HomeMy WebLinkAbout154 Rose Hill Trl (2)CITY OF SANFORD PERMIT APPLICATION
Permit No.: Da
K U
Job Address:
Parcel No.:
Description of Work:
Type of Construction:
Valuation of Work: $
Occupancy Type:
(Attach Proof;.• of Ownership gft i ap DesMption)
Number of Stories: Number of Dwelling Units: Zoning: Total Square Footage:
Owner:
Address: fps/ 46.3
City: �,rytt� 9Co/t� State: Zip:
Phone No.: Fax No.:
Contractor: /%F41 -V- 1C A—.sZ�
Address: 'ACO do t!� VOZ3
City: 4'g2 "e&"!E Stater Zip: _—'?Z70 :K State License No.:
Phone No.: Fax No.:
Contact Person: Phone No.:
Title Holder (If other than Owner):
Address:
Bonding Company:
Address:
Mortgage Lender:
Address:
Architect:
Address:
aVNo.:
Application is hereby made to obtain a permit to do the work and in a dicated _certify that no work or installation has
commenced prior to the issuance of a permit and that all work will be performed to rr e' andards of all laws regulating construction
in this jurisdiction. I understand that a separate permit must be secured for ELECTRIMC 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.
Si ture Rfy4ner gent Date
Print Owner/ is Name
(1.4 la4l4zz
Sigrifiture of Notary -State of Florida Date
2 C�nnd&� 7 -Z --o,7
Si ature of Contractor/Agent Date
N ���•4->- 7--Z �a3
Print Contractor/A ent's Name
i ry-State of Florida bad
Melissa D
Commission #DD163723
I'~ZZ
JEANNIEARANDHAN�?•�; Expires: Dec 20, 2005
MYCOMMISSION#CC8739a9/� p EXPIRES:Sep23,2003 +++ii��8ondedThru
01Ile At�sn�10 Rgndine Co.. Inc
F" c°' o Me or Contractor/Agent is Personally Known to Me or
✓ Produced ID Fi., An --4y 4DS'c�t�aG -X- Produced ID�� y32553Wn
APPLICATION APPROVED BY: I� Date: 3
Special Conditions:
NOTICE OF COMMENCEMENT
Permit No. ,,. Tax Folio No.
State of Florida
County of Seminole
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.
CUTIMED MM
Description of property: ftal description of the roperty and street address if vailable) , N MARYANNE MORSE
--0--a e �vs� `plc -1, CLERK OF CIRCUIT COVIn
2. General description of improverpent: �jGX c-c'A-1 /��o�
3.
Owner information
-�
a. Name and address
:S o; V
b. Interest in property
c. Name and address of fee simple titleholder (if other than Owner)
4.
Contractor
a. Name and address
--
!f pL 15
7a IV
b. Phone number yA�— Pqf;
Fax nutjjV,,'
S.
Surety
_
a. Name and address
b. Phone number
+ Fax nuNG
c. Amount of bond
CLE RN 9 S 0 201031,12584
6.
Lender
RECORDED 07/0E/M IM5504 AN
a. Name and address
RECORDING FEES 6.96
RECORDED BY L NcKinity
b. Phone number
Fax number
7.
Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as
provided by Section 713.13(1)(a)7., Florida Statutes:
a. Name and address
b. Phone number
Fax number
8.
In addition to himself or herself; Owner designates
of
to receive a copy of the Lienor's Notice as provided in Section
713.13(1)(b), Florida Statutes.
a. Phone number
Fax number
9.
Expiration date of notice of commencement (the expiration
date is 1 year from the date of recording unless a different
date is specified)
S' ature of Owner
� v�,N �oNy..•
Sworn to (o affirm ) and bscribed before me this day of 200-3 , by
6�ersonaflWnownZ-OR Produced Identification fMJS INSTR t T ►-N
l lvlt J c PA >!n,
Type of Identification Produced NAME
Signa of ry Public, State Gda
Commission pires: /O -8 -a0U S
Nancy E MA%nn
W Comnga M DOW2764
E*kaa Oa ww t. 2006
ADDR. 4
/i,�jo P,i % 3'Z �t
r.
General Notes and Specifications:
1. The following structures are designed to be married to block and wood frame structures of adequate
structural capacity. The contractor / home owner shall verify that the host structure is in good condition
and of sufficient strength to hold the proposed addition.
2. If there is a question about the host structure, the owner (at his own expense) shall hire an architect,
engineer, or a certified home inspection company to verify host structure capacity.
3. The structures designed using this section shall be limited to a maximum projection of 16' from the host
structure. Freestanding structures shall be limited to the maximum spans and size limits of component
parts. Larger than these limits shall have site specific engineering.
4. The following rules apply to attachments involving mobile and manufactured homes:
a. Structures to be placed adjacent to a mobile / manufactured home built prior to 1994 shall use 'fourth
wall construction' or shall provide detailed plans of the mobile / manufactured home and inspection
report along with addition plans for site specific review and seal by the engineer. This applies to all
is
creen / glass rooms and / or structures to be attached.
b. 'Fourth wall construction' means the addition shall be free standing with only the roof flashing of the
two units being attached. The most common'fourth wall construction' is a post 8 beam frame adjacent
to the mobile / manufactured home. The same span tables can be used as for the front wall beam. For
fourth wall beam use the carrier beam table. The post shall be sized according to this manual and/or
as a minimum be a 2' x 3" x 0.050' with an 18' x 2' x 0.044" knee brace at each end of the beam. If
the posts are set In concrete footings the knee braces may be eliminated. For carrier beams for screen
rooms, use table 3.1.2.
c. For mobile / manufactured homes bulft after 1994, structures may be attached, provided the project
follows the plan provided in this manual. The contractor / owner shall provide verification of the
structural system used to build the host structure.
d. Any attachment that extends more than 16' from a mobile / manufactured home wall shall require site
specific engineering.
5. Section 7 contains span tables and the attachment details for pans and composite panels.
6. Screen walls between existing walls, floors, and ceilings shall be allowed and spans shall be figured the
same as other screen walls.
7. When using TEK screws in Ileu of S.M.S., longer screws must be used to compensated for drill head.
8. SOME LOCAL BUILDING DEPARTMENTS, SUCH AS PINELLAS COUNTY, MAY REQUIRE MINIMUM
WALL THICKNESS OF EXTRUSIONS. CHECK WITH YOUR LOCAL BUILDING DEPARTMENT BEFORE
PLANNING YOUR PROJECT.
9. If the mobile / manufactured home manufacturer certifies In writing that the mobile home may be attached
to, then a 'fourth walr is NOT required.
10. Fourth wail beams for screen rooms may be selected from Table 3.1.2. Fourth wall beams for glass rooms
shall be selected from 3.1.4.
11. For high velocity hurricane zones the minimum live load / applied load shall be 30 PSF.
12. The framing of existing screen room walls to recelve windows or solid sheathing should be accomplished
with the details of this chapter
13. Al specified anchors are based on an enclosed building with a 16projection and a 7 over hang for up to a
wind velocity of 120 MPH.
To achieve compliance with certain load conditions, existing 2' x 2' framing can be augmented with
V x 2' x 0.036' minimum open bards. The 1' x 2' x 0.036" shall be fastened to the 2' x 2' framing with
#10 x 1-1/2' S.M.S. at 6' from the base plate and top rail and at a spacing of 16' O.C. maximum
between the previously described anchors.
If solid sheathing Is provided it shall be fastened to the framing with #8 S.M.S. of sufficient length to
penetrate the sheathing and embed into the aluminum framing a minimum of 1/2. The following
schedule of anchor spacing shall be adhered to:
Alternate bracing can be provided using 1-114' x 14 ga. galvanized cold strap or 1-114' x 0.040'
aluminum strap fastened to each stud with #8 x 1/2' S.M.S. in sn'X' pattern as shown on page 4-2 of
the Aluminum Structures Design Manual 2002 Edition.
General Notes and Specifications for Section 3 Tables:
DESIGN LOADS FOR SECTION 3 are from the FLORIDA STANDARD BUILDING CODE
Exposure B: Mean Roof Height U to 20' Roof Slope 0' to 10'.
Stud Spacing
sheathing
Roots
Partially
Enclosed
Note 3
Walls
Partially
Endosed
Note 1
Type
16' O.C.
24" O.C.
3/16" COX Plywood
6.O.C. Edges
WA
+18
12' O.C. Field
WA
Structural
6" O.C. Edges
WA
Thermal Ply
12' O.C. Fleld
WA
1/2' COX Plywood
6' O.C. Edges
4" O.C. Edges
+201.13
12' O.C. Field
8' O.C. Field
Alternate bracing can be provided using 1-114' x 14 ga. galvanized cold strap or 1-114' x 0.040'
aluminum strap fastened to each stud with #8 x 1/2' S.M.S. in sn'X' pattern as shown on page 4-2 of
the Aluminum Structures Design Manual 2002 Edition.
General Notes and Specifications for Section 3 Tables:
DESIGN LOADS FOR SECTION 3 are from the FLORIDA STANDARD BUILDING CODE
Exposure B: Mean Roof Height U to 20' Roof Slope 0' to 10'.
Note 1: Per Note 2, Table 2002.4 or, paragraph 1606.2.2.3
Note 2: From Table 2002.4 and Note 2
Note 3: From Table 1604.6, Minimum Roof Live Load for high velocity zones use 30 PSF.
Note 4: From Table 1606.2A
Note 5: Where possible, values have been reduced by 0.77 for hurricane zone consideration.
Note 6: Roof and framing members of Carports and Patio Covers are considered to be main frame
resistance components.
Conversion Table 3A Wind Zone Conversions for Open Rooms
From 120 MPH Wind Zone to Others
Design Londa ISISF)
Partially Fscloeed Buildings Open Buildings
Wind Velocity
Roots
Partially
Enclosed
Note 3
Walls
Partially
Endosed
Note 1
Roofs
Enclosed
Nob 4
Walls
Enclosed
Note 4
90 M.P.H
+201-10
10
+201-16
+18
1011 M.P.H
+20/-10
10
+201-19
+22
11D M.P.H
-20/-11
11
+20 / -23
+27
120 M.P.H
+201.13
14
+201-28
+32
130 M.P.H
+20/-15
16+20/-32
13
*37
140 M.P.H
+30/-17
18
+20 /-37
+43
150 M.P.H
+301-20
21 J
+20/-43
+50
Note 1: Per Note 2, Table 2002.4 or, paragraph 1606.2.2.3
Note 2: From Table 2002.4 and Note 2
Note 3: From Table 1604.6, Minimum Roof Live Load for high velocity zones use 30 PSF.
Note 4: From Table 1606.2A
Note 5: Where possible, values have been reduced by 0.77 for hurricane zone consideration.
Note 6: Roof and framing members of Carports and Patio Covers are considered to be main frame
resistance components.
Conversion Table 3A Wind Zone Conversions for Open Rooms
From 120 MPH Wind Zone to Others
Conversion Table 3B Wind Zone Conversions Spans
for Enclosed Rooms
From 120 MPH Wlnd Zone to Other
Roofs Walls III r Han
wind Zone Applied Load Defection BendingApplied Load Detlec0en Bending Applied Load Deflection Banding
MPH (#/Sq. FL d b . FL b q. FL
90 3 100
Roots
I
121
Wells
1.13
Wind Zone Applied Load Deflection sending Applied Load Deflection Bending
MPH
Wsq. FL
1.16
110
. FL
1.07
b
90 a 100
10
1.09
1.14
10
1.12
1.18
110
11
1 1.06
1.09
11
1.08
1.13
120
13
1. DO
1.00
14
1.00
1.00
130
15
0.95
0.93
16
0.86
11.94
14017
0.117
0.91
0.87
18
0.92
0.88
150
20
0.87
0.81
21
0.87
0.62
Conversion Table 3B Wind Zone Conversions Spans
for Enclosed Rooms
From 120 MPH Wlnd Zone to Other
Roofs Walls III r Han
wind Zone Applied Load Defection BendingApplied Load Detlec0en Bending Applied Load Deflection Banding
MPH (#/Sq. FL d b . FL b q. FL
90 3 100
19
1.14
121
Z2
1.13
121
28
1.11
1.16
110
23
1.07
1.10
1
27
1.06
1.09
32
1.06
1.09
120
28
1.00
1.00
32
1.00
1.00
38
1.00
1.00
130
32
0.96
0.94
37
0.95
0.93
45
0.95
0.92
140
37
0.91
0.117
43
0.91
0.86
52
0.90
0.85
150
43
0.87
oAl
50
0.06
0.80
so
0.06
0.80
INTERIOR BEA
TABLE 3.1.4 OR 3.1
ALUMINUM ROOF SYSTE
PER SECTION
HOST STRUCTURE OR
FOURTH WALL FRAME
PANS OR PANELS
CARRIER BEAM POST
TYPICAL SLOPED SOLID ROOF ENCLOSURE
SCALE: N.T.S.
ALUMINUM ROOF SYSTEM
PER SECTION 7
RIDGE BEAM (SEE TABLE 3.1.2
FOR SCREEN ROOMS OR
TABLE 3.1.4 FOR GLASS
ROOMS)
HOST STRUCTURE OR
FOURTH WALL FRAME
USE BEAM TO WALL DETAIL
TYPICAL GABLE SOLID ROOF ENCLOSURE
SCALE: N.T.S.
PURSUANT TO PROVISIONS OF THE FLORIDA DEPARTMENT OF
HIGHWAY SAFETY 6 MOTOR VEHICLES DIVISION OF MOTOR
VEHICLES RULE 15C-2, THE SPAN TABLES, CONNECTION
DETAILS, ANCHORING AND OTHER SPECIFICATIONS ARE
DESIGNED TO BE MARRIED TO CONVENTIONALLY
CONSTRUCTED HOMES AND / OR MANUFACTURED HOMES AND
MOBILE HOMES CONSTRUCTED AFTER 1984.
THE DESIGNS AND SPANS SHOWN ON THESE DRAWINGS ARE
BASED ON THE LOAD REQUIREMENTS FOR THE FLORIDA
BUILDING CODE 2001 EDITION.
JOB NAME:
ADDRESS:
DRAWING FOR ONE PERMIT ONLY
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2001 I OF 9
SELECT EDGE BEAM FROM
TABLE 3.1.1 AND / OR 3.1.2
LW FOR
1'x2-
MAX
H. UPRIGHT
LENGTH MIN, 3-1/2" SLAB ON GRADE
OR RAISED FOOTING
'k-- (SEE FOOTING DETAILS)
VARIES
TYPICAL GLASS ROOM WITH SOLID ROOF. TYPICAL FRONT VIEW FRAMING
(HEIGHT OF UPRIGHT IS MEASURED FROM TOP OF 1'x 2" PLATE TO BOTTOM OF WALL BEAM)
'LW LOAD WIDTH
FOR ROOF BEAM ALTERNATE CONNECTION
.P/, -.'P/2' 0 FASCIA ALLOWED
SIZE BEAM AND UPRIGHTS (SEE SECTION 7 DETAILS)
(SEE TABLES)=�-
O.HZ
SOLID ROOFNO
Max. Beam Sia
Knee Bruce
"x 0.038"
w
(0 �
yU
MAXIMUM
rx 0.050"
L
rx4'
rx3'x0.050''xO.080"
Ole
(ELEVATION SLAB OR GRADE)
2x 3'x0.050'x
0.093-
rx 8"S.M.B.
F = PROJECTION FROM BLDG.
'x0.125"
VARIES
3'x3 -x0.093'
VARIES
LW = LOAD WIDTH
J Tr VARIES F
NOTES:
1. ANCHOR 1' x 2" OPEN BACK EXTRUSION W/ 114"x 2-1/4' CONCRETE FASTENER MAX OF 2'-0' O.C.
AND W/ IN 6" EACH SIDE OF UPRIGHT ANCHOR 1' x 2' TO WOOD WALL W/ #10 x 2-12" S.M.S. W/
WASHERS OR #10 x 2-1r WASHER HEADED SCREW 2'-0" O.C.. ANCHOR BEAM AND COLUMN
INTERNALLY OR W/ ANCHOR CLIPS AND (2) #8 SCREWS W/ WASHERS @ EACH POINT OF
CONNECTION.
2. SELECT FRONT WALL BEAM FROM TABLE USING LARGER LOAD WIDTH VALUE OF P2 OR P/2 + O.H.
3. SELECT SCREEN ROOM FORTH WALL BEAM FROM TABLE 3.1.3 AND GLASS ROOM FORTH WALL
BEAMS FROM TABLE 3.1.4 USING P2
4. ANCHORS BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING
CONVERSION: 190 -1201 130 1 140 150
#8 1 #10 1 #12 1 #12
TYPICAL SCREEN / GLASS ROOM
SCALE: 1/8" = V-0"
COIL FLASHING
12" x #8 S.M.S. AT EACH RISER
SEE ROOF PANEL TO BEAM
DETAIL (SECTION 7) - - - - -
ALUMINUM ROOF PAN OR
COMPOSITE ROOF PANELS
THRU- BOLTS (TYP.) (SEE T"
TABLE 3.3)
BEAM SPAN (SEE TABLE 3.1.2
FOR SCREEN ROOMS & 3.1.4
FOR GLASS ROOMS)
POST SIZE (SEE TABLE 3.3)
BEAM SPAN
USE WR
FOR BENZ SIS
SEE TABLE 112 FOR SCREEN ROOMS AND
3.1.4 FOR GLASS ROOMS AFTER COMPUTWG
"A' LARGEST VALUE
SELECT BEAM FROM TABLES
3.1.2 & 3.1.4
KNEE BRACE (SEE TABLE 3.3)
POST SIZE (SEE TABLE 3.3)
TYPICAL SECTION "FOURTH" WALL FOR ADDITIONS
ADJACENT TO A MOBILEIMANUFACTURED HOME
SCALE 118"= V-0'
Extrusion Sizing Table:
lgM SW
Max. Beam Sia
Knee Bruce
"x 0.038"
rx4"
rx2' x0.038'
rx 0.050"
L
rx4'
rx3'x0.050''xO.080"
Ole
2x 8"S.M.B.
2x 3'x0.050'x
0.093-
rx 8"S.M.B.
r x 3' x 0.050"
'x0.125"
rx 9'S.M.B.
3'x3 -x0.093'
REMOVE VINYL SIDING AND
SOFFIT ON THE WALL AND
INSTALL SIMPSON CS -16 COIL
STRAP OR EQUAL FROM
TRUSS / RAFTER TO BOTTOM
OF DOUBLE TOP PLATE JOIST
EACH TRUSS / RAFTER.
NOTES:
FOR 0.060" WALL POST, USE GUSSET w/6' x 6"x 0.060" ALUMINIUM PLATE.
FOR 0.090' WALL POST, USE GUSSET w/6' x 8"x 0.090" ALUMINIUM PLATE.
FOR 0.125' WALL POST, USE GUSSET w/6" x 12'x 0.125" ALUMINIUM PLATE.
SHORT OVERHANG - DETAIL
SCALE: 2" = 1'-0'
COIL FLASHING
1-12" x #8 S.M.S. AT EACH
RISER
ALUMINUM ROOF PAN OR
COMPOSITE ROOF PANELS
SEE ROOF PANEL TO BEAM
DETAIL (SECTION 7)
BEAM SPAN (SEE TABLES 3.1.2
FOR SCREEN ROOMS 8 3.1.4
FOR GLASS ROOMS)
THRU- BOLTS (FYP.) (SEE
TABLE 3.3)
2" x 0.026" RECEIVING
CHANNEL OR 2"x 2'x 0.060"
ANGLES AT EACH END OF
DIAGONAL (SEE TABLE 3.3
FOR DIAGRAM AND SCREW
SIZES)
IF RECEIVING CHANNEL, USE
(2) ROWS OF SCREWS INTO
POST OR BEAM
SEE POST TO BASE
CONNECTION DETAILS
REMOVE VINYL SIDING AND
SOFFIT ON THE WALL AND
INSTALL SIMPSON CS -16 COIL
STRAP OR EQUAL FROM EACH
TRUSS / RAFTER TO KNEE
WALL STUDS
THE FLOOR, WALL, AND ROOF NAIL STRAP W/ 16d COMMON
SYSTEM ARE THAT OF MOBILE @ TRUSS RAFTER AND
/ MANUFACTURED HOME PERIMETER JOIST, SCREW
COIL STRAP TO SHEATHING W/
#8 x 1" DECK SCREWS @ 16"
O.C. VERTICALLY. REPLACE
VINYL SIDING.
INSTALL NEW 48" OR 60'
AUGER ANCHOR PER RULE
15C Q EACH NEW PIER,
INSTALL 12" CARRIAGE BOLT
THRU PERIMETER JOIST AND
STRAP TO NEW AUGER
ANCHOR.
TYPICAL WALL SECTION FOR ATTACHMENT TO
MOBILE / MANUFACTURED HOME
SCALE: 1/4" = V-0"
8"L' BOLT Q 32" O.C.
TYPE III FOOTING
LONG OVERHANG DETAIL
SCALE: r = V-0'
THE FLOOR WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
/ MANUFACTURED HOME
KNEE WALL W/ 2 x 4 P.T.P.
BOTTOM PLATE, STUDS &
DOUBLE TOP PLATE. NAIL PER
TABLE 2306.1 FLORIDA
BUILDING CODE. EACH STUD
SHALL HAVE A SIMPSON SP -1
OR EQUAL. SHEATH WITH 12"
P.T. PLYWOOD NAILED W/#8
COMMON 6' O.C. EDGES AND
12' O.C. FIELD OR
STRUCTURAL GRADE
THERMAL PLY FASTENED PER
THE MANUFACTURERS
SPECIFICATIONS. STRAP
SIMPSON COIL STRAP OVER/
SHEATHING.
ALTERNATE WALL SECTION FOR ATTACHMENT TO
MOBILE / MANUFACTURED HOME
SCALE: 1/4" = V-0'
' J Z
0 Z 0
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SHEILT
2
OF 9
GUSSET w/6' x 6' x .060' ALUM.®
PLATE AND (1) #10 3/4' TEK
®
Ole
® ®
NAIL STRAP W/ 16d COMMON
x
@ TRUSS RAFTER AND
SCREW 1" O.C. EA- WAY AND
®
®
GIG
® ®
PERIMETER JOIST, SCREW
12" IN FROM EDGES BOTH
®
COIL STRAP TO SHEATHING W/
SIDES (SEE NOTES BELOW)
®
®
Ole
®
#8 x 1' DECK SCREWS Q 16'
®
O.C. VERTICALLY. REPLACE
VINYL SIDING.
POST (SEE TABLE 3.3)
PROVIDE NEW 4',6' OR
-
8'x 16' CMU PIER AND SOLID
FOUNDATION BLOCK @ 5' -0 -
MAX O.C. ALONG
SEE POST TO BASE DETAILS
ATTACHMENT WALL
NOTES:
FOR 0.060" WALL POST, USE GUSSET w/6' x 6"x 0.060" ALUMINIUM PLATE.
FOR 0.090' WALL POST, USE GUSSET w/6' x 8"x 0.090" ALUMINIUM PLATE.
FOR 0.125' WALL POST, USE GUSSET w/6" x 12'x 0.125" ALUMINIUM PLATE.
SHORT OVERHANG - DETAIL
SCALE: 2" = 1'-0'
COIL FLASHING
1-12" x #8 S.M.S. AT EACH
RISER
ALUMINUM ROOF PAN OR
COMPOSITE ROOF PANELS
SEE ROOF PANEL TO BEAM
DETAIL (SECTION 7)
BEAM SPAN (SEE TABLES 3.1.2
FOR SCREEN ROOMS 8 3.1.4
FOR GLASS ROOMS)
THRU- BOLTS (FYP.) (SEE
TABLE 3.3)
2" x 0.026" RECEIVING
CHANNEL OR 2"x 2'x 0.060"
ANGLES AT EACH END OF
DIAGONAL (SEE TABLE 3.3
FOR DIAGRAM AND SCREW
SIZES)
IF RECEIVING CHANNEL, USE
(2) ROWS OF SCREWS INTO
POST OR BEAM
SEE POST TO BASE
CONNECTION DETAILS
REMOVE VINYL SIDING AND
SOFFIT ON THE WALL AND
INSTALL SIMPSON CS -16 COIL
STRAP OR EQUAL FROM EACH
TRUSS / RAFTER TO KNEE
WALL STUDS
THE FLOOR, WALL, AND ROOF NAIL STRAP W/ 16d COMMON
SYSTEM ARE THAT OF MOBILE @ TRUSS RAFTER AND
/ MANUFACTURED HOME PERIMETER JOIST, SCREW
COIL STRAP TO SHEATHING W/
#8 x 1" DECK SCREWS @ 16"
O.C. VERTICALLY. REPLACE
VINYL SIDING.
INSTALL NEW 48" OR 60'
AUGER ANCHOR PER RULE
15C Q EACH NEW PIER,
INSTALL 12" CARRIAGE BOLT
THRU PERIMETER JOIST AND
STRAP TO NEW AUGER
ANCHOR.
TYPICAL WALL SECTION FOR ATTACHMENT TO
MOBILE / MANUFACTURED HOME
SCALE: 1/4" = V-0"
8"L' BOLT Q 32" O.C.
TYPE III FOOTING
LONG OVERHANG DETAIL
SCALE: r = V-0'
THE FLOOR WALL, AND ROOF
SYSTEM ARE THAT OF MOBILE
/ MANUFACTURED HOME
KNEE WALL W/ 2 x 4 P.T.P.
BOTTOM PLATE, STUDS &
DOUBLE TOP PLATE. NAIL PER
TABLE 2306.1 FLORIDA
BUILDING CODE. EACH STUD
SHALL HAVE A SIMPSON SP -1
OR EQUAL. SHEATH WITH 12"
P.T. PLYWOOD NAILED W/#8
COMMON 6' O.C. EDGES AND
12' O.C. FIELD OR
STRUCTURAL GRADE
THERMAL PLY FASTENED PER
THE MANUFACTURERS
SPECIFICATIONS. STRAP
SIMPSON COIL STRAP OVER/
SHEATHING.
ALTERNATE WALL SECTION FOR ATTACHMENT TO
MOBILE / MANUFACTURED HOME
SCALE: 1/4" = V-0'
' J Z
0 Z 0
Q
1--
Z
Z LU
0 (n o -I
OwCVQ
�0wF'
D�w00
(ALUM
C1) ~Z �_
O 5 0 H
0' 0
Z_ U m (1)
0
Z Z
LU
L) Q �"
W
ti
U Q
C LU LO
�po`$m
Co x i
�- w m
W LU :3
O y a. X
0 w w U-
C LU
Z O
2 m
CU
Sa
J v
r
SHEILT
2
OF 9
SOLID COVER
EDGE BEAM (SEE TABLE 3.1.3A
OR 3.1.38)
WINDOW HEADER (SEE TABLE
3.1.3A OR 3.1.3B)
CHAIR RAIL (SEE TABLE 3.1.3A
OR 3.1.3B)
SHEETING MINIMUM ONE SIDE
0.040' ALUMINUM OR 1/2' CDX
PLYWOOD
ADDITIONAL STUDS MAY BE
ADDED TO ADJUST CHAIR RAIL
TO MAX SPAN
MINIMUM SLAB (SEE DETAIL)
TYPICAL ELEVATION GLASS ROOM WALL
SCALE: 1/4"= V-0"
WINDOW HEADER
ANGLE (1) SIDE OR BLIND
SCREW
WINDOW ADDITION ANCHOR
W/ MIN. #10 x 1' S.M.S. @ 6"
FROM EACH CORNER AND
16' O.C. MAX.
ALUMINUM EXTRUSION
CHAIR RAIL
KICK PLATE
102
T-0-
110
rn
w
120
6-3"
130
5'-8'
MAXIMUM WIDTH =
EDGE BEAM SPAN
5'-1'
150
4'-11'
1 100,07MME's
m
TYPICAL ELEVATION GLASS ROOM WALL
SCALE: 1/4"= V-0"
WINDOW HEADER
ANGLE (1) SIDE OR BLIND
SCREW
WINDOW ADDITION ANCHOR
W/ MIN. #10 x 1' S.M.S. @ 6"
FROM EACH CORNER AND
16' O.C. MAX.
ALUMINUM EXTRUSION
CHAIR RAIL
KICK PLATE
TYPICAL ELEVATION GLASS ROOM WALL
SCALE: 1/4'= l'-0'
#8 x 2.1/2" S.M.S. @ 6" FROM
#8 x 1.1/2' S.M.S. @ 6' FROM ENDS, TOP OR BOTTOM AND
cc Lu ENDS, TOP OR BOTTOM AND @ 16' O.C. OR PILOT HOLE W/
@ 16' O.C. CAP AND (1) #8 x 1R' S.M.S.
INTERNAL 6' FROM ENDS, TOP
OR BOTTOM AND 16' O.C.
�j' 2.00'
�( 2.00' I 2.00'
0.044 g
cli
0.044' — Ik
0 0.044"tj
g
0.044 N
U) 1x2x0.044" 2"x2"x0.044" 1"x2"x0.040"
OPEN BACK SECTION PATIO SECTION SNAP CAP SECTION
> WITH 2" x 2" x 0.044" WITH 2" x 2" x 0.044" WITH 2" x 2" x 0.044"
PATIO SECTION PATIO SECTION PATIO SECTION
EXTRUSIONS AND FASTENING DETAILS
SOLID COVER SCALE: 2' = 1'-0'
EDGE BEAM (SEE TABLE 3.1.3A
Lu OR 3.1.3B)
WINDOW HEADER (SEE TABLE
3.1.3A OR 3.1.3B)
ADD 1'x 2', 2'x 2'
OR SNAP CAP AS REQ'D.
CHAIR RAIL (SEE TABLE 3.1.3A
OR 3.1.313)
SHEETING MINIMUM ONE SIDE
0.040' ALUMINUM OR IZ COX
PLYWOOD
ADDITIONAL STUDS MAY BE
ADDED TO ADJUST CHAIR RAIL
TO MAX. SPAN
w
1'x 2', ADD 1'x 1' TUBING OR
NOTE: FOR SCREEN ROOM TO GLASS ROOM CONVERSION USE 1'x T x 0.044' WTID WI T x x
EXISTING OR T x 2." x OJMC MATED WrrH T x T x EXISTING
PAN ROOF, COMPOSITE
PANEL OR HOST STRUCTURAL
FRAMING
(4) #8 x 1R' S.M.S. EACH SIDE
OF POST
1 x 2 TOP RAIL FOR SIDE
WALLS ONLY OR MIN. FRONT
WALL 2 x 2 ATTACHED TO
POST W/ 1"x 1' x 2' ANGLE
CLIPS EACH SIDE OF POST
GIRT OR CHAIR RAIL AND KICK
PLATE 2"x 2' x 0.032' MIN.
HOLLOW RAIL
ANCHOR 1 x 2 PLATE TO
CONCRETE WITH 1/4' x 2-1/2'
CONCRETE ANCHORS WITHIN
6' OF EACH SIDE OF EACH
POST AT 24' O.C. MAX. OR
THROUGH ANGLE AT 24' O.C.
MAX
MIN. 3-1/2' SLAB 2500 PSI
CONC. 6 x 6 - 10 x 10 W.W.M.
OR FIBER MESH
I' x 2' TOP RAILS FOR SIDE WALLS
NITH MAX. 3.5' LOAD WIDTH SHALL
HAVE A MAXIMUM UPRIGHT
SPACING AS FOLLOWS
WIND ZONE MAX. UPRIGHT
SPACING
102
T-0-
110
6'-T
120
6-3"
130
5'-8'
..........
PAN
5'-1'
150
4'-11'
1 100,07MME's
m
TYPICAL ELEVATION GLASS ROOM WALL
SCALE: 1/4'= l'-0'
#8 x 2.1/2" S.M.S. @ 6" FROM
#8 x 1.1/2' S.M.S. @ 6' FROM ENDS, TOP OR BOTTOM AND
cc Lu ENDS, TOP OR BOTTOM AND @ 16' O.C. OR PILOT HOLE W/
@ 16' O.C. CAP AND (1) #8 x 1R' S.M.S.
INTERNAL 6' FROM ENDS, TOP
OR BOTTOM AND 16' O.C.
�j' 2.00'
�( 2.00' I 2.00'
0.044 g
cli
0.044' — Ik
0 0.044"tj
g
0.044 N
U) 1x2x0.044" 2"x2"x0.044" 1"x2"x0.040"
OPEN BACK SECTION PATIO SECTION SNAP CAP SECTION
> WITH 2" x 2" x 0.044" WITH 2" x 2" x 0.044" WITH 2" x 2" x 0.044"
PATIO SECTION PATIO SECTION PATIO SECTION
EXTRUSIONS AND FASTENING DETAILS
SOLID COVER SCALE: 2' = 1'-0'
EDGE BEAM (SEE TABLE 3.1.3A
Lu OR 3.1.3B)
WINDOW HEADER (SEE TABLE
3.1.3A OR 3.1.3B)
ADD 1'x 2', 2'x 2'
OR SNAP CAP AS REQ'D.
CHAIR RAIL (SEE TABLE 3.1.3A
OR 3.1.313)
SHEETING MINIMUM ONE SIDE
0.040' ALUMINUM OR IZ COX
PLYWOOD
ADDITIONAL STUDS MAY BE
ADDED TO ADJUST CHAIR RAIL
TO MAX. SPAN
w
1'x 2', ADD 1'x 1' TUBING OR
NOTE: FOR SCREEN ROOM TO GLASS ROOM CONVERSION USE 1'x T x 0.044' WTID WI T x x
EXISTING OR T x 2." x OJMC MATED WrrH T x T x EXISTING
PAN ROOF, COMPOSITE
PANEL OR HOST STRUCTURAL
FRAMING
(4) #8 x 1R' S.M.S. EACH SIDE
OF POST
1 x 2 TOP RAIL FOR SIDE
WALLS ONLY OR MIN. FRONT
WALL 2 x 2 ATTACHED TO
POST W/ 1"x 1' x 2' ANGLE
CLIPS EACH SIDE OF POST
GIRT OR CHAIR RAIL AND KICK
PLATE 2"x 2' x 0.032' MIN.
HOLLOW RAIL
ANCHOR 1 x 2 PLATE TO
CONCRETE WITH 1/4' x 2-1/2'
CONCRETE ANCHORS WITHIN
6' OF EACH SIDE OF EACH
POST AT 24' O.C. MAX. OR
THROUGH ANGLE AT 24' O.C.
MAX
MIN. 3-1/2' SLAB 2500 PSI
CONC. 6 x 6 - 10 x 10 W.W.M.
OR FIBER MESH
I' x 2' TOP RAILS FOR SIDE WALLS
NITH MAX. 3.5' LOAD WIDTH SHALL
HAVE A MAXIMUM UPRIGHT
SPACING AS FOLLOWS
WIND ZONE MAX. UPRIGHT
SPACING
102
T-0-
110
6'-T
120
6-3"
130
5'-8'
140
5'-1'
150
4'-11'
INTERNAL OR EXTERNAL
'L' CLIP OR'U' CHANNEL CHAIR
RAIL ATTACHED TO POST W/
MIN. (4)#10 S.M.S.
1 x 2 OR 2 x 2 ATTACHED TO
BOTTOM W/ 1"x 1' x 2x 1/16'
0.045' ANGLE CLIPS EACH
SIDE AND MIN. (4) #10 x 1/2'
S.M.S.
1"x 2"x 0.032' MIN. OPEN
BACK EXTRUSION
1-1/8' MIN. IN CONCRETE
VAPOR BARRIER UNDER
CONCRETE
POST TO BASE, GIRT AND POST TO BEAM DETAIL
SCALE: 2'= l'-0"
1' x 2' TO MATCH BUILD OUT IF
REQ'D
MINIMUM SLAB (SEE DETAIL)
TYPICAL SCREEN ROOM CONVERTED'I.0 GLASS ROOM WALL ELEVATION
NOTE: SCALE: 1/4"= 1'-0'
FOR SCREEN ROOM TO GLASS ROOM CONVERSION USE 1' x 2'x 0.044' MATED W/ 2' x Z' x EXISTING
OR 2"x 2' x 0.044' MATED WITH 2'x 2'x EXISTING
ALTERNATE CONNECTION
DETAIL 1"x 2' WITH
(3) #10 x 1-1/2' S.M.S. INTO
SCREW BOSS
(2) #10 x 1 112"S. M. S. INTO
SCREW BOSS
ANCHOR 1'x 2' PLATE TO
CONCRETE W/ 1/4' x 2-1/2'
CONCRETE ANCHORS WITHIN
6' OF EACH SIDE OF EACH
POST AND 24' O.C. MAX
MIN. 3-11T SLAB 2500 PSI
CONC. 6 x 6 - 10 x 10 W.W.M.
OR FIBER MESH
VAPOR BARRIER UNDER
CONCRETE
BEAM/HEADER
ANGLE CLIPS MAY BE
SUBSTITUTED FOR INTERNAL
SCREW SYSTEMS
MIN. (3) #10 x 1 1R' S.M.S.
INTO SCREW BOSS
iii'f'ai� GTIbH[iTJ
1-1/8' MIN. IN CONCRETE
ALTERNATE HOLLOW UPRIGHT TO BASE AND
HOLLOW UPRIGHT TO BEAM DETAIL
SCALE: 2' = 1'-0'
ANCHOR 1'x 2' CHANNEL TO
CONCRETE WITH
1/4"x 2-1/4'CONCRETE
ANCHORS WITHIN 6' OF EACH
SIDE OF EACH POST AT 24'
O.C. MAX. OR THROUGH
ANGLE AT 24' O.C. MAX.
MIN. 3-1/2' SLAB 2500 PSI
CONC. 6x6 -10x10 W.W.M. OR
FIBER MESH
VAPOR BARRIER UNDER
CONCRETE
HEADER BEAM
(4) #10 x 1/2' S.M.S. EACH SIDE
OF POST
H -BAR OR GUSSET PLATE
2'x 2' OR 2'x 3' OR 2' S.M.B.
POST
MIN. (4) #10 x 1/Y S.M.S. @
EACH POST
1' x 2' EXTRUSION
1.1/8' MIN. IN CONCRETE
ALTERNATE PATIO SECTION TO UPRIGHT AND
PATIO SECTION TO BEAM DETAIL
SCALE: 2' = 1'-('
CONVENTIONAL FRAMING
ALUMINUM FRAME SYSTEM
AS MIN. SHEET ONE SIDE FOR
SCREEN ROOM AND BOTH
SIDES FOR GLASS ROOM. USE
STANDARD NAIL OR SCREW
PATTERNS FOR ANCHORING.
ALUMINUM SHEETING OR
VINYL
GLASS ROOM WALL SECTION
SCALE: 2' = l'-0'
WINDOW FRAMING CAN
ATTACH DIRECTLY TO
HEADER
GLASS WINDOW INSTALLED
PER MANUFACTURERS
SPECIFICATIONS
U) J
Z
Q
_O
0
Q' Q� —
�2o
Z W
0 Cn 0
0 w N
� � W
°d W O
�?
U
(9
U D 0
>. F-
J
Z U) m
Z Z_
W 0
UJ LL
.� Q
J
H
W
0
cl)
Z
O
H
U
W
U)
W 1-z N
pLL a
U �
ti Z y m
C i
m aO M
r w
LLIW=OZ�
prn0
Uwe° W"
2 x w
W O
J v a
3
OF 9
N
w
w
f-
cn w
w w
CL N
> N
—,fn
w
MAXIMUM WIDTH =
EDGE BEAM SPAN
T -
TYPICAL SCREEN ROOM CONVERTED'I.0 GLASS ROOM WALL ELEVATION
NOTE: SCALE: 1/4"= 1'-0'
FOR SCREEN ROOM TO GLASS ROOM CONVERSION USE 1' x 2'x 0.044' MATED W/ 2' x Z' x EXISTING
OR 2"x 2' x 0.044' MATED WITH 2'x 2'x EXISTING
ALTERNATE CONNECTION
DETAIL 1"x 2' WITH
(3) #10 x 1-1/2' S.M.S. INTO
SCREW BOSS
(2) #10 x 1 112"S. M. S. INTO
SCREW BOSS
ANCHOR 1'x 2' PLATE TO
CONCRETE W/ 1/4' x 2-1/2'
CONCRETE ANCHORS WITHIN
6' OF EACH SIDE OF EACH
POST AND 24' O.C. MAX
MIN. 3-11T SLAB 2500 PSI
CONC. 6 x 6 - 10 x 10 W.W.M.
OR FIBER MESH
VAPOR BARRIER UNDER
CONCRETE
BEAM/HEADER
ANGLE CLIPS MAY BE
SUBSTITUTED FOR INTERNAL
SCREW SYSTEMS
MIN. (3) #10 x 1 1R' S.M.S.
INTO SCREW BOSS
iii'f'ai� GTIbH[iTJ
1-1/8' MIN. IN CONCRETE
ALTERNATE HOLLOW UPRIGHT TO BASE AND
HOLLOW UPRIGHT TO BEAM DETAIL
SCALE: 2' = 1'-0'
ANCHOR 1'x 2' CHANNEL TO
CONCRETE WITH
1/4"x 2-1/4'CONCRETE
ANCHORS WITHIN 6' OF EACH
SIDE OF EACH POST AT 24'
O.C. MAX. OR THROUGH
ANGLE AT 24' O.C. MAX.
MIN. 3-1/2' SLAB 2500 PSI
CONC. 6x6 -10x10 W.W.M. OR
FIBER MESH
VAPOR BARRIER UNDER
CONCRETE
HEADER BEAM
(4) #10 x 1/2' S.M.S. EACH SIDE
OF POST
H -BAR OR GUSSET PLATE
2'x 2' OR 2'x 3' OR 2' S.M.B.
POST
MIN. (4) #10 x 1/Y S.M.S. @
EACH POST
1' x 2' EXTRUSION
1.1/8' MIN. IN CONCRETE
ALTERNATE PATIO SECTION TO UPRIGHT AND
PATIO SECTION TO BEAM DETAIL
SCALE: 2' = 1'-('
CONVENTIONAL FRAMING
ALUMINUM FRAME SYSTEM
AS MIN. SHEET ONE SIDE FOR
SCREEN ROOM AND BOTH
SIDES FOR GLASS ROOM. USE
STANDARD NAIL OR SCREW
PATTERNS FOR ANCHORING.
ALUMINUM SHEETING OR
VINYL
GLASS ROOM WALL SECTION
SCALE: 2' = l'-0'
WINDOW FRAMING CAN
ATTACH DIRECTLY TO
HEADER
GLASS WINDOW INSTALLED
PER MANUFACTURERS
SPECIFICATIONS
U) J
Z
Q
_O
0
Q' Q� —
�2o
Z W
0 Cn 0
0 w N
� � W
°d W O
�?
U
(9
U D 0
>. F-
J
Z U) m
Z Z_
W 0
UJ LL
.� Q
J
H
W
0
cl)
Z
O
H
U
W
U)
W 1-z N
pLL a
U �
ti Z y m
C i
m aO M
r w
LLIW=OZ�
prn0
Uwe° W"
2 x w
W O
J v a
3
OF 9
ANCHOR RECEIVING CHANNEL
TO CONCRETE WlFASTENER
(PER TABLE) WITHIN 6- OF -
EACH SIDE OF EACH POST @
24' O.C. MAX.
MIN. 3-1/2' SLAB 2500 PSI
CONC. 6 x 6 - 10 x 10 W.W.M.
OR FIBER MESH
VAPOR BARRIER UNDER
CONCRETE
2" x 2" OR 2" x 3" POST
#8 x 9/16" TEK SCREWS BOTH
SIDES
1"x 2-1/8'x 1' U -CHANNEL OR
RECEIVING CHANNEL
CONCRETE ANCHOR
(SEE TABLE 9.1)
1-118" MIN. IN CONCRETE
ALTERNATE POST TO BASE CONNECTION - DETAIL 1
SCALE: 2"= l' -O"
ANCHOR RECEIVING CHANNEL
TO CONCRETE W/ FASTENER
(PER TABLE) WITHIN 6- OF -
EACH SIDE OF EACH POST @
24" O.C. MAX.
MIN. 3-1/2" SLAB 2500 PSI
CONC. 6 x 6. 10 x 10 W.W.M.
OR FIBER MESH
VAPOR BARRIER UNDER
CONCRETE
2" x 2' OR 2" x 3' POST
#8 x 9/16" TEK SCREWS BOTH
SIDES
1"x 2-1/8" x 1" U -CHANNEL OR
RECEIVING CHANNEL
CONCRETE ANCHOR
(SEE TABLE 9.1)
1-1/8' MIN. EMBEDMENT INTO
CONCRETE
ALTERNATE POST TO BASE CONNECTION - DETAIL 2
SCALE: 2' = V-0"
RECEIVING CHANNEL
(6) #8 x 112' S. M. S. TO STUD
AND (8) #8 x 1/2' S.M.S. '
TO BEAM _
ROOFP�EL
x �
2! Nei
• •
60" MAX
• •
2"x 6' S.M.B. HEADER
x • s
04 ALTERNATIVE BEAM SUPPORT
• s
GLASS ROOM FRAMING DETAILS
SCALE: 2"= V-0'
EDGE BEAM
1" x 2' OPEN BACK ATTACHED
TO FRONT POST W/
#10 x 1-1/2' S.M.S. MAX. 6"
FROM EACH END OF POST
AND 24" O.C.
FRONT WALL GIRT
1' x 2' OPEN BACK ATTACHED
TO FRONT POST W/
#10 x 1-1/2" S.M.S. MAX. 6 -
FROM EACH END OF POST
AND 24" O.C.
'IDE WALL HEADER
1TTACHED TO 1"x 2" OPEN
SACK W/ MIN. (2) #10 x 1-1/2'
;.M.S.
IDE WALL GIRT ATTACHED TO
' x 2" OPEN BACK W/ MIN. (3)
10 x 1-112' S.M.S. IN SCREW
BOSSES
FRONT AND SIDE BOTTOM
RAILS ATTACHED TO
CONCRETE WI 1/4" x 2-1/4'
:ONCRETE/MASONRY
ACHORS @ 6- FROM EACH
'OST AND 24" O.C. MAX. AND
VALLS MIN. 1' FROM EDGE OF
:ONCRETE
TYPICAL CORNER DETAIL
SCALE: 2" =1'-0"
COMPOSITE ROOF PANELS:
(4) 1/4'x 4" LAG BOLTS W/
1-1/4' FENDER WASHERS PER
4'-0" PANEL ACROSS THE
FRONT AND 24" O.C. ALONG
SIDES
2"x 2' OR 2" x 3" HOLLOW
GIRT AND KICK PLATE 2'x 2'
HOLLOW RAIL
POST ATTACHED TO BOTTOM
W/ MIN. (3) #10 x 1-1/2" S.M.S.
IN SCREW BOSSES
BEAMS MAY BE ANGLED FOR
GABLED FRAMES
BEAM AND POST SIZES
(SEE TABLE 3.3)
TYPICAL UPRIGHT DETAIL
SCALE: 2' = l'-0"
RISER PANELS ATTACHED
PER SECTION 7
HEADER ATTACHED TO POST
W/ MIN. (3) #10 x 1-112" S.M.S.
IN SCREW BOSSES
2'x 2", 2"x 3' OR 3'x 2'
HOLLOW (SEE SPAN TABLES)
OR PAN E)
TO EDGE BERM poMpOSITE
[SOLID] ROOF
2
PANELS
7 AND / OR 3)
0
(PER DETAILS IN SECTION
Q
MIN. (3) #10 x 1/2' S.M.S. IN
TABLE 3.3 FOR NUMBER
OF BOLTS)
6" MAXIMUM
-JFOR NUMBER OF BOLTS AND
= O
g
SIZE OF POST (SEE TABLE 3.3)
m C9 LL
J w - - O
-i UJ
EDGE BEAM (SEE TABLE 3.1.3A
IF KNEE BRACE LENGTH
RAIL
2
OR 3.1.313)
EXCEEDS TABLE 3.3 USE
w
U)
CANTILEVERED BEAM
of F w
M
SCREEN OR SOLID WALL
CONNECTION DETAILS
y_ z t F
(MAY FACE IN OR OUT)
POST AND 24' O.C. (MAX.)
w w w
2
POST SELECT PER TABLE 3.3
60
USE 2 x 3 MINIMUM
HOST STRUCTURE ROOFING
2" STRAP - LOCATE @ EACH
POST, (2) 114" x 2" LAG
SCREWS @ 24' O. C. (MAX.)
EACH STRAP
(2) #10 x 1Z SCREWS
USE ANGLE EACH SIDE FOR
2 x 2 TO POST CONNECTION
WITH HOLLOW POST
114' BOLT @ 24.O.C. MAX.
WITHIN 6" OF EACH POST
FASTEN 2 x 2 POST
W/ (2) EACH #10 S.M.S. INTO
SCREW SPLINES
2"x 2' x 0.062' ANGLE EACH
® EXTRUDED
SIDE (3) EACH #8 S.M.S. EACH
OR SUPER
®
LEG INTO POST AND INTO
GUTTER
MAX. DISTANCE TO
GUTTER (MIN.)
HOST STRUCTURE WALL
FASCIA AND SUB -FASCIA
36" WITHOUT SITE
SPECIFIC ENGINEERING
EXTRUDED OR SUPER GUTTER / RISER
(OR TRANSOM) WALL @ FASCIA (WITH SOLID ROOF)
SCALE: 2' = l'-0'
COMPOSITE ROOF PANELS:
(4) 1/4'x 4" LAG BOLTS W/
1-1/4' FENDER WASHERS PER
4'-0" PANEL ACROSS THE
FRONT AND 24" O.C. ALONG
SIDES
2"x 2' OR 2" x 3" HOLLOW
GIRT AND KICK PLATE 2'x 2'
HOLLOW RAIL
POST ATTACHED TO BOTTOM
W/ MIN. (3) #10 x 1-1/2" S.M.S.
IN SCREW BOSSES
BEAMS MAY BE ANGLED FOR
GABLED FRAMES
BEAM AND POST SIZES
(SEE TABLE 3.3)
TYPICAL UPRIGHT DETAIL
SCALE: 2' = l'-0"
RISER PANELS ATTACHED
PER SECTION 7
HEADER ATTACHED TO POST
W/ MIN. (3) #10 x 1-112" S.M.S.
IN SCREW BOSSES
2'x 2", 2"x 3' OR 3'x 2'
HOLLOW (SEE SPAN TABLES)
U)
2
FOR SNAP EXTRUSIONS GIRT
0
ATTACHED TO POST WITH
Q
MIN. (3) #10 x 1/2' S.M.S. IN
TABLE 3.3 FOR NUMBER
OF BOLTS)
SCREW BOSSES
-JFOR NUMBER OF BOLTS AND
g
SIZE OF POST (SEE TABLE 3.3)
1' x 2" OPEN BACK BOTTOM
O
RAIL
2
06
U)
SCREEN USING (1)
U)
1/4'x 2-1/4' MASONRY
Q
ANCHOR @ 6" FROM EACH
POST AND 24' O.C. (MAX.)
CENTER NOTCH
ANCHOR PER DETAIL FOR
PAN OR COMPOSITE PANEL
FOR NUMBER OF BOLTS AND
SIZE OF POST (SEE TABLE 3.3)
1' x MAY ATTACHED FOR
--{��"'Y��'����
SCREEN USING (1)
POST NOTCHED TO SUIT #10 x 1-1/2' @ 6' FROM TOP
AND BOTTOM AND 24" O.C.
SIDE NOTCH POST TO CARRIER BEAM CONNECTION
SCALE: 2" = 1'-0"
1-3/4' x 1-3/4'x 0.063'Ell
- - - - - -
RECEIVING CHANNEL THRU
BOLTED TO POST W/ THRU
-
ANCHOR PER DETAIL FOR
BOLTS FOR SIDE BEAM
PAN OR COMPOSITE PANEL(SEE
TABLE 3.3 FOR NUMBER
OF BOLTS)
-
-JFOR NUMBER OF BOLTS AND
SIZE OF POST (SEE TABLE 3.3)
BEAM AND POST SIZES
(SEE TABLE 3.3)
1' x 2" MAY BE ATTACHED R
SCREEN USING (1)
#10 x 1-1/2' @ 6" FROM TOP
POST NOTCHED TO SUIT
AND BOTTOM AND 24' O.C.
CENTER NOTCH
POST TO CARRIER BEAM CONNECTION
SCALE: 2"= V-0"
2
D
_z
D
J
Q
e
a
r
Irr
O (n
O J
N Q
w F-
0 w
Oo
Um
z
0 F-
J ()
j w
m�
Q
O
O
J
LL
LU
�- N
M
� J
rte+Ouv
ti Z
�i200
m o m
� 2
wm
W WO o Z m
y = X
Ci W V15-iLL
J
2
W O
ICU ja
J �
SHF
4
OF 9
ALTERNATE SLOPED BEAM ,
i
2" x 2" PURLINS ATTACH TO \
BEAMS WITH (3) #10 x 1-1/2" i
S.M.S. INTO SCREW BOSSES i
i
BEAM OVERLAP CONNECTIONCo
2"x2x 0.044•
e
01010101
3'x 3'x 0.060' rXB'Setl Mating Beam
BEAM SPLICE SHALL BE
OR GUSSET
NOTCHING OF BEAM AROUND
m
m
NOTE:
SIDE OF SELF MATING BEAM
ALTERNATE CONNECTION OF
0
\
PURLIN/EVE RAIL IS ALLOWED
MINIMUM POST SIZES
e
e
e
e
e
\
PATTERN (SEE TABLE 3.3)
e
e e
e
e
e®
PLATE CAN BE INSIDE OR
\
O x
e
e e
e
e
e
e
2" x 4- S.M.B.
N
®
® ®
®
®
®
e
r x 5' gt".
2" x 3" OR LARGER UPRIGHT
®
e ®
®
®
®
e
,2-xi-S.M.B.
®
® ®
®
®
®
e
2x 7' S.M.B.
®®
e
e
e
a- a
2"x 8" S.M.B.
e
e
e
e
e
2'x 9" S.M.B.
LW
-6 10
e®
e
e
2"x 10" S.M.B.
BEAM OVERLAP CONNECTIONCo
2"x2x 0.044•
1/4 POINT OF BEAM SPAN
3'x 3'x 0.060' rXB'Setl Mating Beam
BEAM SPLICE SHALL BE
OR GUSSET
p
a m
m
m
NOTE:
SIDE OF SELF MATING BEAM
ALTERNATE CONNECTION OF
0
MAY BE CONNECTED WITH
LOAD BEARING BRICK WALL
MINIMUM POST SIZES
FASTENER SIZE, NUMBER AND
++++++++
r
?
PRIMARY BEAM
x m
REQUIRED FOR EACH BEAM
PATTERN (SEE TABLE 3.3)
=
O
JF
y
rn
SIZE (SEE TABLE 3.3)
PLATE CAN BE INSIDE OR
+
x
O x
x
X
x
OUTSIDE BEAM OR LAP CUT
N
= N
N
N
DENOTES SCREW PATTERN
�
N
1" MAX.
NOT NUMBER OF SCREWS
SUGGESTED SCREW PATTERNS FOR
2" x 3" OR LARGER UPRIGHT
SCALE: 2'= V-0'
(3.00 L)
D (2.33 L)
C (1.67 L)
B (1.33 L)
A (0.67 L)
ALLOWABLE BEAM SPLICE LOCATIONS
SCALE: 1/8'= 1'-0'
SINGLE SPAN BEAM SPLICE
2"x2x 0.044•
d = HEIGHT OF BEAM
1/4 POINT OF BEAM SPAN
3'x 3'x 0.060' rXB'Setl Mating Beam
BEAM SPLICE SHALL BE
ALL SPLICES SHALL BE
2'x 3'x 0.050'
MINIMUM d -.50*
STAGGERED ON EACH
1-d-.50'd-.50'�
1'MAX
SIDE OF SELF MATING BEAM
ALTERNATE CONNECTION OF
MORTAR REQUIRED FOR
MAY BE CONNECTED WITH
LOAD BEARING BRICK WALL
BRICK OR OTHER NOW
PLATE TO BE SAME
++++++++
r
4- (NOMINAL) PATIO
PRIMARY BEAM
x m
EACH POST FROM POST TO
THICKNESS AS BEAM WEB
(SEE TABLE 3.1.2 FOR
U�d
MINIMUM #8 S.M.S. x 3/4"
SCREEN ROOMS AND
o
PLATE CAN BE INSIDE OR
SLAB OR FOOTING
v
4+
a
EQUAL TO BEAM DEPTH
OUTSIDE BEAM OR LAP CUT
+ + + +
+ + + +
DENOTES SCREW PATTERN
1" MAX.
NOT NUMBER OF SCREWS
-
FASTENER SIZE, NUMBER
HEIGHT 2 x (d -.50') LENGTH
AND SPACING (SEE TABLE 3.3)
TYPICAL BEAM SPLICE DETAIL
SCALE: 1" = V-0"
Extrusion Sizing Table
U.,i.hf QH- W -r a- Sls- If... Fk--
rxrx0.044- 2-x4-
2"x2x 0.044•
3'x rx 0.050' 2'x4'
rx 3'x 0.050•
3'x 3'x 0.060' rXB'Setl Mating Beam
2"x 3'x 0.050'
3'x 3'x 0.093" Tx 8'Self Mabng Beam
2'x 3'x 0.050'
3'x 3'x 0.125' 2'x9"SOMating Beam
3'x3"x0.093"
4"x 4'x 0.125" 2" x 10' Self Mating Beam
4' x 4' x 0.125'
1-1/2"x 1-112"x 0.080' ANGLE
EACH SIDE OF CONNECTING
BEAM WITH SCREWS AS
SHOWN
CARRIER BEAM
(SEE TABLE 3.1.2 OR 3.1.4)
NOTE: EXTRUSIONS WITH INTERNAL
SCREW BOSSES MAY BE
CONNECTED WITH (2)
#10 x 1-1/2' INTERNALLY
MINIMUM #8 S.M.S. x 3/4" LONG
NUMBER REQUIRED EQUAL
TO BEAM DEPTH IN INCHES
CARRIER BEAM TO BEAM CONNECTION
SCALE: N.T.S.
SCALE: 2"= V-0"
®
W PRIMARY BEAM
®
¢ (SEE TABLE 3.1.2 FOR
CHANNEL EXTRUSIONS WITH
W SCREEN ROOMS AND
®
o i 3.1.4 FOR GLASS ROOMS)
INTERNAL SCREW BOSSES
BRICK KNEEWALL TYPE S
ALTERNATE CONNECTION OF
MORTAR REQUIRED FOR
MAY BE CONNECTED WITH
MINIMUM #8 S.M.S. x 3/4" LONG
NUMBER REQUIRED EQUAL
TO BEAM DEPTH IN INCHES
CARRIER BEAM TO BEAM CONNECTION
SCALE: N.T.S.
SCALE: 2"= V-0"
1/4" x 6' RAWL TAPPER
NOTE: ANGLE OR RECEIVING
THROUGH 1" x 2' AND ROW
WALL
CHANNEL EXTRUSIONS WITH
8'-0"
BRICKS
ROW LOCK
INTERNAL SCREW BOSSES
BRICK KNEEWALL TYPE S
ALTERNATE CONNECTION OF
MORTAR REQUIRED FOR
MAY BE CONNECTED WITH
LOAD BEARING BRICK WALL
BRICK OR OTHER NOW
(2) #10 x 1-1/2" INTERNALLY
4- (NOMINAL) PATIO
PRIMARY BEAM
x m
EACH POST FROM POST TO
10 x 10 WELDED WIRE MESH
(SEE TABLE 3.1.2 FOR
OR FIBER MESH CONCRETE
MINIMUM #8 S.M.S. x 3/4"
SCREEN ROOMS AND
o
LONG NUMBER REQUIRED
SLAB OR FOOTING
3.1.4 FOR GLASS ROOMS)
a
EQUAL TO BEAM DEPTH
IN INCHES
UNIFORM
LOAD
1 a �--
A B
SINGLE SPAN CANTILEVER
UNIFORM
LOAD
�--I- I - -I---t
A B C
2 SPAN
e
e
e
e
e
NOTES:
UNIFORM
LOAD
l
A B
1 OR SINGLE SPAN
UNIFORM
LOAD
A B C D
3 SPAN
UNIFORM
LOAD
-l�L�l•�t�
A B C D E
4 SPAN
BEAM TO WALL CONNECTION: 1) 1 = Span Length
(2) 2" x 2" x 0.060' EXTERNALLY MOUNTED ANGLES TO WOOD WALL WITH MINIMUM (2) 3/8" x 2" LAG a = Overhang Length
SCREWS PER SIDE OR (2) 114"x 2 1/4' CONCRETE ANCHORS TO CONCRETE OR MASONRY WALL ADD (1) 2) All spans listed in the tables are for equally spaced distances between supports or anchor points.
ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3' 3) Hollow extrusions shall not be spliced.
(ALTERNATE) (1) 1-3/4"x 1-3/4"x 1-314"x 1/8' INTERNAL U -CHANNEL ATTACHED TO WOOD WALL WITH 4) Single span beams shall only be spliced at the quarter points and splices shall be staggered.
MINIMUM (3) 318"x 2' LAG SCREWS PER SIDE OR (3) 1/4'x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR
MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM LARGER THAN 3 -
CARRIER BEAM TO WALL CONNECTION
'SCALE: 2'= V-0"
ANCHOR ALUMINUM FRAME
TO WALL OR SLAB WITH
1/4"x 2-1/4' MASONRY
ANCHOR WITHIN 6' OF POST
AND 24' O.C. MAXIMUM
RIBBON OR MONOLITHIC
FOOTING (IF MONOLITHIC
SLAB IS USED SEE NOTES OF
DETAILS THIS PAGE)
8"x 8"x 16" BLOCK WALL
(MAX. 32")
CONCRETE CAP BLOCK OR
BLOCK (OPTIONAL)
(1) #40 BAR CONTINUOUS
(1) #40 BAR AT CORNERS AND
10'-0" O.C. FILL CELLS AND
KNOCK OUT BLOCK TOP
COURSE WITH 3000 PSI PEA
ROCK CONC. DECK
(2) #40 BARS MIN. 2-12' OFF
GROUND
SPAN EXAMPLES FOR SECTION 3 TABLES
SCALE: N.T.S.
12'
1/4" x 6' RAWL TAPPER
ALUMINUM FRAME SCREEN
THROUGH 1" x 2' AND ROW
WALL
LOCK INTO FIRST COURSE OF
8'-0"
BRICKS
ROW LOCK
3
BRICK KNEEWALL TYPE S
ALTERNATE CONNECTION OF
MORTAR REQUIRED FOR
SCREENED ENCLOSURE FOR
LOAD BEARING BRICK WALL
BRICK OR OTHER NOW
STRUCTURAL KNEE WALL
4- (NOMINAL) PATIO
1" WIDE x 0.063' THICK STRAP ro
CONCRETE SLAB W/ 6 x 6 -
EACH POST FROM POST TO
10 x 10 WELDED WIRE MESH
FOOTING W/ (2) #10 x 3l4'
OR FIBER MESH CONCRETE
S.M.S. STRAP TO POST AND
(1) 1/4" x 1-3/4' TAPCON TO 4.
(1) #5 0 BARS W/ 3- COVER
SLAB OR FOOTING
(Typ,)
BRICK KNEE WALL AND FOUNDATION FOR SCREEN WALLS
KNEE WALL FOOTING FOR SCREENED ENCLOSURES
SCALE: 1/4"= 1'-0' 2'-0" MIN. 3-1/2" (TYP
'h' 'W' N X'
32"
12'
2
10--0-
36'
12"
2
8'-0"
48'
18-
3
4' -0 -
ALUMINUM ATTACHMENT BEFORE SLOPE ALL SLABS
CONCRETE FILLED BLOCK - -
STEM WALL 8" x 8'x 16"C .M.U.
(1)#40 BAR CONTINUOUS
- - y
i, �-'W-4
(1) #50 VERT. BAR AT
CORNERS AND
k' O.C. MAX. FILL CELLS W/
3000 PSI PEA ROCK
CONCRETE
8"x 12' CONCRETE FOOTING
WITH (N) #5 BAR CONT.
LOCATE ON UNDISTURBED
NATURAL SOIL
ALL MASONRY KNEE WALLS SHALL HAVE A FILLED CELL AND VERTICAL BAR Q ALL CORNERS
1, 3-1/2" CONCRETE SLAB 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE
VISQUENE VAPOR BARRIER UNDER SLABS HAVING STRUCTURES ABOVE COMPACTED CLEAN
FILL OVER (SCARIFIED) NATURAL SOIL 90% DENSITY
2• LOCAL CODE FOOTING REQUIREMENTS SHALL BE USED IN LIEU OF THE MINIMUM FOOTINGS
SHOWN. ORANGE COUNTY FOOTINGS SHALL BE A MINIMUM OF 8' x 12" WITH (2) #50 CONT.
BARS' RAISED PATIO FOOTING
KNEE WALL FOOTING FOR SCREENED ENCLOSURES
SCALE: 1/4' = V-0"
TYPE
FLAT SLOPE / NO FOOTING
0-2' 112"
SCALE: 1/2"= V.0'
(1) #5 BAR CONT.
I II IFS
8"
TYPE II
MODERATE SLOPE FOOTING
2' / 17 - V-10"
(2) #5 BAR CONT.
I
I ILII I I
V-0"
TYPE III
STEEP SLOPE FOOTING
> V-10"
' J
Q
On Z
O
of Q _H
of 2
Q Z W
CD J
OwNQ
0 W 1.-
06WOD
C0 IY U M
U�CDZ
0j0O
J
Z CO m CO
1 0 O
Z Z ER
W
U)a
WZ
_ • � N
U
Q
C W 0 to M
moa C=1
= v
~wto
WLU0Zcn
y = X
U w M w w
C2Xtw-
2 m
J O
ti
J
NOTES: /
1. THE FOUNDATIONS SHOWN ARE BASED ON A MINIMUM SOIL BEARING PRESSURE OF 2�
1,500 PSF. BEARING CAPACITY OF SOIL SHALL BE VERIFIED, PRIOR TO PLACING THE I `` ` J
SLAB, BY FIELD SOIL TEST OR A SOIL TESTING LAB.
2. THE SLAB/FOUNDATION SHALL BE CLEARED OF DEBRIS, ROOTS, AND COMPACTED �{
PRIOR TO PLACEMENT OF CONCRETE.
3. NO FOOTING REQUIRED EXCEPT WHEN ADDRESSING EROSION UNTIL THE PROJECTION
FROM THE HOST STRUCTURE EXCEEDS 16' THEN A TYPE II FOOTING IS REQUIRED. / SEAL
SLABS SHALL BE A MINIMUM OF 3-1/2" (4' NOMINAL) THICK.
4. MONOLITHIC SLABS AND FOOTINGS SHALL BE MINIMUM 2,500 PSI CONCRETE WITH �' SH ET
6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH MAY BE USED IN LIEU OF MESH. r
5. IF LOCAL BUILDING CODES REQUIRE A MINIMUM FOOTING USE TYPE II FOOTING OR ✓
FOOTING SECTIONS REQUIRED BY LOCAL CODE. LOCAL CODE GOVERNS.
6. IF A CARRIER BEAM OR FORTH WALL FRAME IS REQUIRED USE A TYPE II FOOTING
MINIMUM' SLAB -FOOTING DETAILS
SCALE: 1/2" = V-0" OF 9
Table 3.1.1 Allowable Edge Beam Spans - Hollow Extrusions
For Screen Rooms or Vinyl Rooms / Open or Partially Enclosed Structures
Aluminum Alloy 6063 T-6
For 3 second wind aust at veloclN of 120 MPH or an aoolled load of 28 01 sol. R•
2" x r x 0.044"
74i'
T -O"
3'4i"
2- x 2" x 0.055•
4'-2'
TrlbutsLoad Wldlh
S-0" s.. S-0" 1
6'4" 1
Load
Max. Span V/(bond ln bor d ection'til
Load
Max. Spun V I bendl
Word ecton'd
Width (R)
1& 2 Spa
3 Span
4 span
Span VI riding 'b' w deflecbon'd
Width (R)
1 0 2
3 span
4 Span
Max.
12'E' d
11'-9' d
11'-r d
Cannihrer
10'-3' d
7-11' d 9'-7' d 1
9'4' d
Cantever
5
3'-9' d
4'4' b
4'3' b
1'-0" d
5
4'42' d
4'-9" b
4'-T b
1'•1' d
8
3'-T d
3-11' b
T-10' b
0-11' d
e
T-9' d
4'4' b
4'-7 D
1'-0' d
7
3'4' b
3'3' b
T-7- b
0.11' d
7
3'•2' d
4'-0' b
3'-11' b
0.11' d
8
3'-1' b
3'-5" b
3'4' b
0'-10' d
8
3'4' b
3'-8' b
X42' b
D-11' d
9
7-11' b
3'3" b
T-7 b
0'-10' d
9
S -r b
3'-T b
3•.5' b
0-11' d
10
7.9" b
3'-1' b
7-11' b
D'-10' d
10
3'4' b
3'4' b
T-3' b
0-10' d
11
7-0" b
7-11" b
7-10" b
0'-9" d
11
7-10' b
T-3' b
3'-1' b
0'-10' d
12
7$ D
7-10' b
7-9' b
0'-9" d
12
7-9" 6
3'-1' D
7.11" b
0-10' d
3" x 2" x 0.045"
O.D45"
Z" x 3' x 0.045"
2"x3"x0.045
Load
Max. S
1' / bend)
b' or deflection'
Load
Msx Soon V 1 bends
'b' or 'dj
Width (R)
1 a 2 Spa
3 Span
4 Span
4 Span
Width (R)
1 a 2 spa
3 Span
4 Span
Ceti
CantileverM
Ca ver
5
4'-2' d
Cam
5
4'-r d
5'-1' b
4'-11' b
1'-1' d
5
53' d
5-5" b
6'-3' b
l'-5" d-
6
T-11' d
4'-T b
4'-5' b
1'-1' d
6
4'-11' d
5'-11' b
5'-0' b
1'4' d
7
31-W d
413" b
4'-2' b
O'-11' d
7
4'-0' d
5'S b
5'3' b
1'-3• d
8
37 d
3'-11' b
3'•10' b
P-11" d
a
4'$ d
6•1' b
4'-11' b
1'-27 d
e
3'4' b
T-9' b
3'-8' b
0'-11' d
9
4'-3' b
4'-10' b
4'$ b
i' -r d
10
3'-r b
T -T b
T -S b
0-11' d
10
4'-1' b
4'-7- b
4'-5' b
1'-1' d
11
T-1" b
T-5' b
3'4' b
0'-10' d
11
3'-11' b
4'4' b
4'-7 b
1--F d
12
7-11' b
3'-3' b
3•-7 b
0.10' d
12
3'-9' h
4'-7 b
4'-0" b
1'-1" d
2" x ' x 0.050'
Load
Max S
V/(bending W or deftsction'd
Load
Max. S
V/(bonding W or do adlon'd
Width (f 1 a 2 span
3 Span
4 Span
Width (R)
1 i 2 Spa
3 Span
4 Span
Mex"
C.I
Gntilever
5
T•1' b
T-11' b
T-7- b
6
T-1' b
7-11' h
FT b
1'-11' d
6
6'-5' b
T-7 b
8'-11' b
a
SS b
T-7 b
6'-11' b
i'-0" d
7
5.11' b
5$ D
G-5' b
7
5-11• b
6'-8' b
SS b
1'$ d
a
5•T b
6-3' D
6'-0' b
a
5'-T b
8'-3' bk1Y-T
b
1'-r d
9
5-3' b
5'-11' b
5.8' b
9
53' b
5-11' b'$
b
1'-7- d
10
4'-11' b
5'-r b
S-5' b
10
4'-11' b
5'-T b5'
b
1'$ d
11
4'•9' b
5'4• b
5-7 b
11
4'-9' b
5'4' b'-7
b
1'-0' d
12
4'-7- b
5-1' b
12
4'-T b
5'-1' b-11'
D
1'S d
For Maximum Spans at wind velocities other than 120 MPH, see conversion tables on the specification page for tables at the
beginning of this section and example below.
Nobs:
1. For high velocity zones, convert to 130 MPH spans.
2. Above spans do not include length of knee brace. Add honfzontal length of knee brace to above spans for total beam spars.
Example: To xalwalate maximum span Val 140 MPH wind velocity for.
Z• x 4' x 0.050' hollow section with Load Width - 65 and 4 span Overhang Condition
1. Find 1' 1 120 MPH: L - T-11'
2. Convert V lo decimal feet L = 8•-11' - 6.97
3. Select the appropriate multiplier from the c omiersion table found on the
spedrication sheat at the beginning of this section.
- N the spent Is followed by b' use Bending multiplier.
- a the span is followed by'd use Defection multiplier.
4. Multiply V in decimal feet by appmprista multiplier.
Val 140 MPH is 6.97 x 0.87 = 5.45 = SS
Table 3.1.3 B Allowable Edge Beam Spans - Hollow Extrusions
For Screen Rooms Converted to Glass / Enclosed Rooms
Aluminum Alloy 6063 T4
' For Maximum Spens at wind velocities other than 120 MPH, see Conversion Table 3B on Oe specification page for to Wes
at the beginning of this section and example below.
Nob:
Tables assume extrusion sion oriented wlonger extrusion dimension parallel to applied bad.
Example: To calcualab maximum span'L' st 140 MPH wind velocity for.
1' x Y x 0.044' to 2' x 2' x Existing with Load Width - 8' and 3 apan condition
1. Fed 1' at 120 MPH: L - 5-1'
2. Convert1' lo dadmal feet L =5-1' - 5.W
3. Soled the appropriate multiplier from the conversion table 3B found on Oe
epecifioation sheet at the beginning of this section.
- 8 the span is followed by b' use Bending multiplier.
• 8 the span Is followed by'd uae Deflection Multiplier.
4. Multiply 1' In decimal feet by appropriate multiplier.
Vat 140 MPH is 5.06' x 0.91 a 4.67=4'-r
Table 3.1.2 Allowable Beam Spans For Screen or Vinyl Rooms I Open or Partially Enclosed Structures
Aluminum Alloy 6063 T-6
For 3 second wind aust at velocitv of 120 MPH or on aoolled load of 13 ! / to R
Single Self -Mating Beams
74i'
T -O"
3'4i"
4•-0"
4'-2'
TrlbutsLoad Wldlh
S-0" s.. S-0" 1
6'4" 1
r-0" I
r-0"
8'-0'
Y-0'
3'$ 4'-0' 4-- S-0"
5'-0'
8'-0' i -F
r-6
Allowable
Span VI riding 'b' w deflecbon'd
=-O-
24'-0• zit -0'
T -T b 16'$ b
Nbwabls Span VI banding W or deflectim'd'
r x 4' x-0.044* x 0.100'
12'E' d
11'-9' d
11'-r d
10'-0' d
10'-3' d
7-11' d 9'-7' d 1
9'4' d
9'-1' d
8'-11' d
8'$ d
8'$ d
2' x 5- x 0.050" x 0.100"
15'16' it
14'•7' d 13-'-11-d
134.7 d
17-9' d
174' d 11'-11' d
1114- d
114- d
11'-0" d
10'-8' d
I Fr d
1 x 6'-x 0.050' x 0.120'
18'-2' d
1T -I' d
16-3' d
15'-6' d 14'-11' d
14'-5' d 13'-11' d
13'-7' d
13'-r d 17-11' d
12'-7' d
12'4' d
2" x T' x 0.055' x 0.120"
20'-11' d
19'-8' d
18'-0" d 17'-10' d
17'-r d
15-7' d 16'-1' tl
15'-7- tl
15%Z d 14'-10' d
14'E" d
14--2-
4'-72"
2"x 8' x 0.071 x 0224"
25'-11' d
24'-5' d
23'-r d
22'-r d
21'4' d
20'-T d 17-11'd
19'-5' d 18'-11' d
18'S d 1T -11"d
1 r -r d
12"!"! x 0.072" X 0224•
28'-11' d
2T-3' d 25'•10' d
24'-g' d
23'-9' d 21.11' d 27.3' d
21'-r d
21'-0' d
20'$ d
20'-1' d
19'-r d
2" x 9' x 0.082" x 0.306'
30-5" d
28'-8' d
273' d
26'-0' d
2S-0' d
24'-7 d 23'-5' d
22'-8' d
27-r d
217 d
21'-1' d
20'-0' d
2" x 10" x 0.092' x 0.369'
35'-3' d
33'-r d
31'$' d
30'-1' d 28'-11'd 2T•11"d 2T-1• d
26'1' d
25-7' d 24'-11' d
24'-5' d 23'-11"d
For Maximum Spans at wind velocities other than 120 MPH, sae Conversion Table 3B on the specification papa for tables at the beginning of this
section and exampie below.
Nota:
1. it Is r000 mended that the engineer be consulted on arty artier beam that spans more than 55
2 Spare are based on 140 M.P.H. wind load plus dead bad for trsming.
3. Span is measured from cantor of corvrecbon to foods or wall connection.
4. Above spans do not include length of knee brace. Add horizontal length of knee brace to above spans for total beam spans.
5. For high velocity wind zones convert to 130 MPH epee.
Example: To calcuslate maximum span 1' at 140 MPH wind "" for.
7 x 7 x 0.044' Single Self Mating Beam with Load Wath - 4'
1. Fled 1• at 120 MPH: L a 10--8-
2. Convert V to decimal feet L - 10'-8' a 10.6T
3. Soled the appropriate multiplier from the cOl"mon table 3A found on the specification sheet at the beginning of this section,
- 8 flee span Is followed by b' use Bending multiplier.
- d ft open is followed by'd we Deflection multiplier.
4. Muhipty 1' In decimal fast by appropriate multiplier.
Vat 140MPH Is 9.97x0.91=9.03'=9-0'
Table 3.1.4 Allowable Spans For Forth Wall or Carrier Beams For Glass Rooms / Enclosed Structures
Aluminum Alloy 6083 T-6
For 3 aaeond rind aunt N -I-Nv of 120 MPH car an annllad bud M 9a A 1 an e
Trtbub Load Width
Tributary
Load Width
Trtbub
Lad Width
Allowable Span •L' I bending W or defhection'd
Load
Doubts SeH-Mating Bea
7-0'
Y-0'
3'$ 4'-0' 4-- S-0"
5'-0'
8'-0' i -F
r-6
T-0"
a'-0'
=-O-
24'-0• zit -0'
T -T b 16'$ b
Nbwabls Span VI banding W or deflectim'd'
2'x 4' x 0.050' Hollow
14'-3' d 13'4' b 17-8' b 11'•9' b 11'-r D 10'-8" b 10-2' D f2'-9'
Allowable
2' x 5" x 0.072" x 0224'
37-8- d
30'-9• d
29'-3' d 2T-11' d 11 I'd 25-11' d
25'-T d
24'-5' tl 23'-9' d
23'-2• d
ZZ'$ d
27-2 d
2' x r x 0.072' x 0224'
35-5' d
34'-3' d
37-T d 31-7 d 28'-11' d 28'-11' d
28'-0' d
27.3' d 26' 6' d 25'-1 D' d
25'-3' d
24'-9' d
2"-x 9- x 0.082" x 0.306'
38'4' d 1
36'-1' d
34'-3' tl 1 37-10' d 1 31'-6' d 30'45' d
1 29'$ d 1
28'A- d 1 27'-11' d 1
27'•3" d 1
26'7
8'-7 b
2" x 10" x 0.092' x 0.369"
44'-5' d 1
41'-9' d
39'-8' d I 3T-11' d 1 35$ d 35'-3' d
1 34'-7 d 1
33'-2' d 1 37-3" it 1
31'$
13'.9' b 111.5' b
10'-30 D
For Maximum Spans at wind velocities other than 120 MPH, sae Conversion Table 3B on the specification papa for tables at the beginning of this
section and exampie below.
Nota:
1. it Is r000 mended that the engineer be consulted on arty artier beam that spans more than 55
2 Spare are based on 140 M.P.H. wind load plus dead bad for trsming.
3. Span is measured from cantor of corvrecbon to foods or wall connection.
4. Above spans do not include length of knee brace. Add horizontal length of knee brace to above spans for total beam spans.
5. For high velocity wind zones convert to 130 MPH epee.
Example: To calcuslate maximum span 1' at 140 MPH wind "" for.
7 x 7 x 0.044' Single Self Mating Beam with Load Wath - 4'
1. Fled 1• at 120 MPH: L a 10--8-
2. Convert V to decimal feet L - 10'-8' a 10.6T
3. Soled the appropriate multiplier from the cOl"mon table 3A found on the specification sheet at the beginning of this section,
- 8 flee span Is followed by b' use Bending multiplier.
- d ft open is followed by'd we Deflection multiplier.
4. Muhipty 1' In decimal fast by appropriate multiplier.
Vat 140MPH Is 9.97x0.91=9.03'=9-0'
Table 3.1.4 Allowable Spans For Forth Wall or Carrier Beams For Glass Rooms / Enclosed Structures
Aluminum Alloy 6083 T-6
For 3 aaeond rind aunt N -I-Nv of 120 MPH car an annllad bud M 9a A 1 an e
"cum and example below.
Nob:
1. h 4 recommended that the engineer be consulted on any carrier beam that spans mora than 55
2 Spero are based on 140 M.P.H. wind bad plus dead bad for haming.
3. Span Is measured from center of connection to fascia or wall connection.
4. Above opens do not include length of bee brace. Add horizontal length of knee brace to above spans for total beam spans.
S. For high velocity zees, convert to 130 MPH spans.
Example: To calaulab maximum open Vat 140 MPH wind velocity for.
2'x 7 x 0.044' Skgle Set Mating Beam with Load Width - 10'
1. Find 1' st 120 MPH: L=6-3'
2. Convert V to decimal feet L - 6'3" = 82S
3. Seed the appropriate muitipller from the conversion table 3B found on the specification sheet at the beginning of this section.
•
If tie span Is followed by b' use Banding multiplier.
- tithe span Is followed by'd use Deflection multiplier.
4. Multiply V in decimal feet by appropriate multiplier.
1' at 140 MPH is 6.25'x 0.91 - 5.69'- S-8*
Table 3.1.3 A Allowable Edge Beam Spans - Hollow Extrusions
For Glass I Enclosed Rooms
Aluminum Alloy 6063 T-0
For 3 ..nand mind ...t at vwlnrlH of 19n MPI4 car an ... l laA I -A .d 1. a 1.- e
2" x 2" x 0.044"
Trtbub Load Width
Double Setf-Mating Beams
4•-0' S-0" a'-0' 10'-0- 17.0' 14'-0' 16'-0" id' -0' 20'-0'
Trtbub
Lad Width
Allowable Span •L' I bending W or defhection'd
Load
2" x r x 0.072' x 0224"
Single SeN-Meting Beams
4'-0'
6--0' 8'-2'
10'-0"
12'-0'
14'-0'
16•-0" W.- 1
20'-0' 1
=-O-
24'-0• zit -0'
T -T b 16'$ b
' For Maximum Spars at wind velocities other than 120 MPH, sae Corwersldn Table 38 on the specification pope for tables st the beginning of this
2'x 4' x 0.050' Hollow
14'-3' d 13'4' b 17-8' b 11'•9' b 11'-r D 10'-8" b 10-2' D f2'-9'
Allowable
SpanV1 bendln b' or defleciion'd'
0.050' B.M.B.
ME.
19'•1' d 18'•2' d 174' D 1604' b 15'-6' b 14'-8• b 14'•2' b 13'-T b�9�'
2' x 4' x 0.044- x 0.100'
9'-11' b
8'-1" b 6'-11' b
S'3" b
5'-9' bi
53' b 4'-11' of 4'$' bi
4'-5' b
4'-3' b
4'-0" b 3'-11' b
2' x 5" x 0.050• x 0.100'
12'-3' b
10'-0" b 81-8' b
7'-9' b
T-1' bi
5-7- b
5-2" b 5-9' b
5$ b
5-3' b
54' b 4'-10' b
2' z a" x 0.050" x 0.120-
14'-2' b
11'-7' b 1 O'-0" b 8'-11' b
8'-7 b
T -r b
T-1' b 5.8' b
64' b
6'-0' b
5'-9' b V-7- b
2- x 7- x 0.655" x 0.120"
16'-T b
13'.9' b 111.5' b
10'-30 D
9'4' b
8'-6' b
8'-1- b T-8' b
T3" b 6'-11" b
6'-T b 6'4' b
0.072• x 0224-
21'-0" b
IT -2' b 14'-10" b
13'-3' D
17-r b
11'-3' b
10$ b 9'-11' b
9'-5" b 8'-11" b
8'-T b 8fl
0.071 x 0224"
23'-3' D
19'-0' b 16'$ b
14'-9' b
13'-5' b
17-5" b
11'-8' b 10'-11' b
10'-5" b 9'-11' b
9'$ b 9
12'x 9' s 0.082' s 0.306'
25-7 D 20'-0' b 1 T -B" D 15'-11' b
14'$ b
13'-5" h
17-r D 11'-10' b
11'.9' b
10'-B' b
10'-3' b 9'Z'
x 10" z 0.092' x 0.369"
29'-0' b 24'-3' b 21'-0' b
18'-9" b
17-1 b 15'-10' b 14'10'b 14'-0' h
13'-3' b
12'-0' b
17-1' b 1
"cum and example below.
Nob:
1. h 4 recommended that the engineer be consulted on any carrier beam that spans mora than 55
2 Spero are based on 140 M.P.H. wind bad plus dead bad for haming.
3. Span Is measured from center of connection to fascia or wall connection.
4. Above opens do not include length of bee brace. Add horizontal length of knee brace to above spans for total beam spans.
S. For high velocity zees, convert to 130 MPH spans.
Example: To calaulab maximum open Vat 140 MPH wind velocity for.
2'x 7 x 0.044' Skgle Set Mating Beam with Load Width - 10'
1. Find 1' st 120 MPH: L=6-3'
2. Convert V to decimal feet L - 6'3" = 82S
3. Seed the appropriate muitipller from the conversion table 3B found on the specification sheet at the beginning of this section.
•
If tie span Is followed by b' use Banding multiplier.
- tithe span Is followed by'd use Deflection multiplier.
4. Multiply V in decimal feet by appropriate multiplier.
1' at 140 MPH is 6.25'x 0.91 - 5.69'- S-8*
Table 3.1.3 A Allowable Edge Beam Spans - Hollow Extrusions
For Glass I Enclosed Rooms
Aluminum Alloy 6063 T-0
For 3 ..nand mind ...t at vwlnrlH of 19n MPI4 car an ... l laA I -A .d 1. a 1.- e
2" x 2" x 0.044"
Trtbub Load Width
Double Setf-Mating Beams
4•-0' S-0" a'-0' 10'-0- 17.0' 14'-0' 16'-0" id' -0' 20'-0'
7--0"
r4 -
Allowable Span •L' I bending W or defhection'd
Load
2" x r x 0.072' x 0224"
29-0- d 24'-3' '
b ' '-9' D 15-10" -10'b13'-11'b13'-3' b 12$" b
17-1 11'-8'
b
2' x e' x 0.072' x 0224'
0
374- d .11'b 23'-3' b20'14
1T -T15$ b 15'$ b '-8' b '-1' D
135' D 17-11'b'
Y x 9• x 0.082" x 0.306'
34'-0- dl 29'-0- bi 25'-7 bl 22'$ bi 20'$ In 1 1T-9' b 1 16-9' b 1 15'-11' b 1 15'-2- bi
14'-6" b 13--11-b
1 x 16" x 0.092' x 0.388'
39'-5" di 34'4' bi 29'-8' bi 26'-T bi 24'-3' bl 27-5' bi 21'-0' bl 19'-10' b 16'-9' bi 17.11' bi
T -T b 16'$ b
' For Maximum Spars at wind velocities other than 120 MPH, sae Corwersldn Table 38 on the specification pope for tables st the beginning of this
"cum and example below.
Nob:
1. h 4 recommended that the engineer be consulted on any carrier beam that spans mora than 55
2 Spero are based on 140 M.P.H. wind bad plus dead bad for haming.
3. Span Is measured from center of connection to fascia or wall connection.
4. Above opens do not include length of bee brace. Add horizontal length of knee brace to above spans for total beam spans.
S. For high velocity zees, convert to 130 MPH spans.
Example: To calaulab maximum open Vat 140 MPH wind velocity for.
2'x 7 x 0.044' Skgle Set Mating Beam with Load Width - 10'
1. Find 1' st 120 MPH: L=6-3'
2. Convert V to decimal feet L - 6'3" = 82S
3. Seed the appropriate muitipller from the conversion table 3B found on the specification sheet at the beginning of this section.
•
If tie span Is followed by b' use Banding multiplier.
- tithe span Is followed by'd use Deflection multiplier.
4. Multiply V in decimal feet by appropriate multiplier.
1' at 140 MPH is 6.25'x 0.91 - 5.69'- S-8*
Table 3.1.3 A Allowable Edge Beam Spans - Hollow Extrusions
For Glass I Enclosed Rooms
Aluminum Alloy 6063 T-0
For 3 ..nand mind ...t at vwlnrlH of 19n MPI4 car an ... l laA I -A .d 1. a 1.- e
2" x 2" x 0.044"
sactiors
2" x-2 x 0.055'
7--0"
r4 -
Y x r x 0.044' Hollow
Load
Max. Span V1 bendin
'b' or deflection 'd
Load
Max. Span'L' 1(bandit n b' or deflection 'd'
Width (fl' 1 0 2 Span
3 Span
4 Span
8'4' d T-11' d T.r d T4' it T-1' d 6'-10' b 5$ bf 6-3- b
Width (R 1 a 2 Spa3
Span
4 Span
Max.
T-5' b
2'x 4' x 0.050' Hollow
14'-3' d 13'4' b 17-8' b 11'•9' b 11'-r D 10'-8" b 10-2' D f2'-9'
b
Cantilever
0.050' B.M.B.
ME.
19'•1' d 18'•2' d 174' D 1604' b 15'-6' b 14'-8• b 14'•2' b 13'-T b�9�'
b
17-0" b
C. r
5
3'-9' d
414" b
4'-3' b
1'-0' d
5
4'-0" a 1
4'-9' b
P -r b
1'-1' d
6
T -r d
T-11' b
3'-10' b
0'-11' d
5
3'-9' d
414" b
41•7 b
1'-0' d
7
3'4' b
3'-8' b
T -T b
0'-11' d
7
T -r b
4'-0' b
3'-10' b
0'-11" d
a
3'-1' b
3•-5• b
3'4' b
0'-10' d
a
3'-4' 6
3'-9" b
3'-r b
0'-11' d
9
2'-11" b
3'3' b
T-2• b
0'-1P d
B
T-7 b
Y-6' b
Y-5' b
0'-11' d
10
T-9' b
T-1' b
7-11' b
0'•10• d
10
7-11" b
3'4' b
3'-3' b
0'-10' d
11
73' b
7.11' b
7.10' b
0'-9' It
11
7-10' h
3'-7 b
1-1' b
O` -IO: -d
12
1 7-6' b
2'-10' b
7-9' b
0'-9' d
12
7-9' b
3'-1' 6
7.11" b
0-10' d
3"x2"x
O.D45"
2"x3"x0.045
Load
Max Span V/(bonding W or defection'
Load
Max Span V1 ndin 'b' or on 'C
Width (ti 1 a 2 Spa
3 Span
4 Span
over
Width (R 1 a 2 Spa
3 Span
4 Span
til
Ceti
Ca ver
5
4'-2' d
5-1' b
4'-11' b
1'-1' d
5
5'-3' d
6'-5' b
6'-3' b
1 1'-5" d
6
T-11' d
4'-7- b
4'-5" b
1'-1" d
6
4'-11' d
5'-11' b
5-0' b
1'4" it
7
3'•9' d
4'-3" b
4'-r b
01•11' d
7
4'-8' d
5'-S b
5-3' b
1'-3' d
8
T -T d
3'-11' b
S-10' b
D-11" d
a
4'-6' d
5'-1' b
4'-11' b
1'-2- d
9
3'4' b
T-9' b
T-8* b
0.11' d
9
4'-3' b
4'-10' b
4'-e' D
1'-7 d
10
1 3'-r b
3'-7' b
T-5* b
0'-11' d
10
4'-1' b
4'-r b
4'S b
1'-1" d
11
3'•1' b
T-5' b
3'4' b
0-10" d
11
3'-11' b
4'4' b
4'-2' b
1'-1' d
12
2'-11' b
T-3- 6
1 3'-7 b
0-10' d
12
T-9' b 1
4'-2* b
4'-0' b
1'-1' d-
7, x4•x0.050"
Load
Max S
V/(bending W or deftsction'd
Width (f 1 a 2 span
3 Span
4 Span
til -ever
C.I
5
T•1' b
T-11' b
T-7- b
7-1' d
6
6'-5' b
T-7 b
8'-11' b
T-11' d
7
5.11' b
5$ D
G-5' b
1'-11' d
a
5•T b
6-3' D
6'-0' b
T-10' d
9
5-3' b
5'-11' b
5.8' b
1'-9' d
10
4'-11' b
5'-r b
S-5' b
1'$ d
11
4'•9' b
5'4• b
5-7 b
1'-T d
12
4'-7- b
5-1' b
For Maximum Spans at wind velocities other than 120 MPH, see Conversion Table 3B on the spedrnation page for tales
at the beginning of this section and example below.
Nota:
Tabtss assume extrusion oriented with longer extrusion dimension parallel to applied bad.
Example: To calcualab maximum span 1' at 140 MPH wind velocity for.
7 x 7 x 0.044' Hollow Extrusion with Load Wath = 8' and 3 span condition
1. Fi d 1' st 120 MPH: L = 3'S
2. Convert Vic dedmal feet L - 3'S - 3.47
3. Select the appropriate multiplier from the oomverslon table 38 found on the
specification sheet at the beginning of this section.
- 9 the open Is followed by b' use Bending multiplier.
- 6 the span Is followed by *dr use Deflection Multiplier.
4. Multiply 1' in decimal feet by appropriate multiplier.
Vat 140 MPH is 3.47 x 0.87 = 2.98' = 7-11'
Table 3.2.1 Allowable Upright Heights, Chair Rall Spans or Header Spans - Hollow Extrusions
For Screen Rooms or Vinyl Rooms / Open or Partially Enclosed Structures
Aluminum Alloy S063 T4
hon 3 second wind gust at Velocity of 120 MPH or an applied load of 14 / I sq. R'
sactiors
Tribute Lwd Widtlt W a Purtln S cM
T -O- 3'41' 4'-0' 4'-0" S4Y S'-0' 8'-0' 6'-0'
Allowable. eight 'IT I bending 'b' or defiecdm'd
7--0"
r4 -
Y x r x 0.044' Hollow
T -T d T -r d 5-11 • d 5$ b B-7 b 5'-11' b 5$ bi 5.5' b
5'3• b
5'-1'
2" x 1 x 0.055' Hollow
8'-0' d T -T d T4' d T-0' d 6'•9' b S-5" b 5-r bj 5'-11' b
5'A" b
5'-6'
3• x r x 0.045' Hollow
8'4' d T-11' d T.r d T4' it T-1' d 6'-10' b 5$ bf 6-3- b
6'-0• b 5'-10-
2• x 3' x 0.045' Hollow
10'-5' d 9'-11' d 0'-6' d 9-2' it 8'-1 O" d 8'-7' d 8'4' d T-1 i' b
7'-6' b
T-5' b
2'x 4' x 0.050' Hollow
14'-3' d 13'4' b 17-8' b 11'•9' b 11'-r D 10'-8" b 10-2' D f2'-9'
b
9'-1' b
0.050' B.M.B.
ME.
19'•1' d 18'•2' d 174' D 1604' b 15'-6' b 14'-8• b 14'•2' b 13'-T b�9�'
b
17-0" b
0.050- 274' d 21'-3' d 20-0' b 18'•10' b 17'-11' 1 T•1' b 16'4' b 15'-8' br
' For Maximum Neahts at wind valoeities other nun 1211 MPH a2' C .. minn Taw 3A
b 14'-7-
on the specification Page for tables at the beginning of this section and example below.
Nob:
For high velocity zones, convert to 130 MPH spent.
Example: To calcuslato nmdmu m height 'H' at 140 MPH wind velocity for.
7 x 7 x 0.044" Hollow Extrusion with Load Width - 4'
1. FkxJ W st 120 MPH: H a T-11'
2. Convert'H' lo dedmal feet H = B'-11' - 8.97
3. Seed tiro appropriate muMpllw from the conversion table 3A found on the
specification sheet at the beginning of this section.
- if the height b followed by b' use Bending multiplier.
- 8 the height is followed by'd use Defection multiplier.
4. Multiply "Kin dedmal feet by appropriate multiplier.
W at 140 MPH is 6.11'x0.92.5.67-5-7'
O:Z
O
°a1=
X20
�ZU.1
0Cf)CD
OWN
C W
06 W O
U) j U
i -
Z
� 0
J I2" J
)-Cn5
M
>2<
-D 0
Z Z Of
20
U Q
LL
U)
W
J
m
H
C0
Z
O
U
W
In
/W F N
C
^ Z J
U Q
C u to U)
o o
m 2 ~
F W L
W 1L0=Zn
p O
U w m W
e J
C. x�
m
J �
OF
Table 9.1 Allowable Loads for Concrete Anchors
Sersw S W
d dlanheta
Embedment
Depth
(In.)
MinimumEdge
Distance a
Anchor Spacing
iN1 (In.)
At Loads
Tension SAN(
129
ZAMAC NAILIN (Drive Anchors)
513r
114'
1-12"
2-114'
233#
2111.
114•
Y
2-114•
27001
2111.
210
TAPPER Concrete Screws
5732'
3116'
1-12'
1-314'
1 2460
199#
3118'
1.314'
1-314"
317#
308#
114•
1-12'
2-1140
365#
2380
114'
1-314•
2-114"
465#
2570
318'
1-12'
3.318•
437#
4780
318"
1-314•
3-38'
B01#
5420
TYPE OF FASTENER - Expanson Its wl Power Bon or E uivaNM
POWER BOLT(Expansion Bott
2-12'
114•
Y
2-114•
533#
3110
5118'
3'
2-78'
800#
8940
38"
3-1?
3-318'
1,3460
1,6960
1/Y
5"
4-12'
1,983*
2,643#
874# - 21 SF
POWER STUD a Ancho
38's
114'
2-314•
2-i/4'
694#
388.
LB'
4.1/4'
3.38'
1,161#
1,0970
12'
6'
412'
1,941#
1,4500
616'
T 1
5-58' 1
2,81 D.
2,4050
Notes:
1) Corxzete wows an limited to Y embedment by manufacturers.
2) Values Isted are allowed beds It a safety factor of 4 applied.
3) Products equal to ravel may be wbstkvted.
4) Anchors mceiving bads perpendicuar to the diameter are in tension.
Ahohon receMng loads parallel to the diameter are shear bads.
Exampis: Determine Oe number of concrete anchors required by dMding On
uplift bad by the anchor allowed bbl.
For a T x 6' beam wlth:
spacing . T-0" O.C.
allowed span = 25-W (Fable 1.1)
UPLIFT LOAD = 12(BEAM SPAN) x BEAM 6 UPRIGHT SPACING
NUMBER OF ANCHORS . 112(25.75) x T x 70 / Sq. Ft
ALLOWED LOAD ON ANCHOR
NUMBER OF ANCHORS • 6308017#5# . 2.102
Therefore. use 2 anchors, one (1) on each side of upright
Table is based on Rewl Products' allowable bads for $500 p.s.i. convects.
Allowable Load Coverall Multipliers
for Edge Distances Less Than ed
Distanp
Table 9.4 Maximum Allowable Fastener toads
for SAE Grade 5 Steel Fasteners Into 6063 T-6 Alloy Aluminum Framing
(As Recommended By Manufactumrs)
Self -Tapping and Machine Screws Allowable Loads Tensile
Strength 55,000 pal; Shear 24,000 pal
I "I -,;;.r I Shear (lba.) I Pull Out jibs.) I Sher (ba.) I Pull Out (Ill I Shear (Il I Pug Out (lbs.) I
CONNECTING: POSTS to BEAMS "IngBOLTS for ENCLOSED Bulldl s
"toner um r asbnars
Dia nebf
#- .Ft R• .FL R- .Ft
114"a 1465 -36 2936 - 72 4404 - 10
318'8 3710-90 7420 - 181 11130 - 71
irro _
Langth of Bolt to be Sim of Post -'r5/' (Typical)
Aluminum Rhreh with Aluminum Mandrel
RIM Diameter
T -1 -
Shear
118•
129
176
513r
187
263
3118"
262
375
Aluminum Rivets with Steel Mandrel
Rlwt Diameter
a boon
Shear
18'
210
325
5732'
340
490
3/16"
445
720
Table 9.2 Wood and Concrete Fasteners for Open Buildings / Loads and Areas
For Screws In Tension Only
Maximum Allowable - Load and AtObuable Roof Area for 120 MPH Wird Zone (239 / SF)
(For Wind Regions other dun 120 MPH, Use Conversion Table at Bottom of this page)
CONNECTING TO: WOOD for OPEN Buildings
Fastener Length of Number of Fasteners
Diameter Emthadment 1 2 1 3 1l
114'0 1' 264# • 11 SF 528# - 23 SF 792# - 34 SF 1 1056. • 46 SF
1p'a 1-12' 396#-17 SF 792#-34 SF 1188#-52 SF 1584#-69 SF
114'8 2.12' 8604 - 29 SF 1320# • 57 SF I 1980# - 86 SF 2640# - 11---
5116.8
SF
5116'8
1'
312# - 14 SF 624# - 27 SF 936# _ 41 SF 1248. _ 54 SF
5116.0
1-12'
468#-20 SF 936#-41SF 1404#•61 SF 1872. -Bi SF
5/16'8
2-12'
780# - 34 SF 1 1560# - 68 SF 123400-1 SF 3120# - 136 SF
3/8'e
1'
356# - 15 SF 712# _ 31 SF 1 1068# - 46 SF 1424# _ 62 SF
38"s
1-12'
534#- 23 SF 1068#- 46 SF 1602# - 70SF 2136# - 93 SF
38's
2-12'
890# - 39 SF 1780. - 77 SF 2670011 - 116 SF 35800 - 155 SF
#12
CONNECTING TO: CONCRETE In. 2,500 for OPEN Buildings
Fastener
Diameter
Length of
Embedment
Number of Fsaterurs
1 2 3 4
TYPE OF FASTENER -'Quick Set" Concrete Screw (Rawl Zsmsc Nallln or Equivalent)
1/4'e
1-1R'
1 233#-10SF 466#-20SF 699#-30SF 9320-41 SF
1/4'8
Y
2700-12SF 540*-23SF ji 810#-35SF I 1080#-47 SF
1
#14
TYPE OF FASTENER • Concrete (Rawi Ta r or E ulvalent
3118'8
1-12'
246.-11 SF 4920-21 SF 738* -32 SF I 9840-43 SF
3116's
1-3/4
317#-14SF 634* -28 SF 1 9514-41 SF 1268* -55 SF
1/4"s
1-12'
365#-16 SF 7300-32 SF 1095#-48 SF 1460.-63 SF
1/4'8
1-314'
4650-20 SF 9300-40 SF 13950-111 SF 186-B7 SF
0*
38's
1.12'
437#-19SF 8744-38 SF 1311* -57 SF 1748#-76 SF
38'0
1-314•
8014 - 28 SF 1202# • 52 SF 1803* - 78 SF 2404* _ 105 S
#14
TYPE OF FASTENER - Expanson Its wl Power Bon or E uivaNM
38's
2-12'
1205* - 52 SF 24104. 105 SF 36154 - 157 SF 411204 - 210 SF
318'0
3-12'
13030 - 57 SF 26064 - 113 SF 39090 - 170 SF 5212# - 227 SF
12'8
3'
1806# _ 79 SF 3612N- 157 SF 5418#- 236 SFI 72240 - 314 SF
12'8
1 S
1993# - 87 SF 13986# - 173 SFJ 6979#-260 SFJ 7972# - 347 SF
WIND LOAD CONVERSION TABLE:
For Wind Zones/Regions oder can 120 MPH (Fades Shown),
multiply, allowable bads and rod areas by the conversion factor,
Note:
The minimum distance from the edge of concrete to the concrete
anchor and spacing between anchors bell not be less than 9d
where d Is the anchor diameter.
WIND CONVERSION
REGION FACTOR
102
1.35
110
1.15
120
1.00
140
O.11B
160
0.72
Table 9.5 Alternative Angle and Anchor Systems for Beams
Anchored to Walls. Uprights, or Carrier Beams
Table 9.6 Minimum Anchor Size for Extrusions
Well Connection
Exayslots Wall um.te� Concrete wood
r x 9"#14 1/4' 114ratioru• 1141Id'• .12 114' #12
rxr 3116• #10 3116• 010
2' x 6" or les 3/16' #8 3116- 98
Note: Wei, beam and upnght minimum anchor sires shall be used for exhuded or super gutter connections.
Table 9.3 Wood and Concrete Fasteners for Enclosed Buildings/ Loads $ Roof Areas
For Screws in Tension Only
Maximum Allowable - Load and Attributable Roof Area for 120 MPH Wind Zone (41# I SF)
(For Wind Regions other than 120 MPH, Use Conversion Table at Bottom of this page)
CONNECTING TO: WOOD for OPEN Buildings
Fastener Length of Number of Fasteners
Diameter Embedment 1 2 3 4
1/4'. 1' 260 - 6 SF 528# - 13 SF 792# _ 19 SF 105611 - 26 SF
114'a 1.12' 3964 - 10 SF 7920 - 19 SF I IBM - 29 SF 1584# - 39 SF
1/4'8 2.12" 660#-16 SF 1320#-32 SF 19800-48 SF 2640#-64 SF
5116'11 1
1 •
Maximum Screw / Anchor Sixe
Extrusion Type
Slra DeaMptlon
To Wall
To
Upright / Seam
angle
1'x 1'x0.045'
311 S'
#10
angle
1' x 1' x 1116' 0.063•
3116'
#12
angle
1' x l" x 1/l
3/16'
#12
angle
1-12' x 1-12" 1116' 0.06
1/4'
#12
angle
1-12' x 1-12" 3116'(0.188')
1/4'
014
e
1-1-12' x 1-12" 18' 0.062'
1/4'
#14
2a
B e
&.4'x 1.414"x 18'0.125
1/4'
#14
angle
7 x 2"x 0.093"
38'
3/8'
angle
Y x 2' x 1/8" 0.125-
5116•
5/16"
angle
Y x 7 x 3/16"0.313•
12'
12"
U --channel
1.9/4' x 1.314' x 1,114' x 18'
3/8'
#14
U-Usnnal
1' x 2-18' x 1• x 0.050'
5/16'
5116
U -c anal
1-12' x 2-18' x 1-1? x 0.043'
12-
#14
Note: # of screws to beam, wall, ardlor poet equal to depth of beam.
951* - 23 SF 1268# - 31 SF
Table 9.6 Minimum Anchor Size for Extrusions
Well Connection
Exayslots Wall um.te� Concrete wood
r x 9"#14 1/4' 114ratioru• 1141Id'• .12 114' #12
rxr 3116• #10 3116• 010
2' x 6" or les 3/16' #8 3116- 98
Note: Wei, beam and upnght minimum anchor sires shall be used for exhuded or super gutter connections.
Table 9.3 Wood and Concrete Fasteners for Enclosed Buildings/ Loads $ Roof Areas
For Screws in Tension Only
Maximum Allowable - Load and Attributable Roof Area for 120 MPH Wind Zone (41# I SF)
(For Wind Regions other than 120 MPH, Use Conversion Table at Bottom of this page)
CONNECTING TO: WOOD for OPEN Buildings
Fastener Length of Number of Fasteners
Diameter Embedment 1 2 3 4
1/4'. 1' 260 - 6 SF 528# - 13 SF 792# _ 19 SF 105611 - 26 SF
114'a 1.12' 3964 - 10 SF 7920 - 19 SF I IBM - 29 SF 1584# - 39 SF
1/4'8 2.12" 660#-16 SF 1320#-32 SF 19800-48 SF 2640#-64 SF
5116'11 1
1 •
312# _ 8 SF
624# - 15 SF
936* - 23 SF 1248# - 30 SF
5/16'8
1.12-
468# - 11 SF
936# - 23 SF
18
1404# • 34 SF 72* - 46 SF
5/16'8
2-12'
7800 - 19 SF
1560# - 38 SF
23409 - 57 SF 3120# - 76 SF
318"0
1'
356#-9 SF
712* - 17 SF
1068# - 26 SF 1424# - 35 SF
38'8
1-12'
534# - 13 SF
1063# - 26 SF
16020 - 39 SF 2136* - 52 SF
38.0
2.12'
890# - 22 SF 1
1780# - 43 SF 1
2670# - 65 SF 3560# - 87 SF
CONNECTING TO: CONCRETE
Min. 2,500 for OPEN Buildings
Ftenar
Diameter
Length of
Embedment
Number of Fasteners
1 2 3 4
TYPE OF FASTENER ='Quick Set' Concrete Screw Rawl Zantac Nallln or E uNalen
114'0
1.12"
233# - 10 SF
466# - 20 SF
699# • 30 SF 932* - 41 SF
114'0
2
270# - 12 SF
5400 - 23 SF
810# - 35 SF 1080# _ 47 SF
TYPE OF FASTENER • Concrete Screw Rawl Ta
low or E ulvalent
3/16'■
1-12'
246#-6 SF
492* -12 SF I
73Bk-18 SF 984#•24 SF
3/16'8
1-314'
317# _ B SF
630-15 SF
951* - 23 SF 1268# - 31 SF
114"s
1-12'
365# - 9 SF
730* - 18 SF
1095# _ 27 SF 1460* - 36 SF
1l4'a
1.3/4'
465# - 11 SF
9300 - 23 SF
1395* - 34 SF 1860# - 45 SF
38'a
1-12'
437# - 11 SF
874# - 21 SF
1311# _ 32 SF 1748* - 43 SF
38's
1.314'
601* • 15 SF
1202# - 29 SF
1503# - 44 SF 2404* - 59 SF
TYPE OF FASTENER Halon Bolts Rawl Power Bolt or Equivalent)
38'0
2.17'
1205# - 29 SF
2410# _ 59 SF
3615# - BB SF 4820* - 118 SF
38's
3-12'
13030 - 32 SF
2606# _ 64 SF
3909# - 95 SF 15212# - 127 SF
112"s
3-
1BD6#-44 SF
3612#-88 SF 5418#-132 SF 7714#•176 SF
12.0
5' 1
1993# - 49 SF
3988# - 97 SF 15979# - 146 SF 79729 - 194 SF
WIND LOAD CONVERSION TABLE:
WIND CONVERSION
For Wend Zones/Regbrs other than 120 MPH (Tables Shown),
REGION
FACTOR
mulbpy allowable bads and roof areae by Oe converalon factor.
102
115
Note:
110
1.15
The minimum distance from the edge of the concrete to the center
120
1.00
of the concrete anchor and the spacing bets concrete anchors
140
0.88
ahali not be less than 9d where d is de anchor diameter.
180
0.72
Table 9.7 Alternative Anchor Selection Factors for Anchor/ Screw Sizes
Metal to Motel
Anchor Stze #8 010 012 #14• 5116" 38"
ail 1.00 0.80 0.58 0.46 0.27 021
#10 0.80 1.DO 0.72 0.57 0.33 0.26
012 0.58 0.72 1.00 0.78 0,46 0.36
014 0.46 0.57 0.78 1.00 0.59 0.46
5/16• 0.27 0.33 046 0.59 1.00 0.79
M. 021 0.26 0.36 0.58 0.79 1.D0
A temative Anchor Selection Factors for Anchor / Screw Sins
Concrete and Wood Anchors
Concrete and Wood Anchors DYNA BOLTS: (1 -SID' and
(concrete screws: r max. embedment) 2.114• emhednient reswch)
Size 3116' 114' 1 318' $Qe 3/16' I 1f2'
3116" 1.00 0.83 0.50 3116' 1_00 0.46
114' 0.63 1.00 0.59 12' 1 0.46 1 1.00
38" 0.50 0.59 1 1.00
Mutbpty he number of #8 screws x the slra of anchor/screw desired and round
up to the next even number of saw",
Example: O (10) #8 screws are required, the number of #10 screws desired Is: 0.6 x 10 = (8) #10
Cf) J
Q
Z
OD
0 Z 0
of cQc
L
Z W
0 W N
W
d�w0
U)jU
Z U) m
> 0
Z Z
W 0
UQW
n
OF
ROOF ANCHORING DETAILS
ALTERNATE CONNECTION:
(3) #8 SCREWS PER PAN WITH
1" MINIMUM EMBEDMENT INTO
FASCIA THROUGH PAN BOXED
END
EXISTING TRUSS OR RAFTER
#10 x 1-12" S.M.S. (2) PER
RAFTER OR TRUSS TAIL
#10 x 314' S.M.S. @ 12' O.C. `
EXISTING FASCIA
FOR MASONRY USE
1/4" x 1-114' MASONRY
ANCHOR OR EQUAL @ 24' O.C.
FOR WOOD USE #10 x 1-12"
S.M.S. OR WOOD SCREWS
2" O.C.
EXISTING HOST STRUCTURE
WOOD FRAME, MASONRY OR
OTHER CONSTRUCTION
SEALANT
/ HEADER (SEE NOTE BELOW)
J =
ao
— ROOF PANEL
1
#8 x 12' S.M.S. (3) PER PAN
(BOTTOM) AND (1) G RISER
(TOP)
ROOF PANEL TO FASCIA DETAIL
SCALE: 2'= V-0'
ROOF PANEL TO WALL DETAIL
SCALE: 2"= V-0'
SEALANT
HEADER (SEE NOTE BELOW)
ROOF PANEL
#8 x 12" S.M.S. (3) PER PAN
(BOTTOM) AND (1) Q RISER
(TOP)
NOTES: ROOF PANELS SHALL BE ATTACHED TO THE HEADER WITH (3) EACH #8 x 12" LONG
CORROSION RESISTANT SHEET METAL SCREWS WITH 12' WASHERS. ALL SCREW HEADS
SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET BETWEEN THE WASHER AND THE
PAN. PAN RIBS SHALL RECEIVE (1) EACH #8 x 12' SCREW EACH. THE PANS MAY BE
ANCHORED THROUGH BOXED PAN WITH (3) EACH #8 x l' OF THE ABOVE SCREW TYPES
AND THE ABOVE SPECIFIED RIZER SCREW. #8 x 9/16" TEK SCREWS ARE ALLOWED AS A
SUBSTITUTE FOR #8 x 12" S.M.S.
T 6'
STRIP SEALANT BETWEEN
FASCIA AND HEADER
FASTENING SCREW SHOULD
BEA MIN. OF 1" BACK FROM
COMPOSITE ROOF ANCHORING DETAILS
EXISTING TRUSS OR RAFTER
#10 x 1-1/2" S.M.S. OR WOOD
WOOD SCREW (2) PER
RAFTER OR TRUSS TAIL
#10 X 3/4" S.M.S. OR WOOD
SCREW SPACED @ 12' O.C.
ROOF PANEL TO FASCIA DETAIL
SCALE: 2" = 1'-0'
EXISTING HOST STRUCTURE
WOOD FRAME, MASONRY OR
OTHER CONSTRUCTION �� 0
FOR MASONRY USE
1/4"x 1-1/4" MASONRY
ANCHOR OR EQUAL Q 24" O.C. ur:
FOR WOOD USE #10 x 1-1/2"'
d?:w.....
S.M.S. OR WOOD SCREWS @Q O:: rr
12' O.C. "`. )
ROOF PANEL TO WALL DETAIL
SCALE: 2" = 1'-0"
#8 x 112" S.M.S. SPACED
@ 8" O.C. BOTH SIDES
ROOF PANEL
EXISTING FASCIA
#8 x 1/2" S.M.S. SPACED
8" O.C. BOTH SIDES
ROOF PANEL
NOTES: WOOD STRUCTURES SHOULD CONNECT TO TRUSS BUTTS OR THE SUB -FASCIA
FRAMING WHERE POSSIBLE ONLY 15% OF SCREWS CAN BE OUTSIDE THE TRUSS
BUTTS. SUB -FASCIA AND THOSE AREAS SHALL HAVE DOUBLE ANCHORS. ALL SCREWS
INTO THE HOST STRUCTURE SHALL HAVE MINIMUM 1-1/4" WASHERS OR SHALL BE
WASHER HEADED SCREWS.
HEADER INSIDE DIMENSION SHALL BE EQUAL TO PANEL OR PAN'S DEPTH In THE WALL
THICKNESS SHALL BE THE THICKNESS OF THE ALUMINUM PAN OR COMPOSITE PANEL
WALL THICKNESS. HEADERS SHALL BE ANCHORED TO THE HOST STRUCTURE WITH
ANCHORS APPROPRIATE FOR THE MATERIAL OONNECTED TO. THE ANCHORS DETAILED
ABOVE ARE BASED ON A LOAD FROM 120 M.P.H. FOR SBC SECTION 1606 FOR A
MAXIMUM POSSIBLE SPAN OF THE ROOF PANEL FROM THE HOST STRUCTURE.
#8 x 12' ALL PURPOSE
SCREW @ 12" O.C.
BREAKFORM FLASHING CAULK ALL EXPOSED SCREW
10" -1 HEADS
3' COMPOSITE ROOF Pi
(SEE SPAN TABLE)
THE EDGE OF FLASHING NOTE: WHEN SEPARATION BETWEEN
DRIP EDGE AND PANEL IS
LESS THAN 3/4' THE
FLASHING SYSTEM SHOWN IS
REQUIRED
ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS
SCALE: Y = T -O'
1. FLASHING TO BE INSTALLED A MIN. 6' UNDER THE FIRST ROW OF SHINGLES.
2. STANDARD COIL FOR FLASHING IS 16' .019 MIL. COIL
3. FIRST ROW OF EXISTING NAILS MUST BE REMOVED TO INSTALL FLASHING PROPERLY.
4. FLASHING WILL BE INSTALLED UNDER THE FELT PAPER WHEN POSSIBLE.
5. HEADER WILL BE PUTTY TAPED AND CAULKED EVEN THOUGH FLASHING IS TO
BE INSTALLED.
6. IF THE DROP FROM THE EDGE OF THE SHINGLE DOWN TO THE TOP OF THE HEADER
IS MORE THAN 1" THEN THE DRIP EDGE WILL HAVE TO BE BROKEN TO CONFORM
TO THIS DROP.
7. WHEN USING FLASHING THE SMALLEST SIZE HEADER AVAILABLE SHOULD BE USED. 12'
.03 MIL. ROLLFORM OR 8' BREAKFORM IS BEST SUITED FOR HEADER SINCE IT
KEEPS THE FLAP LIP OF THE HEADER BACK FROM THE EDGE OF THE FLASHING.
8. WHEN SEPARATION BETWEEN DRIP EDGE AND PANEL FLASHING IS REQUIRED 112"
SEPARATION MINIMUM.
9. STRIP SEALANT BETWEEN FASCIA AND HEADER PRIOR TO INSTALLATION.
SEALANT UNDER FLASHING
3" COMPOSITE OR PAN ROOF
(SPAN PER TABLES)
HOST STRUCTURE TRUSS OR
RAFTER
1' FASCIA (MIN.)
/
BREAK FORMED METAL SAME
THICKNESS AS PAN (MIN.)
a.
ap
ANCHOR TO FASCIA AND
RIZER OF PAN AS SHOWN
#8 x 3/4" SCREWS @ 6" O.C.
#8 x 112" SCREWS @ EACH RIB
ROOF PANEL
ALTERNATE ROOF PANEL TO WALL DETAIL
SCALE: 2"= V-0"
NOTES: ROOF PANELS SHALL BE ATTACHED TO THE HEADER W/ (3) EACH #8 x 12' LONG
CORROSION RESISTANT S.M.S. W/ 12' WASHERS. ALL SCREW HEADS SHALL BE
CAULKED OR SHALL HAVE NEOPRENE GASKET BETWEEN THE WASHER AND THE PAN.
PAN RIBS SHALL RECEIVE (1) EACH #8 x 12" SCREW EACH. THE PANS MAY BE
ANCHORED THROUGH BOXED PAN W/ (3) EACH #8 x 1' OF THE ABOVE SCREW TYPES
AND THE ABOVE SPECIFIED RIB SCREW.
#8 x 12' WASHER HEADED
CORROSIVE RESISTANT
SCREWS Q 8' O.C.
ALUMINUM FLASHING
LUMBER BLOCKING TO FIT
PLYWOOD / OSB BRIDGE
FILLER
COMPOSITE ROOF: 1/4'0 X 4"
LAG SCREWS W/ 1-1/4'0
FENDER WASHERS @ 12' O.C.
THRU PANEL INTO 2 x 2
PAN ROOF: #8 S.M.S. x 12' @
4' O.C. OR (3) PER PANEL
2"X 2"x 0.044' HOLLOW EXT.
5/16'0 x 4" LONG (MIN.) LAG
SCREW FOR 1-12'
EMBEDMENT (MIN.) INTO
RAFTER OR TRUSS TAIL
Z
O
H
0
W
r
O
O
04
W
0
O
U
0
Z_
0
_J
m
0
2
/'W tiN
LL j N
Z J
LL
� U Z 4 m
C W O ^ n
mCL o io to
h- W Q
W 0�
Oo_'= X
U w w <"
Ngo~
L 2 CO
a
J .v
CONVENTIONAL RAFTER OR i� EAL
TRUSS TAIL
I S T
f
WEDGE ROOF CONNECTION DETAIL 9A
SCALE: 2"= V-0"
OF
0
a.
ap
HEADER (SEE NOTE BELOW)
#8 x 12" S.M.S. @ 8' O.C.
FOR MASONRY USE
1/4"x 1-1/4' MASONRY
EXISTING HOST STRUCTURE:
ANCHOR OR EQUAL
WOOD FRAME, MASONRY OR
@ 24" O.C.FOR WOOD USE
OTHER CONSTRUCTION
#10 x 1-12" S.M.S. OR WOOD
SCREWS Q 1Z' O.C.
ALTERNATE ROOF PANEL TO WALL DETAIL
SCALE: 2"= V-0"
NOTES: ROOF PANELS SHALL BE ATTACHED TO THE HEADER W/ (3) EACH #8 x 12' LONG
CORROSION RESISTANT S.M.S. W/ 12' WASHERS. ALL SCREW HEADS SHALL BE
CAULKED OR SHALL HAVE NEOPRENE GASKET BETWEEN THE WASHER AND THE PAN.
PAN RIBS SHALL RECEIVE (1) EACH #8 x 12" SCREW EACH. THE PANS MAY BE
ANCHORED THROUGH BOXED PAN W/ (3) EACH #8 x 1' OF THE ABOVE SCREW TYPES
AND THE ABOVE SPECIFIED RIB SCREW.
#8 x 12' WASHER HEADED
CORROSIVE RESISTANT
SCREWS Q 8' O.C.
ALUMINUM FLASHING
LUMBER BLOCKING TO FIT
PLYWOOD / OSB BRIDGE
FILLER
COMPOSITE ROOF: 1/4'0 X 4"
LAG SCREWS W/ 1-1/4'0
FENDER WASHERS @ 12' O.C.
THRU PANEL INTO 2 x 2
PAN ROOF: #8 S.M.S. x 12' @
4' O.C. OR (3) PER PANEL
2"X 2"x 0.044' HOLLOW EXT.
5/16'0 x 4" LONG (MIN.) LAG
SCREW FOR 1-12'
EMBEDMENT (MIN.) INTO
RAFTER OR TRUSS TAIL
Z
O
H
0
W
r
O
O
04
W
0
O
U
0
Z_
0
_J
m
0
2
/'W tiN
LL j N
Z J
LL
� U Z 4 m
C W O ^ n
mCL o io to
h- W Q
W 0�
Oo_'= X
U w w <"
Ngo~
L 2 CO
a
J .v
CONVENTIONAL RAFTER OR i� EAL
TRUSS TAIL
I S T
f
WEDGE ROOF CONNECTION DETAIL 9A
SCALE: 2"= V-0"
OF
0
FLASHING 0.024' OR 26 GA
GALV.
2' x 2' x 0.06" x BEAM DEPTH +
4- ATTACH ANGLE -A' TO
FASCIA W/ 2-3/8' LAG
SCREWS @ EACH ANGLE
MIN. 2' x 3' x 0.050' S.M.B. (4)
#10 S.M.S. @ EACH ANGLE
EACH SIDE
A = WIDTH REQ. FOR GUTTER
B = OVERHANG DIMENSION
BEAM TO WALL CONNECTION:
(2) 2"x 2' x 0.060' EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD WALL W/ MIN. (2) 3/8'x 7
LAG SCREWS PER SIDE OR (2) 1/4' x 2-1/4' CONCRETE ANCHORS TO CONCRETE OR MASONRY
WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3 -
(ALTERNATE) (1) 1-3/4"x 1-3/4• x 1-3/4"x 1/8' INTERNAL U -CLIP ATTACHED TO WOOD WALL W/ MIN. (3)
318"x 2' LAG SCREWS PER SIDE OR (3) 114"x 2-1/4' CONCRETE ANCHORS TO CONCRETE OR
MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3 -
CANTILEVERED BEAM CONNECTION TO FASCIA DETAIL
SCALE: 2' = 1'-0'
0.024'x 12' ALUMINUM BRK
MTL RIDGE CAP
VARIABLE HEIGHT RIDGE
BEAM EXTRUSION
ROOF PANEL
RECEIVING CHANNEL OVER
®
2' x 6' S.M.B. W/ (4) #10
BEAM ANGLE PROVIDE 0.060'
S.M.S. @ EACH ANGLE
SPACER @ RECEIVING
®
EACH SIDE
CHANNEL ANCHOR POINTS (2)
®
NOTCH ANGLE OPTIONAL
#10 x 2-1/Y S.M.S. @ RAFTER
TAILS OR @ 2.O.C. MAX. W/
MUST REMAIN FOR ANGLE
2"x 6' SUB FASCIA
STRENGTH
CANTILEVERED BEAM
CONNECTION AT FASCIA (END VIEW)
SCALE: 2"= 1'-0'
#10 x 4' S.M.S. W/ 1/4 x 1-1/2'
S.S. NEOPRENE WASHER @
8' O.C.
SEALANT
#6 x 9/16' TEK SCREW @ 8'
O.C.
(3) 1/4.0 THRU-BOLTS (fYP.)
1/8"x 3' x 3' POST OR SIMILAR
#8 x 9/16• TEK SCREW @ B'
O.C. BOTH SIDES
PANEL ROOF TO RIDGE BEAM (A POST DETAIL
SCALE: 2' = 1'-0'
0.024'X 12' ALUMINUM BRK
MTL RIDGE CAP
VARIABLE HEIGHT RIDGE
BEAM EXTRUSION
ROOF PANEL
2' x SELF MATING BEAM
#5 REBAR IMBEDDED IN TOP
OF CONCRETE COLUMN (BY
OTHERS)
PAN ROOF ANCHORING DETAILS
RIDGE CAP SEALANT
PAN HEADER (BREAK -
FORMED OR EXT.)
#8 x 9/1 SCREWS HEADERS AND PANELS ON
PANN RIBS EACH SIDE
BOTH SIDES OF BEAM FOR
L EXPOSED SCREW GABLED APPLICATION
HEADS 8 WASHERS
#8 x 1/2• S.M.S. (3) PER PAN
AND (1) AT PAN RISER
ALTERNATE CONNECTION:
#8 x 1-1/4' SCREWS (3) PER
PAN INTO BEAM THROUGH
BOXED END OF PAN AND
HEADER
WHEN FASTENING PANELS
OR PANS TO WOOD PLATES
SCREWS SHALL HAVE A
MINIMUM EMBEDMENT OF 1'
CAULK ALL EXPOSED SCREW
HEADS 8 WASHERS
FOR COMPOSITE ROOFS:
#10 x (t + 1/2') S.M.S. W/
1-1/4'0 FENDER WASHERS
@ 12' O.C. (LENGTH =
PANEL THICKNESS + 1')
@ ROOF BEARING ELEMENT
(SHOWN) AND 24' O.C. @
NON-BEARING ELEMENT (SIDE
WALLS)
ROOF PANEL TO BEAM DETAIL
SCALE: 2• - V-0'
PAN OR COMPOSITE ROOF
PANEL
#8 x 10 S.M.S. (3) PER PAN
ALONG PAN BOTTOM
FOR PAN ROOFS:
(3) EACH #6 x 1/2' LONG S.M.S.
PER 12' PANEL
ROOF PANEL
(PER SECTION 7 TABLES)
SUPPORTING BEAM
(PER TABLES)
ROOF PANEL TO BEAM FASTENING DETAIL
SCALE: 2• = 1'-0'
#10 x 4' S.M.S. W/ 1/4 x 1-112•
NEOPRENE WASHER @ 8' O.C.
SEALANT
#8 x 9/16• TEK SCREW @ 8'
O.C.
1/8' WELDED PLATE SADDLE
W/ (2) 1/4' THRU-BOLTS
PANEL ROOF TO RIDGE BEAM A CONCRETE POST DETAIL
SCALE: 2"= V-0"
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ALUMINUM SKIN
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Lu H .. SIDE PANEL x
a Q CONNECTIONS VARY
(DO NOT AFFECT PANEL
` SPANS)
SELECTPANEL DEPTH
FROM TABLES i W
COMPOSITE ROOF PANEL [INDUSTRY STANDARD] TYPICAL INSULATED PANEL
SCALE: 1/8' = 1' SCALE: 1/8"= 1'
Table 7.1.6 Allowable Spans for Industry Standard Composite Roof Panels
for Various Loads
Aluminum Allov 3105 H-14 or H-251-0 EPS Cora Density Foam
3' x 48' x 0.024' Panels
COVERED AREA
1n
J
TAB AREA W/ 1' ROOFING o
Open and Partially Enclosed Buildings
PartkWly
Enclosed Buildings
Wind
Region
Maximum AllowableSpan
1&2 ] 4
Span S n S
Max
Cantilever
Wind
Region
Maximum Allowable Span
1 A 2 3 4 Max
Span Span Span canflle,"r
100 M.P.N.
176 13'.11'
13'6 I
4'-0'
100 M.P.I.
17.5'
13'-10'
ITS'
4'-0'
110 M.P.H.
1l'S' 17.9' 1
171'
4'-0'
110 M.P.I.
10'-9'
12'-0'
11'-8'
7-10'
120 M.P.H.
1011' 11'.7'
11'-2'
3-11'
120 M.P.H.
9'-11'
11'-1'
10'-0'
3'6
130 M.P.H.
9'6 10'-9'
10'1
3'A'
130 M.P.H.
g'-7
10'.9'
9'-11'
3'-3'
140 M.P.H.
B' -ii' 9'-11' I
76
3'S'
140 M.P.I.
6-10'
9'-11'
7-7-
7-11'
150 M.P.N.
T.9' 9'J' I
V-11'
3'-7
150 M.P.H.
T -V
1 7-3-
F-11'
7.10'
3' x 48' x 0.030" Paosle
COVERED AREA
1n
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TAB AREA W/ 1' ROOFING o
Open and
PartkWly
Eneloeed Buildings
Enclosed Buildings
Maximum Allowable Span
IA 2 3 4 Max
a n Span S Cantilever
Wind
Region
Maximum Allowable Span
1&2 3 4Max
Span Span SPMCantilever
Wind
Region
Mulmum AllowableS n
—1 a 2 ] 4 Max
Span Span Span Cantilever
100 M.P.H.
14'-9'
16'6
15.11'
1 4'-0'
100 M.P.H.
14'-0'
16'5'
15'-10'
4'-(r
110 M.P.H.
1316
15.1'
14'-7-
4'1T
110 M.P.H.
17-9'
14'J'
13'-9'
4'-0'
120 M.P.H.
17-3'
13'S'
13'-3'
4'-0'
120 M.P.H.
11'-9'
13'-1'
17-0'
4'-P
130 M.P.H.
11'1
17-9'
171'
4'-0'
130 M.P.H.
10' -IT
17-7
11'-9'
Y-10'
140 M.P.H.
11 r_
11'-10'11-1
150 M.P.H.
4-0' '
140 N.P.H.
10'-6'
11'-9'
11'1'
T-7"150
M.P.H.
10'-11'
10'-T
3'48'
160 M.P.H.
I 9'-9'
10'-11'
10'-7'
3'4'
4' x 48' x 0.024' Panels
COVERED AREA
1n
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TAB AREA W/ 1' ROOFING o
Open" Par0aily Enclosed Buildings
NAILS
Enclosed Buildings
Wind
Region
Maximum Allowable Span
IA 2 3 4 Max
a n Span S Cantilever
Wird
Region
Maximum Allowable Span
1 a 2 3 4 Max
S n Span SW Camilever
100 M.P.H.
14'S' 16'-1'
15-7'
4'-0'
100 M.P.H.
14'1'
16'-0'
15'6
4'4'
110 M.P.H.
13'-2' 14'-9'
14'.7
4'4'
110 M.P.H.
175'
13.11'
13'1
4'-0'
120 M.P.H.
11'-11' 13'1'
17.11'
4'-0'
120 M.P.H.
11'5'
17-9'
171'
4'4'
130 M.P.H.
11'-7' 171
17-0'
4'-0'130
M.P.H.
10'-T
11'-10'
11'1
3'-9'
140 M.P.H.
10'1' 11'6
11'-7
11'
3'7
110 M.P.H.
1P_3'
11'-5'
117-1'
375'
150 M.P.H.
9'-7' 10'6
1174'
3'-8'
150 M.P.M.
9-7-
10'-8'
10'1'
T-3-
4' x 48' x 0.030' Panels
COVERED AREA
1n
J
TAB AREA W/ 1' ROOFING o
Open and Partially Enclosed Buildings
NAILS
Enclosed Buildings
Wind
Region
Maximum Allowable Span
11&2 3 4 Max
Span Span Span Cantilsysr
Wind
Region
Maxlmum Allowable S
1&2 3 4 Max
Span Span Span Candle r
100 M.P.H.
16-7' 18'-T'
1 T-1 i'
4'-0'
100 M.P.M.
166
16'6
17'-10'
41-0'
110 M.P.N.
15.716-11'
165'
4'-0'
110 M.P.H.
14'1'
16'-1'
15$
4'-0'
120 M.P.H.
13'-10' 15'6
14'-11'
4'-0'
120 M.P.H.
13'-7
14'-9'
14'.9'
4'-0'
130 M.P.M.
17-10' 1411'
13'-11'
4'-0'
130 M.P.H.
17-0'
13'8'
13'.7
4'-0'
140 OLPA
11'-11' 13'4'
17.10'
4'-T
140 M.P.M.
11'-10'
13'3'
17-9'
3'-11'
150 M.P.M.
11'-0' 174'
11'-11'
4'-0' I
150 M.P.M.
I 11'-0'
174'
11'-11'
3'-9'
3/8' TO 12' ADHESIVE BEAD
FOR A 1' WIDE ADHESIVE
STRIP UNDER SHINGLE
SUBSEQUENT ROWS
COMPOSITE PANEL W/
EXTRUDED OR BREAK
FORMED CAP SEALED IN
PLACE W/ ADHESIVE OR
SCREWS
A00W_ -1Ifs 790T:
INDUSTRY STANDARD COMPOSITE ROOF PANEL WITH SHINGLE FINISH DETAIL
SCALE: N.T.S.
ATTACH SHINGLES TO COMPOSITE ROOF PANELS WITH INDUSTRIAL ADHESIVE*.
APPLY ADHESIVE IN A CONTINUOUS BEAD 3/8' TO 1/2' DIAMETER SO THAT THERE IS A 1' WIDE
STRIP OF ADHESIVE WHEN THE SHINGLE IS PUT IN PLACE.
FOR AREAS UP TO 120 M.P.H. WIND ZONE:
1) STARTER ROWS OF SHINGLES SHALL HAVE ONE STRIP OF ADHESIVE UNDER THE SHINGLE
AT MID COVERED AREA AND ONE UNDER THE SHINGLE AT MID TAB AREA. STARTER
SHINGLE ROW INSTALLED WITH THE TABS FACING IN THE UPWARD DIRECTION OF THE
ROOF SLOPE.
2) SUBSEQUENT ROWS OF SHINGLES INSTALLED WITH THE TABS FACING IN THE DOWNWARD
DIRECTION OF THE ROOF SLOPE WITH ONE STRIP OF ADHESIVE UNDER THE SHINGLE AT
MID COVERED AREA
FOR AREAS ABOVE 120 M.P.H. WIND ZONE:
1) STARTER ROWS OF SHINGLES SHALL HAVE TWO STRIPS OF ADHESIVE UNDER THE
SHINGLE AT MID COVERED AREA AND TWO STRIPS AT MID TAB AREA. SHINGLE ROW
INSTALLED WITH THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE.
2) SUBSEQUENT ROWS OF SHINGLES INSTALLED PER PREVIOUS SPECIFICATION WITH TWO
STRIPS OF ADHESIVE AT MID COVERED AREA
ADHESIVE: CHEM REX - PL PREMIUM 948 URETHANE ADHESIVE OR OSI - RF140
MINIMUM ROOF SLOPE: 2' IN 12'
OF 9
COVERED AREA
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NAILS
Z
INSTALLED PER o
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MANUFACTURERS
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SPECIFICATION
FOR NUMBER o
2
AND LOCATION
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W
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W
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2QWm
SUBSEQUENT ROWS
0
od
W
o
<
3/8' TO 1/2' ADHESIVE BEAD
in
(n
Of
Q
C.)
(-D
t --
Z
FOR
FOR A 1' WIDE ADHESIVE
STRIP UNDER
7
V
Z
0
SHINGLE
♦—
STARTER ROW
Q
Q
J
U
COMPOSITE PANEL W/
Z
m
(n
EXTRUDED OR BREAK
>
FORMED CAP SEALED IN
0
PLACE WI ADHESIVE OR
Z
Z
SCREWS
7/16' O.S.B. PANELS
W
U
Z)
JO
LL
INDUSTRY STANDARD COMPOSITE ROOF PANEL WITH O.S.B.
cn
_j
Q
AND STANDARD SHINGLE FINISH DETAIL
SCALE: N.T.S.
SPECIFICATIONS FOR APPLYING O.S.B. AND SHINGLES FOR ROOF SLOPES OF 2:12 TO 4:12
. 1—
w
N
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1.)
INSTALL COMPOSITE PANELS IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS.
y m
2.)
SEAL ALL SEAMS WITH PRO 2000 CHEMREX 948 URETHANE AND CLEAN THE ROOF OF ANY
F U- a
DIRT, GREASE, WATER OR OIL
U
3.)
APPLY 16 MILS OF MORTON 652 GLUE TO THE PANELS AND INSTALL 7/16' O.S.B. OVER THE
GLUE AND PANELS.
c:2 O co
(y Q
4.)
INSTALL 15# FELT PAPER IN ACCORDANCE WITH STANDARD BUILDING CODE SECTION
0-
m O = CO
1507.38.1.
F W
5.)
INSTALL SHINGLES IN ACCORDANCE WITH STANDARD BUILDING CODE SECTION 1507.3.7.1.
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THROUGH 1507.3.7.
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OFFICE COSY
PERMIT #may
PLANS REVIEWED
CITY OF SANFORD
Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1
PARCEL DETAIL
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Scminulc C ounly
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411
2003 WORKING VALUE SUMMARY
GENERAL
Value Method: Market
Parcel Id: 18-20-31-503-0000-0280 Tax District: S1-SANFORD
Number of Buildings: 1
Owner: LONG JUDY A & Exemptions: 00 -HOMESTEAD
Depreciated Bldg Value: $78,896
Own/Addy: DAVIS KANDY L
Depreciated EXFT Value: $0
Address: 154 ROSE HILL TRL
Land Value (Market): $19,500
City,State,ZipCode: SANFORD FL 32773
Land Value Ag: $0
Property Address: 154 ROSE HILL TRL SANFORD 32773
Just/Market Value: $98,396
Subdivision Name: ROSE HILL
Assessed Value (SOH): $93,321
Dor: 01 -SINGLE FAMILY
Exempt Value: $25,000
Taxable Value: $68,321
SALES
Deed Date Book Page Amount Vac/Imp
2002 VALUE SUMMARY
WARRANTY DEED 05/2000 03848 1096 $98,500 Improved
2002 Tax Bill Amount: $1,400
SPECIAL WARRANTY DEED 09/1998 03496 1719 $1,456,500 Vacant
2002 Taxable Value: $66,134
Find Comparable Sales within this Subdivision
LAND
LEGAL DESCRIPTION PLAT
Land Assess Method Frontage Depth Land Units Unit Price Land Value
LOT 28 ROSE HILL PB 54 PGS 41 & 42
LOT 0 0 1.000 19,500.00 $19,500
BUILDING INFORMATION
Bid Num Bid Type Year Bit Fixtures Gross SF Heated SF Ext Wall Bid Value Est. Cost New
1 SINGLE FAMILY 2000 9 1,697 1,253 CB/STUCCO FINISH $78,896 $80,097
Appendage / Sgft OPEN PORCH FINISHED / 24
Appendage / Sgft GARAGE FINISHED/ 420
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/pls/web/re_web.seminole_county_title?PARCEL=1820315030000O2f... 7/1/2003
FINAL SURVF-Y.
LOT #29
I a
x
1 S89 -55'48"W 130.20' �'
I
1 23
bb
0 48.20' 26.0•
O 56.0' p
tij 154
to
a
a _ ONE STORY
CONC. BLOCK
W 16.65'
�.`
RESIDENCE
V ...'
a
I--- W u N
Z O N Q.a 7 3' �..: "cont. W(
Z - :x
C)
o
a^ 32.0'Lj
b0
Z '
Z 23'
S89'55'48"W 130.20'
I
1
1
I
I
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I
LOT #27
b
N
-q-
c:)
O
O
Z
NOTE:
FINISH FLOOR ELEVATION ON THIS ENGINEERED SUBDIVISION
PLAN MEETS SECTION 6-7 CITY OF SANFORD CODE.
PT
LEGAL DESCRIPTION:
LOT 28, ROSE HILL, ACCORDING TO THE PLAT THEREOF AS LEGEND:
RECORDED IN PLAT BOOK 54 , PAGES 41 AND 42, OF THE CENTER LINE ROAD
PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA.
- FINISH FLOOR F.F.
LOT LINE
GENERAL NOTES: ADJACENT LOT LINE
FOUND END.
- — — - EASEMENT ESMT.
1. BEARINGS ARE BASED ON RECORD PLAT. EASEMENT LINE
- - - - DRANACE iDRG.
2. THIS SURVEY IS NOT INTENDED TO LOCATE ANY SET 5/8' IRON ROD 05192 0 UTITLITY UTIL
UNDERGROUND UTILITIES. FND 5/8' IRON ROD # 2498 • RIGHT-OF-WAY R/W
3. BASED ON THE NATIONAL FLOOD INSURANCE PROGRAM FIRM FND 4'x4' CONC. MONUMENT /2498 CCABLE TV. BOX TV. BOX
MAP COMMUNITY N0.12117C, PANEL N0.0045E DATED APRIL POINT OF CURVATURE
POINT OF TANGENCY
17, 1995, THE ABOVE DESCRIBED PROPERTY IS NOT LOCATED
PC TRANSFORMER TRANS
PT FND NAIL Ni DISC %2489 N&D
WITHIN A SPECIAL FLOOD HAZARD AREA FLOOD ZONE "X". POINT OF INTERSECTION
PI 2' MIAMI CURB
I
CLIENT: JUDY A. LONG AND KANDY L. DAMS
PRJ. No. 9802-28 SCALE 1" = 30' 1 DATE: 9-23-99 REV: 12-19-99 FOUNDATION SURVEY
I REV: 5-2-00 FINAL SURVEYI
CERTIFICATION TO: _ CAPRI HOMES, CORP._ JUDY A. LONG AND KANDY L. DAMS
----- -----
----------------
ASSOCIATED -LAND TITLE FIRST AMERICAN TITLE INSURANCE CO---------------
THIS SURVEY HAS BEEN PREPARED FOR THE
EXCLUSIVE USE OF THE PERSON, PERSONS,
OR ORGANIZATION IDENTIFIED ABOVE "AND IT'S
I HEREBY CERTIFY THAT THIS SURVEY WAS MADE UNDER MY RESPONSIBLE CHARGE
CERTIFICATION IS NON -TRANSFERABLE. ANY
AND MEETS THE MINIMUM TECHNICAL STANDARDS AS SET FORTH BY THE FLORIDA
COPY HEREOF, TO BE CONSIDERED VALID,
BOARD OF PROFESSIONAL LAND SURVEYORS IN CHAPTER 61G17-6, FLORIDA
MUST BE EMBOSSED WITH THE SEAL OF A
ADMINISTRATIVE CODE, YURSUANT TO SECTION 472.027, FLORIDA STATUES.
REGISTERED SURVEYOR.
PREPARED BY: I
MERWAN NAIME
5 y`�
GREGORY CRAWFORD
10823 HARKWOOD bLVD.I
PROFESSIONAL SURVEYOR & MAPPER PSM x/5192
ORLANDO, FLORIDA 32817
5021 EGGLESTON AVE., SUITE A, ORLANDO, FL. 32804 TEL:407-532-0025
(407) 671-9666