HomeMy WebLinkAboutEngineering v�
'k,';,%ALUMlNUM SCREEN DESIGN
*Plan Types:
Screen Room
Pool Screen/Cage (Removable Screen - Remove screen when wind speed exceeds 75 MPH)
Pool Screen/Cage (Non-Removable Screen— Designed to withstand actual Wind Speed)
F]Car Port
Patio over
Other:
'Reference: L+� rtE,�1 NewK Revision❑ Date:
Project Address: 6 Z b3
*City:
*Contractor Name: Affordable Screen Rooms Co
*Address: 613 SW Pueblo Terrace
*City: Port St. Lucie
*Zip Code: 34953
*Phone/Fax: 772 626 4495
*Email: ray@asrc.us
*Choose One: Mail Pick Up Fed Ex*❑ 2 No of Copies
*For FedEx option got to www.aluminumscreendesign.com and provide FedEx account#)
Tayment: Check Credit Card '®
*(For Credit Card option go to www.aluminumscreendesign.com to pay by credit card)
Engineering prepared by:
Y
K � k
i'Yai y,yR 6.
4.
..«.—
Engineer:Michael Thompson, MSc,P.E.(P.E.#47509)
5200 Vineland Road—Suite 250,Orlando,FL 32811
Office:407-529-3300 Cell:407-721-2292
Project Manager:Paul Thomas 386-479-9504 Fax:888-923-8181
Email:aluminumscreendesign@yahoo.com
Website:wwwr.aluminumscreendesign.com CA#3
P
Y
.
.
. . I . , . I . . . . , . . . .I ; . .. - .. . I
. � .
* . .
.11.
. :.
. - ,
,:. � .: ... :, :... .
.. IS .. .
. :
. •
-- , . , - x .i - ,.:,..;�,z'_�:* .L.- _�,.Z:*.:.. .:::..-.::.L.i : . _.. -,.::.:..:*..�.*. . ., . . - .:......-.:" ,.--:-- : ,
:.--_a._.;..'41,...:.--1,-._,.i-_�...—i'---�-:-I--_--._—.,.-..-:l�_,��.-_.*_.�-.-:._,-F._.._:��.-.�:'-�.—,i,��_....--:...-_:....:.-_..._.:`.......I:.�...:..-__.—.�,_;�.-_:.,_.".:"1Zw-....--'—,1_,;.1:..T-��d1-_�1..,-.p..,.-�.i:—,,,...,.I:'7.��._.-:.-I.:--.m-..,-'..l..�..,._-_'.".1�.__.�-.:1I:-..-_l..;,-�_.—.--.�I..z��,_.::----.T._._'*.�"—-,L.,..;....I 4..:�I.:_1:_�1��..t-.�.,�..:I_:..:.:...�.;._.-..:V ii-.,,"..-..I:7!_.'.:d�.-.��.-x:.-.vI;_,,.4._...!..."M..t;--,n..,�:.f!.��_;..l.....-�..�:"..—,,.�,-."-',T.,:...1.-m.'l",.�r._v
��'...'.I......-.:._III—.-.-:,��,:.1,,m....oI....,
_� ;� , ht it t l llftw + 1 EE ` _
."._.._�.X_.RI--pM.-1:.
..--..,.:-I�:—.,.v.-1--1.;1;_:--II,"I�I---i:.�f-�
t , E 4
m � ::L�r +.{unti,^0. -a u�4+btr-_ ;;vn �rtg nez0.6-
l W_,,
'�Ul# mate Wmd S eed m h Ez` osed Cate o ; C Risk Cate o 1
P: (. P ) P 9 rY 9 . _Y,.
Scree.Room _
.. - . ..:.::.: .:.._.. ...
Insulated❑ Pan Roof❑ - . .
Fascia❑ Wall: Block Conventional❑ .
`To Plate x Kick Plafie:
Uprights --=-- P .
Pool Screen/Cage:
Gable Mansard= Dome L.0 ❑.,. ❑
Gutter[❑ Wall:_Block Conventional
❑_ ❑
Beams` x _ Uprights x Purl n x -
_. ' �a.;.i.:.:T�1.:''I.I�,-;7wI;t;t,.-,-'-..I.-.i.-,�.-;-1._.�.i 77..:-
Car Port. .�_!---�..:,.7_�,-..�:.--I�.�."-....:_-_-4---_._,-__m�:-.'w...-,-..-_._.:-`�-:--w,-�,-.-.l.7_�-,'......,;-w,_..�-,_4--..'..:'*1.".*,,W-.,.:.,'��'.wf'-�*.:'-''-._:"..,.'W.W-.--,-..,--:..�'::t"-.:�:!,.,.v:�L.'.'r:,..'-r-.",;'I..-.'-,,.i-:.q�.-,.�*._Li.:,-�-,--.i�:�,.*�,".j�:"_,,:.,--:":,"�:.�...
:.�.i.�...!.:..;:'-;:..7.L1,...,:�%.i.'W'.�-._,.-.a�
".
..,.;..-L.�'�.:�IL.�:..:.-.m�..,j.*.�-:�.W"-.�:..:.:..i.�.,..::,..:�.
...-..--.:�...
;.. : .
_...._._-.".:...."�i.%-!-_.W.�:�_.1.",.,rI�.�T:--.:...,..-..-..�:--:.I,.,I.�..,:....w�_....,,:.-.,w,:.W.:,..�.�w..:-..:.�';.-.::wt:,--'.*':.z::i�li-�,_:-:,,1,:.'.W-..m�1::.�T,..,�.,,._._WI..._'..,.,-.�.:.4_,-.,..,:.�,.-.L L�",'.:p L V.-_t."�..:_::...-.m__--..l.-.�.��!:._.w'.,-Il-I..:W...-':.-..1----._,...X-.w7-�.w::.I::_-':,:.._�..-�,..,.p.._:�.�_.yl.�,.1,;.--..!"'...-.I,......:I��.,W.w.;mI.":,'.I.,..l Z._I,!L I`;.t v--.j..".�L'j-��.:...��:.-..�.�.-'..'".'^1-��...3,'_'.'.L..,-�m I1._...l.��_!F;.!:'�r;.-..:.:�-..*..:1:'..i.....�.�;::l;�..i.i�,�:*-.�..w
.-w.-.--..
lnsula#ed Pan ::.:-..-_........-
Fascia. Wall: Block ❑ Conventional[]
: ..
..,:..'�-.-..'�:�:�_:'-.:_.I.:..:..:.w,.',:'.--.....ww...,�.
.: :..:. ... .
Beams .... x Post x
Pafio�._...,_-��_�,,_-.._-.,--'.,*�,�-.`.,-,,,�-,..;.f�I��-�-.W.m.�--.�".:,--_.%._.���..,..,"::�,,.-.��1_:._.'a,;�.�.1"I.....,�,�::0W�-:.I...m.'�w:,.,.�Cover .-..�_.......�....:.-*�..�.....W z,....,,,.�...*:....,:.."-_w"-.:�..%.--�...'1..'W.,.,.�:.:..::`.,-...-..,......W.-..-:I.,�:'..'..t-....-:....,W.:-:.-,..LW,,..._._v:..:..�.:.-.-:..._W.w::,.w::,'W....,%,..�:w.....,.-,,,,....:'."...-.,.:...,.:.-.t I,!........w�.,,.l.-......Lr....W-..:.....:.1..*..-.:..I L.,
Insulated Pan
Fascia❑ Wall Ba- Gonven#ional❑ - .
Beams x Post 3 "x
_ _r
- -_ .. .
Concrete.
Exist�rtg�New• A" Slab❑ P1er❑RWhon Footer x Pavers❑
.. .. _
Qthery ` . .
t
,_.
._
. 3 f -
j - .:
I.- Note In the event that there is a conflict with the design plans and general notes and design'standard,the contractor
shall utilize the more stringent dimensions and member sues pronto otdenng materials,fabrication and/or construction
between the plans and the`general notes and design standard
.
. ..
..
:>
._. _
11RIM
13 A. )
General Notes & Design Standards
(Unscreened Patio Room Enclosure)
The following are general design standards.More stringent design standards may be noted on the plans. In the event
of a conflict in plans and/or design standard dimensions and/or member sizes,the contractor must utilize the more
stringent dimensions and/or member sizes prior to ordering materials,fabrication and/or construction.
Design Codes:
Florida Building Code 2014(5'Edition)
Aluminum Design Manual 2010
ASCE 7-10
Design Loads•
Pursuant to FBC Chapters 16&20
Ultimate Wind:-150 MPH(FBC Table 2002.4) (45 psj)
Risk Category:-See attach site specific plan sheet(FBC Table 1604.5)
Exposure Category:-See attach site specific plan sheet(FBC 1609.4.3)
Additional Load requirements:
Structural members supporting screened enclosures are designed for wind in both of two orthogonal directions using
the pressures given in Table 2002.4.Each primary member is also designed for a 300 pound load applied vertically
downward along any 1 foot of any member, not occurring simultaneously with wind load.In addition to wind
pressures, purlins is also be designed for a 200 pound load applied vertically downward along any 1 foot of any
member,not occurring simultaneously with wind load.
Design Basis:
Allowable Stress Design(ASD)=Allowable Strength Design(ASD)divide by safety factor
General Requirements:
Reproductions of contract drawings by contractor in lieu of preparation of shop drawings signifies acceptance of
information shown as correct and obligates himself to any expense,real or implied,arising from their use.
A change to the structural drawings due to the acceptance of alternates and/or substitutes is the responsibility of the
contractor and must be submitted to the engineer for approval.
The general contractor and each subcontractor shall review the approve construction plans in its entirety and verify
all existing conditions prior to the start of any work. All inconsistencies shall be reported to the designer and/or
structural engineer, if needed. Should contractor construct the premises in a fashion not consistent with the plans
prepared by the designer and/or structural engineer, or in any fashion, change the plans and drawing without the .
review and approval from the designer and/or structural engineer. Then designer and/or structural engineer shall
bear no responsibility or liability for the construction of premises and accuracy of the drawings.
Foundation and Earthwork:
Applicable only when unsuitable soils are encountered.
When unsuitable soils are encountered as specified bearing strata,notify owner's representative/engineer.
Soil bearing capacity—2,000 psf Minimum
Provide neat excavation for footing and place concrete immediately after excavation and inspection.
Pump water from footing excavation if greater than one inch.
Compact all fill to 95%ASTM D698 density.
Unit soil weight= 105 pcf
Internal angle of friction=30 degrees
Coeff.Of friction between footing and soil=0.5
4401 Vineland Road., Suite A6, Orlando, FL 32811. (P)407-734"1?1Q rPP4Y790
www.aluminumscreendesign.com
}z g U C g p
.,.� ..� Cx^`3��$C��£ tg 1.�rY u� r'a,n�`"R. ,B �"&` ���ffi°+�,�-mow
f
as¢
w %
Structural Aluminum:
Conform to latest edition of Florida BuildingCode and Aluminum Design Manual standard practice for aluminum
g
design.
All aluminum shall be 6005-T5(E= 10,000 ksi;Fy=35 ksi)with a minimum wall thickness of 0.046"
Splicing prohibited without prior approval as to location and type.
Burning of holes in aluminum members is prohibited.Any member with burned holes must be replaced.
Aluminum Protection:
Shall be pursuant FBC 2003.8.4.Aluminum surfaces in contact with dissimilar materials, lime-mortar, concrete, or
other masonry materials, shall be protected with powder coated or ESP paint or alkali-resistant coatings, such as
heavy-bodied bituminous paint or water-white methacrylate lacquer.
Screws:
Aluminum self-tapping screws shall conform to ASME B 18.6.4 specification.
Self—tapping screws shall meet the requirements of ADM J.5
Maximum fastener spacing shall not exceed(3+20t)where"t"is the member thickness in inches.
For roofing and siding connection, use minimum#12 screws for end and side laps spaced at 12" max for side lap
and end lap fasteners shall be no more than 2"from the end of overlapping sheets.
Bolts:
Bolts and other fasteners shall be aluminum, stainless steel, hot-dip or electro-galvanized steel. Double cadmium
plated steel bolts may also be used.Bolt holes diameter shall not exceed 1/16"larger than the bolt diameter and shall
be spaced at a minimum of 2.5 times the bolt diameter with minimum edge distance of 1.5 times the bolt diameter.
Bolts shall meet the requirements of ADM J.3
Concrete
Conform to ACI 318,latest edition and ACI 301
Compressive Ultimate Strength(Minimum at 28 days)shall be 3000 psi
Exposed chamfer edges shall be 3/4"
Reinforcing Steel:
Conform to ACI 318 and 315,Latest edition
All reinforcement steel shall_be ASTM A615 Grade 60.
Smooth dowels&ties shall be ASTM A185
Welded Wire Fabric shall be ASTM Al85 or A82(Flat sheet).
Deformed bar anchors shall be ASTM A496,Grade 70
Cover: Footing 3"
Washer:
Washers shall be used under bolt heads and under nuts.
Hole Alignment:
Poor matching holes must be rejected. Contractor shall prevent holes from drifting and distort the metal. All chips
and foreign matter between contacting surfaces shall be removed before assembly.
r.
4401 Vineland Road., Suite A6, Orlando, FL 32811. P 407-734-1470 (F)1171471
www.aluminumscreendesign.com
nA U Wk I N 0 Ah" C R E E N D 1E S,DG-71 P4
a
Beams&Uprights: I
In the event of a conflict with the values in this table and the site specific plan,the contractor must utilize the more
stringent dimensions and/or member sizes between the site specific plan and the below applicable span limitations
prior to ordering materials,fabrication and/or construction.
150 MPH
PRIMARY HEADER BEAM MEMBERS-OPEN COVERED PATIO-(No Screen Insert)
3"Pan Roof Span 3"Pan Roof Span 3"Pan Roof Span 3"Pan Roof Span 3"Pan Roof Span
Maximum Roof Span Maximum Roof Span Maximum Roof Span=10' Maximum Roof Maximum Roof Span=
n ! 1, n "
SIZE =6-0 =8-0 0 Span=12'-0 15'-0'I
2 X 4 9'-0" T-4" 8'-0" 7'-0" 7'-0"
2 X 5 12'-0" 11'-0" 10'-0" 9'-0" 8'-0"
2 X 6 13'-0" 12'-0" ill-0" 11'-0" 101-0"
I n I " r n I n r "
2X7 15-0 14-0 13-0 12-0 li-0
2 X 8 15'-01,* 15'-0" 15'-0" 15'-0" 13'-0"
2 X 9 15'-0"* 15'-0"* 15'-0"* 15'-0"* 13'-0"
2 X 10 15'-0"* 15'-0"* 15'-0"* 15'-0"* 13'-0"
Column sae.is 3 x 3 x o.125"(1/8")unless noted otherwise with a max Freight cf 9'-0":(C5R)control<U.Largerspan req larger column she.
Knee Bracing:
Contractor shall provide knee bracing on 45 degree angle pursuant the attach detail sheet that specified size and
length requirements. Knee bracing on upright above super gutter intersection shall be connected to upright no more
than 6"above the super gutter.Knee brace size shall be a minimum of 2 x 2 for beam span of 15' max;2 x 3 for 30'
max;2 x 4 for beam span greater than 30'.
Intermediate/Header Beam:
Contractor is required to install a minimum 2 x 7 intermediate header beam supported with 3 x 3 column spaced at
10 feet(max)when insulated roof span exceeds 15 feet.
Patio Cover:
Contractor is required to install insulated roof covering pursuant to the Florida product approval specification.
Overhang shall be a maximum of F-0" along the side, 3'-0" along the front and 1/2" along the front interface
between the super gutter and the attached pool cage knee riser wall.
Edge Distance:
Contractor is required to install uprights to provide a 2"minimum clearance from edge of slab and/or footer.
I aim
4401 Vineland Road., Suite A6, Orlando, FL 32811. (P)407-734-1470 L7t4 7
www.aluminumscreendesign.com
.
..
. .. .
. . .
.. . .
.
.
.: .
.
..
.. ..
IS SU
. TIN•G PQC3L�ENCLO RE NC}USE
�.I..�:..�I,...%,,...I.:...II...I...I.I I:....I.I..,I.I.;.I.I,:...:.-..II.I.....��I1��II�...:...,�1..::.:...-...,...,..�..�..,..-.I:...:.:I...I.........,..,1I.I�.I.,.�.I.......�.��.1:...1�.....�I.....:........:..��1,.-.�..........I—.I..I:.�,,..-..I.;I.�,....I I,-���...:�..��.��.,..-..:....I...i-.I.I.--::I.1I..1....,.-II.I.—,.....I.1,F.1II!i..�I i�i1-,!'�1.....,'��..I,I.:,,-I--���I,�.:-.�I.II,I�—�....,.....IIt..I.,,,:-...�-�I...-..2 I�1..1..Iq:...I.:,.�I�I�-2..v�..0:'1...�1.��...I'I.�I.—�I-CI...3�I.�I:.....-.I.I,�,o...,..II rII.1�..�;�.....II-..��1 I'.:.:r:,.;�,I"I...����:.,,�..:�...-I.3I 1 i I.7;�L-4-�,�r..�:%..��].<��.-.�.,�.1..�:Ii;�,1...1�1"I:�.
... .. 0. N
00'. E - ",�I*-,".,�
�. 2X7 ..carver beam aitach'es tobottom of existing eve rail ivfth receiver channel
i secured 12 OC and supported with 3x3 pdsLs no more.then 12'OC
ix2 1
! 3 � Fww..� � .- .��
I
i r�+ew slabx12 �� existing slake
I z
x
f7
��
r " , f 3 insulated .roof
i .N v #' •.
,% I �' r
I F f.� $
��
I
t aSa�E!. +'fir ,a +� $ y�'
i z r t<
,�_ % Fes.. ?'. �.�,.'
1x13X3 4si r
p I_ w �.W
9x3 post pprread at t3'OC supporting 24 ca ner beam
.. .. ,.:
_W:_
N
_ Zx5 carrier i)aam
.. ,:
. , -
[.f
r •■
xx .IA7
S i f,S
«. m
rs,
8 ,
. ..
3x2 chats rails 3
._.
._. __
r
1 4
C
• , , ".. ->
V
T
_ .. _
.. ._...,.._ .. .,... _. �_ ,._.....�,._.. .�. -.. .. .. .. . ._. ..., .�. r .n,...,... .. .. .... .... — .. ............. _.� ._.. ._ .. _...� _ . .... ..
1 5'x 2 receiver channel attaches to house
With tapwns% x 19<:
/7 3"header secured to house(CBS),vAth 11r.tapa=. -
x 1 a4 long every
' .. _. ...
Carrier beam...
3 t
{ bolts with rryiook
2" nuts
E .. 3"insulated poty.panel ' 3"
FF E f�
Carrier Beam '
'D
{ i
#12'x 1'amount a
t
size of carrier beam
1 �
f�.
u tapcons through fec
channel into block wall. "
- .
" 318"baits through
beam and post
with nyiocfk nuts
3° I
I I —3'Internal post insert secured
to concrete with(4)ik 1 314 tapcans
s, r
[ {4r
�� ga bolts z 4 secures post to trssert
Poly roof post and beam connection ;details using.3'°-posts
contractor Altarnativo �pt�on �a
ILF
EXTRUDED FASCIA IS ATrACBED
3"C CHANNEL IS
D TO
STRUCTURE
ALUMINUM SCREEN DESIGN 3' INSULATED ROOF WITH#10 11'6T0 6"FROM ENDS 24"CA&ITO 33"INSULATED ROOF WITH 6#10I1'PER SIDE
FROM ENDS 24"O.C.
EXTRUDED GUTTER IS ATTACHED T
3"INSULATED ROOF WITH#10 1"6"
FROM ENDS 24"O.C.
ROOF IS ATTACHED TO FRONT WALL .3"INSULATED ROOF IS ATTACHED TO
WITH 4 #10 4"PER PANEL 3X3 POSTS ARE ATTACHED ALUMINUM STRUCTURE WITH#10 4"
TO 2X5 BEAM 2 3/8"X 3 1/2" 6"FROM ENDS 24"O.C.
CARRIAGE BOLTS TYP.
UPRIGHTS ARE ATTACHED WITH:
C)►d C �' BLIND SCREWED WITH(3)#10 3",
z S l=s r2X2 POST.046 OR GREATER CAPRI CLIPPED WITH(4)#10 1"PER CLIP
�y r. BLIND CLIPPED WITH 4 #10 1"PER CL
IX2 IS ATTACHED TO 3X3 POST
�n o HINGE LOCATIONS
rod n nO`�t WITH#10 2"6'FROM ENDS 24"O.C.
.r0r-'d
CA
IX2 IS ATTACHED TO ALUMINUM STRUCTURE
r+ SCREEN DOOR FULL Z OR
vi Y
P DOOR JAM STANDARD DETAIL WITH#10 2"6"FROM ENDS 24"O.C.
to
-d36".
v� -x
r M 01
mo�n�3
t7 ro GIAOO 1Q1
Mrs w E-m CHAIR RAIL IS ATTACHED TO UPRIGHTS
EAC R ISICREI INTO UPRIC+ $I 010 1"6"FROM ENDS 24"O.C. WITH EITHER:
w - ®0 z BLIND SCREWED WITH(3)#10 3",
t� °''m o z CAPRI CLIPPED WITH(4)#10 1"PER CLIP 3 CHAIR
r 9 r D 0 BLIND CLIPPED WITH 4 #101"PER CLIP
9'! �POST IS ATTACHED TO
Z of blr6kCKET WITH 13/8"X 3
0 9 m HCARRIAGE BOLTS UPRIGHTS ARE ATTACHED WITH:
m m--t m v BLIND SCREWED WITH(3)#10 2", IX2 IS ATTACHED TO CONCRETE
m-1 CKET FROM 3X3 IS ATTACHED CAPRI CLIPPED WITH(4)#10 1"PER CLIP WITH 2-1/4"X 1/4"TAPCONS 6"
o fD ONCRETE WITH 2 1/4"X 2" FROM ENDS 24"O.C.
BLIND CLIPPED WITH 4 #10 1"PER CLIP '
In
CONS TYP.
9 -
IF"INUMSCREENDESIGN.COM DESIGN STATEMENT MICHAEL THOMPSON
METAL IS.046 THICKNESS OR GREATER ALLOY IS 6005-T5 4401 VINELAND ROAD
SCREENDESIGN ALL TAPCONS SHALL PROVIDE MINIMUM OF 1 1/8"EMBEDMENT DEPTH SUITE AC)
OO.COM THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE TO MEET THE REQUIREMENTS OF THE 2014(5TH EDITION)
P : 407-734-1470 OF THE FLORIDA BUILDING CODE FOR OPEN AND SEMI-OPEN STRUCTURES AND SHALL WITH STAND ULTIMATE WIND ORLANDO,FL 32811
SPEEDS OF 150 MPH(FOR 3 SECOND GUSTS)NOMINAL SPEED 117 MPH UP TO A 15FT ROOF HEIGHT,FACTOR OF 1.0,AND EXPOSURE C,RISK CATEGORY 1.0_/ P.E. #47509
F . 07-734-1790 CONTRACTOR SHALL FIELD VERIFY ALL PLANS DIMENSIONS PRIOR TO MATERIAL PURCHASE,FABRICATION AND CONSTRUCTION
CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY SHOULD SITE CONDITIONS DIFFER FROM CONSTRUCTION PLANS CA#30930
EXTRUDED FASCIA IS ATTACHED
D TO
STRUCTURE
ALUMINUM SCREEN DESIGN 3' INSULATED ROOF WITH#10 11'6T0 6"FROM ENDS NDS 24"O.C. ITO 33"INSULATED ROOF WITH 6#10 1"PER SIDE
FROM ENDS 24"O.C.
EXTRUDED GUTTER IS ATTACHED T
3"INSULATED ROOF WITH#10 1"6"
FROM ENDS 24"O.C.
ROOF IS ATTACHED TO FRONT WALL 3"INSULATED ROOF IS ATTACHED TO
WITH 4 #10 4"PER PANEL 3X3 POSTS ARE ATTACHED ALUMINUM STRUCTURE WITH#10 4",
TO 2X5 BEAM 2 3/8"X 3 1/2" 6"FROM ENDS 24"O.C.
CARRIAGE BOLTS TYP.
UPRIGHTS ARE ATTACHED WITH:
2X2 POST.046 OR GREATER BLIND SCREWED WITH(3)#10 3",
CAPRI CLIPPED WITH(4)#10 1"PER CLIP
BLIND CLIPPED WITH 4 #10 1"PER CL I
HINGE LOCATIONS 1X2 IS ATTACHED TO 3X3 POST
WITH#10 2"6"FROM ENDS 24"O.C.
1X2 IS ATTACHED TO ALUMINUM STRUCTURE
SCREEN DOOR FULL Z OR WITH#10 2"6"FROM ENDS 24"O.C.
DOOR JAM STANDARD DETAIL
0"1"36"
2 HINGE Doof�
CHAIR RAIL IS ATTACHED TO UPRIGHTS
EACH DOOR IS SCREWED INTO UPRIGHTS WITH#10 1"6"FROM ENDS 24"O.C. WITHEITHER:
BLIND SCREWED WITH(3)#10 3",
CAPRI CLIPPED WITH(4)#10 1"PER CLIP 2 IR RAIL
3X3 POST IS ATTACHED TO
BLIND CLIPPED WITH 4 #10 1"PER CLIP
�
BRACKET WITH 1 3/8"X 3
1/2"CARRIAGE BOLTS UPRIGHTS ARE ATTACHED WITH:
BLIND SCREWED WITH(3)#10 2", 1X2IS ATTACHED TO CONCRETE
BRACKET FROM 3X3 IS ATTACHED CAPRI CLIPPED WITH(4)#10 1"PER CLIP WITH 2-1/4"X 1/4"TAPCONS 6"
TO CONCRETE WITH 2 1/4"X 2" BLIND CLIPPED WITH 4 #10 1"PER CLIP FROM ENDS 24"O.C.
TAPCONS TYP.
A1CtINUMSCREENDESIGN.COM DESIGN STATEMENT MICHAEL THOMPSON
, { METAL IS.046 THICKNESS OR GREATER,ALLOY IS 6005-T5 4401 VINELAND ROAD
AlI�MNUMSCREENDESIGN ALL TAPCONS SHALL PROVIDE MINIMUM OF 1 1/8"EMBEDMENT DEPTH SUITE A6
@mOO•COM THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE TO MEET THE REQUIREMENTS OF THE 2014(5TH EDITION)
PIJ12y: 407-734-1470 OF THE FLORIDA BUILDING CODE FOR OPEN AND SEMI-OPEN STRUCTURES AND SHALL WITH STAND ULTIMATE WIND ORLANDO,FL 32811
SPEEDS OF 150 MPH(FOR 3 SECOND GUSTS)NOMINAL SPEED 117 MPH UP TO A 15FT ROOF HEIGHT,FACTOR OF 1.0,AND EXPOSURE C,RISK CATEGORY 1. E.#47509
FA07-734-1790 CONTRACTOR SHALL FIELD VERIFY ALL PLANS DIMENSIONS PRIOR TO MATERIAL PURCHASE,FABRICATION AND CONSTRUCTION
CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY SHOULD SITE CONDITIONS DIFFER FROM CONSTRUCTION PLANS CA0 093 0
ALUMINUM SCREEN DESIGN
gT 3X3 POSTS ARE ATTACHED
2 �W,9L OA TO BEAM 2.3/8"X 3-1/2"
cn �'j Ld CARRIAGE BOLTS TYP.
-Al
`^ T-9it
B 3X3 POST IS ATTACHED TO
BRACKET WITH 1 3/8"X 3-1/2"
CARRIAGE BOLTS
X Cf) A
B. BRACKET FROM 3X3 IS ATTACHED
O TO CONCRETE WITH 2,2 1/4"X 1/4"
TAPCONS
cn
cn
C
Ahi NUMSCREENDESIGN.COM DESIGN STATEMENT NHCHAEL THONPSON
SCREENDESIGN - ALL TAPCO S SHALL PRTAL IS.046 IOVIDE MINIMUM OF1 1/8"EMBEDMENT DEPTH CKNESS OR GREATE ,ALLOY IS 6005-T5 44O 1 VINELAND ROAD
@Jymo.com SUITE A6
THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE TO MEET THE REQUIREMENTS OF THE 2014(5TH EDITION) ORLANDO,FL 32811
P : 407-747-1470 OF THE FLORIDA BUILDING CODE FOR OPEN AND SEMI-OPEN STRUCTURES AND SHALL WITH STAND ULTIMATE WIND
SPEEDS OF 150 MPH(FOR 3 SECOND GUSTS)NOMINAL SPEED 117 MPH UP TO A 15FT ROOF HEIGHT,FACTOR OF 1.0,AND EXPOSURE C,RISK CATEGORY 1. E.#47509
F 07-734-1790 CONTRACTOR SHALL FIELD VERIFY ALL PLANS DIMENSIONS PRIOR TO MATERIAL PURCHASE,FABRICATION AND CONSTRUCTION
CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY SHOULD SITE CONDITIONS DIFFER FROM CONSTRUCTION PLANS CA#30930
ALUMINUM SCREEN DESIGN
comic
I:i� c
c•ONL�,
6"O THICKENED DGE LZ
3000 PSI
=J
CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING:
VAPOR&TERMITE PROTECTION(IF REQUIRED)
CONCRETE SHALL BE A MINIMUM OF 3000 PSI
CONTRACTOR SHALL SECURE COLUMN BASE TO THICKENED EDGE
MICHAEL THOMPSON
ALUMINUMSCREENDESIGN.COM 4401 VINELAND ROAD
ALUMINUMSCREENDESIGN SUITE A6
@YAHOO.COM ORLANDO, FL 32811
PHONE:407-734-1470 P.E.#47509 .
FAX:407-734-1790 CA#30930
F Taan 0OJ 5
v "........ I
EPS FOAM CORE ROOF PANELS - METAL SKID DESIGN NOTES JAD* '
ALLOWABLE DESIGN PRESSURES UTILIZED IN
SEAL JOINT WITH THIS DOCUMENT HAVE BEEN CALCULATED PER �°��p
CONTINUO.. THE RE
QUIREMENT$OF THE FLORIDA BUILDING �' """
CAULKING OR TO WOOD G=O.SS OR BETTE,R_J,' Y4"0 LAG SCREWS WITH CODE&ASCE 7.10 USING ALLOWABLE STRESS s Ftt
SEALING TAPE OPTIONAL FAN BEAM 1 "0 MIN.WASHERS,1 2'MIN.THREAD PENETRATION TO DESIGN METHODOLOGY WITH THE CRITERIA AS 0
.r EXISTING WOOD MEMBER 3/'MIN,EDGE DIST,SPACED 2" OUTLINED HEREIN.
FROM EACH END AND 5"LS,C.MAX. .S,Z��
GENERAL NOTES 1! 5
OT ALUMINUM(6063-T6 MIN.ALLOY):
D
1 T SS RI A TION MA
S BEEN DESIGNS ANDt• H P 1 CA-r Y4°A SAE GRADE S SMS WITH 1/z 0 MIN.WASHERS,SCREWS $HALL BEFABRICATED I21 ACCORDANCE WITH THESHALL BE 1"LONGER THAN PANEL THICKNESS WITH 1 Y2"MIN, REpU1REMENTS OF TIIE FLORIDA BUILDING CODE FO SEZ PANEL INTERLOCK EDGE DISTANCE,SPACED 1"FROM ENDS WITH THE WITHIN&OUTSIDE OF THE HVHZ.COMPOSITE ROOF
FOLLOWING BALANCE: PANELS SHALL COMPLY WITH CHAPTER 7 SECTION 72, rrint�L. ¢ a
1 N.T.S. VERT SECTION PROVIDE 1Yz"MIN. • TO 0.045°MIN.THICK ALUMINUM:2"O.C.MAX CHAPTER 26 SECTION 2603 OFTHE FBC CONTRRIOR ACTOR AND
U
• TT 0.062"MIN,THICK ALUMINUM:2.3/4"T.C.MAX Z l!u\ {i W
SPACING BETWEEN SHALL INVESTIGATE AND CONFORM TO ALL LOCAL ..
ANCHORS IN EACH • TO 0,125"MIN,THICK ALUMINUM:5"O.C.MAX BUILDING CODED AS STATED
WHICH MAY APPLY,DESIGN N W
TO WOOD:(2) "0 LAG SCREWS WITH TO 0.125"MIN.THICK ALUMINUM:6.3/4"O.C.MAX CRITERIA BEYOND AS STATED HEREIN MAY REEQQUIRE W W
1 MIN.THREAD PENETRATION TO PAIR,TYP' %o"O SAE GRADE 5 EMS WITH 1 Y2"O MIN.WASHERS,SCREWS ADDITIONAL SITE
SEALED ENGINEERING. 3
E )STING WOOD HOST(G-0.55 OR SHALL BE 1"LONGER THAN PANELTHICKNESS WITH 1 SS"MIN. 2. THIS SYSTEM IS NOT APPROVED FOR LARGE OR - .l N
EXISTING 0.024"OR 0.030" SMALL IMPACT RESISTANCE.WHEN USED WITHIN THE - p W
BETTER),Y4"MIN,EDGE DISTANCE, EDGE DISTANCE,SPACED 1"FROM ENDS WITH THE
.F SPACED AT 6"O.C.MAX, HOST STRUCTURE ALUM OR 26ga FOLLOWING BALANCE: HVHZ, ARE SYSTEM SHALL BE LIMITED To NON-HABITABLE IO W
lYa" BY OTHERS,TYP. LIVING AREAS •+O
STEEL TOP&BOTTOM . TO 0.045"MfN.THICK ALUMINUM:2.1/2"O.C.MAX 3. NO 33.1/3%INCREASE IN ALLOWABLE STRESS HAS 1 �
TO CONCRETE:(2)Ya"O ITW STAINLESS MIN' PANEL 4'MAX WIDTH PER FACINGS TO 0,062"MIN.THICK ALUMINUM:3.1/2"O.C.MAX BEEN USED ItJ THE DESIGN OF THIS SYSTEM.
< INTERLOCKING PANEL
STEEL TAPCONS with 13/4"MIN.EMBED. DEPTH • TO 0.090°MIN.THICK ALUMINUM:6.1/4"O.C.MAX 4. THE ARCHITECT/ENGINEERRSUPERSTRUCTURE
OF RECORDSFORTHE
DESIGN
TO EXISTING 3192PSI NON-CRACKED _ /i _ (1/4"PER FOOT MIN SLOPE) _ • TO 0.125'MIN.THICK ALUMINUM:8.1/2"O.C.MAX PROJECT SUPERSTRUCTURE WITH WHICH THIS DESIGN IS �J
CONCRETE HOST 2Y2"MIN.EDGE % °1° a-- ------- USED SHALL BE RESPONSIBLE FOR THE INTEGRITY OF ALL 14
DISTANCE,SPACED AT 12"O.C.MAX. ' ° EPS CORE(1.0 PCF) OPTIONAL SUPPORTING SURFACES TO THIS DESIGN WHICH SHALL BE dL,`
_ _ COORDINATED BY THE PERMITTING CONTRACTOR
HOLLOW BLOCK:(2)Yi"O ITW °C•CHANNEL,MIN 0.045" ° °°°° GUTTER S. SEPARATE'SITE"SPECIFIC'SEALED ENGINEERING
/ OR DRIP SHALL BE REQUIRED IN ORDER TO DEVIATE FROM LOADS, �.
STAINLESS STEEL TAPCONS WITH 1 Y4" THICK(6063-T6 ALUM) I CAP DEFLECTIONS,OR SPANS CONTAINED HEREIN. LINEAR
MIN.EMBED.TO EXISTING HOLLOW �!%; CLEAR SPAN(L)INSIDE TO INSIDE OVERHANG-{ INTERPOLATION OF THE ALLOWABLE SPAN TABLES LISTED ,y
HEREIN SHALL NOT BE PERMITTED.CONTACTTHIS r}
m BLOCK 2S4"MIN,EDGE DISTANCE, #Bx%a"SAE GRADE 5 EMS AT 6" 36"MAX 0/H AT FRONT& ENGINEER FOR ALTERNATE SPAN CALCULATIONS AS MAY
SPACEb AT 6"O.C.MAX, D.C.MIN.TOP&BOTTOM,TYP, BE REQUIRED
25%OF LAST PANEL 61 THE CONTRACTOR SHALL CAREFULLY CONSIDER
1 ROOF PANEL/SPAN DETAIL WIDTH AT SIDES(UP TO POSSIBLE IMPOSING LOADS ON ROOF,INCLUDING BUT
12•MAX O/H AT SIDES) NOT LIMITED TO ANY CONCENTRATED LOADS WHICH MAY
JUSTIFY GREATER DESIGN CRITERIA,THIS ADDITIONAL
1 N.T.S. VERT SECTION ROOF LOAD CRITERIA SHALL BE PROPERLY ANALYZED BY A ;
MAXIMUM ALLOWABLE CLEAR SPAN TABLE_ LICENSED ENGNEEROR REGISTERED ARCHITECT.
7. EPS CORE COMPOSITE PANELS SHALL BE (.;
ROOFS DER SCREEN WALLS AND PATIO COVERS) CONSTRUCTED USING TYPE 3305-H254ALUMINUM
n j 9•PTnols 4•Panals Onels FACINGS,1.0 PCF EPS.THE EPS FOAM SHALL BE ADHERED •�- wc,+�•
TO THE ALUMINUM FACINGS WITH MOR-AD M"652 3 7t 1
EePa Live Loud OoDactlon 0.024" 1 0,000' 280A a.02d"(') 0,024" D,O30" 26ga Slael 0.024° 0,030" I 2000 MOISTURE CURE URETHANE ADHESIVE(BY ROtIM&HAAS 999
NSnd Sped aura Blor Up. UM1 Alum Skin Alum Skin 81ad Skin Ca., FABR[CAT[OTJ SHALL BE[N ACCO ANCE WITH p d G
(U 1 `` Alum 9Hn Alum Skln Alum Skln fikln Alum 8kln Alum fikm .1119Hn AT ROVED FABRICATION METHODS BY METALS BUILDING 'dP5
1 1•LB EPS 1•LB EPS 1•LO EPS 1.&LB EP9 1•LB EPfi 1•LB EPS I 1-LB EP"u 1•LB EPS'1•LB EPS I I•LB EP9 PRODUCTS AT THEIR GROVEUIND FACILITY FOR ALL L�
I10 MPH I B 9PBF I ttD 76'-I f' le'•6' m•B• 1 lw-r 1B'•11, 2a•6" 27.0" 23'4' 2Y.01 . 2T-W PANELS EXCEPT THE 3"/0.024"ALUM SKIN//1.5•Ib FOAM G
11OMPH ! C 1OPSF 120 15•r 1rr I IV-r I 15'.IV 171.114 19'•4` 1 27.7' 27.8' 27.0' 2a-0• PANELS,WHICH AT THEIRHALL BE MANUFACTURED METALS
110 MPH i D 13 PSF 120 14'•1` 16'•4" IT-C ! 14'•a' 16'•e- 17'•11" 1 20'JW 211V 1 22'•2' 1 27A' BUILDING PRODUCTS PANEL
PERFORMANCE
CHARACTERISTICS
S FO j
B. EPS PANEL PERFORMANCE CHARACTERISTICS FOR
120 MPH I B 11 PSF ! 120 14'•/1" ! 1T•4` 16•0" 1 t61•7" 1T•8' 19'•1" 1 21'•10' 22.0" 1 2J'-0" I 27A' SELF IGNITION FLAME SPREAD AND SMOKE DENSITY HAVE
120 MPH I C 12 PSF i 120 14'•3" 1 IV-F 17.7• ! 14'•10' IV-10" 10'•7' 1 20•ff' 21'•4" ! 2•5" ! 27.0• BEEN QUALIFI6i0 THROUGH APPLICABLE ASTM TEST
120 MPH 1 D 15 PSF 120 17'•4" IF-V 1 16'•5" 1 13"IP IV-11, 17'•a' 1 t0.2" 191•Ir 21'4" 1 27.0- STANDARDS.SEE EVALUATION REPORT FOR MORE
17o MPH 0 12 PSF 120 14'•r 164, 1T•9" 14'•7P 16'•0" +6'•7" 1 2a•B" 21'•3" 1 12.4' 27-0" INFORMATION.
g 9. ALL FASTENERS TO BE 08 OR GREATER SAE GRADE 5 ❑❑❑qqq i• 1
A 170 MPH ! O 14 PSF 1 120 17.9" I lv-r 10.0" , 14'•1" 16'•7r 1T•3" 1 16.6' 2a•T 2FT 1 23'•0' UNLESS NOTED OTHERWISE,FASTENERS SHALL BE a i
14ANT
0 MPH 1 B 14 PSP 1 120 13'-W 1 16'B" 16'B" 14-V t167a' 17'•3" 1 19-71, 2a3" 1 t2P-0" 27•a' MATERIAL AND SHALL
LL OTHERWISE H"SPECIFICATIONS
MATERIAL AND SHALL COMPLY WITH"SPECIFICATIONS FOR a1 Q
140 MPH C 17 PSF 120 17.9" 1 14'•a' 16.r 1 13'•4" 16'•1" 10'•3" 1T•11" 16.1" 2a•1' 22.9' TABLE NOTES: ASSOCIATIONALUMINUM RINC.,STRUCTURES"ANSECTION PABLE FEDERAL,STATE,
o MPH I D 20 PSF 1 120 IMr 1 17.I I, 14'-V 1 12.6" 14'•3" 15'•a" 1 19.5" IT-12" 1 10.11' I 20.10' AND/OR LOCAL CODES. - ®• y
0 MPH B t6 P6F ! 120 17a' 1 Ia•7' 16'•3" 1 13'•9' 1a'a' Ia'•to' 1e'no" 10•e' 1 20'•9• 1 27A" 1. CALCULATIONS BASED ON FBC SECTION 2002.4,SOLID 10. CONCRETE ANCHORS NOTED HEREIN SHALL BE w6&
5o MPH 1 C 10 PSF ! 720 1T•3' 1 14'•r 144•11" 1. iVil" 14'•6" IN-11" I IV-11" 16�4" 1 1014' 1 2T.6• SURFACE VERTICAL LOADS,RISK CATEGORY I,30 PSF MIN EMBEDDED TO NON•CRAKCED CONCRETE ONLY.INSTALL �T2 9
150 MPH 1 D 23 PBF 1 120 i t'-0" 17.4' 13'•r 1 17.0" 13'•7" f4'.6" 18'•4- 1T•1• ! 1B'•r I 19'8W LOAD.EXP'B'PRESSURES VALID UP TO 30'MRH.EXP IV ALL CONCRETE ANCHORS PER MANUFACTURE'S
166 MPH B 17 PBF 1 110 1T•8" 14'•8" 16'•B' ! 1T•3" 15'4" 16'•z" 1TA" 18'•1r 1 16'•12" 27.7" PRESSURES DERIVED USING FACTOR OF 0,86&EXP'D' RECOMMENDATIONS.
16B MPn ! C 21 PSF 1 120 11'41' 1 1314T 1 141-Ir 17.6' 14,.1- 15'•3" 1 1D'•7" 1r•Ia' I fa-+0" 20.7" PRESSURE DERIVED USING FACTOR OF 0.69 PER FBC TABLE ME THE CONTRACTOR IS RESPONSIBLE TO INSULATE ALL �dypJ
MEMBERS FROM DISSIMILAR MATERIALS TO PREVEIJT g 101 !
150 MPH 1 D 25 PSF 1 120 11'•r 17•ir I 17.0" f 1'•8' I3'•3" 14'•4• 1 14'•9" 10'•G" tr-0" : +17.1r 2002.4A.WINO PRESSURE VALUES FOR 156MPH E%P'C'&'D' ELECTROLYSIS. e Bp e
&165MPH[XP'L'&'D'OBTAINED USING INTERPOLATION PER FI nB8
10o MPH B 70 PIP 1 120 IZ4' 1 14'.4" 7B•r 77.11' 74'•6" 15'-iT I 17'•2" 1C•7" 1 106
` 1 2/1•10' 12, ENGINEER SEAL AFFIXED HERE TO VALIDATES p g$
1B0 MpN C 22 PSF 1 120 11'•fY 10'•7" 13'•1r 1 1T•7" 13'•11' 14'•12" 1 IV-10" 1T•7- 1 1"" 1 20'•1' ASCE 7-10 METHODOLOGY. STRUCTURAL DESIGN AS SHOWN ONLY.USE OF THIS Y� �R
1aD PH 1 D 20 PBF , WO +a•Ir 17.9 1z•B' 1 1nB" ta•D^ 14d' I IN-6- 15'-IV 1 17'•3" 1 1IT-V 2. DEFLECTION LIMIT-L/120,MAXIMUM ALLOWABLE ROOF SPECIFICATION BY CONTRACTOR et.el.INDEMNIFIES& H KB
SLOPE SHALL BE 3"MAX PER FOOT 3:12, SAVES HARMLESS THIS ENGINF,EI4 FOR ALL COST'& fppp1
16
5 MPH I B 10 P3F ! i20 17.2" 1 fa'•f• f4'4' 1 17.9" I4'•5" 184" I 16.0' Iv-x 1 19'•r 1 2Y•Y ( ) DAMAGES INCLUDING LEGAL FEES&APPELLATE FEES In 1 � 1,6
155 MPH I C 23 PSF 120 1TA" 1 17.4- 1r•r 1 tT•a' 13.7" 1 14'•8' 1 16•4" 17'•1" 1 IV-T i Ia•6 3. PANEL DEAD LOADS HAVE BEEN FACTORED INTO RESULTING FROM MATERIAL FABRICATION SYSTEM
IB6 MPH 1 C 20 PSF 1 12O fV-r 1 174' n•4- 1 1V-3' 17.9' 17•Ir 1 17.11" 16-0" 1 16'4a' 1 1T•9' CALCULATIONS FOR GRAVITY LOADS AS WELL AS ERECTION,&CONSTRUCTION PRACTICES gEYONOTHA7 COD'PoGKINDANNQ.1F10WDOPE
170 MPH 1 B 20 PSF 120 /1'•7r +3'•11" 74'•6' 1 12.0" 74'•r 7V-4" 1 fa•4• 17'•1r 1 18'•I l' 1 27•ff CALCULATIONS FOR PANEL PROPERTIES. WHICH IS CALLED FOR BY LOCAL STATE&FEDERAL 15-2406
17o MPM O 74 PBF i 120 11'•7" 1 17.1' 17•T 11'•B" 13'•1" 14'•6" ta'•n` 16'•r 1 1r•9" ! 1e'nr 4. MAXIMUM ALLOWABLE ROOF OVERHANGS FOR THE VALUES CODES&FROM DEVIATIONS OF PHIS PLAN.
y 170 MPH D 2B PSF 120 1a.7" ! 17•r 11'•71" 11'•1" 12'•8" 73'•B" 1 17.7" 16'•1" 16'•3" 1 17'•3' LISTED ABOVE SHALL NOT EXCEED 3'•0'.MAXIMUM AD EXCEPT AS EXPRESSLY S OR A PROVIDED HEREIN NO PAGE 6CALE:N.T.6.
L� ALLOWABLE SIDE OVERHANG IS 25%OF LAST PANEL WIDTH. ADDITIONAL CERTIFICATIONS
OR AFFIRMATIOt(5 ARE DESCRIPTION:
C 34 PBF'I BO 1t'•r 11'•11" 11'•B' I 17.0' 1T•0" 17.W 17.0" 12'•0" 1 17•a' I 12b• INTENDED. -
770MPH C 130 P6F•1 120 1a-6' ! 7T•1T 1T•9" 1a•71" i2.4" 13'•4• 1 17.4- 14'•1r 1 15'•It• 1 18'•11- ((Le.12"MAX FOR 48"PANEL WIDTH). 14. ALTERATIONS ADDITIONS OR OTHER MARKINGS TO
C 30 PSF•1 120 9.15 1 II-II 11'•9' : a-0" ta•1a' 1T•M 17.4' 1J'-0' 1 14'•5' I 15.9' S, (T)INDICATES ROWS FOR USE WITHIN THE HVHZ ONLY. THIS DOCUMENT Af(E NOT PERMITTED AND INVALIDATE
! O 7o pIJF• eD 1rr 1 fr•n' 1r•9" 1 +z•m Ira^ 1T•a 1 1z4m 1r.a" 1 17.0' 1 tr•o• DEFLECTION LIMITS CONSIDERED FOR USE IN THE HVHZ ARE: THIS CERTIFICATION.
e 5.1, L/80 FOR SPANS 512'•0" 15. PANEL STRUCTURAL PROPERTIES DERIVED FROM 2
176 MPH 1 G 30 PSF•1 120 1a•6" 1 tt•f1• 1P•a' i IV-11" 1T•4' 13'•4" 1 17.4" 14'-W I W-11" I W-11" 5.2. L/180 FOR SPANS>12'-0" CERTIFIED TEST REPORT$(REPORi N05.50332•A
C 30 PSF•: IBD 9•f" 1 m•T ti'•3 1 a47" ta•W" II,.u' I IM U'•B° 141•5" 1a-V 50410-A,50410-B,SO410•,50410-D 50410-E,90410•F,
D N PSF 90
fi••1• 1 11'•1a' 17•B• 1 t7•a• 17.0• tz4r ! tt•D" +7.o. I 12.W I 17•D' 5O410•G,50410•H,50410.1,BV TERRbPIN TESTING,1NC.),
176 MPM 1 D 31 PSF 120 fa•5' 1 11'•Ia' 17'•8• 1 1070' iT•4' 17•J' f7•r1 14'•0" 1 15'•10• 1 If-V
g 1 3'2" 1 INN' 'Ur I
r•� ,
'
MAXIMUM ALLOWABLE.CLEAR SPAN TABLE MAXIMUM ALLOWABLE CLEAR SPAN TABLE
ROOFS OTTER ENCrOS6D S R 0 A DIT ONS_:. ROOFS OVER E C D SON R00 DD TIONS: 654D'��'�(•+1., /9
°pan.Iq 4'limoll 5"Pomels "J Pen019 4'P9a018 B' nn 3� I ,•O /�'
DOBOC110n 0,024" 1 0,030" 2000 Steel 0.024" 0,030" 2690 ?
Wind Speed Expo• LN9 Lood LMIt 0.021° 0.030" 2890 Steal AWm SkUI Alum Skm Alum Skin Skin Alum Skin Alum&kin Steel Bkin 1Mnd 8 and Expo• llve Up", Da5ee0on 0.024" OA70- 7596 in o.024"(') 0.02/° 0.030" 17Bpa Steel 0,024" 0.030" 28pp
sure 8/or UpllO Alum Skin Alum Skin Skin P euro 6/of Uplln llml' Alum Skin Alum Skln Skin
plum Skln Alum Skin Aium 9k?n 91dn Alum 5kln Alum 6XIn Eta
(V ) 1•LB EPS 1•LB EPS 11•LB EPS 1.8•LB EP8 1•LB EPS!1•LB EPS 1-LB EPS_ 1•LB EPS 1-LB EPS 1•LB EPS (V••• y3
1b8 EPB 148 EPS I-LB EPS 1.5•LB EPS 1-LB EPS 1-LB EPS I I•LB EPS 1-LB EPS 1-LB EPS 1-LBIPS i
100 MPH I B 13 PSF 120 13•11" 16'.7' I 17'•Y 1 14W" 16'•0" 1 17'•10' 20'•4" 20A V I 21%lr 1 23'•0' 150 MPH B 1 29 PSF 120 1o'•8" 12'•3" 12'.1• 11'•1• 17.7" 13'-7" 1 131•8" IB'•2" 1 16'•5" 17'•'9' }ANTE OF
100 MPH ( 813 PSF 160 17•T 14'•1° 18'4T 17.9" 14'•B" ! 16'•T" 1T•9" 18'•Y 1 10.2" 1 22'4" 160 MPH 1 B 1 29 PSF 160 0'A" 10.0 Iv-8' I 0.0" 11'•0" 11%10" 1 13%7" 13.11' ! 14.8" 1 1T•1'i ® '• ��
100 MPH I B 13 PSF 240 11'•1" 17.16" 1 10'•8" 11%7° 13'•1" 1 14'.2" 1014" 10'•7" ! 17'•6' 20'•4' 160 MPH ! B 120 PSF 240 6'•5' 8'•B' 10'•6' 8'-10" 0'•- 10'•9" 1 124• 12'•8" 1 IT-4- 1 1F-V' •�•�?
100 MPH I C 1 10 PSF 120 13'•1" 19'•Y 1 16'•Y I 13'•5' 18'-0' 10'•B' 16'•e' 10'•7" 20'•T 2T•0" o, •-
180 MPH 1 D 42 PSF I 120 94" 10.1' 0.11" I B'.8" 10.0" 1 11'4" 1 11'•3" 12'•0" 1 1T•6" 1 14'•4•
100MPH I C 1 10 PSF 1 180 11'.6" 13'•3" 1 14'•1° 11'•11" 13'-0" 14'•7" 161•8" 17'•1" I 16••0" 20•12" �•
160 MPH D 142 PSF 160 B'•r 9'-0' 0'•11" B'•9" B'.8° 10'•8" 11'•3' 11'•3• 17.11" 14'•4' I''7( I 1 Bt A
100 MPH C I 10 PSF 240 10'•4° 12.1" I 12'•10" 10'•10" 12'4" 13'A" 19'•2° 16'•7" ! 10'•4" 10.1" 160 MPH D 142 PSF 1 240 7'.6" 8'•7° B'•r 7'•9• 0'•10" 9'-0" I 10'•10° 71" I 11'-8" 13'-0° '* 2 fac
100MPH I D 1 19 PSF 120 12'•3" 14'•3" 14'•11" 12'•10" 1A'-0" 15'•D" la%L" 18'.4" 18'•4" I 21'.0' LL W yy D1 y�
100 MPH I B 1 31 PSF 1 120 IV-4" 11'-0" 11'•7" 10%w 12'.3" 1 13'•2" 1 1T•2' 14'•7" 1 164" 18••8" 7 QQ G: F5
f00MPH I D 1 10 PSF 1 1B0 101•8' 12'.5" 1 13'•3' 1 11'•2" 12'•0" I 13'•8" 15'-9" 161•1" 1 18'•11° 10•B" R W L9` -
150MPH 1 B 131 PSF 1 180 V& IV-b' 11'•2' 0'•6" 10'•0" 11'•7" 1 1T•2" 13'•7" 1 14'•3" 18'•7° FFF��� QQ
100 MPH I D i 19 PSF 240 91•8' 11'•3" 12'•0' I 10.2" 11'-0" I 12'-6" 14'•2' 71'•T ( 15'•4" 1T•10' W`
110 MPH I B 118 PSF 120 13'•1' 16'•Y 1e'•2' 13'•8" 16'-0" I f0'•6" 18'•T 19'•7° 1 20'•7" 2J'-0" 158 MPH I B ( 31 PSF 1 240 B'•3" 0-0° 10'•2" 0'•7" 9'0" tOb' 11'•12" 12'4" i 17.11" 16'•1" W yes^ BK
110 MPH B 10 PSF 180 11'•B' 13'•3" i 4'•1" 11'.11" 13'-0° i 14'•7" te'•6" 1T'•1" 1 1T•12" 20•I2° 165 MPH C 136 PSF 120 B'•8" 10•Y 10'-0" 1D'•2" 11'•1" 11'•11" 11'•11° 13'•3" 1 144" 16'•2"
LU
180 MPH C 138 PSF 180 B'-0" 0'•IO" I 10'-0' I 8'•10' 10.1' ! 10.10" 11'•11' 17•9° ? 131•8' I 18'•2'
110 MPH D 18 P6F 240 10'A' 17-V I 17-10" 1 10'•10" 12'-0" I 13'-3" 16'•2" 16'.8" 16'•4" 10'•i" N J
110 MPH C 1B PSF 1 120 12'•3" U'•3° (.14•11" 11•70" 14'-0" I 15'-0" 18'•71" 184" I iB'4" 21'-0" 188 MPH C 1 38 PSF 240 T•8" 6'•11" B'-0" B'•1" 9'•Y 9'•10" 11'•3" 11'•7" 12'•2" 14'•2° 0
188 MPH I D I IB PSF 120 B'•1' 0-0" 9'•7" 9'•e" 10.1" 10'•10" 1o'•IO" 12'.a' 12'-1P• 13'-B' b
110 MPH 1 C 1 19 PSF 1 180 IV-Y 1z•5" I 13'.r I I V-2" 12"" 1 13'.8" 161•8" 10'-1° I 1e'.11" 1 19'.8" •1 C
158 MPH D 140 PSF I 180 T•11' OA" I 9'•7° I 04" B'•8" 1 10'•2° 10'-10" 11'-11• 12'-0° 13'•B'
110 MPH I C 1 19 PSF 1 240 9'•9• 11.3' I 17•0" I 10-r I i%e• I 17.6" 14'A" 14'•7" I 16'.4" 1 1T•11' 19B MPH D 1 4B PSF 240 T-3• 8'•6" 1 8'•11' 1 T•7" B'•7° 0'-0' 10'T 10'•10' I 11'-6' 13'•3'
y 110 MPH I D-I 23 PSF 1 120 if'-B• 13'4" 13'-0' 1 11'42" 13.7° 1 14'•8" IV-4' irT I 18'•1" 1 191•6" 100 MPH B 133 PSF 120 10'•r I Iv.V- 11'•3" I f0'•8" 11'•11. 1 1z•10" 12'-10' 14'•3" 1 16'4° 1 10'•3"
110 MPH 1 D 1 23 PSF I 1B0 io"T 11'41 I 12'•8' 1 IV-6' 11'•11° 12'•10" 14'18, 15'-0" I IV-10" I 18'-8" i50MPH B 103 PSF 1 180 0.11° 10.4° 10'•1r 1 9'•3" 10.0" 1 11'•4" 12'•10" 13'•4" 1 14'•0' 18'•3"
110 MPH I D 1 23 PSF ! 240 9'•1° 10.7" 11'A' I 9'•B° 10'•10" 11'•0° 13'•4° 73'•0" 14'•8" I 10'•B" 160 MPH B 133 PSF 1 240 51•1" 9'4° 9'•12" 1 8'•B" V.7" 1 10'•4" 11'-10- 12'•1" 1 17•9° 1 I4'•10°
120 MPH I B 11B PSF 1 120 174° 144" I 10.1• 1 17.1V 1A'•7" 15'•0 17W' 18'-0" 19'.5" 21'-0" 180MPH C 1 40 PSF 1 120 9'-7" IV-B" 1 10'•3" 1 0'•12" 10'•10" II'-8" 11'•8" 12•11- 13'•1r 1 14'•B• a 2�
120 MPH I B 1 19 PSF I te0 101•01 12'.6" I IT-4' 1 1V-3' 12'-0" 13'•9" 15'•B" 10'•2° 10'•tr 10.10' 180 MPH C 1 40 PSF 1 180 B'4" 0•e° 1 10'-3' 1 8'•2" 9'•11" 1 10'•0' 11W, 12'-0" I 13'•2" 1 14'-0"
120 MPH i B ? 19 PSF 1 240 B'•9' 114` I 17.1° 10.3' 11'•7° 12'-0" 14'4" 14'.a• I 1S'•6" 17'•12' 1o0 MPH C 110 PSF 1 240 7'•7" 8'-10° 1 9'4' I 7'•11" 8'•1T 01-81 I 11'-1" 11'•4' 11'•11" I 13•11' x Rq
120 MPH I C i 22 PSF ! 120 11'•7' IT-V I IT-8- 12.1° IT-11" 14'•9" tb'•0" 17'•3' 1 10.3" IO'•0" 1e0MPH D 1 48 PSF 1 120 V-10• 0.6" 1 04° 1 04" 9'•1 V` 10.7" 10'-T' Iv.9" I I7.6° 13'-S
120 MPH I C 1 22 PSF ! 160 10'•1° 11'-0" 1 12W i 10.7' 11'•12° 1 12'•11" 14'•9" 15'•2• 15'.11" 1 18'•7" 160MPH D ? 48 PSF i 180 T.10' 0.10 1 9'4- 1 0'•2' 0'•3" 9'•12" 10.7" 11'•B" 1 174" I 13'.r
120 MPH I C .1 22 PSF i 240 9'•2" to'-0" 1 11'4" I 0.7" 10.11" 11'•0 13'•6" 134" 14'.6" 1 16'•11' 160 MPH D 1 48 PSF I 14o T•1" 8'•3" ! 6',B' T•5° B'•6" 0'•1' 10'-8" 10'•B" I 11'•Y ! 13'•1" '" Y
120 MPH I D 1 27 PSF 4 120 10.10" 1z•7" I 17.5" 11'•4" 12'•10" 13'•10' 14'•1" 18'-0" 16'.11" 1 17'.11• 122 MPH B ! 26 PSF 1 1. 0.11" 11'•1" ! 10'•11° Io'•8" 1I'•7- 1 12'•5' 1z•9" 13'-0' 1 14•11. 1 15'-r
120 MPH I D 1 21 PSF 1 100 9'-0' 10'-1z' I II'•8" 9'-1 I" 11'•3' 12'•1" 13%10" 14'•2" 14'•11• 17'•5" 106 MPH B ! 36 PSF ? 150 81.60 10.1" I f0-0" 9'•1" 10'4" 11'•1' 17•S" 13'•i" 1 13'-9" 1 15'-r •--?' �,
3� 120 MPH i D 1 27 PSF 1 240 8'•7" 9'•ir I 10'•8' I 8'•1Y 10'•r 1 10'•1r 12'-7° 17.11" 1 1T-7" ' 15'•10' 165MPH I B" 33 PSF 1 240 T-11° 9'-7 1 9'•0' I B'r 9'4' ! IVA" I 11'•T' iv-10, IT-6- 14'.0'
g 130 MPH ! B 1 22 PSF i 120 11'•8' 13'•r I 13.11- 1 17•r 13'•10° I 74'•11" 151•0" 17' o'A"•0' I 18'•9" 2 - a
185 MPH I C ) 42PSF 1 120 B'4' 1D'-1" 0'•11' ! 9'•B° 1V.6" 1 1V-3° 1 11'-r 1T4' IT'0" ! 14'4'
130 MPH B 122 PSF 1 180 10•T 11'•10° I 12.7' 1 10.6" 17.1' 1T-1" 14•11" 18'4" 10'•1" I 18'-8"
130 MPH ( B 22 PSF 240 B'•3' 10.9° I 11'•b° 9'•B" 10•12" i t'•10' 13'•7" 13'•11" 14'•8" I 1T•1" f00 MPH C 1 42 PSF 1 180 6'-r B'.6" 1 0'•11' I 0'•0° B'•B° 1 10'•6" 1 11'•3" 12'•3" 1 17.11" 74'•4"
�7 166 MPH C 42PSF 1 240 711" 8'•7" ! 0.2' 1 T•8" 8'•10" B'4" IV.10" 11'•1" 11'•8° 1J'•B" 3ggg,7, 9!
130 MPH C 128 PSF 120 1D'•12" 1z•Y I 17•B" 11'•6" 12'•1r 1414" 14'4" 16'•H" 1T•z' 1 18'•2° 185 MPH D 1 51 PSF 1 120 I'll, 9'•r 1 9'-0' I 9'•2" 9'•6" 1V-3" 104" 1 114" ! IZ-3" ! 12•12'
13OMPH I C 1 26 PSF 1 100 8'-7' 11'-1" I 11'•10' 10-0" 17'4" I 12'•3" 1T•12" 14'•4" 1T•1' 1T•7" iBBMPH D ! 51 PSF 1 100 71-r 8'•11' ? 0-0" ( 7'•12° V.I. 0•0" t0'•3° 11'•4" ' 12.1' 12•12' O 1
.y 130 MPH C 128 PSF 240 8'•8' 10'-1" I 10'•0• B'•11 10'4" ( 11'•1' 12'A° 13'•1' 13'•0° ! 16'•12° 105 MPH I D 1 61 PSF ' 240 6'-tt' 6'-1° I 8'•7" i 7'•3° 8'•3° 8'•11° 10'•2" 101•8' 1 17-12" I IZ-V
'tJ1 130 MPH I D i 32 PSF 1 120 10'•3- 11'.7" 1 11'•8• I V-9" 17.1° I 131-0° 12'-12• 14'.6° 15'•7" 1 18'•8° 170 MPH B 1 37 PSF I 120 9'-8' 11Y•9" I 10•7 I 1 V-2° 11'•2" I 17.1" 17.W 134" 14'•5- i 18'-Y !
y 130 MPH 1 D i 32 PSF 1 100 0'•12" IV-V I 11'-1" I B'•8" Iol-r I II'.w 12'42• 13'•5° 14'•2" ! 1e'-0" 170 MPH B 137 PSF I ISO 8o" V-11' I f0'•8" I 6'•11" 10'•1" i 10'•11- 12'-T 17.8" I 13'•5" 1 16.3"
7�1 130 MPH I D 1 32 PSF 1 240 8'•2" 0•6, 1 10'.1' 1 8'•8" B'-ir 10'•6" IV-1 V 12'•3' 1 12'•10" 1 14'•12" 170 MPH B 1 37 PSF 240 T•9" 8'•ir 1 9'•7" B'-V 0'•2" B'•11" I 11'•4" 11'•7" 17.3" i 1A'-3"
' 140 MPH I B 125 PBF I 120 11'•r 12'•11" 1 12'•1 1' 11'•8" 131•Y 1 1A'•3" 1A'•8" 1e'•3" I 77•7" ! 10'•7" 170 MPH} C 1 45 PSF 1 80 0•Y ow 9'-B" ! 10'•1" 10'•2" 1 101•11" 1 10'•11" 17.2" I IT-1" 1 13'•11. j
a 140 MPH ? B 2B PSF I 160 0'•B' 11'•3" 174N 10-Y 11'•8° ! 12'•5" 14'•2" 14'•T 164 1T•10° 170 MPH I C i 45 PSF ! 120 B'•Y 9'-8" 9'•e" ? 9'•7" 10'•2" 1 td•11" 1 10'•11" 12'•r i IV-1" 13•11" {
140 MPH ! B 26 PSF 210 8'-10" 10-0" 10.11' 9'-0° 10-0- 1 11'•Y 12'•11° 13'•3" I 10.11' 1 16'•3' 1TOMPH} C 46 P6F ! 160 B'-0' 9'-3' i 9'-6" e'.4 B'-0" 1 to'•3° 101.11" 11'•1r 1 17.7- ! 13.11° p 'S3'
G 140 MPH I C 1 30 PSF 120 10'•6' 11'•11' ! 11'-B- 110'•11" 17.5" 1 13'•4" 13'•4" 14%0" 15'•1r 116'•11" 170 MPM C 46 PSF i 240 7.3' 8'.6" I 6'•12' 1 7'•7' 0'•7° 1 9'4• 1 IV-7" 10,11" 1 11'•8" 1 fY-4• a f1 CC1Ig
$p 142 MPN C 30 PSF 160 W-11 10.7" I 11'•7 I 9.0' 10'-Ir I 11'•5" 1314" 1T•8" 1 14'•6' 10'•9" 170 MPH} D 1 64 P8F I 60 04' B-10, I 8'•9' B'•Y B'•J" 9'•11" 9'•11" 11'•0" i t t'.11" 1 17-W gq 0. ®®®�
0 1A0 MPN C 30 PSF 240 8'•3° 9'•7" I 10'•3' I 8'•B" 0'•1D" 10'•7" 12'•t" 12'•8" 13'•1" 16'•3" 170 MPH D 1 04 P8F 120 8'4" B'•10' 0'A" 6'•12" 0'•3° 0'.11" 0'.11" 11'•0" 11'•11" 17.7" V .E
140 MPH I D 1 37 PSF 1 120 01•9' 10,10' i low I 104' 1114" 17.1" 17.1" 13'•5" IN-B' IV-4" 5�5
170 MPH} D i 64 PSF I 189 T-0° 9'41" OWT•10" 8'•11" 9'•7° 9'•11" 11'-0" 11'•10' I 17.7" F ■q,A(
140 MPH I D 1 37 PSF 1 160 B'•T 0.11" i 10•T I 8'•11^ 10•r ! 10'•11' 12'•1" 17.1 D° I 13'-0" 16'•4" 170 MPH 0 V 64 PSF 1 240 0.1U' 7'-11" B'•6' T•P 8'•1" I 8'A" 1 9'.11° f0'•3' IDSY ! 1z-0'
140 MPH D 1 37 PSF I 240 7'•0 0.0 i 9'•7- 0'-Y• 9'•r 0.11' I1'4' 11'-0' ! 17•Y 14'•3° 178 MPH B ! 3B PSF 1 120 9'-r 10.6" I 104' 1 10'4" 10'•11" I 11'•9" It'd" IT-Ir I 14'-0" I 14'•f0' gp ff
TABLE NOTES: flSMPH B 139PSF i 180 8'4' 0.Ir I IVA" 0.11" I 10.0" 111•8" 12.7' ! IT-r 1 14.10' 5 �
1. ALLOWABLE CLEAR SPAN CALCULATIONS BASED ONASCE7-10 CLEAR SPAN TABLES 175MPH I D i 39PSF I 240 T•7" 8'•10" 0'-6" I T•11° 6'•0° e'•9" it'•t" tf'•6° ( 11'4Y 13'•1Y
FIGURE 26.5.1c,RISK CATEGORY I,10 PSF MIN LOAD, EXP'B' 175 MPH t 1 C 1 47 PSF 1 80 V-11' 9'-0- 9'4" I a-1o" 9'•I1" Io'•B" I0'-0" 11•Io" I I7-0' 1 1z•o" cy4 I q I ggg
PRESSURES VALID UP TO 30'MRH.EXP'C'&EXP'D'PRESSURES DIRECTIVE: 175 MPH I C 1 47 PSF 1 120 al.I"
B'b' 9'4" B'•6" 0.11" I0'•B" l0•B^ 1r•1o• 1 1z•B• i 13'-8' $��19
VALID UP TO 15'MRH ONLY. 176 MPH t I C 1 47 PSF 1 180 7'•10' 0.1' 0.4" 6'•7' 9'•4" IV& 10'•Y I V-9• ? 12'•6" 1 13'-6" �S{
> 2. DEFLECTION LIMIT AS NOTED IN CLEAR SPAN TABLES,MAXIMUM 1. CHOOSE TYPE OF ENCLOSURE TO BE COVERED
ALLOWABLE ROOF SLOPE SHALL BE 3'MAX PER FOOT(3:12). (SCREENED WALLS OR FULLY ENCLOSED). 176 MPH I C 1 41 P6F 240 T•r 8'•Y I V-IO• T•6^ 6'•5° ! 01•1" 10'•5° IV AT 11'•3• 1 13'-1^ fDPrW31fAD FWMLBBt=FE
3. PANEL DEAD LOADS HAVE BEEN FACTORED INTO CALCULATIONS FOR 2. VERIFY APPROPRIATE ALLOWABLE LIVE LOAD I76 MPH t D b7 pSF 1 w e•-r B'a^ e'a° e'•11° e'-tr 1 rr•e' I 9•e^ ta.e' i I I'-T 17.0"
GRAVITY LOADS AS WELL AS CALCULATIONS FOR PANEL PROPERTIES, WIND SPEED AND EXPOSURE CATEGORY WIT�1 176 MPH D 1 b7 PSF i 129 e'•1" s'a° e'-0- e'•Io" B'.1r 0., I W.B. 10.9" 1 11'•7" I 12'•Y 15-2406
4, MAXIMUM ALLOWABLE ROOF OVERHANGS FOR THE VALUES LISTED GOVERNING MUNICIPALITY AND BUILDING CODES PAGE WALL.M.T,6.
ABOVE SHALL NOT EXCEED 3'-0",MAXIMUM ALLOWABLE SIDE IN EFFECT FOR THE PROJECT LOCATION USING 175 MPH t 1 D 1 57 PSF 1 180 T4, e•-0' I B'-0" T•B° 0'•9" e'-&' I e'•B" IV-9" i 11'•7° 1 1z-Y o�w�LL.
OVERHANG IS 25%OF LAST PANEL WIDTH.(I.e.12"MAX FOR 48" FIND AL BUILDING CODE I
PANEL WIDTH). 3. FIND ALLOWABLE COMPOSITE PANEL CLEAR SPAN
S. (t)INDICATES ROWS FOR USE WITHIN THE HVHZ ONLY.DEFLECTION IN CABLES FOR APPROPRIATE PANEL DEPTH
FACING THICKNESS,AND EPS CORE DENSIf1'
LIMITS CONSIDERED FOR USE IN THE HVHZ ARE; SELECTED, ^ 1
5�1. L/80 FOR SPANS 512'-0' 4. ANCHOR COMPOSITE PANELS TO EXISTING HOST L••r/J!.J '
5,2. AD FOR SPANS>12'-0' STRUCTURE AND EXISTING SUPPORTING MEMBERS (�
AS ILLUSTRATED HEREIN.
I '
i