HomeMy WebLinkAbout119 Crown Colony Way 03-1055 COPERMIT ADDRESS \�
CONTRACTOR
ADDRESS \ \('v'\ 'C% ��� e�� t `�C� ��
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PHONE NUMBER �A6 i
PROPERTY OWNER
PHONE NUMBER
ELECTRICAL CONTRACTOR !1
MECHANICAL CONTRACTOR
PLUMBING CONTRACTOR
MISCELLANEOUS CONTRACTOR
PERMIT NUMBER FEE
MISCELLANEOUS CONTRACTOR
PERMIT NUMBER FEE
tj
d
SUBDIVISION
PERMIT DATE" i
PERMIT DESCRIPTION
PERMIT VALUATION
SQUAREFOOTAGE
CERTIFICATE OF OCCUPANCY / COMPLETION
This is to certify that the building located at
119 CROWN COLONY WAY for
which permit 03-00001055 has heretofore been issued on 2/12/03
has been completed according to plans and specifications filed in the
office of the Buildin Official rior the issuance of said building
permit, to wit as complies with all the
building, plumbing, electri 1, zon ng and subdivision regulations
ordinances of the City of Sanford and with the provisions of these
regulations.
STAFF APPROVAL Subdivision Regulations Apply: Yes No
DATE APPROVAL DATE APPROVAL
BUILDING: FIRE:
Finaled o i Inspected
ZONING:
Inspected
UTILITIES:
Water Sewer
Lines In . i�"n,�W Lines In
Meter Sewer
Set Tap
Reclaimed
Water
IN-411"I:��►C
Street
Drainage Paved
Maintenance
Bond
PUBLIC
WORKS:
Street
Name
Signs
Street
Lights
Storm
Sewer
Driveway
Street
Work
DESCRIPTION
WATER -SEWER IMPACT FEES
01-APPLCTN FEE -ELECTRIC
01-APPLCTN FEE -BUILDING
01-APPLCTN FEE -MECHANIC
01-APPLCTN FEE -PLUMBING
02-ENGNG DEVLPMT FEES
01-FIRE IMPACT - RESIDENT
01-LIBRARY IMPACT FEE
01-OPEN SPACE
FEES PAID
DATE AMOUNT
2/12/03
2/12/03
2/12/03
2/12/03
2/12/03
2/12/03
2/12/03
2/12/03
10.00
10.00
10.00
10.00
10.00
59.27
54.00
279.61
PAGE: 2
CERTIFICATE OF OCCUPANCY / COMPLETION
This is to certify that the building located at
119 CROWN COLONY WAY for
which permit 03-00001055 has heretofore been issued on 2/12/03
has been completed according to plans and specifications filed in the
office of the Building Official prior to the issuance of said building
permit, to wit as complies with all the
building, plumbing, electrical, zoning and subdivision regulations
ordinances of the City of Sanford and with the provisions of these
regulations.
STAFF APPROVAL
Subdivision Regulations Apply: Yes No
01-POLICE IMPACT - RESID
01-RADON GAS TAX FEE
01-ROAD IMPACT FEES
01-RECOVERY FD/CERT. PGM
01-SCHOOL IMPACT FEE
WD IMPACT:SINGLE FAMILY
SD IMPACT:SINGLE FAMILY
2/12/03
2/12/03
2/12/03
2/12/03
2/12/03
2/12/03
2/12/03
91.93
10.33
847.00
10.33
1384.00
650.00
1700.00
• -I I a a in r • SO r
CERTIFCATE OF OCCUPANCY
REQUEST FOR FINAL INSPECTION
**** SINGLE FAMILY RESIDENCE****
DATE: —7 I 1 -]
PERMIT #:^Q-3
ADDRESS:
CONTRACTOR:
PHONE #: y(j1- y`1 J —Q\\a
The building division has prepared a Certificate of Occupancy for the above
location and is requesting final inspection by your department. After your
inspection, please sign off and date the C. O. or submit addendum if it has
been denied or approved with conditions. Your prompt attention will be
appreciated.
ngineering
Public Works
Utilities
nK D.SW�i
OFire
❑Zoning
OLicensing
CONDITIONS: (TO BE COMPLETED ONLY 1F APPROVAL IS CONDITIONAL)
�%b• 3/ �(,
Ap(�'vveCl°�/�y
CERTIFCATE OF OCCUPANCY
REQUEST FOR FINAL INSPECTION
**** SINGLE FAMILY RESIDENCE****
DATE: '7, 1 1
PERMIT #: 3
ADDRESS:
CONTRACTOR:
PHONE #: yd1- L\'1 rj
The building division has prepared a Certificate of Occupancy for the above
location and is requesting final inspection by your department. After your
inspection, please sign off and date the C. O. or submit addendum if it has
been denied or approved with conditions. Your prompt attention will be
appreciated.
ngineering OFire
10
ublic Works('�'��� OZoning _
Utilities OLicensing
CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL)
IV
CERTh � OF OCCUPA-,N 1
REQUEST FOR FINAL INSPECTION
**** SINGLE FAMILY RESIDENCE****
DATE:
PERMIT #:
ADDRESS:
C'ONTI2ACTOR: _ Mas-n
PHONE#: L1b1- y`)tjr1l Q
The building division has prepared a Certificate of Occupancy for the above
location and is requesting final inspection by your department. After your
inspection, please sign off and date the C. O. or submit addendum if it has
been denied or approved with conditions. Your promattention will be
appreciated. t pt ear -
Engineering
OFire
M .
_,Public `Yorks OZoning
llities 7lc6103 l G.CA/, OLicensing
CON 1)I'll ONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL)
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FEDERAL EMERGENCY MANAGEMENT AGENCY
NATIONAL FLOOD INSURANCE PROGRAM
ELEVATION CERTIFICATE
Read the irlabuctiorls on pages I.7.
O.M.B. No. 3067-0077
Expires December 31, 2005
SECTION A - PROPERTY OWNER INFORMATION I For Insurance Canpany Use: I
MARONDA HOMES INC. OF FLORIDA
BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number
119 Crown Colony Way
CITY STATE ZIP CODE
SANFORD FL 3ZT73
PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.)
Lot 55 - Crown Colony
BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, etc. Use a Comments area, if necessary.)
RESIDENTIAL
LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: 0 GPS (Type):
( ##° - ##' - ##.##- or ##.#####°) ❑ NAD 1927 ❑ NAD 1993 ❑ USGS Quad Map ❑ Other:
SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION
B1. NFIP COMMUNITY NAME 8 COMMUNITY NUMBER B2. COUNTY NAME B3. STATE
CROWN COLONY 1 120294 SEWOOLE FL
B4. MAP AND PANEL
B7. FIRM PANEL
B9. BASE FLOOD ELEVATION(S)
NUMBER
B5. SUFFIX
B6. FIRM INDEX DATE
EFFECTIVEIREVISED DATE
E18. FLOOD ZONE(S)
(Zone AO, use depth of flooding)
12117C 0045
E
4117195
IMP95
X
B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9.
El FIS Profile ❑ FIRM ❑ Community Determined ❑ Other (Describe):
B11. Indicate the elevation datum used for the BFE in 69: ❑ NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe):
B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ❑ No Designation Date
SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED)
C1. Building elevations are based on: ❑ Construction Drawings' ❑ Building Under Construction' ❑ Finished Construction
iA new Elevation Certificate will be required when constridon of the building is complete.
C2. Building Diagram Number 1(Select the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. If no diagram
accurately represents the building, provide a sketch or photograph.)
C3. Elevations — Zones Al-A30, AE, AH, A (with BFE), VE, V1430, V (with BFE), AR, ARIA, ARIAE, ARIA1-A30, AR/AH, ARIAO
Complete Items C3.-a4 below according to the building diagram specified in Item C2. State the datum used. If the datum is different from the datum used for the BFE in
Section B, convert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of
Section D or Section G, as appropriate, to document the datum conversion.
Datum NGVD 1829 Conversion/Comments WA
Elevation reference marts used WA Does the elevation reference mark used appear on the f IRM? Yes ❑ No
X a) Top of bottom floor (including basement orenclosure)
. ft.(m)
o b) Top of next higher floor
_ _ft.(m)
Cn
3
o c) Bottom of lowest horizontal structural member (V zones only)
_. _Nrn)
o
o d) Attached garage (top of slab)
_ _ft.(m)
S F
o e) Lowest elevation of machinery ardor equipment
w
servicing the building (Describe in a Comments area)
�`�
z
X f) Lowest acJjacent (finished) grade (LAG)
3 ft.(m
o g) Highest adjacent (finished) grade (HAG)
_. _ft.(m)
o h) No. of permanent openings (flood vents) within 1 ft. above adjaoent grade
J
o i) Total area of all permanent openings (food vents) in C3.h sq. in. (sq. cm)
SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION
This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information.
I certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available.
I understand that any false statement may be punishable by line or imprisonment under 18 U. S. Code, Section 1001.
CERTIFIERS NAME LICENSE NUMBER
TITLE COMPANY NAME
ADDRESS CITY STATE ZIP CODE
TURE DATE TELEPHONE
FEMA Form 81-31, January 2003 See reverse side for continuation. Replaces all previous editions
IMPORTANT: In these spaces, copy the corresponding Inform dw fmm SKdon A, For Insurance Company Use:
BUILDING STREET ADDRESS (Inducing Apt, Unit Suite, and/or Bldg. No.) OR P.O. ROUTE AND HOBS NO. Pony Number
CITY
STATE ZIP CODE
SECTION D • SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED)
Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agenUoompany, and (3) building owner.
Check here if attachments
SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQURED) FOR ZONE AO AND ZONE A (WITHOUT BEE)
For Zone AO and Zone A (without BFE), cornplete Items E1 through E4. If the Elevation Certi we is intended for use as supporting information for a LOMA or LOMR-F,
Section C must be completed.
E1. Building Diagram Number _(Select the building diagram most similar to the building for which this certificate is being completed — see pages 6 and 7. If no diagram accurately
represents the building, provide a sketch or photograph.)
E2. The top of the bottom floor (induding basement or enclosure) of the building is _ fL(m) in.(cm) ❑ above or ❑ below (check one) the highest adjacent grade. (Use
natural grade, 9 available).
E3. For Building Diagrams 6$ with openings (see page 7), the next higher floor or elevated floor (elevation b) of the building is _ ft.(m) _in.(cm) above the highest adjacent grade.
Complete items C3.h and C3.i on front of form.
E4. The top of the platform of machinery and/or equipment servicing the building is _ ft.(m) in.(cm) ❑ above or ❑ below (check one) the highest adacent grade. (Use
natural grade, if available).
E5. For Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance?
❑ Yes ❑ No ❑ Unknown. The local official must certify this informalion in Section G.
SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION
The property owner or owner's authorized representative who completes Sectons A, B, C (Items C3.h and C3.i only), and E for Zone A (without a FEMA4med or Community-
issued BFE) or Zone AO must sign here. The statements in Sections A, 8, C, and E are correct to the best of my knowledge.
PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME
MARONDA HOMES INC. OF FLORIDA
ADDRESS CITY STATE ZIP CODE
1101 NORTH KELLER ROAD, SURE F ORLANDO FL 32810
TURE
4074759112
Check here if attachments
SECTION G - COMMUNITY INFORMATION (OPTIONAL)
The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevaton
Certificate. Compete the applicable items) and sign below.
G1. ❑ The informaton in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state
or local law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.)
G2. ❑ A cor munity official completed Section E for a building located in Zone A (without a FEMA4ssued or community -issued BFE) or Zone AO.
G3. ❑ The following information (Items G4-G9) is provided for community floodplain management purposes.
G4. PERMIT NUMBER G5. DATE PERMIT ISSUED G6. DATE CERTIFICATE OF COMPLIANCE/OCCUPANCY ISSUED
G7. This pernit has been issued for: ❑ New Construction ❑ Substantial Improvement
G8. Elevation of as -built lowest floor (inducting basement) of the building is: _ ft.(m) Datum:
G9. BFE or (in Zone AO) depth of flooding at the building site is: _. _ ft.(m) Datum:
LOCAL OFFICIAL'S NAME TITLE
COMMUNITY NAME TELEPHONE
DATE
El Check here if attachments
FEMA Form 81-31, January 2003 Replaces all previous editions
A
LA/VD SURVEYORS
Address: 119 Crown Colony Way
300 COUNTY ROAD 427 50UTH LONOWOOD, FLORIDA 32750-5499
TELEPHONE: (407) 530-9060 FAX: (407) 339-3636
CERTIFICATE OF ELEVATION
Legal Description: Lot 55, CROWN COLONY SUBDISION
Plat Book 61, Pages 76, 77 and 78
Seminole County, Florida
The Finished Floor Elevation of the house on Lot 55.
meets or exceeds the requirements set forth in the City of
Sanford Building Code, Sec. 6-7 (a).
AdAnick F. Cavone
Florida Land Surveyor & Mapper Reg. No. 2005
Licensed Business No. 5073
7-8-2003
Date Fieldwork Completed
W.O.# 2003-8954
CERTIFCATE OF OCCUPANCY
REQUEST FOR FINAL INSPECTION
**** SINGLE FAMILY RESIDENCE****
DATE: -7,I 1'I
PERMIT #:�Q3 ' /O S.S -
ADDRESS:
CONTRACTOR:
PHONE #: yd1 ' y`)'j -Q\\a
The building division has prepared a Certificate of Occupancy for the above
location and is requesting final inspection by your department. After your
inspection, please sign off and date the C. O. or submit addendum if it has
been denied or approved with conditions. Your prompt attention will be
appreciated.
Engineering
P lic Works
Utilitie
OFire
OZoning
0 Licensing
CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL)
LMBC0401 CITY OF SANFORD
Address Misc. Information Maintenance
7/17/03
10:11:18
Location ID . . . . . . : 245385
Parcel Number . . . . :
Alternate location ID . :
Location address . . . . : 119 CROWN COLONY WAY
Primary related party . :
Type information, press Enter.
Sequence Code(F4) App Free -form information Date
1.00 CSVC UT 3/4" RC METER SET FEE $190.00 PD 2-12-03 21403
__77N CSVC UT REC#5589 —2140
4.n
.9 a
7.n _
__97M
�n a
_TU_.TU
Special
notes
More...
F2=Address F3=E,x�t F5=Notes display F6=Change display
?10=Subdivsion Notes F12=Cancel
LMBC0401 CITY OF SANFORD
Address Misc. Information Maintenance
7/17/03
10:11:09
Location ID . . . . . . . 234895
Parcel Number . . . . . 34.19.30. '-0000-0550
Alternate location ID . .
Location address . . . . . 119 CROWN COLONY WAY
Primary related party . .
Type information, press Enter.
Sequence Code(F4) App Free -form information Date
1.00 CSVC UT 3/41' WA METER SET FEE $190.00 PD 2-12-03 21403
2.00 CSVC UT REC 2i4U_1
�0 _
�0 _
�0 _
6n _
760 _
�b _
�0 _
_TT_TM
Special
notes
More...
F2 Address F3=Exit F5=Notes display F6=Change display F9=Parcel Notes
F10=Subdivision Notes F12=Cancel
CITY OF SANFORD PERMIT APPL CATION
Permit No.: !- a 103
Job Address: 119 CROWN COLONY WAY Lot: 55
Parcel No.: _- f y'-'3[� --rJQ.� lid "d J�JC� (Attach Proof of Ownership & Legal Description)
Description of Work: SINGLE FAMILY RESIDENCE
Type of Construction: VI Flood Zone: X
Valuation of Work: S 4W 131�p Occupancy Type: X Residential Commercial Industrial
Number of Stories: 1 Number of Dwelling Units: Zoning: Total Square Footage:1„$1-2- �,_,1,,
Owner: MARONDA HOMES INC., OF FLORIDA
Address: 1101 NORTH KELLER ROAD, SUITE F
City: ORLANDO State: FL Zip: 32810
Phone No.: 407475-9112 Fax No.: 407-475-9115
Contractor: RUSSELL KEITH SUMMERS
Address: 1101 NORTH KELLER ROAD, SUITE F
City: ORLANDO State: FL Zip: 32810 State License No.: CRC058496
Phone No.: 407-475-9112 Fax No.: 407-475-9115
Contact Person: DEBBIE TIME Phone No.:
Title Holder (If other than Owner):
Address:
Bonding Company: N/A
Address:
Mortgage Lender: N/A
Address:
Architect: TOMAS PONCE #50068 Phone No.: 407-321-0064
Address: 4005 MARONDA WAY, SANFORD, FL 32771 Fax No.: 407-321-3913
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 standards of all laws regulating construction in this jurisdiction. 1 understand
that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS,
TANKS, and AIR CONDITIONERS, etc.
OWNER'S AFFIDAVIT: 1 certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws
regulating construction and zoning. 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.
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public
records of this county, and there may be additional permits required from other governmental entities such as water management districts, state
agencies, or federal agencies.
Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713.
— 01/13/03 01/13/03
Signature of 6auatIlAgent Date Signature of or/Agent Date
SSELL KEITH SUMMERS
Prin Owner/Ag is Na e
01/13/03
Signature of Notary -State of Florida Date
.r_
20.1
DEBBIE TIME
My Comm EV. ?/�It15PUBM No. CC M378
ge1 oln.►1.
RUSSELL KEITH SUMMERS
to ontractor/Ag nt's Name
01/13/03
Signature of Date
Flo DEBBIE TIME
oTpRr o My Comm Exp. ?15/05
N PUBLIC s No. CC 999378
PNsWU* Known 11 OMw I.D.
Contracto _ me or
Produced ID Produced ID
APPLICATION APPROVED BY: "4
Special Conditions:
Dam m n ��
C—:� 7 —0_'�5
CITY OF SANFORD MECHANICAL PERMIT APPLICATION
Permit Number: c�s -
JAN 13 2003
Date:
The undersigned hereby applies for a permit to install the following equipment:
Owner's Name: Maronda Homes Inc., of Florida
Address of Job: ---- /`- -� J ---- - --A�7 6,
sapeak�
Mechanical Contractor.
GARY CARMACK
Residential Non -Residential
of Work:
E:
By signing this application, I am stating that I am in complianc with City of Sanford
Mechanical Code.
Applicant Signature
CAC043900
State License Number
nt
hk
1
CITY OF SANFORD ELECTRICAL PERMIT APPLICATION
Permit Number: C5r_=_
Date:--- ,BAN-13 2003
The undersigned hereby applies for a permit to install the following electrical:
Owner's Name: Maronda Homes Inc., of Florida
Address of Job:
Electrical Contractor:
Residential: _
DANIEL G. PUG
Non -Residential:
Number
Amount
Addition, Alteration, Repair Residential & Non -Residential
New Residential:
15C1 AMP Service
New Commercial:
AMP Service
Change of Service:
From AMP Service to AMP Service
Manufactured Building
Other:
Description of Work:
Application Fee:
$10.00
TOTAL DUE:
4f
By Signing this application I am stating that 1 am in compliance with City of Sanford
��EC0001663___.
licant's Signature
State License Number
Code.
CITY OF SANFORD PLUMBING PERMIT APPLICATION
Permit Number: = r OILS-JAN 132003
Date: --------------
The undersigned hereby applies for a permit to install the following plumbing:
Owner's Name: Maronda Homes Inc., of Florida
Address of Job:
Plumbing Contractor: WILLIAM T. SELF
Residential: _-V-/ _ Non -Residential:
By Signing this application I am stating that 1 am in compliance with City of Sanford Plumbing Code.
Applicant's S' nature
CFC057039 _
State License Number
L._
CITY OF SANFORD BUILDING DIVISION
SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT
Lot: 555 Subdivision: CROWN COLONY Property Address: 119 CROWN COLONY WAY
1. Two (2) recent boundary and building location surveys showing setbacks from all structures to
property lines for permit for structures (not fences).
❑O 2. Two (2) complete sets of construction design drawings drawn to scale.
Complete sets to include:
❑x a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these
footers with reinforcement bar replacement.
b. Floor plan indicating interior wall partitions and room identification, room dimensions, door,
window, and/or opening sizes, smoke detector, distances from walls are to be shown.
Note the State of Florida requirements for bath door for compliance of Handicapped Code (F S.
553, Part 5).
M c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per
City Engineering Department or subdivision plat.
❑x d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and
exterior. Show all components of wall section.
❑ e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and
species of materials to be used.
f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry
and support trusses.
❑ g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of
handrails and guardrails.
M h. Square footage table showing footages:
Garages/Carports 368 S.F.
Porch(s)/Entry(s) 19 S.F.
Patio(s) S.F.
Conditioned structure 11625 S.F.
Total (Gross Area) 2 12S.F.
❑O 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97).
O 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built
To i-OLLow on fill, a report may be requested by the Building Official or his representative.
N/A 5. Other submittal Documents:
N/A a. Utility letter or approval when public water supply and/or sewer system connection to be made.
N/A b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West
Airport Boulevard, Sanford, FL (407) 665-3600.
N/A c. Arbor permit when trees to be removed from property. Contact the City Engineer for details
regarding the arbor ordinance and permit.
El 6. Application to be completed thoroughly and signatures provided by a licensed and insured
contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER
FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the
application. If electrical, mechanical or plumbing permits have not been issued, inspections will not
be scheduled or made and subcontractors will be subject to penalty under the City Ordinances
REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION
1. Footer
2. Underground, electrical, mechanical and plumbing
3. Foundation elevation survey
4. Slab
5. Lintel — tie beams — columns — cells
6. Rough electrical
7. Rough mechanical
8. Rough plumbing
9. Tub Set
10. Framing
11. Tenant Separation/firewall
12. Insulation, walls and/or ceilings
13. Electrical final, mechanical final and plumbing final
14. Building Final
15. Other
DATE: Monday, January 13, 2003 SIGNATURE:
(By Owner or Authorized Agent)
A ' 7oa
ALaronda► Homes
AN EASILY OBSERVABLE BETTER VALUEI
1101 NORTH KELLER ROAD, SUITE F • ORLANDO, FLOR/DA 32810 407-475-9112 • FAX: 407-475-9115
LETTER OF AUTHORIZATION
❑ CITY OF DELTONA
p CITY OF SANFORD
❑ VOLUSIA COUNTY
SEMINOLE COUNTY
I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to
sign his/her name on my behalf in order to apply for and/or pickup building
permits for Maronda Homes, Inc. of Florida work to be completed at Lot 55 in
119 CROWN COLONY WAY.
RUSSELL KEITH SUMMERS, CRC058496
MARONDA HOMES, INC. OF FLORIDA
STATE OF FLORIDA
COUNTY OF ORANGE
Sworn and subscribed before me this 13 day of JANUARY, 2003 by RUSSELL
KEITH SUMMERS who is personally known to me.
NOTARY PUBLIC
�c" rlo DEBBIE TIME
v
V11 AM, My Comm Exp. ?J5/ 5
a vvH.. No. CC 999378
ers«wIy V- t t on,.I.D.
\\Debbiet\c\My Documents\LOA Keith Summers for City of Sanford.doc
Mi�ronda 5xs tems
MARONDA SYSTEMS 4006 maronda way Sanford, FL 38771
Masonry House
(407) 321.0064 Fax (407) 321.3913
Model: CHESAPEAKE - SINGLE STORY
Wind Calculations Based Upon 2001 Florida Building Code AND ASCE 7-98
ASSUMPTIONS: Fully Enclosed, Low Rise, Rigid Building, Building Catagory II
Importance Factor = 1.0, Exposure B
Basic Wind Speed Nvs := 110•mph Define Some Units:
(3-Sec Gust) lbf lbf
V :� :vs psf :_ fr2 plf := ft
Wall Height H := 8-ft Ibf 2
pcf :_ -- sgin := in
Roof Slope S := 6 0 := 26.5651 •deg ft3
HOUSE WIDTH-(ft) HW := 40•ft
Main House Dimensions
HOUSE LENGTH:(ft) HL := 58•ft
11
Mean Roof Height MRH := H + C 2W 1 MRH = 13 ft
Calculate Velocity Pressure qh
(Exposure Coefficient, Sec 6.5.6.4 Table 6-6)
Kzcc := 0.70 For Case 2 (C&C) Kzt := 1.0 (Topographic Factor, Sec 6.6.7.2 )
Kzmw := 0.57For Case 1 (MFWRS) Kd := 0.85 (Directionality Factor, Sec 6.5.4.4)
I: 1.0 (Importance Factor, Table 1-1 and Table 6-1)
VELOCITY PRESSURE qh:
W.,
r
MRH2 := V := -----• V = 110
MRIi2 = 13 1 mpnl
MWFRS gzmw := 0.00256•Kzmw•Kz4VKd•'v'`•1•psf clzrnW = 15,008psf
Components & Cladding q;;cc:= 0.00256.K.:cc is t. ti'- I psf q:z:c - 18.431 psf
GCpf - Extrernai Pressure Coefficent from Figure 6-4
GCpf - Internal Pressure Coefficent From Table 6-7
G - Gust Effect Factor Section 6.5.8.1
P - Design Pressure P=gh(GCpf-GCpf)
1.
05
_.
,7, `.
0 = 26.57 deg
Determine Width Of End Zon-�eSurface - a
NI ifl [-(l 010 )H J i 00 I Hi,L� l 0 HW1 0
L N3 := if(N1 > N2,Nl,N2)
N1 == 3.2 ft N2 _ 1.6 ft N3 -- 3.2 ±t N•I = 3 ft
Wind Directions A,B,C,& D
Surfaces 1-6 are walls
7-11 are Portions of Roof
12 is an open area
GCpi :_ .18 G := 0.85
4 NHW
2 :=
(100
N4 := 3-ft
:- if(N3 <3-ft,3•ft,N3)
Watt Pressure Coefficients, C
Surface
LrB
C
Use With
Windward Wall
All values
0.8
qt
1.000ward Wall
0-1
-0.5
qh
2
-0.3
24
-0.2
Side Wall
All values
-0.7
qjk
e E�
' ri+l 11111w
Ate+
WIND DIRECTION A
GABLE„ HIP ROOF
L/B Ratio LB := HL
Hw
Cp From Table Above Cpwww := 0.8 Cpwlw := -0.4
WALL PRESSURES
SURFACE 1
PIAPOSINT := gzmw.(G-Cpwww - GCpi)
(WINDWARD)
PIANEGINT:= gzmw.(GCpwww — GCpi)
SURFACE 2
P2APOSINT := gzmw.(GCpwsw + GCpi)
(SIDE WALL)
MNEGINT := gzmw-(GCpwsw -- GCpi)
SURFACE 3
P3APOSINT := gzmw.(G-Cpwlw + GCpi)
(LEEWARD)
P3ANEGINT .= gzmw.(G-Cpwlw --- GCpi)
SURFACE 4
P4APOSIN'T := gzmw.(G•Cpwsw + GCpi)
(SIDE WALL)
P4ANEGINT := gzmw•(G•Cpwsw - GCpi)
OVERHANG PRESSURE POH := gzmw•(G•Cpwwku)
LB = 1.45
Cpwsw := —0.7
PIAPOSINT = 12.907psf
PIANEGINT = 7.504psf
P2APOSINT = —6.228 psf
PIANEGINT =—11.631 psf
MPOSINT = —2.401 psf
P3ANEGINT =—7.804psf
P4APOSINT 6.228psf
MANEGINT =—11.631 psf
POH= 10.205 psf
Roof Pressure coefficients, C for use with %
VAndward
1A*"rd
Wind
Direction
Angle, a (degrees)
Angle,
h/L
10
13
20
25
30
35
46
260f1
10
15
a
0
Normal
50.25
-0.7
-0.5
0.0*
-0.3
012
-0.2
0.3
-0.2
0.3
0.0*
9A
0 4
0.010
-03
4)3
-0.6
to
ridge fir
0.5
-0.7
0.4
0.00
7.3
0.2
-0
0.2
.2
0.3
0.0*
0.4
0101 A
-0.5
-0.5
-0.6
i.0
-1
1.0 -
-0.7
-0.5
0.0*
.3
0.2
2
01 1
0. *
0.3
0.018
-0.7
-O ti
-Qb
0 � 100
Normal
Horta distance from
windwoutl ed a
CP
*Value is provided for interpolation purposes.
to
uwwz
ridge for
5 0.5
"Value Value can be reduced linearly with area over
h/2 to h
-0.9
to2h
-0.5
0 < 10
winch it is applicable as follows
and
1 >
-0.3
Parallel
to ridge
2 1.0
O to
-13**
1
Area fl
Reduction Factor
5 1. 9 so m
1.0
for all 6
> h/2
-0.7
200 . 23 s
z 1 , I0.8
h/L Ratio
hL := MRH hL = 0.224 h := MRH h/L <0.25
HL
Cpswl := -0.9 h/2 TO h
Cp From Table Above Cpww := -0.2 Cplw :- -0.6
Cpsw2 := -0.5 h TO 2h
Cpww2 := 0.3
ROOF PRESSURES
Cpsw3 := -0.3 >2h
HAPOSINTI := gzmw•(G-Cpww + GCpi)
HAPOSINT1 = 0.15psf
SURFACE 5
P5ANEGINTI := gzmw.(G•Cpww - GCpi)
P5ANEGINTI =-5.253psf
(WINDWARD)
P5APOSINT2 := gzmw.(G•Cpww2 + GCpi)
P5APOSINT2 = 6.528psf
P5ANEGINT2 := g7,mw.(G•Cpww2 - GCpi)
HANIEGINT2 = 1.126psf FOR
SURFACE 6
P6APOSINTI := gzmw•(G•Cpswl + GCpi)
P6APOSINTI = .-8.78psf h = 13ft
(SIDE)
P6ANEGINTI := gzmw•(G•Cpswl - GCpi)
P6ANEGINTI =--- 14.182psf
P6APOSINT2 := gzmw.(CrCpsw2 + GCpi)
P6APOSINT2 =-3.677psf 2•h = 26ft
P6ANEGINT2 := gzmw•(G•Cpsw2 - GCpi)
P6ANEGINT2 =-9.08psf
P6APOSINT3 := gzmw•(GGCpsw3 + GCpi)
P6APOSINT3 =-1.126psf
P6ANEGINT3 := g7mw•(G•Cpsw3 - GCpi)
HANEGINT3 =-6.528psf
SURFACE 7 (SIDE) SAME AS SURFACE 6
SURFACE 8 P8APOSINT : = gzmw•(GCplw + GCpi) PBAPOSINT =-4.953psf
(LEEWARD) P8ANF.GINT := gzmw•(G Cplvv -- GCpi) HANEGINT =-10.355 psf
WIND DIRECTION B uB Ratio LB:= HFIHL
Cp From Table Above CpwBww := 0.8 CpwBlw := —0.5
WALL PRESSURES
SURFACE 1
PIBPOSINT := gzmw•(G•CpwBsw + GCpi)
(SIDE WALL)
PIBNEGINT := gzmw•(G•CpwBsw — GCpi)
SURFACE 2
P2BPOSINT := gzmw•(G•CpwBww + GCpi)
(WINDWARD)
P2BNEGINT := gzmw•(G•CpwBww — GCpi)
SURFACE 3
P3BPOSINT := gzmw•(G•CpwBsw + GCpi)
(SIDE WALL)
P3BNEGINT := gzmw•(G•CpwBsw — GCpi)
SURFACE 4
P4BPOSINT := gzmw•(G•CpwB]w + GCpi)
(LEEWARD)
P4BNEGINT - gzmw•(G•CpwBlw — GCpi)
LB = 0.69
CpwBsw := —0.7
P I BPOSINT = —6.228 psf
PIBNEGINT =—11.631 psf
P2BPOSINT = 12.907 psf
P2BNEGINT = 7.504 psf
P3BPOSINT =—6.228psf
P3BNEGINT = —11.631 psf
P4BPOSINT = —3.677 psf
P4BNEGINT = —9.08 psf
OVERHANG PRESSURE POH := gzmw•(G•Cpwww) POH = 10.205psf
h/L Ratio hLB := MRH hLB = 0.325 h = 13 ft h/L >0.25
HW
CpBswl := —0.9
Cp From Table Above CpBww := —0.3 CpB]w := —0.6
CpBsw2 :_ —0.5
CpBww2 := 0.2 CpBsw3 := —0.3
ROOF PRESSURES
P6BPOSINTI := gzmw•(G•CpBww + GCpi) P6BPOSINTI =—1.126psf
SURFACE 6 P6BNEGINT] := gzmw•(G•CpBww — GCpi) P6BNEGINTI =—6.528psf
(WINDWARD)
P6BPOSINT2 := gzmw•(G-CpBww2 + GCpi)P6BP0SINT2 = 5.253psf
P6BNEGINT2 := gzmw•(G•CpBww2 — GCpi)P6BNEGINT2 = —0.15 psf
SURFACE 5 P5BPOSINTI :== gzmw•(G-CpBswl + GCpi) P5BPOSINTI =—8.78psf
h = 13 ft
(SIDE) P5BNEGINTI :== gzmw•(G•CpBsw1 -- GCpi) PIBNEGINT] _—14.182 psf
P5BPOSINT2 := gzmw•(G•CpBsw2 + GCpi) P5BPOSINT2 =—3.677psf 2 h = 26ft
P5BNEGINT2 :- gzmw•(G•CpBsw2 — GCpi) P5BNEGINT2 = —9.08 psf
P5BPOS1NT3 gzmw•(G•CpBsw3 + GCpi) P5BP0SINT3 =—1.126psf
SURFACE 8 P5BNEGINT3 := gzmw•(G•CpBsw3 GCpi) P5BNEGINT3 =—6.528psf
(SIDE) SAME AS SURFACE 5
SURFACE 7 P7BPOSINT gzniv;.(G•CpBlw + G(pi) I'7BPOSINT =—4.953psf
(LEEWARD) P7BNEGIN'I' qz,w .((i CpBkw — GCpi) PIBNEGINT =—10.355psf
Wind Directions, ?: ar!d r, i1 iii I3 similar to Directions A and B
COMPONENTS AND CLADDING
Walls for Buildings with h < 60 feet
,14
d. t
Qu
47
114
1 10 23 eo pro tea 5010M
EMW*WWdAft&ft'4i)
IL
Positive: Zones 4 and 5
GCp = 1.0 A < 10 sqft
GCp = 1.1766 - 0.1766 IogA 10 < A < 500 sqft
GCp = 0.7 A > 600 sqft
Negative: Zone 4
GCp = -1.1 A < 10 sqft
GCp =-1.2766 + 0.1766 IogA 10 < A < 500 sqft
GCp = -0.8 A > 500 sqft
Negative: Zone 5
GCp = -1.4 A < 10 sqft
GCp =-1.7632 + 0.3532 IogA 10 < A < 600 sqft
GCp = -0.8 A > 600 sqft
WALL
ZONE
COMPONENTS AREA
4&5 4 5
Windows Awindow := 10•ft`
GCpw45 = 1.0 GCpw4 :_ —1.1 GCpw5 :_ —1.4
Doors Adoor:= 10•ft2
6Cpd45:= 1.0 GCpd4 :_ —1.1 GCpd45:= 1.0
Garage Door Agarage := 112412
(..sCpgd45 :_ 0.i GCpact4 :_ —0.9 GCpgd5 :_ —1.03
PCC45window := gzcc•(GCpw45 + GCpi) PC 45window = 21.748psf All Zones Same Pressures
PCC4window := gzcc•(GCpw4 — GCpi)
PCC4window = - 23.591 psf Zone 4 for windows and
PCC5window := gzcc•(GCpw5 — GCpi)
PCC5window -—29.121 psf Zone 5 Doors
PCC45gd := gzcc•(GCpgd45 + GCpi)
PCC45gd = 18.062psf All Zones
PCC4gd := gzcc•(GCpgd4 -- GCpi)
PCC4gd =—19.905 nsf Zone 4
PCC5gd := gzcc•(GCpgd5 — GCpi)
CC5gd -—22.301 psf Zone 5
GD : = 16•ft Z5 := 2•a coal sa
:-7 1.',33. Ct lJ;.=culate Gargage Pressure Using
PCC4gd•(GD enddist — L_. -i
4' ' ,ohted Average calculation
Pgar _ ..__r
1 0
?gar = —20.7 psf
COMPONENTS AND CLADDING
Gable/ Hip Roofs 10<0<30 for
Buildings with h < 60 feet
10 tee
-a
as
as
as j
as �
6! 8X
�1 11B 70 50 ttb 80D 6tIDiIW
R4 ax 00 Pufi 0 PlIt m IRA(
HW1ftwrmAr&,ft'0 )
Positive with and without overhangs: Zones 1,2, and 3
GCp = 0.6
A < 10 sqft
GCp = 0.7000 - 0.2000 IogA
10 < A < 0100 sqft
GCp = 0.3
A > 100 sqft
Negative with and without overhang: Zone 1
GCp = -0.9
A < 10 sqft
GCp = -1.000 + 0.1000 IogA
10 < A < 100 sgft
GCp = -0.8
A > 100 sqft
Negative with overhang: Zone 2
GCp = -2.2
Negative with overhang: Zone 3
GCp = -3.7
GCp =-4.9000 + 1.2000 IogA
GCp = -2.6
ROOF
COMPONENTS
AREA 1,2&3
For all A sqft
A < 10 sqft
10<A<100sqft
A > 1 00 sqft
ZONE
1 2
1 W2
At:= —
3
3
Sheathing Ash := 32•ft2 GCps := 0.4 GCpsl :_ —1.1 GCps2 :_ —2.2 GCps3 :_ --3.09
Fastener Afast:= 5•ft2 GCpf := 0.5 GCpfl :_ - 0.85 GCpf2 :_ -22 GCpf3 :_ -3.7
Truss At = 533 ft2 GCpt := 0.3 GCptl :_ -0.8 GCpt2 :_ -2.2 GCpt3 -2.5
COMPONENTS AND CLADDING DESIGN PRESSURES
PCCsheath := gzcc•(GCps + GCpi)
PCCsheath = 10.69psf All Zones
PCCsheath) := gzcc•(GCpsl - GCpi)
PCCsheathl =-23.591 psf Zone 1
PCCsheath2 := gzcc.(GCps2 - GCpi)
PCCsheath2 =-43.865psf Zone 2
PCCsheath3 := gzcc•(GCps3 - GCpi)
PCCsheath3 =-60.268 psf Zone 3
PCCfast := gzcc•(GCpf + GCpi)
PCCfastl := gzcc•(GCpfl - GCpi)
PCCfastl := gzcc.(GCpf2 - GCpi)
PCCfast3 := gzcc.(GCpf3 - GCpi)
PCCtruss := gzcc.(GCpt + GCpi)
PCCtrussl := gzcc•(GCptl .- GCpi)
PCCtruss2 := gzcc•(GCpt2 - GCpi)
PCCtruss3 := gzcc•(GCpt3 - GCpi)
At2 := HW•2•ft At2 = 80ft2
PCCfast = 12.533 psf
All Zones
PCCfastl =-18.984psf
Zone 1
PCCfast2 =-43.865 psf
Zone 2
PCCfast3 =-71.511 psf
Zone 3
PCCtruss = 8.847psf
All Zones
PCCtrussl =-18.062psf
Zone 1
PCCtruss2 =-43.865 psf
Zone 2
PCCtruss3 =-49.394psf
Zone 3
Use Weighted Average Method To Determine Common Truss Uplifts (Ignore Zone 3)
HW = 40ft WZone2 := 4•a WZone2 = 12.8ft Truss Deadload
WZonel := HW - WZone2 WZonel = 27.2 ft TDL : = 10•psf
WZonel •PCCtrussI + WZone2 •PCCtruss2
TRUSSUPLIFTpsf : = +TDL
HW
TRUSSUPI.IFTpsf =-16.319 psf
Truss Uplift At Each End
TRUSSUPLIF`f psf - At2
Tuplift:= 2 _ Tuplift =-652.761bf
Net Design Wind Pressures for MWFRS when Wind is Normal to
Ridge with Negative Windward External Roof Pressure Coefficient
P6 =—1.126psf P7 =—4.953psf
P2 = 12.907 psf
intp = 2.701 psf HW = 40 ft
P6N = —6.522 psf P7N =—10.355 psf
P4 = —3.677 psf
P2N = 7.504 psf ('> Inw1w Pmosuro P6N = —6.528 psf
Net Design Wind Pressures for MWFRS when Wind is Normal to
Ridge with Positive Windward External Roof Pressure Coefficient
P2 = 12.907 psf
P62 = 5.253 psf P7 = —4.953 psf
P6 =—1.126psf
HW =40ft
P62N = —0.15 psf . P7N =—10.355 psf
P2N = 7.504 psf
( (-) Inromal Reswire P6N = —6.528 psf
NO Wind t *
g, a V t, d1 Rida. ge
Positiva. laternW,•
D=4ft D=4ft
P6A =—8.78psf P6B =—3.677psf P6C =—1.126psf
P 1 = 12.907 ps
HL=58ft
ROOF PRESSURES DISTANCE FROM WINDWARD EDGE
P6A = —8.78 psf ZERO to H = 8 ft
P6B =—3.677vsf H = 8 ft to 2•H = 16ft
P6C = --' .126 psf' 2 • H = 16 ft to END
P2P =—6.228psf
P3 = —2.401 psf
NP = —6.228 ps
A
b WYth Negative InImuW Presswe
D=4ft D=4ft
I- T
P6NA =—14.182psf P6NB =—9.08psf P6NC =—6.528psf
PIN = 7.504p;
P2N =—11.631 psf
P3N = —7.804 psf
HL=58ft
ROOF PRESSURES
DISTANCE FROM WINDWARD EDGE
P6NA =—14.182 psf
0 to H = 8 ft
P6NB = —9.08 psf
H = 8 ft to H• 2 = 16 ft
P6NC =—6.528psf
2•H = 16 ft to END
P4N =—11.631 ps
�
^
.
^
COUNTY OF SEMINOLE
IMPACT FEE STATEM^
T
`
I8SUED B. CITY
OF SANFORD
STATEMENT NUMBER 103-75369
BUILDING PERMIT
: (CITY)
COUNTY NUMBER:
UNIT ADDRESS: !��_[o[Ak���.�U�\
_____________________-__-_---_-__-_--
� TRAFFIC ZONE:
JURISDIj�ION:jO6
CITY
___
SEC:
-OF
PARCEL:��
___
SUBDIVIS1ON:
TRACT:
__________________
PLAT BOOK:
PLAT BOOKGE:
BLOCK: LOTx
----_.... ............ -
' ADDRESS:
`
/�
�^°-'�~`'~'~~�^-�~--'�^~--�~--~---
7~ �-
U� [(~���/U l_ ____
- -~=�'r---- -� -
APPLICANT NAME:
... ... ---------------------------------------
_-------_--
ADDRESG: ____-____----
LAND USE CATEGORY: 001 - Single Family
TYPE USE: Residentiai^
WORK DESCRIPTION: Singe Family ous' l F il H e:
Detached House
Detached - Construction ^
-
BENEFIT RATE FEE UNIT RATE PER H & TYPE TOTAL.DUI:��
CIA
(PLEnSE PRINT NAME)
NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND
ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **#*
DISTRIBUTION: 1-COUNTY 3-CITY ` \ »
~/
2-APPLICANT 4-COUNTY \
KJ
`
**NOTE**
PERSONS ARE ADVISED THAT THIS IS A STATEMENT 'OF FEES WHICH
DtJi:�: PAYABLE PRIOR TO ISSUANCE ' OF A BUILDING PERMIT,,
/
PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER!,
TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR
EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING
~�~�A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING
SIGHATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR
OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE
COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS
MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFIC[:
1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474.
PAYMENT
SHOULD BE MADE
TO:
CITY OF SANFORD
-
BUILDING DEPARTMENT
300 NORTH PARK AV[NUE
SANFORD. FL 32771
^ PAYMENT
SHOULD BE BY CHECK
`
`~
ER, AND SHOULD REFERENCE
4E STATENENT
NUMBER
AND ��Z�4B
�G/ PERMIT NUMBER AT THE T0,
'
`
***THIS
STATEMENT IS VALID ONLY
'
IN CONJUNCTION WITH ISSUANCE OF A***
*******************SINGLE
FAMILY
BUILDING PERMIT****************=*
, Met Mto MNI it*O U m 11 NI of "go" 1"
I61$"IIINw NII IN)
�t
NRRYpMO MOMS CLERK OF CIRCUIT COURT
SEIIIMOLE COUNTY
BK 04705 PG 094E
CLERK'S # 2003025576
PEL'OR10 llle/12/2003 O2119103 PM
RECORDING FEES b.00
RECORDED BY L McKinley
NOTICE OF COMAUNCE-MENT
STATE OF FLORIDA
COUNTY OF SEMINOLE
TAX FOLIO NO.25-133-6949
PERMIT NO.
PARCEL NUMBER: 33-19-30-5QS-0000-0550
The UNDERSIGNED hereby gives notice that Improvement will be made to certain and
real property, and in accordance with Chapter 713, Florida Statutes, the following
Information is provided in this Notice of Commencement.
DESCRIPTION OF PROPERTY (Legal Description and Street Address) Lot 55
_ _ 119 Crown Colonv Wav: Subdivision• CROWN COLONY
General Description of Improvement Construct a Single Family Residence
OWNER INFORMATION
Name and Address Maronda Homes, 1101 North Keller Road. Suite F. Orlando, FL 32810
Interest in Property (Fee Simple, Partnership, etc.) Owner
NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner)
CONTRACTOR Maronda Homes, 1101 North Keller Road, Suite F, Orlando, FL 32810
(Name and address)
SURETY (Bonding Company)
Name and Address N/A
Amount of Bond
LENDER
Name and address Bank of America, NA, 750 S. Orlando Ave., 0102, Winter Park FL 32789
ATTN: DAN FINNEGAN Phone 407) 046-6304 Fax (407) 644-2388
Persons within the State of Florida designated by owner upon Whom notice or other
documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes.
Kamuf Title, 200 W. St, Sanford. FL 32771, Fax• 407-330-5062, Phone: (_407) 322-9484
In addition to himself, Owner designates (Name and address) or
to receive a copy of Lienors Notice as
provided in Section 713.13(2), (b), Florida Statutes.
Expiration Date of Notice of Commencement
(The expiration date is 1 year from the date of recording unless a different date is specified.)
RUSSELL KE MERS
Maronda Homes, Inc. of Florida
Vice President - Construction
Sworn to and subscribed before me this day of 2003.
()�l L-W)
Notary Public
CUffIFIED COM
MARYANNE MORSE
F Fto DEBBIE TIME CLERK OF CIRCUIT C URT
P PUBLIC
v My Carom Ellp, 2/',f�05 NOLE COU Ri[lA
N vueuc r No. CC 99937$
P^+IM IGIOWII I 1 OYm IA.
F* i r.l ER
FEB 12 2003
PLOT PLAN for: MAROM , )MES, INC.
DESCRIPTION: LOT 55, CROWN COLONY SUBDIVISION
RECORDED IN PLAT BOOK 6 1 PAGE(S) 76 thru 76 PUBLIC REDS OF SEMINOLE COUNTY FLORIDA
N TRACT •B'
1 CONSERVATION E ACCESS EASEMENT
NOO°23'47V
50004&09%V 59.58' 0.43'
a 5• la 2a
GRM11C SCALE
LOT 54
Ca
LLJ Z
It 0 Q
cc
Ll
<
Y z
LLJ
dw
CONCRIETE
'�C 0
500009'020E 60.00'
N N
F.H.A. PLOT PLAN CROWN COLONY WAY_
P - DENOTES PROPOSED ELEVATIONPER ENGINEERING PLANS.
E - DENOTES EXISTING ELEVATION
PER ENGINEERING PLANS.
NOTES: FLOOD gminCAVON
1. BEARINGS ARE BASED ON THE CENTERLINE BASED ON THE FEDERAL EMERGENCY BUILDING SETBACKS
OF CROWN COLONY WAY BEING SOO'09'02'C. MANAGEMENT AGENCY FLOW INSURANCE FRONT. 25'
2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN RATE MAP, 714E STRUCTURE REAR: 20'
HEREON ARE BASED ON SITE ENGINEERING SHOWN HEREON DOES NOT LIE 1WYNN
PLANS FOR THE PROJECT. THE 100 YEAR FLOOD HAZARD AREA. SIDE: 7.3'
3. BUILDING TIES ARE TO FOUNDATION. THIS STRUCTURE LIES IN ZONE ' X ". SIDE STREET: 20'
4, PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED COMMUNITY PANEL NQ 120289 0040 E BUILDING LINE: 60'
IN THE FIELD. EFFECTIVE DATE: AM 17. 1991
THIS IS NOT A SURVEY. MAP REVISION DATE: LOT SS CONTAINS
(SUBJECT TO CHANGE) 7,049 SOUARE FEET/0.16? ACRES +/-
THE UNDERSIGNED AND CAVONE. INC LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON
PERTAINING TO EASEMENTS, RIGHTS OF WAY, SETBACK LINES AGREEMENTS AND OTHER MATTERS` AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO
REFLECT OR SET FORTH ALL SUCH MATTERS. SUCH INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION.
ABBREVIATIONS/t EGEND.
NQ-NUMBER P.T.-POINT OF TANGENCY CONC-CONCRETE W.E.- WALL EASEMENT F.E.-FENCE EASEMENT
R.-RADIUS PA -POINT OF INTERSECTION L.S.-LAND SURVEYOR P.R.C-POINT OF REVERSE CURVATURE O.E.-DRAINAGE EASEMENT
CH. -CHORD P.C.-POINT OF CURVATURE QR-OFFICIAL UAL RECORDS P.CC-POINT OF COMPOUND CURVATURE ��//.E.-UTILITY EASEMENT
ARC -ARC LENGTH 1. -LICENSED BUSINESS CH.BRt - ORO BEARING S3U.E-510E1MAl1c d U11U1Y EASEMENT O,U.E.-DRAINAGE, UTILITY Ar
CENTERLINE A/C-AIT CONO111ONER We
AOELTA CCENIRAL ANGLE) Q�U.E;^DRAbVAGE d UTILITY EASEMENT SIDEWALK EASEMENT
CA er NETw W.0.2002-13538
cATw FILE: �L3J.DWG
THIS
LOT & MAPPER NUMBER 2
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FINISHED FLOOR
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ELEVATION�43.94
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A NONE INC.
SURVEY NOT VALID UNLESS EMBOSSED
W71M THE' SIGNATURE AND RAISED SEAL OF
A FLORIDA LICENSED SURVEYOR AND MAPPER
� Y ��•
�"�"���'W'^�'^� / •
RENSION
DALE
300 COUNTY ROAD 427 SOUTH
LONCWOOO, FLORIDA 32750-3499
ZTLAND SURVEYORS ANO MAPPQ?S
TELEPHONE (407) 830-9080
-
DOM1NKif F. CAVONE - PRESIDENT
FLORA SURVEYOR
I
I
'FORM 60OA-2001
FLORIDA ENERGY EFFICIENCY CODE ,
FOR BUILDING CONSTRUCTION
Florida Department of Community Affairs
Residential Whole Building Performance Method A
Project Name: Chess k, - Builder: MAm7p�
Address: JQ v444i (4-01 / Id, Permitting Office: �
City, State: rd �J Permit Number:
Owner: EL RIC Jurisdiction Number:
Climate Zone: Central
1. New construction or existing
New _
I 12. Cooling systems
2. Single family or multi -family
Single family _
a. Central Unit
Cap: 33.4 kBtu/hr
3. Number of units, if multi -family
1 _
_
SEER: 11.00
4. Number of Bedrooms
3
b. N/A
_
5. Is this a worst case?
Yes ^_
+
6. Conditioned floor area (W)
1625 W
c. N/A
7. Glass area & type
a. Clear - single pane
_
133.0 ft' _
13. Heating systems
b. Clear - double pane
0.0 ft' _
a. Electric Heat Pump
Cap: 33.4 kBtu/lu•
c. Tint/other SHGC - single pane
0.0 ft' _
_
HSPF: 8.00
d. Tint/other SHGC - double pane
0.0 W
I b. N/A
8. Floor types
a. Slab -On -Grade Edge Insulation
_
R=0.0, 175.0(p) ft
c. N/A
b. N/A
_
c. N/A
14. Hot water systems
9. Wall types
_
I a. Electric Resistance
Cap: 50.0 gallons
a. Concrete, Int lusul, Exterior
R=4.2, 1033.0 W T
EF: 0.93
b. Frame, Steel, Adjacent
R=11.0, 207.0 ft-
b. N/A
c. N/A
d. N/A
_
c. Conservation credits
e. N/A
(HR-Heat recovery, Solar
_
10. Ceiling types
_
DHP-Dedicated beat pump)
a. Under Attic
R-19.0, 360.0 ft'
15. HVAC credits
b. Under Attic
R=19.0, 1272.0 ft' _
(CF-Ceiling fan, CV -Crass ventilation,
_
c. Under Attic
R=19.0, 97.0 ft'
HF-Whole house fan,
11. Ducts
_
PT -Programmable Thermostat,
a. Sup: Unc. Ret: Con. AH: Garage
Sup. R=6.0, 165.0 ft
MZ-C-Multizone cooling,
b. N/A
MZ-H-Multizone beating)
Glass/Floor Area: 0.08 Total as -built points: 22838 PASS
Total base points: 23862
I hereby certify that the plans and specifications covered Review of the plans and THE sT
by this calculation are in compliance with the Flo ida specifications covered by this of 9TF
Energy Code, calculation indicates compliance
with the Florida Energy Code.
PREPARED BY: Before construction is completed � _ a
DATE: U-5 this building will be inspected for
hereby certify that thi ing, as designed, i in compliance with Section 553.908
compliance with the or' y od Florida Statutes. C0D WTE
OWNER/AGENT: BUILDING OFFICIAL:
DATE: JAN 13 M3 DATE:
EnergyGauge@ (version: FLRCPB v3.2)
FORM 60OA-2001
SUMMER CALCULATIONS
Residential Whole Building Performance Method A - Details
ADDRESS:,,, PERMIT #: I
BASE
AS -BUILT
GLASS TYPES
.18 X Conditioned
X BSPM =
Points
Overhang
Floor Area
Type/SC
Ornt
Len Hgt
Area X
SPM X
SOF
= Points
.18 1625.0
25.78
7540.7
Single, Clear
NE
1.0 6.0
16.0
43.65
0.97
679.2
Single, Clear
NW
0.6 6.0
16.0
37.74
1.00
601.4
Single, Clear
SW
1.0 7.5
40.0
52.82
0.99
2087.8
Single, Clear
SW
1.0 &0
16.0
52.82
0.96
815.6
Single, Clear
SE
0.6 3.0
3.0
56.64
0.92
156.E
Single, Clear
SE
1.0 11.0
36.0
56.64
1.00
2038.2
Single, Clear
SE
1.0 3.0
6.0
56.64
0.81
275.6
As -Built Total:
133.0
6654.3
WALL TYPES
Area X
BSPM
= Points
Type
R-Value
Area
X SPM
=
Points
Adjacent
207.0
0.70
144.9
Concrete, Int Insul, Exterior
4.2
1033.0
1.16
1198.3
Exterior
1033.0
1.90
1962.7
Frame, Steel, Adjacent
11.0
207.0
1.00
207.0
Base Total:
1240.0
2107.6
As -Built Total:
1240.0
1405.3
DOOR TYPES
Area X
BSPM
= Points
Type
Area
X SPM
=
Points
Adjacent
18.0
1.60
28.8
Exterior Insulated
20.0
4.80
96.0
Exterior
40.0
4.80
192.0
Exterior Insulated
20.0
4.80
96.0
Adjacent Wood
18.0
2.40
43.2
Base Total:
58.0
220.8
As -Built Total:
58.0
235.2
CEILING TYPES Area X
BSPM
Points
Type
R-Value Area X SPM X SCM =
Points
Under Attic
1625.0
2.13
3461.3
Under Attic
19.0
360.0 2.82 X 1.00
1015.2
Under Attic
19.0
1272.0 2.82
X 1.00
3587.0
Under Attic
19.0
97.0 2.82
X 1.00
273.5
Base Total:
1625.0
3461.3
As -Built Total:
1729.0
4875.8
FLOOR TYPES
Area X
BSPM
= Points
Type
R-Value
Area
X SPM
=
Points
Slab 175.0(p)
-31.8
-5565.0
Slab -On -Grade Edge Insulation
0.0 175.0(p
-31.90
-5582.5
Raised
0.0
0.00
0.0
Base Total:
-5565.0
As -Built Total:
175.0
-5582.5
INFILTRATION
Area X
BSPM
= Points
Area X SPM
=
Points
1625.0
14.31
23253.8
1625.0
14.31
23253.8
M
EnergyGaugeO DCA Form 60OA-2001 EnergyGaugeO/FlaRES'2001 FLRCPB v3.2
FORM 60OA-2001
SUMMER CALCULATIONS
Residential Whole Building Performance Method A - Details
I ADDRESS:,,, PERMIT #: I
BASE
AS -BUILT
Summer Base Points:
31019.1
Summer As -Built Points:
30841.8
Total Summer X System
= Cooling
Total X
Cap
X Duct X System
X Credit
= Cooling
Points Multiplier
Points
Component
Ratio
Multiplier Multiplier
Multiplier
Points
(DM x DSM x AHU)
31019.1 0.4266
13232.7
30841.8
30841.8
1.000
1.00
(1.079 x 1.150 x 1.00) 0.310
1.241 0.310
1.000
1.000
11863.7
11863.7
EnergyGaugeT" DCA Form 60OA-2001 EnergyGaugeVFIaRES'2001 FLRCPB v3.2
"n
FORM 60OA-2001
WINTER CALCULATIONS
Residential Whole Building Performance Method A - Details
V
I ADDRESS:,,, PERMIT #:
BASE
AS -BUILT
GLASS TYPES
.18 X Conditioned X BWPM =
Points
Overhang
Floor Area
Type/SC
Ornt
Len Hgt
Area
X WPM X
WOF = Point
.18 1625.0
5.86
1714.1
Single, Clear
NE
1.0 6.0
16.0
12.00
1.00
192.0
Single, Clear
NW
0.6 6.0
16.0
12.23
1.00
195.4
Single, Clear
SW
1.0 7.5
40.0
9.22
1.00
370.5
Single, Clear
SW
1.0 6.0
16.0
9.22
1.01
149.0
Single, Clear
SE
0.6 3.0
3.0
8.34
1.04
26.0
Single, Clear
SE
1.0 11.0
36.0
8.34
1.01
302.5
Single, Clear
SE
1.0 3.0
6.0
8.34
1.09
54.5
As -Built Total:
133.0
1289.9
WALL TYPES Area X
BWPM
= Points
Type
R-Value
Area X WPM
=
Points
Adjacent 207.0
1.80
372.6
Concrete, Int Insul, Exterior
4.2
1033.0
3.26
3367.6
Exterior 1033.0
2.00
2066.0
Frame, Steel, Adjacent
11.0
207.0
2.60
538.2
Base Total: 1240.0
2438.6
As -Built Total:
1240.0
3905.8
DOOR TYPES Area X
BWPM
= Points
Type
Area
X WPM
=
Points
Adjacent 18.0
4.00
72.0
Exterior Insulated
20.0
5.10
102.0
Exterior 40.0
5.10
204.0
Exterior Insulated
20.0
5.10
102.0
Adjacent Wood
18.0
5.90
106.2
Base Total: 58.0
276.0
As -Built Total:
58.0
310.2
CEILING TYPESArea X
BWPM
= Points
Type
R-Value Area X WPM X WCM =
Points
Under Attic 1625.0
0.64
1040.0
Under Attic
W.0
360.0
0.87 X 1.00
313.2 -
Under Attic
19.0
1272.0
0.87 X 1.00
1106.6
Under Attic
19.0
97.0
0.87 X 1.00
84.4
Base Total: 1625.0
1040.0
As -Built Total:
1729.0
1504.2
FLOOR TYPES Area X
BWPM =
Points
Type
R-Value
Area
X WPM
=
Points
Slab 175.0(p)
-1.9
-332.5
Slab -On -Grade Edge Insulation
0.0 175.0(p
2.50
437.5
Raised 0.0
0.00
0.0
Base Total:
-332.5
As -Built Total:
175.0
437.5
INFILTRATION Area X
BWPM =
Points
Area
X WPM
=
Points
1625.0
-0.28
-455.0
1625.0 -0.28
455.0
EnergyGauge® DCA Form 60OA-2001 EnergyGauget/FlaRES'2001 FLRCPB 0.2
FORM 60OA-2001
WINTER CALCULATIONS '
Residential Whole Building Performance Method A - Details
I ADDRESS:,,, PERMIT #:
BASE
AS -BUILT
Winter Base Points:
4681.2
Winter As -Built Points:
6992.6
Total Winter X System =
Heating
Total
X Cap
X Duct X System
X Credit
= Heating
Points Multiplier
Points
Component
Ratio
Multiplier Multiplier
Multiplier
Points
(DM x DSM x AHU)
4681.2 0.6274
2937.0
6992.6
6992.6
1.000
1.00
(1.068 x 1.160 x 1.00) 0.427
1.239 0.427
1.000
1.000
369&8
3695.8
EnergyGauge- DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCPB v3.2
FORM 60OA-2001
WATER HEATING & CODE COMPLIANCE STATUS,
Residential Whole Building Performance Method A - Details
ADDRESS: , , , PERMIT #:
BASE AS -BUILT
WATER HEATING
Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total
Bedrooms Volume Bedrooms Ratio Multiplier
3 2564.00 7692.0 50.0 0.93 3 1.00 2426.15 1.00 7278.5
As -Built Total: 7278.5
CODE
COMPLIANCE
STATUS
BASE
AS -BUILT
Cooling + Heating +
Points Points
Hot Water
Points
= Total
Points
Cooling
Points
+ Heating + Hot Water = Total
Points Points Points ,
13233 2937
7692
23862T
11864
3696 7278 22838
PASS
TKE STq
4V
AN
L. r�
EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCPB v3.2
FORM 60OA-2001
Code Compliance Checklist -
Residential Whole Building Performance Method A - Details
ADDRESS: ... PERMIT #: I
6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST
COMPONENTS
SECTION
REQUIREMENTS FOR EACH PRACTICE
CHECK
Exterior Windows & Doors
606.1.ABC.1.1
Maximum:.3 cfm/s .ft. window area• .5 cfm/s .ft, door area.
Exterior & Adjacent Walls
606.1.ABC.1.2.1
Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall;
foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility
penetrations; between wall panels & top/bottom plates; between walls and floor.
EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends
from and is sealed to the foundation to the top plate.
Floors
606.1.ABC.1.2.2
1 Penetrations/openings >1/8" sealed unless backed by truss orjoint members.
EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed
to the perimeter, penetrations and seams.
Ceilings
606.1.ABC.1.2.3
Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases,
soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate;
attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is
installed that is sealed at the perimeter, at penetrations and seams
Recessed Lighting Fixtures
606.1.ABC.1.2.4
Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a
sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from
conditioned space, tested.
Multi -story Houses
606.1.ABC.1.2.5
Air barrier on perimeter of floor cavity between floors
Additional Infiltration reqts
606.1.ABC.1.3
Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA,
have combustion air.
RO_22 OTHER PRFC[_RIDTIVG UCAQ1110=0 w,.. & __ _..___-i_� �._ _.. ______
COMPONENTS
- --- -. - - — ----- --
SECTION
—• --- •••-•�. .�� ...v. v• v�vv�w�M w c.11 1cJ.MC-i 11YC�7.
REQUIREMENTS
'
CHECK
Water Heaters
612.1
Comply with efficiency requirements in Table 6-12. Syvitch or clearly marked circuit
breaker electric or cutoff as must be provided. External or built-in heat trap required,
Swimming Pools & Spas
612.1
Spas & heated pools must have covers (except solar heated). Non-commercial pools
must have a pump timer. Gas spa & pool heaters must have a minimum thermal
efficienc�y of 78%.
Shower heads
612.1
Water flow must be restricted to no more than 2.5 gallons per minute at 80 PS IG.
Air Distribution Systems
610.1
All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically
attached, sealed, insulated, and installed in accordance with the criteria of Section 610.
Ducts in unconditioned attics: R-6 min. insulation.
HVAC Controls — 607.1 Separate readily accessible manual or automatic thermostat for each system.
Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides.
Common ceiling & floors R-11.
EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.2 ,
ENERGY PERFORMANCE LEVEL (EPL)
DISPLAY CARD
ESTIMATED ENERGY PERFORMANCE SCORE* = 83.8
The higher the score, the more efficient the home,
ELECTRIC....
1. New construction or existing
New , 12. Cooling systems
2. Single family or multi -family
Single family _ a. Central Unit
Cap: 33.4 kBtu/hr
3. Number of units, if multi -family
1 _
_
SEER: 11.00
4. Number of Bedrooms
3 _ b. N/A
_
5. Is this a worst case?
Yes
6. Conditioned floor area (W)
_
1625 ft' c. N/A
7. Glass area & type
a. Clear - single pane
_
133.0 ft' _ 13. Heating systems
b. Clear - double pane
0.0 ft2 _ a. Electric Heat Pump
Cap: 33.4 kBtu/hr
c. Tint/other SHGC - single pane
0.0 W _
_
HSPF: 8.00
d. Tint/other SHGC - double pane
0.0 ft, b. N/A
_
8. Floor types
a. Slab -On -Grade Edge Insulation
_
R=0.0, 175.0(p) ft - c. N/A
b. N/A
c. N/A
14. Hot water systems
9. Wall types
_ a. Electric Resistance
Cap: 50.0 gallons
a. Concrete, Int Insul, Exterior
R-4.2, 1033.0 ft' _
_
EF: 0.93
b. Frame, Steel, Adjacent
R-11.0, 207.0 W _ b. N/A
_
c. N/A
d. N/A
_ c. Conservation credits
e. N/A
(HR-Heat recovery, Solar
_
10. Ceiling types
_ DHP-Dedicated heat pump)
a. Under Attic
R=19.0, 360.0 W _ 15. HVAC credits
b. Under Attic
R=19.0, 1272.0 W _ (CF-Ceiling fan, CV -Cross ventilation,
_
c. Under Attic
R=19.0, 97.0 ft- HF-Whole house fan,
11. Ducts
_ PT -Programmable Thermostat,
a. Sup: Unc. Ret: Con. AH: Garage
ft
Sup. R=6.0, 165.0 _ RB-Attic radiant barrier,
b. N/A
MZ-C-Multizone cooling,
MZ-H-Multizone heating)
I certify that this home has complied
with the Florida Energy Efficiency Code For Building
_ Construction through the above energy saving features which will be installed (or exceeded)
T14ES2.
in thus home before final inspection.
Otherwise, a new EPL Display Card will be completed
'%V0 9rFot
based on installed Code compliant features.
Builder Signature:.Date:
JAN 13 20
a
Address of New Home:
City/FL Zip:
c0D WIR
")VOTE.- The home's estimated energy performance score is only available through the FLARES computerprogram.
This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a CIS EPAIDOE EnergyStalty designation),
your home may qualify for• energy efficiency mortgage ("EEM) incentives if you obtain a Florida Energy Gauge Rating.
Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec.ucf.edu for
information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction,
contact the Department of Community Affairs at 8501487-1824.
EnergyGaugelD (Version: FLRCPB v3.2)
Maronda Systems
Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064
Engineer of Record: Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765
Design Criteria: TPI Design: Matrix Analysis TEE-LOK software
PLAN JOB #
LOT
ADDRESS
DIVISUB
MODEL
6CCO5501
55
119 CROWN
ORLN-CRC
CHEK3 RIGHT
COLONY WAY
Fax (407) 321-3913
FL PE # 50068,
CHESAPEAKE K 3
This structure was designed in accordance with, and meets the requirements
of TPI standards and the FLORIDA 2001 BUILDING CODE for 125 M.P.H. Wind Zone.
Truss loading is in accordance with ASCE 7-98. These trusses are designed for an enclosed building.
F Truss ID
Run Date
views
Reviewed
Truss ID
Run Date
views
Reviewed
No. of Eng. Dwgs: 44
Layout
5-23-01
+-`
T
12-18-01
;
Roof Loads -
VT
4-11-01
--''
LI
12-18-01
TC Live: 16.0 psf
TC Dead: 7.0 psf
BC Live: 0.0 psf
BC Dead: 10.0 psf
HIP
10-20-00='
V
12-18-01
,.
A
12-18-01
"`
W
12-18-01
a.. '
B
12-18-01
W1
12-18-01,•
'
131
12-18-01
'`
Y
12-18-01
Total 33.0 psf
C
12-18-01
Z
12-18-01.'
C1
12-18-01
Z1
12-18-01-'
DurFac- Lbr: 1.25
DurFac- Pit: 1.25
O.C. Spacing: 24.0"
D
12-18-01''
Z2
12-18-01
a..
E
12-18-01°'
Z3
12-18-01
+ •'
F
12-18-01°'
Z4
12-18-01
G
12-18-01'
H
12-18-01
1
12-18-01
J
12-18-01
11
12-18-01
, • '
J3
12-18-01
K
12-18-01•
K1
12-1 -01F`
K2
12-18-01
1/
K3
12-18-01
K5
12-18-01
L
12-18-01..
L1
12-18-01
L2
12-18-01
�.
L3
12-18-01'
M
12-18-01
DATE: DEC 0 4 2002
N
1-07-02
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12-18-01
12-18-01
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12-18-01
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I
12
\
12
I
6
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ODD S�ACE /
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x
ODD SPr CE /
F
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8'-0 CEILING
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9
=
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J1
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m
/ 8'-0 CEILING
TO 11'-0"
EHUH28-2 HA N
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T011'-0" \ /
g VOLUME CEILING
_
Z4 12 I
I
Fi J
Ill— [V—N
LK5 - STRUCTURAL SCISISOR GABLE
�j
FIELD FRAM I
I
THJ26 HANGER J26 HANGER
H
/
JOB NUMBER: CHEK3 IZ
CUSTOMER:
I1
JOB NAME: CHESAPEAKE K Z
I
IZ 1
DRAWN BY: by DATE:5--23-01 I
I
w
i PITCH: 4/12 & 6112 O.H.: 12"& 7� 3/4" —� Z
I
BEARING. 8" LOADING: 33pst J
i
Iry
13-4 1 6-8 1v 20-0 «r�
DEC b 4 2002
HIB-91 Summary Sheet
COMMENTARY and RECOMMENDATIONS for
HANDLING, INSTALLING & BRACING METAL
PLATE CONNECTED WOOD TRUSSES
the resnonsibill(y_gfthe installer(builder buddina contractor, licensed confmctor,
gctorore r_e_ction contractor) to properly receive unload store handle install and
ace metal plate connected wood trusses to protect life and property, The installer
ist exercise the same high degree of safety awareness as with any other structural
iterial. TPI does not intend these recommendations to be interpreted as superior
the project Architect's or Engineer's design specification for handling, installing
d bracing wood trusses for a particular roof orfloor. These recommendations are
sed upon the collective experience of leading technical personnel in the wood
TRUSS PLATE INSTITUTE
683 D'Onofrio Dr., Suite 200
Madison, Wisconsin 53719
(608)833.5900
truss industry, but must, due to the nature of responsibilities involved, be
presented as a guide for the use of a qualified building designer or installer. Thus,
the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages
arising from the use, application or reliance on the recommendations and
information contained herein bybuilding designers, installers, and others. Copyright
0 by Truss Plate Institute, Inc. All rights reserved. This document or any part
thereof must not be reproduced in any form without written permission of the
publisher. Printed in the United States of America,
;TORAGE
Frame 1
Tag
Line
+fi
�.!r
r,7 �� �
a'
i4i
+i' 4 � ta1C �ti � q�t q�rb, Ili 14FFr 'LC•I�y @4a 's Nil, irrM Sr' �:� 11d �'��,.�(t t{��y� i�'U`� 1: lLC r I i '' F r'r+j a 4,tr �I,+
�� --v—s` � o :.i h.uw.n �;``u,,,.n, .e..«. v'I t1.L.....xJ«.it•� 7 _"..�`' � i���"�I� �,� a �Kui t f IG�fltil�� Ir�f�Nt� iGi�
— � h
Plan
r'
Blocking
i r
Ground Braes
Verticals (GeV)
Typical horizontal tie member with
multiple stakes (HT)
"ruse of bran
'cup of trusse
(EB)
Frame 2
r
12
= 4 or greater
Top chords that ers laterally braced can buckle
together and cause collapse if there is no disgo-
nalbracing. Diagonal bracing shouldbenalled
tothe underside of the top chord when purilns
are attached to the topside of the top chord.
tk i t'
Ow
�1bRD 4r I
i T
D A1,13 'CE4
NIM M TE
w rt
.SPA
ETC §PA�f �
' ' a iVHlirus�es '
j
4112
UD to 32'
Over 32' - 48' 4/12 6'
10
7
48
Over 48' - 60' 4/12 5'
g
4
Over See a registered professional engineer
ur- - N.ougtas rir-t.aron 5P - Southern Pine
HF - Hem -Fir SPF - Spruce -Pine -Fir
Continuous Top Chord
All lateral braces Lateral Brace —
lapped at least 2 Required
trusses. —T--�
10" or Greater
Attachment
Required -- /
e nYa*tag �a.a a.:,
I ''P1TC1.1ED TRUSS �-I
��� � � �� � u � �� �� � � �� o i ,iFF.AI _`S' "�61'a'N P '""'• � 1f� � � :i"�� ':+ aW r '�+r r^r ���'A � A � � � � „N • rpg��� 'Ai �'�.i. � L �. �A iP �1. 'r�q• 5 .n�. i�fR�.
„ti.".� y 8'.,� �,�� �:. �. z �y.F pQi �)��y���y'� ��� �. :`r � J,�y�•u. Tres L �. a:��. r.z{�k r lzii yP�'N 'i
�... ....♦ il.•:.."�?,n'�TWrrlJti:�'hF�.:i.`Y..�M ��41 �t`_
Frame 3
d
] t`
s;
U to 32'
Over 32' - 48'
4/12 15'
41 12 15'
SPZD OR. ..
20 15 °
10 7
Over 48' - 60'
4/12 15
g q
ix
Over 60'
See a registered profecalonal
engineer
'''i'41i2
t� • �4 ,�
4ii I
TO C O��? i
^.�RN.,1111•I
o+w '
1 "v
�44 F
SPAN
IMUFERACF�kCE
Yhu P' I'
Q CW 171
Y I n xF
I rF d M
DIACiCi �N AI CE
fNnl n "HY11
SP'ACINGDBS
1 ! NY1v NNNS 1
IirTCH
SPACIN�a(LBS)Ua
4Y [t)usses
I
tvrtriG, I.q"I
iu=x'.SP
DF':°�i SPF HF,
U to 24'
3/12
8'
17
12
Over 24' - 42'
3/12
7'
10
6
Over 42' - 54'
3/12
6'
6
Over 54'
See a registered
professional engineer
ur - uougias rir-t-arcn 5P - Southern Pine
HF - Hem -Fir SPF - Spruce -Pine -Fir
Diagonal brace
also required on
end verticals.
Top chords that are laterally braced can buckle
together and cause collapse Mara In no diego.
nalbrocing. Diagonal bracing should be nailed
to the underside of the top chord when purline
are attached to the topside of the top chord.
MONO. TRUSS
4 axlrr
lispiacement
Line
0y y
�NSTA"LLATION TOLER'AMI-tS
yt,,.g1aY,+Yd 'Mel
i
T
e/1'
i
T
±1/.'
L(in)
,;!
50"
1 4"
0 "
1
.3'
150"
3/4"
12.5'
12 1
—�3or
greater \ 9,
All lateral braces
lapped at least 2
trusses.
Continuous Top Chord
Lateral Brace ---�``
Required
10' or Greater
Attachment
Required --/
Bow
Length
L(In)
Lesser of
L/200 or 2"
L(In)
,. :.:
Lesser of
L/200 of 2"
LI
200"
1 "
16.7'
250"
1.1 /4"
20.8'
MARONDA SYSTEMS
WO: VALLEY SET
TI: VT
DESIGN INFORMATION
This design is for an Individual budding
asmpona t and has been based on Information
provided by the client The designer dlsclatms
any responsiblO y for damages as a result of
faulty ar tocarred k0ormatbn, specifications
and/or designs furnished to the Inns designer
by the client and the correctness or accuracy
of this inimattnn as B. may retale (a a spe-
cSle projectand accepts no mpm d)d ty or
exeredses m amI anti re�rd to fsbrfca-
Una. banding, shipment and htsladst. d
busses. This tans has been designed — ao
todiv4imi budding component in accordance with
ANb1/M t-I995 and NDS -97 to be k—porateC
as part of the budding design by a Budding
D-W— tregbtered architect - P-W sabred
mguceri. When reviewed for approval by the
budding designer the design mamgs at --
must be checked to be sure that the data shown
are m agreement with the Local budding aaca.
loot cftmat>< records for wind or am- }rods.
pno-d =Peeffleabons or special applied toads
Unksx sbown.. truss has not been d"Voed for
storage or occupancy Inds. The design assumes
compression chards POP or bottom) are coaUnu-
ousiy braced by shaOdog mriess otheawbe
specified. where bottom chords In tenshm are
not f * braced tatendly by a P W-* appUed
rigid eeakrg, tbey should be braced at a
maximum spacing of I V-cr o_e connect"
plates ,lead be rrramrladrrhed from 20 gauge Trot
Peed gai►av7td steel meeting ASTM A 653.
Grade 40. oale>s otherwise shown.
FABRICATION NOTES
Ptto[ to fabrication, the fabricator shalt review
this drawing to vergy that this drawing is In
conformance with the fabricates plans and to
reline a cootlnrlog tesponsibi tty lot such verf-
ane ou. Any di er"ve>m are to be put in
writing Were cutting or fandotioo.
Mates shad cot be installed—hmothoks.
knots w distotud graft. 6ferobc- shad be cut
for W fitting Brood to wood bearing. Con-
rxetur plates abed be boated of both faces of
the bur:: wnh rams My Imbedded and stall be
sym. about the joint rmtess otherwise sboarL A
plate Is 5' wide x 4' long. -A GxS plate is S'
seldr B' bog_ Slats (holes) rat; paraW to
the plate length spedned. Double cuts on web
members shah meet at the centrold of the webs
wig otherwise shown- Cotnectoe phte sixes
are miulmum stets based On the fortes shown
nctmay need to be Inca ased for eertatn hand.
dogk/or ercfioa stresses- This truss is not
to be with tare retardant treated
Raab: r union otherwise shown. For additional
tofnmatfmr on Quality Control refer to
ANSI/M 1-1995
PRECAUTIONARY NOTES
Ad btxmg and creCba recommendzilons are
to be rammed to accord— with -lfaodtmg
tostad;ngdtpra.b.C. Ere-91. Ttussesarc to
be handled of particular are drnmg. banding
and bunuiling, delivery and installation to avoid
Temporary and Pit be"
f— hoiding trusses in a straight and plumb pos-
moo and for resfatlng lateral forrzs shad bit
designed and Installed by others. CSrdat band-
ang is etenual and -r-cu n bracing b ahmays
agWm& Norval precattUtmary acfla4 for
trusses, mphes such tamporasy tracing during
hisfadatbr between tresses to avold toppihag
and dommofog. The aupervtsbn of ereaim of
Cruses shad be euxter the control of pesom
expertenned rat the hutah boo of try
nef—iota► advice shag be sought ff needed.
Concentration of construction bads grater
than the design loads shad not be applied to
truss at any time. No bads other than the
weight of the erectors shaft be applied to
trusses until after ad fastening and tracing
u wmplet d.
MONO VALLEY
VALLEY TRUSSES
COMMON VALLEY
VALLEY TRUSSES ITYP.
p I I I
SUPPORTING TRUSSES
SUPPORTING TRUSS
VALLEY TRUSSES (TYP.)
COMMON OR GIRDER
COMMON TRUSSES (TYP.)
* VALLEY STRAPPING TO TRUSS BELOW USING
MSTA12 @ 4- O.C.
VALLEY TRUSSES CAN BE CANTILEVERED UP TO
TWO FEETT,
DIAGONAL WEBS --�
REQUIRED WITH SPANS \
GREATER THEN 26.0-0 3x6
2x4 -
IF LESS THEN 3-0-0 THEN MOVE
DIAGONAL WEB TO NEXT PANEL.
s 20 s 20
OR 5x6 3 6
t 4x6 3x0 4x6
OR
2x4
+ 2z/1' II I 11%I-N- I 11=
3x6 2x4 2x4 20 20 -4xi6 20
30 OR 3x6 OR
t 40 Y 4 t 4x6
(+) WHEN DIAAONAL WEB PRESENT USE 4X4 PLATE
If) WHEN NO DIAGONAL WEB PRESENT USE 20-PLATE
VALLEY MEMBERS AT
t 46 24.O.C. (TYP)
OR
2x4 2x4
3x6
VARIES
2x4 ituv ro T
3x6 20 20 3x6
2x4
MAX 6.0.0 O.C. (TYP) # x MAX 6-0-0 O.C. (TYP)
t-1111I. MAX TRUSS SPACING
BELOW a 46' D-C.
SPANS UP TO 60-0-0
TOP CHORDS: 2X4 SP 02 IT IS NOT REQUIRED TO SHEATH TRUSSES
SOT CHORDS: 2X4 SP d2 BELOW VALLEY SET. VALLEY MEMBERS
WEBS: -2X4 SP 03 PROVIDE ALL NECESSARY TOP CHORD BRACING.
VALLEY MEMBERS TO BE SET TIC MUST BE CONTINUOUSLY BRACED BY ROOF
PERPENDICULAR TO TRUSSES BELOW. SHEATHING UNLESS NOTED OTHERWISE.
WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS
TOP CHORDS USE (2) i6D NAILS PER INTERSECTION, OR TWO
FEET ON CENTER. WHEN BELOW TRUSSES ARE SHEATHED
FIRST USE (2) 10d NAILS OR (1)16d NAIL PER INTERSECTION ,
OR TWO FEET ON CENTER.
2x4 BRACING NAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT
8' O.C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS
WEB; NAILED TO FACE (S) OF WEB WITH 10d NAILS STAGGERED
8' O.C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90%
OF WEB LENGTH. ONE BRACE REQUIRED ON WEBS GREATER
THAN V LONG t. TWO 2X6 BRACES REQUIRED ON ANY WEB
EXCEEDING 14'.tt
EXCEPT AS SHOWN PLATES: ARE TL20 GA TESTED PER ANSLgTI 1-1995 Cont. Support
WAKNING: READ ALL NOTES ON THIS SHEET.
Llh!aronda Systems
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.
4005 MARONDA WAY
MAR
BRACING WARNING:
$ . FL- 32771
Bracing shown on this draadng Is cot eraUon bracing, wind bracing. portal bract g rr ahnOsr bracing
which designwhich � be moored by � buddingdesigner. Big
of lssupp�ort d
(407) 321-00" Fax (407) 321-3913
shown for lateraltrrussm s o
only, to reduce buckling Ie most be
TO MAS PONCE P.E.
mule to ardroc lateral bradvg at coda and specified bagom determined by the balding dolguer.
d b the
AadWonal bracing of the nreralL sbuctu a maybe ruptired. isee tjlB-9t nr TPR.
t.ICFNSE d0050068
(truss Plate 10-UhAe. Ter. is healed at 583 D Oeafllo owe. Madison. Wt eenam 537191.
Ta90 OREEMROOK MOVIWO.P1-32766
!)anon: Afm it Annhrft
Inn PA77;- !'-r7TC 1 A;'t IIIAr,^.r7r,:G r RCI 1lrnC
Studs 0 6-0-0 O.C.
Eng. Jab:
WO: VAI LEY SET
Log:
Truss ID: VT
Dsgur: TLY
Chk:
Dale: 4-11-01
TC Lave
16.0
psf
DULFaC — I r: 1r2S
TC Dead
7.0
psf
DurFac - Pit: 1.25 -
BC Live
0.0
psf
O.C. Spacing: 24.0"
BC Dead
2.0
psf
Design Criteria: TPI
Code Desc:
TOTAL
75.0
psf
V:06.29.00- 8302- 37
HIP BLOCKING MARONDA SYSTEMS WO: HIPDETAIL TI: HIP QTY:l
j DESIGN INFOPMATION
`V* design is for an IndA4J" buiWilig
® ponent and Iwo been based an t r—Uou
paa.Ided by me etknt. The designer dlsdahos
any reaPm-RAUw fan damages a.. r- .n of
faulty or hacon wt Inf«n,nusn. specetmtb n
and/or deigns furnished to the truss designer
by the a DrA and dw cormcftwss or acfwnwT
d W t. b.fo ' e a may " b. a ape-
cgie pm jcet and. accepts no mspotsgAHtr w
exercises no —a r i wNh regardela to lab-
tlz Isnditng, shipment and Irstaflalion of
eri...- Tbt. I- i.o b.m d..W d d .n
Individual bufkt4ag component to accordance + kh
ANSUM 1-1995 and NOS97 to be beaporated
as part of the building deign by a Budding
Des" vegw.,ed a—hilect nt pre fosfonvl
enpreerl Wlh m-lew-ed for nppmval by the
building dc."—. the design lodtrngs ahoy
must be checked to be suns Unt tieown data sh
air In agreement orM the loot build" ca I
Tool etarstic records for wind or anon, fonds.
project specifications m spechl applied loads.
Unless shown. trnss has not been deslgncd for
storage or ocaupaney lads. The design assume
asmpresslwn d.ords flop or butlomi are
—U.-braced by sheoffiwg unless otherwise
Specified. Mete bouom cf.onls in tension awe
.,A. fully braced laterally ETa fsoperlr applied
rigid ceding• they aF-uld be braced at a
uw%knum spacing of t(r-W o.._. Connector
plates slmg be tmn sfaetured Inan 20 gauge hot
dipped piM toad sled meetb%ASTaf A GS3.
Grade 40. unless otheswbe sla r.
FABRICATION NOTES
Frio, to fabdailan, the fat It tar shag nevkw
this des 6%to /-fly tit this dran,ing to to
nsrdorrwa -Rh the faluk.Wes plans and to
,tire a continuing responsibWty for such vent-
'. fk.tbn Any dL—.pa leg are to be put to
writing before cutting or 1.1, k-Uon.
. Flares.lag not be !-.Red ore, hnothotes.
knots or distorted g.U,. Mennben shag be cut
for tight (it" wood to wood. beating Corr
nectar pbtes shag be healed ..r. loth faces d
the tress wnh nsrs fully Imbedded and shalt be
syrn about the joint unless OUM"Ise slant. A
5x4 plate is 5- wide x 4- WM A 6s9 pate Is 6-
wide x Ir kmg. Slots (hotesl run paradell to
the plate kngth specified. Dodble cuts on web
members shag meet at the mnlroid al the nets.
unk" auncrwbc shoran. Connect- plate Sim
are mlnbnw" Six esose hd on l lie force shown
and nmy need. Lot Imseased for wtain hand-
' Wig andlor cretin ha4o.es. This truss s not
to be fab ocated with (Ire r budent treated
kanber nndess atl.erw t,e .fawn ►ar adda4 n 1
i .—!ion on 9uaIRy Conbnl refer to
Af451fm t-19%
PRECAUTIONARY NOTES
a bnacbgand ereptni neconunerrdatl.xs are
to be followed in aeemk ce w"'Han }lbw
bstag4ag R Bracing*, HIS-9 L. Tosses are toire handled a41t part)rahbr ore dr d gb.nding
and bunclA ng. del.my and bufaf4Uon to .cold
damage. Temporary and pemr.u.ent Wacbg
for wdl g tns.es ion. sfraigfd and ptwnb pow•
kin and ( mabti g lateral Innis slug be
designed and krstalied by other. C.-fut hand-
ling is essential and erection bracing Is Wn ays
requited. NorBbal prmauU my adion (or
tnr..e, requires such temporatr brw dng d.e.g
Istallallan between trus.es to .sold toppling and lamanobnp the sapar.trbn of erection or
maces shag be talc the control of persons
etperktfoed lo tlae Instalstlon of trusses.
phafesslonal ad.kt shag be —g;,t a needed.
Coneemr."a of eonstr..Uou bad grater
line U. deign loads shag net be applied to
!messes .t d any blue. No lends her than the
weight of the er tar-. M-11 h, pplr.r to
lnu<r_e unit after lag I.menbyt arvi Inactng
b _npktcd.
HIP GIRDER
2x BLOCKING
OF STEP HIP
ADDED TO TOP CHORD
TRUSSES TO SHORTEN.
DSB NOT TO EXCEED 24 tf0_C.
0 BE NAILED TO TRUSSES wi
P 12'n ON CEN. STAGGERED
PRE—ENG'D T
TOP WALL OF BUILDING
TYPICAL BLOCKING
ON
WARNING: READ ALL NOTES ON THIS SHEET.
Brig. Job:
W-007RIP-DETAIL
Marondd Systems
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
Dwg:
Truss ID: HIP a
CONTRACTOR.
Dsgor: TLY Cbk:
Date: 10-20-00
4005 MARONDA WAY
BRACING WARNING:
TC Live 16.0 psi'
DurFae - Lbr. 1.25
SANFORD, FL. 32771
B-d hkh b a� d the bdta" is" A erection bm n L n,fnd bracing, ponlal brad! g or abnlla, braebag
Pali ulidbng design and offlcif nnust be rstsidemd by the building dmgt..— Bracing
TC Dead 7.(1 psr
DurFae - Pit: 1.2r5
(407) 321-0064 Fax (407) 321-3913
TOMAS PONCE P.E.
st— b for 4teral support of Inus members only to mdhee bucWtng length_ Pl 19lons must be
made to anchor latewl bracing at end-. and Sp-ifkd beatins detanrined by We building designer.
Additional Maea Ina
BC Live ()A plan
BC !lead
O.C. Spacing: 24.0"
Design Criteria: TPI
LICENSE NW50068
g of —0 structarc nna,• Ire _*.lead. (see lue-91 dTFp.
trtusa elate Institute, iFi, is looted .e Ss3 D onirrla otlre Alaaiwn wbeonsln 537191-
.�
()•lysr
Code Dese:
1890Gn�fIBROOaCrfineoo.FLs2�es
1OT/�i 33.E j
Aaisn: Afmnr .(rtaluif
lU6 PAW. C9rFF.I nk"ufmtf 1; r.e I iu u,,nr
- 558- 29
JB: CHESAPEAKE K 3 AC:
DESIGN INFORMATION
This design is for an individual budding
component and has be. based on Infarmation
jprovided by the client The dwiipiv di..+ ims
I _W napons491ty for druuses un of
peaky or kworrect Information. specifications
s and/or deserts turut hed to the trues des* --
by the client and the correctness; or aoeuraym
of this information as a may relate to a spe-
csk p. V a and accepts no respwnsibany or
-act, s on -abd with reV d to fahria-
tkn. handlkgg shipment art hm anattan of
(noses. This trass has been destgoed as an
fhedtvidunt bulk(tng component in accordance wo
ANSI/TPI I-f995 and NDS-97 to be incorporated
as part ofthe bugding deslyt by a Bufkling
Desigaa (registered err bK d or prefem ad
-Vic- }. When reviewed for apprwai by the
btWding designer, the design Wadfngs shown
must be checked to be sue that the data shown
ate In agreemat withthe kcal bugdktg codes.
local dkmtie records for whsd err snow lads..
Pcgecl specifications or speciat appWd bads.
Unless shown. tress has not been designed for
storage or occupancy barb. The desipt assu®es
compemloo chords pop or bottmd awe eontbu-
osly braced by sheathing tvdess othersrbe
specified w1wse bottom chords W tonwoo ace
not fufiy braced k--k by a properiy apow
ttgid oegk4 thw shoed be braced at a
mnmmmt spacing a l(r-(r o.a Connector
phttes SW be anundaeWred fratn 201puge hat.
&PPed Plow otred steel MeetingAStM A 653,
Grade 40, -less otherwise shwa".
FABRICATION NOTES
Prior to fabrication. the P.brioetor ahea review,
this drawing to verify that the drawing is in
em iatnanu with the f 1sicatofs pram and to
raNre a exnWnding ttwpomibgay for such vets-
Hatim- &W dbaepwi im are to be put in
+rain( before c tthtg or fabrication.
'.. Plates sha8 not use Imb6ed ewer horothoks.
know or distorted grskn. Members aheR be ent
for ugst fitting woad to wood bearing, Con-
nedar prates shall be bated on both faces a
the truss with nalb fogy Imbedded and shaft be
sytn about the Joint Mlles otherwise shown. A
5x4 Piste Is 5' wide x 4' Tong. A 6x8 pine is 6'
wide x 8' long. Slats (twtrah tam paralkl to
the plate kn0b specified. Double cuts on web
members shad mid at the catroid of the webs
unless Whetvtse shown. connector plate stars
are minim an sous based on the forces abown
.cad very reed to be hmaeased for totem hand-
11M -cad/err aedlon stresses. This truss Is not
to he fafriatedrah fire retardant heated
lumber unfe s otherwise showre Por addttk"al
Inks-atknn cam. ota3ay Centro; order to
ANSI/TPI 1-1995
PRECAUTIONARY NOTES
Au bracbg and erection moo m on daubs are
to be followed in a ce"isrra with -N "Ming
fmtaWngQ Bracing'. H1B-91. Tr sso see to
be he Bled with psrllewbr ate ehw tit handing
atebtvdihic detimy Arid insralstbn to avoid
damage T'emPotuy sad P---Qet bexmg
for haidkng tresses in a etralgttt and piumb Pas-
sim and for resisting kteraf forces sW be
laded and kotalkd by ethers. CatdW tand-
Ikg Is tseentiai and erection bracing b shvays
,equWtd. Nampa{ pxeaulbnary action for
uussas -MVI s such temMW k&CW dwttil
laten.tton beb.een tomes to avoid toppwmg
and dammahtg. The svpe bbn of erection a
trusses shag be under the omen of persons
mgnslenced m the hutsawtim of b mm
Rofesskraf ad ke shag be sought if needed,
atorntraumm a construction Wads Pester
lean the design toads stall not be appUed to
trusaes at any these No bads other than the
-eight of the erectors shall be appU d to
susses u W after ell katening and bracing
s eompie eel
TOP CHORDS: 2x6 SP #1 D
2x8 SP #1 D 2,3
HOT CHORDS: 2x6 SP #2
2x6 SP #1 D 3
WEBS: 2x4 SP #3
2x8 SP #2 2,16
4-PLY TRUSS! fasten w/30X 0.1200 nails in
staggered pattern per nailing schedules
TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft
Repeat nailing as each ply is applied.
1/20 thru-bolts at 24" o.c. shall be
installed on TC&BC in addition to nailing.
Distribute loads equally to each ply.
MAX LIVE LOAD DLTLRCTION.
L/963 at JOnff #17
Lw-0.48' D.-0.51" T.-0.99"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
T. 0.47■
MAX HORIZONTAL 1"R LOAD DEFLECTION:
Tw 0.23'
FMB . 1.15
WO: CHEK3 WE:
MULTIPLE LOADS -- This design is the
composite result of multiple loads.
All COMPRESSION Chords are assumed to be
continuously braced unless toted otherwise.
This 4-PLY Hip Master designed to carry
3.11 01 Jacks (mono truss framed to BC)
and Hip Jacks framed to BC
Wind Case- ASCE 7-98, MWM/C&C, V.125 mph,
h . 15.0 ft, I . 1.00, Sxp.Cat..B, Kzt . 1.0
Bldg Type.Encl L. 58.0ft, W. 40.0ft, Truss
in 1NT zone, TCW_ 4.2psf, BCDL. 6.Opsf
PROVIDE UPLIFT CONNECPION PER SC xDULSs
Support 1 2 31
Support 2
..TC... FORCE
... CSI
..BC ...
FORCE...CSI
1- 2
-13806
0.25
22-21
12242
0.68
2- 3
-16526
0.27
21-20
12998
0.66
3- 4
-20882
0.14
20-19
16654
0.66
4- 5
-20882
0.17
19-18
23651
0.92
5- 6
-24952
0.20
18-17
23651
0.70
6- 7
-24952
0.20
17-16
23650
0.70
7- 8
-20881
0.17
16-15
23650
0.92
8- 9
-20880
0.14
15-14
16653
0.66
9-10
-16525
0.27
14-13
12997
0.66
10-11
-13806
0.25
13-12
12241
0.68
4-PLYS REQUIRED
TI: A QTY:
.a ..Joint Locations -.....---- -item
1)a Oa 0- 0 9) 32- 8- 0 17) 20- 0- 0
2) 4- 2-14 10) 35- 9- 2 18) 15- 9- 5
3) 7- 4- 0 11) 40- 0- 0 19) 11- 6-11
4) 11- 6-11 12) 40- 0- 0 20) 7-10-11
5) 15- 9- 5 13) 35- 9- 2 21) 4- 2-14
6) 20- 0- 0 14) 32- 1- 5 22) 0- 0- 0
7) 24- 2-11 15) 28- 5- 5
8) 28- 5- 5 16) 24- 2-11
------------ TOTAL DESIGN LOADS ------------
Uniform PLF From PLF To
TC Vert L+D -46 -0- 6- 4 -46 7- 4- 0
TC Vert L+D -23 7- 4- 0 -23 32- 8- 0
TC Vert L+D -46 32- 8- 0 -46 40- 6- 4
BC Vert L+D -20 0- 0- 0 -20 7- 4- 0
BC Vert L+D -186 7- 4- 0 -186 32- 8- 0
BC Vert L+D -20 32- 8- 0 -20 40- 0- 0
Concentrated LBS Location
BC Vert L+D -1475 7- 4- 0
BC Vert L+D -1475 32- 8- 0
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
0- 4- 0 4638 -97 -336 BOT PIN
39- 8- 0 4638 0 -336 SOT H-ROLL
6 0000
9 10
If
-6�00
T
8X10 3X6
4X6
6X8 10X10 6X8 3X6 8X10
4X6
4-2-14
0-6-6
SX14 4X6
3X4
8X10 4X6 8X10 4X6 gg14
0-" 6
4-2-6
5X6
1-9-11
3X4
Face 0-3-12
3.00 I
SX6
3.000-80
Face = 0-3-12
0_8-0 ' 'L
4638# 8.00"
0-6-4
(R740-0-0
EXCEPT AS SHOWN PLATES ARE Ll0GA TESTED PER ANSUTPI 1-1"S
(Maronda Systems
4005 MARONDA WAY
SANFORD, FL. 32771
(407) 321-0064 Fax (407) 321-3913
TOMAS PONCE P.E.
LICENSE #0050069
1880 6aFENBRWK CT.UVISDO.M3276e
Desfgm Kafrft Amdysfs
MOMNIM4 READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.
BRACING WARNING:
6radng shown m this drawing s net erection btackl& viind btathmg. porbl braeW4 or akna- bracing
which Is a part at the budding design and which met be considered by the bWMing designer. Bracing
shown b for lateral suppot of tows membeta only to reduce: bucidtng length Provbiom meat be
fade to anther Wend bacbng at ends and specified locations determined by the bu6dd"g desla-.
Addnbnal bracing or the overall strticture may be required. (See HM-91 of TP9.
tines Piste ImtRute, TPI. b looted at 58a D'OmGkm Drive. Madison. Wisconsin 5371%
JOB PAIR: C17£f-L0KV08SICHEK3
4638# 8.001,
0-6-4
1475rq i lx0-q-4)
scale = 0.1633
Jab:
Dwg:
D%w: TLY Chk:
TC Live
16.0
psf
TC Dead
7.0
psf
BC Live
0.0
psf
BC Dead
10.0
psf
TOTAL
33.0
nsf
Truss ID: A
Date:12-18-01 '
DurFac -Pit: 1.25 `
O.C. Spacing: 24.0"
Design Criteria: TPI
Code Desc:
HCS• 11.28.01
DESIGN INFORMATION
This design is for an Individual building
component and has been based on Information
provided by the client. The designer disclaims
any resp-lb8ay for damages as a result of
faulty or Incorrect information. specifications
and/or designs furnished to the truss designer
by the client and the correctness or accuracy
of this information as it may relate to a spe-
cific project and accepts no responsibility or
exemi- no control with regard to fbrta-
tion. handling, shipment and installation of
utisses. This truss has been designed as an
individualbuilding component in accordance witf
ANSI/TPl 1-1995 and NDS-97 Lobe Incorporated
as part of the building design by a Suading
Designer (registered architect or professional
engmeerl. When reviewed for approval by the
building designer. the design loadings shown
must be checked to be sure that the data shown
are In agreement with the local building codes,
local climatic records for wind or snow loads,
project specifications or spacial applied. loads.
Unless shown. truss has not been designed for
storage or occupancy loads. The design assume
compression chords (top or bottan) are continu-
ously braced by sheathing unless otherwise
specified. When bottom chordsin tension are
not fully braced laterally by a property applied
rag d ceiling. they should be braced at a
maximum spacing of 10'-0' o.c. Connector
plates shall be manufactured from 20 gauge hot
dipped galvanized steel meeting ASTM A 653..
Grade 40. unless otherwise shown.
FABRICATION NOTES
Prior to fabrication. the fabriatm shall review
this drawing to verify that this drawing Is in
conformance with the fabriator's plans and to
realize a continuing responsibility for such. verl-
fkation. Any discrepancies am to be put In
writing before cutting or fabriation.
plates shall not be Installed over knotholes.
knots or distorted grain. Members shall be cut
for tight fitting wood to wood bear.". Con-
nector plates stag be located on both fans of
the tuns- with cogs fully imbedded and shall be
sym. about the joint unless otherwise shown. A
5x4 plate is 5' wide x 4' king. A 5x8 plate is 6"
wide x 8" king. Slots tholes( run pint el to
the plate length specified. Double cuts on web
members shall meet at the centrofd of the webs
unless otherwise shown.. Connector plate slzes
an minimum sixes based on the fones shown
and may need to be Increased for certain hand-
ling and/or erection stresses. This truss is not
to be fabd-ted with flee retardant treated
lumber unless otherwise shown. For additional
Information on Quality Control refer to
ANSIrM 1-1995
PRECAUTIONARY NOTES
All bracing and erection recommendations are
to be fofbwed to accordance with -Handling
installing & Bracing'. 1-116-91. Trusses are to
be handled with particular an during banding
and bundling. delivery and installation to avoid
damage. Temporary and permanent bracing
for holding trusses In a .[night andplumb pos-
Rfon and for resisting lateral forces shalt be
designed and Willed by others. Careful hand-
Ung is essential and erection bracing is always
required Normal precautionary action for
trusses -quit- such temporary brac(ug dttrbtg
Insta(falion WW"n busses to avoid toppling
and dominaing. The supervision of erection of
trusses shall be under the control of pelsoms
experienced In the installation of trusses.
Professional advice shall be sought advice 9 needed.
Concentration of construction loads greater
than the design bads shall not be applied to
trusses at any time. No bads other than the
weight of the erectors shall be applied to
trusses until after all fastening and bracing
Is completed.
JB: CHESAPEAKE K 3
TOP CHORDS: 2x6 SP #2
BOT CHORDS: 2x6 SP #2
WEBS: 2x4 SP #3
2x4 SP #2 2,6
MULTIPLE LOADS -- This design is the
composite result of multiple loads.
All COMPRESSION Curds are assumed to be
continuously braced unless noted otherwise.
MAX LIVE LOAD DEFLECTION:
L/956 at JOINT # 3
L=-0.48" D=-0.51" T=-0.99"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
T. 0.47,
MAX HORIZONTAL LIVE LOAD DEFLECTION:
T= 0.23"
RMB - 1.15
WO: CHEK3 WE:
®M continuous lateral bracing attached with
2- 10d nails each member where shown.Bracing
MUST be positioned to provide equal unbraced
segments OR 2x4 "T" brace may be nailed flat
to edge of web with 12d nails spaced 8" o.c.
Brace must extend at least 90% of *web length
2x6 Brace required on any web exceeding 141.
Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph,
h - 15.0 ft, I - 1.00, Exp.Cat.-B, Kzt - 1.0
Bldg Type. L- 58.Oft, W- 40.Oft, Truss
in END zone, TCDL- 4.2psf, BCDL= 6.0ps€
..TC... FORCE...CSI ..BC ... FORCE ... CSI
1- 2 -4072 0.50 12-11 3664 0.76
2- 3 -5332 0.59 11-10 3664 0.64
3- 4 -5387 0.46 10- 9 5402 0.83
4- 5 -5372 0.57 9- 8 3664 0.65
5- 6 -4072 0.50 8- 7 3663 0.76
TI: B
= ==Joint Locations ====_ :sr:=---
1). 0==«
- 0 0 5) 31- 4- 0 9) 22- 8- 8
2) 8- 8- 0 6) 40- 0- 0 10) 17- 2- 1
3) 17- 2- 1 7) 40- 0- 0 11) 8-11-11
4) 22- 8- 0 8) 31- 0- 5 12) 0- 0- 0
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type-
0- 4- 0 1344 -117 -336 BOT PIN
39- 8- 0 1344 0 -335 BOT H-ROLL
PROVIDE UPLIFT CONNECTION PER SCHEDULE -
support 1 336#
Support 2 335#
8-8-0 k22-8-Ilk 0 8-8-0
1 3 q 6
00
6X8 4X6 8X10 6X8
Face = 0-3-12 3.00
6.00
5X6
3•00 Face =
T
0-8-0 _
8-3-11
22-0-10
8-3-11
1344# 8.00"
1 10 9
70-64 1
(RO-44) I I
40--0
6
EXCEPT AS SHOWN PLATES ARE
T120 GA TESTED PER ANSI/TPI 1-1"5
(l 4-4)
scale 0.1633
WARNING: READ ALL NOTES ON THIS SHEET.
Eng. Job:
: CHEK3
�!aronda Systems
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
Dwg:
Truss ID: B
CONTRACTOR.
BRACING WARNING
Dsgur: TLY
Cldc:
Date: 12-18-01,
4005 MARON DA WAY
TC Live 16.0 psf
DurFac - Lbr: 1.25
SANFORD, FL. 32771
Bracing ahawn on this drawing is not erection bracin wind bra portal bra
which isa g• bracing, y ngarstmWrbraaNg
part of the design and which must Bracing
considered by the buildingrovi
TC Dead
7.0 psi
DurFae - Pit: 1.2a
(407) 321-0064 Fax (407) 321-3913
support of
shown is for lateral support d truss members only to ndtrce buckling fatglkn. provisions must be
reduce Provisions mu
BC Live
0.0 psf
O C. Spacing:
i3Q g : 24.0"
TOMAS PONCE P.E.
made to anchor lateral bracing at ends and specified locations determined by the bugdh'g designer.
Additional bracing of the ovenu structure may be required.. (See H1B-9l of TPl1.
BC Dead
10.o f
ps
Design Criteria: TPI
LICENSE #0050068
fires Plate institute. TPI. is located at 583 D'Onolrio Drive. Madison. Wisconsin 537191.
Code Dese:
1890 GREENBROOK Cr.CMEDO.FL32766
I
TOTAL
33.0 psf
_
V .0 1- 82 4- 1
Design: Morn Analysis
JOB PATH: C:ITEEL0KU0BSICHEK3
HCS: 11.28.01
shidcG�N INFORMis for an indivicluATION
budding
component and has been based on information
provided by the client The designer disclaims
any respohaltlity for damages as a result of
faulty or lncoffedhdoma(ion, specifications
and/or designs furnished to the truss designer
I by the client and the correctness or accuracy
j of this bdomutbo as -a may relate to a ape -
I ctftc proJecl and accepts rw rnponslbWty or
1 ooereses rw assntrd with rr-rd w faMfca-
if=, handling. shipment and tnstalmatbn of
trusses. This in= has been designed as an
individtsl budding eomponeot In accordance with
AN9/"IP1 1-1995 and. NDS-97 to be Incorporated
as part of the budding design by a Building
D-ld- (registered _rchfi .ct - professional
engineer!. when -4.wed for approval by the
building designer. the designloadings shown.
roust be checked to be sure that the data shown
are in agreement with the local building codes,
kcal climatic records for wind or snow bads.
pra a specifications - special applied loads.
Unless shown, truss has net been designed for
storage or occupancy loads. The design assumes
oompneakm chards (top ov bmtioml sue contirr,
ously braced by sheathing unless otherwise
specified- Where bottom chords in tension are
not fully braced Werady by a p-peHy applied
rigid ceding, they should be braced at a
maximum spacing of 10'v- c.c. Connector
plates shag be manufactured from 20 gauge hot
dipped galvanised sled meeting AMU A 653.
Grade 40. unless otherwise shown.
FABRICATION NOTES
Prior to fabrication, the fabricator shalt review
this drawing to verify that this drawing is in
conformance with the fabricators plans and to
resitre a oontlmdnng respo sgtdty far such verf-
Hatton. Any discrepancies are to be put in
writing before cutting or fabriatlan.
Plates shall not be stalled over knothole.
loots or dstmied. gain. Members shall be cut
for tight lilting wood to woad hearing Con-
nector plates shaft be located onboth faces of
the tnm with nalls fully imbedded and shall be
sym. about the Joint unless otherwise shown A
5x4 plate is 5- wide x 4- long A 6a8 plate is 6-
wide x 8- tong Slots 0whes) nun parallel to
the plate length specdkd. Doable cuts on web
members shadmeet at the cevttofd of theweds
unless otherwise shown. Connector plate sue
are mbnhnum sues based on the forces shown
andmay need to be Increased for certain hand -
Hog and/or erection sbrsses. This truss is not
to be fabricated with lire retardant treated
lumber unless otherwise shown. For additional
hdwmati n on Quality Contrd ref f to
ANST/TPI 14995
PRECAUTIONARY NOTES
Au bracing and erection recommendations are
to be fadowed In accordance with. -Handling
Installing d Bracing'. HM-91. Trusses are to
be handled with particular are during banding
sad bundting delivery and Installation to avoid
damage Temporary and permanent bracing
for holding trusses in a straight and plumb pos.
lion and for resisting lateral forces shall be
designed and lastaHed by others. Cuefuh hand-
ling Is essential and erection bracing is always
requited. Noraral precautionary action for
trusses rtxluir- stall tanW-y braChl dufltg
Installation between trusses to avoid toppling
and dom(noing. The supervision of erection of
tomes shall be under the eortrol of persons
experienced In the installation of trusses.
Professional advice shall be sought if needed.
Concentration of carstroCba loads greater
than the design loads shall not be applied to
trusses at any time No !Dads over than the
weight of the erectors sbaH be applied to
trusses, until after all fastening and bracing
is completed.
JB: CHESAPEAKE K 3
AC:
TOP CHORDS: 2x6
SP
#1 D
2x8
SP
#1 D 2,3
HOT CHORDS: 2x6
SP
#1 D
2x8
SP
#1 D 2,3
WEBSt 2x4
SP
#3
Wind Case- ASCB 7-98, M4FRS/C&C, V-125 mph,
It - 15.0 ft, I - 1.00, Emcp,.Cat.-B, lbzt - 1.0
Bldg Type-Encl L- 58.Oft, W- 40.Oft, Truss
in.INT zone, TCDL- 4.1psf, BCDL- 6.Opsf
MAX LIVE LOAD DEFLECTION:
L/999
L--0.45" D--0.47■ T--0.93"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
T- 0.46"
MAX HORIZONTAL LIVE LOAD DEFLECTION:
T- 0.22"
RMB - 1.00
Face =
WO: CHEK3 WE:
MULTIPLE LOADS -- This design is the
composite result of multiple loads.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
2-PLY TRUSS! fasten x/3"X 0.120" nails in
staggered pattern per nailing schedule:
TC- 2 per ft. BC- 2 per ft. WSBS- 2 per ft
Distribute loads equally to each ply.
PROVIDE UPLIFT CONNECTION PER SCBBDOLS:
support 1 1644
Support 2 1342
.TC ... FORCE...CSI
.BC ...
FORCE
... CSI
1- 2
-8845
0.32
20-19
7841
0.71
2- 3
-11024
0.39
19-18
8115
0.72
3- 4
-13246
0.19
18-17
10186
0.52
4- 5
-13249
0.21
17-16
14692
0.72
5- 6
-15210
0.25
16-15
14692
0.75
6- 7
-15208
0.27
15-14
12263
0.65
7- 8
-11944
0.15
14-3.3
8073
0.42
8- 9
-8748
0.29
13-12
6540
0.58
9-10
-7M
0.24
12-11
6317
0.57
TI: B 1
-- --Joint Locations--=---------r:.
- a.
1) 0- 0
8)
31- 4- 0
15)
20- 8- 0 -
2) 4- 4- 0
9)
35- 8- 0
16)
16- 2- 0
3) 8- 8- 0
10)
40- 0- 0
17)
11- 8- 0
4) 11- 8- 0
11)
40- 0- 0
18)
8-11-11
5) 16- 2- 0
12)
35- 8- 0
19)
4- 4- 0
6) 20- 8- 0
13)
31- 0- 5
20)
0- 0- 0
7) 26- 0- 0
14)
26- 0- 0
------------ TOTAL DESIGN LOADS ------------
Uniform PLF From PLF To
TC Vert L+D -46 -0- 6- 4 -46 40-'6- 4
BC Vert L+D -20 0- 0- 0 -20 40- 0- 0
Concentrated LBS Location
BC Vert L+D -1449 11- 7- 4
BC Vert L+D -1394 20- 8- 0
----1AX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
0- 4- 0 3044 -115 -336 BOT PIN
39- 8- 0 2485 0 -336 HOT H-ROLL
2-PLYS REQUIRED
8 8-0 22-8-0 8-8-0
1 2 1 4 5 6 7 9 1
6�00
8X10 3X6 6X8 1OX10 6X8 8X10
0-.00-2-0 Is
-6 00
1 3.00
T
0-6-6 4-10-6
-L -L
3AD 1
Face = 0-3-12
8-3-11 224-10 8-3-11
1
2 19 8 17 16 15 14 3 12 it
3044# 8.00"
2485x 8.00"
0-6-4 40-1
�Ofi�4
COS L4> TES (12) 2X4 1449# 1394A
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.163
Lmaronda Systems
th
4005 MARONDA WAY
SANFORD. FL. 32771
(407) 321-0064 Fax (407) 321-3913
TOMAS PONCE P.E.
LICENSE #0050068
1880 ORMWOROOK MOWEDOXI-327e6
WARNING: READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.
BRACING WARNING:
Bracing shown on this drawing is not erection bracing, wind bracing portalbracing or similar (racing
which Is a part of the budding design Arad which must be considered by the budding designer. Bracing
shown Is for latent support of true members only to reduce buckling teng1b. Pmalsiona must be
made to anchor lateral bracing at ends and specified locations determined by the building designer.
Additional bracing of the overall structure may be required. (Sere HB-91 of TPO.
(truss Nate Institute. TN. is located at 583 D'Onoblo Drive, Madison. Wisconsin 537 t91.
Eng. Job:
Dwg:
Dsgar: TLY
Chk:
TC Live
16.0
psf
TC Dead
7.0
psf
BC Live
0.0
psf
BC Dead
10.0
psf
TOTAL
33.0
Dsf
Truss ID: B 1 -
Date: 12-18-01
DurFac - P#: 1.25 a
O.C. Spacing: 24.011
Design Criteria: TPI
Code Desc:
Design.• Morris Analysis
JOB PATH: C: UFE LOKVOBSiCHEK3
HCS.• 11.28.01
DESIGN INFORMATION
This design Is for an Individual budding
component and has been based on information
provided by the client. The designer disclaims
any responsibility for damages as a resun of
faulty - incorrect Information, specifications
and/or designs furnished to the truss designer
by Use client and the correctness - accuracy of this Information as It may notate to a spo-
cgk project and accepts no rzsponsibiluy or
exercises no control. with mgard to fabrica-
tion- dandling. shipment and Installation of
trusses. This truss has been designed as an
Individual building component in accordance wnh
ANSI/TPI 1-19% and NDS-97 to be irmorponted
as part of the building design by a Building
Designer fregbtened amhkect or professional
engineer). when reviewed for approval by the
budding designer. the design loadings shown
most be chucked to be sum that the data shorn
am in agreement with the local building codes.
local climatic records for wind or snow bads,
Project specifications or special applied loads.
Unless shown. truss has not been designed for
storage or occupancy loads. The design assumes
compression chords (top or bottom) are continu-
ously braced by sheathing unless otherwise
spelled. Where bottom chords In tension are
not fully braced laterally by a properly applied
rigid telling. they should be braced at a.
maximum spacing of ia-OT o.c. Connector
Plates shall be manufactured from 20 gauge hot
dipped gal anteed steel meeting ASTM A 653.
Grade 40. unless otherwise shown.
FABRICATION NOTES
Prior to fabrication. the fabdator shall review
this drawing to verify that this drawing is in
conformance with the fabricators plans and to
realize a cortnung msponsibidty for such vert-
ffcatbn. Any discrepancies are to be put In
writing before cutting or fabriation..
Ph(es shad not be Installed over krotho)es,
knots or distorted gain. Members shall be cut
for tight fitting wood to wood bearing. Con-
nector plates shall be located on both faces of
the truss with nags fully Imbedded and shall be
sym, about the joint unless otherwise shown. A
Sx4 plate is 5- wide x 4- long. A 6X8 plate Is 6'
wide x W long. Slots (holes) run parallel to
the plate length sp-)lied- Double cuts on web
members shallmeet at the cenlrotd of the webs
unless otherwise shown. Connector plate sizes
are minimum stun lased on the fortes shown
and may need to be increased for certain hand-
ling and/or erection stresses. This truss is not
to be fabricated with The retardant treated.
lumber unless otherwise shown. For additional
Information on Quality Control refer to
ANSI/TPT I-1995
PRECAUTIONARY NOTES
All bracing and erection recornmridations are
to be followed In auxxorrlance with "Handlng.
installing a Bracing,'. HIB-91. Trusses are to
be handled with particular care during banding
and tnundWng, delivery and installation to avoid
damage. Temporary and permanent bracing
for holding trusses in a straight and plumb pos-
Itlon and for resisting lateral forces shall be
designed and Installed by others. Careful hand-
ing Is essential and erection bracing is always
required. Normal precautionary actionfor
ttvsses tequhw such temporary bracing during
ImUllatiat between trusses to avoid toppling
and domb-Ing. The supervision of erection of
trusses shall be under the control of penrms
experienced in the installation of trusses.
Professional advice shall be sought If needed.
Conceohatton of construction toads greater
than the design loads shall not be applied to
busses at any time, No bads other than the
weight of the erectors shad be applied to
trusses until after all fastening and bracing
is compkted.
...............
JB: CHESAPEAKE K 3 AC:
TOP CHORDS: 2x6 SP #2
BOT CHORDS: 2x6 SP #2
WEBS: 2x4 SP #3
2x4 SP #2 2,4
MULTIPLE LOADS -- This design is the
couposite result of multiple loads.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise
MAX LIVE LOAD DEFLECTION:
L/999
L--0.42" D=-0.44" T--0.86"
MAX HORIZONTAL TOTAL LARD DEFLECTION:
T- 0.44"
MAX HORIZONTAL LIVE LOAD DEFLECTION.-
T- 0.22"
RMB - 1.15
5-6-14
0-6-6
Face
6 0000
WO: CHEK3 WE:
®1X4 continuous lateral bracing attached with
2- 10d nails each meuber where sbown.Bracing
MUST be positioned to provide equal unbraced
segments OR 2x4 "T" brace way be nailed flat
to edge of web with 12d nails spaced 8" o.c.
Brace must extend at least 90% of web length
2x6 Brace rehired on any web exceeding 141.
Wind Case- ASCE 7-98, NNFRS/CSC, V-125 mph,
h - 15.0 ft, I - 1.00, k9p.Cat.-B, Rzt - 1.0
Bldg Type- L- 58.Oft, W- 40.0ft, Truss
in END zone, TCDL- 4.2psf, BCDL- 6.Opsf
TC... FORCE ... CSI .BC ... FORCE ... CSI
1- 2 -4019 0.50 10- 9 3615 0.72
2- 3 -4925 0.57 9- 8 3596 0.64
3- 4 -4925 0.57 8- 7 3595 0.64
4- 5 -4017 0.50 7- 6 3614 0.72
TI: C QTY:1
- -==.Taint Locations =a=-=---:-:_.1)==0-=0- 0 5) 40- 0- 0 9) 10- 3-11-
2) 10- 0- 0 6) 40- 0- 0 10) 0- 0- 0
3) 20- 0- a 7) 29- 8- 5
4) 30- 0- 0 8) 20- 0- 0
----MAX. REACTIONS PER BEARING LOCATION---:.-
R-Loc Vert Horiz Uplift Y-Loc Type
0- 4- 0 1344 -136 -136 Bur PIN
39- 8- 0 1343 0 -216 BoT H-ROLL
PROVIDE UPLIFT CONNECTION PER SCHEDULE:
Support 1 136#
Support 2 216#
6X8 RX10 cVa
= 014-1- 3 0V12-4
-6 0000
5X6
3•00 Face
r
5-6-6
0-6-6
0-3-12
9-7-11 11 19-4-10
9-7-11
1
8
1
1344# 8.00n
6
0-64
1344# 8.00"
COS10r1d)
40-0-0
TES (12) 2X4
�0-6-4
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995
■
scale = 0.1633
Lmaronda Systems
4005 MARONDA WAY
SANFORD, FL. 32771
(407) 321-0064 Fax (407) 321-3913
TOMAS PONCE P.E.
LICENSE #0050068
1890 OREENB1100X Cr.OVIEDOXI-32766
Design: Merit Analysis
WAKNIN(ii READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.
BRACING WARNING:
Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing
which is a part of the budding design and which must be considered by the budding designer. Bracing
shown is for lateral support of truss members only to reduce buckling kngth. Provisions most be
made to anchor lateral bracing at ends and spedlkd locations deternned by the building designer.
Additional bracing of the overall structure may be required. ISee 1`118-9 1 of TPB.
(Truss Plate Institute. TPT, h located at 583 D'Onofno Drive. Madison. Wisconsin 53719).
JOB PATH: C:ITEE-LOKUOBSICHEKJ
Eng. Job:
Dwg:
Dsgnr: TLY
Chk:
TIC Llve
16.0
psf
TC Dead
7.0
psf
BC Live
0.0
Psf
BC Dead
10.0
psf
TOTAL
33.0
Dsf
Truss ID: C
Date: 12-18-01
DurFac - Pit: 1.25 -
O.C. Spacing: 24.0"
Design Criteria: TPI
Code Desc:
HCSr 11.28.01
JB: CHESAPEAKE K 3 AC:
WO: CHEK3 WE:
Tk C1 QTY:1
DESIGN INFORMATION
TOP CHORDS: 2x6 SP #2
IX4 continuous lateral bracing attached with
_<_= ___=_=-Joint Locations=====___
=1)
This design Is for anindfwdualbuilding
BOT CHORDS: 2x6 SP #2
® 2- 10d nails each member where shoan.Bracing
0- 0- 0
5) 40- 0- 0 9) 10 3-117
component and has been based on Inform ion
WEBS: 2x4 SP #3
MUST be positioned to provide equal unbraeed
2) 10- 0- 0
6) 40- 0- 0 10) 0 0- 0
provided bythe client The designer disclaims
any for damage., as rsati or
2x4 SP #2 2,4
segments OR 2x4 "T" brace may be nailed flat
3) 20- 0- 0
7) 29- 8- 5
y or incorrect a
[auttyorincarredtrdomratbn,speciflcatbns
MULTIPLE LOADS -- This desk is the
9n
t0 a of web with 12d nails
edge spaced 8" o.C.
4) 30- 0- 0
8) 20- 0- 0
and/ordesigns furnished tothe truss designer
composite result of multiple loads.
Brace must extend at least 9096 of web length
----MAR. REACTIONS PER BEARIM LOCATION -
by the client and the correctness or accuracy
All COMPRESSION Chords are assumed to be
2x6 Brace requiredon any web exceeding 14' .
x-Loc Vert
Horiz Uplift Y-Loc Type
of this tnformatmn as it may relate to a ape-
continuously braced unless noted otherwise.
Wind Case- ASCE 7-98, MNFRS/C&C, V-125 mph,
0- 4- 0 1344
-136 -136 BOT PIN
d[kpryect°'daccepts""responsibilityor
control meth regard fation
MAX LIVE LOAD DSU.NCTION:
h 15.0 ft, I - 1.00, Exp.Cat.=B, Kzt = 1.0
39- 8- 0 1343
0 -216 BOT H-ROLL
li Installation of
truss handling, and t o
Uon. handling.
L�99.9.
Bldg L- 58. Oft, W. 40. Oft, Truss
PROVIDE UPLIFT
COW4ECTION PER SCHEDULE.:
cusshasshipment
d
trusses. 7Tatstnushasbeendstgrnedasan
L=-0.42" D=-0.44" T=-0.86"
S zone,
in StIID zone, TCDL= 4.2psf, BCDL= 6.0psf
support 1
136#
tndWWuaf budding component in accordance with
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
Support 2
216#
ANSI/TPI 1-1995 and NDS-97 to be incorporated
T= 0.44"
..TC ... FORCE... CSI .-BC ... FORCE... CSI
as part of the binding design by a Building
MAX HORIZONTAL LIVE LOAD DEFLECTION:
1- 2 -4019 0.50 10- 9 3615 0.72
Designer (registered architect or professional
engineer). When reviewed for approval by the
T= 0 .22"
2- 3 -4925 0.57 9- 8 3596 0.64
budding designer. the design loadings shown
Rt1B = 1.15
3- 4 -4925 0.57 8- 7 3595 0.64
most be checked to be sure that the data shown
4- 5 -4017 0.50 7- 6 3614 0.72
are In agreement with the local building codes.
local chmatic records for wind or snow loads.
project specifications or special applied Loads.
Unless shown, truss has not been designed for
storage or occupancy loads. The design assumes
I cmnpressio n chords (top or bottom) am continu-
ously braced by sheathing unless otherwise
ffff specified. Where bottom chords In tension are
notfull braced laterally by a properlyapplied
l 1111 r"d telling, they should be braced at a
`f
mardmum spacing of 10'-0- o.c. Connector
I plates shah be manufactured from 20 gauge ha
dipped g.Warrteed steel meeting ASIM A 653.
Grade 40. unless otherwise shown..
FABRICATION NOTES
prior to fabrication. the fabricator shoji
this drawing to verify that this drawing is in
conformance with the fabricator's plans and to
realise a continuing responsibility for such veA-
fimtlon. n Any discrepacles are to be put in
writing before cutting or fabricat on_
i Plat" 'hall not be Installed over knotholes.
knots or distorted grain. Members shah be cut
for tight flhtng wood to wood bearing Con-
nector plates shah be located on both faces of
the truss with nabs fully imbedded and shah be
sym. about the joint unless otherwise show. A
j 50 plate Is 5" wide x 4' long. A W plate B 6'
wide x 8' klieg Slots (holes) run parallel to
the plate length specified. Double ruts on web
members shah meet at the centrold of the webs
unless otherwise shown. connector plate sties
are n"ohnucn stow based on the forces shoves
and may need to be increased for certain hand -
Ong and/or erection stresses. This truss is not
to be fabricated with fire retardant treated
lumber unless otherwise shown. For additional
Information on Quality Control refer to
ANSI/TPI 1-1995
PRECAUTIONARY NOTES
Ali bracing and erection recommendations are
to be followed In accordance with -Handling
InstaWng Q Bracing". 1-1I8-91. Trusses are to
be handled with particular care during banding
and bundling, delivery and Installation to avoid
damage. Temporary and pema m bracing
for holding mares Ina straight and plumb pos-
ttion and for resisting lateral forces shah be
designed and installed by others. Careful hand -
Ling Is essential and erection tracing is always
required- Normal prersutlonuy action for
Lnssm re"fes such temporary 1eacBg duffng
installation between trusses to avoid toppling
and dominoing. The supervision of erection of
trusses shall be under the control of persons
experienced in the installation of trusses.
Professional advice shall be sought if needed.
Concentration of construction bads greater
than the design loads shah not be applied to
trusses at any time. No loads other than the
weight of the erectors shall be applied to
trusses umd after all fastening and bracing
Is completed
10-0-0 20-0-0 kto 0 0
1 3
5
Q
T
5-6-14
0-6-6
6X8 8X10 6X8
Face = 0}d =2 3 01$ -0 1I
0-8-0
-6 0000
-3.00
T
5-6-6
0-6-6
5X6
Face = 0-3-12
9-7-11 194-10 9-7-11
I
1 8 6
1344# 8.00" 13441/ 8.0(i'n
0-6-4 40-0-0 0�-6-4�
COS TES (12) 2X4
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.1633
--
Mail'onda SyStemS
WAKNIN(s: READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.
BRACING WARNING:
Eng. Jab:
Dwgf
Dsgnr: TLY Chk:
WO: CHEKV -
Truss ID: C1
Date: 12-18-01 ,
4005 MARONDA WAY
TC Live 16.0 psf
DurFac - Lbr: 1.25
SANFORD, FL. 32771.
Bracing shown on this drawing is not erection bracing wind bracing. portal bracing or similar bracing
which Is a part of the budding design andwhich must be considered by the budding dsbgnner. Bracing
is for lateral
TC. Dead 7.0 psi
BC Live 0.0
DurFac - Pit: 1.25 -
ac9
O.C.Spacing: 24.0"
p
(407) 321-0064 Fax (407) 321-3913
TO M AS PONCE P.E.
show" support of truss members only to reduce buckling length provisions must be
made to anchor lateral bracing at ends and specified locations determined by the budding designer.
Additional bracing of the overall structure may be required. (See NIB-91 of n1f).
psf
BC Dead 10.0 f
(�
Design Criteria: TPI
LICENSE 0050068
rrruss Plate institute. TPI. Is located at 583 D'Onoftio Drive. Madison, Wisconsin 53719).
Code Desc:
1090 CPZENMWGK Ct.OVIEOO.M327"
TOTAL 33.0 psf
IVA 0_
Design: Martz Analysit 108 PATH: C:ITE&1AKU0BSICHEK3 HCS: II.28.01
JB: CHESAPEAKE K 3 AC:
WO: CHEK3 WE:
TI:
D
ATY:2
DESIGN INFORMATION
TOP CHORDS: 2x6 SP #2
MULTIPLE LOADS -- This design is the
- = __--==-Joint Locations .... ==.........
This design sfor an individual building
BOT CHORDS: 2x6 SP #2
coaposite result of 111llltiple loads.
1)= 0- 0- 0
6) 33-
9- 2 11)
20- 0- 0-
component and has been based onlnfonnation
WEBS: 2x4 SP #3
All COMPRESSION Chords are asstmfed to be
2) 6- 2-14
7) 40-
0- 0 12)
11- 7-11
provided bythe client *r The atseyt"n
o any responsibility result
2x4 SP #2 4,6
continuouslybraced unless toted otherwise.
3) 11- 4- 0
8) 40-
0- 0 13)
6- 2-14
lanky or incorrect Infrrmatkm, specifications
Wind Case- ASSCB 7-98, NKFRS/C&C, V-125 h,
�
4) 20- 0- 0
9) 33-
9- 2 14)
0- 0- 0
and/or designs furnished to the truss designer
PROVIDE UPLIFT CONNECTION PER SGiOEDULE:
h - 15.0 ft, I - 1.00, Exp.Cat.-B, Rzt - 1.0
5) 28- 8- 0
10) 28-
4- 5
by the client and the cursedness oraccuracy
Support 1 112#
Bldg Type- L. 58.Oft, W- 40.Oft, Truss
----MAX. REACTIONS PER BEARING LOCATION---=
of this information — it may trial. to a spe-
Support 2 198#
in Win zone, TCDL- 4.2psf, BCDL. 6.0psf
X-Loc Vert
Horiz
Uplift Y-Loc Type
citk project and accepts no responsibility or
MAX LIVE LOAD DEFLECTION:
0- 4- 0 1343
-155
-112 BOT
PIN
cxeretaes to corrtrd with regard. fo fabri a-
tfon.handling. shipment and Installation or
L/999
TC...PORCS...CSI HC...PL)RCE...CSI
39- 8- 0 1344
0
-198 BOT
H-ROLL
trusses. This taus has been designed as an
L--0.35" D--0.37" T--0.71"
1- 2 -3949 0.43 14-13 3535 0.78
individual building component in accordance with
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
2- 3 -3824 0.38 13-12 3584 0.71
ANSI/Ill I-IM5 and NDS-97 to be incorporated
T- 0.42"
3- 4 -4342 0.46 12-11 3484 0.58
as Part of the building design by a Building
MAX HORIZONTAL LIVE LOAD DEFLECTION:
4- 5 -4342 0.46 11-10 3484 0.58
Dcstgner (registered architect or professional
engineed. When reviewed for approval by the
T. 0.21"
5- 6 -3825 0.38 10- 9 3584 0.71
budding designer. the design loadings shcwn
RMB 1
6- 7 -3949 0.43 9- 8 3535 0.78
must be checked to be surf that the data shown
-
are in agreement Ab the local building coda.
localclimatic records for wind or srrow loads.
project specifications or special applied loads.
Unless shown, truss has not been designed for
storage or occupancy bads. The design assumes
compression chords (top or bottoml am conttnu-
ously bread by sheathing unless otherwise
specified. Where bottom chords in tension are
.
not fully braced laterally by. property applied
rigid ailing, they should be braced at a
maximum spacing of 101-O- o.c_ Connector
plates shalt be manufactured from 20 gauge ha
dipped galvanized steel mating ASfM A 653.
Grade 40, unless otherwise shown.
'FABRICATION NOTES
Prior to fabrication. the fabricator shalt review
this drawing to verify that this drawing is in
conformance with the fabricator's plaits and to
realize a contlnumg responsibility for such veri-
fication. Any discrepancies are to be put In
writing before cutting or fabrication..
Plates shall not be installed over knotholes.
knots or distorted gain. Members shad be cut
for tight titling wood to wood bearing. Con-
nector plates shad be located on both faces of
the tress with nags fully imbedded and shall be
sym. about the joint unless otherwise shown. A
5x4 plate is 5" wide x 40 long. A 6xS plate is 6'
wide x 9' long. Slots thoesl nun para)ei to
the plate length specified. Double cuts onweb
members stall meet at the centrold of the webs
unless otherwise shown. Connector plate stzes
are minimum alzea based on the forces shown
and may need to he Increased for certain hand-
lingand/o erection stresses. This truss is not
to be fabricated with fire retardant treated
hunber unless otherwise shown. For additional
hdormatlon on Quality Control refer to
ANSI/TPI 1-1995
PRECAUTIONARY NOTES
Ali bracing and erectionrecommendationsare
to be followed In accordance with -Handling
Installing 3 Bradne. HIB-91. Trusses air to
be handled with particular cafe during banding
and bundling, delivery and Installation to avoid
damage. Temporary and permanent bracing
for holding trusses in a str &kU and plumb pos-
Rion and for restating lateral forces shall be
designed and installed by others. Careful hand.
W% is essential and emotion b acng is always
required. Normal precautionary action for
Ruses tequhts such tanpota+y bradng aid
installation between is- to avoid toppling
and dominoW& The supervision of erectionof
trusses shall be under the control of persons
experienced in the installation of trusses.
professionaladvice shallbe sought if needed.
Concentntbn of construction loads greater
than the design bads shall not be applied to
tresses at any time. No toads other than the
weight of the erectors shad be applied to
tntsses until after all fastening and bracing
is completed.
Ilk11 4-0 174-0 k 11-4-0
1 2 4 It 6 7
6 0000
T
6-2-14
0-6-6
6X8 8X10 6X8
Face = O}8 I-1---.�
O-S-0 _ {
-6.00
3AV
3 00 Face
T
6-2-6
0-fi-6
Tr�
1
0-3-12
11
10-11-11
16-s-10
10-11-11
1344# 8.00"
13 12 11 1
90-64
81
1344k 8.0011
COS1I'I14)
40-0-0
1�0-6�4
TES (12) 2X4
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSLTPI 1-1995
scale = 0.1633
WARNING: READ ALL NOTES ON THIS SHEET.
Eng. Job:
WO: CHEK3
aronda sys-tems
LM
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
Dwg:
Truss ID: D
CONTRACTOR.
BRACING WARNING:
Dsgnr: TLY Chk:
Date: 12-18-01 ,
TC Live 16.0 psi
DurFac - Lbr 1.25
4005 MARONDA WAY
SAN FORD. FL. 32771
Bracing shown an this drawing is not erection bracing, wind bracing, portal tracing or similar bracing
which s a Taut of the building design and which must be considered by the budding designer. Bracing
shovm is for lateral
TC Dead 7.0 psf
Live 0.0
DurFae -Pit: 1.25 _
O.C. Spacing: 24.0"
(407) 321-0064 Fax (407) 321-3913
support of truss members only to reduce buckling length. Provisions must beBC
psr
TOMAS PONCE P.E.
made to anchor lateral bracing at ends and specified locations determined by the building designer.
Additional bracing of the overall structure may be required. (See HIB-9I of T il.
BC Dead 10.0 psi
Design Criteria:
9 a: TPI
LICENSE #0050068
frruss plate Institute. TPI. Is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719).
Cole Desc:
1890 dnEENanoox Cr.CMCV0.P1_327a6
I
TOTAL 33.0 psf
V' . 0 1-
Design: Matrix Analysis
JOB PATH: C:l7FE4,0%U0BSICHEK3
HCS. 11.28,01
JB: CHESAPEAKE K 3 AC:
WO: CHEK3 WE:
TI: E ATY:2
DESIGN INFORMATION
TOP CHORDSt 2x6 SP #2
MULTIPLE LOADS -- This design is the
= _ =-==,joint Locations====
This design Is for anIndNldualbudding
BOT C&DRDS: 2x6 SP #2
composite result of multiple loads.
1)a Oj 0- 0
6) 33- 1- 2 11) 20- 0- 0
component and has been based onWormauon
WEBS: 2x4 SP #3
All COMPRESSION Chords are assumed to be
2) 6-10-14
7) 40- 0- 0 12) 12-11-11
Wwwedbythe client. The eea%-dbciarna
damages u a irsug of
forinformation.
any teor
2x4 SP #2
4,6 continuously braced unless noted otherwise.
3) 12- 8- 0
8) 40- 0- 0 13) 6-10-14
fluky or Incorrect fnfmrmatbn. specifications
incorrect
Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph,
4) 20- 0- 0
9) 33- 1- 2 14) 0- 0- 0
andlor designs furnished to the taw designer
PROME UPLIFT COt1MCMON PER SCHEDULE.- h - 15.0 ft, I - 1.00, Exp.Cat.-B, Rzt - 1.0
5) 27- 4- 0 10) 27- 0- 5
bythe client and the correctness oraccuracy
Support 1 90#
Bldg Type- L- 58.Oft, Wm 40.Oft, Truss
----bill. REACTIONS PER BEARING LOCATION-----
ofthis Information as Itmay relate to a spe-
Support 2 179#
in END zone, TCDL- 4 .2psi, BCDL- 6. Opsf
X-Loc Vert
Horiz Uplift Y-Loc Type
citic prgect and accepts no responsibility or
MAX LIVE LOAD DEPLECTIO€ 1
0- 4- 0 1343
-174 - 90 HOT PIN
exe,ets- no control with regard to fawlca_
tbn.handling- shipment and dilation of
L/999
..TC... FORCE... CSI ..BC...FORCE... CSI
39- 8- 0 1343
0 -179 BOT H-ROLL
trusses. This truss has been designed as an
1--0.32" D--0.33" T--0.65"
1- 2 -4002 0.44 14-13 3591 0.79
individual building coenporentinaccordance with
MAX HDRIZONTAL TOTAL LOAD DEFLECTION: $- 3 -3689 0.37 13-12 3629 0.69
AN51fM1-199'and NDS-9ywbeincorporated
T- 0.42"
3- 4 -3880 0.38 12-11 3343 0.53
as part of the building design by" Budding
MAX HORIZONTAL LIVE LOAD DEFLECTION: 4- 5 -3880 0.38 11-10 3342 0.53
Deslgner (registered architect or professional
engineer{. When reviewed for approval by the
T- 0.20"
5- 6 -3689 0.37 10- 9 3629 0.69
budding designer. the design loadings shown
RMB l
6- 7 -4002 0.44 9- 8 3590 0.79
must be checked to be sure that the data shown
-
arc In agreement with the local budding codes,
local climatic records for wind or snow bads.
project specifications or specialapplied loads.
Unless shown. truss has not been designed for
storage or occupancy loads. The design assurnes
compression chords (top or bolt xnj are continu-
ously braced by sheathing unlessotherwise
specified. where bottom chords in tension are
not fully braced laterally by a property applied
rigid ceding. they should be braced at a
maxtmun spacing of IIY4 r o.e Connector
plates shall be manufactured from 20 gauge hot
dipped galvanised steel meeting ASIM A 653.
Grade 40. unless otherwise shown.
FABRICATIONNOTES
Prior to fabrication. the fabricator shoo review
12-M
14-8"0
12-8-0
this drawing to verify that this drawing is do
with the fabricators to
1
2 4
conformance plans and
realise a continuing responsibility for such vcrt
fkation. Any discrepancies are to be put to
0
6
Q
7
writing before cutting or fabrication.
Plates shall not be installed over knnothoks,
6X8 3X4 6X8
knots or distorted grain. Members sball be cut
for tight (ruing wood to wood bearing. Con.
nett" plates shaft be located on both faces of
the truss with nags fully Imbedded and shall be
T
sym. about the joint unless otherwise shown. A
4X6
5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6"
4X6
wide x 8' long. Slots (holes) run parallel to
the plate length specified. Double Ms on web
6-10-1.4
6-10-6
members shall meet at the centruld of the webs
unless otherwise shown. Connector plate staes
are based on the forces shown
and may need to be increased for certain trend-
0-6 6
8X14 4X6 SX14
0-"0-"minimumsins
Ung and/or erection stresses. This truss is not
3X4
3X4
�.
to be fabricated with the retardant treated
lumber unless otherwise shown. For additional
Information on 9mai:ty Control refer to
5X8
3-0.15
T
5X8
ANSI/M 14995
Face = 0}8 r`---
1 --is{
23� I�
Face = 0.3-12
3.00
PRECAUTIONARY NOTES
ALL bracing and erection recommendations arc
to be followed in accordance with 11andftng
I
12-3-11 144040
12-3-11
installing Q Bracing'. IiB-91. Trusses are to
1
13 1 11 1
9
8
be handled with particular care during banding
and bundling. delivery and installation to avoid
13W 8.00u
damage Temporary and permanent tracing
0-�
13W 8.00"
forstraight and plumb poa-
Itlon and for resisting lateral forces shaft be
designed and installed by others. Careful hand-
COSI( :(4 _) TES (12) 2X4
40-0-0
ling is essential and erection bracing is always
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995
required. Normal precautbrary action for
scale = 0.1633
lestaUaism requiresbetween
antamtuom. Imetween musses to .wd toppitrrg
trussestempto avoid toppling
and dominoktg The supervision or erection of
tmoon shad be uund- the camtrol of persons
�
Maron a S�/Ste�t1S
WARMING: READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
> Job:
Dwg:
WO: CHEK3
Truss ID: E
wTerienced in the installation of trnsaaea.
Professional advicc shall be sought 9 needed.
CONTRACTOR.
Dsgnr: TLY Chic:
Date: 12-18-01 -
Concentntbn of construction loads greater
Ithan the design loads shall not be applied to
BRACING WARNING:
4005 MARONDA WAY
TC Live 16.0
psf
DurFae - Lbr: 1.25
trusses at an time. No loads other than the
weight of tie erectors shall be applied to
SANFORD, FL. 32771
louden wind bra
Bra g ring, portal boring or similar bracing
which ther Mho gdes� end
design
TC Dead 7.0
psi
DurFae - Ptt: 1.25 -
trusses until .11- all fasteningand bracing
g
(407) 321-0064 Fax (407) 321-3913
wan
al part of
lg designer. Bracing
and which must reduce
considered by the - Provildingsions
drown is mar lateral support of trmsa members only to redo« buckling length. Iprovtslons must be g
BC Live o.o
psi
n
O.C. Spacing: 24.0
is ownpleted.
TOMAS PONCE P.E.
made to anchor lateral tracing at ends and specified locations determined by the building destgner.
Additional bracing the
BC Dead 10.0
psi
Design Criteria: TPI
9
or overall structure may be requited. tree NIB-91 of TP11_
LICENSE N0050068
Cr- pate institute. TPI, is located at 583 D•Onofrio Drive. Madison. Wisconsin 53719).
Code Dese:
im ln GREMBROOK Cr.0VIEDO.Ft-32768
a
I TOTAL 33.0
psf
03
Deign: Mmrix Andysis JOB PATH: CrITEE-L0KU08MCHEK3 HCS: 11.28,01
DESIGN INFORMATION
This design Is for an individual building
component and has been based on itiformatbn
provided by the client_ The designer disclaims
any rssponafbffity for damages as a resuk of
faulty or incorrect Informal , spedikatlons
and./or designs furnished to the truss designer,
by the client and the correctness or accuracy
of this Informatione as It may relate to a sp
ckfc prokcl and accepts no respmrsiMhty or
exere(ses no control with regard to fabrica-
tion. handling, shipment and Installation of
trusses.. This tress has been designed as an
individual bu8ding component in accordance with
ANSI/TPI 1-1995 and NDS-97 to be incorporated
aspart of the building design by a Building
Designer (registered architect or prufeasbrad
enngfneeni. when reviewed for approval by the
building designer, the design loadings shown
must be checked to be sure that the data shown
are In agreement with the Joni building codes.
local rJkoatic records. for wind or snow loads,
prgectspecifications or special applied bads.
Unless shown. tress has not been designed for
stooge or occupancy loads. The design assumes
compmasbn chords (top or bottom) are conunu-
ousy braced by sheathing unless otherwise
specified. Where bottom chords in tension are
not fully braced laterally by a properly applied
rigid ceWng, they should be braced at a
maxirmun spacing of I(Y-M o.e. Connector
plates shallbe manufactured from 20 gauge hot
dipped gaMantred steel meeting ASTM A 653.
Grade 40. unless otherwise shown.
FABRICATION NOTES
Prior to fabrication, the fabricator shall review
thisdrawing to verify that this drawing is in
conformance with the fabricator's plans and to
realize a continuing responsib8ky for such veri-
fication. Any discrepancies are to be put m
writing before cutting or fabrfratbn.
Plates shall not be installed Duet knotholes.
knots or distorted gain. Members shag be cut
for light fitting wood to wood bearing. Con-
nedoe plates shall be located on both faces of
the taus with nails fully imbedded and shag be
sym. about thelobnt unless otherwise shown. A
5x4 plate Is 5' wide x 4' king. A 6x8 plate is 6'
wide x 8- king. Skits (h.1-1 run parallel to
the plate length specified. Double cuts m web
members shall meet at the centrold of the webs
unless otherwise shown_ Connector plate sires
are minimum sties based on the forces showsu
and may need to be increased for certain hand.
ling and/or erection seesaw. This tress Is not
to be fabricated with fire retardant treated
lumber unlns otherwise shown. For additional
Information on Quality Control refer to
ANSI/TPI 1.1995
PRECAUTIONARY NOTES
All bracing and erecrion recommendations are
to to followed in aaordance with "Handling
Installing h Bracing`, H16-91. Trusses are to
be handled with particular care during banding
and bundling, delivery and histallatlon to avoid
damage. Temporary and permanent bracing
for holding tresses ion a straight and plumb pos.
Won and for resisting lateral forces shall be
designed and installed by others. Careful hand-
ling Is essential and erection bracing ts always
required.. Normal precautionary action for
misses requires such temporary brdclttg during
installation between trusses to avoid toppling
and dommomg. The supervision of erection of
trusses shall be under the control of persons
expertenml in the Installation of tresses.
Professional advlee shall be sought If needed.
Concentration. of eonstrudbn loads greater
than. the design bads shall not be applied to
trusses at any time. No bads other than the
weight of the erectors shall be applied to
trusses until after all fastening and bracing
Is completed.
JB: CHESAPEAKE K 3
AC:
TOP CHORDS- 2x6
SP
#2
HOT CHORDS: 2x6
SP
#2
WEBS- 2x4
SP
#3
2x4
SP
#2 2,4,6,8
PROVIDE UPLIFT CONNECTION PER SCHEDULE -
Support 1 68#
Support 2 159#
MAX LIVE LOAD DEFLECTIO N-
L/999
L--0.30" D--0.31" T--0.61"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
T- 0.42"
MAX HORIZONTAL LIVE LOAD DEFLECTION-
T- 0.20"
RMB - 1.15
WO: CHEK3 WE:
MULTIPLE LOADS -- This design is the
composite result of multiple loads.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
Wind Case- ASCE 7-98, MRFRS/CrxC, V-125 rill
h - 15.0 ft, I - 1.00, Exp.Cat.-B, Kzt - 1.0
Bldg Type- L. 58.Oft, W. 40.Oft, Truss
in END zone, TCDL- 4.2psf, BCDL- 6.Opsf
..TC... FORCE...CI
1- 2 -4037 0.44 14-13 3627 0.80
2- 3 -3546 0.37 13-12 3657 0.68
3- 4 -3503 0.32 12-11 3196 0.48
4- 5 -3503 0.32 11-10 3195 0.48
5- 6 -3544 0.37 10- 9 3656 0.68
6- 7 -4036 0.44 9- 8 3626 0.80
TI: F
-- --Joint Locations.- -20-- ---""'
-1)--00-0 6) 32- 5- 211)- 0- 0-
2) 7- 6-14 7) 40- 0- 0 3.2) 14- 3-11
3) 14- 0- 0 8) 40- 0- 0 13) 7- 6-14
4) 20- 0- 0 9) 32- 5- 2 14) 0- 0r 0
5) 26- 0- 0 10) 25- 8- 5
----MAX. REACTIONS PER BEARING LOCATION----
X-Loc Vert Horiz Uplift Y-Loc Type
n_ A- n Vnaa _son
0 -159 Bur H-ROLL
14-0-0 kIlk 11-0-0 1440-0
1 2 4 6 7
6 0000
6X8 3X4 6X8
7-6-14
0-6-6
T7�
I
Face = 04 12 12-23000 1
0-S
6.00 1
1 3.00
0-6-6
5X8 T
Face = 0-3-12
i
7-6-6
1
13-7-11
k114-10 11
13-7-11
1
1344# 8.00"
13 '112 11
9
0-6-4
1344# 8.00"
COSL4 TES (12) 2X4
40-0-0
�0-6�-4
I (R(► q�)
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995
scale = 0.1633
WARN IN : READ ALL NOTES ON THIS SHEET.
Eng. Job:
WO: CHEK3
Maronda Systems
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
D`"g:
Tluss ID: F
CONTRACTOR.
Dsgur: TLY Chk:
Date: 12-18-01 -
4005 MARON DA WAY
BRACING WARNING:
TIC Live 16.0 psf
DurFac - Lbc 1.25
SAN FORD, FL. 32771
Bracing -hewn"„ this drawing Is not erection bracing, wind bracing. portal bracing o, similar bracing
which is a part of the building design and which must be considered by the building designer. Bracing
TC Dead 7.0 psf
DurFac -Pit: 1.25 -
(407) 321-0064 Fax (407) 321-3913
shown is for lateral support of truss members only to reduce buckling length. Provisions must be
BC L)ve 0.0 psi
O.C. Spacing: 24.0"
TOMAS PONCE P.E.
made to anchor lateral bnctng at ends and specified locations determined by the building designer.
Additional bracing of the overall swclure may be required. (See HIB_91 of TT�).
BC Dead 10.0 psi
Design
n Criteria: TPI
LICENSE #0050068
f nn Plate trstkute. TPI. Is located at 583 D'Onofrto Drive. Madison. Wisconsin 53719).
,ill
Code Desc:
1890 OREENBROOK MOVIEDOYL32706
TOTAL 33.0 psf
0 0-
Design: Matrix Analysis
JOB PATH: CATU-L0KV08SICAEK3
HCS: 11.28-01
JB: CHESAPEAKE K 3 AC:
WO: CHEK3 WE:
TI: G
QTY:1
DESIGN INFORMATION
TOP CHORDS: 2x6 SP #2
MULTIPLE LOADS -- This design is the
• _ .==Joint Locations.-.-.=_.-'.
il) a0�
This design is for an individual building
HOT CHORDS: 2x6 SP #2
ccuposite result of multiple loads.
Oa 0 5)
31- 7-12
9)
24- 7- 8
and has been t. The designer
iitolaims
by datgneret.itofs
VPSB.S; 2x4 SP #3
All COMPRESSION Chords are assumed to be
2) 8- 4- 4 6)
40- 0- 0
10)
IS- 4- 8
provided ne
anyrdednytbe`uford—
arty for damage snares"nor
2x4 SP #2 2,4,6
continuous) braced unless noted otherwise.
3) 15- 0- 0 7)
40- 0- 0
11)
8- 6- 8
yor incorrect
faulty or ktcwrect Information. specifications
Wind Case- ASCE 7-98, MWPRS C&C, V.125 mph,
/
4) 25- 0- 0 8)
31- 5- 8
12)
0- 0- 0
and/or designs furnished to the truss designer
PROVIDE UPLIFT CONNECTION PER SCHEDULE:
h - 15.0 ft, I . 1.00, Exp.Cat.-B, &zt . 1.0
----MAX. REACTIONS
PER BEARING LOCATION-- =-
bythearentandtheearrectnessoraccuracy
ails mfonnation R to
Support 1 68#
Bldg Type• L. 58.0ft, Nsr 40.Oft, Truss
X-Loc Vert Horiz Uplift Y-Los Type
or as may relate a spe-
ciftc project and accepts no responsib8lq or
Support 2 143#
in END zone, TCDL- 4.2 f, BCDL. 6.
ps Opsf
0- 4- 0 1343 -207
-68
BC7r
PIN
exec s na wire to La
MAX LIVE LOAD DEFLECTION:
L/999
PROVIDE HORIZONTAL CONNECTION PER SCHEDULE
39- 8- 0 1343
0 -143
HOT
H-ROLL
icon" handling shipment and Wtallatiou of
Support 1 207#
busses. This truss has been designed as an
L.-0.28" D=s-0.29" T--0.57"
TC...FORCE...CSI
..BC...FORCE...CSI
+ a"alb„mag`°'"p°"`"tt"'sro„da""amr'
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
1- 2 -4030 0.45
12-11
3623
0.79
ANSI/TPI 1-19%and NDS-97 to be Incorporated
as part of the building design by a Building
T- 0.42"
ORI
MAX HORIZONTAL
HORIZONTAL LIVE LOAD DEFLECTION:
2- 3 - 3449 0.33
11-10
3645
0.66
Designer (registered architect or professional
T. 0
3- 4 -3132 0.57
10- 9
3130
0.56
engineer). when reviewed fee approval by the
4- 5 -3451 0.33
9- 8
3645
0.66
building designer.. the design loadings shown
must be checked to be sure that the data shown
RMB - 1.15
5- 6 -4029 0.45
8- 7
3622
0.79
are in agreement with the local building codes.
lost ebmatc records nor abM or snow bads,
project specifications or special applied loads.
Unless shown. truss has not been designed for
storage or occupancy bads. The design assumes
compression chords (top or bottom) am eontlnu-
otssly braced by sheathing unless otherwise
specified. where bottom chords in tension are
not fully braced 11ten8y by a properly applied
rigid ceding, they should be braced at a
maximum spacing of lar-(y o.c. Connector
plates shall be manufactured from 20 gauge but
dipped galvanized steel meeting ASIM A &-a
Grade 40. unless othetw(se shown.
FABRICATION NOTES
Prior to fabrication. the fabricator shag review
this drawbrg to verify that this drawing isin
cwdannanoe with the fabricators plans and to
irate a continuing responsibility for such vert-
Heatkm- Any discrepancies are to be put in
writing before cutting or fabrication.
plates shall not be Wtalled wet knotholes.
knots or distorted gam. Members shall be cut
Tor tight Wing wood to wood beaMg Con.
nector plate shall be located on both faces of
the tress with nags fully Imbedded and shag be
sym. about the joint unless otherwise shown. A
5x4 plate is 5" wile x 4' long. A 8x8 plate is 6-
wide It 8" long. Slots (hoks) run parallel to
the plate kngih specified. Double cuts on web
members shall meet at the centroid of the webs
unless otherwise shown. Connector plate sties
are minimum sizes based on the forces shown
and may need to be increased for certain hand-
ling and/or erection stresses. This truss Is not
to be fabricated with fire retardant treated
lumber unless otherwise shown. For additional
Information on Quality Control refer to
ANSI/7P1 1-1995
PRECAUTIONARY NOTES
All bracing and erection recommendations ate
to be Wowed In accordance with 'Handling
Installing A Bracing, HrB-9I. Tnrsses ate to
be handled with particular are during. banding
and bwudlmg, delivery and installation to avoid
damage. Temporary and permanent bracing
for holding trusses in a straight and plumb pos-
Rion and for resisting Lateral forces shag be
designed and tm tailed by others. Carefulhand.
ling is essential and erection bracing. is always
required. Normal preautbnaty action for
trusses fegtilres such temporary bracing during
installation between tau""ea to avoid toppling
and dmmmobtg The supervisionof erection of
trusses shag be under the control of persons
experienced In the installation of trusses.
Professional advice shall be sought if winded.
Concentration of construction bads greater
than the design bads shag not be appliedto
trusses at any tame. No bads other than the
weight of the erector shall be applied to
trusses until after all fastening and bracing
is completed.
T
8-0-14
0-16-6
Face
0-8
15-" Ilk 10-0-0 15-0-0 11
1 2 5 6
6 0000
6X8 6X8
JXb
04 R 12-2-03. (06�� I 3.00 Face =
s-o-6
0-6-6
TT�
1
0-3-12
14-8-8 9-3-0 11 14-8-8 71
1 11 8
13448 8.00"
0-6� 1344fl 8.00"
40-0-0 �0-6-4
:1L4> COS)qTES (12) 2X4 lR 4 4)
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1633
MkKNINU: READ ALL NOTES ON THIS SHEET.
Eng. Job:
Maronda Systems
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
Dwg:
Truss ID: G
CONTRACTOR.
BRACING WARNING:
Dsgur: T'LY CU:
Date: 12-18-01 -
4005 MARONDA WAY
TC Live 16.0 psf
DurFac - Lbc 1.25
SANFORD, FL. 32771
g a�,g show„ on this drawing is not erection bracing wind bracing portal bracing or sknIts bracing
which is a part of the building design and which must be conatdered by the building designer. Bracing
TC Dead 7.0 psf
DurFac - Pit: 1.25 -
(407) 321-0064 Fax (407) 321-3913
shown is for Lateral support of truss members only to reduce buckling length. Provisions mast be
BC Live 0.0 Psf
O.C. Spacing: 24.0"
TOMAS PONCE P.E.
made to anchor lateral bracing at ends and specified locations determined by the building designer.
Additional bracing of the overall structure may be requited. (See HIB-91 of TPI).
BC Dead 10.0 PSf
Design Criteria: TPI
LICENSE #0050068
rr a Plate hrstitute" TPI. is located at 583 D'Onofrto Drive. Madison, wisco in 53719).
Cole Desc:
IWO aREENDROOR CT.nVIeoOSI-3276e
.TOTAL 33.0 psf
0 21-
- I—. a,: r, cc-r,va vvaan.r=%J RCS, 11.29.01
DESIGN INFORMATION
This design Is for an Individualbuilding
component and has been based. on Information
provided by the ement. The designer disclaims
jany responsibility for damages as a result of
I faulty or Incorrect lofonnallon, specifications
and/or design furnished to the truss designer
iby the client and the correctness or accuracy
of this Information as it may relate to a spe-
cnle project andaccepts no responsibility or
exerebes no uxntrol wllb regrind te (abutca-
tbn. handling. shipment and Installation of
trusses. Tbis truss has been designed as an
Individual building component In accordance will
ANSf/tP( 1-1995 and NDS-97 to be incorporated
as put of the building design by a Building
Designer (registered architect or professional
engmeed. When reviewed for approval by We
building designer. the design loadings shown
must be checked to be sure that the data shown
are In agreement with the local building codes.
focal. climatic rernnds for wind or snow loads.
project specifications or special applied toads.
Unless shown. truss has not been designed for
storage or occupancy loads. The design assumes
impression chords (top m bottom) are continu-
ously braced by sheathing unless otherwise
sped led. Where bottom chords in tension are
not fully braced laterally by a property applied
dod cemmg, they should be braced at a
! maximum spacing of la-W o.e. Connector
plat" shall be manufactured from 20 gauge hot
dipped V&ant ed steel meeting ASTM A 653.
Grade 40, unless otherwise shown.
FABRICATION NOTES
Prior to fabrication. the fabricator shall review
this drawing to verify that this drawing Is in
:ordomrance with the fabricator's plans and to
i,. realise a continuing responalbgky for such ved-
! Ruction. Any dlscrepsntle are to be put in
j writing. before cutting or fabrication.
.Plates shall cot be installed over knotholes.
(mots or distorted grain. Members shall be cud
;or tight (it" wood to wood bearing. Con-
nector plates shall be located on both faces of
the loos with nits fully Imbedded and shagbe
sym. about the joint unless otherwise shown. A
3x4 plate Is 5- wide x 4' long. A 6x6 plate is 6'
aide x 6' brig. Slots (holes) run parallel to
in plate length specified. Double cuts on web
txmhen stsU meet at the centroW of the webs
mks. otherwise shown. Connector plate sin
see minimum slzrs based on the forces shown
snd may need to be Increased for certain hand-
Ing and/or erection stresses. This tow Is not
o be fabricated with fire retardant treated
.umber unless otherwise shown. For additional
nformation on Quality Control refer to
ANS[/TPI I.1995
PRECAUTIONARY NOTES
VI bracing and erection recommendations are
a be followed In accordance with' Handling
nstallinng & Bracing'. HIB-91. Tt ses are to
m handled with particular care during banding
and bundling delivery and Installation to avoid
lamege. Temporary and permanent bracing
or holding trusses In a straight and plumb pos-
tlon and for resisting lateral fortes alas be
resigned and Installed by others. Careful hard-
. Ing Is essential and erection bracing Is always
equned. Normal precautionary action for
russes requires such temporary bracing duriq
nstamatfon between tosses to avoid toppling
Lod dominoing. The supervision of erection of
susses shall he under the control of persons
urperlenced In the Installation of tosses.
Wessional advice shall be sought If needed.
:oncentmilon of construction bads greater
Ian the design toads sham not be applied to
rues" at any time. No loads other than the
weight of the erecters shall be applied to
cusses until after all fastening and bracing
s completed.
JB: CHESAPEAKE K 3
AC:
TOP CHORDS: 2x4
SP
#2
2x6
SP
#2
BOT CHORDS: 2x6
SP
#2
WEBS: 2x4
SP
#3
2x4
SP
#2
Wind Case- ASCS 7-98, MWFRS/C&C, V-125 mph,
h - 15.0 ft, I - 1.00, Exp.Cat.-B, Rzt - 1.0
Bldg Type-Encl L- 58.Oft, W 20-Oft, Truss
in INT zone, TCDL- 4.2psf, BCDL- 6.Opsf
MAX LIVE LOAD DEFLECTION:
L/999
L--0.06" D--0.06■ T--0.12"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
T- 0.04"
MAX HORIZONTAL LIVE LOAD DSPLECTIONs
T- 0.020
RMB - 1.00
WO: CHEK3 WE:
MULTIPLE LOADS -- This design is the
composite result of multiple loads.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
This 1-PLY Hip Master designed to carry
7e 0" open jacks (no webs) across center
and Hip Jack Truss framed to BC
PROVIDE UPLIFT CONNECTION PER SCHEDULE.
Support 1 73j-
Support 2 73
.TC ... FORCE ... CSI .BC ... FORCE ... CSI
1- 2 -2360 0.50 10- 9 2048 0.55
2- 3 -2294 0.34 9- 8 2049 0.47
3- 4 -2069 0.49 8- 7 2040 0.55
4- 5 -2288 0.35
5- 6 -2352 0.51
TI: H QTY:1
-- _
a ----=Joint Locations===:=__: =1)=a0-0- 0 5) 16- 3- 0 9) 7- 0- 0
2) 3- 9- 0 6) 20- 0- 0 10) 0- 0- 0
3) 7- 0- 0 7) 20- 0- 0
4) 13- 0- 0 8) 12- 8- 8
------------ TOTAL DESIGN LOADS ------------
Uniform PLF From PLF To
TC Vert L+D -46 -0- 9- 5 -46 7- 0- 0
TC Vert L+D -100 7- 0- 0 -100 13- 0- 0
TC Vert L+D -46 13- 0- 0 -46 20- 9- 5
BC Vert L+D -20 0- 0- 0 -20 7- 0- 0
BC Vert L+D -43 7- 0- 0 -43 13- 0- 0
BC Vert L+D -20 13- 0- 0 -20 20- 0- 0
Concentrated LBS Location
BC Vert L+D -429 7- 0- 0
BC Vert L+D -429 13- 0- 0
----MAX. REACTIONS PER BEARING LOCATION-----
X-Lox Vert Horiz Uplift Y-Lice Type
0- 4- 0 1361 -80 -196 BOT PIN
19- 8- 0 1355 0 -196 BOT H-ROLL
7-0-0 6-0-0 11 7-0-0
1 2 5 6
6�.00
5X10
G1:F:]
-600
.... JAa SX6
0-6-6
1
T
1
20-0-0
10 9 8 7
1362# 8.00"
0-9-5 1355# 8.00"
20-0-0 L0-9-5
(RO-8-11) 430# 430# j'(R0 8-11)
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED P ANSI/TPI 1-1995 scale = 0.3109.
(Maronda Systems
4005 MARONDA WAY
SANFORD, FL. 32771
(407) 321-0064 Fax (407) 321-3913
TOMAS PONCE P.E.
LICENSE #0050068
1690 OREENBROOK CT-CMA DO.yL32766
WAKNIMI is READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.
BRACING WARNING:
Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing
which is a part of the building design and which must be considered by the building designer. Bracing
shown is for lateral support of tens me -ben only to reduce bueldmg length. Provisions must be
made to anchor lateral bracing at ends and specified locations determined by the building designer.
Additional bracing of the overall structure maybe required. (See RW-9I of M.
n'russ Plate institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 537191.
Eng. Job:
Dwg:
Dsgur: TLY
Chk:
TC Live
16.0
psf
TC Dead
7.0
psf
BC Live
0.0
psf
BC Dead
10.0
psf
TOTAL
33.0
Psf
Truss ID: H
Date: 12-18-01
DurFac - Pit: 1.25 -
O.C. Spacing: 24.0"
Design Criteria: TPI
Code Desc:
Design: Mairfr Arm/ytif
JOB PATH: CATEE-LOKU011SICHEK3
HCS: 11.28.01
JB: CHESAPEAKE K 3 AC: WO: CHEK3 WE: TI: I ATY:1
DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =_ _==---- Joint Locations ----a---===:ate:
This design is for an bidlvnual budding HOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) �0- 0- 0 5) is- 5- 0 9) 9- 0- 0
component and has been based on infoamation WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 4- 7- 0 6) 20- 0- 0 10) 0- 0- 0
prow by the cent. The de W.—disclaims WEDGES: 2x4 SP #2 continuously braced unless noted otherwise. 3) 9- 0- 0 7) 20- 0- 0
any responsibility for damages as a result of
faulty ormcomectinfarmamn.spec➢lmtdons Wind Case- ASCE 7-98, MWFRS/C&C, V-125 aph, 4) 11- 0- 0 8) 11- 0- 0
and/or des" furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE. h - 3-5.0 ft, I - 1.00, Sdep.Cat.=B, Kzt - 1.0 ----MAX. REACTIONS PER BEARING LOCATION---
, by the client and the rnrtectncu or accuracy Support 1 196# Bldg Type- L- 58.Oft, W- 20.Oft, Truss X-Loe Vert Horiz Uplift Y-Lux Type
of this tnformatbn as it may relate to a spo- Support 2 164# in END zone, TCDL- 4.2psf, BCDL- 6. Opsf 0- 4- 0 695 -107 -196 BOT PIN
eMc project and accepts no responsibility or MAX LIVE LOAD DEFLECTION: 19- 8- 0 659 0 -164 BOT H-ROLL
exercises no control with regard tofabrtn- L/999 :.TC... FORCE ... CSI ..BC ... FORCE ... CSI
trusses, T i,trushipment wtlnsmllad— L--0.04" D=-0.04" T--0.07" 1- 2 -973 0.22 10- 9 826 0.40
tresses. This limas has been designed as an
individual building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 -791 0.17 9- 8 665 0.30
ANSIrM 1-1995 and NDS-97 to be incorporated T. 0. 04" 3- 4 -712 0.13 8- 7 825 0.40
as part of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 4- 5 -787 0.17
Designer (registered architect — protessloral T- 0.02"
engineer). When reviewed for approval by the 5- 6 - 972 0.22
budding designer. the design loadings shown RMB - 1.15
most be checked to be sure that the data shown
are In agreement with the local budding codes.
bear climratic records for wind o snow bads.
prefect specifications or special applied bads.
Unless shown, truss has not been designedfor
storage or occupancy bads. The design assumes
comp—lort chords )top - battoni are crostinu-
omsly braced by sheathing unless otherwise
specified. Where bottom chords In tension are not fully braced laterally by a property applied
raid ceWng, they should be braced at a
maximum spacing of 10'O' a.c. Connector
plates shall be manufactured from 20 gauge hot 9-0-0 2-0-0 9-0-0
dipped. galvanised steel meeting ASIM A 653.
' Grade 40. unless otherwise shown. 1 2 5
FABRICATION NOTES 6.00
Prior to faMication. the fabricator shag review 4X8 4X6
this drawing to verify that this drawing is in
conformance with the fabricators plans and to
realize a cordnuing responsibility for such vert-
(cation. Any discrepancies are to be put In
writing before cutting or fabrication.
Plates slag not be installed over knotholes.
into.. o distorted gran. Members shag be cut
for tight fitting wood to woad bearing. Con- 2X4
nector plates shall. be ban Located on both faof 2X4
the truss with rods fully Imbedded and shag be
sym. about the joint unless otfunwse shown. A 5-1-13
'Sx4 plate is 5" wile x 4- long. A 6x8 plate is 6' S-�
wide x W long. Slots (holesl run parallel t0
the plate Length specified. Double cuts on web
members sha➢meet at the metrold d the webs
unless otherwise shown. Connector plate sizes 0-6-6
are mdnknumr sizes based on the forms shown
and may need to be increasedfor certain hand -
Ong and/or erection stresses. This taus is not _
to be fabricated with fire retardant treated
lumber unless .11— se shown. For additional
kJor—awn on Quality Conhvl refer to 5X6 6X8 3X8 5X6
ANSI/TM 1-1995
PRECAUTIONARY NOTES
All bracing and erection recommendations are
to be followed in accordance with 'Handling
Installing A Bracing'. HtB-91. Trusses are to
be handled with particular are during ten
and bundOng, delivery and installation to amid
damage. Temporary and permanent bracing
for holding tosses In a straight and plumb pos-
Oim and for resisting lateral forces shaH be
designed and histalled by others. Careful hand-
ing is essential and erection bracing is always
required. Normal precautionary action for
lxwmes iequhes shell tm:paary bracing durhlg
imts➢aton between trusses to avoid toppling
and domlong. The supervision of erection of
trusses shall be under the control of persons
experienced in the installation or trusses.
professional advice shall be sought If needed.
Concentration of construction loads greater
than the design Inds shad not be applied to
trusses at b any time. No ads other than the
weight of the erectors shall be applied to
trusses until after all fastening and bracing
is completed.
20—"
10 9 g
696# 8.00"
VV
(Ras-11)� �e 20-"
0
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995
Maronda Systems
4W5 MARONDA WAY
SANFORD, FL. 32771
(407) 321-0064 Fax (407) 321-3913
TOMAS PONCE P.E.
LICENSE #0050068
1890 OREENBROO" CT.OVIEOO.FL32766
Design: Matrix Anatysis
scale = 0.327a5
WAKNING: READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.
BRACING WARNING:
Eng. Job:
Dwg:
Dsgur: TLY Chk:
WO:
Truss ID: I
Date: 12-18-01 .
TC Live 16.0 psf
DurFae - Lbr: 1.25
Bracing shown on this drawing isnot erection bracing, wind bractng. ponat bracing orsimilar bracing
TC Dead 7.0 psr
DUrFae - Pit: 1 .25 -
which is apart of the budding design and witicih must be considered by the building designer. Bracing
shorn is for Lateral support of truss members only to reduce buckling length. Provisoes must be
BC Live 0.0 psr
O.C. Spacing: of i
P g • 24.0u
made to anchor Lateral bracing at ends and specRled Locations; determined by the building designer.
Additional bracing d the overall structure: may be requbed (See HIS-91 d TPO.
BC Dead 10.0 psi
Design Criteria: TPI
fDuss Plate Institute. TPI, b located at 583 D'Ondro Drive. Madison, Wisconsin 537 1%
,,17
Code Desc:
TOTAL 33.0 psr
• j .03 1- 2 - If
JOB PATH: CA7EE-L.0KU0811CHEK3 HCS. 11.23.01
JB: CHESAPEAKE K 3 AC:
WO: CHEK3 WE:
TI: J ATY:3
DESIGN INFORMATION
TOP CBORDSt 2x4 SP #2
MULTIPLE LOADS -- This design is the
====.joint Locations-===...._.___�_
This design is for ano:dwldudbnwung
BOT CHORDS- 2x4 SP #2
composite result of multiple loads.
1)s=0==0- 0 4) 14-11- 0 7) 10- 0- 0
component and has been wed on Edormation
WEBS: 2x4 SP #3
All COMPRESSION Chards are asstmted to be
2) 5- 1- 0 5) 20- 0- 0 8) 0- 0- 0
provided bythe che"t.The da*rdb`rai"s
anyyorinsrouectfor damages aseioutior
WEDGES: 2x4 SP #2
continuously braced unless noted otherwise.
3) 10- 0- 0 6) 20- 0- 0
Gultyoritrcortecthttomtauon.specHkBtfons
Wind Case- ASSCB 7-98 MHFRS C6:C V-125
/ mph,
----MAX. REACTIONS PER BBARIM I.00ATIOU-----
andlordestgrufurnished tothe truss designer
PROVIDE UPLIFT CONNECTION PER SCEDDULE
h = 15.0 ft, I - 1.00, KV.Cat.=B, Kzt . 1.0
S-Loa Vert Soria Uplift Y-Loa
by the went and the correctness or accuracy
Support 1 196#
Bldg Type= L= 58.0ft, W. 20.Oft, Truss
0- 4- 0 695 -118 -196 BOT PIN
of this information as It may relate to a spe-
Support 2 196#
in END zone, TCDL- 4.2psf, BCDL- 6. Opsf
19- 8- 0 695 0 -196 BOT H-ROLL
clffc pt"ed and accepts no responsibility or
MAX LIVE LOAD DEFLECTION t
execelseUon.han handling,
g, ship with aegard ndLittor=brim-
lion. handling, shipment and Irstallaton of
L/999
..TC...FORCE...CSI ..BC...FORCE...CSI
trusses. This truss has been designed as an
L=-0. 04" D=-0.04" T.-0. 07"
1- 2 -963 0.21 8- 7 816 0.47
Individual building component in accordance with
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
2- 3 -754 0.17 7- 6 816 0.47
ANSf/TPI t-IM and NDS-97 to be Incorporated
T- 0. 03"
3- 4 -754 0.17
as pan of the building design by a Building
MAX HORIZONTAL LIVE LOAD DEFLECTION:
4- 5 -963 0.21
Desigta (registered amid a or protessic-1
T= 0.02 °
enowed. When reviewed for approval by the
budding. designer, the design loadings shown
1t14B 1.15
must be checked to be sure that the data shown
an, in agreement with the local building codes,
local wmatic records for wind or snow bads.
project specifications or specialapplied bads.
Unless strovnn. tnss has not been designed for
storage or occupancy toads. The design assumes
compression chords (top or bottom) are contirm,
ously braced by shead9 ft unless otherwise
specified. Where bottom Chords In tension ate
not fully braced laterally by a properly applied
rVd ceding. they should be braced at a
lO-O"O
lO-0-0
-0
maximum spacing of l0'" o- Connector
plates shah be manufactured from 20 gauge hot.
1
2
4
dipped galvanized d shemeeting ASTM A 853.
5
Grade 40. unless otheawlse shown.
6.00 -6 0000
FABRICATION NOTES
Prior to fabrication. the fabricator shag review
this drawing to verify that this drawing is In
conformance with the fabricators plans and to
realize a continuing responsibility for such veri.
ficaton. Any discrepancies are to be put in
writing before cutting or fabrication.
Plates shall not be installed over knotholes.
knots or distorted grain. Members shag be cut
For tight fitting wood to wood bearing. Con
nectar plates shall be located on both faces of
the taus with nails fully Embedded and shall be
sym- about the Joint unless otherwise shown. A
5x4 plate is 5- wide x 4" long. A Baca piste is 6"
wide x 8- long. Slots (bolesl run parallel to
the plate length specified. Doubly Cuts on web
members shill meet at the centroid of the webs
unless otherwise shown. Connector plate skies
arc minimums sires based on the forces shown
and may need to be increased for certain hand.
ing and/or erection stresses. This truss is not
to be fabricated with fire retardant treated
lumber unless otherwise shown. For additional
tmtormation on Quality Control -f- to
ANS)/TPI 1-1995
PRECAUTIONARY NOTES
AB bracing and erection reco mnendatau are
to be followed in accordance with -Handling
Instating & Bracing". HIB-91. Trusses are to
be handledwith particular are during banding
and bundling, delivery and installation to avoid
damage. Temporary and permanent bracing
for holding trusses in a straight andplumb pos-
aion and for msWft lateral forces shall be
designed and installed by others. Careful hand-
ling is essential and erection bracing is always
requlmd. Normal precautionary action for
busses requires such temporary bracing during
installation between trusses to avoid toppling
and dominomg. The supervision of erection of
trusses shall be under the control or persons
experienced in the installation at trusses.
Professional advice shall be sought If needed.
Concentration of construction bads greater
than the design loads shalt not be applied to
trusses at any time. No bads other than the
weight of the erectors shall be applied to
trusses unto after all fastening and bracbg
is completed..
5-7-13
0-6-6
i
1
4X6
Orb 5X6
I 1
20-"
8 7
6
696# 8.00"
696q 8.00'r
0-9-5-5
(Ro-8-11) I 1. 20-"
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995
Maronda Systems) '
4005 MARONDA WAY
SANFORD, FL. 32771
(407) 321-0064 Fax (407) 321-3913
TOMAS PONCE P.E.
1JCENSE #0050068
1890 GREENBaooli CT.0V1rD0.FL327aB
WAKNING: READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.
BRACING WARNING:
Bracing shown onthis drawing is not erection bracing. wind bracing, portal bracing or similar bracing
which is a part of the budding design and which must be considered by the budding designer. Bracing
shown is for lateral support of truss members only to reduce buckling length. Provisions must be
made to anchor lateral bracing at ends and specified bailors determined by the budding designer.
Additional bracing of the overall structure may be required. (See RIB-9I of TP9.
(Truss Plate Institute. TPt. is bated at 583 D'Onofrfo Drive. Madison, Wisconsin 53719).
0-6-6
i
I
1
095
1)
scale scale = 0.3199
Eng. Job:
WO: CHEK3
Dwg:
Truss ID: J
Dsgnr: TLY
Chk:
Date: 12-18-01 .
TC Live
16.0
psf
DurFac - Lbr: 1.25
TC Dead
7.0
psf
DurFae - Pit: 1.25.
BC Live
0.0
psf
O.C. Spacing: 24.0"
BC Dead
10.0
psf
Design Criteria: TPI
Code Desc:
TOTAL
33.0
psf
V:12.03.01- 822d- 1 1
—5.. •"c"•u--y.,ra JUn rAIH: (.:utt-i.UKUU&MCIIE" HCS- 11.28.01
JB: CHESAPEAKE K 3 AC:
WO: CHEK3 WE:
TI: J1 ATY:4
DESIGN INFORMATION
TOP CHORDSt 2x4 SP #2
MULTIPLE LOADS -- This design is the
----joint Locations...=------- ---wit
This design is for an individual budding
BOT CHORDS: 2x4 SP #2
ccagtosite result of multiple loads.
1) 0 0- 0
4) 14-11- 0 7) 10- 0- 0
component and has been based on imformattorl
�dby��ror nL Tim designer
provided
WEBS: 2x4 SP #3
All COMPRESSION Chords are assumed to be
2) 5- 1- 0
5) 19- 5- 8 8) 0- 0- 0
amages as a n�
SIBEGES s 2x4 SP #2
continuously braced unless noted otherwise.
3) 10- 0- 0
63 19- 5- 8
faultymco information.specifications
Wind Case- ASCE 7-98, MWFRS C&C, V-125
--
Veit
and/r designs furnished to the truss designer
PROVIDE UPLIFT CONNECTION PER Sf�JI.E:
h . 15.0 ft, I . 1.00, Exp.Cat..B, RZt art. 0
X-Loll
HorizR uplift Y�Loec TType -
bytheclientandthecorrectnessoraccuracy
Support 1 64#
Bldg Type. L- 58.Oft, W. 19.5ft, Truss
0- 4- 0 684
116 -64 HOT PIN
of this Information as It may relate to a ape-
cmc project and accepts no responsibility or
Support 2 37#
in END Zone, TCDL- 4.2psf, BCDL. 6.0psf
19- 3-12 635
0 -37 BOT H-ROLL
exenc9es ro control with regard to rabrica-
MAX LIVE LOAD DEFLECTION:
L/999
ti m.handhng,shipmentandInstallationor
-.TC... FORCE ... CSI ..BC ... FORCE ... CSI
trusses, This truss has been designed asart
L.-0.03" D.-0.03" T.-0.06"
1- 2 -947 0.22 8- 7 801 0.53
Individual building component in accordance with
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
2- 3 -740 0.17 7- 6 749 0.52
ANSIrM IA9%and NDS-97 to be Incorporated
T. 0.02"
-754
as part of the buildmg design. by a Building
MAX HORIZONTAL LIVE LOAD DEFLECTION:
4- 5 0.18
Designer (registered architector professional
T. 0. O1"
engineer). When reviewed for approval by the
building designer. the design loadings shown
R(!gB 1. l5
must be checked to be sure that the data shown
a
are In agreement with the kcal building erodes,
local climatic records for wind or snow loads.
project specuicatans or special applied bads.
Unless shown. truss has not been designed for
storage or occupancy bads. The design assumes
compres+kn chords (top or bottom) are cmntmu-
masly braced by sheathing unless otherwise
specified. Where bottom chords in tension are
not fully bracedlaterally by a property applied
10-0-0
9-5-8
rigid m9hthey should be braced at a
ng
1
maximum spacing of W-G' o.c. Connector
2
4
5
prates shall be manufactured from 20 gauge hot
dipped galvanized steel meeting ASIM A 653.
-Grade 40. unless otherwise shown.
6
FABRICATION NOTES
Prior to fabrication the fabricator shalt ievlcw
this drawing to verify that this dra" is in
conformance with the fabricators plans and to
realize a continuing responsibility for such veri-
fbatbon. Arty discrepancies are to be put in
writing before cutting or fabrication.
Plates shag not be installed aver knotholes.
knots o, distorted grain. Members shale be cut
nor tight fitting wood to wood hearing Con.
nector plats shad be located an bothfaces of
the truss with nails fully imbedded oral shag be
sym. about the form unless otherwg shown. A
-5x4 plate is 5- wide x 4- Ions. A 6x8 plate Is 6-
wide x W long. Slots (holes) nm parallel to
the plate length specHked. Double cuts on web
members shall mat at the cenUold of the webs
unless otherwise shown. Connector plate sizes
are minimum sizes based on the forces shown
and may need to be Increased for certain. hand-
ling and/or eecUon. stresses. This :ruse is not
to be fabricated with floe retardant treated
lumber unless otherwise shown. For additional
information on Quality Control refer to
ANSI/TPI 1-1995
PRECAUTIONARY NOTES
Alf bracing and erection recommendations are
to be followed in accordance with -Handling
Instating d Bracing'. HIB-91. Trusses arc to
be handled with particular care during banding
and bundling. delivery and Wtallation to avoid
damage. Temporary and permanent bracing
for holding trusses in a straight and plumb pos-
Klwm and for resisting lateral forces shall be
designed and installedby others. Careful hand-
nng is essential and erection bracing Is always
required. Normal precautionary action for
!fusses RWkm such tempo my btadlg diving
IWallatbrr between busses to avow toppling
and dombu*4 The supervision of erection of
trusses shall be under the oomrol of persons
experienced in the tnstallation of trusses.
Professional advice shalt be sought if needed.
Concentration of construction loads greater
than the design loads shall not be applied to
trusses at any time. No bads other than the
weight of the erectors shag be applied to
twines until after allfastening and bracing
is completed.
4X6
2X4 3X4
5-7-13 l
5-6-6
2X4 0 9t 10
7— 5X6 6X8 3X4
1 1
R
19-5-8
8
7
684# 8.00"
0-9-5 �
636q 3.50"
(RO-8
19-5-8
EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSUTPI 1-1995
scale = 0.33k1
WARNING: READ ALL NOTES ON THIS SHEET.
Eng. Job:
WO: CHUT'
Marondd SySteMIS
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
Dwg:
Truss ID: J1
CONTRACTOR.
BRACING WARNING:
Dsgnr: TLY
I
Chic:
Date: 12-18-01 -
TC Live 16.0 psf
DurFac - Lbr: 1.25
4005 MARONDA WAY
SAN FORD, FL. 32771
Bracing sin, on this drawing Is not erection bracing. wind bracing, portal bracing w similar bracing
which is a part of the building design and which most be conskdered by the building designer. Bracing
TC Dead
7.0 psf
DurFae - Pit: 1.25 -
(407) 321-0064 Fax (407) 321-3913
shown B for lateral support of truss members only to reduce buckling length Provisions must be
BC Live
0.0 psf
O.C. Spacing: 24.0"
TOMAS PONCE P.E.
trade to anchor lateral bracing at ends and specified locations determined by the building designer.
Additional bracing of the overall structure may be required. (See HIB-91 of TPq.
BC Dead
10.0 psf
Design Criteria: TPI
LICENSE #0050068
Mum Plate Institute. TPI. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 537 19).
Code Desc:
1690cr:Eett3aooxer.oVleoo.M327ee
TOTAL
33.0 pSf
0 -
— risk. a,.-u as-witu J"IMAJ HCS. 11.28.01
3 AC:
DESIGN INFORMATION
This design Is for an Individual budding
component and has been based m Wormatlon
provided by the client- The designer disclaims
any responsibility for damages as a result of
faulty or Incorrect Information, specifications
and/or design furnished to the taus designer
by the client and the correctness or accuracy
of this WOnmation as it may relate to a spe-
cgfc project and accepts no responsibility or
exercises no control with regard to fabrica-
tionhandling. shipment and Installation of
tresses. Thb truss has been designed as an
individual building component in accordance Witt
ANSI/TPI 1 1995 and NDS-97 to be tncorporst•d
ss partof the budding design by a Building
Designer (registered architect or professional
engincert. When reviewed for approval by the
building designer, the design loadings shown
must be checked to be sure that the data shown
are in agreementwtth the local building codes.
focal elirnatic meo,ds. for wind or snow bads.
project specifications m special applied loads.
Unless sham. truss has not been designed for
storage or occupancy loads. The design assumes
compression chords (top or botiom) are continu-
ously braced by sheathing unless otherwise
specified. Where bottom chords In tensbm are
not fully braced laterally by a I"operiy applied
rigid ceiling. they should be braced at a
maximum spacing of 10'-0" mc. Connector
plates shall be manufactured from 20 gauge hot
dipped. O&ant d steel meeting ASI'M A 653,
Grade 40. unless otherwise shown.
FABRICATION NOTES
Prior to fabrication. the fabricator shall review
this dnwtng to verify that this drawing is in
conformance with the fabricators plans and to
malt- a continuing respomsibgfty for such veri-
i flcation. Any discrepancies am to be put In
wdting before cuUmg or fabrication.
Plates shalt not be installed over knothokv.
knots or distorted grain. Members shall be cut
for tight fitting wood to wood bearing. Coo-
nector plates shag be located m both faces of
the taus with nad4 fully imbedded and shag be
sym. about the Joint unless otherwise shown. A
5x4 plate as 5- wide x 40 long A 6x8 plate is 6'
wile x it long. Slots (hvlesl run parallel to
the plate length specified_ Double cuts on web
members shalt meet. at the centrold of the vets
unless otherwse shown. Connector plate sties
are rra murn a1-s basted on the forces shown
and may need to be increased for certain hand-
. grog and/or erection stresses. This truss is not
to be fabricated with fire retardant treated
lumber unless otherwise shown. For addiucsal
bdormation on Quality Control refer to
ANSI/TPI I-1995
PRECAUTIONARY NOTES
All bracing and erection mcommendations are
to be followed In accordance with "Handling
Instaflfng & Bracing•, HIB-91. Trusses am to
be handled with particular care during banding
and bundling delivery and Irrstaganan to avoid
damage. Temporary and Permanent bracing
for holding trusses in a straight and plumb pos-
Rionand for restating lateral faces shag be
designed and installed by others. Careful hand-
ling is essential and erection bracing is always
required. Normal precautionary action for
crosses rcqutm such temporary bracing during
Installation between trusses to avoid toppling
and danbnobng. The sup --ion of erection of
tresses shag be under the oontmt of persons
experienced in the installation of trusses.
Professional advice stag be sought if needed.
Concentration of construction loads greater
than the design loads shag not be applied to
trusses at any time. No bads other than the
weight of the erectors shag be applied to
trusses until after all fastening and bracing
is completed-
TOP CHORDS: 2x4
SP #2
HOT CHORDS: 2x4
SP #2
WEBS: 2x4
SP #3
SLIDERS% 2x4
SP #2
BEAR. BLK: 2x4
SP #3
PROVIDE UPLIFT CONNECTION PER SCHEDULE:
Support 1 147#
Support 2 212#
MAX LIVE LOAD DEFLECTION:
L/999
L--0.07" D--0.07" T--0.15"
MAX HORIZONTAL TOTAL LOAD DEFLBCTIONt
T- 0.06"
MAX HORIZONTAL LIVE LOAD DEFLECTION:
T- 0.03"
RMB - 1.15
4-3-13
"-6
4
I
6 0000
CHEK3 WE:
Analysis basted on Simplified Analog Model.
MULTIPLE LOADS -- This design is the
composite result of multiple loads.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph,
h - 15.0 ft, I - 1.00, RV.Cat.-B, Xzt ar 1.0
Bldg Type- L- 58.Oft, Waa 19.5ft, Truss
in END zone, TCDL- 4.2psf, BCDL- 6.Opsf
4X8
2X4
3.00 I
0
1
6-11-12 11
9
685# 8.00"
0-9-5-5
(RO-8-11) I
19-5-8
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995
WARNING: READ ALL NOTES ON THIS SHEET.
Maronda SySteMS
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.
MAR
4005 MARONDA WAY
BRACING WARNING:
Sr FL. 32771
cing
Brashown on this drawing is not erecum bracing' wind lacing• portal bracing m sIma- bracing
which is a part of the building design and which most be considered by the building desilMer.
(407) 321-0064 Fax (407) 321-3913
Bracing
shown is for lateral support of truss members only to reduce buckling length Provision must be
TOMAS PONCE P.E.
made to anchor lateral bracing at ends and specified locations determined by the building designer.
Addtttortal bmchrg of the overall structure may be required. (See HIB-91
LICENSE //0050068
scrosi.
fltvss Plate Institute. M. Is bated at 583 D'Onofrb Drive, Madison. Wisconsin 537191.
IWO GREENBROOH Cr.0VIEDOXI-32766
Design: Matrix Anaiysu
JOB PAIN: C:17EE-LOKUOBSICHEK3
Ti: J3 ATYA
- --Joint Locations----=-----.---
-1)--0--0--0 4) 13- 4-12 7) 13- 6-10
2) 3- 8- 0 5) 19- 5- 8 8) 7- 7-12
3) 7- 4- 0 6) 19- 5- 8 9) 0- 0- 0
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type--
19- 8- 4 645 0 -212 TOP R-ROLL
0- 4- 0 685 76 -147 HOT PIN
TC... FORCE ... CSI .BC ... FORCE ... CSI
1- 2 -1753 0.27 9- 8 1553 0.34
2- 3 -1578 0.28 8- 7 1454 0.37
3- 4 -1383 0.34 7- 6 113 0.15
4- 5 -1383 0.34
3X6
cvo
0-38
-12
645# 1.50"
0-38
scale = 0.3264
Eng. Job:
Dwg-
Truss ID: J3
Dsgnr: TLY
C► k:
Date: 12-18-01
TC Live
16.0 psf
DurFac - Lbr: 1.25
TC Dead
7.0 psf
DurFac - Pit: 1.25
BC Live
0.0 psf
O.C. Spacing: 24.011
BC Dead
10.0 psi
Design Criteria: TPI
Code Desc:
TOTAL
33.0 Psf
V- 2 0 - $ 2 -
HCS: 11.28.01
JB: CHESAPEAKE K 3 AC: WO: CHEK3 WE: TI: K QTY:3
DESIGN INFORMATION TOP CHORDS; 2x4 SP #2 (1: Plate(s) OFFSET from joint center. The = ===Joint Locations----
ra
This design 1. f—an tnalw�al building BOT CHORDS: 2x4 SP #2 Joint Detail Report must be included 1)==Oa 0 0 61 20- 8- 0 11) 8- 0- 0
component and has been based on information WEBS: 2x4 SP #3
with any submittal, inspection, and/or 2) 4- 1- 0 7) 20- 8- 0 12) 4- 1- 0
provided bythe client, nreamlgneraiselabus WEDGES: 2x4 SP #2 fabrication documentation. 3) 8- 0- 0 8) 16-11- 0 13) 0- 0- 0
any yorincmwctinfodamages ion.si result All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This deal is the 4 13- 4- 0 9) 13- 4- 0
lanky or Incorrect Infortratlon. spectncations design ) _
and/ordesigisfumishedtothelnasdesigner continuously braced unless noted otherwise. composite result of multiple loads. 5) 16-11- 0 10) 11- 4- 0
by the client and the correctness or accuracy Wind Case- ASCS 7-98, MWFRS/C&C, V-125 mph, ----MAX. REACTIONS PER BEARIM LOCATION-----
ofthis Information as It may relate to a spe- PROVIDE UPLIFT CONNECTION PER SCHEDULE: h = 15.0 ft, I = 1.00, Exp. Cat.=B, Rzt = 1.0 X-Loc Vert Horiz Uplift Y-Loa Type
cdic erches tand accepianegardtof responsibility .- support 1 104# BldgL= 58.Oft, W. 20.7ft, Truss 0- 4- 0 233 146 -104 BOT PIN
exercises na control accepts
regard to fabnca-Type-
tin. handling shipment and iristauatlon of Support 2 606# in END zone, TC DL= 4.2psf, BC DL= 6.Opsf 11- 6- 4 1266 0 -606 BOT R-ROLL
trusses. This truss has been designed as an MAX LIVE LOAD DEFLECTION:
individual building component in accordance with L/999 ..TC... FORCE... CSI ..BC... FORCE... CSI
ANSI/TPII-19%and NDS-97 to betncorpaated L=-0.07" D=-0.07" T=-0.14'r 1- Z -834 0.12 13-12 1280 0.30
as pan' of the building design by a Building MAX HORIZONTAL. TOTAL LOAD DEFLECTION t 2- 3 - 671 0.10 12-11 1278 0. 25
Designer (registered architect- professional T= O. 08
engineer}. Whenmvlewedforapprovalbythe 3- 4 -1862 0.44 11-10 1528 0.26
building designer, the design loadings shown MAX HORIZONTAL LIVE LOAD DEFLEMON: 4- 5 -720 0.29 10- 9 960 0.30
must be checked to be sure that the data shown Ta 0.10°
5- 6 -320 0.26 9- 8 367 0.18
are in agreement with the local budding codes. 8- 7 361 0.20
local ciivatic records (a wind or srrow loads. RMB = 1.15
piled specifications or special applied load~.
Unless shown. teas has not been designed for
storage or occupancy bads. The design assumes
compression chords (top or botfam) are conttnu- 13-4-0 74-0
ously braced by sheathing unless otherwise
specified. Where bottom chords in tension are 1 2 3 5 6 not fully braced laterally by a properly applied
rigid ceding, they should be braced at a
maximum spacing. of i0'-0" o- Connector 6.00 —6 00
plates shall be manufactured from 20 gauge hot
dipped gahanized steel meeting ASTM A 653, 5X6
Grade 40, unless otherwise shown.
FABRICATION NOTES
Prior to fabrication. the fabricator shall review
this drawing to verily that this drawing is in >3X4
conformance with the fabricators plans and to
realize a continuing responsibility for such ven-
Bcatlon. Any discrepancies are to be put In 3X4 4-2-6
wrung before cutting or fabrication.
Nato shag not be installed over knotholes. 0-(
knots or distorted grain. Members slam be cut
for tight fitting wood to wood bearing. con- 7-3-13
nectm plates shalt be located on bothfaces of
the truss with nags fully imbedded and shall be 3X4
sym. about the Joint unless otherwise shown. A
5x4 plate is 5" wide x V long. A6x8 plate is 6' [6X81 2X4 5X6
wde x 6" long. Slots (holes) ruoparallel to
the plate length specified. Double cols on web
members shall meet at the centrold of the webs 0-"unless otherwise shown- Connector plate star 3-0-0
are my urnnee Increased
based the forces shown
and may need to be easese a for certain hand-
ling and/or.mew. stresses. This truss 1s not
to be fabricated with fire retardant treated
lumber unless otherwise shown For additional 5X6 2X4 SXS 3-0-0
information. on Q..ky Control refer to 3-4-8
ANSI/TN 1-1995 r .
PRECAUTIONARY NOTES
All bracing and erection recommendations arc
to be followed in accordance with -Handling
Installing A Bracing'. HUB-91. Trusses are to
be handled with particular care during banding
and bundling. delivery and Installation to avoid
damage. Tanpotary and permanent bracing
for holding trusses in a straight and plumb pos-
Rion and for resisting lateral form shad be
designed and Installed by others. Careful hand-
ling Is essential and motion bracing Is always
required. Normalprecautionary action for
horses requites such temp raq bracing during
insta8aton between trusses to avoid toppling
and domtnobng The supervision of erection of
trusses shag be under the control of persons
experienced In the installation of trusses.
Professional advice shall be sought if needed
Concentration of construction bads greater
than the designloads shalt not be applied to
trusses at any time. No bads other than the
weight of the erectors shall be applied to
tnrssea unttl after all fastening and bracing
k completed.
10.80 I
� n
8-0-0 11 34-0 94-0
13 12 11 1 9 g 7
233# 8.00" 1166# 3.50"
0-9--5�f
(RO —41) I �e 20-8-0
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995
Lmaronda Systems
4005 MARONDA WAY
SANFORD, FL. 32771
(407) 321-0064 Fax (407) 321-3913
TOMAS PONCE P.E.
LICENSE #0050068
WFlKN11N(i: READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.
BRACING WARNING:
Bracing shown on this drawing Is not eredkm bractn& wind bracing portal bracing or sbm&w bracing
which to a pan of the building design and winch must be considered by the building designer. Bracing
shown is for lateral support of truss members only to reduce buckling length. Provistma must be
made to anchor lateral bracing at ends and specfled locations determined by the building designer.
Additional bracing of the overall structure may be required. (See HIB-91 of TNI.
(Truss Plate institute. TN. is located at 583 D'Onatrb Drive. Madison, Wisconsin 53719).
Eng. Job:
Dwg:
Dsgnr: TLY
Chk:
TC Live
16.0
psf
TC Dead
7.0
psf
BC Live
0.0
psf
BC Dead
10.0
psf
CANT: 9-0-0
0-95
(Ras-11)
scale = 0.2671
Truss ID: K
Date: 12-18-0 i
DurFac - Pit: 1.25
O.C. Spacing: 24.0"
Design Criteria: TPI
Code Desc:
TOTAL 33.0
11CS: 11.28.01
JB: CHESAPEAKE K 3 AC:
WO:
WE:
DESIGN INFORMATION
This design Is for an individual building
component and has been based on Information
provided by the clk=L The designer disclaims
any responsibility far damage. — a result of
faulty or Incorrect Information. specifications
and/or design furnished to the truss designer
by the client and thecorrectness or accuracy
of this Information as It may relate to a spe-
cdk project and accepts no responsibility or
exercises no control with regard to fabrka-
tion, handling. shipment and installation of
trusses. This thus has been designed as m
tr d ual budding component in accordance with
ANSI/TPI 1-1995 and NDS-97 to be Incorporated
as part of the building design by a Budding
Designer (registeredarchitector professional
engineer). When reviewed for approval by the
building designer. the design loadings shown
must be checked to be sure that the data shown
am In agreement with the local budding codes.
local cihnatie records for wind or snar bads,
Project specifications or special applied bads.
Unless shown, truss has not been designed for
storage or occupancy bads. The design assume
compression chords (top or bottom) are continu-
ously braced by sheathing unless otherwise
specified. Where bottom chords In tension are
not fully braced laterally by a properly applied
rigid ceding, they should be braced at a
maximum spacing of 10"-O' ox. Connector
plates shad be manufactured from 20 gauge hot
dipped groaned steel meeting ASTM A 653.
Grade 40. unless otherwise shown.
FABRICATION NOTES
Prior to fabrication. the fabricator shad review
this drawing to verify that this drawing Is in
conformance with the fabriator's plans and to
realize a cmntinubng responsibility for such veri-
lication. Any dtacrepanetes ate to be put :n
writing before cutting or fabrication.
Plates shall not be I siaded over knotholes,
knots or distorted gam. Members shall be cut
for tight fitting wood to wood hearing, con-
nector plates shall be bated on both faces of
the truss with nags fully Imbedded and shall be
aym. about the Joint unless otherwise shown. A
Sx4 plate is 5' wide x 4- king. A 6x8 plate is 6'
wide x Ir bug. Slots (holesi run parallel to
the plate length specified. Double cuts on web
members shad meet at the centrold of the webs
unless otherwise shown. Connector plate sizes
are minimum aizes based on the force shown
and may need to be Increased for ceriatn hand-
Img and/or erection stresses. This taus is not
to be fabricated with fire retardant treated
lumber unless otherwise shown. For additional
information on Quality Control refer to
ANSI/TPI 1-1995
PRECAUTIONARY NOTES
All bracing and erection mcornmendatbns are
to be followed in accordance with'Handllng
Installing & Bracing'. HIS-9 1. T7usses are to
be handled with particular are during banding.
and bundling, dell"ry and Installation to avoid
damage. Temporary and permanent bracing
for hokIM9 teases In a straight and plumb
Pa-
abn and for restating lateral forces shall be
designed and Installed by others. Careful hand.
deg is essential and erection bracing Is always
required_ Normal preaunonary action for
trusses tequifes such temparaty braclitg during
Installation between trusses to —old toppling
and do-o-mg. The sun-rvtalon of erection of
trusses shad be tinder the control of persons
upenenced in the installation of trusses.
Proressbnai advice shall be sought If needed.
Concentration of construction bads greater
than the design bads shall not be applied to
trusses at any tine. No Ioads other than the
j weight of the erectors shall be applied to
trusses un1d after all fastening. and bracing
1..
pleted.
TOP CHORDS: 2x4 SP #2
HOT CHORDS: 2x4 SP #2
WEBS: 2x4 SP #3
WEDGES: 2x4 SP #2
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
PROVIDE UPLIFT CONNECTION PER SCHEDULE:
Support 1 95#
Support 2 605#
MAX LIVE LOAD DEFLECTION:
L/538 at JOINT # 7
L--0.20- D- 0.04" T--0.16"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
T- 0.06"
MAX HORIZONTAL LIVE LOAD DEFLECTION-
T- 0.07"
RMB - 1.15
6-3-13
0-6-6
i
[Is Plate(s) OFFSET from joint center. The
Joint Detail Report gust be included
with any submittal, inspection, and/or
fabrication documentation.
MULTIPLE LOADS -- This design is the
composite result of multiple loads.
Wind Case- ASCE 7-98, MNFRS/C&C, V-125 mph,
h - 15.0 ft, I - 1.00, Exp.Cat.-B, Rzt - 1.0
Bldg Type- L- 58.Oft, W- 20.7ft, Truss
in END zone, TCDL- 4.2psf, BCDL= 6.Opsf
TI: K I QTYA
_ - _ ==Joint Loc--== ations------_-*--
-1)0 O-0 5) IS- 4- 0 9) 11- 4- 0
2) 4- 1- 0 6) 20- 8- 0 10) 8- 0- 0
3) 8- 0- 0 7) 20- 8- 0 11) 0- 0- 0
4) 11- 4- 0 8) 15- 4- 0
----MAR. REACTIONS PER BEARING LOCATION--=--
X-Loc Vert Horiz Uplift Y-Loc Type
0- 4- 0 261 120 -95 HOT PIN
11- 6- 4 1265 0 -605 BOT H-ROLL
TC... FORCE ... CST .BC ... FORCE...CSI
1- 2 -950 0.20 11-10 1215 0.38
2- 3 -865 0.20 10- 9 1530 0.30
3- 4 -2004 0.29 9- 8 558 0.27
4- 5 -1718 0.29 8- 7 563 0.35
5- 6 -509 0.41
11-4-0 40-0 5-4-0
1 2 3
6
6 0000
4X6 4X8
I°— 1� --•I
111 110
262# 8.0011
0-9-5
1266# 3.50"
(RO-8-11) I r 20-8-0
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995
Maronda Systems
4005 MARONDA WAY
SANFORD, Ft.. 32771
(407) 321-0064 Fax (407) 321-3913
TOMAS PONCE P.E.
LICENSE #0050068
Design: Ma(rtr Analysis
0-66-6
_L
T
3-0-0
1
3-2-6
CANT: 9-0-0
0-95
1)
scale scale = 0.3015
WAKNING: READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.
BRACING WARNING:
Eng. Job:
Dwg:
Dsgur: TLY
TC Live
Chk:
16.0 psf
WO: CHM
Truss ID: Ki '
Date: 12-18-01 -
DurFac - Lbr. 1.25
Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or stardar bracing
which is a parof the budding design and which must be (.vmndemd by the building desWcr. Bracing
TC Dead
7.0 psf
DurFae - Pit: 1.25 -
shown Is for lateral support of truss members only to reduce buckling length Provisions must be
BC Live
0.0 psi
O.C.Spacing: 24.0"
p
made to anchor lateral bracing at ends and specified locations determined by the building designer.
Additional bracing of the metall structure may be required. (See HIB-91 of Tpll.
BC Dead
10.0 psi
Design Criteria: TPI
g
171' uss Plate Institute, TPI. Is located at 593 D'Orofr o Drwe. Madison. Wisconssin 53719).
Code Dese:
TOTAL
33.0 psf
V' 0 - 8 2 - 1-1
JOB PATH: C.-17W-L0KU0BSICHEK3
HCS. 1LA01
1 DESIGN INFORMATION
This design is for an Individual building
component and bas been based on Inlormaton
provided by the client The designer disdains
any responsibility for damages as a result of
faulty or incorrect tnfannation. spedficationas
.moor designs furnished to the in= designer
by the client and the correctness or accuracy
of this lnfonuabon as A may tebte to a spe-
chle project and. -pis ro responsibility or
ueucbes no control will regud [o falxtca-
[ton, bardgng. abliment atd installation of
tnnaes. This true hasbeen designed as an
Individual budding component in acmiance wiu
ANSI/TP1 1-1995 and. NDS-97 in be incorporated
as part of the building. design by a Building
Designer (registered architect or prof -real
engancerl. When reviewedfor approval by the
building designer. the design kadbigs shown
most be checked to be sure that the data shown.
are in agreahxnt with the local building codes,.
local dinattc cecotda for wind or snow ads,
project project specifications or special applied loads.
Uukss shown. truss has not been designed for
storage or occupancy loads. The design assumes
compression chords (top or bottom) are continu-
ously braced by sheathing unless -h-be
speeRle& Where bottom chords In tension are
rat fully braced laterally by a property applied
r Wd ceding they should be braced at a
maximum spacing of 1U-lr o-c Connector
plates slag be manufactured from 20 gaugehot
dipped galvanized steel meeting AS[M A 653.
Grade 40. unless otherwise shown.
FABRICATION NOTES
Price to fabrication, the l.brlvlor shall review
this drawing to verSy that this drawing is In
ewtutama[noe vrgh the 46rlcatos's plaru and to
iodize a continuing responsibility for such verf-
fkatiom Any discrepancies Does to be. put in
writing before cutting or labrttatlorl.
Plates shalt not be installed over knotholes.
knots or distorted gain. Members Shall be Cut
for tight fitting wood to wood beating. Cm-
neetor plates sb alf be located on both faces of
the truss with nags fully inbedded and shall be
sym about the joint unless otherwise shown. A
Sx4 plate As 5- wide x 4- long. A 6nc6 plate Is 6-
wide x 6' long. Slots (bolest run paraBd to
the plate length specified. Double cuts on web
members shagmeet at the cenuvid of the webs
unless otherwise shown. Connector plate sizes
are rnrnhniun stirs based on the Form shown
and may need to be increased for certain. hand-
ling and/or erection stresses. This truss is not
to be fabricated with floc retaddant treated
lutober unless otherwise shown. For additional
nformatlou on Quality Control refer to
ANSI/M 1-1995
PRECAUTIONARY NOTES
Ail bracing and erection recanmendatbns are
to be followed In accordance with "Handling
installing @. Bracing'. HIB-9t. Trusses are to
be handled with particular ca- during
and bundling. delivery and installation to�avoi
damage- Temporary and permanent bracing
for holding trusses In a sbmgtn and pkunb
Man and !er resbtng lateral forces shall
designed and Installed by others. Careful hand-
ing Is essential and erection bracing is always
requbed. Konnak precautionary action for
tosses teV- such tem"w bootleg th"
installation between muses to avoid toppling
ro and darmin& The supervision of erection of
trusses shag be under the control of persons
experienced to the cast-l'-U n of tnnsaes.
Profesaioral advice slug be sought 9 needed.
Concentration of construction toads greater
than the design bads shag notbe applied to
busses at anytime. No bads other than the
weight of the erectors shag be applied to
hisses until after all fastmng and bracing
Is completed.
JB: CHESAPEAKE K 3 AC:
WO: CHEK3 WE:
TI: K2
QTYA
TOP CHORDSt 2x4 SP #2
11: Plate(s) OFFSET from joint center. The
----Joint Locations ............
al)aa0-a0-
BOT CHORDS: 2x4 SP #2
Joint Detail Report ahst be included
0
6) 20- 8- 0
11)
11- 7- 4
2x8 SP #2 1
with any submittal, inspection, and/or
2) 5- 0-12
7) 20- 8- 0
12)
9- 2- 4
WEBS: 2x4 SP #3
fabrication doctmtentation.
3) 9- 4- 0
8) 17- 2- 4
13)
0- 0- 0
WEDGES: 2x4 SP #2
MULTIPLE LOADS -- This design is the
4) 13- 0- 0
9) 12-10- 4
All OO6Sp MSION Chords are assumed to be
composite result of multiple loads.
5) 17- 4- 0 10)
13- 0- 0
continuously braced unless noted otherwise.
This truss is designed to bear on multiple
Wind Case- ASCE 7-98, MKFRS/C&C, V-125 mph,
supports. Interior bearing locations should
be marked on truss. Shim or wedge if
------------ TOTAL DESIGN LOADS ------------
Uniform PLF
h . 15.0 ft, I - 1.00, Exp.Cat.-B, Kzt - 1.0
necessary to achieve full bearing.
TC Vert L+D -46
From
-0- 9- 5
PLF
-46
To
13- 0- 0
Bldg Type-Encl L- 58.Oft, W. 20.7ft, Truss
PROVIDE UPLIFT CONNECTION PER SCEMZ)IILEt
TC Vert L+D -118
13- 0- 0
-118
17- 4- 0
in 3NT zone, TCHL- 4.2pef, BCDL. 6.Opsf
Support 1 323
TC Vert L+D -46
17- 4- 0
-46
21- 5- 5
MAX 9LIVE LOAD DEFLECTION[
Support 2 13
Support 3
BC Vert L+D -20
BC Vert L+D
0- 0- 0
13-
-20
13- 0- 0
L--0.02" D--0.02" T--0.04"
2
-59
0- 0
-59
17- 4- 0
MAX BORIZCNTAL TOTAL LOAD DEFLECTION:
..TC... FORCE ... CSI ..BC...FORCH...CSI
BC Vert L+D -20
Concentrated
17- 4- 0 -20
LES Location
20- 8- 0
T- 0.02"
MAX HORIZONTAL LIVE LOAD DEFLECTION:
1- 2 -806 0.18 13-12 683 0.15
2- 3 -609 0.16 12-11 476 0.21
TC Vert L+D
-120 17-
4- 0
T- 0.01"
3- 4 -51 0.44 11-10 -29 0.16
BC Vert L+D
BC Vert L+D
-1449 11-
-79 17-
7- 4
4- 0
R4B . 1.00
4- 5 -51 0.44 10- 9 -2205 0.27
----MAX. REACTIONS PER BEARIM LOCATION-----
5-6 -795 0.22 9- 8 703 0.33
X-Loc Vert
Horiz Uplift Y-Loc Type
8- 7 693 0.29
0- 4- 0 599
96 -123
BOT
PIN
12-10- 0 2435
0 -191
BOT
H-ROLL
20- 6- 4 530
0 -90
BOT
H-ROLL
1 120#
9-4-0
8-0-0
34-0 11
1 2
4
6
6 00
0
5-3-13
0-6-6
i
SX6 2X4
'113 12
599# 8.00"
0-9-5
(RO-8-11)� t 20-8-0
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995
Cmaronda Systems
4005 MARONDA WAY
SANFORD, FL. 32771
(407) 321-00" Fax (407) 321-3913
TOMAS PONCE P.E.
LICENSE #0050068
1130 OREENBEW" Cr.Ot7EDOXI-32766
Design: Mario Analysis
M
4XR
T
0-6.6
2-2-6
X6
T
2435# 4.00" 530# 3.50"
s0--9-5
A9942-10-0 79# l (RO &11)
er 3 Supports scale = 0.301
TWPJK IIN43 READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.
BRACING WARNING:
Bracing shown on this drawing Is not erection bracing. wind bracing. portal bracing or sinnbr losing
which Is a part of the building design and which must be considered by the building designer. Bracing
shown b for lateral support of truss members only to reduce buckling length. Pr-fsbro mum. be
made to anchor lateral bracing at ends and specgkd locations determined by the building destgner.
Addltlonal bracing of the overall structure may be required. (See HIB-9I of TPI).
FI-rlss Plate Irotgute- TPI, Is bated at 383 D'Onoflo Drive, Madison. Wisconsin 537191.
JOB PATH: C.1TU-L0KU0BSICffEK3
Eng. Job:
Dwg:
Dsgur: TLY
Chic:
,
Tn1ss ID: K2
Date: 12-18-01
TC Live
16.0
psf
DurFae - Lbr. 1. $
TC Dead
7.0
psf
DurFae - Pit: 1.25 -
BC Live
0.0
psf
O.C. Spacing: 24.0"
BC Dead
10.0
psf
Design Criteria: TPI
Code Desc:
TOTAL
33.0
ptsf
2 1
HCS: 11.2901
JB: CHESAPEAKE K 3 AC:
WO: CHEK3 WE:
TI: K3 ATY:1
DESIGN INFORMATION
TOP CHORDS: 2x4 SP #2
MULTIPLE LOADS -- This design is the
=____ __= ...==Joint Locations.....___.___ _
Tina design is for an individual budding
BOT CHORDS: 2x4 SP #2
composite result of multiple loads.
1) 0-0- 0 4)
13- 0- 0
canponentand has been basedoninformation
WEBS: 2x4 SP #3
All COMPRESSION Chords are assumed to be
2) 3- 8- 0 5)
13- 0- 0
prwfded by the client. The designer disclaims
any tesponsiltgnyfor damages asaresuuof
2x4 SP #2 3
continuously braced unless noted otherwise.
3) 7- 4- 0 6)
6- 8- 0
faulty " mrorrect Iniotmation. specification
SLIDERSs 2x4 SP #2
End vertical(s) not designed for exposure
----MAX. REACTIONS
PER BSARIM LOCATION -----
and/or designs furnished to the t.,sss designer
to lateral wind pressure.
X-Lac Vert Horiz Uplift Y-Loc Type
by the client and the cwrectnessoraccuracy
PROVIDE UPLIFT CONNECTION PER SCHEDULE:
Wind Case- ASCE 7-98, MKFRS/C&C, V•125 mph,
0- 4- 0 471
104 -121 HOT PIN
of this information as It may relate to a spe-
Support 1 121#
h w 15. 0 ft, I . 1. 00, EXp. Cat..B, 1Czt . 1.0
12-10- 0 422
0 -157 BOT H-ROLL
edict protect and accepts no responsibgHy, or
Support 2 157#
Bldg Type- L. 58.Oft, W. 13.Oft, Truss
tion. hes no control wn t regard to r brtca-
lion.andWg,shtpmenandttutalfationof
MAX LIVE LOAD DEFLECTION:
in END zone, TCDL. 4. 2 sf, BCDL:- 6 .
P Opsf
TC... FORCE ... CSI
..BC...FORCE... CSI
trusses. This truss has been designed as an
L/999
1- 2 1397 0.42
7- 0 -1176 0.16
Individual building component In accordance, with
L.-0.08" De, 0.01" T.-0.07"
2- 3 1114 0.49
0- 6 -1508 0.22
ANSI/M I.1995 and NDS-97 to be incorporated
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
3- 4 0 0.36
6- 5 -917 0.27
as part of the budding design by a Big
T. 0.08"
Designer tregistered arehaect or pofesslonal
engfneed. When reviewed for approval by the
MAX HORIZONTAL LIVE LOAD DEFLECTION:
budding designer, the design loadings shown
T. 0. 09"
must be checked to be sure that the data shown
1.15
are in agreement with the local building codes.
RMB -
local. clinratdc records Corr vdnd or straw bads,
pm)ed specifications or special applied bads.
Unless shown, crass has not been designed for
storage or occupancy bads. The design assumes
compression chords (top or bottom) are cmrtinu-
7-4-0
5-8-0
ously braced by sheathing unless otherwise
specified. Where bottom chords In. tension are
1
2 11
4
raid fully braced laterally by a. property applied
rigid ceWng they shoed be braced at a
6
maxbnum spacing of 10'-0• o.c Connector
plate$ shalt be manufactured frorn 20 gauge hot
dipped galvanized steel meeting ASTM A 653.
4X8
2X4
Grade 40. unless otherwise shown.
rill
FABRICATION NOTES
Ul
Prior to fabrication, the fabricator shall review
this drawing to verify, that this drawing is in
conformance with the fabricator's plans and to
realize a continuing mspmsibWty lor such vert-
liratbn. Any discrepancies are to be put in
writing before cutting or fabrication.
2X4
plates shag not be Installed war knotholes.
knots or distorted gala Members shag be cut
for tight Biting wood to wood tearing. Can-
4-3-13
4-2-6
nector plates shag be located on both fan of
the truss with rails fully imbedded and shag be
sym. about the Jointunless otherwise shown. A
5x4 plate is 5- wide x 4• long. A 6x8 plate is 6'
wide x 8• long. Slots (holes) run parallel to
5X6
the plate length specified. Double cats on web
0-6-6
members shag meet at the eertrold of the webs
unless otherwise shown. Connector plate sizes
are minimum sixes baud on the force shown
and may need to be increased for certain. hand-
3X4
ling and/or erection stresses. This truss Is not
to be fabricated with fire retardant treated
lumber unless otherwise shown. For additional
3X4
5X6
1-6-0
mformulon on Quality Control refer to
3X4
ANSI/TR 1-I995
PRECAUTIONARY NOTES
AR bracing and erection recommendations are
to be followed N accordance with 'Handling
installing @ Bracing', 1f "I. Trusses ate to
be handled with particular care during banding
and bundling. delivery and Installation to avoid
damage. Temporary and permanent bracing
for holding trusses Ina straight and plumb pos-
ition and for resisting lateral forces shag be
designed and installed by others. Careful hand-
ling is essential and erection bracing is akwys
required. Normal precautionary action for
tnisses fequ1im such temporary bracing dining
Inca lction between truss" to avoid toppting
and domuwmbg. The supe-in of erection of
trusses shag be under the control of persons
experienced in the mstailation of trusses.
professional advice shag be sought if needed.
Conrnntratdon of construction bads greater
than the design bads shag not. be applied to
trusses, at any time. No bads other than the
weight of the erectors shag be applied to
trusses until after all fastening and bracing
Is completed.
3.00 1
1 -3.00
0_8
I i
6-0-0
6-0-0
1
7
14
5
471# 8.00"
0-9-5-5�
(RO-8-11) I
13-0-0
423# 4.00'r
EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSLITPI 1-1995
scale = 0.W3
WARNING: READ ALL NOTES ON THIS SHEET.
Eug• Job:
.
LM mods Systems
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
Dwg:
Truss ID: K3 -
CONTRACTOR.
BRACING WARNING:
Dsgur: TLY
Chk:
Date: 12-18-01.
4005 MARONDA WAY
TC Live 16.0 psf
DurFae - Lbc 1.25
SANFORD, FL. 32771
Bracing shown on this drawing is not erection bracing, wind bracing. portal brasimilar bracing c
which is a part of the budding deign and which must be considered the klft des
must
TC Dead
BC Live
7.0 psi
DurFac - Pit: 1.25-
O.C. Spacing: 24.0"
(407) 321-0064 Fax (407) 32 t-3913
shown is for lateral support of truss members only to reduce buckling length tonsbe
0.0 per
TOMAS PONCE P.E.
made to anchor lateral bracing at ends and specified locations determined by the budding designer.
Additional bracing of the overall structure may be required. (See HIB-91 of TPI).
d
BC Dead
.
10o f
ps
Design Criteria: TPI
LICENSE #0050068
rrinss Plate institute. TPI, is located at 583 D'Onofrfo Drive, Madison, Wisconsin 53719).
,,t
Code DesC:
1e90crtEENBRoatcr-ov7eo0.Ft-327e6
I
TOTAL
33.0 psf
V:12.03MI- 8230- 1,
uerrgIL Mafru Armtysu JOB PAIN. CALM-LOKUORMCHEK3 HCS, 11.28.01
JB: CHESAPEAKE K 3 AC:
WO: CHEK3 WE:
TI: K5
ATYA
DESIGN INFORMATION
TOP CHORDSt 2x4 SP #2
2X4 TRANSVERSE BRACING nailed flat to edge
==_ ========p==== oint Locations=___===_
This dotgnisfor anindtwaualbudding
BOT CHORDS: 2x4 SP #2
of web with 12d nails at 8a o.c. TRANSVERSE
1) 0- 0- 0 3)
13- 4- 0
5)
6- 8-=a= fo
component and has bmnbased onmfomwtion
provided by the client. The designer disdain.-
WEBS: 2x4 SP #3
GABLE STUD: 2x4
BRACING to extend for center 80% of length.
2) 6- 8- 0 4)
13- 4- 0
6)
0- 0- 0
any respow1bllily for damages as a result. of
SP #3
SLIDERS' 2x4 SP #2
MOLTIPLE LOADS - - This design is the
- - - -MAR. REACTIONS
PER BEARING LOCATION-- - - -
faulty ormcotrectworuwlta,.specilkatiors
co�osite result of multiple loads.
X-Loc Vert Horiz Uplift Y-Loc Type
and/or designs furnished to the thus designer
All COMPRESSION Chords are assumed to be
0- 4- 0 475
-70 -141
BOT
PIN
by the client and the correctness or accuracy
Wind Case- ASCE 7-98, MKFRS/C&C, V-125 mph,
continuously braced unless noted otherwise.
13- 0- 0 475
0 -141
BOT
H-ROLL
of this Information as It may relate to a spe-
h = 15.0 ft, I = 1.00, EW.Cat.=B, &2t = 1.0
PROVIDE UPLIFT CONNECTION PER SCHEDULE:
ctltcprgoctandaccepcs— responsibuuyor
exercises ro control with regard to fabrics-
Bldg Type- L= 58.Oft, W= 13.3ft, Truss
support 1 141#
S�Po
TC...PORCE...CSI
BC...FORCE...CSI
non. handling, shipment and Installation of
in END zone, TCDL= 4. 2 sf, BCDL= 6. sf
P OP
Support 2 141#
1- 2 1157 0.53
6- 0
-795
0.15
mates. This truss has been designed as an
MAX LIVE LOAD DEFLECTION:
2- 3 1157 0.53
0- 5
-884
0.18
individual building component in accordance with
L/999
''
5- 0
-884
0.18
ANsI/'I'Pt 1-1995 and NDs97 to be incorporated
L=-0.06" D= 0.01" T=-O.OS"
0- 4
-795
0.15
as part of the building design by a Building
MAX HORI
ORI
HORIZONTAL TOTAL LOAD DEFLECTION:
Designer (registered architect or professional
T. O 04-
woneed. When reviewed far approval. by the
building designer. the design loadings shown
MAX HORIZONTAL LIVE LOAD DEFLECTION:
must be checked to be sure that the data shown
T= 0. 05"
are in agreement with the local building codes,
beat cllrrattc records nor wind or snow Ioads,
RMB = 1.15
pre"d specifications or special applied loads.
Unless shown. truss has not beendesigned for
storage or occupancy bads. The design assumes
compression chords (top or bottom) are continu-
ously braced by sheathing unless otherwise
specified. Where bottom chows in tension are
not fully braced laterally by. property applied
rigid ceding, they shouldbe braced at a
6-8-0
6.8-0
maximum spacing. of IO'-0" o.e Connector
1
plates shall be manufactured from 70 gauge hot
3
dipped galvanized steel meeting ASTM A 653.
Grade 40. unless otherwise shown.
Q
FABRICATION NOTES
Prior to fabrtcallon, the fabricator stroll renew
this drawing to verify that this drawing is in
f conformance with the lob icators plans and to
f realize a continuing responsibility for such veri-
fication. Any discrepancies are to i e put in
writing before cutting or fabrication..
Plates shalt not be installed over knotholes.
knots or distorted gram. Members shall be cut
i for tight fitting wood to wood bearing, Con-
nector plates shall be located on bothfaces of
the truss with nags fully Imbedded and shall be
sym. about the Joint unless otherwise shown. A
5x4 plate fs 5- wide x 4- long. A 63x8 plate Is 6'
wide x 6' long. Slots (holes) run parallel to
the plate length specified- Double cuts on web
members sball meet at the centrdd of the webs
unless otherwise shown. Connector plate sizes
are minimum sizes based on the forces shown
and may need to be increased for certain hand.
ling and/or erection stresses. This fuss is not
to be fabricated with the retardant treated
lumber unless otherwise shown. For additional
Information on Quality Control refer to
ANSI/TPI 1-19%
PRECAUTIONARY NOTES
All bracing and erection recommendations are
to be followed in accordance with -Handling
Installing & Bracing% HiB-91. Trusses are to
be handled with particular care during banding
and bundling. delivery and Installation to avoid
damage. Temporary and permanent bracing
for holding trusses In a sbalght and plumb pos-
Itton andf" resisting lateral form shall be
designed and tnsfalkd by others. Careful hand_
ling Is essential and erection bracing is always
required. Normal precautionary action for
trusses requires stuff tempofaty bracing dwtng
installation between trusses to avoid toppling
and dommoing. The supervision of erection of
trusses shag be under the control of persons
experienced in the Installation of trusses.
Professional advice shag be sought B needed.
Concentration f construction bads greater
than the design bads shall not be applied to
trusses at any time. No bads other than the
weigh! of the erectors shall be applied to
trusses until aft" all fastening and bracing
s completed.
4X6
r 3-10-0 3
'- Jl►9
H 1 3 00 3-10-0 ---�{
5X6
0-8-0
as-0
6-0 0 6-0-0
6 4
476# 8.00" 4761f 8.00"
0-9-�5,,-� 13-4-0 0-9-5-5
GAA*85 11 PLA (16) 2X4
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs a 2-0-0 o.c. scale = 0.4501
Maronda Systems
WAKPIUYV: READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.
BRACING WARNING:
4005 MARONDA WAY
SANFORD, FL. 32771
Bracing shown on this drawing Is not etectkm bracing, wind bracing. portal bracing or similar bracing
which is a part of the building design and which mustbe considered by the budding designer. Bracing
(407) 321-0064 Fax (407) 321-3913
shown Isfor lateral support of truss members only to reduce buckling length. Provisions must be
TOMAS PONCE P.E.
made to anchor lateral bracing. at ends andspecfed locations determined by the building designer.
Additional bracing of the overall stricture may be requited. (See HIB-91 of TP11.
LICENSE #0050068
frruss Plate institute. M. Is located at W3 D•Onofrto Drive. Madison. Wisconsin 5371s1.
1090 GREENBftOOK Cr.MEMPL-32766
Design: Mgrix Analysis JOB PATH: C17W-LOWOBSICHEK3
Eng. Job:
Dwg:
Dsgnr: TLY
Chk:
WO: CHEK3
Truss ID: K5
Date: 12-18-01 ,
TC Live
16.0
psf
DurFac - UOr. 1.25
TC Dead
7.0
psf
DurFac - Pit: 1.25 -
BC Live
0.0
psf
O.C. Spacing: 24.0"
BC Dead
10.0
psf
Design Criteria: TPI
Code Desc:
TOTAL
33.0
psf
.12 - 83 - 11
HCS: 11.28.01
DESIGN INFORMATION
This design Is for an Individual building
component and has been based an information
prowled by the client. The designer dUcI.ms
any responsOdlnr for damages as a multof
faulty or incorrect Itfwmatfon, specifications
and/or designs fur alished to the truss desApw
by the client and the correctness or accuracy
of this Information as R, may relate to a spe-
zdk ptgect and accepts no nspomstlogity or
orerrsses rw control wah. rgard to isbdta-
tim handling, shipment and tastallation of
tasses. Tbls truss has been designed asan
individual building component W accordance will
ANSIfM 1-1995 and MDS-97 to be incorporated
as part at the building design by a Building
Designer freglivtered ahehaect or professional
engireed. VKhcn reviewed for approval by the
building designer the design loadings shown
must be checked to be sure that the data show"
are in agreement with the bat building codes.
bat dlnstic reearda [or wind or snow lads,
prcpdspeegiatios ar special applied loads.
Unless shown. truss has not been desigrxd for
storage or occupancy bads. The design assumes
compression chords (top or bottoml arc contlnu-
ausly braced by sheathing unless. otherwise
specified, Whore bottom n b . ,cis 1, taaskm era
not fully braced laterally by a properly applied
dgldceding. they should be braced at a
maximum spacing of 1(r-Cr o.c. Connector
plates shall be manufactured (tam 20 gauge hot
dipped galvanized steel meeting AS"A A 653.
j Grade 40. unless otherwise shown.
FABRICATION NOTES
Prior to fabnatfm the fabricator shag review
this drawing to verily that this drawing is in,
conformance with the fabricator's plans and to
raga a continuing responsibility for such verl-
liatfon. Any discrepancies are to be put In
writing before cutting or fabrication.
plates shag not be installed over Imotlwb.
knots or distorted gain. Members shag be cut
for tight fitting wood to wood baring, Con-
nector plates shag be loafed on both faces of
the truss with naffs fully imbedded and shag be
sym. abort the joint unless otherwise shown. A
5x4 plate is 5' wtde x 4' long. A 6x8 plate is 6'
wfle x 8' long Sits lholes) run parallel to
the plate length specified. Double cuts on web
members shall meet at the centrold of the webs
unless otherwise showa. Connector plate sme,
ate minimum sizes based on the forces shown
and may need to be in --sad fin certain hand-
ling and/or erection stresses. This truss is not
to be fabricated with fire retardant treated
bmuber unless otherwise shown. For additional
information on Quality Control refer to,
ANSI/TPI 1-1995
PRECAUTIONARY NOTES
hit bracing and erection recommendations are
to be followed In accordance with -Handling
Installing & Bracbtg", tifB-9l. Trusses are to
3c handled with particular earn during banding
sad bundgn& delivery and nstab tion to avoid
damage. Temporary and permanent bracing
for holding trusses in a straight and plumb pos.
alien and for resisting lateral forces shag be
designed and Installed by others. Camf d hand-
Ung is essential and erection bracing is always
rryuned. Normal precautionary action for
ir-- requin 7 such temPOBty bracing during
Installation between trusses to avid toppling
and domain& The supervision of erection of
trusses shag be under the control of persons
nPolenced in the Installation of ttusses-
pr fessioral. advice stag be sought it needed.
=oncentratfam of construction fads greater
&an the design loads shall not be applied to
uusses at any time. No bads other than the
melght of the nectars shag be applied to
;Hanes urea alter erg fastening and bracing
s e�pleted.
JB: CHESAPEAKE K 3 AC: 10# UUPLIFT D.L.
TOP CHORDS: 2x4 SP #2
HOT CHORDS: 2x4 SP #2
WSBSt 2x4 SP #2
2x4 SP #3 1
SLIDERS: 2x4 SP #2
BEAR. BLKt 2x8 SP #2
Analysis based on Simplified Analog Model.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
Wind Case- ASCE 7-98, MWFRS/C&C, V.125 mph,
h . 15.0 ft, I . 1.00, Exp.Cat..B, Kzt . 1.0
Bldg Type-Encl L. 58.Oft, W. 12.6ft, Truss
in INr zone, TCDL. 4.2psf, BCDL. 6.Opsf
MAIL LIVE LOAD DEFLECTION:
L/578 at JOINT # 5
L.-0.25" D. 0.10" T.-0.16"
MAX HDRIZONTAL TOTAL LOAD DEFLECTION:
T. 0.04"
MAX HORIZONTAL LIVE LOAD DEFLHCTI
T. 0.07" 35#
vmn o i nn
WE:
1X4 continuous lateral bracing attached with
2- 10d nails each r where shown.Bracing
MUST be positioned to provide equal unbraced
segments OR 2x4 "T" brace may be nailed flat
to edge of web with 12d nails spaced 8" o.c.
Brace must extend at least 9096 of web length
2x6 Brace required on any web exceeding 141.
MULTIPLE LOADS -- This design is the
composite result of multiple loads.
Shimwedge if necessary to achieve full
bearing -
PROVIDE
UPLIFT CONNECTION PER SCHEDULE:
Support 1 183
Support 2 295"
TC... FORCE ... CSI .BC ... FORCE ... CHI
1- 2 1764 0.58 6- 5 -1899 0.31
2- 3 1839 0.59 5- 4 178 0.30
8711
TI: L QTY:2
g ..-Joint Locations..-=..are=.>a.y=
�1)0- 0 0 3) 12- 6-10 5) 6- 3- 5
2) 6- 3- 5 4) 12- 6-10 6) 0- 0- 0
------------ TOTAL DESIGN LOADS ------------
Uniform PLF Pram PLF To" -
TC Vert L+D -9 -1- 2-15 -9 13- 2-10
BC Vert L+D -10 0- 0- 0 -10 12- 6-10
Concentrated LBS Location
TC Vert Lr+D -35 2- 0- 5
TC Vert L+D -87 5- 7-10
TC Vert L+D -127 9- 2-14
TC Vert L+D -202 12- 0- 1
BC Vert L+D -21 2- 0- 5
BC Vert L+D -53 5- 7-10
BC Vert L+D -64 9- 2-14
BC Vert L+D -40 12- 0- 1
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
V3- 0-10 546 -131 TOP H-ROLL
-1 3 337 124 20 BOT PIN
13-1-14 11
1 2 3
33
0-6-6
1
6X12
2-6-5
1.68 I
0-9-9
0-74
6 5
338# 9.56" 4
1-2-15 547# 2.50"
12-6-10 �041-0
(RI-2-8} 21# 54#64/ q(i (i RO-S-51
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-19 scale = 0.4633 r
LM aronda Systems
4005 MARONDA WAY
SANFORD, FL. 32771
(407) 321-0064 Fax (407) 321-3913
TOMAS PONCE P.E.
LICENSE 4'W50068
1890 GREENBRWK CT MEDO.Fl.32766
Design: Matrix Analysis
WAKNIN4: READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.
BRACING WARNING:
Bracing shown on this drawing Is not ereMtn bracing, wind bractug, portal bracing or smnaar bracing
which is a part of the building designand which must be considered by the building designer. Bracing
shown Is for lateral support of truss members only to reduce buillding length. Provisions must be
made to anchor latent bracing at ends and specified beatios determined by the building designer.
Additional bracing of the overall structure may be required. (See I116-91 of TPtI-
(Itrass plate Institute. TPI. is located at 583 D'Omofrb Drive. Madison. Wisconsin 537191.
JOB PA771 C.,1TEE-L0KV0SSI.CHEK3
Eng. Job:
DWg:
Dsgnr: TLY
Chk:
W ,
Truss ID: L
Date: 12-18-01 -
TC Live
16.0
psf
DurFac - Lbr: 1.25
TC Dead
7.0
psf
DurFac - Pit: 1.25 -
BC Live
0.0
psf
O.C. Spacing: 24.0"
BC Dead
10.0
psf
Design Criteria: TPI
Code Desc:
TOTAL
33.0
psf
f1CSi 11-28.01
JB: CHESAPEAKE K 3 AC:
WO: CHEK3 WE:
DESIGN INFORMATION
This design is for an Individual building
component and has been based on btforroatbn
provided by the client. The designer disclaims
any responsibility for damages m a result of
faulty or Incorrect 4Jormation, specifications
and/or designs furnished to the truss designer
by the cleat and the correctness or accuracy
of this information as it may relate to a spec
chic project and accepts no, eesponsibhily or
aeenan ro cartrot with regard to fabrin-
tlon. handling. shipment and installation of
trusses. This truss has been designed as am
Individual building component In accordance with
ANSVTPI 1-1995 and NDS-97 to be incorporated
as part of the buWltng. design by a Building
Designer (registered archhect or Professional
ergtriced- When reviewed for approval by the
building designer. the design loadings shown
most be checked to be sure that the data shown
are bi agreement w1hthe loci budding codes.
loaf cilmatle records for wind or snow loads.
project sPmQlotbas or special applied loads.
Unless shown. truss has not been designed for
storage or occupancy loads. The design assumes
compression chords (top or bottorai are contum-
o sly braced by sheathing unless otherwise
specified. When bottom chants in tension ate
not fully braced laterally by a properly applied
rfgld cehmg. they should be braced at a
onadrnua spacing of 19-0' o.e. Connector
plates shag be manufactured from 20 gauge hot
dipped gaMdzed stet meeting ASM A 653,
Grade 40. unless otherwise shown.
FABRICATION NOTES
Prior to fabrication. the Fabricator shall review
this drawing to wtffy that this drawing is In
confanman¢ withthe fabrtatoes plans and to
sullee a continuing responsibility fa such veA-
flation. My discrepancies are to be put bi
writing before dotting or fabrication_
prates shall "d be Installed over Imothetw.
knots or distorted gram. Members shall be curt
for tight Ming wood to wood baring. Con-
nector plats shall be located an both Faros of
the truss with "ails fully imbedded and shag be
sM. about the jobit unless otherwise shown. A
5x4 plate b 5' wide x 4' king. A 6x8 plate b F
wide x 8- ". Sias (holes) run parallel to
the plate length spechkd.. Double cuts on web
mnatins stall men at the cenneld of if. web.
unless otherwise shown. Connector plate sires
are minimum, sizesbased on the forces shown
and may need to be trwased for certain hand-
8ng and/or erection stresses. This buss is not
to be fabricated with fire retardant treated
tumbu umlw otherwise shown. For additional
Information on Quality Control refer to
ANSI/TPI 1-1995
PRECAUTIONARY NOTES
All bracing and —Um reammendtios are
to be followed in accordance with -Handling
Installing & Bracing', H113-91. Trusses are to
be handled with particular care during handbill
and handling, delivery and Installation to avoid
damage Temporaly and permanent bracing
far holding tosses to a straight and plumb Imo'
Rim and for resisting lateral farces shag be
designed and Installed by others. Careful haad-
ttog is essential and erection bracing is always
reached. Normal gar cina wary action for
trusses rwp*c3 such temporary bracing during
Installation 6ebreenn trusses to avoid toppling
and domW:Wng. The supervisionof erection of
trusses shall be under the control of persons
anperfnned in the wrah.mo of musses.
Professional advice stag be sought if needed.
Concentration of construction loads greater
than the design bads shall not be applied to
fusses at any time. No bads other than the
weight of the erectors shall be applied to
trusses until after all fastening and bracing
b completed.
TOP CHORDS: 2x12 SP #2
HOT CHORDS: 2x8 SP #2
WEBS: 2x4 SP #3
2x4 SP #2 2
2-PLY TRUSSI fasten w/3"X 0.120" nails in
staggered pattern per nailing schedule:
TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft
Distribute loads equally to each ply.
This truss has not been designed for ROOF
PONDING. Building designer must provide
adequate drainage to prevent ponding. (0.25
in, ft. min. slope to drain). Truss must be
marked to prevent UPSIDE DOWN erection.
MAX LIVE LOAD DEFLECTION:
L/999
L=-0.10" D.-0.10" Ts-0.20"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
T. 0.05■
MAX HORI YS
Tw, 0.03"
RNB . 1.00
3-0-0
MULTIPLE LOADS -- This design is the
composite result of multiple loads.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
This 2-PLY truss designed to carry
11, 4" span framed to BC one face
Or 9" span framed to TC opposite face
Wind Case- ASCE 7-98, MWFRS/C&C, V-125 a&Ih,
h . 15.0 ft, I . 1.00, Exp.Cat..B, Kzt . 1.0
Bldg Type-Encl Len 58.0ft, W. 8.9ft, Truss
in INT zone, TCDL- 4.2psf, BCDLw 6.Opsf
TC... FORCE ... CSI .BC ... FORCE ... CHI
1- 2 -32 0.02 6- 5 0 0.54
2- 3 0 0.01 5- 4 0 0.48
REQUIRED
J.&V 5X6
T : Li QTY:2
cs=a=-Joint Locations =.==a= ..... n...
sl)0- 0- 0 3) 8-10- 8 5) 6 4-12
2) 6 4-12 4) 8-10- 8 6) 0- 0- 0
------------ TOTAL DESIGN LOADS ------------
Uniform PLP From PLF Td
TC Vert L+D -12 0- 0- 0 -12 8-10--8
BC Vert L+D -182 0- 0- 0 -182 8-10- 8
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Lac Type
0- 1-12 866 0 0 BOT PIN
8- 8-12 866 0 0 DOT H-ROLL
PROVIDE UPLIFT CONNECTION PER SCHEDULE,
SuppoSupporrtt a 468
468
3-0-0
�I
'jj
�Z-4-0
6-6-8
6
866# 3.50"
5
1
4
L
866# 3.50"
8-10-8
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/'I'PI 1-1995
soak = 0.700.0
WARM G: READ ALL NOTES ON THIS SHEET.
Eng. Job:
MarOnda SySteMS
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
DWg:
Truss ID: L1
CONTRACTOR.
Dsgur: TLY
Chk:
Date: 12-18-01 .
4005 MARONDA WAY
BRACING WARNING:
TC Live
16.0 psf
DurFac - Lbr 1.25
SANFORi). Ft- 3A
321
Baehrg alawn an this drawing b not erection bracing, wind bracing• portal bractrng or simile bracing
which b a part of the building mnst be considered by the building designer.
TC Dead
7.0 r
DurFac - Pit: 1.25 -
407 3NFOR 4 Fax 321-3913
( ) ( )
Bracing
shown is for lateral supportonly to reduce buckling length. Provisions must be
BC Live
ox psf
o
O.C. Spacing: 2T4ta.0
TOMAS PONCE P.E.
made to anchor lateral bracing at ends and specified ""`tors determined by the building desnpn,
Additional bating d the ovmll structure may be required. (See H1B-9I ofTM. M.
BC Dead
L0.0 psi
Design Criteria: I r l
LICENSE #0050068
(buss Plate irstltutc, TPL b bated at 583 WOnofno Drive, Madboru. Wisconsin 537191.
1
Code Dese:
1890 GMENBroat Cr.oVIEMY1.33766
TOTAL
33.0 psf
1 _ _
Design: Matrix An*sis
JOB PAIN: CA7EE-LOKUOBSICHEX3
RCS.- 11.28.01
DESIGN INFORMATION
This design is for an individual budding
component and has been based on kdotmatbn
provided by the ched. The designer disclaims
any responsibility nor damages as a resut of
My
or, ft." l Infamatdmt, spec!(dntdons
and/or design furnished to the thus designer
by the chetd and the catatans or accuracy
of this larean atlon as It may relate to a spe-
cUk prtrject and accepts no responsibility or
r�ceraJscs na control with regard to fabrica-
tion. handling. shipment and installation of
trusses. This tens has been designed as an
individual bug" counpor eat in a000rdamx wid
ANS(fM i-t995 and NDS-97 to be Incorporated
as part of tins budding design by a Budding
Designer (registered architect. - prolessfnmt
engneed. When. reviewed tar approval by the
tbnddi 4 ciestgtrerthe design loadings shown
mustbe checked to be sure that the dam sham
an in agreement wth the local budding codm
ba[ cWruuc temotds for wed eA snow dads.
project specifications; w special applied lords.
Unless shown. truss has not been desired for
storage - occupancy leads. The design assumes
rompressbn chords (top or button) are corlmw
ousy traced by shcathing unless otherwise
specified. Where bottom chords in tension am
not fully braced laterally by a papery applied
rigid ceding, they should be braced at a
aiaxkamn spacing of la-(r o.c Connector
plates shad be manufactured hum 20 gauge hot
dippol 0-k-dred steel meeting AS1M A 653.
3rade 40. unless otaxrwise shown.
FABRICATION NOTES
Prior to fabrication, the fabrlator shalt review
this drawing to veffy that this drawing is in
=rfmr anm withthe tebxicatoes plans and to
nnihm a continuing responsibility for such verd-
3atbn. Any discieparWn are to be put in
annng before nutting — fabrication.
Plates shall not be tus alleel over knotholes.
buts or distorted grain. Wmbers sbat be cut
or light lilting wood to wood bearlo;& Car
actor plates shag be bated on both laces of
in truss with rats fully Imbedded and shad be
syn about the joint unless othetvvne shown. A
5x4 plate is 5- wide x. 4- long. A 6x8 plats is 6-
Ade x 8' long. Slots (hmlo# nun panakl to
.he plate length spec". Donrbie cuts ern web
:embers shad meet at the centrold of the webs
:moss othetwse shown, connector plate sizes
ue mWmum sues based am the form s: show
and may need to be increased for certain hand -
mg and/or erection stresses. This tens is emit
.o be fabricated with lire mtandant treated
umber unless dherwEac shown- For additional
normatdon no gustty Control refer to
ANSI/Tl7 I-I995
PRECAUTIONARY NOTES
W bracing and erection tecommendatbns are
o be followed in acoordsnae with -Handling
n-Wing At Bracing' HIS-91. Truss. are to
e handled with particular are dining bending
and bundling. delivery and hsta8auon to avoid
damage. Temporary andpermanent bracing
or holding trusses In a straight and plumb pos-
it— and for resisting lateral lotces shalt be
leslgned and Installed by other. Careful hand-
ing is essential and erection bracing is always
egolred Normal precautionary action for
asses mtpdtet such temporary musing dttarig
tsmBstlon between trusses to avoid toppling
and edaanirmi ng. The supervision of erection or
noses shall be under the control of persons
=pounced in the ksmliatlon of tnusus-
brofessional advice shall be sought if needed.
:oncenuatim of construction bads Beater
ban the design bads stall not be applied to
russet at any time. No loads other than use
velght of the erectors slut be applied to
cusses until at" at fastening and bracing
s completed.
JB: CHESAPEAKE K 3 AC:
WO: CHEK3 WE:
TI: L2 QTY:2
TOP CHORDS: 2x4 SP #2 D
1%4 continuous lateral bracing attached with
=- _==__ ---=-Joint Locations====:=a=====�___
HOT CHORDS: 2x4 SP #2
® 2- 10d nails each member where showa.Bracing
1)0- 0-
0 3) 12- 6-10 5) 6- 3- 5
WEBS: 2x4 SP #3
MST be positioned to provide equal unbraced
2) 6- 3-
5 4) 12- 6-10 6) 0- 0- 0
2x4 SP #2 2
segments OR 2x4 "T" brace may be nailed flat
SLIDERS: 2x4 SP #2
to edge of web with 12d nails spaced 8• o.c-
------------ TOTAL DESIGN LOADS ---------
BEAR. BLR: 2x8 SP #2
Brace must extend at least 90% of web length
Uniform
7--
PLF From PLF TO
Analysis based on Simplified Analog Model.
2x6 Brace required on any web exceeding 141.
TC Vert L+D
-46 -1- 2-15 -46 13- 2-10
All COMPRESSION Chords are assumed to be
MULTIPLE LOADS -- This design is the
BC Vert L+D
-10 0- 0- 0 -10 12- 6-10
continuously braced unless noted otherwise.
composite result of multiple loads.
Concentrated LES Location
Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph,
Shim or wedge if necessary to achieve full
bearing.
TC Vert L+D
-31 1- 4- 4
It - 15.0 ft, I - 1.00, Exp.Cat.-B, 1Czt = 1.0
PROVIDE UPLIFT CONNECTION PER scram 1LE:
TC Vert L+D
TC Vert L+D
-48 3- 9- 1
-70 6- 1-15
Bldg Type-Encl L- 58.Oft, W- 12.6ft, Truss
Support 1 350
TC Vert L+D
-98 B- 6-12
in INT zone, TCDL- 4.2pef, BCDL= 6.0psf
Support 2 $8
TC Vert L+D
-127 10-11-10
MAX LIVE LOAD DEFLECTION:
L/594 at JOINT # 5
BC Vert L+D
-6 1- 4- 4
L--0.25" D--0.01" T--0.25•
.TC...FORCE...CSI ..BC ... FORCE ... CSI
1- 2 -2252 0.53 6- 5 2129 0.52
BC Vert L+D
-19 3- 9- 1
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
2- 3 -2206 0.90 5- 4 167 0.47
BC Vert L+D
BC Vert L+D
-44 6- 1-15
-60 8- 6-3.2
T. 0.06•
MAX HORIZONTAL LIVE LOAD D
T. 0.06•
I
BC Vert L+D
�e
-76 10-11-10
iz BEARINGLOCATION
! 311
t � � 704 � 98#X-� uplift Y-Locc Type--
13 0-10
RMB - 1.00
13 -14
0- 4-13
71 0 -131 TOP H-ROLL
649 128 -165 WTPIN
1
2
3
r 3.33
6X1
2-6-10
2X
4-3-8 — 0-1-0
3X4 T0-6-1 3X8
3X6 1-7-7
4X10 3X4 3X4
1.68 I
i
I 11-6-10
6 5
649# 9.56" 719# 2.50"
1 -014 1$0-8-04 0 L O-
(RI - -6# 19# t 44# 60# 76#
EXCEPT AS SHOWN
PLATES ARE TLZA GA TESTED R ANSI/TPI 1-1945 scale = 0.4633
WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job:
Maro'cidd SweternSjl A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: L2
CONTRACTOR. Dsgtw: TLY Chk: Date: 12-18-01
BRACING WARNING: TC Live 16.0 psf DurFac - ME 1.25
4005 MARONDA WAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing m similar bracing TC Dead 7.o f DurFae - Pit: 1.25
SAN FORD. FL. 32771 which is a part of the budding design and which must be considered by the building designer. Bracing
(407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to
reduce buckling length. Provisions must be BC Live 0.1) psr O.C. Spacing: 24.0"
made to anchor Lateral bracing at ends and specified locations determined by the budding designer. Design Criteria: TPI
TOMAS PONCE P.E. Additional brschng of the overall structure may be require& iSee M8_9l of T M. BC Dead 10.0 psi g
LICENSE #W50068 Mass Plate Institute. TPb. is located at 583 D'Onofrio Drive. Madison. Vitamin 537 19). Cade Desc:
1890cREENIMM"C-r.011WO.M32766 I TOTAL 33.0 psi 1
Design: Mffir& Matysu JOB PATH: CATEE-L0KU08SICHEK3 RCS: 11.28.01
CHESAPEAKE
WO:
DESIGN INFORMATION
This design is for an bdtvidualbudding
component and has been based on information
provided by the client The des*m- dtsdalms
arty responsmHdty f damages as a resuit of
faulty or incorrect trdormatlar. sped icatlorts
and/or designs fwuladzed to the tins deslgo-
by the client andthe correctness or accuracy
of this intonation as n may relate to a spe-
cdk fan#ect and accepts n r spomgadily or
can lso rro wrtrol wRh regard to fabaka-
tiom handUng, shipment and Installation of
trusses. This truss has been designed as an
individual buffing component in accordance with
ANSlinn 1-d995 and NDS-97 to be inawpt rated
as part of the building design by a Building
Designer (reostet ed archnect or profcssit ale
englseed when mtewed for approval by the
building designerthe design Loadings shown
must be checked to be sure that the data shown
are in agreement with the local budding codes.
local climatic records for wand or snow bads.,
pmlect specnicatioms or special applied bads.
Unless shown. truss has not been designed for
storage or occupancy loads. The design assumes
compression chords (top or bottoml are conUnu-
ousdy braced by sheathing unk_s". otherwise
specifed Where bottom chords in. tension are
not fully braced laterally by a. properly applied
rigid calling. they should be braced at a
maximum spacing of I CrAr o.e Connector
plates shall be max uA cloned from 20 gauge hot
dapped galvanhed steel meeting ASTM A 653.
Grade 40. unless otherwise shown.
FABRICATION NOTES
prior to fabrication, the fabricator shag review
this drawing to verily that this drawing is In
conformance with the fabrkatoes plans and to
rvadze A continuing respousdAny for such veil
Ff-Uos. Any discrepancies are to be put tin
writing be6ore cutting or fabrication.
Plates sban not be installed over knotholes.
trots or distorted gain. Members stall be cut
for tight MtkW wood to wood bearing. Com-
ne for plates shad be located on bothfaces of
the tuna with nails fully imbedded and shad be
sym. about the Joint unless otherwise shown. A
5x4 plate is 5- wide x 4' bag A 6x8 plate is 6'
wide x 8' long Slots (hoksl run parallel to
the plate length specified. Double cuts on web
members shall meet at the centrotd of the webs
unless otherwise sh a Connectorplate saves
are mma"amn sizes based on the forces shown.
and may need to be increased for certain hand-
ling and/or erection stresses. This truss is not
to be fabricated with fire retardant treated
lumber unless otherwise shown. For additional
Information on Quality Control mler to
ANSI/TPI 1-1995
PRECAUTIONARY NOTES
Ad bracing and credlon recommemdatioos are.
to be followed to accordance with -Handling
Installing a Bracing'. H16-91. Thmsses are to
be handled with particular care during Ong
and bundling. delivery and installation to avail
damage. Temporary and permanent bracing
for hoklhrg trusses in a straight and plumb pos-
Wou and for resisting Lateral forces shad be
designed and installed by others. Careful hand -
Ling is essential and erection bracing is always
nsprbed. Normal pr—Awraw y actionfor
maws regttbes much temporary btaclBg dtlfing
Installation between trusses to avoid toppling
and dounmoing. The supervision of erection of
trusses shad be under the contrd of pennon
eapaienttd m the hnlallation d trusses.
Prdessbnaf advice shad be sought if needed.
Concentration of construction Lands greater
than the design bads shad not be applied to
trusses at any tune. No bads other than the
wdght of the eredoo shad be applied to
tresses until after all tasix" and bracing
Is completed.
TOP CHORDS: 2x12 SP #2
BOT CHORDS: 2x8 SP #2
WEBS: 2x4 SP #3
2x4 SP #2 2
2-PLY TRUSS( fasten w/3"X 0.120■ nails in
staggered pattern per nailing schedules
TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft
Distribute loads equally to each ply.
This truss has not been designed for ROOF
PONDIM. Building designer must provide
adequate drainage to prevent ponding. (0.25
in./ft. min. slope to drain). Truss must be
marked to prevent UPSIDE DOWN erection.
MAX LIVE LOAD DEFLECTION:
L/634 at JOINT # 3
Lw-0.16" Da-0.17" Tor:-0.32"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
T- 0.08"
MAX HDRIZONT YS
Ta 0.04"
MULTIPLE LOADS -- This design is the
coaposite result of multiple loads.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
This 2-PLY truss designed to carry
19, 4" span framed to BC one face
01 0" span framed to TC opposite face
Wind Case- ASCE 7-98, MWFRS/CrLC, V-125 mph,
h w 15.0 ft, I w 1.00, Zxp.Cat.-B, Kzt = 1.0
Bldg Type-Encl L. 58.0ft, W= 8.9ft, Truss
in INT zone, TCDL- 4.2psf, BCDL= 6.Opsf
..TC... FORCE ... CSI ..BC ... FORCE ... CSI
1- 2 -32 0.02 6- 5 0 0.88
2- 3 0 0.01 5- 4 0 0.75
REQUIRED
TI: L3 QTY:2
__ =w_ =a=
===Joint Locations=========___
1)0- 0 0 3) 8-10- 8 5) 6- 4-12-
2) 6- 4-12 4) 8-10- 8 6) 0- 0- 0
------------ TOTAL DESI(V LOADS -------- ---
Uniform PLF From PLF To
BC Vert L+D -314 0- 0- 0 -314 8-10- a
---- MAX . REACTIONS PER BEARING LOCATION-----
B-Loc Vert Horiz Uplift Y-Loc Type
0- 1-12 1394 0 0 BOT PIN
8- 8-12 1394 0 0 HOT H-ROLL
PROVIDE UPLIFT C0104EC TION PER SCHEDULE,
Support 2 753
RMB - 1.00 8-10 8
1 2 3
I
1
8X10
AV&
anU 5X6
1394# 3.50"
8-10-8
EXCEPT AS SHOWN PLATES ARE TLZO GA TESTED PER ANSLg7I 1-1995
Maronda Systems
4005 MARONDA WAY
SANFORD, FL. 32771
(407) 321-0064 Fax (407) 321-3913
TOMAS PONCE P.E.
LICENSE #0050068
1890 GRFM48ROOK Cr.OVIEDOXT-U769
Design.- Marty An*sis
wi
1
4
139411 3.50"
WAKNIN(i. READ ALL NOTES ON THIS SHEET.
Eng. Lob:
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
Dwg:
CONTRACTOR.
Dsgnr: TLY
I
Chk:
BRACING WARNING:
TC Live
16.0 psf
Bracing showon this drawing is not erechm bracing wind bracing. portal bracing or similar bracing
which is a part of the budding design and which must be considered by the building designer. Bra cing
TC Dead
7.0 psf
shown is for lateral support of truss mernbcrs only to reduce buckling Length. provisions must be
ds
made to anchor lateral bra" at anand speedied locations detenrdned by the building designer.
BC Live
0.0 psf
Additional bracing of the overall structure may be required (See HIB-91 ofTnj
BC Dead
10.0 psf
(Truss Plate institute. TPI. is located at 583 D'Onofrio Drhe. Wf disoo. Wtscoroln 537191.
TOTAL
33.0 psf
JOB PATH: C17£E-LOK11011SICHEKJ
scale = 0.7000
W�i!�i
Truss(H
ID:
EL3
Date: 12-18-01
DurFac - Lbr: 1.25
DurFac - Pit: 1.25
O.C. Spacing: 24.0"
Design Criteria: TPI
Code Desc:
V:12.03.01- 8177- 2
HCS: 11.28.0[
I ' JB: CHESAPEAKE K 3 AC: WO: CHEK3 WE: TI: M ATY:12
DESIGN INFORMATION
This design is for an IndNWual budding
component and has been barred on wormatlan
provided by the client. 71u designer disclaim
any responsibility for damages as a result of
faulty or Incorrect Information, specifications
and/or designs furnished to the truss designer
by the client and the correctness or accuracy
of this tnfonrr[bn as a may relate to a spe-
cific project and accepts no neaponsibWty or
exerefses rw control with regard to fabrf --
tlon, handling. shipment and Installation of
tenses. This truss has been designed as an
indfvldual building component In accordance with
ANSI/TPI 1-1995 and NDS-97 to be incorporated
as part of the building design by a Building
Designer fregisterea architect or professional
engineer{. LVhen reviewed for approval by the
building designer. the design loadings shown
must be checked to be sure that the data shown
are In agreement with the local building codes.
local climatic records for wind or snow loads.
project specifications or special applied bads.
Unless shown. truss has not been designed for
storage or occupancy loads. The design assumes
compression chords (top or botloml are continu.
ousy braced by shesimng unless otherwise
specified. Where bottom chords in tension are
not fully braced laterally by a property applied
rigid "fling, they should be braced at a
maximum spacing of I (Y-0' o.c. Connector
plates shall be manufactured from 20 gauge hot
dipped galvanized steel meeting ASIM A 653.
Grade 40. unless otherwise drown.
FABRICATION NOTES
Prior to fabrknLon. the fabricator shall review
this drawing to verify that this drawing is In
conformance with the fabrfcatofs plans and to
reafhe a cwnttnutng responsibility for such vert-
flcatbn. Any discrepancies are to be put in
writing before cutting or fabrication.
Plates shag not be installed over knodwtes.
tow or distorted grain. Members shall be cut
for tight fitting wood in wood bearing. Con-
nector plates shag be located on both faces of
the truss with rolls fully linbedded and shag be
sym. about the joint unless otherwise shown. A
5x4 plate Is 5- wide x 4- long. A fug plate Is 6-
wide x 9- long. Slots (holes( run parallelto
the plate length specified. Double cuts on web
members shag meet at the cemnAd of the webs
unless otherwise shown. Connector plate sizes
ere mWmumstzes based on the (orces shown
and may need to be increased for certain hand -
WV and/or erection stresses. -nib thus is not
to be fabricated with Are retardant treated
(umber unless otherwise shown. For additional
Information on gmi ty Control refer to
ANSI/TPI 1 • f 995
PRECAUTIONARY NOTES
All bracing and erection reca.mnendatfans are
to be followed in accordance with 'Handling
Installing & Bracing'. HIB-91. Truses are to
be handled with particular care during banding
and bundling. delivery and Installation to avoid
damage. Temporary and pernanent bracing
for holding trusses in a straight and plumb pos-
nion and for resbUng lateral forces shag be
designed and Installed by others. Careful hand-
ling Is essential and erection bracing Is always
required. Normal preoamfonary action for
trusses requires such temporary bracing during
Installation between teusea to avow toppling
and dominomg The supervision of erection of
tnrsses shag be under the control of persons
eVerienced in the installation of trusses.
Professional advice shag be sought if needed.
Concentration of construction loads greater
than the design bads shag not be applied to
trrsses at any time. No loads other than the
weight of the crectom shag be applied to
tenses unlit after all fastening and bracing
is completed.
TOP CHORDS: 2x4 SP #2
BOT CHORDS: 2x4 SP #2
WEBS: 2x4 SP #3
SLIDERS% 2x4 SP #2
BEAR. BLit: 2x4 SP #3
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
PROVIDE UPLIFT C ONNEMON PER SCHEDULE.,
Support 1 119#
Support 2 105#
MAX LIVE LOAD DEFLECTION:
L/999
L=-0.06" D= 0.00" T--0.07"
MAX HORIZONTAL TOTAL LOAD DEFLECTIONS
T= 0.02"
MAX HORIZONTAL LIVE LOAD DEFLECTION:
T= 0.02"
RMB . 1.15
Analysis based on Simplified Analog Model.
CAUTIONIII Bearing block ends must meet
requirements of I/TPI 1-1995, Table
10.2-2 for maxinam reactions and proper
plate placement.
MULTIPLE LOADS -- This design is the
co>rposite result of multiple loads.
Shim or wedge if necessary to achieve full
bearing.
..TC... FORC:E...CSI ..BC ... FORCE ... CSI
1- 2 1195 0.38 6- 5 -1337 0.23
2- 3 -92 0.22 5- 4 -1318 0.29
=Joint Locations ... ==__________
1)= 0 0==0 3) 10- 8- 8 5) 5- 4- 4
2) 5- 4- 4 4) 10- 8- 8 6) 0- 0- 0
----MAX. REACTIONS PER BEARING LOCATICK-----
X-Loc Vert Horiz Uplift Y-Loc Type
10-10-12 357 0 -105 TOP H-ROLL
0- 4- 0 409 122 -119 BOT PIN
Wind Case- ASCS 7-98, MWFRS/C&C, V-125 ugh,
h - 15.0 ft, I - 1.00, Exp.Cat..B, ICzt . 1.0
Bldg Types, L= 58.Oft, W= 10.7ft, Truss
in END zone, TCDL- 4.2psf, BCDL. 6.Opsf
11-0-0
1 2 3
4.00
6X
2-6-5
3X
4-3-11 0-1-8
3X4 T0-6-63X6
_ = 2X4 1-8-1
3X4
5X8 3X4
2.00 I
0-8-0Fil-
10-0-8
6 5 4
410# 8.00'
1-1-2 358k 2.50"
�
I0-8-8
(R1-0-10) (RO-2-15)
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4M
WARNIN4: READ ALL NOTES ON THIS SHEET.
Eng. Job:
WO: CHEK3
Marondd Svstems
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
Dwg:
Truss ID: M
CONTRACTOR.
BRACING WARNING:
Dsgnr: TLY Cnl(::
Date: 12-18-01
4005 MARONDA WAY
TC Live 16.0 psf
DurFac - Lbr: 1.25
SANFORD, FL. 32771
321-0064
Bracing shown on lids drawing m not erection bracing. wind bracing. portal bractng or shniiar bracing
which is a part of the building design and which must be considered by the building designer. Bracing
shown le for lateral truss
TC Dead 7.0 psf
BC Live 0.0
DurFac - Pit: 1.25 -
meg
O.C. Spacing: 24.0"
p
(407) Fax (407) 321-3913
TOMAS PONCE P.E.
support of buckling
members only to reduce length. Provisions must
mark to anchor lateral bracing at ends and specified locations detemmined by the building designer.
Additional bracing or the overall structure may be required. (See HIB-9I of TPII.
psi
BC Dead 10.0 psf
Design Criteria: TPI
9
LICENSE #0050068
(Truss Plate Institute. TPI. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 537191.
Code Desc:
1890 GReENemoog MOVIEDo.tT_327e6
TOTAL 33.0 1%•f
V-12.03.01- 8420-10
verrgn: wart% nnotysts !US FA7H: CATEE-LOKUOBSICHEK3 HCS: 11.2101
I I JB: CHESAPEAKE K 3 AC: WO: CHEK3 WE: Ti: N ATY:2
DESIGN INFORMATION
This design Is fete an Individual building
component and has been based on Information
provided by the client- The designer disclaims
any responsibility far damages as a result of
faulty or Incorrect Information. specifications
and/or designs furnished to the truss designer
by the client and the correctness or accuracy
of this inl«matan as a may relate to a spe-
egic project and accepts no responsibility or
merenes no control with regard to fabrics -
tan. handling, shipment and btstauatton of
trusses. This truss has been designed as an
mdtMual building component Inaccordance with
ANSI/Tel 1-1995 and NDS-97 to be incorporated
as part of the buMtng design by a Building
Designer (registered architect or professional
englneed, When reviewed for approval by the
building designer, the design loadings shown
must be checked to be sure that the data shown
ant In agreement with the beat building codes.
local climatic records for wind or snow bads,
project speclfleatfons o special applied bads.
Unless shown, truss has not been designed for
storage or occupancy loads. The design assumes
compression chords (top m bottom) are continu-
ously braced by sheathing unless otherwise
specified. Where bottom chords in tension are
not fully braced laterally by a properly applied
rigidce06tg. they should be braced at a
maximum spacing of 10'-O' o.c. Connector
plates stall be manufactured from 20 gauge hot
dipped phanized steel meeting ASTM A 653.
Grade 40. unless otherwise shown.
FABRICATION NOTES
Prior to fabrication, the fabrk tar stag review
this drawing to verify that this drawing is In
conformance with the fabricator's plans and to
realize a continuing responsibflay (car such veri-
fication. Any discrepancies are to be, put in
writing before cutting or fabrication.
Plates shaft not be installed over knaholes,
knots or distorted gain. Members shall be cut
for tight fitting wood to wood bearing. Con-
nector plates shall be located on both (aces of
the truss with nags fully Imbedded and shall be
sym. about the joint unless otherwise shower. A
5x4 plate Is 5' wide x 4' long. A bag plate Is 6'
wide x 8" long. Slots (howl rem parallel to
the plate length specified. Double —is on web
members shag meet at the centroid of the webs
unless otherwise shown. Connector plate sizes
are minimum sI— based on the forces shown
and may need to be Increased for certain hand-
ling and/or erectlorh stresses. This truss is not
to be fabricated with fire retardant treated
lumber unless otherwise shown. Fo additional
Information m Quably Control refer to
ANSI/TM 1-I9M
PRECAUTIONARY NOTES
Au bracing and erection recommendations are
to be followed In accordance with -Ftandling
Installing 9 Bracing', HIB-9I. Trusses are to
be handled with particular care during banding
and bundling.. delivery and instaBatlon to avoid
damage. Temporary and permanent bracing
for hoWbng trusses In a straight and plumb pos-
ition and for restating lateral forces shall be
designed and installed by others. Careful hand-
ling Is essential anderection bracing is always
required. Normal precautionary actionfor
busses reWftm such tanpxary brddng duck
Wtallation between trusses to avoid toppling
and. donbwIng. The supervision of erection of
tnssea stall be under the control of persons
.cperlenced to the Installation of trusses,
professional advice shall be sought it needed.
Concentration of construction loads greater
tharuthe design bads shall not be applied to
trusses at any time. No bads other than the
weight of the erectors shall be applied to
trusses until after all fastening and bracing
is completed.
TOP CHORDS: 2x4 SP #2
BDT CBORDSt 2x4 SP #2
WEBS: 2x4 SP #3
SLIDERS: 2x4 SP #2
This truss is designed to bear on multiple
supports. Interior bearing locations should
be marked on truss. Shim or wedge if
necessary to achieve full bearing.
MAX LINE LOAD DEFLECTION:
L/999
L--0.11" 13--0.11" T--0.22"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
T- 0.01"
MAX HORIZONTAL LIVE LOAD DEFLECTION:
T- 0.01"
RMB - 1.15
Analysis based on Simplified Analog Model.
MULTIPLE LOADS -- This design is the
ccmposite result of multiple loads.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
Wind Case- ASCE 7-98, MWFRS/CB.C, V-125 mph,
h - 15.0 ft, I - 1.00, Exp.Cat.-B, Rzt - 1.0
Bldg Type-Encl L- 58.0ft, W- 10.2ft, Truss
in END zone, TCDL- 4.2psf, BCDL- 6.Opsf
TC...FORCE...CSI .BC ... FORCE ... CSI
1- 2 -818 0.31 5- 4 769 0.39
2 3 -53 0.30 4- 0 -69 0.15
3- 0 138 0.22
- ==Joint Locations.......0...--
1)--0--0--
0 3) 10- 0- 8 5)0--0
2) 5- 1- 8 4) 10- 0- 8
---MAIL. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Boriz Uplift Y-Loc Type
10- 1-12 438 0 0 TOP H-ROI,L
0- 4- 0 385 131 -108 BOT PIN
10- 1-12 0 0 -342 BOT H-ROLL
PROVIDE UPLIFT OONNECTION PER SCSEDULE:
Support 1 108#
Support 3 342#
10-3-0
1 2 3
4.00
3X
Connection
by others.
2X
ICI
2-4-4
4-0-11
0-6-6
3X4
1-7-3
3X4
—� 3X4
SX8
Connection
by others.
2.00 I
9-7-0
5 4
385# 8.00" 438# 1.50n"
1-1-2 10-3-0 0# 2 50"
a-� e
(R1-0-10)I CIL: 1 1-12
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Over 3 Supports scale = 0.5176
Imaronda Systems
4005 MARONDA WAY
SANFORD, FL. 32771
(407) 321-0064 Fax (407) 321-3913
TOMAS PONCE P.E.
LICENSE #0050068
Iwo GREENBRoolt Cr.ovlEDo_FLs47—
WPLKIYIN4: READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.
BRACING WARNING:
Bracing shown on this dmwtng is not erection bracing, wad bracing. portal bracing o similar bracing
which Is a part of the building design and which must be considered by the building designer. Bracing
shown is for lateral support of truss members only to reduce buckling kngth. Provistos must be
made to arcbor lateral bracing at ends and specified locations determined by the building designer.
Additional bracing of the overall structure may be requhrd. (See HIS-91 of TPIL
frruss Plate Institute. T I. is located at 583 D'Ormfrio Drive. Madbon. Wisconsin 537191.
Eng. Job:
WO: CHEK3—
Dwg:
Truss ID: N
Dsgur: TLY
Chk:
Date: 1-07-02
TC Live
16.0 psf
DurFac - Ibr, 1.25
TC Dead
7.0 psf
DurFac - Pit: 1.25 -
BC Live
0.0 psf
O.C. Spacing: 24.0"
BC Dead
10.0 psf
Design Criteria: TPI
Code Desc:
TOTAL
33.0 psf
V:12.03-01- 1 1995- d
—rdr. --,u naaysa JUn rAtrr: C:Utt4,0KUU0JIIDMY111CNbK3 11CS.• 11.28-01
JB: CHESAPEAKE K 3 AC: WO: CHEK3 WE: TI: O QTY:2
j DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the -------------- Locations ........... ==az
r This design is for an individual budding BOT CHORDS: 2x4 SP #2 C calpvsite result of multiple loads. 1) 0- 0- 0 3) 7- 3- 0 5) 0- 0- 0
component ant! has been bused on information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 3- 7- 8 4) 7- 3- 0
any
ihedxntnudestasa disclaims SLIDERS: 2x4 SP #2 continuous) braced unless noted otherwise. ----MAX, REACTIONS PER BEARING LOCATION-----
, any provided
by the client -
for damages as a result of Y
( faulty or incorrect information. specifications Shim or wedge if necessary to achieve full X-Loc Vert Horiz Uplift Y-Loc Type
and/ordesigs furnished to the tnmdesigner Wind Case- ASCE 7-98, MWFRS/C&C, V.125 mph, bearing. 0- 4- 0 296 78 -93 DOT PIN -
bymeclientandtheoormctnessoaccuracy h = 15.0 ft, I = 1.00, Exp.Cat.=B, Kzt . 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: 7- 1-12 232 0 -74 BOT H-ROLL
of this Information as it may relate to a spe- Bldg Type. L. 58 .Oft, W. 7 .2ft, Truss Support 1 93#
cdic project and accepts no responsibility or in ENE) zone, TCDL. 4.2psf, BCDL= 6.0psf Support 2 74# ..TC...FORCE...CSI ..BC...F'ORCE...CSI
exercises no control with regard to fabrics- MA% LIVE LOAD DEFLECTION:
tin, handling. shipment and InsWiatbn of 1- 2 509 0.20 5- 0 -551 0.14
trusses. This thus has been designed as an L/999 2- 3 -43 0.12 0- 4 -619 0.18
individual building component inaccordancewith L==0.02a D= 0.00- T=-0.02a
ANSI/TPI 1-19%and NDS-97 to be incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION:
as partof the budding design by a Building T= 0.02"
Designer (registered
re architect or professionalvath MAX HORIZONTAL LIVE LOAD DEFLECTION:
engl in d. sihm n:h ewes for approval by the Ta 0 , 02 a
i. budding dalgner, the design loadings shown
f must be checked to be sure that the datate Inshown.
t aagreement with the local building codes, RMB . 1.15
local climatic records for wind or snow loads.
project specifications or special applied bads.
Unless shown, truss has not been designed for
storage or occupancy bads. The design assumes
compression chords (top or bottom) arc continu. 7-3-0
ously braced by sheathing unless otherwise
specified. Where bottom chords In tetubn are 1. 2 3
not fully braced latetally by a properly applied
nW ceding. they should be braced at a
maximum spacing of 10'-0- o.c. Connector
plates shad be manufactured from 20 gauge hot
dipped galvanized steel meeting ASTM A 653.
Grade 40. unless otherwise shown. 2X
FABRICATION NOTES
Prior to fabrication, the fabricator shall review
this drawing to verify that this drawing is in
conformance with the fabncatoes plans and to
realize a continuing responsibility (or such vent-
lkation. Any discrepancies are to be put in 1-10-4
writing before cutting or fabrication.. 2X
Plates shall not be Installed over knotholes.
knots or distorted gain. Members shad be cut
for tight fitting wood to wood bearing. Con. 3-0-11
nectar piata stall be located on both faces of
the truss with nails fully imbedded and shall be
sym. about the joint unlesa otherwise shown. A
5x4 plate Is 5` wide x 4• long, A Bx8 plate is 6'
wide x 8- long. Slots (holm) nun parallel to -� 3X4
the plate length specified. Double cuts on web
members shad meet at the centrold of the webs
unless otherwise shown. Connector plate sizes
air minimum sizes based on the forces shown 3X4
and may need to be increased for certain hand- 0-6-6
ling and/or erection stresses. This truss Is nut �_ `--_ 3X4
to be fabricated with Ike retardant treated
lumber unless otherwise shown- For additional. 5X8
Information on Quality Control refer to
ANSI/TM I-1%5
PRECAUTIONARY NOTES
All bracing and erection recommendations are
to be followed Inaccordance with. -Handling
Installing & Bracing', H18-91. Trusses. are to
be handled with particular care during banding
and bundling. delivery and Installation to avoid
damage. Temp--y and permanent tracing
for holding tn:sses In a straight and plumb pos-
Won and for resisting lateral forces shad be
designed and installed by others. Careful hand-
ling in essential and erection bracing Is always
required. Normal precautk n try action for
trusses requires such temporary bracing during
Installation between trusses to avoid toppling
and dominoing. The supervision of erection of
trusses shad be under the control of persons
=pertenced in the Installation of trusses.
Profastonal advice shall be sought a needed.
Concentration of construction loads greater
than the design loads shall not be applied to
trusses at any time. No loads other than the
weight of the erectors shall be applied to
trusses until after all fastening and bracing
Is completed.
EXCEPT AS SHOWN
0-8-0
I
5
296# 8.0011
1-1-Z
I (R14)-10)e
PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995
Maronda Systems
4005 MARONDA WAY
SANFORD, FL. 32771
(407) 321-0064 Fax (407) 321-3913
TOMAS PONCE P.E.
LICENSE #005W68
1990 OREENBROOK Cr.OVIEnt] RY_ -
Design: Umlix Andysis
2.00
7-3-0
WAKNIMG: READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.
BRACING WARNING:
Bracing shown on this drawing b not erection bracing, wind bracing, portal bracing or similar bracing
which Is a part of the budding design and which must be considered by the building designer. Bracing
shown is for lateral support of truss members only to reduce buckling length. Provisions most be
made to anchor lateral bracing at ends and specified locations determined by the building designer.
Additlonal bracing of the overall structure may be required. (See HIB-91 o(TPp.
(Truss Hate institute. M. lo located at 583 D'Onoftio Drive. Madison, Wisconsin 53719).
JOB PATH: CITEE-LOKV08SICHEK3
233# 2.50"
Eng. Job:
Dwg:
Dsgtr: TLY
Chk:
TC Live
16.0
psf
TC Dead
7.0
psf
BC Live
0.0
psf
BC Dead
10.0
psf
TOTAL
33.0
vsf
scale = 0.68"
Truss ID: O
Date: 12-18-01
DurFac - Lbr. 1.25
DurFac - Pit: 1.25 -
O.C. Spacing: 24.0"
Design Criteria: TPI
Code Desc:
V:12.03.01- 8342- 26
HCS: 11.28.01
DESIGN INFORMATION
This design is for an individual budding
cdnporent and has been based on infcrmnation
Provided by the client. The designer disclaims
any responsibility for damages as a result of
faulty or Incorrect information, specifications
ancilm designs furnished to the truss designer
by the client and the correctness or accuracy
of this btfomstion as it may relate to a spe-
c9hc project and accepts no responsibility or
exercises no control with regard to fabrica-
tiom handling. shipment and installation of
trusses. This truss has been designed ss an
hu"ce l budding component in accordance wltb
ANSI/7P1 1-19% and NDS-97 to be incorporated
as part of the bu8dbtg design by a Building
Designer (registered architect or professional
englneerl. whenrevte"ed for approval by the
budding designer. the design badhtgs shown
must be checked to be sure that the data sham
are in agreement with the local bar" codes,
local climatic records for wind or snav loads.
Project, Specifications, or special applied loads.
Unless shown. truss has not been designed for
storage or occupancy loads. The design assumes
compression chords (top or bottom) an continu-
ously braced by sheathing unless otlwS use
Specified. where bottom chords in tension are
not fully braced laterally by a properly applied
rigid ceilhtg, they should be braced at a
ma)dnum spacing of 101-0' o.c. Connector
plates shag be manufactured hmn 20 gauge hot
dipped galvanized steel meeting AS1M A 653,
Grade 40. unless otherwise Shown.
FABRICATION NOTES
Pro to fabrication. the fabricator shall review
this drawing to vertty that the dnwtng is in
conformance with the fabricator's plans and to
realize a continuing responsibility for such wl-
fication. Any discrepancies an to be put in
writing before culling or fabrication.
Plates shall net. be Installed over Ivmthob,
Inds - distorted grain. Members shall be cut.
for tight fitting wood to wood bearing. Con-
nector plates shalt be located on both faces of
the truss with nags fully Imbedded and shall be
sym... about the joint unless otherwise shown. A
5x4 plate is 5' wide x 4' long A fix8 plate is 6-
wide x W long Slots (holes) run pandiel to
the plate Ienglh Specified. Double cuts m web
members shall meet at the centroid of the webs
unless otherwise shown Corrector plate sizes
are minimum sizes based on the forces shown
and may need to be increased far certain hand-
ling and/or erection stresses. This tress is not
to be fabricated with fire retardant treated
(umber unless otherwise, shown. Fx additional
information on Quality Control refer to
ANSI/TPJ 1-1995
PRECAUTIONARY NOTES
Ali bracing and erection recommendations are
to be followed in accordance with "Handling
installing A Bracing'. H18-91. Trusses are to
be handled with particular rare during banding
and bundling delivery and installation to avoid
damage. Temporary and permanent bracing
for holding trusses In a straight and plumb pos-
ltron and for resisting lateral Comes sham be
designed and installed by others. Careful hand-
ling is essential and erection bracing is always
required. Normal precautionary action for
tntsses feyulsm Stich temporary bracing during
installation behveen busses to avoid toppling
and dominomg The supervision of erection of
trusses shall be under the control of persons
experienced in the installation of trusses.
Professional advice sham be sought if needed.
Concentration of construction bads greater
than the design loads shall not be applied to
trusses at arty tine. No loads other than the
weight ofhie erectors shall be applied to
trusses untm after all fastening and bracing
is completed.
JB: CHESAPEAKE K
AU:
TOP CHORDS: 2x4 SP #2
BOT CHORDS: 2x4 SP #2
SLIDERS: 2x4 SP #2
This truss is designed to bear on multiple
supports. Interior bearing locations should
be marked on truss. Shim or wedge if
necessary to achieve full bearing.
MAX LIVE LOAD DEFLECTION:
L/999
L.-0.02" D--0.02" T.-0.03"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
T- 0.00"
MAX HORIZONTAL LIVE LOAD DEFLECTION:
T. 0.00"
RMB = 1.15
0-8-0
WE:
Analysis based on Simplified Analog Model.
MULTIPLE LOADS -- This design is the
composite result of multiple loads.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
Wind Case- ASCB 7-98, MWFRS/C&C, V.125 mph,
h = 15.0 ft, I = 1.00, Exp.Cat.-B, Kzt = 1.0
Bldg Type- L- 58.Oft, W. 4.2ft, Truss
in END zone, TCDL= 4.2psf, BCDL. 6.Opsf
..TC... FORCE...CSI ..BC ... FORCE ... CSI
1- 2 -31 0.25 4- 3 -146 0.14
TI: P ATY:2
_=
= ---Joint Locations==========s=.
1) 0- 0- 0 3) 4- 3- 0
2) 4- 3- 0 4) 0- 0- 0
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
4- 1-3-2 87 18 -37 TOP PIN -
0- 4- 0 189 25 -82 DOT PIN
4- 1-12 54 0 0 BOT H-ROLL
PROVIDE UPLIFT CONNECTION PER SCHEDULE:
support 1 82#
Support 2 37#
4-3-0
1 2
4.00
I ,
4
189# 8.001,
1-1-Z
(R1-0-10) A -
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/T'P1 1-1995
Imaronda Systems
4005 MARONDA WAY
SANFORD, FL. 32771
(407)321-0064 Fax (407) 321-3913
TOMAS PONCE P.E.
LICENSE #0050008
1990 GREENBROOx Cr-OV1EDO.FL32769
2'00 J
87# 2.50'
4-3-0 54# 2. On'
Over 3 Supports C/L: 4- -12scale = 1.0207.
WAKNING: READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.
BRACING WARNING:
Bracing shown m this drawing. Is not erection bracing, wind brach4 portal bracing or similar bracing
which Is a part of the budding destgn and which must be considered by the building designer. Bracing
shown is for lateral support of truss members only to reduce buckffM length. Provision most be
made to anchor lateral bracing at ends and specified locations determined by the building designer.
Additional bracing of the overall structure may be required. (See HIB-91 of TFQ.
(Truss Plate Institute. TPI, Is located at 583 D'Onofno Drive. Madison, Wisoonsin 537191.
Eng. Job:
Dwg:
Dsgur: TLY
Chk:
TC Live
16.0
psf
TC Dead
7.0
psf
BC Live
0.0
psf
BC Dead
10.0
Psf
TOTAL
33.0
Psf
Truss ID: P
Date:12-18-01 -
DurFac - Pit: 1.25
O.C. Spacing: 24.0"
Design Criteria: TPI
Code Desc:
Design: Matrix Analysis
JOB PATH: Ci7UWKV0Bb1CHEK3
HCS' 11.28.01
JB: CHESAPEAKE K 3 AC: WO: CHEK3 WE: TI: A ATY:2
DESIGN INFORMATION
This design is for an individual building
component and has been based on information
provided by the client. The designer disclaims
any responsibility for damages as a result of
faulty or Incorrect irdormatim. specifications
and/or designs furnished to the truss designer
by the client and the correctness or accuracy
of this tnfommtfon as It may relate to a spe-
cille project and accepts no responsibility or
exercises no control with regard to fabrka-
tbn, handling, shipment and installation of
trusses. This truss has been designed as an
Individual building component in accordance wah
ANSI/TPi 1-1995 and Nl)s 7 to be Incorporated
as part of the budding design by a Budding
Designer (registered architect or professional
engineer). When reviewed for approval by the
building designer. the design loadings shown
must be checked to be slue that the data shown
are in agreement with the local budding codes.
lard elbnatic. reconis for wand or arrow bads.
project specifications or special applied loads.
(ides shown. truss has not been deserted for
storage or occupancy loads. The design assumes
compression chords (top or bottoml are co ntinu-
ously braced by sheathing unless otherwise
specified. Where bottom chords intension are
not fully braced latera8y by a property applied
rigid cedIn& they should be braced at a
maximum spacing of Ia-(r o.e. Connector
platen shall be manufactured from 20 gauge hot
dipped galvanized steel meeting ASTM A 653.
Grade 40, unless otherwise shown.
FABRICATION NOTES
Prior to faaicatfon. the fabricator shall review
this drawing to verify that this drawing is In
confomrana with the fabricator's plans and to
realize a continuing responsibility for such veri-
flotion. Any discrepancies are to be put in
writing before cutting. or fabrication.
Mates shall not be Installed over knotholes,
knots or distorted gain. Members shall be cut
for tight fitting wood to wood bearing. Con-
nector plates shall be located on both faces of
the truss with nabs fully imbedded and shall be
sym. about the Joint urdess otherwise shown. A
5x4 plate is 5- wide x 4- king. A 6x8 plate Is 6-
wide x 6- long. Slots (holes) run parallel to
the plate length specified. Double—ts on web
members shall meet at the c ntrokl of the webs
unless otherwise shay Connector plate sties
are minimum sizes based on the forces shown
and may need to be increased for certain hand-
Nng and./or erection stresses. This tntss is not
to be fabricatedwith fire retardant treated
lumber unless otherwise shown. For additional
Information on. Quality Control refer to
ANSI/TM 1-1995
PRECAUTIONARY NOTES
All bracing and erection recommendations are.
to be followed In accordance with. -Handling
Installing R Bracing. HI3-91. Tresses are to
be handfed with particular care during bonding
and bundling. delivery and Installation to avoid
damage. Temporary and pe—nt bracing
for holding trusses in a straight and plumb pos.
Mon and for resisting lateral forces shall be
designed and Installed by others. Careful hand-
Ibng is essential and erection backing is always
required. Normal precautionary action for
inisses fequlits such temporary beating during
Installation between trusses to avoid toppling
and dorm noWg. The supervision of erection of
trusses shall be under the control of persdu
experienced In the installation of trusses.
Pmfesslooal advice shall be sought if needed.
Concentration of construction bads greater
than the design loads shall not be applied to.
trusses at any time. No bads other than the
weight of the erectors shall be applied to
trusses until after all fastening and bracing
is completed.
TOP CHORDS: 2x4 SP #2
BUT CHORDS: 2x4 SP #2
SLIDERS: 2x4 SP #2
Shim or wedge if necessary to achieve full
bearing.
PROVIDE UPLIFT CONNECTION PER SCHEDULE:
Support 1 50
Support 2 18#
MAX LIVE LOAD DEFLECTION:
L/999
L- 0.00" D- 0.00" T- 0.00"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
T- 0.00"
MAX HORIZONTAL LIVE LOAD DEFLECTION:
T- 0.00"
RMB - 1.15
MULTIPLE LOADS -- This design is the
composite result of multiple loads.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph,
h - 15.0 ft, I - 1.00, Exp.Cat.-B, Kzt - 1.0
Bldg Type- L- 58.Oft, W. 1.7ft, Truss
in END zone, TCOL- 4.2psf, BCDL= 6.0psf
1-1-2
_ ---Joint Locations----s----=�L-c-
-==00- 0 3) 1- 8- 4
2) 1- 8- 4 4) 0- 0- 0
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Tyne
0- 4- 0 114 15 -56 BUT PIN
1- 7- 0 47 0 -18 BUT H-ROLL
..TC... FORCE ... CSI
1- 2 -3 0.00
1-8-4
Ilk1 2
4.00
BC ... FORCE ... CSI
4- 0 -43 0.01
0- 3 14 0.01
0-8-0
11-0-4 Plate 2-1
eight
4 3
115# 8.00" 48# 2.50"
I (R1-0-10) I
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995
Lmaronda Systems
4005 MARONDA WAY
SANFORD. FL. 32771
(407) 321-0064 Fax (407) 321-3913
TOMAS PONCE P.E.
LICENSE #0050068
1890 OREENBROOtt CT.OViEDO.M34T66
Design; Mar& Andysis
1-8-4
scale = 1.7450
MkKMIM 4 READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.
BRACING WARNING:
Eng. Job:
Dwg:
Dsgur: TLY Chk:
WO: CHEK3 -
Truss ID: Q
Date: 12-18-01 '
TC Live 16.0 psr
DurFac - Lbr: 1.25
Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing
TC Dead 7.0 psf
DurFae - Pit: 1.25 '
which is a part of the budding design and which must be considered by the budding designer. Bracing
shown is for lateral support of truss member only to reduce buckling length. Provisions must be
BC Live 0.0 psi
..
O.C. Spacing: 24.0"
made to anchor lateral bracing at ends and specified locations determined by the budding designer.
Addf tonal bracing the
BC Dead too f
Design Criteria: TPI
of overall structure may be required. (See H16 -91 of TMI.
trnsas Plate institute. TM, is located at 583 D'Onorrio Drive. Madison. Wisconsin 53719).
.1�
Code Desc:
TOTAL 33.0 psf
V:12 1_ 344_ 21
JOB PATH., CATEE-LOKV0nCHEK3 HCs: 11.29.01
I I JB: CHESAPEAKE K 3 AC: WO: CH€K3 WE: TI: R ATY:2
DESIGN INFORMATION
This design Is for an individual building
co-pomm" and has been based on information.
provided by the client.. The designer dsetaWs
any responsibility, for damages as a result of
faulty or incorrectintomnatkm. specifications
and/cr designs furnished to the truss designer
by the client and the correctness or accuracy
of this arformallon as it may relate to a spe-
ciBc protect and —pis no responstbtttty, or
exercises rw emntrd with regard [a fabrkx.-
Hon, handling, shipment and Installation of
tresses. This truss has been designed as an
Individual building component in accordance with
ANSI/TPI 1-1995 and NDS-97 to be incorporated
as part of the building design by a Budding
Designer (registered architect or professional
engfnneeed When reviewed for approval by the
budding designer, the design loadings shown
must be checked to be sure that the data shown
are in agreernmt with the local building codes.
b®1 dirmuc records !or wind a snow bads.
pro)ed specifications or special applied bads.
Unless shown, truss has notbeen designed for
storage or occupancy loads. The design assumes
compression chords (top or bottom) are conu nu-
ousiy braced by sheathing unless otherwise
speckled. Where bottom chords in tension are
not fully braced laterally by a properly, applied
rigid ceding. they should be braced at a
maximran spacing of I(T-0- o.a Connector
plates stall be manufactured from 20 gauge hot
dipped galvai ized steel meeting ASIM A 653.
Grade 40. unless otherwise shower.
FABRICATION NOTES
Prior to fabrication. the fabricator stall review
this d-.t g to verdy that this drawing s in
conformance with the fabricator's plans and to
realize a continuing responsibility for such ved-
fication. Any discrepancies are to be put in
writing before cutting or fabrication.
Plates shale not be installed over knotholes.
knots or distorted grain. Members shall be cut
for tight fitting wood to wood bearing. Con-
nector plates shall be located on both faces of
the truss with rats fully snbedded and shall be
sym. about the Joint unless otherwise shown. A
5x4 plate is S wide x 4" long. A 6x8 plate is 6'
wide x 8' long. Slots (holes) nun parallel to
the plate length speckled. Double cuts on web
members shall meet at the centrold of the webs
unless otherwise shown. Connector plate sizes
are minimum sixes based on the force ahoam
and may need to be increased for certain hand-
ling and/or erection stresses. This truss is not
to be fabrksted with fire retardant treated
lumber unless otherwise shown. For additional
bRonoatfou on guality, Control refer w
ANSI/TPI 1-1995
PRECAUTIONARY NOTES
All bracing and erection rrxorrmmendaebns are
to be followed in accordance with "Handling
installing A Bracing`. NIB-91. Theses are to
be handfed with particular care during banding
and bundlin& delivery and installation to avoid
damage. Temporary and permanent bracing
for holding trusses in a straight and plumb pas-
itlon and for resisting lateral forces shall be
designed and Installed by others. Careful hand-
ling Is essential and erection bracing is always
mlufined. Normal precautionary action for
misers requires such temporary bracing during
installation between trusses to avoid toppling
and dominoing. The supervision of erection of
trusses stall be under the contras of persons
experienced in the installation of trusses.
Professional advice shall be sought if needed.
Concentration of construction loads greater
than the design loads shall not be applied to
trusses at any time. No loads other than the
welght of the evetom shall be applied to
trusses until after ad fastening and bracing
is completed.
TOP CHORDS: 2x4 SP #2
BOT CHORDS: 2x4 SP #2
SLIDERS: 2x4 SP #2
This truss is designed to bear on multiple
supports. Interior bearing locations should
be marked on truss. Shim or wedge if
necessary to achieve full bearing.
MAX LIVE LOAD DEFLECTION:
L/975 at Mid -panel # 1
L.-0.07" D.-0.07" T.-0.15"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
T. 0.01"
MAX HORIZONTAL LIVE LOAD DEFLECTION:
T. 0.01"
RMB - 1.15
Analysis based on Simplified Analog Model.
MULTIPLE LOADS -- This design is the
composite result of multiple loads.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
Wind Case- ASCE 7-98, MWFRS/C&C, V 125 mph,
h . 15.6 ft, Z 1.00, Exp.Cat..B, Xzt . 1.0
Bldg Type. L. 58.Oft, W. 6.Oft, Truss
in END zone, TCDL. 4.2psf, BCDL, 6.0psf
TC...FORCE...CSZ .BC ... FORCE ... CSZ
1- 2 -62 0.30 4- 3 222 0.26
=
_-------- ==Joint Locations ......===..s
1)0- 0- 0 3) 6- 0- 8
2) 6- 0- 8 4) 0- 0- 0
---MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
5-11- 4 126 39 -52 Top PIN
0- 4- 0 231 53 -77 Bar PIN
5-11- 4 75 0 0 BOT H-ROLL
PROVIDE UPLIFT CONNECTION PER SCHEDULE,
Support 1 77#
Support 2 52#
6-0-8
Ilk
1 2
J1i6
2-2-8
14-2
1
3.00 1
as-o
-�
1 5-4-8
4 3
232# 8.00" 127# 2.50"
0-9-5 1
6-0-876# .50"
R0-8-i l
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI i-1995 Over 3 Supports C/L:
Maronda Systems
4005 MARONDA WAY
SANFORD, FL. 32771
(407) 321-0064 Fax (407) 321-3913
TOMAS PONCE P.E.
LICENSE #0050068
Design: A/arir Amalyns
WRKN1K(.i: READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.
BRACING WARNING:
Bracing shown on this drawing Is not erection bracing. wind bracing. portal bracing or similar bracing
whichis a par of the building design and which must be considered by the budding designer. Bracing
shown is for lateral support of truss member, only to reduce buckling length. Provisions must be
made to anchor lateral bracing at ends and specified locations determined by the building designer.
Additional bracing of the overall structure may be required. (See HIS-91 of TPII.
n'nms. Plate Institute, TPI. Is located at 583 D'Onof o, Drive, Madlson. Wisconsin 53719).
108 PATH: C.ITEE-1AK1/OSSTCHEK3
Attach with (2)
10d Toe -Nails
Attach with (1)
10d Toe -Nails
scale = 0.5722
Eng. Job:
Dwg:
Dsgur: TLY
Chet:
WO: CHEM
Truss ID: R
Date: 12-18-01
TIC Live Live
16.0
psf
DurFae - Lbr l c25
TIC Dead
7.0
psf
DurFae - Pit: 1.25
BC Live
0.0
psi
O.C. Spacing: 24.0"
BC Dead
10.0
psi
Design Criteria:-XPI
Code Desc:
TOTAL
33.0
psf
V• 1 .0
HCS: 11.28.01 ..
j I JB: CHESAPEAKE K 3 AC: WO: CHEK3_ _ WE: TI: S QTY:2
DESIGN INFORMATION
This deslgn is for an bidh'dual building
component and has been based on infommton
provided by the client. The designer disclaims
any responsibility for damages as a result of
faulty or incorrectbYormatbn, specifications
and/or designs furnished to the truss designer
by the client and the correctness or accuracy
of this Information as It may relate to a spe-
cific project and accepts no responsibility or
exercises no control with regard to fabrSca-
tbn, handUM shipment and Installation of
trusses This truss has been designed as an
Individual building component in accordance wilt
ANSI/TPI 1-1995 and NDS-97 to be incorporated
as pact of the budding design by a Building
Designer (registered amhftect - professional
englneerl. When reviewed for approval by the
budding designer. the design loadings shown
must be checked to be sure that the dais shown
are In agreement with the local building codes.
heal cllnatle records for wind or snow bads.
project specifications or special applied loads.
Unless shown. truss has not been designed for
storage or occupancy loads. The design assumes
compression chords (top or bottom) are contmo.
ously braced by sheathing unless otherwise
specified. Where bottom clods in tension arc
not fully braced laterally by a properly applied
rigid ceUtng they should be braced at a
maximum spacing of I01-W o.e Connector
plates shalt be manufadumd from 20 gauge )cot
dipped gatvmtzed steel meeting ASTM A 653.
Grade 40. unless otherwise shown.
FABRICATION NOTES
Prior to fabrication. the fabricator shag review
this dravrtng to verly that this drawing is in
conformance with the fabricator's plans and to
realize a continuing responsibility for such verl-
flcanon- Any discrepancies am to be put in
writing before cutting, of fabrication.
plates shall not be Installed over knotholes.
knots or distorted gram. Members shag be cut
for tight fitting wood to wood bearing. Con-
nector plates shag be bated on troth faces of
the truss wltb nails fully Embedded and shag be
sym. about the Joint unless otherwise shown. A
5x4 plate is 5' wide x 4' long A 6x8 plate is 6"
wide x it long. Slits (holes) run parallel to
the plate length specide& Double cuts on web
mendrers shag meet at the centroid of the webs
unless otherwise shown. Connector plate sho
are minimum sizes based onthe forces shown
and may need to be increased for certain hand-
ling and/or erection stresses. This truss is not
to be fabricated with fire retardant treated
lumber unless otherwise shown. For additional
information ou Quality Control refer to
ANSI/TPI 1-1995
PRECAUTIONARY NOTES
Ali bracing and erection recomrnenJaUons are
to be followed in accordance with `Handling
instagmg & Bracing'. 1,1I13-91. Trusses are to
be handled with particular are during banding
and bundling. delivery andinstallation to avoid
damage. Temporary and permanent bracing
for folding trusses In a stafght and plumb pos-
Rlon and for resisting lateral forces shag be
designed and Installed by others. Careful hand-
ling is essential and erection bating is .!ways
required. Nt"nml precautionary action for
trusses requires such temporary bracing during
installation between trusses to avoid toppling
and domboing. The supervision of erection of
trusses shag be under the control of persons
experienced In the installation of trusses.
Pro(essoal advice shag be sought 9 needed.
Concentration of constnnctlan lads greater
than the design bads shag not be applied to
trusses at any time. No toads otter than the
weight of the erectors shag be applied to
trusses until alter all fastening and bracing
is completed.
TOP CHORDS: 2x4 SP #2
BOT CHORDS: 2x4 SP #2
SLIDERS: 2x4 SP #2
This truss is designed to bear on multiple
supports. Interior bearing locations should
be marked on truss. Shim or wedge if
necessary to achieve full bearing.
MAX LIVE LOAD DEFLECTION:
L/999
L.-0.03" D=-0.03" T=-0.05"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
Ta 0.01"
MAX HORIZONTAL LIVE LOAD DEFLECTION:
T= 0.00"
RMB . 1.15
3-0-1
T
0-6-6
4
Analysis based on Simplified Analog Model.
MULTIPLE LOADS -- This design is the
composite result of multiple loads.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph,
It . 15.0 ft, I - 1.00, Exp.Cat.=B, Kzt . 1.0
Bldg Type. L. 58.Oft, W. 4.7ft, Truss
in ENE) zone, TCDL= 4.2psf, BCDL. 6.Opsf
TC...FORCE...CSI .BC ... FORCE ... CSI
1- 2 -48 0.18 4- 3 147 0.15
=••Joint Locations=.....=___=g..c
al) 0 Oa 0 3) 4- 8- 8
2) 4- 8- 8 4) 0- 0- 0
----MAX. REACTIONS PER BSARIM LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
4- 7- 4 98 30 -40 TOP PIN
0- 4- 0 188 41 -67 BOT PIN
4- 7- 4 59 0 0 BOT A -ROLL
PROVIDE UPLIFT CONNECTION PER SCHIMULE:
Support 1 67#
Support 2 40#
L 4-8-8 L
�1 2
6.00
JAV
3.00 I
as-o
14
_
4-0-8
I,
'I
3
188# 8.00"
98k 2.50'm
0-9-5 Ill,
4-8-8
60# 2 50'
la
f (RO-8-11)
I
C/L: -7-4
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1"5
Over 3 Supports
Maronda Systems
4005 MARONDA WAY
SANFORD, FL. 32771
(407) 321-0064 Fax (407) 321-3913
TOMAS PONCE P.E.
LICENSE #OO50068
18" GREMBROOK Cr.OViEDG.M32766
WRKNIN(i: READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.
BRACING WARNING:
Bracing shown on this drawing Is noterection bracing. wind bracing. portal bracing or similar bracing
which is a part of the building design and which must be considered by the building designer. Bra"
shown Is for lateral supportof buss members only to reduce buckling length. provisions must be
made to anchor lateral bracing at ends and specified locations determined by the budding designer.
Additional bracing of the overallstructure maybe required (See H1B-91 o(TPg.
rrruss plate Institute. TPI. is I ated at 583 D'Onofro Drive. Madison. Wisconsin 53719).
Eng. Job:
Dwg:
Dsgnr: TLY Chk:
TC Live 16.0 psf
TC Dead 7.0 psf
BC Live 0.0 psf
BC Dead 10.0 psf
TOTAL 33.0
Attach with (2)
10d Toe -Nails
Attach with (1)
10d Toe -Nails
scale = 0.6993.
Truss ID: S
Date: 12-18-01 -
DurFac - Pit: 1.25 -
O.C. Spacing: 24.0"
Design Criteria: TPI
Code Desc:
0e318A.'....JhfAffLi..,A-,%-
JOB PATH. CAMLOKU08S1CHEX3
HCS- 11.28.01
DESIGN INFORMATION
This design Is for an individual building
component and has been based on Information
provided by the cbenL The destil— disclaims
any responsibility for damages as a result of
faulty or luorrect tnfomation, specftiratfons
and/or designs furnished to the truss designer
by the client and the correctness or accuracy
of thfs Information as I may relate to a spe-
ciffc pr 0ct and accepts can responsibihty or
exeretaes no control With regard to fabrica-
tion, handling. shipment and installation of
trusses. This trussfas been designed as an
Individual building component inaccordance with
AN51/7p1 1-1995 and NDS-97 to be Incorporated
as part of the building destgt by a Bung.
Designer (registeredarchitect or professional
englateerl.. When reviewed for approval by the
building designer. the design lmdmgs shown
must be checked to be sure that the data shown
are in agmement with the local building codes.
local climatic records for wind or snow loads,
Project specifications or special applied lads.
Unless shown., truss has not been designed for
storage or occupancy Inds. The design assumes
compression chords (top or bottoml are conunu-
ously braced by sheathing unless otherwise
specdled Where bottom chords in tension ace
not fully braced latemily by a pmperiy applied
rigid te(ling. they should be bracedat a
maxlntmn spacing of later mc. Connector
plates shall be manufactured from 20 gauge hot
dipped gaivanhed steel meeting ASIM A 653.
Grade 40, unless otherwise shown.
FABRICATION NOTES
Prior to fabrication. the fabricator shall review
this drawing to verify that this drawing Is in
conformance with the fabricator's plans and to
realize a continuing rcaportsiblitty for such veri-
0tatfon. Any discrepancies are to be put In
writing before cutting or fabrication.
Plates shall not be installed over knotholes.
knots or distorted gram. Members shall be cut
for tight fitting wood to wood bearing, Co-
nedor plates stall be located on both faces of
the truss with nays fully imbedded and shall be
sym. about the joint unless otherwise shown. A
5x4 plate is 5' wide x 4- long. A 6x8 plate is 6'
wide x Ir ling, Slots (how) run parallel to
the plate length specified. Double. cuts on web
members shalt meet at the cenbubd of the webs
unless otherwise shown. Cotmector plate sorts
ate minimum sizes based on the forces shown
aria may need to be Increased for certain hand-
ling and/or erection stresses. This truss Is not
to be fabricated with fire retardant treated
lumber unlss otherwise shown. For additional
imfocmaton on Quality Control refer to
ANSI/TPb 1.19%
PRECAUTIONARY NOTES
Ali bracing and erection recommendations are
to be followed In accordance with -Handling
Installing h Bradng-, HIS-9 1. Trusses arc to
be handled with particular are during banding
and bundling, delivery and Installationto avoid
damage_ Temporary and permanent bratmg.
for holding busses in a straight and plumb pos-
dlon and for resisting lateral forces shall be
designed and Installedby others. Careful hand-
Ing is essential and erectionbracing is always
required- Normal preauUonaty action for
trusses MTXM such temporary bracing during
Installation between trusses to avoid toppling
and dominobog, The supervision of erection of
trusses shag be under the control of persons
experienced In the installation of trusses.
Professional advice shall be sought If needed.
Concentration of construction bads Beater
thanthe design loads shall not be applied to
trusses at any time. No loads other than the
weight of the erectors shall be applied to
truss" until after all fastening and bracing
is cotnpl tad.
JB: CHESAPEAKE K 3 AC:
TOP CHORDS: 2x4 SP #2
BOT CHORDS: 2x4 SP #2
SLIDERS: 2x4 SP #2
This truss is designed to bear on multiple
supports. Interior bearing locations should
be marked on truss. Shim or wedge if
necessary to achieve full bearing.
MAX LIVE LOAD DEFLECTION:
L/999
L=-0.01" D=-0.01" T=-0.01"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
T- 0.00"
MAX HORIZONTAL LIVE LOAD DEFLECTION:
T- 0.00"
RMB - 1.15
WO: CHEK3 WE:
Analysis based on Simplified Analog Model.
MULTIPLE LOADS -- This design is the
composite result of multiple loads.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
Wind Case- ASCE 7-98, M11FRS/C&C, V-125 mph,
It re 15.0 ft, I 1.00, EXP.Cat.-B, Xzt = 1.0
Bldg Type. L- 58.Oft, ww 3.4ft, Truss
in END zone, TCDL= 4.2psf, BCOL= 6.Opsf
,.TC... FORCE ... CSI--BC ... FORCE...CSI
1- 2 35 0.09 4- 3 78 0.07
TI: T ®TY:2
===_====
1}
==Joint Locations==s==0= 0- 0 3) 3- 4- 8
2) 3- 4- 8 4) 0- 0- 0
MAX* ---- REACTIONS PER BEARIM LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
3- 3- 4 69 22 -29 TOP PIN
0- 4- 0 145 30 -57 BOT PIN
3- 3- 4 43 0 0 BOT H-ROLL
PROVIDE UPLIFT CONNECTION PER SCHEDULE:
Support 1 57#
Support 2 29#
3-4-8
1 2
6 0000
3'0
0-8-0
4-- F
l 2-8-8
4 3
145N 8.001, 7Q# 2.50"
4-8 �
6 0-9-5 ® 3-' ,Orr
C—/L- 3�jI3-4
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI 1-1995 Over 3 Supports
Maronda Systems
4005 MARONDA WAY
SANFORD, FL. 32771
(407) 321-0064 Fax (407) 321-3913
TOMAS PONCE P.E.
LICFNSE #0050068
1890 GREENBROOK MOVIEDOXI-32766
n.dom Lf .,r ." I-i,
WAKNIN4: READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.
BRACING WARNING:
Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or sirnn(lar bracing
which is a part of the building design and which must be considered by the building designer. Bracing
shown Is for lateral support of truss members only to reduce buckling length, provisions must be
made to anchor lateralbracing at ends and specified locations determined by the building designer.
Additional bracing of the overall structure may be required. (See HIB-91 of TRI.
rrmss Plate Institute, TPI, is located. at 583 D'Onofrdo Drive. Madison Wisconsin 537 Mi.
Attach with (1)
10d Toe -Nails
Attach with (1)
IOd Toe -Nails
Eng. Job:
Dwg:
Dsgar: TLY
Chk:
TIC Live
16.0
psf
TC Dead
7.0
psf
BC Live
0.0
psf
BC Dead
10.0
psf
TOTAL
33.0
vsf
scale = 0.8988
Truss ID: T
Date: 12-18-01
Durfac -Pit: 1.25 .
O.C. Spacing: 24.0"
Design Criteria: TPI
Code Desc:
HCS: 11.18.01
i ' JB: CH'ESAPEAKE K 3 AC: WO: CHEK3 WE: TI: U QTY:2
DESIGN INFORMATION
This design is for an fix"mi l building
component and has been based m Warmatlon
provided by the client. The designer disclaims
any respomibfirty for damages as a result of
faulty or incorrect Information, specifications
art/or designs furnished to the truss designer
by the client and the correctness or accuracy.
of this untormaum as it may relate to a spe-
"k project and accepts no responsibility or
exercises no control with regard to fabrics-
tton. handling, shipment and installation of
teases. This truss has been designed as an
IndMdual building component In accordance with
ANsiiM 1-1995 and NDS-97 to be incorporated
as part of the building design by a Building
Designer (registered architect or professional
engfnmr). When reviewed for approval by the
brilding designer, the design loadings shown
must be checked to be suer that the data shown
are in agreement with the Weal building codes.
bd ctirnutfc rxnrds for wind or snow loads.
project specs ations or special applied bads.
Unless shown. truss has not been designed for
storage or occupancy loads. The design assures
compression . chords (top or bottom) are comtlnu-
aaly bracedby sheathing unless otherwise
e
spedfi.d. When, bottom chords in terial m are
not fully braced laterally by a properly applied
rigid ceiling. they should be braced at a
mraxim= spacing of 10'-T o.c. Connector
plates shall be manufactured from 20 gauge hot
dipped galvanized steel meeting ASTM A 653.
Grade 40. unless otherwise shown.
FABRICATION NOTES
Prior to fabrication. the fabricator shall review
this drawing to verify that this drawing is in
conformance wilt the fabricator's plans and to
realize a continuing responsibility for such verf-
fkatbn. Any discmpancks arc to be put m
writing before cutting or fabrication.
Pates sball not be installed over knotholes,
knots or distorted gram. Members shall be cut
for tight fitting wood to wood bearing. Con-
nector plates shall be located on both faces of
the truss with nails fully imbedded and shall be
sym..about thejofnt unless otherwise shown. A
5x4 plate is 5' wide x 4' king. A fi98 plate is 6'
wide x li king, slots (holesl run parallel to
the plate length specified. Double cuts on web
members shall meet at the centrod of the webs
unless otherwise shown. Connector plate str.+es
are mdnimum sees based on the forces shown
and my need to be Increased for certain hand-
Ung and/or erection stresses. This truss is not
to be fabricated with fire retardant treated
lumber unless otherwise shown, For additional
be —lion on Quality Control refer to
ANSI/TP 1-1995
PRECAUTIONARY NOTES
Ali bracing and erection tecornmrendatfons are
to be followed In accordance with'Hand1mg
installing & Bracing•, H(BA 1. Trusses are to
be handled with particular care during banding
and bundling. rid" and Installation to avoid
damage. Temporary and permanent bracing
for holding trusses In a straight and plumb pos-
Itlort and for resbuhg lateral forces shag be
designed and installed by others. Careful hand-
ing is essential and erection bracing is always
required. Normal precautionary action for
trussm requites such temporary bracing during
installation between busses to avoid toppling
and dominoing, The supervision of erection of
trusses shall be under the control of persons
experienced In the installation of trusses.
Professional advice shall be sought If needed.
Concentration of construction loads greater
than the design bads shall notbe applied to
trusses at any time. No bads other than the
weight of the erectors shall be applied to
trusses until after all fastening and bracing
is completed.
TOP CHORDS: 2x4 SP #2
BOT CHORDS: 2x4 SP #2
SLIDERS: 2x4 SP #2
Shim or wedge if necessary to achieve full
bearing.
PROVIDE UPLIFT CONNECTION PER SCMMULE:
Support 1 33#
Support 2 30#
MAX LIVE LOAD DEFLECTION:
L/999
L.-0.02" D. 0.00" T=-0.02"
MAX HORIZONTAL TOTAL LOAD DEFLECTION-.
T. 0.02"
MAX HORIZONTAL LIVE LOAD DEFLECTION:
T. 0.02"
RMB . 1.15
MULTIPLE LOADS -- This design is the
composite result of multiple loads.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
Wind Case- ASCS 7-98, MWFRS/C&C, V.125 mph,
h 15.0 ft, I . 1.00, Ercp.Cat..B, Kzt . 1.0
Bldg Type- L. 58.Oft, W. 2.Oft, Truss
in END zone, TCDL- 4.2psf, BCDL. 6.0psf
=Joint Locations .... =___===a ==:
•1)� 0- s0f40 3) 2- 0- 8
2) 2- 0- 8 4) 0- 0- 0
---MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert HHoriz Uplift Y-Loc Type
0- 4- 0 ill 31 -33 DOT PIN `
1-11- 4 60 0 -30 BOT H-ROLL
..TC... FORCE ... CSI
1- 2 -24 0.09
2-0-8
Il1 2
6.00
3.00 I
o-s-o
1-4-8
4 3
Ill# 8.001b 60# 2.50"
+ 2-0-8
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPl 1-1"5
WAKMIP414: READ ALL NOTES ON THIS SHEET.
Eng. Job:
MaCOnda SyStelmS
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
Dwg:
CONTRACTOR.
Dsgnr: TLY
Chk:
MARONDA WAY
BRACING WARNING:
TC Live
16.0
psf4005
SANFORD, FL. 32771
Bracing shown on this drawing b not erection bracing. wind bracing, portal bracing or similar bracing
which is a part of the building design and which must be considered by the building designer. Bracing
TC Dead
7.0 pis[
(407) 321-0064 Fax (407) 321-3913
shown Is for lateral support of tress members only to reduce buckling length. provisions must be
BC Live
0.0 psf
TOMAS PONCE P.E.
made to anchor lateral bracing at ends and specified locations determined by the building designer.
Additional bracing of the overall structure may be required.. (see HIB-9I of TPI.
BC Dead
10.0 psf
LICENSE #0050068
rrluss Plate Institute. TPh, is looted at 5rr3 D'Onefrio Drtve. Madison, Wisconsin 537191.
1990 aREENBROOK Cr.9VIEDO,n-32766
TOTAL
33.0 psf
BC...FORCE...CSI
4- 0 -137 0.02
0- 3 31 0.01
scale = 1.257G
Truss ID: U
Date: 12-18-01
DurFac - Pit: 1.25 -
O.C. Spacing: 24.0"
Design Criteria: TPI
Code Desc:
••o•-- •••--•- •••-••�••• +a.o 1—. 101 era-we110 11.28-01
JB: CHESAPEAKE K 3
WO:
WE:
DESIGN INFORMATION
This design is for an individual budding
component and has been. based on information
provided by the client The designer dbeialms
any responsdrWty for damages — a result of
faulty or Incorrect mfmmatbn. specifications
and/or designsfurnished to the trim dwiigner
by the client and the correctness or accuracy
of this information asIt may relate to a spe-
ck projectand accepts car respomdrdify or
exerrlses rno earteni with regard to fabrica-
tion, handgug, shipment and insfagattorn of
trusses. This truss has beendesigned as an
hrdly dual budding component in accordance with
ANSI/TPI 1-1995 and NDS-97 to be incorporated
as part of the budding design by a Budding
Designer (registered arrlmgect - professional
cagmcri. When reviewed for approval by the
budding dest®wthe design Ioadteapt shown
mmat be chocked to be sure that the data shown
are in agreement with the local budding codes.
local clanatic records for wind or scow loads,
Project specifications - special applied loads.
Unless shownn, teas has not been designed for
storage or occupancy loads. The design assumes
compression chards Itop or bottami are continu-
orsly braced by aleathing uale s otherwise
specified. Where bottom chords In Lension are
not fully braced laterally by a property applied
rigid arilw , they should be braced at a
uaxhnuun spacing of 10'-Q' o.c Connector
plates shad be manufactured from 20 gauge hot
dipped gatvanbed sled meeting ASIM A 653.
Grade 40. unless otherwise shown.
FABRICATION NOTES
prior to fabrications. the fabricator shad revkw
this drawing to vrAy that this drawing is in
confwmanw with the fabri atoes plans and to
rcalhe a contioulvg resp—dAbity, for such verf-
dcatbn. Any dberepancies are to be put in
writing before cutting or fabrication.
plateshah not be IastaOed over Imothwles.
knots or distorted gram. Members shall be cut
far tight fitting wood to wood hearing. Con-
nector pates shag be located onbath far of
the truss with calls fully anbe lded and shad be
sym. about the joint rmless otherwise shown. A
Sx4 pate Is 5- wide x 4• king. A BxS pate is 6-
wide x 8' tong: Skis palest run paradet to
the pate length specified. Double arts on web
members shagmeet at the ecmtroW of the webs
unless otherwise shown. Connector plate litres
are mintmum sin based on this forces shown
and may treed to be increased for certain hand.
ON and/w erection stresses. This teas is out
to be fabricated with fire retardant treated
lumber unless otherwise shower. For additional
tofmmat on on Quality Control refer to
ANSI/TPI 1-19%
PRECAUTIONARY NOTES
AN bracing and erection recommendations are
to be followed in accordance with. -Handling
installing & Bracinpr. His-91. Trusses are to
be handled with particular care during banding
and bundimg� delivery and installation to avoid
damage. Temporary and permanent braedng
for holding tresses in a straight and plumb pos-
Won and for resisting Internal forces shad be
designed and Installed by others. Careful hand-
Wg b essentlal and erection tracing Is always
required. Normal precautionary action far
trusses requires such temporary btackr(, dialer(
hudaIIatkm between trusses to avoid toppling
end dommompy The supervision of erection of
trusses shall be under the control of persons
ruperieneed in the Installation d trusses.
Professional advice stall be sought if needed.
Corn¢ntration of construction bads greeter
than the design bads shag not be applied to
trusses at arty time No bads other than the
weight of the erectors shag be applied to
trusses until after ag fastening and bracing
is compieted.
TOP CHORDS: 2x4 SP #2
BOT CHORDS: 2x6 SP #2
Shim or wedge if necessary to achieve full
bearing.
PROVIDE UPLIFT CONNECTION PER SCHEDULE,
Support 1 24#
Support 2 18#
MAX LIVE LOAD DEFLECTION:
L/999
L- 0.00" D- 0.00" T- 0.00"
MAX HORIZONTAL TOTAL LOAD DEBLBCTIONr
T. 0.004
MAX HORIZONTAL LIVE LOAD DEFLECTION:
T. 0.004
RMB - 1.15
MULTIPLE LOADS -- This design is the
composite result of multiple loads.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
Wind Case- ASCE 7-98, MRFRS /C&C, V-125 aph,
h - 15.0 ft, I - 1.00, Exp.Cat.-B, Rzt . 1.0
Bldg Type=Encl L. 58.0€t, W. 0.8ft, Truss
in RIM zone, TCDL- 4.2pef, BCDL. 6.0psf
TI: V BTY:2
_ = ==Joint Locations====_______=___.
1) 0- 0- 0 3) 0- 9- 0
2) 0- 9- 0 4) 0- 0- 0
---- MAX . REACTIONS PER BRARiM LocwriON-----
X-Loc Vert Horiz Uplift Y-Loc Type
0- 4- 0 63 8 -24 HOT PIN,
0- 5- 0 21 0 -18 BOT H-ROLL
..TC... FORCE ... CSI
1- 2 -7 0.01
0-9-0
1 2
6 0000
a10-10
0-8-0
Plate Height
14 = 0-0-4
64# 8.00"
0-9-5 21# 0011 1
(Ra8-11) EXCEPT AS AS SHOWN PLATES ARE 1120 GA TESTED PER ANSI/TPI 1-1995
Lmaronda systems
4005 MARONDA WAY
SANFORD, FL. 32771
(407) 321-0064 Fax (407) 321-3913
TOMAS PONCE P.E.
LICENSE #W50068
WAKNIN(i2 READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.
BRACING WARNING:
Bracing shownon this drawing is not erection bracing. wind bracing, portal bracing or sinWar bracing
which is a part of the budding design and which most be considered by the budding designer. Bracing
shown Is for lateral support Of buss members only to reduce buckling length. Provisions must be
made to anchor lateral bracing at ends and specifiedlocations determinedby the Wilding designer.
Additional bracing of the overall structure may be required. &See HIB-9l of TPg.
frruss Plate l stttute. TPI. Is located at 593 D'Onohto Drive. Madison, Wisconsin 537191.
TOTAL
Cbk:
16.0 psf
7.0 psf
0.0 psf
Eng. Job:
Dwg:
Dsgur: TLY
TC Live
TC Dead
BC Live
BC Dead 10.0 psi
33.0 Dsf
..BC ... FORCE...CSI
4- 3 -18 0.01
scale = 2.0508.
Truss ID: V
Date: 12-18-01
DurFac -Pit: 1.25 -
O.C. Spacing: 24.0"
Design Criteria: TPI
Code DeSc:
renew Matra Andiysm
108 PAIN: CATEE-LORUOBSICHM
HCS. 11.28..01
18: CHESAPEAKE K 3 A(
DESIGN INFORMATION
This design Is for an Individual budding
component and has been based on hdor ation
providedby the client The designer disclaims
any responsibility for damages as a suitof
faulty or Incorrect infarnatfom specifications
sad/or designs funrshed to the truss designer
by the client and the correctness or accuracy
of this t3fornatbn as It may relate to a spe-
cific project andaccepts no responsibility or
exercises n- cernrad. with reg.rd to (abrka-
tion, handlint shVwad and installation of
trusses. Ths truss has been designed as an
individual budding comp went. In accordance with
ANSI/TPI 1-19%and NDS-97 to be Incorporated
as pace of the building design by a Budding
Designer [regWeredarc bRect or professional
engdneerl. When reviewed for approval by the
budding desigrerthe design loadings shown
must be checked to be sure that the data shorn
are inagreement with the localbuilding codes,
local cKmtic records for whhd or:raw Inds.
proJed speeKicatlons or special applied binds.
Unless shown, truss has not been designed for
storage or occupancy loads. lire design assumes
compression chords (top or bode m) are comfou_
onsiy braced by sinesthaall -Hires otherwise
specified. Where bottom chords In tension are
not fully braced laterally by a property applied
FW cegbr& they should be braced at a
max1muto "dug of I0'-0' o.a Connector
Plates Shall be manufactured from 20 gauge lad
dipped gaHanhed steel meeting ASM A 863.
Grade 40. unless otherwise shown.
FABRICATION NOTES
Prior to fabrication, the falwf ator shall review
this dewing to verity that this drawing la in
conformance with the fabricators plans and to
realitt a continuing responsibility for such. verf-
8catimL Any discrepancies are to be put In
writing before tutting or fabrication.
Plates shall not be installed over kndhodcs.
knots or distorted grain. Members :hail be tut
for tight fitting wood to wood bearing. Con-
nector Plates shag be located on bothfaces of
the Cuss with rails fully Imbedded and shell be
symabout the PbA unless otherwise shown. A
5x4 plate Is 5` wide x 4- burg. A 6x8 plate Is 6'
wide x 8- long. Slats fhoksl ram parallel to
the plate length specified Double us on web
members shall meet at the centrold of the webs
unless otherwise shown. Connector plate elm
are mines= she based on the forces shown
and may need to be increased for catain hand-
ling and/or erection stresses. Tbis truss is not
to be fabricated with fire retardant treated
lumber unless otherwise shown. For additional
information on Quality Coutioh rda to
ANSI/TPI 1-1995
PRECAUTIONARY NOTES
All bracing and erection recommendations are
to be followed in accordance with 'Handling
Installing & BMCMC. HIB-91. ltuaaea are to
be handled with particular care during banding
and bundling delivery and installation to avoid
damage. Temporary and permanent bra"
for holding trusses In a straight and plumb pos-
Klon and for resisting lateral forces shall be
deigned and I sialled by ohhco . Canvsul hand_
hung is esseraw and erection bm" is always
required. Normal preautiorary atc,t�i.�o,n�,,ff�o�r��,,,,,,rr����
iflL4SGb ItV11- SUCK limp-W WAdn6 d W
ista9atlon between trusses to avoid toppling
and dmmmohng. The supervision of am -am of
trusses stall be under the control of Persons
cgmiented In the Installation of trusses.
Professional advice shall be sought If needed.
Concentration of construction loads greater
than the design loads shall not be applied to
trusses at any time. No loads other than the
weight of the erectnts shall be applied to
trsaes untS after an fastening and bracing
is completed.
TOP CHORDS: 2x4 SP #2
BOT CHORDS: 2x4 SP #2
WEBS: 2x4 SP #3
WEDGES: 2x4 SP #2
Wind Case- ASCE 7-98, MWFRS/Cr.C, V-125 uph,
h - 15.0 ft, I - 1.00, Exp.Cat.-B, Kzt - 1.0
Bldg Type.Encl L. 58.Oft, W- 9.9ft, Truss
in INT zone, TCDL= 4.2psf, BCDL- 6.Opsf
MAX LIVE LOAD DEFLECTION':
L/999
L.-0.03" D. 0.00" T--0.03"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
T- 0.05"
MAX HORIZONTAL LIVE LOAD DEFLECTION:
T- 0.05"
RMB - 1.00
4-1-9
0-6-2
i
CHEK3 WE:
MULTIPLE LOADS -- This design is the
composite result of multiple loads.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
End vertical(s) not designed for exposure
to lateral wind pressure.
PROVIDE UPLIFT C)NNECTICK PER SCHEDULE:
Support 1 116
Support 2 225
TC...FORCE... CSI .BC ... FORCE ... CSI
1- 2 -370 0.38 5- 4 -503 0.50
2- 3 -55 0.33
TI: W QTY.2
- -=.Joint Locations----.------s-
1)--0--0- 0 3) 9-10-13 5) 0- 0- 0
2) 5- 0-15 4) 9-10-13
------------ TOTAL DESIGN LOADS ------------
Uniform PLF From PLF To
TC Vert L+D 0 0- 0- 0 -88 9-10-13
BC Vert L+D 0 0- 0- 0 -38 9-10-13
----MAX. REACTIONS PER BEARING LOCATICN-----
X-Loc Vert Horiz Uplift Y-Loc Type
0- 5-11 214 102 -105 HOT PIN
9- 9- 0 417 0 -101 HOT H-ROLL
9-10-13 11
1 2 3
4 4
"ate 3X4
3X8
M
9-10-13
5 4
1-0-2 2151 11.31" 417# 2.50"
(R0-11-10 9-10-13
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/IPI 1-1995 scale = 0.5082.
Maronda Systems
4005 MARONDA WAY
SANFORD, FL_ 32771
(407) 321-0064 Fax (407) 321-3913
TOMAS PONCE P.E.
LICENSE #0050068
1090 ONEENMOOK Cr.0AeoOA-32766
Dargn: Marls Aaaiyrir
YYAKNIN(i: READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.
BRACING WARNING:
Bracing shown on this drawing Is not erection lancing, wind bracing. portal bracing or similar bracing
which Is a part of the budding design and which must be consideredby the budding designer. Bracing
shown Is for lateral support of truss members only to reduce budding length. Provisions must be
made to anchor lateral bracing at ends and specghed bratlons determined by the budding designer.
Additional bracing of the overall structure may be required. (See HIB-91 d TPn.
fhuss Plate Institute. TP4 Is bated at 583 D'Onof io Drive Madso". Wisconsin 537191.
!OB PATH: C:ITEEd.OKUOBSICHBK3
Eng. Job: WO.,
Dog: Truss ID: W
Dsgur: TLY Chk: Date: 12-18-01
TC Live 16.0 psf
TC Dead 7.0 psf
BC Live 0.0 psf
BC Dead 10.0 psf
TOTAL 33.0 Dsf
DurFac - Pit: 1.25
O.C. Spacing: 24.0"
Design Criteria: TPI
Code Desc:
HCS: 11.28.01
JB: CHESAPEAKE K 3 AC:
WO:
DESIGN INFORMATION
This design is for an individual building
component and has been based on information
provided by the clknL The designer disclabns
any responsibility for damages as a resvll of
faulty or incorrect mtomatbn. specifications
and/or deign furnished to the tress designer
by the client and the correctness or accuracy
of this information as it may relate to a spe-
egic project and accepts no responsibility m
exermes no conbol w 9h. regard to tabrfra-
tk.L Mndbng. shipment and Installation of
trusses. This torn Ins been designed as an
individual building component in accordance with
ANSI/TPI I-I995 and NDS-97 to be ilemporated
as part of the building design by a Building
Designer Gegistered architect or professional
esgmeerl. When reviewed for approval by the
bugdi"g desfgxr. the deign loadings shown
must be checked to be suns that the data shown
are In agreement with the local buildingcodes.
kcal climatic rexunts (or wind oc soar leads,
project speed atbrs or special applied bads.
Unkss shown, tress has not been designed for
i storage or occupancy lowds. The design assume
compression chords (tap or bottand are contimr
ously braced by sheathing unless otherwise
!. specified. Where bottom chords In tension are
not fully braced laterally by a Property applied
rigid among. they should be braced at a
maximum spacing of la-M o.c. Connector
plates shall be manufactured from 20 gauge hot
dipped gaWantud sled meeting AS'IM A 653.
Grade 40. on otherwise shown.
FABRICATION NOTES
Prior to fabrication. the fabricator shag review
this drawing to verify that this drawing is In
emfmrmance with the fabricator's plan and to
rea&e a continuing responsibility for such vert-
&ati n. Any discrepancies are to be put in
writing before cutting or fabrication.
Plates shall not be installed over Immt6ales.
knots or distorted gram. Members shall be cut
for tight filing wood to wood hearing. Con,
oeeter plates shag be located on both faces of
the truss with nags fully Imbedded and stag be
"in. about the jam unless otherwise drown. A
Sx4 plate Is 5" wide x 4" long. A 6x6 plate is W
wide x W long. Slots (holed rum parallel to
the Plate length spec4led_ Double cuts on wtb
members stag meet at the centroid or the webs
unless otherwise shorn. Connector plate sirs
ate minimum sine lased on tit forces shown
and rimy need to be Increased for certain hand.
clog and/or erection sttc ace. This tress Is not
to be fabricated with Ore retardanttreated
lumber unless athaw lac shown. For additional
hdormatiou on Quality Controlrefer to
ANSI/TPI 1-1995
PRECAUTIONARY NOTES
All bracing and election recommendations are
to be followed Its scardaace with -Handling
Installing @ Bracing', HIS-91. Trusses are to
be handled with partkular are during banding
and bundling, delivery and Installation to avoid
damage. Temporary and permanent bracing
for balding trusses In a straight and. Ply pm'
ales and for resisting lateral force shall be
designed and botalled by others. Careful hand-
ling is essennd aid erection bracing is always
required. Normal precautionary action for
liana requh- such tetmp--y bracing dicing
InsIalIatloit between trusses to avowtoppling
and dmatmmg. The supervision of erectlom of
trusses stall be under the cords of person
experienced in the installation of tosses.
Prufessloal advice shag be sought 9 needed
Concept-u— of construction loads greater
than the design loads stag not be applied to
trusses atany tone. No loads other than the
weight of the erectors shall be appliedto
trusses until after all fastening. and Mating
Is completed.
TOP CHORDS: 2x4 SP #2
BOT CHORDS: 2x4 SP #2
WEBS: 2x4 SP #3
WEDGES: 2x4 SP #2
This truss is designed to bear on multiple
supports. Interior bearing locations should
be marked on truss. Shim or wedge if
necessary to achieve full bearing.
MAX LIVE LARD DEFLECTION:
L/999
L.-0.05" D- 0.02" T--0.03"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
T. 0.00"
MAX HORIZONTAL LIVE LOAD DEFLECTION:
T. 0.00"
RMB - 1.00
I
2-3-9
1
0-6-2
I
M4
Analysis based. on Siuplified Analog Model.
MULTIPLE LOADS -- This design is the
composite result of multiple loads.
All COeGIRESSION Chords are assumed to be
continuously braced unless noted otherwise.
wind Case- ASCE 7-98, MwFRS/C6rC, V=125 uph,
h . 15.0 ft, I . 1.00, Exp.Cat.-B, 1Czt • 1.0
Bldg Type -Part Lr. 58.Oft, w. 4.7ft, Truss
in INT zone, TCDL. 4.2psf, BCDL. 6.Opsf
PROVIDE UPLIFT CONNECTION PER SOLE:
Support 2 37,
209
.TC ... FORCE ... CSi .BC ... FORCE ... CSI
1- 2 10 0.14 4- 3 2 0.14
3- 0 0 0.08
TI: WI QTYA
Joint Locations ...==..=.a=&=.r
1) 0- 3a• 2 3) 4- 6- 9
2) 4- 6- 9 4) 0- 3- 2
------------ TOTAL DESIGN LOADS ------------
Uniform PLF From PLF To
TC Vert L+D 0 0- 0- 0 -30 4- 8- 9
BC Vert Lr+D 0 0- 0- 0 -13 4- 8- 9
---MAX. REACTIONS PER BEARING LOCATION- ----
X-Loc Vert Horiz uplift Y-Loc
4- 6-13 294 22 -168 TOP PIIN
0- 2- 8 67 29 -107 BOT PIN
4- 7- 2 93 0 -187 BOT H-ROLL
4-8-9
1 -- 2
1 4 24
_. 2X4
68N 4.95"
1-0-2
_-2
(RO-11-10) �®
EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSMI 1-1995
Maronda Systems
4005 MARONDA WAY
SANFORD, FL. 32771
(407) 321-0064 Fax (407) 321-3913
TOMAS PONCE P.E.
LICENSE #0050069
1660 011MMOOK CTOVIEDOXI-32766
Design: Metfir Analysis
2-2-2
294# 2.83CANT: 0-0-7
4-8-9 93A 2. "
C/L: 13
Over 3 Supports
WAKNINU: READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.
BRACING WARNING:
Bracing shown on this drawing is not erection bracing. wind bracing, postal bracing or similar bracing
which is a part of the budding design and which most be considered by the building designer. Bmcmg
shown Is for lateral support of toss members only to reduce bnddb g length. Prowsia s must be
made to anchor lateral bracing at ands and specified bacon determined by the building designer.
Additional bracing of the overall structure may be muted. ISee HIB-91 of TP9.
(Tress Plate lnstaute. TPI. Is loaded at 563 D'Onofrio Drive. Madison. Wisconsin 537191-
JOB P4771: C.'IEE-LOKtlOMCHBK3
Attach with (4)
10d Toe -Nails
Attach with (3)
10d Toe -Nails
scale = 0.9135,
Dwg:
Dsgor: TLY
Chk:
Truss ID: W1
Date: 12-18-01 "
TC Live
16.0
psf
DurFae - Lbr: 1.25
TC Dead
7.0
psf
DurFac - Pit: 1.25 -
BC Live
0.0
psf
O.C. Spacing: 24.0"
BC Dead
10.0
psf
Design Criteria: TPI
Code Desc:
TOTAL
33.0
psf
- g - 2
HCS: 11.28.01
DESIGN INFORMATION
This sign is for anhuttodual building
cotnpmtent and has been based on lnfotmaucm
pew d.d by the client The designer disclaims
any maponsibilty for damages as a result of
faulty or incorrect tnfornutlan. specifications
and/or designs furnished to the truss designer
by the client and the correctness or accuracy
of this Information as it may relate to a spe-
cdtc project and accepts no responsibility or
exercises no control with regard to fabrics
Lion, handling. shipment and rutallatbn of
trusses, 714%tans has been designed as ar
individual building component in accordance with
ANSIITPI 1-19% and NDS-97 to be Incorporated
as part of thebuilding design by a Building
Destgner (registered architect or pmlessbnal
engineah. When reviewed for approval by the
building designer. the design loadings shown
must be checked to be sure that the data shown
are In agreement with the local building codes.
loW effinathc records for wbn l or snow loads.
projectspecifications or special applied toads.
Unless shown. trusshas not been designed for
storage or occupancy bads. The design assumes
eampnasion chords (top or bottom) are continu-
ously braced by sheathing unless otherwise
specfied. Where bottom chords in tension am
not fully (raced laterally by a property applied
rigid ceNng: they should be braced at a
maximum spacing of 10'-(r o.c. Connector
plates shall be manufactured from 20 gauge hot
dipped grivanteed steel meeting ASTM A 653.
Grade 40. unless otherwise shown.
FABRICATION NOTES
Prior to fabrication. the fabricator shall review
this drawing to verify that this drawing is in
conformance with the fabricator's plans and to
reallre a continuing responsibility for such veri-
fkationn. Any discrepancies sue to be put to
writing before cutting or fabrication.
Plates sit" not be Installed over knothdes.
knots or distorted grain. Members shall be cut
for tight fitting wood to wood bearing. Con-
nector plates shall be located on both faces of
the truss with nags fully imbedded and shall be
sym. about the joint unless otherwise shores. A
5x4 plate is 5- wide x 4- long. A 6x8 plate is 6-
wide x 6- long. Slots (hoist run par"et to
the plate length specified. Double cuts on web
members stall meet at the centrdd of the webs
unless otherwise shown Coruredor plate sifts
are minimum sizes based on the forces shown
and may need to be increased for certain hand-
ling and/or erection stresses. This truss is not
to be fabricated with fire retardant treated
lumber unless otherwise shown. For additional
Information on Quality Control refer to
ANSI/TPI 1-1995
PRECAUTIONARY NOTES
An bracing and erecum recommendations an,
to be followed In accordance with -Handling
installing & Bracing'. HI5-91. Trusses are to
be handled with particular care during banding
and bundlft4 delivery and Wlaibtion to avoid
damage. Temporary and permanent bracing
for holding tenses in a straight and plumb pos-
Rion and for resisting laterai foots shag be
designed and installed by others. Careful hand -
it" is essential and erection bracing is always
required. Norval precautionary action for
tnlssr s requires such temporary btadltg during
installation between trusses to avow toppling
and dominating, The supervision of erection of
trusses shall be under the control of persons
experienced in the Installation or trusses.
Rdessional advice shall be sought If needed.
Concentration of construction loads greater
e than the design bads shall not be applied to
nsm at any trtime.
No loads other than the
re weight of the erectors shall be applied to
trusses until after as fastening and bracing
is co-pfeted.
JB:
AC:
TOP CHORDS: 2x4 SP #2
BOT CHORDS: 2x4 SP #2
NEMGES: 2x4 SP #2
This truss is designed to bear on multiple
supports. Interior bearing locations should
be marked on truss. Shim or wedge if
necessary to achieve full bearing.
MAX LIVE LOAD DEFLECTION:
L/576 at Mid -panel # 1
L=-0.15" D.-0.15" T•-0.29"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
T= 0.00"
MAX HORIZONTAL LIVE LOAD DEFLECTION:
T= 0.00"
RMB = 1.15
WO:
WE:
Analysis based on Simplified Analog Model.
MULTIPLE LOADS -- This design is the
composite result of multiple loads.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
Wind Case- ASCE 7-98, NWFRS/C&C, V•125 mph,
h = 15.0 ft, I . 1.00, Exp.Cat..B, Rzt = 1.0
Bldg Type- L. 58.0ft, W. 7.Oft, Truss
in END zone, TCDL= 4.2psf, BCDL. 6.Opsf
TC... FORCE ... CSI -BC ... FORCE...CSI
1- 2 -71 0.43 4- 3 0 0.33
TI: Y QTY:4
7}==- - ==-Joint Locations..=======.=...=
O==2- 0 3) 7- 0- 0
2) 7- 0- 0 4) 0- 2- 0
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type-
6-10-12 150 45 -63 TOP PIN
0- 4- 0 264 59 -85 BOT PIN
6-10-12 82 0 0 BOT H-ROLL
PROVIDE UPLIFT CONNECTION PER SCHEDULE:
Support 1 85#
Support 2 63#
7-0-0
1 2
6 0000
Attach with (2)
10d Toe -Nails
ICI
4-1-13 4-"
0-6-6
Attach with (2)
5X6 10d Toe -Nails
74)-0
4 /yn 3
264# 8.00" 151# 2.50"
0-9-5 ` 7-" 83 A.50"
(R0.8� � EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: 6-10-12 scale = 0.506r
LMaronda Systems
4005 MARONDA WAY
SANFORD, FL. 32771
(407) 321-0064 Fax (407) 321-3913
TOMAS PONCE P.E.
LICENSE #0050068
1890 GREENBROOR Cr.0VIEDOXI-32766
UtIAKN1N44 READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.
BRACING WARNING:
Bracing shown on this drawing is not erection bracing. wind bmchW, portal bracing or sardlar bracing
which is a part of the building. design and which must be considered by the building designer. Bracing
shown is for lateral support of truss members only to reduoe buckling length. Provisions must be
maple to anchor lateral bracing at ends and specified Locations determined by the building designer.
Additional bracing of the overall structure may be required. (See NIB-91. of Tpq.
rrnm Plate Institute. TPI. Is located at 563 D'Onohgo Drive. Madison. Wisconsin 53719).
Eng. Job:
Dig:
Dsgnr: TLY
Chk:
TC Live
16.0
psf
TIC Dead
7.0
psf
BC Live
0.0
psf
BC Dead
10.0
psf
TOTAL
33.0
psf
Truss ID: Y
Date: 12-18-01
DurFac - Pit: 1.25
O.C. Spacing: 24.0"
Design Criteria: TPI
Code Desc:
HCS: 11.28.01
I I JB: CHESPEAKE K 3 AC: WO: CHEK3 WE: TI: Z QTY:4
DESIGN INFORMATION
This design is for an individual building
caapoaent and has been based on information
provided by the client The designer disclaims
any responsibility for damages as a result of
faulty or incorrect tnforatatiar, specifications
and/or designs furnished to the truss designer
by the client and the correctness or accuracy
of this hdorroatlan as it may relate to a spe-
cific project andaccepts no responsibility w
otetciaes nc control wKh regard to fabria-
tion. handling, shipment and hutallaum of
trusses. This tram has been designed "an
Individual building component In accordance with
ANSUTPI 1.-1995 and NDS-97 to be breorporated
as part of the building design by a SuBding
Designer (registered architect or professional
emghteed. When reviewed for approvalby the
buMrkg designer. the designloadings shown
most be checked to be sure that the data shown
are In agteetimit with the local building coda,
bap ciinnatic records (or wind w show loads.
project spectllcatkau or sped applied bads.
Unless shown. tress has not been desigued for
storage" occupancy loads. The design assumes
compression chords (top or bottom) ate continu-
ously braced by sheathing unless otherwise
specified. Where bottom chords In tension are
not fully braced laterally by a properly applied
rigyd ailing, they should be braced at a
maximum spacing of 10'-0' o.c Connector
plates shall be manufactured from 20 gauge that
dipped galvanized steel meeting ASTM A 653.
Grade 40. unless otherwise shown.
FABRICATION NOTES
Prior to fabriatbn- the fabricator shall review
Md. drawing to verify that this drawing 1s In
cordonuance with the fabricator's plans and to
realize a continuing responsibtitty for such vert-
fication.. Any discmpancles are to be put In
writing. before cutting or Fabrication,
Plates shall not be Installed over knotholes.
knots or distorted grain. Members shall be cut
for tight filling wood to wood bating Con-
oectm plate shall be located on both faces of
the truss with nags fully lintiedded and stall be
sym. about the John. unless otherwise shhown. A
5x4 plate is 5' wide x 4" long A 6x8 plate is B
wide x 8" long. Slots (holes) run parallel to
the plate length specified. Doublecutson web
members, shall meet at the remold of the webs
unless otherwise shown. Connect" plate size
ate minimum sizes based on the forces shown
and may need to be i naeased for certain hand-
Krig and/" erection stresses. This tmu s b not
to be fabrated with fire retardant treated.
hzmber unless otherwise shown. For additional
Inf"matkm on Quality Control refer to
ANSI/TPI 1-1995
PRECAUTIONARY NOTES
All bracing and erection recahmrendatbns are
to be followed in accordance with 'Ftandtfng
Installing Q Bracing'. HIB-91. Trusses are to
be handled with particular are during bandit*
and bundling. delivery and imstallatsorh to avoid
damage. Temporary and permanent bracing
for holding trusses In a straight and plumb pos-
Ition and fw resisting lateral forces shall be
destg led and Installed by ethers. Careful hand -
king is essential arrd erection tracing Is always
requited. Normal precautionary action for
itt— mquir- stitch temporary bradng during
installation between trusses to avoid toppling
and dondnoing. The supervision of erection of
trusses shall be under the control of persons
experienced in the installation of trusses.
Professionaladvice stall be sought if needed.
Concentration of coistruction loads greater
than the design loads stall not be applied to
trusses at any lime. No loads other than the
weight of the erectors shall be applied to
trusses untg Wier all fastening and bracing
is completed.
TOP CHORDS: 2x4 SP #2
HOT CHORDS: 2x4 SP #2
WEDGES: 2x4 SP #2
This truss is designed to bear on multiple
supports. Interior bearing locations should
be marked on truss. Shim or wedge if
necessary to achieve full bearing.
MAX LIVE LOAD DEFLECTION:
L/999
L--0.04" D--0.04" T--0.08"
MAX HDRIZONTAL TOTAL LOAD DEFLECTION:
T. 0.00"
MAX HHDRIZONTAL LIVE LOAD DEPLBCTIONs
T- 0.00"
RMS - 1.15
3-2-9
T
0-6-6
i
Analysis based on Simplified Analog Model.
MULTIPLE LOADS -- This design is the
coliposite result of multiple loads.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph,
h - 15.0 ft, i - 1.00, Exp.Cat.-B, Bzt - 1.0
Bldg Type- L- 58.Oft, W. 5.1ft, Truss
in END zone, TCDL- 4.2psf, BCDL- 6.Opsf
TC...FORCE...CSZ .BC ... PORCH ... CST
1- 2 -51 0.23 4- 3 0 0.18
-->e - -=Joint Locations---
1) O2 -0 3) 5- 1- 8
2) 5- 1- 8 4) 0- 2- 0
---MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
5- 0- 4 110 33 -46 TOP PILL
0- 4- 0 203 43 -71 HOT PIN
5- 0- 4 60 0 0 BOT H-ROLL
PROVIDE UPLIFT CONNECTION PER SCHEDULE:
Support 1 71#
Support 2 46#
L 5-1-8 L
I 1 2
6 0000
DAD
3-1-2
5-1-8
4
3
203# 8.00"
110# 2.50"
0-9-5
5-1-8
0"
2)-04
)l
/L
EXCEPT AS SHOWN PLATES ARE TI.20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports
-
11f/AKfN 11�14: READ ALL NOTES ON THIS SHEET.
Eng. lob:
M! rondo SyStemS
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
D g:
ja
CONTRACTOR.
gnr TLY
Chit.
4005 MARONDA WAY
BRACING WARNING:
TC Live
16.0 psi
SANFORD, FL. 32771
Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing
which isa part of the building design and atdcih must be considered by the building designer. Bracing
TC Dead
7.0 psf
(407) 321-0064 Fax (407) 321-3913
shown is for lateral support of truss members only to reduce buckling length. Provisions must be
BC Live
0.0 psf
TOMAS PONCE P.E.
made to anchor lateral bracing at ends and specified locations detemnhnedby the building designer.
Additional bracing of the overall structure may be required (See HIO-91 of I"..
BC Dead
0
10.psf
LICENSE #0050068
rrruss Plate institute. TPI. is located at 583 D'Ondria Drive. Madison Wisconsin 53719).
1890 OREE48ROOK Cr.0VtED0.MM766
TOTAL
33.0 psf
Attach with (2)
10d Toe -Nails
Attach with (1)
10d Toe -Nails
scale = 0.6539
Truss ID: Z
Date: 12-18-01
DurFac - Pit: 1.25 _
O.C. Spacing: 24.0"
Design Criteria: TPI
Code Desc:
uesign: efmru .vm[ysu JOB PATH: C:l1EELOKVOBSICHEK3 HCS.• 11.28,01
JB: CHESAPEAKE K 3 AC: WO: CHEK3 WE: TI: ZI QTY:4
DESIGN INFORMATION
This design is for an individual building
component and has been based on tnformation
provided by the client. The designer disclaims
any responsibility for damages as a result of
faulty o incorrect information, specifications
and/or designs furnishedto the truss designer
by the client and the correctness or accuracy
of this information as It may relate to a spe-
ctlte project and accepts no responsibility or
exercises no control with regard to fabrlea-
tion, handling, shipment and installation of
trusses, This truss has been designed as an.
individual building component in accordance with
ANSIfM I-1995 and NDS-97 to be memporated
as part of tine building design by a BuOdbrg
rr<4p— (registered -ehiteet-pro( Tonal
erngiueet). When reviewed for approval by the
building designer. the design loadings shown
must be checked to be sure that the data shown
are In agreement with the local budding codes.
local climatic records for wind or snow loads.
project specifications or special applied loads.
Unless shown. truss has not been designed for
storage or occupancy (cads. The design assmnes
compression chords (top or bottom) are continu-
ously braced by sheathing unless otherwise
specified. Where bottom chords In tension are
not fully brain( laterally by a properly applied
rigid ceding. they should be braced at a
maximum spacing of I0'4r o.c. Connector
plates shall be manufactured from 20 gauge hot
dipped galvanf Ad steel meeting ASIM A 653,
Grade 40, unless otherwise shown.
FABRICATION NOTES
Prior to fabrication. the fabricator small review
this drawing to vesify that this drawing is in
conformance with the fabricatoes plans and to
realize a continuing responsibility for such ved-
6otion. Any discrepancies arc to be put In
wrung before cutting or fabrf®tfon.
Plates shall not be installed over knotholes.
knots or distorted grain. Members shad be cut
for tight fitting wood to wood bearing Con-
nector plates shall be looted on both faces of
the trvss with rafts fully imbedded and shall be
sym. about the joint unless otherwise shown. A
5x4 plate is Y wide x 4' long. A 6x8 plate is 6'
wide x 8' long sits (holes) runparallel to
the plate length specW,& Double Buts on web
members shag meetat the eentrotd of the webs
unless othenvise shown. Connector plate sizes
are minimum sizes based on the forces shown
and may need to be Increased for certain a d.
ling and/o erection stresses. This truss is not
to be fabricated with fire retardant treated
lumber unless otherwise shown. For addh:oal
information on guallLy Control refer to
ANSI/1Pl I-1995
PRECAUTIONARY NOTES
AM bracing aid erection, are
to be followed in accordance with 9fardling
instalWng h Bracing'. 11I15-91. Trusses are to
be handled with particular care during banding
and bmrdUng, delivery and installation to avoid
damage. Temporary and permanent bracing
for holding trusses in a straight and plumb pos-
abn and for resisting lateral forces shall be
designed ano Installed by others. Careful hand
ling is essential and erection bracing is always
required. Norval precautionary actionpox
trusses requires such temporary bracing during
Installation between cusses to avoid topptung
and dotnncing.. The supervision of erection of
trusses shad be under the control of persons
experienced in the tmtallamon of trusses.
Professional advice shall be sought if needed.
Concentration of construction loads grater
than the design bads shall not be applied to
trusses at any time. No loads other than the
welght of the eredom shall be applied to
trusses until all- ag fastening and bracing
is completed.
TOP CHORDS: 2x4 SP #2
BOT CHORDS: 2x4 SP #2
WEDGES: 2x4 SP #2
This truss is designed to bear on multiple
supports. Interior bearing locations should
be marked on truss. Shim or wedge if
necessary to achieve full bearing.
MAX LIVE LOAD DEFLECTION:
L/999
L=-0.01" D. 0.00" Trr-0.01"
MAX HORIZONTAL TOTAL LOAD DEPLECTIONt
T- 0.00"
MAX HORIZONTAL LIVE LOAD DEFLECTION:
T- 0.00"
RMB - 1.15
T
2-2-9
Analysis based on Simplified Analog Model.
MULTIPLE LOADS -- This design is the
composite result of multiple loads.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
Wind Case- ASCE 7-98, M(QPRS/C&C, V-125 a¢ph,
h - 15.0 ft, I - 1.00, Elcp.Cat.-B, Rzt - 1.0
Bldg Type- L- 58.Oft, W- 3.1ft, Truss
in END zone, TCDL- 4.2pef, BCDL- 6.Opsf
TC... FORCE...CSI .BC ... FORCE ... CSI
1- 2 31 0.15 4- 3 0 0.13
==--stat
--
==--Joint Locations ----- --- "- ci
1) 0- 2 0 3) 3- 1- 8
2) 3- 1- 8 4) 0- 2- 0
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Tyke
3- 0- 4 67 20 -28 TOP PIN
0- 4- 0 137 26 -55 HOT PIN
3- 0- 4 36 0 0 BOT H-ROLL
PROVIDE UPLIFT CONNB TION PER SCHEMULE:
Support 1 55#
Support 2 28#
Ilk i 3-1-8
1 _ 2
66.00
2-1-2
3-1-8
4 3
138# 8.00" 67# 2.50"
I•h �e 3-1-8 37# 2 tin
(R0-8-11) C/L: -04
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSIrrPI 1-1995 Over 3 Supports
�—
WAKNING: READ ALL NOTES ON THIS SHEET.
MdrOnda Sysetems
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.
4005 MARONDA WAY
BRACING WARNING:
SAN FORD, FL. 32771
Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing
which is a part of the building design and which must be considered by the building designer. Bracing
(407) 321-0064 Fax (407) 321-3913
shown is (o Lateral support of truss members only to reduce buckling length. Provisions must be
TOMAS PONCE P.E.
made to anchor lateral bracing at ends and specified locations determinedby the building designer.
Additional bracing of the overall structure maybe required. ISee pflB-9l of TPO.
LICENSE #0050068
1e90 0REENBRDOK C LOVIF00-1 L927Mi
Russ Plate Institute, TPI, Is looted at 583 D'Onofrio Drive. 6ladson, Wfacvnsin 537191.
Attach with (1)
10d Toe -Nails
Attach with (1)
10d Toe-Naib
Eng. Job:
Dwg:
Dsgnr: TLY
Chk:
TC Live
16.0
psf
TC Dead
7.0
psf
BC Live
0.0
psf
BC Dead
10.0
psf
TOTAL 33.0 psf
scale = 0.9490
Truss ID: Z 1
Date: 12-18-01 -
DurFac - Pit: 1.25 -
O.C. Spacing: 24.0"
Design Criteria: TPI
Code Desc:
✓ea:xis: menu nrroysu
true ruin: (,:if tGLVA 1(V11JV-Jit 3
HCS: 11.2&01
JB: CHESAPEAKE K 3 AC:
WO: CHEK3 WE:
TI: Z2 ATY:4
DESIGN INFORMATION
TOP CHORDS: 2x4 SP #2
Analysis based on Simplified Analog Model.
===0f=2- --==
—2: =-=.Joint Locations= -------= ram
This design is for an Individual building
BUT CSORM 2x4 SP #2
MULTIPLE LOADS -- This design is the
1) 0
3) 1- 1- 8
component and has been based on infomatbn
WEDGES: 2X4 SP #2
composite result of multiple loads.
2) 1- 1- 8
4) 0- 2- 0
w prWedbythechent.ThedesignerdBdelms
pIncorretyfor damagmasan=ultof
This truss is designed to bear on multiple All COMPRESSION Chords are assumed to be
----MAX. REACTIONS PER BEARING LOCATION -----
faultyoru etwonnatwn.apetutmt>ona
faulty
supports. interior bear! locations should continuous) braced unless noted otherwise.
or
X-Loc Vert
Boriz Type
and/or designs funLLshed to the truss designer
� on truss. Shim s if Wind Case- ASSCE 7-98, MWPRS C&C, V-125 mph,
1- 0- 4 24
6-10ftTOPLoc P� -
bythecalentanndthecmrectmessoraeauraey
necessary to achieve full bearing. h 15.0 ft, I - 1.00, EV.Cat.-B, Kzt - 1.0
0- 4- 0 72
8 -40 BOT PIN
of this Information as R may relate to a spe-
MAX LIVE 14M DEFLECTION:
Bldg Type- L- 58. Oft, W. 1. lift, Truss
1- 0- 4 12
0 0 BOT H-ROLL
cific project and accepts no responsibility or
exercises no control wntn regard to fabctca-
L/999
in ffi'm zone, TCDL= 4.2psf, BC6L= 6.Opsf
PROVIDE UPLIFT CIdN PER SCHEDULE:
Um handling, shipment and tnstallation of
L- 0.00" D- 0.00" T- w
0. 00
Support 1
40#
trusses. This truss has been designed as an
MAX HORIZONTAL TOTAL LOAD DEFLECTION: TC... FORCE...CSI ..BC ... FORCE... CSI
Support 2
10#
Individual budding component in accordance with
T- 0.00"
1- 2 10 0.02 4- 3 0 0.01
ANSIrM 1.19% and NDG-97 to be Incorporated
MAX HORIZONTAL LIVE LOAD DEFLECTION:
as part of the budding design by a Building
T- 0. 00"
Designer (registered architect or professional
englneai- When reviewed for approval by the
M4B - 1.15
building designer, the design toad(ngs shown
most be checked to be sure that the datashown
are In agreement with the Iral budding code.
local climatic records for wind or snow, bads,
prtyect specifications or speed applied loads.
Unless shown. truss has not been designed for
storage or occupancy loads. The design assumes
compression chards Itop or bottom are conttnu-
ously braced by sheathing unless otherwise
^ T
specified. Where bottom chords in tension are
1 1
2
not fully braced laterally by a property applied
rigid ceding, they should be braced at a
�-
maximum spacing of ID-0" o.c. Connector
6.00
plates shag be manufactured from 20 gauge hot
dipped galvanized steel meeting ASTM A M.
Attach with (1)
Grade 40, unless otherwise shown
lOd Toe -Nails
FABRICATION NOTES
Prior to fabrication. the fabrtrstmr shall review
this drawing to verify that this drawing is in
conformance with the fabricator's plans and to
realize a continuing responsibility for such vert-
fiation. Any d(serepancles are tobe put in
writing before cutting or fabrication.
Bata shag not be totalled over knwthdes.
knots or distorted grain. Membersstall be cut
for tight twood wood bearing. Con-
TT
1-2-9 I
1-1-2
lot
oceplates e ship located ted on. both (aced
the truss with tads fully Imbedded and shall be
sym. about the joint unless otherwise shown. A
5x4 plate Is5" wide x 4' long. A 6x8 plate is 6'
wide x S' long. Slots (holes) run parallel to
0-6-6
the plate length specdled. Double cuts on web
members stall meet at the centmld of the webs
unless otherwise shown. Connector plate sbss
are niinhnmn stun based on the forces shown
and may need to be Increased for certain hand -
—
Attach with (1)
OngIs
Ong and/or erection stresses. This tnot
5X6
10d Toe -Nails
to be fabricated with fire retardant treated
lumber unless otherwise shown. For additional
Information on Quality Control refer to
ANSI/TPI I. I9M
PRECAUTIONARY NOTES
Ali bradrg and erection recormnen(attonu are
to be followed in accordance with "Handling
Installing & Bmcng". HIB-9I I. Trusses are to
be handled with particular are during banding
1 4
3l
and bundling, delivery and installation to avail
damage. Temporary and pemanent bracing
73� S.Dd•" ZSA 2.50°
for holding trusses In a stmight and plumb pos-
1. 0-9-5 `
1-1-8 13# 2.5 a
tuon and for resisting lateral forcesstabs be
designed and Installed. by others. Careful !rand-
la
(RO-8-11) C/L: 1
ling is essential on and erectibracing is always
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports
1.7334
mquhv& Normal precautionary action for
scale =
t temporary a b ��
Instaa t� betsurween
Installation between trusses to .van
WARNING: READ ALL NOTES ON THIS SHEET.
E Job:
ng•
.
and dominang. The supervision of erection of
trusses shall be under the control of persons
MdCOnda Systems
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
Dwg:
.Truss ID: Z2 -
Pm al di a Installasongstrussesed.
CONTRACTOR.
Dsgar: TLY Chit:
Date: 1 Z-18-01 -
Coneentration of construction bads greater
than the deign loads shall not be applied to
BRACING WARNING:
TC Live 16.0
psf
DutFac - Lbr. 1.25
4005 MARONDA WAY
tr-- at an come. No bads other than the
weight or the any
shall be apple! to
SANFORD, FL. 32771
bracing, word bracingconsidered
portalythbracing or stper bracing cin
whkfi Is a pad of th b drawing a not erection dwhich
part building design and whdeh must be consMned by the building designer. Bracing
TC Bead 7.0
psf
DurFaC - Pit: 1.25 -
w
trusses a"ur an" all fastening and bracing
(407) 321-0064 Fax (407) 321-3913
shown is for lateral support of truss members only to reduce buckling length. Provisions must be
BC Live 0.0
psf
O.C. Spacing: 24.0
Is completed.
TOMAS PONCE P.E.
made to anchor lateral bracing at ends and specified locations detemtrud by the binding destgnm.
Additional bracing
BC Dead 1.0.0
Design Criteria: TPI
ofthe overall structure may he required. (see HIB-9l of M.
psf
,.t
LICENSE #0050068
(Truss Plate Institute. TPt. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719).
Code DeSC:
titali oRF.ENBROOK Cr.0V1ED0.FL=769
TOTAL 33.0
psf
6 '- 4
Design: Marrur Amdysfs JOB PATH: C17EE-LOKUOBSICNEK3 RCS: 11.18.01
{ I JB: CHESAPEAKE K 3 AC: WO: CHEK3 WE: TI: Z3 ATY:3
DESIGN INFORMATION
This design is for am Individual building
component and has been based on information
provided by the client. The designer disclaims
any respocsibglty for damages as a result of
faulty or Incorrect hdormsuon, specifications
and/or design furnished to the trims designer
by the client and the cormctnesa or accuracy
of utis Inform u— as it may We to a spe-
dffc prclect and accepts ne responsibility or
exercises no control with regard to fabrica-
tion. funding. shipment and installation of
trusses. This truss has been designed as an
Individual building component in accordance will
ANSI/M 1. 1995 and NDS-97 to be Incorporated
as part of the building design by a Buffding
Designer (registered arcfdt-1. or professional
engineed. When reviewed for approval by the
building designer. the design loadings shown
must be checked to be sure that the data shown
are In agreement with the local building codes.
kxmd climatic records for wired or snow loads.
projectspecifications or special applied loads.
Unless shown. truss has not been designed for
storage or occupancy loads. The design assumes
compression chords (top or bottom) ate continu-
ously braced by sheathing unless otherwise
specified. Where bottom chords In tension we
not fully braced laterally by a properly applied
rigid ceding, they should be braced at a
maximum spacing of IU'-0- o- Connector
plates shag be manufactured from 20 gauge hat
dipped galvartzed steel meeting ASIM A 653.
Grade, 40. unless otherwise shown.
FABRICATION NOTES
Prior to fabrication, the fabricator shall review
this drawing to verify that this drawing Is in
confomurnce whh the fabricatvi s pleas and to
realize a continuing responsibility Ear such verf-
flcatlom Any discrepancies are to be put in
writing before cutting or fabrication.
Plates shalt not be Installed over knotholes.
knots or distorted grain_ Members shag be cut
for tight fitting wood to wood brarh4 Con-
nector plates shall be located on both faces of
the truss with nabs fully Imbedded and shag be
sym. about the Joint unless otherwise shown. A
5x4 plate is 5- wide x 4- brag. A Bx8 plate is 6-
wide x 6- long. Sofa (roles) ram parallel to
the plate length specified. Double cuts on web
members shag meet at the cenboki of the webs
unless otherwise shown.. Connector plate sizes
are minhutan sizes based on the forces shown
and may rued to be Increased for certain hand-
ling and/or erection stresses. This buss is not
to be fabricated with fire retardant treated
lumber unless otherwise shown. For additional
information on Quality Control refer to
ANSI/TPI 1-19%
PRECAUTIONARY NOTES
All bracing and erection recommendations are
to be followed In accordance with -Handling
installing @ Bracing'. NI5-9 t. Trusses ace to
to handled with particular tare during banding
and bundling, delivery and Installation to avow
damage. Temporary and permanentbracing
for bolding trusses in a straight and plumb Poe -
Rion and for resisting lateral forces shag be
designed and Installed by others. Careful hardl-
U ng. Is essential and erection bracing is always
mqubed. Normal prmutbnary otbn for
trusses requires such temporary bracing during
installation between trusses to avoid toppling
and dombmbrg. The supervision of erection of
trusses shall be under the comtrd of persons
experienced in the Installation of trusses.
Professional advice sham be sought If needed.
Concentration of construction loads greater
than the design loads stall not be applied to
trusses at any time No bads other than the
weight of the erectors shag be applied to
trusses .. after all fastening and bracing
is carp ded.
TOP CHORDS: 2x4 SP #2
HOT CHORDS: 2x4 SP #2
WEDGES: 2x4 SP #2
This truss is designed to bear on multiple
supports. Interior bearing locations should
be marked on truss. Shim or wedge if
necessary to achieve full bearing.
MAX LIVE LOAD DEFLECTION:
L/999
L--0.01" D--0.01" T--0.01"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
T. 0.00"
MAX HORIZONTAL LIVE LOAD DEFLECTION:
T= 0.00"
RMB - 1.15
2-5-15
i
0-6-6
Analysis based on Simplified Analog Model.
MULTIPLE LOADS -- This design is the
composite result of multiple loads.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
Wind Case- ASCE 7-98, NiM/C&C, V-125 mph,
h - 15.0 ft, I - 1.00, Exp.Cat.-B, lizt - 1.0
Bldg Type- L. 58.Oft, W. 3.3ft, Truss
in END zone, TCDL- 4.2psf, BCDL- 6.Opsf
..TC... FORCE ... CSI .-BC ... FORCE...CSI
1- 2 -33 0.10 4- 3 0 0.08
_ _ --Joint Locations== ......
====s =
=-=0-=-- 21 3) 3- 4- 0
2) 3- 4- 0 4) 0- 2- 1
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
3- 2-12 71 22 -32 TOP PIN
0- 1-12 160 29 -98 HOT PIN
3- 2-12 51 0 -20 BOT H-ROLL
PROVIDE UPLIFT CONNECTION PER SOLE:
Support 1 98#
Support 2 32#
Support 3 20#
3-4-0
1 2
6.00
2-2-6
3-4-0 F /
4 3
161# 3.50" 72# 2.50"
le (RI� 3-4-0 52# 2 50"
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSIlTPI 1-1945 Over 3 Supports CIL: 312-12
WAKNING: READ ALL NOTES ON THIS SHEET.
Eng. Job:
(M!aronda SySteMS
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
Dwg:
CONTRACTOR.
Dsgnr: TLY
I
Chk:
4005 MARONDA WAY
BRACING WARNING:
TC Live
16.0 psi
SANFORD, FL. 32771
Bracing shownon the drawing is not erecum bracing, wind bracing. portal bracing ar similar bracing
whichis a part of the building design and which must be considered by the building designer. Bra
TC Dead
7.0 psf
(407) 321-0064 Fax (407) 321-3913
shown I. for lateral support of truss members only to redo« budding length. P—Isiona ..at be
BC Live
0.0 psr
TOMAS PONCE P.E.
made to anchor lateral bracing at ends and specified locations determined by the budding designer.
Additional bracing of the overall stmeture may be quited. (See Hf6-91 of TPII.
re
BC Dead
10.0 psf
LICENSE #0050068
lTrmss Plate Institute, TPf. is lasted at 593 D'Onctno Drive. Madsen, Wisconsin 537191.
Attach with (1)
10d Toe -Nails
Attach with (1)
10d Toe -Nails
scale = 0.8424
Truss ID: Z3
Date: 12-18-01
DurFac - Pit: 1.25 -
O.C. Spacing: 24.011
Design Criteria: TPI
Code Dese:
1890 GREENBROOK CT.OVIEDOXI-32766 TOTAL 33.0
♦uV rn, u. a..rrL VAVVOJnL,nr A3
HCS: 11.29.01
DESIGN INFORMATION
This design is for an individual building
component and has been based on information
provided by the client. The designer disclaims
any responsibility for damages as a result of
faulty or incorrect informationspecifications
and/or designs furnished to the toss designer
by the client and the correctness or accuracy
of this information asit may relate to a spe-
cific project and accepts no responsibility or exercises no control with regard to fabric2-
tlon, handling. shipment and uutallatbn of
trusses. This truss has been designed as an
individual building component in accordance wak
ANSI/TP( 1-1995 and NDS-97 to be incorporated
as part of the building design by a Budding
Designer (registered architect or professional
englnecri. When reviewed for approval by the
buildingdesigner. the design loadings shown
must be checked to be sure that the datashon.
are in agreement with the local building codes,.
local climatic records for wind or snow loads,
project specifications or special applied bads.
Unless shown, truss has not been designed for
storage or occupancy loads. The design assumes
compression chords (top or bottom) are continu-
ously braced by sheathing urdess otherwise
specified. Where bottom chords in tension are
not fully braced laterally by a properly applied
rigid ceiling, they should be braced at a
maximum spacing of 10--0- o.c. Connector
plates shall be manufactured from 20 gauge hot
dipped galvanized steel meeting ASrM A 653.
Grade 40. unless otherwise shown.
FABRICATION NOTES
Poor to fabrication, the fabricator shag review
this drawing to verify that this drawing is in
conformance with the fabricator's plans and to
realize a continuing responsibility for such veri-
fication. Any discrepancies are to be put in
writing before cutting or fabrication.
Plates shall not be installedover knotholes.
knots or distorted grail. Members shall be cut
for tight fitting wood to wood bearing. Con-
nector plates shall be located on both faces of
the truss with nags fully imbedded and shag be
sym. about the joint unless otherwise shown. A
5x4 plate Is 5- wide x 4' long. A 6x8 plate is 6-
wide x T long. Slots (holies) run parallel to
the plate length specified. Double cuts on web
members shall meet at the centmld of the webs
unless otherwise shown. Connector plate sues
are minknum sizes based on the forces shown
and may need to be increased for certain hand-
ling and/or erection stresses. This truss is not
to be fabricated with fire retardant treated
lumber unless otherwise shown. For additional
information on guakty Control refer to
ANSI/TPI I-1995
PRECAUTIONARY NOTES
Ali bracing and erection recommendations are
to be followed in accordance with 'Handling
Installing h Bracing". 11I5-91. Tosses are to
be handled with particular are during banding
and bundling. delivery and Installation to avoid
damage. Temporary and permanent bracing
far holding trusses in a straight and plumb pos-
aon and for resisting lateral forces shall be
designed and installed by others. Careful hand-
ling is essential and erection bracing is always
required Normal precautionary action for
trusses requires such temporary bracing during
installation between trusses to avoid toppling
and dominoing. The supervision of erection of
tosses stall be under the control of persons
experienced In the installation of trusses -
Professional advice shall be sought If needed.
Concentration of construction loads greater
than the design loads stall not be applied to
trusses at any time. No loads other than the
weight of the erectors shag be applied to
trusses until after all fastening and bracing
is completed.
JB: CHESAPEAKE K 3 AC:
TOP CHORDS. 2x4 SP #2
BOT CHORDS: 2x4 SP #2
WEDGES: 2x4 SP #2
This truss is designed to bear to multiple
supports. Interior bearing locations should
be marked on truss. Shiro or wedge if
necessary to achieve full bearing.
MAX LIVE LOAD DEFLECTION:
L/999
L- 0.00" D- 0.00" T- 0.00"
MAX HORIZONTAL TOTAL LOAD DEFLECTION:
T. 0.00"
MAX HORIZONTAL LIVE LOAD DEFLECTION:
T- 0.00"
RMB - 1.15
1-2-9 T
0-6-6
1
WO: CHEK3
Analysis based on Simplified Analog Model.
MULTIPLE LOADS -- This design is the
composite result of multiple loads.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise:
Wind Case- ASCE 7-98, MRFRS/C&C, V-125 mph,
h . 15.0 ft, I - 1.00, Ecp.Cat.-B, Kzt - 1.0
Bldg Type- L- 58.0ft, W. l.lft, Truss
in END zone, TCDL. 4.2psf, BCDL- 6.Opsf
TC... FORCE ... CSI .BC ... FORCE ... CSI
1- 2 10 0.02 4- 3 0 0.01
TI: Z4 QTY:2
_.==..Joint Locations=. =a==..=_ .._.
=1)a 0 2- 0 3) 1- 1- 8
2) 1- 1- 8 4) 0- 2- 0
---MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
1- 0- 4 24 7 -11 TOP PIN
0- 1-12 72 8 -48 BOT PIN
1- 0- 4 17 0 -6 BOT H-ROLL
PROVIDE UPLIFT CONNECTION PER SCHEDULE:
Support 1 48#
Support 2 11#
Support 3 6#
1-1-8 I,
i 2
Q
Ic _ 1-1-8 L
4 3
73# 3.50" 25# 2.501r
la 0-9-5 i-1-8 18# 2.5 "
j (RO-8-11) C/L: 1 4
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Over 3 Supports
Attach with (1)
10d Toe -Nails
Attach with (1)
10d Toe -Nails
WARNING: READ ALL NOTES ON THIS SHEET.
Eng. Job:
Mdronda SysteMS
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
Dwg:
CONTRACTOR.
BRACING WARNING:
Dsgnr: TLY Chk:
4005 MARONDA WAY
TC Live 16.0 psf
SANFORD, M. 32771
Bracing shown on this drawing is not emcUen bracing, wind tracing, portal bracing or similar bracing
which is a part of the building design and which must be considered by the building designer. Bracing
TC Dead 7.0 psf
(407) 321-0064 Fax (407) 321-3913
shown is for lateral support of truss members only to reduce buckling length. Provisions must be
BC Live 0.0 psf
TOMAS PONCE P.E.
made to anchor lateral bracing ?t ends and specified locations determined by the building designer.
Additional bracing of the cverali structure may be required. (See HIB-91 of TP9.
BC Dead 10.0 psf
LICENSE #0050068
(puss Plate Immure. TPI. s located at 5S3 D'Onofrio Drive, Madison. Wisconsin 537191.
1e90 GReeNenOOn MCMEDo.fm-a270e
TOTAL 33.0 psf
scale = 1.7334
Truss ID: Z4
Date: 12-18-01
DurFac Pit: 1.25
O.C. Spacing: 24.0"
Design Criteria: TPI
Code Desc:
HCS: 11.28.01