591 Aquatic Dr v co
d
LL
� m
v
ti
/ } LU
/ Q
Ld
,
9 1 /� D.01 / 9V-lq OLLVd�`2tV-1V� o
> y v-I
---- -- - � - -- \ A.01 Q
4 c
' ------ r
I II I
s I ulCL
L_lI / ---- ---------�- - -- - , i
.G ik q3
n i LJ p
o
n i i \ Q / _ Orltid 31�?1�10� IhIX� I Lv Q
M o CL
Ld uj c` \ A.g LJ
\ ; ; L \ -------------j lO n
� it z
-------- — —z i \ LSI ! ^� I I �vI Z
03 a U � ` ?- u1 Q V o ��,/ � v I I J Q ifl Q N
of i i o / OI > ud
O i i11 c0 <' �� I d LL- n Lil
ul
JA L-d
Lul V L
/ I x 7 V — —
< / R 1' ul Lil
v L
Trona m 1vfw.sd 7SU-7mlc 1c;70l t --- a �,\ I — JJj 2
aC =j U-
APPROVED > g
CITY Of ATLANTIC BEACH o
BUILDING OFFICE U a Q
a
APR 14 19 -5
�-
ROOF
SELECT EDGE BEAM TABLE 1
. � SOLD ROOF
LW
WIDOW FRAMING CAN ATTACH
FOR MAX = DFIECTI.Y TO HEADER
UPfm3HT
LENGTH r- 2-
3-V7
x2-
3-Vr SLAB ON GRADE VARIES NO MAX (F1.EV.SLAB OR ON GRADE)
OR RANSIA FOOTING GLASS WIDOW INSTALLED PER
MAMFACTURERS SPECIFICATIONS `
TYPICAL GLASS ROOM WITH SOLD ROOF. TYPICAL FRONT VIEW FRAMING
•O•EJGHT OF UPRIGHT 13 MEASURED FROM TOP OF Tx2'PLATE TO BOTTOM OF WALL BEAM) CONVENnONIAL FRAMING OR ALUMINUM
COVER SYSTEM SHEETING BOTH SIDES
ALTERNATE CONNECTION AT ANCHOR WITH*8 x Vr SHEET METAL
FASCIA ALLOWED LOAD WIDTH
SEE SECTION 7 FOR DETAILS FOR ROOF PANELS
AL.UbNU+I SHEETING OR VINYL _—� j' 0)
SOLD ROOF LW O
P/2 — P/2 I_ 0
0)
EbSTiNG Q
SIZE BEAM AND COLUMNSoff STRUCTURE GLASS ROOM WALL SECTION 0
PER TABLES
Z
VARIES - SOLD COYER Q
P - PROJECTION FROM BLDCa J
LW -LOAD WIDTH
EDGE BEAM Z
P VARIES MN.IJM r x r x 0.444• k
(TYPICAL.) I I I I
MAXIMUM WIDTH - i I LU
TYPICAL SCREEN / GLASS ROOM EDGE BEAM SPAN U
SHIFTING MN LIM ONE SIE ROUGH OPOEN G I ' Cn
NOTES ANCHOR r x r OPEN BACK EXTRUSION WITH V4'x2-V4' CONCRETE 711 WITH NO HEADER
rxr
FASTENER MAXIMUM OF 7-0. ON CENTER AND WITHIN Ir OF UPRIGHT
ANCHOR r x r TO WALL WITH 2-Vr *10 SHEET METAL SCREWS WITH SLAB 3-Vr MfAMUM I VARIES
WASHERS r-0.ON CENTER. ANCHOR BEAM AND COLUMN MTTNAELY (SEE DETAL) ILLI
OR WTH ANCHOR CLIPS AND *10 SCREWS AND WASHERS. Q
M ►�-
m
MINIMUM SLAB THICLQNESS FOR SLAB ON GRADE IS 3-Vr CONCRETE
SELECT FRONT WALL BEAM FROM TABLE USING LARGER•A• VALLE OF C V
P/2 OR P/2.Ox TYPICAL ELEVATION GLASS ROOM WALL c 6 :8
P•IS CLEAR DISTANCE FROM HOST STRUCTURE To FRONT WALL BEAM. � o^ o
LIM
Wind Load to Snow Load Conversion Table m <
50 Yr.Snow Load Denim SnowIFL
Wtid Load/ BVdnp Type U U.
SPANS PER TABLES 5 - 25 */Sq FL 3 - 15 */Sq a5 MPH:Open&#+pm x
SOLDROOF 28- 30 */Sq FL 15- 17 */Sq 100 MPH:Open BLA*VSTFiL1CTR IRAN OR PAN 31- 35 */Sq FL 17 - 10 */Sq 120 MPH:Open Btid VPANEL SPAN38 - 80*/Sq FL 10- 34 */S110 MPH:EnclomW BUklkvASEE TABLES 81- 70 */Sq FL 34 - 30 */S120 MPH:Enclosed Elt"v
x * tt Select roof or wall nwnbers from spWapdate wind Load tela AN 2 .94g
TFIE DESIGNS AND SPANS SHOWN ON THESE
DRAWINGS ARE BASED ON THE LOAD REQUIREMENTS
FOR THE FOLLOWING CODES:
1) STANDARD BUI DM CODE 19ff,CHAPTER W
f BOCINCILANA SSM BUILD
2)SOCA NATIONAL BUILDING CODE 1003
3)TEXAS DEPARTMENT OF INSURANCE WIDST SEAL
/
Jyo SHEETSt
JOB HALE:
ADDRESS:
* -
UPRIGHIT HEIGHTS1
TYPICAL FLAT ROOF ENCLOSURE TYPICAL GABLE ROOF ENCLOSURE
DRAWING FOR ONE PERMIT ONLY OF
O
i8 x YY!24'O.C.(3 PER PANEIJ O
P 4-Y2"x I-Y2'x ODW ANGLE PR&4ARY SEM
EACH SDE OF CON ECTNO QO 3E£TABLE 1 OR 8
Y x BEAM WITH SCREWS AS SHOWN
Zx @O
° 80'MAX °
° 2'x 8'SMB.HEADER ° CARRIER BEAM W&AU M i8 SMS.x 3/4'LONG
x ° ° x 03 SEE TABLE 3 NU68ER REQUIRED EQUAL TO
N ALTERNATIVE BEAM SUPPORT N BEAM DEPTH N NCHE$
RECEIVNG CHANNEL 8 i8 x V2' NOTE: EXTRUSIONS WITH INTERNAL SCREYN BOSSES
TO STUD 8 s8 x yr TO BEAM MAY BE C0N ECTEk WITH (2) *10 x I-Y2' co
HT>RwulY O
O
CARRIER BEAM TO BEAM CONNECTION
• z
>
F �P t8 x V2'(3 PER PANS) Z 1
2 x- ROGE BEAM ¢
1.1/2' x 1-V2' x 0.080' ANGLE
ISL
EACH SDE OF CONNECTING BEAM \ ¢
Rpm P, WITH SCREWS AS SHOWN
2x ?z I I Z
In
CO
�- BEAM SUPPORT 00 � I
STUDS TYPICAL PRMARY BEAM S O
x x x x °� SEE TABLE 1 OR 8 s QO
N N
O 1
3 o I (L IZ �
N
I �
FR/4MIN(a DETAILS MMlad t8 SMS x 3/4'LONG CU
N NEER RECD EQUAL TO BEAM DEPTH m o
THE STRUCTURAL ADDITIONS AS SHOWN N THIS ENGNEERING
NOTE ExTFRus*NS WITH NTERNAL SCREW BOSSES w
PACKAGE ARE DESIGNED TO BE MARRED TO A MANUFACTURED MAY BE CONNECTED WITH(2) 410 x 1-Y2' m
HOME STRUCTURE THE PER SUPPORT SYSTEM FOT THE NTERNALLY U 7 U.
MANiFACTURED HOME UNIT AS REFERENCED BY THE DMV x
RULE 160.2.0072 AND THE NATIONAL MA NIFACTURED HCUSNG Om
CONSTRUCTION AND SAFETY STANDARDS ACT 3280.308 IS
ADEQUATE TO HANDLE THE ADDITIONAL STRUCTURAL LOAD CARRIER BEAM TO WALL CONNECTION O
TRANSMITTED TO THE MANIFACTURED HOME STRUCTURE BY
THE 3TRUCIUM ADDITION.
THE PAH SPAM SHOWN ARE CALCULATED ON THE WORST 44 0 2/"1 o
U
CASE LOAD OF WIND LIFT OR 20 i/SQ FT.LIVE LOAD
Sr�T
3
.#
Table 1:Allowable Beam Spans-'Hollow€xtrusions for Screen Table 2: ANovrabk Bea ns-self n;for Table 3: ]Allowable Spans For CARRIER Beams in a Solid Rod,-OPEN Structures
and/or Vinyl(Open]Rooms with Solid Roofs Screen a1ndJot (OpertJf. x(102 MPH Wind Zone,Applied Load_17 lbs/sq.k.) Aluminum Alloy 6063 T-6
Iistwiwm ANay 60617.6 x
n urY
Load nes
Wolditone_.
e'J2; t
fippbeo _ ¢
:.. x 0 e r a t_ _- Allowable 5pan"L
_..,
6 " 33,- 0-1 -
• Ila
-,A ,;, 2"X,7-x GAWA_:x 0.120" 18'-6" 15'-11" 14'-4" 13'-1' 12'-1" 11'-4" 10'-8" lir-1" 9-g"
:.: -
_ 9. 10 ;.,•.9 811;•,_, g• _ x' x X 14- 1 - 1 1-
- x x x - t - - 1 -1 1 '
2"x 9"x 0.07X-x 0310 3(r-2" 26-1 23'-4" 21'4" 19'-9" 18'-6" Ir-S" 16'-6" 15'-9' t 5'-1" 14'-6-'=
... - ora z
z12 -1/
+.,Xxr
Tributary aWidth
'-4" 1 •1" Double SeifAlating Beams 10'-0' 12'-0" 14'-0 -0 -0
" 16'0" 18' " 20'-0" 22'-0" 24' " 26--0-j28'-0-j30--0-j32'-0-
0 Allowable Span .
IWA
x x x 4- 1 - 1 1 - 1 - 1 -11 1 -1
9' 1 1'
' 1 ' 1 - " Will"t '
" -10- 2"x 9"x 0.07;r x 0.224" 29'-8" -r 25'-1" 23'-6' 22'-2" 20'-11" 20--0-119'-2-1 18'-5' 11- JIT-2- 16'-7"
x X 0.0M x - -11 -1 '4 19'-V-
F-7
- t
t2' tt' t 1 '-1" 9'- " 8'-6" Double Self—Mating Beams Tributary Load Width
—Xr x oTto Loadt x x x w/2 X 4 Self Mating Beam x
6 fi' -
10-0
6' 1 '-i" IT-10' 16'- " t 14'-1" added to Top/Bottom
(perpendicular to webs) Allowable 5p4_n"L" 0
x x x 40-1"1 -11 1-9 j29=28'4-j27'-1-j25'-1I-j24'-1I -11 0
9' 1 147 ___1_3_-7-_ 12'-9" 1l' x z x 43'-11-140--Z- -1 - M2WW-5"
(r
2"x 9"x 0.072"x 0.31" 47'-2" 43--l-139'-11-1
J
}
12' 13''8 12-1- I t'-9" 11-t 8-11" Wind Zone Conversion:Table is constructed for 102 mph wind zone,open structure(17 lbs/sgft),to convert Z
Load x x t. am or x x . ora t x x x �
tabular value to higher(more severe)wind zones,multiply by the factors in the following Conversion Table:
to
6' 2 '- - 23'- " 21'-11" 0'-8" 8'
Z
1 E
- b-T
9' 20'ao-_ 19'-3" 17%11" 16'-10" 15'•2" Table 5: Allowable Loads On Screws And Bolts zone i Load Conversion
to
U)
1 (As Recommended By Manufacturers) Q
III 5--lo" 20 1 J
EiEE[� /2' i8'-1" 16' 1 '6" ta'- " 13'-2" Self-Tapping and Machine Screws Allowable Loads Tensile 12o i 23 0.86 0
Example: Load WiatlTx x x 125 26
Strength 55,000 psi;Shear 24,000 psi
For 2-z 2-x 0.044-Ex lru!,ion beam span is distance between uprights.to 5 31- - Z
enter table roof panel projwaon of 14'-0"find bad width; 6' 8'-4" -2
' " 24'-5" 22'-11" 20'-8" Inge ear Double ear rt rawa - W
L.w=14'2.2'OH =9'Entertableonleftunderloaowidth j Screw Diameter •(lbs.) ^(lbs.)
W
Load Wdth=9'-0-and read span under appropriate load; #8 334 668 167 0
Live Load @ 17#/Sq.Ft 1102 MP.H.Load Beam Span= 9' 23'- " t'-4" 19'-11" 18'-9" 16'-I 1" 010 418 836 209 fn
Nae: 11 - 1 #12 576 1.152 288
Tables assume ewusion oriented with longer eitrusion dimension parallel to applied load. '
12' 20'-t" 18'-6" 1 '-3" 16'-3" 14'- #14 734 1,468 367
114" 761 1.522 380
5116" 1,253 2,506 I 626
Table 4: Allowable Post/Upright Heights for Screen,Vinyl and Glass 318" 1,588 3.710 928 a i N
iZ
Rooms,Hollow,Snap and Self-Mating Extrusions Wood Lag Screw Loads
Aluminum,4lloy W63 T-6
Using Southern Pine S.G.,0.55 or Equivalent 1-112"Thickness
Extrusions Screw Diameter Inge Shear Double Shear WithdrawalU Y
Load dth-Post/Upright Spacing (Ibs.) (lbs.) (lbs.)
Hollow Sections 114" 170 235 396 Ci �: Z
Allowable Height pan <
x x . 1 -1 -1 t 4 a'-11 5/16" 210 355 624 m o
x x r- 318" 240 480 712
x x 11- t - 4" 11 4" 1
x x o t t t - 1 1 - t 4 11" Concrete Screws And Bolts In Concrete,Brick or C.M.U. W ..
X z " (Embedment Must Be a Minimum of 1.112"Thickness With 1-114"From Edge) m x
^ Note:Screen splines on 3"side-extrusion turned w/3"side parallel to sole plate. 2,000#Concrete 3,000#Concrete V <
new iameter Tension(lbs.) Shear Tension(lbs.) Shear x
Spacing
WidthLoad =Post/Upright
Snap Sections 66 114 757 319 825 352 t, m
Ailowanis neignt R tSpanj5116" 1,057 ale 1,184 898 3 p
x z -1 -1 -1 318" 1,443 1,443 1,776 1,503 tQ
x r x
x x Aluminum Rivets with Aluminum Mandrel MX
J3J
Screw iameter Tension(lbs.) wear
Load Width= os prig pacing
S• -Mating Sections 118" 129 17Self-Mating
Allowable norg pan 5132" 187 263 rSOHiEET x x x . 3116" 262 375x x x . 4'-11 1- 1 1 - t - 1 -1x x x - Aluminum Rivets with Aluminum Mandrel
s x z Screw iameter ension lbs.)x x x 4 - 1-xxx x 118210
xiMamum chair rale Gd"spacing is oc. Thus with chair rall a r•6'the maximum wall height 6132" 340 490without additional cha&•tall is 9-2". 3116" 445
Notes.
Single Shur Screws Fy=36-40 k.31 Yield Strength
Glass Rooms:The li"tion of aluminum fronts windows with glass panes that are designed to 110 M.P.H
wind bad requirements to lots above upright sizes increases the strength so that additional framing is not ^ Double Shear Screws s =50-54 uali Yield Strength
required. AM barrel lengths:Cetus Industrial t]uafrty. Use manufacturers grip range to match
Using screen panel widih'W'(See typical gloss room drawing.),select upright required from the total wale lhickaess of connection. Use Chart. To Select screw U.S.rivet substitution of
5
maxim nt height allowed for each extrusion. anchor speciflCations in drawings
OF
II PTIomAL CONCRETE CAP BLOCK OR BLOCK ANCHOR NIANNUM FRAME TO WALL OR
POST:l1 CONCRETE 414$AFI t2'LOIK.'
1 SLAB WRIT V4'x 2-V7 MASONRY ANCHOR
• WnM r OF POST AND 24'QC.MAXIMUM I
1 0
POURED CONCRETE REFER TO TABLE 2.4K BAR AT CORNERS AND 10-0'QC.FILL (a*4 BAR CONTINUOUS
U-CHANNEL AND KNOCK OUT BLOCK TOP COURSE 32�K BLOCK 8'x 8'x 16' C .tAIC
91113000 CONCRETE •` + WALL Oj
• • �l��` GROUND ROU D LEVEL
• a. �- � (?);4 BARS WL 2-1/2'OFF GROUND
d
ISOLATM fOOTNG fIBBON FOOTING OR MONOLnM
IF MONOLITHIC SLAB 151 SEE NOTES U
:.
OF DETAILS BELOW
INTERNAL OR EXTERNAL RECEIVING CHANNEL
O ANCHOR RIPOST SER 801TED
KNEE WALL FOOTING FOR SCREENED ENCLOSURES
qiWIRE
2-3/4'x 2-3/4'x 2-V2'LONG
Z v8'TUBI G
WELDED CONNECTIONALFA ATTACFLETNT
r x 0.083'ANGLES FASTEN PER TABLE 2.5 - __ -=r 3-Vr CONCFETE SLAB 6 X 8- 10X10 WELD®MESH OR FIBER L&H CONCRETE W
12•x 12' x V4
• . 'PLATE r'
. . VISOIE?E VAPOR BARRIER UNDERSLABS 'mO
HAVING STiiUCTURE3 ABOVE O
BASE ANCHOR CONNECTOR WELL COWACTED CLEAN FAL OVER SACRIFICED
FOR POST TO SLAB CONNECTION NATURAL soIL sow RELATIVE DENSITY }
CONCRETE FILLED BLOCK STEM WALL z
INTERNAL OR EXTERNAL ANGLE CLIPS ' Ni'x 8' x to'C.M.U.
Y THIhtESS OR REQUIRED POST z
Z
b Q
TOP OF GRADE � `9
� 8'x Y2'CONCRETE FOOTING WITH (U NIS CONTINUOUS Cn
LOCATE ON U'DISTURBN�NATliiAL SOL Nn
ALiAfaJM TIDE COIUNM 3' x 3'POST PER TABLE (1) Nt5 VERTICAL BAR AT CORNERS AND 10-0'O.0 J
EXTRUDED ALUANIU.t BASE OR BREAK tx 250 Dot CONCREM PRE-MIX
FCRMEn U-CLP N t RAISED PATIO FOOTING W
Z
CORROSION RESISTIVE STEEL THaU 3/8• x3-1�2 BOLT
W
BOLT PER SCHEDULE
(aa r x r,x Y ANGLE OR ro L�cHANra x Y U
a
T N
•• CONCRETE SLAB OR FOOTING a
a 3' x 3'BASE
CONCRETE ANCHORS PER SCHEDULE a a GALV.METAL STRAP (14 GA x T)
C
r (
8• 8' X 8• x 1W CONCRETE BLOCK
TUBE COLUMN BASE SCHEMATIC LL1
1 --�
INTERNAL BASE 8'x 24' x 24' POURED CONCRETE PAD Q.
PORCH POST CONNECTION
NOTE ATTACHr@TT DUALS SHOWN REOUIIE DIAGONAL ALUMINUM CONVENTIONAL CONSTRUCTION',, #5 BARS(-W LONG)EACH WAY (D � g Y g
BRACING FOR FREESTANDING COVERS C A
• •.' CONCRETE POURED CELLS WITH NFb BAR C
(SAKRETE READY MIX w/ GRAVEL o^c
PAD FOOTING
r-O'MN ro NS BAR CONT. cU u' BAR CONT. V
BEFORE SLOPE ----- -----
m
ALUMINUM STRUCTURE FOOTING d
d
2500 PSI CONCRETE WITH(1)45 BAR OONT.
8' b MNMJM 2-Vr OFF GROUND JAI 1 08
NS•
TYPE I TYPE 1 TYPE■ 8•
FLAT SLOPE I NO FOOTING MOOERATE SLOPE FOOTING STEEP SLOPE FOOTING
o- r/it r/1r- t-10' T-10'
RIBBON FOOTING TYPE
NOTES; 1. NO FOCI NG REOUIiED OCCEPT WHEN ADDRESSING EROSION UNm_THE ROOM
EXCEEDS IT-O. ROOMS GREATER THAN W-C USE TYPE I FOOTNM
ALUIFOGS OTINSHALL BE MN.Z=PSI CONCRETE WITH 0x6-10X10 WELDED WIRE MESH 25W P 1FA STRUCTlE
2. FOOTING
_ 2500 P91 CONCRETE WITH 0)43 BAR CONT.
OR FIBER MESH MAY BE USED N LIEU OF MESH •• • •• b MT*IUM 2-VZ OFF GROUND
SHEET
3.F LOCAL BULDNG CODES REOUIES A MNIAtSA IFOOTNG USE TYPE 1 FOOTING OR I
FOOTING SECTION REOUIRED BY LOCAL CODE LOCA.CODE GOVERN& , —�.-V
4
SLAB DETAILS ADDRESSING EROSION RI3BON FOOTING TYPE I
of 7
I
_ Jw X
rxrx0.044-
12' WIDE RISER (I DUSTRY STANDARD] ROOF PANEL
AlUAM*M SKIN 2' x 2" PATIO EXTRUSION CONVERSIQN DETAL 1
�-
. . . .. . . . . . . . .. . . . . . . . . .. . .
j SL�.S CORS. . . SDE PAPE CONNECTIONS VARY i 0
N
a O NOT AFFECT PANEL SPANS)
NL
7 2125 rx2.125' xrxOD447 Z
SELECT PAPE_DEPTH FROM TABLES r —�r r RECEh(M CHANNEL EACH
- 4r in
Z
I
ATTACH diAPlEi.S TO Q
COMPOSITE ROOF PANEL [INDUSTRY STANDARD] I F EDMTMATTACH H x r POST TO <
0)
A - OLIB ki
WT- 0.78 P.L.F. EMSTNG r x r x aO44-
X Oc-M84 in UPRKAiT W
. Sx■ 0.43 it W
8063- T8 cc
0.05T U
b WNOOW FAME
4W 2' x 3' x 0.050' PATIO EXTRUSION CONVERSION DETAL 2
ABS EZ-LOK 3' x 0.024' x 48' ROOF PANEL SCREEN ROOM TO GLASS ROOM
Y
0.0W ALUMlIAd COVER PAN OR CONVERSION DETAILS c
OONTIrAJ"ALIAMNUM SHEET
m
NOTE OTHER O POSSBLE EXTRUSION SECTIONS NOT SHOWN
..
#6 x&W CORROSION RESISTIVE SEE FIIGt*MFM MANUAL �
. WASHER HEADED SCREWS AT 24' ?l
_ Ei1GD.'NSIMTION. IF
O.C.ALTERNATE i8 x NHS'SMS U
W/Vr DIAMETER WASHER. C
- W A` 0 _ .
TYPICAL FISULATED PANEL
----"FET
� �l
NOTES
t INSTAL.FWD FOAM INSULATION.K170 ALULWJ d ROOF PAK , �.
i
2.COVER N U ATOM WITH DAN'PROI ECTOR PANEL WITH OVERLAPPING SEAMS. 1
3 NSULATION PANG SHANL.BE CL069)WITH ALLUNLI d END CAP TO SECURE PLACEMENT
AND TO DISCOURAGE THE NESTN(II CF WILDLIFE AND OR MELT&
4.PROTECTOR PANE WILL BE SECURED BY H:8 x Gff CORROSION FESISTIVE WASHER 8WEET
HEADED SCREWS,
S SCREW
PATTERN WILL 8E t2'ON/ILt PERbETFRS AND 24.O C FIELD ON EACH P/ttET_ ^
&ALU14A�A END CAP WILL BE ATTACHED WITH(3)N�BxVr CORROSION RE36TIVE WASHER {`r1J
HEADED SCREWS.
OF 7
Table 10: Alowable Spans for Roof Pan Panel Products for Various Loads Table 12: Allowable Spahr r alien Produc oiWario s Loads
. •
Industry Standard Products 3105 W14 or#i 25 Atumiraan r►tloy Industry Staeidan¢3+ uets urt�iRylrtl Apoy.
1 Y 1ta2x0026 3
anels,,
"x 12"x0.021 nets
WMW. :�verha 'tion
Ham¢: ng.:-... ,Applied ngt a
_ ..r.�:. ,:.,. a,.� ,, .. .-_. lttd � r�alr n„�iCol�dttton �. �,.�,
.'I.. R1 1,...-•I.Oad, NONE .t-0".. z-0' x�' 4•-0' �LOadNONE ^#•0'� '-0': ,3'•0"- 4'Q'•. Re_9i0 1 .iA>td N[MIE ' "'. �'-0'.,.: ai'�' '4" 14*qa �r 1r-t H . � .z-,. -1', e+a
llo w N l 4 .r s-- 1a 41r t,a 110 M.P .20 1r6 1 8- a,'1 151', is .. ^,•' �a f� Lid' f l s". _2a� 13'
1 0 .H. -11' 10'1'. 4/ 4'-t Y. •4_. .4•. ,i1a ...
lFrUMN. 2i '-2' 4'. .a•- /o•-1' -4 4'4r '-1". 2' n• 120M .FL' -. 3 Mr
17-117- 1_-7, 11f,-Ur VT417z }1' 1
140M 2 '-1/' -t0' 7 4' r •-1 -4' na 125M.P.K 26 12•-0' 1r-11 1 4". lr1' I41 < $" 10'8' - 1'. 1r .
740 M.P.H 32 11'8' 11'8' 1r,2' 12•-ti IV-11 ar 6-11' 9 ff 11'-1
. x x ane
Open Buildings Enclosed Buildings x 1 x ane
ls
Wind A4Wrwd Overhang Condition tg Condition Glen Buildings Enclosed Build'
Region Load NONE 14- r4r 3•-0" 7-FLoad NONE 1'sr' r41- 3'4" Wind Appliednil1t1on Applied rhang4.;o0dtt#on
. . Regan Load NONE 1-0" r-0" 3'-0" 4'4" Load NONE 1-0' r-0" 3'-0' 4'4"
r,a
na . 10.0
. . na '
1-Y."x 12"x 0.026"Panels r'
Open 8uildkV$ Enclosed Buildings 3"x 12"x 0.032"Panels , Q
Wind Appikd Overhang Condition Applied Overhang Condition Open Buildings Enclosed Buildings 0
Region Load NONE 1'-0" r-0" 3'-0" 4•-0" Load NONE 1.0" r-0" T-0- 4•-r Wind Applied Overhang Condition Applied Overhang Condition
1= Region Load NONEV.4- 2'-0" 3'4- 4'-0' Load 3'-0" 4'-0" }
�• na
b
zi 10.1 10-v ni
*-
- Z
1-Y."x 12"x0.032"Panels --IT- TAIZ -R:8 Q
Open Buildings Enclosed Buildings Note: Total root panel width=roam width plus wall width plus overhang. C0
Wind Applied Overhang Condition Applied Overhang Condition Q
Region Load NONE r-0" r-0- 3.0" 4-0" Load NONE ra" r-0" T-0" 441- _I
102 M.P.M. 17 9'-5' 9•-7 10•-3' 11'-2' 12'-0' 21 -2- T6- 8•-3- 9'4• 10•-9' 0
110 M. .H. 20 8.5' '-11- 9'6' 10.5' 11'5' 35 6'•' 6'-f0' 6' B'-11' 10'4"
,2o M.P:H. 23 6•-, 84 9 ,o-, „•, 4, 6-, 6-477-3-!' e6 na Table 13: Allowable Spans for Industry Standard Composite Roof Panels w
125 M. .N. 26 __ •-10' 8'-' 9.6- to•-to 45 5•-9- 6'-1- T-0' 8'-4' na W
Aluminum Alloy 3105 H-14 or H-25 1.0 EPS Core Density Foam C
32 6'-t0' -2' -11' 9••1' 10'1' Si '-2' 6'6' '-7 t' na ls U
Note: Total roof panel width=room width plus wall width plus overhang. x 4 x 0. 1 ane
pen Buildings I Enclosedw mgs
Wind Applied Overhang Condition pplied Overhang Con-Mon
Region Load NONE 1•-0'1 2•-0- 1 3•-0" 4-0" Load N 1'-0" 2'-0" 3%0" 44"
102 M.P.H_ 17 13.1' 13'5"113'.11114'.7- 15'6"1 29 10'•2- 10.5"110'•11 t 1'-10 12'-11
Table 11: Allowable Spans for Roof Pan Panel Products for Various Loads 110 M.P.H. 20 Ira 12'-5-112'.11 136 413'-11
ss 7a 96 10-r 1r-, Ira W
p 120 M.A.H. 23 11.5- 11'.7" 12'-1- 12'.11 41 8'-- $'.10- 9 S' �0S- 11•-9-Industry Standard Products 3105 H-14 or H-25 Aluminum Alloy 125 M.P.M_ 26 17.9' 10•-11 t1'6' 12'1' is d'-2" 8'S' 9'-7' 10'-2" t r5"3"X 12"x O.021"Panels 140 M.P.H. 32 9.5' 9'-t t' 10'5" t 1'S' 56 TI- T-r 8'1' '6" 10'-10
Open Buildings Enclosed Buildings x x 0.024-Panels
a•
V �
Wind Applied Overhang Condition Applied Overhang Condition Upon Buildings c • , mcgs, C S
Region Load NONE 1'4" r4" 3'4" r-0" Load NONE 1'-0" r-0' 3.4" V4' m pie r rq n n ie r ang on 42)102M. .H. 1 t •-/1 13'-1' 1 •- ITT 1 'd' 7-il' 10'-1• 10' • ir. 1 • Region Load Load m �p
110 M .H. 20 111-11, it-r t2-7' 13.4- 14.4- 33 9•-0- V r 9'-10• 10•412%1" 11 IW-I 1 -6- 16'.1
-1
.i-
1 0 M .H. 23 11' ' 11.111'-1 1 Fr t TY 41 8'4' 1 - 11'- Uj
• 1 M. .M. 6 10.6'.-W-1--f-11-72-11-' -' U' 4 -11 8' 8'-11' 7.11' 11' .
140 M .H. 32 9'-' 7 1 -' 11'- 1 4' 6 4' 1 -9'
x z ane1zIY1WV-K--IT- Tri- '
x0
U.
Open Buildings Enclosed Buildns x xPanels1 m
Wind Applied ng Condition ie r ng Condition Upon Buildings Enclosed mgs 2 `
Region Load NONE 1'4" r-0" T-0- r.4- Load NONE 1'4" r-0" 3•4" r4- Wind Appliedoverhang Gondition Applied overhang Condition �' Cs
14 Regan Load Load
i� 0 2 1"93
L7
x z a
Tr-3-
upon EsuildieVs EMIR5504 951113irgs Note^. Total roof panel width-room width plus wall width plus overhang.
ng Condition Appliedng UOMMon
Regan Load Load
Note: Total roof panel width=room width plus wall width plus overhang.
t t>F 7
HEADER BEAM
EDGE BEAM
(2)*V x r SHEET METAL SCREW
SDE WALL HEADER ATTACHED TO INTO SCREW SLOTS
r x r x 0.044'OPEN BACK WITH ANCHOR T x r xoD44•PLATE
MN.(2)M10 x 1-V2'SMS. TO CONCRETE WITH 114'x 2-VT
r x 2'x 0.044'OPEN BACK ATTACHED iipCONCRETE ANCHORS WITHIN W OF
TO FRONTr POST WITH t10 x r SMS MAX EACH SDE OF EACH POST AND 24-
8'FROM EACH PURLN AND 24.O.C. SIDE WALL PUTT MS ATTACHED TO O.C.MAX
r x r x MOW OPEN BACK WITH
MIN.(2)*V x }V2*S.M.S.IN r x r EXTRUSION
SCREW BOSSES
FRONT WALL PLRLN O SDE WALL PURLNS ATTACHED TO
}VS•MN N CONCRETE
O r x r x OD44'OPEN BACK WITH
MN.(2)#10 x H•Vr SMS N e
SCREW BOSSES MN.3-V2'SLAB 25W PSI CONK—'
8x8-10x10 W.WJA OR FIBER MESH �- VAPOR BARRIER UNDER CONCRETE !O
FRONT AND SDE BOTTOM RAILS O
ATTACHED TO CONCRETE WITH
O
V4' x 2-V4'MASONRY QUICK SET C
24 Ir FROM c�xrMEACH XNDW T AM L3 HOLLOW POST TO BASE AND HOLLOW POST TO BEAM DETAIL Z
A MR r CONCRETE EDGE OF CONCRE
Z
a •• (4) MW x Vr SM.S EACH SDE
r x r OR r x 3'OR r SMB POST OF POST U)
Q
J
HEADERBEAM
TYPICAL CORNER DETAL o o z
w
O O H-BAR OR GLRSSET PLATE
V)
COMPOSITE ROOF PANG S: ANCHOR r x r x 0.044•PLATE
TO CONCRETE WITH V4• x 2-V2'
(4) V4' ). 4'LAG BOLTS WITH RISER PANELS: r x r x V8' ANGLE EACH SIDE
WITH 1-V4'FENDER WASHERS (3) M8 x Vr SMS PER 12•PANEL CONCRETE ANCHORS WITHIN (' OF ATTACH TO POST AND CONCRETE
EACH SDE OF EACH POST AT 24'
PER 4'-0"PANEL ACROSS THE AT LOAD BEARING WALL WITH
FRONT AND 24' O.C.ALONG O.C.MAX OR TH X)UGH ANGLE AT (2) *10 x VT SMS EACH SDE U4
SIDES 0AALX-ON) 24'O.0 MAX N
r x r EXTRUSIONor
+=
m V
I
HEADER ATTACHED TO POST WITH C
MN (2�*10 x }Vr S.M.S.N SCREW 1-VW MR N CONCRETE CT
c o
r z r OR r x 3'HOLLOW BOSSES MNL 3-V2'SLAB 2500'PSI CONIC. ^ �'
m
SEE SPAN TABLE HEADER 8x8-10x10 W.WM OR FIBER MESH ~
' VAPOR BARRIER LLI
CHAR RAI.AND KICK PLATE
r x r 0.044•HOLLOW 0.0HOLLOW RAL V c
2' xLr. rx3.OR3• xrHOLLOW C
POST ATTACHED TO BOTTOM WITH O
WITH W.M M10 x}v2„sJrl3 SEE SPM TABLES SELF-MATING
G POST TO BASE AND SELF-MATING POST TO BEAM DETAIL 3 m
N SCREW BOSSES (� a
FOR SNAP EXTRUSIONS CHAR RAL
E)OSTNG SLAB MAY BE USED F N ATTACHED TO POST WITH MN.(1) —� AN 0 2 ?;;3
GOOD CONDITION AND APPROVED M10 x I-V2'SMS.IN SCREW BOSSES
BY THE l"-DING OFFICUL jy
rxrxoiur OPEN BACK BOTTOM RAL V
(1)IiT1'VT x 3-V2'KBI-BOLTS
5M
APPROVED FOR 88UPLIFT WITH ,
STD.PLATED CUT STEEL WASHER a _ ,, V4'x 2-1/4•MASONRY ANCHOR !W
n FROM EACH POST AND 24'O.C.MAX SHEE
4
(U 3/8'HK3'XT FOR POST
(2)WW(BOLTS FOR 3'x 4'POST 2
TYPICAL UPRIGHT DETAIL
OF