HomeMy WebLinkAbout414 W 19 St 03-1035 fire repairPERMIT ADDRESS Lk `%k LO • Ot
CONTRACTOR * t' Q
ADDRESS 1 COMA%%, QA
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PHONE NUMBER 407 so, 'aM • 90 Sob
PROPERTY OWNER %t Q nra ?.'
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ADDRESS
PHONE NUMBER
ELECTRICAL CONTRACTOR
SUBDIVISION
PERMIT # O 3 'o 10 ?0%5
PERMIT DESCRIPTION
PERMIT VALUATION l a mO
SQUARE FOOTAGE
DATE
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MECHANICAL CONTRACTOR
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PLUMBING CONTRACTOR agave l
MISCELLANEOUS CONTRACTOR
PERMIT NUMBER FEE
MISCELLANEOUS CONTRACTOR
PERMIT NUMBER FEE
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REVISIONS
PERMIT #- 103 DATE 4
ADDRESS `1141 w I r Sf J oK, -3-=f,
CONTRACTOR 4 Ad Lm,,Ce,3 4sLxnf /io,d- Deg
PH # Y67. FAX # Vol?- 67.7,-- A/ a 7
DESCPRITION OF REVISION:
UTILITIES
FIRE
STRUCTURAL DIMENSIONS, INC.
CONSULTING -ENGINEERING *TESTING -RESEARCH
P.O. BOX 1910, WINTER PARK, FLORIDA 32790-1910
1745 HOLLYWOOD AVENUE, WINTER PARK, FLORIDA 32789-4016
Advanced Restoration
2721 Forsyth Road, Suite 301
Winter Park, Florida 32792
Tel. 407.672.2096
Fax. 407.672.2127
Attention: Ms. Moreen Shoren - Builder
TELEPHONE (407) 645-1121
FACSIMILE (407) 645-3099
e-mail: visions@magicnet.net
Website: httpJ/www.magicnet.noV-visions
April 12, 2003
Revised April 15, 2003
Project No. 2003-1-003
Subject: Structural Engineering Inspection for Zimmer Residence @ 414 W. 19'h Street, Sanford
Dear Ms. Shoren:
In response to discussions with you and your authorization on April 10, 2003, Structural
Dimensions, Inc. has completed a preliminary structural engineering inspection (Framed
Condition/s only), for the Fire -Damaged Zimmer Residence, located at 414 W. 190' Street, in
Sanford, Florida, with respect to current Building Code requirements for re -building the structure,
for the above referenced project.
1.0 ENGINEERING FIELD INSPECTION RESULTS & RECOMMENDATIONS
On April 11, 2003, we conducted a preliminary structural engineering inspection (Framed
Condition/s only) for the Fire -Damaged Zimmer Residence, located at 414 W. 191h Street, in
Sanford, Florida, with respect to current Building Code requirements for re -building the structure.
Structural Engineering Conditions that need Correction/s:
O Door Frame (Rebuilt due to Fire damage): S.Y.P. Wood shall not be in permanent contact
with Concrete and/or CMU Masonry., i.e. either utilize Pressure Treated Wood for Interface
Condition and/or use Felt Paper and/or an Approved Protective Barrier (see Picture A-1).
Anchor Bolt Door Frame (Wooden 2" x 6" S.Y.P. Double Plate) with 3/4" Bolts with
Washers and Nuts to solidly Grouted CMU Corner Blocks, with an embedment of a
minimum of 5 3/4" into the CMU blocks. Anchor Bolts to be spaced a maximum of 16" on
center in a vertical plane (i.e. Center of every alternate 8" CMU Block). Refer to the
Appendix in this report for more information, see also Pictures A-1 & A-2.
Laundry Room (Rebuilt due to Fire damage): Note that the exterior walls and roof rafters
were replaced only (i.e. Fire damaged wood was replaced), see also Picture A-3.
O Rebuilt "Addition" that was Fire Damaged: Note the existing Laundry Room immediately
behinf the carport (new plywood sheathing was applied, since the old sheets were severly
fire damaged, i.e. replacement only). See also Picture A-4 for more information.
Rear View of Zimmer Residence (Fire Damaged House region that was rebuilt only) Note
the vapor barrier applied to the Plyw eathing. See also Picture A-5 in the Appendix.
IFFICE Op 0 BOVFs AAID BELOIV GROUND
JURAL, FOUNDATION, GEOTEC IN EKING, THRESHOLD INSP9ee0N AND BUILDING CONSTRUCTION SERVICES
D3.1 3
Advanced Restoration, Inc.
Zimmer Residence (Sanford, Florida)
Project No. 2003-1-003
April 12, 2003
Revised April 15, 2003
1.0 ENGINEERING FIELD INSPECTION RESULTS & RECOMMENDATIONS
O Roof Trusses shall be connected via Hurricane Straps to the Attic Space Top Double Plate,
then from the Attic Sppace Top Double Plate to the Knee Wall, then from the Knee Wall to
the Composite I -Beam Sections with Plywood Diaphragm Sheathing, then from the
Composite I -Beam Sections with Plywood Diaphragm Sheathing to the 1 ", Floor Double Top
Plate, then from the 1s' Floor Double Top Plate to the stud walls, then from the stud walls
to the Bottom Plate, and finally from the Bottom Plate to the Foundation Footing System
Continuous Strip Type Foundation Footing).
Currently installed Hurricane Connectors were inspected and determined to be
dequate for Roof Wind Uplift Loading Conditions. [I -Beam Sections will also be
adequate when connected to the 1"' Floor Top Double Plate via H-10 Connectors (1 per
End) and/or with LSTA-36 Straps tied across the Attic Floor Diaphragm - to be viewed by
Structural Engineer and/or Building Inspector at the time of the scheduled Framing
Inspection]. Refer also to the Appendix of this report for more information, and see also
Picture A-6 and Picture A-7, respectively.
Attic Support I -Beam Floor Joists shall only be disturbed to a minimum. Hole penetrations
through I-beam Joists shall be approved by the Structural Engineer, and shall be drilled at
approximately mid -span throughout the Neutral Axis to minimize impact. We approve minor
openings (less than 1 inch in diameter at this time, provided adjacent holes are separated
by several inches. All other penetrations to be approved. See also Picture A-8 in the
Appendix of this report.
2.0 LIMITATIONS
The preliminary structural engineering inspection (Framed Condition/s only) results and
recommendations submitted herein are based solely on the visual inspection of currently existing
and visible conditions for the Zimmer residence, with respect to current structural conditions only.
This report does not reflect variations which may occur adjacent to or between currently viewed,
visible locations. The nature and extend of the variations may not become evident until the
completion of the restoration/replacement phase (Framed Condition/s with all penetration/s only)
of this project. Should variations appear evident during construction installation, it will be necessary
to contact Structural Dimensions, Inc. immediately so that we may re-evaluate the
recommendations presented in this report after performing on -site observations and noting the
characteristics of any reported variations.
STRUCTURAL DIMENSIONS, INC. _
2-
CONSULTING - ENGINEERING - TESTING - RESEARCH
Advanced Restoration
Zimmer Residence (Sanford, Florida)
Project No. 2003-1-003
3.0 CLOSURE
April 12, 2003
Revised April 15, 2003
Structural Dimensions, Inc. appreciates the opportunity to provide our services on this project and
we trust that the information presented is sufficient for your immediate needs. Should you have
further questions concerning the contents of this report, or as we may be of further assistance
during the construction phase, please feel free to contact us at your convenience.
Sincerely,
Structural Dimensions, Inc.
Christian C. Steputat, P.E.
President
FI. Registration No. 46762
Special Inspector No. 1091
CCS:hs
2003•1-003.Framing Insp.REP
STRUCTURAL DIMENSIONS, INC.
CONSULTING • ENGINEERING • TESTING • RESEARCH -
Advanced Restoration
Zimmer Residence (Sanford, Florida)
Project No. 2003-1-003
APPENDIX
April 12, 2003
Revised April 15, 2003
STriUCTURAL DIMENSIONS, INC.
CONSULTING • ENGINEERING • TESTING, • RESEARCH
PICTURE "A-1": Looking South in Zimmer Residence (New Exterior Door Framing)
Inspected on April 11, 2003 for FBC 2001 - Fire Damage Rebuilding].
PICTURE "A-2": Looking North-East from Zimmer Residence (New Exterior Door Framing)
Inspected on April 11, 2003 for FBC 2001 - Fire Damage Rebuilding].
A-
INal1 `..,11_A.
i0P AIR
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Tno
AIRC STOP 1
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PICTURE "A-5": Looking South at Zimmer Residence (Rebuilt Fire -Damaged "Addition")
Inspected on April 11, 2003 for FBC 2001 - Fire Damage Rebuilding].
PICTURE "A-6": Looking at Roof -Truss Hurricane Strapping at Gable -End (Connect Gable -
End to Top -Plate and "Knee -Wall") for Continuous Load Transfer.
C-
PICTURE "A-7": Looking at Roof -Truss Hurricane Strapping at Gable -End (Connect Gable -
End to Top -Plate and "Knee -Wall") and Continuously Support Gable -End.
PICTURE "A-8": Looking into Zimmer Residence (Rebuilt Fire -Damaged "Addition")
Inspected on April 11, 2003 for FBC 2001 - Fire Damage Rebuilding].
M
CITY OF SANFORD MECHANICAL PERMIT APPLICATION
Permit Number: I `) Date:
t .
J
The undersigned hereby applies for a permit to install the following equipment:
Owner's Name:
Address of Job:
Mechanical Contractor:
Residential i% Non -Residential
Nature of Work:
l •
c ; ( i
Job Valuation: Li
Application Fee: 10.00
TOTAL DUE:
By signing this application, I am stating that I am in compliance with ' y Sanfor
Mechanical Code.
Applicant Si ure
State License Number
REVISIONS
PERMIT #
ADDRESS L, /; ;
CONTRACTOR40,
DATE /- - ;
PH # 7 77 FAX #
DESCPRITION OF REVISION:
UTILITIES
FIRE
BLDG
14- (4 -C-3
S` NUCTURAL DIMENSIONS, INC.
CONSULTING • ENGINEERING • TESTING • RESEARCH
P.O. BOX 1910, WINTER PARK, FLORIDA 32790-1910
1745 HOLLYWOOD AVENUE, WINTER PARK, FLORIDA 32789-4016
Advanced Restoration
2721 Forsyth Road, Suite 301
Winter Park, Florida 32792
Tel. 407.672.2096
Fax. 407.672.2127
Attention: Ms. Moreen Shoren - Builder
TELEPHONE (407) 645-1121
FACSIMILE (407) 645-3099
e-mail: visions(41magicnetnet
Website: http://www.magicnet.net/-visions
February 28, 2003
Re -Inspected March 29, 2003
Project No. 2003-1-003
SubLct: Structural Engineering Inspection for Interior Partition Wall only @ 414 W. 191h St., Sanford
Dear Ms. Shoren:
In response to discussions with you and your authorization, Structural Dimensions, Inc. has
completed a preliminary structural engineering inspection, for the Interior Non -Load Bearing
Partition Wall, separating the Kitchen Region from the Living Room, located at 414 W. 19th Street,
in Sanford, Florida, with respect to current Building Code requirements for typical wall stud spacing
requirements, for the above referenced project.
1.0 ENGINEERING FIELD INSPECTION RESULTS & RECOMMENDATIONS
On February 28, 2003 the Interior Non -Load Bearing Partition Wall, separating the Kitchen Region
from the Living Room was structurally inspected. At your request we revisited the project site and
viewed the wall sections in its current state. We have observed stud spacings of approximately 24"
on -center during the construction phase of this Interior Non -Load Bearing Partition Wall, with the
installation of Top and Bottom 2" x 4" Plates. Furthermore, the current wall conditions include the
application of drywall which will need to be secured in accordance to FBC 2001 Building Code
provisions. It is our opinion that this Non -Load Bearing Wall has been constructed in accordance
to FBC 2001 with respect to the appropriate stud spacing requirements.
2.0 LIMITATIONS
The preliminary structural engineering inspection results and recommendations submitted herein
are based solely on the visual inspection of currently existing and visible conditions for the Zimmer
residence, with respect to current structural conditions for this Non -Load Bearing Partition Wall
separating the Kitchen Region from the Living Room) only. This report does not reflect variations
which may occur adjacent to or between currently viewed, visible locations. The nature and extend
of the variations may not become evident until the restoration/replacement phase of this project.
Should variations appear evident during construction installation, it will be necessary to contact
Structural Dimensions, Inc. immediately so that we ma re-evaluate the recommendations
presented in this report after performing on -site observ, nd noting the characteristics of any
reported variations.
IT
STRUCTURAL, FOUNDATION, GEOTECHNICAL ENGINEERING, THRESHOLD INSPECTION AND BUILDING CONSTRUCTION SERVICES
Advanced Restoration
Zimmer Residence (Sanford, Florida)
Project No. 2003-1-003
3.0 CLOSURE
February 28, 2003
Re -Inspected March 29, 2003
Structural Dimensions, Inc. appreciates the opportunity to provide our services on this project and
we trust that the information presented is sufficient for your immediate needs. Should you have
further questions concerning the contents of this report, or as we may be of further assistance
during the construction phase, please feel free to contact us at your convenience.
Sincerely,
Structural Dimensions, Inc.
Christian C. Step6tat, P.E.
President
FI. Registration No. 46762
Special Inspector No. 1091
CCS:hs
2003-1-003. Partition -Wall 1.REP
STrIUCTURAL DIMENSIONS, INC.
CONSULTING • ENGINEERING • TESTING • RESEARCH
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CITY OF SANFORD PERMIT APPLICATION
y.
Permit No.: . - Date:
Job Address:
Permit Type:
Description of Work:
I
Electrical Mechanical Plumbing Fire Alarm/Sprinkler
cif" S4-- _'anfnrTg1 3-_71
Additional Information for Electrical & Plumbing Permits
Electrical: Addition/Alteration _Change of Service Temporary Pole _New AMP Service (# of AMPS )
Plumbing/Residential: Addition/Alteration New Construction (One Closet Plus Additional)
Plumbing/Commercial: Number of Fixtures Number of Water & Sewer Drainage Lines Number of Gas Lines
cam,
Occupancy Type: _Residential _Commercial _ Industrial Total Sq Ftg:
Type of Construction: Flood Zone: Number of Stories:
Value of Work: $ C)Q
Number of Dwelling Units:
Parcel No.: (Attach Proof of Ownership & Legal Description)
Owner/Address/Phone: -2-
7- _ M_ e r
Contractor/Address/Phone:
Contact Person:
Title Holder (If other than
Address: .
Bonding Company:
Address:
Mortgage Lender:
Address:
Architect/Engineer
Address:
c
State License Number: /
Phone & Fax Number: 07-67D - o
Phone No.:
Fax No.:
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.
OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with
all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF
COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU
INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR
NOTICE OF COMMENCEMENT.
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be
found in the public records of this county, and there may be additional permits required from other governmental entities such as
water management districts, state agencies, or federal agencies.
Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713.
Date Signature of C actor/Agent UU Date
xv) n a J 2_' rn M ic C
tt?rAiWAgent's Name Pgint Contract /Agen ' Name
Signature of Notary -State of Florida Date — ignature of Notary -State of Florida Date
VfRA L. CONN
Notary Public, SwM of Florida!
My comm. exp. Aug. 31, 2004
Comm. No. CC 964849
o,wr PUS FLORENCE A. DE GRAVE
MY COMMISSION t DD 164280
EXPIRES: November 12, 2006
J'rO nr n Aa\or Bonded Thru Budget Not" SVOMS
Owner/Agent is Personally Known to Me or Contractor/Agent is Personally Known to Me. or
y/ Produced ID Produced ID
APPLICATION APPROVED BY: Date: - 5
Special Conditions:
t\(-,) _)
D C"C,
Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1
PARCEL DETAIL lux= Affil= AN=
A VIP W.18T R ST r!'
lcntina>a• (axinty
W 19TH ST
di.u . d
2003 WORKING VALUE SUMMARY
GENERAL Value Method: Market
Parcel Id: 36-19-30-300-0100-0000 Tax District: S1-SANFORD Number of Buildings: 1
Owner: ZIMMER DONNA J & Exemptions: 00-HOMESTEAD Depreciated Bldg Value: $53,199
Own/Addr: ILSTRAP GERALD W TCAR Depreciated EXFT Value: $320
Address: 414 W 19TH ST Land Value (Market): $15,178
City,State,ZipCode: SANFORD FL 32771 Land Value Ag: $0
Property Address: 414 19TH ST W Just/Market Value: $68,697
Subdivision Name: Assessed Value (SOH): $56,409
Dor: 01-SINGLE FAMILY Exempt Value: $25,500
Taxable Value: $30,909
SALES
Deed Date Book Page Amount Vaclimp 2002 VALUE SUMMARY
WARRANTY DEED 06/1993 02606 0678 $53,000 Improved 2002 Tax Bill Amount: $626
WARRANTY DEED 01/1977 01112 0941 $100 Improved 2002 Taxable Value: $29,587
Find Comparable Sales within this Subdivision
LAND
LEGAL DESCRIPTION
Land Assess Method Frontage Depth
Land Unit Land
Units Price Value
LEG SEC 36 TWP 19S RGE 30E S 132 FT OF N
264 FT OF E 110 FT OF W 265 FT OF S
FRONT FOOT &
96 125 .000 170.00 $15,178
DEPTH
1/2 OF SW 1/4 OF NE 1/4 (LESS ALLEY)
BUILDING INFORMATION
Bid Num Bid Type Year Bit Fixtures Gross SF Heated SF Ext Wall Bid Value Est. Cost New
1 SINGLE FAMILY 1957 3 2,002 925 CONC BLOCK $53,199 $71,890
Appendage / Sgft UTILITY UNFINISHED / 408
Appendage / Sgft OPEN PORCH FINISHED / 20
Appendage / Sgft CARPORT UNFINISHED / 220
Appendage / Sgft UTILITY UNFINISHED / 55
Appendage / Sgft BASE SEMI FINISHED / 150
Appendage / Sgft SCREEN PORCH FINISHED / 200
Appendage / Sgft OPEN PORCH FINISHED / 24
EXTRA FEATURE
Description Year Bit Units EXFT Value Est. Cost New
ALUM PORCH NO FLOOR 1979 200 $320 $800
NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax
purposes.
If you recently purchased a homesteaded property your next ear's property tax will be based on Just/Market value.
http://www.scpafl.org/pis/web/re_web.seminole_county_tltle?parcel=36193030001000000&... 2/7/2003
Power of Attorney
Date: / - 3/ - 03
i
f
f 7 II
I hereby name and appoint u C_P of Advanced
Restqraop & I. to b my lawful attorney in fact to act for me and apply to the uilding
Department for a Building permit for work to be
performed at :22ed as: Section
Township Range Lot Block Subdivision
Job
Address 'fi '/ w / 9 S; 5.9.,E Fc ' r- -7 7 Owner
of Property Do i•»,vek Owner
Address 411 y w % S . -1" M rC /0.0 FL . e- > 7 i And
to sign my name and do all things necessary to this appointment_ Ronnie
L. Evans CGCOB4379 The
foregoing instrument was acknowledged before me this day of- 2003
by Ronnie L. Evans who is personally known to me/who produced Florida Drivers License
as identification and who did not take an oath. - State
of Florida County
of Orange Commission#
My
Commission Expires Notary
Signature V
I
0L
f) Printed
Notary Name SEAL
VERA
L. CONN Notary
Public, Stets of Florida My
comm. exp. Aug. 31, 2N4 Comm.
No. CC 9W49
Permit Number
Parcel Identification Number
Prepar2d by: e 1C
T i
Return to:
lgk( poi
NOTICE OF COMMENCEMENT
State of
County of '
NORSE, CLERK OF CIRCUIT COURT
VOLE COUNTY
04691 PG O489
RK'S # 2003O18768
WB 02/03/2003 12s0i;24 PH
MINB FEES 6.00
MIM BY N Nolden
The undersigned hereby gives notice that Improvement(s) 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.
Description of property (legal description of the property, and street address If available)
5 - 3E T -/ ,2 30 S0 -r{ / SZ F7- P ti z6yFT or" //O /T c/ rt/
7,-s`s fT (9F s o/
2. General description of Improvement(s)
Fig-,eEBL'; e-P
CERTIFIED COPY
3. Owner Information MARYANNE MORSE
Name Do.-v v.4 zt--Es' Telephone Number CLERK OF CIRCHIT COURT
Address /S i FORf) Fax Number SE1+1iNOLE COUNTY. FLORIDA
4,
zL 77/
Fee Simple Title Holder (if other than owner shown above
Interest In Property: fl1L
Name
Address `fi
Telephone Number
DFP1 I ; Y (`I FRK
FEBFaxNumber 3 2003
5• Contractor
DR Name A c&b s:s ,p rio. Telephone Number e/o I - Z_ 7 7 - rT o,rn
Address t_ ,7 zi /bks y r1f kb ph, .30/ Fax Number yo - 7 z - Z/ z y
6. Surety (if any)
Name +
Address
Telephone Number
Fax Number
Amount of bond $
7• Lender (if any)
Name /
Address
Telephone Numbef
Fax Number
8. Persons within the State of Florida designated by Owner upon whom notices or other documents may beservedasprovidedby §713,13(1)(a)7., Florida Statutes.
Name /
Address Telephone Number
Fax Number
9. In addition to himself or herself, Owner designates the following to receive a copy of the Lienor's NoticeasprovidedIn §713.13(1)(b), Florida Statutes,
Name
A114Address Telephone Number
Fax Number
10. Expiration date of notice of commencement (the expiration date is one year from the date of recordingunlessadifferentdateIsspecified):
Date Signed
Sworn
who is persona
as identification.
Form Revlsed: 3/98
a;ores me this
iu--L m
known to me
signature of VwrMr JM: per §713.13(1)(g), "owner
must sign ...and no one else may be permitted to sign in
his or her stead."
day of ;2Q by
Signature of Notary (notarial seal to appear below)
IERA L. CONN
Notary Public+ S asa 31 l
MyNo 2 4
comm. q9 .
1: Al !,A. -: Via. ,.. r,.iC. , . ,
SECTION 1: GENERAL
1.1 THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS
AT THE THE JOB SITE PRIOR TO STARTING CONSTRUCTION AND THE
ARCHITECT/ENGINEER SHALL BE NOTIFIED OF ANY DISCREPANCIES OR
INCONSISTENCIES WITH ANY WORK SO INVOLVED.
1.2 ALL PHASES OF WORK SHALL CONFORM TO THE MINIMUM STANDARDS
OF THE LATEST EDITION OF THE 1994 STANDARD BUILDING CODE AND
ALL APPLICABLE LOCAL CODES.
1.3 THE STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE
FINISHED STRUCTURE. nEITHER CONSTRUCTION MEANS AND METHODS
NOR CONSTRUCTION SAFETY ARE PART OF THE STRUCTURAL
ENGINEERS EXPERTISE OR SCOPE OF WORK. THE GENERAL
CONTRACTOR AND HIS SUBCONTRACTORS ARE FULLY RESPONSIBLE
FOR THE MEANS AND METHODS USED TO CONSTRUCT THE STRUCTURE
AND FOR FULL COMPLIANCE WITH ALL JOB SAFETY RELATED
REGULATIONS AND CONDITIONS AT THE SITE. LIMITED SITE VISITS, IF
ANY, BY THE STRUCTURAL ENGINEER ARE SOLELY TO OBSERVE
COMPLETED PARTS OF THE STRUCTURE. THE STRUCTURAL ENGINEER
IS NEITHER QUALIFIED TO OBSERVE NOR COMMENT ON CONSTRUCTION
MEANS AND METHODS AND JOB SITE SAFETY.
1.4 OPENINGS, POCKETS, ETC.., SHALL NOT BE PLACED IN SLABS, BEAMS,
COLUMNS, WALLS, ETC.., UNLESS SPECIFICALLY DETAILED ON THE
STRUCTURAL DRAWINGS.
1.5• ALL ASTM SPECIFICATIONS, IF APPLICABLE, NOTED ON THESE
DRAWINGS SHALL BE OF THE LATEST REVISION.
1.6 IN THE EVENT CERTAIN FEATURES OF THE CONSTRUCTION ARE NOT
FULLY SHOWN ON THE DRAWINGS OR CALLED FOR IN THE NOTES OR
SPECIFICATIONS, THEN THEIR CONSTRUCTION SHALL BE OF THE SAME
CHARACTER AS FOR SIMILAR CONDITIONS THAT ARE SHOWN OR
CALLED FOR AND SHALL BE REVIEWED BY THE ARCHITECT.
1.7 EXISTING CONDITIONS DEPICTED ONTHESE DRAWINGS ARETO BE FIELD
VERIFIEDBY THE CONTRACTOR AS THEY ARE UNCOVERED DURING
CONSTRUCTION. IN THE EVENT EXISTING CONDITIONS ARE DIFFERENT
THAN SHOWN, THE CONTRACTOR SFALL NOTIFY THE ARCHITECT AND
STRUCTURAL ENGINEER IMMEDIATELY AND AWAIT FURTHER
INSTRUCTION BEFORE PROCEEDING WITH CONSTRUCTION.
1.8 PRIOR TO ANY DRILLING, CORING, OR CUTTING OF CAST CONCRETE,
THE CONTRACTOR SHALL SUBMIT TO THE STRUCTURAL ENGINEER FOR
REVIEW, THE PROPOSED SIZES AND LOCATIONS OF ALL HOLES. THE
CONTRACTOR SHALL TAKE WHATEVER STEPS THAT ARE NECESSARY
TO LOCATE AND AVOID ALL SUCH REINFORCEMENT.
SECTION 2: SITE PREPARATION
2.1 ALL SITEWORK AND GRADING SHALL BE DONE IN COMPLIANCE WITH
THE SOIL INVESTIGATION REPORT.
2.2 REMOVE ALL UNSUITABLE SURFACE AND SUBSURFACE SOILS, IF ANY,
FROM THE BUILDING PAD AREA. REMOVAL SHALL EXTEND BEYOND THE
BUILDING FOOT PRINT ALL AROUND, AS IN ACCORDANCE TO THE
GEOTECHNICAL ENGINEER'S RECOMMENDATIONS.
2.3 PROOFROLL / VIBRATORY COMPACT EXCAVATED SUBGRADE AND
UNDERCUT AND BACKRLL ALL SOFT SPOTS, IF ANY, WITH SELECT
COMPACTED FILL SOIL. THE SUBGRADE SHALL BE INSPECTED AND
EVALUATED BY THE GEOTECHNICAL ENGINEER PRIOR TO BACKFILLING.
2.4 GROUND SURFACE IN THE BUILDING PAD AREA SHALL BE
APPROPRIATELY GRADED AND DRAINED AT ALL TIMES TO PREVENT
PONDING OF RAINFALL RUNOFF.
2.5 RELATIVELY MOIST CONDITIONS OF SUBGRADE SOILS SHALL BE
MAINTAINED DURING CONSTRUCTION. BUILDING SELECT FILL SHALLNOT
BE PLACED ON DRY DESSICATED SOILS.
2.6 SELECT FILL SHALL BE A HOMOGENEOUS SELECT COHESIVE SOIL.
SELECT FILL SHALL BE EVALUATED BY A GEOTECHNICAL ENGINEER FOR
CONFORMANCE WITH SELECT FILL CRITERIA.
2.7 SELECT FILL SHALL BE PLACED IN A MAXIMUM OF EIGHT INCH LOOSE
LIFTS AND COMPACTED TO 95-A OF THE MAXIMUM DRY DENSITY AS
DETERMINED BY THE STANDARD PROCTOR DENSITY TEST AT A
MOISTURE CONTENT OF s 2 PERCENT OF THE OPTIMUM MOISTURE
CONTENT.
2.8 GOOD DRAINAGE AND STABLE MOISTURE LEVELS SHALL BE
MAINTAINED AROUND THE STRUCTURE AT ALL TIMES DURING AND
AFTER CONSTRUCTION. LANSCAPING SHALL BE DEVELOPED TO
MINIMIZE POTENTIAL FOR EXCESSIVE WATER INFILTRATION THROUGH
CONTROLLED IRRIGATION PRACTICES. TREES AND LARGE SHRUBS
SHALL BE MAINTAINED AT A SAFE DISTANCE FROM THE BUILDING
rd- tL i i
SECTION 3: CONCRETE
3.1 ALL CONCRETE WORK TO BE IN STRICT ACCORDANCE WITH ACI-318.
3.2 ALL CONCRETE REINFORCING BARS SHALL CONFORM TO astm A616.
GRADE 60, EXCEPT WHERE NOTED. NO. 3 BARS SHALL CONFORM TO
ASTM A615, GRADE 40.
3.3 CONCRETE IN THE FOLLOWING AREAS SHALL HAVE SAND AND GRAVEL
AGGREGATES (IN COMPLIANCE WITH ASTM C33), TYPE 1 PORTLAND
CEMENT (ASTM Cl 50), AND THE DESIGNATED COMPRESSIVE STRENGTH
1 F. I WITHIN 28-DAYS:
FOOTINGS AND SLABS -> 2500 PSI
ALL OTHER CONCRETE -> 3000 PSI
3.4 THE MAXIMUM SLUMP SHALL NOT EXCEED 4 INCHES 3 I INCH.
3.5 ALL WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185.
3.6 CONCRETE PROTECTION FOR REINFORCEMENT SHALL BE AS FOLLOWS.
SEE SECTION 7.7 ACI 318-89 FOR CONDITIONS NOT NOTED.
FOOTINGS > 31N.
GRADE BEAMS > (3 INCH
EARTH FORMED), 1-1 E/
2IN. TOP
SLABS ON GRADE > 1 IN. TOP.
3.7 NO HORIZONTAL JOINTS WILL 9E PERMITTED IN CONCRETE EXCEPT
WHERE THEY NORMALLY OCCUR OR WHERE NOTED. VERTICAL JOINTS
SHALL OCCUR AT CENTER SPANS OR AT LOCATIONS APPROVED BY THE
STRUCTURAL ENGINEER.
3.8 DETAILING OF CONCRETE REINFORCEMENT AND ACCESSORIES SHALL
BE IN ACCORDANCE WITH ACI PUBLICATION 315. LATEST EDITION. ALL
HOOKED BARS SHOWN IN DETAILS SHALL HAVE STANDARD HOOKS
UNLESS NOTED OTHERWISE.
3.9 REINFORCING BARS MAY NOT BE WELDED WITHOUT THE APPROVAL OF
THE STRUCTURAL ENGINEER.
3.10 UNLESS OTHERWISE NOTED CONTINUOUS BOTTOM REINFORCING BARS
SHALL BE SPLICED AT SUPPORTS AND CONTINUOUS TOP REINFORCING
BARS SHALL BE SPLICED AT MID -SPAN.
3.11 ALL MIXING, TRANSPORTING, PLACING AND CURING OF CONCRETE
SHALL BE DONE IN ACCORDANCE WITH THE RECOMMENDATIONS OF
THE AMERICAN CONCRETE INSTITUTE (ACII.
3.12 ALL BASE PLATES AND ANCHOR BOLTS SHALL BE PROTECTED WITH A
MINIMUM OF 3 INCHES OF CONCRETE. ANCHOR BOLTS SHALL BE
FABRICATED FROM FULL BODIED A-36 STEEL RODS HAVING THE SAME
DIAMETER AS THE BOLT DIAMETER AND USING CUT THREADS, ROLLED
THREADS ARE NOT ACCEPTABLE. BOLTS SHALL BE SET USING RIGID
TEMPLATES.
3.13 ALL REINFORCING BARS, ANCHOR BOLTS, PRESTRESSING TENDONS AND
OTHER CONCRETE INSERTS SHALL BE WELL SECURED IN POSITION PRIOR
TO PLACING CONCRETE.
3.14 CONDUIT OR PIPE SIZE (ODI SHALL NOT EXCEED 30% OF THE SLAB
THICKNESS UNLESS SPECIFICALL" DETAILED OTHERWISE AND SHALL BE
LOCATED IN MIDDLE 113 OF SLAB. CLEAR SPACING BETWEEN ADJACENT
CONDUITS OR PIPES SHALL BE TWO TIMES THE LARGER O.D. MINIMUM,
UNLESS NOTED OTHERWISE ON PLANS.
3.15 PIPES THROUGH STRUCTURAL ELEMENTS SHALL BE SLEEVED WITH A
STEEL PIPE OF LARGER DIAMETER.
3.16 ALL CONCRETE CONSTRUCTION JOINTS SHALL HAVE 1/4 INCH t
AMPLITUDE ROUGHNESS, UNLESS NOTED OTHERWISE.
SECTION 4: FOUNDATIONS
4.1 ALL STRUCTURAL COMPUTATIONS ARE BASED ON AN ASSUMED
MINIMUM ALLOWABLE SOIL BEARING CAPACITY OF 2500 PSF, THAT
MUST BE CONFIRMED BY THE SITE GEOTECHNICAL ENGINEER /
ARCHITECT PRIOR TO FOUNDATION POUR.
4.2 SHOULD THE FOOTING ELEVATION OCCUR IN DISTURBED, UNSTABLE OR
UNSUITABLE SOIL, TF:° ENGINEER SHALL BE NOTIFIED AND NECESSARY
ADJUSTMENTS SHALL BE MADE PER HIS/HER INSTRUCTIONS.
SECTION 4: FOUNDATIONS
4.3 STEPS IN WALL FOOTINGS SHALL NOT EXCEED A SLOPE OF ONE
VERTICAL TO TWO HORIZONTAL (1 V:2H).
4.4 PREPARED GRADE AREA UNDER ALL BUILDING SLABS AND GRADE
BEAMS SHALL BE COVERED WITH 6 MIL POLYETHYLENE VAPOR BARRIER
WITH JOINTS LAPPED NOT LESS THAN 6 INCHES AT SIDES AND ENDS
4.5 CAUTION SHALL BE USED WHEN OPERATING VIBRATORY COMPACTION
EQUIPMENT NEAR EXISTING STRUCTURES TO AVOID THE RISK OF
DAMAGING THE STRUCTURE.
4.6 DESIGN CRITERIA:
ROOF LIVE LOAD > 30 PSF. (PER TRUSS PLANT / BUILDER)
DEAD LOAD > 30 PSF. (PER TRUSS PLANT / BUILDER)
SECTION 5: MASONRY
5.1 DESIGN. MATERIAL AND WORKMANSHIP SHALL BE IN ACCORDANCE
WITH THE LATEST EDITION OF THE STANDARD BUILDING CODE
REQUIREMENTS FOR CONCRETE MASONRY STRUCTURES:
IACI 530 / ACI 530.11
5.2 CMU CELLS INDICATED TO BE FILLED SHALL BE GROUTED WITH A
MINIMUM OF 2500 TO 3000 PSI CONCRETE. WITH NO MORE THAN AN
8 INCH SLUMP.
5.3 ALL CELLS AT CORNERS, END OF SHEAR WALLS, AND UNDER
CONCENTRATED LOADS SHALL CONTAIN VERTICAL REINFORCING AND
SHALL BE RLLED WITH CONCRETE.
5.4 CMU CONCRETE BLOCKS SHALL CONFORM TO ASTM C-90 WITH A 28-
DAY PRISM STRENGTH OF 2000 PSI (Y. - 1350 PSI 1. LAID IN RUNNING
BOND. MORTAR SHALL BE TYPE M OR S.
5.5 PROVIDE VERTICAL REINFORCING IN CMU WALLS OF A MINIMUM OF ONE
1 0 5 AT 4'-0' MAXIMUM ON CENTER (TYPICAL U.O.N.) GRADE 40. NOTE
THAT HIGHLY STRESSED AREAS (CONCENTRATED LOADS) MAY NEED
TO RECEIVE MORE REINFORCING (THIS SHALL BE INDICATED IN THE
ARCHITECTURAL PLANS).
5.6 PROVIDE 8' x 16' BOND BEAM WITH 1 15 TOP. AT CORNERS PROVIDE
CONTINUITY BY USING CORNER BARS OR END HOOKS. SPLICE LAP
LENGTH TO BE 30' MINIMUM.
5.7 MASONRY PRECAST LINTELS SHALL BE PROVIDED ABOVE OPENINGS.
5.8 GROUTING PROCEDURE FOR BLOCK LIFTS EXCEEDING FIVE FEET:
PROVIDE CLEAWOUT OPENINGS ATTHE BOTTOM OF THE UFT IN EVERY
CELL TO BE FILLED. GROUT LIFT NOT TO EXCEED 5'-0' AND TOTAL POUR
DEPTH SHALL BE PER TABLE 4.3.3.4 OF ACI-ASCE 530.1.
5.9 MINIMUM GROUTING: FILL ALL CELLS SHOWN (ARCHITECTURAL PLANS)
5.10 ALL BOLTS IN MASONRY SHALL BE CENTERED IN CELLS t 2 INCHES.
SECTION 6: WOOD
6.1 ALL WOOD FRAMING AND PRE-ENGINEERED WOOD TRUSSES SHALL BE
DESIGNED, DETAILED AND FABRICATED IN ACCORDANCE WITH THE
PROCEDURES AND REQUIREMENTS OUTLINED IN THE LATEST EDITION
OF THE NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION.
6.2 THE WOOD TRUSSES SHALL BE SIZED AND DETAILED TO FIT THE
DIMENSIONS AND LOADS INDICATED, AS APECIFIED BY THE PROJECT
ARCHITECT. ALL DESIGN SHALL BE IN ACCORDANCE WITH ALLOWABLE
VALUES AND SECTION PROPERTIES ASSIGNED AND APPROVED BY THE
BUILDING CODE. ALL TRUSS CALCULATIONS, INCORPORATING
ANTICIPATED DESIGN LOADS, SHALL BE PROVIDED BY THE TRUSS
ENGINEER (STAMPED AND SEALED).
6.3 PERMANENT BRIDGING PERPENDICULAR TO THE SPAN OF THE TRUSSES
SHALL BE PROVIDED AS REQUIRED BY THE TRUSS MANUFACTURER. WE
TRUSS MANUFACTURER SHALL PROVIDE A STATEMENT THAT THE
BOTTOM CHORD OF THE ROOF TRUSSES ARE BRACED DURING UPLIFT
CONDITIONS.
P:. \ ,\,a FYr :hria .a.L: f li.:... •:.vALLY
I-.'LL 'C
COI.•-TR',Efi • 101 A ...:,V'f IT'ri„iEtL" V,IrF'
THE WOF-K 4F:' TO
c. . -_.l o -. . .
W000 S`:U•>.?t:r: CIF "'r••tMIT •'QEV=Nf II-.E HL'ILOING
SECTION HEFT FR::.'.. CF:LZc.A r,:R (i:1:;i:l A COf2R_C-
ff i(Jlppy Or ER CI-R Cwl T:-'L NL'`.F4G. comsmu,:rICP
6.4 FOR STRUCTURALIRIHMIi&!4AM6E' VlfE IFOLL&&@j%BADE AND
SPECIES OR EQUIVALENT:
SOUTHERN PINE OR SPRUCE -PINE -FIR SURFACES DRY USE AT 19%
MAXIMUM MOISTURE CONTENT, GRADE NO. 2.
6.5 PROVIDE GALVANIZED METAL HANGERS AND FRAMING ANCHORS OF
THE SIZE AND TYPE RECOMMENDED BY THE MANUFACTURER FOR EACH
USE INCLUDING RECOMMENDED NAILS (SIMPSON STRONG TIE
CONNECTORS OR EQUIVALENT).
6.6 ALL BOLTS USED FOR WOOD CONSTRUCTION SHALL BE A MINIMUM OF
1/2 INCH DIAMETER (ASTM A-3071.
6.7 PROVIDE FRAMING MEMBERS OF SIZES AND OF SPACINGS SHOWN, OR
IF NOT SHOWN, COMPLY WITH THE RECOMMENDATIONS OF THE
MANUAL FOR HOUSE FRAMING'OFTHE NATIONAL FOREST PRODUCTS ASSOCIATION.
6.
8 DO NOT SPLICE STRUCTURAL MEMBERS BETWEEN SUPPORTS. 6.
9 PROVIDE ANCHORAGF AND NAILING FOR MEMBERS AND SHEATHING AS SHOWN
IN THE DRAWINGS AND TO COMPLY WITH THE LATEST EDITION OF
THE 1994 STANDARD BUILDING CODE. 6.
10 ROOF FRAMING SHEATHING AND GABLE END SHEATHING: 1/
2 INCH THICK WITH A NAILING PATTERN t 10d
NAILS AT 6' O.C. PROVIDING BLOCKED DIAPHRAGM
24' FROM ALL EDGES OF ROOF. SECTION
7: STRUCTURAL ERM IT #B011% 7.
1 STRUCTURAL STEEL SHALL BE OF ASTM A-36 STEEL IU.O.NJ PROVIDE
F, - 46 KSI FOR STRUCTURAL TUBING. 7.
2 ALL ERECTION AND FABRICATION OF STRUCTURAL STEEL SHALL CONFORM
TO THE REQUIREMENTS OF THE dsc MANUAL OF STEEL CONSTRUCTION,
LATEST EDITION, AND THE LATEST EDITION OF THE RISC
CODE OF STANDARD PRACTICE. 7.
3 ALL BOLTED STEEL CONNECTIONS ARE TO BE STANDARD AISC BOLTED CONNECTIONS
AS PER AISC MANUAL AND SHALL BE CAPABLE OF SUPPORTING
MAXIMUM ALLOWABLE UNIFORM BEAM LOADS. AS DETERMINED
FROM THE TABLES OF UNIFORM LOAD CONSTANTS OF THE AISC
MANUAL. ALL BOLTS SHALL BE HIGH STRENGTH ASTM A-325. 7.
4 ALL WELDS ARE TO CONFORM TO RISC STANDARDS AND LOAD TABLES. 7.
5 WELDED CONNECTIONS SHALL DEVELOP THE FULL SHEAR AND/OR MOMENT
CAPACITY OF THE MEMBERS CONNECTED. OFFICE
COPY STRUCTURAL
DIMENSIONS, INC. STRUCTURAL
OEOTECNNICAL CONSTRUCTION AND FOUNDATION
ENOWEEFMO CONSULTAMTi ZIMMER
RESIDENCE 414
W. 19TH STREET SANFORD,
FLORIDA DRAWN
BY: C.C.S. CHECKED BY: C.C.S. DATE: 01/2412003 PROJECT
No: 3.1-003 SCALE: NOTED FIGURE No: 1
2" X 6" WOOD FRAMED WALLS (INSULATED),
8WINDOW
24" WINDOW J_(" TEMPERED GLASS)' 36" WINDOW
ROOF TO SIDEVVALl CONNECTION
r
BATHROOMSSINKCABINET'
SEXISTINGCAR -PORT
WASHER DRYER11 W.C.
2' X 4" WOOD FRAMED WALL
CARPET
5' -0"-1 7' -0"
TILED FLOORING 2'-6" DOOR
FAMILY ROOM
10'-0" EXISTING
LAUNDRY ROOM F_1 aoors ama$aa9am
I 5' BATHTUB I LINEN
I ' MN•a
2" X 6" WOOD FRAMED I
1 W/ SHOWER CLOSET
I ATTIC ACCESS (CEILING PANEL)
LOAD -BEARING -WALL I
Approx. 2' x 5'
I 54" WINDOW 16'-8"
1-
2" X 4" WOOD FRAMED WALL
EXISTING
S CLOSET I allS I Z.003HOUSEWH1
NAILNG SCHEDULE SPECWQ' TIONS
2'-6" DOOR
2" X 4" WOOD FRAMED WALL NAILING SCHEDULE
TWO 3'-0" BI-FOLD DOORS
2" X 4" WOOD FRAMED WALL
ROOF
DVPHRAGM
Dgin•waa mnn+000ams DNc
NjdWUff L1"'0®F"'a
aaMras•rocra®m¢a"ram
CARPET RMSiF+M
M Hm GAM TRUSS
i•omarMus•.ac
CMG
DVFrRACaM
uavrcn.nrmccaaMwrrat•
rrs®
m a000caooaDc
EXISTING HOUSE CARPET FAMILY ROOM i RMGMLEWAMG
L WOOD 9W WAU
a W;`,K;; tr=0MW,,E
loom
Rm WCDN" MWWl MM US"WOM
mrIT"MD
2'-6" DOOR
o c
6'-0" SLIDING GLASS DOOR
I
SEXISTING I
HOUSE
2" X 6" WOOD FRAMED WALLS (INSULATED)
I
23' -8"
Epoxies offer stronger bonding, shorter cure time and less hydrolization
than other types of resin anchors. Simpson's ET22 Epoxy -Tie is a
two -component amine -based system for high strength anchoring, with
a one year shelf life.
Components and Features:
The ET system has a dual -cartridge, a disposable static mixing
nozzle that blends the resin and hardener thoroughly, and a
dispensing tool.
The epoxy is dispensed directly into the anchoring hole, with
no waste or mess. ET's unique transparent measuring gauge
on the cartridge allows the exact amount to be dispensed.
The ET is resistant to hydrolization, which occurs when the
bond breaks down in the presence of water. The gel consistency
allows the material to be injected horizontally as well as vertically.
Installation (see drawings below) :
1. Drill hole to specified diameter and depth.
2. Remove dust from hole with manual blower or compressed air. Clean with
nylon brush. Dust left in hole will reduce the epoxy's holding capacity.
3. Dispense bead of ET to check for proper mixture, shown by a uniform gray color.
4. Fill hole halfway with ET, starting from the bottom of the hole to avoid air pockets.
Withdraw mixing nozzle as the hole is being filled.
5. Insert anchor, turning slowly until the anchor hits the bottom of the hole.
Codes: ICBO # 4945. The ET meets the following specifications: ASTM C 881-90
Standard Specification for Epoxy -Resin -Base Bonding Systems for Concrete.
ASTM E 488-90 Standard Test Methods for Strength of Anchors in Concrete
and Masonry Elements.
o
0.
b° Qoo. b° b° .0
Drill Clean Clean
Structural Engineering Inspection
for Warehouse Building No. 15
on 17' Terrace in Miami
Fill Insert
ALLOWABLE LOADS FOR THREADED ROD
ALLOWABLE TENSILE LOADS ALLOWABLE SHEAR LOADS
BASED ON BASED ON BASED ON BASED ON
STUD BITTER
MHIMIAI SPACING EDGE
DIAMETER DIRILLLL EMBEDMENT DISTANCE BOND STRENGTH STEEL STRENGTH BOND STRENGTH STEEL STRENGTH
k = 2500 k =1500
A 307 A 193 Gr. B k = 2500 k =1500 A 307 A 123 Gr. BDEPTHm)
is1018) SAE 4140) SAE 1018) SAE 4140)
3/6" 1/,6" 31/2' 416' 21/•' 2220 2895 2080 4580 1670 1020 1020 1040 2290 1D40
1/2" 9/,6" 41/," 6' 3'/." 2595 4310 31/30 8210 2990 2415 2415 1870 4110 1870
3/; 5" 71/2' 33/4' 4375 6170 5870 12910 4700 3485 3485 2940 6460 2940
3/; r/x" W/; 9" 5' 6970 7325 8490 18680 6790 6480 6480 4250 9340 4250
1/ - 1" 71s2" 10'12- 5% 8005 10640 12000 26400 9500 6240 6720 6000 128W 6000
1" 1'/: 8%. 12' 614' 10450 12aoo 15700 34500 1 12500 7185 7200 7820 17200 7820
1. Allowable bads for bond strength are based on a factor
of safety of bur on the average ultimate bad. They may
not be increased for bad duration. Allowable load must
be the lesser of the bond or steel strength.
SIMPSON
Strong-IU.
C06"•CT IIS
2. The tabulated values are for anchors installed at the
specified spacing and edge distances. Spacing and
edge distances may be reduced in accordance with
the table below. Linear interpolation may be used for
intermediate spacings.
TENSION CAPACITY SHEAR WAcrTY
SPACING Is) AND
EDGE DISTANCE (m)
FACTOR
Ff)
EDGE
DISTANCE (m)
DIRECTION
OF LOAD
FACTOR
Fs)
Spacing min - 0.5s 0.5 0.5m Toward edge 1 0.5
Edge distance min = 0.5m 0.5 0.5m Away from edge 1 0.5
ET1.7KT
Epoxy -Tier -CARTRIDGES
ET22 (ET22C similar) ET56
3. The anchors experience a reduction in tensile and
shear capacity with increased ambient temperatures.
For reduction values tor temperatures
above 721F, consult Simpson's S-ETC brochure.
1. Linear interpolation is allowed for
edge distances which fall between
0.5m and 1.0m, and anchor spacing
which falls between 0.5s and 1.0s.
ETEPDXY -TIE'"
ADHESIVE SYSTEM
ADVANTAGES OF THE ET SYSTEM
Two formulas: for concrete temperatures 25"F-45°F
ET22C), and for those greater than 40'F (ET22 and ET56)
Easy to use: gel consistency allows horizontal or vertical use.
Reduced shrinkage: shrinkage during cure is from 1 to 2%.
Moisture resistant a chemical anchor that is resistant to
hydrolization.
Corrosion protection: ET compound seals the hole and
encapsulates the embedded portion of the threaded rod.
Visible supply level: the transparent measuring
gauge allows for easy dispensing.
a..
Concrete Lintel Beam Schedule
J rt srcno.
rn IIams
M-C-%SlNOWswanS RafmQLUt
fttwOstrt Iwm srrrq.
1 rs•
co-Cm net(
moca /LARD w noel
7500 ro me net
m.uEa nA<m w rCIDI ro. no rrsr0uc ./1
S. uw - . ( I- Or
1L.s : JIwwK- (1 1 IrC [r a.W
ss- ./1 gl Ice tr,[. sr .00 Ire) 1/.'•.J. t• LLt CCDAII VROet 17aw .0
LLc ail0-k E n LLc:uS) 1 :-0'(
Woa:nnx 1 rttr tr oos F-CED t rcv.D (Zw p n)
pttpt31--L
ail - II[ tONlll[
no, SIM - SM SOfDua A.
a.aMtantf..sIID fa..0 s s-
wailICS: rw..a t Sn a a= - I.-
am.aea arttatM .l.RLAII -» ro
w still - ..S' 11 n .J m.rwuovs
CO.OtM StaeeM .t .(]LASE - XM V.
1 S>•u0 net r.(1nrSMK mows -
asm .eta
Iww.At mstass race
IwO. 10 toss[$ - .2-M .01. 1 I
Precast lard (e'ae• Filed and Unlined)
Taal Allowable load - I..& Pa Linear Foal
Mart Nl . Clor Spa. Lind S;tt No FLIT Fdkd (1) 05 Filed (2) 85
No Steel A B
LI 116• T1o• 6191 7NS 8127
L-2 27• 71• 6277 541) 560a
L) 11' 1O' 1466 Ul) 6571
La 317' 1Y6 2917 3696 3917
I.S 40' Tt• 2300 2906 3010
L-6 tY- Some 2045 1577 2669
l.7 SW 6t6• 1722 2167 7245
l-8 67• TV ItM 1165 1932
t.9 70• a'E' 1 1)84 1636 1696
L-10 aV• ' 76' 1133 1675 1476
L-11 T2' 1041 919 1236 1211
1-17 100• 11'4• 901 1129 1170
L-13 117• 1T6• 907 1004 1042
1.16 120• 11Y' 769 931 933
L-15 171• Ito- 701 713 7M
1717 It1- IS'a- 491 617 al
1V 17'a- 312 321 23
196- Ill a06 603M7-20V- 20I 176 377
1.0.-
0- 11'6- 1" 302 303
la'0' 111 2.17 L9
ti rcytcx . y.c.•• .tutu P.-.- AN
2) 7716' Diameter Presuessinp Shards.
Precast Lintel (e'at6', Composite)
Taal Albwabk Supcnmposcd load - Pounds Per Iitear Foot
Mart 160. Cloy Spun Lund Stu Filial Fill d Filed
1)15 TAB (1)IST(1)1511 (2)03 TAB
C D E
1'6• TIO' 1277E I2591 12167
27• 6• tail am i171
21• 10' 6a6t 702) 717{
37• a'6• Sm 3902 601) V 40- 3Y' 6566 a6t9 675)
a1' S'10' a029 a120 a217
37' 65' 37{7 60 731E
67• 7fi- 7907 2913 30[2
70'
Er4
231{ 2607 2666
LI0 IV- 2215 2267 2719
I'll T20 Kill 1936 2009
1.12 IOV' 1769 1790 IQ7
LA) Irr ISS[ 1591 162ELN17V• IUt 1473 1.
LIS 121' 1356 1319 1a71
LI6 I3'a' 1395 1[ta I5111-17 la'0- 1326 1776 1437
I'll 161• 17'4- 1113 1197 12S0
1.19 IIV- 19'6- 1019 1057 110E
LIO Ill- 10V- 9a0 1417 1063
LII nV' 21'4' no 911 954
LII I21- Ia1' 7t0 775 I01
M)lt: Um ouluecrl repreaca prmss W Prtsu-sto 1ne16 (1) "t0-
Diaoreu Pnarcain6 strands.
Precast lard (e-a6-. Fled and llnroed)
Taal Allowable Superirupowd Loud - Pounds Per Linctr Fos
M.rt NO clear Span lied Site No FLIT Filod (1) IS Filled (1) 53
No steel A 0
TIO• 4119 3996 3920
7'06• 716' I143 2745 26"
11' a0• I19 7219 2191
77' 616- 1315 196a 1111FM41)
11
57• 927 Mo 132E
W 6[7 1025 IOM
57• 61• 519 922 all
fill, T6• 332 524 330
7O' 91• 252 397 401
M•10 1V' TV 716 360 3[)
M•II T7• 10'6• lab 797 296
161-12 10V 1116• Ili 717 Its
111•13 11*2 121' 109 171 173
M-1. I2V' 171 17 129 129
Precast Lkdd (e'a 16'• Cor poste)
Total All-bk Superinpowd load - Pounds PR L'ntar Feet
Matt No Clear Spae Uad Sim Filed Fdkd Filial
1)I5 TAD (1)85T(2)158 (2)65 TAB
C D E
1''6' 210• 0S 8725 S910
77• 1Y• 6261 6o05 6147
27' Vol 5060 a152 69"
77' 6'60 4249 6073 4170ECoo506• 3140 7201 727{
46' 5110 2957 2t73 2901
5'70 C-i 765o 2532 2600
6.2' 76• 2119 70)7 2037
7V' 1'E• 1619 1717 1710
M-10 101 96• 1196 1411 1492
M•II 71• lord• 1213 U11 1211
1.1-12 100' 11'E• 297 954 962
AI.1) W2e 121• 736 714 790
M-It 20- 1)'v 36t 606 611
STRUCTURAL. NOTES
1) CODES:
1.1 Sundard Building Code (1997).
1 2 Building Code Requirements for Reinforced Concrete (ACI 319-95).
1.3 American Society of Civil Engineers Minimum Design Loads for Buildings and
Other Structures (ASCE 7-9S).
2) CONCRETE.
2.1 Concrete Compressive Strength at 26 days-
2. 1.1 Precast with standard reinforcement - 3.500 PSI
2.1.2 Precast with presutss reinforcement - 5.000 PSI
2.1.3 Concrete fill (placed in field) - 2.500 PSI
2.2 Reinforcing Bars:
2.2.1 Steel placed in precast lintel at time of fabrication ASTM A615 (Gnde 60)
2.2.2 Sled in lintel and knockout block (placed in field) ASTM A615 (Grade 40)
2.3 Prestress Strands ASTM M 16 7-Wire
2.4 Detail Reinforcement in *Accordance with ACI 315
23 Concreting Opmlions Shall Comply with ACI Standards
3) MASONRY:
3.1 Design and Construction Shall Conform to the Specification of the National
Concrete Masonry Association and ACI 530
3.2 Minimum Masonry Unit Strength: f m 1.250 PSI
3.3 Mortar Shall be Type S
NOTE: It is the contractor's responsibility to review all drawings before
construction begins.
Any discrepancy between field conditions• odw design
professionals shop drawings, contractors' building methods• and these signed and
scaled drawings must be brought to the anatio prior
to the commencement of construction.
r-L. 'Q¢js cA
06,11 Zoo3
FOUNDATION PLAN 1
S2A
2" X 6" WOOD FRAMED WALLS (INSULATED)-,
18" WINDOW
TEMPERED GLASS) 7—s" 24" --,'
f' •fir
r
SEXISTINGCAR -PORT
10' -0"
WASHER• DRYER"
5' -0" 7' .0"
TILED FLOORING -
lJM•
I•
J•
rl, —•(! •• •/—.'
i.
a•
1-!.
i './" a .\ •i\•'. —s —rya
ate - - .: f,-'1 j •''1 c- ` • ' • : ' _ may,, , . '
2" X 4" WOOD FRAMED WALL
12" X 24" STRIP FOUNDATION (12" MIN. SOIL COVER) r"•i i _I3 # 5 REBARS LONGITUDINALLY WI # 5 REBARS ——
LATERALLY AT 4.0 FT. ON -CENTER ; 100% TIED) L i
2'-6" DOOR
FAMILY ROOM :M I
ATTIC ACCESS (CEILING PANEL) :' •
Approx. 2' x 5' '
1•
1
54" WINDOWI' _ a •' . - : ! i I AILWLMIETHt ARTUATED. i . -,1
aas EXISTING ^-: ;'.•,: _ wFgm1B)(VAPOR6AIVA O101110W1
HOUSE
i CLOSET 1 wr+a+l IotarIo
W.H.1
I I wwm)wmlcol wA=RWW
f,'• •, w :.
ACWFWMGA A4A
pY D+I OOFF9 4lI<OFIISM k •(.;
2'-6" DOOR
1'
2" X 4" WOOD FRAMED WALL `
ate / `''
TWO 3'-0" BI-FOLD DOORS 52.01 <<•: ,4
2" X 4" WOOD FRAMED AL
CARPET I• 1
2
EXISTING HOUSE ; %
11 CARPET FAMILY ROOM
12" X 24" STRIP FOUNDATION 112" MIN. SOIL COVERT
1:.,
j 13 # 5 REBARS LONGITUDINALLY W/ # 5 REBARS
2,; •bOR LATERALLY AT 4.0 FT. ON -CENTER; 100% TIED) ,• 1
c
S2.0 6'
LiDI cSLASS-D.1 — — — — ,,-11.7i•
1 a \. ;1.`l •/,'1'rs 1'``1 1/• ',': /, • 'a•/'L.f •s/ — — , a J J ., .. — i. s_
ri `•' ./ —\a '\i``"' r \
1 •'
tea ..;• '. •,\= ./•,a=•-/`.•:•-•
f a 1--1—•_ _'•'•C f —1 J.
i.'..L/ EXISTING
JJ--ll--•T __ -- 1 ` s..l' `_ = "_,• .1 ' S11
2" X•6" WOOD FRAMED WALLS (INSU ATED) HOUSEjL
f i' v • 23'-
8" FOUNDATION
PLAN 1, .
tom- Z 6 t62- 003 -
EXISTING
LAUNDRY
ROOM r i
2"
X 6" WOOD FRAMED LOAD -
BEARING WALL: 5'
BATHTUB I W/
SHOWER LINEN
CLOSET
WOOD
FRAMED WAtL TYPICAL
FOUNDATION DETAILS ROOF
TO SIDEWALL CONNECTION r
J
r
r I
r mica
g tr
s
asCDwL antannea
taaasua
rs«
m.8 r—
DaBdOR
WALL J
16' -
8" 2
1.
01*_ S2A1 asDK
r mwica
01 3 r r
r tsme loaea 3asmaa =
rwwcDmWIRIOR
WALL
ELECTRICAL LAYOUT PLAN
r- r
SEXISTINGCAR -PORT
10'-0"
EXISTINGHOUSE
24" WINDOW
18" WINDOW
TEMPERED GLASS)
SBATHROOMSINKCABINET I
WASHER DRYER
EXISTING
LAUNrOOM
2" X 67 WOOD FRAMEDLOADEARINGWALL
2'-6" DOOR
2" X 4" WOOD FRAMED
EXISTING HOUSE
TILEOOORING/ / 2'-6" DOOR
I
5' BATHTUB I LINEN
I W/ SHOWER CLOSET
L- 2" X 4" WOOD FRAMED WALL
OW.H. Q
TWO 3'-0" BI-FOLD\DOORS
ti
2'-6" DOOR
FAN SWITCH W/ LIGHT
2" X 6" WOOD FRAMED WALLS (INSULATED),
36" WINDOW
2" X 4" WOOD FRAMED WALL
CARPET
FAMILY ROOM
2" X 4" WOOD FRAMED WALL
FAMILY ROOM
I
6'-0" SLIDING GLASS DOOR
ES StCEILING PANEL)
X. 5' \
I 54" WINDOW
CEILING FAN WITH LIGHT
NOTE:
THIS DIAGRAMATIC PLAN IS INTENDED
TO SHOW LIGHTING AND CONVENIENCE
OUTLETS ONLY.
IT IS THE ELECTRICAL CONTRACTORS
RESPONSIBILITY TO VERIFY THE
REQUIREMENTS AND LOCATIONS OF
ALL ELECTRICAL EQUIPMENT (INCLUDING
KITCHEN EQUIPMENT). AND TO PROVIDE
AND INSTALL COMPLETE ELECTRICAL
SERVICE AS REOUIRED BY THE LATEST
BUILDING CODE/S AND/OR LOCAL
ORDINANCES.
EXISTING 11...
SHOUSE j 2" X 6" WOOD FRAMED WALLS (INSULATED)
23' -8"
ELECTRICAL LAYOUT PLAN
16' -8"
SYMBOL KEY
MARK / DESCRIPTION
ARCI
ARC -FAULT CIR-UII INTERhZIPTER OUTLET
Q{Yp
DUPLEX OUTLET
YY DUPLEX OUTLET. GROUND FAULT
4AI DUPLEX OUTLET. TO S ATCH
720v OUTLET
e TELEPHONE OUTLET
n TV OUTLET
5MCKE ALAgli (HARD WIRED AND pNERCOINECTED)
Gl EXHAUST FAN
1-WAY SWITCH
7-WAY SWITCH
O RECE55ED LIGHT
O RECE55ED LIGHT WITH SCOOP TRIM
WALL MOUNT LIGHT
CEIL04G MOUNT LIGHT
I
Q 5U5PENDED CEILING MOUNT LIGHT
CEILING FAN
L_IFLOUMESCENI FIXIU ZE (7.40 WRAP)
FLOOD Lib" S
DISCONNECT
4 LIGHTED IY15H BUTTON
O CHIME5
ELECTRICAL PANEL
Q ELECTRICAL h'ETER/ SERVICE LOCATION
p`31 Zoo3
ATTIC FLOOR FRAMING PLAN
LIGHT STORAGE REGION ONLY)
StC
EXI!
IFIR
r
czZ:::24" WINDOW
18". WINDOW
TEMPERED GLASS)
2" X 6" WOOD FRAMED WALLS (INSULATED),
36" WINDOW
OMSATHRINKCBINET
XISTING
AR -PORT
IL_ J_
2' X 4 WOOD F MED W LL
W
CARP T
5' -0"- 7'
LED OORI OOR
STING ROOF JOISTS I1-STORY)'
E DAMAGED TO BE REPLACED) AMILY OOM
10'-0"
LAUNDRY ROOM
I
2' X 6" WOOD FRAMED J I
5' BA
W/ SH
HTUB
WER
LINEN
CLOS t ATT ACC S ICE ING P NEU
LOAD -BEARING WALL App x.2' 5'
2" X 4 ODD F MED W LL 54 WIND W
EXISTINGHOUSE W
CLO ET
2'-6" DOOR
0 3 0" BI- LD D ORS
2" X 4" WOOD FRAMED WALL
2" X 4 WOOD F AMED LL
C PET
EXISTING HOUSE ARPET FAMIL OM
2'-6" D00
2'x 12" S.Y.P. SPACED AT 16" ON -CENTER
W/ 5/8" COX PLYWOOD SUBFLOORING.
6'-0" S ING G SS D OR
EXISTING + 2'x 12" S.Y.P. SPACED AT 16" ON -CENTER ISHOUSE i 2" X 6" WOOD FRAMED WALLS (INSULATED) WI 5/8' CDX PLYWOOD SUBFLOORING.
23'-8" ATTIC FLOOR FRAMING PLAN
LIGHT STORAGE REGION ONLY)
rER
P-.-A m6
ssr.9
4'-0" KNEE WALL (2- X 6- S.Y.P. SPACED AT IB- ON -CENTER,
AND TO ALIGN WITH FIRST. FLOOR FRAMING BELOW). TO BE
16''8" BUILD ABOVE FIRST FLOOR CBUNG JOISTS TO SUPPORT
PARALLEL CHORD TRUSSES (BY OTHER/S). FIRE -BLOCKING
REQUIRED AT 2 FT. (INTERMEDIATE) FOR STABILITY.
ALL ROOF TRUSSES TO BE SECURED WITH NAILS AND
SIMPSON TYPE HURRICANE STRAPS.
HURRICANE STRAPS SHALL BE SIMPSON MTS-20'S.
I.E. INSTALL 2 X MTS-20 PER TRUSS BEARING POINTI
NAILING SCHEDULE
ui n•w r.mnre000avasuf. ROOF tl WW f rotffROr®rMLL mO'
OLAPFiRAGM l.0 wu1 f f OL • rasmnrt vTOr6
ROOF 9iFATF@lG pp,7 [.1 WU f roc
TO END GABLE TRUSS
CBNG aurcm.awrAco a ufrors
WeRAGIA
rwe mce m®aoara aooc
ae[8
MCA ES}EATIRIG 1a wAL4M?nrAZWJWW) f fOl
rwe a= WWu•Ir Or-* rt
l WOOD SIEIJt WAL(S asrom
FLOOR WCD "-Om A/mWiltfq
Dur c
mfir ormc
ROOF FRAMING PLAN
r
SEXISTINGCAR -PORT
F\ -- — — — — --
24" WINDOI \ ` 18" ROOF OVERHANG
5'-0"---i--1
EXISTING ROOF JOISTS [1-STORY]'---*-- 1
FIRE DAMAGED TO BE REPLACED) I
10' -O"
F20"
NDRY ROOM
6" WOOD FR MED J
BEARING WILL
t
EXISTINGHOUSE
STANDARD GABLE END
I- — —_
2LX LWOOD FRAMED WALLS (INSULATED);^ —
MAX. TRUSS SPACING
IS 24" ON -CENTER
STANDARD GABLE END
RID INE
W TTIC WINDOW
THREE (3) CEILING MOUNT LIGHT 4'-0" ATTIC WINDOW —
I
kl/
I
I
I
I
I
I
I
16' -8"
I
I
2'-6" DOOR / \
2" X 4" WOOD FRArED WALL00,
EXISTING HOUSE
I 2' -6" I
I
SEXISTING ; L
HOUSE.
0 131 I Zoo'3
2' X 6( WOOD FRAMED WALLS (INSULATED) 18" ROOF OVERHANG
PROPOSED ROOF TRUSSES (PARALLEL -TYPE) / 23'-8"
SEE TRUSS PACKAGE AND TRUSS ENGINEERING I— / SIGNED & SEALED) BY TRUSS MANUFACTURER]
ROOF FRAMING PLAN
ROOF TO SIDEiWAL1 CONNECTION
w+"Tq
reDomcumMOM
ALL ROOF TRUSSES TO BE SECURED WITH NAILS AND
SIMPSON TYPE HURRICANE STRAPS.
HURRICANE STRAPS SHALL BE SIMPSON MTS-20'S.
I.E. INSTALL 2 X MTS-20 PER TRUSS BEARING POINTI
NAILING SCHEDULE
ROOF 1@ln-NAaAl0CD"l DDa OaswNc
rlaa MU • f =G M0=PNQ MM
DAPHRAGM arf ws rot uDanaD
ROOF 9IFAIHNi- RDTLZtlIW1 fGL
M END GAM BUSS
LNG tsvrra.aramcmnwu rDu
DIAPF1RA M Tr9 ® ta aDUl[' no®NG
RMGAB[F9UMING D=uaaA®mrmrw u foc
auwusTrocomwa
6WOOD9fMWALLS
Ilm Wm RTWMWl Immu0 fRx am
DIAPHRAGM
lCdOtT AMD
ELEVATION PLAN NORTH ELEVATION
STANDARD ROOF SHINGLES (SEE DETAIL/S)
VINYL SIDING •1r
2- X 12- S.V.P. WOODEN BAND IAT FLOOR TRANSITION) W/ AL. CAP
0_ 6' -0'
4
6•-s_
tE `' VINYL SIDING
4'--7 %'
T
4'-0'
TV-0-
8•-0•
S
I 18'-8
STANDARD ROOF SHINGLES (SEE DETAIL/S) SOUTH ELEVATION
wwwwr wwwww wwww
w wwwwww w ww ww
www wwwwwww w ww
www w wwwwwwww
w wwwwww>,wwww wwt l
www wwwwwwwww
fAltt fd fa fdltw flfa• flll llt MINIM
wl w fltltti• f llllllll fi titititt tttttte ttt
r tl I dtttra dtllltliJ• ra• aIIIIII tlRi titititit. tlfa! ttt ttititttel altttititt. titter
VINYL SIDING
eee s ee•TRANSITION) _
VINYLS e e
4'-7'h'
4•-0'
8'-0'
EAST ELEVATION
4'-7'h'
1
7
4-
1VINYL SIDING 4';0'
X 12" S.Y.P. WOODEN BAND IAT FLOOR TRANSITION) W/ AL. CA 11I
17' -8 1/8"
VINYL SIDING
I
1
16'-8'
WEST ELEVATION
4 -7'h.
VINYL SIDING I
17'-8 1/8" _L
X 12- S.Y.P. WOODEN BAND IAT FLOOR TRANSITION) W/ AL. CA
54"
IF`
4
T
VINYL SIDING
16 B
ELEVATION PLAN
HEADER DETAIL
HURRICANE CLIPS OR
TRUSS ANCHORS - SEE ROOF TIZJ55
LAYOUT FOR 5
STRAP TOP PL
TOGETHER W12
PECIFICATIONS
ATE 4 HEADER
RT15 11N. UN.O.
1" PLYWD
FLITCH
17'-8 1/8' 2x CRIPPLES UNDER HEADER
AT END OF HEADER
46 KL
2x12 12 SYP W/I
OR IAA, 0.5.5
1
0'31 lzoo3
MINIMUM WALL AND HEADER
STUD REQUIREMENTS
Maximum Header Span (ft.)
3' 1 6' 1 9' 1 12'
Number of Header Studs
Supporting End of Header
1• 2 2 2 2
Unsupported
Wall height
Stud
Spacing
Number of Full —Length Studs
of Each End of Header
10'
or less
12 in.
16 n.
24 in.
2
2
1
2
2
2 1 3
3
2 1 3
3
2
3
3
2 1
3
3
2
greaterthan10'
12 in.
15 in.
24 in.
2
2
1
2
2
2
3
3
2
4
3
2
5
4
3
5
4
3
The header stud shall not be required if the header is
supported by a suitable framing anchor.
FRAMING DETAIL PLAN
COMP. SHINGLES OVER 15' FELT
ON 1/2" COX OR l/16" 055 (MIN. RATED 16124)
IF TILE ROOF 15 USED SEE TILE
MANUFACTURER FOR
RECOMMENDED SHEATHI
PRE-ENGINEERED TRU55 624"
O.G. (MAX.) W/HURRICANE ANCHOR
ON EA. TRUSS. (SEE TRUSS
LAYOUT FOR TYPE 4 MANUF.)
PROVIDE BUILD. PAPER OR
STEEL PLATE BETWEEN
TRU55 4 CM. -
AS SPECIFIED BY
BUILDER NON-5TRUCTURAL I, 1ST
R-19 MIN. INSULATION RATING FOR SIDE -WALLS
VAPOR BARRIER (TYVEK-TYPE) - I
WINDOW SILL
2- X 6- S.Y.P. WOOD STUDS Sig CbA
BEARING OPENING WOOD FRAME --•-
BLOWN INSULATION
R30 MIN. INSULATION RATING FOR ROOF
vARIE5
SEE ELEv. 14.
5d COOLER NAILS OR GW554 6 l" O.0
w GYP BOARD
2) 2- X 12- S.Y.P. HEADERS
2" X 6" CRIPPLE STUDS
S,rg" GYP BOARD OVER
WINDOW
OR FIXED GLASS UN-0
SILL
2- X 6- S.Y.P. WOOD STUDS
R-19 MIN. INSULATION RATING FOR SIDE -WALLS
CONC.- SLAB W/ FIBERMESH
OR 6x6 WWM OVER 6T I VISA -
Co FINISH GRADE 77.
a. II —III "
M V I I I -I CLEAN COMPACTED
TYP. 16"x20" MONO. TERMITE TREATED
DGTEONT -'S• III II I I —I I II III I I FILL I
1I- 01131
12003 SIMPSON
SP2 ROOF
FRAMING DOUBLE TOP PLATE C.
CC I AY,Ml'r- ) c.F= f7G -a SYP r
2)
2'XI2- HEADER-" HUGHES HCDPL- OR
SMIPSON H2 ° 2)
HUGHES RTIS EACH TRU55 OR
SIMPSON LSTA21 AT
END OF HEADER CRIPPLE
STUDS NO TO
JACK STUDS CONNECTOR
REQ'D. HEADER
STUDS BLOCKING
2)
FULL LENGTH
WALL STUDS
FOR NO CONNECTOR REQ'D. OPENINGS
GREATER
THAN
48" i r SIMPSONSPISIMP'
aON SP4 HUGHES
OR
SIMPSON HCLH/
F24 H3
OR
HUGHES TP4 2x12
12 SYP W/1/1" PLT OR
1/16" O.S.B. FLITCF l
UN 0.) 2x4
CRIPPLES UNDEF 4
6 END OF HEADER 112"
x 8" 'J" OR "L' BOLTS OR
V)"X6" EXPAN510N BOLTS 4"
MIN. EMBED 6 32" O.G. MAX. UN.
O, WR"xl/8 WASHERS -\ HEADER
DETAIL 9 INT LOAD BEARING WALL —- 0' 2x4
P.T. PLATE HURRICANE
CLIPS OR TRUSS
ANCHORS - SEE ROOF TRUSS LAYOUT
FOR SPECIFICATIONS STRAP
TOP PLATE 4 HEADER TOGETHER
W/RTI2 MIN. UN.O. 2x4
STUDS 6 I(o' O.C. 3K,
D SYP OR 02 5PF MIN.
U.N.O. 1/
2" GYP. BOARD HURRICANE
CLIPS 6 32' O.C. MAX. U.
N.O. R
FRAMING
DETAIL PLAN Iscia
MTL.
DRIP CAP. IxIO
CONT. A
f-nMT NAILING
SCHEDULE ROOF
Law * AP, uJID m PLYWOOD O. Ou sunw W/
WN .f Of- •L OfM PANEL WOO DIAPHRAGM
a N Iwl • f WDIMM M RP OrD ROOF
SHEATHNG TO
END GAbIE MM CEILING
Is aci+.nWmma»wu rot PANELaza
MERL-IOCLNG AND caw. END
GADLISHEAIHNG Iay"/J®//IrAJwm usroz IME
mOE & N IVIt • M Of 8 MUMMAQ L
WOOD SHEAR WALLS spr m ROOK
WmRr+OmW/mwu flo.mm DIAPHRAGM
m
nlwleD
ALTERNATIVE ANCHOR BOLTS
THAT MAY BE UTILIZED
DIMENSIONS MINIMUM MAXIMUM
ANCHOR CONCRETE ALLOWABLEIltfl
TYPE ptA MIN 4 EM STRENGTH TENSION
4 DIST pal) LOAD (133)
B 1 8 8 8 3000 13380
8 this 1 15 15 15 3000 13120
8 1ti4 20 20 20 1 3000 1 15305
Fes-- 2 le minimum
CONCRETE ANCHOR TIES SHALL BE
IN ACCORDANCE TO THE TABLE "B"
BELOW AND SPACED AT A MAXIMUM
SPACING OF 16" ON -CENTER.
2" x 6" WOOD STUDS TO BE PLACED
NO MORE THAN 16 INCHES ON -CENTER
Design loads for Anchor Type B are
calculated using a full shear cone.
Multiple reductions must be taken
for comer and edge distance
conditions.
ABE
a tOt"W
Wax
ABA 0 °0Yin°
other sizessimilar) I .
3 Ell! rem
o
Typical PBS
Installation
ABAIABEIABUIPBSICBS
STANDOFF POST BASES
Provides tested capably Features I" standoff height above
concrete floors, code -required when supporting permanent structures
that are exposed to the weather or water splash, of in basements
Reduces the potential for decay at post and column ends.
One-piece ABA provides uplift capably. With no pieces to lose
on the lobste. For new or retrofit construction
ABE and ABU's base design includes anchor bolt adjustment slot
Four-sided slandoll plate increases download suppon and provides
anractive appearance.
MATERIAL: See table
FINISH. Galvanized Some products available in Z-MAX; see
Conosion-Resistance• page 5.
INSTALLATION: • Use all specified fasteners See General Notes
Not recommended for non -lop -supported installations
such as fences
CBS and PBS embed into wet concrele up to the bottom
of the 1" standoff base plate. A 3" minimum We cover is
required to obtain the lull bad lot CBS: 2" for PBS. Holes
in the bottom of the PBS and CBS straps allow lot free
concrete [low
ABA, ABE and ABU-for pre -pour installed anchors.
embed 4' into concrete For epoxy of wedge anchors.
select and install according to the anchor manufacturer's
recommendaltaLS, anchor diameter sliown in table. Install
required washei-rot included for ABA44. 46 and 66
See Epoxy -Tie, page 14. for tested, bad -rated epoxies
CODES BOCA. ICBO. SBCCI Nos NER-422, NER-432, NER-469.
City of L.A Nos RR 25064. 25074. 25158; Dade County FL
No 93-1016 1 (an codes for ABE44. ABU". PBS. CBS)
TypicalABER
Some model confr urationsInstallation9
for Rough lumber may differ from those shown.
ABE similar) Consult factory for details
MATERIAL I DIMENSIONS FASTENERS ALLOWABLE LOADS_
POST
UPLInBOLTS
Fi(133) F,(133)
DOWNMODELNOMINALUPLIFAIGTN0.
SET BASE S. W, Wi DRHa ANpA0f1 ULT NAILSBOLTSNAILSNABS BOLTS NABS BOLIs 100) OTy
dA ABA44
4.4 tfi_ga t6 ga Th 3'•> y 6-IOd 2120 555 111151
6000
ABE44
4d 16 air 16 qa. 3'_
39n
T_i jyv ill _ 1893 520 6665 12
a 1,._i
7b
7' 7 t? t2 16d 2 h 7833 2200 2200 166665
h7':__-_
7730 740gii24001165 23_0 885 BeyTit I4•. 1 411 230 885 885 6665 CBS44
1 4.4 112021 10 da 13s.,v 1 Th 1 7'a 1 2'1. I4.e I I I 2 I I t6667 I 15735 1 - I 1 9665 ABAuR
RGH4d lfi a i6 a 1 7°. 1 3'h 1 h 61Do 2120 555 6000 ABE+
4R_ RGH 4.416 ga 16 qa 4 Th 3'h h 6-rod 1693 400 6665 5167
a10 ABE46e1607335
PB546
4.6 t2 ga t4 qa J••,. 5sh 3'h Yr. 3.. t416d 2 y 7773 2400 2400 1165 360 885 885 9775 ABA46
4.6 14_ga 14 ga 3•.n_ 5' 9':. a. 16o 2967 935 9435 CB546
4.6 12 Qa tOga 31,. 5'Ae I T•e 3 a 2 t• 1-67 7 5735 t0000 ABU46
6 1292 129. 3'_,e 5se 5 2s. s. 12160 2 a677 2200 2300 70735 ABE.
6R RG_H 4.6 129a 16 ga 4,.,. 5b. 5'/n 6.160 4350 Bt0 7375 ABA46R
RGH 4.6 14 ga 14 qa 4'n.. 5'h 5'/. a 160 2967 935 1 12000 P_
BS66 6.6 t2 ga 12 5 3'..I t4.16o 2 h 131DO 2630 3560 18651 570 1700 1700 9375 ABA66
6.6 14 as 1. a 5'.- 5°..
5`-
5:: r s. B-16o 3050 955 rr 1 10665 CBS66
I 6-6 1120.1100.1 5'1, 15'.n 165. 1 3 I.'h I - I - I 2 I s•e 1240001 1 55601 I - 113000 ABE66
ABU66
6.
6 6.
6 t2ga
12
gar I.
ya 10
qa 5'
h 5'
n 5'
n Yy
5'
A. 5
I_
2 .
h
I °
h B
l60 12-
tfid 2 ly 4873
8900
880
2300
2700 15000
15000
12665_
ABA66R_
IRGH 6x6 a qa 14 qa 6 5'a 1
I15000 ABE66R
IRGH 6,6I 12 gal 14 ga 6'.. 5'h 5'A. 8.16d 536 9001 1
Loin am taiaat bans have been incased 33% 1a 2 Downloads may rot oe meased b, Vim lean 1020M nnoa
eanhawale baden to brine, memo allowed 3Far higher mwibads.W"Pao gout time, I" stamM ptale be4e.ntallng irhp'
A. Irt-zvsun K Reduce by 33-4 W mmal loading CBS no mane Bae 00wn.w0 an post a mnUMe. acroON b Ve rode Column
bases for use with a variety of dimensional
lumber and compo.le wood sizes LCB-
Low-cost Post base for Dallas, tarpons.
breezeways and porches CB -
For columns that require high structural
values and rugged performance CBS -
a non -welded. galvanized 1" standoff column
base Features I" standoff height above concrete
or masonry floors or decks. required by
code when supporting permanent structures which
are exposed to the weather or water splash•
on are in basements Reduces the potential
lot decay at post and column ends Slot
allows lot free concrete lbw MATERIAL:
See table FINISH:
CB -Simpson gray painl; all others galvanized
CODES-
BOCA. ICBO. SBCCI Nos NER-393 and
NER-422, City of L.A Nos. RR 24818 and
RR 25064; Dade County, FL 93-1016 1 Table
bads are based on the 1991 NDS and
may differ from code repons due to revision
Lag time Typical
ce Installation
INSTALLATION' •
Embed the CBS into wet
concrete up to the bonom of the 1"
standoff base plate. Boil
holes shall be a mnimum of ''Im " and
a maximum of 'hp" larger than the bolt
diameter (1991 NOS. sec B 1 21 ) A
3" minimum We cover is required to
obtain the lull CB and CBS batl Z"
to, the LCB). These
column bases are not recommended
for ion -top -supposed installations.
such as fences Use
all speblled fasteners See Nails
and Fasteners, page 5 Optional diamond
holes may be used to temporanly
secure members while drilling
and boiling OPTIONS: •
The LCB may be shipped unassembled,
specify Disassembled CB
may be ordered flol-dipped galvanized.
specify HDG MUM
NER
3LCB)
ypiral
CBS Installation
DIMENSIONS
MATERIAL FASTENERS ALLOWABLE LOADS MODEL
No. W, W, D 118 siTUP BASE NAILS BOLTS UIRJFT
It]]) BOLTS
DO"'
NAAs
100) LCB4.
VA, 1 3'h 1 WAr 3'6 1 12 ga.2 16 oa 12-16d1 2-'4 M6 1 2255 1 3545 1 CBSu
31.. 1 3'4 1 7'. 14111, 110 ca x 2. l2 a I 2 sh MB I I 5335 1 9665 CB4.
3/,. 1 VA. 1 7ga.2 7ga 2-. MB 4200 LC646
3'.. 5% 6'h 3% 72 ga x 2 16 ga 12.1fd 2-'/z MB 2255 3530 C6546
31h. 5'., 7'h 1 416 1 10 ga x 3 12 qa 2-3/. MB 5335 IOODO C846
3s.. 5'y a 4. 7 ga . 2 79a 2m hM0 4200 LCB66
5% 5'6 5'h 3'h f2 a.2 1602 12.16d 2'h MB 2255 7525 CBS66
1 5'6 1 5'A. 6'. 14'h 110 Q2 x 3 1 12 a 1 - 12 -. MB 5560 113000 CB66
5'4 1 514 a 4% 7 ga x 3 1 7ga 2'. MB 4200 5'
7 8 4% 7ga 3 7ga MB C1377ga
7h3% a 5. 338310 9ax- 7%
8E.3ga3 7g2 2-. M 720VC86.
77'
I
UpYh bads have been naeaserl 33% br wvd m unthgwke 4 For "her CaS oo.rbads. soadY put. growl trade, t" badrq
with re further meme allowed styidae plate before i scary no mmele 2
Lwas my to De noeam 4 sho Vle,ni loadip 5. W, if -man Vndd oat b. greater bun Y; ono the 3
Base adtnbad an post a innate. &=Mfg C aM time %awl worm -.ba sue CB
5335
Ibs41
l•
STANDOFF Z>
SATISFIES CODE
jyw
REQUIREMENTS 3
MINIMUM t jyr SIDECOVER
CBS
t7v
1
I
It
I
I
1
i
t-:
r
Typica
I CBS Installation
r.
CITY OF SANFORD ELECTRICAL PERMIT APPLICATION
Permit Number: 0-3 I ` (D35 Date: 2
The undersigned hereby applies for a permit to install the following electrical:
Owner's Name e/
Address of Job: 1,(15470 __94
Electrical Contractor:. -
Residential: X) Non -Residential:
Number Amount
Addition Alteration Repair Residential & Non -Residential
New Residential:
AMP Service
New Commercial:
AMP Service
Change of Service:
From AMP Service to AMP Service
Manufactured Building
Other:
Description of Work: o szc a
7
o eC
G
Application Fee: 10.00
TOTAL DUE:
By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code.
6LX 10,cf;xc
Applicants Signature
State License Number
CITY OF SANFORD PLUMBING PERMIT APPLICATION
Permit Number. (/%iDate: The
undersigned hereby applies for a permit to install the following plumbing: Owner'
s Name: It -?- Address
of Job: Jy /f 7 S%L,L
i% 5%GC 12 Plumbing
Contractor.dj,S/t-?f, Residential:
Non -Residential: Number
Amount Addition,
Alteration, Repair Residential & Non -Residential) New
Residential: One
Water Closet Additional
Water Closet Commercial:
Minimum Permit Fee $25.00 Fixtures,
Floor Drain, Trap Sewer
Piping Water
Piping Gas
Piping Manufactured
Building Description
of Work: Application
Fee: 10.00 TOTAL
DUE: By
Signing this application I am stating that I am in complian w h City of an rd Plumbing Code. r=
APPfi ,'
s/Ya cu 5tr,C State
License Number
03/13/2003 11:30 4076722127 ADVANCED RESTORATION PAGE 01
A Advanced Restoration & Design, Inc.
2721 Forsyth Road, Suite 301
Winter Park, Florida 32792
407-672-2096 • Fax 407-672-2127
FACSIMILE TRANSMITTAL SHEET •
TO:
f FROM: . /
COMPANY:
DATE:
E%AD iN Al 6 3/ 3 a 3
FAX NUMBER:
p TOTAL NO. OF PAGES INCLUDING COVER. ----
PHONE NUMBER:
RE:
URGENT FOR REVIEW PLEASE COMMENT PLEASE REPLY PLEASE RECYCLE
Please notice Work Authorization and Payment contract
Please revieW and call If you have any questions
NOTES/COMMENTS:
N N L71Z - 140fiAix
N f2A-cro2 - A hdaNecs)5
q W, )q S'r AojF62D 9
LsST0121 T / 8 5 if-51G N T"-
93mSYSTEM
COMMERCIAL PLUMBING CONTR7
RS_
DATE:
BUILDING DEPARTMENT OF: X!.ee'4W
RE: PLUMBING PERMIT
JOB: 'ele-
ADD :T%7` O`1
TO WHOM IT MAY CONCERN:
I, ROBERT D. READING, STATE CERTIFIED PLUMBER #CFC043195,
HEREBY AUTHORIZE AND DESIGNATE MY BROTHER JOHN C. READING,
RETIRED MASTER PLUMBER, TO ACT IN MY BEHALF, IN SIGNING FOR AND
OBTAINING ALL PLUMBING PERMITS FORRREEADING PLUMBING SYSTEMS,
INC. FOR WORK ON THE ABOVE PRQZtkCTK
ROBERT D. READING
PRESIDENT
STATE OF FLORIDA
COUNTY OF SEMINOLE
PERSONALLY APPEARED BEFORE ME, THE UNDERSIGNED AUTHORITY,
ROBERT D. READING, WHO EXECUTED THE FOREGOING INSTRUMENT AND
IS PERSONALLY KNOWN BY ME OR WHO HAS PRODUCED HIS/HER DRIVER'S
LICENSE AS IDENTIFICATION AND WHO ACKNOWLEDGE BEFORE ME THAT
HE/SHE EXECUTED THE SAME FOR THE USES AND PURPOSES THEREIN
EXPRESSED.
WITNESS MY HAND AND OFFICIAL SEAL IN THE COUNTY AND STATE
LAST AFORESAID, THIS DAY OF 4ti111-21- 2003.
s John V Munrane,
N ARY PUBLIC : SEAL: 9**C861827
N.7/ ExP1re$August 9 2003
P.O. Box 916476 • Longwood, FL 32791-6476 • Tel: (407) 869-0023 • Fax: (407) 682-4489
SEMINOLE'COUNTY OCCUPATIONAL LICENSE Exp. Sept. 30, 2003
STATE OF FLORIDA
Account. #_ 051662
RAY VAL-DES, TAX COLLECTOR
LICENSE TO ENGAGE IN BUSINESS',
PROFESSION OR OCCUPATION- SPECIFIED BELOW.
READING PLUMBING SYSTEMS INC CONTRACTOR-PLUMBING(1)
9"0 SUNSHINE LN #N State Lic.# - CF C043195
ALTAMONTE SPRINGS, FL 32714-
ROBERT D READING (PRES)•
PLUMBING SYSTEMS-INC
PI] BOX 9t6476
LONGWOOD'i- FL - `2791- -
II II1111111111111I11IIJIli L{
BUSINESS
CLASSIFICATION•
1C12J
ISSUED TO
CITY• LI_CE-NSE REQUIRED
Amr)unt Pa -id.: 210..00 OLHS220020821200714
CITY OF ALTAMONTE SPRINGS
CITY HALL, 225 NEWBURYPORT AVE.
DATE. 'i / 12 / 7 2
ALTAMONTE SPRINGS, FL 32701-3697
FEE PENALTY TRANSFER
110925 00 CO
CITY LICENSE
License Year Oct. 1. -Sept. 30.
20 2 2O03
7R E A U I i I G P L UM R I N G S Y S Y E *l S g I 0 PROVISION- ORDINANCE NO. 1373.00
R03ERT D REAOINGI QUALIFIER
960 SUNSHINE LN N E IJ
ALTAMONTE SPRINGS FL 32714---------- --- -- - - - -
rVP
L __j CITY CLERK
LICENSE MUST BE EXHIBITED CONSPICUOUSLY AT YOUR PLACE OF BUSINESS
AC# p 4 4 5.1 14- STA4TE OF FLORIDA
DEPARTMENT' Oil BUSINESS AND' PROFESSIONAL REGULATION, "='
CONSTRUCTION' INDUSTRY LICENSING BOARD S'EWL0x0:s03aO3.87
DATE BATCH NUMBER 390065RAJW,I_
Named. bel:o" IS. CERTTFIED:
Under the provisions of Chapter 48.9r FS.
Expiration. date: AUG 31, 20 04.
READING,; ROBERT, D,
READING PLUMBING SYSTEMS INC
980 SUNSHINE LN STE. N'
ALTAMONTE: SPRINGS' FL 32.7L4-3'820
JEB' BUSH KIPP BINRLEY:-gSYER: GOVERNOR DISPLAY AS REQUIRED BY LAW SECRETARY