HomeMy WebLinkAbout1621 W 1ST ST 17-422; NEW BUILDINGMR 4 2
CITY OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATION
Application No: — Ll ___4 fJA
Documented Construction Value: $ 060-
x6e, 7 '?,A
k tJobAddress: I Hist0'rie'Distric : Yes No
Parcel ID: 0 00 Do Residential[] Commercial
Type of Work: New RAddition El Alteration 11 Repair El TieEl Change of Use MoveEl Description of
Work: NEW 0-FBCF- b1V\'LL_J)NG Plan Review
Contact Person:, Title: Phone: 40-
1- M - Fax: Email: lh_TU4\T_Rt %5 C 4 A 1, ( OM Name Phone:
Street: Resident
of property? City, Mate
Zip: Contractor Information
NameM Phone:
jl_\)'T )_iM Street: i l
Fax: City, State Zip:
State License No.: Phone: W 5"%
L 2000 Name: Street: A0EL-t_'--
VVAQVV\A-L./ T'A'PV— Fax: City, St, Zip:
E-mail: Bonding Company: Mortgage
Lender: Address: Address: WARNING
TO OWNER:
YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR
IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED
ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH
YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. 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.
I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters,
tanks, and air conditioners, etc. FBC 105.3
Sball be inscribed with the date of application and the code in effect as of that date: 5" Edition (2014) Florida Building Code Revised: June 30,
2015 111=
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 I will notify the owner of the property of the requirements of Florida Lien Law, FS 713
The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required
in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal.
The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in
accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value,
credit will be applied to your permit fees when the permit is issued.
OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and all work will
be done in compEnce with all applicable laws regulating construction and zoning. r
Signature of Owner/Agent
Print Owner/Agent's Name
RM
Signature of Notary -State of Florida Date
Owner/Agent is — Personally Known to Me or
Produced ID Type of ID
Signature of Contractor/Agent
Coritractor/Agent is _ Personally Known e(ZrProducedID _ Type of ID V
BELOW IS FOR OFFICE USE ONLY
Permits Required: Building[] Electrical[] Mechanical[] Plumbing[] Gas[] Roof[]
Construction Type:
Total Sq Ft of Bldg:
Occupancy Use: Flood Zone:
Min. Occupancy Load: # of Stories.
New Construction: Electric - # of Amps
Fire Sprinkler Permit: YesE] No # of Heads
APPROVALS: ZONING: SES, UTILITIES:
ENGINEERING:
Plumbing - # of Fixtures
Fire Alarm Permit: YesE] No [—]
WASTE WATER:
RUMMEMM
Ok to construct new office building with parking in RM01 zoning district as shown on plan. Per
De Minirnus variance approved on June 27, 2017 front yard Setback was reduced from 30 feet
to 25.5 feet,
Revised: June 30,2015 Permit Application
bnpo c.ntPoints
For purposes ufestablishing the Permit Fee Multiplier, The
BVD | not intended to apply to alterations or the
estimated total annual construction value for a repairs
to exiaUng buildingsBecause the scope of given hme period (1 year) is the sum of each building's alterations or
repairs to an existing building varies so Gross Area
x Square Foot Construction Cost)inQ greatly,
the
Square Foot Construction Costs table for that
Umoperiod ` .Q.' 1year). . does not reflect
accurate values for that purpooe. However, the Square
Foot Construction Costs table The Square Foot Construction Cost does not include c n eus
dtod t rminath oomtof n dd|0ontha i the price ofthe land onovhirhthe building iabuU{.The basically stand-alone building which
happens to be Square no Construction Cost takes
into account attached to on existing building,
In the case of such everything from foundation work 10 the roof structure additions, the only alterations ho
the existing building coverings but does not include the price of the would involve the attachment of
the addition to the land. The cost ofthe land does not affect the cost of existing building and the openings
between the related code enforcement activities and is not included addit|onandtheaxio(ingbuUd|ng. inthe
SquareFoot Construction Cost. Square Foot Construction Costs ""= Group (2015
International Building Code) I
A-1 Assembly, theaters, with
stage A-1 Assembly, theaters, without stage
A-2 Assembly, nightclubs A-2
Assembly, restaurants, bars, banquet
halls A-3 Assembly, churches A-3
Assembly, general, community halls,
libraries, museums A-4 Assembly, arenas E
Educational
F-2 Factory and
industrial, low
hazard H-1 High Hazard, explosives H234
High Hazard 1-1 Institutional,
supervised environment 1-
2 Institutional, hospitals 1-2
Institutional, nursing homes 1-
3 Institutional, restrained 1-4
Institutional, day care facilities
M Mercantile R-1 Residential, hotels
R-2
Residential, multiple family R-
4 Residential, care/assisted living
facilities Storage, moderate hazard Storage, low hazard
m. Private Garages
use Utility, miscellaneous
b. For shell only buildings deduct
20 percent C. m,r=not permitted
8/03/17 SEMINOLE COUNTY GOVERNMENT - PERMIT FEES RECEIPT 10:57:21
APPL # 17-10000102 PERMIT # RECEIPT # 0265669
OWNER:
JOB ADDRESS: *CITY NORTH LOT #:
SCI ROAD ARTERIALS C 4442.46 4442.46 .00
TOTAL FEES DUE .............
AMOUNT RECEIVED ............ 4442.46
DEPOSITS NON-REFUNDABLE *
THERE IS A PROCESSING FEE RETAINAGE FOR ALL REFUNDS
13Y: LMMD01 BALANCE DUE ...........
CHECK NUMBER ......... 000000012854 .
00
CASH/CHECK AMOUNTS ... 4442.46
COLLECTED FROM: INTEXT CONSTRUCTION INC
DISTRIBUTION.........: 1 - COUNTY 2 - CUSTOMER 3 - 4 - FINANCE
COUNTY OF SEMINOLE
T MPACT FEE STATEMENT
STATEMENT NUMBER: 17100001 DATE: March 07, 2017BUILDINGAPPLICATION #: 17-10000102
BUILDING PERMIT NUMBER: 17-10000102
UNIT ADDRESS: W 1ST STREET 1621
TRAFFIC ZONE:022 JURISDICTION:
SEC- TWP: RNG: SUF
SUBDIVISION:
PLAT BOOK: PLAT BOOK PAGE:
OWNER NAME:
ADDRESS:
APPLICANT NAME: SANFORD MEDICAL GROUP
ADDRESS: PO BOX 848 SANFORD
25-19-30-5AG-0319-OODO
TRACT:
BLOCK: LOT.
LAND USE: DEMO 2141SF MED OFF BLD 3890SF
TYPE USE:
WORK DESCRIPTION: CITY-SANFORD
SPECIAL NOTES: 1621 W 1ST STREET / DEMO 2141SF MED
OFFICE REBUILD 3890SF MEDICAL OFFICE
FEE___-_______ RATE----------------------CALC--------------------TOTAL DUE------------ UNIT UNIT
TYPE DIST SCHED RATE UNITS TYPE
ROADS-ARTERIALS CO -WIDE ORD
Medical Office 2,540.00 3.890 1000gsft 9,880.60
ROADS -COLLECTORS N/A
Medical Office 00 3.890 1000gsft 00
FIRE RESCUE N/A
LIBRARY N/A
00
SCHOOLS N/A
00
PARKS N/A
00
LAW ENFORCE N/A
00
DRAINAGE N/A
00
CREDIT FEES:
00
SCI ROAD ARTERIALS C
Medical Office 2,540.00 2.141 1000gsft 5,438.14-
AMOUNT DUE 4,442.46
STATEMENT
RECEIVED BY: SIGNA
PLEASE PRINT NAME)
I
r 2_
DATE: " I __'
NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND
ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. ***
DISTRIBUTION: 1,-BLDG DEPT 3-APPLICANT
2-FINANCE 4-LAND MANAGEMENT
NOTE**
PERSONS ARE ADVISED THAT T A STATEMENT OF FEES DUE UNDER THE
SEMINOLE COUNTY ROAD, FI&HSRE, LIBRARY AND/OR EDUCATIONAL
ISSUANCE OF A BUILDING PER IT.
PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER,
TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES
MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR
DAYS OF THE RECEIVING SIGNATURE 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 RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED,
FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET,
SANFORD FL, 32771; 407-665-7356.
PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD
BUILDING DEPARTMENT
1101 EAST FIRST STREET
SANFORD, FL 32771
PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE
THE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THIS STATEMENT.
THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT***
ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE
DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356.
w, 1
AT'_
11111 111111111111110 1111 111 1111941 Permit
No.; Tax
Folio/Parcel identification No, 25-19-30-5AG-0319-OOBO/25-19-30-5AG-0319-OOCO/ 25-
19-30-5AG-0319-OOD0 Prepared
By and Return To: JOHN
A. TAYLOR, ESQ. Fassett,
Anthony.& Taylor, P.A. 1325
W. Colonial Drive Orlando,
Florida 32804 6096-
4429 (kc) 61'
MITI, NAM? cl*['AIINOLL COLT HIY C:
LERK OF (:lJRCUIT COURT U
8.898 Kos 1, QP J'z CLERK
201,7039"369 RECORIXHJ'
0 4/ 2 1 /':2 Cl "k By
tsrlidl STATE
OF FLORIDA BOUNTY
OF SEMINPLE Fhe
undersigned hq , ,gby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following
information is provided in this Notice of Commencement. 1.
Description of property (legal description of the property and street address if available): SEE
EXHIBIT "A" ATTACHED HERETO (a/k/a 1621 W. 1" Street, 1616 W. 2"'Street, W I" Street, Sanford, FL 32771) 2.
General description of improvement: COMMERCIAL BUILDING 3.
Owner information or Lessee information if the Lessee contracted for the improvement: Name:
SANFORD MEDICAL GROUP, P,A, Address:
1621 W. 1ST Street, Sanford, FL 32771 Interest
in property: FEE SIMPLE Name
and address of fee simple titleholder (if different from Owner listed above): Name
Address
4,
Contractor: INTEXT CONSTRUCTION INC. Telephone Number: 407-221-8512 Address;
127 Rosa Bella View, Debary, FL32713 S.
Surety: (if applicable, a copy of the payment bond is attached): Name _
LTeIephone Number Address -
Amount of Bond $ 6,
Lender: Name:
REGIONS BANK, Attn: Business Banking Dept. Telephone Number: 407-246-8900 Address;
111 N. Orange Avenue, Suite 1585, Orlando, FL 32801 7,
Persons within the State of Florida designated by Owner upon whom notices or other documents maybe served as provided by Section Z12.3(I)(a)7.' Florida
Statutes. Name:
REGIONS BANK, Attn: Business Banking Dept. Telephone Number: 407-246-8900 Address
III N. Orange Avenue, Suite 1585, Orlando, FL 32801 S.
In addition to himself or herself, Owner designates of to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(b), Florida Statutes, Name:
Telephone Number: Address;
9,
Expiration date of notice of,gpmw Reo tthe expiration date may not be before the completion of construction and final payment to the contractor,
but will be one ti) year frOrr" tkrecording unless a different date is specified): WARNING
TO OWNERS ANY PAYME AADE BY THE OV'-'/v 'R AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER
CHAPTER 713, PAI SECTION IQ-13, V 1-0?n0A STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR V ' PROPERTY. ANOTICE
OF COMMENCEMENT MU ' $T 0',tqECbRDEoAND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO C OBTAIN FINANCING,
CONSULTWITHYOURLEN ',41TORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT, Under penalty of
perjury, I declare thox, I have 4'eao commencement and that the facts stated therein are true to the best of my knowledge and belief,
SANFORD MEDICAL GROUP,
P,A., a Florida corporation
By: VINAY C.
SRIVASTAVA,
President 191h The f
reTng,iUnstrument was s m-t`6 and acknowledged before me this day of April, 2017, by VINAY C. SRIVASTAVA, as President of SAN FOR, D 0 MEDICA ROUA,,';
f2dacrporation. d`r'dacorporaG0P (V" SEn.tu
of
Signatu of NotryP blic) (Print, Type, orStam Commissioned ov Cry' i P ow 0
KIMBERLY J. ANDERSON
Personal!ly Known
OR Produced Identification X % o . -1, my COMMISSION #
GG
051682 Type of Identification
Produced: driver's license 14 EXPIRES: September 24, 2020 g Bonded ThruNotary
Public underwriters
jr^
Johnson, JoAnn
intex1homes@gmai|zom
l62IVV1st St.,l7-422
Good Afternoon Anthony,
We've gotten part of your permit ready, we will need the following for issuance:
I. Aroad impact Statement from Seminole County. Please contact ]am|Forte for this atForte, ]ami 2 Arecorded
NOC 3. Planning and
Engineering have not signed off on your permit as of yet, but if you can get the other documents to us, as soon
asthey do we'll be ready for issuance. Todate, we've calculated
your fees tobe, This DOES NOT include any fees assessed bvthe Seminole County Road nnoactfee division. CITY OF $ANFORD AP
lication Inquiry -
Fee Credit fees
due: Revenue fees due:
Total due: loAnnK1
Johnson Permitting & Licensing
Coordinator Building &
Fire Prevention
Division 300N. Park
Avenue SVn[on],I'[1277l-
lZ44 Ph0De:407.
688.5057 9
f°w; 407.688.51 S?
Joann. `ohnson ajsanfozrdfi. ov
ww ,sanfordtl.(Yov
Out of Office Elates: March 16, 2017
f t t i ,
N""
CITY OF SANFORD
FEB 13 BUILDING & FIRE PREVENTION
PERMIT APPLICATION
A fication No:
ro
Documented Constructiou'alu'e:
Job Address: Historic District: Yes El No E3""
Parcel ID: tc'7 ResidentialEl Commercial Dri' Type
of Work: New D'Addition 03A Alteration El
Repair El DemoEl Change of UseE] Move El Description of
Work: L it Plan
ReviewContactPerson: Phone: 4nrll -
i1-TVL Fax: Email: 'I M A - Name Phone:
Street: 3
Resident of property? City, State
Zip: A'2 Contractor Information
Name P
Phone: 2 g 5 Street: Lj,'
Fax: City, State
Zip: '7 State
License
No.: Architect/Engineer
Information N a
m e : Phone: D Street: _Ltll
I Fax: City, St,
Zip: E-mail: Bonding Company:
Ni / *" Mortgage Lender: I ,, - — WARNING TO
OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE
FOR IMPROVEMENTS TO YOUR PROPERTY, A NOTICE OF COMMENCEMENT MUST BE RECORDED AND
POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND to OBTAIN FINANCING, CONSULT
WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application
is
hereby made to obtain a permit to (to the work, and instaltations its indicated. I certify that no work or instatlation 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. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers,
beaters, tanks, and air conditioners, etc, FBC 1053
Shall be inscribed with the date of application ai d the code in effect as of that date: 5" Edition (2014) Florida Building Code V Revised:
June
30, 2015 \,K) 'D- L+ 0 Pernta Application
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 I will notify the owner of the property of the requirements of Florida Lien Law, FS 713,
The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required
in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal.
The actual construction Value will be figured based on the current ICC Valuation Table in effect at the time the pert -nit is issued, in
accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value,
credit will be applied to your permit fees when the permit is issued.
OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and I all work will
Ibedoneincompliancewithallapplicablelawsregulatingconstructionandzoning. r\1
Signature of OwneriAgent
Print Owner/Agent's Name
M
Signature of Notary -State of Florida Date
Owner/Agent is — Personally Known to Me or
Produced ID Type of ID
SigMAU11V of Cot anic tor 'Agent
BELOW IS FOR OFFICE USE ONLY
Permits Required: Bui Idt n9 "Electrical 1'Mechanical0PlumblnaGas[Roof- Construction Occupancy
Use: Flood Zone: Total Sq
Ft of Bldg: Mim Occupancy Load: # of Stories: --->,--,,:' New Construction:
Electric - # of Amps Fire Sprinkler
Permit: Yes D No El # of Heads Plumbing - # of
Fixtures Fire Alarm
Permit: Yes [-] No UL APPROVALS: ZONING:
UTILITIES: WASTE WATER: ENGINEERING: FIRE:
BUILDING: 7111. COMMENTS:
C/",-
Revised: June
30, 201S Permit Application
important Points
The BVD is not intended to apply to alterations or
repairs to existing buildings. Because the scope of
alterations • repairs to an existing building varies so
greatly, the Square Foot Construction Costs table
does not reflect accurate values for that purpose.
However, the Square Foot Construction Costs table
can be used to determine the cost of an addition that is
basically a stand-alone building which happens to be
attached to an existing • In the case of such
additions, the only alterations to the existing building
would involve the attachment of the addition to the
existing building and the openings between the
addition and the existing •
For purposes of establishing the Permit Fee Multipli
the estimated total annual construction value for
given time period (I year) is the sum of each buildin
value (Gross Area x Square Foot Construction Co
for that time period (e.g., 1 year). 11
The Square Foot Construction Cost does not include
the price of the • on which the building is built. The
Square Foot • Cost takes into account
everything from foundation work to the roof structure
and coverings but does not include the price of the
land. The cost of the land does not affect the cost of
in the Square Foot Construction Cost.
Square Foot Construction
Lqmm' tjormimmm- tMT M.Mmammum-
A-1 Assembly, theaters, with stage
A-1 Assembly, theaters, without stage
A-2 Assembly, nightclubs
A 2 Assembly, restaurants, bars, banquet halls
A-3 Assembly, churches
A-3 Assembly, general, community halls, libraries,
museu,ns
A-4 Assembly, arenas
B Business
E Educational
F-1 Factory and industrial, moderate hazard
F-2 Factory and industrial, low hazard
H-1 High Hazard, explosives
H234 High Hazard
H-5 HPM
1-1 Institutional, supervised environment
1-2 Institutional, hospitals
1-2 Institutional, nursing homes
1-3 Institutional, restrained
IA Institutional, day care facilities
M Mercantile
R-1 Residential, hotels
R-2 Residential, multiple family
R-3 Residential, one- and two-family
R-4 Residential, • living facilities
S-1 Storage, moderate hazard
S-2 Storage, low hazard
U Utility, miscellaneous
a. Private Garages use Utility, miscellaneous
b. Unfinished basements (all use group) = $15.00 per sq.
c. For shell only buildings deduct 20 percent
d. N.P. = not permitted I
CITY OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATION
Application No®
n
Documented Construction Value: $ A _q I oho ,_
Job Address:
Parcel ID: Do Do
Historic District: Yes [I No
Residential E] Commercial
Type of Work: New 19Addition E] Alteration El ' Repair El DemoEl Change of UseEEl lMoveDescription
of Work: NEW OMC' bV IPlan
Review Contact Person: Title: tvl' M4.6 Plione:
401- M - -65-\d— Fax: Email: C kA) (6M Name
Phone: Street:
Resident of property? City,
State Zip: Contractor
Information Phone:
NameT A-121-1 Street:
Fax: City,
State Zip: State License No.:C_4CLDL_6)C 6 Arch
itect/E ng i neer Information Name:
Phone: 't-6 5%L 2000 Street:
Fax: City,
St, Zip: ig 1
E-mail: Bonding Company:
Mortgage Lender: Address: Address:
WARNING TO
OWNER. YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE
FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND
POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT
WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. 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. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers,
heaters, tanks, and air conditioners, etc. FBC 105.
3 Sball be inscribed with the date of application and the code in effect as of that date: 5'n Edition (2014) Florida Building Code Revised: June
30, 2015 Permit Application
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 I will notify the owner of the property of the requirements of Florida Lien Law, FS 713.
The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required
in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal.
The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in
accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value,
credit will be applied to your permit fees when the permit is issued.
OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and all work will
be done in compEnce with all applicable laws regulating construction and zoning. r
Signature of Owner/Agent BE Signature ofContractor/Agent
Print Owner/Agent's Name Prin Contractor/Agent's Name
Signature of Notary -State of Florida Date glua %M,p o ary a e o on a to
0 YA• ANNETTE BLAND
Notary PublIC - State of Florida
Commission # GG 060623
My Comm. Expires Jan 16, 2018
toll
Owner/Agent is Personally Known to Me or Contractor/Agent is Personally Known e or
Produced ID Type of ID Produced ID _ Type of ID L—
BELOW IS FOR OFFICE USE ONLY
Permits Required: Building D Electrical
r--'
Mechanical [] PlumbingFLi Gas [] RoofF]
Construction Type: Occupancy Use: Flood Zone:
Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories:
New Construction: Electric - # of Amps Plumbing ® # of Fixtures
Fire Sprinkler Permit: Yes El No # of Heads Fire Alarm Permit: Yes NoEl
APPROVALS: ZONING: UTILITIES: WASTE WATER
ENGINEERING: FIRE: BUILDING:
Revised: June 30, 2015 Permit Application
aa~ 10'2' unn~ /o*r /s a'
ry
YOUR COwTRCT FOR THIS JOB IS
CnRD v0]RnEES
PHONE (321) 403'058*
TRUSSWOOO
RooP & Floor Trusses
3G2O Bobbi Lone
P.O. Box 5366
Titusville, FL
327B3-53BB
OFF|oe:[321] 383-0366
Fox:(321) 3Q3-0362
WWW:WWW.TRUSSWOOO.NET
CUSTOMER: Infexf Homes
JOB NAME: 1621 First St. Medicu| OPFioe
OHTE: 2/2/2017
JOB NO.: 24191
BUILDERS WRRNINGm
THIS LAYOUT IS FOR PLRCEMENT OF
ENGINEERED COMPONENTS.
FOR ERECTION AND INSTALLATION
TEMPORARY AND PERMANENT)
FOLLOW INSTRUCTIONS ON BCSI-B1
SUMMARY SHEETS AND FINAL
ENGINEERING SHEETS FOR EACH TRUSS.
SEE FINRL ENGINEERING SHEETS
FOR NUMBER OF GIRDER PLIES,
CONNECTIONS/ WEB CONFIGURRTION8,
BRACING, TRUSS SPACING RNO REAC/IONS.
RLTERRTION5 RND/OR REPAIRS TO
TRUSSES MUST BE APPROVED IN
RDVRgCE BY OUR ENGINEERING
DEPARTMENT.
BHCKCHRRGES WILL NOT BE HCCEPTED
UNLESS OUR ENGINEERING DEPARTMENT
APPROVES THEM IN ADVANCE.
ALL PLANS HRE NOT TO SCALE. DO NOT
SCALE ANY PLANS, IF DIMENSIONS ARE
MISSING OR ARE UNCLEAR, PLERSE
CALL THE OFFICE TO GET THE
DIMENSION.
LORDING: 20420^10- 5or
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BY: J^" sh/,c* pIrcx'
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o^ r'
o'
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR.
24191-/Intext Construction, Inc. /SANFORD MEDICAL OFFICE -- 1621 W. First St. S - Cl)
Value Set: 13B Effective 6/1/2013) 140 mph wind, 18.24 ft mean hgt, ASCE 7-10, CLOSED bldg, not located
within 13,00 ft from roof edge, RISK CAT 11, EXP C, wind TC DL=4.2
Top chord 2x4 SP M-30 :T3 2x4 SP #1: :T4, T6 2x4 SIT #2: psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18
But chord 2x4 So #1 :B2, By 2x4 SO M-30:
B5 2x4 SP 2: Wind loads and reactions based on MINERS with additional C&C member
Webs 2x4 SP #3 112 2x4 SP #2: design.
Lumber value set "13B" uses design values approved 1/30/2013 by ALSC
Left cantilever is exposed to wind
a) Continuous lateral restraint equally spaced on member.
In lieu of rigid coiling use purlins to brace BC @ 48" OC.
Bottom chord checked for 10.00 psf non -concurrent live load.
WARNING: Furnish a copy of this DWG to the installation contractor.
Special care must be taken during handling, shipping and installation
of trusses. See "WARNING" note below.
4H,' 5X7
Right end vertical not exposed to wind pressure.
Calculated horizontal deflection is 0.08" due to live load and 0.20"
due to dead load.
b) #3 or better scab reinforcement. Same size & 80% length of web
member. Attach with 10d Box or Gun (0.128"xY,min.)nails @ 6" OC,
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1,50,
MWFRS loads based on trusses located at least 9.12 ft.
from roof edge.
3X5 (Al )
D4
3X4 3X4 8X14 4X1 0 4X10 2X4
4X8
H0308 4X6 8X8
7-9-10 --J
53-4-0 0 0
54-8-0 Over 2 Supports_.-._-..-_
R=2950 M51 W=8"
RL=368/-303
Design Crit: FIBC2O14Res/TP1-2007(STD)
PLT TYP.20-Gau HS W FT/RT=20%(O%)/O(0) 16
READ AND FOL OW ALL NOTES ON TN I S DRM I NG! ;1AR1 1116 1 - l1_T
F IMPORTANT" TWS 1I TO ALL CONTPAGTO INCUM ING THE INSTALLERS
1--- ..... 1,, T11 -1
2
AN ITW CCLAPAN.
jA ..f P-r .. 1 -0 1
H,
1401 08, 1
SUT 0
Al -
SIGNAL
iani H. Krick Lic, Number 701
5X7 2-5-1
T 14-0-0 1
X6
FL/-/4/-/-/R/-
TC LL 20.0 PSF
TO DL 20.0 PSF
BC DL 10.0 PSF
BC LL 0.0 PSF
TOT.LD. 50.0 PSF
DUR.FAC. 1.25
ISPACING 24,0"
Scale =.125"/Ft.
REF R6666- 69066
DATE 02/06/17
DRW HCUSR6666 17037432
HC-ENG KD/WHK
SEQN- 120157
FROM JS
JREF- 1VY46666Z11
02;/0&'2017
24 1621 W. First S
Value Set: 13B (Effective 5/1/2013)
lop chord 2x4 SP M-30 T3 2x4 SP #1
T4, T5, T6 2x4 SP #2:
Bot chord 2x4 SO M-31 B1 2x4 SO M-30 :B4 2x4 SP 4"1,
B5 2x4 SIT #2.
Webs 2x4 CIA #3 :W2, Wll 2x4 SP #2
W13, IN18 2x4 SIT 41
lumber value set 1313uses design valuos approved 1/30/2013 by ALSC Left
cantilever .s exposed to wind Calculated
horizontal deflection is 0 12 due to live load and 0,24' due
to dead load, c) (
2) #3 or better scab reinforcing members- Same size & 80% length of
web member. Attach one to each face w/10d Box or Gun 0
128'x3 —o ) nails C, 6" OC T,
uss passed check for 20 psf additional bottom chord 1—c load in are.,
with 42'-b,qd A 24 --de cioar.—o WARNING,
Furnish a copy of this DWIS to the installat—o Contractor, Special
Care Must- be taken during handling, shipping and installation of
trusses- Sac"WARNING" Note below. THIS
UWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR t
S - C2) 1) -
plates so marked were sized using 0% Fabrication Tolerance,
0 degrees Rotational Tolerance, and/or zero Positioning Tolerance.
140
mph wind, 18,24 ft mean hgt, ASCE 7-10, CLOSED bldq, riot located within
13.00 ft from roof edge, RISK CAT 11, EXP C, wind TC DL=4.2 psf,
wind BC DL = 5,0 psf. GCpi(+/-)=0,18 Wind
toads and reactions based on MWFRS with additional C&C member design.
Right
end vertical not exposed to wind pressure. a)
Continuous lateral restraint equally spaced on member. b) #
3 or better scab reinforcement Same size & 80% length of web member.
Attach with 10d Box or Gun (0.128"x3",min,)naiIs Lz 6" OC, In
lieu of rigid ceiling use purlins to brace BC s 48" OC. Bottom
chord checked for 10,00 psf non -concurrent live toad. Deflection
meets L/360 I load Creep Increase factor
1 5 ive0and L/240 total ac
or for dead load i .5 , MWFRS
loads based on trusses located at least 9,12 ft. from
roof edge. 3X5
2X4
Bill
8X10- e5 4X
1
6
1
3X5 (
Al ) - ' 3X4
3X4 H0308 8X1
2 2X4::,
4X10
H051
0 5X8
8X12(
I 0'—Q 9-
0-6- 1— 7- -10 -6 1 40-
6-0 0-d-0 13-8-0 54-
8-0 Over 2 Support- R=
3277 U=638 W=8' RL=
368/-262 Design
Crit: FBC2014Res/TF`1-2007(STD) PLTTYP.
20-Gauqe HS,Wave, FT/RT=20%(0%)/0(0) 16V WARNINGREADAMPOLLALLWTFSONTHISDRAWINGIIIIORTAIT"
FURN[SN THIS D InIrm, TO ALL CQXTR QIIS INCLUDING THE INSTALLERS. CA)
I
A I " I ..... 4 TAN
IT W COMPA^y IA ...
1 -1. MSI-
Io I I A[
P! 11 IPI .7CA C, tulfl3jFm
tip,
K I
TY: 2 FL/-/4/-/-/R/- TC
LL 20.0 PSF 08
1 TIC DL 20.0 PSF BIC
DL 10.0 PSF S
T 0 BC
LL 0.0 PSF TOT .
LD. 50.0 PSF 4 %
NAIL 1Z., ' DUR.FAC. I--
1,
25- illiam
R Krick Lic.Number 736pSPACING 24.0" 02/
06/2017 Scale =.
125"/Ft. REF
R6666- 69067 DATE
02/06/17 DRY!
HCUSR6666 17037434 HC-
ENG KD/WHK SEQN-
120160 FROM
JS JREF-
1VY46666Z11
24191-/Intext Construction, Inc /SANFORD MEDICAL OFFICE -- 1621 W. First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 T1, T2 2x4 SP M-30:
J3, T4 2x4 SP #1:
Bet chord 2x4 SP #1 :B2 2x4 SP 10-31: M 2x4 SP M-30:
Webs 2x4 SP #3 :W2, W17 2x4 SP #2:
W12 2x4 SP #1:
Lumber value set "13B" uses design values approved 1/30/2013 by ALSC
Calculated horizontal deflection is 0.12" do(-, to live load and 0.23"
due to dead load.
b) #3 or better scab reinforcement. Same size & 80% length of web
member. Attach with 10d Box or Gun (0.128"x3",min,)nails @ 6" OC.
I n I I DU of rigid Cel I I ug use our I i ns to brace BC @ 48" OC,
Bottom chord checked for 10,00 psf non -concurrent live load.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1.50.
MWFRS loads based on trusses located at least 9.12 ft,
from roof edge. 4X6 5X7
3X4 T3, T
1
4
5
3X4
4X6 T2
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MEN
S - C3)
140 mph wind, 18.24 ft mean hgt, ASCE 7-10, CLOSED bidg, not located
within 13.00 ft from roof edge, RISK CAT 11, EXP C, wind TC DL=4.2
psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18
Wind loads and reactions based on MWFRS with additional C&C member
design.
Right end vertical not exposed to wind pressure.
Left cantilever is exposed to wind
a) Continuous lateral restraint equally spaced on member.
c) (2) #3 or better scab reinforcing members. Same size & 80% length
of web member. Attach one to each face w/lOd Box or Gun
0.128"xY,min.) nails @ 6" OC.
Truss passed check for 20 psf additional bottom chord live load in
areas with 42"-high x 24"-wide clearance.
WARNING: Furnish a copy of this DWG to the installation contractor.
Special care must be taken during handling, shipping and installation
5M cusses. See "WARNING" note below.
5X8-
1 5
a) (
a)k :
b)
XNA
2X4
5
6X8 2X4
h/
2X4 H
Tk 14-0-0
a)
W 1 22-0-0 8X8 4X8(
R) 12 - 0 - 0 3X5 (
Al) B2
3X4
3X4 H0308 B3
4X1
0 6X1
2 4X10
H051
0 5X8
2X4 Z
910 2 -
4-0 - ---L= 7-9-1 --------- ------------ - -- ---- ------- - ----------- 40-
6-0 0-d-O 13-8-0 54-
8-0 Over 2 Supports -- R=
3258 U=633 W=8" R=3063 U=649 W=8" RL=
368/-250 Design
Crit: FBC2014Res/TP I -2007 (STD) PLT
TYP. 20 Ga-uqe-HS-,Wave FT/RT=20%(O%)/O(0) 16 .... I
TY:
2 FL/-/4/-/-/R/- WARN
I RIGS — REA17 AND FIX ALL WTES ON THIS DRAWINGE ruolt
m TTiiS t. TO ALL UOi INCLUDIK THE MT LE%, g z I TC LL 20. 0 PSF S
0
1 TC DL 20.O PSF BC
DL 110.0 PSF ply
S AT 0 A,
BC LL 0.0 PSF UAN
C-Ot,-Au, TOT.LD. 50.0 PSF A
I'll thl. d1-10 11 —11 if—,, this d1-19, pl--- L
ONA1. DUR.FAC. 1.25 SI/TPI I S— I Q,
T11ITCAillianilL Krick Lie., Nunib,,70 61SPACING 24.0" 0106/
2017 Scale =,
125"/Ft. REF
R6666- 69068 DATE
02/06/17 DRW
HCUSR6666 17037435 HC-
ENG KD/WHK SEQN-
120163 FROM
JS JREF-
1VY46666Z11
24191-/Intext, Construction, Inc. /SANFORD MEDICAL. OFFICE -- 1621 W. FIrst Si
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 T1, T2 2x4 SP M-30:
J3, T5 2x4 SP ' Il:
Bot chord 2x4 SP #2 B1 2x4 SP #1: :B2 2x4 SP M-31:
B3 2x4 SP M-30:
Webs 2x4 SP #3 :W2, 7412, W19 2x4 SIR #2:
Lumber value set '1313' uses design values approved 1/30/2013 by ALSC
Calculated horizontal deflection is 0.10" due to live load and 0,21"
due to dead load,
b) #3 or better scab reinforcement. Same size & 80% length of web
member. Attach with 10d Box or Gun (0.128-xY,min )nails @ 6" OC,
Bottom chord checked for 10.00 psf non -concurrent live load.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1,50.
MWFRS loads based on trusses located at least 9.12 ft.
from roof edge.
WAS
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR.
S - C4)
140 mph wind, 18.24 ft mean hgt, ASCE 7-10, CLOSED bidg, not located
within 13.00 ft from roof edge, RISK CAT 11, EXP C, wind TC DL=4.2
psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18
Wind loads and reactions based on MWFRS with additional C&C member
design.
Right end vertical not exposed to wind pressure.
Left cantilever is exposed to wind
a) Continuous lateral restraint equally spaced on member.
In lieu of rigid ceiling use purlins to brace BC A, 48" OC.
Truss passed check for 20 psf additional bottom chord live load in
areas with 42"-high x 24"-wide clearance.
WARNING: Furnish a copy of this DWG to the installation contractor.
Special care must be taken during handling, shipping and installation
of trusses. See "WARNING" note below.
5X1 2
7 Va) 2-0-07XIB 5X8 (R)
B2 B3
14 4XIS III
3X5 (Al T BH0308
3X43X43X1 0 7X10 4X6 4X10
H051
0 5X8
3X5
0
4 --
0 - ---- ------- 7- -1 40-
6-0 O-d_a 13-8-0 54-
8-0 Over 2 Support - R=
3218 U=628 W=8" RL=
368/-237 Design
Grit: FBC2014Res/TPI-2007(STD) PLT
TYP. 20 Gauge HS,Wave y__FT/RT=20%(O%)/O(0) 16, WI *
READ AND FOLLOW ALL NOTES ON M S DRA"Gi 11111111IT" F- .4 THIS TO ALL COWTRACTORS INUMIIIIG THE MTAU-EJR,S1 Z T11 .-
I .71-A) F;
I... . ....... ..
A111/
T11 I ATW
OM AN Pt P-
L- T- -I-
71i SI/THI
I S- 2, 0 TP
I
R=2874
U=656 W=8" 14-0-
0 12-0-
0 TY: L/ - /
4/ R/ Scale =.125"/Ft. f ItTIC
LL 20.0 PSF REF R6666- 69069 08 1
t TC DL 20,0 PSF DATE 02/06/17 BC DL
10.O PSF DRW HCUSR6666 17037437 S 0
BC LL
0.0 PSF HC-ENG KDAHK TOT. LD.
PSF iani 11.
Krick Lic, Number 7086 DUR. lSPAC
FAC
I
NG
50.0
1.25
24, 0"
SEQN- 120166
FROM is
JREF- 1VY46666Z11
02/06/
2017
24191-/Intext Construction, Inc, /SANFORD MEDICAL OFFICE -- 1621 W, First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP M-30 :T3, T7 2x4 SP #1:
J4 TO 2x4 SP #2:
But chord 2x4 SP #1 :B2 2x4 SP M-31: :B4 2x4 SP M-30:
B5 2x4 SP -42:
Webs 2x4 SP #3 :W2, W12, W19 2x4 SP #2
Lumber value set "13B' uses design value,, approved 1/30/2013 by ALSC
Calculated horizontal deflection is 0.10" due to live load and 0,20"
due to dead load.
b) #3 or better scab reinforcement. Same size & 80% length of web
member. Attach with 10d Box or Gun (0.128"x3", m I n .)nails @ 6" OC.
Bottom chord checked for 10.00 psf non -concurrent live load.
WARNING: Furnish a copy of this DWG to the installation contractor.
Special care must be taken during handling, shipping and installation
of trusses. See 'WARNING" note below.
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 6 DIUENSIONS) SUPAITTED BY TRUSS MFR.
S - CS)
140 mph wind, 18.24 ft mean hgt, ASCE 7-10, CLOSED bidg, not located
within 13,00 ft from roof edge, RISK CAT 11, EXP C, wind TC DL=4.2
psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18
Wind loads and reactions based on MWFRS with additional C&C member
design.
Right end vertical not exposed to wind pressure.
Left cantilever is exposed to wind
a) Continuous lateral restraint equally spaced on member.
Truss passed check for 20 psf additional bottom chord live load in
areas with 42"-high x 24"-wide clearance.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1.50.
MWERS loads based on trusses located at least 9.12 ft.
from roof edge.
NOTE: LATERALLY BRACE BOTTOM CHORD ABOVE FILLER AT 2 0 O.C. 7X1 0 (SRS)
MAX. INCLUDING A LATERAL BRACE AT CHORD ENDS.
4X6 5X7 5X8
5X8-
4 53X4`- T
T6
3
4X6
X4
W! ;
4X10 b (b)
2X4
b)
7 91-5- 2 t-__O"`5X5(R) 3 b) q 4X6
3X5 (Al )
B2
3X4 3X4 H0308-- 5X1 2 2X4 5X8 (R)
4X10 5X8 2X4 4X6H0510
3X10 2X4
28-4-0
3-0-6
12:76-6
39-2-0 171—13-8-0o
54-8-0 Over 2
R=3187 U=622 W=8-
RL=399/-225
Design Crit: FBC2014Res/TPI-2007(STD)
PLT TYP. 20 Gauge- HS, Wave FT/RT=20%(0%)/O(0) 16
INRI I 86 I — 11m *2
FZ
ALL WTES ON THISS DRMING THIS
T. L 1 00M THE Ih5T0.CLER up
T111 .
1-) AN
rW CCVPAhrr IA
yam1,Ib — 111, 1— Sly—
1 "-2 0
71r T11T- llt
QTY 2 086
4,
w1o.. 4 iani
If. Krick Lie. Number 70; 7-
6-1 444
1 -0-0 1 12-
0-0 FL/-/
4/-/-/R/------ TC
LL 20.0 PSF TC
DIL 20.0 PSF BC
DL 110.0 PSF BC
LL O,O PSF TOT .
ILD. 50.0 PSF DUR.
FAC. 1.25 ISPACING
24.0" Scale =.
125"/Ft. REF
R6666- 69070 DATE
02/06/17 DRW
HCUSR6666 1763743E HC-
ENG KD/WHK SEQN-
120169 FROM
is JREF-
1VY46666Z11 02/
06/2017
24191-/Intext Construction, Inc. /SANFORD MEDICAL OFFICE -- 1621 W. First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP 4-2 -Tl, T2, T5 2x4 SP M-30:
Bot chord 2x4 SP #1 -B4, B5 2x4 SP #2:
Webs 2x4 SP #3 :W2, W12, W19 2x4 SP #2:
Lumber value set '1313" uses design values approved 1/30/2013 by ALSC
Left cantilever is exposed to wind
a) Continuous lateral restraint equally spaced on member.
b) #3 or better scab reinforcement. Same size & 80% length of web
member. Attach with 10d Box or Gun (0.128"x3",min.)nails @ 6" OC.
WARNING: Furnish a copy of this DWG to the installation contractor.
Special care must be taken during handling, shipping and installation
of trusses. See "WARNING" note below.
NOTE: LATERALLY BRACE BOTTOM CHORD ABOVE FILLER AT 2'0" O.C.
MAX, INCLUDING A LATERAL BRACE AT CHORD ENDS.
5X7
3X5 (Al )
4X8
WAM
R=2950 U=624 W=8"
RL-394/-226
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS} SUBMITTED BY TRUSS WR
140 mph wind, 18.24 ft mean hgt, ASCE 7-10, CLOSED Bldg, not located
within 13.00 ft from roof edge, RISK CAT 11, EXP C, wind TC DL-4,2
psf, wind BC DL=5.0 psf. GCpi(+/-)=0+18
Wind loads and reactions based on MWFRS with additional C&C member
design.
Right end vertical not exposed to wind pressure.
Calculated horizontal deflection is 0,09" due to live load and 0.23"
due to dead load.
Bottom chord checked for 10.00 psf non -concurrent live load.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1,50,
MINERS loads based on trusses located at least 9.12 ft.
from roof edge.
4X6 5 5X8
5X1 27X8 VA
3X4
H0308 4X8-
3X10
37 -
2- 12 — 54-
8-0 Over 2 SLID 5X12
2X4::
3X6:: 2X4:
9-
10 13-
9-4 Design
Crit: FBC2014Res/TPI-2OO7(STD) PLT
TYP. 20 Gauge HS,Wave FT/RT=20%(O%)/O(0) 16 W
READ W FOLLOW ALL 'YES 00 THiS DPAWINGf AMI11111TANT ..
FUkN15H MS ORAWHW TO ALL COKTRACT INCLUDMG THE MTALLEWSl SCII 111111-
1 hl— 1,, -
Ad L
P) K_ I., h-
1-1—, 11!_111 AN _
WCOVDAN(
IA i
hka -1W or cover pagm fFet tree Mete G neteq, iMiieataa arcap aY profaea foam ew-t iefwrfi The auesbltyS-_2,
Jr1 lh—,
A 7X8
12-
2-
6 13-8-
0 H, I=
If,
Krick Lic. Number 5X12(R)
oi b) 3.
14-
0-0 12-0-
0 sm 3-
R=
2701
U=660 W=8" 1 FL/-/
4/-/-/R/- TC LL
20.0 PSF TC DL
20.0 PSF BC DL
10.0 PSF BC ILL
O.O PSF TOT.LD.
50,0 PSF DUR.FAC.
1.25 I 6ISPAC
ING 24.0"
24191-/Intext COnStVM-ti0o, Inc, /SANFORD MEDICAL OFFICE -- 1621 W. First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP M-30 :T3, T4 2x4 SP #1:
J5 2x4 SP M-31:
Bat chord 2x4 So #1 :B2 2x4 SP M-30: B5 2x4 SP #2:
Webs 2x4 SP #3
W2, W11, W12, W14, W17 2x4 SP #2:
Lumber value set "13B" uses design values approved 1/30/2013 by ALSO
Calculated horizontal deflection is 0.10" due to live load and 0.25"
due to dead load.
b) #3 or better scab reinforcement. Same size & 80% length of web
member. Attach with 10d Box or Gun (0.128"x3",min.)nails @ 6" OC.
Bottom chord chocked for 10.00 psf non -concurrent live load.
WARNING: Furnish a copy of this DWG to the installation contractor.
Special care must be taken during handling, shipping and installation
of trusses. See "WARNING" note below.
NOTE: LATERALLY BRACE BOTTOM CHORD ABOVE FILLER AT 2'0" D.C.
MAX. INCLUDING A LATERAL BRACE AT CHORD ENDS.
4N' 5X7
3X4,,
4X6'
5X7
2X4
THIS D'NG PREPARED FROM COMPUTER H4PUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR
S - C7)
140 mph wind, 18.24 ft mean hgt, ASCE 7-10, CLOSED bidg, not located
within 13.00 ft from roof edge, RISK CAT 11, EXP C, wind TC DL=4,2
psf, wind BC DL=5.0 psf. GCpi(+/-)=018
Wind loads and reactions based on MWFRS with additional C&C member
design.
Right end vertical not exposed to wind pressure.
Left cantilever is exposed to wind
a) Continuous lateral restraint equally spaced on member.
c) (2) #3 or better scab reinforcing members. Same size & 80% length
of web member. Attach one to each face w/lOd Box or Gun
0.128"x3",min.) nails @ 6" OC,
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1.50.
MWFRS loads based on trusses located at least 9.12 ft.
from roof edge.
5 X 12
5
3X4
T4 7XEI-
a)
a), 2X
b)
b
ISjjc
EIX7
6X8
y -
Ili, 3X6: B2
3X5(
A1) 3X4 3X4 H0308 3X10 2X4 3X6
4X8
H0308
4X8
7X10
28-
4-0 11-0-6 -0 7- 6 -0 39-
7-14 1i-4-2 13-8-0 54-
8-0 Over 2 Supports - ---- ---- 2-
5-1 14-
0-0 1 12-
0-0 R=
2950 U=651 W=8" R=2701 U=627 W=8" RL=
368/-303 Design
Grit: FBC2014Res/TPI-2007(STD) ....... PLT
TYP. 20 Gauge HS,Wave FT/RT=20%(O%)/O(0) 16. "ry: 1 -/4/-/-/R/- Scale =.125"/Ft. FL/ WAI
READ AND FOL OW ALL WTES ON THDRAIAO fS RGI TICLL 20.
0 PSF M WORTANT" F
1
THIS WINC TO L CONTRACTORSI MiItG ImF t TA RS, Ll REF R6666- 69072 08 1 TC
DL 20.
0 PSF DATE 02/06/17 T BC DL
10.
0 PSF DRW HCUSR6666 17037441 11Z iA0 BC
LL 0.0
PSF HC-ENG KD/WHK TOT.LD. 50.0
PSF SEQN- 120177 AN 7W CC, MP—Y 1A t tl dttd
r r pads IfsYfrtd tFil d irvd itttl icstms sresAtsrrce of Profess I — Po" YT— —Y DUR.
FAC, 1.25 FROM JS y D—. i g— MS E /TP 1 5—2. ISEikf i1liarn 11. Krick Lic.
Number 7461SPAC I NO 24,0" JREF- 1VY46666Z11 02/067M7-
24191-/Intext ConStructIon, Inc. /SANFORD MEDICAL OFFICE -- 1621 W. First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #3
Not chord 2x4 SP #3
Lumber value set '1313" uses design values approved 1/30/2013 by ALSO
In lieu of rigid coiling use purlins to brace BC @ 48" OC.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1,50.
SUB -FASCIA BEAM AND CONNECTIONS TO
BE DESIGNED AND FURNISHED BY OTHERS.
5
0_9_117-5-9
R=31 U=21
R-52 U=12 R-21 U=7 -T-17-0-0
RL=24 2X4 (Al
1-0-0 Qenj u P IT o r t s THIS
DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. S -
Cil) 140
mph wind, 17.55 ft mean hgt, ASCE 7-10, PART.-ENC. bldg, Located anywhere
in roof, RISK CAT 11, EXIN C, wind TC DL=4.2 psf, wind BC DL=
5.0 psf. GCpi(+/-)=0.55 Wind
loads and reactions based on MWFRS with additional C&C member design.
Bottom
chord checked for 10.00 psf non -concurrent live load. Provide
2 ) 0.131"x3" nails, toe nailed at Top chord. Provide
2 ) 0.131"x3" nails, toe nailed at Not chord. Design
Crit: FBC2014Res/TPI-2007(STD) PLT
TYP, Wave FT/RT=20%(O%)/0(0) 16 WARNINGI**
READ AND FOLLOW ALL NOTES ON THIS DRAWING! I
kP,0RTA_WFURNISHTHIS ZP TO ALL _CONTPACTD INCLUDING THE INSTALLERS. 8CS, 81
z
j
LF AN W
COMPANY IA TI,
A
I U. 16 FL/-/
4/-/-/R/- TIC LL
20,0 PSF TIC DIL
20.0 PSF BC DIL
10.0 PSF BC ILL
0.0 PSF TOT. L.
D. 50.0 PSF DUR,FAC.
1.25 Lie. Number
70 6 pPAC I ING 24.0 02/06/
2017
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DiMENSWNS) SUBMITTED BY TRUSS MFR
24 1621 W. First St, S - CJ3)
Value Set; 13B Effective 6/1/2013) Negative reaction(s) of -366# MAX, (See below) from a non wind load
case requires uplift connection.
Top chord 2x4 SP #2
Bot chord 2x4 SP 12
3
140 mph wind, 17.96 ft mean hgt, ASCE 7-10, PART.-ENC, bldg, Located
Webs 2x4 SIT anywhere in roof, RISK CAT 11, EXP C, wind TC DL=4.2 psf, wind BC
0L=5.0 psf. GCpi(+/-)=0.55
Lumber value set 1313" uses design values approved 1/30/2013 by ALSO
Left cantilever is exposed to wind
Special loads
Lumber Dur.Fac.=1.25 / Plate Dur-.Fac,=1.25) In lieu of rigid ceiling use purlins to brace BC @ 48" OC.
TC- From 83 plf at 0.00 to 83 plf at 3.00
BC- From 20 pif at 0.00 to 20 plf at 3.00 Deflection meets L/360 live and L/240 total load. Creep increase
TC- 26.00 to Core. Load at 0.00 factor for dead toad is 1,50.
Wind loads and reactions based on MWFRS with additional C&C member
design.
No
Provide 3 0.162"x3.5" nails, toe nailed at Top chord
Provide 3 0.162"x3.5" nails, toe nailed at Bot chord
i
R=-366 Rw=160 U-3+1
18-3-9
1-7-1
R=-350 Rw=139 U
11 -
3 4*
17-0-0
2 - 0 - 0---IJ
R=1042 U=440 W=8"
RL=77/-34
Design Crit: FBC2014Res/TP1-20O7(STD)
PLT---.TYP--.-- Wave FT/RT=20%(O%)/O(0) 16
Aw FoLLow Au- wTFs on THIS mzA*iNGt
ligpixei,1W.. FURNISH THIS DRAWIN TO ALL CS I?MLW5*G THE HiiETALLDZS PVN
A) 1., —1, --Air, ly AN [
TW
COMPANY A iIy .
1 &
3,i-9 -,i- pe MSIJTPl 1 S-2 AtPIW olk
H.
QTY 16
FL/-/4/- R/- TC LL
20.0 PSF TC DL
20.0 PSF BC DL
10.0 PSF BC LL
0.0 PSF TOT. LD.
50_.0_ PSF DUR.FAC.
1.25 liam 14.
Krick Lic. Number 70 61SIPAC PACING 24.0" 02/06/
2017
24191-/Intext Construction, Inc. /SANFORD MEDICAL OFFICE -- 1621 W, First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2
But chord 2x4 SP #2
Webs 2x4 SP #3
Lumber value set "13B" uses design values approved 1/30/2013 by ALSC
In lieu of rigid ceiling use purlins to brace BC @ 48" OC.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1.50.
WA
5-0-0 Over 3 Supperts---
1
R=512 U=84 W=8"
RL=130/-56
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR
S - CJ5)
140 mph wind, 18.38 ft mean h9t, ASCE 7-10, PART.-ENC. Bldg, Located
anywhere in roof, RISK CAT 11, EXP C, wind TC DL=4.2 psf, wind BC
DL=5.0 psf. GCpi(+/-)=0.55
Wind loads and reactions based on MWFRS with additional C&C member
design.
Left cantilever is exposed to wind
Bottom chord checked for 10.00 psf non -concurrent live load.
Provide 2 0.131"x3" nails, toe nailed at Top chord,
Provide 2 0.131"x3" nails, toe nailed at Bet chord.
19-1-9
R=61 U=80
2-5-1
R=-34 Rw=35 U=4 5
Design Crit: FBC2014Res/TPI-2007(STD)
PLT TYP. Wave FT/RT=20%(O%)/O(0)
INfoE READ FOLLOW AU WTES ON THIS DRWIWI
DRAWiNG TO ikLL CMTRACTOn PKLMIfiG THC iNSTALLEn.
R7,
ioCAl
I-, SCSI o
rr nLLI [ I I IT. I, I- —, I "'. A1111111 I
AN TWCC)MPANY
MSI/TPI 1 5w:,2,
EM
14 FL/-/4/-/-/R/-
T LL 20 0 PSFCILL20 0 PSF
PSTCCIL20.0 PSF
BC DL 10.0 PSF
V-.. -
BC LL 0.0 PSF
TOT. LD. 50.0 PSF
AL DUR.FAC. 1.25
Krick Lic. Number 7096 ISPAC ING 24.0
02,,'06/2017
Scale =.5"/Ft.
REF R6666- 69075
DATE 02/06/17
DRW HCUSR6666 17037446
HC-ENG KD/WHK
SEQN- 120186
FROM JS
JREF- 1VY46666Z11
241 1621 W, First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #3
Bot chord 2x4 SP #3
Webs 2x4 SP #3
Lumber value set '1313" uses design values approved 1/30/2013 by ALSC
Left cantilever is exposed to wind
Bottom chord checked for 10,00 psf non -concurrent live load.
MWFRS loads based on trusses located at least 7.76 ft.
from roof edge.
No
PXM
LS--- 2 - 0 -
5-8-0 Over 2 Support____
R=493 U=65 W=8"
RL=134/-65 R=127 U=108 W=8"
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR.
S - EJ4)__
140 mph wind, 15.52 ft mean hgt, ASCE 7-10, PART.-ENC. bidg, Located
anywhere in roof, RISK CAT 11, EXP C, wind TC DL=4,2 psf, wind BC
DL=5,0 psf. GCpi(+/-)=0,55
Wind loads and reactions based on VWFRS with additional C&C member
design.
Right end vertical not exposed to wind pressure.
In lieu of rigid ceiling use purlins to brace BC @ 48" OC.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1.50.
14-0-0
Design Crit: FBC2014Res/TP1-2007(STD)
PLT TYP, Wave FT/RT=20%(O%)/O(0) IV
READ AND FOLLOW ALL WTES OR THIS DRAWING! J
IVMMT.. nMtSH THIS DRAWING TO ALL C RACTORS INCLUOM THE lftSTALLERS.
CSCSI kI" I... —1-1
1,11-1- d 1h. I I
A41 L 'T
AN
A -1
T-
1h, B—d-9 tH,-W., ANSI/TPI 1 Sot.2
H,
CITY: 8 FL/-/4/-/-/R/- Scale =,.5"/Ft.
ITICLL20.0 PSF i REF R6666- 69076
0 08 1 TC DL 20,0 PSF EWJE 02/06/17
BC DL 10.0 PSF f DRW HCUSR6666 17037447
S tAAT 0 BC LL o.o PSF HC-ENG KD/WHK
4 TOT.LD. 50,0 PSF SEQN- 120189
DUR.FAC. 1,25 FROM JS
iSPACING 24.0" JREF- 1VY46666Z11illiarnILKrickIic. Number 7016
02/06/'2017
241 1621 W. First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Lumber value set "13B" uses design values approved 1/30/2013 by ALSC
In lieu of rigid coiling use purlin5 to brace BC @ 48" OC,
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1.50.
WA
2 - 0 - 0-----1
7-0-0 Over 3 Suppo
R=560 U=111 W=8"
RL=185/-79
THIS DMIG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSiONS) SUBMITTED BY TRUSS MFR.
S - EJ7)
140 mph wind, 18.80 ft mean hgt, ASCE 7-10, PART.-ENC. bldg, not
located within 4.50 ft from roof edge, RISK CAT 11, EXP C, wind TC
DLz4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0,55
Wind loads and reactions based on MWFRS with additional C&C member
design.
Left cantilever is exposed to wind
Bottom chord checked for 10,00 psf non -concurrent live load.
Provide 2 0,131"xY nails, toe nailed at Top chord.
Provide 2 0.131-xY nails, toe nailed at Bot chord.
Design Crit: FBC2014Res/TP1-2007(STD)
PLT TYP Wave 16
WARNIKIGI'* READ AW FOLU)W ALL NSTES ON THIS DIRMING!
1111100ANT" lLiA*15N THIS 111AWING TO All CWU{ mm "'U.ING THE iAtSTAUFRS
11,NA I f-
AN TW COMPANY
A .. I
anyn5mc. 1 2
org
R=154 U=143
19-11-9
R=62 U=8 -+
17-0-0
QTY:23 FL/-/4/-/-/R/-
TC ILL 20.O PSFmm
081 TC DL 20.O PSF
BC DL 10.O PSF
SiA
BC LL 0.0 PSF
TOT. LD. 50.O PSF
ON
I
DU R. FAC. 1 .25
illiarn 11. Krick Lie. Number 70861SPAC I NG 2 4. 0"
02/06/2017
Scale =.5"/Ft.
REF R6666 - - 69077
DATE 02/06/17
DRW HCUSIR6666 17037448
HC-ENG KD/WHK
SEQN- 120192
FROM JS
JREF- 1VY46666Z11
24191 /Intext Con,,rrLJCt!Ion, Inc. /SANFORD MEDICAL OFFICE -- 1621 W. First St
Value Set: 13B (Effective 6//1/2013)
Top chord 2x4 SP #2
But chord 2x4 SP #2
Nobs 2x4 SP #3
Lumber value set '1313" uses design values approved 1/30/2013 by ALSC
Special loads
Lumber Dur,Fac.=1,25 / Plate Dur.Fac.=1.25)
TC- From 40 plf at 0.00 to 40 olf at 3.67
BC- From 20 pif at, 0,00 to 20 elf at 3,67
TC- 1278.87 to Cone Load at 1.60
TC- 1793.18 in Conc. Load at 3.60
End verticals not exposed to wind pressure.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1.50,
3-0-0
3X61111 3X4-- 3WIl
3-8-0 Over 2 Support j
Rz781 J=310 W=8"
R=2511 U=1043 W=8"
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUWAITTED BY TRUSS MFR.
S - G1-2PLY)
2 COMPLETE TRUSSES REQUIRED
3-0-0
14-0-0 1
Nail Schedule:0.148"xY, min, nails
Top Chord: 1 Row @ 2.25" o.c.
Bot Chord: 1 Row @12.00" o.c.
Webs 1 Row @ 4" o.c.
Use equal spacing between rows and stagger nails
in each row to avoid splitting,
140 mph wind, 17.00 ft mean hgt, ASCE 7-10, PART.,--ENC. Bldg, Located
anywhere in roof, RISK CAT 11, EXP C, wind TC DL=4.2 psf, wind BC
DL=5.0 psf. GCpi(+/-)=0.55
Wind loads and reactions based on MWFRS.
In lieu of rigid ceiling use purlins to brace BC @ 48" OC.
Truss must be installed as shown with top chord up,
The TC of this truss shall be braced with attached spans at 24" OC in
lieu of structural sheathing,
Design Crit: F13C2O14Res/T1bI-2007(STD)
PILT TYP Wave FT/RT=20%(0%)/O(0) 16
WARN -READ— AND —FOLLOW ALL NOTES ON THIS DPAVINGI
IMA11" F—SH THIS M*PM 70 ALL CONTRACTORS MCLMM THE INSTALLERS,
H.
p, 7
E5,
A. IT C(DYPAN,
Th. k tty an8 usq q Lkls tlreri rcg 4or any sir uq ura is
ICA y
QTY: 2 FL/-/4/-/--,/R/
TC LL 20.0
SiAT 0
BC ILL 0.0
PSF
708 1 TC DL 20.0 PSF
BC DL 10.0 PSF
Scale =.5"/Ft.
REF R6666- 69078
DATE 02/06/17
DRW IICUSR6666 17037464
HC-ENG KDAHK
SEQN- 120195
FROM is
JREF- 1VY46666z11
24191-/intext Construction, Inc. /SANFORD MEDICAL OFFICE -- 1621 W. First. St
Value Set. 1:3B (Effective 6/1/2013)
Top chord 2x6 SP #2 :11, 16 2.4 SP #2
Got chord 2.6 SP SS Donee
Webs 2x4 SP #3 :W2, Md16 2x4 SP #1:
Lt Splice Block 2x4 SP #3::Rt Splice BI111k 2x4 SP 43
Lumber valete set '13Buses, design v]loos approved 1/30/2013 by ALSC Special
loads E_
umber- Der .Fac-=1.25 / Plate Do, Far = 1,25) TC-
From 83 pif at 0.00 to 83 pit at 7-06 TC-
From 42 pIf at 7,06 to 42 pif at 15.00 TC-
From 42 pif at 15.00 to 42 pif at 41,67 TC-
From 42 pif at 41-67 to 42 pif at 49,60 TC-
From 83 pif at 49-60 to 83 Off at 56,67 BC-
From 20 pif at. 0,00 to 20 pif at 7,06 BC-
From 10 pif at 7.06 to 10 pif at 15.42 BC-
From 30 pif' at 15.42 to 30 pif at 17.50 BC-
From 10 pif at: 17,50 to 10 pif at 22,00 BC-
From 30 pit at 22.00 to 30 pif at 24,08 BC-
From 10 pif at 24.08 to 10 pit at 32,67 BC-
From 30 pif at 32.67 to 30 off at 34, 75 BC-
From 10 pif at 34,75 to 10 pif at 39,25 BC-
From 30 pif at 39,25 to 30 pif at 41,33 BC-
From 10 pIf at 41.33 to 10 pif at 49.60 BC-
From 20 pit at: 49.60 to 20 pif at. 56,67 BC-
1474.81 Ib Conc. Load at 7.06,49,160 BC-
645.08 lb Conctoad at 9.06,15.06,17.06,19.06 21,06,
23,06,25,06,27,06,29. 06,29. 60,31. 60,33,60,35,60 37.60,
39.60,41,60,47.60 BC- 635-
56 to Conc. Load at 11.06,13,06,43.60,45.60 THIS DWG
PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 3 COMPLETE
TRUSSES REQUIRE® Nail Schedule:
0.148"x3", min. nails Top Chord:
1 Row c12,00' o.c. But: Chord:
1 Row r: 6.25" o.c. Webs : 1
Row P 4" o.c. Repeat nailing
as each layer is; applied. Use equal spacing between rows
and stagger nails in each row to avoid splitting. 140 mph
wind, 15,46 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9,
00 ft from roof edge, RISK CAT II, EXP C, wind TC DL=4.2 psi, wind BC
DL.=5.0 psf. GCpi(+/-)=0.18 Wind loads
and reactions based on MWFRS. Left and
right cantilevers are exposed to wind Calculated horizontal
deflection is 0, 06" due to live load and 0,18" due to
dead load, In lieu
of rigid ceiling use purlins to brace BC c# 48" OC. Truss passed
check for 20 psi additional bottom chord live load in areas with
42"-high x 24--wide clearance. Deflection meets
L/360 live and L/240 total load. Creep increase factor for
dead load is 1.50. WARNING: Furnish
a copy of this DWG to the installation contractor. Special care
must be taken during handling, shipping and installation of trusses.
See "WARNING" note below. PROVIDE (4)
0-131"X3-0" GUN NAILS IN AREA OF CONCENTRATED LOAD OPPOSITE
HANGER, WI7HOUT SPLITTING LUMBER. 7X8= 3X4-
7X8= 3X4= 7X8 6X8(SRS)(
R)„ 5 5X12%/-
X12---
T W2
cz
165 4X5(
Al )--
6X81-- 7X8= 4X6= H0510-- H0510= 4X6- 4X5= 6X8(SRS)(R)///4X51H 4X5=1
4X5== 4X8-
7X8=
4X5(
A1)-- 0 6X8=
15_ 0-
0 -- 2 6 - 8 - 0 .—.. 15-0-0 __—i 56-8-
0 Over 2 Suppcs R-10134
11=2750 W=8" W" r
1!0Design Crit:
FBC2014Res/TP1-2007(STD) Ae01 o , =,r
PLT TYP. 20 Gaffe HS,Wave FT/RT=20%(D%)/O(0) 16 ' ' `QT) BARWIPdGI FhND
FOLLOWAlp#'f NOTES F iS O&AlINGI M4' R ('ANT t'
tkRflf SN Ti—TFtii— S 6KAY}tHGF6 ALL CORiRACTf S tNCC tR1i@6G THE py(y pp yyt
F F J(
5
1 y Tp W GA Y p 4 s 8111 J
c
1 6
y
N_ €Ok ] o SIAT V.- Q
ANrrv
cawru'€ (
a A i hV
6
p r papa ki rtp ihfa B i ® trvdicatan accap T pPafiaaafonal M®Irvmarirvg gg{{55}} r span bLY
Y or — i- —, Ttr.¢ aulta iit2y enC usa oT Ch is tlraielrtp Per em} siructurgy is eX S/ON it I•-., rerssWasl b, utY
sr,« ns c e w ANsf/ipf t s r..z 'err t illialn 11. Krick
Lic.
Number R=10152 11=2755
Wd 8" 12-0-0 i
2 FL/-/4/-/-_/
R/-
TC LL 20.0
PSF i TC DL 20.
O
PSF BC DL 10.O
PSF BC LL O.O
PSF TOT.LD, 50.0
PSF DUR . FAC . 1 . 25
y 6ISPAC I NG
24.0" Scare=.125"/Ft. REF
R6666- 69079 DATE
02/06/17
DRW HCUSR6666 17037465 HC
ENG KD/WHK
SEQN 120249 FROM JS -
JREF- 1VY46666Z11
02106/; N
24191-/Intext Construction, Inc, /SANFORD MEDICAL OFFICE -- 1621 W. First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x6 SP #2 T1, T6 2x4 SP M-30:
Bat chord 2x4 SP #1 :B2, B4 2x4 SIT M-30
Robs 2x4 SIT #3 :W2, VJ14 2x4 SP #2:
Lumber value set "13B" uses design values approved 1/30/2013 by ALSC
Calculated horizontal deflection is 0.11" due to live load and 0.22"
due to dead load.
In lieu of rigid coiling use purlins to brace BC @ 48" OC,
Bottom chord checked for 10.00 psf non -concurrent live load.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1.50,
MWFRS loads based on trusses located at least 7.94 ft.
from roof edge,
Rim
THIS DWI, PREPARED FROM COMPUTER INPUT (LOADS & I)WENSIONS) SUBMITTED BY TRUSS MFR
S - H17)
140 mph wind, 15.88 ft mean hgt, ASCE 7-10, CLOSED Slog, not located
within 13.00 ft from roof edge, RISK CAT 11, EXP C, wind TC DL=4,2
psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18
Wind loads and reactions based on VWFRS with additional C&C member
design.
Left and right cantilevers are exposed to wind
a) #3 or better scab reinforcement. Same size & 80% length of web
member. Attach with 10d Box or Gun (0.128"xY,min.)nails @ 6" OC.
Truss passed check for 20 psf additional bottom chord live load in
areas with 42"-high x 24"-wide clearance.
WARNING: Furnish a copy of this DWG to the installation contractor.
Special care must be taken during handling, shipping and installation
of trusses. See "WARNING" note below,
5X7
7X8(R)a
2X4 5U:
7 X8 (R) ;/1
3X4
3X5(A1) 7X8 H0308 3X10
H051 0
3X4- 7X8 4X4
4X4 3X4
H051 0
3X5
H0308 3X5 (All
1 -n-o7 1 17-n-n
56-8-0 Over 2 Sup
R=3110 U=625 W-8-
RL=220/-220
Design Crit: FBC2014Res/TPl-20O7(STD)
PLT TYP. --2-0 Gauge HS,,Piave
NG
FT/RT=20%(O%)/O(0) 16 1
WARN IIANPREAD AND FOLLOW ALL NOTES ON THIS WING! 111"..
FOI SH IS DRAWING TO AL.L CONYRACTORS f NCLUO I NG THE I METAL LoM i,
TP 1 —1 —A 1- --1, 1 BCS,
AN
irW C(3VPANY 1,
ig Cy --
y FEe d gtt sfi T— —t— I Ity thf. d— "y -1— t, ARSI/
TPI I Sec 2 s,
ls ATCA —,
11X — 1,11a", ", , R=
3120 U=625 1111=8" 41
QTY 2 08
0
It
liarn
11. Krick Lic. Number 70111 12-
0-0 FL/-/
4/-/-/R/- TC
LL 20.0 PSF TC
DL 20.0 PSF BC
DL 10.0 PSF BC
LL 0.0 PSF TOT,
LD. 50.0 PSF DUR.
FAC. 1.25 ISPACING
24.0" Scale =.
125"/Ft. REF
R6666- 69080 DATE
02/06/17 DRW
HCUSR6666 17037454 HC-
ENG KD/WHK SEQN-
120201 FROM
JS JREF-
1VY46666Z11 02/
06/2017
24191-/Intext Construction, Inc. /SANFORD MEDICAL OFFICE -- 1621 WFirst St Value
Set: 13B (Effective 6/1/2013) Top
chord 2x6 SP #2 J1 2x4 SP #1: J6, T7 2x4 SP #2: But
chord 2x4 SP #1 :132, B3 2x4 SP M-31: B5
2x4 SIT #2: Webs
2x4 SP #3 :W2 2x4 SP #2: W17,
W19 2x4 SP #1: Lumber
value set "13B" uses design values approved 1/30/2013 by ALSO a) #
3 or better scab reinforcement. Same size & 80% length of web member.
Attach with 10d Box or Gun (0.128"xY,min.)rTails @ 6" OC, Truss
passed check for 20 psf additional bottom chord live I oad in areas
with 42"-high x 24"-wide clearance. Deflection
meets L/360 live and L/240 total load. Creep increase factor
for dead load is 1,50. MWFRS
loads based on trusses located at least 8.15 ft. from
roof edge, THIS
DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 140
mph wind, 16.30 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within
13.00 ft from roof edge, RISK CAT 11, EXP C, wind TC DL=4.2 psf,
wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind
loads and reactions based on MWFRS with additional C&C member design.
Left
cantilever is exposed to wind Calculated
horizontal deflection is 0.12" due to live load and 0.25" due
to dead load. In
lieu of rigid ceiling use purlins to brace BC @ 48" OC, Bottom
chord checked for 10,00 psf non -concurrent live load WARNING:
Furnish a copy of this DWG to the installation contractor. Special
care must be taken during handling, shipping and installation of
trusses. See "WARNING" note below. 6X8---
5U6X8 _- 3X5 (Al)
H051 0 D H031
0
D3 3X8
3X8
4X10 H0308
2A
Q
I 1-
4-
9 7X8 14-
0-
0 O 12-
0-
0 sm 19-
0-
0 53-4-
0 0 0 54-8-
0 Over 2 Supports- R=3197
U-630 W=8" RL=240/-
200 Note: All
Plates Are 3X4 Except As Shown. Design Crit:
FBC2014Res/TF`1-2OO7(STD) PLT TYP.
20 Gauqe HS,Wave FT/RT=20%(O%)/O(0) 16 READ AND
I'DILLOW ALL NOTES ON THIS DRAWIW! 41, FURNISH THIS
DRAWING TO ALL 10NtLttACTMS INCLUDING THE INSTALLERS CRI VTCA3
79 I-- ... ....... C
11
17Ill 1L1 ,_P
z-rr<,, 'n, '7L , C N WCOV-
AN'
C:- 1-111y —-y
T— I mSt/i I —
I NWARMNIMIRRI H. M'..
1
00y,
CITY 2 08 1 iani
H. Krick
Lic. Number M FL/-/4/-/-/R/-
TC LL 20.
0 PSF TIC DIL 20.
0 PSF BC DL 10.
0 PSF BC LL 0,
0 PSF TOT.LD. 50.
0 PSF DUR.FAC. 1.
25 ISPACING 24,0"
Scale =.125"/Ft.__
REF R6666 - 69081
DATE 02/06/
17 DRW HCUSR6666 17037455
HC-ENG KD/
WHK SEQN- 120205 FROM
JS JREF-
1VY46666Z11 02/
06/2017
24191-/Intext Construction, Inc. /SANFORD MEDICAL OFFICE -- 1621 W. First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x6 SP #2 T1 2x4 SP M-30:
J6, T7 2x4 SIT #2:
But chord 2x4 SP #1 :B1 2x4 SP M-30: :B2 2x4 SP M-31:
BS 2x4 SP #2:
Webs 2x4 SIT #3 :12, W18 2x4 SP 11'2:
W16 2x4 SP #1
Lumber value set "13B" uses design values approved 1/30/2013 by ALSC
Calculated horizontal deflection is 0.12" due to live load and 0,23"
due to dead load.
In lieu of rigid ceiling use purlins to brace BC @ 48" OC.
Bottom chord checked for 10.00 psf non -concurrent live load.
WARNING: Furnish a copy of this DWG to the installation contractor.
Special care must be taken during handling, shipping and installation
of trusses. See "WARNING" note below.
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR.
S - H21 )
140 mph wind, 16,71 ft mean hgt, ASCE 7-10, CLOSED bidg, not located
within 13.00 ft from roof edge, RISK CAT 11, EXP C, wind TC DL=4.2
psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18
Wind loads and reactions based on MWFRS with additional C&C member
design.
Right end vertical not exposed to wind pressure.
Left cantilever is exposed to wind
a) #3 or better scab reinforcement. Same size & 80% length of web
member. Attach with 10d Box or Gun (0.128"x3",min.)nails @ 6" OC,
Truss passed check for 20 psf additional bottom chord live load in
areas with 42"-high x 24"-wide clearance.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1.50.
MWFRS loads based on trusses located at least 8.36 ft.
from roof edge.
NYM
5X7 7X8 7X8 6X8
5
5 5U 7X1 2
4X10 2X4
T6 T7
2X4
a) 3X4 (
a)
wi
4X10 41- -0-0
2-2-9
i
W16 2 0
3X5 (Al)
131
3X4
B2
3X4 H0308 3X4 H0308 6X1 2 (SRS)
y
2X4
12-0-0
4X10 3X8 3X4 4X10
H0308
4X6
21-0-0 4 - 8 -0 ------------- ---
53-4-0 k6i6o
54-8-0 Over 2 Supports---
R=3225 U=633 VJ--8" R=2943 J=612 W=8"
RL-267/-213
Design Crit: FBC2014Res/TP1-2007(STD) ".
ry: PLT TYP. 20 Gauge HS,Wave FT/RT=20%(O%)/O(0) 16. 2 FL/-/4/-/-/R/- Scale =.125"/Ft.
ADWARNINGI— AND FOLLCW ALL WTES ON THIS DRMLWr
IIIOITIIT FURNISH THIS V TO ALL CortT EXCLUDING THE INSTALLERS TIC LL 20 . PSF REF R6666- 69082
S,
08 1
TIC DL 20 PSF DATE 02/06/17
ic, I
V 0
BC DL 10 O PSF DRY HCUSR6666 17037456
B1
aaa BC LL 0.0 PSF HC-ENG KD/WHK
AN 7 W CO VPANv & TOT LD. 50.0 PSF SEQN- 120208
A
i, rbTaaa
DUR.FAC. 125 FROM JS F
11
TCA ILI illiarn 11. Krick Lic. Number 7086ISPAC I NG 24.0" JREF- 1VY46666Z11 T717T77M
7
24191-/Intext Construction, Inc. /SANFORD MEDICAL OFFICE --- 1621 W. First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x6 So #2 :T1 2x4 So M-30:
J5, T6 2x4 SP #2
But chord 2x4 SP #1 :B2, B3 2x4 SP M-31:
135 2x4 SP #2:
Webs 2x4 SP #3 :W2, V418 2x4 So #2:
W16 2x4 SP #1:
Lumber value set "13B" uses design values approved 1/30/2013 by ALSC
Calculated horizontal deflection is 0.09" due to live load and 0.19"
due to dead load.
b) (2) 43 or better scab reinforcing members. Same size & 80% length
of web member. Attach one to each face w/10d Box or Gun
0.128"xY,min.) nails (0 6" OC.
Bottom chord checked for 10,00 psf non -concurrent live load.
WARNING: Furnish a copy of this DWG to the installation contractor.
Special care must be taken during handling, shipping and installation
of trusses. See "WARNING" note below.
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR.
140 mph wind, 17.13 ft mean hgt, ASCE 7-10, CLOSED bldg, not located
within 13.00 ft from roof edge, RISK CAT 11, EXP C, wind TO DL=4,2
psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18
Wind loads and reactions based on MWFRS with additional C&C member
design.
Right end vertical not exposed to wind pressure.
Left cantilever is exposed to wind
a) #3 or better scab reinforcement. Same size & 80% length of web
member. Attach with 10d Box or Gun (0.128"xY,min.)nails @ 6" OC.
In lieu of rigid ceiling use purlins to brace BC @ 48" OC
Truss passed check for 20 psf additional bottom chord live load in
areas with 42"-high x 24"-wide clearance.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1.50.
MWFRS loads based on trusses located at least 8.56 ft.
from roof edge.
3X4 ---
5X7 3X4 6X8 3X4 6M__
A 2-5-1
4-0-0
12-0-0
3X5 (Al )
7X8 H0308
3X8 3M-
H051 0 -
3X1 2 3X5
4X4 3X4
H051 01
7XI 2U_ 0
2 -0 7- -1
1-6-0
53-4-0 0 0
54-8-0 Over 2 SuppUart,5r-------
R=3171 J=635 W=8" R=2930 J=616 W=8"
RL-294/-235
Design Crit: FBC2014Res/TPI-2CO7(STD)
PLT TYP. 20.--Gauge HS,Wave — ----- FT/RT=20%(O%)/O(0) 16.. Y:2 FL/-/4/-/-/R/- Scale =.125"/Ft.
YW INGI READ AND FOLWALL WTES ON TH 9 S ORM I W. t lu"
SH THIS *IN TO CONTRAU I UDITHE INSTALLERS . J* TIC
LL
20.O PSF REF R6666- 69083 TC DL
20.0 PSF DATE 02/06/17 I al C 1 1. 1 1 1- t b, T i' I I CA BC DL
10.0 PSF DRW HCUSR6666 17037457 FEE 0
r OF! D-
01fl N-1 IITI
I BC LL 0.0 PSF HC-ENG KD/WHK TOT.L.
D. 50,0 PSF SEQN- 120211 AN WC01, PAN y -"g
AL 0 aaa DUR.
FAC.
1. -d- =g_: Rom-
is I[ TI
T- H. Krick Lic, Nurriber74,1SPACING 24 JREF- 1VY46666Z11 0-2/
06/2017
24 1621 W. First St. S
Value Set: 13B (Effective 6/1/2013)
Top chord 2x6 SP #2 J1, T5 2x4 SP M-30:
J6 2x4 SP #2,
Bat chord 2x4 SP #1 :H 2x4 SP #2:
Webs 2x4 SP #3 :W2, W14, W19 2x4 SP #2:
Lumber value set "13B" uses design values approved 1/30/2013 by ALSC
Left cantilever is exposed to wind
a) #3 or better scab reinforcement. Same size & 80% length of web
member. Attach with 10d Box or Gun (0.128"x3-,rRin.',naiIs @ 6" OC.
Truss passed check for 20 psf additional bottom chord live load in
areas with 42"-high x 24"-wide clearance,
WARNING: Furnish a copy of this DWG to the installation contractor.
Special care, must be taken during handling, shipping and installation
of trusses. See "WARNING" note below.
F_V_7
6X8 6X8__
3X5(A1)
7X8 H0308
4X4
EA p
3X5 3X8111
3X4
H0308
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR.
EM,
140 mph wind, 17.55 ft mean hgt, ASCE 7-10, CLOSED bidg, not located
within 13.00 ft from roof edge, RISK CAT 11, EXP C, wind TC DL=4.2
psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18
Wind loads and reactions based on MWFRS with additional C&C member
design.
Right end vertical not exposed to wind pressure.
Calculated horizontal deflection is 0.10" due to live load and 0,21"
due to dead load.
In lieu of rigid ceiling use purlins to brace BC @ 48" OC.
Bottom chord checked for 10.00 psf non -concurrent live load.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1,50,
MWFRS loads based on trusses located at least 8.77 ft.
from roof edge.
WE
Z
5X7 2-5-1
14-0-0
4X6i
12 -
0 - 0 3X4
5X8 5X7 - 7X8 H0308
2X4J 2
5 0 0 3-
6-0 53-
4-0 00 54-
8-0 Over 2 Supports-- R=
3156 U=640 W=8" R=2972 U=620 US" RL=
322/-260 Design
Crit: FBC2014Res/TPI-2007(STD) PLT
TYP. 20--Gauqe HS,Wave FT/RT=20%(O%)/0(0) 1 WAJM
I NO I — WAo AND FOLLOW ALL NOTES ON TM DRAMW i
ANT FLtRNiSH THIS W WING TO ALL COWRWTWM tW MgRG THE INSTALLERS. E_
p Z4JNAIL7LAN
iTW CC) MPANY ....... Z
y
et Od"
nJ H, ;'' ... QTY
2 08
1 nAST0, FL/-/
4/-/-/R/- TC
ILL 20.0 PSF TC
DL 20.0 PSF BC
DIL 10,0 PSF BC
LL O.O PSF TOT.
LD. 50.0 PSF DUR.
FAC. 1.25 SPACING
24.0" Scale =.
125"/Ft, REF
R6666- 69084 DATE
02/06/17 DRW
HCUSR6666 17 37458 HC-
ENG KD/WHK SEQN-
120214 FROM
JS JREF-
1VY46666Z11 02/
06/2017
24191-/Intext Construction, Inc. /SANFORD MEDICAL- OFFICE -- 1621 W. First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP M-31 J3 2x4 SP M-30:
T4, T7 2x4 SP #2: :T5 2x4 SP #1
Bot chord 2x4 SP 41 :B3 2x4 SP M-31: :B5 2x4 SP #2:
Webs 2x4 SP #3 :VJ2, W13, W16, W18 2x4 SP #2:
Lumber value set "13B" uses design values approved 1/30/2013 by ALSO
Left cantilever is exposed to wind
Calculated horizontal deflection is 0.09" due to live load and 0,18"
due to dead load.
In lieu of rigid ceiling use purlins to brace BC @ 48" OC.
Bottom chord checked for 10.00 psf non -concurrent live load.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1,50,
MWFRS loads based on trusses located at least 8.98 ft.
from roof edge5X8 4X6
5X8 THIS
DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 1
plate(s) require special positioning. Refer to scaled
plate plot details for special positioning requirements. 140
mph wind, 17.96 ft mean hgt, ASCE 7-10, CLOSED bidg, not located within
13.00 ft from roof edge, RISK CAT 11, EXP C, wind TC DL=4,2 psf,
wind BC DL=5.0 psf. GCpi(+/-)=018 Wind
loads and reactions based on MWFRS with additional C&C member design.
Right
end vertical not exposed to wind pressure. a) #
3 or better scab reinforcement. Same size & 80% length of web member.
Attach with 10d Box or Gun (0.128"xY,min.)nails @ 6" OC. Truss
passed check for 20 psf additional bottom chord live load in areas
with 42"-high x 24"-wide clearance. WARNING:
Furnish a copy of this DWG to the installation contractor. Special
care must be taken during handling, shipping and installation of
trusses, See "WARNING" note below. NM
T
5X7
71, 2-5-1 114-
0-0 1 4M:
12-
0-0 3X5 (
Al ) 7X8
3X4 0510
WW
4X8 -
H0308 3X1
0 2X4 4X4
H0308
3X8
5X7 8X8
z4L_0 2-
8 - q 11- -6 -0 53-
4-0 00 54-
8-0 Over 2 Supprbrt5----- R=
3176 U=646 W=8" RL=
350/-286 Design
Crit: FBC2014Res/TPI-2007(STD) PLT
TYP. 20 Gaucle HS,Wave FT/RT=20%(O%)/0(0) 16 NG1 -
WARNIREAD AND FOLLOW ALL NOTES ON THIS DRAWING! F_
TH? S _r TO ftLL C£5HiT1biT6lna IceG.M5HG THE ;NSTALLERS, b '
Pi WTCA 4 4`
1 .... ... ..... Z`
L AN
7W COMPANY ly
y Z, 11 A
P I Nl R=
3038 U=626 W=8" TY:
2 FIL/-/4/-/-/R/- 0
TC
LL 20.0 PSF TC
DL 20,0 PSF SAT
0 BC
DL 10.0 PSF bn
P BC LL 0.0 PSF ONA
TOT.
LD. 50.0 PSF 1.
25 DUR.FAC. illiarn
If. Lic, Number 7086pSIDACING 24.0" Krick02,/%,
2017 Scale =.
125"/Ft, REF
R6666- 69085 DATE
02/06/17 DRW
HCUSR6666 17037459 HC-
ENG KD/WHK SEQN-
120217 FROM
JS JREF-
1VY46666211
24191-/Intext Construction, Inc. /SANFORD MEDICAL OFFICE -- 1621 W. First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2
But chord 2x4 SP #2
Webs 2x4 SP #3
Lumber value set "13B" uses design values approved 1/30/2013 by ALSC
In lieu of rigid ceiling use, purlins to brace BC @ 48" OC,
Left side jacks have 7-0-0 setback with 2-0-0 cant and 0-0-0 overhang.
End jacks have 7-0-0 setback with 2-0-0 cant and 0-0-0 overhang,
Right side jacks have 7-0-0 setback with 2-0-0 cant and 0-0-0 overhang.
qYA
3X4 III
L- 2-0-0-J
R--1793 U=776 W-3"
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR
S - 1-17A)
140 mph wind, 18.80 ft mean hgt, ASCE 7-10, PART.-ENC. bldg, Located
anywhere in roof, RISK CAT 11, EXP C, wind TIC DL=4.2 psf, wind BC
DL=5.0 psf. GCpi(+/-)=0.55
Wind loads and reactions based on MWFRS.
Left and right cantilevers are exposed to wind
1 hip supports 7-0-0 jacks W/2 panel TC and no end vert.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1.50,
5X8-- 2X4 1Ii 5 X 8 ---
Design Crit: FBC2014Res/TPI-2007(STD)
PLT-TYP. Wave FT/RT=20%(O%)/O(0) 16,
INGI— READ AND FOLLOW ALL NOTES ON THIS DRAWINGI
All" FURNISH THIS DRAWING TO ALL, CONTRACTORS MCUMING THE INSTALLERS.
SCSI
z4l
AN [TW CO MPANI
A '
y T— MSI/TPI I
P! area
3X4 III
L1-- 2 - 0 - O J
7-0-0
R=1798 U=776 W=3"
VTY: 1 FL/-/4/-/-/R/-
TC LL 20.0 PSF
08 TC DIL 20,0 PSF
0
BC DL 10.0 PSF
SiAT BC
LL 0.0 PSF A
N, TOT .LD. SiI PSF DUR.
FAC. 1.25 i
I I i arn 11, Krick I ic N U niber 70: 16 IS PAC I NG 24.0" 02/
06/2017 4-
17 -0-0 Scale =,
3125-"/Ft. REF
R6666- 69086 DATE
02/06/17 DRVJ
HCUSR6666 17037460 HC-
ENG KD/WHK SEQN-
120220 FROM
JS JREF-
1VY46666Z11
24191-/Intext Construction, Inc, /SANFORD MEDICAL OFFICE -- 1621 W. First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SIP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Lumber value set '1313" uses design values approved 1/30/2013 by ALSC
In lieu of rigid ceiling use pur-lins to brace BC @ 48" OC.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1.50,
3X4 i,i
2-0-OIJ
9-0-0
R=1279 U=510 IN=3"
RL=94/-94
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMEWONS) SUBMITTED BY TRUSS MFR.
S - H9A)
140 mph wind, 19.21 ft mean hgt, ASCE 7-10, PART.__ENC. bidg, not
located within 9.00 ft from roof edge, RISK CAT 11, EXP C, wind TC
DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.55
Wind loads and reactions based on MWIFIRS with additional C&C member
design.
Left and right cantilevers are exposed to wind
Bottom chord checked for 10.00 psf non -concurrent live load.
5X8- 5X8-
prow
24-8-0 Over 2 Supports--...-.--.
Design Crit: FBC2014Res/TPI-2007(STD)
PILT TYID. Wave FT/RT=20%(O%)/O(0) 16 4
WARN I NO r REbBAND FOLLOW ALL NOTES ON THfS DRMHiGr
WIM11T.. GUSH THtS 6 WrP4G TO ALL CMTFA TORS tRCLM116G THE tN TAULERS,
1 11A 7 t",
AlS.—I I
A' N C0 MPANJa
A
T- Vo I /T I 1 2,
3X4 H
L, 2 - 0 - O-
flip,
STY: 1 FL/ -/4/-/-/R/-
TC LL 20.0 PSF
Pci.708 1 TC DIL 20.0 PSF
0
BC DIL 10.0 PSF
S %,AT
BC ILL 0.0 PSF
TOT,LD. 50.0 PSF
DUR,FAC. 1.25
illiam If. Krick Lic. Nurnber 70;6 ISPAC I NG 24.0"
02/06/2017
17-0-0
Scale =.3125"/Ft.
REF R6666- 69087
DATE 02/06/17
DRW HCUSR6666 17037461
HC-ENG KD/WHK
SEQN- 120225
FROM JS
JREF- 1VY46666Z11
24191-/Intext Construction, Inc. /SANIFORD MEDICAL OFFICE 1621 W. First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2
But chord 2x4 SP =2
Webs 2x4 SP #3
Lumber value set '1313" uses design Value,., approved 1/30/2013 by ALSC
Left cantilever is exposed to wind
The following members need concentrated loads at the heel: 0-0-0
span/setback member on the 1-11-7 cant side requires 35 tbs and the
0-0-0 span/setback member on the 1-11-7 cant side requires 35 tbs.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1.50,
a
2 - 9
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR.
S - HJ4)
140 mph wind, 15.51 ft mean hgt, ASCE 7-10, PART.-ENC. blda, Located
anywhere in roof, RISK CAT 11, EXP C, wind TC DL=4.2 psf, wind BC
DL=5.0 psf, GCpi(+/-)=0.55
Wind loads and reactions based on MWFRS.
Right end vertical not exposed to wind pressure.
In lieu of rigid ceiling use purlins to brace BC @ 48" OC.
Sub -fascia beam assumptions: 0-0-0 sub -fascia beam on the 1-11-7
cantilever side. 0-0-0 sub -fascia beam on the 1-11-7 cantilever side.
Hipjack supports 5-7-8 setback Jacks with 1-11-7 cantilever one face;
1-11-7 cantilever opposite face.
NM
7-11-7 Over 2 Supports------- --
R=381 J=179 W=11.313" R=141 J=37 W=11.314"
Design Crit: FBC2014Res/T1p1-20O7(STD)
PLT TYP. Wave FT/RT=20%(0%)/O(0) 16
WARNINGf— READ AW FOLLOW ALL NOTES ON THIS DRAINLOGI
FURNISH THM G WMG TO ALL CONTRACTORS i9CLLffeNG THE INSTALLERS.
1 1.1—, TP va-, ecy ex
M", 1 1"'
IrIf 17
AN ITWC0Y,"ANY
DI
T-, osp......... .. ...
2
77ofl!'Y'
N
1—
WTCA
2-8-2
14-0-0
F L / - / 4 -_/. - / R /-
TC LL 20.O PSF
TC DL 20.0 PSF
BC DL 10,0 PSF
BC LL O.O PSF
TOT. L.D. 50.0 PSF
DUR.FAC. 1.25
ISPACING 24,0"
02/06/2017
24191-/Intext Construction, Inc. /SANFORD MEDICAL OFFICE -- 1621 W. First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP M-31
Pat chord 2x4 SO M-31
Webs 2x4 SIT #3
Lumber value set '1313" uses design values approved 1/30/2013 by ALSC
In lieu of i ceiling Use pUrlins to brace BC @ 48" DC.
Sub -fascia beam assumptions: 0-0-0 sub -fascia beam on the 1-11-7
cantilever side. 0-0-0 sub -fascia beam on the 1-11-7 cantilever side.
Deflection meets L/360 live and 1/240 total load. Creep increase
factor for dead load is 1.50.
0-4-1
NE
THIS i PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR
S - HJ7)
140 mph wind, 18.79 ft mean hgt, ASCE 7-10, PART. ENC. bidg, Located
anywhere in roof, RISK CAT 11, EXP C, wind TIC DL-4.2 psf, wind BC
DL=5,0 psf. GCpi(+/-)=0,55
Wind loads and reactions based on MWFRS.
Left cantilever is exposed to wind
The following members need concentrated loads at the heel: 0-0-0
span/setback member on the 1-11-7 cant side requires 58 Ibs and the
0-0-0 span/setback member on the 1-11-7 cant side requires 58 lbs.
Hipjack supports 6-11-8 setback jacks with 1-11-7 cantilever one face;
1-11-7 cantilever opposite face.
Provide 3 0.131"xY nails, toe nailed at Top chord.
Provide 2 0.131"xY nails, toe nailed at Bot chord.
9-10-1 Over 3 Supports ----------------_I
R=533 1_1=275 '4=11,313"
Design Crit: FBC2014Res/TPl-2007(STD)
PLT TYP. Wave FT/RT=20%(O%)/O(0) 16/
WARNINi READ AND FOLLOW ALL WTES ON THfS MWINGtiIWORTA"THIS DRAWTIG TO ALL COWPACTNiS TIC IJWXG THE INSTALLERS.
C . . .......
Zimq
F, n
AN iT W CO VPAN
SI/TPr 1
F
R=258 U=165
19-11-5
3-Z- 13
R=55 U=O *
17-0-0
FL/-/4/-/-/R/-
TC LL 20.0 PSF
TIC DL 20,0 PSF
BC DL 10.0 PSF
BC LL 0.0 PSF
TOT,LD. 50.0 PSF
DUR.FAC. 1.25
SPACING 24.01'
02/06/2017
24191 - / intext, Con-struction, Inc, /SANFORD MEDICAL OFFICE 1621 W. F r rst St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SIT #2
Bot chord 2x4 So #2 :B2 2x6 So #2:
Webs 2x4 SP #3
Lumber value set '13B" uses design values approved 1/30/2013 by ALSC
Left cantilever is exposed to wind
Bottom chord checked for 10.00 psf non -concurrent live load.
MWFRS loads based on trusses located at least 7,73 ft.
from roof edge.
3XZ
I I
2X4 Ill
2-0-0
R=914 U=110 W=8"
RL=256/-72
THIS DING PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBM;TTED BY TRUSS MFR.
S - M1 )
140 mph wind, 15.46 ft mean hgt, ASCE 7-10, CLOSED bidg, not located
within 9.00 ft from roof edge, RISK CAT 11, EXP C, wind TC DL=4.2 psf,
wind BC DL=5.0 psf. GCpi(+/-)=0.18
Wind loads and reactions based on MWFRS with additional C&C member
design.
Right end vertical not exposed to wind pressure.
In lieu of rigid ceiling use purlins to brace BC @ 48" OC.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1.50,
15-0-0 Over 2 Supports ----- ---'--"
R=645 U=202
Design Crit: FBC2014Res/TP1-2OO7(STD)
PLT TYP. Wave FT/RT=20%(0%)/O(0) 16/
WARNINGI-; READ - AND FOLLOW ALL NOTES ON TWS DRAWING! WAmORTANT" NJ"i5 THIS INVIW1f4G TO ALL CONTRACTORS MMMiliG YHE INSTikLLERS.
LP jl A
AN 11 WCCIIq'ANY v, I y
msiRpl I Sec 2 TCA
INC 12-
0-0 30
FL/-/4/-/-/R/- TC
ILL 20.0 PSF TC
DL 20.0 PSF BC
CIL 10.0 PSF BC
LL O.O PSF TOT .
LD 50.0 PSF DUR.
FAC. 1.25 liarn
14. Krick LAC. Number 70;6pi'AL, I NG 24,0 02/
06/2017
24191-/Intext ConstiLlCt[On, Inc. /SANFORD MEDICAL OFFICE -- 1621 W. First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2
Bat chord 2x4 SP #2 :132 2x6 SP #2:
Nabs 2x4 SP #3
Lumber value set ''13B' uses design values approved 1/30/2013 by ALSC
Left cantilever is exposed to wind
Bottom chord checked for 10-00 psf non -concurrent live load.
MWFRS loads based on trusses located at least 7.50 ft.
from roof edge.
M
3 X4
2-U-0---
R=924 U=142 W=8"
RL=187/-53
THIS DING PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR.
S - MH11)
140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located
within 9.00 ft from roof edge, RISK CAT 11, EXP C, wind TC DL=4.2 psf,
wind BC DL=5.0 par. GCpi(+/-)=0.18
Wind loads and reactions based on MWFRS with additional C&C member
design.
Right end vertical not exposed to wind pressure.
In lieu of rigid ceiling use purlins to brace BC @ 48" OC.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1,50,
15-0-0 Over 2 Suppo
Design Crit: FBC2014Res/TPI-2007(STD)
PLT TYP. Wave FT/RT=20%(O%)/O(0) 16
W-A--R-N I NG I READ W FOLLOW ALL WTES ON THIS DRAW iNGI
I W CFLFA;
7. PU"k THM D$I-- TO ALL COp{TRACTORO MOUJMN THE tN TA LEFM'
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1 1 SEAT
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11. Krick Lic. Number A FL/-/
4/-/-/R/- — TC
ILL 20,0 PSF TC
DL 20.0 PSF BC
DL 10.0 PSF BC
LL O.O PSF TOT.
LD. 50.0 PSF DUR.
FAC, 1.25 ESPACING
24.0" 12-
0-0 Scale =.
5"/Ft. REF
R6666- 69091 DATE
02/06/17 DRW
HCUSR6666 17037450 HC-
ENG KD/WHK SEQN-
120237 FROM
JS JREF-
1VY46666Z11 02/
06/2017
24191-/Intext Construction, Inc. /SANFORD MEDICAL OFFICE -- 1621 W. First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2
Bot chord 2x4 SP #2 :B2 2x6 SP #2
Webs 2x4 So #3
Lumber value set 1313" uses design values approved 1/30/2013 by ALSC
Left cantilever is exposed to wind
Bottom chord checked for 10.00 last non -concurrent live load.
MWFRS loads based on trusses located at least 7.52 ft.
from roof edge,
3X4
3X4--
2 - 0 - &---j
R=924 U=127 W=8"
RL=221/-63
15-0-0 Over 2 Sup
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBM I TTED BY TRUSS MFR,
S - MH13)
140 mph wind, 15.05 ft mean hgt, ASCE 7-10, CLOSED Bldg, not located
within 9.00 ft from roof edge, RISK CAT 11, EXP C, wind TC DL=4.2 psf,
wind BC DL=5.0 psf. GCpi(+/-)=0,18
Wind loads and reactions based on MWFRS with additional C&C member
design.
Right end vertical not exposed to wind pressure.
In lieu of rigid ceiling use purlins to brace BC @ 48" OC.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1.50.
Design Crit: FBC2014Res/TPI-2007(STD)
PLT TYP. Wave FT/RT=20%(0%)/O(0) 16
WARN I NG_F_-U_AD AM FCILLCW ALL NOTES ON THIS DRM5W
IMPORTANT" FT iS DRAWEMC TO ALL C6NFRAC On MCUJDIW T E INSTALLERS AN
A ...
1 -1. .,-q or pegs listing Chin ..... n, d—
In fIr—, :_nn?=*% "ZI- pee P:t 4>-
For nor nPo 1h11 Mir,
WTCA ;CC 12-
0-0 HOUNUMP
TY:
4 FL/-/4/-/-/R/- Scale =.375"/Ft. TC
LL 20,0 PSF REF R6666- 69092 7*
8 1 = TO DL 20,0 PSF DATE 02/06/17 BC
DL 10.O PSF DRW HCUSR6666 17037451 T0 - ----- ----- - ---------- - — — - -- ----------
BC
LL O.O PSF HC-ENG KD/WHK TOT.
LD. 50.O PSF SEQN- 120240 ONA
DUR JFAC -1.25 FROG -_ JS Garr
11. Krick Lic. Nurnb,, 70 6 tSPAC I NG 24.O" JREF- 1VY46666Z11 02/
06/2017
24191-/Intc-xt Construct[on, Inc. /SANFORD MEDICAL OFFICE -- 1621 W. First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2
Bot chord 2x4 SP #2 :B2 2x6 SP #2:
Webs 2x4 SP #3
Lumber value set "13B" uses design values approved 1/30/2013 by ALSC
Left cantilever is exposed to wind
1 hip supports 7-0-0 jacks W/2 panel TC and no end vert.
Deflection meets L/360 live and L/240 total load Creep increase
factor for dead load is 1.50.
M
2 - 0 - O-=
R=1487 U=316 W=8"
sm
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS NmR
S - MI-17)
140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
anywhere in roof, RISK CAT 11, EXP C, wind TC DL=4.2 psf, wind BC
DL=5.0 psf. GCpi(+/-)=0.18
Wind loads and reactions based on MWFRS.
Right end vertical not exposed to wind pressure.
In lieu of rigid ceiling use purlins to brace BC @ 48" OC.
Left side jacks have 7-0-0 setback with 2-0-0 cant and 0-0-0 overhang.
End jacks have 7-0-0 setback with 0-0-0 cant and 0-0-0 overhang.
Right side jacks have 0-0-0 setback with 0-0-0 cant and 0-0-0
overhang.
Design Crit: FBC2014Res/TPI-2007(STD)
PLT TYP. Wave FT/RT=20%(0%)/O(0) 16
WAPNINGI** READ MD FOLLOW ALL WTES ON THIS miii
IMPORTIw-t— F—SH THIS DRAPING TO RLL CONTRACTORS IN Mlii* THE t1iiSTALLERS
yP
HLS, (9q S y t, TP I iST( A) .. ..... y I,— y
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4 FL/-/4/-/-/R/ 1i -
TC LL 20.0 PSF W8
1 TIC DL 20.0 PSF BC
DL 10.0 PSF A,
BC
ILL 0.0 PSF TOT.
LD. 50.0 PSF OUR.
FA-C. 1-.-25 Iliam
H. Krick Lic, Number 7086 ISPAC I NG 24. 0 02/
06/2017 IIIIIIIIIIIIIIlUil
12-
0-0 Scale =,
5"/Ft. REF
R6666- 69093 DATE
02/06/17 I ----- ----- ----- --- , " -
DRW
HCUSR6666 17037452 HC-
ENG KD/WHK SEQN-
120243 FROM
is JREF-
1VY46666Z11
24191-/In First St
VaILIC Sot: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2
But chord 2x4 SP #2 :B2 2x6 SIT #2:
Weds 2x4 SP #3
Lumber value set "13B" uses design values approved 1/30/2013 by ALSC
Left. cantilever is exposed to wind
Bottom chord checked for 10.00 psf non -concurrent live load.
MWFRS loads based on trusses located at least 7,50 ft.
from roof edge
M
2 - 0 - O--,Aj
THfS DWG PREPARED FROM COMPUTER INPUT (LOADS F. DIMENSIONS) SUBMITTED BY TRUSS MFR.
S - MH9)
140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bidg, not located
within 9.00 ft from roof edge, RISK CAT 11, EXP C, wind TC DL=4.2 psf,
wind BC DL=5.0 psf. GCpi(+/-)=018
Wind loads and reactions based on MWFRS with additional C&C member
design.
Right end vertical not exposed to wind pressure.
In lieu of rigid ceiling use purlins to brace BC @ 48" OC.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1.50.
5X8(R)kI,\ 4X4--
15-0-0 Over 2 Supports--
R=914 U=152 W=8" R=645 U=164
RL=153/-44
Design Crit: FBC2014Res/TPI-2007(STD)
PLT-TYP. Wave FT/RT=20%(0%)/O(0) 16
WARNINGI** RM AND FOLLOW ALL WTES ON THIS DUNrUGI
I IIPMANY . RJRHI- THIS -IM TO ALL CSNT&A WlS INCt Wr-
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TC LL 20,0 PSF
TC DL 20.0 PSF
BC DL 10.0 PSF
BC LL 0.0 PSF
TOT.LD. 50.0 PSF
DUR.FAC. 1.25
ISPACING 24.0"
12-0-0
1
Scale =.5"/Ft.
REF --- R66 - 66- 69094
DATE 02/06/17
DRW HCUSR6666 17037453
HC-ENG KD/WHK
SEQN- 120246
FROM JS
JREF- 1VY46666Z11
02/06/2017
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17
INSPECTION SEQUENCE
BP# 17-422
ADDRESS: 1621 W. I" Street
BUILDING PERMIT
Min Max
10
Inspection Description
Footer / Setback
Ste wall
Slab / Mono Slab
20 Lintel / Tie Beam / Fill Down Cell
Sheathing - Walls
30 Sheathing - Roof
40 Roof Dry In
50 Frame
60 Insulation Rough
Firewall Screw Pattern
70 Drywall / Sheetrock
Lath Inspection
Building Ceiling Air Barrier
Insulation Roof (Com' I)
Building Ceiling Grid
Final Roof
Final Stucco Siding
Final Insulation
Final Firewall
Final Door
WindowFinal
Final Utility Building
Final Screen Structure
Final Pool Screen Enclosure
Pre -Demo
1000
Final Demo
Final Single Family Residence
Final Commercial -
Final Commercial - Addition / Alteration
Final Commercial - Change of Use
Final Building (Other)
ELECTRICAL PERMIT
Min Max Ins ection DDescription
Electric Underground
Footer / Slab Steel Bond
Electric Ceiling Rough
Electric Wall Rough
10 Electric Rough
Pre -Power Final
Temporary pole
1000 Electric Final
Min Max Inspection DescriEtion
Rough Plumb
10 Plumbing Underground
20 Plumbing 2"d Rough'
Plumbing Tubset
Plumbing Sewer
Plumbing Grease Tra]Rpugh
Plumbing Steam Chill Water Rough
1000 Plumbing Final
MECHANICAL PEWMIT
Min Max lns,,)ection Description
70- Mechanical Rough /
Mechanical Fire pAmper Framing
Mechanical CeRifng Rough
Mechanical` ire Damper Annular Space
Mechanical Insulation Wrap
Mechanical Fire Damper Angle
Light / Water Test Ck Welds
Mechanical Grease Duct Wrap
1000 Mechanical Final
PFTJMERH
U*41 it.
CITY OF SANFORD
N, C7,11 FEB 13 2017 BUILDING & FIRE PREVENTION
PERMIT APPLICATION
By
Application No:
Documented Construction Value: $
Job Address:
t Historic District: YesEl No Parcel
ID: ResidentialEl commercial Type of
Work: New 19AdditionE] Alteration 0 RepairEl DemoEl Change of Use Move El Description of Work:
NEV", NV\'LA.'1j) kLc r U Plan
Review
Contact
Person: Title: Phone: /kQ-I-
2A " <6_5_\C—_ Fax: Email: I ikAl -(OM Name Phone: Street: T_
VK_'v
Resident ofproperty? City, State Zip: Contractor
Information Name Phone:
Street: Fax:
City, State
Zip: State
License No.;C6_c_6 - Architect/Engineer Information Name:
Phone: Street- Aofa
Fax: City,
St, Zip: E-
mail: Bonding Company: Mortgage Lender:
WARNING TO OWNER: YOUR
FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS
TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON
THE JOB SITE BEFORE THE FIRST INSPECTION, IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR
LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. 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. I
understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, beaters, tanks,
and air conditioners, etc. FBC 105.3 Shall
be inscribed with the date of application and the code in effect as of that date: 511 Edition (2014) Florida Building Code Revised: June 30,2015
Permit Application
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 I will notify the owner of the property of the requirements of Florida Lien Law, FS 713.
The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required
in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal.
The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in
accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value,
credit will be applied to your permit fees when the permit is issued.
OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and all work will
be done in compliance with all applicable laws regulating construction and zoning. r7t
Signature of Owner/Agent
Print Owner/Agent's Name
BE Signature of Contractor/Agent
Signature of Notary -State of Florida Date ma u%, 0 a
ego Y A 'fA,
to
00
Owner/Agent is __Personally Known to Me or Contractor/A
Produced ID Type of ID Produced ID
Personally Known e or
Type of ID
BELOW IS FOR OFFICE USE ONLY
Permits Required: Building [J Electrical [] Mechanical E] Plumbing[:] Gas[:] Roof [J
Construction Type: Occupancy Use:
Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories:
New Construction: Electric ® # of Amps Plumbing - # of Fixtures
Fire Sprinkler Permit: YesE] No # of Heads Fire Alarm Permit: Yes F] NOD
APPROVALS- ZONING: UTILITIES: A 2-14-t! WASTEWATER:
ENGINEERING: am
Revised: June 30, 2015 Permit Application
XFR s* [M
el k4BUILDING & FIRE PREVENTItiON
PERMIT APPLICATION
Application No: 0—
Documented Construction Value- $ A -()-q , 060-
Job Address: I Historic District: Yes [I No
2' 0ParcelID: 0 vA C) 00 uDo0 ResidentialE] Commercial [K
Type of Work: New AdditionEl Alteration El Repair El Demo[] Change ofIlse ll Move El Description
of Work: NEW, 0'tT—A J
Plan
Review Contact Person: Title: PhoneA
01- M `- Z-51d-- Fax: Email: Name
Phone: Street:
T—VKR Resident of property? City,
State Zip: Contractor
Information Nameh\):'
T UTI N' Phone: 401, 2-2A Street:
Fax: City,
State Zip: —I—, 7V State License Arch
itect/Eng i neer Information Name:
JAYA Phone: Street-
Fax: Cityl
St, Zip® E-mail: Bonding
Company: offm
Mortgage
Lender: Wk. WARNING
TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAX RESULT IN YOUR PAYING
TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED
AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING,
CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT,
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. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces,
boilers, heaters, tanks, and air conditioners, etc. FBC
105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5" Edition (2014) Florida Building Code Revised:
Ame 30,2015 Permit Application
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 I will notify the owner of the property of the requirements of Florida Lien Law, FS 713.
The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required
in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal.
The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in
accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value,
credit will be applied to your permit fees when the permit is issued.
OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and all work will
be done in compliance with all applicable laws regulating construction and zoning.
Signature of Owner/Agent
Print Owner/Agent's Name
Signature of Notary -State of Florida
EM
Date
Owner/Agent is — Personally Known to Me or
Produced ID Type of ID
Signature of Contractor/Agent
Cor4ractor/Agent is _ Personally Known Me or
L- 0 k
Produced ID _ Type of ID
1
BELOW IS FOR OFFICE USE ONLY
Permits Required: Building [] Electrical [] MechanicaIE] Plumbing[] Gas[] Roof[]
Construction Type: Occupancy Use: Flood Zone:
Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories:
New Construction: Electric - # of Amps,
Fire Sprinkler Permit: Yes [] No [] # of Heads
APPROVALS- ZONING:
ENGINEERING:
SMIRIMM
Plumbing - # of Fixtures
Fire Alarm Permit: Yes [] No []
WASTE WATER:
Revised: June 30,2015 Permit Application
DATE:
BU3|NE6S/PROJECTNAME:
CONTACT NAME:
FIRE PLAN REVIEW SERVICE FEES
PHONE: 407.688.5852
PERMIT NUMBER: I
Issmill|
PLAN REVIEW INFORMATION
FAX: 407.6885051
NITKU[T|ON []C/O FIRE ALARM []P|RE SPRINKLER []HOOD [ ]PAINT BOOTH []TANK
DOES 20% REDUCTION IN FIRE IMPACT FEES APPLY: YES NO
TOTAL FEES:
0 _N
JobKey: 24191
Company: TRUSSWOOD
Address: 3620 BOBBI LANE
Titusville, Fl 32783-0366
Phone: (321) 383-0366
Site Address: 1621 W. First St.
SANF'ORD, FL -
SUPPORT REPORT JOB DESCRIPTION: 24191
WIND CODE: ASCE 7-10 WIND MPH: 140 BLDG TYPE: VARIES
TRUSS TRUSS SUPPORT SUPPORT BEARING BEARING REACT. REACT. MAX WIND
DESC SPAN--ft SIZE -in. TYPE XLOC-ft. YLOC-ft. MAX.+# M .-# UPLFT.-#
C1 54.67 8.00 WALL 2.000 12.000 2950 651
C1 54.67 8.00 WALL 54.000 14.000 2701 627
C2 54.67 8.00 WALL 2.000 12.000 3277 638
C2 54.67 8.00 WALL 54.000 14.000 3021 643
C3 54.67 8.00 WALL 2.000 12.000 3258 633
C3 54.67 8.00 WALL 54.000 14.000 3063 649
C4 54.67 8.00 WALL 2.000 12.000 3218 628
C4 54.67 8.00 WALL 54.000 14.000 2874 656
C5 54.67 8.00 WALL 2.000 12.000 3187 622
C5 54.67 8.00 WALL 54.000 14.000 2997 649
C6 54.67 8.00 WALL 2.000 12.000 2950 624
C6 54.67 8.00 WALL 54.000 14.000 2701 660
C7 54.67 8.00 WALL 2.000 12.000 2950 651
C7 54.67 8.00 WALL 54.000 14.000 2701 627
CJl 1.00 1.50 NAILED 0.125 17.000 52 12
CJl 1.00 1.50 NAILED 1.000 17.000 21 7
CJl 1,00 1.50 NAILED 1.000 17.462 31 21
CJ3 3.00 8.00 WALL 2.000 17.000 1042 440
CJ3 3.00 1.50 NAILED 3.000 17.000 139 350 347
CJ3 3.00 1.50 NAILED 3.000 18.295 160 366 315
CJ5 5.00 8.00 WALL 2.000 17.000 512 84
CJ5 5.00 1.50 NAILED 5.000 17.000 35 34 45
CJ5 5.00 1.50 NAILED 5.000 19.129 61 12 80
EJ4 5.67 8.00 WALL 2.000 14.000 493 65
EJ4 5.67 8.00 WALL 5.000 14.000 127 108
EJ7 7.00 8.00 WALL, 2.000 17.000 560 111
EJ7 7.00 1.50 NAILED 7.000 17.000 62 8
EJ7 7.00 1.50 NAILED 7,000 19.962 154 143
G1-2PLY 3.67 8.00 WALL 0.000 14,000 781 310
G1-2PLY 3.67 8.00 WALL 3.000 14.000 2511 1043
H15-3PLY 56.67 8.00 WALL 2.000 12.000 10134 2750
H15-3PLY 56.67 8,00 WALL 54.000 12.000 10152 2755
v
H17 56.67 8.00 WALL 2.000 12.000 3110 625
H17 56.67 8.00 WALL 54.000 12.000 3120 625
H19 54.67 8.00 WALL 2.000 12.000 3197 630
H19 54.67 8.00 WALL 54.000 14.000 2895 603
H21 54.67 8.00 WALL 2.000 12.000 3225 633
H21 54.67 8.00 WALL 54.000 14.000 2943 612
H23 54.67 8.00 WALL 2.000 12.000 3171 635
H23 54.67 8.00 WALL 54.000 14.000 2930 616
H25 54.67 8.00 WALL 2.000 12.000 3156 640
H25 54.67 8.00 WALL 54.000 14.000 2972 620
H27 54.67 8.00 WALL 2.000 12.000 3176 646
H27 54.67 8.00 WALL 54.000 14.000 3038 626
m____-_----__--_---_----_-_
H7A 24.67 3.00 WALL 2.000 17.000 1793 776
H7A 24.67 3.00 WALL 22.417 17.000 1798 776
H9A 24.67 3.00 WALL 2.000 17.000 1279 510
H9A 24.67 3.00 WALL 22.417 17.000 1279 510
HJ4 7.95 11.31 WALL 2.766 14.000 381 179
HJ4 7.95 11.31 WALL 7.009 14.000 141 37
HJ7 9.84 11.31 WALL 2.766 17.000 533 275
HJ7 9.84 1.50 NAILED 9.837 17.000 55 45
HJ7 9.84 1.50 NAILED 9.837 19.943 258 165
M1 15.00 8.00 WALL 2.000 12.000 914 110
M1 15.00 3.00 Special 14.750 12.000 645 202
MH11 15.00 8.00 WALL 2.000 12.000 924 142
MH11 15.00 3.00 Special 14.750 12.000 636 173
MH13 15.00 8.00 WALL 2.000 12.000 924 127
MH13 15.00 3.00 Special 14.750 12.000 636 185
MH7 15.00 8.00 WALL 2.000 12.000 1487 316
MH7 15.00 3.00 Special 14.750 12.000 1475 312
MH9 15.00 8.00 WALL 2.000 12.000 914 152
MH9 15.00 3.00 Special 14.750 12.000 645 164
denotes a connection calculated by the layout program.
Refer to the Alpine Hardware Catalog for a complete list of connections.
OhV ""R% %
JV
3CE 1 701prEB1, 2
PLANNING, DESIGN & CONSTRUCTION
WITH GUARANTEED MAXIMIUM PRICE
int THIS AGREEMENT FOR DESIGN/BUILD SERVICES (the "Agreement") is
ebkmade
and entered into this 31 ` day of October 2016, by and between SANFORD
MEDICAL GROUP - Srivastava Vinay MD, ("Owner"), and INTEXT
CONSTRUCTION CONSTRUCTION INC. (CGC 060968),("Design/Builder"), which is authorized to
do business in Florida.
PERMIT#-
WITNESSETH:
WHEREAS, Owner solicited statements of qualifications from interested design/builders for the provision
of design and construction services related to the project described on Exhibit A.(the "Project"); and
WHEREAS, based on Design/'Builder's interview, qualifications statement, and related submissions,
Owner has selected Design/Builder for the Project; and
WHEREAS, Owner and Design/Builder desire to enter into this Agreement regarding the design and
construction of the Project.
NOW, THEREFORE, for and in consideration of the terms and conditions contained herein and other
good and valuable consideration, the receipt and sufficiency of which is hereby acknowledged, the parties
agree as follows:
ARTICLE 1. GENERAL DESCRIPTION OF SERVICES
1.1 The Services. The Design/Builder agrees to furnish or arrange for the architectural, engineering
and coiTstn-lctioll services set forth herein and required for completion of the Project on a Guaranteed
Maximum Price (hereinafter defined) basis. Design/Brulder represents that it is thoroughly familiar with
and understands the requirements of the Project scope and is experienced in the design, administration and
construction of building projects of the type and scope contemplated by the Owner's Facilities Program for
the Project. Design/Builder represents to Owner that Design/Builder has all necessary architectural,
engineering and construction education, skill, knowledge and experience required for the Project, and will
maintain at all times during the term of this Agreement such personnel on its staff to provide the services
contemplated hereby within the time periods required hereby. In addition, Design/Builder represents that it
or Owner -approved subcontractors performing services under this Agrectrient have all applicable licenses
required by the State of Florida to pet -form such services.
1.2 KLOJPr . ect Schedule / Time of the Essence. Design/Builder has provided Owner with a preliminary
overall Project schedule covering the planning, design and construction of the Project, which schedule is
attached hereto as Exhibit B. This preliminary schedule shall serve as the framework for the subsequent
development of all detailed construction schedules described in the Design/Build General Terms and
Conditions. The Design/Builder shall at all times carry out its duties and responsibilities as expeditiously
as possible and in accordance with the Project schedule, subject to delays in the schedule not the fault of
Design/Builder or its consultants. Time is of the essence in the performance of this Agreement.
1.3 Cooperation. The Design/Builder shall endeavor to develop, implement and maintain, a spirit of
cooperation, collegiality, and open communication with Owner so that the goals and objectives of each
AGREEMENT FOR DESIGN/BUILD SERVICES
are clearly understood, potential problems are resolved promptly, and, upon completion, the Project is
deemed a success by all parties.
1.4 Pre aration/SuffiKjKq Koh Site. Before commencing the design and construction work, the Design/
Builder shall (1) visit and thoroughly inspect the Project Site and any structure(s) or other man- made
features to be modified and become familiar with local conditions under which the Project will be constructed
and operated; (ii) familiarize itself with the survey, including the location of all existing buildings,
utilities, conditions, streets, equipment, components and other attributes having or likely to have an
impact on the Prc ject; (111) familiarize itself with the Owner's layout and design requirements, conceptual
design objectives, and budget for the Project; (iv) familiarize itself with pertinent Project dates and
programming needs, including the Project schedule. (v) review and analyze all Project geotechnical, Hazardous
Substances structural, chemical, electrical, mechanical and construction materials tests, investigations
and recommendations; and (vi) gather any other information necessary for a thorough understanding
of the Project. If the Project involves modifications to any existing StrUCtUrC(S) or other man- made
feature(s) on the Project site, the Design/Builder shall also review all as -built and record drawings, Plans
and specifications of which Design/Builder has been informed by Owner about and thoroughly inspect
the existing structure(s) and man-made feature(s) to identify existing deficiencies and ascertain the specific
locations of pertinent structural components. Claims by Design/Builder resulting from Design/
Builder's failure to familiarize itself with the Site or pertinent documents shall be deemed waived., 1.
5 Contract for Design/Build Construction. The "Contract for Design/Build Construction," which constitutes
the entire agreement between Owner and Design/Builder, consists of: this Agreement and all exhibits
hereto; the Design/Build General Terms and Conditions; special conditions, if any; proposal(s) submitted
by Design/Builder and accepted by Owner, if any; the Construction Documents; any amendments
or addenda executed by the Owner and the Design/Builder hereafter; Owner -approved change order(
s) or field orders; and the additional documents listed on Exhibit A. if any. Documents not included or
expressly contemplated in this Section 1.6 do not, and shall not, form any part of the Contract for Design/
Build Construction. Without limiting the generality of the foregoing, shop drawings and other submittals
from the Design/Builder or its subcontractors and suppliers do not constitute a part of the Contract
for Design/Build Construction. 1.
6 Coin niissionipyg, The Design/Builder shall participate in, and cooperate with, design -phase, construction -
phase, and past -occupancy commissioning (including peer review), validation, and other third -
party quality assurance and quality control processes that Owner implements, if any. ARTICLE
2. OWNER'S DUTIES, OBLIGATIONS AND RESPONSIBILITIES 2.
1 Project Information. Design/Builder acknowledges that Owner has provided Design/Builder with
information regarding Owner's requirements for the Project as set forth in the Facilities Program. 2.
2 Owner's Budget. The Owner shall establish and update an overall budget for the Project. Lincluding
amounts allocated for design and construction, the Owner's other costs and reasonable contingencies
related to these costs as appropriate. 2.
3 Owner's Re resentative. The Owner shall designate a representative authorized to act on the Owner'
s behalf with respect to the Project. 2.
4 Time for Performance, The Owner shall review and approve or take other appropriate action on all
design submittals of the Design/Builder within the timeframes set forth in Exhibit B. 2.
5 Property Survey. If required, the Owner shall furnish, or direct the Design/Builder to obtain, at the
Owner's expense, surveys describing physical characteristics, legal limitations and utility locations for Zn
L03
AGREEMENT FOR DESIGN/BUILD SERVICES
the Project site, and a written legal description of the Project site, The surveys and legal information shall
include, as applicable, grades and lines of streets, alleys, pavements and adjoining property and structures;
adjacent drainage; rights -of -way, restrictions, easements, encroachments, zoning, deed restrictions,
boundaries and contours of the site; locations, dimensions and necessary data pertaining to existing
buildings, other improvements and trees; and information concerning available utility services and lines,
both public and private, above and below grade, including inverts and depths,
2.6 Geotectmical Testing.IIfrequired, the Owner shall furnish, or direct the Design/Builder to obtain,
at the Owner's expense, the services of geotechnical engineers as necessary for the Project. Such services
may include, but are not limited to, test borings, test pits, sub -surface imaging, determinations of soil
bearing values, percolation tests, evaluations of hazardous materials, ground corrosion and resistivity tests,
including necessary operations for anticipating subsoil conditions, with reports and appropriate
Design/Builder recommendations.
2.7 PgArose of Owner's Review. Owner's review, inspection, or approval of any Work, Design
Documents, and Applications for Payment or other submittals shall be solely for the purpose of determining
whether the same are generally consistent with Owner's Facilities Program, standards, policies and
requirements. No review, inspection, or approval by Owner of such Work or documents shall relieve
Design/Builder of its responsibility for the performance of its obligations under the Contract for
Design/Build Construction or the accuracy, adequacy, fitness, suitability, or coordination of its Design
Set -vices or the Work. Approval by any governmental or other regulatory agency or other governing body
of any Work, Design Document, or the Construction Documents shall not relieve Design/Builder of
responsibility for the performance of its obligations under this Agreement. Payment by Owner pursuant to
the Contract for Design/Build Construction shall not constitute a waiver of any of Owner's rights under
the Contract for Design/Build Construction or at law, and Design/Builder expressly accepts the risk that
defects in its performance, if any, may not be discovered until after payment, including final payment, is
made by Owner. Notwithstanding the foregoing, prompt written notice shall be given by the Owner to the
Design/Builder if the Owner becomes aware of any fault or defect in the Project or non-conformance with
the Contract for Design/Build Construction.
2.8 Status Of Owner. The Owner shall not have control or charge of construction means, methods,
techniques, sequences or procedures, or for safety precautions and programs in connection with the Work,
nor shall the Design/Builder, for any of the foregoing purposes, be deemed the agent of the Owner.
2.9 Owner's Utilities. The Design/Builder shall be responsible to provide and pay for consumption
of, and connections to, utilities required for temporary service andconstruction.
ARTICLE 3. DESIGN SERVICES REQUIREMENTS AND STANDARDS
3.1 Quality Of Desig j i Services. Design/Builder shall be responsible for the quality, completeness,
accuracy, and coordination of Design and Construction Documents. Design/Builder shall provide Design
Services that meet all environmental and regulatory requirements. Design/Builder shall provide for all
testing and inspections required by sound architectural and engineering practices and by governmental
authorities having jurisdiction over the Project.
3.2 Leaal Standard. The Design/Builder shall furnish design/build services in accordance with
design/build standards currently practiced by design/builders on projects similar in size, complexity and
cost to the Project.
3.3 Desi2n Standards. The Design/Builder shall perform all services in accordance with requirements
of governmental agencies having jurisdiction over the Project, The City of Sanford.
3.4 Permits. Design/Builder shall be responsible for obtaining all necessary permits and other
AGRFE.NiENT FOR DESIGN/BUILD SERVICES
governmental approvals necessary for the development of the Project and shall obtain the same at the times
necessary to meet the Project schedule.
3.5 Notice of Non -Compliance with Law. If Design/Builder believes or is advised by another design
professional retained to provide services on the Project that implementation of any instruction received
from Owner would cause a violation of any applicable law, Design/Builder shall promptly so notify Owner
in writing,
ARTICLE 4. BASIC DESIGN AND PRE -CONSTRUCTION SERVICES
4.1 The Dcsign/Builder shall meet with the Owner to ascertain the
requirements of the Project. The approved Conceptual Site and Building plans shall serve as the basic
planning document for the development of plans and specifications.
4.2 Recornmended11estin and Surveys. After reviewing the Project requirements, the
Design/Builder shall advise the Owner of the tests and surveys that should be conducted prior to the
development of plans and specifications.
4.3 MOJPr . ect Alternatives, The Design/Builder shall review with the Owner alternative approaches to
design and construction of the Project.
4.4 jj!!:S itePro ram a ndBtj dget Verification..
4A,J During the design phases, Design/Builder agrees to provide, as part of Basic Services, on -
site program and budget verification, development and review workshops necessary or desirable to develop
a design, acceptable to Owner and its user groups, which is within Owner's budget. Such workshop(s) will
be conducted with representatives of Owner's user groups and the University Review Committees with
jurisdiction over the Project, utilizing the charrette format, Without limitation of the foregoing, at the
Concept Schematic Design, Advanced Schematic Design and Design Development phases, the
Design/Builder shall support and attend presentations and shall include drawings, models, renderings,
animations, and other tools as necessary to illustrate and convey Information on particulars of the design
intent. This shall include site plans with building footprint, landscape and tree removal plans, building
elevations, "fly -through" digitized renderings, and architectural details as needed. At such presentation the
Design/Builder shall also address all issues and concerns previously identified but not yet addressed by the
Design/Builder to the SANFORD MEDICAL. GROUP' satisfaction,
4A2 In accordance with Owner's policies and Design and Commissioning Services Guide, the Design/
Builder shall develop a Basis of Design document (BOD), The BOD shall be developed initially during
the first phase of the design, updated during each subsequent design phase and finalized on or before Substantial
Completion, The BOD shall include detail appropriate to each respective phase of the design. 4.
5 quality_Control _Prograzes. The Design/Builder shall establish and submit for Owner review within
thirty (30) calendar days of the Owner's execution of this Agreement: 1)
Project reporting procedures, GO
Quality Control and Testing Program; and Iii)
Safety program, 4.
6 Jobsite Mana lement & Lou sties Plan, The Design/Builder shall develop a comprehensive gi- jobsite
management
and logistics plan for the Owner's review. This plan shall be submitted no later than the date
set forth on Exhibit E, 4.7
Concelatual Schernatic Design iCST; I 1, BasedontheapprovedFacilitiesProgram, schedule and construction budget
requirements, the Design/Builder shall prepare several alternative design solutions. The
AGRE,EMENTFQR DESIGN/BUILD SERVICES
Design/Builder shall present these alternatives to the Owner, making submittals of studies, consisting of
sketches and initial concepts in accordance with schedule requirements. After receiving the Owner's
comments, the Design/Builder shall prepare, for approval by the Owner, Conceptual Schematic Design
Studies which shall represent one or more recommended solutions. The submittal shall consist of
documents, including sketches, initial concepts, orientation, and relationships to existing and future
programmed projects.
4.8 Advanced Scheniatic_Design (AST}). Based upon the approved Conceptual Schematic Design
studies, the Design/Builder shall prepare, for approval by the Owner, Advanced Schematic Design
Documents consisting of drawings, 3-dimensional renderings and other documents illustrating the scale and
relationship of Project components, energy conservation approach and building systems parameters. The
Design/Builder shall submit to the Owner the Advanced Schematic Design Documents for review in
accordance with schedule requirements.
4.9 Desi Yn Develoment Phase.
4.9.1 Based on the approved Schematic Design Documents and any adjustments authorized by
the Owner in the Facilities Program, schedule or construction budget, the Design/Builder shall prepare, for
approval by the Owner, Design Development Documents consisting of drawings, three dimensional
renderings and other documents to fix and describe the size and character of the Project as to architectural,
structural, mechanical, plumbing, fire protection and electrical systems, materials and such other elements
as may be appropriate, The Design/Builder shall submit the Design Development Documents to the Owner
for review in accordance with schedule requirements,
4.10 Construction Documents Phase. Based on the approved Design Development Documents and
any further adjustments in the scope or quality of the Project or in the construction budget authorized by
the Owner, the Design/Builder shall prepare and submit to Owner Construction Documents consisting of
Drawings and Specifications setting forth in detail the requirements for the construction of the Project,
Construction Documents shall be provided to Owner at the 60% stage and when 100% in accordance with
schedule requirements. In the event Owner elects to fast -track the design of certain portions of the Project,
Design/Builder shall submit only 100% Construction Documents for such fast tracked portions (such
portions being described on Exhibit B and hereinafter referred to as "Phase I"), and 60% and 100%
Construction Documents for the remainder of the Project (such portion hereinafter referred to as "Phase
2"). Any fees associated with fast -tracking Phase I of the Project are included in the fee schedule.
4.10.1 For a threshold building as defined in Chapter 553, Florida Statutes, a structural inspection
plan shall be included in the Construction Documents.
4.11 Construction Reports. At each phase of preliminary design, the Design/Builder shall provide, in
addition to design drawings, a report detailing construction issues and concerns relating to the design, in
light of Owner's goals and the Facilities Program for the Project, with detail appropriate to the level of
design. Without limitation of the foregoing, the construction report shall:
0) include an estimate of overall construction cost, with Design/Builder's
contingency. (10% max)
11) identify conceptual decisions that were made or will need to be made which are
necessary to prepare accurate cost reports with the fewest assumptions,
qualifications and exclusions;
ill) provide an analysis and evaluation of jobsite management, site logistics, budget
and schedule considerations considered in preparation of the design drawings;
iv) provide an analysis and evaluation of the constructability issues which were
addressed in preparing the design drawings or which need to be addressed during
future design phases; and.
ACREENIENT FOR DESIGN/BUILD SERVICES
4.12 Construction Schedules. Design/Builder shall submit an initial Construction Schedule; a final
Construction Schedule with the Guaranteed Maximum Price proposal; and revised Construction Schedules
in accordance with the Design/Build General Terms and Conditions.
4.13 GMP Pr2p2sal.
4.13.1 Design/Builder shall prepare and deliver to the Owner, a Guaranteed Maximum Price
GMP") proposal. The Design/Builder shall, at a minimum, include in the GMP proposal:
i) a recital of the specific Construction Documents, including drawings,
specifications, and all addenda thereto, used in preparation of the GMP proposal;
i i) the five (5) elements of the Guaranteed Maximum Price:
a. Guaranteed Maximum Cost of the Work (hereinafter defined), detailed by
each subcontract, trade, or bid division;
b. the Design/Bui I der's Contingency for the Work;
C. Guaranteed Maximum General Conditions Cost (includes bond &
insurance costs) (hereinafter defined), detailed by expense category; and
of Guaranteed Maximum for Des ign/Bui ]der's overhead and Profit.
Hi) a draft schedule of values;
iv) a description of all other inclusions to, or exclusions from, the GMP;
v) all assumptions and clarifications; and
vl) the final Construction Schedule.
4,13.2 The Des ign/Bul Ider acknowledges that the Construction Documents may be incomplete at
the time the Design/Builder delivers the GMP proposal, and that the Construction Documents may not be
completed until after commencement of the Work. Nevertheless, the GMP proposal shall include all costs
for the Work required by the completed Construction Documents, and if the GMP proposal is accepted by
the Owner, the Design/Builder shall be entitled to no increase in the GMP if the Work required by the
completed Construction Documents (1) is required by the Contract for Design/Build Construction, (11) is
reasonably inferable from the incomplete documents, (iii) is consistent with the
Owner's programmatic goals and objectives, (Iv) is consistent with the Owner's Design and Construction
Standards and the general industry standards for completion of the Work, (v) is not a substantial
enlargement of the scope of Work or (vi) substantially conforms to the nature, type, kind or quality of Work
depicted in the incomplete documents.
4. 133 If the GM P proposal is unacceptable to the Owner, the Owner shall promptly notify the
Design/Builder in writing. Within fourteen (14) calendar days of such notification, the Owner, and
Design' /Builder shall meet to discuss and resolve any differences, inconsistencies, or misunderstandings and
to negotiate recommended adjustments to the Work and/or to the GMP.
4A3A If the Owner rejects a GMP proposal, neither party shall have any further obligation
pursuant to this Agreement.
4.13.5 If the Owner accepts a GMP proposal, the Owner shall issue a written Notice to Proceed
to the Design/Builder establishing the date construction is to commence (the "Commencement Date"), The
Design•/Builder shall not expend any monies for construction prior to receipt of such Notice to Proceed
without the written approval of the Owner.
4.13.6 Price Guarantees.
i) The Design/Builder guarantees that the surn of the actual Cost of the Work, (i)
AGREEMENT FOR DESIGN/BUILT? SERVICES
Design/Builder's Contingency, (ii) Design/Builder's Staffing Costs, (in) General
Conditions Cost, and (iv) Design/Builder's Overhead and Profit, shall not exceed
the arrIOUnt set forth in the agreed upon GMP. Alt costs or expenses that would
cause this sum to exceed the GMP shall be borne by the Design/Builder unless
adjusted by Owner approved change order.
i i) Upon execution of a contract the Design/Builder guarantees that the actual Cost
of the Work, Design/Builder's Staffing Costs, General Conditions Cost and
Design,/Builder's Overhead and Profit shall not exceed the guaranteed maximum
for each such category and that all costs or expenses that would cause any of these
individual categories to exceed the guaranteed maximum for each such category
in the agreed upon GMP shall be borne by the Design/Builder unless adjusted by
Owner approved change order.
iii) Upon execution of a contract, the Design/Builder certifies that all factual unit costs
supporting the GMP proposal are accurate, complete and current at the time of
negotiations; and that any other factual unit costs that may be furnished to the
Owner in the future to support any additional amounts that may be authorized will
also be accurate and complete. Payments to the Design/Builder shall be reduced if
the Owner determines such amounts were originally included due to materially
inaccurate, incomplete, or non -current factual unit costs.
iv) Upon execution of a contract, the Design/Builder guarantees that to the extent the
accepted GMP includes contingency, use of contingency shall be approved by
Owner by change order prior to expenditure by the Design/Builder.
ARTICLE 5. ADDITIONAL DESIGN SERVICES
5.1 Additional Services, If the services described in this Article 5 are not included in Basic Services
or reasonably inferable therefrom, they shall be paid for by the Owner as provided in this Agreement, in
addition to the compensation for Basic Services. The Additional Services shall be performed only if
authorized in writing by the Owner prior to their performance. Providing additional design services made
necessary by defects or deficiencies in the Work by Design./Builder shall not entitle Design./Builder to
compensation.
5.2 Additional Services MarL:yE. For Additional Services being provided by consultants not
included on the original Project Team, which require no work on the part of the Design/Builder other than
administering the work thereof (i.e., securing the services, approving the work, and invoicing on behalf of
the consultant), the Design/Builder may request a mark-up not to exceed six percent (12%) on the
consultant's fee to cover the Design/Builder's administrative costs. This mark -tip will be based on the
complexity and time spent.
5.3 Fees. For Additional Services described in this Article 5, a lump sum or not-to-excecd amount
which is satisfactory to both parties shall be negotiated on each occasion of activating a specific additional
services authorization.
5.4 Certain Traditional Additional Services Considered Basic Services. If Owner has determined
that Owner requires certain services which are traditionally considered Additional Services for the purpose
of calculating the Design/Builder's fees, such services are described on Exhibit C-and compensation for
such services is included in the schedule set forth on Exhibit G. For purposes of this Agreement, such
services constitute Basic Services,
5.5 Additional DKs n Services
A(;REI;INIIENT FOR DESICN/BUILD SERVICES
5.5. 1 Design professional representation at the Project site more extensive than that described
in Article 6.
5,5.2 Making revisions in Drawings, Specifications or other documents but it; and only if, such
revisions are:
5.5.2.1 inconsistent with approvals or instructions previously given by the Owner;or
5.5.2.2 Required by the enactment or revision of codes, laws or regulations subsequent to
the preparation of such documents and not reasonably foreseeable at the time of the
preparation Of Such documents.
5,53 Providing services required because of significant changes in the Project including, but
not limited to,, size, quality, complexity and the Owner's schedule.
5.5A
5.5.5 Preparing Drawings, Specifications and other docurnentation and supporting data in
connection with Change Orders which require design or redesign, and which are not required to correct the
Construction Documents or which are not due to oversights of the Design/Builder.
5.5.6 Providing consultation concerning replacement of Work damaged by fire or other cause
luring construction, and furnishing services required in connection with the replacement of such Work not
covered by Design/Builder's insurance,
5.5.7 Providing services in connection with a public hearing or legal proceeding except where
the Design/Builder is party thereto.
5,5.8 When required by the Owner, preparing documents for alternate, separate or sequential
bids, except issuing early bid packages in support of fast -track construction delivery process.
5,5.9 Programming the requirements of the Project.
5.5. 10 Providing planning surveys, site evaluations or comparative studies of prospective sites.
5.5.11 Providing special surveys, environmental studies and submissions required for approvals
of governmental authorities or others having jurisdiction over the Project.
5.5,12 Providing services relative to future facilities, systems and equipment, when not
specifically included in the original Facilities Program for the Project.
5.5.13 Making Measured drawings of existing construction when required for planning additions
or alterations thereto.
5.5,14 Providing coordination of construction performed by separate contractors or by the
Owner's own forces and coordination of set -vices required in connection with construction performed and
equipment supplied by the Owner.
5.5.15 Providing interior design and other similar services required for, or in connection with, the
selection, procurement or installation of furniture, furnishings and relatedeqnipment.
5.5. 16 Making investigations, inventories of materials or equipment, or valuations and detailed
appraisals of existing facilities.
5.5,17 Preparing Mylar reproducible record drawings.
AGREEMENT FOR DESIGN/Bull,l) SERVICES
5,5.18 Providing design services after issuance by the Owner of the final payment to the
Design/Builder, except for those services described in Article 6.
5,5.19 Providing services of consultants other than those described on Exhibit C.
5.5,20 Preparing data, making the input, and running energy modeling and/or life -cycle cost
analysis programs.
5.5.2 1 Providing site surveys, geotechnical testing services or other special tests.
5.5.22 Providing special inspection on threshold buildings as defined in Chapter 553, Florida
Statutes.
5,5,23 Providing prolonged contract administration and construction observation should the
construction time specified for final completion be exceeded by more than 60 days through no fault of
Design/Builder.
5.5.24 Providing any other services not otherwise ilICILided in this Agreement.
Notwithstanding anything to the contrary herein, Design/Builder shall not be entitled to additional
design fees if the same are necessitated by the fault of Design/Builder.
ARTICLE 6, CONSTRUCTION PHASE SERVICES
6.1 General Intent. Design/Builder shall perform all Work and construction administration services
necessary to construct the Project in accordance with the Contract for Design/Build Construction and to
render the Project and all of its components operational and functionally and legally usable.
6.3.Construction. Although the design and
construction of the Project are being provided through a design/build delivery method, because no
additional design professionals have been retained by Owner to provide oversight during construction and
warranty phase services, the lead design professionals on the Project Team shall be responsible for
providing the services described herein. Such set -vices shall be provided by the lead design professionals
without regard to the conflict of interests associated with the design/build delivery method.
63.1 The design professionals shall carry out the Construction Administration services set forth
herein and in the University of Florida Design and Commissioning Services Guide. To the extent the terms
of this Agreement, the Design and Commissioning Services Guide, and the Design/Build General Terms
and Conditions are inconsistent, the terms of this Agreement shall govern,
6.3,2 The design professionals shall be a representative of, and shall advise and consult with, the
Owner during construction until final payment is made. The Design/Buildcr shall have authority to act on
behalf of the Owner only to the extent provided in this Agreement.
633 Based on the design professionals' observations and evaluations of the Design/Builder's
Applications for Payment, the design professional shall review and certify the amounts due the
Design/Builder. The design professional's certification for payment shall constitute a representation to the
Owner, based on the design professional's observations at the Project site and on the data comprising the
Design/Builder's Application for Payment, that the Work has progressed to the point indicated and that, to
the best of the design professional's knowledge, information and belief, the quality of the Work is in
accordance with the Construction Documents. The foregoing representations are subject to an evaluation
of the Work for conformance with the Construction Documents upon Substantial Completion, to results of
subsequent tests and inspections, to minor deviations from the Construction Documents correctable prior
to completion and to specific qualifications expressed by the design professional. The issuance of a
AGREEMENT FOR DESIGN/Buie) SERVICES
Certificate for Payment shall further constitute a representation that the Design/Buulder is entitled to
payment in the amount certified.
63.4 The design professional shall reject Work which does not conform to the Construction
Documents. Whenever the design professional considers it necessary or advisable for implementation of
the intent of the Construction Documents, the design professional will have authority to require additional
inspection or testing of the Work in accordance with the provisions of the Design/Budd Contract for
Construction, whether or not such Work is fabricated, installed or completed,
6.3,5 The design professional shall review, approve, reject or take other appropriate action of
construction -related inquiries and submittals, such as shop drawings, product data and samples. The design
professional shall not approve any such submittals unless such submittals conform with (1) the Facilities
Program and design concept; (ii) the Construction Documents; (iii) the Owner's total budgeted Construction
Cost; (iv) the University of Florida Design and Construction Standards; and (v) governing codes and
authorities having jurisdiction. In the event the University of Florida Design and Construction Standards
exceed applicable legal requirements, those University of Florida standards shall govern, The design
professional's review shall be completed so that all Work can be performed without delay and all products
or materials may be ordered or fabricated with sufficient time to meet the Project schedule.
6,3,6 The design professional shall prepare Change Orders, with supporting documentation and
data, if the design professional determines the same is necessary for the Owner's approval and execution in
accordance with the Design/Build Contract for Construction.
6.3.7 Interpretations and decisions of the design professionals shall be consistent with the intent
of, and reasonably inferable from, the Construction Documents and shall be in writing or in the form of
drawings.
6.3.8 The design professionals' decisions on matters retating to aesthetic effect shall be final if
consistent with the intent expressed in the Construction Documents, and if concurred with by the Owner.
6.3.9 The design professionals shall conduct inspections to determine the dates of Substantial
Completion and Final Completion, shall receive and forward to the Owner for the Owner's review and
records, written warranties and related documents required by the Design/Build Contract for Construction
and assembled by Design./Builder, and shall issue a final Certificate for Payment upon compliance by the
Design=''Builder with the requirements of the Desigrr,'Build Contract for Construction, The design
professionals shall perform all services relating to Substantial Completion and Final Completion in
accordance with SANFOR-D MEDICAL GROUP.
6.3.10 As -Built Drawings. The Design/Builder shall prepare "As -Built" or record drawings at
Project completion in accordance with the requirements set forth on Exhibits A and D. These drawings shall
include changes made to the Project by Change Orders, Addenda to the Construction Documents,
Architect's Supplemental Information, field orders, field reports, Requests for Information, shop drawings,
other directives and submittals and information provided by theDesign/Builder.
6.3.11 The design professionals shall respond to Owner's requests to review design and
construction issues during the construction warranty period; coordinate and participate in the end of the
warranty period inspection in accordance with the University of Florida Design and Commissioning
Services Guide; and produce a summary report documenting deficiencies, problems, or other outstanding
items.
6.4 Construction Supervision.
6A.1 Commencing with the award of the first subcontract and terminating on the date of Final
ACRE FOR DESIGN/BUILD SERVICES
Completion, the Design/Builder shall provide the services described herein.
6A.2 The Design/Builder shall, as the Owner's construction representative during construction,
advise and consult with the Owner, and provide administration of the Construction Documents.
6.4.3 The Design/Builder shall supervise and direct the Work at the Site. The Design/Builder
shall, at a minimum, staff the Project Site with personnel who shall:
supervise and coordinate the Design/Builder's personnel and act as its primary
liaison with the Owner;
ii) coordinate trade contractors and suppliers, and supervise Site construction
management services;
i I r) be familiar with all trade divisions and trade contractors' scopes of Work, all
applicable building codes and standards, and the Contract for Design/Build
Construction;
1v) check, review, coordinate and distribute shop drawings and check and review
materials delivered to the Site, regularly review the Work to determine its
compliance with the Construction Documents and this Agreement, confer with the
appropriate Owner's consultant(s) as necessary to assure acceptable levels of
quality;
v) prepare and maintain Project records and process documents;
vi) schedule and conduct weekly progress meetings with subcontractors to review
such matters as jobsite safety, job procedures, construction progress, schedule,
shop drawing status and other information as necessary and provide notification
of, and minutes from, such meetings to Owner,
vii) schedule and conduct weekly progress meetings with the Owner to review such
matters as construction progress, schedule, shop drawing status, and other
information as necessary; and
viii) make provision for Project security to protect the Project site and materials stored
off -site against theft, vandalism, fire and accidents as required by the Design/Build
General Terms and Conditions.
6.5 EEpErtincr. The Design/Builder shall provide a monthly report in searchable PDF format
summarizing the progress of the Project to the Owner and Owner's user group representatives including
information on the subcontractors' Work, percentage of completion of the Work, current estimating,
subcontract buyouts, computerized updated monthly Critical Path Method scheduling and Project
accounting reports, including projected time to completion and estimated cost to complete the Work,
progress photographs; project directory, logs for Requests for Information, submittals and shop drawings,
Change Orders, cost change proposals, field directives, safety meetings, deficiencies, weather conditions
and meeting minutes.
ARTICLE 7. COMPENSATION
7.1 Ej!Lject 13ud et. Owner shall pay Design/Builder for the performance of the Design Services, Pre -
Construction Services, the Work and the Reimbursable Expenses permitted hereunder an amount not to
exceed Pro feet Budget which shall in no event exceed the amount set forth on Exhibit A, Owner's budget
for the design and construction of the Project, subject to adjustments permitted hereunder. There shall be
no re -allocation of amounts among such categories, without Owner's written consent. The Project Budget
shall be comprehensive in scope in that all costs of the Design/Builder necessary for the proper execution
of the Design Services and the Work shall be clearly identified and no other cost shall be allowed, subject
to adjustments permitted hereunder, In the event that upon trill completion of the Design Services and
Work for the Project, the actual cost thereof is less than the Project Budget, Owner shall be entitled to such
difference.
AGREEMENT FOR DESIGN/BUILD SERVICE'S
7.2 Payment for Desi-n Services. The amount of the Project Budget allocated to Basic Design
Services shall be paid based on Design/Builder's achievement of each of the design milestones described
on Payment Schedule, Upon achievement of each such milestone, Design[Builder shall Submit an
Application for Payment with appropriate back-up documentation, If Owner's budget for the Project
increases or Owner's Facilities Program for the Project changes and Owner requests additional design
services in connection therewith, then Design/Builder shall be compensated by Owner for such additional
design services pursuant to an agreement to be entered into by Owner and Design/Builder at the time
Owner requests such additional design services pursuant to Article 5, Except as permitted in the foregoing
sentence, the fees for basic Design Services shall not increase as a result of increases in Owner's budget
or changes in Owner's Facilities Program for the Project..
721 Timeliness thirtyLiqelinessoffUndisputedpaymentsowedshallbepaidbyOwnerwithinthil
30) (lays of receipt of a payment request which meets the requirements of this subsection.
7.3 Pavunent for Pre -Construction Services, The amount of the Project Budget allocated to pre -
construction services shall be paid based on the schedule attached hereto and incorporated herein by
reference as Payment Schedule. Dcsign./Builder shall submit an Application for Payment with appropriate
back- up documentation,
7.4 Payment for Construction Services.
7.4,1 The Owner shall pay, and the Design/Builder shall accept, as full and complete payment
for the Construction Services,. only the sum of the following items, which sum shall not exceed the GMP
for the Work:
i) the aggregate net cost directly paid by the Design/Builder to subcontractors
pursuant to written subcontracts to perform the Work (CSI Divisions 2-17) (the
Cost of the Work"), not to exceed the guaranteed maximum set forth on Exhibit
F
ii) the compensation for the Des igii/Bui I der's provision of management services (the
Design1131111der's Staffing Costs"), not to exceed the guaranteed maximum,
Ili) the aggregate net cost of the Design/Builder's General Conditions (the "General
Conditions Cost"), not to exceed the guaranteed maximum. and
iv) Design/Builder's Overhead and Profit, not to exceed the guaranteed maximurn
T4.2 General Conditions Cost. General Condition costs include and are limited to actual
expenditures or negotiated amounts for the following items as authorized in the GMP Proposal approved
by Owner:
1) costs, including transportation and storage, installation, maintenance, dismantling
and removal of materials, supplies, temporary facilities, machinery, equipment,
and hand tools not customarily owned by construction workers, that are provided
by the Design/Builder at the site and fully consumed in the performance of the
Work; and cost (less salvage value) of such items if not fully consumed, whether
sold to others or retained by the Design/Builder. Cost for items previously used by
the Design/Builder shall mean fair market value-,
d) costs Incurred to provide site safety;
ill) costs of removal of debris from the site;
iv) costs of document reproduction including bid sets, facsimile transmissions and
long-distance telephone calls, postage and parcel delivery charges, telephone
service at the site and reasonable petty cash expenses of the site office;
v) that portion of insurance and bond premiums directly attributable to this Contract
for Design/Build Construction. Premiums shall be net of trade discounts, volume
discounts, dividends and other adjustments;
vi) sales, use or similar taxes unposed by a governmental authority and paid by the
AOREEINIEN'r FOR DESIGN/BUILD SERVICES
Design/Builder, and directly related to the Work-,
vii) fees and assessments for the building permit and for other permits, licenses and
inspections for which the Design/Builder is required by this Agreement to pay,
including deposits lost for causes other than Design/Builder's fault., but expressly
excluding any legal costs and expenses, including attorney's fees and costs
associated with the Project;
viii) the cost of obtaining and using all utility services required for the Work;
ix) the cost of crossing or protecting any public utility, if required, and as directed by
the Owner;
W all reasonable costs and expenditures necessary for the operation of the Site office,
such as stationary, supplies, furniture, fixtures, office equipment and field
computer services provided that quantity and rates are subject to Owner's prior
written approval"
xi) the cost of secure off -site storage space or facilities approved in advance by Owner;
xii) printing and reproduction of the Construction Documents;
xiii) rental charges For temporary facilities, and for machinery, equipment, and tools
not customarily owned by construction workers, however any rental charge shall
not exceed the purchase price of such facilities, machinery, equipment or tools;
xiv) cost of surveys, measurements and layout work reasonably required for the
execution of the Work or by the Construction Documents; and
xv) other expenses or charges properly incurred and paid in the prosecution of the
Work, with the prior written approval of the Owner, but specifically excluding
legal costs, including attorney's fees and court costs.
7,43 Design/Builders overhead and Profit. 'The Design/Builder's Overhead and Profit is a fixed
percentage of the (i) Guaranteed Maximum Cost of the Work, (ii) Design/Builder's Contingency,
in) Guaranteed Maximum Design/Builder Staffing Costs, arid (iv) Guaranteed Maximum General
Conditions Cost (LxcludJng-bond and insurance costs), as agreed upon in Exhibit B. Overhead and Profit
covers the costs of all of Design/Builder's Overhead and expenses related to the Work, including home or
branch office employees or consultants not at the Project site (except those Staffing costs paid pursuant to
Section 7,4,2) and general operating expenses of the Design/Builder's principal and branch offices related
to the Work (non -field offices), such as internet service, telephone service and long-distance and zone
telephone charges, postage, office supplies, expressage, and other similar expenses,
7.4A Des igu/By'ldcrr "s Contin Yency, The Desig n'Builder's Contingency, established in the
GM P, may be utilized, with the Owner's concurrence, for the following reasons:
i) Errors and omissions in the Design/13LUlder's design, bidding and scoping
processes provided the additional work adds previously excluded value to the
Project (but expressly excluding any demolition or other costs related to the
substitution of such work for previously installed work and associated design fees);
ii) reasonable schedule recovery;
Iii) means, methods, and materials reasonably inferred from the Construction
Documents;
1v) subcontractor non-performance or default;
v) work not included in the Construction Documents which is necessary to cause the
Project to conform to applicable building codes but was not identified as missing
during the review of Construction Documents (through no fault of the
Design/Builder), but expressly excluding any legal costs and expenses, including
attorney's fees and costs associated with the Project;
vi) other costs incurred by the Design/Builder that are not Cost of the Work, General
Conditions Cost or Design/Builder Staffing Costs, but expressly excluding any
legal costs and expenses, including attorney's fees and costs associated with the
A(,,REE,N1FNTF0R DESIGN/BUILD SERVICES
Project, and
vii) Costs and expenses incurred by the Design/Builder, not included in the General
Conditions Cost, for provision of management services necessary to complete the
Project in an expeditious and economical manner consistent with this Agreement
and the best interests of Owner, but expressly excluding any legal costs and
expenses, including attorneys fees and costs associated with the Project.
If upon completion of 75% of the Work, the remaining amount of contingency exceeds one-half of
the amount of the initial post -buyout contingency, such excess shall be transferred via Change Order to the
Owner.
7.4.5 Appfications for Ida meat for the WorkApphcatlons for payment shall be submitted in
detail sufficient for an audit thereof. Within twenty (10) days of receipt of the Design/Builder's application
for payment. , properly prepared pursuant to Owner's Policy. the Owner shall pay the Design/Builder the
amount approved by Owner, less retainage, unless there is a dispute about the amount of compensation due
to the Design/Builder.
ARTICLE 9. INSURANCE AND BONDS
EMMIN
9.1'1 All insurance policies shall require that the insurer shall provide at
least thirty (30) calendar days written notice to Owner if a policy is to be canceled,
modified, or the coverage thereunder reduced before the expiration date thereof.
Design/Builder shall provide Owner with a copy of endorsement(s) to the policies and
cancellation and/or non -renewal notices evidencing the same.
9.1.2 All Certificates of Insurance provided to Owner shall be dated and
show the name of the Insurer, the number of the policy, its effective date, and its
termination date.
9, 13 SANFORD MEDICAL GROUP shall be named as additional
insureds on both the General Liability and Auto Liability policies.
9. 1A Other LiabilityI _Insuralle1q. Design/Builder shall also carry and maintain the
following policies:
9.1,4.1 Occurrence basis comprehensive general liability insurance (including
broad form contractual coverage) and automobile liability insurance, with minimum limits
of $1,000,000 and $1,000,000, respectively, combined single limit per occurrence,
protecting it and Owner from claims for bodily injury (including death) and property
damage which may arise from or in connection with the performance of Design/Builder's
services under this Agreement, or from or out of any act or omission of Design/Builder, its
officers, directors, agents, and employees. The general liability and automobile liability
insurance policies shall provide for cross -liability coverage.
9.1.4.2 Workers' compensation insurance as required by applicable Florida law
or employer's liability insurance, with minimum limits of $100,0001, with respect to any
employee not covered by workers' compensation).
AGREEMENT FOR DESIGN/BUILD SERVICES
ARTICLE 11. USE OF DESIGN/BUILDER'S DRAWINGS, SPECIFICATIONS AND OTHER
DOCUMENTS
I Li The Drawings, specifications and other documents prepared by the Design/Builder for this Project
are instruments of the Design/Builder's service for use solely with respect to this Project, except as may be
expressly permitted herein. The Design/Builder shall be deemed the author of these documents and shall
retain all common law, statutory and other reserved rights, including the copyright. The Owner
shall be permitted to retain copies, including electronic format and reproducible copies, of the
Design/Builder's Drawings, specifications and other documents and may use the sarne, without
compensation to the Design/Builder, as may be necessary or desirable in the operation, maintenance,
construction and renovation of the Pro ' ject and the remainder of Owner's campus, including, without
limitation, additions or renovations to this Project and submittals or distribution of the same to meet official
regulatory requirements or other similar requirements, provided in no event may the Owner use the
Design/Builder's Drawings, specifications, or other documents for the construction of a new facility unless
agreed to in writing by the Design/Builder and as otherwise permitted by Florida law.
11.2 The Design,"Builder shall have the right to include representations of the design of the Project,
including photographs of the exterior and interior, among the Design/Builder's promotional and
Design/Builder materials. The Design/Builder's materials shall not include the Owner's confidential or
proprietary information.
ARTICLE 12. MISCELLANEOUS
12.1 Governing Law- Venue This Agreement shall be governed by and construed in accordance with
the laws of the State of Florida without regard to its choice of laws provisions and venue shall lie in the
courts in Alachua County, Florida.
IL2 Inte-ration. This Agreement represents the entire and integrated agreement between the Owner46
and the Design/Builder, and supersedes all prior negotiations, representations or agreements, either written
or oral, for the Project, This Agreement may be amended only by written instruments signed by both the
Owner and the Design/Builder.
12.3 Severability.-If any provision of this Agreement, or the application thereof, is determined to be
invalid or unenforceable, the remainder of that provision and all other provisions shall remain valid and
enforceable.
12.4 waiver. No provision of this Agreement may be waived except by written agreement of the
parties. A waiver of any provision on one occasion shall not be deemed a waiver of that provision on any
subsequent occasion, unless specifically stated in writing. A waiver of any provision shall not affect or
alter the remaining provisions of this Agreement.
12.5 Strict Comliance. No failure of the Owner to insist upon strict compliance by the Design/Builder
with any provision of this Agreement shall operate to release, discharge, modify, change or affect any of
the Design/Builders obligations.
12.6 Successors and Assions. Owner and Design/Builder, respectively, bind themselves, their partners.
successors, assigns and legal representatives to the other party to this Agreement and to the partners,
successors and assigns of such other party with respect to all covenants of this Agreement. Design/Builder
shall not assign (whether partially or wholly) this Agreement whether by operation of taw or otherwise,
without the written consent of Owner. If Design/Builder makes an assignment in accordance with this
provision, Design/Builder shall nevertheless remain legally responsible for all obligations arising Linder
the Agreement, unless otherwise agreed by Owner.
12.7 TlrirclmParty 13eneliciaries, This Agreement shall inure solely to the benefit of the parties hereto
and their successors and assigns, and, except as otherwise specifically provided in this Agreement, nothing
AGREEMENT FOR DESIGN/BUILD SERWES
contained in this Agreement is intended to or shall create a contractual relationship with, or any rights or
cause of action in favor of, any third party against either the Owner or the Design/Builder.
12.8 Assicnment of Anti -Trust Claims. In consideration for this Agreement., the Design/Builder
hereby conveys, sells, assigns and transfers to the Owner all of its right, title and interest in and to any and
all causes of action it may now have or may hereafter acquire tinder the antitrust laws of the United States
and the State of Florida for price fixing, relating to the goods or set -vices put -chased or acquired by the
Owner under this Agreement.
12.9 DrU), Free Workplace. -If required pursuant to 440. 102(15), Florida Statutes, Design/Builder shall
implement, and cause its applicable subcontractors to implement, a drLIg-free workplace program.
12.10 Access.—Dcsign/Builder shall provide Owner and its representatives access to the Work in
preparation and progress wherever located.
12.11 Ownershi of Recordsi Public Access to Documents. Any books, documents, records,
correspondence or other information kept or obtained by the Owner or furnished by the Design,"Builder to
Owner in connection with the services contemplated herein are property of Owner. Design./Builder
acknowledges and agrees that any and all such books, documents, records, correspondence or other
information may be public records under Chapter 119, Florida Statutes, Design/Builder agrees to promptly
comply with any order of a Court having competent jurisdiction which determines that records maintained
by Design/Builder are "public records" which must be available to the public. Design/Builder acknowledges
and agrees that any and all such books, documents, records, correspondence or other information may also
be subject to inspection and copying by members of the public pursuant to Chapter 119, Florida Statutes.
This Agreement may be unilaterally canceled by the Owner if the Design/Builder or its consultants refuse
to allow public access to all documents, papers, letters, or other material subject to the provisions of Chapter
119, Florida Statutes, which are made or received by the Design/Builder or its consultants in conjunction
with this Agreement.
12.12 No Contin),en1_cy Fee. The Design/Bultder represents and warrants that it has not employed or
retained any company or person (other than a bona fide employee working solely for the Design/Builder)
to solicit or secure this Agreement, and that it has not paid or agreed to pay any person, company,
corporation individual or firm (other than a bona fide employee working solely for the Design/Builder) any
fee, commission, percentage, gift, or any other consideration contingent upon or resulting from the award
or making of this Agreement.
12.13 Ind endent Contractor. Design/Builder is an independent contractor to Owner. MR0)
12.14 _Exhibits. All exhibits referenced herein are attached hereto and incorporated herein by reference,
12.15 Small Businesses. Owner is an equal opportunity institution and as such, encourages the use of
small businesses including women and minority -owned small businesses in the provision of construction
related services. Small businesses should have a fair and equal opportunity to compete for dollars spent by
the University of Florida to procure construction -related set -vices. Competition ensures that prices are
competitive and a broad vendor base is available. Design/Builder shall use good faith efforts to ensure
opportunities are available to small businesses, including women and minority -owned businesses, on the
Project.
12.16 Indemnification: Hold Harmless. To the maximum extent permitted by law, Design/Builder
hereby agrees to indemnify and hold Owner and its officers and employees harmless for, from and against
all liabilities, damages, losses and costs, including, but not limited to, reasonable attorneys' fees, to the
extent caused by (1) the negligence, recklessness, or intentionally wrongful conduct of the Design/Builder
and other persons employed or utilized by the Design/Builder, including its consultants, in the performance
of the Agreement-, or (ii) Des] gn/Bui I der's breach of any covenant, term, or provision of this Agreement,
A(;RFI,,'.Mr,N'F FOR Dr-siGN/BuLLDSERVICES
12.17 Breach Remedies. Owner's selection of one or more remedies for breach of this Agreement shall
not limit Owner's right to invoke any other remedy available to the Owner under this Agreement or by
law.
12.18 !,Survival, All provisions of this Agreement which contain continuing obligations shall survive its
expiration or termination.
12.19 Capitalized Terms. Capitalized terms used herein but not defined herein shall have the meaning
ascribed thereto in the Design/Build General Terms and Conditions.
12.20 S1
overe
yu Inim unMsign/Builder acknowledges and agrees that nothing contained herein shall be
construed or interpreted as (i) denying to Owner any remedy or defense available to it under the laws of the
State of Florida; (n) the consent of the Owner or the State of Florida or their agents and agencies to be sued;
or (iii) a waiver of sovereign immunity of the Owner or of the State of Florida beyond the limited waiver
provided in section 768.28, Florida Statutes, 12.
21 Waiver of Certain Clairns fhe Design/Builder shall not be entitled to, and hereby waives
any monetary claims for, or damages arising from or related to, lost profits, lost business opportunities,
unabsorbed overhead or any indirect or consequential damages, IN
WITNESS WHEREOF, the parties have affixed their signatures, effective on the date first written above,
FOR,
r1-1E DESIGN/BUILDER: INTEXT
CONSTRUCTION INC. BY: . ... .....
Anthony
Nasko (Owner) \-A ",\kJf FOR
THE OWNER: SANFORD
MEDICAL GROUP Iw
By: . .... ..
Dr.
Vinay Srivastava (Owner)
AGRF,f,,MF.,.N-r FOR DFSIGN/BuILD SERVICES
EXHIBIT A
PROJECT DE$CJ0P1IQN,,,PP-0JECT BVI)GETAND157C ;h-C T, AND GUIDELINES
Description of Project:
SANFORD MEDICAL GROUP PROFESSIONAL
OFFICE BUILDING.
Documents and Guidelines
1. SITE PLAN CONSTRUCTION DOCUMENTS
2. BIJJAD N
WEMMUM
Design Services (including Reimbursable Expenses)
Pre -Construction Services
Construction ("The Work")
Total Design/Build Budget
63 400,00 --------- I -------- -11-
J;IWUO ------ - ------------
425,3-2101,-QQ --- —.1-1-11, --------
S5-0 1, —120.06--------
AGREEMENTFOR DESIGN/BUILD SERVICES PP #
PI'IASE 4.
6 WD) Pre -Design 4.
9 (CSD) Concept Schematic Design and Cost Estimate CSD
Review _ _ _ 4.
10 (ASD) Advanced Schematic Design and Cost Estimate 4J
1 (DD) Design Development Phase and Cost Estimate DD
Review _ START
END Completed
Completed
i
1/
11/16 11/12/16 4.
12 (60% CDs) 60% Construction Documents and Cost Estimate 60%
CDs Review Ex,
F "Fast
Track" Design and GMP Proposal - 100% Site, 100% Foundations,
etc. Fast
Track" Design Review 4.
12 100%
Construction Documents and GMP Proposal i
1l1/
17 100%
CDs Review (incl. State Fire Marshall) 2,1`1/17 ASIIRAE
Energy Model 4.
16 (CCD) Corrected/Conformance Document Set The
timefrarmes below are estimated, Binding ti eframes will be established in the Authorization for
Construction (Exhibit F). i
Construction
2/ 1 /2017 SC)
Substantial Completion 6/1/2017 FC)
Final Completion 7/11/2017 PO)
Post Occupancy Inspection & Report 7/ 15/2017
A(,,REE.MENT FOR DENGN/BUILD SERVICES
nasn
BASIC SERVICES
THIS SCHEDULE LISTS SERVICES INCLUDED IN THE LUMP SUM FEE INITIALLY BASED ON THE FPC DESIGN
SERVICES FEE CURVE AND INCLUDED IN THE TOTAL FEES AND SCHEDULE OF PAYMENTS AS SET FORTH IN
EXHIBITIG)
SERVICES
Yes No Architectural Design
Yes No Civil Engineering
Yes No Landscape, Architecture
Yes No Structural Engineering
Yes No Mechanical Engineering
Yes No Electrical Engineering
Yes No Plumbing Engineering
Yes No Fire Protection Eng. (incl. hydraulic
calcs.)
Yes No BICSI Communications Distribi
CONSULTANTS
INTEXT
TOM BECITTOL P.E.
TOM BECHTOL P.E.
MOLYET ENGINEERING
Molyet Engeneeri ng-D. G, Mayer Inc.
Motyet Engenecring-Hanegan Electric
Molyet Engeneering-Water Tite Inc.
ABI
EM
Yes No Cost Estimating & Report INTEXT
Yes No Renderings,/Models/Animations INTEXT
Yes No Audio -Visual Systems Integration & TBD
Yes No : Security Svsterns Integration & DesiLai TBD
5.4 CERTAIN TRADITIONAL ADDITIONAL SERVICES CONSIDERED BASIC SERVICES
THIS SCHEDULE LISTS OTHER SERVICES TO FIE. INCLUDED IN THE TOTAL FEES AND SCHEDULE OF
PAYMENTS AS SET FORTH IN EXHIBIT G)
SERVICES CONSULTANTS
Yes Topographical Survey Blackwell
Yes Geotechnical Survey Bechtoll
No
7
Radon Survey N/A
Yes Existing Conditions Survey Intext
No Threshold Inspection n/a
Yes Detailed Cost Estimating Intext
No Historic Research & Explorative. n/a
Testing
No Hazardous Materials Survey I Work n/a
Plan
No Life -Cycle Cost Analysis n./a
Yes Furniture Design and Selection owners
Yes Fast -Track Design (early site package), Intext
Yes Additional Design Team Site Visits Intext
Yes HVAC Commissioning D.G.Mayer
Yes IEQ/IAQ Commissioning Intext
Yes Building Envelope Corurnissioning Intext
Incl. root)
No Programming, Site Selection,' n/a
Permit #
City of Sanford
Building and Fire Prevention
00
0
Project Location Address
As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the
information and product approval number(s) on the building components listed below if they are to be
utilized on the construction project for which you are applying for a building permit. We recommend that
you contact your local product supplier should you not know the product approval number for any of the
applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in
accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product
Approval can be obtained at www.floridabuildinciorq.
The following information must be available on the jobsite for inspections:
1. This entire product approval form
2. A copy of the manufacturer's installation details and requirements for each producti
Category / Subcategory Manufacturer Product Florida Approval #
Dq ri tion include decimal
1. Exterior Doors
Swinging A)7-
fidin
Sectional
Roll Up_
Automatic
Other
2. Windows
Horizontal Slider
Casement
DoubleHun... Fixed
j 0, Awning_
Pass
Throu2_ Projected
Mullions
Wind
Breaker Dual
Action Other
June
2014
Category / Subcategory Manufacturer Product Florida Approval #
3. Panel Walls
Sidin
Soffits
Storefronts
Curtain Walls
Wall Louver
Glass block
Membrane
Greenhouse
E.P.S Composite
Panels
Other
4. Roofinq Products
As halt Shin les
Underl amenu .._ RoofingFasteners.. -
Nonstructural
MetalRc
ofin.. Wood Shakes
and Shin les
oofin R
Ti !tiles Roofing Insulation
Water
roofin..
Built up
roofing S stem
Modified Bitumen
Single Ply
Roof S stems
Roeafin slate
Cements/ Adhesives
Coatirj...
Liquid
Applied
RoofinS stems...
Roof Tile adhesive
Spray Applied
Polyurethane
Roofi E.
P.
S.
Roof Panels Roof Vents
Other
410141, 11111 ---Manufacturer I! Florida Approval
5. Shutters
Wc—cordion
Colonial
Roll up_
EXIMAM
Other
Sk H ht s
Other
7. Structural
Wood Connectors
Anchors
Truss Plates
Railing
Coolers/Freezers
Concrete Admixtures
Precast Lintels
insulation Forms
Plastics
Deck / Roof
Wall
Prefab Sheds
Other
8. New Exterior
ErtveloDe Productr,
MMMMIERM
Applicant's Name
Please Print)
June 2014 3
A
Permit # I
Project Location Address
As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the
information and product approval number(s) on the building components listed below if they are to be
utilized on the construction project for which you are applying for a building permit. We recommend tha)
you contact your local product supplier should you not know the product approval number for any of the
applicable listed products, Be aware that windows, skylights, and exterior doors must be tested in
accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product
Approval can be obtained at www.floridabuildi no-ora,
The following information must be available on the jobsite for inspections:
1. This entire product approval form
2. A copy of the manufacturer's installation details and requirements for each product.
Category! Subcategory Manufacturer Product Florida Approval #
Doors
Description include decimaf
F_Extenor
Swin_9jpq
Slidi
Sectional
Roll
Automatic
Other
2. Windows
Horizontal Slider
Casement
Double Muni
Fixed A\IJ 00
Awning
Pass
Rr9j cted
Mullions
Wind Breaker
ActionDual
Other
uv
Category / Subcategory Manufacturer Product Florida Approval #
Descr n includln decimal
Panel Walls
Sidin
Soffits
Storefronts
Curtain Walls ________
Wall louver
Mass block
Membrane
Oreonhouse
E.P.S Composite
Panels
Other
4. ®ofln root
As halt Shingle
Underla menu
mm
Roofing Fasteners
Nonstructural
Metal Roofin
Wood Shakes and
Shingles
Roofin tiles r fF 3 1 r? 4 \ I VA,- ,
Roofing
Insulation
Water roofin
Buiit up roofing
S stem
Modified Bitumen
Single Ply Roof
S stems
Roofin Mato
Cements/
Adhesives l
Coatin
Liquid Applied
Roofin S stems
Roof Tile
adhesive
Spray Applied
Polyurethane
Roofin
E.P.S. Roof
Panels
Roof Vents
Other
June 2014
If -
W
Category / Subcategory I Manufacturer
Colonial
Roll p
Equipmen
Other
W-
Other
7. Structural
Components
Wood Connectors
Anchors
Truss Plates
Railing
Coolers/Freezers
Concrete Admixtures
Precast Lintels
Insulation Forms —
Plastics
Deck / Roof
Wall
Prefab Sheds
Other
8. New Exterior
Envelope Products
Applicant's Name
Please Print)
June 2014
Product
escri,otion
n ,.
i - "_—
YOUR COwTRCT FOR THIS JOB IS
C*RO vDORHEE5
PHONE (321) 1403-05614
v' Lm^ n J u,'
I I—MAN~ Y
n
10'2' ao o' /o-z' Ia'a'
r*'
TRUSGWOOO
RooF & Floor Trusses
3G2O Bobbi Lone
P.O. Box 5366
Titusville, FL
32783-53G6
OFF ice: [321} 383-0366
Fux:(321) 383-0362
WWW:WWW.THUSBWOOO.NET
CUSTOMER: Infexf Hones
JOB NRME: 1621 First St. Med|uo| OPf|oe
ORTE: 2/2/2017
JOB NO.: 24191
r S'jwrE
BUILDERS WRRNINGm
THIS LAYOUT IS FOR PLACEMENT OF
ENGINEERED COMPONENTS.
FOR ERECTION AND INSTALLATION
TEMPORARY AND PERMANENT)
FOLLOW INSTRUCTIONS ON BCSI-Dl
SUMMARY SHEETS AND FINAL
ENGINEERING SHEETS FOR EACH TRUSS.
SEE FINAL ENGINEERING SHEETS
FOR NUMBER OF GIRDER PLIES,
CONNECTIONS, WEB CONFIGURATIONS,
BRACING, TRUSS SPACING AND REACTIONS.
ALTERATIONS HND/OR REPAIRS TO
TRUSSES MUST BE HPPROVED IN
ADVANCE BY OUR ENGINEERING
DEPARTMENT.
BHChCHRRGES WILL NOT BE ACCEPTED
UNLESS OUR ENGINEERING DEPRRTMENT
APPROVES THEM IN ADVANCE.
RLL PLANS RRE NOT TO 5CRLE. DO NOT
SCALE ANY PLHNS, IF DIMENSIONS HRE
MISSING OR ARE UNCLEAR, PLEASE
CALL THE OFFICE TO GET THE
DIMENSION.
LORDING: 20~20^m-50ASP
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m' DRRWwBY.
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0'
24 1621 W. First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP M-30 :T3 2x4 SP #1: J4, T6 2x4 SP 42:
But chord 2x4 SP sl :82, B3 2x4 SP M-30:
B5 2x4 SP #2:
Webs 2x4 SP #3 Al2 2x4 SP #2-
Lumber value set "13B" uses design values approved 1/30/2013 by ALSC
Left cantilever is exposed to wind
a) Continuous lateral restraint equally spaced on member.
In lieu of rigid coiling use bur-lins to brace BC @ 48" OC,
Bottom chord checked for 10.00 psf non -concurrent live load.
WARNING: Furnish a copy of this DWG to the installation contractor.
Special care must be taken during handling, shipping and installation
of trusses. See "WARNING" note below.
4N5X7 THIS
DWG PREPARED FROM COMPUTER INPUT (LOADS & DtME.NSIGNS) SUBMITTED BY TRUSS MFR S -
Cl) 140
mph wind, 18.24 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within
13.00 ft from roof edge, RISK CAT 11, EXP C, wind TC DL=4.2 psf,
wind BC DL=5.0 psf. GCpi(+/-)=018 Wind
loads and reactions based on MRS with additional C&C member design.
Right
end vertical not exposed to wind pressure. Calculated
horizontal deflection is 0.08" due to live load and 0.20" due
to dead load. b) #
3 or better scab reinforcement. Same size & 80% length of web member.
Attach with 10d Box or Gun (0.128"x3",min.)nails @ 6" OC. Deflection
meets L/360 live and L/240 total load. Creep increase factor
for dead load is 1.50. MWFRS
loads based on trusses located at least 9.12 ft. from
roof edge. H=
I
5X7 (
R)4-O-O 2-
5-1 J
GX6 -
4A'-
12-O-0 3X5 (
Al ) G
DO 3X4
3X4 8X14 4X1 0- 4X102X4 4X8 1-
010
H0308 4X6
8X8 28-4-
0 - 53-4-
0 0 0 5 4 -
8 - 0 Over 2 Supports---------------- Rz2950 U=
651 W=8" RL=368/-
303 Design Crit:
FBC2014Res/TPI-2007(STD) PILT TYP.
20 Gauge HS, Wave .NG1isFT/RT=
20%(
O%)/O(0) 2V READ AND FOLLOW
ON ALL NOTES THISDRAWING! j —IM111TAIT" H
THt.S GRAW[TO ALL CORTTl MLAG THE IPMTALLERS. g 16- 7 X-
111
z KIil/--
Zjli
11 T
8""'
AN COMPA—
A ... 1
art -1.
is LV, I-Ic<4aa accmp4Weicm or prorasaCarttt W, Se— 2, C. R=
2701 U=
627
W=8" H I TY: 1
7
S; *AAT 0
A*
A.&N4* illiarn
I
L Krick
Lic. Number 70. FL/-/4/-/-/R/- TC
LL 20.0
PSF TIC DL 20,0
PSF BC DL 10.0
PSF BC LL 0.0
PSF TOT.LD. 50,0
PSF DUR.FAC. 1.25
iSPACING 24,0" Scale =.
125"/Ft. REF
R6666 - 69066 DATE
02/06/17
DRW HCUSR6666 17037432 HC-
ENG KD/WHK
SEQN 120157 FROM JS
JREF- 1VY46666Z11
24 1621 W. First S
value set 13B (Effect,,,, 6/1/2013)
Top chord 2x4 SO M-30 T3 2x4 SP -#1
T4, TS, T6 2x4 SP 42,
Bot chord 2x4 SP M 31 BI 2x4 SP M-30 B4 2x4 SP #1
B5 2x4 SIT -2
obs 2x4 SP #3 W2, W11 2x4 SP 42,
IN13, W18 2x4 SP ;1
Lumber value set 13B" L-ee design values approved 1/30/2013 by ALSO
Left c.utllolor Is exposed to wind
Calculated her izortat defITiction is 0,12" due to live load and 0.24"
due to dead load
c) (2) 43 or better scal, reinforcing members. Same size & 80% length
of web member. Attach one to each face w/10d Box or Gun
0, 128 x 3 , m I r ) nails 6' OC,
Truss passed check for 20 psi' additional bottom chord live load in
areas with 42"-high x 24--wide clearance.
WARNING. Furnish a copy of this DWG to the. Installation contractor,
Special care must bi,s taken during handling, shipping and installation
of trusses See"WARNING" note below,
4X6",, 5VE
3M
5
4X6 V
5X8 (
a
THIS CNlG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR.
t, S - C2)
1) - plates so marked were sized using 0% Fabrication
Tolerance, 0 degrees Rotational Tolerance, arid/or zero Positioning
Tolerance.
140 mph wind, 18,24 ft mean hat, ASCE 7-10, CLOSED bldg, not located
within 13,00 ft from roof edge, RISK CAT 11, EXP C, kind TC DL=4.2
psf, wind BC DL=5.0 Rat, GCpi(,/-)=0,18
Wind loads and reactions based on MWFRS with additional C&C member
des Igo,
Right end vertical not exposed to wind pressure,
a) Continuous lateral restraint equally spaced on member.
b) #3 or better scab reinforcement Sam % length f websize
t i 0 o )n its 0member. A tach with 1 d Box or Gun o.IN x3",.&in80 a @ 60 C
In lieu of rigid ceiling use purlins to brace BC P 48" OC,
Bottom chord checked for 10.00 Rat non -concurrent live toad.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1.50.
MWFRS loads based on trusses located at least 9,12 ft,
from roof edge
H5
2X4
5 5V=
6X12(SRS)_-_
T4 5X8
T& 5
a
C
J -0 B4 B508X1O
6X8 -
b)
b)
j
4X6
3X5(A1)
3X4 3X4 H0308 8X12
4X10 5X8
2X4
9,;P
H0510
8X12(1)
4 - 0 -0-6
2-11-10
9-17 _Q
1
6
40-6-0 0-d_-0 13-8-0 1
54-8-0 Over 2 Supports
R=3277 U=638 W-8"
RL=368/-262
Design Crit: FBC2014Res/TPI-2007(STD)
PLT TYP, 20 Gauge HS,Wave FT/RT=20%(O%)/O(0)
WARNINGI*' READ AND FOLLOW ALL WITS ON THtS DXWfW.I
I—- THIS liimilinwi TO ALL wO T&kC — Iliwi_=aF THr 1 ,U.LEE
ak
IAer
8 B Io
All L
A I
xv, i_t- .. .....
Y
St/ pl I
CO
R=3021 U=643 W=8"
TY: 2
0
11. Krick Lic. Number 70
FL/.-/4/-/-/R/- —
TC ILL 20,0 PSF
TC DL 20.0 PSF
BC DL 10,0 PSF
BC LL 0.0 PSF
TOT.LD. 50,0 PSF
DUR.FAC. 1.25
pSPACING 24.0"
Scale =.125"/Ft.
REF R6666- 69067
DATE 02/06/17
DRIB HCUSR6666 17037434
HC-ENG KD/WHK
SEQN- 120160
FROM JS
JREF- 1VY46666Z11
02/06/2017
24191-/Intext Construction, Inc. /SANFORD MEDICAL OFFICE -- 1621 W. First St. S - C3)
THIS U4VG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMiTTED BY TRUSS MFR
Value Set: 13B (Effective 6/1/2013) 140 mph wind, 18.24 ft mean hgt, ASCE 7-10, CLOSED bldg, not located
within 13.00 ft from roof edge, RISK CAT 11, EXP C, wind TO DL=4.2
Top chord 2x4 SP #2 T1, T2 2x4 SP M-30 psf, wind BC DL=5.0 psf. GCpi(+/-)=018
T3, T4 2x4 SP #1:
Bet chord 2x4 SP #1 :132 2x4 SP M-31 : :B3 2x4 SP M-30: Wind loads and reactions based on MWFRS with additional C&C member
Webs 2x4 SP #3 :W2, W17 2x4 SP #2: design,
W12 2x4 SP #1:
Right end vertical not exposed to wind pressure.
Lumber value set "1313" uses design values approved 1/30/2013 by ALSC
Left cantilever is exposed to wind
Calculated horizontal deflection is 0.12" due to live load and 0.23"
due to dead load. (a) Continuous lateral restraint equally spaced on member.
b) 1113 or better scab reinforcement. Same size & 80% length of web (c) (2) #3 or better scab reinforcing members. Same size & 80% length
member, Attach with 10d Box or Gun (0.128"xY,min.)nails @ 6" OC. of web member. Attach one to each face w/lOd Box or Gun
0.128"xY,min,) nails @ 6" OC.
In lieu of rigid ceiling use purlins to brace BC @ 48" OC.
Truss passed check for 20 psf additional bottom chord live load in
Bottom chord checked for 10.00 psf non -concurrent live load. areas with 42"-high x 24"-wide clearance.
Deflection meets L/360 live and L/240 total load. Creep increase WARNING: Furnish a copy of this DWG to the installation contractor.
factor for dead load is 1.50. Special care must be taken during handling, shipping and installation
MWFRS loads based on trusses located at least 9.12 ft. 5XI trusses. See "WARNING" note below.
from roof edge 4M5X7 5X8 5
5X7 3X4 '
T3_, T4 2X4i 5
6M-
2X41 3X4 R
4X6
Tz-
V 5X8 a)
2X4 (b)
T`
W2
14-0-0 1 a) 8X8
2-0-0 4X8(R)
12 -0-0 3X5 (Al)
B2 3X4
3X4
H0308 B3 4X1 &
6X1
2
4X10 H051
0
5X8 2X4
28-4-
7- __7_9_10 0— - -6-6 -1 40-6-
0 Oid-0 13-8-0 54-8-
0 Over 2 Supports— -------- R=3258
U=633 VJ=:8" R=3063 U=649 W=8" RL=368//-
250 Design Cris:
FBC2014Res/TPI-20O7(STD) rr PLT
TYP.
20 Gauge HS,Wave FT/RT=20%(O%)/O(0) 16 TY:2 FL/-/4/-/-/R/- Scale =.125"/Ft, KITES 04
THIS INIMMI I MPOR
T A;' !AR N r MRTRHEIASD DARN"D ZOL TB Alb TMS l ft M M I RG INSTALLEIZS. TC LL 20.0 PSF REF R6666- 69068 11-1
1-, - 71" - -_ - - - 11, T11
11 A I 0, 08 BCS, - TC
DL
20,0 PSF DATE 02/06/17 Dr BC
DIL 10.0 DRW HCUSR6666 17037435 iAT 0BCILL
O O PSF HC-ENG KD/WHK AvYwGC VPIANY
IA ... I
thI, d,-n, P,.f -I "i-11 TOT.LD.
50.0 PSF SEQN- 1201 63 y --7; _
7: DUR.FAC.
1,25 FROG JS illiarn 11.
Krick Lic. Number 70WSPAC I NG 24.0" JREF- 1VY46666Z11 02/06/
2017
24191-/Intext Construction, Inc. /SANFORD MEDICAL OFFICE -- 1621 W. First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 :T1, T2 2x4 SP M-30:
T3, TS 2x4 SP #11:
But chord 2x4 SP #2 :B1 2x4 SP #1: :B2 2x4 SP M-31:
B3 2x4 SP M-30:
Webs 2x4 So #3 :'N2, W12, W19 2x4 SP #2:
Lumber value set '1313" uses design values approved 1/30/2013 by ALSO
Calculated horizontal deflection is 0.10" due to live load and 0,21"
due to dead load.
b) #3 or better scab reinforcement. Same size & 80% length of web
member. Attach with 10d Box or Gun (0.128"xY,min.)nails @ 6" OC.
Bottom chord checked for 10.00 psf non -concurrent live load.
Deflection meats L/360 live and L/240 total load. Creep increase
factor for dead load is 1,50,
MWFRS loads based on trusses located at least 9.12 ft.
from roof edge.
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DiUENS[ONS) SUBMITTED BY TRUSS MFR.
S - C4)
140 mph wind, 18.24 ft mean hgt, ASCE 7-10, CLOSED bldg, not located
within 13.00 ft from roof edge, RISK CAT 11, EXP C, wind TO DL=4.2
psf, wind BC DL=5,0 psf. GCpi(+/-)=0.18
Wind loads and reactions based on MWFRS with additional C&C member
design.
Right end vertical not exposed to wind pressure.
Left cantilever is exposed to wind
a) Continuous lateral restraint equally spaced on member.
In lieu of rigid ceiling use purlins to brace BC @ 48" OC,
Truss passed check for 20 psf additional bottom chord live load in
areas with 42"-high x 24"-wide clearance.
WARNING: Furnish a copy of this DWG to the installation contractor.
Special care must be taken during handling, shipping and installation
of trusses, See "WARNING" note below.
X12
5X8
2X4
5U 1- 5X8 (R)
5
5X7 (R)
V,
b) r(b) b
b b
2-6-07X8 5X8(R):
4X6
3X5 (Al
131 B2
H0308
B3
4X63X43X43X107X10
4X10
H0510
5X8
3X5
28_- 4 - 0 7-9-10
40-6-0 a-'13-8-0 1
54-8-0 Over 2 Supports--
R=3218 U=628 W=8"
RL=368/-237
Design Grit: FBC2014Res/TPI-2007(STD)
PLT TYID. 20 Gauqe HS,Wave FT/RT=20%(O%)/O(0) 16
INGI- READ AM FGUOW ALL NOTES ON THIS DRAXIN(a
I WIMTANT'• FURfff!HI THIS DRAWING TO ALL RA MI INOLLF131W THE InTALLE!RlII,
T11 ILIC. IBCSI
r
LP-; ........ . . ...... I
AN 17W COIVPINv
A ... f
l
L. .....
TY:2 —,,FL/-/4/-/-/R/- Scale =.125"/Ft,
TO LL 20.6 PSF REF R6666- 69069
o7,08 1 TC DL 20.0 PSF k
DATE
02/06/17 AT
9
BC DL 10,0 PSF DRW HCUSR6666 17037437 0
BC
LL 0.0 PSF HC-ENG KD/WHK TOT,
LD. 50.0 PSF SEQN- 120166 IGN
DUIR . FAC. 1.25 FROM J S 11.
Krick 1 01'
06/2017
241 1621 W. First St. S - C5)
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMfTTED BY TRUSS MFR.
Value Set: 13B (Effective 6/1/2013) 140 mph wind, 18.24 ft mean hgt, ASCE 7-10, CLOSED Bldg, not located
within 13.00 ft from roof edge, RISK CAT 11, EXP C, wind TO DL=4.2
Top chord 2x4 SP M-30 :T3, T7 2x4 SP #1: psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18
T4, T6 2x4 SP #2:
Bet chord 2x4 SP #1 :B2 2x4 SIT M-31: :B4 2x4 SP M-30: Wind loads and reactions based an MWFRS with additional C&C member
135 2x4 SP #2 design.
Webs 2x4 SP #3 :N2, W12, W19 2x4 SP #2-
Right end vertical not exposed to wind pressure,
Lumber value set "13B" uses design values approved 1/30/2013 by ALSC
Left cantilever is exposed to wind
Calculated horizontal deflection is 0,10" due to live load and 0.20"
due to dead load. (a) Continuous lateral restraint equally spaced on member.
b) #3 or better scab reinforcement. Same size & 80% length of web Truss passed check for 20 psf additional bottom chord live load in
member, Attach with 10d Box or Gun (0.128"x3",min.)nails @ 6" OC, areas with 42"-high x 24"-wide clearance.
Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1.50.
WARNING: FUrnish a copy of this DWG to the installation contractor.
Special care must be taken during handling, shipping and installation MWFRS loads based on trusses located at least 9.12 ft.
of trusses. See "WARNING note below, from roof edge.
NOTE: LATERALLY BRACE BOTTOM CHORD ABOVE FILLER AT 2'0" O,C. 7X1O(SRS)
MAX. INCLUDING A LATERAL. BRACE AT CHORD ENDS.
4X6 5X7 5X8--
5
5X8 4X8(R)
3X4 - ` T3
5
5X5(R)
5 cC:'
T 7
3
4X6
X4
4XIO b (b)
a)
b b) (b) 7-6-1
2X4
Z
14-0-0
a) 0 , (R)
B5WBl,,-
X5 2ttoff- 4X6 12 - 0 - 0 3X5 (
Al ) B2
3X4
3X4 H0308 5X12 2X4 5X8(R) 4X10
H0510
5X8
2X4:: 4X6 3X10
2X4'! 28 -
4 - 12 39-
2-0 11-10io 13-8-0 54-
8-0 Over 2 Support15--- R=
3187 U=622 W=8" R=2997 U=649 W=8" RL=
399/-225 ow
Design
Crit: FBC2014Res/TPI-2007(STD) H. PLT
TYP. 20 Gauge HS,Wave FT/RT=20%(O%)/O(0) 16 TY FL/-/4/-/-/R/- Scale =.125"/Ft, T '
WARN !!" READ AW FOLLOW ALL WTES ON THIS DPAIUKt IMMT..
FUMWS a WIRG TO ALL CCWTa TO MCLUDM THE MST, LEM. JTC LL 20.0 PSF REF R6666- 69070 1 a8 1
TC DL 20.0 PSF DATE 02/06/17 BC1[ 1-1't'"' 1. h-1
BC DL 10.0 PSF W HCUSR6666 17037438 DR 81 T0
A. . BC LL
0.
0 PSF HC-ENG KD/WHK 1 Jj 1-
h-1-
1, %All All rWCOIVP-' 64
TOT. LD. 50.0 PSF SEQN- 120169 IA ....... y —Y
DUR. FAC. 1 25 FROM JS OLNA PACIN G24_O" JREF-
1VY46666Z11 Lic. Iaua,be,706 S 02/06112017
241 1621 W. First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 T1, T2, T5 2x4 SP M-30:
Bat chord 2x4 SP #1 :B4, B5 2x4 SP #2:
webs 2x4 SP #3 :742, W12, W19 2x4 SP #2!
Lumber value set '1313" uses design values approved 1/30/2013 by ALSO
Left cantilever is exposed to wind
a) Continuous lateral restraint equally spaced on member.
b) #3 or better scab reinforcement. Same size & 80% length of web
member. Attach with 10d Box or Gun (0.128-x3",min.)naiI5 @ 6" OC-
WARNING: Furnish a copy of this DWG to the installation contractor.
Special care must be taken during handling, shipping and installation
of trusses. See, "WARNING" note below.
NOTE: LATERALLY BRACE BOTTOM CHORD ABOVE FILLER AT 2'0" O.C.
MAX, INCLUDING A LATERAL BRACE AT CHORD ENDS,
5X7-
3X5(Al)
4X8
R=2950 U=624 W=8"
RL=394/-226
THIS DWG PREPARED rRONI COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS mrR,
S - C6)
140 mph wind, 18,24 ft mean hgt, ASCE 7-10, CLOSED bIdg, not located
within 13.00 Ft from roof edge, RISK CAT 11, EXP C, wind TO DL=4,2
psf, wind BC DL=5.0 psf, GCpi(+/-)=0.18
Wind loads and reactions based on MWFRS with additional C&C member
design.
Right end vertical not exposed to wind pressure.
Calculated horizontal deflection is 0.09" due to live load and 0.23"
due to dead load.
Bottom chord checked for 10.00 psf non -concurrent live load.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1.50,
MWFRS loads based on trusses located at least 9.12 ft.
from roof edge.
4X6-
5X815X12
7X8 3X4
H0308 4M-
3X1
0---- 1
rjr2 7-9- 37-
2-12 54-
8-0 Over 2 Suppo 5X12
2X4
3XIS 2X411-
1 3-
9-4 Design
Crit: FBC2014Res/TPl-20O7(STD) PLT
TYP, 20 Gauqe HS,Wave FT/RT=20%(O%)/O(0) 16 WARNINGI'*
READ AND FOLLOW ALL NOTES ON ME, DRAVtK! I
AIT- FURNISH THIS DRAWING TO &LL CQ RACTMS 114CLUOMG THE IK TALLBZS qP
71-
CO"PINI IA
T- T11
7X8
12-
2-6 13-
8-0 x
of y 08
1 1 T
N
illiam
11. Krick Lic. Number 5X12 (
R),,i/ la)
14-
0-0 12 -
0 - 0 sm
M
R=
2701 U=660 W=8" 1
FL/-/4/-/-/R/- TC
LL 20,0 PSF TC
DL 20.0 PSF BC
DL 10.0 PSF BC
LL 0.0 PSF TOT.
LD. 50.0 PSF DUR.
FAC. 1.25 i
6 ISPAC I NG 24ff' Scale =.
125"/Ft.— REF
R6666- 69071 DATE
02/06/17 DRW
14.CUSR6666 17037439 HC-
ENG KD/WHK SEQN-
120174 FROM
JS JREF-
1VY46666Z11
24191-/Intext Construction, Inc-. /SANFORD MEDICAL OFFICE -- 1621 W. First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP M-30 :T3, T4 2x4 SP #1:
J5 2x4 SP M-31:
But chord 2x4 SP #1 :B2 2x4 SP M-30: 135 2x4 SP #2:
Webs 2x4 SP #3
W2, W11, W12, W14, W17 2x4 SP #2:
Lumber value set -1313" uses design values approved 1/30/2013 by ALSC
Calculated horizontal deflection is 0.10" due to live load and 0.25"
due to dead load.
b) #3 or better scab reinforcement. Same size & 80% length of web
member. Attach with 10d Box or Gun (0,128-0',min.)nails @ 6" OC,
Bottom chord checked for 10,00 psf non -concurrent live load,
WARNING: Furnish a copy of this DING to the installation contractor.
Special care must he taken during handling, shipping and installation
of trusses See "WARNING" note below.
NOTE: LATERALLY BRACE BOTTOM CHORD ABOVE FILLER AT 2'0" O.C.
MAX. INCLUDING A LATERAL BRACE AT CHORD ENDS,
4X6 5X7
THIS DWG PREPARED FROM. COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR.
S - C7)
140 mph wind, 18.24 ft mean hgt, ASCE 7-10, CLOSED bldg, not located
within 13.00 ft from roof edge, RISK CAT 11, EXP C, wind TC DL=4.2
psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18
Wind loads and reactions based on MWFRS with additional C&C member
design.
Right end vertical not exposed to wind pressure.
Left cantilever is exposed to wind
a) Continuous lateral restraint equally spaced on member,
c) (2) #3 or better scab reinforcing members. Same size & 80% length
of web member. Attach one to each face w/10d Box or Gun
0.128"x3",min.) nails @ 6" OC.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1.50.
MWFRS loads based on trusses located at least 9.12 ft.
from roof edge.
5X1 2 11
2X4
b)
Vill T_:Sc 2
5
5-1
14-0-0
B5
a) 240-0 6X8 -
a B?, 3X6 12-0-0
B2
3A Z) (AI ) 3X4 3X4 ri0308 3X1
0 2X41 3A6
4X8
4X8 H0308
7X10
28-
4-0 __j — ------------- -10 1
39-7-14 1-4-2 13-8-0 54-
8-0 Over 2 Supports---- R=
2950 U-651 W=8" R=2701 U=627 W=8` RL=
368/-303 H
Design
Grit: FBC2014Res/TPI-2007(STD) \W PLT
TYP. 20 Gauge HS,Wave I
FT/
RT=20%(O%)/O(0) 16. Y:1 FL/-/4/-/-/R/- AMG
WNG"; IXI.1111 1.ALIWT. ON 111.1 f IMPORTANT" FUMI
MS IN TO ALL COWT$bICTO Ik UOING THE INSTALLERS TC ILL 20.0 PSF fREF Scale =.125"/Ft.
R6666- 69072 Z
0 TCDL
20
O PSF DATE 02/06/17 LSF f j
S
AT BCDIL10.
0 PSF DRW HCUSR6666 17037441 BC LL 0.
0 PSF HC-ENG KD/WHK U AN :TW
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ep 81 TOT .
LD,
50.
0 PSF SEQN- 120177 N A'L
4W OUR. FAC. 1 25 FROM JS pk t6pPACING T-
William 11. Krick Lic, Number 70 Ill I- 711IT-
24.0 " JREF-
1VY46666Z11
24191-/Intext Construction, Inc. /SANFORD rAEDICAL OFFICE -- 1621 W. First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SO #3
Bot chord 2x4 SP #3
Lumber Value Set "1313" uses design values approved 1/30/2013 by ALSC
In Ifou of rigid ceiling use purlins to brace BC @ 48" OC,
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1.50.
SUB -FASCIA BEAM AND CONNECTIONS TO
BE DESIGNED AND FURNISHED BY OTHERS.
5
R=52 U=12
RL=24 2X4 (Al
R=31 J=21 0-9-1
AP -17-5-9
R=21 J=7
17-0-0
1 0-0 Qver_Lipports
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR.
S - Cil)
140 mph wind, 17.55 ft mean hgt, ASCE 7-10, PART.-ENC. bidg, Located
anywhere in roof, RISK CAT 11, EXP C, wind TC DL=4.2 psf, wind BC
DL=5.0 psf, GCpi(+/-)=0-55
Wind loads and reactions based on MWFRS with additional C&C member
design.
Bottomchord checked for 10.00 psf non -concurrent live load.
Provide 2 0.131"x3" nails, toe nailed at Top chord.
Provide 2 0.131"x3" nails, toe nailed at But chord.
Design Crit: FBC2014Res/TPI-20O7(STD)
PLT T - YP. Wave —
7-
FT/RT=20%(O%)/O(0) 16
NG READ AND FOLLOW ALL WTES ON TH 15 DRAW I NO I
F." THIS M*fW TO ALL OmF1`F%FTORS MCLMTHE INSTALLERS E3"'
C- ...... .... n
110A
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W COMPANY . ... .... .. ......... A .. .....
dI.—,
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1 2 7
TIA QTY:
16 FL/-/4/-/-/R/- TC
LL 20.0 PSF o.
708 I TC DL 20,0 PSF BC
DL 110.0 PSF S ,
AT 0 BC LL 0.0 PSF x
4441TOT. LD. 50.0 PSF 6 .............. 5
5 , /GNA DUR. FAC 1 .25 Ofts'""
w"t Iliarn
If. Krick Lic. Number 7086 1SPAC ING 24, 0 02/
06/2017 Scale .
5-':/Ft. REF
R6666- 69073 DATE
02/06/17 DRW
HCUSR6666 17037444 HC-
ENG KD/WHK SEQN-
120180 FROM
JS JREF-
1VY46666Z11
24191-/Intext Construction, Inc. /SANFORD MEDICAL OFFICE -- 1621 W
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2
But chord 2x4 SP #2
Webs 2x4 SP #3
Lumber value set '1313" uses design values approved 1/30/2013 by ALSC
Special loads
Lumber Dur . Fac , =1 25 / Plata.; Dur . Fac. =l 25)
TC- From 83 pif at 0.00 to 83 pit at 3.00
BC- From 20 pit at 0.00 to 20 bif at 3,00
TC- 26,00 lb Conc Load at 0.00
Wind loads and reactions based on MINFIRS with additional C&C member
design.
THIS DWE PREPARED FROM COUPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MEN
First St. S - CJ3)
Negative reaction(s) of -366# MAX, (See below) from a non -wind load
case requires uplift connection, 7
140 mph wind, 17.96 ft mean hgt, ASCE 7-10, PART.-ENC. Bldg, Located
anywhere in roof, RISK CAT 11, EXP C, wind TC DL=4.2 psf, wind BC
DL=5.0 psf. GCpi(+/-)=0.55
Left cantilever is exposed to wind
In lieu of rigid ceiling use purlins to brace BC @ 48" OC,
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1+50+
Provide 3 0.162"x3.5" nails, toe nailed at Top chord
Provide 3 0.162"x3.5" nails, toe nailed at Bat chord
i Rw=160 J=3*1
18-3-9
1-7-1
i Rw=139 U
1 =34j. _17-0-0
2-0-0—
R=1042 J=440 W=8"
RL=77/-34
Design Crit: FBC2014Res/T1bl-2007(STD)
PLT TYP. Wave FT/RT=20%(O%)/0(0) 16
WARNING)— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
Aff'ORTAKT— FWMSN THIS OR —At TO ALL CO TRACTOIZS 11CLUDING THE —TAILEn, cr-
71, C 7111
fn
n ..... . ..... . I
L LP-7 ..... I AN
17W COMPANI A
f Aks —In o pggg 11-In -pt- Ff y
ANS
I S— 2 I
Tlrl I
h, "I' ...... ... H.
QTY:
16 FL/-/4/-/-/R/ 6-
TIC LL 20.0 PSF 1
TC DL 20.0 PSF BC
DL 10,0 PSF AT
0, BC LL 0.0 PSF TOT.
LD. 50.0 PSF A
DUR.FAC. 1,25 ff.
Krick Lic. Number 706 liSPAC ING 24.0" 02/06/
2017 Scale =.5"/
Ft. REF R6666-
69074 DATE 02/
06/17 DRW HCUSR6666
17037445 HC-ENG
KD/WHK SEQN- 120183
FROM JS
JREF- 1VY46666Z11
24191 -/1 ntext ConstrUGt i on, Inc, /SANFORD ME IT ICA[ OFFICE 1621 W. First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2
But chord 2x4 SP 142
Webs 2x4 SP _`3
Lumber value set '1313" uses design values approved 1/30/2013 by ALSO
In lieu of rigid ceiling use purlins to brace BC @ 48" OC,
Deflectton meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1,50,
0
2 - 0 - G-j
5-0-0 Over 3 Suppiorts-----
R=512 U=84 W=8"
RL=130/-56
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR.
S - C,J5)__ _
140 mph wind, 18.38 ft mean hgt, ASCE 7-10, PART.—ENC. bidg, Located
anywhere in roof, RISK CAT 11, EXP C, wind TC DL=4,2 psf, wind BC
DL=5.0 psf. GCpi(+/-)=0.55
Wind loads and reactions based on MWFRS with additional C&C member
design.
Left cantilever is exposed to wind
Bottom chord checked for 10.00 psf non -concurrent live load.
Provide 2 0.131"x3" nails, toe nailed at Top chord.
Provide 2 0.131"xY nails, toe nailed at Bat chord,
19-1-9
R=61 U=80
2-5-1
R=-34 Rw=35 U=4
1
5 +
17-0-0
Design Crit: FBC2014Res/TPI-2007(STD)
PLT TYP. Wave FT/RT=20%(O%)/O(0) 16
WARNING I" READ AND FOLLOW ALL NOTES ON Tit IS DRAWING
IIVORTAIT' - FURNISH THIS DRAWING TO ALL CONTRACTORS MCLUDING TrIf INSTALLERS
4
R F,,
shipping,
AN 7W cc
A
g
TIA
QTY:14 FL/-/4/-/-/R/- Scale =,5"/Ft.
TC LL 20.0 PSF REF R6666- 69075
Z08 1 TC DL 20,0 PSF DATE 02/06/17
BC DL 10.0 PSF DR W HCUSR6666 17037446
AT 0 BC LL 0.0 PSF l HC-ENG KD/WHK
TOT.LD 50.0 PSF SEQN--120186
2NAL DUR.FAC. 1.25 FROM is
JREF- 1VY46666Z11
02/06/2017
24 1621 N. First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #3
Bot chord 2x4 SP s3
Webs 2x4 SP #3
Lumber value set '13B" uses design values approved 1/30/2013 by ALSC
Left cantilever is exposed to wind
Bottom chord checked for 10,00 lest non -concurrent live load.
MWFRS loads based on trusses located at least 7.76 ft.
from roof edge.
M
mm
2-0-0--
5-8-0 Over 2 Supports---____'
R=493 U=65 111=8"
RL=134/-65 R=127 U=108 W=8"
THIS DING PREPARED FROM COMPUTER INPUT (LOADS & D MENSfONS) SUmTTED BY TRUSS MFR
S - EJ4)
140 mph wind, 15.52 ft mean h9t, ASCE 7-10, PART. ENC. ding, Located
anywhere in roof, RISK CAT 11, EXP C, wind TC DL=4.2 psf, wind BC
DL=5.0 psf. GCpi(+/-)=0,55
Wind loads and reactions based on MWFRS with additional C&C member
design.
Right end vertical not exposed to wind pressure.
In lieu of rigid ceiling use purlins to brace BC @ 48" OC.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1.50.
14-0-0
1
Design Crit: FBC2014Res/TPl-2OO7(STD)
PLT TYP. Wave FT/RT=20%(O%)/O(0) 16 QTY: 8
BEAD Am FcLLow ALL NGTFs m TmIs DRA*imG6
lOr11TMT" FUWSH T fS TO M-L MS
6,
fKCtMlXG T E ENSTALLUM.
08 1
0
k.
AN IT W CO NlPANY
P.O.
for gm xho+n. T" 7 72 .1tl —1 1 Ity d—,,, , illiann
H. Krick Lic, Nurnber 70 FL/-/
4/-/-/R/- TC
LL 20.0 PSF TIC
DL 20.0 PSF BC
DL 10.0 PSF BC
LL 0,0 PSF TOT.
LD, 50.0 PSF DUR.
FAC, 1.25 ISPACING
24.0" 02/
00/2017
24191-/Iritext Construction, Inc /SANFORD MEDICAL OFFICE -- 1621 W. First St. S - EJ7)
TH S DfiG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2
Bot chord 2x4 SP s2
Webs 2x4 SP #3
Lumber value set "13B" uses design values approved 1/30/2013 by ALSC
In lieu of rigid ceiling use purlins to brace BC @ 48" OC.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1.50.
2X4 (Al
2X4 11
140 mph wind, 18,80 ft mean hgt, ASCE 7-10, PART.-ENC. bidg, not
located within 4.50 ft from roof edge, RISK CAT 11, EXP C, wind TC
DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.55
Wind loads and reactions based on MWFRS with additional C&C member
design.
Left cantilever is exposed to wind
Bottom chord checked for 10.00 psf non -concurrent live load.
Provide 2 0.131"x3" nails, toe nailed at Top chord,
Provide 2 0.131"x3" nails, toe nailed at Bot chord.
2 - 0 - O—-`
7-0-0 Over 3 Support____
R=560 U=111 W=8"
RL=185/-79
Design Crit: FBC2014Res/TP1-2OO7(STD)
PLT TYP. Wave FT/RT=20%(O%)/O(0) 16
WARN I MG I READ AND FOLLOW ALL NOTES ON TM S DRAW t NO I
I WIORTANT FUMSH tS MAWM TO ALL PACTORS fNCLMiFIG THE kiY"sTALLERS
EI'll C, . ...... ,: y iP -A 7
P1.
AN
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1 AtChia d-m;, fv i- 11—p— If p—I-1 f- Tfieure to
C1j'-,-_1
TCA fCC R=154
U=143 3-3-
1 17-0-
0 R=62
U=8 T\ A0®
1
SLAT S/
ONA
iam Ff.
Krick Lic. Number 23 FL/-/
4/-/-/R/- TTLL TC
20.0PSF C TC DIL20,
0 PSF BC DL 10.
0 PSF BC LL 0,
0 PSF TOT . LD, 50.
0 PSF DUR.FAC, 1.
25 6_ePAC I
NG 24.0" Scale 5"/Ft.
REF R6666- 69077
DATE 02/06/
17 DRW HCUSR6666 17037448
HC-ENG KD/
WHK SEQN- 120192 FROM
JS JREF-
1VY46666Z11 02/
06/201 /
24191-/Intext Construction, Inc. /SANFORD MEDICAL OFFICE -- 1621 W, First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2
But chord 2x4 SP #2
Webs 2x4 SP #3
Lumber value Set, "13B" uses design VaILICS approved 1/30/2013 by ALSC
Special loads
Lumber Dur,Facz1.25 C' Plate Dur.Fac.=1,25)
TC- From 40 pit at 0.00 to 40 pif at 3,67
BC- From 20 pif at 0.00 to 20 plf at 3.67
TC- 1278.87 lb Cone. Load at 1,60
TC- 1793.18 lb Conc. Load at 3.60
End verticals not exposed to wind pressure.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1,50.
3-0-0
3X6H1 3X4— 3X6111
3-8-0 Over 2 Support-7
I
R-781 U=310 W=8"
R=2511 J=1043 W=8"
14-0-0
0
THIS D'*G PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR.
S - G1-2PL-Y)
2 COMPLETE TRUSSES REQUIRED
Nail Schedule:0,148"xY, min. nails
Top Chord: 1 Row @ 2.25" o.c,
Bot Chord: 1 Row @12.00" o.c.
Webs : 1 Row @ 4" o.c.
Use equal spacing between rows and stagger nails
in each row to avoid splitting.
140 mph wind, 17.00 ft mean hgt, ASCE 7-10, PART—ENC. bldg, Located
anywhere in roof, RISK CAT 11, EXP C, wind TC DL=4.2 psf, wind BC
DL=5.0 psf. GCpi(+/-)=0.55
Wind loads and reactions based on MWFRS.
In lieu of rigid ceiling use purlins to brace BC @ 48" OC.
Truss must be installed as shown with top chord up.
The TC of this truss shall be braced with attached spans at 24" CIC in
lieu of structural sheathing,
Design Crit: FBC2014Res/TP1-2007(STD)
PLT TYP. Wave FT/RT=20%(O%)/O(0) 16
READ AND-i-0-L-L—OW ALL NOTES ON THIS MAKING!
IMPORTANT— I'mOlISH THIS Vf TO ALL OIZS t1wUMM THE tnTkLLERS
Ics,
L3 P R!
AN IT W CO MPANY at. on rt . r9 or t.......
A
Tt. "Y
y slug-SIITOt I S -Z,
q WTCA ;CC
2 FL/-/4/-/-/R/-
TIC LL 20.0 PSF
TO DL 20.0 PSF
BC DL 10.0 PSF
BC LL 0,0 PSF
TOT.L-D. 50.0 PSF
DUR.FAC. 1.25
6 SPAC ING 24.0"
a
24191-/Intext Construction, Inc. /SANFORD MEDICAL OFFICE -- 1621 W. First St
Value Seta. 13B (Eff<;ct-e 6/1/2013)
Fop chord 2x6 SP s2 :T1, T6 2x4 SP 42:
Not chard 2.6 SP SS tense
Sinus 2x4 SP 43 Al2, btlfi 2x4 SP til.
Lt Splice Block 2x4 SP f3::Rt Splice Block 2.4 SP #3:
k.Imbcr value set '13B' .1.1 design values approved 1/30/2013 by ALSC
Special loads
Lumber Or.lr-Fac-=1 .25 / Plate De, Far-=1.25)
TC- From 83 pit at 0.00 to 83 plf at 7.06
TC- From 42 pIf at 7,06 to 42 pif at 15.00
IC- From 42 pIf at 15.00 to 42 pif" at 41,67
TC- From 42 pIf" at 41.67 to 42 pIf at 49.60
TC- From 83 pIf at 49.60 to 83 pif at 56.67
BC- From 20 pit at: 0.00 to 20 pIf at 7,06
BC- From 10 pIf at 7,06 to 10 pIf at. 15,42
BC From 30 pis at 15,42 to 30 pif at 17 50
BC- From 10 pIf at 17,50 to 10 pif at 22.00
BC- From 30 pif at 22,00 to 30 pif at 24.08
BC- Frain 10 pif at 24.08 to 10 pif at 32-67
BC From 30 plf at 32.67 to 30 pIf" at 34.75
BC- From 10 pIf at: 34.75 to 10 pif at 39-25
BC- From 30 pIf at 39.25 to 30 pIf at 41.33
BC- Fr'cm 10 pit at 41.33 to TO pEf at 49.60
BC- From 20 pif at 49.60 to 20 pif at 56.67
BC- 1474.81 Ib Cork. Load at 7.06,494.0
BC- 645.08 lb Cor7c. L.€sad at 9.06,15,06,17.06,19.06
21-06,23-06,25-06,21 06,29.06,29- 60,31,60,33. 60,35. 60
37-60,39-60,41.60,47.60
BC- 635.56 Ib Cone Load at 11.06,13-06,43.60,45.60
PROVIDE (4) 0-131"X3.0" GUN NAILS IN AREA OF CONCENI-RATED
LOAD OPPOSITE HANGER, 'WITHOUT SPLITTING LUMBER,
6X8(SRS)(R)tj\
7X8= 3X4= 7X8=
4X5(Al)-- 6X8= 7X8=
4X5!1I
4X5=
A-0
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR.
3 COMPLETE TRUSSES REQUIRED I _
Nail Schedule:0.148'x3", min, nails
Fop Chord: 1 Row ®12.00" o.c.
got Chord: 1 Roar @ 6.25- o.c.
Webs 1 Row 9 4" o.c.
Repeat nailing as each layer is applied. Use equal spacing
between rows and stagger nails in each row to avoid splitting.
140 mph wind, 15,46 ft mean hgt, ASCE 7-10, CLOSED bidg, not located
within 9.00 ft from roof edge, RISK CAT I!, EXP C, wired TO DL=4.2 psf,
wind BC DL=5,0 psf. GCp-v(+/-)=0,18
Wind loads and reactions based on NWFRS.
Left and right cantilevers are exposed to wind
Calculated horizontal deflection is 0,08" due to live load and 0.18"
due to dead load.
In Ilan of rigid ceiling use purlins to brace BC @ 48" OC.
Truss passed check for 20 psf additional bottom chord live load in
areas with 42"-high x 24"-wide clearance.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1.50.
WARNING: Furnish a copy of this DING to the installation contractor.
Special care must be taken during handling, shipping and installation
of trusses, See "'WARNING" note below:.
3X4 7X8=
4X6- H0510= H0510= 4X6=
4X8-
12-0-0
4X5- 6X8(SRS)(R)A/4X5111
7X8= 4X5(A1)=
6X8=
15-0 _0 _C 26-8-0 15-0-0
56-8-0 Over 2 Suppo
R=10134 U=2750 W=8"
Design Crlt: FBC2014Res/TPI-2007(STD)
PLT TYP. 20 Gauge HS,Wave -- - FT/RT=20%(0%)/O(0) 16
d --IAfGI READ- FOL--D ALL NDTES ON THIS INGI 9
MIAN7FU ISFS TMIS DkARI,G TO ALL 6 tqC MING THE 5nTALLERS
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PLS fl h C 5 y y TPI W?CA)
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spore 4 cy y or Cho Coslgw straarr. Ttw suF ab f ity ,rtC teas of this Crary{eorg 4or sexy at uezura to Vr res4>
senitkcy at exo BvatC trip ESes tgr+¢r Frcr pMS1/ Plt1 S ,2. r
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SF - cp,r- ,,, -A sb..nc.0 v.ry <cfl. ,f www ireva Y.neq ` R=
10152 U=2755 W=8" TY:
2 FL/--/4/-/-/R/- Scale=.125"/Ft. tra
M TC
LL 20,0 PSF REF R6666- 69079 18 -
TC DL 20.0 PSF DATE 02/06/17 x
BC
DL 10.0 PSF DRW HCUSR6666 17037465 S
tI
AT (
a e
BC
LL 0,0 PSF HC-ENG KD/WHK 8
TOT.
LD. 50.O PSF SEQN 120249 t
DUR.
FAC. 1,25 FROM JS iitmam
Ei. Krick Lic. Number 7086pSPAC I NG 24.0" JREF- 1VY46666Z11 02/
06/20 i 7
24191 -/ I ntext Construct [On, Inc. /SANFORD MEDICAL OFFICE 1621 W. First St
VaIL10 Set: 13B (Effective 6/1/2013)
Top chord 2x6 So #2 :T1, T6 2x4 SP M-30:
Bot chord 2x4 SP #1 :B2, B4 2x4 SP M-30
Webs 2x4 SP #3 W2, V414 2x4 SP #2:
Lumber value set '1313- uses design values approved 1/30/2013 by ALSC
Calculated horizontal deflection is 0.11" due to live load and 0.22"
due to dead loan
In lieu of rigid ceiling use purlins to brace BC @ 48" OC.
Bottom chord checked for 10.00 psf non -concurrent live load.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1 50,
MWFRS loads based on trusses located at least 7.94 ft.
from roof edge.
6A3 (/A I )
4X4
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR.
S - H17)
140 mph Wind, 15,88 ft mean hgt, ASCE 7-10, CLOSED bldg, not located
within 13.00 ft from roof edge, RISK CAT 11, EXIS C, wind TC DL=4,2
psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18
Wind loads and reactions based on MWFRS with additional C&C member
design.
Left and right cantilevers are exposed to wind
a) #3 or better scab reinforcement. Same size & 80% length of web
member. Attach with 10d Box or Gun (0.128"xY,min.)nails @ 6" OC.
Truss passed check for 20 psf additional bottom chord live load in
areas with 42"-high x 24"-wide clearance.
WARNING: Furnish a copy of this DWG to the installation contractor.
Special care Most be taken during handling, shipping and installation
of trusses. See "WARNING" note below.
5X7,
7X8(R)
2X4 5X7
7X8(R)
3X4
WM
3X10-1-
3X5
3X4 7X8 4X4 1
H051 0 H0308= 3X5 (Al
zU0 W-
17-0-0 - — ------ — 22-8-0 17-0-0
56-8-0 Over 2 Support
R=3110 J=625 W=8-
RL=220/-220
Design Crit: FBC2014Res/TPI-2007(STD)
PLT -TYP. 20 Gauge H-S, Wave --------F-T/RT=20%(0%)/0(0) 16
WARNINGS'" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
FoZN I SH TH 5 S DRAWING TO AL I COXikACTMS I NCLUD tPtG THE IKSTAtCEftS.
Cn-1111— 1-1111 T11 —1 RCS
13 7 8111
ri
L
AN IrWCOMPA—
IA —I 111t, 1— g_— 6,, pan
bkflT- MiStIPII T11
R=
3120 U=625 W=8" H.
L
ram QTY: 2 08
1 S
ifliam
H. Krick Lit. Number 70 02A)
6/2017 w-
12-0-0 FL/-/
4/-/-/R/- TC
LL 20.0 PSF TC
DL 20.0 PSF BC
DIL 10.0 PSF BC
LL OO PSF TOT.LD.
50,10 PSF DUR.FAC.
1.25 ISPACING 24.
0" Scale =.125"/
Ft. REF R6666-
69080 DATE 02/
06/17 DRW HCUSR6666
17037454 HC-ENG
KD/WHK SEQN- 120201
FROM JS
JREF- 1VY46666211
24191-/Intext Construction, Inc. /SANFORD MEDICAL OFFICE -- 1621 W. First St
Value Set.: 13B (Effective 6/1/2013)
Top chord 2x6 SP #2 T1 2x4 SP #1: J6, T7 2x4 SP #2:
Bot chord 2x4 SP sl 132, B3 2x4 SP M-31,
B5 2x4 SP #2:
Webs 2x4 SP #3 W2 2x4 SP #2
W17, W19 2x4 SP #1:
Lumber value set '138" uses design values approved 1/30/2013 by ALSC
a) #3 or better scab reinforcement. Same Size & 80% length of web
member. Attach with 10d Box or Gun (0 128-x3",min.)nails @ 6" OC.
Truss passed check for 20 psf additional bottom chord live load in
areas with 42"-high x 24"-wide clearance,
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1.50.
MWFRS loads based on trusses located at, least 8.15 ft.
from roof edge.
THIS [ING PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUMMED BY TRUSS MFR.
140 mph wind, 16.30 ft mean hgt, ASCE 7-10, CLOSED bldg, not located
within 13.00 ft from roof edge, RISK CAT 11, EXP C, wind TC DL=4.2
psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18
Wind loads and reactions based on MWFRS with additional C&C member
design.
Left cantilever is exposed to wind
Calculated horizontal deflection is 0.12" due to live load and 0.25"
due to dead load.
In lieu of rigid ceiling use purlins to brace BC @ 48" OC.
Bottom chord checked for 10.00 psf non -concurrent live load.
WARNING: Furnish a copy of this DWG to the installation contractor.
Special care must be taken during handling, shipping and installation
of trusses. See "WARNING" note below.
6X8 5X7- IBM-
3X5 (Al H051 0 .
1
H031 03X8 3X8
4X10
H0308
ZA p
14-0-0 1-4-9
7X8---- T
0
12-0-0
E=
19-0-0 0 — ------------------------ _j — ----------- 11__8 __-6— __01 aw53-4-0
54-8-0 Over 2 Sup
R=3197 U=630 W=8"
RL=240/-200
Note: All Plates Are 3X4 Except As Shown.
Design Crit: FBC2014Res/TPI-2007(STD)
PLT TYP. 20 GaLlge HSJVave FT/RT=20%(O%)/O(0) 16
E. . FOLLOW ALL NOTES ON THIS DRAWINGf
11111TMT.. FUMOM THIS ORA.IN TO ALL CiIOFrLTORS ENC1tSp ING THE INSTALLERS R--
7
A
E.... ......... . ..... UAN
I W C C1 MPA NY . . ..... T- -
1-i I.,, AAS
I /TP I I TP!
1AKSMARDRAMA
2
TPMTYnaki
I ST
T 41
rant
I'l, Krick Lic. Nurribe, 70: FL/-/
4/-/-/R/- TO
ILL 20.0 PSF TC
DL 20.0 PSF BC
DL 10.0 PSF BC
LL 0.0 PSF TOT.
LD. 50.0 PSF DUR.
FAC. 1.25 FSPACING
24.0" Scale =.
125"/Ft. REF
R6666- 69 081 DATE
02/06/17 DRW
HCUSR6666 17037455 HC-
ENG KD/WHK SEQN-
120205 FROM
JS JREF-
1VY46666Z11 021'
061/2017
24191-/Iritext Construction, Inc. /SANFORD MEDICAL OFFICE -- 1621 W. First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x6 SP #2 T1 2x4 SP M-30!
J6 T7 2x4 SP L2
Bat chord 2x4 SP #1 :B1 2x4 SP M-30: :B2 2x4 SP M-31:
135 2x4 SP #2:
Webs 2x4 SIT #3 l42, IN18 2x4 So #2:
W16 2x4 SIT #1
Lumber value set "13B'uses design values approved 1/30/2013 by ALSC
Calculated horizontal deflection is 0. 12" due to I i ve load and 0 . 23"
due to dead load.
In lieu of rigid coiling use purlins to brace BC @ 48" OC.
Bottom chord checked for 10,00 psf non -concurrent live load.
WARNING: Furnish a copy of this DWG to the installation contractor.
Special care must be taken during handling, shipping and installation
of trusses, See "WARNING" note below.
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS A DIMENSIONS) SUBMITTED BY TRUSS MFR.
S - H21 )
140 mph wind, 16.71 ft mean hgt, ASCE 7-10, CLOSED Bldg, not located
within 13.00 ft from roof edge, RISK CAT 11, EXP C, wind TIC DL=4.2
psf, wind BC DL=5.0 psf. GCpi(+/-)=0,18
Wind loads and reactions based on MWFRS with additional C&C member
design.
Right end vertical not exposed to wind pressure.
Left cantilever is exposed to wind
a) #3 or better scab reinforcement. Same size & 80% length of web
member. Attach with 10d Box or Gun (0.128"x3",min.)nails @ 6" OC,
Truss passed check for 20 psf additional bottom chord live load in
areas with 42"-high x 24"-wide clearance.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1,50,
MWFRS loads based on trusses located at least 8.36 ft.
from roof edge.
om
SIX7
7X8 7X8- 6X8—
fi
9
4 X 1 0,R4- 0 - 0
2-21
0
4:->-
12-0-0 I
I 3A3
3X4
3X4 H0308 3X4----,
H0308 6X12(SRS)-- 2X4;P 4X10
H0308
3X8
3X4 4X10--- 4X6
21-
0-0 8 - —0----J-1 1 ----8 - 6 ------------ L ------- 7----3-- iq -1 53-4-0 07 0 54-
8-0 Over 2 Supports— R=
3225 M33 W=8" RL-
267/-213 INV -
H, Design
Crit: FBC2014Res/TP I - 2007 (STD) X\W .... ..... PET
TYP. 20 Gauge HS,Wave FT/RT=20%(O%)/O(0) 16. 4,-zcWAJ
HZI ; READ AND FOU ON AU NOTES ON THIS ORAWMGf HVMT '-
ANT- FlMiitTHIS DRAWIlIm TO ALL C S 51MLIMING THE IlitSTAUM ti 08 1 L,:- T11 -
1'—A) 1- --1, BC -1
i ZIVStA 0
S
A-11
LI1ANT
W C 0 V PAN A .. . ..... T-,T-
In
Por -Y C iliam H.
Krick [,is Number I i 7797
R=2943 J=
612 W=8" 2 FL/-/4/-/-/
R/- — TCL IL 20.
0 PSF TIC DL 20.
0 PSF BC DL 10.
0 PSF 13C LL 0.
0 PSF TOT.LD. 50.
0 PSF DUR.FAC. 1.
25 46 ISPAC I
NG 24.0" Scale =.125"/Ft.
REF R6666-69082
DATE 02/06/
17 DRW HCUSR6666 17037456
HC-ENG KD/
WHK SEQN- 120208 FROM
JS JREF-
1VY46666Z11
24191 1 ntext Construction, Inc. /SANFORD MEDICAL. OFFICE 1621 W. First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x6 SP #2 T1 2x4 SP M-30:
T5, T6 2x4 SP #2:
Bat chord 2x4 SP #1 :B2, B3 2x4 SO M-31:
B5 2x4 SP #2:
Webs 2x4 SP #3 V12, W18 2x4 SP #2:
2x4 SO #1:
Lumber value set '1313" uses design values approved 1/30/2013 by ALSO
Calculated horizontal deflection is 0.09" due to live load and 0.19"
due to (lead load.
b) (2) #3 or better scab reinforcing members. Same size & 80% length
of web member. Attach one to each face w/10d Box or Gun
0.128''xY,min,) nails @ 6" OC.
Bottom chord checked for 10.00 psf non -concurrent live load.
WARNING: Furnish a copy of this DWG to the installation contractor.
Special care Must be taken during handling, shipping and installation
of trusses. See "WARNING" note below.
THiS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS} SUBMITTED BY TRUSS MFR
140 mph wind, 17,13 ft mean hgt, ASCE 7-10, CLOSED bldg, not located
within 13.00 ft from roof edge, RISK CAT 11, EXP C, wind TC DL=4.2
psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18
Wind loads and reactions based on MWFRS with additional C&C member
design.
Right end vertical not exposed to wind pressure.
Left cantilever is exposed to wind
a) #3 or better scab reinforcement. Same size & 80% length of web
member. Attach with 10d Box or Gun (0.128"x3",min,)nails @ 6" 0C.
In lieu of rigid ceiling use purfins to brace BC @ 48" OC.
Truss passed check for 20 psf additional bottom chord live load in
areas with 42"-high x 24"-wide clearance.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1.50.
MWFRS loads based on trusses located at least 8.56 ft.
from roof edge.
3X4--
5X7, 3X4 6X8 3X4 6X8'_,
f
5X7
i4 - 0 - 0
4X6
12 -0-0
3X5 (Al) H0308 H051 07X83X83X& 3X1 2 3X5 H:
4X4 3X4
H051 0
7X12A
23 =0 - O7-1 -
10 15-6-0 53-
4-0 0 0 54-
8-0 Over 2 Support-s-_______________ R=
3171 11=635 VII=8" R=2930 J=616 W=8" RL=
294/-235 Design
Crit: FBC2014Res/T1p1-2O07(STD) PLT
TYP. 20 Gauqe HS,Wave FT/RT=20%(O%)/0(0) 16 YP&
FtN I NG I READ AND FOLLOW ALL NOTES ON THIS DRANINGt I '
IOU" Ft iSH THIS DR WING TO ALL COKTRACTMS INCUMiW THE iNSTALLEEiSarsl
p--
N—,
I'
iA C- Lid " i-,
torrox —1h A&r5-P1 1 1— 1 1 pp,,,q AN
T WCOMPANY P, . . ...... A -.
1 protons.... .
T-
SIIPI1 S—,2, 0,
OT) 01,
08 1 STAT
0 0
N
iam
11. Krick I Ac. Number FL/-/
4/-/-/R/- TC
LL 20.0 PSF TC
DL 20,0 PSF BC
DL 10,0 PSF BC
LL 0.0 PSF TOT.
LD. 50.0 PSF DUR.
FAC. 1.25 l6
PPAC I NG 24.0" Scale = .
125"/Ft, REF
R6666- 69083 DATE
02/06/17 DRW
HCUSR6666 17037457 HC-
ENG KD/VVHK SEQN-
120211 FROM
JS JREF-
1VY46666Z11
24 1621 W. First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x6 SP *2 :11, T5 2x4 SP M-30:
J6 2x4 SP #2
But chord 2x4 SP #1 135 2x4 SP #2:
Webs 2x4 SP #3 :W2, W14, W19 2x4 So #2:
Lumber value set '1313" uses design values approved 1/30/2013 by ALSC
Left cantilever is exposed to wind
a) #3 or better scab reinforcement. Same size & 80% length of web
member. Attach with 10d Box or Gun (0.128"0",min.)nails @ 6" OC.
Truss passed check for 20 psf additional bottom chord live load in
areas with 42"-high x 24"-wide clearance,
WARNING: Furnish a copy of this DWG to the installation contractor.
Special care must be taken during handling, shipping and installation
of trusses, See "WARNING" note below.
r,V-7
6X8 6 X 8
THIS DWG, PREPARED FROM COMPUTER INPUT (LOADS & DIMENSMS) SUBMITTED BY TRUSS MFR.
S - H25)
140 mph wind, 17.55 ft mean hgt, ASCE 7-10, CLOSED bldg, not located
within 13.00 ft from roof edge, RISK CAT 11, EXP C, wind TIC DL=4,2
psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18
Wind loads and reactions based on MWFRS with additional C&C member
design.
Right end vertical not exposed to wind pressure.
Calculated horizontal deflection is 0.10" due to live load and 0.21"
due to dead load.
In lieu of rigid ceiling use purlins to brace BC @ 48" OC.
Bottom chord checked for 10.00 psf non -concurrent live load.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1.50.
MWFRS loads based on trusses located at least 8,77 ft.
from roof edge.
ffm
i
5X7 2-5-1
14 - 0 - 0 1
4X6
712-0-0
7X8 rl0608
3X5 3X8- 3M- 5X8 5X7 7X8111
4X4 3X4
H0308 H0308 2X4
1-11 -7-8-6
3-6-0
53-4-0 00
54-8-0 Over 2 Supports—--- — — - ------- ------------------------- --
R=3156 U=640 11=8" R=2972 U=620 W=8"
RL=322/-260
Design Crit: FBC2014Res/T1aI-2007(STD) '0
PLT TYP. 20 Gauqe HS,Wave FT/RT=20%(O%)/O(0) 16 tia Q T Y 2 FL/-/4/-/-/R/-
WARNING1*1 READ AND FOLLOW ALL WTES ON THIS DRAWINGf
INYORTANT FUMISH THfS EIRWVNG TO ALL MS INCLMING THE INSTALLF, 41 TC LL 20.0 PSF
LIS' tF111111-1 WTI, 1 TIC DL 20O PSF G. 08 BC
DIL 10.0 PSF j
S VAT 0 Z!j u BC LL 0,0 PSF Z'-'L_ Lf Ltm ....... . ...... . . AN
I WCOMPANY A
TOT.
LD. 50.0 PSF y
y —Y L
e DUR. FAC, 125 11 '011,.",_
lilliarri 11. Krick Lic. Number 70 l6F3PAC I NG 24.0" 01,06/
2017 Scale =.125"/
Ft. REF R6666-
69084 DATE 02/
06/17 DRW HCUSR6666
17037458 HC-ENG
KD/WHK SEQN- 120214
FROM JS
JREF- 1VY46666Z11
24191-/Intext Construction, Inc /SANFORD MEDICAI OFFICE -- 1621 W. First St
Value Set.: 13B (Effective 6/1/2013)
Top chord 2x4 SP M-31 J3 2x4 SP M-30:
J4, T7 2x4 SP #2: J5 2x4 SP #1:
But chord 2x4 SIT #1 M 2x4 SP M-31: :BS 2x4 SP #2:
Webs 2x4 SP #3 :W2, W13, W16, W18 2x4 SP #2:
Lumber value set "13B Ir uses design value-, approved 1/30/2013 by ALSC
Left cantilever is exposed to wind
Calculated horizontal deflection is 0,09" due to live load and 0,18"
due to dead load.
In lieu of rigid ceiling use purlins to brace BC @ 48" OC.
Bottom chord checked for 10.00 psf non -concurrent live load.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1.50.
MURS loads based on trusses located at least 8.98 ft.
from roof edge. 5X8
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR
S - H27)
1 plate(s) require special positioning. Refer to
scaled plate plot details for special positioning requirements.
140 mph wind, 17.96 ft mean hgt, ASCE 7-10, CLOSED bldg, not located
within 13.00 ft from roof edge, RISK CAT 11, EXP C, wind TO DL=4.2
psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18
Wind loads and reactions based on FMFRS with additional C&C member
design.
Right end vertical not exposed to wind pressure.
a) #3 or better scab reinforcement. Same size & 80% length of web
member. Attach with 10d Box or Gun (0.128"x3",min.)ITails @ 6" OC.
Truss passed check for 20 psf additional bottom chord live load in
areas with 42"-high x 24"-wide clearance.
WARNING: Furnish a copy of this DWG to the installation contractor.
Special care must be taken during handling, shipping and installation
of trusses. See "WARNING" note below.
mm
5X7
4-0-0
4X6
12-0-0
3X5 (Al )
7X8 3X4
H051 0
4X8 - H0308
3X10 2X4
4X4
H0308
3X8 5X7
8MO_()
2-8T 11-8-6 -_1 7-9-10 -0Z7 __O - 0 _L- -
53-4-0
0 0
54-8-0 Over 2 Supports----- -------------- - -----------
R=3176 U=646 W=8"
RL-350/-286
Design Crit: FBC2014Res/TPI-2007(STD)
PLT TYP. 20 Gauge HS,Wave FT/RT=20%(O%)/O(0) 16
READ AND FOLLOW ALL NUES ON THIS DRMMI
11111TWI.. FURNnM THM —WING TO ALL CMTRACTOOS INCtUUING THE IN5TALLERS, Z
T11 IAi I'll 1:
2 1 PIA
I 1"A,
AN !TW
COMPANY A P_
f-- 1-11, ity T
T_ J-1-
1 11Y -dl« MSUTPf I Sc 2 60 H,
QTY: 2
FL/-/4/-/-/R/- TIC LL
20,0 PSF 08 1
TC DL 20.O PSF BC DL
10.0 PSF 6 AT
0 441 BC
LL 0.0 PSF TOT.LD.
50.0 PSF NA DUR.
FAC. 11.25 illiarri 11.
Krick Lic. Number 70 6lSPAC I NO 24.0" 02/06/
2017 Scale =.125"/
Ft. REF R6666-
69085 DATE 02/
06/17 DRW HCUSR6666
17037459 HC-ENG
KD/WHK SEQN- 120217
FROM JS
JREF- 1VY46666Z11
24191-/Intext Construction, Inc. /SANFORD MEDICAL OFFICE -- 1621 W. First St
Value Set: 13B (Effective, 6/1/2013)
Top chord 2x4 SP #2
Bat chord 2x4 SP #2
Webs 2x4 SP #3
Lumber value set '13B- uses design values approved 1/30/2013 by ALSC
In lieu of rigid ceiling use purlins to brace BC @ 48" OC,
Left side jacks have 7-0-0 setback with 2-0-0 cant and 0-0-0 overhang.
End jacks have 7-0-0 setback with 2-0-0 cant and 0-0-0 overhang.
Right side jacks have 7-0-0 setback with 2-0-0 cant and 0-0-0 overhang.
3X4 Ili
2 - 0 - 0'
I
7-0-0
R-1793 U=776 W=Y
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR.
S - H7A)
140 mph wind, 18.80 ft mean hgt, ASCE 7-10, PART.—ENC, bldg, Located
anywhere in roof, RISK CAT 11, EXP C, wind TC DL=4.2 psf, wind BC
DL=5.0 psf. GCpi(+/-)=0.55
Wind loads and reactions based on MWFRS.
Left and right cantilevers are exposed to wind
1 hip supports 7-0-0 jacks W/2 panel TC and no end vert.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1.50,
5X8= 2X4 ill 5X8=
24-8-0 Over 2 Suppo
Design Crit: FBC2014Res/T1?l-2007(STD)
PILT TYP. Wave FT/RT=20%(O%)/0(0) 16
WARNINGul" REAP AND FOLLOW ALL NOTES ON TWS DRAWINGI
1 ,ANT" FL"ISi4 THIS DRAWIW, TO ALL C—TRACTORS LNCLMM THE Iks,A LTNS.
TP 11-A
1. 0— I", , II I". "111, 11 11111-1-111 —h ANSI/TPI
AN fTW(OMPANY
0 this A— —PA f
I A, AIlly11ba —1 — -—
b— y IA-ig— — MSUMI 1 Sae.2,
17-0-0
3A3X4IIJAW/A I
7-0-0 --1
nI
R=1798 U=776 W=3"
H
a
M
am H. Krick Lic Nurnber
1
T—
FL/-/4/-/-/R/-
TC LL 20.0 PSF
TIC DIL 20.0 PSF
BC DL 10.0 PSF
BC ILL 0,0 PSF
TOT.LD. 50.0 PSF
DUR.FAC. 11.25
J(, PAC I NO 24.0-
17
Scale =.3125"/Ft.
REF R6666- 69086
DATE 02/06/17
DRW HCUSR6666 17037460
HC-ENG KD/WHK
SEQN- 120220
FROM JS
JREF- 1VY46666Z11
24191-/Intext Construction, Inc. /SANFORD MEDICAL OFFICE 1621 W. First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 So #2
But chord 2x4 SP #2
Webs 2x4 SP #3
Lumber value set '1313" uses design values approved 1/30/2013 by ALSC
In lieu of rigid ceiling use purlins to brace BC @ 48" OC.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for, dead load is 1,50.
3X4
3X4 11
2-0--ate
9-0-0
R=1279 fJ=510 W-3"
RL=94/-94
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR.
140 mph wind, 19.21 ft mean hgt, ASCE 7-10, PART.-ENC, bidg, not
located within 9.00 ft from roof edge, RISK CAT 11, EXP C, wind TC
DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.55
Wind loads and reactions based on MWFRS with additional C&C member
design.
Left and right cantilevers are exposed to wind
Bottom chord checked for 10.00 psf non -concurrent live load
5X8- 5X8-
Design Crit: FBC2014Res/TP1-20O7(STD)
PLT -TYP, Wave FT/RT=20%(O%)/O(0) 16
WARNING1*1 READ AND FOLLOW ALL NOTES OR THIS DRWIW 14
ImANT .. FM TM5 MG TO ALL CG lWCLMt THE Ctt TkLLEWS, CA) gr II
1h1' F, z' "'
LJAN
I r
W CC,,MPA- A gn Tho
11-
1— 1 -
1Y tk.l erg De gn iro MSUTF1 1 S 2 T- T% 08
1
1
1 S T 0
1* NAli. i
iam If,
Krick
I ic. Number 3X4 III 2 -
0 - 0->
J O_O__I
R=1279 J=
510 UY FL/-/4/-/-/R/-
TIC LL 20.
0 PSF TIC DIL 20,
0 PSF BC DL 10.
0 PSF BC ILL 0.
0 PSF TOT.LD. 50.
0 PSF DUR.FAC, 1.
25 96 iSPAC I
NG 24.0" 17-0-0
Scale =.3125"/Ft.
REF R6666- 69087
DATE 02/06/
17 DRW HCUSR6666 17037461
HC-ENG KD/
WHK SEQN- 120225 FROM
JS JREF-
1VY46666Z11 N
24191-/Intext Construction, Inc, /SANFORD MEDICAL OFFICE -- 1621 W. First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2
Bot chord 2x4 SP 42
Webs 2x4 SP 43
Lumber value set '1313" uses design values approved 1/30/2013 by ALSC
Left cantilever is exposed to wind
The following members need concentrated loads at the heel: 0-0-0
span/setback member on the 1-11-7 cant side requires 35 Ins and the
0-0-0 span/setback member on the 1-11-7 cant side requires 35 lbs.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1,50,
9
2 - 9 -
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR.
S - HJ4)
140 mph wind, 15.51 ft mean hgt, ASCE 7-10, PART.-ENC. bidg, Located
anywhere in roof, RISK CAT 11, EXP C, wind TC DL=4.2 psf, wind BC
DL=5.0 psf. GCpi(+/-)=0.55
Wind loads and reactions based on MWFRS.
Right end vertical not exposed to wind pressure.
In lieu of rigid ceiling use purlins to brace BC @ 48" OC.
Sub -fascia beam assumptions: 0-0-0 sub -fascia beam on the 1-11-7
cantilever side, 0-0-0 sub -fascia beam on the 1-11-7 cantilever side.
Hipjack supports 5-7-8 setback jacks with 1-11-7 cantilever one face;
1-11-7 cantilever opposite face.
am
7-11-7 Over 2 Supports—
R=381 U=179 W=11.313" R=141 U=37 W=11.314"
Design Crit: FBC2014Res/TPl-20O7(STD)
PLT TYP. Wave FT/RT=20%(O%)/O(0) 16
hZT ----I NOTES OR THIS DRAWINS1 '- _REW AW FOLLOW Al
FURNISH THIS —WING TO 0.IL CONTRACT- INCLUDING THE INSTALLERS
yt
C—,
S 'T"y Ip,ng
A ... Inl c ono a nc lrrp cr,ln.e«Ir+{s
IF IX
2-8-2
I -
t-1 4-0-0
TY: 2
a
0
A* 4
iarn 11. Krick Lic. Number 708
024)6z2017
FL/-/4/-./---/R/-
TC LL 20.O PSF
TC DL 20.0 PSF
BC DL 10.0 PSF
BC LL 0.0 PSF
TOT.LD. 50.0 PSF
DUR.FAC. 1.25
PPACING 24.0"
Scale =.5"/Ft.
REF R6666- 69088
DATE 02/06/17
DRW HCUSR6666 17037462
HC-ENG KD/WHK
SEQN- 120228
FROM is
JREF- 1VY46666Z11
24191-/Intext Construction, Inc. /SANFORD MEDICAL OFFICE -- 1621 W. First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP M-31
Bot chord 2x4 SP M-31
Webs 2x4 SP #3
Lumber value set '13B" uses design values approved 1/30/2013 by ALSC
In lieu of rigid ceiling use purlins to brace BC @ 48" OC,
Sub -fascia beam assumptions: 0-0-0 sub -fascia beam on the 1-11-7
cantilever side. 0-0-0 sub -fascia beam on the 1-11-7 cantilever side.
Deflection meets L/360 live and L/240 total load Creep increase
factor for dead load is 1.50.
a
2 - 9 - 3---
9-10-1 Over 3 Suppo
R=533 U=275 1111=11.313"
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR.
S - HJ7)
140 mph wind, 18,79 ft mean hgt, ASCE 7-10, PART._ENC. Bldg, Located
anywhere in roof, RISK CAT 11, EXP C, wind TC DL=4.2 psf, wind BC
DL=5.0 psf. GCpi(+/-)=0.55
Wind loads and reactions based on MWFRS.
Left cantilever is exposed to wind
The following members need concentrated loads at the heel: 0-0-0
span/setback member on the 1-11-7 cant side requires 58 lbs and the
0-0-0 span/setback member on the 1-11-7 cant side requires 58 lbs.
Hipjack supports 6-11-8 setback jacks with 1-11-7 cantilever one face;
1-11-7 cantilever opposite face.
Provide 3 0.131"xY nails, toe nailed at Top chord.
Provide 2 0.131"x3" nails, toe nailed at But chord.
Design Crit: FBC2014Res/TP1-20O7(STD)
PLT TYP. Wave FT/RT=20%(O%)/O(0) 16
READ AM FOLLOW ALL NOTES ON TMS "'O"UNG'
Iloc"T.. F I THIS WfXG TO ALL MS I*C1WiP4G THE -ThLERS,
1'1_"1 *I
2rn-- 16- 7 p,-
P
A"
AN ITW CC)MPANY
T-
q WTCA -q ty
R=258 U=165
19-11-5
R=55 J=0
S4T 0 . It 4
liam
H. Krick Lic. Number 70 3-
Z-13 FL/-/
4/-./-/R/- TIC
LL 20.0 PSF TC
DL 20.0 PSF BC
OIL 10.O PSF BC
LL 0,0 PSF TOT,
LD. 50.O PSF DUR.
FAC. 1.25 ISPACING
24.0" Scale =.
5"/Ft. REF
R6666- 69089 DATE
02/06/17 DRW
HCUSR6666 17037463 HC-
ENG KD/WHK SEQN-
120231 FROM
is JREF-
1VY46666Z11 02/'
06,/2017
24191-/Iritext Construct;on, Inc, /SANFORD MEDICAL OFFICE -- 1621 W. First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2
Bot chord 2x4 SP #2 :B2 2x6 SP #2:
Webs 2x4 SP #3
Lumber value set "13B' uses design values approved 1/30/2013 by ALSC
Left cantilever is exposed to wind
Bottom chord checked for 10.00 psf non -concurrent live load.
MVJFRS loads based on trusses located at least 7,73 ft,
from roof edge.
3X4
I.—
2X4 I
2-0-a- -'
R=914 U=110 W=8"
RL=256/-72
THIS DWG PREPARED FROM COMPUTER tNPUT (LOADS A DIMENSIONS) SUBMITTED BY TRUSS MFR
S - Mi)
140 mph wind, 15.46 ft mean hgt, ASCE 7-10, CLOSED bldg, not located
within 9.00 ft from roof edge, RISK CAT 11, EXP C, wind TC DL=4.2 psf,
wind BC DL=5.0 psf, GCpi(+/-)=018
Wind loads and reactions based on MWFRS with additional C&C member
design.
Right end vertical not exposed to wind pressure.
In lieu of rigid ceiling use purlins to brace BC @ 48" OC.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1.50,
15-0-0 Over 2 Su
Design Crit: FBC2014Res/TPI-2007(STD)
PLT TYP. Wave FT/RT=20%(O%)/O(0) 16
READ AND FOL OX ALL NOTES ON THIS DRAWING! WA,RN I NGi L
I 'Im"T.. F j T— I NO TO ALL CONTRACIMS H4OLUD NG THE INSTALLERS.
Ad LJJ"-JJ,
L= I AN
tiW CO MPAN' A ...
I -JH, tntl Scs..... f ....... I 11/
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12-0-0 4X8 (
R) ill R=
645 U=202 30
FL/-/4/-/-/R/- TC
LL 20.0 PSF TC
DIL 20.0 PSF BC
DL 10.0 PSF BC
ILL 0,0 PSF TOT.
ILD. so. 0 PSF S/
GNAL b OUR. FAC. 1.25 Harrill.
Krick Lic, Number 70WSPACING 24. 0" 02j'
06/2017 Scale =,
3 75"/Ft. REF --
R6666— 69090 DATE
02/06/17 DRW
HCUSR6666 17037449 HC—
ENG KDAHK SEQN—
120234 FROM
JS JREF—
1VY46666Z11
24/e1-//ntexr CorLst=ct."", Inc. /SANFORoMEo/ox OFFICE — 162/ n, First St
Value Set: 13B (Effective 6/1/2013)
Tor chord ax« sp #z
enr chord 2v4 sp #z :az zxs sp #o
wauy zx* sp #s
Lumber value ,"t ^13e' uoco design values approved 1/30/20/3 by xLSC
Left cantilever /s exposed to wind
Bottom chord checked for 10on par non -concurrent //"e load. MmS /
unus based on trusses located at least 7.50 rt from
rvur vuue M
3X4—
L--
z 0-0--_e-I u~
924 1-1~1*2 w~o^ xL~
787/ sz THIS
DWG PREPARED FROM COMPUTER INPUT (LOADS »DIMENSIONS) SUBMITTED BYTRUSS um 140 mph
wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bidg, not located within 9.
00 ft from roof edge, RISK CAT 11, EXP C, wind TC DL=4.2 psf, Wind loads
and reactions based on MRS with additional C&C member Right end
vertical not exposed to wind pressure. In lieu
of rigid ceiling use purlins to brace BC @ 48" OC. Deflection meets
L/360 live and L/240 total load. Creep increase factor for
dead load is 1.50. 15-0-
0 Over 2 Suppn Design Cr/
t: FBC2014Res/TP1-20Q7(3TD) EIFEL ING
I**
READ AIM FOLLOW ALL NOTFS 00 THIS DRAWIWf 4 3X4--
10 GNAL
02/
06/
2017 FL/-/4/-/-/
R/- TC LL
20.0 PSF TC DL
20.0 PSF 8C DL
10,0 PSF BC LL
0.0 PSF TOT.LD.
50.0 PSF DUR.FAC.
1.25 SPAC)NG
2*.0' 1z-o-
o Scale ~.5^/
Ft. REF RbGGO-
69081 DATE 02/
06/17 DRW moseeo `,
oz/*oo HC-ENG
KQ/WRK S[0N
120237 FROM ]S
JREF 1VY46866Z11
24191-/Iritext Construction, Inc. /SANFORD MEDICAL OFFICE -- 1621 VIL First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2
Bot chord 2x4 SP #2 :B2 2x6 SIT #2:
Webs 2x4 SP #3
Lumber value set '13B" USeS design values approved 1/30/2013 by ALSO
Left cantilever is exposed to wind
Bottom chord checked for 10.00 psf non -concurrent live load.
MWFRS loads based on trusses located at least 7.52 ft.
from roof edge.
3X4 (Al ) --
3X4--
L— 2 -- 0 - O--"
R=924 U=127 'N=8"
RL=221/-63
15-0-0 Over 2 Suppo
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENStONS) SUBMITTED BY TRUSS MFR.
S - MH13)
140 mph wind, 15.05 ft mean hgt, ASCE 7-10, CLOSED bidg, not located
within 9.00 ft from roof edge, RISK CAT 11, EXP C, wind TC DL=4.2 psf,
wind BC DL=5.0 psf, GCpi(+/-)=0.18
Wind loads and reactions based on MWFRS with additional C&C member
design.
Right end vertical not exposed to wind pressure.
In lieu of rigid ceiling use purlins to brace BC @ 48" OC,
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1.50.
Design Crit: FBC2014Res/TPI-2007(STD)
PLT TYP. Wave FT/RT=20%(O%)/O(0) 16
READ —AIM FOLLO-W---ALL —W-T—FS O—NTHIS —DRAWING!
IMPMANT" FU"ISH THIS DRAWMG TO ALL CMTRACTORS LNCULDIIIA THE INSTALLERS,
41 .
IS .7
11- 7
JN" 1=
AN W CCLVPAN....... I A s lh4 --,o P—f i t "i—I
119 -1" msr/Tpl I
12-0-0
K
TY: 4 FL/-/4/-/-/R/- Scale =,375"/Ft.-
TC LL —20.00 PSF REF R6666- 69092
1140.. 0 TC DIL 20.0 PSF DATE 02/06/17
SiAT
BC DL 10,0 PSF DRW FICUS - R6666 17037451
Qr BC LL 0.0 PSF HC-ENG KD/WHK
A,
TOT .LD. 50.0 PSF SEQN- 120240
N L DUR.FAC. 1.25 FROM JS
II- - - --1-1 1 -- I --- -- - ----- --- -
am 11. Krick I Ac. Number 70i61SPAC I NG 24ff' JREF- 1VY46666Z11
02/06,1'2017
24191-/Intoxt Constrr4ction, Inc- /SANFORD MEDICAL OFFICE -- 1621 WFirst St Value
Set: 13B (Effective 6/1/2013) Top
chord 2x4 SP '42 Bat
chord 2x4 SP #2 132 2x6 SP #2- Webs
2x4 SP #3 Lumber
value set "13B uses design values approved 1/30/2013 by ALSO Left
cantilever is exposed to wind 1
hip supports 7-0-0 jacks W/2 panel TC and no end vert. Deflection
meets L/360 live and L/240 total load. Creep increase factor
for dead load is 1,50. EM
5
3X4 (
Al)- 4X6 (R) III 2X4
III 2-
U-C) ------ — S -
MH7) 15-
0-0 Over 2 Sup THIS
DING PREPARED rROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBWTTED BY TRUSS MFR 140
mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED ding, Located anywhere
in roof, RISK CAT If, EXP C, wind TC DL=4,2 psf, wind BC DL=
5.0 psf. GCpi(+/-)=0.18 Wind
loads and reactions based on MWFRS. Right
end vertical not exposed to wind pressure. In
lieu of rigid ceiling use purlins to brace BC @ 48" OC. Left
side jacks have 7-0-0 setback with 2-0-0 cant and 0-0-0 overhang. End
jacks have 7-0-0 setback with 0-0-0 cant and 0-0-0 overhang. Right
side jacks have 0-0-0 setback with 0-0-0 cant and 0-0-0 overhang.
Design
Crit: FBC2014Res/TPI-2007(STD) PLT
TYP, Wave ave -;-- -- FT/RT=20%(O%)/O(0) 16 WAR1411
JZ i- READ AND FOLLOW ALL NOTES 04 THIS DRAW; NG t kf,,
CRTANT .. FURNISH THIS CRACK TO ALL COWRACTMS LNCLWlTHE INSTALLERS. y 7Pi — A -
A) Iy I -A
I
AN TWCOMNYN'Y
1A T y
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4/-/-/R/- Scale TC LL 20.
0 PSF REF R6666- 69093 Ro. Z08 1
TC DL 20.0 PSF DATE 02/06/17 on BC DL
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KD/
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Cr, A- DCE7 CEn-m -I'IA-nAq 02/06/2017
24191-/Intext Construction, Inc. /SANFORD MEDICAL OFFICE -- 1621 W. First St
Value Set: 13B (Effecrive 6/1/2013)
Top chord 2x4 SP #2
Bet chord 2x4 SP #2 132 2x6 SP #2:
Webs 2x4 SP #3
Lumber value set "13B" uses design values approved 1/30/2013 by ALSC
Left cantilever is exposed to wind
Bottom chord checked for 10.00 psf non -concurrent live load.
MWFRS loads based on trusses located at least 7,50 ft.
from roof edge.
M
2 - 0 - 0----->J
R=914 U=152 W=8'
RL=153/-44
THIS DW(, PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUmOHTTED BY TRUSS MFR
S - MH9)
140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bidg, not located
within 9.00 ft from roof edge, RISK CAT 11, EXP C, wind TC DL=4.2 psf,
wind BC DL=5.0 psf. GCpi(+/-)=0.18
Wind loads and reactions based on MWFRS with additional C&C member
design.
Right end vertical not exposed to wind pressure.
In lieu of rigid ceiling use purlins to brace BC @ 48" OC.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1.50,
15-0-0 Over 2 Suppo
Design Crit: FBC2014Res/TPI-2007(STD)
PLT--TYP, Wave FT/RT=20%(C%)/O(0) 16
WARN I Nr I READ AND FOLLOW ALL WTES ON TH 15 MAW; NG I
al as FURNISH THIS MAWING TO ALL COVMXCTO INCLMlNG THE INSTALLERS.
Z,
U ......
AN H W COPAN A ...
I Pg. em
MORE=
Hs
10,
TY: 4 FL/-/4/-/-/R/- TC
LL 20.0 PSF 0.
ZO I TC DL 20,0 PSF BC
DL 10.0 PSF AT
0 BC
LL 0.0 PSF TOT.
LD. 50.0 PSF D
U R FAC 1.25 6
SPAC I NG 24.0" 11KrickJc. Number 74 02/
06/2017 12-
0-0
V E r c E? r a ov t
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1 RL AD AND I Eli I t1V ALL WPES 11. THIS DRAWING( THISDRAWING
III ALL 11MIRAC. 111,11, INCLUDING IW IIISIALI E111- M0,
Ar kijj
10011lost t 7pa4p
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trust —p—lbRity f thB,ddg De ko— W, NCMWI I S-l MMAM WYN MO ON3
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MReP'CING I t 02060017
tg-
FEB 4~
0 ' "~ ^ °
74'
co
BERM 8Y BUILDER
u s^ m u- mu a~ m'a'— /a'a~
rL4 '
YOUR CONTACT FOR THIS JOB IS
CnnO vn0x*EES
PHONE (321) 403-05614
P tv" ft '310, 1" , I
A
TRUBSWOOO
RooP & Floor Trusses
3620 Bobb| Lone
P.O. Box 5366
Titusville, FL
32783-53BG
OPFice:(321) 383-0366
Fox:(32l) 383 O3G2
WWW:WWW.TRUSSWOOD.NET
CUSTOMER: Infexf Homes
JOB NAME: 1621 First St. Med|ou| OFP|oe
ORTE: 2/2/2017
JOB NO.: 24191
BUILDERS WARNING*
THIS LAYOUT IS FOR PLACEMENT OF
ENGINEERED COMPONENTS.
w FOR ERECTION AND INSTALLATION
TEMPORARY RNO PERMRNEMT)
FOLLOW INSTRUCTIONS ON BCSI-B1
501MHHY SHEETS AND FINAL
ENGINEERING SHEETS FOR EACH TRUSS.
SEE FINAL ENGINEERING SHEETS
FOR NUMBER OF GIRDER PLIE5,
CONNECTIONS, WED CDNFIGURRTION5,
BRACING, TRUSS SPACING AND REACTIONS.
HLTERHTlONS 8NO/OR REPAIRS TO
TRUSSES MUST BE APPROVED IN
ADVANCE BY OUR ENGINEERING
DEPARTMENT.
x BHCKCHHRGES WILL NOT BE ACCEPTED
UNLESS OUR ENGINEERING DEPARTMENT
APPROVES THEM IN ADVANCE.
ALL PLANS ARE NOT TO SCALE. DO NOT
SCALE ANY PLANS, IF DIMENSIONS ARE
MISSING DR ARE UNCLEAR, PLEASE
CALL THE OFFICE TO GET THE
DIMENSION.
L000/wc' zn^zo^/o ~ so p=r
wzwo spsso' /"o mph ENCL. sxp c
sp*cImc' o*'
ueAxw BY: Jon sh/rch
pzrc*' s//z
ovenonmc' w/R
comr' z*'
pLo:n mcprx. w/n
ec*nzwc szzs(s)' n~
sounns FT.: yo*
weLL mczGHn(s)' 12-0'
mV'o'
17'-o-
rn
ry
sJ7
m z' /o'z' 16'6'
v'
YOUR CON -TACT FOR THIS JOB IS
Rl ^g,
CHRO vOOenEES
PHONE (321) 403 O56y
w^
H
u~ w 0 I
TRUSSWOOO
RooF & Floor Trusses
3G2O Bobbi Lune
P.O. Box 5366
Titusville, FL
327B3-53BG
OFP|oe:(32l) 383-0366
Fox:(32l) 383-0362
WWW WWW.TRUS5WOOO.NET
CUSTOMER: Infexf Homes
JOB NRME: 1621 First St. Med|ou| OFF|ue
ORTE: 2/2/2017
JOB NO.: 24191
BUILDERS WHRWIN5*
THIS LAYOUT IS FOR PLACEMENT OF
ENGINEERED COMPONENTS.
m FOR ERECTION AND INSTALLATION
TEMPORARY AND PERMANENT)
FOLLOW INSTRUCTIONS ON BCSl-B1
SUMMARY SHEETS AND FINAL
ENGINEERING SHEETS FOR EACH TRUSS.
SEE FINAL ENGINEERING SHEETS
FOR NUMBER OF GIRDER PLIES,
CONNECTIONS, WEB CONFIGURATIONS,
BRACING, TRUSS SPACING AND REACTIONS.
ALTERATIONS AND/OR REPHIRS TO
TRUSSES MUST BE APPROVED IN
ADVANCE BY OUR ENGINEERING
DEPARTMENT,
BHCKCHHRGE5 WILL NOT BE ACCEPTED
UNLESS OUR ENGINEERING OEPRRTMENT
APPROVES THEM IN ADVANCE.
p ALL PLANS ARE NOT TO SCALE. DO NOT
SCALE ANY PLANS, IF DIMENSIONS ARE
MISSING OR ARE UNCLEHR, PLEASE
CHLL THE OFFICE TO CET THE
DIMENSION.
LORDING: ao^zo~m ~ SO psF
uImo spsEo' /40 "ph swcLsxp c spnczwc'
2*' on*
xm BY: Jo" sh/,oh pIrcx'
5/12 ovsn*
nwc' w/n cewr.'
z*' pLOOm
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szzs(s) ' o~ souonc
FT.: 14 ir WALL
xszcxr(s)' 12 o' m''
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o'
24191-/Intext ConstrUC.tion, Inc, /SANFORD MEDICAL OFFICE -- 1621 W. First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP M-30 :T3 2x4 SP #1: J4, T6 2x4 SP #2:
But chord 2x4 SP #1 :132, B3 2x4 SP M-30-
B5 2x4 So #2:
Webs 2x4 SP #3 :W2 2x4 SP #2:
Lumber value set '1313" uses design values approved 1/30/2013 by ALSC
Left cantilever is exposed to INind
a) Continuous lateral restraint equally spaced on member.
In lieu of rigid ceiling use purlins to brace BC @ 48" OC,
Bottom chord checked for 10.00 psf non -concurrent live load.
WARNING: Furnish a copy of this DWG to the installation contractor.
Special care must be taken during handling, shipping and installation
of trusses. See "WARNING' note below.
4X6- 5X7
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DiMENSIONS) SUBMITTED BY TRUSS MFR.
S - Cl)
140 mph wind, 18.24 ft mean hgt, ASCE 7-10, CLOSED bidg, not located
within 13.00 ft from roof edge, RISK CAT It, EXP C, wind TC DL=4.2
psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18
Wind loads and reactions based on MWFRS with additional C&C member
design.
Right end vertical not exposed to wind pressure.
Calculated horizontal deflection is 0,08" due to live load and 0.20"
due to dead load.
b) #3 or better scab reinforcement. Same size & 80% length of web
member. Attach with 10d Box or Gun (0.128"x3",min.)nails @ 6" OC.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1.50.
MRS loads based on trusses located at least 9.12 ft.
from roof edge,
3 X 5 ---
5X7 2-5-1
14-0-0 1
3X6
12-0-0
3X5 (Al ) -
DO
3X4 3X4 8X14 4X10 4X10 2X4
4X8
H0308 4XIS
8X8-;
28 -- 4 - 0 7-9-10 7-6-0
53-4-0 0 0
54-8-0 Over 2 Supports----- '
R=2950 U=651 W=8'
RL=368/-303
Design Crit: FBC2014Res/TPI-2007(STD)
PLT TYP, 20 Gauge HS,Wave FT/RT=20%(O%)/O(0) 16
READ AND FOLLOW ALL NOTES ON THIS DRMINGI
11111TIViff" FUMISH THIS 6 VMG TO A L CONTRICTOIZS INCLWt THE
T11 ;WT
ly Y,
L
F-1
L
I i W 5 y C-,
AN ITWCOMPANY
A d-
MS t /TF I 1 2
R=2701 U=627 W=8"
FL/-/4/-/-/R/-
TC LL 20.0 PSF
TC DL 20.0 PSF
BC DL 10.0 PSF
BC LL 0.0 PSF
TOT.LD. 50.0 PSF
DUR.FAC. 1.25
SPACING 24.0"
Scale =.125"/Ft.
REF R6666- 69066
DATE 02/06/17
DRW HCUSR6666 17037432
HC-ENG KD/WHK
SEQN- 120157
FROM JS
JREF- 1VY46666Z11
02/06/2017
24191-/Intext Construction, Inc /SANFORD MEDICAL OFFICE -- 1621 W. First Si
Value Set 13B (Fffoct,ve 6/1/2013)
Top chord 2x4 SO M-30 13 2Y4 SP =1
T4, T5, T6 2x4 SP =2
But chord 2.4 So M 31 B1 2x4 UP lA 30 B4 2x4 SP #1
B5 2x4 SO #2
Nona 2x4 Sri 43 W2, W11 2x4 SP #2
W18 2x4 SP #1
Lumber value ,et 13B" uses design values app,ovod 1/30/2013 by ALSC
Lcf-, cantilever is exposed to wind
Calculated horizontal deflection ks 0 12 due to live load and 0 24'
due to dead load
c) (2) #3 at- better scab reinforcing members Same size & 80% length
of web mother Attach one to each face w1100 Box or Gun
0.128'x3",m.0 ) hails s 6" OC,
Truss passed check for 20 par additional bottom chord live load in
areas with 42" high x 24"-wide clearance
WARNING Furnish a copy of this DWG to the Installation contractor.
Special care must be taker, during handling, shipping and installation
of t,.s,c, Son. "WARNING note Belo.
THIS DWG PREPARED FROM COMPUTER INPUT ((LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR.
S - C2)
1) - plates so marked were sized using 0% Fabrication
Tolerance, 0 degrees Rotational Tolerance, and/or or. positioning
Tolerance.
140 mph wind, 18.24 ft mean hgt, ASCF 7-10, CLOSED bidg, not located
within 13.00 ft from roof edge, RISK CAT 11, EXP C, wind TC DL=4,2
pot, wind BC DL=5,0 psf. GCpi(,/-)=0,18
Wind loads and reactions based on MWFRS with additional C&C member
design.
Right end vertical not exposed to wind pressure,
a) Continuous lateral restraint equally spaced on member.
b) #3 or better scab reinforcement. Same size & 80% length of web
member. Attach with 10d Box or Gun (0,128-x3",min,)naiIs CC 6" OC.
In lieu of rigid ceiling use purls to brace BC @ 48" OC.
Bottom chord checked for 10.00 psf non -concurrent live load.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead , add is 1,50 ,
MWFRS loads based on trusses located at least 9,12 ft.
from roof edge.
3X5
am
5XT=
5X8
5
6X8
1 -
0 84 13508X10 -
b
b
4H:
3X5 (Al ) - ' 3X4 3X4 H0308 8X1 2
2X4: 4X10
H051 0
5X8
8X1 2 (10
4-0 - ------- - 7-9-1 P 6-6-
40-6-0 0'_0 13-8-0
54-8-0 Over 2 supports-
R=3277 U=638 W=8"
RL=368/-262
Design Crit: FBC2014Res/TP1-2007(STD)
PLT TYP, 20 Gauge HS,Wave FT/RT=20%(O%)/0(0) 16
READ W FOLLOW AU WTES ON THIS MM i NG!
THIS DlUiXliiG TO ALL COWMACTORS I*CLMfN THE 11iEnALLERS.
Tx 1 .1- a,
6o, ' P" 1.11 'I'll!" 1_111 11111" 41.
7 "'0
a. e161A 1 11, IF
AN W CO MPAN'
A ... 1 on -1. _--i "y —,.iy Ti- _--ty mrW use of t Ix or ri ngr Fa miry at uro is
SUrP, I , 2
ikL11iV C'
R=3021 U=643 W=8"
I TY: 2
01 g((yit®® 1
S 0
41
Iiarn i I, Krick I Ac. Number 701
FL/-/4,/-/-/R/-
TC LL 20.0 PSF
TC DL 20.O PSF
BC DL 10.0 PSF
BC LL O.O PSF
TOT . LD. 50,0 PSF
DUR.FAC. 1.25
ISPACING 24.0"
Scale=.125"/Ft.
REF R6666- 69067
DATE 02/06/17
DRW HCUSR6666 17037434
HC-ENG KD/WHK
SEQN- 120160
FROM is
JREF- 1VY46666Z11
02,/06/2017
24191-/Int First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 :T1, T2 2x4 SP M-30:
J3, T4 2x4 SP #1:
Bat chord 2x4 SP #1 :132 2x4 SP M-31: :B3 2x4 SP M-30:
Webs 2x4 SP #3 :VJ2, W17 2x4 SP #2:
W12 2x4 SP #1:
Lumber value set '1313" uses design values approved 1/30/2013 by ALSC
Calculated horizontal deflection is 0.12" due to live load and 0.23"
due to dead load.
b) #3 or better scab reinforcement. Same size & 80% length of web
member. Attach with 10d Box or Gun (0.128"xY,min.)nails @ 6" OC,
In lieu of rigid ceiling use purlins to brace BC @ 48" 0C.
Bottom chord checked for 10.00 psf non -concurrent live load.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1,50,
MWFRS loads based on trusses located at least 9.12 ft.
from roof edge. 4X6 5X7--
THIS DWG PPEPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR
S - C3)
140 mph wind, 18.24 ft mean hgt, ASCE 7-10, CLOSED bidg, not located
within 13.00 ft from roof edge, RISK CAT 11, EXP C, wind TC DL=4.2
psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18
Wind loads and reactions based on MRS with additionai C&C member
design.
Right end vertical not exposed to wind pressure.
Left cantilever is exposed to wind
a) Continuous lateral restraint equally spaced on member.
c) (2) #3 or better scab reinforcing members. Same size & 80% length
of web member. Attach one to each face w/10d Box or Gun
0.128"xY,min.) nails @ 6" OC.
Truss passed check for 20 psf additional bottom chord live load in
areas with 42"-high x 24"-wide clearance.
WARNING: Furnish a copy of this DWG to the installation contractor.
Special care must be taken during handling, shipping and installation
sses. See "WARNING" note below. 5xfj
5X8—
JA,) 1,A I ) 3X4 3X4 HUJUd 4X1O-
0A I Z
4X10
H051 0
5X8 2X4
7 1
40-6-0 0-d-0 13-8-0
54-8-0 Over 2 Supports-
R-3258 M33 W=8"
RL=368/-250
Design Crit: FBC2014Res/TPI-2007(STD)
PLT TYP. 20 Gauge HS,Wave FT/RT=20%(O%)/O(0) 16
FOLLOWENGtREADANDFOLLOW ALL NOTES ON THIS DRAWM!
A1L tRACTORSFURNISHTHIS IiKLUVM THE MSTAtLLRS
p--4
111 67
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AN iT W CC)VPANY
A ... RrofssalmsiInesrf
Ike
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TC ILL 20.0 PSF REF R6666- 69068
08 1 TC DIL 20.0 PSF DATE 02/06/17
9 4BC OL 10.0 PSF DRW HCUSR6666 17037435
0
BC LL O.O PSF HC-ENG KD/WHK
TOT.LD. 50.0 PSF SEQN 120163
DUR.FAC. 1,25 FROM JS
liamll. Krick Lie. NruTTber 7O
A
6pSPACING 24.0" JREF- 1VY46666Z11
02/06/2017
24191-/Intext, Construction, Inc /SANFORD MEDICAL OFFICE -- 1621 W. First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 T1, T2 2x4 SP M-30:
T3, T5 2x4 SP #1:
got chord 2x4 SP #2 B1 2x4 SP #1: :B2 2x4 SP M-31:
B3 2x4 SP M-30
Webs 2x4 SP #3 :W2, W12, W19 2x4 SP #2:
Lumber value set "13B" uses design values approved 1/30/2013 by ALSC
Calculated horizontal deflection is 0.10" due to live load and 0.21"
due to dead load.
b) #3 or better scab reinforcement. Same size & 80% length of web
member. Attach with 10d Box or Gun (0.128"x3",min.)nails @ 6" OC.
Bottom chord chocked for 10,00 psf non -concurrent live load.
Deflection meets L/360 live and 1/240 total load. Creep increase
factor for dead load is 1.50.
MVJFRS loads based on trusses located at least 9.12 ft.
from roof edge.
THIS DWG PPEPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR.
S - C4)
140 mph wind, 18.24 ft mean hgt, ASCE 7-10, CLOSED bldg, not located
within 13.00 ft from roof edge, RISK CAT 11, EXP C, wind TC DL=4.2
psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18
Wind loads and reactions based on MWFRS with additional C&C member
design.
Right end vertical not exposed to wind pressure.
Left cantilever is exposed to wind
a) Continuous lateral restraint equally spaced on member.
In lieu of rigid ceiling use purlins to brace BC @ 48" OC.
Truss passed check for 20 psf additional bottom chord live load in
areas with 42"-high x 24"-wide clearance.
WARNING: Furnish a copy of this DWG to the installation contractor.
Special care must be taken during handling, shipping and installation
of trusses. See "WARNING" note below.
SX12
W 2-O-07X8 5X8(R)
4X6
3X5 (Al)
B1 H
H0308
B3
4X63X43X43X1O7X1O__
4X10
H051 0
5X8
3X5
tsA__p
11
2a- 4 - - — — ----------------- -
40-6-0
10 10-6-6
of -0 13-8-0
54-8-0 Over 2 Support---
R=3218 U=628 W=8"
RL=368/-237
Design Crit: F13C2014Res/TP1-2007(STD)
PLT TYP. 20 Gauge HS,Ifiave FT/RT=20%(0%)/0(0) 16
WARNINGI** READ AND FOLLOW ALL WTES ON THIS DRAWING!
IMPMANT" FURNISH THIS ORWM TO ALL CONTRACTORS INCLUDING THE INSTALLERS
1. 1 ."":
TPI —A
160A 2
T
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y S
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6-
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0-0 1 12-
0-0 TY:
2 FL/-/4/-/-/R/- Scale =.125"/Ft, TC
LL 20,0 PSF REF R6666- 69069 708
1 TIC DL 20,0 PSF DATE 02/06/17 BC
DL 10.0 PSF DRW HCUSR6666 17037437 S
BC
LL 0.0 PSF HC-ENG KD/WHK SIR—
TOT .
LD, 50.0 PSF SEQN- 120166 DUR,
FAC. 1.25 FROM JS Liam
11. Krick Lie. Number 70J6_eAC I NG 24.0- JREF- 1VY46666Z11 02/06/
2017
24 1621 W. First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP M-30 J3, T7 2x4 SP #I-
J4, TO 2x4 SP #2:
But chord 2x4 SP #1 :B2 2x4 SP M-31: :B4 2x4 SP M-30:
B5 2x4 SP #2:
Webs 2x4 SP #3 :W2, W12, W19 2x4 SP #2:
Lumber value sot '1313" uses design values approved 1/30/2013 by ALSC
Calculated horizontal deflection is 0.10" due to live load and 0.20"
due to dead load.
b) #3 or better scab reinforcement. Same size & 80% length of web
member. Attach with 10d Box or Gun (0.128"x3",min.)nails @ 6" OC,
Bottom chord checked for 10.00 psf non -concurrent live load.
WARNING: Furnish a copy of this DWG to the installation contractor.
Special care must be taken during handling, shipping and installation
of trusses, See 'WARNING" note below.
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR
S - C5)
140 mph wind, 18,24 ft mean hgt, ASCE 7-10, CLOSED bldg, not located
within 13.00 ft from roof edge, RISK CAT 11, EXP C, wind TC DL=4,2
psf, wind BC DL=5.0 psf. GCpi(+/-)=0,18
Wind loads and reactions based on MWFRS with additional C&C member
design,
Right end vertical not exposed to wind pressure.
Left cantilever is exposed to wind
a) Continuous lateral restraint equally spaced on member.
Truss passed check for 20 psf additional bottom chord live load in
areas with 42"-high x 24"-wide clearance.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1.50.
MWFRS loads based on trusses located at least 9.12 ft.
from roof edge.
NOTE: LATERALLY BRACE BOTTOM CHORD ABOVE FILLER AT 2 0 O.C. 7X10(SRS)
MAX. INCLUDING A LATERAL BRACE AT CHORD ENDS.
4X6 5X7
5
5)
4XIS
3X4
3X4- 14
a) //(b(b)
5X8
5X8
TO
5X5 (R)
T7/,I, 1:
2X4
W2
14-0-0
0 B -X5(R) B5
N 4X6 A- 12-0-0
B2
3X5 (Al) H0308 5XII 2 2X4 5X8(R)
3X4 3X4:
4X10 5X8 2X4 4X6
H0510
3X10 2X428-4-0
3-0-6
12-6-6
39-2-0 11-10io 13-8-0
54-8-0 Over 2 Supports—
R=3187 U=622 W=8" R=2997 U=649 Ili
RL=399/-225
WHO#
Design Crit: FBC2014Res/TPI-2007(STD) K
PLT TYP HS, Wave___FT/RT=20%(O%)/O(0) 16 e .4 ,,_QTY: 2 FL/-/4/-/-/R/-
WARN I NO I READ Aw FOLLOW ALL WTES ON THISDRAl
WORTAKT' - FURMSH THIS NiNG TO ALL CONTRACTORS INCLUDING THE INSTALLERS 0
I C-1 (Ell,1-111111 C-1-11-11 Sal—Y 1-11-111- 1, -CA)
TO LL
TIC DL
20.PSF0
20.0 PSF
Ilk,
I
BC DIL 10.0 PSF
Ill- 7
NMLny BL 0 PSFC 0LAN
TWCOMPANI TOT.LD. 50.0 PSF A
1*11 *1 1hl1 IZI* 11 1 1 "0. 11--p [his The .. .... .. DUR.
FAC. Ye >
111-11— 9 Ily AHS/TPI 1 2, AL 1,25 I
NIS 24.0' Jilliain11. Krick Lic. Number 70 SPAC 02/
06/2017
24191-/Intext Construction, Inc. /SANFORD MEDICAL OFFICE --- 1621 W. First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 T1, T2, T5 2x4 SP M-30:
Bot chord 2x4 SP #1 :134, B5 2x4 SP #2!
Webs 2x4 SP #3 :W2, W12, W19 2x4 SP #2:
Lumber value set "13B" uses design values approved 1/30/2013 by ALSO
Left cantilever is exposed to wind
a) Continuous lateral restraint equally spaced on member.
b) #3 or better scab reinforcement. Same size & 80% length of web
member. Attach with 10d Box or Gun (0.128"x3",min,)nails @ 6" OC.
WARNING: Furnish a copy of this DWG to the installation contractor.
Special care must be taken during handling, shipping and installation
of trusses. See "WARNING" note below.
NOTE: LATERALLY BRACE BOTTOM CHORD ABOVE FILLER AT 2'0" O.C.
MAX. INCLUDING A LATERAL BRACE AT CHORD ENDS.
5X7
3X5 (Al )
4X8
0191WE
M
R=2950 U=624 W=8"
RL=394/-226
THIS DING PREPARED FROM COMPUTER INPUT (LOADS A, DWENSIONS) SUBMITTED BY TRUSS MFR
S - C6)
140 mph wind, 18.24 ft mean hgt, ASCE 7-10, CLOSED bidg, not located
within 13.00 ft from roof edge, RISK CAT 11, EXP C, wind TO DL=4.2
psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18
Wind loads and reactions based on MWFRS with additional C&C member
design.
Right end vertical not exposed to wind pressure.
Calculated horizontal deflection is 0.09" due to live load and 0.23"
due to dead load.
Bottom chord checked for 10,00 psf non -concurrent live load.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1.50.
MWFRS loads based on trusses located at least 9.12 ft.
from roof edge.
5X12 7X8—
4X6, 5 5X8: nVA
3X4 H0308
4X8
3X10
1-1-2
37-2-12
54-8-0 Over 2 Sue
5X1 2
l 2X4 I 3X6
2X4
9_10L"-
11 -1 -
4 3-9-4
Design Crit: FBC2014Res/TPI-2007(STD)
PLT-TYP. 20 Gauge HS,Wave FT/RT=20%(O%)/O(0) 16
WARN I ING I — -R-E-AD AND —FOLLOW ALL NOTES ON TM S DRAW I NG 1
eat .r F ISli TTltS Mflk,5 TO ALL CMTRAC-FlW5 I LWING THE INSTALLERS
Slf-y 11 TPI WT(A)-
17 BVI Apj,ly I;, -
I— ll OA 7
i u LIN
AN [TW C0NIPANY
idh
A -1.6 wf,v 11.f
rm Pan.-,y -ly
l'
AXx,ATPl 1 Smc. 2
All' III IPI .,,A 1c,
7X8--
12-2-6
13-8-0
iani [I. Krick Lic. Number
5 X 12 (R)
b) 7-6-1
14-0-0
12-0-0
am
Ill
1 FL/-/4/-/-/R/-
TIC LL 20.0 PSF
TIC DL 20,0 PSF
BC DL 10,0 PSF
BC LL 0.0 PSF
TOT.LD, 50,0 PSF
DUR.FAC. 1.25
6 ISPAC I NG 24,C)"
24191-/Intext- Construction, Inc. /SANFORD MEDICAL OFFICE -- 1621 W. First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP M30 J3, T4 2x4 SO #1:
JS 2x4 SP M-31:
Bar chord 2x4 SP #1 :B2 2x4 SP M-30: :B5 2x4 SP #2:
Webs 2x4 SP #3
IN2, Vill, 1412, W14, W17 2x4 SP #2
Lumber value set 13B" uses design values approved 1/30/2013 by ALSC
Calculated horizontal deflection is 0.10" due to live load and 0.25"
due to dead load.
b) #3 or better scab reinforcement. Same size & 80% length of web
member. Attach with 10d Box or Gun (0.128"x3",min.)nails @ 6' OC.
Bottom chord chocked for 10.00 psf non -concurrent live load.
WARNING: Furnish a copy of this DWG to the installation contractor.
Special Care Must be taken during handling, shipping and installation
of trusses, See "WARNING" note below.
NOTE: LATERALLY BRACE BOTTOM CHORD ABOVE FILLER AT 2'0' O.C.
MAX. INCLUDING A LATERAL BRACE AT CHORD ENDS.
4X6 5X7
3X4
4X6,
5X7
2X4
THIS NO PREPARED FROM COMPUTER NPUT (LOADS A DIMENSIONS) SUBMITTED BY TRUSS MFR.
S - C7)
140 mph wind, 18.24 ft mean hgt, ASCE 7-10, CLOSED bidg, not located
within 13.00 ft from roof edge, RISK CAT 11, EXP C, wind TC DL=4.2
psf, wind BC DL=5.0 psf. GCpi(+/-)=0,18
Wind loads and reactions based on MWFRS with additional C&C member
design.
Right end vertical not exposed to wind pressure.
Left cantilever is exposed to wind
a) Continuous lateral restraint equally spaced on member.
c) (2) #3 or better scab reinforcing members. Same size & 80% length
of web member. Attach one to each face w/lOd Box or Gun
0.128"0",min.) nails @ 6" OC.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1.50.
MWFRS loads based on trusses located at least 9.12 ft.
from roof edge.
5X12---
5
3X4, T3
5 T4 7X8
a), 2X
b)
bX b) )
5X7'-
0-
0 6X8_-' 3X6
3X5 (
Al) B2
H0308
3X6ai 3X43X4-- 3X1 0 2X4 4X8
H0308
4X8
7X10
7- -
10 39-
7-14 1-4-2 13-8-0 1 — -------
54-
8-0 Over 2 Supports— R=
2950 U=651 W=8" RL=
368/-303 PLT
TYP, 20 Gauge Wa v e Design
Crit: FBC2014Res/TIdl-2OO7(STD) FT/RT=
20%(O%)/O(0) 16. ALL MOTES
ON TWS MWING! IMPORTANT" FUMSH
THIS 1 TO ALL CONTPACTORS iMCi tbDf MG THE MSTALLM. 08 1
1 ly TPI —
d WTCA) --y V....... S' AT
0 C . . ......... AIJ,
L=1 J— 1 111_N E I A' AN
TW
COMPAN' ...... A ... y
ONAL
S /TP
ifliam ff.
Krick Lic, Number. . . ........ .. . . ... ..... ..... . T 2-
5-
1 14 g- -
0-0 1 12-0-
0 R=2701
U=627 W=8" 1 FL/-/
4/-/-/R/- TIC LL
20.0 PSF TC DL
20.0 PSF BC DL
10.O PSF BC ILL
0,0 PSF TOT.L.
D. 50.0 PSF DUR.FAC.
1.25 1 61SPAC
ING 24,0" Scale =.125"/
Ft. REF R6666—
69072 DATE 02/
06/17 DR W
HCUSR6666 17037441 HC—ENG
KD/WHK SEQN— 120177
FROM JS
JREF— 1VY46666Z11
24191 -/1 ntext Construct ion, Inc. /SANFORD MEDICAL OFFICE 1621 W. First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #3
But chord 2x4 SP #3
Lumber value set '1313" uses design values approved 1/30/2013 by ALSC
In lieu of rigid ceiling use purling; to brace BC @ 48" OC.
Deflection meets L/360 live and L/240 total load, Creep increase
factor for dead load is 1.50.
SUB -FASCIA BEAM AND CONNECTIONS TO
BE DESIGNED AND FURNISHED BY OTHERS,
5
It
R=52 U-12
RL=24 2X4 (Al
i
R=31 U=21 0-9-1
17-5-9
R=21 U=7
1 - 0 - 0 Aer 3jupports I THIS
DWG
PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. S - Cil)
140 mph
wind, 17.55 ft mean hgt, ASCE 7-10, PART.-ENC, Bldg, Located anywhere in
roof, RISK CAT 11, EXP C, wind TC DL=4.2 psf, wind BC DL=5.
0 psf, GCpi(+/-)=0,55 Wind loads
and reactions based on MWFRS with additional C&C member design. Bottom
chord
checked for 10,00 psf non -concurrent live load. Provide 2
0.131"x3" nails, toe nailed at Top chord. Provide 2
0.131"x3" nails, toe nailed at Bat chord. Design Crit:
FBC2014Res/TPl-2007(STD) PILT TYP.
Wave FT/RT=20%(0%)/O(0) 16 .,QTY:16 FL/-/4/-/-/R/- WARNING! READ
AND FOLLOW ALL NOTES ON THIS DRAWING I P11,11T..
FUMSI4 THIS DRAWINGTO ALL CI)N MS INCLUDING THE INSTALLERS. RAM" TIC ILL 20.O IDSF sSi 08
1
TC DIL 20.0 PSF IP WT-) 1- ersk f
011111—
ly I I
hl- It BC DE 10.0 PSF rp: WT
BC LL 0.0 PSF 44; AN
CO
VPANY ...... TOTA_D 50O PSF y lldd ONA
DUR.
FAC. 1.25 i 'kf—I
TP y N,Iilliani 11, Klick Lic. Nunibe, 70;6lSPAC I NG 24.0" 02/06/2017
Scale =.5"/Ft,
REF R6 666-
69073 DATE 02/06/
17 DRW HCUSR6666 17037444
HC-ENG KD/
WHK SEQN- 120180 FROM
JS JREF-
1VY46666Z11
24191-/Intext Construction, Inc /SANFORD MEDICAL. OFFICE --- 1621 W. First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SIP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Lumber value set "13B" uses design values approved 1/30/2013 by ALSC
Special loads
Lumber Dur.Fac.=1,25 / Plate Dur.Fac.=1.25)
TC- From 83 pif at 0.00 to 83 Rif at 3.00
BC- From 20 bif at 0.00 to 20 pif at 3,00
TC- 26,00 to Core. Load at 0.00
Wind loads and reactions based on MWFRS with additional C&C member
design.
No
WM
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBWTTED BY TRUSS BIER
S - CJ3)
Negative reactions) of -366# MAX. (See below) from a non -wind load
case requires uplift connection.
140 mph wind, 17.96 ft mean hgt, ASCE 7-10, PART.__ENC. bidg, Located
anywhere in roof, RISK CAT 11, EXP C, wind TC DL=4.2 psf, wind BC
DL=5.O psf. GCpi(+/-)=0,55
Left cantilever is exposed to wind
In lieu of rigid ceiling use purlins to brace BC @ 48" OC.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1.50.
Provide 3 0.162"x3.5" nails, toe nailed at Top chord
Provide 3 0,162"x3.5" nails, toe nailed at Bot chord
7,
18-3-9
R=-366 Rw=160 U=3 *1
R=-350 Rw=139 U
1, -
34+
17-0-0
2 - 0 - O----
R=1042 J=440 W=8"
RL=77/-34
Design Crit: FBC2014Res/TPI-2007(STD)
PLT TYP. Wave FT/RT=20%(O%)/O(0) 16
WARN I NG I READ AND FOLLOW ALL NOTES ON THIS DRAWI NG!
I MPOBTAIT' FU"ISH THIS WiAWING TO ALL COlfrRACTMS IWCLMfWG THE IiiSTAELERS,
8"
I h- 11.1— 1 ly
Fr=j) n
Tw i ......
h I
AN W
IA 4t Ind this tlrsatrp
y 10* y 7— 7_4 I.,
AS
F-
1CA fCC
QTY: 16 FL/
TC ILL 20.0 PSF
0,708.1 TC DIL 20.0 PSF
z BC DL 10.0 PSF
S T 0 BC LL O.O PSF
TOT. L.D.
OUR FAC
50.0 PSF
1.25
illiarn 14. Krick Lic. Nurnber 70;6 lSPAC ING 24. 0"
02/06/2017
Scale =.5"/Ft.
REF R6666- 69074
DATE 02/06/17
DRW HCUSR6666 17037445
HC-ENG KD/WHK
SEQN- 120183
FROM JS
JREF- 1VY46666Z11
24 1621 W. First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SIT #2
But chord 2x4 SIA #2
Webs 2x4 SP #3
Lumber value set '1313' uses design values approved 1/30/2013 by ALSO
In lieu of rigid ceiling use purlins to brace BC C, 48" OC,
Deflection moors L/360 live and L/240 total load. Creep increase
factor for dead load is 1.50.
W
5-0-0 Over 3 Supports ____`'11
R=512 J=84 W=8"
RL=130/-56
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS A DIMENSIONS) SUBMITTED BY TRUSS MFR
S - Cis)
140 mph wind, 18,38 ft mean hgt, ASCE 7-10, PART.--ENC. Bldg, Located
anywhere in roof, RISK CAT 11, EXP C, wind TIC DL=4.2 psf, wind BC
DL=5.0 psf. GCpi(+/-)=0.55
Wind loads and reactions based on MWFRS with additional C&C member
design.
Left cantilever is exposed to wind
Bottom chord checked for 10.00 psf non -concurrent live load.
Provide 2 0.131"x3" nails, toe nailed at Top chord.
Provide 2 0.131"x3" nails, toe nailed at Bot chord.
R=61 U=80
19-1-9
2-5-1
6-17 -0-0R=-34 Rw=35 U=45 I
Design Cris : FBC2014Res/TP1-2OO7(STD) 4e0n
PLT TYP. Wave FT/RT=20%(O%)/O(0) 16
ING I- READ AND FOLLOW ALL NOTES ON THIS DRAWINGi
IMPORTANT" FUMSH THIS DRACW TO ALL TORS INCLUOM THE fnTALLERS..
7108
I S1
d pr-- y
w-, SAT y
2, a.
1 AN '
WCCI-PAI A 4 T "
Y F- -6 .y .. .. y
d- ARSI/TOI i 2 I
Ir .1CA 11, Kri 8
14
FL/-/4/-/-/R/- TC
ILL 20.O PSF TO
DL 20,0 PSF BC
DL 10.O PSF BC
LL O.O PSF TOT,
LD. 50,0 PSF DUR.
FAC. 1.25 Lic
Number 70 6 Prm- 1 1'&" 24. U 02/
06/2017 Scale =.
5"/Ft. REF
R6666- 69075 DATE
02/06/17 DRW
HCUSR6666 17037446 HC-
ENG KD/WHK SE -
QN- 120186 FROM
JS JREF-
1VY46666Z11
24191-/Intext Construction, Inc /SANFORD MEDICAL- OFFICE 1621 W. First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #3
Bot chord 2x4 SIT #3
Webs 2x4 SIT #3
Lumber value set '13B" uses design values approved 1/30/2013 by ALSC
Loft cantilever is exposed to wind
Bottom chord checked for 10.00 psf non -concurrent live load.
MWFRS loads based on trusses located at least 7,76 ft.
from roof edge.
W
am
2 - 0 - 0--
5-8-0 Over 2 Support --- -------
R=493 U=65 W=8"
RL=134/-65 R=127 U=108 W=8"
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DfMENSIONS) SUBMITTED BY TRUSS UFA
S - EJ4)
140 mph wind, 15.52 ft mean hgt, ASCE 7-10, PART.-ENC. ding, Located
anywhere in roof, RISK CAT 11, EXP C, wind TC DL=4.2 psf, wind BC
DL=5.0 psf. GCpi(+/-)=0.55
Wind loads and reactions based on MWFRS with additional C&C member
design.
Right end vertical not exposed to wind pressure.
In lieu of rigid ceiling use purlins to brace BC @ 48" OC.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1.50.
14 -0-0
9
Design Crit: FBC2014Res/T1bI-2007(STD)
PLT TYP. Wave FT/RT=20%(O%)/O(0) 16
WA111161 11A1 W FOLLOW ALL NOTES ON THIS DRAWING!
FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE fNSTALLERS,. Z
5 y PSTCk 7,08 1 S
AT 0 T
AN
ITW AG SM --- ,, — I , :" A -
1- --. — .— -_ -t. ity —
ty -- " d':IQ T- I I y hi I Y - - '
Z_ _9 A
CC 'illiarn 11. Krick tic. Number 701 0" TPI FL/-/
4/-/-/R/- TC
LL 20.0 PSF TC
DL 20.0 PSF BC
DL 10.0 PSF BC
LL 0.0 PSF TOT.
LD. 50.0 PSF DUR.
FAC. 1.25 ISPACING
24,0" Scale =.
5 " /Ft. REF
R6666- 69076 DATE
02/06/17 DRW
HCUSR6666 17037447 HC-
ENG KD/WHK SEQN-
120189 FROM
JS JREF-
1VY46666Z11 Nqffl
24191-/Intext ConstrLIC:tion, Inc, C'SANFORD MEDICAL OFFICE -- 1621 W. First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2
But chord 2x4 SP #2
Webs 2x4 SIT #3
Lumber value set '1313" uses design values approved 1/30/2013 by ALSC
In lieu of rigid ceiling use purlins to brace BC @ 48" OC.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1.50.
WA
THtS DWG PREPARED FROM COMPUTER NPUT (LOADS & DWENSICINS) SUBWTTED BY TRUSS MFR
S - EJ7)
140 mph wind, 18.80 ft mean hgt, ASCE 7-10, PART.__ENC, bldg, not
located within 4.50 ft from roof edge, RISK CAT 11, EXP C, wind TC
DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.55
Wind loads and reactions based on MWFRS with additional C&C member
design.
Left cantilever is exposed to wind
Bottom chord checked for 10.00 psf non -concurrent live load.
Provide 2 0.131"x3" nails, toe nailed at Top chord.
Provide 2 0.131"x3" nails, toe nailed at But chord.
2 - 0 - O_-1
7-0-0 Over 3 Supports—"
R=560 1_1=111 W=8"
RL=185/-79
Design Crit: FBC2014Res/TPI-2007(STD)
PLT TYP,WaveFT/RT=20%(0%)/0(C) 16 READ
AND FOLLOW ALL NOTES ON THIS DRAW;NG! I "'
PONT"". . FUNK ISN THIS 6 WING TO ALL CONTRACTORS f N W)i NG THE INSTALLERS. 11111,
1-11111, 11 Irl .-I ICA, -4 R-
1 -1-1 "X11111111 11—
P1,11 1, Af-,
y W
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ITWC1_1"PAN`C A
The —
t—Itty arvE use of thin d-,, far arty aeructura Is 77
R=
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11-9 3-
3-1 R=
62 U=8 *17-
0-0 E
liann
11. Krick Lic. Number 23
FL/-/4/-/-/R/- TC
LL 20.0 PSF TC
DL 20.0 PSF BC
DL 10.0 PSF BC
LL 0.0 PSF TOT.
LD 50.0 PSF DUR.
FAC. 1.25 6i,
SPAC ING 24,0" Scale=.
5"/Ft. REF
R6666- 69077 DATE
02/06/17 DR
W FiCUSR6666 17037448 HC-
ENG KDAHK SEQN-
120192 FROM
JS JREF-
1VY46666Z11 17
24191-/Iritext Construction, Inc. /SANFORD MEDICAL OFFICE -- 1621 W. First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2
Bot chord 2x4 SIT 42
Webs 2x4 So ;3
Lumber value set "13B" uses design Values approved 1/30/2013 by ALSO
Special loads
Lumber Dur.Fac,=1.25 / Plate Dur.Fac.=1,25)
TC- From 40 off at 0.00 to 40 plf at 3.67
BC- From 20 pff at 0.00 to 20 pif at 3,67
TC- 1278,87 In Conc. Load at 1.60
TC- 1793.18 In Core. Load at 3.60
End verticals not exposed to wind pressure.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1.50,
3X6 H! 3X6 3X4
3-0-0
4
3-8-0 Over 2 Supportl_3l,
R=781 U=310 W=8"
R=2511 U=1043 W=8"
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DnAENSiONS) SUBMITTED BY TRUSS MFR.
S - G1-21TLY)
3-0-0
14-0-0 1
2 COMPLETE TRUSSES REQUIRED
Nail Schedule:0.148"xY, min. nails
Top Chord: 1 Row @ 2.25" o.c.
Bet Chord: 1 Row @12.00" o.c.
Webs : 1 Row @ 4" o.c.
Use equal spacing between rows and stagger nails
in each row to avoid splitting.
140 mph wind, 17.00 ft mean hgt, ASCE 7-10, PART,--,ENC. bldg, Located
anywhere in roof, RISK CAT 11, EXP C, wind TC DL=4.2 psf, wind BC
DL=5.O psf. GCpi(+/-)=0.55
Wind loads and reactions based on MWFRS.
In lieu of rigid ceiling use purlins to brace BC @ 48" OC.
Truss must be installed as shown with top chord up,
The TC of this truss shall be braced with attached spans at 24" OC in
lieu of structural sheathing.
Design Crit: FBC2014Res/TPI-2007(STD)
PLT TYP. Wave FT/RT=20%(O%)/O(0) 16
NGI* * READ AND FOLLOW ALL NOTES ON THIS DRAWING!
IMPORT 01111R T(Mt ...... __AMT* FU"1111 THIS DRAWING TO ILL INCLUDING THE INSTALLERS.
R--
BCS f
F1'
87
21 , '7 '-A'; ...... _'. P"
G, J _U
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1 R d-1 P
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1Y .1 xtw Hteifdfng 6sslgner pxr MSUTPf 1 2 k1
I I IF TI, 1,C TY:
2 FL/-/4/-/-/R/- TC
LL 20.0 PSF oa
TIC DL 20.0 PSF 0
BC
DL 10,0 PSF SiAT
A*
BC ILL O.O PSF TOT.
LD 50.0 PSF SIONE L
o DUR.FAC. 1.2 1 5
liarn
11.
Krick Lic, Nurnber 70J6 PAC I NO 24,0 02/'06/
2017 Scale =.5"/
Ft. REF R6666-
69078 DATE 02/
06/17 DR W
HCUSR6666 17037464 NC-ENG
KD/WHK SEQN- 120195
FROM JS
JREF- 1VY46666Z11
24E91-/Entex't Constructio IrTc. /SANFORD MEDICAL OFFICE --- 1621 Wt First St
Value Set: 13B (Effective 6/l/2013)
Top chord 2.6 SP a2 :T1, T6 2.4 SP 42
Brit chord 2x6 SP SS Densce
Webs 2x4 SP =3 'W2, V4 16 2x4 SP t'l
Lt Sp1(c.e Block 2x4 SP 03.:Rt Splice Block 2x4 SP #3:
Lumber value set "13B- uses design values approved 1/30/2013 by ALSO
Special loads
Lumber DuI Fac.=1.25 / Plate Do,-.Fac-1.25)
TC- From 83 pIf at 0.00 to 83 pit at 7.06
TC- From 42 p€f at 7.06 to 42 PIT at 15,00
TC- From 42 p€f at 15,00 to 42 plf at 41,67
TC- From 42 plf at: 41,67 to 42 pit at 49,60
TC- From 83 pit at 49,60 to 83 pIf at 56,67
BC- From 20 plf at 0,00 to 20 off at 7,06
BC- From 10 pff at 7,06 to 10 pIfat 15,42 BC-
From 30 pIf at 15-42 to 30 pIf at 17.50 BC-
Fram 10 plf at 17-50 to 10 pif at 22,00 BC-
From 30 plf at 22.00 to 30 pit at 24,08 BC-
From 10 pit at 24,08 to 10 pit at 32,67 BC-
From 30 p€f at 32,67 to 30 pit at 34,75 BC-
From 10 p€f at 34.75 to 10 Fill` at 39,25 BC-
From 30 plf at 39-25 to 30 pit at 41,33 BC-
From 10 Fir at 41.33 to 10 pit at 49,60 BC-
From 20 pit at 49.60 to 20 pit at 56.67 BC-
1474.81 lb C,onc. Load at 7-06,49,150 NO
645.08 Ib Conc. Load at 9.06,15.06,17,06,19.06 21.
06,23.06,25.06,27.06,29-06,29,60,31.60,33,60,35,60 37,
60,39,60,41,60,47,60 BC-
635,56 Ib Carr. Load at 11,06,13.06,43.60,45.60 PROVIDE (
4) 0.131"X3-0' GUN NAILS IN AREA OF CONCENTRATED LOAD
OPPOSITE HANGER, WITHOUT SPLITTING €..UMBER. 6X8(
SRS)(R)"C 7X8=
3X4= 7X8= 4xb (
A )== 6X8= 7X8- 4X5 !
1I 4X5-=
0
THIS
DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS gFR. 3
COMPLETE TRUSSES REQUIRED => Nail
Schedule:0.148-x3-, min. nails Top
Chord: 1 Row e12.00" o.c. Bot
Chord: 1 Re 'A 6. 5- o.c. Webs
1 Row 4" o.c. Repeat
nailing as each layer is applied. Use equal spacing between
rows and stagger nails in each row to avoid splitting. 140
mph wind, 15,46 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within
9.00 ft from roof edge, RISK CAT It, EXP C, wind TO DL=4.2 psf, wind
BC DL=5.0 psf. GCpi(v/-)=0.18 Wind
loads and reactions based on MWFRS. Left
and right cantilevers are exposed to wind Calculated
horizontal deflection is 0,08" due to five load and 0.1€3" due
to dead load. In
lieu of rigid ceiling use purlins to brace BC Lz 48" OC. Truss
passed check for 20 psf additional bottom chord live load in areas
with 42"-high x 24"-wide clearance. Deflection
meets L/360 five and L/240 total load. Creep increase factor
for dead load is 1,50, WARNING:
Furnish a copy of this DWG to the installation contractor. Special
care must be taken during handling, shipping and installation of
trusses. See "WARNING" note below. 3X4=
7X8= 4X61HO510
H0510= 4X6= 4X8= 12-
0-
0 4X5= 6X8(
SRS) (R)///4X5 III 7X8= 4X5 (
A1)= 6X8= W
L--
15 -
0.- 0 1------- — 26,-8 - 0 _ I 15 - 0 - 0 R=10134
U=2750 W=8- Design Crit:
FBC2014Res/TPI-2007(STD) PLT _TYP._-
20 Gauge HS Wave FT/RT=20%(0%)/0(0) 16 WARNING1 READ
AND... fCLt(W ALL .... NOTES ON THIS DRAWING! I TAddf
F1460om TRIS ORAWENG TO ALL COWNUmTORS IBICCtilu NG THE h!7ALLE&S ;
rt
SSS
ES .
y ( Yi t BCSI tlf`CYfV 41 L
ii--
114 , ,. .url, A.,.
v. writ AkS iTV t. o ar rarra ig tpt rcq. IA a.. ax
thu, drax tryp o r pe90 IIST,i efq Ytrffs dr ,,, 4ntlf uCw •cca¢ikrlea oT proCsast 1 ppinaarl^i IrospartsibilicyI y th.
d g Th. p rM tl ng y 2rxeeturm la i t Or,,
e<.. esvort.l bl
ur e e ort g. p wslnp! r s .z n oP'hf -
7111+
m:a tp noc <r,y %(TCA wx n<. ,«u4 y cm. .E wrcx .emu aa. aorg R=10152 U=
2755 W=8" Xp't;m.
a IQTY:2
FL/-/
4/-/-/R/- Scale=.125"/Ft. pry a w
TC
ILL
20.0 PSF REF R6666- 69079 10.708 1 =
TC DL 20.0 PSF DATE 02/06/17 BC DL 10.
0 PSF DRW HCUSR6666 17037465 6 AT 0 -- -
BC LL 0.
0 PSF HC ENG KD/WNK 4 eat t
14 et`c _ e......>.•'° 1 TOT.
LD. 50.0 PSF SEQN- 120249 S/(TL DUR.
FAC. 1.25 FROM JS t - ian F[. Krick
Lic.
Number 7( 6lSPAC I NG 24 .0" JREF- 1t1Y46666Z11 02/06/20 i
7
24191-/Intext Construction, Inc. /SANFORD MEDICAL OFFICE -- 1621 W. First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x6 SIT #2 :T1, T6 2x4 SP M-30:
got chord 2x4 SP #1 :B2, B4 2x4 SP M-30:
Webs 2x4 SP #3 :W2, W14 2x4 SP #2:
Lumber value set "13B" uses design values approved 1/30/2013 by ALSO
Calculated horizontal deflection is 0.11" due to live load and 0,22"
due to dead load.
In lieu of rigid ceiling use purlins to brace BC @ 48" OC.
Bottom chord checked for 10.00 psf non -concurrent live load.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1.50,
MWFRS loads based on trusses located at least 7.94 ft.
from roof edge.
I
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR.
S - H17)
140 mph wind, 15.88 ft mean hgt, ASCE 7-10, CLOSED bldg, not located
within 13.00 ft from roof edge, RISK CAT 11, EXP C, wind TC DL=4.2
psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18
Wind loads and reactions based on IAWFRS with additional C&C member
design.
Left and right cantilevers are exposed to wind
a) #3 or better scab reinforcement. Same size & 80% length of web
member. Attach with 10d Box or Gun (0.128"xY,min.)nails @ 6" OC.
Truss passed check for 20 psf additional bottom chord live load in
areas with 42"-high x 24"-wide clearance.
WARNMG: Furnish a copy of this DWG to the installation contractor.
Special care must be taken during handling, shipping and installation
of trusses. See "WARNING" note below.
7X8 (R) 7X8(R) fl
5X7 2X4 5X7 3X4
3X5(A1)
7X8 H0308
4X4 3X4
R=3110 &625 W=8"
RL=220/-220
3X10
H051 O
H051 0
3X5
56-8-0 Over 2 Sup
Design Crit: F13C2014Res/TPI-20O7(STD)
PLT TYP.--20--Gauqe HS,,Wav-e FT/RT=20%(0%)/0(0) 16
WARN ING I READ AW FOLLOW WTES ON THIS DRMIWt
I MT F6& Sli DfIS MUMM TO ALL CWUFtA MS INCLUDING E INSTALLERSLE.
hl- 1 -1 .--- R--
A) I'll
SCS.
7LF;9 1 N 7V........
AN TWC0VPANY ..
11-In t.'. dl—r intlicmtmm .... pt—mf pro4mamI—.,
The -1. d—- 11 —y
P N"
3X4 7X8
H0308-
L Q T'
08
SAT
0 - 0
4X4
3X5 (Al
W-
L---------- j
R=3120 U=625 W=8"
FA
ilhani 11. Krick Lic. 'N',urnber 701
02A)6/2017
FL/-/4/-/-/R/-
TIC LL 20.0 PSF
TC DL 20.0 PSF
BC DL 10.0 PSF
BC LL O.O PSF
TOT.LD. 50.0 PSF
DUR.FAC. 1.25
ISPAC I NG 24.0"
Scale =,125"/Ft.
REF R6666- 69080
DATE 02/06/17
DRW HCUSR6666 17037454
HC-EING KD/WHK
SEQN- 120201
FROM JS
JREF- 1VY46666Z11
241 1621 W. First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x6 SP #2 J1 2x4 SP #1: J6, T7 2x4 SP #2:
But chord 2x4 SP #1 :B2, B3 2x4 SP M-31:
135 2x4 SP #2,
Webs 2x4 SP #3 W2 2x4 SP #2:
W17, W19 2x4 SP #1-
Lumber value set "1313" uses design values approved 1/30/2013 by ALSC
a) #3 or better scab reinforcement. Same size & 80% length of web
member. Attach with 10d Box or Gun (0.128"x3",min.)nails @ 6" OC.
Truss passed check for 20 psf additional bottom chord live load in
areas with 42"-high x 24"-wide clearance.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1,50.
MWFRS loads based on trusses located at least 8.15 ft,
from roof edge.
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENS€GNS) SUBMITTED BY TRUSS MFR.
S - H19)
140 mph wind, 16.30 ft mean hgt, ASCE 7-10, CLOSED Bldg, not located
within 13.00 ft from roof edge, RISK CAT 11, EXP C, wind TC DL=4.2
psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18
Wind loads and reactions based on MWFRS with additional C&C member
design.
Left cantilever is exposed to wind
Calculated horizontal deflection is 0.12" due to live load and 0,25"
due to dead load.
In lieu of rigid ceiling use purlins to brace BC @ 48" OC.
Bottom chord checked for 10.00 psf non -concurrent live load.
WARNING: Furnish a copy of this DWG to the installation contractor.
Special care must be taken during handling, shipping and installation
of trusses. See "WARNING" note below.
6X8 5X7-- 6X8
3X5 (Al) H051 0 — H031 03X8 3X8
4X10
H0308
1-4-9
7X8
14-0-0
0
12 -0-0
Ryl
sm
19-0-0
53-4-0 otgago
54-8-0 Over 2 Suppo
R=3197 1J=630 W=8'
RL=240/-200
Note: All Plates Are 3X4 Except As Shown.
Design Crit: FBC2014Res/TPI-2007(STD)
PLT TYP. 20 Gauge HS,Wave
1FAJZN I NO I
FT/RT=20% - (0% /0(0) 16
READ AND FOLLOW ALL WTES ON THIS DRAWINGr
FWMLSH THIS [# Wl TO ALL COXTfUIZTOFOS IFICLUOiNG THE IKSTA LFRS,
y ac_sATC)
r
AN W C PANI q
A
far "-
L4
Sent , 2,
Al I N1
R=2895 U=603 W=8"
H
Al QTY 2 FL/-/4/-/-/R/-
Fic n 20.0 PSF
08 1 TC DL 20.0 PSF
S 0
BC DL 10.0 PSF
T BC LL 0.0 PSF
TOT.L.D. 50,0 PSF
AL DUR.FAC. 1.25
illiarn 11. Krick Lit., NUrnber 70;6iSPAC I NG 24,0"
021/06/2017
Scale =.125"/Ft.
REF R6666- 69081
DATE 02/06/17
DRW HCUSR6666 17037455
HC-ENG KD/WHK
SEQN- 120205
FROM is
JREF- 1VY46666Z11
24191-/Intext COnStFUCtion, Inc. /SANFORD MEDICAL OFFICE -- 1621 W. First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x6 SP #2 T1 2x4 SP M-30:
T6, T7 2x4 SP 1-2:
Bot chord 2x4 SP #1 B1 2x4 SP M-30: :B2 2x4 SP M-31:
135 2x4 SP #2:
Webs 2x4 SP #3 :W2, W18 2x4 SP #2-
W16 2x4 SP #1:
Lumber, value set '1313" uses design values approved 1/30/2013 by ALSC
Calculated horizontal deflection is 0.12" due to live load and 0,23"
due to dead load.
In lieu of rigid ceiling use purlins to brace BC @ 48" OC,
Bottom chord checked for 10.00 psf non -concurrent live load.
WARNING: Furnish a copy of this DWG to the installation contractor.
Special care must be taken during handling, shipping and installation
of trusses. See "WARNING" note below.
THIS DING PREPARED FROM COMPUTER INPUT (LOADS & DIUENSIONS) SUBMITTED BY TRUSS MFR.
S - H21 )
140 mph wind, 16.71 ft mean hgt, ASCE 7-10, CLOSED Bldg, not located
within 13.00 ft from roof edge, RISK CAT 11, EXP C, wind TC DL=4.2
psf, wind BC DL=5.0 psf. GCpi(+/-)=O18
Wind loads and reactions based on VWFRS with additional C&C member
design.
Right end vertical not exposed to wind pressure.
Left cantilever is exposed to wind
a) #3 or better scab reinforcement. Same size & 80% length of web
member. Attach with 10d Box or Gun (O,128"x3",min+)naiIs @ 6" OC.
Truss passed check for 20 psf additional bottom chord live load in
areas with 42"-high x 24"-wide clearance.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1.50,
MWFRS loads based on trusses located at least 8.36 ft.
from roof edge.
5U7X8
7X8 6X8 A
2-
2-9 4X1
GkR4L 0-0 j 7
7,
12-0-0 iXb (
A I ) 3X4 3X4 H0308 3X4 H0308 6X12(SRS) I 2X4: 4X10
H0308,
3X8
3X4 4X10 4X6
2_
1 - 0 - O.__ 14-8-0 ----------- L_ 11 C -3--10 53-
4-0 54-
8-0 Over 2 Supports----...- .................._ } R=
3225 U=633 W=8" RL=
267/-213 H
Design
Crit: FBC2014Res/TP I -2007 (STD) ......... PLT
TYP. 20 Gauqc__[iS,Wave FT/RT=20%(O%)/O(0) 16. W_
ARN1NG1- -READA_ND_FOLLOW ALLNOTESON TENS DRAMNGf 1r-IW
THIS uNkMiNG 1. ALL TINCI.M T.1 INSTALLS R, 0 Ks StAT
0
p
1-1
S A, .... .. I. af--
C .............. . 1;, L! AN 7W
CO IA ONAI- 1
P- . ..... n W
illiam H. KrickLic, NuT er b R=2943 U=612
W=8" 2 FL/-/4/-/-/R/-
TIC LL 20.0
PSF TIC DIL 20.0
PSF BC DIL 10.0
PSF BC LL 0.0
PSF TOT.LD. 50.0
PSF DUR.FAC. 1.25
6lSPAC ING 24.0"
Scale =.125"/Ft. REF
R6666- 69082 DATE
02/06/17
DRW HCUSR6666 17037456 HC-
ENG KD/WHK
SEQN- 120208 FROM JS
JREF- 1VY46666Z11
24191-/Intext Construction, Inc. /SANFORD MEDICAL OFFICE -- 1621 W. First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x6 SP #2 T1 2x4 SP M-30:
J5, T6 2x4 SP #2:
Bot chord 2x4 SP #1 :B2, B3 2x4 SP M-31:
B5 2x4 SP #2:
Webs 2x4 SP #3 W2, W18 2x4 SP #2:
W16 2x4 SP #1:
Lumber value set 1313" uses design values approved 1/30/2013 by ALSC
Calculated horizontal deflection is 0,09" due to live load and 0.19"
due to dead load.
b) (2) #3 or better scab reinforcing members. Same size & 80% length
of web member. Attach one to each face w/10d Box or Gun
0.128"x3",min.) nails @ 6" OC.
Bottom chord checked for 10.00 psf non -concurrent live load.
WARNING: Furnish a copy of this DWG to the installation contractor.
Special care, must be taken during handling, shipping and installation
of trusses. See "WARNING' note below.
THIS DING PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR.
S, - H23)
140 mph wind, 17.13 ft mean h9t, ASCE 7-10, CLOSED bidg, not located
within 13.00 ft from roof edge, RISK CAT 11, EXP C, wind TC DL=4.2
psf, wind BC DL=5.0 psf. GCpi(+/-)=0,18
Wind loads and reactions based on MWFRS with additional C&C member
design.
Right end vertical not exposed to wind pressure.
Left cantilever is exposed to wind
a) #3 or better scab reinforcement. Same size & 80% length of web
member. Attach with 10d Box or Gun (0.128"x3",min.)nails @ 6" OC.
In lieu of rigid ceiling use purlins to brace BC @ 48" OC.
Truss passed check for 20 psf additional bottom chord live load in
areas with 42"-high x 24"-wide clearance,
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1.50.
MWFRS loads based on trusses located at least 8.56 ft.
from roof edge.
R4-
5X7 3X4-1 6X8 3X4 6X8 -
5X7 (R) 2-5-1
14-0-0 1
4X6:11'
0_1 2-0-0
5
A DI)
AO A I 1j ) 7X8 Huub 3X8 3X8
17105lu 3X1
2 3X5 4X4
3X4 H051
0 0
7X12 1-
6-0 2
0-0 i 53-4-0 o O 54-
8-0 Over 2 Suiaoorts- R=
3171 M35 VV8" RL=
294/-235 Design
Crit: FBC2014Res/TPI-2007(STD) PLT
TYID, 20 Gauge HS,Wave FT/RT - =20 - % - ( - 0% - ) - /0(0) 16 WARNING1READ
ANDFOL ALL NOTES ON THiS DRAW1 NGI IDSTIAP.. FWM
I, TMS V,NO TO ALL COAiTRACTMS INCLUDING THE INST&LUERS. Csi 11"
All COMPANY
i j A ... Y msp/
Tpt
A' 11
1111 TCA R=2930
U=616 W=8" Y:2
FL/ -/4/-/-/R/- TC LL
20.0 PSF 08 1
TC DL
20,0 PSF BC DL
10.0 PSF S AT
0 BC LL
0.0 PSF TOT.LD.
50,0 PSF NAIL DUR.
FAC. 1.25 harn 14.
Krick Lic. Nurriber 70WSPAC I NG 24.0" Scale =.125"/
Ft.— REF R6666-
69083 DATE 02/
06/17 DRW HCUSR6666
17037457 HC-EING
KD/WHK SEQN- 120211
FROM JS
JREF- 1VY46666Z11
24191-/Intext Construction, Inc. /SANFORD MEDICAL OFFICE -- 1621 W. First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x6 SP #2 T1, T5 2x4 SP M-30:
J6 2x4 SIT #2
Bot chord 2x4 SP #1 :B5 2x4 SP #2:
Webs 2x4 SP #3 :W2, W14, W19 2x4 SP #2:
Lumber value set '1313" uses design values approved 1/30/2013 by ALSO
Left cantilever is exposed to wind
a) #3 or better scab reinforcement. Same size & 80% length of web
member. Attach with 10d Box or Gun (0.128"x3",min.)nails @ 6" OC.
Truss passed check for 20 psf additional bottom chord live load in
areas with 42--high x 24"-wide clearance.
WARNING: Furnish a copy of this DWG to the installation contractor.
Special care must be taken during handling, shipping and installation
of trusses. See "WARNING" note below.
r V-7
6X8 6X8 I-
TWS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBM[TTED BY TRUSS MFR.
S - H25)
140 mph wind, 17.55 ft mean hgt, ASCE 7-10, CLOSED bIdg, not located
within 13.00 ft from roof edge, RISK CAT 11, EXP C, wind TC DL=4.2
psf, wind BC DL=5,0 psf. GCpi(+/-)=018
Wind loads and reactions based on MWFRS with additional C&C member
design.
Right end vertical not exposed to wind pressure.
Calculated horizontal deflection is 0.10" due to live load and 0.21"
due to dead load.
In lieu of rigid ceiling use purlins to brace BC @ 48" OC.
Bottom chord checked for 10.00 psf non -concurrent live load.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1.50,
MWFRS loads based on trusses located at least 8.77 ft.
from roof edge.
WAM
R
T
5X7 (R) h" 2-5-1
4-0-0
4N
12-0-0
OAD (1A I ) 7X8= r10608 3X5 3X8 3X4 5X8---- 5X7 7X8
4X4 3X4 -
H0308 H0308 2X4
L—RIP
2 -0- _J -9-10
3-6-0
6 8 - --- ----- — ----------- -8-6 7
53-4-0 0 0
54-8-0 Over 2 Support s----------------j
R=3156 M40 W=8" R=2972 U=620 U8"
RL=322/-260
Design Crit: F13C2O14Res/T1?I-2OO7(STD) H
PLT TYP, 20 Gau HS,Wave FT/RT=20%(O%)/0(0) 16 QTY 2 FL/-/4/-/-/R/-
WARNINI31— READ AW FOLLOW ALL WTES ON TM5 DRMINGr
Ft IS THIS WMWING TO ALL TES Il MtIM THE IWTXLLER, k' TC LL 20O PSF o
08 1 TC DL 20.0 PSF RBC
DL 10.0 PSF i
F11 F==D I O
A,"
1— 1 ..S 0 BC LL 0,0 PSF ITa: .... A, A !
TW
COMPANY TOT,LD. 50.0 PSF A 1 -
1 IA-- -1
MOUTPI 1 S—,2, DUR,FAC. 1,25 7ffliain If.
Krick Lic. Number 70 61SPAC I NG 24 , 0" FC0 02/06/2017
Scale =.125"/Ft.
REF R6666- 69084
DATE 02/06/
17 DRW HCUSR6666 17037458
HC-ENG KD/
WHK SEQN- 120214 FROM
JS JREF-
1VY46666Z11
24191 -/ Intext Construct Ion, Inc. /SANFORD MEDICAL OFFICE -- 1621 W, First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SO M-31 :T3 2x4 SP M-30:
J4, T7 2x4 SP #2: J5 2x4 SP #1:
But chord 2x4 SP #1 :B3 2x4 SP M-31: 135 2x4 SP #2:
Webs 2x4 SP #3 !W2, W13, V-1116, W18 2x4 SP #2:
Lumber value set '1313' Uses design values approved 1/30/2013 by ALSC
Left cantilever is exposed to wind
Calculated horizontal deflection is 0.09" due to live load and 0.18"
due to dead load.
In lieu of rigid ceiling use purlins to brace BC @ 48" OC.
Bottom chord checked for 10.00 psf non -concurrent live load.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1.50.
MWFRS loads based on trusses located at least 8.98 ft,
from roof edge, 5X8
4X6- 5X8
THIS DWf PREPARED FROVI COMPUTER INPUT (LOADS & DEMENSIGNS) SUBMITTED BY TRUSS MFR
S - H27)
1 plate(s) require special positioning. Refer to
scaled plate plot details for special positioning requirements.
140 mph wind, 17.96 ft mean hgt, ASCE 7-10, CLOSED bidg, not located
within 13.00 ft from roof edge, RISK CAT 11, EXP C, wind TC DL=4.2
psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18
Wind loads and reactions based on WWFRS with additional C&C member
design.
Right end vertical not exposed to wind pressure.
a) #3 or better scab reinforcement. Same size & 80% length of web
member. Attach with 10d Box or Gun (0.128-x3",min,)naiIs @ 6" OC.
Truss passed check for 20 psf additional bottom chord live load in
areas with 42"-high x 24"-wide clearance.
WARNING: Furnish a copy of this DWG to the installation contractor.
Special care must be taken during handling, shipping and installation
of tresses. See "WARNING" note below.
RM
3X5 (Al )
7X8 3X4
H051 0
NJ
4X8 H0308
3X10 2X4
4X4
H0308
3X8 5X7
8M
R=3176 U=646 W=8'*
RL=350/-286
i
5X7 (R) /X/ 2-5-1
Y 14-0-0 j
4X6
12-0-0
D
0 - 0 1 2-8-9 11-8-6 7-9-1 J_55-6-0 ___
053-4-0 0 0
54-8-0 Over 2 Support
Design Crit: FBC2014Res/TPI-2007(STD)
PLT TYP. 20 Gauge HSAVave FT/RT=20%(O%)/O(0) 16
T------- INGI" READ Am Fm.Low ALL wTEs oN -mis DRA*twi
TWS M TO kLL R TORS IX MtIiS T4E IWn`A LM.
A,
A
9C
IN E
AN iT W COMPANY
A.^afhfthr4 tl krsp Duos peps I-j d'"t "a Ildl, —at I
T_ su ltabk --n for —Yf.
ms'/Tpj
CC vaw. cede Cc n q
R=3038 U=626 W=8"
QTY: 2 FL/-/4/-/-/R/-
TC ILL 20,0 PSF
08 TC DIL 20.0 PSF
BC DIL
S*AT 0
10.0 PSF
BC ILL 0.0 PSF
TOT.LD. 50.0 PSF
DUR,F A C
ism H. Krick Lie. N u rnber 7016 FSPACING
1.25
24,01"
02/06/2017
24191-/Intext- Construction, Inc, /SANFORD MEDICAL OFFICE -- 1621 W. First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Lumber value set "13B" uses design values approved 1/30/2013 by ALSC
In lieu of rigid ceiling use purlins to brace BC @ 48" OC,
Left side jacks have 7-0-0 setback with 2-0-0 cant and 0-0-0 overhang.
End jacks have 7-0-0 setback with 2-0-0 cant and 0-0-0 overhang.
Right side jacks have 7-0-0 setback with 2-0-0 cant and 0-0-0 overhang.
3X4 H
2-0-0--'
7 - 0 - 0
R=1793 U=776 W=3"
TM DWI, PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MF.R
S - H7A)
140 mph wind, 18.80 ft mean hgt, ASCE 7-10, PART.--ENC. Bldg, Located
anywhere in roof, RISK CAT 11, EXP C, wind TC DL=4.2 psf, wind BC
DL=5,0 psf. GCpi(+/-)=0.55
Wind loads and reactions based on MWFRS.
Left and right cantilever's are exposed to wind
1 hip supports 7-0-0 jacks W/2 panel TO and no end vert.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1.50,
5X8-- 2X4 Ill SX8=
24-8-0 Over 2 Supple
Design Crit: FBC2014Res/TPI-2OO7(STD)
PLT TYP. Wave FT/RT=20%(O%)/O(0) 16
WARIN I NG I RFAD AND FOLLOW ALL WTES ON TH I S DRAW I NG I
IWIGITTAIT" FURN IF H THIS N ING TO ALL CCNTR MRS I IlICLIMING THE INSTALLERS.
FffD
AN !TW CO MPANY &
A a.. l Vi—h
tylly -Illy 21 1 lig- p., ANEI/ Pl 1 SI-2,
Alf-f TfIf wuw 6-1 -q WTCA -,-y )CC -q
17-0-0
3X4 Ill
2 - 0 - O
7-0-0 J
R=1798 U=776 W=3"
IQTY: 1 FL/-/4/-/-/R/-
TC ILL 20.0 PSF
708 TC DL 20.0 PSF
BC DL 10,0 PSF
BC LL 0.0 PSF
TOT .LD. 50.0 PSF
Scale =.3125"/Ft.
REF R6666- 69086
DATE 02/06/17
DRW HCUSR6666 17037460
HC-ENG KD/WHK
SEQN- 120220
FROM JS
JREF- 1VY46666Z11
24191-/Intext Construction, Inc. /SANFORD MEDICAL OFFICE -- 1621 W, First St
Value Set: 13B (Effective 6/l/2013)
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SO #3
Lumber value set '1313" uses design Values approved 1/30/2013 by ALSC
In lieu of rigid ceiling use purlins to brace BC @ 48" OC.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1,50.
3 V A
3X4 H
2 - 0 - 0->J
R=1279 J=510 W=3"
RL=94/-94
THIS DING PREPARED FROM, COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR.
140 mph wind, 19.21 ft mean hgt, ASCE 7-10, PART.—ENC. bldg, not
located within 9.00 ft from roof edge, RISK CAT 11, EXP C, wind TC
DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0,55
Wind loads and reactions based on MWFRS with additional C&C member
design.
Left and right cantilevers are exposed to wind
Bottom chord checked for 10,00 psf non -concurrent live load
5X8- 5 X 8:--
FWAW...
24-8-0 Over 2 Suppo
Design Crit: FBC2014Res/TPI-2007(STD)
PLT TYP. Wave FT/RT=20%(O%)/O(0) 16
WARN I N& AND FOL OW ALL WTES ON T1,"S DPAVING1
I 1,1WAIT FWMISR TSIS WMG TO ALL I LMIMG THE MSTh{.LERS
SCSI
If I'll
n n F . . ..... Z,,IZ11 L IN
11, ANS./TP I I
AN TWCOMPAN
A ki tl trvg r mr pmgm imefrvp tflf a Erug, iMYtcmYmm --Pt
S-'2
3X4 ill
6A1+ 1,1A I
2 - 0
0 - 0
R=1279 U=510 W=3"
TY: 1 FL/-/4/-/-/R/-
TC LL 20.0 PSF
7*8 1 1
TC DL 20.0 PSF
BC DL 10.0 PSF
UT
act BC LL 0,0 PSF
ION
TOT.LD. 50.0 PSF
DUR,FAC. 1,25
H. Krick Lic. Number 70 6lSPAC ING 24.0"
02/00/2017
17-0-0
Scale =.3125"/Ft,
REF R6666- 69087
DATE 02/06/17
DRW HCUSR6666 17037461
HC-ENG KD/WHK
SEQN- 120225
FROM JS
JREF- 1VY46666Z11
24 1621 W. First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Lumber value set "13B' uses design values approved 1/30/2013 by ALSC
Left cantilever is exposed to wind
The following members need concentrated loads at the heel: 0-0-0
span/setback member on the 1-11-7 cant side requires 35 lbs and the
0-0-0 span/setback member on the 1-11-7 cant side requires 35 Ids,
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1.50.
N
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & D@MEWONS) SUBMITTED BY TRUSS MFR.
S - HJ4)
140 mph wind, 15.51 ft mean hgt, ASCE 7-10, PART.-ENC. bldg, Located
anywhere in roof, RISK CAT 11, EXP C, wind TIC DL=4.2 psf, wind BC
DL=5.0 psf. GCpi(+/-)=0.55
Wind loads and reactions based on MRS.
Right end vertical not exposed to wind pressure.
In lieu of rigid ceiling use purlins to brace BC @ 48" OC.
Sub -fascia beam assumptions: 0-0-0 sub -fascia beam on the 1-11-7
cantilever side. 0-0-0 sub -fascia beam on the 1-11-7 cantilever side.
Hipjack supports 5-7-8 setback jacks with 1-11-7 cantilever one face;
1-11-7 cantilever opposite face.
RM
2 - 9 - 3—--J
7-11-7 Over 2 Supporter--___
R=381 U=179 W=11.313" R=141 U=37 W=11.314"
Design Crit: FBC2014Res/TPI-2007(STD)
PLT TYP. Wave FT/RT=20%(O%)/O(0) 16
WARN ING I** READ AND FOLLOW ALL NUTES ON THIS DRAWING i
I TANT- FURNtSi4 THiS DRAWING TO ALL 6W5 iNCLUDING THE INSTALLERS.
Z J K 1 'R.
18— ""1
TsU-" A,,:
y a"I A] - ------
P . ..... ...... AN
TW COMPANY I
tIy S-'E' TPI
14-
0-0 TY:
2 010
I AL
14-
aff", iam
H. Krick I Ac. Number 70 FL/-/
4/-/-/R/- TIC
LL 20,0 PSF TIC
DL 20.0 PSF BC
DIL 10.0 PSF BC
LL 0.0 PSF TOT.
LD, 50.0 PSF DUR.
FAC. 1,25 ESPACING
24.0" 02/
06/2017
24191 /Intext Construction, Inc. /SANFORD MEDICAL OFFICE -- 1621 VJ. First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP M-31
But chord 2x4 SP M-31
Webs 2x4 SP 43
Lumber value set "13B' uses design values approved 1/30/2013 by ALSC
In lieu of rigid ceiling LISo' purlins to brace BC @ 48" OC,
Sub -fascia beam assumptions: 0-0-0 sub -fascia beam on the 1-11-7
cantilever side. 0-0-0 sub -fascia beam on the 1-11-7 cantilever side.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1,50,
N
1
2 - 9 - 3----J
9-10-1 Over 3 Suppia
R=533 U=275 W=11.313"
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS NFR
S - HJ7)
140 mph wind, 18.79 ft mean hgt, ASCE 7-10, PART.ENC. bldg, Located
anywhere in roof, RISK CAT 11, EXP C, wind TC DL=4.2 psf, wind BC
DL=5.0 psf. GCpi(+/-)=0.55
Wind loads and reactions based on MWFRS.
Left cantilever is exposed to wind
The following members need concentrated loads at the heel: 0-0-0
span/setback member on the 1-11-7 cant side requires 58 lbs and the
0-0-0 span/setback member on the 1-11-7 cant side requires 58 lbs.
Hipjack supports 6-11-8 setback jacks with 1-11-7 cantilever one face;
1-11-7 cantilever opposite face.
Provide 3 0.131"xY nails, toe nailed at Top chord.
Provide 2 0.131"x3" nails, toe nailed at Bot chord.
Design Crit: FBC2014Res/TP1-2007(STD)
PLTTYP. Wave FT/RT=20%(O%)/O(0) 16
READ AND FOL LALL NDTES ON TNIS DRMIMa F
THIS 11 T007ALL C I=TOIM MCLUWF#G T}fE INS[ALUERS, SCSI Fff,
F
t I" No I I'll NS AN
IiWCOVPANY
A4y p... . ...
m, Mown
Tt FI ty rb T b I. d'. Iexg T atty C a 4a tf R=258
U=165 19-11-
5 3-2-
13 R=55
U=O *17-0-
0 TY: 6
08 1
6 AT
0 ilia liarn
If.
Krick Lic. Number 701 FL/-/4/-/-/
R/- TO LL
20.0 PSF TO DL
20.0 PSF BC DL
10.0 PSF BC LL
0,0 PSF TOT.LD,
50.0 PSF DUR.FAC,
1.25 l,SPACING
24.0" Scale =.5"/
Ft. REF R6666-
69089 DATE 02/
06/17 DR W
HCUSR6666 17037463 HC-ENG
KD/WHK SEQN- 120231
FROM JS
JREF- 1VY46666Z11
02,1"
06/2017
241 1621 W. First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2
Bet chord 2x4 SP #2 :B2 2x6 SP #2:
Webs 2x4 SP #3
Lumber value set '1313' uses design values approved 1/30/2013 by ALSC
Left cantilever is exposed to wind
Bottom chord checked for 10,00 DYE non -concurrent live load.
MWFRS loads based on trusses located at least 7.73 ft.
from roof edge,
NM
I —_ - - 0---i>-I
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MEN.
S - Mi)
140 mph wind, 15.46 ft mean hgt, ASCE 7-10, CLOSED bldg, not located
within 9.00 ft from roof edge, RISK CAT 11, EXIN C, wind TC DL=4.2 psf,
wind BC DL=5.0 psf. GCpi(+/-)=0,18
Wind loads and reactions based on MWFRS with additional C&C member
design.
Right end vertical not exposed to wind pressure.
In lieu of rigid ceiling use puffins to brace BC @ 48" OC.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1.50,
am
15-0-0 Over 2 Support
R=914 U=110 W=8" R=645 U=202
RL=256/-72
Design Crit: FBC2014Rcs/TPf-2007(STD)
PLT TYP, Wave FT/RT=20%(O%)/O(0) 16
WARN I NG I READ AND FOLLOW ALL NOTES ON THI S DRAW I AIR I
I WORTANT ELAN tSH THIS DRAWING TO ALL ORS INCLUDING THE INSTALLERS.
xt 0
L ......
AN FWCC-PAN-
19, 1 I—n this
Y
A"S,{TA' G-
12-0-0
QTY:30 FL/-/4/-/-/R/- Scale =.375"/Ft.-
08 1
TC LL
TC DL
20.0
20.0
PSF
PSF
REF R6666- 69090
DATE 02/06/17
BC DL 10,0 PSF DRW HCUSR6666 17037449
S T 0 BC LL 0.0 PSF HC-ENG KD/WHK
A*
TOT.LD. 50.0 PSF SEQN- 120234
T
DUR.FAC. 1.25 FROM JS
iarn 11. Krick Lie. Number 70 6 jSPAC I NG 24.0" JREF- 111Y46666Z11
02/06/2017
24191-/Intext Construction, Inc. /SANFORD MEDICAL OFFICE -- 1621 W. First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2
Bet chord 2x4 SP r2 :B2 2x6 SP #2-
abs 2x4 SP #3
Lumber value set 1313" uses design values approved 1/30/2013 by ALSC
Left cantilever is exposed to wind
Bottom chord checked for 10.00 psf non -concurrent live load.
MWFRS loads based on trusses located at least 7.50 ft.
from roof edge.
M
3X4
R-924 U=142 W=8"
RL=187/-53
THIS DING PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR
S - MH1 1
140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located
within 9.00 ft from roof edge, RISK CAT 11, EXP C, wind TIC DL=4.2 psf,
wind BC DL=5.0 psf. GCpi(+/-)4.18
Wind loads and reactions based on PMFRS with additional C&C member
design.
Right end vertical not exposed to wind pressure,
In lieu of rigid ceiling use purlins to brace BC @ 48" OC,
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1.50.
15-0-0 Over 2 Suppor
Design Crit: FBC2014Res/TP1-2007(STD)
PLT TYP. Wave—___ FT/RT=20%(O%)/O(0) 16 e
INGI- READ AND FOLLCW ALL WTES ON THIS DRMI- " THE IKSTALLERS, "111MA11" FUMISH THIS DRAWING TO ALL CONT$IACTMS IJXLUDING
V- C- 1,1-1 y 4IP P,
PC, 1 11" 1
nYf
Zz
Z, L=_ L! L=_
AN 7W C('-,PAN
G . ......
A
y _ The
S- 2
Cr
4X8- 3X4—_
0
11
2X10111
R=636 U=173
FL/-/4/-/-/R/-
TO LL 20,0 PSF
TIC DL 20.O PSF
BC DL 10.0 PSF
BC LL O.O PSF
TOT.LD. 50.O PSF
DUR.FAC. 1.25
ISPACING 24.O"
12-0- fV0_ Scale =.
5"/Ft. REF
R6666- 69091 DATE
02/06/17 DRW
HCUSR6666 17037450 HC-
ENG KD/WHK SEQN-
120237 FROM
JS JREF-
1VY46666Z11 021,'
06/2017
24191-/Intext Construction, Inc. /SAINFORD MEDICAL OFFICE -- 1621 W. First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2
Der chord 2x4 SP 42 :B2 2x6 SP #2:
Webs 2x4 SP #3
Lumber value set '1313" uses design values approved 1/30/2013 by ALSC
Left cantilever is exposed to wind
Bottom chord checked for 10.00 psf non -concurrent live load.
MRS loads based on trusses located at least 7.52 ft-
from roof edge.
3X4
1-1
3X4_-
2-0-0—
R=924 J=127 W=8"
RL=221/-63
15-0-0 Over 2 Suppo
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR.
S - MH1 3)
140 mph wind, 15.05 ft mean hgt, ASCE 7-10, CLOSED bidg, not located
within 9.00 ft from roof edge, RISK CAT 11, EXP C, wind TC DL=4.2 psf,
wind BC DL=5.0 psf. GCpi(+/-)=0.18
Wind loads and reactions based on MWFRS with additional C&C member
design.
Right end vertical not exposed to wind pressure.
In lieu of rigid ceiling use purlins to brace BC @ 48" OC,
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1.50.
Design Crit: FBC2014Res/TPI-2OO7(STD)
PLT --TYP-. ---Wave FT/RT=20%(O%)/O(0) 16
tG FOLLOW ALL NOTES ON 714fS DRAVONGI
MPORTANT" FURNISH TM OR W$ TO ALL C6NT TORS IN MrN TK MTALLERS .
I6:" y T11 I ICA) ac5 I C,, I—,
Lp ' L
AN' T W CC, MPAN'
TF. I y . . ....
711 C1,
0
12-0-0
19 TY: 4 FL/-/4/-/-/R/- Scale =.375"/Ft.
TC LL 20.0 PSF REF R6666- 69092
TC DL 20.0 PSF DATE 02/06/17
BC DIL 10.0 PSF I DRW HCUSR6666 17037451
S*AT 0 -- - ------ --
BC LL 0.0 PSF HC-ENG KD/WHK
TOT.LD. 50.0 PSF SEQN- 120240
I DUR.FAC. 1.25 FROM JS
illianill. Krick Lic. Number 746lSPACING 24ff' JREF- 1VY46666Z11
02/06/2017
24191-/Intext Construction, Inc. /SANFORD MEDICAL OFFICE --- 1621 W, First St
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2
Bot chord 2x4 SP #2 :B2 2x6 SP #2:
Webs 2x4 SP #3
Lumber value set 13B" uses design values approved 1/30/2013 by ALSC
Left cantilever is exposed to wind
1 hip supports 7-0-0 jacks W/2 panel TC and no end vent.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1.50.
M
2 -0-0-—
7-0-0
R=1487 U=316 U8'
WM
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBNUTTED BY TRUSS MFR
S - MI-17)
140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
anywhere in roof, RISK CAT 11, EXP C, wind TO DL=4.2 psf, wind BC
DL=5.0 psf. GCpi(+/-)=0.18
Wind loads and reactions based on MWFRS.
Right end vertical not exposed to wind pressure.
In lieu of rigid ceiling use purlins to brace BC @ 48" OC
Left side jacks have 7-0-0 setback with 2-0-0 cant and 0-0-0 overhang.
End jacks have 7-0-0 setback with 0-0-0 cant and 0-0-0 overhang,
Right side jacks have 0-0-0 setback with 0-0-0 cant and 0-0-0
overhang.
NM am
15-0-0 Over 2 Supports — - ------ ---- -
R=1475 U=312
Design Crit: FBC2014Res/T1?I-2007(STD)
PLT TYP. Wave FT / RT=20%(O%) /0(0) 16
T----- —WARM NGI— READ AND FOLLOW ALL NOTES ON THIS DRAWINGI
WIIORTANT .. FURNISH THIS DRAW I NG TO ALL CONTRACTORS iXnLW[Nt THE INSTALLERS. TPI
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Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2
But chord 2x4 SP '2 :B2 2x6 SP #2
Webs 2x4 SP 713
Lumber value set "13B" uses design values approved 1/30/2013 by ALSC
Left cantilever is exposed to wind
Bottom chord checked for 10.00 psf non -concurrent live load.
MWFRS loads based on trusses located at least 7.50 ft.
from roof edge,
M
THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR.
S - MH9)
140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bidg, not located
within 9.00 ft from roof edge, RISK CAT 11, EXP C, wind TC DL=4.2 psf,
wind BC DL=5.0 psf. GCpi(+/-)=018
Wind loads and reactions based on MINERS with additional C&C member
design.
Right end vertical not exposed to wind pressure.
In lieu of rigid ceiling use purlins to brace BC @ 48" OC.
Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 1.50.
W"
2X4 H
2X1011I
R-914 U=152 W=8"
RL=153/-44
15-0-0 Over 2 Suppor
Design Crit: FBC2014Res/TPI-2007(STD)
PLT TYP. Wave FT/RT=20%(O%)/O(0) 16
WARN I NG f READ AND FOILLOW ALL NOTES ON TNHS DRMM!
WORTANT" FUMSrI THIS DRAWING TO ALL COItTR GRS PIwLW1IKr THE INSTALLERS.
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