HomeMy WebLinkAbout147 Walnut Crest Run (3)PP,M (7 N (0-7
C_t.N1-t-cxRX>t._,
Permit # S
Job Address:
Description of Work:
Historic District:
CITY OF SANFORD PERMIT APPLICATION
7-1 /U
le 22
Zoning: Value of Work:
Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool
Electrical: New Service - # of AMPS Addition/Alteration Change of Service Temporary Pole
Mechanical: Residential Non -Residential Replacement New (Duct Layout &Energy Calc. Required)
Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines
Plumbing/New Residential: # of Water Closets Plumbing Repair - Residential or Commercial
77A
Occupancy Type: Residential Commercial Industrial Total Square Footage:
Construction Type:-
p #
of Stories: #of Dwelling Units: Flood Zone: (FEMA form required for other than X)
1
Parcel #: 22- 1 — l/LJl> 1 07O (Attach Proof of Ownership Legal Description)
Owners Name & Address: -A -C- N.r , it 16 _
Contractor Name
Phone & Fas: 7 D 7-
Bonding Company: _
Address:
Mortgage Lender:
Address:
Architect/Engineer:
YAddress; P. o.
Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that ork o installation has commenced prior to theissuanceofapermitandthatallworkwillbeperformedtomeetstandardsofalllawsregulatingconstructioninthisjurisdiction. I understand that a separate
permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS,'FURNACES, BOILERS, HEATERS; TANKS, andAIRCONDITIONERS, 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 regulatingconstructionandzoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYINGTWICEFORIMPROVEMENTSTOYOURPROPERTY. 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 ofthiscounty, and there may be add' 'onal permits required from other governmental entities such as water management districts, state agencies, or federal agencies.
Acceptance of pe t i fr r n that I will notify the owner of the property of the require s of orida ten La 7 3.
Signatu of wner/A ent Date Signature of Contractor/Agent ateI _1_)a V 'a
Print
q"' `.gent'a N e Print Contractor/Agent's
NamelJ 'wg` Notary -State Date
N PM d' ANO SignatureofNotary -State of Florida ,au
Date
Signature of Nota State of Florida \` \, ••......• • Er1c
Mslla°n•.k\56 10N YA•. MY
Corr M411ion DD317772 met 25,? 9; • Owner/
Agent is _Personally Knowi44t1e^saY . Z008 Contractor/Agent is J Personally Known to Me or +* • • ProducedID _ Produced ID Q APPLICATION
APPROVED BY: Bldg F Zoning: Initial &
Date) Special
Conditions: Initial &
Date) Utilities:
FD: Initial &
Date) (Initial & C
Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1
PARCEL DETAIL t <1 Back
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5cmintAr Counly
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rVPrr1V4r0rPPra15f,'
rvicri;
11111 9. Viral S.,
anford Ml. 127-1
GENERAL 2005 WORKING VALUE SUMMARY
S3-SANFORD-
Value Method: Market
Parcel Id: 0000-130-502-
Tax District: WATERFRONT0001070
Number of Buildings: 0
REDVDST Depreciated Bldg Value: $0
Owner: CENTEX Exemptions: HOMES
Depreciated EXFT Value: $0
Land Value (Market): $26,000
Address: 385 DOUGLAS AVE STE 2000
Land Value Ag: $0
City,State,ZipCode: ALTAMONTE SPRINGS FL 32714
Just/Market Value: $26,000
Property Address: 147 WALNUT CREST RUN SANFORD 32771
Assessed Value (SOH): $26,000
Subdivision Name: PRESERVE AT LAKE MONROE
Exempt Value: $0
Dor: 00-VACANT RESIDENTIAL
Taxable Value: $26,000
2004 VALUE SUMMARY
SALES 2004 Tax Bill Amount: $533
Deed Date Book Page Amount Vaclimp 2004 Taxable Value: $26,000
Find Comparable Sales within this Subdivision DOES NOT INCLUDE NON -AD VALOREM
ASSESSMENTS
LAND LEGAL DESCRIPTION PLA'i
Land Assess Method Frontage Depth Land Units Unit Price Land Value LOT 107 PRESERVE AT LAKE MONROE PB 62
LOT 0 0 1.000 26,000.00 $26,000 PGS 12 - 15
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 ears property tax will be based on Just/Market value.
http://www. scpafl.org/pls/web/re_web. seminole_county_title?PARCEL=2219305020000... 12/ 16/2004
ACTION ALUMINUM PRODUCTS, INC
2698 South Orange Blossom Trail
Orlando, Florida 32805
POWER OF ATTORNEY
I hereby name and appoint P!ZA)47Z.
Johns to be my lawful attorney, in fact to act for
me and apply toAhe Building Department
fora PooL screen eve o' scee permit to be performed
at a location described as:
oT 107
P26--C-7zv,r- ( L 4 C- /4,9A)12E
And to sign my name and do all things necessary to this appointment.
9,Q-04
David Allan J has
CGC 053605
SUBSCRIBED BEFORE ME THIS
DAY OF 17,&q-4 200 s-
Notary as to Contractor
My Commission
METRO ORLANDO (407) 648-9948 • Fax (407) 648-9949 9 BREVARD (407) 632-0264 9 VOLUSIA (904) 252-7835
P 2EPvRE') V y A0V0L,'> ri
NOTICE OF COMMENCEMENT
pc c-fhvvo c 3z8o
State of Florida F?,rh-o J 1 U -7 County of Seminole
Permit No. Tax Folio No. (PID)
The undersigned hereby 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.
CRIPTION OF
r ro(7_ a
I description of the property and street address)
GENERAL DESCRIPTION OF IMPROVEMENT _ , Sl^ rerA eA.0 A-S uke
IED COPY
OWNER INFORMATION^'
J
Name and address
I.M1
Interest in property (Fee Simple,Tartriersirip, etc.) Owner/builder. U
MAR, r0 2na1
NAME AND ADDRESS OF FEE SIMPLE TITLE HOLDER•(IF OTHER THAN OWNER)
CONTRkkCTOIR1
Name andlWddss
SURETY (Bonding Company)
Name and address
U h tfl1 { 11 I t11 III iN11 I II U I I I11 DPI328
MARYANNE MORSE, CLERK OF CIRCUIT COURT
SEMINOLE COUNTY
Amount of Bond 13 x CVVJVYIVC7
RECORDED 03/10/2005 04t01:05 PM
DOCUME1tFCaRTAMR10 B100
LENDER 38S D IMP Xkholden
Name and address AI>nno lie tisrin PL 3.'t7A
Persons within the State of Florida designated by Owner upon whom notice or other documents may be served as provided
by Section 713.13(1)(a)7., Florida Statutes:
Name and address JA
In addition to himself, Owner designates of
to receive a copy of the Lienor's Notice as
provided in Section 713.13(1)(b), Florida Statutes.
Expiration. Date of Notice of Commencement
The expiration date is 1 year from date of recording unless ent JaM is specified.)
S ignaf6el Owne
t `
Sworn to and subscribed before me this Day of 7
1 21Eric "1 W *Xommission Expires:
Notary Public ; "'r cGQIMI o s
a
Expiroa July 09, 2M
The forego'=
e,7-/4-
strument was acknowledged before me this _ day of ems. ,F V by
name of person acknowledged), who is personally known to
me or who has produced (type of identification) as identification
and who did / did not take an oath>
rn c) &3 (0
PLAT OF SURVEY
DESCRIPTION: (AS FURNISHED)
LOT 107, PRESERVE AT LAKE MONROE
AS RECORDED IN PLAT BOOK 62, PAGES 12-15 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA.
1" = 30'
GRAPHIC SCALE
0 15 30
FOR THE BENEFIT OF AND
EXCLUSIVE USE OF:
COMMERCE TITLE COMPANY
COMMERCE TITLE INSURANCE COMPANY
CTX MORTGAGE COMPANY, LLC
CSX_ RAILROAD RIGHT OF WAY
UNPLATTED _
PER THIS PLAT N0
N54'23'11 "W 50.00'
0
BERM &
LOT 07 ro I Z
q 7.250 SO. FT. t hI ImII IIC
LOT 108
U
z
o
I
m
1
LOT 106
5.0'
I
40.0'
3
c
C
ltl
Q N o
FORMBOARD FOUNDATION
TOP OF FORMS
o
O
O
O _ o m n ELEVATION-17.80
n LidLri
r y V
To
V /
6.3' ° 20.7'
15.0'
5.01
r. I 0.7'
I
F--------
T
ui
m
I YFANSREVIEVV'
UTILITY -----
TC1 • Y OF SANfpDEASEMENT
S54'23'11' E
u 50, 00'
o rTII
u
I1I
PC— _
478.6
718.04'
4
55 3' "
P
Ij
NOTE:
1. PROPERTY CORNERS SHOWN HEREON WERE
SET/FOUND ON 11-03-04. UNLESS OTHERWISE
SHOWN.
2. THE SURVEYOR HAS NOT ABSTRACTED THE
LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF
WAY, RESTRICTIONS OF RECORD WHICH MAY
AFFECT THE TITLE OR USE OF THE LAND.
3. NO UNDERGROUND IMPROVEMENTS HAVE BEEN
LOCATED EXCEPT AS SHOWN.
4. NOT VALID WITHOUT THE SIGNATURE AND THE
ORIGINAL RAISED SEAL OF A FLORIDA LICENSED
SURVEYOR AND MAPPER.
5. ALL INTERIOR DIMENSIONS WERE VERIFIED IN THE
FIELD AND SHOWN UPON THIS DRAWING,
5. THIS IS AN AS -BUILT SURVEY
DELINEATING CONSTRUCTED IMPROVEMENTS ONLY
AND COMPLIES WITH SECTION 61G17-6.005
F THE FLORIDA ADMINISTRATIVE CODE FOR AN
4S-BUILT SURVEY,
I HAVE EXAMINED THE F.I.R.M. COMMUNITY PANEL
N0. 120294 0035 E DATED 4-17-95 AND FOUND
THE SUBJECT PROPERTY LIES IN ZONE X.
AREA OUTSIDE 100 YEAR FLOOD PLAIN
THE SURVEYOR MAKES NO GUARANTEES AS TO THE
ABOVE INFORMATION. PLEASE CONTACT TIE LOCAL
F.E.M.A. AGENT FOR VERIFICATION.
ELEVATIONS SHOWN HEREON ARE BASED ON SEMINOLE COUNTY
VERTICAL CONTROL AS FURNISHED,
BEARINGS SHOWN HEREON ARE BASED ON
NORTHEASTERLY LINE OF LOT 107
BEING S54'23'11"E PER PLAT.
FIELD DATE:) 11-03-04 REVISED:
1" = 30 FEET FORMBOARD 11-15-04 CKB
SCALE:
MODEL CHANGE 10/27/04 KLE
APPROVED BY: SJ PLOT PLAN 7/28/04 SOO
PRELIMINARY (1)10-22-03 NL
REVISE STREET NAME 3-12-OS JML
JOB NO. ASM38315 ADDED PLAT BOOK AND PAGE
3-10-03 CKB
DRAWN BY
LOT PLAN 10-14-02 JML
42 11 E
WALNUT CREST RUN RIGHT of WAY
50' RIGHT OF WAY
LEGEND
BUILDING SETBACK LINE
CENTERLINE
RIGHT OF WAY LINE
1 T 4 EXISTING ELEVATION
CONCRETE
LB LICENSED BUSINESS
LS LICENSED SURVEYOR
PRM PERMANENT REFERENCE MONUMENT
PCP PERMANENT CONTROL POINT
P) PER PLAT
M) MEASURED
FND FOUND
C/W CONCRETE WALK
S/W SIDEWALK
CP CONCRETE PAD
CS CONCRETE SLAB
C CHORD LENGTH
ELEV ELEVATION
PK PARKER KALON
R RADIUS
POC POINT OF CURVE
AMERICAN SURVEYING & MAPPING
CERTIFICATION OF AUTHORIZATION NUMBER LB#6393
1030 N. ORLANDO AVENUE, SUITE 8
WINTER PARK, FLORIDA
32789- (407) 426-7979
FND WITNESS POINTE
O1/2" IRON ROD AND CAPLB #6393 (11/03/04)
QFND NAIL AND DISCLB #68 (11/03/04)
FND 1/2'IRON ROD AND CAP
LB #6393 (11/03/04)
CNA CORNER NOT ACCESSIBLE
a DENOTES DELTA ANGLE
L DENOTES ARC LENGTH
C.B. DENOTES CHORD BEARING
PC DENOTES POINT OF CURVATURE
PI DENOTES POINT OF INTERSECTION
PRC DENOTES POINT OF REVERSE CURVATURE
PT DENOTES POINT OF TANGENCY
TYP. TYPICAL
A/C AIR CONDITIONER
COW CONCRETE BLOCK WALL
RP RADIUS POINT
OHU OVERHEAD UTILITY LINE
ID IDENTIFICATION
POL POINT ON LINE
PCC POINT OF COMPOUND CURVE
REV REVISED
SUBJECT TO THE SURVEYOR'S NOTES
CONTAINED HEREON MEETS THE APPLICABLE
MINIMUM TECHMI;AL STANOAROS" SET FORTH
BY THE FLORIDA BOARD OF PROFESSIONAL
SURVEYORS AND MAPPFRSiN CHAPTER
61G17-6, FLORIDA ADMINiSTRATIVE CODE
PURSUANT TO CHAPTER 472.027, FLORIDA
STAIUIES.
71,eye
FOR
THE
FIRM
IMES JAY JILES PSM #4997 DATE
Nwwl CENTEX POOLS & SPAS
r
PLANS REVIEWED
CITY OF SANFORD
m #0:5
4'
OFFICE COPY
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PAAVEN: No
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36' -0'
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fflml mu."llmlml
T-6• T-0' 7'-0• 71-0• T-60 _
8'-09 -
8'-0• -
JOB No, PBMON147
January 01, 2005
LAWRENCE E. BENNETT, P.E.
P.O. BOX 214368
SOUTH DAYTONA, FL 32121
386-767-4774
TO -ALL BUILDING DEPARTMENTS
Re: Master File Engineering
2004 "ALUMINUM STRUCTURES DESIGN MANUAL"
i
Dear Building Official/Plans Examiner,
This is to certify that the following contractor/comaanyisherebyauthorizedtousemy "ALUMINUM STRUCTURESDESIGNMANUAL" for the year 2005.
This authorization also applies to contractor Master FileDrawings, "ONE JOB ONLY" drawings, or any "SITE SPECIFIC" drawings that I may furnish for the contractor.
David A. Johns
Action Aluminum Products, Inc.
2698 South Orange Blossom Tr.
Orlando, FL 32805
Should you have a
convenience.
Sincerely,.:;
Lawrence, Bennet
questions please contact me at your
E. #16644
SECTION 1 1 SCREENED ENCLOSURES
Table 1.1 Allowable Spans for Primary Screen, Roof -Frame Members
Aluminum Alloy 6063 T-6 i
For Areas with Wind Loads up to 150 M.P.H. and Latitudes Below 30"-30'-00" North (Jacksonville, FL)
Hollow Sections
Tributary Load Width = Beam Spacing
3'-0" 1 4'-0" 1 5'-0" 1 6'-0" 7'-0" 1 8'-0" I 9'-0"
Allowable Span'L' 1 bending b' or deflection'd'
2" x 2" x 0.044" 9'-10" b 8'-7" bi 7'-8" b 6'-11" b V-6" bl VA" b 1 5'-8" b
2" x 2" x 0.055" 10'-9" b 9'-0" b 8'4" b 7'-7" b 7'-1" b 6'-7" b 6'-3" b
2" x 3" x 0.045" 13'-0" b 11'-7" b 10'4" b 9'-5" b 8'-9" b 8'-2" b 7'-8" b
2" x 4" x 0.050" 14'-8" b 12'-8" b 1 V-4" b 10'4" b 9'-7" b 8'-11" bI 8'-5" b Self
Mating Sections Tributary
Load Width 'W' = Beam Spacing 3'-
0" 1 4'-0" 1 5'-0" 6'-0" Allowable
Span 'L' 1 bending 'b' or deflection 'd' 2"
x 4" x 0.044 x 0.100" 19'-11" b 17'-4" b 15'-0" b 14'-2" b 13'-1" b 12'-3" b 11'-6" b 2"
x 5" x 0.050" x 0.100" 24'-9" b 21'-5" b 19'-2" b 17'-6" b 16'-2" b 15'-2" b 14'-3" b Z'
x 6" x 0.050" x 0.120" 28'-7" b 24'-9" b 22'-2" .b 20'-3" b 18'-9" b 17'-6"' b 16'-6" b 2"
x 7" It 0.055" x 0.120" 32'-3" b 27'-11" b 24'-11" b 22'-9" b 21'-1" b 17-9- b 18'-7" b 2"
x 7" x 0.055" wl Insert 42'-10" b 37'-1" b 33'-2" b 30'4" b 28'-1" b 26'-3" b 24'-9" b 2"
x 8" x 0.072" x 0.224" 41'-7" b 36'-1" b 32'-3" b 29'-5" b 27'-3" b 25'-6" b 24'-0" b 2"
x 9" x 0.072" x 0.224" 45'-1" b 39'-1" b 34'-11" b 31'-11" b 1 29'-6" b 1 27'-8" b 26'-1" b 2"
x 9" x 0.082" x 0.310" 49'-6" b 42'-11" b 38'-0" b 35'-0" b 32'-5" b 30'-4" b 28'-7" b 2"
x 10" x 0.092" x 0.369" 59'-6" b 51'-7" b 46'-1" b 42'-1" b 38'-11" b 36'- b 34'-4" b Snap
Sections Tributary
Load Width 'W' = Beam Spacing 3'-
0" 1 4'-0" 1 5'-0" 1 6'-0" 7'-0" 1 , 8'-0" 1 9'-0" Allowable
Span'L' 1 bending'b' or deflection 2"
x 2" x 0.044" 11'-9" b 10'-2" b 9'-1" b 8'-4" b 7'-11" b T-2" b 6'-9" b 2"
x 3" x 0.045" 15'-1" b 13'-1" b 1 V-8- b 10'-8" b 9'-10" b 9'-3" b 8'-8" b 2"
x 4" x 0.045" 18'-5" b 16-11' b 14'-3" b 13'-0" b 12'-l" b 11'-3" b 17-8" b 2"
x 6" x 0.062" 31'-3" b 27'-1" b 24'-2" b 22'-1" b 20'-5" b 19'-2" b 18'-0" b 2"
x T" x 0.062" 34'-9" b 30'-1" b 26'-11" b 24'-7" b 22'-9" b 21'-3" b 20'-1" b Note:
T 1.
Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2.
The structures designed using this section shall be limited to a maximum combined span and upright height of 55' and a
maximum upright height of 20'. Structures larger than these limits shall have site specific engineering. 3.
Spans are based on a minimum of 10# / Sq. Ft. for up to a 150 M.P.H. wind load. 4.
Span is measured from center of beam and upright connection to fascia or wall connection. 5.
Above spans do not Include length of knee trace.? Add horizontal distance from upright to center of brace to beam connection
to the above spans for total beam spans. 6.
Pudin spacing shall not exceed 6'- 8" . For beam spans greater than 40'-0" the beam at the center purlin and one purlin
for each 14'-0" on each side of the center purlin shall Include lateral bracing as shown in detail (48'-0") span with pudins
at 6'- 8" o.c. center purlin and (2) purlins each side of center purlin need lateral bracing. 7.
Spans may be interpolated. Example:
Max. 'L' for 2" x 4" x 0.050" hollow section With 'W' = 5'-0" = 1 V-4" Lawrence
E. Bennett, P.E. FL # 16644 CML
ENGINESR - DEVELOPMENT CONSULTANT P.
O.9OX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE: (
356) 767-4T74 FAX: (
366) 767-GM PAGE
COPYRIGHT
2004 1-
56 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT, P.E.
r
SECTION 1 I SCREENED ENCLOSURES
0.05" H-CHANNEL OR GUSSETSI
COMPOSITE 2 x 3 EAVE RAIL
BEAM -SCREEN Z WJ
POST TO BEAM FASTENING
ROOF a a Q SEE TABLE 1.6)
2>
wz x SCREEN
um,®®
MAY FACE IN OR OUT)
REQUIRED KNEE BRACE
MINIMUM SIZE AND
CONNECTION (SEE TABLE 1.7)
ATTACHED NO MORE THAN 6"
ENGTH w ABOVE TOP OF GUTTER
E BRACI
CD0- O
w
ai
HOST STRUCTURE ROOFING
2) 2" LAG SCREWS (SEE
SECTION 9 FOR SCREW SIZES)
2" STRAP LOCATE AND Fe ® — — — — FASTEN PER STRAP
LOCATION DETAIL PAGE 1-21 SOFFIT
2" x 2" x 0.062" ANGLE EACH SUPER OR
SIDE (3) EACH #8 S.M.S. EACH EXTRUDED
LEG INTO POST GUTTER
BEAM CAP (SEE PAGE 1-22)
MAX. DISTANCE TO
OPTIONAL 3/8" LAG SCREW HOST STRUCTURE
AND 3/4" FERRULE WALL 24" WITHOUT
FASCIA AND SUB -FASCIA
SITE SPECIFIC
ENGINEERING
IF KNEE BRACE LENGTH
EXCEEDS TABLE 1.7 USE
CANTILEVERED BEAM
CONNECTION DETAILS
SUPER OR EXTRUDED GUTTER
RISER (OR TRANSOM) WALL AT FASCIA - DETAIL 6
SCALE: 3" = 1'-0"
Lawrence E. Bennett, P.E. FL # 16644
CIVIL ENGINEER -DEVELOPMENT CONSULTANT
P.O. BOX 214365. SOUTH DAYTONA. FL 32121
TELEPHONE: (356) 767-4 74
FAX: (386) 767-M
PAGE
COPYRIGHT2M
1-30 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT. P.E.
SCREENED ENCLOSURES I SECTION 1
Table 1.2 Allowable Spans for Secondary Scree n'RoofjFrame Members
Aluminum Alloy 6063 T-6
For Areas with Wind Loads up to 150 M.P.H. and Latitudes Below 30"-30'-00" North (Jacksonville, FL)
A. Sections Fastened To Beams With Cllee
Hollow Sections
Tributary Load Width 'W'- Purlin Spacing
3'-6" 4'-0" 1 4'-6" 5'-0" 5'-6" 6'-0" 6'-8"
Allowable Span'L' I bending'b' or deflection'd'
2" x 2" x 0.044" 7'-8" d 7'4" d T-0" d 6'-9" d 6'-6" b 6'-3" b 5'-11" b
2" x 2" x 0.055" 8'-l" d T-9" d T-5" d T-2" d 6'-11" d 6'-9" d 6'-6" b
3" x 2" x 0.045" 8'-8" d 8'-3" d 7'-11" d 7'-8" d 7'-5" d 7'-3" d 6'-11" d
2" x 3" x 0.045" 10'-9" d 10'-3" d 9'-9" b 9'-3" b 8'-10" b 8'-5" b 8'-0" b
2" x 4" x 0.050" 12'-2" b 11'-4" b 10'-8" b 10'-2" b 9'-8" b 9'-3" b 8'-9" b
Snap Sections
Tributary Load Width 'W' = Purlin Spacing
3'-6" 1 4'-0" 14'-6" 5'-0" 5'-6" 6'.0" 1 6'-8"
Allowable Span 'L' I bending 'b' or deflection 'd'
2" x 2" x 0.044 8'-5" d 8'-1" d 1 T-9" d I T-6" d 1 T-3" d I T-m d I
2" x 3" x 0.045" 11'-7" d 11'A" dl 10'-8" dl 10'-4" dl 9'-11" bj 9'-6" bi 9'-0" b
2" x 4" x 0.045" 14'-8" d 14'-0" d 1 13'-6" d 1 12'-9" b 1 12'-2" b 11'.
B. Sections Fastened Through Beam Webs Into Screw Rnssp-n
Hollow Sections
Tributary Load Width 'W' = Purlin Spacing
3'-6" 1 41-01,1 4'-6" 1 5'-0" 5'-6" t 1 6'-0"
Allowable Span'L' I bending'b' or deflection'd'
2" x 2" x 0.044" 9'-2" b 8'-7" b 8'-l" b T-8" b 7'-4" lb 6'-11" b 6'-7" b
2" x 2"x 0.055" 9'-11" b 9'-4" b 8'-10" b 8'-4" b T-11" b 7'-7" b 7'-3" b
2" x 3" x 0.050" 12'-4" b 11'-7" b 10'-11" b 10'-4" b 9'-10" b 9'-5" b 8'-11" b
2" x 4" x 0.050" 13'-7" b 12'-8" b 11'-11" b 11'-4" b 10'-10" b 10'-4" b 9'-10" b
Snap Sections
Tributary Load Width 'W' = Purlin Spacing
3'-6" 1 4'-0" 1 4'-6" 1 51-0" 5'-6" 1 6'-0" 1 6'-8"
Allowable Span'L' I bending'b' or deflection 'd'
2" x 2" x 0.0 "
l-•--.
10'-11" b 10'-2" bi 9'-7" b 1 9'-l" b 1 8'-8" b 1 8'-4" b 1 T-11" b
1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040".
2. Spans are based on a minimum of 10# 1 Sq. Ft. for up to a 150 M.P.H. wind load.3. Span is measured from
center of beam and upright connection to fascia or wall connection.
3. Span is measured from center of beam and upright connection to fascia or wall connection.
4. Purlin spacing shall not exceed 6'-8". For beam spans greater than 40'-0" the beam at the center purlin and
one purlin for each 14'-0" on each side of the center purlin shall include lateral bracing as shown in detail
48'-0") span with purtins at 6'- 8" o.c. center purlin and (2) purlins each side of center purlin need lateral
bracing.
5. Spans may be interpolated.
CHECK TABLE 1.6 FOR MINIMUM UPRIGHT SIZE FOR BEAMS.
Example:
Max. 'L' for 2" x 4" x 0.050" hollow section fastened to beam with clips with 'li'V' = 5'-0"=10'-2"
Lawrence E. Bennett, P.E. FL # 16644
CfVIL ENGINEER - DEVELOPMENT CONSULTANT
P.O. BOX 214368, SOUTH DAYTONA, FL 32121
TELEPHONE: (386) TOT-4 74
FAX: (386) 767-6556
I O
NOT TO BE REePRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1
PAGE
A "C7 I
SECTION 1 SCREENED ENCLOSURES
SCREEN I 'd' VARIES
I 4" SHOW
1" x 2" O.B. BASE PLATE (TYP.)
SECONDARY I
2" x (d - 2 ") x 0.063" ANGLE
EACH SIDE OF COLUMN W/ #10 d
S.M.S.
SEE SCHEDULE NEXT PAGE) d
CONCRETE ANCHOR
SEE SCHEDULE NEXT PAGE)
NOTE: DETAIL ILLUSTRATES
TYPICAL 2" x 4" S.M.B. COLUMN
2" 5d
CONNECTION
MIN.) MIN.)
SCREEN
CONCRETE ANCHOR THRU
ANGLE OR WITHIN 6" OF
UPRIGHT IF INTERNAL
SCREWS INTO SCREW
BOSSES
2" x 2" x 0.063" PRIMARY ANGLE
EACH SIDE
10 x 3/4" S.M.S. EACH SIDE
SEE SCHEDULE NEXT PAGE)
5d' MINIMUM EDGE DISTANCE
FROM EXTERIOR OF COLUMN
TO OUTSIDE EDGE OF SLAB
BOLT 0 5d DISTANCE
1/4" 1-1/4"
318" 1-7/8"
GRADE
1-1/4" MIN. CONCRETE
ANCHOR EMBEDMENT
TYPICAL S.M. OR SNAP
SECTION COLUMN
2) #1gpx 3/4" S.M.S. EACH SIDE
PRIMARY 2" x 2" x 0.063" ANGLE
1" x 2" BASE PLATE (TYP.)
4.
v Q
1-1/4" MIN. CONCRETE
NOTE: SELECT CONCRETE ANCHOR EMBEDMENT
ANCHOR FROM TABLE 9.1 6" (MAX.) 6" (MAX.)
3000 P.S.I. CONCRETE
MAX. SPACING 24" O.C.
FOR BOTH SIDES
FRONT VIEW
2" x 4" OR LARGER SELF MATING OR SNAP SECTION POST TO DECK DETAILS
SCALE: 3" = 1'-0"
NOTE: FOR SIDE WALLS OF 2" x 4" OR SMALLER ONLY ONE ANGLE IS REQUIRED.
Lawrence E. Bennett, P.E. FL # 16W
CIVIL ENGINEER -DEVELOPMENT CONSULTANT
P.O. BOX 214368, SOUTH DAYTONA. FL 32121
TELEPHONE: (366) 7674774
FAX: (M) 767.66M
PAGE
Q COPYRIGHT 2004
1 -50 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT, P.E.
SECTION 1 1 SCREENED ENCLOSURES
Table 1.3 Allowable Post / Upright Heights for Primary Screen Wall(Frame Members
Aluminum Alloy 6063 T-6 `
For 3 second wind gust at velocity of 120 MPH or an applied load of 14 # / sq. ft."
Hollow Sections
Tributary Load Width 'W' = Upright Spacing
3'-0" 1 4'-0" 1 5'-0" 1 6'-0" 1 7'-0" 1 8'-0" 9'-0"
Allowable Height 'H' 1 bending b' or deflection
2" x 2" x 0.044" 8'-0" b 7'-3" b 1 6'-6" b 1 5'-11" b 1 5'-6" b 1 5'-1" b 4'-10" b
2" x 2" x 0.055" 9'-1" b 7'-11" b 7'-1" b 6'-5" b 1 5'-11" b 5'-7" b f 5'-3" b 2"
x 3" x 0.045" 11'-3" b 9'-9" b 8'-9" b 7'-11" b 7'-5" b 6'-11" b 1 6'-6" b 2" x 4"
x 0.050" 12'-5" b 10'-9" b 9'-7" b 8'-9" b 8'-l" b 7'-7" b 7'-2" b Self Mating Sections
Tributary Load Width
W = Upright Spacing 3'-0" 4'-
0" 5'-0" 1 6'-0" 7'-0" 1 8'-0" 9'-0" Allowable Helght'H'
I bending'b' or deflection'd' 2" x 4"
x 0.044 x 0.100" 16'-11" b 14'-8" b 13'-l" b 111'-11" b 11'-1" b 10'-4:- b 9'-9" b 2" x 5"
x 0.050" x 0.100" 20'-11" b 18'-1" b 16'-2" b 14'-9" b 13'-8" b 12'-10" b 12'-1" b 2" x 6"
x 0.050" x 0.120" 24'-2" b 20'-11" b 18'-9" b 17'-1" b 15'-10" b 14'-10" b 13'-11" b 2" x 7"
x 0.055" x 0.120" 27'-3" b 23'-7" b 21'-1" b 19'-3" b 17'-10" b 16'-8" b 15'-9" b 2" x 7"
x 0.055" w/ Insert 36'-3" b 31'-4" b 28'-1" b 25'-7" b 23'-9" b 22'-2" b 20'-11" b 2" x 8"
x 0.072" x 0.224" 35'-2" b 30'-6" b 27'-3" b 24'-10" b 23'-0" b 21'-6" b 1 20'-4" b 2" x 9"
x 0.072" x 0.224" 38'-2" b 33'-0" b 29'-6" b 26'-11" b 2471" b 23'-0" b I 2Z-0" b 2" x 9"
x 0.082" x 0.310" 41'-10" b 36'-3" b 32'-5" b 1 29'-7" b 27'-5" b 25'-8" bi 24'-2" b 2" x 10"
x 0.092" x 0.369" 1 50'-0" b 437 b 38'-11" bj 35'-7" b 32'-11" b 30'-10 b 29'-1" b Snap Sections Tributary
Load Width '
W'= Upright Spacing 3'-0" 1
4'-0" . 1 5'-0" -1- - 6'-0" 3 7'-0"1 8'-0" 9'.0" Allowable Helght'H'
1 bending b' or deflectlon'd' 2" x 2"
x 0.044" 9'-11" b 8'-7" b 7'-8" b T-0" b 6'-6" b 6'-1" b 5'-9" b 2" x 3"
x 0.045" 1A 1 12'-9" b 11'-0" b 9'-10" b 9'-0" b 8'-4" b 7'-10" b 7'-4" b 2" x'4"
x 0.045" 15'-7" b 13'-6" b 12'-1" b 11'-0" b 10'-2' b 9'-7" b 8'-11" b 2" x 6"
x 0.062" 26'-5" b 22'-10" b 20'-5" b 18'-8" b 17'-3" b 16'-2" b 15'-3" b 2" x 7"
x 0.062" N 29'-5"
b
25'-5" b 22'-9" b 20'-9" b 19'-3' b 17'-11" b 16'-11" b ror aliowaDle heights
at wind velocities other than 120 MPH, see conversion table 1A on the specification page for tables at
the beginning of this section and example below. Note: 1. Thicknesses
shown
are "nominar industry standard tolerances. No wall thickness shall be less than 0.040". 2. Using screen
panel width _W'select upright length'H'. 3. Above heights
do not Include length of knee brace' Add horizontal distance from upright to center of brace to beam connection to the
above spans for total beam spans. 4. Site specific
engineering required for pool enclosures over 20' in mean roof height. 5. Height is
to be measured from center of beam and upright connection to fascia or wall connection. 6. Chair rails
of 2" x 2" x 0.044" min. end set @ 36" in height can be considered as residential guardrails provided they are attached with
min. (3) #10 x 1-1/2" S.M.S. into the screw bosses and do not exceed 8'-0" In span. 7. Heights may
be interpolated. CHECK TABLE 1.
6 FOR MINIMUM UPRIGHT SIZE FOR BEAMS. IF SPANS FOR'
C' EXPOSURE CATAGORY AND/OR WINDZONES OTHER THAN 120 MPH ARE REQUIRED, SEE EXAMPLE ON SPECIFICATION
PAGE FOR TABLES AT THE BEGINNING OF THIS SECTION. Lawrence E. Bennett,
P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT
CONSULTANT P.O. BOX
214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 787-
4774 FAX: (386) 767-
6850 PAGE COPYRIGHT 2004
1.
58 NOT
TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT. P.E.
SCREENED ENCLOSURES
SCREWS OR THRU-BOLTS
SEE SECTION 9)
1" x 2" EXTRUSION ANCHOR
TO CONCRETE W/
CONCRETE ANCHORS WITHIN
6" OF EACH SIDE OF EACH
POST AND @ 24" O.C. MAX.
SELECT CONCRETE ANCHORS
FROM SECTION 9
SIDE WALL
SECTION 1
POST SIZE 2" x 4" MAX.
MIN. 3-1/2" SLAB 2500 P.S.I.
CONCRETE 6 x 6 -10 x 10
WELDED WIRE MESH OR
FIBER MESH CONCRETE
POST TO PLATE TO CONCRETE DETAIL
SCALE: 3" = V-0"
2" x 2" x 0.063" ANGLE EACH
SIDE ATTACH TO POST AND
CONCRETE @ LOAD BEARING
WALL W/ (2) MIN. S.M.S. (PER
SECTION 9) EACH SIDE
MIN. 3-1/2" SLAB 2500 P.S.I.
CONCRETE 6 x 6 -10 x 10
WELDED WIRE MESH OR
FIBER MESH CONCRETE
ANGLES AS SHOWN ABOVE
MAY BE USED TO CONNECT
CHAIR RAILS AND PURLINS
4-
POST SIZE 2" x 4" MAX.
SEE TABLE)
1" x 2" EXTRUSION ANCHOR TO
CONCRETE W/ CONCRETE
ANCHORS 6" MAX. EACH SIDE
OF EACH POST AND @ 24" O.C.
MAX. OR THROUGH ANGLE
AND @ 24" O.C. MAX. SELECT
CONCRETE ANCHORS FROM
SECTION 9
SIDE WALL
ALTERNATE POST TO BEAM AND PLATE TO CONCRETE DETAIL
SCALE: 3" = V-0"
Lawrence E. Bennett, P.E. FL # 16644
CIVIL ENGINEER - DEVELOPMENT CONSULTANT
P.O. BOX 214368, SOUTH DAYTONA. FL 32121
TELEPHONE: (386) 767-4774
FAX: (356) 767.0556
I O
NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1
PAGE
1 A 7 I
SCREENED ENCLOSURES I SECTION 1
Table 1.4 Allowable Post / Girt ! Chair Rail Spans, Header Spans & Upright Heights
for Secondary Screen Wall Frame Members
Aluminum Alloy 6063 T-6
For 3 second wind gust at velocity of 120 MPH or an applied load of 14 fl / sq. ft.*
A. Sections As Horizontals Fastened To Posts With Clios
Hollow Sections
Tributary Load Width'W'
3'-6' 1 4'-0" 4'-6" 1 5'-0" 1 51-6"
Allowable Heights 'H' / bending 'b' or deflection 'd'
2" x 2" x 0.044" 6'-10" d 6'-6" b 6'-1" b 5'-9" b 5'-6" b 1 5'-3" b 5'-0" b
2" x 2" x 0.055" 7'-3" d 6'-11" d 67b 6'-4" b 6'-0" b 5'-9" b T-6" b 3"
x 2" x 0.045" 7'-9" d 7'-5" d T-l" d 6'-10" d 6'-7" b 6'-4" b 5'-11" b 2"
x 3" x 0.045" 9'-4" b 8'-9" b 8'-3" b T-10" b T-5" b 1 7'-2" b 6'-9" b 2"
x 4" x 0.050" 10'-3" b 9'-7" b 9'-0" b 8'-7" b 8'-2" b 1 T-10" b T-5" b Snap
Sections I Allowable Heights 'H' / bending 'b' or deflection 'd' 2"
x 2" x 0.044" 1 T-6" d 1 T-2" d 1 6'-11" d 1 6'-8" b 6'-4" b 1 6'-1" b 1 5'-9" b B.
Sections As Horizontals Fastened To Posts Through Sldr- Info Seraw ReSSeS Hollow
Sections Tributary
Load Width 'W' 3'-
6' 1 4'-0" 41 4'-6" 1 5'-0" 1 5'-6" 1 6'-0" 1 6'-8" Allowable
Heights 'H' / bendlng 'b' or deflection 'd' 2"
x 2" x 0.044" / 7'-9" b 1 T-3" V b 6'-10" b 1 6'-6" b 6'-2" b 5'-11" b 5'-7" b 2"
x 2" x 0.055" 8'-5" b T-11" b T-5" b 7'-1" b 6'-9" b 6'-5" b 6'-1" b 3"
x 2" x 0.045" 9'-3" bi 8'-8" b 8'-2" bi 7'-9" 7'-5" b 7'-1" b 6'-8" b 2"
x 3" x 0.045" 10'-5" b 9'-9" ` b 9-2*'b 8'-9" jb 8'4" b 7'-11" b 7'-7" b 2"
x 4" x 0.050" 11'-6" b 10'-9" b 10'-l" b 9'-7" 9'-2" b 8'-9" b 1.-4" b Snap
Sections Allowable Hei hts 'H' / bending 'b' or deflection d' 2"
x 2" x 0.044" 9'-2" b 1 8'-7" b 1 8'-1" b 1 T-8" b 1 7'4" b 1 T-0" b 6'-8" b ror
ahowame heights at wind velocities other than 120 MPH, see conversion table 1A on the specifications
for tables page at the beginning of this section and example below. Notes:
1.
Thicknesses shown are "nominal" industry standard tolerances. No wail thickness shall be less than 0.040". 2.
Using screen panel width 'W' select girt lengths. 3.
Site specific engineering required for pool enclosures over 20' in mean roof height. 4.
Span is to be measured from center of beam and upright connection to fascia or wall connection. 5.
Chair rails of 2" x 2" x 0.044" min. and set @ 36" in height can be considered as residential guardrails provided they
are attached With min. (3) #10 x 1-1/2" S.M.S. into the screw bosses and do not exceed 8'-0" in span. 6.
Girt spacin§rshall not exceed 6'-8". 7.
Spans may be interpolated. IF
HEIGHTS FOR'C' EXPOSURE CATAGORY AND/OR WINDZONES OTHER THAN 120 MPH ARE REQUIRED,
SEE EXAMPLE ON SPECIFICATION PAGE FOR TABLES AT THE BEGINNING OF THIS SECTION.
Lawrence
E. Bennett, P.E. FL # 16644 CIVIL
ENGINEER - DEVELOPMENT CONSULTANT P.
O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (
385) 767-4T74 FAX: (
386) 767-65M I
O NOT
TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 PAGE
1 -
59 I
SECTION 1
1" x 2" EXTRUSION ANCHOR
TO CONCRETE W/ CONCRETE
ANCHORS 6" MAX. EACH SIDE
OF EACH POST AND @
24" O.C. MAX.
SELECT CONCRETE ANCHORS
FROM SECTION 9
MIN. 3-1/2" SLAB 2500 P.S.I.
CONCRETE 6 x 6 -10 x 10
WELDED WIRE MESH OR
FIBER MESH CONCRETE
SCREENED ENCLOSURES
POST SIZE 2" x 4" MAX.
SIDE WALL POST TO PLATE TO CONCRETE DETAIL
SCALE: 3" = 1'-0"
1" x 2" EXTRUSION ANCHOR
TO CONC. W/ CONC. ANCH. 6"
MAX. EA. SIDE OF EA. POST
AND @ 24" O.C. MAX. SELECT
CONCRETE ANCHORS FROM
SECTION 9
MIN. 3-1/2" SLAB 2500 P.S.I.
CONC. 6 x 6 - 10 x 10 W.W.M.
OR FIBER MESH CONC.
2" x 2", 2" x 3" OR 2" x 4"
HOLLOW SECTION
SEE TABLES)
MIN. (3) #1)0 x 1-1/2" S.M.S. INTO
SCREW BOSSES
MASONRY ANCHOR @ 6" EA.
SIDE OF POST AND @ 24" O.C.
MAX. SELECT CONCRETE
ANCHORS FROM SECTION 9
SIDE WALL HOLLOW POST TO BASE DETAIL
SCALE: 3" = 1'-0"
POOL ENCLOSURE UPRIGHT TO DECK ANCHOR REQUIREMENTS
General Notes and Specifications:
1. The uplift load on a pool enclosure upright is calculated as 1/2 the beam span x the beam
spacing x the screen load of 7# / Sq. Ft.
EXAMPLE:
FOR A 2" x 6" BEAM WITH A SPAN OF 23' AND A BEAM & UPRIGHT SPACING
OFT USE:
1/2 x 17'-11" x 7' x 10# / Sq. Ft. = 627.2# UPLIFT
2. Table 1.6 of this manual uses the worst case loads for all cases.
3. In all cases there must be a primary anchor within 6" of each side of the upright.
Lawrence E. Bennett, P.E. FL # 16644
CIVIL ENGINEER - DEVELOPMENT CONSULTANT
P.O. BOX 214368, SOUTH DAYTONA, FL 32121
TELEPHONE: (388) 767.4774
FAX: (386) 767-M
PAGE
vo (
O COPYRIGHT 2804
NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E.
SCREENED ENCLOSURES I SECTION 1
Table 1.6 Minimum Upright Sizes and Number of Screws for
Connection of Roof Beams to Wall Uprights or Beam Splicing
Beam
Size
Upright
Size
Minimum Purlin, Girt
Knee Brace Size"'
Deck
Anchors
Notes Minimum Number of Screws' Beam Stitching
Screw 24" O.C. 8 x'/:" 10 x'/a" 12 x %"
2" x 3" 2" x 3" 2" x 2" x 0.044" 2 Full Lap 6 4 4
2" x 4" 2" x 3" 2" x 2" x 0.044' 2 Full Lap 8 6 4 8
2" x 4" 2" x 4" 2" x 2" x 0.044" 2 Full Lap 8 6 4 10
2" x 5" 2" x 3" 2" x 2" x 0.044" 2 Full Lap 8 6 4 8
2" x 6" 2" x 3" 2" x 2" x 0.044" 4 Full Lap 10 8 6 10
2" x 6` 2"x 4" 2" x 2" x 0.044" 4 Partial La 10 8 6 10
2" x 7" 2" x 4" 2" x 2" x 0.044" 4 Partial LaR 14 12 10 12
2" x 8" 2" x 5" 2" x 3" x 0.044" 6 Partial Lap 16 14 12 14
2" x 9" 2" x 6" 2" x 3" x 0.045" 6 Partial Lap,18 16 14 14
2" x 9"" 2" x 7" 2" x 4" x 0.050" 8 Partial Lapf 20 18 16 14
2" x 10" 2" x 8" 1 2" x 4" x 0.050" 10 Partial Lap I 20 18 16 14
Screw Size Minimum Distance and Spacing of Screws Gusset Plate Thickness
Edge To Center Center To Center Beam Size Thickness
8 5/16" 5/8" • 2" x 7" x 0.055" x 0.120" 1/16" = 0.063"
10 3/8" 3/4" 2" x 8" x 0.072" x 0.224" 1/8" = 0.125"
12 1/2" 1" 2" x 9" x 0.072" x 0.224" 1/8" = 0.125"
14 or 114" 314" 1-1'2" 2" x 9" x 0.082" is 0..306" 118"
5/16" 7/8" 1-3/4" 2" x 10" x 0.092" x 0.369" 1 114" = 0.25"
3/8" 1" i 2„
Keters to each side of the connection of the beam and upright and each side of splice connection. 4.
0.082" wall thickness, 0.310" flange thickness
Note:
1. Connection of 2" x 6" to 2" x 3" shall use a full lap cut or 1/16" gusset plate.
2. All gusset plates shall be a minimum of 5052 H-32 Alloy or have a minimum yield strength of 23 ksi.
3. For beam splice connections the number of screws shown is the total for each splice with 1/2 the screws on each side of the cut.
4. The number of screws is based on the maximum allowable moment of the beam.
5. The number of deck anchors is based on RAWL R Tapper allowable load data for 2,500 psi concrete and / or equal anchors maybeused. The number shown is the total use 1/2 per side.
6. Hollow splice. connections can be made provided the connection, is approved by the engineer.
7. If a larger than minimum upright is used the number of screws is the same for each splice with 1/2 the screws on each side of the
cut.
8. All beam to uprightrconnections for 2" x 7" beams or larger shall have an internal or external gusset plates. Gusset plates are
required for mansard or gable splice connections.
9. For gusset plate connections 2" x 9" beams or larger use 3/4" long screws.
10. The side wall upright shall have a minimum beam size as shown above, ie., a 2" x 4" upright shall have a 2" x 3" beam.
11. Connect beam to upright w/ H-bar, gusset plate, or angle clips for each splice with 1/2 the screws on each side of the cut.
12, For girt size use upright size (i.e. 2" x 6"). Read the 2" x 6" beam row for min. girt of 2" x 2" x 0.044".
Table 1.7 Minimum Size Screen Enclosure Knee Braces
and Anchoring Required
Aluminum 6063 T-6
Brace Length Extrusion Anchoring System
0' - 2'-0" 2" x 2" x 0.044" 2" H-Channel With 3 #10 x 1/2" EACH SIDE
To T-0" 2" x 3" x 0.045" 2" H-Channel With_(3) #10 x 1/2" EACH SIDE -
To 4'-6" 2" x 4" x 0.044" x 0.12" 2" H-Channel With (4) 3/4" long screws - '
size to be determined by beam size, see table 9.6)
See Table 1.6 For Number And Size Of Screws)
Note:
1. For required knee braces greater than 4'-6" contact engineer for specifications and details.
2. Cantilever beam detail shown on page 1-32 shall be used for host structure attachment when knee brace length exceeds 4'-6".
COPYRIGHT 2W4
Lawrence E. Bennett, P.E. FL # 16W
CIVIL ENGINEER - DEVELOPMENT CONSULTANT
P.O. BOX 214368, SOUTH DAYTONA. FL 32121
TELEPHONE: (366) 767-4774
FAX: (366) 767.65%
PAGE
NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT, P.E. 1 1 -61
SECTION 1
2"x4"OR2"x6"
SELF MATING BEAM
1" x 2" SNAP SECTIONS
ATTACHED TO 2" x 2" W/
10 x 1-1/2" S.M.S. @ 24" O.C.
OR CONTINUOUS SNAP
SECTIONS OR 2" x 3" (4)
SPLINE GROOVE SECTION
1" x 2" OPEN BACK FASTENED
TO POST W/ (2) #10 x 1-1/2"
S.M.S.
ATTACH 2" x 2" PURLINS TO
SELF MATING BEAMS W/ (2)
10 x 1-1/2" S.M.S. INTO
SCREW BOSSES
SCREENED ENCLOSURES
MINIMUM POST SIZES
REQUIRED FOR EACH BEAM
SIZE (SEE TABLE 1.6)
i I
I
r® r-
ALTERNATE FLAT ROOF
I
I
SELECT FASTENER SIZE,
NUMBER AND PATTERN
SEE TABLE 1.6 & 9.5A OR 9.56)
2" x 3" HOLLOW OR SNAP
SECTION
SLOPING BEAM TO UPRIGHT CONNECTION DETAIL (PARTIAL LAP)
SCALE: 3" = V-0"
Lawrence E. Bennett, P.E. FL # 16644
CIVIL ENGINEER -DEVELOPMENT CONSULTANT
P.O. BOX 214360. SOUTH DAYTONA, FL 32121
TELEPHONE: (386) 767-4774
FAX: (366) 767-M
PAGE
Q COPYRIGHT 2084
1-$ NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E.
I" SCREENED ENCLOSURES SECTION 1
SEE TA
PURLINS (TYP.)
SCREEN (TYP.)
CABLE CONNECTION
SEE DETAILS SECTION 1)
ALTERNATE CABLE
1" x 2" (TYP.)
GRADE
K-BRACING (OPTIONAL) — / _ CABLE CONNECTION
GIRT (TYP.) / (SEE DETAILS SECTION 1)
TYPICAL DOME ROOF - ELEVATION
SCALE: N.T.S.
EXISTING STRUCTURE
ALUMINUM BEAM
TABLE 1.1 OR 1.8)
SIZE MEMBERS PER
APPROPRIATE TABLES #
H
i
7
K-BRACING (OPTIONAL)
GIRT (TYP.)
SCREEN (TYP.) SW
ALUMINUM COLUMNS (TYP.)
TABLE 1.3 OR 1.6) PERIMETER WALLS FRAMING
1" x 2" (TYP.) (SEE TABLES 1.3 AND 1.4)
TYPICAL DOME ROOF - ISOMETRIC
SCALE: N.T.S.
CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES.
RrcFR WALL WHERE
UIRED
LINS (TYP.)
ONAL ROOF BRACING
SCHEMATIC SECTION 1)
LE BRACING
Lawrence E. Bennett, P.E. FL # 16644
CIVIL ENGINEER - DEVELOPMENT CONSULTANT
P.O. BOX 214368, SOUTH DAYTONA, FL 32121
TELEPHONE: (386) 767.4774
FAX: (388) 767.6=
COPYRIGHT 2004 PAGE
NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT, P.E. 1-3
SCREENED ENCLOSURES
PURLIN (T"^
SCREEN (1
SEE TA
v-u<-v
SECTION 1
CABLE CONNECTION
SEE DETAILS SECTION 1)
GIRT (TYP.)
1" x 2" (TYP.)
GRADE
CABLE CONNECTION
SEE DETAILS SECTION 1)
TYPICAL TRANSVERSE GABLE ROOF - ELEVATION
SCALE: N.T.S.
EXISTING STRUCTURE
W
SIZE MEMBERS PER
APPROPRIATE TABLES
L
H
K-BRACING (OPTIONAL)
RISER WALL WHERE
REQUIRED
PURLIN (TYP..)
ALUMINUM BEAM
TABLE 1.1 OR 1.8)
DIAGONAL ROOF BRACING
SEE SCHEMATIC SECTION 1)
ALUMINUM COLUMNS (TYP.) }
TABLE 1.3 OR 1.6) /
SCREEN (TYP.)
SW
GIRT (TYP.)
PERIMETER WALLS FRAMING 1" x 2" (TYP.)
TABLE 1.3 OR 1.4)
CABLE BRACING
TYPICAL TRANSVERSE GABLE ROOF -.ISOMETRIC
SCALE: N.T.S.
CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES
Lawrence E. Bennett, P.E. FL # 16644
CIVIL ENGINEER - DEVELOPMENT CONSULTANT
P.O. BOX 214365, SOUTH DAYTONA, FL 32121
TELEPHONE: (356) 767-4774
FAX: (356) 767-6&%
I O
NOT TO BE REPaR`OOUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT, P.E.. 1
PAGE
1-5 1
SCREENED ENCLOSURES SECTION 1
5) #10 S.M.S. (MIN.) -
1/8" x 1-1/2" x 8" FLAT BAR
e
e
e e e
0.125" PLATE OUT ON
459 ANGLE
EYE -BOLT OR TURNBUCKLE FOR
CABLE TENSION
STAINLESS STEEL (SEE TABLE)
PERIMETER FRAMING
MEMBER
TYPICAL CABLE CONNECTIONS AT CORNER - DETAIL 1
SCALE: 3" = 1'-0"
A ALTERNATE:
USE (1)1/4" x 1-1/4" FENDER
WASHER EACH
FRAME MEMBER
SIDE OF
r
EITHER A OR B
1" x 2" x 0.125" CLIP AND (4) B
MIN. (2) CLAMPS REQUIRED10x3/4" S.M.S. EACH SIDE
FOR CABLES ®®®® (NP•)
MIN. 1/4" EYE BOLT. WELD EYE
CLOSED (TYP.)
ALTERNATE TOP CORNER OF CABLE CONNECTION - DETAIL 1A
SCALE: 3" = 1'-0"
Lawrence E. Bennett, P.E. FL # 16644
CIVIL ENGINEER -DEVELOPMENT CONSULTANT
P.O. BOX 214366, SOUTH DAYTONA. FL 32121
TELEPHONE: (356) 757.4774
FAX: (356) 757.65M
Q COPYRIGHT 2W4 PAGE
NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1 "w 1
SECTION 1 SCREENED ENCLOSURES
LAB
MIN. (2) 1/4' OR 5/16" x 1-3/4"
CONCRETE ANCHORS
ALTERNATE CLIP:
3" ASTM A-36
PRESSED STEEL CLIP
TYPICAL CABLE CONNECTION AT SLAB DETAIL - DETAIL 2
SCALE: 3" = l'-0"
ANCHOR PER TABLE 9-1A MIN.
SHEAR 607# FOR 3/32" CABLE
AND 902# FOR 1/8" CABLE
FOR 3/32" CABLE 5/16" x 2"
CONCRETE ANCHOR W/
CABLE THIMBLE AND WASHER
3-1/2" (4" NOMINAL)
SLAB (MIN.)
SLAB FOR 1/8" CABLE SHALL
HAVE A THICKENED EDGE TO
ACHIEVE 5d MIN. AND A 3/8" x
2" ANCHOR
1
2500 P.S.I. CONCRETE
6 x 6 -10 x 10 WELDED WIRE
MESH OR FIBER MESH
CONCRETE
ALTERNATE CABLE CONNECTIONS AT FOUNDATION - DETAIL 2A
SCALE: 3" = l'-0"
Lawrence E. Bennett, P.E. FL # 16644
CIVIL ENGINEER - DEVELOPMENT CONSULTANT
P.O. BOX 214368, SOUTH DAYTONA. FL 32121
TELEPHONE: (386) 767-4774
FAX: (388) 7674M
PAGE
COPYRIGHT 204
1-42 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT. P.E.
SECTION 1 SCREENED ENCLOSURES
ADDITIONAL FASTENING,
NUMBER OF FASTENERS PER
TABLE 1.6 & 9.5 EXCEPT ALL
SHADED LOCATIONS SHALL
BE FILLED MINIMUM OF ALL
OUTER LOCATIONS
10) #8 x 1/2" S.M.S. EACH SIDE
OF BEAM / POST
1" x 2" OPEN BACK ATTACH TO
2" x 2" W/ #10 x 1-1/2" S.M.S. @
24" O.C. OR CONTINUOUS
2" x 3" (4) SPLINE GROOVE
SECTION
CONNECT 2"x 2" OR 2" x 3" TO
BEAM W/ MIN. OF (3)
10 x 1-1/2"S.M.S. INTO
SCREW BOSSES
Y
EXISTING 2" x 6"
SELF MATING BEAM
10 x 3 112" S.M.S. 16" O.C.
PROPOSED 2" x 3" x 0.050"
SMOOTH SIDE DOWN
1/8" x 2-3/4" x 8" GUSSET EACH
SIDE OF POST AND BEAM W/
6) #8 x 1/2" S.M.S.
EXISTING 2" x 4"
ADDITION OF 2" x 3" TO EXISTING 2" x 6" S.M.B.
SCALE: 3" = T-O"
Lawrence E. Bennett, P.E. FL # 16644
CW ENGINEER- DEVELOPMENT CONSULTANr
P.O. BOX 214368, SOUTH DAYTONA. FL 32121
TELEPHONE: rAM 7ST-4TT4
FAX; (386) 767-656
PAGE
COPYRIGHT Z004
1-14 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E.
SCREENED ENCLOSURES
CONNECTOR MAY BE (2)
ANGLES, INTERNALLU'
CHANNEL OR EXTERNALLU'
CHANNEL EACH SIDE OF
CONNECTING BEAM W/
SCREWS (PER SECTION 9)
CARRIER BEAM
SEE TABLE 1.5)
MINIMUM NUMBER S.M.S. 3/4"
LONG REQUIRED EQUAL TO
BEAM DEPTH
SEE SECTION 9)
SECTION 1
EXTRUSIONS W/ INTERNAL
SCREW BOSSES MAY BE
CONNECTED W/ (3) #10 x 1-1/2"
INTERNALLY
PRIMARY BEAM
SEE TABLE 1.1 OR 1.8)
CARRIER BEAM TO BEAM CONNECTION DETAIL
SCALE: 3" = 1'-0"
ALTERNATE:
1"x2", 1"x3"OR2"x2"
ATTACHED TO WALL W/ #10 x
2" S.M.S. @ 16" O.C.
HOST STRUCTURE MASONRY
OR FRAMED WALL
SELECT FASTENERS FROM
SECTION 9 TABLES)
PRIMARY OR MISC. FRAMING
BEAM (SIZE PER TABLES)
ANGLE OR RECEIVING
CHANNEL
44.
BEAM TO WALL CONNECTION:
2) 2" x 2" x 0.060"
EXTERNALLY MOUNTED
ANGLES ATTACHED TO WOOD
FRAME WALL W/ MIN. (2) 3/8" x
2" LAG SCREWS PER SIDE OR
TO CONCRETE W/ (2)1/4" x
2-1/4" ANCHORS OR MASONRY
WALL ADD (1) ANCHOR PER
SIDE FOR EACH INCH OF BEAM
DEPTH LARGER THAN 3"
ALTERNATE CONNECTION:
1) 1-3/4" x 1-3/4" x 1-3/4" x 1/8"
INTERNAL U-CHANNEL
ATTACHED TO WOOD FRAME
WALL W/ MIN. (3) 3/8" x 2" LAG
SCREWS OR TO CONCRETE
OR MASONRY WALL W/ (3) 1/4"
x 2-1/4" ANCHORS OR ADD (1)
ANCHOR PER SIDE FOR EACH
INCH OF BEAM DEPTH
LARGER THAN 3"
BEAM TO WALL CONNECTION DETAIL
SCALE: 3" = l'-0"
Lawrence E. Bennett, P.E. FL # 16644
CIVIL ENGINEER- DEVELOPMENT CONSULTANT
P.O. BOX 214368, SOUTH DAYTONA, FL 32121
TELEPHONE: (356) 7874774
FAX: (386) 757.6556
PAGE
Q COPYRIGHT 2W4 I 1 _ NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E.
SCREENED ENCLOSURES SECTION 1
1/4" x 6" RAWL TAPPER
THROUGH 1" x 2" AND
ROWLOCK INTO FIRST
COURSE OF BRICKS
ALTERNATE CONNECTION OF
SCREENED ENCLOSURE FOR
BRICK OR OTHER NOW
STRUCTURAL KNEE WALL
1" WIDE x 0.063" THICK STRAP
@ EACH POST FROM POST TO
FOOTING W/ (2) #10 x 3/4"
S.M.S. STRAP TO POST AND
1) 1/4" x 1-3/4" CONCRETE
ANCHOR TO SLAB OR
FOOTING
ALUMINUM FRAME SCREEN
WALL
CAP BRICK
BRICK KNEEWALLTYPE'S'
MORTAR REQUIRED FOR
LOAD BEARING BRICK WALL
4" (NOMINAL) PATIO
CONCRETE SLAB (SEE NOTES
CONCERNING FIBER MESH)
3) #30 BARS OR (1)
50 BAR W/ 2-1/2" COVER
TYP.)
BRICK KNEEWALL AND FOUNDATION FOR SCREEN WALLS
SCALE: 3/4" = 1'-0"
2'-0" MIN 3-1/2" (TYP.
2 #3 BAR CONT. OR
1 #5 BAR CONT.
BEFORE SLOPE
I
ALL SLABS)
ol
8„
1 #5 BAR CONT.
3 #3 BAR CONT. OR
TYPE I TYPE II TYPE III
FLAT SLOPE / NO FOOTING MODERATE SLOPE FOOTING STEEP SLOPE FOOTING
0-2" / 12" 2" / 12" - V-10" > V-10"
Notes for all foundation types:
1. No footing required except when addressing erosion until the slab width in the direction of the primary exceeds
32 ft., then a Type If footing is required under the load bearing wall only unless the side wall exceeds 16 ft. in
height or the enclosure is in a "C" exposure catagory in which case a Type II footing is required for all walls.
2. The foundations shown are based on a minimum soil bearing pressure of 1,500 PSF. Bearing capacity of soil
shall be verified, using a pocket penetrometer, field soil test, or by a soil testing lab, to be above 1,500 PSF
prior to placing the slab.
3. The slab / foundation shall be cleared of debris and roots and compacted prior to placement of concrete.
4. Monolithic slabs and footings shall be minimum 2,500 psi concrete with 6 x 6 - 10 x 10 welded wire mesh or
crack control fiber mesh. Fibermesh ® Mesh, InForce"m e3 "A (Formerly Fibermesh MD) per maufacturers
specification may be used in lieu of wire mesh.
5. If local building codes require a minimum footing, use Type II footing or footing sections required by local code. Local code governs.
SLAB -FOOTING DETAILS
SCALE: 3/4" = 1'-0"
Lawrence E. Bennett, P.E. FL # 16644
CIVIL ENGINEER - DEVELOPMENT CONSULTANT
P.O. BOX 214363, SOUTH DAYTONA, FL 32121
TELEPHONE: (386) 767-4774
FAX: (386) 757 6556
COPYRIGHT 2004O
NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1
PAGE
1-55 I