 4 2 X 4 07-10-11
1 4.00 0.00 CO3 30-07-00 30-07-00 2 X 4 2 X 4 06-08-00 09-02-11
Builder: Job Information
Glenn Layton Hms
Job#: J150229
3787 Palm Valley Rd Ste "S
Porte Vedra Beach, FL 32082 File#:
(904)758-4380 re Salesman:Scot Burney
Designer: John Knight
Manning Building Supplies PAGE 2
Job: Jacksonville, FL 32256 jaxtruss@mbs-corp.com
Hatch Residence Phone: (904) 268-8225 * Fax: (904) 260-2981 Report and Delivery Date
DATE 09/29/15
Lot 21 Atlantic Beach Country Del. Date:
At Beach, FL F Cover Sheet
Truss Level:
PROFILE QTY PITCH BASE O/A LUMBER OVERHANG CANTILEVER STUB O/A HEIGHT
PLY TOP BOT ID SPAN SPAN TOP BOT LEFT RIGHT LEFT RIGHT LEFT RIGHT
1 4.00 0.00 C04 30-07-00 30-07-00 2 X 4 2 X 4 06-08-00 10-06-05
,(f� 1 4.00 0.00 C05 30-07-00 30-07-00 2 X 6 2 X 4 06-08-00 10-06-05
.1511, 1 4.001 0.00 C06 30-05-08 30-05-08 2 X 4 2 X 4 10-06-05
.d5�& 4 4.00 0.00 C07 23-11-00 23-11-00 2 X 4 2X41 10-06-05
1
3 Ply 4.00 0.00 C08 23-11-00 23-11-00 2 X 8 2 X 8 10-06-05
1 4.00 0.00 D01 21-11-00 21-11-00 2 X 4 2 X 4 0404-00
® 1 4.00 0.00 D02 21-11-00 21-11-00 2 X 4 2 X 4 05-08-00
1 4.00 0.00 D03 21-11-00 21-11-00 2 X 412 X 4 07-00-00
® 3 4.00 0.00 D04 21-11-00 21-11-00 2 X 4 2 X 4 07-07-11
1 4.00 0.00 E01 17-11-00 17-11-00 2 X 6 2 X 4 05-08-00
1 4.00 0.00 E02 17-11-00 17-11-00 2 X 4 2 X 4 06-03-11
1
2 Ply 4.00 0.00 E03 17-11-00 1 17-11-00 2 X 412 X 8 06-03-11
1 4.00 0.00 G01 17-01-08 17-01-08 2 X 4 2 X 4 03-00-00
1 4.00 0.00 G02 17-01-08 17-01-08 2 X 4 2 X 4 04-04-00
1 1 4.00 0.00 G03 17-01-08 17-01-08 2 X 4 2 X 4 05-08-00
1 4.00 0.00 G04 17-01-08 17-01-08 2 X 4 2 X 4 06-01-00
® 1
2 Ply 4.00 0.00 G05 05-09-08 05-09-08 2 X 612 X 8 04-02-05
1 4.00 0.00 H01 09-01-08 09-01-08 2 X 4 2 X 4 04-04-00
® 1 1 4.00 0.00 H02 09-01-08 09-01-08 _2X4 2 X 4 05-08-00
18 4.00 0.00 J01 01-09-14 01-09-14 2 X 4 2 X 4 01-07-05
/� 8 4.00 0.00 J02 03-09-14 03-09-14 2 X 4 2 X 4 02-10-09
Ld 2 4.00 0.00 J02A 02-10-08 02-10-08 2 X 4 2 X 4 00-00-06 02-10-09
4 4.00 0.00 J03 05-09-14 05-09-14 2 X 4 2 X 4 04-02-09
Gal -
34 4.00 0.00 J04 04-00-00 04-00-00 2 X 4 2 X 4 03-00-00
Bu=ilder: Job Information
Glenn Layton Hms
Job#: J150229
3787 Palm Valley Rd Ste
"BS1
Ponte Vedra Beach, FL 32082 File#:
(904) 758-4380 Salesman:Scot Burney
Designer: John Knight
Manning Building Supplies PAGE 3
Job: Jacksonville, FL 32256 jaxtruss@mbs-corp.co
Residence
Phone: (904) 268-8225 * Fax: (904) 260-2981 -Report and Delivery Date
DATE 09/29/15
Lot 21 Atlantic Beach Country Del. Date:
Atlantic Beach, FL Cover Sheet
Truss Level:
PROFILE QTY1 PITCH BASE I O/A LUMBER OVERHANG CANTILEVER STUB O/A HEIGHT
PLY I TOP I BOT ID SPAN SPAN TOP BOT LEFT RIGHT LEFT RIGHT LEFT RIGHT
Q 1 4.00 0.00 J04A 04-00-00 04-00-00 2 X 4 2 X 4 02-04-11
9 4.00 0.00 J05 05-04-00 05-04-00 2 X 4 2 X 4 1 03-10-11
1 4.00 0.00 J05A 05-04-00 05-04-00 2 X 6 2 X 8 03-10-11
8 4.00 0.00 J06 06-00-00 06-00-00 2 X 4 2 X 4 04-04-00
2 4.00 0.00 J07 08-00-00 08-00-00 2 X 4 2 X 4 05-08-00
91� 2 2.82 0.00 J08 07-11-01 07-11-01 2 X 4 2 X 4 05-07-10
2 2.82 0.00 J09 07-08-01 07-08-01 2 X 4 2 X 4 05-06-04
3 2.83 0.00 J10 08-05-01 08-05-01 2 X 4 2 X 4 00-00-06 04-03-10
3 2.83 0.00 J11 08-02-01 08-02-01 2 X 4 2 X 4 00-00-06 04-02-04
5 2.83 0.00 J12 05-07-02 05-07-02 2 X 4 2 X 4 00-00-06 02-11-10
5 2.83 0.00 J13 05-04-02 05-04-02 2 X 4 2 X 4 00-00-06 02-10-04
1 2.83 0.00 J14 05-04-02 05-04-02 2 X 4 2 X 4 00-00-06 02-03-02
1 2.83 0.00 J15 05-07-02 05-07-02 2 X 4 2 X 4 00-00-06 02-03-13
C 6 4.00 0.00 J16 01-09-09 01-09-09 2 X 4 2 X 4 01-07-03
4 4.00 0.00 J17 02-00-00 02-00-00 2 X 4 2 X 4 01-08-00
11 4.00 0.00 J18 04-00-00 1 04-00-00 2 X 4 2 X 4 03-00-00
3 2.83 0.00 J19 05-07-02 05-07-02 2 X 4 2 X 4 00-00-06 02-11-10
3 2.83 0.00 J20 05-04-02 05-04-02 2 X 4 2 X 4 00-00-06 02-10-04
J 2 2.83 0.00 J21 02-09-03 02-09-03 2 X 4 2 X 4 00-00-06 01-07-13
C 2 2.83 0.00 J22 02-06-15 02-06-15 2 X 4 2 X 4 00-00-06 01-07-05
1 4.00 0.00 K01 21-11-00 21-11-00 2 X 4 2X4, 03-00-00
1 4.00 0.00 K02 21-11-00 21-11-00 2 X 4 2 X 4 04-04-00
1 4.00 0.00 K03 21-11-00 21-11-00 2 X 4 2 X 4 05-08-00
® 1 4.00 0.00 K04 21-11-00 21-11-00 2 X 412 X 4 07-00-00
luilder: Job Information
Glenn Layton Hms Job#: J150229
3787 Palm Valley Rd Ste
4SI
Ponte Vedra Beach, FL 32082 File#:
(904) 758 4380 Salesman:Scot Burney
(8
Designer: John Knight
Manning Building Supplies PAGE 4
Job: Jacksonville, FL 32256 jaxtruss@mbs-corp.com
Hatch Residence Phone- (904) 268-8225 * Fax- (904) 260-2981 Report and Delivery Dat ti
DATE 09/29/15
Lot 21 Atlantic Beach Country Del. Date:
Atlantic Beach, FL Cover Sheet
Truss Level:
PROFILE QTY PITCH BASE O/A LUMBER OVERHANG CANTILEVER STUB
O/A HEIGHT
PLY TOP BOT ID SPAN SPAN TOP BOT LEFT RIGHT LEFT RIGHT LEFT RIGHT
1
3 Ply 4.00 0.00 K05 21-11-00 21-11-00 2 X 62 X 1 _ 07-07-11
:6t9=
1 4.00 0.00 L01 08-04-00 08-04-00 2 X 4 2 X 4 00-03-08 03-00-00
1 4.00 0.00 L02 08-0400 08-04-00 2 X 4 2 X 4 00-03-08 04-04-00
1 4.00 0.00 L03 08-04-00 08-04-00 2 X 4 2 X 4 00-03-08 05-08-00
® 3 4.00 0.00 L04 08-04-00 08-04-00 -2-X4 2 X 4 00-03-08 05-10-11
1 4.00 0.00 M01 09-01-08 09-01-08 2 X 4 2 X 6 04-00-08
1 4.00 0.00 N01 14-07-00 14-07-00 2 X 4 2 X 4 03-00-00
1 4.00 0.00 R01 14-07-00 14-07-00 2 X 4 2 X 4 03-00-00
® 1 4.00 0.00 R02 14-07-00 14-07-00 2 X 4 2 X 4 04-04-00
1 4.00 0.00 R03 14-07-00 14-07-00 2 X 4 2 X 4 05-01-11
3 4.00 0.00 R04 14-07-00 14-07-00 2 X 4 2 X 4 05-02-05
1 4.00 0.00 R05 14-07-00 14-07-00 2 X 4 2 X 4 04-04-00
1 4.00 0.00 S01 08-11-00 08-11-00 2 X 4 2 X 4 01-08-00
1 Lt� 1 4.00 O.001 S02 08-11-00 08-11-00 2 X 4 2 X 4 03-00-00
4.00 0.00 S03 08-11-00 08-11-00 2 X 412 X 4 03-03-11
FLOOR QTY DEPTH BASE O/A END TYP INT BEARING CANTILEVER STUB
PROFILE PLY ID SPAN SPAN LEFT RIGHT SIZE LOCATION LEFT RIGHT LEFT RIGHT
01-04-00 - --
1 FOt 14-06-00 14-06-00 }
® 01-04-00
3 F02 14-06-00 14-06-00
® 01-04-00
1 F03 14-03-00 14-03-00
® 01-04-00
6 F04 14-03-00 14-03-00
ITEMS
QTY PLY ITEM TYPE SIZE LENGTH NOTES
FT-IN-16
Builder: Job Information
Glenn Layton Hms
Job#: J150229
3787 Palm Valley Rd Ste 4SI
Ponte Vedra Beach, FL 32082 File#:
(904) 758-4380 rs Salesman:Scot Burney
Designer: John Knight
Manning Building Supplies PAGE 5
Job: Jacksonville, FL 32256 jaxtruss@mbs-corp.com
Phone: (904) 268-8225 * Fax: (904) 260-2981 Report and Delivery Date
Hatch Residence —
DATE 09/29/15
Lot 21 Atlantic Beach Country Del. Date:
Atlantic Beach, FL Cover Sheet
Truss Level:
ITEMS
QTY PLY ITEM TYPE SIZE LENGTH NOTES
FT-IN-16
1 SS-LMATL BM1-onCENTER®LVL 2.0E 1 3/4"x 16"- 16-00-00
1 SS-LMATL BM2-onCENTERV LVL 2.0E 1 3/4"x 16"- 14-00-00
1 Hanger HGUS26-2
2 Hanger HGUS412
25 Hanger HTU26
6 Hanger THA422
MANNING BUILDING SUPPLIES JOHN KNIGHT 9/29/2015 12:06 PM
11155 PHILIPS PARKWAY DR.E. JACKSONVILLE FLORIDA 32256 904-268-8225
Doma Sizerlm©2011-2015 BlueLinx Corporation Version:16.0.0.1
Project: J150229-Glen Layton-Hatch
MemberID: BM-1
Usage: BEAM
Max Deflection: LL=L1480 TL=L/240
3 112" 3 1/2"
565psi L 630psi
l 15' 3" (14' 111/2"Clear) I
LOADS Project Design Loads:Floor:Live=40.0 psf,Dead=10.0 psf
Applied Live+Dead Ld(T) Live Ld(L) Location*
# Shape To: @Start @End @Start @End LDF Span# Starts Ends Additional Info
1 Concentrated(Ibs) 554.0 449.2 125% 0 0' L01
2 Partial(plf) 146.0 118.4 125% 0 5' 12' L02-L04
3 Concentrated(Ibs) 4064.1 2080.0 100% 0 14'5 1/4" From member'BM-2',Brg 1
Concentrated(Ibs) 1266.8 1266.8 125% 0 14'5 1/4" From member'BM-2',Brg 1
4 Partial(plf) 125.0 &0 90% 0 0' 14'7" 9'WALL
5 Concentrated(Ibs) 836.0 677.8 125% 0 0' J19,J20 FROM UPPER ROOF
6 Concentrated(Ibs) 836.0 677.8 125% 0 14'7" J19,J20 FROM UPPER ROOF
7 Partial(plf) 159.0 128.9 125% 0 1' 13'7" J18 FROM UPPER ROOF
Uniform(plf) 14.78 0 0' 15'3" Self Weight
If"Applied To"is blank,all plies are assumed to be loaded equally.
*Dimensions measured from left end when span#is 0,otherwise,from left end of the specified span.
SUPPORTS (Ibs)
1 2
Max Reaction 4271 8357
Max 100% 111 1969
Max 125% 2437 3085
Min Reaction 4093 5188
Min 125% 2370 1886
DL Reaction 1723 3303
Min Bearing 2.10" 3.22" [Based on bearing stress below]
Brg Stress(psi) 565 630
DESIGN Actual Span Location Group Allow LDF Ratio
V(Ibs) 4695 1 15'1 1/4" 71 13300 125% 0.35
M(ft-Ibs) 13123 1 8'6 3/4" 41 45525 125% 0.29
LtRn(lbs) 4160 0 0' 41 6921 0.60 See Note 5
RtRn(lbs) 7093 0 15'3" 71 7718 0.92 See Note 5
LLDefl(") 0.12 1 T7 1/2" 41 0.38 L/1549
TLDefl(") 0.23 1 T7 1/2" 41 0.76 L/792
USE: onCENTER LVL 2.0E 1 314" x 16" 2 Plies
onCENTERO LVL by BlueLinx Grade,Depth,Plies selected by user
Connect plies together with 3 rows of 0.162"x 3112"nails @ 12"o.c.(one row 2"from top,one row mid-depth,one row 2"from bottom).
NOTES
1.Designed in accordance with National Design Specifications for Wood Construction and applicable approvals or research reports.
2.Provide full depth lateral support at all bearing locations.Allowable positive moment is calculated based on top edge with continuous lateral support.
3.Analysis valid for dry-use only(less than 16%moisture content).
4.Loads have been input by the user and have not been verified by BlueLinx Engineered Lumber Technical Services.
5.This reaction is based on the combination of loads&duration factors that produces the highest stress ratio and may be less than maximum reaction.
Therefore,when reaction values are required,use Max Reaction from'Supports'section above.
6.Bearing length(Min Bearing)based on allowable stress of support material(Bearing Stress);support material capacity shall be verified(by others).
7.When required by the building code,a registered design professional or building official should verify the input loads and product application.
8.This member has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses.
9.Company,product or brand names referenced are trademarks or registered trademarks of their respective owners.
10.Load Combinations:10=D,20=D+100%,30=D+115%,40=D+125%,50=D+160%,60=D+0.75(100%+115%),70=D+0.75(100%+125%),80=D+
0.75(100%+115%+160%),90=D+0.75(100%+125%+160%),100=0.61)+160%,110=D+Commercial(100%),120=D+0.75(100%+160%)
11.Group=Load Combination Number+Load Pattern number.(For simple span,Load pattern=1 for LL,0 for DL).
MANNING BUILDING SUPPLIES JOHN KNIGHT 9129/2015 12:06 PM
11155 PHILIPS PARKWAY DR.E. JACKSONVILLE FLORIDA 32256 904-268-8225
Doma SizerM©2011-2015 BlueLinx Corporation Version:16.0.0.1
Project: J150229-Glen Layton-Hatch
MemberlD: BM-2
Usage: BEAM
Max Deflection: LL=L/480 TL=L/360
4" 3 1/2"
1000psi 565psi
13' (12'8 1/4"Clear)
LOADS Project Design Loads: Floor:Live=40.0 psf, Dead=15.0 psf
Applied Live+Dead Ld(T) Live Ld(L) Location*
# Shape To: @Start @End @Start @End LDF Span# Starts Ends Additional Info
Area(psf) 55.0 40.0 100% 0 0' 13' 12"o.c.Base Uniform Load(Spcg Sen)
1 Uniform(plf) FP 385.0 280.0 100% 0 0' 13' F04
2 Uniform(plf) 125.0 0.0 90% 0 0' 13' 9'WALL
3 Concentrated(Ibs) 976.0 791.4 125% 0 3'9" R01 FROM UPPER ROOF
4 Partial(plf) 331.5 268.8 125% 0 4'9" 13' R02-R04
Uniform(plf) 14.78 0 0' 13' Self Weight
FP=Front Ply(side or top);if blank,all plies are assumed to be loaded equally.
*Dimensions measured from left end when span#is 0,otherwise,from left end of the specified span.
SUPPORTS (lbs)
1 2
Max Reaction 5331 5917
Max 100% 2080 2080
Max 125% 1267 1742
Min Reaction 1984 2095
Min 100% 2080 2080
Min 125% 1267 1742
DL Reaction 1984 2095
Min Bearing 1.71" 2.51" [Based on bearing stress below]
Brg Stress(psi) 750* 565 [*Based on member brg stress]
DESIGN
Actual Span Location Group Allow LDF Ratio
V(Ibs) 3229 1 12'101/4" 21 10640 100% 0.30
M(ft-lbs) 13565 1 6'6 1/8" 21 36420 100% 0.37
LtRn(lbs) 4494 0 0' 71 10500 0.43 See Note 5
RtRn(lbs) 4962 0 13' 71 6921 0.72 See Note 5
LLDefl(") 0.12 1 6'6 1/8" 71 0.33 L/1321
TLDefl(") 0.20 1 66 1/8" 71 0.43 L/763
HANGERS (Simpson)
Allow Header(See Note 9) Fasteners
L HGUS412 8185 onCENTER LVL 2.0E 13/4"x 16"@ 2 Plies Face:(56)10d Common;Member.(20)10d Common
USE: onCENTER LVL 2.0E 13/4" x 16" 2 Plies
onCENTERO LVL by BlueLinx Grade,Depth,Plies selected by user
Connect plies together with 3 rows of 0.162"x 31/2"nails @ 12"o.c.(one row 2"from top,one row mid-depth,one row 2"from bottom).
NOTES
1.Designed in accordance with National Design Specifications for Wood Construction and applicable approvals or research reports.
2.Provide full depth lateral support at all bearing locations.Allowable positive moment is calculated based on top edge with continuous lateral support.
3.Analysis valid for dry-use only(less than 16%moisture content).
4.Loads have been input by the user and have not been verified by BlueLinx Engineered Lumber Technical Services.
5.This reaction is based on the combination of loads&duration factors that produces the highest stress ratio and may be less than maximum reaction.
Therefore,when reaction values are required,use Max Reaction from'Supports'section above.
6.Bearing length(Min Bearing)based on allowable stress of support material(Bearing Stress);support material capacity shall be verified(by others).
7.When required by the building code,a registered design professional or building official should verify the input loads and product application.
8.This member has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses.
9.Header type and size(must be designed separately)entered by user and shown for the purpose of hanger selection.
10.Company,product or brand names referenced are trademarks or registered trademarks of their respective owners.
11.Load Combinations:10=D,20=D+100%,30=D+115%,40=D+125%,50=D+160%,60=D+0.75(100%+115%),70=D+0.75(100%+125%),80=D+
0.75(100%+115%+160%),90=D+0.75(100%+125%+160%),100=0.61)+160%,110=D+Commercial(100%),120=D+0.75(100%+160%)
12.Group=Load Combination Number+Load Pattern number.(For simple span,Load pattern=1 for LL,0 for DL).
Lumber design values are in accordance with ANSI/TPI 1 section 6.3
These truss designs rely on lumber values established by others.
MiTek� j
RE: J150229 - Glen Layton / Hatch Res/JK MiTek USA, Inc.
6904 Parke East Blvd.
Site Information: Tampa,Fl-33610-4115
Customer Info: Glenn Layton Hms Project Name: Hatch Residence Model:
Lot/Block: 21 Subdivision: Atlantic Beach Country Club
Address: Lot 21 Atlantic Beach Country Club
City: Atlantic Beach State: FL
Name Address and License#of Structural Engineer of Record, If there is one,for the building.
Name: License #:
Address:
City: State:
General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special
Loading Conditions):
Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6
Wind Code: ASCE 7-10 Wind Speed: 130 mph
Roof Load: 37.0 psf Floor Load: 55.0 psf
This package includes 91 individual, dated Truss Design Drawings and 0 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules.
No. �T7469788
Truss NameDate No. Seal# Truss Name DatE
1 F01 9/29/015 18 T7469805 607 9/29/015
12 I T7469789 I F02 --19/29/015119 I T7469806 I B08 19/29/015
13 I T7469790 1 F03 1 9/29/015120 I T7469807 1 609 19/29/015
14 I T7469791 I F04 19/29/015 121 111469808 I B10 1 9/29/015
15 I T7469792 I A01 19/29/015 122 I T7469809 11313 19/29/015
I6
I174697
3 A02 19/29/015 23 I114t@810 �B13A 19/29/015
17 I T7469794 I A03 19/29/015 124 117469811 1 614 19/29/015
18 I T7469795LA04 9/29/0151257469812- 615 ___9/29/015
I9 117469796 I A05 1 9/29/015 126 117469813 IC01 19/29/015
110 I T7469797 J A06 19/29/015 127 117469814 I CO2 19/29/015
111 I T7469798 I A07 19/29/015 128 111469815 1 CO3 19/29/015
112 1 T7469799 B01 9/29/015 129 I T7469816 �C04 19/29/01 b
13 T7469800_LB02 j 9/29/015.130 I T7_469817 11C05 _ 19/29/015
- C06 1 9/29/015
114 117469801 �B03 19/29/015 131 117469818 �,
15 T7469802 X604 1 9/29/01.5 L32 1 T7469819 ;C07 /29/015
116 1 T7469803 B05 9/29/015 133 1 T7469820 I COS 1 9/29/015
117 1 T7469804 606 19/29/015 134 I T7469821 D01 9/29/015
,1111111►►►►��
The truss drawing(s) referenced above have been prepared by MiTek ���` Pg A. .1
Industries, Inc. under my direct supervision based on the parameters :.` D *G E N S�e9.j,��,��
provided by Manning Building Supplies.
Truss Design Engineer's Name: Albani, Thomas = c .
My license renewal date for the state of Florida is February 28, 2017.
IMPORTANT NOTE:Truss Engineer's responsibility is solely for %-33 STATE OF :��4.1
design of individual trusses based upon design parameters shown 1%O,�•.,A, Q P,.�
on referenced truss drawings. Parameters have not been verified �. c� •% o R �.••�C� .`
9
as appropriate for any use. Any location identification specified is '-'�.,5 0NAL��.`�,
►►►111111111`
for file reference only and has not been used in preparing design. Trro A Albani1111 No.39360
Suitability of truss designs for any particular building is the MITekUSA,Inc.FLCert 6634
responsibility of the building designer, not the Truss Engineer, 6W4 Parke East Blvd.Tampa FL 3300
per ANSI/TPI-1, Chapter 2. Date:
September 29,2015
�
Albani,Thomas 1 of 2
RE: J150229 - Glen Layton / Hatch Res/JK
Site Information:
Customer Info: Glenn Layton Hms Project Name: Hatch Residence Model:
Lot/Block: 21 Subdivision: Atlantic Beach Country Club
Address: Lot 21 Atlantic Beach Country Club
City: Atlantic Beach State: FL
No. Seal# Truss Name Date No. Seal# Truss Name Date
35 1 T7469822 ID02 19/29/015 178 I T7469865 I J09 9/29/015 I
136 I T7469823 I D03 19/29/015 179 I T7469866 I J 10 19/29/0151
137 I T7469824 I D04 19/29/015 180 I T7469867 I J 11 19/29/015]
138 I T7469825 J E01 19/29/015 181 I T7469868 I J 12 19/29/0151
139 I T7469826 1 E02 19/29/015 182 I T7469869 I J 13 19/29/0151
140 I T7469827 1 E03 19/29/015 183 I T7469870 I J 14 19/29/0151
141 I T7469828 I G01 19/29/015184 I T7469871 I J 15 19/29/0151
142 177469829 I G02 19/29/015 185 I T7469872 I J 16 19/29/0151
143 I T7469830 I G03 19/29/015 186 I T7469873 I J 17 19/29/0151
144 I T7469831 I G04 19/29/015 187 I T7469874 I J 18 19/29/015
145 I T7469832 I G05 19/29/015 188 I T7469875 I J 19 19/29/015 I
146 I T7469833 1 H01 19/29/015 189 I T7469876 I J20 19/29/015 I
147 I T7469834 I H02 19/29/015 190 I T7469877 I J21 19/29/0151
148 I T7469835 I K01 19/29/015 191 I T7469878 I J22 19/29/0151
149 I T7469836 I K02 19/29/015
150 I T7469837 I K03 19/29/015 I
151 I T7469838 I K04 19/29/015
152 I T7469839 I K05 19/29/0151
153 I T7469840 I L01 19/29/015 I
154 I T7469841 I L02 19/29/015 I
155 I T7469842 I L03 19/29/0151
156 I T7469843 I L04 19/29/015 1
157 I T7469844 I M01 19/29/015
158 I T7469845 I N01 19/29/015
159 I T7469846 I R01 19/29/011_5]
160 I T7469847 I R02 19/29/015 I
161 I T7469848 1 R03 19/29/015 I
162 I T7469849 J R04 19/29/015
163 I T7469850 I R05 19/29/015
164 I T7469851 I S01 19/29/015 I
165 I T7469852 I S02 19/29/015
166 177469853 I S03
19/29/015
167 I T7469854 I J01 19/29/015 1
168 I T7469855 I J02 19/29/0151
169 I T7469856 IJ 2A 1 9/29/015
170 I T7469857 I J03 19/29/015 1
171 I T7469858 I J04 19/29/015
172 I T7469859 I J04A 19/29/015
173 I T7469860 I J05 19/29/015 I
174 I T7469861 I J05A 19/29/015 1
175 I T7469862 I J06 19/29/015 I
176 I T7469863 I J07 19/29/015
177 I T7469864 I J08 19/29/015 I
2 of 2
I
Job russ fuss ype �tyyGlen Layton/Hatch Res/JKT7469788
J150229 'F01 GABLE 1
Job net,
o tional
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 Mitek Industries,Inc.Tue Sep 29 12:26:25 2075 Page 1
ID:42YEHkg6OyRWkY_trVRRkiya8jC-eG6gxhYHiCEtECopkTDW1 zojMFckEpiYX613xzyYnfC
0-�48 0}48
Scale=1:23.E
3x3=
3x3=
1 2 3 4 5 6 7 8 9 10 11 12 13
-/ 28
C
1V_V7Q I,?WVVVVVVVVV0 0%
26 25 24 23 22 21 20 19 18 17 16 15 14
3x3= 3x3= 3x3= 3x3=
i-4-0 2-8-0 4-0-0 5-4-0 6-8-0 7-3-0 7-10-0 9-2-0 10-6-0 11-10-0 13-2-0 14-6-0
1-4-0 1-4-0 1-4-0 1-4-0 0-7-0 0-7-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0
Plate Offsets(X,Y) [27:0-1-8,0-0-121.[28:0-1-8,0-0-121
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) -0.00 15 n/a n/a
BCDL 5.0 Code FBC2014/TP12007 I (Matrix) Weight:71 Ib FT=20°/,F,11°6E
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2(flat) end verticals.
WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except:
OTHERS 2x4 SP No.2(flat) 10-0-0 oc bracing:25-26,14-15.
REACTIONS. All bearings 14-6-0.
(lb)- Max Grav All reactions 250 Ib or less at joint(s)26,14,20,15,16,17,18,19,25,24,23,22,21
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)All plates are 1.5x4 MT20 unless otherwise indicated.
2)Gable requires continuous bottom chord bearing.
3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
4)Gable studs spaced at 1-4-0 oc.
5)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
No 39380
� y A
TA E
Thomas A.Albani PE No.39380
Iii USA,Inc.R.Cert 6634
6904 Parts East Blvd.Tampa FL 33610
Date:
September 29,2015
0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MII.7473 rev.021162015 BEFORE USE.
Design valid for use only with M Tek connectors.This design Is based only upon parameters shown,and Is for an individual building component.
Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not trrrss designer.Bracing shown
j Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibllllty of the MiTek•
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding
fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute.781 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610
Y
Job russ ruse Type oty yGlen Layton/Hatch Res/JK
77469789
J150229 F02 ISI FLOOR 3 1 Job Reference(optional)
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 26 2015 M7ek Industries,Inc Tue Sep 29 12:26:26 2015 Page 1
1 D:42YE Hkg60yR W kY_trVRRkiya8jC-6Sg281 YvTVMksM N?IAklgBKmOfpQzCti ImVcTPyYnfB
0-1-8
1-3-0 2-0-0 0-6-0 0-1 8
H 1— —{ i Scale=1:23.E
4x4= 1.5x4 11 4x4=
1.5x4= 1.5x4 11 4x4= 1.5x4=
1 2 3 4 5 6 7 8
7 18 I
C
15 14 13 12 11 10
4x4= 4x4= 4x4=
1-6-0 4-0-0 6-6-0 10-6-0 13-0-0 14-6-0
1-6-0 2-6-0 2-6-0 4-0-0 2-6-0 1-6-0
Plate Offsets(X Y)-- [1:Edge 0-1-81 [8:0-1-8 Edge] [12:0-1-8 Edge] 117:0-1-8,0-0-12],[18:0-1-8,0-0-121
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefi Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.60 Vert(LL) -0.13 13-14 >999 480 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.56 Vert(TL) -0.19 13-14 >908 360
BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.03 9 n/a n/a
BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:76 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.1D(flat) end verticals.
WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (Ib/size) 16=778/0-5-0,9=778/0-5-0
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 16-17=-771/0,1-17=-770/0,9-18=-774/0,8-18=-773/0,1-2=-766/0,2-3=-1811/0,3-4=-2273/0,4-5=-2273/0,
5-6=-2273/0,6-7=-1800/0,7-8=-769/0
BOT CHORD 14-15=0/1441,13-14=0/2141,12-13=0/2273,11-12=0/2156,10-11=0/1438
WEBS 8-10=0/991,1-15=0/987,7-10=-931/0,2-15=-939/0,7-11=0/503,2-14=0/514,6-11=-495/0,3-14=-460/0,
3-13=-47/425,5-12=-390/0,6-12=-47/564
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)All plates are 3x3 MT20 unless otherwise indicated.
3)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means. ``,��
%
No 39380
• TA E
"fill I 111,L0%
Thomas A.Alberti PE No.39380
MfTek USA,Inc.FL Cert 6634
6904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
Q
WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE M11-7473 rev.02/16/2015 BEFORE USE.
Designvalid for use ordy with MTlek connectors.This design is based only upon parameters shown,and h for an individual budding component.
Applicability of design parameters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown
Is for lateral supporl of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek'
erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding
fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
safety Information avaddkde from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610
1 1
0 'Truss 1 ruse I ype Qty Ply Glen Layton!Hatch Res/JK
77469790
J150229 F03 FLOOR 1 1
Job Reference(optional)
Manning Building Supplies,Jacksonville,FL,Lot 136 Meadow Oaks 7.630 s Jul 28 2015 MTek Industries,Inc. Tue Sep 29 12:26:26 2015 Page 1
ID:42YE Hkg6OyRW kY_trV RRklya8jC-6Sg281 YvTVMksMN?IAklgBKmgfmzzCril mVcTPyYnfB
0-1-8
H1-3-0 200
Scale=1:23.(
4x4=
1.5x4= 1.5x4 4x7=
1 2 3 4 53x10= 6 7
6
C
14 13 12 11 10 9 8
4x4= 3x5= 4x4=
1-6-0 4-0-0 9-0-0 10-3-0 12-9-0 14-3-0
1-6-0 2-6-0 5-0-0 1-3-0 2-6-0 1-6 0
Plate Offsets(XY)-- [1:Edge 0-1-8] [5:0-4-8 Edge] [7:0-3-0 Edge] [11:0-1-8,Edge],[16:0-1-8,0-0-121
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.61 Vert(LL) -0.16 12-13 >999 480 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.71 Vert(TL) -0.22 12-13 >751 360
BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.03 8 n/a n/a
BCDL 5.0 Code FBC2014rrP12007 (Matrix) Weight:77 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.1 D(flat) end verticals.
WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (Ib/size) 15=764/0-5-0,8=770/0-1-8
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 15-16=-757/0,1-16=-756/0,7-8=-766/011-2=-749/0,2-3=-1770/0,3-4=-2183/0,4-5=-2183/0,5-6=-1763/0,
6-7=-750/0
BOT CHORD 13-14=0/1412,12-13=0/2080,11-12=0/2183,10-11=0/2179,9-10=0/1404
WEBS 7-9=0/999,1-14=0/965,6-9=-909!0,2-14=-921/0,6-10=0/501,2-13=0/498,5-10=-646/0,3-13=-431/0,3-12=-73/402
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)All plates are 3x3 MT20 unless otherwise indicated.
3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8.
4)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ♦♦ ♦♦1 �,f ,'
be attached to walls at their outer ends or restrained by other means.
6)CAUTION,Do not erect truss backwards. `��♦ SPS A Ade�I�,
No 39380 •�.
Thomas A.Albani PE No.39380
MTek USA,Inc.FL Cert 6634
6904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE M147473 rev.0211612015 BEFORE USE.
Design valid for use only with Mliek connectors.This design is based only upon parameters shown,and Is for an individual building component.
Applicability of design parameters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is fine responsibility of the
erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding MiTek'
fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety information available from Truss Plate institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610
P 7
Job Truss Truss Type oty .Ply Glen Layton/Hatch Res I JK 77469791
J150229 �F04 FLOOR 6 t
Job Reference(optional)
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 Mi-rek Industries,Inc.Tue Sep 29 12:26:27 2015 Page 1
I D:42YE Hkg6OyR W kY_trV RRklya8]C-atDRMNZXEpUbUVyBstF_MOtxa26Cif4r_OEA?ryYnfA
0-1-8
1-3-0 2-0-0
� h Scale=1:23.0
4x4=
1.5x4= 1.5x4 I 4x7=
1 2 3 4 5 3x10= 6 7
6 r
i
I
14 13 12 11 10 9 8
4x4= 3x5= 4x4=
1-6-0 4-0-0 9-0-0 10-3-0 12-9-0 14-3-0
1-6-0 2-6-0 5-0-0 1-3-0 2-6-0 1-6-0
Plate Offsets(X Y)-- [1 Edge 0-1-8] [5.0-4-8 Edge] [7.0-3-0 Edge] [11.0-1-8 Edge] [16:0-1-8 0-0-12]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.61 Vert(LL) -0.16 12-13 >999 480 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.71 Vert(TL) -0.22 12-13 >751 360
BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.03 8 n/a rl/a
BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:77 lb FT=20°/,F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.1 D(flat) end verticals.
WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (Ib/size) 15=764/0-5-0,8=770/Mechanical
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 15-16=-757/0,1-16=-756/0,7-8=-766/0,1-2=-749/0,2-3=-1770/0,3-4=-2183/0,4-5=-2183/0,5-6=-1763/0,
6-7=-750/0
BOT CHORD 13-14=0/1412,12-13=0/2080,11-12=0/2183,10-11=0/2179,9-10=0/1404
WEBS 7-9=0/999,1-14=0/965,6-9=-909/0,2-14=-921/0,6-10=0/501,2-13=0/498,5-10=-646/0,3-13=-431/0,3-12=-73/402
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)All plates are 3x3 MT20 unless otherwise indicated.
3)Refer to girder(s)for truss to truss connections.
4)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1Od(0.131"X 3")nails. Strongbacks to `,1111111111
be attached to walls at their outer ends or restrained by other means. % I��
6)CAUTION,Do not erect truss backwards. %..%**- oPS A. q4B,��i
No 39380 -• '
-O
�� - • O R 1 O•••, `
;O NAI-
11111111111101
A�1E? %
Thomas A.Alban)PE No.39380
MITek USA,Inc.FL Cert 6634
6904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
MOW
0 WARNING-verity design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111/1-7473 rev.0211612015 BEFORE USE.
Design valid for use only with MlTek connectors.This design Is based only upon pcaameters shown,and is for an individual building component.
Applicability of design parameters and proper Incorporation of component is responsibility of brAldkrg designer-not truss designer.Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during ng ccnstwtlon Is the responsiblllity of the Mirek'
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding
fabolcation quality control,storage,delivery,erection and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Bbd.
Safety Information available from Trus Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610
Joh' russ Tuss,,e, ty y Glen Layton/Hatch Res/JK77469792
J150229 A01 F HIP GRDER 1
2 Job Reference(optional)
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 M7ek Industries,Inc. Tue Sep 29 12:25:32 2015 Page 1
ID:42YEHkg6OyRWkY_trVRRklya8jC-h4Pepavl BwYP02Ed7gm5eo5bntLsJfRILMQIaXyYng1
3-1-126-0-0 11-5-12 16-9-12 22-1-12 27-5-12 32-9-12 38-3-8
3-1-12 2-10-4 5-5-12 5-4-0 5-4-0 ` 5-5-12
Scale:3/16'=1'
4.00 F12 5x8=
2x4 I I 4x10= 8x8= 4x10= 2x4 II 6x6=
3x4% 24 4 25 26 5 27 2829 30 316 32 33 7 34 353637 8 38 39 409 41 42 10
4x4 3 23
2
dd 1
.�I
18 43 44 i7 45 46 16 47 48 4915 50 51 14 52 53 13 54 55 5612 57 58 11
_ 3x6 11
4x10 11 2x4 II 4x4 4x10= 8x8= 4x10= 8x8= 6x8=
3-1-12 6-0-0 11-5-12 16-9-12 22-1-12 27-5-12 32-9-12 38-3-8
3-1-12 2-10-4 5-5-12 5-4-0 5-4-0 5-4-0 5-4-0 5-5-12
Plate Offsets(X Y)-- [1:0-5-0,0-1-121,[4:0-1-12,0-3-01,[7:0-4-0,0-4-81,[13:0-4-0,0-4-81,[15:0-4-0,0-4-81
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 0.40 Vert(LL) 0.43 14-15 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(TL) -0.72 14-15 >634 180
BCLL 0.0 Rep Stress Incr NO WB 0.80 Horz(TL) 0.12 11 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:514 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x6 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3-7-10 oc purlins, except
1-4:2x4 SP No.2 end verticals.
BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-2-3 oc bracing.
WEBS 2x4 SP No.2
SLIDER Left 2x6 SP No.2 2-6-0
REACTIONS. (Ib/size) 1=2066/0-3-8,11=2163/Mechanical
Max Horz 1=117(LC 7)
Max Uplift 1=-1101(LC 8),11=-1155(LC 8)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-1271/675,2-3=-3659/2010,3-23=-4409/2414,23-24=-4390/2400,4-24=-4383/2407,
4-25=-6550/3564,25-26=-6551/3564,5-26=-6553/3564,5-27=-6550/3562,
27-28=-6550/3562,28-29=-6550/3562,29-30=-6550/3562,30-31=-6550/3562,
6-31=-6550/3562,6-32=-7531/4068,32-33=-7531/4068,7-33=-7531/4068,7-34=-7531/4068,
34-35=-7531/4068,35-36=-7531/4068,36-37=-7531/4068,8-37=-7531/4068,
8-38=-3750/2041,38-39=-3750/2041,39-40=-3750/2041,9-40=-3750/2041,
9-41=-3750/2041,41-42=-3750/2041,10-42=-3750/2041,10-11=-1980/1046
BOT CHORD 1-18=-1829/3349,18-43=-1829/3349,43-44=-1829/3349,17-44=-1829/3349,
♦� ���t`,11G11E11N11/11
17-45=-2238/4181,45-46=-2238/4181,16-46=-2238/4181,16-47=4060/7650, A
-4060/ 650,48-49= 060/ 650,15-49=-4060/ 650,15-50=-4060/ 650, p . . q
�e�1147-48= .,,`
50-51=-4060/7650,14-51=-4060/7650,14-52=-3295/6234,52-53=-3295/6234,
�
13-53=-3295!6234,13-54=-3295/6234,54-55=-3295/6234,55-56=-3295/6234, ♦♦ '� �.� SF��•,v/ ��
12-56=-3295/6234 ♦ NO 3938.0
WEBS 3-17=-486/971,3-18=-434/238,4-16=-1382/2626,5-16=-406/194,6-16=-1225/643,
6-15=-157/256,7-14=-317/148,8-14=-777/1437,8-12=-2752/1475,9-12=-329/165,
10-12=-2178/4084
NOTES-
1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: 00 <C/
Top chords connected as follows:2x4-1 row at 1-0-0 oc,2x6-2 rows staggered at 1-0-0 oc. s O ,Q• ,• ��,♦♦
Bottom chords connected as follows:2x6-2 rows staggered at 1-0-0 oc. R
�i�F • ••, �`G %
Webs connected as follows:2x4-1 row at 1-0-0 oc. •• G
2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply i�111j0 N A ���
connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. �t%�
3)Unbalanced roof live loads have been considered for this design. Thomas A.Alban)PE No.39380
4)Wind:ASCE 7-10;Vu1t=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=38ft;eave=5ft;Cat.II; MITek USA,Inc.FL Cert 6634
Exp C;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 6904 Parke East Blvd.Tampa FL 33610
plate grip DOL=1.60 Date:
5)Provide adequate drainage to prevent water ponding. September 29,2015
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
WA NI G•verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.02/1672015 BEFORE USE.
Design valid for use only with MITek connectors.This design is based only upon parameters shown,and is for an Individual building component.
Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown
is for lateral support of individual web members only. Addnional temporary bracing to Insure stability during construction Is the responsibility of the MiTek'
erector. Additional permanent bracing of the overall structure is the responsibility of the txAldlng designer.For general guidance regarding
fabrication quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610
Job russruss I ype Qty Ply Glen Layton/Hatch Res/JK
T7469792J150229 A01 HALF HIP GIRDER 1
2 Job Reference(optional)
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 12:25:33 2015 Page 2
ID:42YEHkg6OyRWkY_VVRRkiya8jC-9Gz00vvfyDgG?CpphYHKA?emW Hh526hvZO9J6_yYngO
NOTES-
7)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any
other members.
8)Refer to girder(s)for truss to truss connections.
9)Provide mechanical connection(by others)of truss to beating plate capable of withstanding 1101 ib uplift at joint 1 and 1155 Ib uplift at joint 11.
10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
11)"NAILED"indicates 3-1 Od(0.148"x3")or 2-12d(0.148"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail.
12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)171 Ib down and 121 ib up at 4-2-2 on top chord,and 137 lb down and
159 Ib up at 4-2-2 on bottom chord. The design/selection of such connection device(s)is the responsibility of others.
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(pit)
Vert:1-4=-54,4-10=-54,11-19=-20
Concentrated Loads(lb)
Vert:4=-13(F)10=-67(F)11=73(F)17=-53(F)7=-13(F)14=-53(F)23=-39(F)24=-3(F)25_13(F)26=-13(F)27=13(F)30=-13(F)31=-13(F)32=13(F)33=13(F)
34=-13(F)37=-13(F)38=-13(F)39=-13(F)40=-13(F)41=-13(F)42=-13(F)43=-26(F)44-137(F)45=-53(F)46=-53(F)47=-53(F)48-53(17)49=-53(F)50=-53(F)
51=-53(F)52=-53(F)53=-53(F)54=-53(F)55=-53(F)56=-53(F)57=-53(F)58=-53(F)
V WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE MIP7473 rev.02176!1015 BEFORE USE. �
Design valid for use only with Mffek connectors.This design is based only upon parameters shown,and Is for an Individual building component.
Appucabuity of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Btacing shown
is for lateral support of Individual web members orgy. Additional temporary bracing to Insure stability during construction is the responsibiliity,of the Mitek
erector.Adds lo"permanent bracing of the overall structure Is the responsibility of the building designer.for general guidance regarding
fabricatiort quality control,storage,delivery,erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information avalable from Truss Plate Institute,781 N.Lee Street,Suite 312 Mexandria.VA 72314. Tampa.FL 33610
Job russ Truss Type Qty Ply Glen Layton I Hatch Res/JK
77469793
J150229 A02 Root Special Structural Gable 1 1
Job Reference(optional) I
Manning Building Supplies,Jacksonville,FL,Lot 136 Meadow Oaks 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 12:25:34 2015 Page 1
I D:42YE Hkg6OyR W kY_trV RRkiyaBjC-dSXOE FwHjXo7dMOOFFoZjDAzKh4anhn2ogvsfQyYng?
8-8-0 13-4-3 14-6-8 16-6-8 16;7-8
8-8-0 4-8-4 1-2-5 2-0-0 04-0
_ 1.5x4 11 Scale=1:34.2
8.00 12 8 9
1.5x4
4x7=
1.5x4= 7
4 5
4.00 F12
21
1.5x4
1. x4
3
5x5 20
2 6
rb
i
15
_ 3x4= 1.5x4 I
4x10 II 3x4— 14 13 12 11 10
1.5x4 11
8-8-0 10-17-8 13-4-3 14-6-8 16-6-8 16,7-8
8-8-0 2-3-8 _ 2-4-11 1-2-5 2-0-0 0- -0 _
Plate Offsets(X Y)-- [1:0-3-0,0-1-121,[4:0-5-4,0-2-01
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP
TCLL 20.0 ( Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.08 15-18 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.20 15-18 >637 180
BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.01 13 rVa n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:97 lb 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, Except:
WEBS 2x4 SP No.2 8-6-2 oc bracing:15-18.
SLIDER Left 2x8 SP No.1 D 2-6-0 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. All bearings 5-11-8 except Qt=length)1=0-3-8,14=0-3-8.
(lb)- Max Horz 1=211(LC 12)
Max Uplift All uplift 100 Ib or less at joint(s)11,12,14 except 1=-130(LC 12),13=-165(LC 8)
Max Grav All reactions 250 Ib or less at joints)11,12,14 except 1=481(LC 1),13=488(LC 1)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-524/47,2-20=-695/272,3-20=-663/278,3-4=-476/128
BOT CHORD 1-15=-473/643,14-15=-2631425,13-14=-263/425
WEBS 3-15=-250/233,4-15=-27/331,4-13=-543/317
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2) A = 1 , ir1f3CPt54t - '
Exp CEncl..,GCpi0.18MWFRS(directional)ad C-CExter or20-0-O to 3-0-0,Interior(l)3-0-0 to88-0Exter or(2)8-8-0 to132-7 %%%% A� �,�
zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; % e 41
Lumber DOL=1.60 plate grip DOL=1.60 � G E N S
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 F••'. ��
Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1.
No 39380
4)Provide adequate drainage to prevent water ponding. -' ►
5)Gable studs spaced at 2-0-0 oc.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)'This truss has been designed for a live load of 20.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. i- TA E,—QfpU/
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1 t,12,14 except ��/;
(it=1b)1=130,13=165. �j �' 4 O R IV
9)'Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �j s•'•
N Ak-
��1f11111111�,`
Thomas A.Albani PE No.39380
MiTek USA,Inc.FL Cert 6634
6904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
Q WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev.0211672015 BEFORE USE.
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an Individual building component.
Applicability of design parameters and proper Incorporation of component Is responsibility of building desigrm-not truss designer.Bracing shown
Is for lateral support of Ir0tvi dual web members only. AddnWnal temporary bracing to Insure stability during construction Is the responsibilllty of the MiTek'
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.for general guidance regarding
fabrication,quality control,storage,delNery,erection and txackrg,consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Bbd.
Safety Information available from Truss Plate IrlstBute,781 N.Lee Street,Sulfe 312,Alexandria,VA 22314. Tampa,FL 33610 �i,
Job Truss Truss Type Qty Ply Glen Layton/Hatch Res/JK
T7ass7sa
J150229 A03 Root Special 1 1 Job Reference(optional)
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 12:25:35 2015 Page 1
I D:42YE Hkg6OyR W kY_trVRRklya8jC-5f4nRbxwU mFW zCpzJoFQj8a5TZW 8m B 1 KeQBsyYng_
5-6-12 10-10-12 12-5-0 15-2-11 17-0-0 17r1-8
5-6-12 5-4-0 1-6-4 2-9-12 1-9-5 0- -8
8.00 F12 2x4 11 Scale=1:36.2
7
4x4= 4x4=
3x4 5
4.00 12 4 1
18
3x4
3
5x5 17 `6
2
1
Io 1
12 11 10 9 8
3x10 11 1.5x4 11 3x4= 3x8= 3x4=
5-6-12 10-10-12 12-5-0 17-0-0 17r1-8
~ 5-6-12 5-4-0 1-6-4 4-7-0 0- -8
Plate Offsets(X Y)-- [1:0-2-12_0-2-81
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 0.30 Vert(LL) -0.02 11-12 >999 240 MT20 244/190
TCDL7.0 Lumber DOL 1.25 BC 0.30 Vert(TL) -0.04 11-12 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.01 9 n/a n/a
BCDL 10.0 Code FBC2014lTPI2007 (Matrix-M) Weight:115 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.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
SLIDER Left 2x8 SP No.1 D 2-6-0 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (Ib/size) 1=368/0-3-8,9=161/0-3-8,11=724/0-5-8
Max Horz 1=283(LC 11)
Max Uplift 1=-135(LC 12),9=-148(LC 9),11=-229(LC 12)
Max Grav 1=368(LC 1),9=173(LC 17),11=724(LC 1)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-17=441/264,3-17=-405/272
BOT CHORD 1-12=-432/510,11-12=-432/510
WEBS 3-11.519/274,4-11=-414/164
NOTES-
1)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II;
Exp-11 zone; antilevers left l
and ghttexpo edWFRS )and C-C;end vertical left and right ror
right expos d;C-Cfor members forces&MW FRS for to reactions
`,`P
reactions S,A"q111
shown;Lumber DOL=1.60 plate grip DOL=1.60 % �'` �e 10,
2)Provide adequate drainage to prevent water ponding. �� `rO GEN$ •
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
No 39380 �.
fit between the bottom chord and any other members.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=lb)1=135,
9=148,11=229.
6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
E,-LW'
'rill A
III "it
Thomas A.Albanl PE No.39380
MiTek USA,Inc.FL Cert 6634
6904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
Q
WARNING-Verify design Parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MIP7473 rev.0211672015 BEFORE USE.
Design valid for use only with MITek connectors.TNs design Is based only upon parameters shown,and is for an Individual bolding component.
Applicability of design parameters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing to Insure stabllty,during construction Is the responslbillity,of the MiTek'
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.for general guidance regarding
fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI I Quality Criteria,DSR-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information avalable from Truss Plate Insitlute,781 N.Lee Street,Suite 312,Alexandria VA 22314. Tampa,FL 33610
Job russ Truss Type City Ply Glen Layton i Hatch Res/JK
77469795
J150229 A04 Han Hip 1 1 Job Reference(optional)
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MiTek Industries,Inc. TUG Sep 29 12:25:36 2015 Page 1
I D:42YEHkg6OyR W kY_trV RR kiya8jC-Zre9fxyYE83gsgYOMgr1 oeGFpVn9FbKLG_OziJyYnfz
17-1-8
5-6-12 11-0-8 16-5-0 7-0-
5-6-12 5-5-12 5-4-B -7-
0-1-8 Scale=1:40.1
3x4=
5 6
I I
4.00 F12 3x4 16
4
�i 3x4
3 T
5x5% 15
2
1 I
Li
•m
6
10 9 87
3x10 I1.5x4 II 3x4= 3x5=
5-6-12 11-10-12 17-0-0 1771-8
5-6-12 5-4-0 6.1-4 0-)1-8
Plate Offsets(X Y)-- [1:0-2-12,0-2-81,f5:0-2-0,0-2-131
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.03 8-9 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.08 8-9 >935 180
BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.01 8 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 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
SLIDER Left 2x8 SP No.1 D 2-6-0 Mitek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide. i
REACTIONS. (Ib/size) 1=374/0-3-8,8=172/0-3-8,9=707/0-5-8
Max Horz 1=297(LC 11)
Max Uplift 1=-140(LC 12),8=-129(LC 9),9=-213(LC 12)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-15=-447/275,3-15=-442/282
BOT CHORD 1-10=-448/498,9-10=-433/498
WEBS 3-9=-485/238,4-9=-375/156
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opst;h=25ft;B=45ft L=24ft;eave=4ft;Cat.11;
Exp C;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 16-5-0,Exterior(2)16-5-0 to
16-10-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions ,,till I
shown;Lumber DOL=1.60 plate grip DOL=1.60 �� �PS A.
2)Provide adequate drainage to prevent water ponding.
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,��,<�` G E N S•' �2��i
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. NO 39380 •�
i
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=lb)1=140, -
8=129,9=213.d pit
6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
ap
.
1411111111O N A�l�`�
Thomas A.Albani PE No.39380
MITek USA,Inc.FL Cert 6634
6904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.021152015 BEFORE USE.
Design valid for use only with Mllek connectors.This design Is based only upon parameters shown,and Is for an IndiNduai"ding component.
Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing to Insure siabiifty during construction is the responslbNlity of the Mitek'
erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding
fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI I Quality Criteria,DS11-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate institute„781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610
o ruSS rU55 ype ty y Glen Layton I Hatch Res/JK
77469796
7 J150229 A05 Monopdch 1 1
Job Reference o tional
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MiTak Industries,Inc. Tue Sep 29 12:25:37 2015 Page 1
I D:42YEHkg6OyRW kY_trVRRklya8jC-21 CXsHzA?SBhUg7awNMGLroQOu7M_2bU Ue7W ElyYnfy
5-6-12 10-10-12 17-0-0 1771-8
5-6-12 5-4-0 6-1-4 04-8
2x4 11 Scale=1:37.4
5
15
4.00 F12 3x4
4
3x4
3
5x5 14
2
1
ca
I�
m
0
g 8 76
3x10 11 1.5x4 II 3x4— 3x5=
5-6-12 10-10-12 17-0-0 17T1-8
5-6-12 5-4-0 6-1-4 0- -8
Plate Offsets(X Y)-- [1:0-2-12,0-2-81
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.03 7-8 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.08 7-8 >926 180
BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.01 7 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 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
SLIDER Left 2x8 SP No.1 D 2-6-0 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (Ib/size) 1=374/0-3-8,8=707/0-5-8,7=172/0-3-8
Max Horz 1=304(LC 11)
Max Uplift 1=-140(LC 12),8=-212(LC 12),7=-123(LC 9)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-14=-447/275,3-14=-442/282
BOT CHORD 1-9=-446/502,8-9=-431/502
WEBS 3-8=-483/244,4-8=-374/145
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft B=45ft;L=24ft eave=4ft;Cat.ll;
Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Extedor(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 16-10-4 zone;cantilever left and
right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate ,`t,1111111111111
grip DOL=1.60 �%N op,S A. '14 4i,.
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 ,����` .• GENS'••.q2 �
fit between the bottom chord and any other members. �' ••• ��
4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)1=140,
No 39 380 -
8=212,7=123.
5)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
df
Thomas A.Alban)PE No.39380
MiTek USA,Inc.FL Cert 6634
6904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
Q WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.02/16/2015 BEFORE USE.
Design valid for use only with MiTek connectors.This design Is based only upon parameters shown,and Is for an individual building component.
Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity,of the MiTek'
erector. Additional permanent bracing of the overall stricture Is the responsibility of the building designer.For general guidance regarding
fabrication,quality control.storage,delivery,erection and tracing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute.781 N.Lee Street.Sure 312,Alexandria,VA 22314. Tampa,FL 33610
Job ru oty Ply Glen Layton/Hatch Res/JK
77469797
J150229 A06 Monopdch 7 1
Job Reference(optional
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 1225:38 2015 Page 1
I D:42YE Hkg6OyR W kY_trVRRklya8jC-W Dmv3dzommJY6zinU5tVt3Lcml U 11Tcejlt4nByYnfx
5-6-12 10-10-12 17-0-0 1771-8
5-6-12 5-4-0 6-1-4 0- -8
3x4 II Scale=1:37.4
5
15
4.00 F12 3x4
4
3x4
3
5x5 14
2
1
0
a
I ,
- a
g 8 76
3x10 11 1.5x4 I I 3x4— 3x5-
5-6-12 10-10-12 17-0-0 17T1-8
5-6-12 5-4-0 6-1-4 PI-8
Plate Offsets(X Y)-- [1:0-2-12,0-2-81
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.03 7-8 >999 240 1 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.09 7-8 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.01 1 rVa n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:97 lb 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.2 BOT CHORD Rigid ceiling directly applied or 8-10-14 oc bracing.
SLIDER Left 2x8 SP No.1 D 2-6-0 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (Ib/size) 1=301/0-3-8,9=481/0-5-8,7=470/0-5-8
Max Horz 1=304(LC11)
Max Uplift 1=-125(LC 12),9=-133(LC 12),7=-188(LC 12)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-14=-292/258,3-14=-292/265,3-4=-451/265
BOT CHORD 1-9=-441/412,8-9=-418/412,7-8=-325/422
WEBS 3-9=-362/157,4-7=-464/285
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2pst;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.11;
Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Extedor(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 16-10-4 zone;cantilever left and
right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate t1111111111111 I
grip DOL=1.60 ���` OPS A. 44 ��i,
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. % e
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 ,� �• �C E N S+ q2♦♦♦
fit between the bottom chord and any other members. F i
4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)1=125,
No 39380 ••:...
9=133,7=188. *`�
5)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
♦♦♦♦��SS�O N A1.E��`��
i11��1�1
Thomas A.Albanl PE No.39380
MiTek USA,Inc.FL Cert 6634
6904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
Q WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev.0216/2015 BEFORE USE.
Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and is for an Individual building component.
Applicability of design parameters and proper Incorporation of component is responsiblltty of building designer-not truss designer.Bracing shown
Is for lateral support of Individual web members only. Additional temporary bra-i g to Insure stablRy during construction is the responsibility of the MiTek'erector. Addllional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding
falulcalion,quality control,storage,delivery,erection and bracing,consrllt ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Informaflon avalabie from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandrla.VA 22314. Tampa,FL 33610
Job Trus s russ I ype aty Ply Glen Layton f Hatch Res/JK
T7469798
J150229 A07 Monopilch 4 1 Job Reference(optional)
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 12:25:38 2015 Page 1
1 D:42YE Hkg60yR W k"rVR Rklya8jC-W Dmv3dzommJY6zinU5tVt3LcCl Ugl UAejlt4nByYnfx
3-8-8 9-8-09-�-8
3-8-8 5-11-8 0- -8
3x4 11 Scale=1:38.5
4.00 12 3
9
3x4
8 2
3x4
1
1 jo
7 6 54
1.5x4 11 3x4— 3x5=
3-8-8 9-8-091-8
r 3-8-8 5-11-8 0- -8
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.04 5-6 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(TL) -0.09 5-6 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.01 5 Na n/a
BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:66 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.2 BOT CHORD Rigid ceiling directly applied or 8-10-10 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (Ib/size) 7=347/0-5-8,5=352/0-5-8
Max Horz 7=302(LC 9)
Max Uplift 7=-111(LC 12)2 5=-170(LC 9)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-7=-336/250
BOT CHORD 6-7=-430/368,5-6=-371/413
WEBS 1-6=-198/342,2-5=-359/326
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.II;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 9-6-4 zone;cantilever left and
right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate
grip DOL=1.60 ,�,�111111111/��,
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,%%MPcj A. ,q4
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 �% _ e �j
N S
fit between the bottom chord and any other members. O' \ •E •
4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=lb)7=111, ��'� G �••'.
5=170. No 39380 1.-
5)
-5)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
R
till
Mit
Thomas A.Alban)PE No.39380
MiTek USA,Inc.FL Cert 6634
8904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
0 WARNING-verity design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE M114473 rev.02116/2015 BEFORE USE.
Design valki for use only with Mnek connectors.This design is based only upon parameters shown,and is for an Individual building component.
Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the respons(bllity of the MiTek
erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.for general guldance regarding
fabrication,quality control,storage,delivery,erection and bracing.conalt ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312.AlexandrkL VA 22314. Tampa,FL 33610 1
0 russ Truss Type ty y Glen Layton/Hatch Res/JK
77469799
J150229 801 Root Special 11 1
Job Reference o tionai
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 12:25:40 2015 Page 1
I D:42YE Hkg6OyR W kY_trVRRklya8jC-ScugUJ?21 NZGLHs9bWvzyUQ_j6DTBRoxAcMBr4yYnfv
14-10-8
2-53 4-0-12 64-12 &4-12 10.8-8 12-6-8 13-8-B 17-0-4 19-0-4 21-0-4 21-8{J
2-5-3 1-11-9 2-0.0 2-0-0 2-3.12 1-10-0 1-2-0 1.2-0 2.1.12 2-0-0 2-0-0
3x4= Scale=1:67.1
1.5x4 11 9 1.5x4 11
g 10
8.00 F12 9 27
7 11
28
6 12
2x4 11
5 21 13 ]
14
r' 3x4= 1.5x4= q 20
22 3x4��
1 23
6x8= O
23 19 O R
o,
10 24 18
25 8.00 12 17
26 16 15
1.5x4 11 1.50 Il 2x4=
14-10-8
2-5-3 4d-12 6-4-12 8-4-12 126-8 13-8-6 17-04 19-0-4 21-0-0 21-9{1
2-53 1-11-8 2-40 2-0-0 4-1-12 1-2-0 1-2-0 2-1-12 2-0-0 2-0-0 7-1
Plate Offsets(X Y)-- [3:0-4-3 0-2-0] [9:0-2-O,Edge],[15:0-2-4,0-1-0]
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.00 19-20 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(TL) -0.00 19-20 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.13 Horz(TL) -0.01 15 n/a n/a
BCDL 10.0 Code FBC2014/rP12007 (Matrix) Weight:181 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 20 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.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. All bearings 21-8-0.
(lb)- Max Horz 26=422(LC 11)
Max Uplift All uplift 100 Ib or less at joint(s)15,20,22,17,16 except 26=-257(LC
8),25=-172(LC 12),19=-269(LC 12),24=-112(LC 9),23=-108(LC 12),18=104(LC
12),21=-202(LC 11)
Max Grav All reactions 250 Ib or less at joint(s)15,15,18,17,16 except
26=395(LC 11),25=312(LC 17),19=320(LC 18),20=267(LC 17),24=297(LC 17),
23=270(LC 17),22=317(LC 17),21=367(LC 17)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
BOT CHORD 25-26=-494/432,24-25=-408/293,23-24=-287/204,20-21=-303/347,19-20=-382/425,
18-19=-280/311
WEBS 6-22=-272/126 PS'A"q4,'a
NOTES- ♦ e
1)Unbalanced roof live loads have been considered for this design. ��� `r,•��Cr E N$1(•
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.11;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 2-3-7,Interior(1)2-3-7 to 13-8-8,Exterior(2)13-8-8 to NO 39380 ••',_.
16-8-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions
shown;Lumber DOL=1.60 plate grip DOL=1.60 y
3)Provide adequate drainage to prevent water ponding. ..
4)All plates are 3x5 MT20 unless otherwise indicated. 'O ' !fry
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �. • W•
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 .0 —E� •���
fit between the bottom chord and any other members. ��
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)15,20,22,17,16 .0 <.� R,O•-`�?\��`
8) Semiexcep-rigid pi chbreaks with fixed heels"Member end fi fixity model was used in the analysis and design of this truss. '��I�,��N A;
Ill
LOAD CASE(S) Standard Thomas A.Albani PE No.39380
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 MiTek USA,Inc.FL Cert 6634
Uniform Loads(plf) 6904 Parke East Blvd.Tampa FL 33610
Vert:1-2=-94,21-26=-20,15-21=-20,3-9=-94,9-14=-94 Date:
September 29,2015
Q WARNING-Vertly design parameters and READ NOTES ON THIS ANO INCLUDED MITEK REFERANCE PAGE MIP7473 rev.021162015 BEFORE USE.
Design valid for use only with MiTek conrleclors.This design Is based only upon parameters shown,and Is for an Individual building component.
Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown
is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the
erector. Addlteinal permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding MiTek
fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information avallabie from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria VA 22314. Tampa,FL 33610
oTrus s Fuss I ype Oty Ply Glen Layton/Hatch Res/JK
77469600
J150229 B02 Roof Special 1 1
Job Reference(optional)
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 12:25:42 2015 Page 1
I D:42YEHkg6OyR W kY_trV R Rklya8jC-O??Qv_OJq_p_ab?YoR 1 vW CBvosfAnDewrHwyyYnft
4-8-3 9-3-14 10-11-$ 13-11-8 17-3-0 21-11-0
4-8-3 4-7-10 1-7-10 3-0-0 3-3-8 4-8-0
6x6= Scale=1:70.0
4
8.0012 1.5x4 I''
1.5x4 11
3 5
13
3x6
3x5= 4x4= 6
9
1
6x8=
12
0
ro o
n
m
10 8
3x5- 3x8
8.00 12
7
11 2x4 II
2x5=
4-8-3 10-11-8 16-3-8 21-9-0 21-1,1-0
4-8-3 6-3-5 5-4-0 5-5-8 0- -0
Plate Offsets(X Y)-- [11:0-3-4,0-1-01
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Joe) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.18 9 >999 240 MT20 2441190
TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.40 9-10 >648 180
BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.54 7 n1a n/a
BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight:152 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, except
2-4:2x4 SP No.1D end verticals.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-11-9 oc bracing.
WEBS 2x4 SP No.2 WEBS 1 Row at midpt 4-8
F
iTek recommends that Stabilizers and required cross bracing
einstalled during truss erection,in accordance with Stabilizer
stallation guide.
REACTIONS. (Ib/size) 11=800/0-5-8,7=800/0-3-8
Max Horz 11=430(LC11)
Max Uplift 11=-285(LC 12),7=-290(LC 12)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-11=-839/47711-12=-1 678/915,2-12=-1678/915,2-3=-3337/1721,3-4=-3514/1904,
4-5=-857/498,5-13=-671/336,6-13=-691/323,6-7=-880/442
BOT CHORD 10-11.499/425,9-10=-1421/2445,8-9=-548/1072
WEBS 1-10=-889/1753,2-10=-1776/1004,6-8=-339/722,4-8=-608/325,5-8=-355/266,
3-9=-418/305,4-9=-1827/3408,2-9=-380/935
TES-
1)Unbalanced roof live loads have been considered for this design. ,,`, P�j A.+q�"'tJ*
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=2511;8=45ft;L=24ft;eave=oft;Cat.II; �� O`er`••.••••. 4e
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 13-11-8,Extedor(2)13-11-8 to `���� . ��,E N S''• '9jL�i�
17-3-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions •• F••'.
i
shown;Lumber DOL=1.60 plate grip DOL=1.60 NO 3938. 0
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. r
6)Bearing at joint(s)11,7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify 11/�
capacity of bearing surface. 4(l�
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 ib uplift at joint(s)except Qt=lb)11=285, �0 OR ,v .• ,�
7=290. rs•'••.....• ,�
8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
��'-f�s l�N A� �.%`
Thomas X Alberti PE No.39380
MiTek USA,Inc.FL Cori 6634
6904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
,
Q
WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MIP7473 rev.02/7&2015 BEFORE USE.
Design valid for use only with MiTek connectors.This design Is based only upon parameters shown,and Is for an Individual building component.
Applicability of design parameters and proper incorporation of component Is responsibility of building designer-not truss designer.Brading shown
is for lateral support of Individual web members only. AddltiorxI temporary bracing to Insure stability during construction is the responsibility of the MiTek'
erector. Additional permanent bracing of the overall stricture is the responsibility of the building designer.For general guidance regarding
fabricallom quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information avallable from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610
oI russ Truss Type Qty Ply Glen Layton/Hatch Res/JK
nas9sol
J150229 B03 Roof Special 1 1
Job Reference(optional)
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 Mi-Tek Industries,Inc. Tue Sep 29 12:25:43 2015 Page 1
I D:42YE Hkg6OyRW kY_trV R Rklya8jC-sBZo7K1 xblxrClakHeTga62L7J8FOdMNtaarSPyYnfs
5-4-7 9-7-15 10-17-8 13-11-8 17 20-6-9 $1-17-Q
r 5-4-7 4-3-9 1-3 19 3-0-0 3-3-B-3-0 3-T-8 4 7�
6x6= Scale=1:70.0
4
j 8.00 F12
1.5x4 11
1.5x4 II
3 5
13
4.00 F12 3x6 Q
5x5 6
2 9
x5% 12
3
6x8=
1
0
Cf)19
r
10
B
3x5 i
3x8
8.00 F12
7
11 2x4 1
2x5=
5-d-7 10-11-8 16-3-8 27-9-0 21-11-0
55 4-7 5-7-1 5-4-0 5-5-8
Plate Offsets(X Y)-- [11:0-3-4,0-1-01
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def] Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.19 9 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.40 9-10 >646 180
BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(TL) 0.57 7 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:149 Ib FT=20
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-10-2 oc bracing.
WEBS 2x4 SP No.2 WEBS 1 Row at midpt 4-8
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (Ib/size) 11=800/0-5-8,7=800/0-3-8
Max Horz 11=435(LC11)
Max Uplift 11=-283(LC 12),7=-292(LC 12)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-11=-836/478,1-12=-1930/1023,2-12=-1916/1030,2-3=-3264/1696,3-4=-3419/1860,
4-5=-848/495,5-13=-664/333,6-13=-684/320,6-7=-872/439
BOT CHORD 10-11=-518/423,9-10=-1485/2569,8-9=-544/1058
WEBS 1-10=-845/1719,2-10=-1222f701.3-9=-370/270,6-8=-336/714,2-9=-287/739,
4-8=-594/340,5-8=-353/264,4-9=-1780/3306
NOTES-
1)Unbalanced
roof
1111111
2)Wind:ASCE 7-10VVultad130mph(3 second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.11; �,%% NSA A . ,
Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 13-11-8,Exterior(2)13-11-8 to �� O e 0
17-3-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions ��,<�`•. G E N S'F•'92/�,i
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. : NO 39380
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)Bearing at joint(s)11,7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface. ►'0 '
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)11=283,
7=292. Y
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ',i���is. R �• ���`
0.4 'l
.4 f0 �0%
l 11
Thomas A.Albani PE No.39380
MIT&USA,Inc.R.Cert 6634
6904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
0 WARNING-Verity design parameters,and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MII.7473 rev.02/162015 BEFORE USE.
Design valid for use only with Mffek connectors.This design Is based only upon parameters shown,and Is for an Individual building component.
Applicability of design parameters and proper Worporallon of component Is responsibillfy of building designer-not Truss designer.Bracing shown
Is for lateral supporf of Individual web members only. Additional temporary bracing to Insure stability during construction is the responslbNllty of the Welk'
erector. Additional permanent bracing of the overall structure Is the reWonslbllity of the building designer.for general guidance regarding
fabdcatlon quality control,storage,delivery,erection and bracing,consult ANSI/TPI l Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Rate Institute.781 N.Lee Street,Suite 312,Alexandrkl,VA 22314. Tampa,FL 33610
Job russ Truss Type Oty Ply Glen Layton/Hatch Res/JK
nas9eo2
J150229 B04 Roof Special 1 1 Job Reference(optional)
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 Mitek Industries,Inc. Tue Sep 29 12:25:44 2015 Page 1
I D:42YE Hkg6Oy RW kY_trVR Rklya8jC-KN7AKg2ZMc3iqu9xq L_v7KbW Nj UU74vW 5E KO_ryYnfr
5-4-7 10-11-8 13-11-8 17-3-0 20-6-9 21-11-Q
5-4-7 57-1 3 3-3-8 3-3-8 1-4-7
6x6= Scale=1:70.0
4
8.00 12
1.5x4 11
1.5x4 11
3 5
3x4 I1
4x4
4.00 FIT 6
5x5 7
2 10 j
% 13
3x5
6x8=
1 pp
1' 11 9 d
3x5 3x8\�
8.00 F12
8
12
2X5= 21-9-0
5-4-7 1411.8 17-3-0 21-SB 21-7-Is
5d-7 5-7-1 63-8 4-2-8 4-
0-1-8
0-2-0
Plate Offsets(X Y)-- [12:0-3-4,0-1-01
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.20 10 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.41 10-11 >632 180
BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.59 8 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:159 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-8-8 oc bracing.
WEBS 2x4 SP No.2 WEBS 1 Row at midpt 4-9
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer i
Installation guide.
REACTIONS. (Ib/size) 12=800/0-5-8,8=800/0-3-8
Max Horz 12=438(LC 11)
Max Uplift 12=-282(LC 12),8=-293(LC 12)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-12=-849/490,1-13=-1964/1055,2-13=-1951/1062,2-3=-3348/1775,3-4=-3500/1936,
4-5=-807/453,5-6=-675/332
BOT CHORD 11-12=-522/469,10-11=-1570/2657,9-10=-597/1113,8-9=-215/364
WEBS 1-11=-875/1752,2-11=-1248/725,2-10=-322/776,3-10=-368/266,4-10=-1881/3412,
4-9=-602/339,5-9=-282/216,6-9=-300/653,6-8=-1060/566
NOTES-
1)Unbalanced s design.
2)Wind:ASCEroof 7-10vVultads have been considered for 130mph(3 second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.11; `%%%, ,A„q��',i,
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 13-11-8,Exterior(2)13-11-8 to % 0•••........
e
17-3-0,Interior(l)20-6-9 to 21-9-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and ,����` G E Ns•'.�2 ��
forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 :• �' •• i
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. : No 39380
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)Bearing at joint(s)12,8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface. ►'0 '
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=lb)12=282, �- ---STA E.. •
8=293. `
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. .* ;$�•. � R 1 Q N�`�
Thomas A.Albani PE No.39380
MITek USA,Inc.FL Gert 6634
6904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.OY/16/2015 BEFORE USE. !I
Design valid for use only with MiTek connectors.This design Is based only upon parameters shown,and Is for an Individual building component.
Applicability of design parameters and proper Incorporation of component Is responsibility of btdiding designer-not truss designer.Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability durk Q construction Is the responsibillity of the MiTek"
erector. Additional permanent tracing of the overall structure Is the responsibility of the building designer.For general guidance regarding
fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information avallabie from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610
Job Truss Truss Type Oily Ply Glen Layton/Hatch Res/JK
nasaso3
J150229 B05 Root Special 2 1
Job Reference(optional)
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 12:25:45 2015 Page 1
I D:42YE Hkg6OyR W kY_trV RRklya8jC-pahYX03B7vBZR2k7O3V8fX8h77gjsX9gKu3yW HyYnfq
5-4-7 10-11-8 13-11-8 17-3-0 20-6-9 21-11-Q
5-4-7 5-7-1 3-0-0 3-3-8 3-3-8 1-4-7
6x6= Scale=1:70.0
4
8.00 52
1.5x4 11
1.5x4 II
3 5
3x4 11
4.00 12 6 4x4
5x5 7
2 10
% 13
3x5
6x8=
1
0
0
m �
11 ro
9
3x5
8.00 3x8\
12
8
12 3x5
2x5=
5-4-7 10-11-8 17-3-0 21-11-0
5-4-7 5-7-1 &3-8 4-8.0
Plate Offsets(X Y)-- [12:0-3-4,0-1-01
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.20 10 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.41 10-11 >632 180
BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.59 8 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:159 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-8-8 oc bracing.
WEBS 2x4 SP No.2 WEBS i Row at midpt 4-9
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (Ib/size) 12=800/0-5-8,8=800/0-5-8
Max Horz 12=438(LC 11)
Max Uplift 12=-282(LC 12),8=-293(LC 12)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-12=-849/490,1-13=-196411055,2-13=-1951/1062,2-3=-3348/1775,3-4=-3500/1936,
4-5=-808/453,5-6=-675/332
BOT CHORD 11-12=-522/469,10-11=-1570/2657,9-10=-597/1113,8-9=-215/364
WEBS 1-11=-875/1752,2-11=1248!725,2-10=-322/776,3-10=-368/266,4-10=-1881/3412,
4-9=-602/339,5-9=-282/216,6-9=-300/653,6-8=-1060/566
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=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.11; ♦♦%%, A,
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extedor(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 13-11-8,Exterior(2)13-11-8 to ♦♦ ....... B
17-3-0,Interior(1)20-6-9 to 21-9-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and `♦♦��` �G E N�+'•.
forces&MW FRS 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. NO 39380
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)Bearing at joint(s)12,8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)12=282, �. • T- E
8=293.
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. OR kQ• ���,�
op
ON A
Thomm A.Alberti PE No.393ft0
Mfrek USA,Inc.FL Cert 6634
6904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev.02/1672015 BEFORE USE.
Design valid for use only with Mflek connectors.This design Is based only upon parameters shown,and is for an Individual building component.
,
Applk:abRity,of design parameters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown
is for lateral support of Individual web members only. Additlorrtl temporary lxacing to Insure stability during construction Is the responsltAlity of the MiTek•
erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding
fabrication.quality control,storage,delivery,erection and!racing.consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information avallable from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610
oTruss I fuss I ype ty y Glen Layton/Hatch Res/JK
77469804
J150229 B06 Roof Special 7 1
Job Reference(optional) �
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MTek Industries,Inc. Tue Sep 29 12:25.47 2015 Page 1
I D:42YE Hkg6OyR W kY_trV RRkiya8jC-IypJyi4RfXRGhMuV W UXckyD5_wYKKUxynBY2bAyYnfo
6-1-12 9-1-8 14-0-7 19-7-8 22-7-8 25-11-0 29-2-9 30-7-q
6-1-12 2-11-12 4-10-15 5-7-1 3-0-0 3-3-8 3-3-8 1-4-7
5x5= Scale=1:68.8
7
1 8.00 F12
1.5x4 11 1.5x4 11
6 8
3x4 11
9 4x4
4x4 10
4.00'12 5 13
T
3x10 6x8=
4
1.5x4 II _
�j o
a 3 79
5x5 21 14 r`
2 12
1 3x5 i 3x8 Q
8.00 12
Ir
. 1
16 15 11
4= 5x5-i 3x5 O
3x10 II
6-1-12 8-10-129-1 8 14-0-7 19-7-11 25-11-0 30-7-0
6-1-12 2-9-0 0- -12 4-10-15 5-7-14-8-0
Plate Offsets(X Y) [1:0-2-8,0- -121
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.11 13 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(TL) -0.25 12-13 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.30 11 n1a n/a
BCDL 10.0 Code FBC20141TPI2007 (Matrix-M) Weight:203 Ib FT=20
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-13 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-8-15 oc bracing.
SLIDER Left 2x8 SP No.1 D 2-6-0 WEBS 1 Row at midpt 7-12
[MiTek recommends that Stabilizers and required cross bracing
e installed during truss erection,in accordance with Stabilizer
stallation guide
REACTIONS. (Ib/size) 1=8/0-3-8,11=647/0-5-8,15=1597/0-5-8
Max Harz 1=443(LC 11)
Max Uplift 1=-131(LC 8),11=-266(LC 12),15=-482(LC 12)
Max Grav 1=158(LC 11),11=647(LC 1),15=1597(LC 1)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-270/37,2-21=-436!759,3-21=-4341777,3-4=-347/686,4-5=-443/378,5-6=-1957/983,
6-7=-2113/1147,7-8=-665/405,8-9=-536/270
BOT CHORD 1-16=-401/52,15-16=-803/276,14-15=-1029/369,13-14=-403/591,12-13=-386[753,
11-12=-175/302
WEBS 4-15=-1034/567,4-14=-595/1258,5-14=-880/512,5-13=-632/1350,6-13=-372/271,
7-13=-1045/1945,7-12=-343/309,8-12=-280/216,9-12=-1 89/461,9-11=-803/417, 11111i1IIT
4-16=-369/667,3-16=-344/249 >>`-��^PS A.
1,
NOTES-
1)
OTES 1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft L=31ft;eave=4ft Cat.11; NO 39.380 -
Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-0-0 to 3-0-11,Interior(1)3-0-11 to 22-7-8,Extedor(2)22-7-8 to
0.
25-11-0,Interior(1)29-2-9 to 30-5-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and --';—
forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 = g
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. rl`r
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 TA E_,. .•14J
fit between the bottom chord and any other members. ✓ ��
5)Bearing at joint(s)11 considers parallel to grain value using ANSI1rPl 1 angle to grain formula. Building designer should verify capacity , lS R
of bearing surface. ���•••�
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joints)except Qt=1b)1=131, A1-
11=266,15=482. �/111111111`
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
Thomas A.Alban!PE No.39380
MR&USA,Inc.FL Cert 6634
6904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
0 WARNING-verily design parameters and READ NOTES ON THIS AND INCLUDED M1rEK REFERANCE PAGE M11.7473 rev.021162015 BEFORE USE.
Design valid for use only with MITek connectors.This design is based only upon Parameters shown,and is for an Individual building component. � I
Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown
Is for lateral suq)port of Individual web members only. Additional temporary bracing to insure stability during construction Is Me responsibility of the M iTe k
erector. Additional permanent bracing of the overall structure Is the responslbillty of the building designer.For general guidance regarding
fabdeatbn quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312 Alexandria,VA 22314. Tampa,FL 33610
0 fuss runs ype City y Glen Layton/Hatch Res/JK
�f 77469805
J150229 B07 Root Special 3 L Job Reference(optional)
Manning Building Supplies,Jacksonville,FL.Lot 138 Meadow Oaks 7.630 s Jul 28 2015 Mirek Industries,Inc. Tue Sep 29 12:25:48 2015 Page 1
ID:42YEH kg6OyR W kY_trV RRklya8jC-D9NhA253QgZ71 W Ti3B2rHAl IzKvM3?Y60rlc7cyYnfn
6-i-12 A111-212
1-8 14-0 7 19-7-8 22-7-8 25-11-0 29-2-9 30-7-0
661-12 2-11-12 4-10-15 5-7-1 3-0-0 3-3-8 3-3-8 1-4-7
5x5= Scale=1:68.8
7
8.00 12
1.5x4 II 1.5x4 II
6 8
1.5x4 11
22 9 4x4
4x4 10
4.00 12 5 13 l
I
3x10 7�-- 6x8=
1.5x4 11 4
i � o
3 b o
5X5 21
14
12
qg 1 3x5 G 3x8
1 .tl
8.00 ,2
16 15 11
3x10 !I
3x4= 5x5 i 3x5-�
6-1-12 8-10-12 9-1 8 14-0-7 19-7-8 25-11-0 30-7-0
6-1-12
Y.
0- -12 4-10-15 5-7-1 6-3-8 4-8-0
Plate Offsets(X Y)-- [1:0-2-12,0-2-81
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.07 13 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(TL) -0.16 12-13 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.34 Horz(TL) 0.20 11 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:406 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-13 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
SLIDER Left 2x8 SP No.1 D 2-6-0 WEBS 1 Row at midpt 7-12
REACTIONS. (Ib/size) 1=146/0-3-8,11=711/0-5-8,15=3038/0-5-8
Max Horz 1=443(LC 11)
Max Uplift 1=-250(LC 17),11=-281(LC 12),15=500(LC 12)
Max Grav 1=139(LC 9),11=711(LC 1),15=3101(LC 19)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-21—547/1104,3-21=-544/1122,3-4=-460/1111,4-5=-861/494,5-22=-2555/1158,
6-22=-2354/1127,6-7=-2596/1316,7-8=-726/431,8-9=-591/295
BOT CHORD 1-16=-718/153,15-16=-1 275/378,14-15=-1658/495,13-14=-530/1005,12-13=-420/853,
11-12=-181/318
WEBS 4-15=-2198/636,4-14=-795/2083,5-14=-1546/673,5-13=-662/1390,6-13=-480/320,
7-13=1224/2456,7-12=-439/250,8-12=-286/219,9-12=-209/518,9-11=-877/442,
4-16=-369/927,3-16=-516/238
NOTES- , 04%SI Ail//11,',
1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: ��%% `v P •E NS.-..qCe ',i
Top chords connected as follows:2x4-1 row at 1-0-0 oc. ��••\Ci
Bottom chords connected as follows:2x4-1 row at 1-0-0 oc.
Webs connected as follows:2x4-1 row at 1-0-0 oc. NO 39380 •:+
2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply ft
connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated.
3)Unbalanced roof live loads have been considered for this design. —
4)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=31 ft;eave=oft;Cat.II;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-11,Interior(1)3-0-11 to 22-7-8,Exterior(2)22-7-8 to +w- STA E
25-11-0,Interior(1)29-2-9 to 30-5-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and :a
forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 .0
.11
OR
,
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �i�F
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 �j ss� ••°•°• •�� �%
fit between the bottom chord and any other members. �I�,t0 N A' .
7)Bearing at joint(s)11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface. Thomas A Albanf PE No.39380
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=1b)1=250, MfTek USA,Inc.FL Can 6634
11=281,15=500. 6904 Parke East Blvd.Tampa FL 33610
9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. Date:
September 29,2015
LOAD CASE(S) Standard
WA N/NG-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Alit-7473 rev.02/1511015 BEFORE USE.
Design valki for use only with MiTek connectors.This design Is based only upon parameters shown,and is for an individual building component.
Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibilllty,of the MiTek`
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general gukkxrce regarding
fabrication,quallty control,storage,delivery,erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Btvd.
Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandrki VA 22314. Tampa,FL 33610
Job ruse I rues I ype ty y Glen Layton/Hatch Res/JK
T7469805J150229 B07 Roof Special 3
� 2 Job Reference(optional)
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 12:25:48 2015 Page 2
ID:42YEHkg6OyRW kY_trVRRklya8jC-D9NhA253QgZ71 W Ti3B2rHAl IzKvM3?Y60ric7cyYnfn
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:1-3=-54,7-22=-54,7-9=-54,9-10=-54,15-17=-20,13-15=-20,11-13=-20
Trapezoidal Loads(plf)
Vert:3---209-to-5=-163,5=-163-to-22=-144
0 WARNING-verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGEM11-7473 rev.01/182015 BEFORE USE.
Design valid for use only with MiTek connectors.This design Is based only upon parameters shown,and Is for an individual buAding component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer-not imss designer.Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the M iTe k
erector.Addlflorlal permanent bracing of the overall structure Is the responsibility of the building designer.for general guidance regardhg
fabrication quality control,storage,delivery,erection and bracing,consrdt ANSI71PI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312-Alexandria,VA 22314. Tampa.FL 33610
Job russ Truss Type ty y Glen Layton/Hatch Res/JK
77469806
J150229 B08 ROOF SPECIAL 2 1
Job Reference(optional)
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s JUI 28 2015 MT9k Industries,Inc. I Us Sep 29 1225:49 2015 Page i
I D:42YEHkg6OyR W kY_trVRRklya8jC-hLx3NO6i B8h_wg2udva4gN I R EkC HoOYFFV 19g2yYnfm
6 1-12 9-1-8 14-0-7 19-7-8 22-7-8 25-11-0 29-2-9 3
6-1-12 2-11-12 4-10-15 5-7-1 3-0-0 3-3-8 3-3-8 1-4-7
5x5= Scale=1:68.8
7
8.00 F12
1.5x4 I I 1.5x4 11
6 8
3x4 11
4x4
9
4x4 10
i
4.00'12 5 13
3x10 6xg-
1.5x4 11 4
N 0
d 3b
d
Sx5�21 14 r
2 12
1 3x5 3x8
8.00 12
1
16 15 11
3x10 11 3x4— 5x5 3x5
6-1-12 8-10-129-18 14-0-7 19-7-8 25-11-0 30-7-0
6-1-12 2-9-0 0_2-12 4-10-15 5-7-1 6-3-8 4-8-0
Plate Offsets(X Y) [1:0-2-8,0-2-121
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.11 13 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(TL) -0.25 12-13 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.61 Horz(TL) 0.28 11 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:203 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-12 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-6-14 oc bracing.
SLIDER Left 2x8 SP No.1 D 2-6-0 WEBS 1 Row at midpt 7-12
F
k recommends that Stabilizers and required cross bracing
stalled during truss erection,in accordance with Stabilizer
llation guide.
REACTIONS. (Ib/size) 1=59/0-3-8,11=638/0-5-8,15=1776/0-5-8
Max Horz 1=443(LC11)
Max Uplift 1=-105(LC 8),11—270(LC 12),15=-401(LC 12)
Max Grav 1=203(LC 11),11=638(LC 1),15=1776(LC 1)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-269/39,2-21=-482/646,3-21=-480/664,3-4=-390/580,4-5=-369/404,
5-6=-1900/1006,6-7=-2056/1169,7-8=-657/408,8-9=-528/273
BOT CHORD 1-16=-297/94,15-16=-847/259,14-15=-1094/345,13-14=-437/504,12-13=-392/739,
11-12=-176/300
WEBS 4-15=-1174/509,4-14=-603/1237,5-14=-863/518,5-13=-622/1376,6-13=-372/270,
4-16=-276591083-16=-545/167 920,8-12=-280/216,9-12=-192/453,9-11=-793/421, ,,,, PSS Aq4,
NOTES
1)Unbalanced roof live loads have been considered for this design. ♦♦♦♦,� , Ci E N S`�.,�• / ��,
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft B=45ft;L=31ft;eave=oft;Cat.If- NO 39380 •:;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-11,Interior(l)3-0-11 to 22-7-8,Extedor(2)22-7-8 to �*
25-11-0,Interior(1)29-2-9 to 30-5-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and —;--+�
forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 l
3)This truss has been designed for a 10.0 pst 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. V
5)Bearing at joint(s)11 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity %��• O R,Q .' ��,♦
of bearing surface. S• ••••• �����
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=lb)1=105, '�i,S/0 N Al %%l`
11=270,15=401. ���f1111111ti��`
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
Thomas A.Alban/PE No.39380
LOAD CASE(S) Standard M(Tek USA,Inc.FL Cert 6634
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 6904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MII-7473 rev.02116,2015 BEFORE USE.
Design valid for use only with Mf1ek connectors.This design is based only upon parameters shown,and Is for an Individual building component.
Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown i
is for lateral support of individual web members only. Additk>nal temporary bracing to insure stability during construction is the responsibillity of the MiTek
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding
fabrication,clualtty control,storage,deilvery,erection and bracing,consult ANSI/TPI t Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information avalable from Truss Plate institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610
o 71U.-
runs ype ty y Glen Layton!Hatch Res/JK
ROOF SPECIAL �2_ 77469806
Job Reference o floral
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MiTek Industries,Inc. TUG Sep 29 12:25:50 2015 Page 2
I D:42YE Hkg6OyR W kY_trV RRklya8jC-9XURbj7KxSprYpd4Bc5JMbrc_BYW XroPU9niCVyYnfl
LOAD CASE(S) Standard
Uniform Loads(pit)
Vert:1-5=-54,5-7=-54,7-9=-54,9-10=-54,15-17=-20,13-15=-20,11-13=-20
Concentrated Loads(lb)
Vert:3=-221
0
WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.02/1672015 BEFORE USE.
Design valid for rae only with Mllek connectors.This design Is based only upon parameters shown,and is for an IndlAdual building component.
Applicability of design parameters and proper incorporation of component Is responsibility of building ng designer-not ULM designer.Bracing shown
Is for lateral support of Individual web members only. AddBkxal temporary bracing to Insure stability during construction Is the responsibility of the MiTek
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding
fabrication,cluelBy control,storage,delivery,erection and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate institute,781 N.Lee Street Sutte 312.Alexandria,VA 22314. Tampa,FL 33610
Jot) russrush type Qty y Glen Layton 7 Hatch Res/JK
77469807
J150229 Bog Roof Special 1 2 Job Reference(optional)
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 Mitek Industries,Inc. Tue Sep 29 12:25:512015 Page 1
I D:42YE Hkg6OyR W kY_trVRRklyaBjC-dk2go37yi Iyi9zBHIKcYvoNpDYx3GM IYip W GkxyYnfk
6-1-12 9-i-8 14-0-7 19-7-8 22-7-8 25-11-0 1 29-2-9 ,30-7-0
66 1-12 2-11-12 4-10-15 5-7-1 3-QO ~3-3-5 3-3 7
5x5= Scale=1:68.8
7
8.00F1_2
1.5x4 11 1.5x4 I
6 8
1.5x4 II
22 9 4x4
4x4% 10
4.00 F12 5 13
3x10
6x8=
1.5x4 II 4
0
3 = o
5x2%21 14 12 �° n
1 3x5 i
8.00 12 3x8
16 15 11
4— 5x5�i 3x5��
3x10 II
6-1-12 6-10-129-18 14-0-7 19-7-8 25-11-0 30-5-0 307-0
6-1-12 2-9-0 0- -12 4-10-15 5-7-1 6-3-8 4-6-0 0- -0
Plate Offsets(X Y)-- [1:0-2-12,0-2-8]
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.07 13 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(TL) -0.16 12-13 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.34 Horz(TL) 0.20 11 Na n/a
BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:406 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-13 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
SLIDER Left 2x8 SP No.1 D 2-6-0 WEBS 1 Row at midpt 7-12
REACTIONS. (Ib/size) 1=-146/0-3-8,11=711/0-3-8,15=3038/0-5-8
Max Horz 1=443(LC 11)
Max Uplift 1=-250(LC 17),11=-281(LC 12),15=-500(LC 12)
Max Grav 1=139(LC 9),11=711(LC 1),15=3101(LC 19)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-21=-547/1104,3-21=544/1122,3-4=-460/1111,4-5=-861/494,5-22=-2555/1158,
6-22=-2354/1127,6-7=-2596/1316,7-8=-726/431,8-9=-591/295
BOT CHORD 1-16=-718/153,15-16=-1275/378,14-15=-1658/495,13-14=-530/1005,12-13=-420/853,
11-12=-181/318
WEBS 4-15=-2198/636,4-14=-795/2083,5-14=-1546/673,5-13=-662/1390,6-13=-480/320,
7-13=-1224/2456,7-12=-439/250,8-12=-286/219,9-12=-209/518,9-11=-877/442,
4-16=-369/927,3-16=-516/238
2-ply truss to be connected together with 10d(0.131"x3")nails as follows: ,,,,,�PS A,+'44
Top chords connected as follows:2x4-1 row at 1-0-0 oc. %�O G E N S•• 'Q ���
Bottom chords connected as follows:2x4-1 row at 1-0-0 oc. ;� '��•• �� F•�•,v� ��
Webs connected as follows:2x4-1 row at 1-0-0 oc. No 39380
2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply
connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. _w
3)Unbalanced roof live loads have been considered for this design.
4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;8=45ft;L=31 ft;eave=oft;Cat.ll; -10;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-11,Interior(1)3-0-11 to 22-7-8,Exterior(2)22-7-8 to . (i1 z
25-11-0,Interior(1)29-2-9 to 30-5-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and
forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 00.0 Q ,• �����
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �i�F R `� %�
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 �ijsS'�••••••••
fit between the bottom chord and any other members.
7)Bearing at joint(s)11 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface. Thomas A.Alban)PE No.39360
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)1=250, MITak USA,Inc.FL Cert 6634
11=281,15=500. 6904 Parke East Blvd.Tampa FL 33610
9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. pate:
September 29,2015
LOAD CASE(S) Standard
WA N1 G-Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE M11-7473 rev.02(16)2015 BEFORE USE.
Design valid for use only with Mitek connectors.This design Is based only upon parameters shown,and is for an Individual building component.
Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown
Is for lateral support of individual web members orgy. Additional temporary bracing to Insure stability during construction Is the responsibility of the Mitek'
erector. Additional permanent bracing of the overall structure is the resporslbll8y,of the building designer.For general guidance regarding
fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPI i Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Infonnatlon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Tama,FL 33610
Job Fuss toss ype ty y FG]GnLayton/Hatch Res/AT7469807
J150229 B09 Root Special 1Reference o tional
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.636s Jul 28 2015 MTak Industries,Inc. Tue Sep 29 12:25:512015 Page 2
I D:42YEHkg6OyRW kY_trVR Rklya8jC-dk2go37yilyi9zBHI KcYvoNpDYx3GMIYipW GbryYnfk
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:1-3=-54,7-22=-54,7-9=-54,9-10=-54,15-17=-20,13-15=20'11-13=-20
Trapezoidal Loads(plf)
Vert:3209-to-5=163,5=-163-to-22=-144
Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE CAGE M11.7473 rev.02/16/2015 BEFORE USE.
Design valki for use only with Mllek connectors.This design is based only upon parameters shown,and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer-not trrrss designer.Bracing shown
Is for lateral support of IndNkival web members only. Additional temporary tracing to insure stability during construction Is the responsibility of the MiTek
erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.for general guidance regarding 1
fabdcatlon quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information avalabte from Truss Plate Institute.781 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa.FL 33610
oTruss Truss type Qty Ply Glen Layton/Hatch Res/JK
77469808
J150229 B10 Root Special 2 1
Job Reference o tional
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 12:25:52 2015 Page t
I D:42YEHkg6OyRW kY_trVRRklya8jC-5wcCOPBaT34Zn7mTl l 7nROwxkxFV?IAixTGpGNyYnil
61-12 9-1-8 14-0-7 19-7-8 22-7-8 25-11-0 2&2-9
6-1-12 2-11-12 4-10-15 5-7-1 3 0-0 3-3-8 3-3-8
5x5= Scale=1:68.8
7
8.00 52 1.5x4 II
1.5x4 11
6 8
3x4 11
9 4x4
4x4% 10
T
4.00112 5 13
3x10
1.5x4 11 4 0
3 7 0
co
5x5 21 14
2 12
1 3x5 3x8
g 8.00 12
.d1 1
16 15 11
4= 5x5 G 3x5
3x10 I!
6-1-12 8-1I-129-18 14-0-7 19-7-8 25-11-0 30-5-0 3017-0
67-72 2-9-0 0- -12 4-10-15 5-7-1 6-3-8 4-6-0 0.7-0
Plate Offsets(X Y)-- [1:0-2-8,0-2-121
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.11 13 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(TL) -0.25 12-13 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.30 11 n1a n/a
BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:2031b FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-13 oc pudinS, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-8-15 oc bracing.
SLIDER Left 2x8 SP No.1 D 2-6-0 WEBS 1 Row at midpt 7-12
MiTek recommends that Stabilizers and required cross bracing
be ins
during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (Ib/size) 1=8/0-3-8,11=647/0-3-8,15=1597/0-5-8
Max Horz 1=443(LC11)
Max Uplift 1=-131(LC 8),11=-266(LC 12),15=-482(LC 12)
Max Grav 1=158(LC 11),11=647(LC 1),15=1597(LC 1)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-271/38,2-21=-437/759,3-21=-434!777,3-4=-347/687,4-5=-442/378,5-6=-1956/983,
6-7=-2112/1147,7-8=-665/405,8-9=-536/270
BOT CHORD 1-16=-401/52,15-16=-804/276,14-15=-1 030/369,13-14=-403/590,12-13=-386/753,
11-12=-175/302
WEBS 4-15=10341567,4-14=-595/1258,5-14=-880/512,5-13=-632/1350,6-13=-372/271,
7-13=-1045/1944,7-12=-343/309,8-12=-280/216,9-12=-189/460,9-11=-803/417, ,11111111111/I/II
4-16=-369/667,3-16=-344/249 �.`%��P'S A, q4&•,**
NOTES- ,���`��••��C'•E•N S F•'.,'1'/��i
1)Unbalanced roof live loads have been considered for this design. o
do
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=311t;eave=4ft Cat.II; = NO 39380
Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-0-0 to 3-0-11,Interior(1)3-0-11 to 22-7-8,Exterior(2)22-7-8 to
25-11-0,Intedor(1)29-2-9 to 30-5-4 zone;cantilever left and right exposed;end vertical left and right exposed;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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will S TA E
tit between the bottom chord and any other members.
5)Bearing at joint(s)11 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity i •: ( O R N
of bearing surface. �j�Ssi''•......
•��`
6)Provid11=2e mechanicalh8connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)1=131, � ; INA%
111111
7)'Semi-rigid pitchbreaks with fixed heels'Member end fixity model was used in the analysis and design of this truss.
Thomas A.Albans PE fdo.39380
MiTek USA,Inc.FL Cert 6634
6904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MI1-7473 rev.02/162015 BEFORE USE.
Design valid for use only with Milek connectors.This design Is based only upon parameters shown,and Is for an Individual building component.
Applicability of design paarneters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown
Is for lateral support of individual web members only. Additional temporary bracing to Insure statAlty during construction is the fesponsirAllty of the MiTek.
erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding
fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information avaloNe from Trus Plate institute.781 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa.FL 33610
o russ russ�ype ����tyy �Glanon/Hatch R�on
n4s9soeB13 Roof S 1
rence o t
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 Mi-Tek Industries,Inc. Tue Sep 29 12:25:53 2015 Page 1
I D:42YE Hkg6OyR W kY_trVRRklya8jC-a6AaD19C ENCQPHLfskeO_DT4bLYCk9UrA7?NpgyYnfi
5-4-77-0-4 8-11-11 13-11-8 21-11-0
5-4-7 1-7-13 1-it-4 5-0-0 7-11-8
5x5= Scale=1:71.4
4
8.00 F12
12 13
14
1.5x411 6x6
4.00 12
5x12 3 5
2
2x4 11 11
1
m
10 9 8 15 16 7 6
3x5= 8x8_ 3x8_ 4x4 11
6x6=
5-4-7 7-014 11-8 13-11-8 20-7-4 21-11-9
5-4-7 1-7-13 1-11-4 5-0-0 6-7-12 -3-12
Plate Offsets(X Y) l57Edge,0 1 121 (6:Edge 0-3-81 [7:0-3-0,0-4-81
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 0.77 Vert(LL) -0.22 7-8 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(TL) -0.43 7-8 >599 180
BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(TL) 0.01 6 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:179 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-11 oc purlins, except
BOT CHORD 2x4 SP No.2'Except* end verticals.
6-9:2x6 SP No.1D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
WEBS 2x4 SP No.2 8-9-11 oc bracing:9-10.
WEBS 1 Row at midpt 5-6,4-8,4-7
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide
REACTIONS. (Ib/size) 10=800/Mechanical,6=800/Mechanical
Max Harz 10=423(LC 11)
Max Uplift 10=-283(LC 12),6=-292(LC 12)
Max Grav 10=800(LC 1),6=891(LC 17)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-863/349,3-12=-1020/523,4-12=-958/539,4-13=-418/313,13-14=-425/296,
5-14=461/291,5-6=-1386/249
BOT CHORD 9-10=-453/794,8-9=-451/814,8-15=-253/474,15-16=-253/474,7-16=-253/474
WEBS 2-9=-280/0,2-10=-888/348,3-8=-437/310,2-8=0/326,4-8=-345/806,4-7=-4281273,
5-7=-17/1163 t%%1111111111111 A �
,,�� �P
NOTES-
1)
OTES �` ��•'••E •`e.Q'�ii
1)Unbalanced roof live loads have been considered for this design. ���,``r••• �Ci N$ �i i
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; �•�•. �i
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 13-11-8,Exterior(2)13-11-8t0 NO 39380
16-11-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS 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 'b
fit between the bottom chord and any other members,with BCDL=10.Opsf. i
5)Refer to girder(s)for truss to truss connections.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)10=283, ,�i� R,Q N
6=292. I,,1s�'• .....• \C'?
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
ON A;O`"���
Thomas A.Albanl PE No.39380
MITek USA,Inc.FL Cert 6634
6904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
0 WARNING-Vedry design parameters and READ NOTES ON THIS ANO INCLUDED MITEK REFERANCE PAGE M11-7473 rev.OV1612015 BEFORE USE.
Design valid for use only with Mtlek connectors.This design Is based only upon parameters shown,and is tot an individual building component.
Applicability of design parameters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responslbe ity of the MiTek'
erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding
fabrication quality control,storage,delivery,erection and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa.FL 33610
o runs russ ype ty y Glen Laylon/Hatch Res/JK
T7assalo
J150229 B13A Root Special 7 1
Job Reference(opt,
o tional
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 12:25:54 2015 Page 1
ID:42YEHkg6OyRW kY_trVRRklya8jC-21kyQ5Aq?gKHORwsQS9FXR?GXltaTkX_OnlwLGyYnfh
5-4-7 7-0-4 13-11-8 21-11-0
5-4-7 1-7-13 6-11-4 7-11-8
5x5= Scale=1:71.4
4
1 8.00 12 12 13
14
1.5x4
4.00'12 6x6
4x4 3 5
2
3x5 11
a 1 a?
of
10 9 8 15 16 7 6
1.5x4 11 8x8_ 3x8= 3x4 I I
6x6=
7-0-4
5-0-15 5 7 13-11-8 18-11-8 20-7-4 1-111
5-0-15 8 6-tid 5-0-0 1-7-12 1-3-12
1-7-13
Plate Offsets(X Y) 157Edge o 1 121 (7:0-3-0 0-4-8)
LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.21 7-8 >840 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(TL) -0.39 7-8 >450 180
BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) -0.01 6 rVa n/a
BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:177 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-10 oc purlins,
BOT CHORD 2x4 SP No.2"Except" except end verticals.
6-9:2x6 SP No.1 D BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.2 WEBS 1 Row at midpt 4-8,4-7
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide
REACTIONS. (Ib/size) 10=201/Mechanical,8=887/0-5-8,6=512/Mechanical
Max Horz 10=423(LC 11)
Max Uplift 10=-100(LC 8),8=-377(LC 12),6=-169(LC 12)
Max Grav 10=201(LC 1),8=1101(LC 17),6=544(LC 19)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 4-13=-3601289,13-14=-367/272,5-14=-403/267,5-6=-1063/129
BOT CHORD 9-10=-400/314,8-9=-280/199,8-15=-1701251,15-16=-170/251,7-16=-170/251
WEBS 3-8=-436/310,4-8=-344/84,5-7=0/840
NOTES-
1)Unbalanced s design.
2)Wind: r
ASCE 7-10;Vult=1130mph(3 second gust)Vasdoof live loads have been considered for =101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.11; ��.� p s,A. '44
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extedor(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 13-11-8,Exterior(2)13-11-8 to %% 0 B ��
16-11-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions ,♦`��` .•��(,E N
shown;Lumber DOL=1.60 plate grip DOL=1.60 �••�' i
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. No 39 380
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,with BCDL=10.Opsf. -
5)Refer to girder(s)for truss to truss connections. —
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)10 except Qt=1b) :,
8=377,6=169. i. T
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
•,����5,
1,011111111100%N AE %SS
Thomas A.Alban)PE No.39380
MITek USA,Inc.FL Cert 6634
6904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
Q WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M1F7473 rev.0211612015 BEFORE USE.
Design valid for use only with MITek connectors.This design is based only upon parameters shown,and is for an ktdivldual building component.
Applicability of design parameters and proper ktcorporaflon of component is responsibility of building designer-not truss designer.Bracing shown
is for lateral support of Individual web members only. Additional temporary bracing to insure stability drahtg construction Is the responsibBllty of the
Additional MiTek
Additional permanent bracing
of the overall structure Is the responsibility of the balding designer.For general guidance regarding
erector. Ad rt9
� _ Component consrllt ANSI PIl Quality Criteria,DSB 89 and BCSI Building Compo 6904 Parke East Blvd.
e erection and brat R ty
fabrication quality control,storage,ss Plate
ry. bracing.4 m
Safety Information avaYabie from Truss PoaTe IrtstiTuTe,781 N.Lee Street,Suite 312 Alexandrki,VA 22314. Tampa.FL 33610
Job russ truss lype aly Ply Glen Layton/Hatch Res/JK
nas9a11
J150229 B14 Root Special 1 1
Job Reference(optional)
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 12:25:55 2015 Page 1
I D:42YEH kg6OyR W kY_trVRRklya8jC-W VI KeRASm_S8ebV2_9gU3eYR19E9CBo8d R UTtiyYnfg
4-8-4 7-0-4 13-11-6 21-11-0
"f', 2-4-0 6-11-4 7-11-8
5x5= Scale=1:71.4
4
6.00 12
12 13
14
1.5x4 1,
6x6
3x4=
4x4= 3 5
a
0 1
11
N
N
10 9 8 15 16 7 6
1.5x4 8x8= 3x8— 3x4 11
6x6=
4-8-4 7-0-4 7-3,12 13-11-8 18-11-8i20-7-4$1-11-9
4-8-4 24-0 0-3-8 6-7-12 5-0-0 1-7-12 -3-1
Plate Offsets(X Y)-- [5:Edge,0-1-12] [7:0-3-0,0-4-81
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 0.76 Vert(LL) -0.21 7-8 >817 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.40 7-8 >438 180
BCLL 0.0 Rep Stress Incr YES W B 0.30 Horz(TL) -0.01 6 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:179 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-1 oc purlins, except
BOT CHORD 2x4 SP No.2"Except` end verticals.
6-9:2x6 SP No,1D BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.2 WEBS 1 Row at midpt 4-8,4-7
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (Ib/size) 10=194/Mechanical,6=509/Mechanical,8=898/0-5-8
Max Horz 10=419(LC 11)
Max Uplift 10=-175(LC 8),6=-166(LC 12),8=-381(LC 12)
Max Grav 10=200(LC 18),6=544(LC 19),8=1111(LC 17)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 4-13=-359/287,13-14=-367/269,5-14=-405/265,5-6=-1070/118
BOT CHORD 9-10=-389/315,8-9=-283/240,B-15=-174/253,15-16=-174/253,7-16=-174/253
WEBS 3-8=-433/308,4-8=-360/117,5-7=0/854
NOTES-
1)Unbalanced roof live loads have been considered for this design. �It,11111111<<I�
01
2)Wind: SCExp C;Encl.,GCpi7-10;v0.118ut=1 MW FRS(diirrect o al)gust)d C- C1Exte or;(2)0-1-12 to 3-1B 2,Inter opr(1)3-1 12 o 13-11-8,Exterior(2)or(2)13-111-8 to `%��O�PS,A ASB%'j
16-11-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions ,� ` .••�(,E N S`••.�2��i
shown;Lumber DOL=1.60 plate grip DOL=1.60 4 •• �' ••• ��
3)Provide adequate drainage to prevent water ponding. NO 39_380
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 -•; —�y
fit between the bottom chord and any other members,with BCDL=10.0psf. �j l
6)Refer to girder(s)for truss to truss connections.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)10=175, �. _ _ T E
6=166,8=381.
8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. '��•. O R
'll""�N A�E�;C��.
Thomas A.Afbani PE No.39380
MfTek USA,Inc.FL Cert 6634
6904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
Q WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.02/16,2015 BEFORE USE.
Design valid for use only with MiTek connectors.This design Is based only upon parameters shown,and is for an individual building component.
Appik:abliity of design parameters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Idt
is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek'
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding
fabrication,quaky control,storage,delivery,erection arxi bracing,consult ANSI/TPN Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information ovallable from Truss Rate IrsfthRe.781 N.Lee Street.Suite 312,Alexc rdfla,VA 22314. Tampa.FL 33610
0 runs rubs ype y �Layl.orn /JKT7469812
J150229 B15 Roof Special Girder 1 nal
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 M7ek Industries, Tue Sep 29 12:25:58 2015 Page 1
ID:42YEHkg6OyRW kY_trVRRklya8jC-w4zTGTDL3%gV2EdfIEBhHAwBMFJPORaJPjBUtyYnfd
7-0-4 15-1-8
3 7-0 A-10-5 6-10-5 8-10� 10-9-8 12-9-8 13-11-8 17-1-8 19-1-8 21-1-827-11r0
3-7-0 1-3-5 2-D-D 1-10-1 1-11-3 2-0-0 1-2-0 1-2-0 2-0-0 2-0-0 2-0-0 �-9-8
0-1-15 3x4= Scale=1:65.7
(+)Top chord must be braced by end jacks,
roof diaphragm,or properly connected 14
purlins as shown. 12 16
8.00 F12
10 N
8 21
3x4 11
45
24
6 26
5x12 11 44
3x4= 4 S= 3xB
1 + 15 20 2 2 5x5=
1 34 2
d
_o
F) M
33
36 32 37 31 38 39 30 40 41129 42 28 43 27
3xq
6x8= 5x5= 4x10= 3x6 11
=
3-7-0 7-0-4 13-11-8 21-11-0
3-7-0 3-5-4 6-11-4 7-11-8
Plate Offsets(X Y) (7'0 2 B 0 3 0) 111:0 4 0 0 3 0) [14.0-2-0 Edge) (30.0-2-8 0-3-0) -
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud �LATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.04 28-29 >999 240 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(TL) -0.07 28-29 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.82 Horz(TL) 0.02 27 n1a n/a
BCDL 10.0 I Code FBC2014/TP12007 (Matrix-M) Weight:227 lb 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.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
JOINTS 1 Brace at Jt(s):7,11,15,20,23
�be
Tek recommends that Stabilizers and required cross bracing
installed during truss erection,in accordance with Stabilizer
stallation guide
REACTIONS. (Ib/size) 33=201/Mechanical,27=1482/Mechanical,31=2753/0-5-8
Max Horz 33=409(LC 7)
Max Uplift 33=-184(LC 6),27=-737(LC 8),31=-1533(LC 8)
Max Grav 33=300(LC 37),27=1510(LC 36),31=2990(LC 36)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-339f797,3-5=-339/797,5-7=-339/797,7-9=-339/797,9-11=339!797,
11-13=-634/417,13-15=-634/417,15-17=-911/619,17-18=-911/619,18-20=-911/619,
20-22=-911/619,22-23=-911/619,23-25=-911/619,25-27=-1424/697,25-26=-274/78,
2-4=-405/140,4-44=-345/140,6-45=-377/200,8-45=-294/161,8-10=-303/182,
10-12=-328/265,16-19=-286/268,19-21=-251/173,21-24=-276/114,24-26=-308/82
BOT CHORD 33-36=-393/303,32-36=-393/303,32-37=-262/193,31-37=-262/193,31-38=-421/821,
38 39=-421/821,30-39=-421/821,30-40=-566/1275,40-41=-566/1275,29-41=-566/1275, `,��\
29-42=-566/1275,28-42=-566/12750r.•'••E •.e,9 'ii
WEBS 7-31=-648/370,11-31=1880/928,11-30=450/812,15-30=-651/316,15-29=-195/318, `���,<�,•�\G N S�•.•2� i�
15-28=-348/162,20-28=-528/337,25-28=-735/1438,2-31=-993/475,10-11=-294/192,
5-6=-367/238 No 39380
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4fE;Cat.ll;
Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 E_
plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)All plates are 1.5x4 MT20 unless otherwise indicated. ���5•• ••••••••����
other live loads.
6) his
truss has been desig ed for ali of load otf 20.Opsf on the bottom chord in all areasnwhere a rectangle 3-6-0 tall by 2-0-0 wide will �'� ,
chord live load nonconcurrent th
N A; \��,
fit between the bottom chord and any other members. Thomas A.Alberti PE No.39380
7)Refer to girder(s)for truss to truss connections. MiTek USA,Inc.FL Cert 6634
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)33=184, 6904 Parke East Blvd.Tampa R.33610
27=737,31=1533. Dom;
9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. September 29,2015
10)Graphical purtin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
3-10d(0 148"x3"I or 3-12d-fQ 148"Y3 25")toe- nilq Far more details refer to MiTek's ST-TOFNAIL DetaiL
W -Verity design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE Ml1.7473 rev.02116/2015 BEFORE USE-tAFWZ
gn valid for use only with MITek connectors.This design Is based only upon parameters shown,and is for an Individual building component.
icability of design parameters and proper Incorperatlon of component is responsibility of building designer-not Truss designer.Bracing shown
lateral atpport of IndNkJual web members only. Additional temporary bracing to Insure stability during construction Is the responsibllllty of theMiTek'
tor. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding
caliom quality control,storage,delivery,erection and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety IMonnation available from Truss Plate Institute.781 N.Lee Street suite 312,Alexandria.VA 72314. Tampa,FL 33610
a.
E
o russ
�Io-ol
pe ty y Glen Layton/Hatch Res/JK r
TTassal2
J150229 B15 ial Girder i 1 c
Job Reference o tional
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MTek Industries,Inc. Tue Sep 29 12:25:59 2015 Page 2
I D:42YE Hkg6OyRW kY_trVRRklya8jC-OGXrUoEzgDyZ7CppD?IOEUj5wmbY8thkY3ShOTyYnfc
NOTES-
12)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:1-35=-54,2-35=-94,2-25=-40,27-33=-20,2-14=-94,14-26=-94
Concentrated Loads(lb)
Vert:28=-150(F)32=-68(F)2=-47(F)34=-47(F)36=-68(F)37=-68(F)38=-148(F)39=-150(F)40=-1 50(F)41=-150(F)42=-1 50(F)43=-150(F)44=-47(F)45=27(F)
Q WARNING-Varlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEM11-7473 rev.02116,2015 BEFORE USE.
Design valki for use only with Mfrek connectors.Ihis design Is rased only upon parameters shown,and is for an Individual building component.
Applicability of design parameters and proper Incorporation of component Is responsibility of txtllding designer-not truss designer.Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek•
erector. Additional permanent tracing of the overall structure Is the responsibility of the building designer.For general guidance regarding
fabrication,quality control,storage,delivery,erectlon and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety information available from Truss Plate institute,781 N.Lee Street,Suite 312 Alexandria.VA 22314. Tampa,FL 33610
07C,01 -
Truss Type ty y Glen Layton/Hatch Res/JK
J150229 ROOF SPECIAL 1 1
Job Reference(optional) 77469813
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 12:26:00 2015 Page 1
I D:42YEHkg6OyRW kY_trVRRklyaBjC-sS5Dh8EbbW 401 M N?mjGfmiFHvAuutlgtnjCEYwyYnfb
2-0-0 4-0 0 6-10-12 9 4 0 15-3-8 21-3-0 23-8-4 26-7-0 280 0 22'0
2-0-0 2-0 0 2-10 12 2-5 4 5-11-8 5-11-8 2-5-4 2-10-12 2-0 0 2-0 0
Scale=1:53.8
5x5= 1.5x4 11 5x5=
6 22 7 23 8
8.00 12 1.5x4 11 1.5x4 11
9
5 24
21
4.00 12 3x5 3x5 _
4x7 ii 4 \ 10 4x7 m Cb
11
3x4% 23x4
1 x4 x4 f3
to
20 19 18 25 26 17 27 28 16 15 14
1.50 11 4x4= 3x8= 5x8= 3x8= 4x4= 1.5x4 11
2-0-0 4-0-0 6 10-12 15.3-8 23-8-4 26-7-0 28 7-0 30-7-0
2-0-0 2-0-0 2-10-12 8-4-12 8-4-12 2-10-12 2-0_0 2-0-0
Plate Offsets(X Y) f6:0-2-8,0-1-131.[8:0-2-8,0-1-131,117:0-4-0,0-3-0]
LOADING (psf) SPACING- 2-0-0 CSI. IDEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.11 17-18 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.28 17-18 >999 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(TL) 0.02 16 n/a n/a
BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:1991b FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-12 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.2 WEBS T-Brace: 2x4 SP No.2-6-17
OTHERS 2x4 SP No.2 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.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (Ib/size) 20=788/0-5-8,14=-39/0-3-8,16=149310-5-8
Max Horz 20=153(LC 11)
Max Uplift 20=-271(LC 12),14=100(LC 21),16=-593(LC 12)
Max Grav 20=804(LC 21),14=58(LC 12),16=1493(LC 1)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-1183/464,2-3=-321/174,2-4=-854/309,4-21=-1097/451,5-21=-1045/461,
5-6=-1079/531,6-22=-643/360,7-22=-643/360,7-23=-643t360,8-23=643/360,
8-9=-150/516,9-24=-217/515,10-24=-229/441,10-11=220/355,11-13=-192/287
BOT CHORD 18-19=-350/1092,18-25=-168f767,25-26=-168f767,17-26=-168f767,15-16=-259/209
WEBS 1-20=-759/339,4-18=-258/163,
-20=-759/339,4-18=258/163,618=-212/508,7-17=-3721259,813-15-17=326082048-16=1159/530,1-19=-403/1082, E N,3'-..3Ce
NOTES- /
1)Unbalanced roof live loads have been considered for this design. No 393I.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=31ft;eave=4ft Cat.II; * i
Exp C;Encl.,GCpi=-0.18;MW FRS(directional)and C-C Extedor(2)0-1-12 to 2-0-12,Interior(1)2-0-12 to 9-4-0,Extedor(2)9-4-0 to N
24-3-11,Interior(1)24-3-11 to 28-6-4 zone;cantilever left and right exposed;end vertical left and 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. '�L
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 Q R Q •���,�
fit between the bottom chord and any other members,with BCDL=10.Opsf. ��j;ss••••••••' �� ��
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b)20=271, �� �O N A;
14=100,16=593.
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. Thomas A.Albani PE No.39380
8)Graphical puffin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. MiTek USA,Inc.FL Cert 6634
9)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. 6904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/1611015 BEFORE USE.
Design valid for use only with MRek connectors.This design Is based only upon parameters shown,and is for an individual building component.
Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown
Is for lateral support of Individual web members only. Additlorlal temporary bracing to Insure stability during construction Is the respondbilltiy,of the MiTek*erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding
fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information ava fable from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. 1, Tampa.FL 33610
o fuss runs ype Qty Ply Glen Layton!Hatch Res/JK
T7469814
J150229 CO2 ROOF SPECIAL 1 1
Job Reference(Option
o tional I
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 M7ek Industries,Inc. Tue Sep 29 12:26:02 2015 Page 1
I D:42YEH kg6OyR W kY_trV R RklyaBjC-prD_6gGr77K8_gXOu717r7LdFzdl LI NAE 1 hLdoyYnfz
2-0-0 4-0-0 6-10-12 11-4-0 19-3-0 23-8-4 26-7-0 28-7-0 30-7-0
2-0-0 2-0-0 2-10-12 4-5-4 7-11-0 4-5-4 2-10-12 2-0-0 2-0-0
Scale=1:53.8
4x10=
5x5=
6 22 23 24 25 7
8.00 12
3x5 i 21 26 3x5
5 8
4.00 F12 3x5 3x5�� o
4x7 ii 4 91 4x7
10
3x4% 2 3x4
1 x4 x4 12
20 19 18 17 27 16 15 14 13
1.5x4 II 4x4= 3x4_ 5x5- 3x8= 3x4— 4x4= 1.5x4 11
2-0-0 4-0-0 6-10-12 11-4-0 19-3-0 23-8-4 26-7-0 28-7-0 30-7-0
2-0-0 2-0-0 2-10-12 4-5-4 7-11-0 4-5-4 2-10-12 2-QO 2-0-0
Plate Offsets(X Y)-- [6:0-7-12.0-2-01,[7:0-2-8,0-1-131,[17:0-2-8,0-3-0]
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.10 16-17 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.25 16-17 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.02 15 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:203 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-10 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.2 6-0-0 oc bracing: 15-16,14-15.
OTHERS 2x4 SP No.2 WEBS T-Brace: 2x4 SP No.2-6-16
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) 20=799/0-5-8,15=1446/0-5-8,13=-3/0-3-8
Max Horz 20=192(LC 11)
Max Uplift 20=-274(LC 12),15=-579(LC 12),13=67(LC 21)
Max Grav 20=802(LC 21),15=1446(LC 1),13=60(LC 22)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-2=-1 186/458,2-3=-328/177,2-4=-856/300,4-5=-1051/467,5-21=-814/388,
6-21=-716/402,6-22=-3371250,22-23=-337/250,23-24=-337/250,24-25=-337!250,
BOT CHORD 18-19=-339/1127,
7-25=-337/250,
0 17-18=-257/953,17-27=-104/726,222, ' 0 16-276 104/726,2105/160-408/286 ��•_*NS,A. '4
WEBS 5-17=-421/222,6-17=-1 18/488,6-16=-543/218,8-16=-334/895,8-15=-1223/572, �� tJ`�'`.-
1-19=-396/1086,1-20=-761/337,
.•••.••.
1-19=-396/1086,1-20=761/337,4-18=-256/134,9-15=-255/134 E NB�C•.9�i,'i�
i
NOTES- No 3938 0
1)Unbalanced roof live loads have been considered for this design. `
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=31fh eave=oft;Cat.ll;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 2-0-12,Interior(1)2-0-12 to 11-4-0,Exterior(2)11-4-0 to
22-3-11,Interior(1)22-3-11 to 28-6-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and
forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 i.
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. dO ~1' 0•�•' \ ��
5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �j�s R..•• `�%
6)(it between the Provide mechanical connection(by others)ofm chord and any other uss to bearrimbers,withng plate capable of withstanding 100 Ib uplift at joint(s)13 except Qt=1b) fill
�',S�O fi A±�`����
20=274,15=579.
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. Thomas A.Albanl PE No.39360
8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. MfTek USA,Inc.FL Cert 6634
9)Waming:Additional permanent and stability bracing for truss system(not part of this component design)is always required. 6904 Parke East Blvd.Tampa R.33610
Date:
September 29,2015
Q WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.0211612015 BEFORE USE.
Design valid for use only with MITek connectors.this design Is based only upon parameters shown,and Is for an Individual building component.
Applicability of design parameters and proper Incorporation of component Is responsibility of burlldktg designer-not truss designer.Bracing shown
Is for lateral support of Individual web members only. Addakxlal temporary bracing to Insure stability during construction is the responsibilllty of the MiTek•
erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding
fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa.FL 33610
Jo FUSS FUSS ype :)ty Ply Glen Layton/Hatch Res/JK
77469815
J150229 CO3 ROOF SPECIAL 1 1
Job Reference(optional)
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MiTek Industries,Inc. Tus Sep 29 12:26:03 2015 Page 1
I D:42YEHkg6OyRW kY_trVRRklya8jC-H 1 nMJAHUuRS?cp6aSrgMOKtoLNs44khJThOu9EyYnfY
2-0-0 4-0 0 6 0 14 10 3 8 13-4-0 17-3-0 20 3-8 23 5-4 26-7-0 28-7-0 30-7-0
2-0-0 2-0-0 2-0-14 4-2-10 3-0-8 3-11-0 3-QS 3 4-12 2-10 12 2-0 0 2-0 0
This truss is NOT symmetric.
Proper orientation is essential. Scale 1:58.3
3x5 1.5x4\\
3x5!/ 3x5=
7 258 9 26 10
1.5x4 11 1.5x4 11
5.00 12 6 11
3x5
3x5 12
5 N
4.00 Fj2 3x5 i 3x5 or
4x7 i 4 13 4x7
5
3x4% 2 14 3x4
1 x x4 16
l9
24 23 22 21 27 28 20 19 18 17
1.5x4 11 4x4= 3x4= 5x5= 5x8= 6x6— 4x4= 1.5x4 11
4-0 0 6-0-14 10
31 134-0 1730 20-3-8 23 8-4 23 11-0 26-7-0 28-7-0 30-7-0
2-0.0 2-0-0 2-414 4-2-10 3.0 8 3-11-0 3 0 8 3-4-12 0- -12 2-8-0 2-0 0 2-QO
Plate Offsets(X Y)— [7:0-2-0,0-2-31,[10:0-2-8,0-1-131,120:0-4-0,0-3-01,[21:0-4-0,0-3-01
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.3820-21 >751 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 1.00 Vert(TL) -0.7420-21 >384 180
BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.02 19 Na n/a
BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Weight:212 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-6 oc purlins.
BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing.
WEBS 2x4 SP No.2 WEBS T-Brace: 2x4 SP No.2-9-20
OTHERS 2x4 SP No.2 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
Installation ulde.
REACTIONS. (Ib/size) 24=799/0-5-8,19=1442/0-5-8
Max Horz 24=231(LC 11)
Max Uplift 24=-287(LC 12),19=-518(LC 12)
Max Grav 24=813(LC 17),19=1442(LC 1)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-1214/415,2-3=-336/165,2-4=-877/280,4-5=-1108/452,5-6=-932/380,6-7=-951/483,
7-25=-848/446,8-25=-8481446,8-9=-528/319,9-26=-423/277,10-26=-423/277,
10-11=-450/282,11-12=413/188,12-13=-436/470,13-14=-270/294,14-16=-250/199
BOT CHORD 22-23=-316/1180,21-22=-267/1045,21-27=0/510,27-28=0/510,20-28=0/510, \�t�I I1�►���
19-20=-357/487,18-19=-186/261PS•A; A ',.,
WEBS 5-21=-381/221,12-20=461/950,12-19=1293/716,8-21=-325/760,9-20=-446/301, ��
1-23=363/1112,1-24=774/298,16-18=-182/259,13-19=-247/321 \ E N 92�i
i
NOTES- No 3938 .
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=31ft;eave=oft;Cat.11;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 2-0-12,Intedor(1)2-0-12 to 13-4-0,Exterior(2)13-4-0 to '
20-3-8,Intenor(1)20-3-8 to 28-6-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and
forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 : STA E :��/�
3)Provide adequate drainage to prevent water ponding. w••'
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� Q
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 �j�s '• R ••',`����
betweenfit other
mechan cconnectional nnecttion(by others)rs)of truss to bearing ��N A;
g plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)24=287, ,,'��S
6)Provide
19=518.
7)'Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. Thomas A.Altrani PE No.39380
8)Graphical puffin representation does not depict the size or the orientation of the pufin along the top and/or bottom chord. MiTek USA,Inc.FL Cert 6634
9)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. 6904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
Q WARNING-Verity design parameters and READ NOTES ON THS AND INCLUDED MITEK REFERANCE PAGE M/1-7473 rev.0211672015 BEFORE USE.
Deslgn vdid for use only with MOek connectors.This design is based only upon parameters shown,and h for an Individual building component.
Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.&acing shown
Is for lateral support of Individual web members only. Additional temporary bracing to insure staUllty,during construction is the responsiblillty of the MiTek°
erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding
fabrication,cludtty control.storage.delivery,erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety information avdable from Trim Plate Institute.781 N.Lee Street,Suite 312 Alexandria.VA 22314. Tampa,FL 33610
o fuss runs pe ty y �J.b
on/Hatch Res/JK
7—::�T�746016
J150229 CD4 ROOF SPECIAL 1
erence o tional
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 Mitek Industries,Inc. Tue Sep 29 12:26:05 2015 Pagel
I D:42YEH kg6OyRW kY_trV RRklyaBjC-DQu6kslkP2ijr7GzZGsgTlzgFBZrYYbcw?v?E7yYnfW
2-0-0 2-0-0 4-0-0 6-0-74 10-3-8 15-3-8 20-0-0
3-8 23-8-4 28-3-0 30 7-0
2-0-0 2-0-14 4-2-10 5-0-0 5 3-4-12 4-6-12 2-4-0
5x5= Scale=1:67.3
6
8.00 12 1.5x4 11
19
18 1.5x4 II
5 7
3x5
8
4.00 r12 3x5 i
3x4=
4x7 4 4x4=
9 10
3x4� 2 _
1 x4 fli I116;–
17 16 15 20 21 14 13 12 11
1.5x4 11 4x4= 5x8= 5x8= 5x5= 3x4= 1.5x4 11
2-0-0 4-0-0 6-0-14 70-3-8 15-3-8 20-3-8 23-8-4 23-11-0 28-3-0 30-7-0
2-0-0 2-6-0 2-0-14 4-2-10 5-0-0 5-0-0 3-4-12 0- -12 4-4-0 2-4-0
Plate Offsets(X Y) [14:0-4-0,0-3-01,[15:0-4-0,0-3-01
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 0.73 Vert(LL) -0.33 14-15 >854 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -0.62 14-15 >454 180
BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(TL) 0.02 13 n/a n/a
BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:203 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-5 oc purlins.
BOT CHORD 2x4 SP No.2`Except` BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
14-15:2x4 SP No.1 D WEBS 1 Row at midpt 6-14
WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (Ib/size) 17=799/0-5-8,13=1442/0-5-8
Max Horz 17=264(LC 11)
Max Uplift 17=-286(LC 12),13=-520(LC 12)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-1218/437,2-3=-299/125,2-4=-934/328,4-5=-956/367,5-18=-1133/536,
6-18=-1111/557,6-19=-556/334,7-19=-576/320,7-8=-427/188,8-9=-455/483
BOT CHORD 16-17=-264/257,15-16=-386/1198,15-20=0/471,20-21=0/471,14-21=0/471,
13-14=-343/429
WEBS 5-15=-426/314,6-15=-407/898,6-14=-388/226,7-14=-316/238,8-14=-425/976,
8-13=-13121716,1-17=-761/293,1-16=-388/1122,4-15=-460/258,9-13=-294/373
NOTES- %jJ1111111111
1)Unbalanced roof live loads have been considered for this design. ��```-,1�p,S A• '44
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ff;B=45ft;L=31ff;eave=oft;Cat.II; %% 0``�'• e
18-4 3,Interior(l)r( 28-3-0 to 0-5-4 zone;cantilevers left and or ghtrexposed?end vertical left and right expo ed;C-CEforemembers and
to � � G E N S�•92/�,,i
i
forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 NO 39380 •:
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 100 Ib uplift at joint(s)except Qt=lb)17=286,
13=520.
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �o 0 ••' \���
8)Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. �j�s ••� 1
R ••���?%
1-*,5�O N A�E �
Thomas A.Albani PE No.3080
MITek USA,Inc.FL Cert 6634
6904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev.021162015 BEFORE USE.
Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and Is for an IndlNdual budding component.
Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown
Is for lateral support of Individual web members only. AddBkxral temporary bracing to Insure stability during construction Is the responsibdlity of the dYd' iTek
erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding
fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-a9 and BCSI Building Component 6904 Parke East Blvd.
Safety Information avadabie from Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610
iJob Truss Truss Type ty y Glen Layton i Hatch Res/JK
77469817
J150229 C05 ROOF SPECIAL 1 1
Job Reference(optional)
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 12:26:07 2015 rage 1
I D:42YEHkg6OyR W kY_trV RRklya8jC-9pOt9XK_xgzR4 ROLhhulYA2TV_EAOR8vOJO610yYnfU
2-0-0 4-0 0 6-0-14 10 3-8 15-3-8 20-3-8 23-8-4 27-3-0 ,28-7-0, 30-7-0
2 0 1 2-0-0 2-0-14 + 4-2-10 + 5-0-0 5-0-0 3-4-12 3-6-12 1-4-0 2-0-0
5x5= Scale:3716'=1'
6
19
8.00 12 1.5x4 11 18 1.5x4 11
5 7
6x6
N 8
va
ca
4.0012 3x5�i
4x4= 3x4=
6x6 4
9 10
1
41
� m
N N
17 16 15 20 21 22 14 13 12 11
10x10— 6x6= 5x8= 6x8= 6x6= 3x4= 1.5x4 11
2-0-0 4-0-0 6-0-14 10-3-8 15-3-8 20-3-5 23-8-4 23-.11-0 27-3-0 28-7-0; 30-7-0
2-0-0 2-0-0 2-0-14 4-2-10 5-0-0 5-0-0 3-4-12 0-2-12 3-4-0 1-4-0 2-0-0
Plate Offsets(X Y)-- fl5:0-4-0 0-3-01 (1 TEdge 0-7-0]
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.33 14-15 >857 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -0.61 14-15 >460 180
BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(TL) 0.04 13 n/a n/a
BCDL 10.0 Code FBC2014lfP12007 (Matrix-M) Weight:209 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
1-3:2x6 SP No.1D BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
BOT CHORD 2x4 SP No.2*Except* WEBS 1 Row at midpt 6-15,6-14
14-15:2x4 SP No.1 D MiTek recommends that Stabilizers and required cross bracing
WEBS 2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (Ib/size) 17=799/0-5-8,13=1442/0-5-8
Max Horz 17=269(LC 32)
Max Uplift 17=-1875(LC 33),13=-1907(LC 34)
Max Grav 17=2015(LC 30),13=2069(LC 37)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-3829/3057,2-4=-3520/2776,4-5=-3258/2647,5-18=-2491/1883,6-18=-2037/1465,
6-19=-1746/1526,7-19=-1294/1036,7-8=-825/599,8-9=-1248/1047,9-10=-563/477
BOT CHORD 16-17=-1545/1682,15-16=-1647/2313,15-20=-1 156/1426,20-21=-1475/1745,
21-22=-1475/1745,14-22=-1475/1745,13-14=-462/651
WEBS 5-15=-445/32716-15=-453/940,6-14=-1430/1370,7-14=-341/250,8-14=-1728/2038,
8-13=-2681/2229,3-16=-499/499,1-16=-2814/3522,1-17=-2342/1877,9-12=-297/232,
9-13=-461/568,4-15=-534/327 �,p s A.a q� i,
NOTES- �%
1)Unbalanced roof live loads have been considered for this design. ,�,<`Z` .-'%........
,E N S• B,Q2��i
2)Wind:ASCE 7-10;Vuft=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=31ft;eave=oft;Cat.II; �•�'.
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 2-0-14,Interior(1)2-0-14 to 15-3-8,Exterior(2)15-3-8 to NO 39380
18-4-3,Interior(1)27-3-0 to 30-5-4 zone;cantilever left and right exposed;end vertical left and 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 100 Ib uplift at joint(s)except Qt=1b) ,iii • O
7)This truss hasl907.been designed for a total drag load of 3960 Ib.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag � /•• •����,
loads along bottom chord from 0-0-0 to 11-2-0 for 354.6 plf. �I,"'f „ ,>►�
ill
8)"Semi-rigid pitchbreaks with fixed 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 puffin along the top and/or bottom chord. Thomas A.Albani PE No.39380
MI7ek USA,Inc.FL Con 6634
6904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
Q WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE.
Design valid for use only with Mnek connectors.This design Is based only upon Parameters shown,and Is for an Individual building component.
Applicability of design parameters and proper Incorporatilon of component Is responsibility of building designer-not truss designer.Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the resporlsiblllly of the MiTek*
erector. Additional permanent bracing of the overall structure is the responslbtltty,of file building designer.for general guidance regarding TP+k
fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI i Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,781 N.Lee Street,Sulie 312,Alexandria,VA 22314. Tampa,FL 33610
p runs MISS Type ty 7y-FGGlen Layton/Hatch Res/JK
06 ROOF SPECIAL 1 1b Reference(optional) T7469818
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 12:26:08 2015 Page 1
I D:42YEHkg6OyRW kY_trVRRklyaBjC-d?aFMtLciz5lib?YEOPX50afKOallvP2dz8frSyYnf,r
2-0.0 40.0 6 0 14 10-3 8 15-3-8 20 3-8 23 8-4 26 3-0 30 5-8
2-0.0 2-0.0 2-0-14 4-2-10 5 0 0 5-0.0 3-4-12 2%-12 4-2-B
5x5= Scale:3/16'=1'
6
19
6.00 Fiff 1.5x4 11 18 1.5x4 11
5 7
3x5
8
4.00 52 3x5 i 4x4= 3x4=
9 10
4x7-:r- 4
22
3x4% 2 ?
Ji 1 x4 i `v
6 N
17 16 15 20 21 14 13 12 11
1.5x4 11 3x8= 5x8= 5x8= 3x4= 3x4= 1.50 11
2-0-0 4-0.0 6 0-14 10-3-8 15-3 8 20-3-8 23 8-4 26 3 0 30-5 8
2-0.0 2-0.0 2-0-14 4-2-10 5 0 0 5-40 3 4-12 2 6 12 4.2-8
Plate Offsets(X,Y) 114'0-4-0 0-3-01 fl5'0-4-0 0-3-01 fl6'03-8 0-1-81
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.33 14-15 >859 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -0.62 14-15 >458 180
BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(TL) 0.02 13 We n/a
BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:208 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-3 oc puffins.
BOT CHORD 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
14-15:2x4 SPNo.ID WEBS i Row atmidpt 6-14
WEBS 20 SP No.2 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (Ib/size) 17=809/0-5-8,13=1397/0-5-8,11=26/0-5-8
Max Horz 17=243(LC11)
Max Uplift 17=-270(LC 12),13=-571(LC 12),l l=-70(LC 21)
Max Grav 17=809(LC 1),13=1397(LC 1),11=109(LC 22)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-1217/444,2-3=-303/138,2-4=-901/315,4-5=-942/361,5-18=-1089/529,
6-18=-1067/550,6-19=-472/290,7-19=-493/276,7-8=-358/133,8-9=-206/408
BOT CHORD 15-16=436/1189,15-20=-37/462,20-21.37/462,14-21=37/462,13-14=-366/204
WEBS 5-15=-427/314,6-15=-404/897,6-14=-374/97,7-14=-346/259,8-14=-327/993,
B-13=-1256/511,1-16=38711117,1-17=-771/317,4-15=-461/257,9-12=-64/252,
10-12=-264/161,9-13=-252/117
NOTES- -^ �e NS A. '4 �e*��
1)Unbalanced roof live loads have been considered for this design. �� r�\v`.
2)Exp C;EncIE,GCpi=01181 MW FRS(directional)nd gust)
d C-C101 Exte nor()0-1-12 to 2f-0 2,Interior(l)2-0-12 o 15-3-8,Exte or(2)15-3-8 t Il, :`����'..\ G•E•N s� ��i/��i
18-4-1,Intedor(1)26-3-0 to 30-3-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and
No 39$80
forces 8r 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.Opst 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. i S TA• E 07`
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)11 except Qt=1b)
17=270,13=571. " Q'•'"
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. i �s" < R �•���`��
8)Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. .
. ON N AL ,��%
��►//1111111��`
Thomas A.Albani PE No.39380
MiTek USA,Inc.FL Cert 6634
6904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
Q
WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED UrrEK REFERANCE PAGE M P7473 rev.02/15/2015 BEFORE USE.
Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and is for an Individual building component.
Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek'
erector. Additional permanent bracing of the overall structure Is the responsibility of the buildlrig designer.For general guidance regarding
fabfcation,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSO-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information ava►abie from Truss Plate Institute,781 N.Lee Street Suite 312.Alexandria,VA 22314. Tampa,FL 33610
oTruss Truss Type Qty y Glen L�ayton/Halch Res/JK77469819
C07 ROOF SPECIAL 4 1Job 0 tfonal
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 1228.09 2015 Page 1
I D:42YEHkg6OyR W kY_trV R Rklya8jC-6B8daDLETHD9KkZko6wmeb7p?ow3UMhCrctDNuyYntS
2-0-0 4-0-0 10-3-8 15-3-8 20-3-8 23-11-0
2-0-0 2-0-0 6-3-8 5-0-0 5-0-0 3-7-8
5x5= Scale=1:62.6
6
15
8.00 F12 1.5x4 II 14 1.5x4 II
5 7 16
3x5 Q
8
4.00 F12 3x5 G
47 i 4
CP
3x4 5 2 v
1 x47�--
13 12 11 17 18 10 9
1.5x4 4x4= 5x8= 3x8— 1.5x4 11
2-0-0 4-0-0 10-3-8 15-3-8 20-3-8 23-11-0
2-0 0 2-0-0 6-3-8 5-0-0 5-0-0 3 7-8
Plate Offsets(X Y)-- [11:0-4-0,0-3-01
LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.32 10-11 >887 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -0.60 10-11 >474 180
BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(TL) 0.02 9 n/a n/a
BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight:168 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-6 oc purlins, except
BOT CHORD 2x4 SP No.2`Except` end verticals.
9-11:2x4 SP No.1 D BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.2 WEBS 1 Row at midpt 6-10
F
Tek recommends that Stabilizers and required cross bracing
installed during truss erection,in accordance with Stabilizer
tallation guide
REACTIONS. (Ib/size) 13=874/0-5-8,9=874/0-5-8
Max Harz 13=376(LC 11)
Max Uplift 13=-311(LC 12),9=-317(LC 12)
Max Grav 13=874(LC 1),9=896(LC 17)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-1327/527,2-3=-327/157,2-4=-1010/381,4-5=-1041/448,5-14=-1229/614,
6-14=-1207/635,6-15=-760/459,7-15=-781/445,7-16=-590/295,8-16=-614/293,
8-9=-956/370
BOT CHORD 12-13=-376/274,11-12=-629/1340,11-17=-232/564,17-18=-232/564,10-18=-232/564
WEBS 5-11=-426/313,6-11=-403/889,7-10=-368/272,8-10=-273/780,1-12=-464/1219,
1-13=-835/365,4-11=-461/257 ��♦�-^,PS"4'+q�,n,���
♦ \V` �7 4I
NOTES- ♦♦.��• •Cr E N••,• 'Q
1)Unbalanced roof live loads have been considered for this design. ��,< •,• \ S' �i
2)Wind:ASCE 7-10;Vuit=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45tt;L=24ft;eave=4ft;Cat.11; 11S,
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 2 0-12,Interior(1)2-0-12 to 15-3-8,Exterior(2)15-3-8 to N O 39380
18-3-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS 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 '• b ��}
fit between the bottom chord and any other members,with BCDL=1 O.Opsf. i. T E
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=lb)13=311, i
9=317.
6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �j�s••••.• •� ♦♦
7)Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
Thomas A.Albani PE No.39380
MiTek USA,Inc.FL Cert 6634
6904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MI1-7473 rev.0217572015 BEFORE USE.
Design valid for use only with MlTek connectors.This design is based only upon parameters shown,and Is for an individual building component.
Applk;abYlty,of design parameters and proper incorporation of component Is responsliolllty of building designer-not truss designer.Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the MiTek
erector. Additional permanenT bracing of The overall structure Is the responsibility of the building designer.for general guidance regarding
fabrication,quality control.storage,delivery,erection and brachg,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandfla.VA 22314. Tampa,FL 33610
o russ
Truss Type Y �Glenlayton/Hatch Res/JK
T7assa2o
108 ROOF SPECIAL GIRDER 1 3nce O tional
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 12:26:112015 Page 1
I D:42YEH kg6OyRW kY_trVR Rklya8jC-2aGO?vNV?uTtZ2j7wW zEjOCFMcf1 yGdVJwMKRnyYntO
8-8-10 13-3-817-3-8 23-11-0
2-0-0 6-9-10 4-6-14 4-0-0 6-7-8
4x4= Scale=1:62.6
7
3x5 i 3x5_�
6 8
8.00 12 15
1.5x4 II
3x6
5 3x5
9
4.00',12 3x5
6x8 ii 4
rn
2 a
Q
14 19 20 13 21 22 12 23 24 11 25 10
4x10= 8x8= 8x8- 8x8— 8x8=
3x8 11
2-0-0 a-8-10 13-3-8 15-3-8 17-3-8 23-11-0
2-0-0 6-8-10 4-6-14 2-0-0 2-0-0 6-7-8
Plate Offsets(X Y)— [11:0-3-8,0-5-41,[12:0-3-8,0-4-01,[13:0-3-8,0-4-81,[14:0-4-0,0-6-01
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.14 12-13 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(TL) -0.30 12-13 >941 180
BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(TL) 0.02 10 rVa n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:612 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2`Except' TOP CHORD Structural wood sheathing directly applied or 3-8-6 oc purlins, except
1-3:2x8 SP No.1D end verticals.
BOT CHORD 2x8 SP No.1 D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
WEBS 2x4 SP No.2 6-0-0 oc bracing:10-11.
JOINTS 1 Brace at Jt(s):15
REACTIONS. (Ib/size) 1=4137/0-5-8,10=3965/Mechanical
Max Horz 1=373(LC 24)
Max Uplift 1=-1682(LC 8),10=-1 530(LC 8)
Max Grav 1=4137(LC 1),10=4011(ILC 2)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-7221/2956,2-4=-7409/3058,4-5=-6254/2530,5-6=-3961/1639,7-8=-398/150,
8-9=-3887/1575,9-10=-4458/1748
BOT CHORD 1-14=-2576/6292,14-19=-2524/6170,19-20=-2524/6170,13-20=-2524/6170,
13-21=-2028/5174,21-22=-2028/5174,12-22=-2028/5174,12-23=-1191/3209,
23-24=-1191/3209,11-24=-1 191/3209
WEBS 3-14=-429/854,3-4=-635/1387,8-11=-667/1819,9-11=-1405/3921,6-12=-864/2192,
5-12=-3318/1444,5-13=1 444/3602,4-13=-1148/636,6-15=-2985/1364,8-15=-2985/1364
NOTES-
.
A ,'
1)3-ply truss to be connected together with 10d(0.131"x3")nails as follows: `� 0 �eA X00
To chords connected as follows:2x8-2 rows staggered at 1-0-0 oc,2x4-1 row at 1-0-0 oc. ,• '7j1
Bottom chords connected as follows:2x8-2 rows staggered at 0-5-0 oc. ,���,<`r, Ci E N S'�.,�•
Webs connected as follows:2x4-1 row at 1-0-0 oc. '
2)All Toads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply
No 393.80 '
connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. * _
3)Unbalanced roof live loads have been considered for this design. — �`�`
4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2pst;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.11; A
-p; /
Exp C;Encl.,GCpf=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL--1.603} !Tp
plate grip DOL=1.60
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��✓� ' 4%
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 �� f3 G\�4�'
fit between the bottom chord and any other members,with BCDL=10.Opsf. �I SS) �� �%
7)Refer to girder(s)for truss to truss connections. �IN A,`,,���
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Ot=lb)1=1682, 1,,�
10=1530. Thomas A.Albani PE No.39380
9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. Mrrek USA,Inc.FL CeR 6634
10)Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 6904 Parke East Blvd.Tampa FL 33610
11)Use Simpson Strong-Tie HTU26(20-1Od Girder,14-10dx1 1/2 Truss,Single Ply Girder)or equivalent at 5-4-12 from the left end to Date;
connect truss(es)to back face of bottom chord. September 29,2015
12)Use Simpson Strong-Tie HTU26(20-10d Girder,11-1 Odx1 1/2 Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting
WA NTNG-Ver!/y design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE M/1-7473 rev.02/16/2015 BEFORE USE.
Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and is for an individual building component.
Applicability of design parameters and proper klcorporatlon of component Is respon,"Ifty of building designer-not truss designer.Bracingshown
Is for lateral support of Individual web members orgy. Additional temporary bracing to Insure stability during construction Is the responsit-Ality of the Mitek•
erector. Addilional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding
fabrication,quality control,storage,delivery,erection and bracing,conSlgt ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Rate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa.FL 33610
�Job Truss Type ply Glen Layton!Hatch Res/JK
nas9a2o
J150229 COB ROOF SPECIAL GIRDER 1 3 Job Reference(optional)
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 M7ek Industries,Inc. Tue Sep 29 12:26:112015 Page 2
I D:42YEHkg6OyR W kY_tTVRRkiya8jC-2aGO?vNV?uTtZ2j7wW zEjOCFMcf 1 yGdVJwMKRnyYnfO
NOTES-
13)Fill all nail holes where hanger is in contact with lumber.
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(pit)
Vert:1-2=-54,2-7=-54,7-9=-54,10-16=-20
Concentrated Loads(lb)
Vert:12=-780(B)19=-1462(B)20=-489(B)21=-492(6)22=-780(B)23=-780(B)24=-780(B)25=-780(6)
0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MIF7473 rev.0211612015 BEFORE USE.
Design valid for use only with Mffek connectors.Tints design Is based only upon parameters shown,and is for an Individual building component.
Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.BicxAng shown
Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the Mitek•
erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.for general guidance regarding
fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610
i
p russ russ ype ty y Glen Layton/Hatch Res/JK
T7469821
J150229 D01 ROOF SPECIAL GIRDER 1 1
Job Reference(optional)
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 12:26:14 2015 Page t
V
I D:42YE Hkg6OyR W kY_trV RRklya8jC-S9xW dxPN IprRQW Sibf W xKfggdphi9d0x?ub_26yYnfN
2-0- 4-0-0 6-0-0 10-11-8 15-11-0 17-11-0 19-11-0 21-11-0
2-5-20 2-0-0 2-0-0 4-11-8 4-11-8 2-0-0 2-0-0 2-0-0
Scale=1:38.3
5x5=
3x8= Sys=
8.00 12 5 19 20 21 6 22 23 24 7
1.5x4 11
1.5x4 II 1.5x4
1.5x4
4.00 12 4 8
4x7 i 1 4x7
0
9 v
2 3x4 z:� c
3x4
11
1
T 1 �
17 25 26 16 27 28 is 29 30 14 31 32 13
18
6x6- 12
3x6 I I 4x10= 6x6= 5x5— 4x10= 3x6 I!
r 2-0-04-0-0 6-0-0 6-8-0 10-11-8 15-0-4 15-11- 12_0_7-11-0 19-11-0 21-11-0
2-0 0 2-0-00-8-0 4-3-8 4-0-12 -10-12 0 l-o-o r-u-u
Plate Offsets(X Y) [5:0-2-8,0-1-131,17:0-2-8,0-1-131,[15:0-2-8,0-3-0]
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.07 13-14 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(TL) -0.11 13-14 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(TL) 0.01 12 rVa n/a
BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight:140 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2`Except' TOP CHORD Structural wood sheathing directly applied or 4-3-12 oc purlins.
1-3,10-11:2x4 SP No.1 D BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
BOT CHORD 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing
WEBS 2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (Ib/size) 18=-155/0-3-8,12=860/0-5-8,16=2625/0-5-8
Max Horz 18=85(LC 7)
Max Uplift 18=-217(LC 18),12=-447(LC 8),16=-1525(LC 8)
Max Grav 18=161(LC 6),12=887(LC 18),16=2625(LC 1)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-308/460,2-4=-302/507,4-5=-269/547,5-19=-355/728,19-20=-355/728,
20-21=-355!728,6-21=-355/728,6-22=-975/608,22-23=-975/608,23-24=-975/608,
7-24=-975/608,7-8=-1374/814,8-9=-1010/536,9-10=-323/192,9-11=-1335/695
BOT CHORD 17-25=-564/393,25-26=-5641393,16-26=-564/393,16-27=-299/542,27-28=-299/542,
15-28=-299/542,15-29=-299/542,29-30=-299/542,14-30=-299/542,14-31=-500/938,
31-32=-500/938,13-32=-500/938
WEBS 11-12=-855/459,5-16=-877/521,6-16=-1664/960,6-14=-380/64211-17=-423/306,
10-13=-407/282,8-10=-399/277,11-13=-622/1219,5-17=-221/375,7-13=-240/408
NOTES-
1) �`` �� PG E N
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasal=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.11; •• '. �i
Exp C;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL--1.60 = No 39380. s
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 -10
fit between the bottom chord and an other members. %• a -£TA E.-OT +
Y -..-a '
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)18=217,
12=447,16=1525. do
i
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ijs••• R •••`�,`�
`
8)Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. '���S�0 N A
L
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)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)188 Ib down and 171 Ib up at
6-0-0,and 188 Ib down and 171 Ib up at 15-11-0 on top chord,and 250 Ib down and 184 Ib up at 5-9-14,324 Ib down and 248 Ib up at Thomas A.Albanl PE No.39360
6-2-2,and 324 Ib down and 248 Ib up at 15-8-2,and 250 Ib down and 184 Ib up at 16-1-2 on bottom chord. The design/selection of MiTek USA,Irlc.FL Cert 6634
such connection device(s)is the responsibility of others. 6904 Parke East Blvd.Tampa FL 33610
11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). Date:
September 29,2015
WA NTNG-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1.7473 rev.02116/2015 BEFORE USE.
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for on Individual building component.
Applicability of design parameters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the resporuiblllty of the
erector. Additional permanent bracing of tine overall stricture Is the responsibility of theMiTek^
building designer.for general guidance regarding M
fabricallort quality control,storage,delivery•erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information avallcble from Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610
I
o fuss runs ype Qty �Ply Glen Layton/Hatch Res/JK
naseazl
J150229 Doi ROOF SPECIAL GIRDER 1 1
Job Reference(optional)
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MTek Industries,Inc. Tue Sep 29 12:26:15 2015 Page 2
I D:42YEHkg6OyR W kY_trvRRklyaBjC-wLVugHQ?37z12f1 u9M 1 AtsNrN D1 xu4e4EYKXaYyYnfM
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:1-2=-54,2-5=-54,5-7=-54,7-9=-54,9-11=54,12-18=-20
Concentrated Loads(lb)
Vert:5=-10(B)7=-1O(B)19=-66(B)21=-66(B)22=-66(B)24=-66(B)25=-250(B)26=324(B)27=-75(B)28=-75(B)29=-75(B)30=75(13)31=-324(B)32=-250(8)
Q WARNING-verity design parameters and READ NOTES ON TN/S AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.0211 WO15 BEFORE USE. i
Design valid for use orgy with MITek connectors.This design Is based only upon parameters shown,and Is for an Individual building component.
Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown
Is for lateral support of Individual web members only. Additional Temporary braid ng to Insure stability during construction Is the responslbillity,of the WOWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer.for general guidance regarding
fabrication,quality control,storage.delivery.erection and bracing.consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Instfhtte,781 N.Lee Street,Suite 312,Alexandria VA 22314. Tampa,FL 33610
o russ russ ype ty y Glen Layton!Hatch Res/JK
nassa22
J150229 002 ROOF SPECIAL 1 1
Job Reference o tional
Manning Building Supplies,Jacksonville,FL,Lot 136 Meadow Oaks 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 12:26:16 2015 Page 1
I D:42YE Hkg6OyR W kY_trVRRklya8jC-PX3H2cRegR59fpc4i4ZPQ4w5odVsdf2ESC447_yYnf L
2-0-0 4-0-0 8-0-0 13-11-0 17-11-0 19-11-0 21-11-0
2-0-0 2-0-0 4-0-0 5-11-0 4-0-0 2-0-0 2-0-0
Scale=1:38.7
5x5= 5x5=
5 19 20 21 6
8.00 FIT
3x5 �, 22 18 3x5
4'00 F12 4 7 O
4x7 G 4x7 Q
N
8
3x4% 2 x4% 1. x4 3x4
i 1 10
1
I6
14 13 12
17 16 1511
1.5x4 11 4x4- 3x4= 5x5- 3x4= 4x4— 1.5x4 11
2-0-0 4-0-0 6-10-12 10-11-8 17-11-0 19-11-0 2
21-11-0
2-Q 0 2-0-0 2-10-12 4-0-12 6-11-8 2-0-0 -0-0
Plate Offsets(X Y) [5:0-2-8,0-1-131,[6:0-2-8,0-1-131,[14:0-2-8 0-3-01
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.02 12 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(TL) -0.05 11-12 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.00 11 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:139 lb 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 6-0-0 oc bracing.
WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (Ib/size) 17=38/0-3-8,15=1117/0-5-8,11=445/0-5-8
Max Horz 17=123(LC 11)
Max Uplift 17=36(LC 22),15=-452(LC 12),11=-1 44(LC 12)
Max Grav 17=90(LC21),15=1117(LC 1),11=473(LC 22)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 4-18=-150/328,5-18=-141/433,6-22=-356/214,7-22=-450/198,7-8=-407/125,
8-10=-627/220
BOT CHORD 13-14=-30/279,12-13=-142/502
WEBS 5-15=-8841434,5-14=-180/447,6-14=-358/214,6-13=-108/297,10-11=-435/195,
4-15=-324/174,10-12=-175/564,7-13=-322/173
NOTES-
1)Unbalanced
roof live
loads
2)Wind:ASCE 7-10;Vu30mph(3 second gust)Vasd=101mmph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=2411;eave=oft;Cat.ll;
����`^'S,A„l,�
Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-1-12 to 2-0-12,Interior(1)2-0-12 to 8-0-0,Exterior(2)8-0-0 to `% P A i
16-11-0,Interior(1)16-11-Oto 19-10-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and ,����`� Ci E N
forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 '• �' ��
3)Provide adequate drainage to prevent water ponding. :• No 39.380 ••:.
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 100 Ib uplift at joint(s)17 except Qt=1b) '0
15=452,11=144. •`��
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
•
8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 0 • Q R �• ����,
is
Thomas A.Albani PE No.39380
MiTek USA,Inc.FL Can 6634
6904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
0 WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE M11.7473 rev.02/1&2015 BEFORE USE.
Design valid for use only with MiTek connectors.This design is lased only upon Parameters shown,and is for an Individual brtildirlg component.
Applk:ablilly of design parameters and proper Incorporation of component Is responslbillty of building designer-not truss designer.Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing to Intim stability during construction Is the responsibility of fly,, MiTek'
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guldance regarding
fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information avalable from Truss Plate InstihAe.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610
Jot) ' FUSS Fuss Type y Glen Layton I Hatch Res/JK
77469823
J150229 D03 ROOF SPECIAL 1 1
Job Reference Innfinnall
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7-630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 12:26:18 2015 Page 1
I D:42YEHkg6OyR W kY_trVRRkiya8jC-LWBI TISuL2Ltv7mTgUbtVV?RGQ5K5UXXWWZBBtyYnfJ
2-0.0 40 0 6-10 12 10-0-0 11-11-0 15-0-4 17-11-0 21-11-0
2-0.0 2-0.0 2-10.12 3-1-4 1-11-0 3-1-4 2-10-12 4-0-0
3x5 Scale=1:44.1
3x4= 3x5// 3x4=
6 7 8 9
8.0012 1.5x4 11 1.5x4 11
5 10
3x5 i 3x5 o
4.00 F12 11
r
4x7�i 4 4x7
13 12
3x4% 2 x4 x4\ 4 4
1
Ia
1918 21 22 17 16 15
1.5x4 I I 4x4= 5x8= 3x8= 4x4= 1.5x4 11
2-0.0 0 6-10-12 10.0 0 11-11-0 15.0 4 17-11-0 19-11-0 21-11-0
2-0-0 2-0.0 2-10.12 3-1-4 1-11-0 3 1-4 2-10.12 2-0.0 2-0-0
Plate Offsets()1%Y)- [6:0-2-0.0-2-31,f9:0-2-0,0-2-31,[18:0-4-0,0-3-01
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Verl(LL) -0.12 17-18 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.26 17-18 >673 180
BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.00 15 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:143 lb 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 Not BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
WEBS 2x4 SP No.2 6-0-0 oc bracing:18-19.
MiTek recommends that Stabilizes and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (Ib/size) 20=72/0-3-8,18=1059/0-5-8,15=46810-5-8
Max Horz 20=160(LC 11)
Max Uplift 20=-18(LC 22),18=-456(LC 12),15=-145(LC 12)
Max Gram 20=126(LC 21),18=1059(LC 1),15=476(LC 22)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 4-5=-154/316,5-6=-48/287,8-9=-479/287,9-10=-531/292,10-11=-506/202,
11-12=-404/110,12-14=-625/217
BOT CHORD 16-17=1 38/500
WEBS 5-18=-261/201,14-15=-435/195,7-18=-667/319,8-17=-259/586,14-16=-172/562,
11-17=-256/161
NOTES- ,%%o l I I I I I I/IIIII
2)Wind:ASCE 1)Unbalanced r7-10;Vult=1130mph(3 second gust)Vasdoof live loads have been considered for =101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25tt;B=4511;L=24ft;eave=4ft;Cat.II; �•s design. `�p�Ps A.
q4e�'���
Exp C;0,I tlerior(1)15-0-4 oN19-10-4FRS 1zone;cantillever lett and right exposed end vertical left and right exp sed;C-C for omembe s and ��`�� "�\G"E"NSF•�2��i
forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip D0L=1.60 No 39380 �
3)Provide adequate drainage to prevent water ponding. s
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.Opst 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 100 Ib uplift at joint(s)20 except Qt=lb) T
18=456,15=145.
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �� 0 \ �%
8)Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. �j�s •........ �?%*%
III fill I
Thomas A.Albani PE No.39380
MiTek USA,Inc.FL Cert 6634
6904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
Q WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.02/16/2015 BEFORE USE.
Design valid for use only with Mnek connectors.This design is based only upon parameters shown,and Is for an Individual building component.
Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not fruss designer.Bracing shown
is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the
mere d MiTek'
building de ner.For general guidance regarding erector. Additional permanent bracing of 61e overall structure h The responsibility of the ig sig 9 9
fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Intormallon avalable from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa.FL 33610
o russ russ ype QtyTy Glen Layton/Hatch Res/JK
T7asseza
J150229 D04 ROOF SPECIAL 3 1
Job Reference o tionai
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 12:26:19 2015 Page 1
1 D:42YE Hkg6OyR W kY_trVR Rkiya8jC-p61 PgeTW 6MTkW HKfOC661 iYgTgQ3g02g8AIIjJyYnfl
2-0-0 4-0-0 6-10-12 10 11-8 15-0-4 19-11-0 21-11-0
2-0-0 2-0-0 2-10-12 4-0-12 4-0-12 4-10-12 2-0-0
5x5= Scale=1:46.0
6
8.00 12
1.5x4 11 18 19 1.5x4 11
5 7
3x5
n
4.00 FIT 1.5x4 5,4x7�i 4 8
3x4% 2
X4
1
o
III
20 21 10
13 12 11 9
1.5x4 11 4x4= 5x8= 3x8= 3x4
2-0-0 4-0-0 6-10-12 15-0-4 19-11-0 21-11-0
2-0-0 2-0-0 2-10-12 8-1-8 4-10-12 2-00
Plate Offsets(X Y)-- [1170-4-0,0-3-01
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 0.23 Vert(LL) -0.14 10-11 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(TL) -0.27 10-11 >677 180
BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.01 9 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:133 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, Except:
WEBS 2x4 SP No.2 6-0-0 oc bracing: 11-12.
WEBS 1 Row at midpt 6-11
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (Ib/size) 9=483/0-5-8,13=101/0-3-8,11=1015/0-5-8
Max Horz 13=195(LC 11)
Max Uplift 9=-148(LC 12),13=-7(LC 8),11=-434(LC 12)
Max Grav 9=494(LC 18),13=119(LC 21),11=1021(LC 17)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 4-5=-127/269,6-18=-3/277,6-19=-620/331,7-19=-637/314,7-8=-530/202,8-9=-666/248
BOT CHORD 9-10=-146/516
WEBS 6-10=-288/649,7-10=-287/220,6-11=-618/259,5-11=-274/207
NOTES-
2)Wind:ASCEanced roof live 7-10;Vu tads have been considered for 130mph(3 second gust)Vasal=101 mph;TCDL=4.2psh BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.ll; J,,s design. OPS A.q� �
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 2-0-12,Interior(1)2-0-12 to 10-11-8,Extedor(2)10-11-8 to �� C)•••. ,
I
13-11-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions ,����` �G E N,3•'.'92
shown;Lumber DOL=1.60 plate grip DOL=1.60 •• �' F ••• ��
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. No 39380
4)'This truss has been designed for a live load of 20.Opst 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.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)13 except Qt=lb)
9=148,11=434. f
6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. i. T
7)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. op
Thomas A.Aibani PE No.39380
MiTek USA,Inc.FL Cert 6634
6904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
Q WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev.021166,217015 BEFORE USE.
Design valid for use only with MiTek connectors.This design Is based only upon parameters shown,and is for an Individual building component.
Applicability of design parameters and proper incorporation of component IS nesponslINIRy of brdldkig designer-not truss designer.&acing shown
Is for lateral support of Individual web members only. Additional temporary tracing to Insure stability doing construction Is the responsibility of the MiTek
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding
fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandila,VA 22314. Tampa.FL 33610
0 ru5s russ ype ty y Glen Layton/Hatch Res/JK
77469825
J150229 E01 ROOF SPECIAL GIRDER 1 1
Job Reference optional
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 12:26:21 2015 Page 1
I D:42YEHkg6OyR W kY_trVRRklyaBjC-IVs95KVmezjSmaU2Vd8a77ds3e4pluizcUnroCyYnfG
2-0-0 8-00-00 1-19-11-01-0 14-7-0 17-11-0
2-0-0 2-0-0 4- - 4-8-0 3-4-0
4x7= Scale=1:35.1
4x4=
5 6
8.00 12
3x5 i
4.0071-2 4 44= 3x8 0
6x6�i 7 8
v
2
x
1 �
N
13 i512 1116 10
14 8x8— 9 3x6 I
5x5= 3x4= 3x8= 5x5=
2-0-0 4-0-0 8-0-0 9-11-0 14-7-0 17-11-0
2-0-0 2-0-0 4-0-0 1-11-0 4-8-0 3-4-0
Plate Offsets(X Y)-- [5:0-5-4 0-2-01 [14-Edge 0-6-121
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.11 12-13 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.65 Vert(TL) -0.16 12-13 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.47 Horz(TL) 0.04 9 Na n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:122 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2`Except` TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc purlins, except
1-3:2x6 SP No.2 end verticals.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-8-12 oc bracing.
WEBS 2x4 SP No.2 FMiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (Ib/size) 9=1354/0-5-8,14=1354/0-5-8
Max Horz 14=192(LC 7)
Max Uplift 9=-785(LC 8),14=-784(LC 8)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-2065/1225,2-4=-1946/1180,4-5=-1933/1274,5-6=-1582/1116,6-7=-1945/1259,
7-8=-1682/1039,8-9=-1319/784
BOT CHORD 13-15=1044/1774,12-15=-1044/1774,11-12=-1040/1566,11-16=1016/1757,
10-16=-1016/1757
WEBS 5-12=490/757,6-11=-436/-717,7-11=-328/217,7-10=-1161/772,8-10=-1235/2068,
4-12=-308/181,1-14=-1317!790,1-13=-1097/1867
NOTES- ,`�I/IIIIIIIIf�,,I
1)Unbalanced root live
loads
2)Wind ASCE7-10;Vult30mph(3 second gust)Vasd= ,,
101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ff;B=45ft;L=24f;eave=oft;Cat.11; ��` 0`v`PS,A
Exp C;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 � •.��G E
plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding. NO 39380 •+ _ _
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 100 Ib uplift at joint(s)except(jt=1b)9=785,
14=784. i �. f TA E W:
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
8 Graphical puffin representation does not depict the size or the orientation of the uriin along the to and/or bottom chord.
aP P P P P 9 P �i •• 0 R �,••• \ ��
Hanger(s)or other connection
ce(s)shall be provided
to support
9)and 335 Ib down and 269 Ib up atV19-8d 329 lb down and 330 Ib up at '2oandon top 246 b ddOt n and 206t1d 246 lb down b up and 02062bonpb from chorda The design/se5 lb down and�ectlo69 nd load(s)329 lb down and 330 bopat f such 8-2-2,up aft O i�1�04..N A�
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). Thomas A Albanl PE No.39380
MiTek USA,InC.FL Cert 6634
LOAD CASE(S) Standard 6904 Pafke East Blvd.Tampa FL 33610
Date:
September 29,2015
WA Ni G-Veritydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev.02715120/5 BEFORE USE.
Design valld for use only with MI7ek connectors.This design Is based only upon parameters shown,and is for an Individual building component.
Applicability of design parameters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown
Is for lateral support of Individual web members only. Additional temporary tracing to Insure stability during construction is the responsib911ty of the MiTek'
erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding
fabricatlon,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312-Alexandria,VA 72314. Tampa,FL 33610
o russ russ ype ty y Glen Layton/Hatch Res/JK
T7as9azs
J150229 E01 ROOF SPECIAL GIRDER 1 1
Job Aofp 1o tional
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MTek Industries,Inc Tue Sep 29 1226:212015 Page 2
I D:42YE Hkg6OyR W kY_trVRRklya8jC-IVs95KVmezjSmaU2Vd8a77ds3e4pl wzcUnroCyYnfG
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(pit)
Vert:1-2=-54,2-5=-54,5-6=-54,6-7=-54,7-8=-54,9-14=-20
Concentrated Loads(lb)
Vert:5=-121(6)6=-121(B)12=-335(8)11=-335(8)15=-246(8)16=-246(6)
Q
WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev.0211612015 BEFORE USE.
Design valkl for use only with Mflek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. a
Applicability of design parameters and proper Incorporation of component Is respo nst Ality of Lxdlding designer-not truss designer.Bracing shown
Is for lateral support of Individual web members oMy. Additkmd temporary bracing to Insure stability during construction Is the responsibility of the MiTek'
erector. Additional permanent tracing of the overall structure Is the responsibility of the building designer.For general guidance regarding
fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCS]Building Component 6904 Parke East Blvd.
Safety Information avallab]e from Tmss Plate institute,781 N.Lee Street.Suite 312 Alexandria,VA 22314, Tampa,FL 33610
Job Truss fuss ype Qty y Glen Layton/Hatch Res/JK
77469826
J150229 E02 ROOF SPECIAL 1 1
Job Reference(optional)
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 12:26:22 2015 Page 1
I D:42YEHkg6OyR W kY_trV R RklyaBjC-DhQYIgVOPHsJ Nk3E3Kfpf LA5v1 V41 M26r8XPKeyYnfF
4-0-0 8-11-8 13-7-0 17-11-0
4-0-0 4-11-8 4-7-8 4-4-0
4x4= Scale=1:38.4
5
8.00 12
14
13
i 4x4= 3x4=
3x5 i
6 7
4.00 12 4
4x7 i 15
3x4 2 d. x4
N
1 m
m
12 it 10 9 8
1.5x4 11 4x4= 3xB= 3x4= 1.5x4 I i
2-0-0 4-0-0 8-11-8 13-7-0 17-11-0
2-0-0 2-0-0 4-11-8 4-7-8 4-4-0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.04 10-11 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(TL) -0.09 10-11 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(TL) 0.01 8 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:1091b FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-15 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-9-15 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (Ib/size) 8=652/0-5-8,12=652/0-5-8
Max Horz 12=222(LC 11)
Max Uplift 8=-236(LC 12),12=-233(LC 12)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-944/386,2-3=-257/142,2-4=-669/257,4-13=-679/318,5-13=-657/338,
5-14=-649/320,6-14=-666/306,6-15=-724/348,7-15=-724/348,7-8=-613/307
BOT CHORD 10-11=-446/891,9-10=-368/751
WEBS 5-10=-187/470,6-10=-309/199,6-9=-420/259,7-9=-378/859,4-10=-399/215,
1-12=-616/288,1-11=331/861
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Exp CAEncE GCpiv0.118;MW FRS(dircond ectional)al)gust)d C-C1 01 Exterlpar;(2)O-1-12 to 2-0 2,Interior(l)2-0 12 o 8-11 f -8,Exterior(2)oar(2)8-11-8 to 1 ��%`^'S t A. ���,�
11-11-8,Interior(1)13-7-0 to 17-9-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and `�� P .q e
forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 � `rO V�G E N S�•.9�i/�i�
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. : NO 39380 ••:+
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 100 Ib uplift at joint(s)except Qt=1b)8=236, r.qp
12=233. g
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
8)Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
"Its O NA
11111111
A11 0
Thomas A.Alban)PE No.39380
MITek USA,Inc.R.Cert 6634
6904 Parke East Btvd.Tampa RL 33610
Date:
September 29,2015
0 WARNING-verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.0171 5 2 0 1 5 BEFORE USE.
Design valid for use orgy with Mnek connectors.This design Is based only upon Parameters shown,and is for an Indivldrlat building component.
Applicability of design parameters and proper IncorporatIon of component Is responsibility of twilding designer-not truss designer.Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek'
erector. Additional permn
aent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding
fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. ,
Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610
oTruss russ ypety Ply Glen Laylon/Hatch Res/JK
T7469827
J150229 E03 Root Special Girder 1 �f
L Job Reference(optional)
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 Mi ek Industries,Inc. Tue Sep 29 12:26:23 2015 Page 1
I D:42YE Hkg6OyR W kY_trV RRklya8jC-hu_wW OW 1 Aa_A?ueQd2B2CYiLORscmovG3oGys4yYnfE
2-0-0 4-0-0 8-11-8 12-8-8 17-11-0
2-0-0 2-0-0 4-11-8 3-9-0 5-2-8
4x4= Scale=1:38.4
6
8.00 F12
4x4= 3x8
7 8
3x5 i
4.00 12 5
4x7
4x4
2 3 m1. x4
1
12 17 18 11 19 20 10 21 22 23
4x10 h 9
3x6 11 4x10= 6x6= 3x10 11
2-0-0 4-0-0 B-11-8 12-8-8 17-11-0
2-0-0 2-0-0 4-11-8 3-9-0 5-2-8
Plate Offsets(X Y) [1:0-5-0_0-5-21,[10:0-2-8,0-4-81
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.05 10-11 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(TL) -0.10 10-11 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.49 Horz(TL) 0.01 9 n/a n/a
BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight:272 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-8 oc purlins, except
BOT CHORD 2x8 SP No.1 D end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
SLIDER Left 2x6 SP No.2 2-0-0
REACTIONS. (Ib/size) 1=1654/0-5-8,9=3332/0-5-8
Max Horz 1=229(LC 7)
Max Uplift 1=-797(LC 8),9=-1347(LC 8)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-1126/538,2-3=-2754/1387,3-5=-2697/1372,5-6=-2375/1147,6-7=-2343/1151,
7-8=-3425/1476,8-9=-2443/1041
BOT CHORD 1-12=-1195/2396,12-17=-1179/2357,17-18=-1179/2357,11-18=-1179/2357,
11-19=-1405/3430,19-20=-1405/3430,10-20=-1405/3430
WEBS 6-11=-1118/2300,7-11=-2048/778,7-10=-327/243,8-10=-1691/4069,4-12=192/317,
4-5=-188/312,5-11=-588/421
NOTES-
1)Ply to ply nailing inadequate1111�1111+I t1
2)2-ply truss to be connected together with 1 Od(0.131"xW)nails as follows: ♦♦♦`A S �Q
Top chords connected as follows:2x4-1 row at 1-0-0 oc. ♦♦♦ P ,44e 4f�j
Bottom chords connected as follows:2x8-2 rows staggered at 1-0-0 oc. ,�♦�.r�•'�C,E N
Webs connected as follows:2x4-1 row at 1-0-0 oc. F••'. ��
3)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply 0
connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. = No 39380 s_ __1
4)Unbalanced roof live loads have been considered for this design. = *
5)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ff;B=45ft;L=24ft eave=oft;Cat.ll; = f/
Exp C;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60:
plate grip DOL=1.60TA E
6 Provide adequate drainage to prevent water ponding. —x
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 1*41 ' ,0 R �•�`�;,♦�
fit between the bottom chord and any other members.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=lb)1=797, ������N A;,,`��♦
9=1347.
10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. Thomas A.Alban[PE No.39380
11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. MITek USA,Inc.FL Cert 6634
12)Use Simpson Strong-Tie HTU26(20-1 Od Girder,11-10dx1 1/2 Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting 6904 Parke EBSt Blvd.Tampa FL 33610
at 5-4-12 from the left end to 16-5-12 to connect truss(es)to front face of bottom chord. Date:
13)Fill all nail holes where hanger is in contact with lumber. September 29,2015
WA N/NG-Verity design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE.
Design valid for use oily with MfTek connectors.Ws design is based only upon parameters shown,and is for an Individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer-not Truss designer.Bracing shown
is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity,of the MiTek
erector. Additional permanent bracing of the overall stricture is the responsibility of the building designer.For general guidance regarding
fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Trtas Rate Institute,781 N.Lee Street Suite 312,Alexandria.VA 22314. Tampa,FL 33610 j
O
Truss Truss Type ty y Glen Layton/Hatch Res/JK
�T746982�7
J150229 E03 Root Special Girder 1
2 Job Reference o tional
Manning Building Supplies,Jacksonvilie,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 M1ek Industries,Inc. Tue Sep 29 12:26:23 2015 Page 2
ID:42YEHkg6OyRWkY_trVRRklya8jC-hu_wWOW 1Aa_A?ueQd2B2CYiLORscmovG3oGys4yYnfE
LOAD CASE(S) Standard
1)Dead+Root Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:1-3=-54,3-6=-54,6-7=-54,7-8=-54,9-13=-20
Concentrated Loads(lb)
Vert:17=-196(F)18=-174(F)19=-181(F)20=-780(F)21=-780(F)22=-780(F)23=-780(F)
0 WARNING-verity design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE Mil-7473 rev.01/162015 BEFORE USE.
Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and is for an Individual budding component.
Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not Truss designer.Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responslbdlity of the MiTek'
erector. Additional permanent bracing of the overall struchrre is the responsibility of the budding designer.For general guidance regarding
fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI l Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610
o
7,'-u
russ ype ty y Glen Raylon/Hatch Res/JK77469828
ROOF SPECIAL GIRDER 1 1
Job efrence(optional)
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 12:26:29 2015 Page 1
ID:42YEHkg6OyRW kY_trVRRklya8jC-W t LBn3bnmQkJjp5azlHSRpyEFsocAU98SkjH4kyYnf8
2-0 0 4-0-0 8-7-8 13-3-0 15-3-0 17-1-8
2-0-0 2-0-0 4-7-8 4-7-8 2-0-0 1-10-8
Scale=1:29.8
8.00 12 4x4= 3x4= 4x4=
3 14 15 16 5 17 18 19 6
4.00 12 3
4x7�i 4x7
8
2 3x4 Zz� o
3x4% g
1 1
cc
20 12 21 22 23 24 11 25
13 4x10= 4x10= 10
3x6 11
3x6 11
2-0-0 4-0-0 13-3-0 15-3-0 17-1-8
2-0-0 2-0-0 9-3-0 2-0-0 1-10-8
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.33 11-12 >618 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(TL) -0.43 11-12 >466 180
BCLL 0.0 Rep Stress Incr NO WB 0.63 Horz(TL) 0.02 10 n/a n/a
BCDL 10.0 ( Code FBC2014/TP12007 (Matrix-M) Weight:93 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2`Except* TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins.
1-4,7-9:2x4 SP No.1 D BOT CHORD Rigid ceiling directly applied or 5-11-4 cc bracing.
BOT CHORD 2x4 SP No.1D MiTek recommends that Stabilizers and required cross bracing
WEBS 2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (Ib/size) 13=965/0-3-8,10=970/Mechanical
Max Horz 13=47(LC 7)
Max Uplift 13=-644(LC 8),10=-650(LC 8)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-1549/1080,2-4=-427/323,2-3=-1159/808,3-14=-1333/1003,14-15=-1333/1003,
15-16=-1333/1003,5-16—1333/1003,5-17=-1310/988,17-18=-1310/988,18-19=-1310/988,
6-19=-1310/988,6-8=-1185/807,7-8=-390/299,8-9=-1518/1060
BOT CHORD 12-21=-1053/1561,21-22=-1053/1561,22-23=-1053/1561,23-24=-1053/1561,
11-24=-1053/1561
WEBS 4-12=-365/372,3-4=-388/478,5-12=-397/154,5-11=-419/171,7-11=-366/372,
6-7=-401/422,1-13=-972/67911-12=-984/1419,9-10=-981/687,9-11=-964/1391
NOTES-
1)Unbalanced 111
2)Wind:ASCEr7-10;Vuoof live oads have been considered for 30mph(3 second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; ����s design. PS,A.
Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL-1.60 `�� 0 e ��
plate grip DOL=1.60 ,��,��•.�'�G E NS:�.:9.J0
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. : NO 39380 ••+
5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
6)Refer to girder(s)for truss to truss connections.
7)Provide mechanical conneebon(by others)of truss to bearing plate capable of withstanding 644 to uplift at joint 13 and 650 Ib uplift at
joint 10. •��
8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 1 4 'r
9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ��� e�� 0•,•' ����
10)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25")toe-nailt tos.For more details refer to MiTek's ST-TOENAIL Detail. �j``S•'••. R , C?`��
d 29
11)Hanger(s)or on top chord,other
dr125 b doion wn and 244)lb up at 4 2 2,and 125shall be provided tlbndownupport and 244 b upat13ed'0-2 load(s)
bottom lb down chord.nThe Ib up at 4-0-0 �i,�s jQN A���?��
fill
design/selection of such connection device(s)is the responsibility of others.
12) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). Thomas A.Albanl PE No.39380
MITek USA,Inc.FL Cert 6634
LOAD CASE(S) Standard 6904 Parke East Btvd.Tampa FL 33610
Date:
September 29,2015
WA NI G.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.02/1672015 BEFORE USE.
Design valid for use only with Mitek connectors.This design Is based only upon parameters shown,and Is for an kldlAdual building component.
Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown
Is for lateral support of Individual web members only. Additional temporary txacing to Insure stability during construction Is the responsibility of the MiTek'
erector. Additional permanent bracing of the overall structure is fine responsiblllty of the building designer.For general guklance regarding
fabrication quality control,storage,delivery.erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610
0 fuss fuss ype y Glen Layton/Hatch Res!JK
77469828
J150229 G01 ROOF SPECIAL GIRDER 1 1
Job Reference optional
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 5 Jul 28 2015 MTek Industries,Inc.Tue Sep 29 12:26:29 2015 Page 2
ID:42YEHkg6OyRW kY_trVRRkiya8jC-W 1 LBn3bnmQkJjp5azIHSRpyEFsocAU98SkjH4kyYnf8
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase--1.25
Uniform Loads(pit)
Vert:1-2=54,2-3=-54,3-6=-54,6-8=-54,8-9=-54,10-13=-20
Concentrated Loads(lb)
Vert:4=-3(F)3=22(F)6=-25(F)12=-125(F)11=-125(F)15=-13(F)16=1 3(F)17=-1 3(F)18=13(F)20=63(F)21=-53(F)22=-53(F)23=53(F)24=53(F)25=63(F)
0 WARNING-Verily design peremeters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE M11-7473 rev.02116/2015 BEFORE USE.
Design valid for use only with MRek connectors.This design is based only upon parameters shown,and Is for an Individual building component.
Applicability of design parameters and proper Incorporation of component 5 responsibility of txrlldirx�l designer-not truss designer.Bracing shown
Is for lateral support of Individual web members only. Add8lonal temporary tracing to Insure stability during construction is the responsibility of the M iTe k
erector. Additional permanent bracing of the overall structure Is the resporWbillty of the building designer.For general guidance regarding
fabrication,quality control,storage,delivery.erection and lracttg,consult ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Informallon avalable from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tarnpa.FL 33610
o fuss rUSs ype Qty Fly Glen Layton/Hatch Res/JK
nass629
J150229 G02 ROOF SPECIAL 1 1
Job Reference(optional)
Manning Building Supplies,Jacksonville,FL,Lot 13e Meadow Oaks 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 12:26:312015 Page t
ID:42YE Hkg6OyR W kY_trV RRklyaBjC-SQTxBlc212_1 z7Fz5jKwXE 1 dTgY7eR4Rv2CN9dyYnf6
2-0 0 4-0-0 6-0-0 11-3-0 14-11-0 17-1-8
2-0-0 2-0-0 2-0-0 5-3-0 3-8-0 2-2-8
Scale=1:29.9
5x5= 4x4
5 15 16 6
8.00 F12
1.5x4
4
4.00 12
4x7 5, 17
14 4x4= 3x4= O
7 8 Y
v
2 1. x4
3x4
1 o
12 11 10 9
13 4x10= 3x8= 3x4= 1.5x4 II
1.5x4 1
2-0-0 4-0-0 6-0-0 11-3-0 14-11-0 17-1-8
2-0-0 2-0-0 2-0-0 5-3-0 3-8-0 2-2-8
Plate Offsets(X Y) [5:0-2-8,0-1-131
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.06 11-12 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(TL) -0.16 11-12 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.01 9 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 4-6-8 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 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
Installation guide.
REACTIONS. (Ib/size) 9=623/Mechanical,13=623/0-3-8
Max Horz 13=138(LC 11)
Max Uplift 9=-224(LC 12),13=-224(LC 12)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-900/386,2-3=-276/169,2-14=-611/226,4-14=-555/235,4-5=-910/482,
5-15=-619/364,15-16=-619/364,6-16=-619/364,6-17=-738/368,7-17=-785/354,
7-8=-658/332,8-9=-588/283
BOT CHORD 11-12=-299/594,10-11=-347/705
WEBS 7-10=-514/272,8-10=-381/833,1-13=-594/294,3-12=-366/242,3-4=-380/251,
1-12=-328/817,5-12=-153/391
NOTES- 111111111111111,1
1)Unbalanced roof live loads have been considered for this design. ,0 A PFJ A. ,44���j�
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft eave=oft;Cat.II; �� 0•...........
B i�
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extedor(2)0-1-12 to 2-0-12,Interior(1)2-0-12 to 6-0-0,Extedor(2)6-0-0 to ♦♦ G E N,3
14-3-0,Interior(1)14-3-0 to 14-11-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and �♦ ••• ` F• '.
forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 NO 39380
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. s
6)Refer to girder(s)for truss to truss connections. �-
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 224 Ib uplift at joint 9 and 224 Ib uplift at
joint 13. i',tt O R ,O •.\�`♦
8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. i00 • ••. .•• •�G�♦
9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
Thomas A-Alberti PE No.39380
Mitek USA,Inc.FL Cert 6634
6904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
Q
WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev.0211&2015 BEFORE USE.
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and Is for on Individual building component.
Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsiblilty of the MiTek'
erector. Addiflonal permanent bracing of the overall structure Is the responsibility of the building designer.for general guidance regarding
fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information avalable from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610
p runs rUS�ype ty �Glen �/HatchRes!JKnassa3o
G03 ROOtipnal
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 12:26:32 2015 Page 1
I D:42YEHkg6OyR W kY_trVRRklya8jC-xci KP5dg2L6uaHg9eRr93Saof3x3Nuda8hyxh3yYnf5
2-0-0 4-0-0 8-0-0 9-3-0 13-11-0 17-1-8
2-0-0 2-0-0 4-0-0 1-3-0 4-8-0 3-2-8
Scale=1:34.9
4x4= 4x4=
5 6
8.00 12
16
3x5 i15
4x4=
4.00'�12 3x4 4 0
4x7 i 7 8
3x4 2 1.Jx4
1 NI
13 12 11 10 9
14 4x4= 3x4= 3x4= 3x4= 1.5x4 1'
1.5x4 II
2-0-0 4-0-0 8-0-0 9-3-0 13-11-0 17-1-8
2-0-0 2-0-0 4-0-0 1-3-0 4-8-0 3-2-8
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.03 12-13 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.29 Vert(TL) -0.08 10-11 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.01 9 rVa n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:108 Ib FT=20°'0
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-11 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-3-11 oc bracing.
MiTek recommends that Stabilizers and required cross bracing i
be installed during truss erection,in accordance with Stabilizer
_Installation guide
REACTIONS. (Ib/size) 9=623/Mechanical,14=623/0-3-8
Max Horz 14=190(LC 11)
Max Uplift 9=-224(LC 12),14=-223(LC 12)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-886/371,2-3=-253/147,2-4=-616/239,4-15=-664/331,5-15=-635/348,5-6=-578/330,
6-16=-611/316,7-16=-663/302,7-8=-689/337,8-9=-598/289
BOT CHORD 12-13=-401f783,11-12=-245/503,10-11=-355/718
WEBS 5-12=-136/278,7-11=-292/185,7-10=-4431270,8-10=-379/856,1-14=-584/283,
4-12=-349/192,1-13=-317/806
NOTES-
1)Unbalanced roof live loads have been considered for this design.
01 mph;TCDL=4.2psf;
2)Exlp C;AEncl.,GCpi VO.1181 MW FRS(dircond ectional)al)gust)
d C C1Exterior(2)0-1-12 to 2-0-2D Inter opr(1)2-0-12 o 8 0-0,Exterior(2)8-0-0 tot.II; 011111111111111,111 PS A' q�11,''
9-3-0,Interior(1)12-3-0 to 13-11-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and % O
B I
forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ,%,``Z`,• -\G E N S�•.9�i��i�
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. No 39380 ••:
5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
6)Refer to girder(s)for truss to truss connections.
r
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 224 1b uplift at joint 9 and 223 Ib uplift at T ��
joint 14.
8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. i 4Y
9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �df��,�'. 0 R
1111111%fO N A�E�;C?%.
Thomas A.Albanl PE No.39380
MiTek USA,Inc.FL Cert 6634
8904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
Q WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.0211612015 BEFORE USE.
Design valid for use only with MiTek connectors.This design Is based only upon parameters shown,and Is for an Individual building component.
Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown
Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek'erector. Additional permanent bracing of the overall stricture Is the responsibility of the building designer.For general guidance regarding
fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Bbd.
Safety Infon artim available from Truss Rate Institute.781 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610
'Job russ Truss Type oty y Glen Layton/Hatch Res/JK
T7469831J750229 G04 ROOF SPECIAL 1 1
Job Reference(optional)
Manning Building Supplies,Jacksonville,FL,Lot 136 Meadow Oaks 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 12:26:33 2015 Page 1
I D:42YE Hkg6OyR W kY_trV RRklyaBjC-PpbicQelpfEICQPLC8MOcf7zVTGH6LxkMLhU DVyYnf4
2-0-0 4-0-0 8-7-8 12-11-0 17-1-8
2-0-0 2-0-0 4-7-8 4-3-8 4-2-8
4x4= Scale=1:37.5
5
8.00 12
i
13 14
i 4x4= 3x4=
3x5 i
6 7
4.00 F12 4
4x7 i 15
3x4 2 x4 i N
ti 10 9 8
12
1.5x4 II 4x4= 3x8= 3x4= 1.5x4 1
2-0-0 4-0-0 8-7-8 12-11-0 17-1-8
22 0-0 2-0-0 4-7-8 4-3-8 4-2-8
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 0.58 Vert(LL) 0.04 10-11 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.29 Vert(TL) -0.08 10-11 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.01 8 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:105 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-13 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-0-4 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide
REACTIONS. (Ib/size) 8=623/Mechanical,12=623/0-3-8
Max Horz 12=215(LC 11)
Max Uplift 8=-225(LC 12),12=222(LC 12)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-891/367,2-4=-624/239,4-13=-643/307,5-13=-624/326,5-14=-616/309,
6-14=-632/295,6-15=-670/327,7-15=-670/327,7-8=-584/298
BOT CHORD 10-11=428/843,9-10=347/697
WEBS 5-10=-186/453,6-10=-277/184,6-9=-399/249,7-9=-357/798,1-12=-586/279,
4-10=377/204,1-11=-313/811
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Exp CAEncSC E GCpiV0.118;MW FRS(dircond ectional)ail)a d C-C101 Exte Exterior(2)0-1-12 to 2-0-2TCDL=4.2psf;BC D Interior(l)2-0 12 o 8 7-8,Exterior(2)8-718 tot.II; ,,,01,1111111111111111111
,',,
11-7-8,Interior(1)12-11-0 to 16-11-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and
forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60E N
,���,``Z`,•��G SF•.9�j��i�
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. '• NO 39380
•
5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members. =
6)Refer to girder(s)for truss to truss connections.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 225 Ib uplift at joint 8 and 222 Ib uplift at 'r'
--STA E_ '" �v
joint 12. 10 -
8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. .0
9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
O R XD
,
1,110
s i0 N A11 00
Thofllas A.Albani PE No.39380
MiTek USA,Inc.FL Cert 6634
6904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
Q WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE Mtb7473 rev.02/15/2015 BEFORE USE. ��
Design valid for use only with MITek connectors.This design Is based only upon parameters shown.and is for an Individual building component. t
Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the ,AiTek
erector. Addleoncd permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding IY'
fabrication,quality control,storage,delivery,erection and tracing,consult ANSIAPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd
Safety Information available from Truss Plate Imfltute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 iii
Truss rus8 ypely y Glen Laylon/Hatch Res/JK
T7469832
J150229 GOS ROOF SPECIAL GIRDER 1
2 Job Reference(optional)
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 Mi rek Industries,Inc. TUG Sep 29 12:26:33 2015 Page 1
I D:42YEHkg6OyR W kY_trVRRklya8jC-PpbicQel pfEICQPLCBMOef742T146NAkMLhUDVyYnf4
2-0-0 4-0-0 5-38
2-0-0 2-0-0 1-9-8
1.5x4 11 Scale=1:25.7
5
8.00 12
3x5
4
4.00 12
6x6 i
2 2x
1
0
a
1 7
3x8 1 6
5x5= 5x5=
2-0-0 4-0-0 5-9-8
22 0-0 2-0-0 1-9-8
Plate Offsets(X Y) [7:0-5-8,0-1-81
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) -0.01 7 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.02 7-10 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.31 Horz(TL) 0.00 1 r1/a n/a
BCDL 10.0 Code FBC2014/TPl2007 (Matrix-M) Weight:94 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x6 SP No.2'Except` TOP CHORD Structural wood sheathing directly applied or 5-9-8 oc purlins, except
2-5:2x4 SP No.2 end verticals.
BOT CHORD 2x8 SP No.ID BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.2
REACTIONS. (Ib/size) 1=778/0-3-8,6=1782/0-5-8
Max Horz 1=173(LC 7)
Max Uplift 1=-374(LC 8),6=-950(LC 5)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-981/481,2-4=-890/465
BOT CHORD 1-7=-477/844,6-7=-459/804
WEBS 3-7=-892/1710,3-4=-926/1788,4-6=-1617/886
NOTES-
1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows:
Top chords connected as follows:2x6-2 rows staggered at 1-0-0 oc,2x4-1 row at 1-0-0 oc.
Bottom chords connected as follows:2x8-2 rows staggered at 0-5-0 oc.
Webs connected as follows:2x4-1 row at 1-0-0 oc. 11I I111111111I
2)cll onnections haves are lbe ndequally providedto dlied to istrbutelplies,except if only loads noted as(F)ored as ront(B),(unless otherwisecndictede in the OAD CASE(S)section.Ply to ply ``%%,41 . A q4& '
3)Exp C;Encl..,GCpi=0.SCE 7-10; 1181 MW FRS(dircond ectional);al)tcant cantilever left and right exposed)Vasd=101 mph;TCDL=4.2psf;Bennd vertical left and right exposed;Lumber4DOL-1.60 ;,, �.'� G E N St��'9�'/���
plate grip DOL=1.60 No 39380
i
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 374 Ib uplift at joint 1 and 950 Ib uplift at �p
joint 6. : TA E
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
8)Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. �� ' � O R 0
9)Use Simpson Strong-Tie HGUS26-2(20-1Od Girder,6-1Od Truss)or equivalent at 4-1-8 from the left end to connect truss(es)to back �i •_`�
10)Fillfacof bottom allall nail holes owhere hanger is in contact with lumber. ,,��tIS10 N A;�,`%�`,
LOAD CASE(S) Standard Thomas A.Albanl PE No.39380
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 MfTek USA,Inc.FL Cert 6634
Uniform Loads(plf) 6904 Parke East Blvd.Tampa FL 33610
Vert:1-2=-54,2-5=-54,6-8=-20 Date:
September 29,2015
WA N/NG-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERA NCE PAGE MIP7473 rev.02116)2015 BEFORE USE.
Design valid for use ordy with MlIek connectors.This design is based only upon parameters shown,and Is for an Individual building component.
Appik;ablity of design parameters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown
Is for lateral support of Individual web members only. Addltkrnai temporary Tracing to Insure stability during construction Is the responsibility,of the MiTek
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding
fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI]Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610
Job russ Truss Type Qty y Glen Layton/Hatch Res/JK
nassa32.
J150229 G05 ROOF SPECIAL GIRDER 1 2 Job Reference(optional)
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 M7ek Industries,Inc. Tue Sep 29 12:26:34 2015 Page 2
1 D:42YEHkg6OyR W kY_trV R RkiyaBjC-t?94gmfwazMcga_Ymstd8tfFoteJrgQtb?R 1 IxyYnf3
LOAD CASE(S) Standard
Concentrated Loads(Ib)
Vert:7=-2143(B)
Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1.7473 rev.02116/2015 BEFORE USE.
Design valid for use only with Mifek connectors.This design is based only upon parameters shown,and Is for an Individual building component. ^
Applicability of design parameters and proper Incorporation of component Is responsibility of bulldirng designer-not truss designer.Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responslbillity,of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Mitek'
fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Tess Plate institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tanga,FL 33610
Job russ russ ype lY y Glen Layton/Hatch Res/JK
77469833
J150229 H01 HALF HIP GIRDER 1 i
Job Reference o tional
Manning Building Supplies,Jacksonville,FL,Lot 136 Meadow Oaks 7.630 s Jul 28 2015 MTek Industries,Inc. Tue Sep 29 12:26:35 2015 Pagel
ID:42YEHkg6OyRW kY_trVRRklya8jC-LBiS16fYLGUTRkZkKZOsh4CERHunaDG1 gfAbiOyYnf2
2-QO 3-1-12 6-0-0 9-1-8
2-0-0 1-1-12 2-10-4 3-1-8
Scale=1:27.7
4x7= 1.5x4 II
3 g 5
1 8.00 Fl2
4.00 12
4x7�i I.E0
2
3x4
1
, o
6
�!
10 7 11
8 4x4= 6
1.5x4 II 6k6=
2-0-0 6-0-0 9- -8
2-0-0 4-0-0 3-11-8
Plate Offsets(X Y) f3:0-5-0,0-2-01
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 0.94 Vert(LL) -0.06 7-8 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.15 7-8 >712 180
BCLL 0.0 Rep Stress Incr NO WB 0.52 Horz(TL) -0.00 6 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:62 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-11-1 oc bracing.
F
k recommends that Stabilizers and required cross bracing
stalled during truss erection,in accordance with Stabilizer
llation guide
REACTIONS. (Ib/size) 6=842/0-5-8,8=536/0-5-8
Max Horz 8=190(LC 7)
Max Uplift 6=-534(LC 5),8=-260(LC 8)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-656/327,2-3=-455/257
BOT CHORD 7-11=-354/511,6-11=-354/511
WEBS 4-7=-330/645,3-4=-362/591,3-6=-851/517,1-8=-479/269,1-7=-275/566
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft L=241t;eave=oft;Cat.11;
Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60
plate grip DOL=1.60 ,����� 11/11 J JJ
2)Provide adequate drainage to prevent water ponding. 1� � ,S A A4B
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. % O
4)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ,%-��` G E N S'• 92 i�
fit between the bottom chord and any other members.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 534 Ib uplift at joint 6 and 260 Ib uplift at = No 39.380 ••:
joint 8. —
6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
7)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
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. •_,/g;
9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)188 Ib down and 171 Ib up at 6-0-0 �. STA E_?" •:�'��
on to chord,and 250 Ib down and 184 lb u at 5-9-14,and 324 Ib down and 248 Ib up at 6-2-2 on bottom chord. The design/selection
of such connection device(s)is the responsibility of others. ,jam,�• 40 R \1 N
10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). Iss/p N AL�?-`,,
LOAD CASE(S) Standard 111111 r1 i
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Thomas A.Alban)PE No.39380
Uniform Loads(plf)
9Tek USA,Inc.Fl_Cert
Vert:1-2=-54,2-3=-54,3-5=-54,6-8= 6904 Parke East Blvd.Tampa
20
Concentrated Loads(lb) 6FL 33610
Vert:4=55(F)7=-324(F)3=-66(F)9=-66(F)10=-250(F)11=-75(F) Date.
September 29,2015
Q
WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.02715/2015 BEFORE USE.
Design valid lot use only with MRek connectors.This design Is based only upon parameters shown,and is for an Individual buAding component.
Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown
Is for lateral support of IrKAVIdual web members only. Additional temporary tracing to insure stability during consirrctien Is the responslbillity of the MiTek
erecta. Additional permanent bracing of the overall stricture Is the responsibility,of the building designer.For general guidance regarding
fabrlcatlon quality control,storage,delivery,erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCS/Building Component 6904 Parke East Blvd.
Safety Information avalable from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610
Job russ runs ype ty y �Lafl�orn�Hatch /JKn4s9a3a
J150229 H02 HALF HIP1 1
nai
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 Mi-Tek Industries,Inc. Tue Sep 29 1226:35 2015 Page 1
I D:42YE Hkg6OyR W kY_trVRRkiyaBjC-LBiS16fYLGUTRkZkKZOsh4CNxHw5alwl gfAblOyYnf2
2-0-0 4-0-0 8-0-0 9-1-8
2-0-0 2-0-0 4-0-0 1-1-8
4x4= Scale=1:36.2
3x4 11
5 6
8.00 F12
36
4.00 12 4
4x7 G 11
3x4 2 1. x4
1
9 8
10 73x4=
1.5x4 11 4x4= 3x4=
- - - - B-0-0
22
20
0 4 9-1-8
2-0-0 2-0-000 4-0-0 1-1-8
Plate Offsets X Y-- 7:Ed e 0-1-8
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.04 8-9 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(TL) -0.08 8-9 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.00 7 n/a n/a
BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Weight:64 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-3-9 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide
REACTIONS. (Ib/size) 7=327/0-5-8,10=327/0-5-8
Max Horz 10=257(LC 11)
Max Uplift 7=-167(LC 9),10=-105(LC 12)
Max Grav 7=349(LC 17),10=327(LC 1)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-405/202,2-11=-261/92
BOT CHORD 9-10=-399/377,8-9=-343/504
WEBS 1-10=-300/197,1-9=-155/358,4-8=-455/285
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft eave=oft;Cat.Il;
8-1 12Ez one cantilever left and rigWFRS ht exposed end C-C Exterior(2)d vertical left andOright exp sed;C-C for members and forces&MW F(RSBfor reactions �•``-,A,P'S A. q11 1�i,
shown;Lumber DOL=1.60 plate grip DOL=1.60 Ce'9
2)Provide adequate drainage to prevent water ponding. ,�� •.•• G E N 8•• 2
16-
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 No 39380
fit between the bottom chord and any other members. -
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 167 Ib uplift at joint 7 and 105 Ib uplift at _
joint 10. -�
6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
7)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. i 1
O R`0• Nom,.
gnu
Thomas A.Albani PE No.39380
Mfrek USA,Inc.FL Cert 6634
8904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
Q WARNING-verity design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MII-7473 rev.01175/2015 BEFORE USE.
Design valid for use only with MiTek connectors.This design Is based only upon parameters shown,and is for an Individual building component.
Applicability of design parameters and proper Incorporation of component B responsibility of brdiding designer-not truss designer.Bracing shown
Is for lateral support of Individual web members only. Additional tempary bracing to Insure stability during construction is the responsiblllty of the MOW W
erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding lYl ,.
fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610
p fuss runs ype ty y Glen Layton/Hatch Res/JK
T7469835
J150229 K01 ROOF SPECIAL GIRDER 1 1
Job Reference(optional)
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MTek Industries,Inc. Tue Sep 29 12:26:57 2015 Page 1
I D:42YE Hkg6OyR W kY_trVRRklya8jC-iQ I mfexLA1 GL46EycBoOaj6zB8MXk67Gu4V126yYnel
2-0 0 4-0-0 8-8-4 13-2-12 17-11-0 19-11-0 21-11-0
2-0-0 2-0-0 4-8-4 4-6-8 4-8-4 2-0-0 2-0-0
Scale=1:38.3
4x7-
8.00 12 3x5 1.5x4 11 3x8= 4x4=
4.00 12 3 17 18 5 19 20 21 22 6 23 24 7
4x7 i 4x7 Q
9
2 4x4 zz o
4x4 t0 d
1 m
is
1
2515 26 27 14 28 29 13 30 31 12 32
16 11
3x6 11 4x4= 3x8= 5x5= 4x10= 3x6 11
2-0-0 4-0-0 8-8-4 13-2-12 17-11-0 19-11-0 21-11-0
2-0-0 2-0-0 4-8-4 4-6-8 4-8-4 2-0-0 2-0-0
Plate Offsets(X Y) [370-5-4,0-2-01,[1370-2-8,0-3-0]
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.21 13-14 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(TL) -0.32 13-14 >823 180
BCLL 0.0 Rep Stress Incr NO WB 0.75 Horz(TL) 0.06 11 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:122 ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2`Except` TOP CHORD Structural wood sheathing directly applied.
1-4,8-10:2x4 SP No.1 D BOT CHORD Rigid ceiling directly applied or 4-8-8 oc bracing.
BOT CHORD 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing
WEBS 2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer i
Installation guide
REACTIONS. (Ib/size) 16=1212/0-5-8,11=1210/0-5-8
Max Horz 16=47(LC 6)
Max Uplift 16=-773(LC 8),11=770(LC 8)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-1869/1232,2-4=-448/337,2-3=-1445/933,3-17=-2449/1578,17-18=-2449/1578,
5-18=-2449/1578,5-19=-2449/1578,19-20=-2449/1578,20-21=-2449/1578,
21-22=-2449/1578,6-22=-2449/1578,6-23=-1639/1147,23-24=-1639/1147,
7-24=-1639/1147,7-9=-1426/911,8-9=-513/366,9-10=-1891/1240
BOT CHORD 15-26=-1027/1577,26-27=-1027/1577,14-27=-1027/1577,14-28=-1525/2452,
28-29=-1525/2452,13-29=-1525/2452,13-30=-1525/2452,30-31=-1525/2452,
12-31=-1525/2452
WEBS 3-14=-582/1019,5-14=-356/161,6-12=-966/547,8-12=-424/505,7-8=-463/563,
1-16=-1176/777,1-15=-1122/1716,10-11=-1170/772,10-12=-1129/1737 %%J111111111
��♦♦
NOTES- C, Ce ♦♦i
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=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.II; i
Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber D10
OL=1.60 • NO 39380 '•�
plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)This truss has been designed fora 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 fl
fit between the bottom chord and any other members. .E
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 773 ib uplift at joint 16 and 770 Ib uplift at m RA
joint 11. ♦j OR �•�`�����
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ♦ s
8)Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ♦♦�I SAO N A�-
9)"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. ���/f
10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)402 Ib down and 29 Ib up at 4-0-0
on top chord,and 125 Ib down and 244 Ib up at 4-2-2,and 125 Ib down and 244 Ib up at 17-8-2 on bottom chord. The Thomas A.Albans PE No.39380
design/selection of such connection device(s)is the responsibility of others. MITek USA,Inc.FL Cert 6634
11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 6904 Parke East Blvd.Tampa FL 33610
Date:
LOAD CASE(S) Standard September 29,2015
WA NTNG
--verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02/16/2015 BEFORE USE.
Design valid for use only with MITek connectors.This design is based only upon parameters shown,and is for an individual building component.
Appliccbllty of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.&acing shown
Is for lateral support of IndtvkJual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek'
erector. Addltlonal permanent bracing of the overall structure,is the responsibility of the building designer.For general guidance regarding
fabrication,cluxAly,control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Infomwlton available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa.FL 33610
o KOt russ russ ype y FGIen Layton/Hatch Res/JK
nasea3s
J150229 ROOF SPECIAL GIRDER 1 1
Reference(optional)
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s JUI 2a 2015 M7ek Industries,Inc. We Sep 29 12:26:58 2015 Page 2
1 D:42YEHkg6OyR W kY_trVRRklya8jC-Acb9s_x_xLOC iGp9AuJF7wf8xYhmTZNP6kFJbYyYneh
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:1-2=-54,2-3=-54,3-7=-54,7-9=-54,9-10=-54,11-16=-20
Concentrated Loads(lb)
Vert:4=-3(F)3=-22(F)7=-25(F)15=-125(F)12=-125(F)17=-13(F)18=-13(F)20=-13(F)21=-13(F)23=-1 3(F)24=-13(F)25=-63(F)26=53(F)27=-53(F)28=-53(F)
29=-53(F)30=-53(F)31=-53(F)32=-63(F)
WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev.02/16/2015 BEFORE USE.
Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and is for an Individual building component.
Applicability of design parameters and proper Incorporation of component Is responsibility of building desk)rvw-not truss designer.Bracing shown
Is for lateral support of Individual web members only. Addtlkxrnl temporary bracing to Insure stability during construction Is the responsibillity of the Mitek
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.for general guidance regarding
fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Irsute,781 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,
fBFL 33610
�110
runs russ ype ty y Glen Layton/Hatch Res/JK
77469836
50229 K02 ROOF SPECIAL 1 1
Job Reference(optional)
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 26 2015 MiTek Industries,Inc. Tue Sep 29 12:26:59 2015 Page 1
I D:42YEHkg6OyRW kY_trVR Rklya8jC-ep9X3Jyche W 3KOOLkcq Uf8COKy?9C4yZL0_s7?yYneg
2-0-0 4-0-0 6-0-0 10-11-8 15-11-0 17-11-0 19-11-0 21-11-0
2-0-0 2-0-0 2-0-0 4-11-6 4-11-8 2-0-0 2-0-0 2-0-0
Scale=1:38.3
4x4= 3)(4— 4x4=
8.00 12 5 19 6 20 7
3x5�� 13x55. x4
4.00 12 1.5x4 B
4x7 i 44x7
18 O
21 0
g
C4�
2 3x4 a -e
3x4 11
1
I
16 15 14 13 12
17
1.5x4 I 4x4= 6x8= 3x8= 4x4= 1.5x4 I I
2-0-0 4-0-0 6-0-0 15-11-0 17-101-0 19-11-0 21-11-0
2-0-0 2-0-0 2-0-0 9-11-0 2- 0 2-0-0 2-0-0
Plate Offsets(X Y)-- f 15'0-2-12 Edqel
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.19 14-15 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -0.50 14-15 >521 180
BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.03 12 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:130 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-2 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-9-8 oc bracing.
WEBS 2x4 SP No.2 [be
Tek recommends that Stabilizers and required cross bracing
installed during truss erection,in accordance with Stabilizertallation guide
REACTIONS. (Ib/size) 17=800/0-5-8,12=800/0-5-8
Max Horz 17=-85(LC 10)
Max Uplift 17=-288(LC 12),12=-288(LC 12)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-1171/516,2-3=-351/204,2-18=-807/332,4-18=-759/340,4-5=-1 121/523,
5-19=-888/452,6-19=-888/452,6-20=-896/455,7-20=-896/455,7-8=-1112/519,
8-21=-758/340,9-21=-807/333,9-10=-351/204,9-11=-1171/516
BOT CHORD 15-16=-406/974,14-15=-440/1080,13-14=-400/974
WEBS 5-15=-181/459,6-15=-298/188,6-14=-289/186,7-14=-179/454,1-17=-754/367,
11-12=-754/367,3-4=-2721119,1-16=-455/1079,8-10=-265/120,11-13=-455/1079
NOTES-
s design.
2)Wind:ASCEr7-10;Vuoad30mph(3 second gust)Vasdhave been considered for =101 mph;TCDL=4.2psf;BCDL=3.opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; ,PS' '+A,��'�i
liveA
Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-1-12 to 2-0-12,Interior(1)2-0-12 to 6-0-0,Exterior(2)6-0-0 to `%% 0\"` .••••••. `e'9�i�'
18-11-0,Interior(1)18-11-0 to 19-10-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and ���`•.��Ci E N S�•••2/ ��
forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding. NO 39380
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. a.
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 288 Ib uplift at joint 17 and 288 lb uplift at
joint 12.
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. is
8)Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. �� �• R ,Q ••' \ %��
`
At E?�` •
Thomas A.Albani PE No.39380
MiTek USA,Inc.FL Cert 6634
6904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MI1-7473 rev.0211612015 BEFORE USE.
Design valid for use only with Mnek connectors.This design Is based only upon parameters shown,and Is for an Individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.&acing shown j
Is for lateral support of krdivklual web members only. Addnional temporary bracing to Insure stability during construction is the responsitAllty of the MiTek
erector. Addltlonai permanent bracing of the overall structure Is the responsibility of the building designer.For general guridcxuce regarding
fabrication quality control,storage,delivery,erection and bracing,consult ANSI/TPI]Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information avalable from Truss Plate insTnufe,781 N.Lee Street,Sulte 312,Alexandria,VA 72314. Tampa,FL 33610
Job fuss russ Type ty y Glen Layton/Hatch Res/JK
nas9e37
J150229 K03 ROOF SPECIAL 7 1
Job Reference(optional)
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s JUI 28 2015 mil ek Industries,Inc. Tus Sep 29 12:27:00 2015 Page 1
ID:42YEHkg6OyRW kY_trVRRklyaBjC-6?jvHfzESyewxazXHJLjCLkYJMSgxbkia2kQfRyYnef
4-0-0 8-0-0 13-11-0 17-11-0 21-11-0
4-0-0 4-0 0 5-11-0 4-0-0 4-0-0
Scale=1:40.1
4x7=
4x4=
5 18 19 20 6
8.00 12
3x5 Q
3x5 i 21
2x4 17
4.00 12 7
q o
4x7�i 4 4x7 amu
2 3x4
3x4 75; 10
1
I9
16 15 14 13 12 11
1.5x4 11 4x4= 5x5= 3x8= 4x4= 1.5x4 11
4-0-0 8-0-0 13-11-0 17-11-0 21-11-0
4-0-0 4-0-0 5-11-0 4-0-0 4-0-0
Plate Offsets(X Y) f570-5-4,0-2-0],[14:0-2-8.0-3-0] -
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.06 14-15 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.14 13-14 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.02 11 n/a n/a
BCDL 10.0 Code FBC2014lTP12007 (Matrix-M) Weight:135 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-12 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-3-15 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide
REACTIONS. (Ib/size) 16=800/0-5-8,11=800/0-5-8
Max Horz 16=-123(LC 10)
Max Uplift 16=-288(LC 12),11=-288(LC 12)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-1210/515,2-3=-371/211,2-4=-835/326,4-17=-990/468,5-17=-885/484,
5-18=-770/447,18-19=-770/447,19-20=-770/447,6-20=-770/447,6-21=-879/480,
7-21=-984/464,7-8=-836/326,8-9=-370/211,8-10=-1210/515
BOT CHORD 14-15=-394/971,13-14=-248f768,12-13=-388/971
WEBS 4-14=-330/180,5-14=-82/317,6-13=-80/317,7-13=-334/181,1-16=-766/363,
1-15=-453/1110,10-11=-766/362,10-12=-452/11 10
NOTES- %,-,
2)Wind:ASCE 1)Unbaanced r7-10;oot vVuoad30mph(3 second gust)Vasds have been considered for =101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ff;B=45ft;L=24ft;eave=oft;Cat.11; ♦♦♦s design. ,�O�PS A '440"'
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 2-0-12,Interior(1)2-0-12 to 8-0-0,Exterior(2)8-0-0 to • \CEN$••
16-11-0,Interior(1)16-11-0 to 19-10-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and �♦ •• � �•••.v� ��
forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 NO 39380 •:
3)Provide adequate drainage to prevent water ponding. * r
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. f;rte
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 288 Ib uplift at joint 16 and 288 Ib uplift at � �,, TA E =
joint 11. i tom..,".7„.-,S-�_ 4 p`-r••
7)"Semi-rigid pitchbreaks with fixed heels”Member end fixity model was used in the analysis and design of this truss. �i •' ,� R V '• N��♦♦
8)Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. �i�S' ..•• •�G'%♦
���SAO N AL� ��•
`��t►111u+++`�
Thomas A.Alberti PE No.39360
MiTek USA,Inc.FL Cert 6634
6904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/I.7473 rev.02/16/2015 BEFORE USE. Ili
Design valid for use only with Mifek connectors.This design k based only upon parameters shown,and is for an Individual building component.
Applicability of design parameters and proper ioorporatfon of component is responsibility of building designer-not truss designer.Bracing shown
Is for lateral support of individual web members only. Additional temporary tracing to Insure statAity during construction is the responsibility of the
erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding M!Parke
fabrication,quality control,storage,delivery,erection arid bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 690East Blvd.
Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312 Alexandria,VA 22314. Ta33610
russ runs ype �Uly y Glen Laylon/Hatch Res/JK
77469838
J150229 K04 ROOF SPECIAL 1 1
Job Reference o tional
Manning Building Supplies,JaCkSorwllle,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MI-Tek Industries,Inc.Tue Sep 29 12:27:02 2015 Page 1
ID:42YEHkg6OyRW kY_trVRRklyaBjC-20rfiL_U_ZudBu7wPkNBHmgvY98APTB?i MDW kKyYned
4-0.0 10-0-0 11-11-0 17-11-0 21-11-0
4-0-0 6-0-6 1-11-0 6-0-0 a-o-o
Scale=1:43.5
4x7=
4x4=
i 5 6
I
8.0012
18
17
3x8 i 3x8 O
4.00'.12 3x5 7 6
4x7 4 x5 4x7
8
3x4
3x4% 10
10
Io
l .�
16 15 14 13 12 11
1.5x4 11 4x4= 5x5= 3x8= 4x4— 1.5x4
4-0-0 10.0-0 11-11-0 17-11-0 21-11-0
4-0-0 6-0-0 1-11-0 6-0-0 4-0-0
Plate Offsets X Y- [5:0-5-4,0-2-01,[1470-2-8,0-3-01
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.06 14-15 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(TL) -0.16 14-15 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.03 11 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:144 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-12 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-2-1 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (Ib/size) 16=800/0-5-8,11=800/0-5-8
Max Horz 16=-160(LC 10)
Max Uplift 16=-288(LC 12),11=-288(LC 12)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-1237/518,2-3=-462/286,2-4=-795/247,4-17=-893/404,5-17=-832/427,
5-6=-760/418,6-18=-827/425,7-18=-889/402,7-8=-796/247,8-9=-461/287,
8-10=-1237/517
BOT CHORD 14-15=-408/1040,13-14=-164/655,12-13=-401/1024
WEBS 4-14=-510/270,5-14=-97/293,6-13=-112/296,7-13=-511/270,1-16=-771/350,
1-15=-460/1140,10-11=-771/350,10-12=-459/1140
NOTES-
2)Wind:ASCEanced roof live 7-10;Vultad130mph(3 second gust)Vasilds have been considered for =1 01 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.I1; %�s design. ,,Q .....••.q�B,♦♦i♦
1
Exp C;Encl.,
Gr(i)14,18-0 to 1951(directional)
zone clannd C
lever eft and right exposed xterior(2)0-1-12 to?end verticalle �eft and right exposed;C C for(members and `,��'•• `G E N S�•�2�',ii
•
forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 NO 39380
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 288 Ib uplift at joint 16 and 288 Ib uplift at �. T
joint 11.
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. O R X 0
8)Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ♦ s •'••.... •�G�%
Thomas A.Albani PE No.39380
MfTek USA,Inc.FL Cert 6634
6904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.01/1612015 BEFORE USE.
Design valid for use only with MITek connectors.This design is based only upon parameters shown,and Is for an individual budding component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown
is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek
erector. Additional permanent tracing of the overall structure is the responsibility of the Wilding designer.For general guidance regarding
fabrication,quality Control,storage.delivery,erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate IrsMUte,781 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 33610
0 • rOSs toss ypg ty y Glen Layton/Hatch Res/JK
77469839
J150229 K05 ROOF SPECIAL GIRDER 1 -
3 Job Reference o tional
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 12:34:40 2015 Page 1
ID:42YEHkg6OyRW kY_trvRRklyaBjC-eVW pgyXn7Hbe7G8yEwbbrMo99nKbjW LPMd9lpnyYnXT
4-0-0 6-3-10 8-9-4 10-11-8 13 1-12 15-7-6 17-11-0 21-11-0
4-0 -10 2-5 10 2-2-4 2-2-4 2-5-10 2-3-10 4-0-0
5x5 II Scale=1:52.4
7
5x12 5, 5x12 J
8.00
8.00 12 6 8
28
3x5 27 3x5 Q
i
5 1 9 2x4=
3x6 i C IBJ 3x6
4.00 112 2x4=
10
6x6 4 6x6-�
11
2
13
L4-1 L
Io
20 19 18 17 16 15 14
6x8= 6x8=
3x6 II 6x6= 12x14= 12x14= 12x14= 6x6= 3x8 11
3x4= 3x4=
3x4= 3x4=
4-0-0 6-3-10 8-9-4 10-11-8 13-1-12 15-7-6 17-11-0 21-11-0
4-0-0 2-3-10 2-5-10 2-2-4 2-2-4 2-5 10 2-3-10 4-0-0
Plate Offsets(X Y) (1 0 5 5 0 0 01 (6 0 2 0 0 2 8] f8:0 2 0 0 2 8) [1370-5-5 0-0-0] (1670-5-12 0-9-81 (17:0-7-0 0-9-0) (18:0-5-12 0-9-81
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.00 TC 0.74 Vert(LL) -0.09 18 >999 480 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.90 Vert(TL) -0.22 18 >999 360
BCLL 0.0 Rep Stress Incr NO WB 0.72 Horz(TL) 0.03 13 rVa n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.12 18 >999 240 Weight:839 Ib FT=20
LUMBER- BRACING-
TOP CHORD 2x6 SP No.2`Except' TOP CHORD Structural wood sheathing directly applied or 2-11-1 oc purlins, except
2-7,7-11:2x4 SP No.2 end verticals.
BOT CHORD 2x12 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-3-12 oc bracing.
WEBS 2x4 SP No.2`Except`
8-16,6-18,7-17,8-17,6-17:2x6 SP No.2
REACTIONS. (Ib/size) 1=5921/0-5-8,13=4189/0-5-8
Max Horz 1=-181(LC 10)
Max Uplift 1=-1968(LC 12),13=-1393(LC 12)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-10297/5286,2-3=-1088/561,3-20=-907/503,3-4=-842/461,2-4=-9636/4960,
4-5=-10860/5624,5-27=-10147/5288,6-27=-10132/5292,6-7=-7410/3881,7-8=-7413/3883,
8-28=-7351/3808,9-28=-7370/3805,9-10=-7557/3862,10-11=-6740/3414,12-14=-605/340,
10-12=-556/306,11-12=-761/387,11-13=-7199/3633
BOT CHORD 1-20=-4576/9029,19-20=4436/8764,18-19=-4534/8959,17-18=4172/8280,
16-17=-2967/5976,15-16=-3071/6159,14-15=-3033/6080,13-14=-3134/6273
WEBS 8-16=-302/145,6-18=-3672/6985,7-17=-4153/7950,8-17=-93/321,6-17=-5957/3165,
5-18=-1213/629,5-19=-662/1319,4-19=-148/392,9-16=-416/204,9-15=-131/323 ,,,`` PS+
NOTES- B
1)3-ply truss to be connected together as follows: O• •E N 2
Top chords connected with 1 Od(0.131"x3")nails as follows:2x6-2 rows staggered at 1-0-0 oc,2x4-1 row at 1-0-0 oc. :,'�?• �. G SF•q/,��
Bottom chords connected with MITRSLK-G412 as follows:2x12-4 rows staggered at 0-4-0 oc. 4%
No 39380
Web connected with 1 O(0.131"x3")nails as follows:2x6-2 rows staggered at 1-0-0 oc,2x4-1 row at 1-0-0 oc. :•
2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply
connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated.
3)Unbalanced roof live loads have been considered for this design.
4)Wind:ASCE 7-10;Vuit=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;8=45ft;L=24ff;eave=oft;Cat.
Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-0-0 to 2-0-14,Intehor(1)2-0-14 to 10-11-8,Exterior(2)10 11-8 to i ? ��
13 11-8,Interior(1)19-10-2 to 21-11-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and X10 R 0••••
forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,��/SAO N At- `
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 I��,+++++„',,��
fit between the bottom chord and any other members.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1968 Ib uplift at joint 1 and 1393 Ib uplift at Thomas A.Albani PE No.39380
joint 13. Mrrek USA,Inc.R Cert 6634
8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 6904 Parke East Blvd.Tampa FL 33610
9)Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Date:
10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)8456 Ib down and 4509 Ib up at September 29,2015
8-9-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others.
LOA
Fv--
ffllHfVs/gn parameters and�READ NOTES ON THIS AND INCLUDED MmEK REFERANCE PAGE MII-7473 rev.021152015 BEFORE USE.
sign use only with Mnek conners.Thfs design is based only upon parameters shown,and 8 for an individual building component.design parameters arincationof comonentdi &acinshownpport of Indlv,_web mers only. Additkmal temporary txacing to insure sTabllify durktg consinx;tbn Is the responsibllilty of the Mitek'
erector. Addlikxtal permanent bracing ooverall structure is the responskNltty of the buNding designer.For general guidance regarding
fobdcatlon.qudity control,storage,delNery.e,ecifon and brochg,consult ANSI/TPI t Quality Crlteda,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety In avaNable from Trras Rate Instttute,7$1 N.Lee Sheet,SuITe 312,Alexarxlrkl,VA 22314. Tanga.FL 33610
0Truss runs ype ty y Glen Layton 7 Hatch Res/JK
774698391
J150229 KOS ROOF SPECIAL GIRDER 1 3 Job Reference(optional)
Manning Building Supplies,Jacksonville,FL.Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 12:34:40 2015 Page 2
I D:42YEHkg6OyR W kY_trV R Rklya8jC-eV W pgyXn7Hbe7G8yEwbbrMoggnKbj W LPMdglpnyYnXT
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(plf)
Vert:1-2=-60,2-4=-60,4-7=-60,7-10=-60,10-11=-60,11-13=-60,21-24=-20
Concentrated Loads(lb)
Vert:18=-8357(6)
Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev.02/162015 BEFORE USE.
Design valid for use only with MiTek connectors.This design Is based only upon parameters shown,and Is for an Individual building component.
Applicability of design parameters and proper it c:orporation of component Is responsibility of building designer-not truss designer.Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of line MiTek•
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.Tor general guidance regarding
fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Instttute.781 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa.FL 33610
I
O fuss fuss ype ty y Glen Layton/�tchJIK77469840LO1 HALF HIP GIRDER 1 1Job Referen
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 12:27:05 2015 Page 1
I D:42YE Hkg6OyR W kY_trVRRklya8jC-TzW oKN t N HUGC2LrV4sxuvPSSVN62cr5RjKSAKeyYnea
2-0-0 8-4-0 9-7-8
2-0-0 2-0-0 4-4-0 0-3-8
4x4= 3x4- Scale=1:19.4
8.00 12 3 10 5
4.00 F12 4x7
1.5 4
2
0
6
3x4
1
T
164
If 8 12 7 6
4x10- 3x4 11
9
1.5x4 I i
2-0-0 4-0-0 8-4-0 8-7-8
2-0-0 2-0-0 4-4-0 0-3-8
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.05 7-8 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(TL) -0.07 7-8 >999 180
BOLL 0.0 Rep Stress Incr NO WB 0.31 Horz(TL) -0.00 6 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:49 lb 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.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
Installation guide
REACTIONS. (Ib/size) 9=447/0-5-8,6=554/Mechanical
Max Horz 9=124(LC 7)
Max Uplift 9=290(LC 8),6=-408(LC 5)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-600/428,2-3=-454/281,3-10=-489/414,5-10=-489/414,5-7=-482/345
WEBS 4-8=-264/0,5-8=-420/526,1-9=-416/298,1-8=-375/553
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.ll;
Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60
plate grip DOL=1.60
2)Provide adequate drainage to prevent water ponding.
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,,,,11111111!1111',
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 ``, A. q4�
fit between the bottom chord and any other members. 0
5)Refer to girder(s)for truss to truss connections. ,����` .•• G E NS••.;9iL ��
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 290 Ib uplift at joint 9 and 408 Ib uplift at
joint 6. No 39380
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. -' ►
8)Graphical puffin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord.
9)"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.
10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)402 Ib down and 29 Ib up at 4-0-0
on top chord,and 125 Ib down and 244 Ib up at 4-2-2 on bottom chord. The design/selection of such connection device(s)is the
responsibility of others. •
11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ,
LOADCASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf) Thomas A.Albans PE No.39360
Vert:1-2=-54,2-3=-54,3-5=-54,6-9=-20
Concentrated Loads(lb) USA,Inc.FL Cert 6634
Vert:4=-3(B)3=-22(B)7=-53(B)8=-125(B)5=-67(B)10=-13(B)11=-63(B)12=-53(B) 6904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
Q WARNING-Verity design Parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE M11-7473 rev.02116/2015 BEFORE USE.
Design valid for use only with MiTek connectors.this design Is based only upon parameters shown,and Is for an Individual building component.
Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing to insure stablllty during constructkxl Is the responsibillity of the MiTek'
erector. Addleonal permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding
fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/TPI r Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610
Job russ Truss Type ty y Glen Layton/Hatch Res!JK
T7assaal
J150229 L02 ROOF SPECIAL 1 1
Job Reference(optional)
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MrFek Industries,Inc. Tue Sep 29 12:27:06 2015 Page 1
I D:42YEHkg6OyRW kY_trVRRklya8jC-x94AYj 1?2oO3fVQheaS7RC_hSnX6LLNby_Bkt5yYneZ
4-0-0 i 6-0-0 8-4-0
4-0-0 2-0-0 2-4-0 3-
1.5x4 Scale=1:27.0
5x5=
5 6
8.0012
1.5x4
4
4.00 12 1.5x
4x7 i
1 11 0
q
�{I 2 a
d 3x4
1
Io
9 8
10 4x10= 7
1.5x4 .I 30
4-0-06-0-0 8-4-0 $-7-$
4-0-0 2-0-0 2-4-0 -3-
Plate Offsets(X Y)-- [5:0-2-8,0-1-131
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.02 8-9 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 I BC 0.28 Vert(TL) -0.05 8-9 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 7 rVa n/a
BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Weight:58 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.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
Installation guide.
REACTIONS. (Ib/size) 10=311/0-5-8,7=292/Mechanical
Max Horz 10=190(LC 11)
Max Uplift 10=-105(LC 12),7=-145(LC 9)
Max Grav 10=311(LC 1),7=292(LC 17)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-371/202,3-9=-318/257,3-4=-306/249,4-5=-448/311
BOT CHORD 9-10=-295/276
WEBS 5-8=-312/250,5-9=-240/419,1-10=282/201,1-9=-1 531325
NOTES-
1)Unbalanced roof live loads have been considered for this design.
01
2)Exp C;Encl.,GCpi=0.1181 MW FRS(diircond recctio al)gust)d C-ClExter Exterior(2)0-1-2 to 2-0-12,Inter opr(1)2-0-12 o 6-O-0,Exterior(2)6-0-0 to t.II; ,%, p S+A.
8-2-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions �� XAe
shown;Lumber DOL=1.60 plate grip DOL=1.60 ���,�`Z`6'•\G E N S�••.Q�i��i
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. : '• No 39380 •••
5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will _*
fit between the bottom chord and any other members.
6)Refer to girder(s)for truss to truss connections. =
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 105 Ib uplift at joint 10 and 145 lb uplift at ="fl
joint 7.
8)"Semi-rigid pitchbreaks with fixed 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 puffin along the top and/or bottom chord. ideit�; R 0 • 'C?`��`
�� , � ��
tttttt
Thomas A.Albanl PE No.39380
MiTek USA,Inc.FL Cert 6634
6904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE M11-7473 rev.0211612015 BEFORE USE.
Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and is for an Individual building component.
Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responslbillity of the
erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding MiTek'
fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610
oTruss Truss Type aty Ply Glen Laylon I Hatch Res/JK
nassaa2
J150229 L03 ROOF SPECIAL 1 7
Job Reference o tional
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 Mi-Tek Industries,Inc. Tue Sep 29 12:27:07 2015 Page 1
I D:42YEHkg6OyR W kY_trVRRklya8jC-PLeY122dp6W wHf?tCHzM_gXs6AsY4nfkBexH PXyYneY
B-7-8
4-0-0 8-0-0 a-4-
4-0-0 4-0-0 -4-6
2x4 II 0-3-8 Scale=1:34.1
5
8.00'12
3x6 i 10
1.5x4
4.00 12 4
4x7 i
2
3x4
1
rl
Iop
0
8 7
9 6
1.5x4 11 4x4= 3x5=
4-0-0 8-4-0 8r7-8
4-0-0 4-4-0 -3-
18
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.03 7-8 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(TL) -0.05 7-8 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.00 6 n/a n/a
BCDL 10.0 Code FBC20141TP12007 (Matrix-M) Weight:55 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.2 BOT CHORD Rigid ceiling directly applied or 9-3-9 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (Ib/size) 9=311/0-5-8,6=292/Mechanical
Max Horz 9=261(LC 11)
Max Uplift 9=-98(LC 12),6=-140(LC 9)
Max Grav 9=311(1-C 1),6=325(LC 17)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-387/198
BOT CHORD 8-9=-405/389,7-8=-313/475
WEBS 4-7=-435/259,1-9=-283/196,1-8=-1 51/351
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft L=24ft;eave=oft;Cat.II;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 2-0-12,Interior(1)2-0-12 to 8-2-4 zone;cantilever left and
right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate
grip DOL=1.60 �����p,S A. q� �I♦♦
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. B
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 ,����� (,E N S•'.�A-♦♦♦
tit between the bottom chord and any other members.
4)Refer to girder(s)for truss to truss connections. No 39380 •�...
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 98 Ib uplift at joint 9 and 140 Ib uplift at joint *-
6.
6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
7)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. :
T
it
Thomas A.Albani PE No.39380
MiTek USA,Inc.FL Cert 6634
6904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
Q WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/162015 BEFORE USE.
Design valid for use only with MiTek connectors.This design Is based only upon parameters shown,and is for an Individual building component.
Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek'
erector. Additional permanent bracing of the overall stnrcture Is the responsibility of the building designer.For general guidance regarding
fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandrla,VA 22314. Tampa.FL 33610 j
Job russ russ ype Qty y Glen Layton/Hatch Res/JK
77469643
J150229 L04 ROOF SPECIAL 3 1
Job Reference(optional)
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 12:27:08 2015 Page t
ID:42YE H kg6OyR W kY_trVRRklyaBjC-tYCxyO3FaPenvpa4l?UbX141 saCnpEvuQl gD¢yYneX
4-0-0 8-4-0 8r7-0
4-0 0 4-4-0 0-31-
2x4 11 Scale=1:34.4
i5
8.00 12
3x6 10
1.5x4
4.00 F12 4
4x7 i
2
3x4
1
I�
i o
8 7
9 6
1.5x4 I4x4- 3x5=
4-0-0 8-4-0 8 7 B
4-0-0 4-4-0 3-
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.03 7-8 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(TL) -0.05 7-8 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.00 6 rVa n/a
BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:55 lb 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.2 BOT CHORD Rigid ceiling directly applied or 9-3-9 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (Ib/size) 9=311/0-5-8,6=292/Mechanical
Max Horz 9=261(1-G 11)
Max Uplift 9=-98(LC 12),6=-140(LC 9)
Max Grav 9=311(LC 1),6=325(LC 17)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-387/198
BOT CHORD 8-9=-405/389,7-8=-313/475
WEBS 4-7=-435/259,1-9=-283/196,1-8=-151/351
NOTES-
1)Wind:ASCE 7-10;Vuit=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.ll;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 2-0-12,Interior(1)2-0-12 to 8-2-4 zone;cantilever left and
right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate `` 1till I
grip DOL=1.60 `%% �p,S A. ,44 ��♦♦
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. % e
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 ,�� �••��,E N S'••.'Q�♦♦♦
fit between the bottom chord and any other members. V F •••
4)Refer to girder(s)for truss to truss connections. No 39380
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 98 Ib uplift at joint 9 and 140 Ib uplift at joint
6.
6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
7)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
� � •
�%%%
Thomas A.Aibanl PE No.39380
MiTek USA,Inc.FL Cert 6634
6904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
Q WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MI47473 rev.02/182015 BEFORE USE.
Design valid for use only with Mllek connectors.This design is based only upon parameters shown,and is for an Individual building component.
Appllcablity of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown
is for lateral support of Individual web members only. AddBkxal temporary bracing to insure stability during construction Is the responsibility of the MiTek'
erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding
fabrication quality control,storage,delivery,erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information avalable from Truss Plate Institute,781 N.Lee Street.Sure.312.Alexandria,VA 22314. Tampa,FL 33610
o russ Truss Type ty y Glen Layton/Hatch Res/JK
nasseaa
J150229 Mot MONOPITCH GIRDER 1 1 j
Job Reference o tional
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MiTak Industries,Inc. Tue Sep 29 12:27:08 2015 Page 1
I D:42YE Hkg6OyR W kY_trV R Rklya8jC-tYCxyO3FaPenvpa4l?UbX141 Ma6up2xuQlgrxzyYneX
4-6-12 9-1-8
4-6-12 4-6-12
2x4 11 Scale=1:24.5
4
4.0012
3x8%
3
4x4
2
1
i
11 6 12 13
4x10 11 3x10 11 5
6x6=
4-6-12 9-1-8
4-6-12 4-6-12
Plate Offsets(X Y)-- [1:0-4-8,0-2-41
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.04 5-6 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(TL) -0.09 5-6 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.94 Horz(TL) 0.02 5 n/a n/a
BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:56 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-3 oc purlins, except
BOT CHORD 2x6 SP No.1 D end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or B-8-2 oc bracing.
SLIDER Left 2x6 SP No.2 2-6-0 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (Ib/size) 1=2059/0-3-8,5=1364/0-5-8
Max Horz 1=171(LC 20)
Max Uplift 1=-1043(LC 8),5=-544(LC 8)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-1478/68212-3=-2191/913
BOT CHORD 1-11=-865/2058,6-11=-865/2058,6-12=-865/2058,12-13=-865/2058,5-13=-865/2058
WEBS 3-5=-2224/967,3-6=-538/1422
NOTES-
1)Wind:ASCE 7-10;Vuit=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.11;
Exp C;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60
plate grip DOL=1.60 ,`,��11111►1����,
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4,9�J�,
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. ���,``Z \G E N S•• 9�i
4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1043 Ib uplift at joint 1 and 544 Ib uplift at F•�'. �do
joint 5. No 39380 �:•
5)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
6)Use Simpson Strong-Tie HTU26(20-10d Girder,11-10dx1 1/2 Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting
at 0-8-12 from the left end to 6-8-12 to connect truss(es)to back face of bottom chord.
7)Fill all nail holes where hanger is in contact with lumber. -rte
8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). i. TA r
w
LOAD CASE(S) Standard
4. 0 R 1,1D�'• N
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 �i S• ••....••' \ >
Uniform VLos ert 1(pit)54,5-7.20
Concentrated Loads(lb)
Vert:9=-950(B)11=-603(B)12=-603(B)13=-603(B) Thomas A. Inc. PE rt 663 60
MRek USA,Inc.FL Cert 6634
6904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.02/16/2015 BEFORE USE.
Design valid for use only with Mflek conneclors.This design is based only upon parameters shown,and is for an individual bung component. SII
Applicability of design parameters and proper incorporation of component Is responsibllfty of twildirxg designer-not truss designer.Bracing shown
Is for lateral support of Individual web members only. Additional temporary tracing to insure stability during construction Is the respordbillity of the 'Y',A1Tek•
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding
fabrication cp_"ity control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information avallable from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandra.VA 72314. Tampa,FL 33610
Job russ fuss ype Oty Ply Glen Layton/Hatch Res/JK
P469645
J150229 N01 HALF HIP GIRDER 1 1
Job Reference(optional)
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 12:27:10 2015 Page 1
ID:42YEHkg6OyRW kY_trVRRklyaBjC-pwKhN45V6lvV86kStPX3cS9EbOr2H25Atc9xOsyYneV
4-0-0 9-3-8 14-7-0
4-0-0 5-3-8 5-3-8
Scale=1:25.7
4x7= 1.5x4 11 3x4=
8.00 F12
3 11 12 5 13 14 15 6
4.00 12
4x7
2 1.5 K4 5
3x4
1 I
16 9 17 18 8 19 20
10 4x4= 3x10= 73x6 II
3x6 1
2-0-00 4-0-02-00 9-3-8 14-7-0
2-0- 5-3-8 5-3-8
Plate Offsets(X Y)-- [3:0-5-4,0-2-01
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 0.87 Vert(LL) 0.08 8-9 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.12 8-9 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.51 Horz(TL) 0.01 7 rUa n/a
BCDL 10.0 Code FBC2014rrPI2007 (Matrix-M) Weight:81 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-10 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-7-15 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (Ib/size) 7=768/0-5-8,10=780/0-5-8
Max Horz 10=124(LC 7)
Max Uplift 7=-460(LC 5),10=-496(LC 8)
Max Grav 7=771(LC 3),10=780(LC 1)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-1165/781,2-4=-364/286,2-3=-846/536,3-11=-1076/699,11-12=-1076/699,
5-12=-1 076/699,5-13=-1076/699,13-14=-1 076/699,14-15=-1076/699,6-15=-1076/699,
6-7=-690/431
BOT CHORD 9-17=-747/966,17-18=-747/966,8-18=-747/966
WEBS 4-9=-262/123,3-4=-252/158,5-8=-430/203,6-8=-779/1176,1-10=-748/503,
1-9=-705/1065
NOTES- „`,--` A / ,',,
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ff;eave=oft;Cat.11; �� 0\`r`•..••••• �e
Exp C;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 ,,�����.��C E N5+�.q
plate grip DOL=1.60
2)Provide adequate drainage to prevent water ponding. No 39380
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. ' J�
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 460 Ib uplift at joint 7 and 496 Ib uplift at
joint 10. % T
6)"Semi-rigid pitchbreaks with fixed heels”Member end fixity model was used in the analysis and design of this truss. i t
7)Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord.
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. �j s•'•..••• •'•`C?,�
9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)402 Ib down and 29 Ib up at 4-0-0 ��j S/ A ���
��
on top chord,and 125 ib down and 243 Ib up at 4-2-2 on bottom chord. The design/selection of such connection device(s)is the ��,,/�N
;+,,
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). Thomas A.Alberti PE No.39380
MITek USA,Inc.FL Cert 6634
LOAD CASE(S) Standard 6904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
WA NI -Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 111IF7473 rev.02/16)2015 BEFORE USE.
Design valid for use only with MIIek connectors.This design is based only upon parameters shown,and Is for an Individual building component.
Applicability of design parameters and proper Incorporation of component Is responslblllty of budiding designer-not truss designer.Bracing shown
Is for lateral support of Individual web members orgy. Additional temporary bracing to Insure siabllfty during construction Is the responslbllity of the MiTek
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guukkwce regarding
fabrication,quality control.storage,delivery,erection and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety information available from Truss Plate lmtlfute.781 N.Lee Street.Suite 312.Alexardrla.VA 22314. Tampa,FL 33610
JobrUSSTruss Type Qty Ply Glen Layton/Hatch Res/JK
T7469845
J150229 NO1 HALF HIP GIRDER 1 1
Job Reference(optional)
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 12:27:10 2015 Page 2
I D:42YEH kg6OyR W kY_trV RRklya8jC-pwKhN45V61 vV86kStPX3cS9EbOr2 H25Atc9xOsyYneV
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:1-2=-54,2-3=-54,3-6=-54,7-10=-20
Concentrated Loads(lb)
Vert:4=-3(F)3=-21(F)9=-125(F)6=-13(F)11=-13(F)12=-13(F)13=-13(F)14=-13(F)16=-63(F)17=-53(F)18=-53(F)19=-53(F)20=-53(F)
Q WARNING-verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Ulf-7473 rev.02/1&2015 BEFORE USE.
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for on Individual budding component.
Applicability of design parameters and proper Incorporation of component Is responsibility of bdlding designer-not truss designer.Bracing shown
Is for lateral support of Individual web members only. AddBkmal temporary bracing to insure stability during construction Is the resporlsibdlity of the MiTek'
erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding
fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria.VA 72314. Tampa,FL 33610
Job russ runs ype tyy Glen Layton/Hatch Res/JK
77469846
J150229 R01 ROOF SPECIAL GIRDER 1 1
Job Reference(optional)
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 12:27:12 2015 Page 1
I D:42YEHkg6Oy RW kY_trVRRklyaBjC-mJ RRom6mee9D NQur_gZXhtEXfBUvly7TKwe24kyYneT
2-0-0 4-0-0 10-7-0 12-7-014-7-0
2-0-0 2-0-0 6-7-0 2-0-0 2-a0
Scale=1:26.1
5x8 M18SHS=
5x5=
8.00 12 3
13 14 15 5
4.00 12
4x7 1 40
7
2
1.5K4% 1.
T 3x4
3x4 O
1 8 rb
0
0
1
16 11 17 18 19 10 20
12 4x4= 4x10= 93x6 11
3x6 ',1
2-0-0 4-0-0 10-7-0 12-7-014-7-0
2-0-0 2-0-0 1 6-7-0 2-a0 2-a0
Plate Offsets(X Y)-- [3:0-5-12,0-2-01,[5:0-2-8,0-1-131
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 0.97 Vert(LL) 0.18 10-11 >958 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(TL) -0.22 10-11 >789 180 M18SHS 244/190
BCLL 0.0 Rep Stress Incr NO 1 WB 0.54 Horz(TL) 0.01 9 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:81 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 6-0-13 cc bracing.
WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer j
Installation guide.
REACTIONS. (Ib/size) 12=842/0-5-8,9=839/0-5-8
Max Horz 12=47(LC 7)
Max Uplift 12=-585(LC 8),9=579(LC 8)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-1312/961,2-4=-383/328,2-3=-1017/659,3-13=-1131/890,13-14=-1131/890,
14-15=-1131/890,5-15=-1131/890,5-7=-1047/669,6-7=-371/312,7-8=-1321/954
BOT CHORD 11-17=-793/1128,17-18=-793/1128,18-19=-793/1128,10-19=-793/1128
WEBS 4-11=-286/177,3-4=-281/247,6-10=-310/188,5-6=-317/213,1-12=-827/606,
1-11=-874/1217,8-9=-819/597,8-10=-865/1227
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2) AE = 11 ir0ftexposed Bcright r 11,
Exp CEncGCpi0.18MWFFRS(directioal)tcantleverleand right ennd vertical left and exposed;Lumber
A. .441ll i,
plate grip DOL=1.60 % 0 •
e ���
3)Provide adequate drainage to prevent water ponding. ���,�` •••�G E N$••
4)All plates are MT20 plates unless otherwise indicated. �' F �'• �i
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. NO 39380
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 585 Ib uplift at joint 12 and 579 Ib uplift at e '
joint 9.
8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. i.i' ---STA E
9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
10)"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. IV..
.•
1 t)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)402 Ib down and 29 Ib up at 4-0-0 �j is ••..•••R ••
on top chord,
and
of 25 llh own and 243
ion device(s)lupat the 2,responsibilityand lb downof and 243 Ib up at 10-4-2 on bottom chord. The ��� O N A'
12) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
Thomas A.Albanl PE No.39360
LOAD CASE(S) Standard MITek USA,Inc.FL Cert 6634
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 6904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
WA NTNG-Verily design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE M11-7473 rev.02/16/2015 BEFORE USE.
Design valid for use orgy with MRek connectors.This design Is based only upon Parameters shown.and Is for an Individual building component.
Applicability of design parameters and proper incorporation of component Is responsibility of bugiding designer-not truss designer.Bracing shown
Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responslb611ty of the MiTek'
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding
fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information avalable from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa.FL 33610
0Truss Truss TypeQty Ply Glen Layton/Hatch Res/JK
77469846
J150229 R01 ROOF SPECIAL GIRDER t 1
Job Reference(optional)
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MTek Industries,Inc. Tue Sep 29 12:27:12 2015 Page 2
I D:42YE Hkg6OyRW kY_trVRRklya8jC-mJR Rom6mee9DNQur_gZXhtEXfBUvly7TKwe24kyYneT
LOAD CASE(S) Standard
Uniform Loads(pit)
Vert:1-2=-54,2-3=-54,3-5=-54,5-7=-54,7-8=-54,9-12=-20
Concentrated Loads(lb)
Vert:4=-3(B)3=-21(B)5=24(B)11=-125(B)10=-125(B)13=-13(B)14=-1 3(B)15=-13(B)16=-63(B)17=-53(B)18=-53(B)19=-53(B)20=-63(B)
Q WARNING-verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE.
Design valid for use only with Mftek connectors.This design is based only upon parameters shown,and Is for an individual building component.
Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding
fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information avallable from Truss Plate Institute.781 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610
o fuss runs ype y Glen Layton/Hatch Res/JK
T7469847
J150229 R02 ROOF SPECIAL 1 1
Job Reference(optional)
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 12:27:13 2015 Page 1
I D:42YEHkg6OyR W kY_trVRRklya8jC-EV?gO67OOyH4?aT1 YY4mE5npubw9U RwdZaOcdByYneS
2-0-0 4-0-0 6-0-0 8-7-0 10-7-0 12-7-0 14-7-0
r 22 0-6 2-6-0 2-0-0 2-7-0 2-0-0 2-0-0
Scale=1:26.8
3x6 3x6
5 6 7 8
8.00 12
9
4
4.00 F12
4x7 i 18 47��
17 O
10 e
2
3x4
3x4 12
1
j
o
15 14
16 410= 410= 13
2-0-0 4-0-0 6-0-08-7-0 10-7-0 12-7-0 14-7-0
2-0-0 2-0-0 2-0-0 2-7-0 2-0-0 2-a0 2-a0
Plate Offsets(X Y)-- [570-3-0,0-0-21,[8:0-3-0,0-0-21
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def] Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.06 14-15 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(TL) -0.15 14-15 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.01 13 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:86 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-10 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.2 FMITek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (Ib/size) 16=529/0-5-8,13=529/0-5-8
Max Horz 16=85(LC 11)
Max Uplift 16=-190(LC 12),13=-190(LC 12)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-724/327,2-3=-254/171,2-17=-453/184,4-17=-431/191,4-5=-701/417,5-6=-618/378,
6-7=-441/294,7-8=-618/378,8-9=-701/417,9-18=-431/191,10-18=-453/184,
10-11=-254/171,10-12=-724/327
BOT CHORD 14-15=-143/417
WEBS 3-15=-267/217,3-4=-276/225,11-14=-267/217.9-11=-276/225,1-16=-497/267,
1-15=-273/651,12-13=-497/267,12-14=-273/651,6-15=-154/324,7-14=-154/324
NOTES-
1)Unbalanced s design.
2)Wind:ASCEroof live 7-10;Vultad130mph(3 second gust)Vasds have been considered for =101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.11; �%% P$,A.ill ��,��
Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-1-12 to 2-0-12,Interior(1)2-0-12 to 6-0-0,Extedor(2)6-0-0 to
I
8-7-0,Interior(1)11-7-0 to 12-6-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and ,� ` .•• G E N,3
forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding. No 39 380 •�:
4)All plates are 1.5x4 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 190 Ib uplift at joint 16 and 190 Ib uplift at i-�•°r j •: {�/•
joint 13.
8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �� � 0 R,Q•••' \ 44
9)Graphical puffin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. s••••......• `G��
slO N A�
It
Thomas A Albani PE No.39380
Mffek USA,Inc.FL Cert 6634
6904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MI!7473 rev.02116/2015 BEFORE USE.
Design valid for rise only with Mffek connectors.This design Is based only upon parameters shown,and Is for an individual building component.
Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.&acing shown
is for lateral support of indNk]ual web members only. Additional temporary bracing to Insure stability during construction Is the responsibilllty of the M iTe k
erector.Additional permanent tracing of the overall structure Is the responsibility of the brdlding designer.For general guidance regarding
fabrication,quality control,storage.dellvery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandfla,VA 22314. Tampa,FL 33610
Job russ russ ype ty y Glen Layton/Hatch Res/JK
nas9aaa
J150229 R03 ROOF SPECIAL i 1
Job Reference(optional)
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 12:27:14 2015 Page 1
I D:42YEHkg6OyR W kY_trVRRklya8jC-ihZCDS809FPwdk2E6Fb?mlJ_B?F9DuemoE799dyYneR
2-0-0 40-0 7-3-8 10-7-0 12-7-0 14-7-0
2-0-0 2-0-0 3-3-8 3-3-8 2-0-0 2-0-0
5x5= Scale:318'=V
5
8.00 12
1.5x4 11 1.5x4 11
4.00 12
4 6
4x7�i 4x7
4. 7
2 1. x4 1. x4 3x4
3x4% 9
1
� 10
n
12 11 1
13 10
1.5x4 I 3x10= 3x10= 1.5x4 (I
2-0-0 4-0-0 7-3-8 10-7-0 12-7-0 14-7-0
2-0-0 2-0-0 3-3-8 3-3-8 2-0-0 2-0-0
Plate Offsets(X Y)-- (11:0-3-0 0-1-8) (12:0-3-8 0-1-8)
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.05 11-12 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(TL) -0.13 11-12 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.00 10 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:90 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-11 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (Ib/size) 13=529/0-5-8,10=529/0-5-8
Max Horz 13=108(LC 11)
Max Uplift 13=190(LC 12),10=190(LC 12)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-737/305,2-4=-498/189,4-5=-849/437,5-6=-849/437,6-7=-498/189,7-9=-737/305
BOT CHORD 11-12=-94/382
WEBS 3-12=-392/273,3-4=-405/281,8-11=-392/273,6-8=-405/281,1-13=-500/251,
1-12=-253/665,9-10=-500/251,9-11=-253/665,5-12=-228/462,5-11=-228/462
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=4.2psf;BCDL=3.Opsh h=25ft;B=45ft;L=24ft;eave=oft;Cat.II;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 2-0-12,Interior(1)2-0-12 to 7-3-8,Exterior(2)7-3-8 to
10-5-4,Interior(1)12-6-4 to 14-5-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and `,��`-^PS A' 44 !JJ,
forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 \ • B
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `� �`� GENS--N
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. NO 39380
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 190 Ib uplift at joint 13 and 190 Ib uplift at
joint 10.
6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
7)Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord.
• T-
P ,
�,
s,O N A1111111111,1111 ��,�
Thomas A.Alban)PE No.39380
MITek USA,Inc.FL Cert 8634
6904 Parke East Blvd.Tampa R.33610
Date:
September 29,2015
Q WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev.02/1612015 BEFORE USE.
Design valid for use only with MiTek connectors.This design is based only upon Parameters shown,and Is for an individual building component.
Appllca Ity of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown
Is for lateral support of Individual web members only. Addltlonal temporary bracing to insure stability during construction Is the responsibillity of the MiTek
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding
fabricatim quality control,storage,delivery.erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information avallabbe from Truss Plate Institute,781 N.Lee Street Suite 312.Alexandria,VA 22314. Tampa,FL 33610
0 • Truss Truss Type ty y Glen
T7469849
J750229 R04 ROOF SPECIAL 3 1 Layton/Hatch Res!JK
Job Reference o floral
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 M7ak Industries,Inc. Tue Sep 29 12:27:15 2015 Page 1
I D:42YEH kg6OyR W kY_trV R Rklya8jC-Au7aOo8ewZXnEtcQgz6EJ W s9yPbZyL?v1 utih3yYneQ
2-20-:20
0 4-0-0 7-3-8 10-7-0 12-7-0 14-7-0
2-0 0 2-0-0 3-3-5 3-3-8 2-0-0 2-0-0
5x5= Scale:378'=1'
5
8.00 12
1.5x4 11 1.5x4 11
6
4.00 F12
4
4x7 4x7
7
2 1. x4 1. x4 3x4 zZ
- 3x4
9
1
a j
m I�
l o
12 11
13 10
1.5x4 11 4x10= 4x10= 1.5x4 II
2-0 7-3-8 10-7-0 12-7-0 14-7-0
2-0-0 2-0-0 3-3-8 3-3-8 2-0-0 2-0-0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.04 11-12 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(TL) -0.12 11-12 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.00 10 rVa n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:90 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-11 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (Ib/size) 13=529/0-5-8,10=529/0-5-8
Max Horz 13=108(LC 11)
Max Uplift 13=-190(LC 12),10=-190(LC 12)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-2=-740/310,2-4=-490/185,4-5=-841/433,5-6=-841/433,6-7=-490/185,7-9=-740/310
BOT CHORD 11-12=-92/381
WEBS 3-12=-394/274,3-4=-409/283,8-11=-394/274,6-8=-409/283,5-12=-225/458,
5-11=-225/458,1-13=-498/252,1-12=-257/669,9-10=-498/252,9-11=257/669
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=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.11;
Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-1-12 to 2-0-12,Interior(1)2-0-12 to 7-3-8,Exterior(2)7-3-8 to
Interior(l)
S cantilever
DOL ft 60 plateright
gr p DO =1 60exposed
L vertical left and right exposed;C-C for members and PS+A++q�
forces&MWFRfor reactions shown;Lumber
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. B i�
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 ,� .•• �,E Ns'-..
fit between the bottom chord and any other members. �' F �•��
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 190 Ib uplift at joint 13 and 190 Ib uplift at = ;• NO 39380
joint 10. "
6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
7)Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
TA E "'"
Ja .
�e`ql0 N't 1811111 1
Thomas A.Albani PE No.39380
Mffek USA,Inc.FL Cert 6634
6904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MIF7473 rev.021152015 BEFORE USE.
Design valid for use only with MiTek connectors.This design Is based only upon parameters shown,and is for an Individual building component.
Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown
Is for lateral supporl of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsiblllity of the MiTek
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding
fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information avalable from Truss Plate lrutitute,781 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610
JUL) fuss russ ype t f y
J150229 Glen Layton/Hatch Res/JK
T7469850
ROS ROOF SPECIAL 1 1
Job Reference(optional)
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 12:27:17 2015 Page 1
I D:42YE Hkg6OyR W kY_trV RRklya8jC-6GFKrTAuSAnV U Bmon09jOxxVuCH5QFwCUCMpmyyYneO
2-0-0 4-0-0 6-0-0 8-7-0 10-7-0 12-7-0 14-7-0
2-0-0 2-0-0 2-0-0 2-7-0 2-0-0 2-0-0 2-0-0
Scale=1:26.8
3x6 i 3x6
5 6 7 8
8.00 12
9
4
4.0012
4x7 i 18 4x7
17 O
10
2
3x4
3x4% 12
1
0
0
15 14
16 4x10= 4x10= 13
2-0-0 4-0-0 6-0-0 B-7-0 10-7-0 12-7-0 14-7-0
2-0-0 2-0-0 2-0-0 2-7-6 2-0-0 2-0-0 2-a0
Plate Offsets(X Y)-- [5:0-3-0,0-0-21,[8:0-3-0,0-0-21
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.06 14-15 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(TL) -0.15 14-15 >999 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.38 Horz(TL) 0.01 13 n/a n/a
BCDL 10.0 Code FBC2014lTP12007 (Matrix-M) Weight:86 Ib FT=20
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-10 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (Ib/size) 16=529/0-5-8,13=529/0-5-8
Max Horz 16=85(LC 11)
Max Uplift 16=-190(LC 12),13=-190(LC 12)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-724/327,2-3=-254/171,2-17=-453/184,4-17=-431/191,4-5=-7011417,5-6=-618/378,
6-7=-441/294,7-8=-618/378,8-9=-701/417,9-18=-431/191,10-18=-453/184,
10-11=-254/171,10-12=-724/327
BOT CHORD 14-15=-143/417
WEBS 3-15=-267/217,3-4=-276/225,1-16=-497/267,1-15=-273/651,11-14=-267/217,
9-11=-276/225,12-13=-497/267,12-14=-273/651,6-15=-154/324,7-14=-154/324
NOTES-
1)Unbalanced s design.
2)Wind: rloads
ASCE 7-10;Vu30mph(3 second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.Il; �%`� PS'A'tq4
Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Extedor(2)0-1-12 to 2-0-12,Interior(1)2-0-12 to 6-0-0,Exterior(2)6-0-0 to �� •• ........
B
8-7-0,Interior(1)11-7-0 to 12-6-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and ,����` �Ci E N S'•'.92��i
forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 �' ••• �.0
3)Provide adequate drainage to prevent water ponding. NO 39380 s
4)All plates are 1.5x4 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 190 Ib uplift at joint 16 and 190 Ib uplift at �. • .:,:<r
joint 13.
8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �,�' 4 O R IV
•.•'
9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �j s •..... `�?`%
Thomas A.Albani PE No.39380
MiTek USA,Inc.R.Cert 6634
6904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
0 WARNING-verify design parameters and READ NOTES ON TRIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.02116/2015 BEFORE USE.
Design valid for use only with Mffek connectors.This design Is based only upon parameters shown.and Is for an Individual building component.
Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responslbillity of the Mitek
erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general gurirdance regarding
fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information avdable from Truss Plate Institute,781 N.Lee Street,Sults 312.Alexandria,VA 22314. Tampa,FL 33610
o • Truss fuss ype ty y Glen Layton!Hatch Res/JK
77469851
J150229 Sol HIP GIRDER 1 1
Job Reference o tional
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 12:27:18 2015 Page i
ID:42YEHkg6OyRW kY_trVRRklyaBjC-aTpj3pBXDUvM5LL?L5gyw8UiMce89mrMjs5MIOyYneN
2-0-0 6-11-0 8-11-0
2-0-0 4-11-0 2-0-0
Scale=1:16.3
' 4.00 Fl2 4x4=
4x7=
l 2 9 10 3
I
3x4 5:r 4 3x4 C
1
o
C?
0
1
11 7 12 13 6 14
3x4= 3x8_
8 5
1.5x4 I 1.5x4 11
2-0-06-11-0 8-11-0
2-0-0 4-11-0 2-0-0
Plate Offsets(X Y)-- (20-5-8 0-2-01
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Weft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.02 6-7 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(TL) -0.03 6-7 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.08 Horz(TL) 0.00 5 n/a n/a
BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:44 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.2 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (Ib/size) 8=280/0-3-8,5=280/0-3-8
Max Horz 8=-9(LC 6)
Max Uplift 8=-215(LC 7),5=-215(LC 6)
Max Grav 8=285(LC 17),5=285(LC 18)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-356/346,2-9=-329/315,9-10=-329/315,3-10=-329/315,3-4=-356/346
BOT CHORD 7-12=-316/330,12-13=-316/330,6-13=-316/330
WEBS 1-8—278/224,1-7=-347/357,4-5=-278/224,4-6=-347/357
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=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.it;
Exp ;Encl.,G P60. 18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 ,,,,-V11i S 1 All 18111.4
ip
3)Provide adequate drainage to prevent water ponding. %% `v`
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,�%,`�`�'•�Ci E N S`••
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. NO 39380
i
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 215 Ib uplift at joint 8 and 215 lb uplift at
joint 5.
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
8)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x325")toe-naits.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)211 Ib down and 193 Ib up at 2-0-0, �, •;��/�
and 211 Ib down and 193 Ib up at 6-11-0 on top chord,and 34 Ib down and 56 Ib up at 2-2-2,and 34 Ib down and 56 Ib up at 6-8-2 on .0
bottom chord. The design/selection of such connection device(s)is the responsibility of others. J- �'. 0 R Q ,•`• ��,�
10) In the LOA) SASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
LOADfit
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Thomas A.Alban)PE No.39380
Uniform Loads(pit) MfTek USA,Inc.FL Cert 6634
Vert:1-2=-54,2-3=-54,3-4=-54,5-8=-20
Concentrated Loads(lb) 6904 Parke East Blvd.Tampa FL 33610
Vert:2=34(F)3=34(F)7=-2(F)6=-2(F)9=7(F)10=7(F)11=1(F)12=-1(F)13=-1(F)14=1(F) Data:
September 29,2015
Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111/I.7473 rev.02/1&2015 BEFORE USE.
Design valid for use orgy with MBek connectors.This design Is based only upon parameters shown,and is for an Individual Ildirg component.
Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not tmss designer.Bracing shown
Is for lateral support of Individual web members only. Additional Temporary bracing to Insure stability during construction Is the iesporsibIlllty of the MiTek'
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding
fabrication.quality control,storage,delivery.erection and bracing,consult ANSI/TPI t Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information avalc"e from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 33610
--7-
0 , fuss fuss ype ty �yGienh Res/JK774691 (optional)
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MiTek Industries,Inc Tue Sep 29 12:27:19 2015 Page 1
I D:42YE Hkg6OyR W kY_trVRRklyaBjC-2fN5G9C9_o1 DjVwBvoBBTM1 uu0?ZuBIVxVrwgryYneM
2-0-0 4-0 0 4-11-0 6-11-0 8-1-0-1-0
2-0 0 2-0-0- 0-11-0 2-0-0 20
4x4= 4x4= Scale=1:19.6
B.00 12 3 5
6
4.00 F12 4.7 i 4x7
1.514% 1.5 7
2
0
0
3x4 5-� 83x4 C
1
0
0
11 104x4=
4x4=
12 9
1.5x4 11 1.5x4 I
2-0-0 4-0-0 4-11-0 6-11-0 8-11-0
2-0-0 2-0-0 0-11-0 2-0-0 2-0-o
LOADING (psf) SPACING- 2-0-0 CSI. DEFL- in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.02 11 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(TL) -0.03 11-12 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.00 9 nta n/a
BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:54 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.2 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (Ib/size) 12=319/0-3-8,9=319/0-3-8
Max Horz 12=47(LC 11)
Max Uplift 12=-1 1 5(LC 12),9=-115(LC 12)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-365/193,3-5=-308/210,7-8=-365/193
BOT CHORD 10-11=-111/275
WEBS 1-12=-283/199,1-11=-144/319,8-9=-283/199,8-10=-144/319
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=4.2psf;BCDL=3.opsf;h=25ft;B=45ft L=24ft eave=oft;Cat.ll;
Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-1-12 to 2-0-12,interior(1)2-0-12 to 4-0-0,Exterior(2)4-0-0 to
4-11-0,Interior(1)6-10-4 to 8-9-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and
forces 8 MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ,
3)Provide adequate drainage to prevent water ponding. �� SNS A. qZ ,s 4j
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 ,���� .••�Ci E N�'• 92��
fit between the bottom chord and any other members.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 115 Ib uplift at joint 12 and 115 Ib uplift at = NO 39380
joint 9. - *`
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
Jillif 11 00
Thomas A.Albani PE No.39380
MITek USA,Inc.FL Cort 6634
6904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MI1-7473 rev.02/1672015 BEFORE USE.
Design valid for use only with Mffek connectors.This design Is based only upon paameters shown,and is for an Individual building component.
Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not hruss designer.Bracing shown
Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the MiTek'
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding
fabdcallon,quality control,storage,delivery.erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCS1 Building Component 6904 Parke East Blvd.
Safety Information avallable from Truss Plate Institute.781 N.Lee Sheet,Suite 312 Alexandria.VA 22314. Tampa,FL 33610
Job fuss Truss Type ty y Glen Layton/Hatch Res/JK
77469853
J150229 S03 ROOF SPECIAL 1 1
Job Reference(opt,
o floral
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MTek Industries,Inc. Tue Sep 29 12:27:20 2015 Page t
I D:42YEHkg6OyR W kY_trV RR klya8jC-XrwTUVCnl594LfVNS W iQOZZ4oQKEdgOfA9aTMHyYneL
2-0-0 4-5-8 6-11-0 8-11-0
2-0-0 2-5-8 2-5-8 2-0-0
3x4= (+)Top chord must be braced by end jacks, Scale=1:22.3
roof diaphragm,or properly connected
4 purlins as shown.
8.00 12
4.00 12
4x7�i 4x7
5
2 (+)
3x4� 3x4
6
1
0
0
8
g 4x10= 7
1.5x4 11 1.5x4 11
2-0-0 4-5-8 6-11-0 8-11-0
2-0-0 2-5-8 2-5-8 2-0-0
Plate Offsets(X Y)-- 14:0-2-0 Edgel
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.01 7-8 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(TL) -0.03 7-8 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) -0.00 7 n/a n/a
BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) I Weight:53 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.2 JOINTS 1 Brace at Jt(s):3
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (Ib/size) 9=319/0-3-8,7=319/0-3-8
Max Horz 9=55(LC 11)
Max Uplift 9=-115(LC 12),7=-115(LC 12)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-390/182,5-6=-390/182
WEBS 1-9=-285/193,1-8=-135/344,6-7=-285/193,6-8=-135/344
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=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.ll;
Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Extedor(2)0-1-12 to 2-0-12,Interior(1)2-0-12 to 4-5-8,Extedor(2)4-5-8 to
6-10-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions 0/111111�►//��'
shown;Lumber DOL=1.60 plate grip DOL=1.60 N..%%WkS A. ,q4 �4,4#
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. e
4)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will %�,��. Ci E N S.
92'♦♦
fit between the bottom chord and any other members.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 115 Ib uplift at joint 9 and 115 Ib uplift at = No 39380 ••:.
joint 7.
6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
7)Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. _
� • ..
•
'Fill
O N Atilli 1E 11,x.
Thomas A.Alberti PE No.39380
MITek USA,Inc.FL Cert 6634
6904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE 01.7473 rev.0211&2015 BEFORE USE.
Design valid for use only with Mitek connectots.This design is based only upon parameters shown,and Is for an Individual building component.
Applk:atAlty of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsiblilty,of The MOW
erector. Additional permanent bracing of the overall stnrcture Is the responsibility of the Wilding designer.For general guldance regarding
fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCS]Building Component 6904 Parke East Blvd.
Safety Information avallabie from Truss Plate Institute,781 N.Lee Street,Smite 312,Alexandria.VA 22314. Tampa,FL 33610
o • ru55 tuns ype �tyy �GlenLaylon!Hatch Res/JK77469854Jot CORNERJACK 1
ence o tional
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 12:26:36 2015 Page 1
ID:42YEH kg6OyR W kY_trV R RklyaBjC-pOGgFSgA6acJ3u8wtGv5EllcehLNJolA3Jw8ggyYnf 1
1-9-14
1-9-14
Refer to MiTek"TOE-NAIL" Detail for connection to 4 00 12 Scale=1:10.9
supporting carrier truss(typ all applicable jacks on this job) 2
1
1.5x4 II
T
1 j
1
N
r I
1
4
3
1.5x4 11
1-9-14
1-9-14
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.00 4 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(TL) -0.00 3-4 >999 180
BCLL 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:6 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-9-14 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 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
Installation guide.
REACTIONS. (Ib/size) 4=62/0-5-8,2=43/Mechanical,3=19/Mechanical
Max Horz 4=47(LC 12)
Max Uplift 4=-9(LC 8),2=36(LC 12),3=-6(LC 12)
Max Grav 4=62(LC 1),2=43(LC 1),3=32(LC 3)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft Cat.11;
Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right
exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
2)This truss has been designed for a 10.0 pst 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. A.
%�� PS
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 9 Ib uplift at joint 4,36 1b uplift at joint 2 and %% C
6 lb uplift at joint 3. ,����` .•• GENS•• 'Q�ji�i
6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. V F••••
No 39380
- i
:. �. TA E
i
Thomas A.Alban)PE No.39380
MITek USA,Inc.FL Cert 6634
6904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
Q WARNING-vertry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1.7473 rev.02/16/2015 BEFORE USE.
Design valid for use only with Mnek connectors.Ihis design is based only upon parameters shown,and is for an individual burdding component.
Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown
Is for lateral support of indlvldual web members only. Additional temporary bracing to Insure stablllty during construction Is the responsibility of the MiTek
erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding
fabrication,clualtty control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCS1 Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute.781 N.Lee Street Suite 312.Alexandda.VA 22314. Tampa.FL 33610
Job russ Truss Type Qty Ply Glen Layton/Hatch Res/JK
na69ass
J150229 J02 CORNER JACK 8 1
Job Reference o tional
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 12:26:37 2015 Page 1
I D:42YE Hkg6OyRW kY_trV R RklyaBjC-HagDSohptukAh2i6R_RKmVHni4hg2BuJHzfiMGyYnfO
2-0-0 3-9-14
r 2-0-0 1-9-14
(+)Top chord must be braced by end jacks,
roof diaphragm,or properly connected Scale=1:17.2
purlins as shown. 8.00 12 1.5x4 11 5
4
4x7 i
4.00 F12
2 1.5*4
(+) 0
1.5X4 11 ro A
1 A
Ll
f
7 6
1.5x4 II
8
1.5x4 11
2-0-0 3-9-14
2-0-0 1-9-14
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) -0.01 7-8 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(TL) -0.02 7-8 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) -0.01 5 n/a n/a
BCDL 10.0 Code FBC2014lTPI2007 (Matrix-M) Weight:18 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-14 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
FIns
Tek recommends that Stabilizers and required cross bracing
installed during truss erection,in accordance with Stabilizer
tallation guide.
REACTIONS. (Ib/size) 8=134/0-5-8,5=66/Mechanical,6=68/Mechanical
Max Harz 8=97(LC 12)
Max Uplift 8=-16(LC 8),5=-28(LC 12),6=56(LC 12)
Max Grav,8=1 34(1-C 1),5=98(LC 3),6=68(LC 1)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-4=-251/238
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=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft L=24ft;eave=oft;Cat.Il;
E1gl C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 2-0-12,Interior(1)2-0-12 to 3-9-2 zone;cantilever left and
right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate
3)9rip
h s truss has Obeen designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. �.%,,,,PS,A.
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 �" `v•. e
fit between the bottom chord and any other members. �� `Z�O'��G E
5)Refer to girder(s)for truss to truss connections. �' �••••
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 16 Ib uplift at joint 8,28 Ib uplift at joint 5 NO 39380 .._ '
and 56 Ib uplift at joint 6.
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
8)Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
Thomas A.Albani PE No.39380
MiTek USA,Inc.FL Cert 6634
6904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
Q WARNING-verity design parameters and READ NOTES ON THIS ANO INCLUDED M/TEK REFERANCE PAGE MIP7473 rev.02115/2015 BEFORE USE.
Design valid for use only with Mnek connectors.This design Is based only upon parameters shown,and Is for an Individual building component.
Applicability of design parameters and proper klcorporatlon of component Is responsibility of bulldliV designer-not truss designer.Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the resporulblllity of the MiTek"
erector. Additional permanent bracing of the overall structure k the responsibility of the building designer.For general guidance.regarding
fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information avalabie from Truss Nate Institute,781 N.Lee Street,Suite 312.Alexancirki.VA 22314. Tampa,FL 33610
o russTruss Typeaylon/Hatch Res/JK
T7469&%T7469&%� ass
J150229 J02A Corner Jack 2 ( 1
Job Reference(optional)
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 12:26:38 2015 Page 1
I D:42YEHkg6OyR W kY_trV R RklyaBjC-ImObfBiReSt1 IC HJ?hyZJigykU 1 dnfuTW dPFujyYnf?
1-0-10 2-10-8
1-0-10 1-9-14
(+)Top chord must be braced by end jacks,
roof diaphragm,or properly connected Scale=1:17.4
purlins as shown. 8.00 12 1,5x4 11 5
4
4.00 12 4x7 ii
2 1.s 4
1.5x4 11
1 (+) o
T N
N
Ll
i N
O
�1
1
7 6
1.5x4 11
8
1.5x4 11
0- -6 1- - 2-10-8
0- -6 1-0-3010 1-9-14
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 0.10 Vert(LL) -0.00 7-8 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.01 7-8 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) -0.01 5 rVa n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:16 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-8 oc pudins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 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
Installation guide.
REACTIONS. (Ib/size) 8=99/0-7-0,5=47/Mechanical,6=51/Mechanical
Max Horz 8=94(LC 12)
Max Uplift 8=-4(LC 8),5=-42(LC 12),6=-41(LC 12)
Max Gram 8=99(LC 1),5=60(LC 17),6=53(LC 17)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasal=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=2411;eave=oft;Cat.11;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 1-1-6,Interior(1)1-1-6 to 2-9-12 zone;cantilever left and
right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS 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. ���,,f
4)•This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ``,�� A Al
fit between the bottom chord and any other members.
5)Refer to girder(s)for truss to truss connections. ••'\G E N S'• '9iL��
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 4 Ib uplift at joint 8,42 Ib uplift at joint 5 and IISI �00
41 Ib uplift at joint 6. No 39380
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
•.---S T- E w
ONAL
111111111111111111100
Thomas A.Albanl PE No.39360
MfTek USA,Inc.FL Cert 6634
6904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
Q WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE.
Design vaild for use only with MiTek connectors.This design Is based only upon parameters shown,and Is tot an Individual building component.
Applicability of design parameters and proper incorporation of component is resporuibllity of building designer-not truss designer.Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability duaing construction Is the responsibility of the MiTek'
,.For eneral uldance re ardin
Tructure Is fhe re rulbllit of the budldin deli ner 9 fl 9 9
erector. Addltiorx�permarlenT bracing of the overalls spo Y 9 9
fabrication,qualtly control,storage,delivery,erection and bracing.consult ANSI7TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information ava/abie from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610
oTruss TCORNIERJACK
ype y Glen Laylon/Hatch Res/JK
T7469857
J150229 J03 4 1
Job Reference(optional)
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 12:26:38 2015 Page 1
I D:42YE Hkg6OyR W kY_trVRRklya8jC-ImObfBlReStl IC HJ?hyZJjqurUzkncoTW dPFujyYnf?
2-0-0 4-0-0 5-9-14
2-0-0 2-0-0 1-9-14
Scale=1:24.8
5
8.00 F12
1.5x4 11
4
4.00 12
4x7 i
� N
2 1.5 4% m v
M
1.5x4 11
1
I
9d
LJ1
7
8 1.5x4 11 6
1.5x4 II
2-0-0 4-0-0 5-9-1
2-0-0 2-0-0 1-9-1 44
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 0.35 Vert(LL) 0.07 7-8 >942 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(TL) -0.12 7-8 >572 180
BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.02 5 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:26 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-14 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 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
Installation guide.
REACTIONS. (Ib/size) 8=208/0-5-8,5=115/Mechanical,6=93/Mechanical
Max Horz 8=151(LC 12)
Max Uplift 8=-21(LC 12),5=79(LC 12),6=49(LC 12)
Max Grav 8=208(LC 1),5=125(LC 17),6=96(LC 17)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-292/251,2-4=-320/324
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=4.2psf;BCDL=3.Opsf;h=25ft B=45ft;L=24ft;eave=oft Cat.11;
Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-1-12 to 2-0-12,Interior(1)2-0-12 to 5-9-2 zone;cantilever left and
right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate
grip DOL=1.60 ,,,`11
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. -6-0 tall by 2-0-0 wide will ��%%%�p,S A. A4
4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 • B
fit between the bottom chord and any other members. �� ``rO \G EN S••
5)Refer to girder(s)for truss to truss connections. \' �•••••� ��
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 21 Ib uplift at joint 8,79 Ib uplift at joint 5 = NO 3938.Q
and 49 lb uplift at joint 6.
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. f
8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
rr
w
•�, .
40
�O N A%�E
Thomas A.Albanl PE No.39380
MITek USA,Inc.FL Cert 6634
6904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
Q WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16,2015 BEFORE USE.
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and Is for an Individual building component.
Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown
Is for lateral support of individual web members only. Additional temporary tracing to Insure slabillty during construction Is the responsibility of the
erector. Addlitonai permanent bracing of the overall stricture Is the responsibility of the building designer.For general guidance regarding MiTek' !
fabrlcatiom quality control,storage,delivery,erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information avalable from Truss Nate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610
o • russ Truss Type Qty Ply Glen Layton/Hatch Res/JK
T7as9es6
J150229 J04 JACK-OPEN 34 1
Job Reference(optional)
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 12:2639 2015 Page i
I D:42YEHkg6OyR W kY_trV RRklyaBjC-DzyztUj3PV?uwLsVZPTorwN6?uL6W 5AcIH8oR9yynf_
2-0-0 4-0-0
2-0-0 2-0-0
(+)Top chord must be braced by end jacks,
roof diaphragm,or properly connected Scale=1:17.8
purlins as shown. 8.00 12 1.5x4 11 5
4
4.00 12 4x7-i
2 1.50
Wo
0
1.5x4 11
1 N
LJ
7 6
8 1.5X4 I
1.5x4 I
2-0-0
r 2-0-0 2-0-0
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 0.13 Vert(LL) -0.01 7-8 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(TL) -0.02 7-8 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) -0.01 5 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:19 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 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
Installation guide.
REACTIONS. (Ib/size) 8=140/0-5-8,5=67/Mechanical,6=73/Mechanical
Max Horz 8=102(LC 12)
Max Uplift 8=-16(LC 8),5=-25(LC 12),6=-63(LC 12)
Max Grav 8=140(LC 1),5=105(LC 3),6=73(LC 1)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
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=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.11;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 2-0-12,Interior(1)2-0-12 to 3-11-4 zone;cantilever left and
right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS 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. ,1,4111 t t t i t 11111
.%
4)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ``� Op,S A.� q4e�,0i
fit between the bottom chord and any other members.
�.`,`� •�G ��
5)Refer to girder(s)for truss to truss connections. •' \ ENS
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 16 Ib uplift at joint 8,25 Ib uplift at joint 5 F••'. ��
and 63 lb uplift at joint 6. NO 39380
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
8)Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
..�- T E.. •
R
Thomas A.Aibani PE No.39380
MiTek USA,Inc.FL Can 6634
6904 Parke East Blvd.Tampa I133610
Dante:
September 29,2015
Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MIP7473 rev.02/1 E/2015 BEFORE USE.
Design valid for use only with MITek connectors.This design is based only upon parameters shown,and is for an Individual briding component.
Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown
is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding
fabrlcatlon quality control,storage,delivery,erection and bracing,consult ANSI/TPI i Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Rate institute.781 N.Lee Street.Suite 312.Alexandr1o,VA 22314. Tampa,FL 33610
oTruss Truss Type City Ply Glen Layton/Hatch Res/JK
naseasa
J150229 J04A Jack-Open 1 1
Job Reference(optional)
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 12:26:40 2015 Page 1
ID:42YE Hkg6OyR W kY_trVRRklyaBjC-i9W L4gjhAp7lYVRh66_107vGW Igl FblmzxuMybyYnez
2-0-0 3-1-1 4-0-0
22 0-0 1-1-1 0-10-15
8-00F1_2 3 q Scale=1:14.7
4x4=
I
3x4
4.00 F12
2
T
1.5x4 11,
1 � N
N
1
6 5
1.5x4 II
7 1.5x4 11
2-0-0 3-1-1 4-0-0
2-0-0 1-1-1 0-10-15
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) 0.02 6-7 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(TL) -0.03 6-7 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.02 4 n1a n/a
BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight:16 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (Ib/size) 7=140/0-3-8,4=27/Mechanical,5=113/Mechanical
Max Horz 7=80(LC 12)
Max Uplift 7=27(LC 12),4=-1 3(LC 9),5=70(LC 12)
Max Grav 7=140(LC 1),4=37(LC 22),5=113(LC 1)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
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=4.2psf;BCDL=3.opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.II;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extenor(2)0-1-12 to 2-0-0,Interior(1)2-0-0 to 3-1-1,Exterior(2)3-1-1 to 3-11-4
zone;cantilever left and right exposed;end vertical left and 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. A.
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. ���,``Z`O•• G EN S•• 'Q2♦♦i
V6)Refer to girder(s)for truss to truss connections. �••••
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 27 Ib uplift at joint 7,13 Ib uplift at joint 4 + No 39380 •.
and 70 Ib uplift at joint 5.
8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
'� •• E
♦♦♦♦,S�O N A-
111111
�
Thomas A.Ali PE No.39380
MiTek USA,Inc.FL Cert 6634
6904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
0 WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.02/162015 BEFORE USE.
Design valid for use only with MiTek connectors.This design Is based only upon parameters shown,and Is for an Individual building component.
Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown
Is for lateral support of Individual web members orgy. Additional temporary bracing to Insure stability during construction Is the responsibility of the
erector. Addtlonal permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek,
fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information avalabie from Truss Plate Institute,781 N.Lee Street,Suite 312 Alexandria.VA 22314. Tampa,FL 33610
�10
russ russ ype ty y Glen Layton/Hatch Res/JKn4s9aso
229 JOS JACK-OPEN 9 1
Job Reference o floral
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MTek Industries,Inc. Tue Sep 29 1226:40 2015 Page 1
ID:42YEHkg6OyR W kY_trVRRklyaBjC-i9W L4ohAp71YV Rh66_107vEgl gVFxxmzxuMybyYnez
2-0-0 4-0-0 5 4-0
2-0-0 2-0-0 1-4-0
Scale=1:23.1
5
8.00 12
1.6x4 111
4
4.00 12
4x7
1.54%
2
Cr
1.5x4 II
1
LJ
7
8 1.5x4 1 6
1.5x4 11
2-0-0 4-0-0
2-QO 2-0-0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.05 7-8 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.08 7-8 >794 180
BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.02 5 n/a n/a
BCDL 10.0 Code FBC2014frP12007 (Matrix-M) Weight:25 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-0 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 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
Installation guide.
REACTIONS. (Ib/size) 8=190/0-5-8,6=88/Mechanical,5=101/Mechanical
Max Horz 8=138(LC 12)
Max Uplift 8=-19(LC 12),6=-55(LC 12),5=-63(LC 12)
Max Grav 8=190(LC 1),6=91(LC 17),5=11 O(LC 17)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-257/228,2-4=-284/287
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vuit=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;8=45ft;L=24ft;eave=4ft;Cat.11;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extefior(2)0-1-12 to 2-0-12,Interior(1)2-0-12 to 5-3-4 zone;cantilever left and
right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS 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. ����p,S A. A4 ej�
4)`This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �� B
fit between the bottom chord and any other members. ��,<`Z�O�\G E Ns ,�i�
5)Refer to girder(s)for truss to truss connections.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 19 Ib uplift at joint 8,55 Ib uplift at joint 6 N O 3 93.80 •+ i
and 63 Ib uplift at joint 5.
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. _
.40
ON A
Thomas A.Alberti PE No.39380
MiTek USA,Inc.FL Cert 6634
6904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE Mit-7473 rev.02/1672015 BEFORE USE.
Design valid for use only with Mnek connectors.This design is based only upon parameters shown,and Is for an Individual building component.
Applicability of design parameters aril proper Incorporation of component Is responsibility of txrilding designer-not truss designer.Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing to Insure slabillty during construction Is the responsibillity of the MiTek'
erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding
fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute.781 N.Lee Street.Suite 312 Alexandria.VA 22314. Tampa,FL 33610
oruss Truss Type Qty y Glen Layton/Hatch Res/JK
nassa6l
J150229
�'105A JACK-OPEN 1 1
Job Reference o tional
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 12:26:41 2015 Page 1
I D:42YEHkg6OyR W kY_trVRRklya8jC-AL4j IAkJx6Fc9fOuggVGxLSFEiwb_ODvCbdvU 1 yYney
2-0-0 4-0-0 5-4-0
22 0 2-0 0 r 1-4-0
Scale=1:23.1
5
i 8.00 12
1.5x4 11
4
4.00 12
6x6 i
2 2x
Cr 71
7
3x6 II 6
6x10=
20
2-8--8-0 1-4-0
Plate Offsets(X Y)-- [170-0-0,0-1-81
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.03 7-10 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(TL) -0.03 7-10 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) -0.03 5 n/a n/a
BCDL 10.0 Code FBC2014lTPI2007 (Matrix-M) Weight:37 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x6 SP NoA D'Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
2-5:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-4-0 oc bracing.
BOT CHORD 2x8 SP No.1 D FMiTek recommends that Stabilizers and required cross bracing
WEBS 2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer
WEDGE Installation guide.
Left:2x4 SP No.2
REACTIONS. (Ib/size) 1=195/0-5-8,6=168/Mechanical,5=27/Mechanical
Max Horz 1=120(LC 33)
Max Uplift 1=-2283(LC 33),6=-121(LC 33),5=-62(LC 34)
Max Grav 1=2347(LC 30),6=174(LC 17),5=63(LC 29)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-4432/4385,2-4=-2905/2879,4-5=-1 079/1066
BOT CHORD 1-7=-3869/3873,6-7=-8651865
WEBS 3-7=-405/396
NOTES-
1)Unbalanced roof live loads have been considered for this design. t11111111111111
2)Exp C;Encl.,GCpi VO.1181 MW FRS(directional)al)and C-Ccond gust) 1Exter or(2)0-0-0 to 2-0-114,I terior(1)2-0-14 tto 5 354 zone;cantileverfleft and ``��0. A.
'4(e,�i�i
right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate %�� ••Ci E NS•••'Q ��
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. NO 39380
4)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will _
fit between the bottom chord and any other members. - —;
5)Refer to girder(s)for truss to truss connections. —
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 2283 Ib uplift at joint 1,121 Ib uplift at joint 6 -p
and 62 Ib uplift at joint 5.
7)This truss has been designed for a total drag load of 4100 Ib.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag
loads along bottom chord from 0-0-0 to 5-4-0 for 768.8 plf. �i ,c��• O R ,Q�• ��,�
8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �i�`' •`�
9)Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. SSQ N AL
111111111101
Thomas
Thomas A.Alban)PE No.39380
MiTek USA,Inc.FL Cert 6634
6904 Parke East Blvd.Tampa FL 33610
Date;
September 29,2015
0 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE.
Design valid for use only with MIlek connectors.This design is based only upon parameters shown,and is for an Individual building component.
Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown
is for tateral suppoo of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek'
erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding
fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information avc9able from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610
Job ' fuss russ ype ty y �Lafl.on/Hatch Res!JK
nasse6z
J150229 J06 JACK-OPEN 8 1
Jnce o tional
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 Mu 9K Industries,Inc. Tue Sep 29 12:26:42 2015 Page 1
I D:42YE Hkg6OyR W kY_trV R Rklya8jC-eXd6VVIxiQNTnpb4EXOVTY?Yl5KBjQZ3R FNTOUyYnex
2-0-0 4-0-0 6-0-0
2-0-0 2-0-0 2-0-0
Scale=1:25.5
5
8.00 12
1.5x4 II
4
4.00 12
4x7 i
Q o
m'o
2
1.545 6
rn
1.5x4 11
1
7
8 1.5x4 II 1.5x4 II 6
2-0-00 4-0-0 6-0-0
2-0- 2-0-0 2-0-0
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 0.39 Vert(LL) 0.08 7-8 >835 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.14 7-8 >512 180
BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.02 5 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:27 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.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
F
ek recommends that Stabilizers and required cross bracing
nstalled during truss erection,in accordance with Stabilizer
allation guide.
REACTIONS. (Ib/size) 8=214/0-7-10,5=120/Mechanical,6=95/Mechanical
Max Horz 8=156(LC 12)
Max Uplift 8=-22(LC 12),5=84(LC 12),6=48(LC 12)
Max Grav 8=214(LC 1),5=130(LC 17),6=98(LC 17)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-304/259,2-4=-333/337
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=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4fh Cat.ll;
Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Extedor(2)0-1-12 to 2-0-12,Interior(1)2-0-12 to 5-11-4 zone;cantilever left and
right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate
grip DOL=1.60 ,1,111111 I IIII���'
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,�1 NS A. q ��
4)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
I
fit between the bottom chord and any other members. `���,t\'rO�\G E N S$1•.
5)Refer to girder(s)for truss to truss connections.
6 Provide mechanical Connection b others of truss to bearing late capable of withstanding 22 Ib uplift at joint 8,84 Ib uplift at joint 5
( Y ) 9P P 9 P 1 P J : NO 39.380
and 48 Ib uplift at joint 6.
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
8)Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord.
• E
I[/
Thomas A.Albans PE No.39380
MITek USA,Inc.FL Cert 6634
6904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MI17473 rev.0211612015 BEFORE USE.
Design valid for use only with MiTek connectors.]his design Is based only upon parameters shown,and is for an Individual buNding component.
Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.BraclrV shown
Is for lateral support of Individual web members only. Additlonal temporary bracing to Insure stability during construction is the responslblillty of the
erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding WOW
fabrication quality control,storage,delivery,erection and bracing.consult ANSI/TP11 Quality Criteria,DSB-89 and BCS1 Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610
0 ' fuss ruSS ype City y Glen Layton/Hatch Res I JK
nas9es3
J150229 J07 JACK-OPEN 2 1
Job Reference(optional)
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 12:26:43 2015 Page 1
I D:42YEHkg6OyRW kY_trVRRklyaBjC-6kB UjrmZTkV KPzAGoFYkOmXevVZGSgOCgv6OZwyYnew
1-1-12 4-0-0 8-0-0
r 1-1-12 2-10-4 4-0-0
Scale:318'=1'
5
1
8.00 F12
1.5x4 II
4.00 F12 4 0
cb
4x71 9 Nu
2 2x
3x4 11
1
7
8 1.5x4 6
1.5x4 II
2-0-0 4-0-0 8-0-0
2-0-0 2-0-0 4-0-0
i
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 0.71 Vert(LL) 0.32 7 >291 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(TL) -0.50 7 >187 180
BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.04 5 rVa n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:34 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.2 BOT CHORD Rigid ceiling directly applied or 8-4-5 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (Ib/size) 8=288/0-5-8,5=169/Mechanical,6=119/Mechanical
Max Horz 8=211(LC 12)
Max Uplift 8=-30(LC 12),5=-1 33(1-C 12),6=-45(LC 12)
Max Grav 8=288(LC 1),5=185(LC 17),6=124(LC 17)
FORCES. (ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-435/331,2-9=-451/473,4-9=-442/476
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=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24f;eave=oft;Cat.II;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 2-0-12,Interior(1)2-0-12 to 7-11-4 zone;cantilever left and
right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate
grip DOL=1.60 ,`�`!I
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,�� �Pcj A,
4)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will %% 0 B ��
fit between the bottom chord and any other members. :��,<`A,• \Ci E N S�:•.��i/�i�
5)Refer to girder(s)for truss to truss connections.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 30 Ib uplift at joint 8,133 Ib uplift at joint 5 N O 39380
and 45 Ib uplift at joint 6.
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. y
8)Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord.
T ,LW'
,1O N A,1�,,���
Thomas A.Alberti PE No.39380
MiTek USA,Inc.FL Cert 6634
601 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
Q WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE.
Design valid for use only with MRek connectors.This design is based only upon parameters shown.and is for an Individual building component.
Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown
Is for lateral support of Individual web members oMy. Additional temporary bracing to Insure stability during construction Is the responslbilllty of the MiTek•
erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guldance regarding
fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,781 N.Lee Street,Sulle 312,Alexandria.VA 22314. Tampa,FL 33610
1
o r fuss russ Type ty y Glen Layton/Hatch Res/JK
!150229 JOB JACK-PARTIAL GIRDER 2 1
Job Refer27469864ence o tional
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 1226:44 2015 Page 1
I D:42YEHkg6OyR W kY_trV RRkiya8jC-awlswBmCE 1 dB071TLy3zYz4wgvl2BNOLuZsZ5MyYnev
4-0-0 7-11-1
4-0-0 3-11-1
Scale:3/8'=1'
4
5.66'12
3x4% 10
2
2.82 F12
0
4x10 \\ 9 n
u�
1 I1 x4
1
it 7 12 6
1.5x4 11 3x4 1.5x4\5
4-0-0 7-11-1
4-0-0 3-11-1
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.02 6-7 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.03 6-7 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.15 Horz(TL) -0.00 4 n/a n/a
BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Weight:51 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.2 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (Ib/size) 4=83/Mechanical,8=32010-5-8,5=264/Mechanical
Max Horz 8=155(LC 8)
Max Uplift 4=-62(LC 8),8=-102(LC 8),5=-176(LC 8)
Max Grav 4=83(LC 1),8=320(LC 1),5=265(LC 29)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-9=-291/82
WEBS 2-6=-353/278,1-8=-286/97,1-7=-60/263
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=4.2psf;BCDL=3.Opsf;h=25f1;B=45ft;L=24ft;eave=4ft;Cat.ll;
Exp C;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;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 ,` �.-^PS A, A�B,��i
fit between the bottom chord and any other members. `,
5)Refer to girder(s)for truss to truss connections. ,��� .•' G E N S'• '92���
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 62 Ib uplift at joint 4,102 Ib uplift at joint 8 �•�'.
and 176 lb uplift at joint 5. NO 39380
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. _*-
8)Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. –'
9)"NAILED"indicates 3-10d(0.148"x3")or 2-12d(0.148"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail. = r
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 Vert:1-4=-54,—54,5-8=-20 �SS1p N A1-E %
Concentrated Loads(lb) �/t o 11111110%
Vert:9=29(F)10=39(F)11=-23(F)12=-64(F)
Thomas A.Albans PE No.39380
Mfiek USA,Inc.FL Cert 6634
6904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.0211612015 BEFORE USE.
Design valid for use only with Mflek connectors,this design Is based only upon parameters shown,and Is for an Individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsiblillty of ttne MiTek'
erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding
fabrication,qudlty control,storage,delivery,erection and bracing.consalt ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
safety Information ovaiiabie from Truss Plate institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tanga,FL 33610
rr
Job rUSS fuss Type ty Glen Laylon/Hatch Res/JK
T7469865
1150229 109 Jack-Partial Girder 2 1
Job Reference o tional
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 12:26:45 2015 Page 1
ID:42YE Hkg6OyRW kY_trVRRklya8jC-26J E7Xnq?L12eGKfvfaC5Bd5NJM8wgIV7Db7dpyYneu
4-0-0 7-8-1
4-0-0 3-8-1
Scale=1:31.6
4
5.66 F12
3x4% 10
2
2.82 12
4x10 \\ 9
yr
1 1. x4% 6
c 17
11 7 12 6
8 5
1.5x4 II 3x4 1.5x4\�
4-0-0 7-8-1
4-0-0 3-8-1
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.02 6-7 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.03 6-7 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.14 Horz(TL) -0.00 4 n/a n/a
BCDL 10.0 Code FBC2014/TPI2O07 (Matrix-M) Weight:50 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.2 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (Ib/size) 4=75/Mechanical,8=335/0-5-8,5=274/Mechanical
Max Horz 8=150(LC 8)
Max Uplift 4=-59(LC 8),8=-99(LC 8),5=-178(LC 8)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-9=-292!74,2-9=-260/84
WEBS 1-8=-293/87,2-6=-363/273,1-7=-62/260
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vu1t=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II;
Exp C;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;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)Refer to girder(s)for truss to truss connections. Q
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 59 Ib uplift at joint 4,99 Ib uplift at joint 8 � `�.,\G E N,
and 178 Ib uplift at joint 5.
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. NO 39380 ••
8)Graphical puffin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord.
9)"NAILED"indicates 3-1 Od(0.148"x3")or 2-12d(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 01 E
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25lo ,-
Uniform Loads(pit) �i � R\�•••�
Concentrate 9 1 tds(bd
0s i
-39(F)11=-40(F)12=-64(F) �4ss,O N A� .�``,
Thomas A.Alban)PE No.39380
Mffek USA,Inc.FL Cert 6634
6904 Parke East Blvd.Tampa R.33610
Date:
September 29,2015
0 WARNING-Ver fy desfgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI67473 rev.01116,2015 BEFORE USE.
Design valid for use oNy with Mffek connectors.This design is based only upon parameters shown,and is for an Individual building component.
Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsfb@Ilty of the MiTek
erector. Additional permanent bracing of the overall structure Is the resporuboility, id
of the building designer.For general guidance regarding
fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Rate Institute,781 N.Lee Street.Suite 312.Alexandria.VA 22314. Tanga,FL 33610
o russ russ Type ty 7y-]G len Layton 7 Haa:tchRtes!JKT7469866fJ10 JACK-PARTIAL GIRDER 3
Job Referenonal I
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MI-Tek Industries,Inc. Tue Sep 29 12:26:46 2015 Page 1
I D:42YEHkg6OyR W kY_trV RRklyaBjC-W JtcLtoSlftvGQvrTN5Rd09EbjhmfDOeMtlg9FyYnet
t-6-12 2-9-15 5-8-0 8-5-1
1-6-12 1-3-4 2-10-1 2-9-1
Scale=1:25.0
5
1 5.66 FIT
3x4 i
4
11
2.83,12
4x10 i
2 1. 4
3x4
1
12 13 8 7
g 4x4= 6
1.5x4 11 1.5x4\\
0- -6 2-9-15 5-8-0 8-5-1
0- -6 2-9-9 2-10-1 2-9-1
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.03 8-9 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(TL) -0.08 8-9 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.43 Horz(TL) -0.03 5 n1a n/a
BCDL 10.0 Code FBC2014/-rP12007 (Matrix-M) Weight:48 lb 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.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
7beinstalled
ecommends that Stabilizers and required cross bracing
during truss erection,in accordance with Stabilizer
ion guide
REACTIONS. (Ib/size) 9=285/0-7-0,5=31/Mechanical,6=278/Mechanical
Max Horz 9=156(LC 8)
Max Uplift 9=-91(LC 4),5=-38(LC 25),6=-152(LC 8)
Max Grav 9=285(LC 1),5=35(LC 13),6=278(LC 1)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-354/79,2-10=-268/155,3-10=-271/159
BOT CHORD 7-8=-148/252
WEBS 4-7=-400/235,1-8=-56/323
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=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.ll;
Ex C;Encl.,GC i-0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60
P p- ( ) 9 P 9 P
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 `����` .•' G E N&'•."9iL ��
fit between the bottom chord and any other members. : •'•
5)Refer to girder(s)for truss to truss connections. :• No 39380
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 91 Ib uplift at joint 9,38 Ib uplift at joint 5
and 152 Ib uplift at joint 6.
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. • •i`
8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. :
9)"NAILED"indicates 3-10d(0.148"x3")or 2-12d(0.148"x3.25')toe-nails.For more details refer to MiTek's ST-TOENAIL Detail. i- T
10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). i t 'r ••��
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(pit)
Vert:1-2=-54,2-5=-54,6-9=-20
Concentrated Loads(lb) MlTekas A. Inc. PE rt 663 80
Vert:2=34(F)10=11(F)12=9(F)13=-40(F) 6904k USA,Inc.BlA.Cert Tampa
6904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.02/1672015 BEFORE USE.
Design valid for use only with Mnek connectors.This design Is based only upon parameters shown.and is for an individual building component. t
Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown
Is for lateral support of Individual web members only. Addlfkmai temporary bracing to Insure stability during construction Is the responslb lility of the Mitek'
k erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.for general guidance regarding
fabrication,quality control,storage,delivery,erection cmd bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Hate Institute.781 N.Lee Street,Suite 312.Alexandria.VA 22314. Tanga,FL 33610
Job russ runs ype City y Glen Layton{Hatch Res/JK
n4ssas7
J150229 J11 JACK-PARTIAL GIRDER 3 1
Job Reference o tional
Manning Building Supplies,Jacksonville,FL,Lot 136 Meadow Oaks 7.630 s Jul 26 2015 MiTak Industries,Inc. Tue Sep 29 12:26:47 2015 Page 1
ID:42YEHkg6OyRW kY_trVRRkiyaBjC-_VR?YDp4Wy?mtaT114cgAciPX6220gmoaX4DihyYnes
1-6-12 2-9-15 5-8-0 8-2-1
1-6-12 1-3-4 2-10-1 2-6-1
Scale=1:24.4
5
5.66712-
3x4
.66 123x4
4
11
2.83 12
4x10 3
O N
2
1.5K4% a, V
r7
3x4
1
cl
1
12 13 8 7
9 1.5x4 11 4x4= 6
1.5x4\\
0- -6 2-9-t5 5-8-0 8-2-1
0- -6 2-9-9 2-10-1 2-6-1
LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 1 TC 0.42 Vert(LL) -0.03 8-9 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(TL) -0.08 8-9 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.43 Horz(TL) -0.03 5 n/a n/a
BCDL 10.0 Code FBC2014[TP12007 (Matrix-M) Weight:47 lb 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.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
Installation guide.
REACTIONS. (Ib/size) 9=276/0-7-0,5=21/Mechanical,6=278/Mechanical
Max Horz 9=151(LC 8)
Max Uplift 9=-89(LC 4),5=-32(LC 25),6=-155(LC 8)
Max Grav 9=276(LC 1),5=27(LC 13),6=278(LC 1)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-332/71,2-10=-262/153,3-10=-264/157
WEBS 3-4=-54/253,4-7=-398/23411-8=-51/301
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=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.Il;
Exp C;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60
plate grip DOL=1.60
3)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. NSA, ,q4 ��♦
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 �� B 4'*fit between the bottom chord and any other members. ,,����`•.��Ci E N S9iL�♦♦♦
5)Refer to girder(s)for truss to truss connections.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 89 Ib uplift at joint 9,32 Ib uplift at joint 5 = No 39380
and 155 Ib uplift at joint 6.
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ;-
8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
9)"NAILED"indicates 3-10d(0.148"x3")or 2-12d(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). Y _ T •:��
,
LOAD CASE(S) Standard ♦♦ �• Q F(\ N ���
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 ♦i�S' G�1
Uniform Loads(plf) 4"41%9/0 N At•�1`
Vert:1-2=-54,2-5=-54,6-9=-20
Concentrated Loads(lb)
Vert:2=34(B)10=11(B)12=9(B)13=-40(B) Thomas A. R Cert 6634 PE No.3
MiTek USA,Inc.nc. M
6904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
0 WARNING-verity design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MII-7473 rev.02/16/2075 BEFORE USE.
Design valid for use only with Mffek connectors.This design is based only upon parameters shown,and Is for an Individual building component.
Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsiblllty of dile ,A'�e�
j erector. Additional permanent bracing of the overall structure is the responsibility of it,,-- ,Y1
building designer.For general guidance regarding
I fabricatlon,quality control,storage,delivery,erection and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information avalable from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexcin drkL VA 22314. Tampa,FL 33610
rr
Job Truss Truss Type oty Ply Glen Layton/Hatch Res/JK
77469868
J150229 J12 JACK-PARTIAL GIRDER 5 1
Job Reference(optional)
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 12:26:46 2015 Page 1
I D:42YE Hkg6OyR W kY_trV R Rklya8jC-Th?NmZgi HG7dVk2Eao7vjpEcGW PR792xpBgnEByYner
2-9-15 5-7-2
2-9-15 2-9-3
Scale=1:18.5
5.66 F12 1.5x4 11 5
ii 4
T
2.83-12 4x10
2 1.514
N 3x4 n N
7
4X4—
B
1.5x4 11
0- -6 2-9-15 5-7-2
0- -6 2-9-9 2-9-3
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.03 7-8 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.07 7-8 >874 180
BCLL 0.0 Rep Stress Incr NO WB 0.30 Horz(TL) -0.01 5 rVa n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:32Ito FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-2 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 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
Installation guide.
REACTIONS. (Ib/size) 8=178/0-7-0,5=78/Mechanical,6=100/Mechanical
Max Horz 8=102(LC 8)
Max Uplift 8=-55(LC 4),6=-1 16(LC 8)
Max Grav 8=178(LC 1),5=183(LC 3),6=100(LC 1)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasal=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.Il;
Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;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 ,,t`ttj I A"f ill
, i
fit between the bottom chord and any other members. r,
5)Refer to girder(s)for truss to truss connections. %- 0
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 55 Ib uplift at joint 8 and 116 Ib uplift at joint � `�. G E N6.
i
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. : NO 39380 •�._
8)Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord.
9)"NAILED"indicates 3-1 Od(0.148"x3")or 2-12d(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 �• � T
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 .art
Uniform Loads(pit) i0 R IV
Concent
Ve2 34(B)9=9(B)4,6-a=-2o ,♦♦ZratedSiO N A;� Q)
Thoma A Albini PE No.39380
MIT&USA,Inc.FL Cert 6634
6904 Parke East Blvd.Tarnpa FL 33610
Date:
September 29,2015
WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MII-7473 rev.0211612015 BEFORE USE.
Design valid for use only with Mnek connectors.This design Is based only upon parameters shown,and Is for an individual building component.
Applicability of design parameters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown
Is for lateral support of individual web members only. Addtilor"temporary bracing to Insure stability during construction Is the responsibility of the MiTek'
erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding
fabrication qualtty control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate institute,781 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610
t russ ype Layton!Hatch Res/JK 77469869
rUS6
J13 JACK-PARTIAL GIRDER 5�Y�Glan
J750229 b Reference o tional
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks rVR s Jul 28 2015 MiTek Industries,Inc. 8F Sep 29 12:26:49 2015 Page 1
ID:42YEHkg6OyRW kY_trVRRklyaBjC-xuZlrvgK2aFT7udO8Ve8F1 nnOwl i sc152rZKmayYneq
2-9-15 5-4-2
2-9-15 2-6-3
Scale=1:17.9
5.66 12 1.50 11 5
rn
4 v
6
2.83 12 4x10
2 1.5 4
e
0
0
3X4
1 N
9 7 6
40=
8
1.5x4 II
0- -6 2-9-15 5-4-2
0- -6
2 9 9 2-6-3 — — — ——
LOADIN=(pSf) SPACIN'G- 2 0 0 CSI. DEFL in (loC) I/defl Ud PLATES GRIP
TCLLe Grip DOL 1.25 TC 0.26 Vert(LL) -0.02 7-8 >999 240 MT20 244!190
T80
CDLber DOL r 1NO5 yyg 0.0 0-27 Ho RBC 0.22 LL) -0.0175 >9n/a 99 1n1aBCLL Stress Inc Matrix-M Weight:30 Ib FT=20%
BCDLe FBC2014lrP12007 ( )
LUMBER- BRACING
TOP CHORD Structural wood sheathing directly applied or 5-4-2 oc purlins, except
TOP CHORD 2x4 SP No.2 end verticals.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.2
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (Ib/size) 8=169/0-7-0,5=77/Mechanical,6=91/Mechanical
Max Horz 8=97(LC 8)
Max Uplift 8=-54(LC 4),6=-1 04(LC 8)
Max Grav 8=169(LC 1),5=167(LC 3),6=91(LC 1)
FORCES. (lb)-max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2) ASCE 7-10;
l (directional);gust)
0DafLumber I
Exp C;Encl..,GCpi=0.1&MWFR(3-second
cant everleft and right exposed;end vertical left and right exposed; DOLt160
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. �1���1 111
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 , �1��PS A. I�4.-
fit between the bottom chord and any other members. � •.••••.:q4,&
5)Refer to girder(s)for truss to truss connections. Ci E N S`�••� / ��
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 54 Ib uplift at joint 8 and 104 Ib uplift at joint ♦,♦��`;�� �fi ,
♦ i
6. No 39389 '
7)'Semi-rigid pitchbreaks with fixed heels'Member end fixity model was used in the analysis and design of this truss. = _- ��.
8)Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
9)"NAILED"indicates 3-10d(0.148"x3)or 2-12d(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). =.�
TA
LOAD CASE(S) Standard 4001, ♦�
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 04 O R X�•'•• N
Uniform Loads(pit) 0,i�is••'•••••••'• �G��
Vert:1-2=-54,2-5=-54,6-8=-20O N A\- %%%
Concentrated Loads(lb) �111111 I I I I1tit,
Vert:2=34(F)9=9(F)
Thomas A.Albani PE No.39380
MiTek USA,Inc.FL Cert 6634
6904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
Q WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MlTomete s shown,and Is forREFERANCEPAGE rFan Indlvl7473 d I building component. �
Design valid for rue oMy with Mnek connectors.This design k based only upon par bilit of twlldkrg designer not truss designer gracing shown
Appl�abliTy of design rxxameters and Proper Incorporatkxt of component is responsr Y 17EkIs for! suppoof Indbersnlyg ronstrucibn Is The responsll�&Ilty of ibleerectordlllorxll permanent bracing of The overall siruchxesepFor general guidance regardingke ast Blvd.
qualityontrol,storagedelNin and bracing•con�lT ANSI/rPll GuaIItY Criteria,DSB-89 and SCSI Bultding Component L 33610
Safety Irdonn"an avaiti.from Truss Poste IruTttufe.781 N.Lee Slreet,Suite 312 Alexandrkt,VA 22314. _-
1t
Job fuss Truss Type aly Glen Layton/Hatch Res/JK
nas9671
J150229 J15 Jack-Partiat Girder 1 1
Job Reference(optional)
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 26 2015 Mi-Tek Industries,Inc. Tue Sep 29 12:26:50 2015 Page 1
ID:42YEHkg6OyRW kY_trVRRklyaBjC-P467BEryptNKk2CciDANoEK_3K?bb7vEHVJuJOyYnep
2-9-15 3-0-1� 5-7-2
2-9-15 0-3-0 2-6-3
2.55 12 Scale=1:14.8
5
2.83 F124x4=
4x10 q
2
5.66 12
1.5x4 II
Cq
1
Ll
8 7 6
1.5x4 II
34x7-
0- -6 2-9-15 -0-1 5-7-2
0-91 2-9-9 -3-0 2-6-3
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) 0.09 3-7 >688 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(TL) -0.15 3-7 >419 180
BCLL 0.0 Rep Stress Incr NO WB 0.02 Horz(TL) 0.04 5 n/a n/a
BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Weight:24 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-2 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 20 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
Installation guide
REACTIONS. (Ib/size) 3=178/0-4-3,5=66/Mechanical,6=112/Mechanical
Max Horz 3=76(LC 8)
Max Uplift 3=-71(LC 4),5=-53(LC 4),6=-48(LC 4)
Max Grav 3=178(LC 1),5=66(LC 1),6=114(LC 3)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
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=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft Cat.Il;
Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;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 ♦♦,�,```PS A.
11411,...
fit between the bottom chord and any other members. -1�
5)Refer to girder(s)for truss to truss connections. ♦ Q`v,. B �j
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 71 Ib uplift at joint 3,53 Ib uplift at joint 5 ♦♦��`•. G E N
and 48 Ib uplift at joint 6.
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. No 39380 ,•+
8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
9)"NAILED"indicates 3-1Od(0.148"x3")or 2-12d(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
1 Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf �i �•' Q R 0.•'G�?�♦,
Verta Loads)b )9(F)4,4-5=-54,3-6=-20 i� N A�� �♦♦♦
Concent
Thomas A.Alberti PE No.39380
MITek USA,Inc.FL Cert 6834
6904 Parke East Blvd.Tampa FL 33610
IO:
September 29,2015
©WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MIP7473 rev.02/162015 BEFORE USE.
Design valki for use only with MiTek connectors.This design Is based only upon parameters shown,and is for an krdividrx>I building component.
j Applicability of design parameters and proper Incorporation of component Is resporuibMily of Wilding designer-not truss designer.Bracing stawn
Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MITek'erector. Additional permanent bracing of line overall stricture Is the responsibility of the building designer.For general guidance regarding
fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexamdrla.VA 22314.
Tampa,FL 33610
Job russ ype ty y Glen Laon/Hatch Res I JKT7469872J150229 J16
Truss
ORNER JACK 6 1
Job Reference(optional)
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 12:26:5112015 Page i
I D:42YEHkg6OyRW kY_trVRRklya8jC-tGgVOasbaBVBMBnpGwhcKSsAukTvKaQNV92RrSyYneo
1-9-9
1-9-9
4.00 F12 Scale=1:10.8
2
1.5x4 II
1
Ll
m
n
0
m
4 3
1.5x4 II
1-9-9
1-9-9
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/detl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) -0.00 4 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(TL) -0.00 4 >999 180
BCLL 0.0 Rep Stress incr YES WB 0.00 Horz(TL) -0.00 2 n1a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:6 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-9-9 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP N0.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing j
be installed during truss erection,in accordance with Stabilizer
Installation guide
REACTIONS. (Ib/size) 4=61/0-5-8,2=42/Mechanical,3=19/Mechanical
Max Horz 4=47(LC 12)
Max Uplift 4=9(LC 8),2=-35(LC 12),3=-6(LC 12)
Max Grav 4=61(LC 1),2=42(LC 1),3=31(LC 3)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opst;h=25ft;B=45ft L=24ft;eave=4ft;Cat.11;
Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right
exposed;C-C for members and forces&MW FRS 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. `� -^PS A. q �j
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 9 Ib uplift at joint 4,35 Ib uplift at joint 2 and % 0`V, �e J`j�
6 Ib uplift at joint 3. ,����` . G E N S''• '42 ��
6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �' �••'• ��
No 39380
� P
? E f�
� .
: 5. O R%0
• •��`�`
fill 1 11111111110"'
Thomas A.Albani PE No.39=1
MiTek USA,Inc.FL Can 6634
6904 Pafke East Blvd.Tampa FL 33610
Date:
September 29,2015
0
WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED M/rEK REFERANCE PAGE MII-7473 rev.02/16,7015 BEFORE USE.
Design valid for use only with MiTek connectors.This design 1s based only upon parameters shown,and is for an individual building component.
Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown
is for lateral support of individual web members only. Additional temporary tracing to Insure stability during construction Is the responsibility of the MiTek
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.for general guklance regarding
fabrication qualny control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610
0T rush Truss Type )f Ply J17 JACK-OPEN 4 1 Glen Layton/Hatch Res!JK
77469873
!150229
Job Reference(optional)
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MiTek Industries,Inc. TUG Sep 29 12:26:51 2015 Page i
I D:42YEHkg6OyR W kY_trV R RklyaBjC-tGgVOasbaBVBMBnpGwhcKSsAjkTI KaQNV92RrSyYneo
2-0-0
2-0-0
4.00 12 Scale=1:11.2
2
1.5x4 11
1
IH
4 1.5x4 1 3
2-0-0
2-0-0 1
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 4 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.00 3-4 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a
BCDL 10.0 Code FBC2014ITPI2007 (Matrix-M) Weight:7 Ib FT=20% —
LUMBER- BRACING-
TOP CHORD 2x4 SP N0.2 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.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
Installation guide.
REACTIONS. (Ib/size) 4=68/0-3-8,2=47/Mechanical,3=21/Mechanical
Max Horz 4=49(LC 12)
Max Uplift 4=-10(LC 8),2=38(LC 12),3=6(LC 12)
Max Grav 4=68(LC 1),2=47(LC 1),3=35(LC 3)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.ll;
Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical lett and right
exposed;C-C for members and forces&MW FRS 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4)Refer to girder(s)for truss to truss connections. *PS A.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 10 Ib uplift at joint 4,38 Ib uplift at joint 2 `�� 0r,• �e �j�
and 6 Ib uplift at joint 3. 4V .•' G E N S'•.;92 i�
6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. •• �' F
No 39380
ON
11111111
Thomas A Alberti PE No.39380
MITek USA,Inc.FL Cert 6634
6904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11.7473 rev.02!16/2015 BEFORE USE.
Design valid for use only with Mile,connectors. his design Is based only upon parameters shown,and Is for an Individual building component.
Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown
is for lateral support of Individual web members only. Additional temporary tracing to insure stability during construction Is the responslbrllty of the MiTek•
erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding
fabrlcatlon,quality control,storage,delivery,erection and tracing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information avala ble from Tans Plate Institute,781 N.Lee Street,Suite 312,Alexandria VA 22314. Tampa.FL 33610
pI russ runs ype ty y Glen Layton/Hat�R. K
T7469874
J150229 J16 JACK-OPEN ii 1
Job Reference
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 12:26:52 2015 Page 1
ID:42YE Hkg6OyR W kY_trVRRkiya8jC-LTEubwtDLVd2_LM?pdCrtfPKi7n83_OXkpo_NvyYnen
2-0-0 a-0-0
2-0-0 2-0-0
{+)Top chord must be braced by end jacks,
roof diaphragm,or properly connected Scale 1:17.8
purlins as shown. 8.00 12 1.5x4 11 5
1
a
4.00 12 ax7
2 1.54%
{+) o
m
1.5x4 11
1 N
1 L 1
7 6
8 1.5x4 '!
1.5x4 I'.
2-0-0 4-0-0
2-0-0 2-0-0
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 0.13 Vert(LL) -0.01 7-8 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(TL) -0.02 7-8 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) -0.01 5 rVa n/a
BCDL 10.0 Code FBC2014TrP12007 (Matrix-M) Weight:19 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 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
Installation guide
REACTIONS. (Ib/size) 8=140/0-5-8,5=67/Mechanical,6=73/Mechanical
Max Horz 8=102(LC 12)
Max Uplift 8=-16(LC 8),5=-25(LC 12),6=-63(LC 12)
Max Grav 8=140(LC 1),5=105(LC 3),6=73(LC 1)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
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=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft L=24ft;eave=4ft;Cat.Il;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extedor(2)0-1-12 to 2-0-12,Interior(1)2-0-12 to 3-11-4 zone;cantilever left and
Fight exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate
grip DOL=1.60 ,t1111111111111,
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. t1 ��
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 ��-^P�j A. q ��
fit between the bottom chord and any other members. ♦♦♦ Q `B.9�t��i�
5)Refer to girder(s)for truss to truss connections. ♦ .`� '••\C'E N S'•• 2
v6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 16 Ib uplift at joint 8,25 Ib uplift at joint 5 : �••••
and 63 lb uplift at joint 6. No 39380 �.
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
8)Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
i10��sstO..... ��C�%♦
to
1111
Thomas A.Albani PE No.39380
Mfrek USA,Inc.FL Cert 6634
6904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
Q WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.02116,2015 BEFORE USE.
Design valid for use only with Mnek connectors.This design Is based only upon parameters shown,and Is for an individual building component.
Applicability of design parameters and proper Incorporation of component Is responsibility of braiding designer-not inns designer.Bracing shown
Is for lateral support of Individual web members only. Addltional temporary bracing to Insure stability during construction Is the responsiblllty,of the MiTek
structure
Is the re nsiblli of the building designer.For general guidance regarding
Additional
permanent brad of
The overall strut spo ty
erector. Addl pe ng
� fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information avalable from Truss Plate Institute,781 N.Lee Street,Suite 312 Alexandria.VA 22314. Tampa,FL 33610
�f
Job runs russ ype ty y Glen Layton r Hatch Res/JK
T7
J150229 jig JACK-OPEN GIRDER 3 1
Job Reference(optional)
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 1226:53 2015 Page 1
I D:42YEHkg6OyR W kY_trVRRklyaBjC-pfoGpGtr6olvbVxBNLj4QtyTCX6eoQHgzTXYvLyYnem
2-9-15 5-7-2
2-9-15 2-9-3
Scale=1:18.5
5.66 F12 1.5x4 II 5
4
2.8312 4x10 i
a
2 11.5r 4
9 o
3x4
1 a
i
1
10 7 6
4x4=
8
1.5x4 II
0- -6 2-9-15 5-7-2
0- -6 2-9-9 2-9-3
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 0.28 Vert(LL) -0.03 7-8 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(TL) -0.07 7-8 >877 180
BCLL 0.0 Rep Stress Incr NO WB 0.30 Horz(TL) -0.01 5 rVa n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:32 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-2 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 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
Installation guide
REACTIONS. (Ib/size) 8=17510-7-0,5=79/Mechanical,6=100/Mechanical
Max Horz 8=102(LC 8)
Max Uplift 8=-54(LC 4),6=-116(LC 8)
Max Grav 8=175(LC 1),5=183(LC 3),6=100(LC 1)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
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=4.2psf;BCDL=3.Opsf;h=25ft;8=451t;L=2411;eave=4ft;Cat.11;
Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;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. ``% _^PCj A• q I♦
5)Refer to girder(s)for truss to truss connections.
I
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 54 Ib uplift at joint 8 and 116 Ib uplift at joint6. `,����`•.��Ci E N S'�;•,9iL,♦♦♦
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. • No 39380 •+
8)Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord.
9)"NAILED"indicates 3-1 Od(0.148"x3")or 2-12d(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). = O
LOAD CASE(S) Standard i- -,• •• �
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(pit) ♦♦4# O R 10.••G44
♦♦♦��♦Ss��
Vert:1-2=-54,2-5=-54,6-8=-20
' Concentrated Loads(lb) �'"„"1y,,
i Vert:9=34(F)10=10(F)
Thomas A.Alban)PE No.39M
MiTek USA,Inc.FL Cert 6634
8904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
Q WARNING-verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI17473 rev.02/16/2015 BEFORE USE.
Design valid for use only with Mitek connectors.This design Is based only upon parameters shown.and Is for an Individual building component.
Applicability of design parameters and proper Incorporation of component Is responsibility of bulldkrg designer-not truss designer.Bracing shown
Is for lateral support of IndNldual web members only. Additional temporary bracing 10 Insure stability during construction Is the responsibillity or the MiTek
erector. Aciditloral permanent bracing of the overall structure is the responsibility of the building designer.For general gurldance regarding
fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information avaiabie from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610
i
Job runs runs ype Qty 7YGIen Layton/Hatch Res 1 JK77469876J150229 J20 JACK-OPEN GIRDER 3 ob Reference(optional)
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 M7ek Industries,Inc. Tue Sep 29 12:26:54 2015 Page 1
I D:42YEHkg6OyR W kY_trVRRklya8jC-HrMeocuTt6umDf W Ox2EJy4UfMxSDXtygB7H5SnyYnel
2-9-15 5-4-2
2-9-15 2-6-3
Scale=1:17.9
5.66 12 1.5x4 11 5
4 �
b
0
2.63 12 4x10
9 2 1.5 4
1 la
0
3x4
N N
1 N
1 I
10 7 6
4X4—
6
1.5x4 II
0- -6 2-9-15 5-4-2
0- 66 2-9-9 2-6-3
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.02 7-8 >999 240 MT
244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(TL) -0.06 7-8 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.27 Horz(TL) -0.01 5 n1a n/a
BCDL 10.0 Code FBC2014TrPI2007 (Matrix-M) Weight:30 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-2 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 20 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
Installation guide
REACTIONS. (Ib/size) 8=167/0-7-0,5=78/Mechanical,6=92/Mechanical
Max Horz 8=97(LC 8)
Max Uplift 8=-52(LC 4),6=-104(LC 8)
Max Gram 8=167(LC 1),5=167(LC 3),6=92(LC 1)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
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=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.II;
Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;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.
111111
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 �r,�l to file
fit between the bottom chord and any other members. `��� op S A. 4 �i
5)Refer to girder(s)for truss to truss connections. �% 0
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 52 Ib uplift at joint 8 and 104 Ib uplift at joint � `•. G E N$�•,�
6. •• i
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. NO 39380
8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
9)"NAILED"indicates 3-1 Od(0.148"x3")or 2-12d(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). = r�
LOAD CASE(S) Standard
1)Dead+Root Live(balanced):Lumber Increase-1.25,Plate Increase=1.25
Uniform Loads(plf) � � O R 1
Concentrated5=-54,6-8=-20
Loads(Ib) ss l0 N A�� �
Vert:9=34(B)10=10(B)
Thomas A.Albani PE No.39380
MITek USA,Inc.FL Cert 6634
6904 Parke East Blvd.Tampa R.33610
Date:
September 29,2015
WARNING-verify dea/gn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.0211612015 BEFORE USE.
Design valid for use only with MITek connectors.This design is based only upon parameters shown,and is for an individual bulldirlg component. �t
Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown
9 Is for lateral support of Indtvdual web members only. Addffional temporary Lxaclng to Insure stabllty during construction is the responsibility of the MiTek• 1
f erector, Additional permanent bracing of the overall structure is the responsibility of The building designer.for general guidance regarding
ion.
fabricatquality control,storage,delivery,erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
safety Information avalable from Truss Rate Institute,781 N.Lee Sheet,Suite 312,Alexandria.VA 22314. Tampa,FL 33610
o russ russ ype 7tY7Y_TGien Laylon/HatchRes I JK
T74J21 JACK-OPEN GIRDER b Reference o tional
Manning Building Supplies,Jacksonville,FL,Lot 136 Meadow Oaks 7.630 s Jul 26 2015 MTek Industries,Inc. TUG Sep 29 12:39:43 2015 Page 1
I D:42YEHkg6OyR W kY_trV RRklya8jC-GoKMQZCgmOmf_goBU3Xfd Fr4ywxxDjXO1 G31xjyYnSk
1-4-10 2-9-3
1-4-10 1-4-9
2.83 F12 Scale=1:11.0
2
1.5x4 I
1
m
n
v
3
4
1.5x4 II
2-9-3
2-8-13
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) 0.00 3-4 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(TL) -0.00 3-4 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.01 2 rVa n/a
BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight:9 Ib FT=20
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 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
Installation guide
REACTIONS. (Ib/size) 4=22/0-4-3,2=31/Mechanical,3=13/Mechanical
Max Horz 4=58(LC 11)
Max Uplift 4=-92(LC 11),2=-85(LC 11),3=6(LC 11)
Max Grav 4=82(LC 13),2=54(LC 13),3=35(LC 3)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.ll;
Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Corner(3)zone;cantilever left and right exposed;end vertical left and right
exposed;C-C for members and forces&MW FRS 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. %O;k .
4)Refer to girder(s)for truss to truss connections. %% �PS A q4
�i
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 92 Ib uplift at joint 4,85 Ib uplift at joint 2 �� • ; •E N e�A �,
and 6 Ib uplift at joint 3. ��`��•• G S'
6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �' �••••
7)In the LOAD CASE(S)section,Toads applied to the face of the truss are noted as front(F)or back(B). N O 39380
LOAD CASE(S) Standard •4
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Trapezoidal Loads(pit)
Vert:1=0(F=27,B=27)-to-2=-38(F=8,B=8),4=0(F=10,B=10)-to-3=-14(F=3,B=3) T
tO N A;
Thomas A.Alberti PE No.39380
MiTek USA,Inc.FL Cert 6634
6904 Parke East Blvd.Tampa FL 33610
Date:
September 29,2015
WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev.02716/2015 BEFORE USE.
Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and Is for an individual buiding component. ,
Applicability of design parameters and proper Incorporation of component Is responsibility of buildkxg designer-not truss designer.Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek•
erector. Additional permanent txacing of the overall structure is the responsibility of the building designer.For general guidance regarding
fabrication,quality,control,storage,delivery.erection and bracing.consult ANSI/TPII Quality Criteria,DSS-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information avalabie from Truss Plate institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610
p fuss Fuss ype ty y Glen Layton/Hatch Res/JK
77469878
J150229 J22 JACK-OPEN GIRDER 2 1
Job Reference o tional
Manning Building Supplies,Jacksonville,FL,Lot 138 Meadow Oaks 7.630 s Jul 28 2015 M7ek Intlustries,Inc. Tue Sep 29 12:40:55 2075 Page 7
I D:42YE Hkg6OyRW kY_trV RRklyaBjC-9egaXA4?pVrRcvl OiAgXYRgP4yW_4HMcaTV6TYyYnRc
1-3-8 2-_65
1-3-8 1-3-7
2.83 T27 Scale=1:10.8
2
T
\ r �
n o
I, 1.5x4 I r
1
N
n
I?
Ll
I\r
y
Ir\
j
3
4
1.5x4 I
2-6-15
2-6-9
LOADING�20.0 �Plate
SPACING 2-0-0 CSI. DEFL. in (loc) I/deft �Ud PLATES GRIP
TCLL Grip DOL 1.25 TC 0.13 Vert(LL) 0.00 3-4 >999240 MT20 244/190
Tr
Lumber DOL 1.25 BC 0.09 Vert(TL) -0.00 3-4 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.01 2 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M- ) Weight:9 Ib FT=20
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 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
Installation guide
REACTIONS. (Ib/size) 4=21/0-4-3,2=29/Mechanical,3=12/Mechanical
Max Horz 4=54(LC 11)
Max Uplift 4=-84(LC 11),2=80(LC 11),3=-6(LC 11)
Max Grav 4=76(LC 13),2=50(LC 13),3=33(LC 3)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft Cat.II;
Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Corner(3)zone;cantilever left and right exposed;end vertical left and right
exposed;C-C for members and forces&MW FRS 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 `,'",11111 f,,'
fit between the bottom chord and any other members.
4)Refer to girder(s)for truss to truss connections. ,���,
�PS A.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 84 Ib uplift at joint 4,80 Ib uplift at joint 2 0• ; •E N �8,9~~�,�'
and 6 Ib uplift at joint 3. v
6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ,��'••�' G S'�•••• ,��
7)In the LOAD CASEO S)section,toads applied to the face of the truss are noted as front F or back B O. . No 39380 •.
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Trapezoidal Loads(pit) :
Vert:1=0(F=27,B=27)-to-2=-38(F=8,B=8),4=0(F=10,B=10)-to-3=-14(F=3,B=3) T
o
Thomas A.Albanl PE No.39380
MfTek USA,Inc.R.Cert 6634
6904 Parke East 8W.Tampa R.33610
Date:
September 29,2015
? 0 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIh7473 rev.02/16/2015 BEFORE USE.
--
Design valid for use only with Milek connectors.This design Is based only upon parameters shown,and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing to insure stability drying construction Is the responsiblllty of the MiTek'
erector. Addltforxl permanent bracing of the overall sfnrcture Is the responsibility of the building designer.For general guidance regarding
fabrication.quality control,storage,delivery,erection and bracing.consult ANSI/TPI I Quality Criteria,DSa-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information avalable from Truss Rate Institute,781 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610
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