Plans 444 Royal Palms Dr(vault) General Notes and Soecifications: 7-7
ANCHOR WITH HEADER
1. Certain of the following siTu=res are designed to be married to block and wood frame structures of
CHANNEL ANCHOR WITH HEADER
X
adequate structural capac:ty.'he contractor/home owner shall verify that thei host structure is in good / CHANNEL�SEE ROOF
condition and of sufficient strength to hold the proposed addition. WOOD FRAME SHED W/2 x 4
PRESSURE TREATED PINE CONNECTION DETAILS
PLATE ANCHORED TO
2. if there is a question about the host structure,the owner(at his own expense)shag hire an architect, uJ :, SECTION 7)
CONCRETEW1 114*CONCRETE
engineer,or a certified home inspection company to verify host structure capacity. 0 FRONTWALL BEAM(SELECT
X L'FROM TABLE 2.1.1 AND/OR
3. The following rules apply to attachments involving mobile and manufactured homes: FASTENERS @ 4'-0-0.C.
TABLE 2.1.2)
Lu
a. Structures to be placed adjacent to a mobile i manufactured home built pricr to 1994 UJ U) MID-SPAN BEAM(SELECT'L'
snal use FROM TABLE 2.1.1 AND/OR
MID SPAN BEAM(SELECT'L'
wag construction'or shag provide detailed plans of the mobile/manufactured home a"with TABLE 2.1.2) i FRCM TABLE 2.1.1 AND OR
0 X 0
addition plans for site soacific review and seat by the engineer.This appiec to ad utility Sneds,
,on FRCNTWALL BEAM(SELECT TABLE 2.1.2)
C&WM,and/of other structLires to be attached. 04
1:FROM TABLE 2.3) z
POST
b. Fourth wall constiniction means the addition shall be free standing with on6&,a roof flashng of the two SHADING TYPE 11 Ln
. / 03
units being attached.The most common'fourth wall construction*is a post&beam trame adjacent to DENOTES INTERIOR POST uJ
the mobile i manufactured home.The same span tables can be used as for the hum wad beam.All SELECT BEAM(SEE TABLE
MAX.ROOF AREA(SEE TABLE 2.1.1 AND/OR TABLE 2.1.2)
lourth wail frames shail have knee braces on both fourth wall frame and ouer wall frame. Lu o 2.1.1 AND/OR TABLE 2.1.2)
C, For mobile/manufactured homes built after 1994,structures may be attacred,provided the project LL SHADING TYPE I > SHADING TYPE I
foillows the plan provided in this manual.-he contraictor/owner shall provice verification of the DENOTES EXTERIOR POST (SEE TABLE 2.2.1 AND OR
structural system used to build dw host structure. ROOF AREA(SEE TABLE 2.2.1
TABLE 2.2.2.)
At=W12
AND/OR TABLE 2.2.2) SHADING TYPE il
d. Arty attachment that extends more than 217 from a mobile manufactured hxm wall shall require site i it A2=IN14
MIN.3"x 3"x 0.060' A2 At (SEE TABLE 2.2.1 AND OR
specific engineering.The 2V is measured from the mobile manufactured home to the outside of the A3 A3=W/4 O.H.
A2--e-At A3 THRU-BOLTED TO HEADER TABLE 2.2.2)
beam wall and does not include overhang. PROJECTION
4. Section 7 contains span tables and the attachment details of pans and cDmpa;ite panels. W=PROJECTION FROM Al IF W/2 POST ANCHOR TO CONCRETE U)
HOST STRUCTURE A2 =W/4 (SEE DETAIL REQUIRED POST) DOUBLE CARPORT WITHOUT CENTER POST-PLAN VIEW 0 __J
A3 �W/4 O.H. (TYPICAL) LU <
5. When using'EK screws in lieu of S.M.S..longer screws must be used to comoensate for drill head. 3'RECEIVING CHANNEL = ::)
6. SOME LOCAL BUILDING DEPARTMENTS,SUCH AS PINELLAS COUNTY.MAY REQUIRE MINIMUM DOUBLE CARPORTWITH CEN-.-'ER POST-PLAN VIEW ANCHORS W1(3)EACH#8 Z
'NALL THICKNESS OF EXTRUSIONS.CHECK WITH YOUR LOCAL BUILD114G DEPARTMENT BEFORE S.M.S.(9 12-O.C. <
PLANNING YOUR PROJECT. ROOF CONNECTION DETAILS (SEEROOF CONNECTION
(SEE SECTION 7)
DETAILS SECTION 7) cn
MID-SPAN BEAM SIMPLE SPAN MID-SPAN BEAM UJ LU Z <
(SEE TABLE 2.1.1 AND/OR = 0 1--
(SEE SPAN TA13LE 2.1.1) > :D - U-1
TABLE 2.1.2) LLI C t
POST TO BEAM(SEE X POST TO BEAM L)
0 0
TABLE 2.3) (SELECT FROM TABLE 2-3) 0 D UJI
0 z
POST SIZE AND SPACING 0 C:) 0
POST SIZE AND SPACING
L) (Z I < CD -
FOURTH WALL (SEE TABLE 2.2.1 AND OR (SEE TABLE 2.2) U) 0 H-
W FOURTH WALL FRAME
TABLE 2.2.2) QU FRAME CN
FRAME Cn LLJ
i- (IF REQUIRED) ROOF PANELS
Cn (IF REQUIRED) ROOF PANELS 0 7
1-- 1 1 M (SEE TABLES SECTICN 7) F- Z) U)l
L
V3 (SEE TABLES SECTION 7) z
0 SEE FOOTING DETAILS IX
SEE FOOTING DETAILS
0 2
PROJECTION VARIES PAGE 2-15 CL :D
PROJECT]ON VARIES = _J
< <1
DOUBLE CARPORT WITH CENTER POST-ELEVATION VIEW DICUBLE CARPORT WITHOUT CENTER POST-ELEVATION VIEW
SEE CONNECTION DETAILS
(SECTION 7) P,1P IF`V, 0
pnolill-
SEE CONNECTION ca of G W z
DETAILS
P083T AND BEAM DETAILS (SECTION 7) CL w
THE DESIGNS AND SPANS SHOWN ON THESE DRAWINGS ARE
AND TABLES SECTION 2 PAN OR COMPOSITE BASED ON THE LOAD REQUIREMENTS FOR THE FOLLOWING
PANEL CODES:
12"x PAN
z 'T
(SEE TABLES SECTION 7) FOR FRONT BEAM USE: (SEE TABLES SECTION 1) STANDARD BUILDING CODE 1997,CHAPTER 16 C Z 0
USE W TO SELECT PAN A=VV I 2+OVERHANG C Lu 20
FOR REQUIRED SPAN HURRICANE CLIPS FOR INCLUDING SSTD 10-96
WOOD(SEE PAGE 2-5) 2) BOCA NATIONAL BUILDING CODE 1996 <
:192 5J..�� 3) TEXAS DEPARTMENT OF INSURANCE WINDSTORM
W VARIES FOOTING AND 2 x 4 TOP PLATE @ ROOF
RESISTANT CONSTRUCTION 1998 Lu
(DOUBLE TOP PLATE!F , S 5
X CONNECTION DETAILS aw: W Lu 0 Z
SECTION 2 D LENGTH OVER 16' Q U) 0
WIND LOAD TO SNOW LOAD CONVERSION TABLE:
TCP PLATE P.T.OR W/
50 YR SNOW LOAD DESIGN S
VAPOR BARRIER @ - __-- NOW LOAD MND LOAD i BUILDING TYPE 0 Lu
5-25# SO C Lu 5'J
FT.1 3-15#/SQ.Fr. 95MPH/OPEN Z X i-
ALUMINUM ROOF 211-30# 1-70#/SO.FT. 100 MPH I OPEN 3 0
I- z M
U) 3: Lu d
0 SHEATHING:7/16'O.S.B. 31-35#i SO 61-70#/SQ.FT- 1 120 MPH I OPEN
7 OR 1Z PLYWOOD W1 36-60#/SO I M aw
CARPORT WALL SECTION 0 FT. 61-70#/SO.FT. 110 MPH I ENCLOSED
z STUDS 24'0.C.OR _J
P STRUCTURAL GRADE FT., al-70 III/SQ.Fr i 120 MPH/ENCLOSED
SHED IS FRAMED WITH FOURTH WALL(IF REQUIRED)OR ATTACHED TO HOST,MAXJMUM THERMAL PLY W1 STUDS SELECT ROOF OR WALL MEMBERS FROM APPROPRIATE TABLES
FLOOR AREA 200 SQ.Fr.,IF FLOOR AREA IS GREATER THAN 200 SQ. USESEC 16-0.C.
:�'�" ') , IIJ
FT TION 4, PURSUANT 70 PROVISIONS OF THE FLORIDA DEPARTMENT OF TEXAS CONVERSION TABLE:
ATTACH SHED OR ROOM WALL TO HOST STRUCTURE W/1/4"x 3-1/4'TAPCONS @ 1i O.C.
FOR MASONRY OR#16d COMMON(g 16'O.C.OR#10 x 3-1r2"FOR WOOD OR#10 x 2-1rr 2 x 4 PRESSURE TREATED HIGHWAY SAFETY&MOTOR VEHICLES DIVISION OF MOTOR CONVERSION FACTORS
VEHICLES RULE 15C-2,THE SPAN TABLES,CONNECTION E-1 ROOF
S.M.S.FOR I'x 2*ALUMINUM OR#10 x 3-1/2'S.M.S.FOR 2 x 2 ALUMINUM PLATE W/3/8*x 4-1 f2* DETAILS, ANCHORING AND OTHER SPECIFICATIONS ARE WIND ZON
CONCRETEANCHORS(g WALL
DESIGNED TO BE MARRIED TO CONVENTIONALLY SEAWARD OF I�C.W. 0-67 1 0()
4--o-0.C.(SEE SLAB
1- SHEDS AND UTILITY ROOMS BUILT UNDER SECTION 2 SPECIFICATIONS SHALL BE LIMITED TO 2 x 4 LUMBER#2 S.P.F. CONSTRUCTED HOMES AND/OR MANUFACTURED HOMES AND i INLAND OF I C.W. 0.74 i i.00
16 FT.IN ROOF SPAN DIRECTION AND 200 SQ.Fr.MAXIMUM AREA- (MIN.)OR DETAILS) MOBILE HOMES CONSTRUCTED AFTER 1984.
2. ALL WOOD FRAMING AND SHEATHING CONNECTIONS SHALL BE IN COMPAANCE WITH STANDARD 2"x 2'ALUMINUM MAY BLE INTERCOASTALWATERWAY
BUILDING CODE 1999 CHAPTER 23,TABLE 2306.1 OR AS NOTED BELOW. SUBSTITUTED WITHOUT'-
HURRICANE CLIPS jCB NAME: NOTE: T
FOURTH WALL FRAMINd; WIND LOAD CONVERSION:
CONNECTION FASTE=ER NUMBE�/SPACING WHERE REQUIRED ADDRESS: SPANS AND HEIGHTS FROM TABLES ARE BASED ON 120 M.P.H.
WALL SHEATHING 1/2"OR LESS #6 COMMON TI-6;-O.C.EDGES)ND 12*O.C.FIELD
TOP OR SOLE PLATE TO STUD WIND LOAD. TO CONVERT TO 1.40 M.P.H.WIND LOAD MULTIPLY
A.END NAIL 1#16 COMMON 1 2 SPANS AND HEIGHTS BY 0.85
B.TOE NAIL 1 #8 COMMON 2 UTILITY SHED WALL SECT iON
'DRAWING FOR ONE PERMIT ONLY 1999
I C)f�F
SELECT BEAM FROM TABLES RIDGE CAP
2.1 1.2.1.2,AND 2.1.3 W/4 Wr2 W/4
OVERHANG=OH z 2'-0* RIDGE BEAM i
PAN OR COMPCSITE
APPLIED LOAD FROM BE SPAN KNEE BRACE (SEE TABLE 2-1.1 AND I OR P
PA,ELROOF
N
.OHl (REQUIRED) TABLE 2.1.2 USE W/2 FOR I
TABLE 4.3='AFI USE Wf2 FCOR BEAM SIZE
ul 2'x 3"x 0.050' LOAD WIDTH)
x SEE TABLE 2.1.1 p�ND/OR TABLE 2.1.2
D
(AFTER CoMpU-I�ING"A*FROM PAGE
PROJECTION='P` 1 Z-O' 2-1,2-l?OR 2-3)
LOAD WIDTH='LW
TH
OSS
C R
Z-0.
SiT SIZE(SEE TABLE 2.2.1 CENTER BEAM CROSS
P 12+'OH'=8*-0* p-O
(SEE TABLE 2.1.1 AND/OR
AND /OR TABLE 2.2.2) 3"x 3*
0 OPTIONAL SHEATHING: 7116" TABLE 2.1.2 USE Li4 FOR NOTCH POST TO RECEIVE
END FRAMES AND L/2 FOR
O.S.B.OR IrZ COX NAILED 6* 4 S) BEAM WITH THRU-SOLTS
0.C.EDGES AND 12'0.C. CENTER FRAMES) (PER TABLE 2,3)WITH
FIELD SIDE VIEW FOUp'TH WALL FRAME POST(SEE TABLE 2.2.1 LOCK NUT TOP AND
AND OR TABLE 22.2) BOTTOM
WALL UPLIFT EXAMPLE
CALCULATE # L.F.FOR 102 M.P.H.ZONE='AP x'LW W
'AP=25 91 SQ.FT. N
'LW=8'-0' 'U'=25#/SQ.FT.x 8'=200#I L.F. BEAM SPIPAN -
USE W12 FOR1,13EAM SIZE GABLE CARPORT FRONT ELEVATION
REQUIRED ANCHOR SPACING CAN BE FOUND BY DIVIDING ANCHOR CAPACITY BY THE (SEE TABLE 2.1.1 AIW I OR TABLE 2.1.2 POST SIZE L/2
UPLIFT VALUE PREVIOUSLY DETERMINED. AFTER COMPUTING**'LARGEST VALUE) (SEE TABLE 2.2.1 AND OR LJ4 LOAD WIDTH FOR CENTER BEAM u4 U)
EXAMPI P: FOR AN H-2.5 CAPACITY=415#/200 L.F.=SPACING OF 2.075 Fr. TABLE 2.2.2) (SEE TABLE 2.1.1 AND/OR TABLE 2.1.2) 0 -j
Uj
T
HUS,STUDS AT TYPICAL SPACINGS RECEIVE ANCHORS AS FOLLOWS
SIDE VIEW SINGLE OR r)OLIBLE BAY CARPORT U)
<
ALLOWABLE UPLIFT PER ANCHOR - - - - - - - -
STUD SPACING H 2.5 SPACING
12'O.C. ALTERNATING STUDS SIMPSON UPLIFT RATING FUDGE BEAM
= = = U)
PLATE TO BE SAME UJ Z <
16'O.C. EACH STUD H 2.5 415# SPLICE TO BE LOCATED LU
24"O.C. EACH STUD 1/4 TO 1/3 BEAM SPAN 'SSCREW
H 5.0 455# PLATE CAN BE INSIDE OR NOTE: > C
H 3.0 455ft OENO7Tz- THICKNESS AS BEAM WEB
AND STAGGERED ON PATTERN Nc.)T NUMBER OF END BEAMS D LLI
x- KNEE BRACES REQUIRED=
*SP 112 585# EACH SIDE OF SCFAEWS OUTSIDE BEAM OR LAP SIDE BEAMS IF POSTS ARE NOT SET
SELF MATING BEAM CUT INTO CONCRETE C D Uj
p-- C:) C
SELECT FASTEN 1'M,AX. CENTER BEAMS FOUNDATION
ERB CD
� - + + + CD 1--
APPLIED LOAD OR WIND LOAD t C'4
ABOVE EXAMPLE CAN BE USED TO CALCULATE UPLIFT AND ANCHOR SPACING FOR ANY FROM TABLE 1 6 1 79' CENTER FRAME
d=HEIGHT OF BEAM -'c END FRAME
SP 1/2 ARE USED FOR DOUBLE TOP PLATE 'o U.1
BEAM SPLICE SHALL BE U)
-.501 1-75
MINIMUM d FASTENER SIZE,NUMBER
I*MAX. 0
HEIGHT 2 x(d-.50") AND SPACING a_
LENGTH (SEE TABLE 1.6) L Ix
< <
TYPICAL BEAM �PLJCE DETAIL GABLE CARPORT SIDE ELEVATION
UPRIGHT SIZE M. "BE�AM SIZE ; KNEE BRACE
2*x 2*x 0.036"
2-.2'.0.036- 2-,�
IF COIL STRAP,CONTINUOUS 3*x 2'x 0.050* 2-4.E- 2-x 34 x 0.0506
FROM TRUSS RAFTER TO 3-x 3-x 0.060-
__Zx 6-�2--M-B 2*x 3*x 0.050*
PERIMETER JOIST,IS NOT
3*x 3'x 0.093' 2-x 8':SsM6Bw 2*x 3"x 0-050
PROVIDED BY THE Z
MANUFACTURER 3'x 3"x 0.125' 2-x 9- S.M.B. 3*x 3'x 0.093' Z 0
REMOVE VINYL SIDING AND C w
SOFFIT ON THE WALL AND CL
CD a
INSTALL SIMPSON CS-16 COIL 1�
STRAP FROM TRUSS/RAFrER Lu 0 0
m z
TO BOTTOM OF PERIMETER co
JOIST 4 EACH TRUSS/ W W- W . =1
RAFTER. NAIL STRAP W1 16d Lu A u,
COMMON @ TRUSS RAFTER OVERHAWG Lu -T L-,,
X
AND PERIMETER JOIST, cli VARIEEP cli OVERHANG 0
03
Lu uj cj
SCREW COIL STRAP TO j I VARIES
INSTALL NEW AUGER ANCHOR BEAM IF REQUIRED 00
SHEATHING Wl#8 x l"DECK A2 < A2 A2 f! a:
(§EACH NEW PIER, INSTALL A2 Al FOR KNEE BRACING 1,2 cc
D.C. 1/2
SCREWS(9 16 112*CARRIAGE BOLT THRU 2
VERTICALLY. REPLACE VINYL PERIMETER jOIST AND STRAP z z
SIDING. < <
TO NEW AUGER ANCHOR. CL CL W FOR 7�
KNEE B CE
BEAM SIZE
Ily FO BEAM St W FOR BEAM SIZE SEE TABLE 2.1.1 AND 01
W FOR BEAM SZ'
EE ABLE 2 1'At'
2A 7
S T 3L ,:NG
OR TABLE 21.2 AFTER
COMPUTI -
RGEST VALUE
COMPUTING'A'
LARGEST VALUE
PROVIDE NEW 4*,6'OR 8'x MINIMUM SLOPE SHALL BE POST SIZE AND SPACING
16"CMU PIER AND SOLID
1 r2*PER 12"EXCEPT FOR PER TABLE 2.1.1 AND i OR
FOUNDATION BLOCK @ 6-0- NOTE: 0.026"PANS FOR WHICH SHADING DENOTES T ABLE 2.2.2
MAX.0.C.ALONG FOR BEAM SPAN LENGTH THE SLOPE SHALL BE 3/4' MAXIMUM ROOF AREA NOTE:
F
ATTACHMENTWALL "A*FOR TABLE 2 EQUALS PER 12" FOR SPANS FOR COLUMNS AND KNEE BRACES ARE T
THE LARGER OF: EXCEEDING 12'-0'OR FOOTING REQUIRED IF POSTS ARE
Al=W MANUFACTURERS NOT SET IN CONCRETE
A2=W/2+0.H. RECOMMENDED SLOPE FOOTING
TYPICAL WALL SECTION FOR ATTACHMENT TO DOUBLE CARPORT END VIEW DOUBLE CARPORT(GABLED) SINGLE CARPORT END VIEW SINGLE CARPORT
MOBILE f MANUFACTURED HOME
8
— — — — — — — — — — —
CONNECTORS PAN ROOF PANEL — — — — — — — — — — — —=- — — — — — — — — — — (a
(PER TABLE 2.3) �Lj ROOF PANEL SEE SECTION 7
PAN OR COMPOSIT LiE PANEL ROOF
L
0 0 t 3D
SEE TABLES FOR BEAM SIZE FOR NUMBER OF BOLTS ANCHOR(SEE DETAIL FOR
BEAM AND SIZE OF POST(SEE PAN OR COMPOSITE
a a TABLE 2.3) 3* PANEL)
0 SEW AND POST SIZES 30
a 0 0 (SEE TABLE 2.1.1,
—I— TABLE 2.1.2 AND/OR
0 0 a 0 0 TABLE 2.2.1.TABLE 2.2.2) COLUMN NOTCHED TO
SUIT
KNEE BRACE NOT
REQUIRED FOR CENTER OF
ATTACKED BRACE CENTER OF
STRUCTURESAND, KNEE BRACE TH . 0 CONNECTION BRACE CONNECTION E BRACE LEN SIDE NOTCH POST TO BEAM CONNECTION
ROOF PROJECTION START OR END START OR END OF
BRA
CE
START OR
e
CM
ONR
NE
E
0
C
N
F
Tj
0 0 D 0
70—lo ��
KNEE BRACE TH
FROM HOST LESS OF BEAM SPAN BEAM SPAN EBRACE XN
0 OT - -T> - - - - - - - - -
THAN 2V 0 0 U)
KNEE BRACE NOT ca
RA
0 2" OU 0 w
-x 3'x 0.05(r REQUIRED FOR LLI <
CTU
KNEE BRACE 0 MINIMUM KNEE BRACE ATTACH:ED STRUCTURES ROOF PANEL SEE SECTION 7
REQUIRED IF POST (SEE TABLE Z3) 3.x 0. DIM M 0 U) z
OW 4 U
N a C COLUMN cn
NOT SET IN 2"x 3'x 0.05V MINIMUM <
CONCRETE FOOTING KNEE BRACE
S = AB U3
(SEE TABLE 2.3) cn
COLUMN INTEIMAL ANGLE OR ANCHOR PER DETAIL LU Z
U-CLIP KNEE BRACE REQUIRED IF FOR PAN OR > 0
POST NOT SET IN COMPOSITE PANEL 0 LU
CONPIECT KNEE CONCRETE FOOTING a
FOR NUMBER OF Cj
BRACE TO COLUMN BOLTS AND SIZE OF 0 m w z
AND 13EAM WITH O.OW POST(SEE TABLE 2.3) F- 0: 0
'U'C�IANNEL, BEAM AND POST < CIO
-a. cn 0
CHAININEL.OR GUSSET 13/4'x I 3/4x 0.063* SIZES(SEE TABLE
RECEPANG CHANNEL w
PLATE,FASTEN WITH CONNECT KNEE BRACE To coLumW,AND BEAM WITH 0.0511 2.1.1,TABLE 2.1.2 2
&M.S.AT EACH CHANNEL.'H'CHANNEL.OR GUSSET P&ATE,FASTEN WITH S.M.S.AT THRU BOLTED TO POST W1 AND I OR TABLE 2.2.1, D co
CONNECTION POINT EACH CONNECTION POINf PER TA13LE 2-3 THRU BOLTS FOR SIDE TABLE 2.2.2) z
PER TABLE 2-3 BEAM(SEE TABLE 2.3 FOR COLUMN NOTCHED TO D
NUMBER OF BOLTS) SUIT
KNEE BRACE TO POST DETAIL-BEAM PERPEND11CULAR TO ROOF KNEE BRACE TO POST DETAIL-FOEAM PARALLEL TO ROOF CENTER NOTCH POST TO BEAM CONNECTION
0 tt g
ANGLE OR RECEIVING U I
CHANNEL NOTE:CROSS BEAM ATTACHED 1"x 2 1 Ar x 0.0W CHANNEL w/ lz o
AT COLUMN AND BEAM #8 x 3V V.4 HEAD S.M.S.@ 1 1/2' Uj
---------- X
D.C.MAX BOTH SIDES
w
(2)#8 x 1/2*%W HEAD S.M.S.
PARALLEL 0 11r D.C.MAX Lki
PRIMARY BEAM UQJ
0 —
CONNECTOR MAY BE(2) (s THROUGH I"x 2 mr CHANNEL
Lu (SEE TABLE V.1 pRWAARY BEAM
w
ANGLES.INTERNAL U INTO BEAM LL
CHANNEL OR EXTERNAL ANDIOR TABLE 11.2) (SELE TABLE 21.1.1 Lu
u ANOXORTABLE 2.1.2) (2)511fr x 3 1/2'CAD.ST. x
CHANNEL EACH SIDE OF CL 0
CONNECTING BEAM WITH w E BOLTS THROUGH
BEAM PER DESIGN TABLE
SCREWS(PER SECTION 9) BLE
CARRIER BEAM(SEE TABLE
2.1.3) MINIMUM NUMBER S.M.&0 3/lr LONG CROSS BEAM AT COLUMN AND AT BEAM
REQUIRED IS EQUAL TO BEAM DO"(SEE SCALE. N.T.S.
SECTION 9) BEAM TO WALL CONNECTION:
140TE: EXTRUSKM WITI-I INTERNAL SCREW BOSSES (2)r x 2*x 0.06(r EXTERNALLY MOUNTED ANGLE0,ATTACHED TO WOOD WALL WITH
MAY BE CONNECIED WITH(2)#10 x 1-Ir2' MINIMUM(2)3V x 2*LAO SCREWS PER SIDE OR(223)1/4'x 2-1/4'CONCRETE ANCHORS To JAN of
INTERNALLY CONCRETE OR MASONRY WALL ADD(1)ANCHOR FRER SIDE FOR EACH INCH OF BEAM
DEPTH LARGER THAN 3,
CARRIER BEAM TO BEAM CONNECTION (ALTERNATE)(1)1-3W x 1-314*x 1,V4*x 1/8*fNTERttiAL U-CHANNEL ATTACHED TO WOOD
WALL WITH MINIMUM(3)3V x 2*LAG SCREWS OR'p)114"x 2-1/4*CONCRETE ANCHORS TO
CONCRETE OR MASONRY WALL ADD(1)ANCHOR A SIDE FOR EACH 114CH OF BEAM
LARGER THAN 3*
CARRIER BEAM TO WAI IL CONNECTION S AN T 01,
OF
ALUMINUMISTEEL t TOP OF GRADE Z-O'MIN.
COLUMN 'U'CHANNEL(SEE COMPACTED BACK FILL
SEE SECTION 9 FOR SECTION 9 FOR BEFORE SLOPE
ANCHORS CONNECTIONS) (1)#50 13AR CONT.
io P�� m (1)#50 BAR CONT.
I -ffmmT!mm
CONCRETEANCHORS 3'x 3*POST(SEE TAB 0 4, w
(SEE SECTION 9) LE)
(2)2'x 2'x 1"ANGLE OR LA
CONCRETE SLAB OR tt
(1)U CHANNEL x't*
FOOTING
POST TO CONCRETE CONNECTION 3/8'x 3-11r BOLT TYPEI IT
INTERNAL OR EXTERNAL RECEIVING CHAS NEL PE III
TYP
'r IS THICKNESS OF 80 L8.25DO PSI FLAT SLOPE/NO FOOTING MODERATE SLOPE FOOTING
SEE SECTION 9 FOR REQUIRED POST CONCRETE PRE-MIX 0-2"/12* 2"t 12*-1,-l(r STEEP SLOPE FOOTING
>
ALUMINUMISTEEL ANCHORS
3*EXTRUDED ALUMINUM NOTES:
COLUMN BASE
2*x 2'WITH WALL is* 1. NO FOOTING OTHER THAN 4*SLAB IS REQUIRED EXCEPT WHEN ADDRESSING EROSION
UNTIL THE CARPORT OR PATIO COVER EXCEEDS 2W-O'.THEN A MINIMUM OF A TYPE 11
THICKNESS EQUAL TO OR
FOOTING IS REQUIRED.
CONCRETEANCHORS GREATER THAN COLUMN
WALL ALUMINUM POST AND BURIED
(SEE SECTION 9) 2- FOR WOOD FRAME UTILITY SHEDS THE MINIMUM DEPTH OF THE FOOTING SHALL BE I(r FOR
TYPE 11 FOOTING AND 1r FOR TYPE III FOOTING.
CONCRETE SLAB OR 3. MONOLITHIC SLABS AND FOOTINGS SHALL BE MINIMUM 2,5W PSI CONCRETE WITH exeloxio
FOOTING POST TO CONCRETE CONNECTION POST IN CONCRETE 3'x 3*POST TURN WELDED WIRE MESH OR FIBER MESH MAY BE USED IN LIEU OF WIRE MESH.
"0 BAR Ir LONG BOLTED*TO ANCHOR 4. IF LOCAL BUILDING CODES REQUIRE A MINIMUM FOOTING USE TYPE I[FOOTING OR
INTERNAL OR EXTERNAL ANGLE CLIPS RISER FOOTING SECTION REQUIRED BY LOCAL CODE. LOCAL CODE GOVERNS. (nil
POURED CONCRETE 0 _j
ALUMINUM/STEEL INTERNAL EXTRUDED (REFER TO TABLE 2.4) 2-3/4'x 2-3/4"x 2-1/21 Lu <
ALUMINUM BASE OR LONG x 1/8*TUBING SLAB-FOOT NG DETAILS
COLUMN RMED U-C ckw a)
WELDED CONNECTION
CORROSION RESISTIVE BREAK FO UP
WITH WALL EQUAL TO OR
STEEL THRU BOLT PER GREATER THAN POST FASTEN(SEE TABLE 2.5) U)
SCHEDULE WALL
SEE SECTION 9 FOR -6 NOTE. > ZI i.
j&' 3-1/?CONC.SLAB 0 Eo
CONCRETEANCHORS w ATTACHMENT DETAILS 12'x 12'x 1/4*PLATE
SHOWN REQUIRE 13 C14
CONCRETE SLAB OR DIAGONAL BRACING FOR *POST MAYBE FILLET — LU z
FOOTING FREE-STANDING COVERS ALUMINUM STRUCTURE F001ING ALUMINUM STRUCTURE FOOTING 0
WELDED DIRECTLY TO 2500 PSI CONCRETE WITH(1)#5 2&)0 PSI CONCRETE WITH(3)#3
POST TO CONCRETE CONNECTION BASE PLATE L
BAR CONT.MINIMUM 2-1/2"OFF BAR CONT.MINIMUM 2-11r OFF c%j
TUBE COLUMN 13ASE SCHEMATIC INTERNAL BASE GROUND GROUND
L
uj
1/2 12 ISOLATED FOOTING 19—ASE ANCHOR CONNECTOR RIBBON FOOTING TYPE I RIBBON FOOTING TYPE 11 09 an
a.
FOA POST TO SLAI;CONNECTION cr
<
12'ALUMINUM PANEL GALV-METAL STRAP(14 GA.x I')
ROOF(SEE TA13LE 2.5) ANCHOR ALUMINUM FRAME
RECEIVING CHANNEL CONCRETE CAP BLOCK OR TO WALL OR SLAB WITH ir x 8"X IS*C014CRETE BLOCK
BLOCK(OPTIONAL) 1/4"x 2-1/4'MASONRY 7
ANCHOR WITHIN 6"OF POST 9-x 24'x 24'POURED C014CRETE PAD
RECEIVING CHANNEL RIBBON OR MONOLITHIC AND 24"O.C.MAXIMUM
FOOTING uj
(IF MONOLITHIC SLAB IS USED (1)#40 BAR CONTINUOUS LONG)EACH WAY a. §
12*ALUMINUM PANEL (2)#5 BARS(18
(SEE TABLE 2.5) SEE NOTES OF DETAILS NEXT (1)#40 BAR AT CORNERS AND
PAGE)
CONCRETE POURED CELLS WITH#5 BAR
10'-O'O.C.FILL CELLS AND 4" U-
(SAKRETE READY MIX VW GRAVEL)
ir x Ir x IS"BLOCK WALL KNOCK OUT BLOCK TOP c
ALU (MAX 3r) COURSE WITH 3=PSI PEA PAD FOOTING 6 0
MINUM UTILITY SHED WALL ALUMINUM UTILI1Y SHED WALL ROCK CONC.DECK
(EL 1ON) :"7 Q.-
co 2j,
(2)#40 BARS MIN.2-11r OFF L41
. jq-
08 x 11r S.M.S,INTO 2* GROUND w - L.0
EACH RISIER Q PANEL �o 0
ENDS KNEE WALL FOOTING FOR SC&EENED ENCLOSURES
AD UJ
TOP AM 130TTOM
PAN PAN ROOF 12 ALUMINUM ATTACHMENT
BOTTOM CHA14NEL (SEE TABLE ZS) 1r2—
ANCHORED TO SLA13 LIU
W1 1/4'0 x I' PAN TO WALL qL
EMBEDMENT CHANNEL(3)#8 x IIZ REC EIVING CHANNEL CONCRETE FILLED BLOCK _j Q
EXPANSION 13OLTS PER PAN PAN WALL STEM WALL 8'x ir x lir C.M.U.
Lu-�c
24"D.C.OR CONCRETE (1)#4013AR CONTINUOUS
SCREWS 2*x 2*x 0.044"BRACE
FOR GREATER PAN >(A
p
PA
E Epj NG CHANNEL
W
SZCE
4-27
Flo :2 t'R R
Fof
12*RISER PANEL PAN TO WALL H W X 12*CONCRETE FOOTING JAN 2' 01
HEIGHT
WITH(N)#5 BAR CONT.
(SEE TABLE 2.5) (REI:ER TO TABLE 2.5) LOCATE ON UNDISTURBED
1/4*0 x 1-1/4* 'h' W N 'x- NATURAL SOIL(1)#50 VERT,
EMBEDMENT ;a
32' 12- 2 l(r-(r BAR AT CORNERS AND
EXPANSION BOLTS OR 36' Ir 2 8-V Y O.C.MAX FILL CELLS W/
-7 EQUAL DRIVE PINS @ - m h 3000 PSI PEA ROCK
4W 18- 3 4'-0-
24*O.C. CO ICRETE E_1A I
ATTACH PANELS TO 3-1/r CONCRETE SLAB NOTE. ALL MASONRY KNEE WALLS SHALL HAVE A FILLED CLELL AND VERTICAL BAR AT ALL CORNERS s
CHANNEL W1(2)#8 x Ilr MAX.SHED FLOOR AREA 3-11r CONCRETE SLAB a x s-10 x 10 WELDED WIRE MIESH OR F18ER MESH CONCRETE
S.M.S.EACH PANEL 200 SQ.FT. VISQUENE VAPOR BARRIER UNDER SLABS HAVING SIJRUCTURES ABOVE COMPACTED CLEAN
EACH END FILL OVER(SCARIFIED)NATURAL SOIL 90%DENSITY
PAN WALL CONNECTION SECTION THROUGH UTILITY SHED RAISED PATIO Fo&,.TING 4
KNEE WALL FOOTING FOR SCREENED ENCLOSURES
OF 8
TabI Allowable Attributable Root Arm per Post for Carports, Table 2.2.2 Allowable Attributable Roof Area per Post for Carooft-, Table 2.3 Schedule of Post to Beenr Sin and Number,of Thru.Boft Required
Patio Covent.and other,Open Buildings-ALUMINUM PII Patio Covers,and other Open Buildings-ALUMlktYM POSTS AknhkVjffl ARW SM T4
Aluminum Pain
'Mind LoMI I I MPH 1 126�lV.MPH 1 140 1111W Aluminum Post 140 MPH mh*nwn # L-04%" MhL 0$tA"
AftDW Load vow I ic2lea"T 1iomPH 125 Sho PON 1/4's 3(r a
Ing ;aM- I i7*s&Ft�2o �rL 1 32*lh&FL r x r x o.oar lollow Tat
:P2�%ft KOM AM M rem Tor vanous Loom on 23 013%IF 28 AT- 1 S'x n O-OW SCONOM 2 rxr 0.
LAM M LAG Z,x 4-x'Low Monew luarealon or mwdnmm Ro*fAMIn3�awuw"aF*-WfftWor 2*x4"xO.Osv iollow I Tx 3-x 0.08V Soleoper (3)08
r x r x aAw an=ffeenaejoa-Ak-d.-Ae,_anen, Low in Lbs 'rxrxo. 611,53 t-6 MW&M SONW4 3*x 3x 0.0W scoloped 2 2xr OAW
1 103 90 79 Bf- .1 Hollow Exbvsion-Akan sw
1 2.011 33 .5.184 2 225 1 1 2 rx3* 0XIGIr
--29 3 0 ljrx3'xo.0WScakpwd
91 0 49= 13*-I(r 1 3.81511 '94 1 z-xWx0.WWx0.l0034WMMv-1
W-19" 1 1.201-71 01) 5z-- 1 46 1 391- IT-Ur 1 3.024 i1G - I if 169 1 x B*x MOW x 0.12V Sell Me"ampaptl rx rx 0.001r SMIOD$d r x 3r, 0. (3)N
40 1 _1 1*1 1 131 118 7 2 rxr --
39 1 35 1 211 17"-10- 1 Z.255 , 1ja 1 113 1 99 a X7"XiM0WxMl2r5Iaf�ih%*q8Ic
Load WL�-Px x-x f.aw or - I Load In Lbs 3"xrxidL.29-HilowEx&Lmion-Aluminu A] T x Ir x MOM x 0MV 0.09r 3 2 2*x4'xDAW
X x r x&0W S�EN&Uoift-Akxnn%m AMW SM T4 I.T-V 1 6.912 407 1 346 1 216_. x 7 x 0.09r 3 V MOW
$11 lif 119 Mr x 0=9 --(3)012
W4r--F---S so 16W 5.184 305 259 10, 1 182 ir X�J' �Mr SON lee"OSOW4 3--3.x-0.12-V =4
1 105 1 131 ;x
2 71117- 125 109 1 go I V29- SWM@ftBGNN4rx3"xo.l2S*
I I.Sm SO a 1 6 211 3 rx4*xOAW (3)$14
1 1.191, 60 52 1 :0 - - 1.4 31 i1a 95 Flee www�wmdm Of UNU boft is JI
't Allnulnum Allow 3105 H.14 - It 4-x 0.125-Hollow Extnalion um At Agnhftm PoWb�MW be und aw Minimure k�grace
't
x PON Load In Lbs V UUGJ F
I Load In Lh. 3, 0. 9312 -,V7
I A-M 140 1 119 104 1 - 466 1 105 358
105 1 ag To 1 69 74 4N 269 21
,7,,Nv,4, 1 11:371 62 1 so BIN 1 209
so V- 43 4,U14 1 240 1 Z04 1 177 F- 157
- BI 1 52 45 1 33
I Load in L-bM xrxo RON Alurnimun; 31 H-1 - -
1 3,600 212 ISO 157 1 1 1*
1 35 117 Wind Load 102 MF ENZE E12 '40
1"- 84' �.
124 1 91 al- AaDiled Load
'407
.1 23 else.Ft 1:26
7 ULU" Maximum I Allowable Root Anes in Squive Feet for VaI LoM On-POW
I Low In M 3 x xG. Altoniawn Helar I LAod In 11113"x 3"x 14 GaImse Post-46 ItALL stand
IX-11 1 131 1 137 1W-1(r 10,050 1 591 1 503-- 4
98 7,430 1 437-+
1 19
1,491 1 5.638 1 217
MT 5; 1 47 4.371 13
Ficanvie: I z3f I 1 190 1 168
Find Root Amu Needed;Ana,.A, LoodInLbel rxrxiiaaI-ap�.Aak.,q�
pad SPawq �.-
'Shms"p.0"I W. 174r 15.870 1 9M 4
A-S X CW12-OA�It 7-7".W-17.and O.H.=r then:'AmI 56 Sq.Ft - 610
FOf8lO"ll*Pcstandl2DfiLp.h.wbWbWor23#/Sq.FLpON am., 21'.7* 11730 690 -i 451
1)2.x r x 0.05(r 1 olive,Exhapion ozo 449 1 390 345 2
am
in
2"x4*x0.03lrx0.lW1 3 08
lye
ffn Mn
x
-4.x
.4".
x x"'O.
-"21
-O-Ex "r
x
x x
0 W MWAViiiWS'-x3-
x
"2 XI M113
U 01
3 T. ,, .E 1.. 4 A'P2 m At
043 1 -
F7
For
3
"=2
Poar
2)All Post sam ONed below the 2'x 3*x 0.044* blow Section 6,900 41JU 1 345 1 300 65 216 3 11=4
MOIL Load In 111 4-x 4'x 14-Gauge -46 JI SteM z
Whene job "1 12 SW 7 -333 1 550 �4 K7
-8POothoNMotl(rtnal2DMPHvikWzons,a3*x3*RolFa dCOLILDNOT 9.. > 0 <
BE u$W because when it is mom than iW to it con only ... 39 SF of root.On the otlea,held,ar x 3* 7.150 4ZI 1
Fkftd PON with a Post height of 101-7"can suppon an Of 128 sWm fear at anw.Thus.oesegn must 31M 1 311 7 7 �221 0
8 E
sea*both heI OW arm niclunanente. 12 0
=) LUIZI
P 0 0
if U) In
04 Q
Ta
ble 2.4 Footings-Maxhnwn Roof Amu for Carport Posts Table 2.5 Allowable Spans Heights for Aluminum Pan*
ne. - 1 102 LIP"f Ileum in M 140 Utility Shad Roof or Walls
AWWW Load Mwx irxO.02r Panel -1-I/4-xIrx0.03rPW ---------
a wi&univenm
condition wkw I
It R WNE I'-r 1 r-r Region Nome I v-o-
102 M.P.M. T-(r I T-7 8'-Il* 102 KPA T-1 -I'
Dkrmwkm- Reengrit 11141 ALPmHm 7--5- 1
M@zMmm AUrUbmuit"woo Rtaef In Sepave Few I 7--r 110M.P.. FF
I*Oxl*-Txl'-T 52D 1 121 MY.H. T41 1 T-11, 7--r f 7-41- 1
-- 30 25 1 22 1 20 1 is
V-4"x IW x V-4' 1000 59 50
-43 1 38 31 1 V,4r'x 1 r 0.02r Clented Panel I 1,V4'x 12'x 0.03r Cleated PI
IW x 1,4r x 1,41` 1320- 77 66 -61 41
YAW VOW
1W x I,-r x Z-T 2040 120 102- ---64 ""1,
73 REOM WORILE 1 11 1 NONE I 11-r
1,41"x 1 2540 ISD 127' 911 so I=ALPI 9�3 4§6 i 102 MALP.K J(r-2- I IT-4- 2: j
U.
Z-Wxz4rx" 2640 ISO 132-- 115 102 83 1 8`-Ir I T-5- I IIQM.P.H. 9`-�r
r-T x Z-W x Z4* 3300 MINI - I W -
1 .7"
194 165 143 127 1 in FILP.K 7'-Il* 1 8-r 1 8`-11* 1 f2O-ILP.N. I I
Z41*x Z-V x Z-W 4000 Z70 230 2W 177 -- 0
Uj
74r x Z4r 73-7--49w 1 37A 27a 141r x Ir x 0.02r Panel -7-urzir,co.33rPaw
-Pbom,. 1 240 1212 172 WIND - - Wind * - c 4) <
Mciabd Foofing is a poumd 9 MN%AnOM x Man x DaI REOM NONE 11-V 21-V R NONE v-4"
Sldb On 9MM must be now or in good .7
102 ALP.".� TAW W-11 7 v 102 61I.P.M. 91.10* f 10,-1, LU
PnWAW Block Footing 110 M.P.Hm W-2' 81-51 71, llo#LP.". UZI
foo"bh)ck(lrxir 24- W Waft with 30 4 beg prommils mdb@W~to, 7--1 120 KP.H.
P 9 0
xWe) 120 ILP.H. -7"-7' 'r.1 I"
R - f 1 U.
in."Fdot tu cn
I r x Ir x 6.02r Panel
1 54 ir x 01 Panel ;Lu
Condition
�7 57 1
73 M4 I
L-W 100 SM 1 1-934 1 112 1 95 93 R 01, MONIE I I r-W
102 ALP.K 1 V43 IB4- I
NOW Mwwnum uPW an PM is delanninag by n%MPy"maoinnen aW*uW*roo,W=x 116ALP.M. -I� IT-r 102 RI 16--11 Iff'.11, I
ExomPle: Post tributary mat am-7r applied bad. 14'-7-_L_110M.P.H. I 15-4r 15--W I
APPIWd load for 110 MPH wind zons 20WSq.Ft 129 M.P.K IT-W I 120M.P.H. I 14W 14'4r 1 -U, _AJ
UCK an PON 77 x 20 IiW Rom Rod low epan ftW as snown on dnevinge. M I I
NOIN To SM OMM r x 2'x 0I EXVLMM at Mildew incense soat by 25%mmxWm')#n
shad area
j N"ji,
S T
! 6
ns
Table 9.1 WOOD AND CONCRETE FASTENERS FOR OPEN BUILDINGS I Table 9.2 WOOD AND CONCRETE FASTENERS FOR ENCLOSED BUILDINGS Table 9.3 Allowable Loads;On Metal Fasumers Table SA Altamathra Angle and Andw Syster"for Seems
LOADS&AREAS LOADS&ROOF AREAS (As Ravow-Anded By Merwhicaners) Anchored to Waft UwO*or Carrier Boom
Muftnuas Allawable-LOW and AWftftbb Moat Ann for 121 MPH Wind Zone(n S SM Maxissuss ANOWNWO-Load Wad Agribuftsift SON Tq*bV and Madvine Sonsve Allowable Lamb Tasaft _Ar�_Samar I Anchor Sha
T;2W0 MPH Wind Zone(41#I SF) not" 55 pal;Shaw 2A0011 psi
than 128 MPH,use Cotwersion Tshft at modem of this Palo (Far Wind Region*ather than 120 MINH,Uft 0 at Boom of this page) 11191211 to Motor- I admaslon Type Sim D"Olption TO Wall To
WOOO forOPEN OWAdMp I CONNECTING TO*WOOO for OPEN fluddim : 1 21!
i .. k" --l'amw DoubleShM, PW I am" 1,x I'x 0.04W 3M61
OfFamommm Fsaftner N Diesmaer Oh-(R-) 19be.) I anpis V x I'x 1/Iv(0.063'1 Mir #12
1 2 Dbunster 1 2 1 3 1 4 1 --3u- Sea 167 arKjw I"XI, IrfO.125-1 3HS*
=--We=___4_1r_ 7 x I
Iwo 1 1 2W.11 SF I SM-23SF 1 700-34 SF 1 1==�- SF I Iwo I 260-SSF 1 ;2W-13 SF I 7M.19SF I I -T26 SF #12 -- 371--------rTgr arm$@ x 1-1/r 1W #12
. @; 1468 -1r
SF
IWO I 14W I 3M-17SF I 7M-34SF I I1M.S2SF I 15840.69SF 1 1-117 390-10 SF IM-19SF 1 116110-29SF 11 #14 734 arx* 1 rxI-I/r31Iq.0.IjP 1/4 #14
angks imirz,x I
veis I 2-11r I NO-20SF 1132(W-STSF I 19000-81ISF126400-115SH 1 19800-486 761 16 i-itr I�oer W #14
5MG, angle I-3Wx1-WxI/r(0.IzvF_ 1W 014
smere 1 1 3120-14 SF I SW-27 SF 1 930 4=1 S:F srive 3120-8SF Z-M-ISSF I 930-23SF 1 12 1253 626 rxrxoogr 3fr
Mee 1-itr 1 46W-11 SF I OW-23SF 1 14040 anos x x1/8"M.1251 511fr
SHWO I-Wr 1 461W.ZD SF 1 930-41 SF 1 1404#-61 SF P11 SIMI- EIIFql -34SFI 18 Mw_ aryle W
5116*9 2_1/r 1 7800-34310 1 ISS00-6113F 12340k*-102SF131200.136SFI I W"re 2-11r 1 70110-19 SF I ISSOP-38SF 1 2340-57! 1 to Plywood ar4e r'rxffi.2-?5x7- irr
I 3SW-15SF 1 7120-31 SF I IOM-46SF 114240-62SF 1 1. 1 F14 Vr 4pW 4 pft U-CharymW I-'Vrx $14
1 Y6*0 1 1. 1 3W$ 1 35110-9SF 1 7120-t7 SF I 10680-26SF _;41-35 SF I U-dwwmi 1.m 2-1 x 0 1 5mr 5/16
70SF 1-1/r I 53-W-13 SF 1 106110-25 SF I ISM-39 SF I Se PUS Out ps.)Sheer(W 1ptA Out Udmvv"W II- 'r x 1:,
31rf Show Pbs.)Pull Out(11 Show(11w) (tes. T7F -W.
1 I-Ijr 5W-23SF 1 JIOSW-463F I ISM- 1213M.93SF 1 oloomew 2.1. 1-1/rX0.043, I ire #14
We 2_11r OWS-39 SF 79(W.77 SF 25700-I 18 SF13SWO-155 SF I I We i 2-1/r I NO-22SF 1 17NO-43 SF I W700-65 SF so 93 48 113 134 1 71 NOW a of sovft to taw.wak WWW Pug aqua lo do*of
in- 5 1 1 120 1 ev I
I cownicnMe TO:concitirm rmkL 2,m Poe for opm auaaw I CONNECTING TO:CONCRETE Pala,2,1110 pall for OPEN fluildnes .41 [a
Fmobams I Wages of kas has of Fasimm Nassau,of Favissaas Piz - 115 1 TI 73 43 94= Table 9.5 Minimum Anchor Sim for ExItualone,
-vo.0 - - wall commedon I
Embedrsesvt 4 ELn*.knd �_�1 �2 3 4 1 -
3 COM111ICTIMIX POSTS to BEAMIP uping SOLTS fbr OPEN Eftusicaw Wal MGM Canervial Wood I
�FAW�, Qdckftr conareftsensv(posizasses or W Q I TYK OF FASTEM-'CkA*Sar Concraft or Thm son of faslawlers UP140
Iwo 1 1-1 -21)SF I -30SF 1 WO-41 SF 1 1/4'. - Senas(ROM Zesm W._30"SFtP!3!21ffi.41 I ViEW2 3 rx9_ 1/4- #14 1/4- 114r-1
1. 2338-10 SF 1 46M I I.Itr :J�.10 SF 1 4890-20 SF I SF 9.3&FL I 8.31LPL 34�FL rxr 114* 1112 114' $12
lies 12SF I 54(W-23SF I 81011-35SF 1 1080-47 SF I I Iwo I r 1 2700-12SF I 5400-23SF I 8100-35SF I 10WN-47SF _7_ 7_
466-_50 -1 rx7' 311W
O.'a rM
TYPE OF FAST�-Concraft Screw(Ra"W6 T or TYING OF FAXrEMFR-concrete Scraw(RoW Tj noww or 3' ZU 11130-445 3fIr 1 08 1
rxWor�m 3116'
WIWO 2480-11 SF 4920-21 SF rM-32SF I 9W-43 SF 3/16s I-Ilr 246#-GSF 400-12 SF 7380-IS SF 98"-24 SF cam-As*I IJIWA-*Wm Ivrea-fvz N0WWs1.bsernanduPrWdm mmsnchnrm�lAs1W
W(re I've 1 317W-14 SF 8340-28 SF 9510-41 sF Lvew-5s sF Y1 Ire i-W 317#�8 SF OW-15SF 951#-23 SF 1280-31 SF UUMM W 00 V be Sho of Pass'I V rrylp Cal) used for sigm gutter cmnsc*m.
Iwo I.Ijr 1 46 SF 11400-63 SF Iwo 14ir 3650-11SF 7300-18 SF 10950.27SF 140M-36 SF POWTS ft BEAM Using 9 XTS 0w ENCUMM MI I LLJ <
46M-20 SF Z
Iwo 13 Ll PSF I'I"-IISF I.3W
9Z 430. IWO 4650-11SF 9M-23SF 13M-34 SF ISM-ZSF Thm a" X
4370-19 SF 8740-381 76 SF We 1-1ir 4370-11 SF 8740-21 SF 13110-32SF 17480-43 SF 1 3 1 Table 9.6 Alternative Anchor Selowdon Factors for (n z
We Ill N. Anchor Screw Sins
=RE 7 2 1 4404-107
3W@ I_3W 1 Sol*-28 SF 12020-52 SF I ISWO- 105 SF 3WN I-W 001*-15 SF 12MW-29 SF IOM-44SF 24040.59SF
So Iwo
We 3710-90 1 7420-1ai 11 111130-2 mew to mew C/) U)
TYM OF FASTENER V soft~peaw son ar fWM_OF a Sees Power Saft or EquWalm" tops-151 1 131yz--'M Wsa 4- Anchor Size a 410 #12 #14* SW - 3W (j) U.1
30re 12":21 SF 10 0 FS IF P12 ISM 167 S F 14 W-2 10 S F We 2-1/r E 1 2�4100-"SF 3,61.50-SSSF !ff"-jISSFj a 1.00 0.80 0.58 0.46 0.21 0.21 Uj
3va ;3WX_S' ;U '13SF139M.170SF12120-22TSF Ill- IMES5 i�TF 95 SF Alwakwasklus wNh Akmdnwn Apesdnups Rkigft wfth Akwminm MwWW #10 0080 imoo 0.72 0.57 0.33 026 U.1 CO
! N2 0.58 0.72 1.00 OJS 0.46 0.36 >
1/ra I r I law 57 SFJ 541 SO-230 SFj 314 SF r 1 SM-44 SF I 3612P-88 SF 154180.132 SF 172240.178 SFj ifumOMmolwiTonim(b&i Shear RIM Olanvaler Twwkss(lbs.) Show $14 0.46 0.57 0.78 1.00 059 045 0
1/rs I r I 19930-87SF13MW-172'-I'-- Ire 1 51 1 19WO-49 SF I 39M-97 SF 1597W-146 SF 1 797V-194 SF1 210 325 5116' 0.27 0.33 OAS 0.59
I inr I !zs ire TOO CJ
1 340 490 3/r 0*21 126 0436 0.55 0.79 _00-
well)LOAD CONY23tWOM TASIA- ININO CONVERSION WIND I OA CONVERSION TABLE WIND COWERWON 9i - - A 0 Z
For WkW Zonsallegiarts~V=120 MPH(Tables Shown), F420M FACTOR For Wrid Z"WR"s"advar ton 120 WH(rables Shown� REGION FACTOR 375 445 720 Afternefts Anchor Sokcd-n F-ct,rx ftr A n-h-r I Scrow Sins 0
MuW*`1' 11 beftwWwdereasbytIecorrmsial 1 102 1.35 nvtoov agow"s bmft WW Md areas by to om wassat fischm 102 1.35 Servar goes Ovough two a4fts of.as ha Concraft and WOW A ors
Noba: 110 1.15 NOW 110 1.15 AN Wrqft Calue kK1usVW Quefty.Uss man Nach ran 30p range to wW totei vml OtbuWas of ( - , sorvws:rmssdnwmwnbsdmwjt) if Cn
Theffa*r%xvidWevivskantheadpoft, Is9dWmadis 120 -H, Usedw TOSWMWFDwU.&miMuftftdionotoidwqmmknbomin&&WkVL lAnchorSizal 3116" 1 1 1 3W
1.00 The ma*mun dbausm besa�ftm In edge of ft cmasm to on 120 1.00 1 3Rff- 1.00 U.
Mh*vun U kb offis". is0.031raksv*Rvnsrd2$g&st@d. C'. 0,50
140 0.88 aviburafftooncraft-Oxxis9dow diathemoduxdivnelar. 140 0.88 114- 93 1.00 1 0.59
ISO 0.72 ISO 0.72 1 aw a... z
(OYNA BOLTS:I-W and 2.114"onbadmeed respecdvery) 0
a.
�tf 11�ri'�E0,-.- a:
1 .00 1 'p
121 0.46 < <
%6Apty the number d#8 scramms x ft size of arwsamaw dninw and mLwd
up to the next a~n=ber d scrawa,
Esarnple: tf(10)SO savas are nkKired.the ntanber of AMO soews dowd W
0.8 x 10 (8)010
UJ
a)
Uj
IM
Ldi
L�t WZ
0
IL
C.) Lu
ul
Z
Q
ca
J A NI 2001
S T
71
OF 8
CoMp:)SI ROOF ANCHORING DETAILS
PAN ROOF ANCHORING DETAILS EXISTING HOST STRUCTURE:
M=NG TRUSS OR RAFTER WOOD FRAMIE,MASONRY OR
ALTERNATE CONNECTION: SEALANT EXISTING TRUSS OR RAFTER OTHER CONSTRUCTION
(3)#6 SCREWS PER PAN
WITH 1"MINIMUM #a x llr S.M.S.(3)PER PAN #8 x 11r S.M.S.SPACED
@ a-O.C.BOTH SIDES I-FASCIA(MINIMUM)
EMBEDMENT INTO FASCIA (BOTTOM)AND(1)0 RISER
THROUGH PAN BOXED END (TOP) ROOF PANEL
BREAK FORMED METAL S*ME
W-ADER(SEE NOTE BELO" THICKNESS AS PAN fn
(MINIMUM)ANCHOR TO
ROOFPANEL <
w FASCIA AND RIZER OF PA(N AS ULI
SHOWN
tu
ur, cn z
#8 x 3/4'SCREWS 6"O.Q;. <
wo #8 x 1/2"SCREWS 6'O.C_-. rj)
cn
#10 x I-11r S.M.S.OR WOOD
WOOD SCREW(1)PER #8 x 10 S.M.S.SPACED ROOF PANEL LLJ w Z <
W 0
#10 x I-IrZ S.M.S.(1)PER #8 x lrZ S.M.S.(3)PER PAN RAFTER OR TRUSS TAIL 8-D.C.BOTH SIDES > =) — III
RAFTER OR TRUSS TAJL MOTTOM)AND(1)@ RISER #10 X 314"S.M.S.OR WOOD EXISTING FASCIA 0 c
#10 x 3f4*S.M.S.a lr D.C. (TOP) 0
E;wnNG FASCIA SCREW SPACED @ 12-0.C. WIL 0 Lu z
ROOF FRANEL TO FASCIA DETAIL a.a P C)
ROOF PANEL TO FASCJ�k DETAIL <
EL (n cj�-
SEALANT ui 2 0
#8 x 11r S.M.S.SPACED LLJ
I.- =) U)
FOR MASONRY USE #8 x Irr S.M.S.(3)PER PAN FOR MASONRY USE @ 8'D.C.BOTH SIDES HEADER(SEE NOTE BEL03" Z
iw x i-ur TAP-CON ANCHOR (BOTTOM)AND(1)@ RISER 114*x 1-1/4*TAPCON ANCHOR —
ROOF PANEL 02
OR EQUAL Q 2,C D.C.FOR (TOP) OR EQUAL @ 24-D.C.FOR #8 x 9116*S.M.S.@ 8*O.C.. a- :)
WOOD USE#10 x I-Ilr S.M.S. HEADER(SEE NOTE BELOW) WOOD USE#10 x IAW S-M-S- it _j
OR WOOD SCREWS 0 2'D.C. OR WOOD SCREWS FOR MASONRY USE < <1
ROOF PANEL ir D.C. uf ol
CL 1/4*x 1-114*TAPCON ANCh4OR
OR EQUAL @ 24-O.C.
Lu
FOR WOOD USE#10 x I-lr#2-
S.M.S.OR WOOD SCREW%
@ 12- O.C.
#8 x 11r S.M.S.SPACED
EXISTING HOST STRUCTURE r O.C.BOTH SIDES
RE. MASONRY OR EL TO WALL DETAIL
EXISTING HOST STRUCTU #8 x 117 S.M.S.(3)PER PAN WOOD FRAME. ALTERNATE ROOF PAN CL
WOOD FRAME,MASONRY OR (BOTTOM)AND(1)@ RISER OTHER CONSTRUCTION cn
OTHER CONSTRUCT10N a
ow) ROOff—P—AN—EL TO WALL DETAI U <
ROOF PANEL TO WAL .DETAIL I SHOULZP!CONNECT TO TRUSS BUTTS OR THE SUB-FASCIJA r �_ Z 'T s
z 0 ?_
NOTES: ROOF PANELS SHALL BE ATTACHED TO THE HEAoe:t WITH(3)EACH#8 x Wr LONG NOTES: WOOD STRUCTURE-
FRAMING WHERE POSSIBLE&NLY 15%OF SCREWS CAN BE OUTSIDE THE TRUSS NOTES: ROOF PANELS SHALL BE ATTACHED To THE HEADER W/(3)EACH#8 x 11r LONG C uj
CORROSION RESISTANT SHEET METAL SCREWS WrH lir WASHERS- ALLSCREW FASCIA AND TH6?SE AREAS SHALL HAVE DOUBLE ANCHORS.ALL SCREWS CORROSION RESISTANT S.M.S.Wl 11r WASHERS. ALL SCREW HEADS SHALL BE Q z <
HEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET BETWEEN THE BUTTS. SUB- -1/4*WASHERS OR SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET BETWEEN THE WASHER AND THE PAI
_4HALL HAVE MINIMUM 1 04
PAN RIBS SHALL RECEIVE i�1)EACH#8 x lr2SCREW EACH.THE INTO THE HOST STRUCTURE REW EACH. THE PANS MAY BE UJ
WASHER AND THE PAN. PAN RIBS SHALL RECEIVE(1)EACH#8 x 11r SC uj z
PANS MAY BE ANCHORED THROUGH BOXED PAN VYITH(3)EACH#8 x roF THE ABOVE WASHER HEADED SCREWS- AL To PANEL OR PANSr. THE WALL ANCHORED THROUGH BOXED PAN Wl(3)EACH#8 x l'OF THE ABOVE SCREW TYPES; 00 0
SCREW TYPES AND THE ABOVE SPECIFIED RIZER SCREW. #8 x 911jr TEK SCREWS ARE HEADER INSIDE DIMENSION§HALL BE EQU EL AND THE ABOVE SPECIFIED RIB SCREW. r, a I
ALLOWED AS A SUBSTITUTE FOR#8 x llr S.M.S. THICKNESS SHALL BE THE THJfCKNESS OF THE ALUMINUM PAN OR COMPOSITE PAN x
WALL THICKNESS. HEADERS;_.SHALL BE ANCHORED TO THE HOST STRUCTURE WITH ul
ui uj
ANCHORS APPROPRIATE FORR THE MATERIAL CONNECTED TO.THE ANCHORS DETAILED x i-
120 M.P.H.FOR SBC SECTION 1600 FOR A 0
ABOVE ARE BASED ON A LOAP FROM 1�
OFF THE ROOF PANEL FROM THE HOST STRUCTURE. Lu 0
MAXIMUM POSSIBLE SPAN IL:
cc
- JAN
.jA
S
tAf
OF
#8 x 10 ALL PURPOSE PAN ROOF pit!CHORING DETAILS
SCREW @ 12-O.C. RIDGE CAP SEALANT
BREAKFORM FLASHING HEADERS AND PANELS ON PAN HEADER(BREAK-
BOTH SIDES OF BEAM FOR FORMED OR EXT.)
GABLED APPLICATION
#8x9ilfr TEK SCREWS
@ PAN RIBS EACH SIDE
CAULK ALL EXPOSED
BEAM TO MIN.POST
SCREW HEADS (SEE TABLE 1.6)
I
A
S
E
D
S
E
MF
0
0
0
A
N
R
N
F
ORM
H-
E
P P 0 —4—
#8 x lir S.M.S.(3)PER PAN PAN OR COMPOSITE ROOF
P EL
AND(1)AT PAN RISER PANEL
x 1��
ALTERNATE CONNECTION:#8 #8 x 11r S.M.S.(3)PER PAN
x 1-1/4"SCREWS(3)PER PAN ALONG PAN BOTTOM
WCOMPOSITE ROOF PANEL INTO BEAM THROUGH BOXED -T
(SEE SPAN TAME) END OF PAN AND HEADER ROOF PAN91-TO BEAM DETAIL
1 LLI
FASTENING SCREW SHOULD ANGLE(SEE SECTION 9 FOR -T M
BE A MIN.OF 1"BACK FROM WHEN FASTENING PANELS U) z
FOR PAN ROOFS: SIZE AND NUMBER OF <
THE EDGE OF FLASHING N()TE: WHEN SEPARATION BETWEEN OR PANS TO WOOD PLATES (3)EACH#8 x l/r LONG S.M.S. SCREWS)ANGLE LENGTH o ad
DRIP EDGE AND PANEL IS SCREWS SHALL HAVE A PER12*PANEL EQUAL TO BRACE DEPTH 0 0 0 C/)
STRIP SEALANT BETWEEN LESS THAN 314"THE MINIMUM EMBEDMENT OF 1' CL 0 CD
FASCIA AND HEADER PLUS(+)4"ATTACH EACH uj LU Z
FLASHING SYSTEM SHOWN IS 0 0 0 a LLI 0
REQUIRED ANGLE TO FASCIA PER 0 0 0 w 0 > LU
SECTION 9 0
0
ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS MINIMUM CANTILEVER BRACE 0 0 0 0 0 0
2*x 3*x 0.050*OR EQUAL TO 0 0 n Lu
0
1. FLASHING TO BE INSTALLED A MIN.6"UNDER THE FIRST RCMF OF SHINGLES+ IFSj POST SIZE USE(BRACE I zi
2. STANDARD COIL FOR FLASHING IS 16* .019 MIL COIL DEPTH+1)REQUIRED
co 0 16-
3. FIRST ROW OF NALS WIU-HAVE TO BE REMOVED TO INSTAL].FLASHING PROPERLY. NUMBER OF#10 x 9116"S.M.S. C,41 0
4. FLASHING WILL BE INSTALLED UNDER THE FELT PAPER WHE14 POSSIBLE. FOR COMPOSITE ROOFS: ROOF PANEL EACH SIDE B co uJ
S. HEADER WILL BE PUTTY TAPED AND CAULKED EVEN THOUI3*I FLASHING IS TO #10 x(t+1/2)S.M.S.Wl (PER TABLES SECTION 7) (1)
BEAM TO WALL CONNECTION z
BE INSTALLED, 1-1/4"0 FENDER WASHERS SUPPORTING BEAM (SEE SECTION 9) 0
6. IF THE DROP FROM THE EDGE OF THE SHINGLE DOWN TO 114E TOP OF THE HEADER 0 12-O.C.(LENGTH-
I (PER TABLES)
S MORE THAN 1*THEN THE DRIP EDGE WILL HAVE TO BE 8M)KEN TO CONFORM PANEL THICKNESS+I')
TO THIS DROP. 6 ROOF BEARING ELEMENT B=OVERHANG DIMENSION < <
7. WHEN USING FLASHING THE SMALLEST SIZE HEADER AVAILAM SHOULD BE USED Ir (SHOWN)AND 24-O.C.@
.03 MIL ROLLFORM OR Ir BREAKFORM IS BEST SUITED FOR FEADER SINCE IT NON-BEARING ELEMENT(SIDE A=WIDTH REQUIRED FOR
KEEPS THE FLAP UP OF THE HEADER BACK FROM THE EDGE OF THE FLASHING. WALLS) GUTTER
8. WHEN SEPARATION BETWEEN DRIP EDGE AND PANEL FLAMING IS REQUIRED 10
SEPARATION MINIMUM. ROOF PANEL TO MEAM FASTENING DETAIL CANTILEVERED BRACE CONNECTION TO WALL AND FASCIA DETAIL
9. STRIP SEALANT BETWEEN FASCIA AND HEADER PRIOR TO INISTALLATION.
w
ZZ o
(D Q
Z 'T
uj "on
(DZ < — I
(3)#l0x2lr2*S.M.S.@ MINIMUM r xr FASCIA a
RAFTER TAILS OR 2*D.C. -j x
MAX U>j uj
W/Z'x 6"SUB FACIA W Z cm
0
ul,
ul Lu
x
(OD) 3z ox,
(D a3
@
L
Z
0
RECEIVING CHANNEL OVER
BEAM ANGLE PROVIDE 0.08ir NOTCH ANGLE FOR GUTTER
SPACER @ RECEIVING @
MUST REMAIN FOR ANGLE J AV, Lnr
CHANNEL ANCHOR POINTS (0—
STRENGTH
Z'x Xx 0.05(r MIN.Wl(4)
#10 x 314*S.M.&FOR LARGER
BEAMS USE(BEAM DEPTH+1)
ANGLE.ANCHORS,AND
RECIEVING CHANNEL PER FOR NUMBER OF SCREWS
SECTION 9 (SEE SECTION 9) --r'S
CANTILEVERED BRACE CONNECTION(c-6-FASCIA(END VIEW) 9B
I �OF
LLI
12" 14 12'
12"WIDE x VARIOUS HEIGHT RISER rINDUSTRY STANDARD1 ROOF PANEL 12"WIDE x 3"RISER INTERLOCKIN 3�INDUSTRY STANDARDI ROOF PANEL INDUSTRY STANDARD CLEATED ROOF PANEL
SCALE: 3116*=1" SCALE: q/16'=1" SCALE: 3/16"=1
Table 7.1.1 Allowable Spans for Industry Standard Rim Panell;for Various Loads Table 7.1.3 Allowable Spans for Industry standard Riser Panels for Various Loadis
Aluminum Alloy 3105 H-14 or H-25 Aluminum Alloy 3105 H-14 0jr H-25 Tabl*7.1.5 Allowable Spans for industry standard Cleated Panels for Various Load*
I-11411"x12"xill.019"ItIverfsanialis - 3,x ir x 0.019"Rlsor Panels Aluminum Alloy 3103 H-14 or H-25
open Buildings anim"elumottigs Open Sulkil Enclosed Buildings iwx ir It 11.01r Cleated Panels
no wind Applied Overhang Cc mom Open Sulklings Endowed Buildings
wind Applied Chisrhang Condition Mind Ovishas Condition wind Applied 1 Overhang Condition
Room LOW 1&21 3 4 Max Region Lead 1&2 3 4 Max Region Load Mail, it" Load la2l.3 1,4 IC Mae wind Applied Overtiong Condition Mnd Applied I Overhang Condition
no
Spon Span Spun Candlover Spain 3psn Sim candiever Soon Spenn Span Candlinner Spain pan Pon Region Load 1&2 3 4 ICW= Region Load 1&2 3 4 1 Max
102 NLPqHw 17 41-11" 61-1* 61-21 Z-4' 102 M.P.H. 38 1�1(r -3. z 01-1cr 1. H. 30
,Z 102 WPA 17 1(r.r I 13,-1*1 1 , V-11* -1 4'.r a- a- Si- Span Soon Span Candlever
Z-2' 110 WismHo 35 11-91 z-r T-r T-Icr !��T 3*-11' 7"-6* 91-3" 9'.W I N M.P.H. 30 F-3" 7-8* 7.101 Z-11,
110 ILP.M. 20 4-r 5*-V 5'-Il* H 33 8-4 I(Y-r 17-7- 102 M.P.H. 17 3'-r 102 M.P.H.. W
110 M.P.H 20 I(r-11 IZ-6* IZ-9. T9. 1� 10 - r I -
120 M.P.H. 24 W-5* 6-5* T-7" Z-11 120 M.P.H. 41 11-8" Z-W T-91 1 120 M.P.H �4 9' z 44�r P.H 41 1-, -1 - 1 110 M.P.H. 20 1 t7*-r 8*-I(r 914r 3'-4' 110 MP-H- 33 T-11- r-4- 7--r 2--r D
130 M.P.H. 28 4-r TZ 5*-3* 11-11, 130 WP�K 44 11-r 11-11, 11.11* 7 P.H. 120 M.P.H. 24 (V-(T WX W'-6- T-2' 1120 M.P.H. 41 5'-: T-11' r-I* --8--
1.. 130 WPmH 22 9:-lr V�3* --- -- _ " - U) z
5'-(r M�
I(r 140 M.P.H. so 11-W 11.1(r 11-1(r 0, 140 M.P.H 32 8'-7* 11Y-7' 17-1 W M 36 L-11TI 2-_11'1 T-4' 130 M.P.". 29 61-51 T.111 81-11 30-V 130 M.P.M. 48 T-4' 6'.7" 6-8" 21-61
L
KP r
_j
-2. 14ED MP.H. 34 5'-1* 17-3" T-4' 2-1-
`0 N%N 3'? 5*-I(r 7-27
- 4r Tv 1-9- so M.P.H. 64 KI H ir
U-1-1 'T." 1,
Hall PW 1 3-9 4 37 Ir
14W x Ir x 0.02r Rlow Panels .1 S4 l4*-IL15'-ll' f-I" 2'-3*
W
Openi Buildings Buildings r x Ir x 0.025"Riser Panels 1,Vr x Ir x 0.02r Cleated Panels W LLI Z J
Open Buildings Enclossitt Buildings M
,> IX 0
Ooon Suildings
wind Applied i Overhanq Condition, WInd Onshai Condition WNW Applied Overhang'"Ition VAnd Applied Ovemong Condlbw Enclosed Buildings Z -
Region Lood 1&2 3 4 Max Region Load 1&2 3 4 un 'Mind Applied 1 Overhang Condition Mind Applift I Overhang Condition
Spon so- Sim CanOww Seen 11pan Sow Candisnior Region Load A2 3 S 4 Max Region Load -1 S,2-F 37-4 Mes, J-- - -
Span Spanj pan Cwdl~ Span I Soon I Span Candlooer 1&2
102 KPAs 17 T-W 6-91 W-11" Z-r Region Load Spon I S 3 S 4 1 Maij 1&2 10 Lu z
pon
102 M.P.H. 30 1 IV-r 1 5'-7' T-V Z-Z* 102 M.P.H. 17 I1'-1(r IV-8*11 IVA 11 5'-0* 1 AWL 30 IZ.5* 44r can Pan CwMlmw R;;;;] Low Spap 8 3 4 Max
pan Span Candlenvir
35 1 W . F—v — 1-4 H-0,--5- (,_r 102:1MI.P 1�- 0
20 5'-r T-V S'-r Z-50 110 M.PoHe !-4,14,2;
-4 2*-W 110 KP614m 1*-4' 14'-3* T4r jilljuna.P.H.. 35 11-10, W-51 102 WP�H. 17 W-5. H. 30 fr-11" X-r ir 10" X-3
1.11. ".1. M
1126 M.P.H. 24 4'-11* W-I' (r-r Z-41 120 WP.H 41 F-W 51-2" 1_ 1 11 -
130 M.P.H. 23 0. " IT-S' LS' :::�kt.P 1.4 41 Ir.l(r I(r-11' 11'2' 4-7 '!7�
— 138 WP�l 0- cr-1. IZ-6* .E I I I.-H- C14
7 130 M.P.H. 28 1 iz-9" 48 ir to. 120 M.P.H. 24 r-7* 7-4' 91-W T-71 120 M.P.H. 41 T-3' 7"-g'
�140 58 gr".ge-" T-W LLI
_�P!;H. 21 -S" TO T-r r140—UP H. 3-2 g,--r iv-1ij iZ-I' V-617-N—R—mp 130 M.P.H. 28 T-2" Er-10" 91.(r 3' 130 M.P.H. All T-11* r-41, -,-6"
sw , 12,-111 i it 2.N'- 4-S' 11-r 9,.2* Ij,.4*1 1,-7, V.4- i-119M M.P.H. 64. r-7' 914 3*-r 0 M
140 M.P.H. 32 T-Ur 8�5" T-7' T-7 140 M�P.H. 56 51-W 61-11" 7-2* 2'-8-
37
120 M.P.H.-1-7 123-1211 110 W.P.H. 35 6*4r' 81-r T-5' 3�2* 0) 0
2, 110 M.P.H. 20
,V-W 5'-r T-10* Z-r [a:
z
i-iw x ir x III=itives,panels 3"x 12"x 0.03r Rlvar Panels 1150M.P.M1 6, NO* 81r T-1- 150 MLP.H._IL_L 5�-_S' 2'-7- 1
Open BU&N"gs Encloved&AdkW Open Suildings Buildings 1,VC it 121 it 0.43r Classic!Poneft
Wind Applied I Overhang Condition
wind Alleged Ch since Condition Mind Applied Overhang Condition wind Overhang Condition Open Buildings Enclosed Sul
gi 3 1 4 1 Mals ROOM LOW 1&2 3 4 mox Region 3 4 �Ragish` Load 1&2 3 4 -'s Wind Applied! Ond"Condition Mnd Applies Over"Condition
Spain tipan cwmwiw 22 1 1. nutene, Spain I I
it;; Spain Spain Candlever ft" — psn I Scan Ca -- Spw Spen Can*~ 1&2 3 4 1 Max
In M.P.H. 17 1 T.I(r 7-3* "r-5* I Z-V 102 M.P.H. 39 IV-I(r (Ur T-2* Zr --57-- M M.P.H. 30 10'-7' IT-l" 13*-4* v-11' Region LOW Region Load 1&2 3 4 Max
102 M.P.141 IT 16-9*11 S.-I Span Span am Claidellinse, Span 41pan Span Candles
lie M.P.H. 20 S'-r 61-11" r-T Z-W 1110 M.P.H. 35 W-fr !r.-r T-111" Z 2* 1 _5. X-V —
110 M.P.H. 20 Iz-r 1 T-G*11 T-4' 54r -,up M.P.H. 35 1(r.l* Ir-a" 102 M.P&IIN 117 11-1* 4'-W 102 W.P.H. 30 T4 T-�r i 3-6r*
24 .7-7 V-W Z-Ir 120 M.P.H. 41 44' V-S' .7-W 121)M.P.H. 24 - I 1'-r 14'-2' 14'-5- 7F-7W K H. 41 ir-6- I'- II'-I1 4--w 110 M.P.H. 4'-1* 110M.P.A. 35 'r-2;- 81-1(r 914" T-4'
7--
4 r
-(r
(r
120 M.P.H. 9
730 M.P.H. 28 W-11- W-2- 194- Z-4- 130 M.PbN* 48 W-2- '?-I, sr 130 M.P.H. 28 I(r-IT 13.5'1 13!-r--;7--1M KP.H 48 741" 11--2- 11'-4 120 M.P.H. 24 -8*.r -114L T-IT 120 W.P.H. 41
i4 0—KP.H. 32 4'.Cr Ficr T-11- FT i4a,ii.P.H. So Fiv-4 V-9- 8-4- X-6- 3--2-
140 M.P.H. 32 10'.A' 17-971 T-T V-I(r -,WKP.K so Er-7- 10.7- 10,10 4- 17-3*
TuaLP.H.1 37 4-7 F-7 Fir- 2,.2- 130 M.P.H. n T-9- 130 M.P.H. 48 W-51 7.11, ir-I" 3'-0'
I I -a, 4!-r 1150 WPAJ 37 91-1(r IZ-2'1 17-5* V-r 71WWP-Hj St I 8--r 10--l' 10'-4- X-1 11
NoW Total rod penel width x loom width plus wag width plus ovefting. 140 M.P.H. 32 r-4- T-1-1 91-3- T-51 140 M.P.H. 55 6'-1* 7-61 'r-8" T-I(r Luj 3
77-- 7 ISO M.P.H. 64 - I-,
T-4'
Note: Totmi rocif panial width="00CI width Plus wall wk5th out 0-'""- rills M.P.H.1 37 877 7SI(r '_4 6-10" 7%2'.E. 24-9a
NOb: Total M&PWM width x row width plus wall WK11111 Plus averharg. QL
Table 7.1.2 Allowable Spans for Indus"Standard Rlser Panels for Various Loads Table 7.1.4 Allowable Spans for industry#tWXlard Riser Panels for Various Loadis 0,
Aluminum Alloy 3105 M-14 or H-25 Aluminum Alloy 3105 H-28 U. -.t
11-IIrx12,x0.01r
Rbw Panels 3"x ir x omr Ries,panels
z 0
OPM EncillestalSeddings Olson Buildings Enc I Buildings Lu (a V)
VIW :A,,,Nl z <
Owml-ig Condition Wind Owhw*CondVJ*n Wind Applied Overhang Condition --�Ifflod Applied Ovismang Condition (L
4-1 Max 1&21 3 1 4
Region Least 111162 3 4 mm Region Lead 4 Mes 2 3 an
Seen Casalliviner 31a&mZ 1 SlIn Use I Cainfloins, R11910111 LOW cant"~ Load Span Soon Spon Condense,
— 3�- Span Span I Span I lu
102 AILP.H 17 fr-l" 71-r r-r 2'-I(r 102 M.P.H. 30 s,-w I 6,-r 102 M.P.H. 1 17 11'-5' IV-1' 14'-0 6.0. -jW KP H. 30 T.51 111_8"111�11d 4'-S* , '. zu
444 Lij Lu 0 0
1 12'.-31 W-11' 1(r.2"
110 MUPwK 20 T-W r-11 7'-3- Z-V 110M.P.14 35 4-V 5'41* 110M.P.H. 20- --I(r IT 35 1,
V-7
L
1=11I.P.H. 24 s,-s, w-ar w-ur r-r i2o m".P.H 41 44r r 1 120 M.P.H. 24 10'-r JZ-8' JZ.11' A'I(r 111W M-P-H- 41
7--r--ja We H 48
130 WP.H IN 4'�r 5 -,�; kr Lu m
139 MLP*H* n F-r 6-4- 6-4- Z.5- 1 130 M.P.H. 28 9-W 11'-11 17-3*
'148 11LIP.H., 32 14'-11' T-V 6'-Z* Z4' 148 M.P. 55 41-1' -(r 11-11, 140 M.P.H. 32 9-7 ITT 7.7 IVA--iWAL—PH. 56
it Z x
IV-III 11.1(r ISO M.P.H. 37 ir-lir 1(r-I11 11,71 111- qw 91-0' T-r 31-S,
t 130 WPAJ 3711 v-11' Fiv W.77 Co
I 44r h-w
I-irr x ir x CAW Faster Panels r x ir x amr Riser panels d
Open Buildings "I'dings Open Buildings Enclosed Buildings
Wind Applied Ovorts"Condition wind Oven- Condition wind Applied Overhanig Condition Applied Dinsillueng Candtdon
R91001111 LOW 1&2 3 4 1 Mae Region Load -I-&-2T-T- 4 mex Region Load I Max doo" Load 4
.�2 3 1.4.1 1&2 3
Sow Seen Been candkpvw Sam Slese Spen Cam"fins, nj.. Candlevis, Span Spain Span Cantilever
Ir-V WO W-r Tols 102 M.PAI 30 T-V WE-E-lir ?-e 102 111I.P.H. 17 1Z-g*115'-9-1 IW.I-I 5'-T jW-M-P.H. 30 10.7-.1=IT-1 Alwii*
1111011111.11N."d n T-r 74r 7'.I(r Z-11" .110 M.P.H. 35 .7-r T4, T-r Z-5' 110 M.P.H.—17-r IZ-81 4--g-
29 IMM.P.H. 3S I(r-l' IZ-5
120 M.PsHe 24 5'-10* 7*.r 74* Z-7 120 hi vi V-l(r 6-11, s,-I- -&M -6- -Sl*_Ll::__ 1XN
T Z 3* 120 M.P.H. 24 1 11'-5' V-5 T-W 12 -F-H- 41 9' 11' .1 4
135 M.PvHw 28 5-4r T-l(r W-11- Zj- 130 Wpoials 4g 4,-7- 5-4r T-r .F 130 M.P.H. I -,,y ; 111; 7
28 I(r-lcr T.5" IT-8*1 T-0' jK_P.H. 48 T-0- 11--2
,140 M.P.H. 32 5'-3* 6'.S* 6-W Z4" 140 M.P.H. 56 414* 51.5, 51-W
140 M.P.H. 32 1 10'.4*1 1Z.9 13'.0'1 4 I4W6M;La4-.M-- S-7' ',01-7' IL= X-0'
I IS$KP.Hj 37 1 5'-(r 673-7 6-4" Z4� 1150 M.P.H. " W-2, T 2"1 5*-3' "-,1' ISO M.P.H. I,ZiTKP.H.l Sit
N E 37 19'-10'11Z-rll2'-5'1 V-r 8'-2* IT-I'
I-IFrxIrx0.SWRI*@rP%nses 3"x 12'x 0.032"Rials,Pareft
Open Buildings Enclosed Buildings .- Open Buildings Buildings
Will Apo#" Overhang Condition Mind Applistill Omwhang Condition Wind Applied Overhang Condition Ind Applied Overhang Condition
Region Load 1&2 3 4 mm I Region Load 1&2 r- 4 Max Load I&2T 3 7-4 Max lillapon Load 142 3 4 mex SH
Spain Spon!Soon Candleiver Sam 3 on C Real- I CA Span Span
2- Soon alwiftw Span I Soon I Soan ndlw#w
702 M.P.H. 17 V-11- 81-7- W-9- T-3' 102 M.P.H. 30 5-7 r-r Fr Z-9- 102 M.P.H. IL- lX4r 16,-1 , I r-3, 5,-(r I P... 30 11'-4' 5,-0,
IAGWP�Hr 20 T-r 8'.? 8-4' 3'-1* 110 M.P.H. 35 T-r 61-i(r fr-11, 110M.P.H. 2 -1. 514r 11
Z-7' _* 6*-v 1 P.. 35 101.1 13'-4'
T-3' 7".-r r-II* 2'-Il& 120 WP�Hm 41 T-2- T-7- Z-5- 1 120 M.P.H. 4-F IN, 51-0* 1 P..
120 M.PMa 24 4 41 I(Or.3 IZ-r 1Z-10
130 M.PaHm 22 5'-11* r-4' 7-W Z-V 130 M.P.H. 48 V-11' (r.1- 6'.2* #4 130 M.P.H. 22 1 I'4r'14.,5. 14*-181. 51, . I P.H. 48
10141PH 32 514r fr-111 r-1- Z4r 140 M.P.H. 56 4'-W 5--r F-11- '.2; 140 11I.P.H. 32 11 13'-9*11 3� P.m. so 91-2" -q 4*
61-10" Z-F Tin u=.Pm s4 4--r FEJ sw -f
HiN 37 1 5, 61 11SOWPA.1 3 10 13*-1' 13' 64 Is'
Nots: Total rod owtat width=room width"waq width pan oveniarx, Note: Total root oariel width widilm plus wall wod#P"ove"u"19- OF
Table 2.1.1 Allowable Roof Beam Spans for Carports,Patio Covers, Table 2.1.2 Allowable Roof Beam Sjp,n�a for Carports,Patio Covers, Table 2.1.3 Allowable Spans For CARRIER Beams in a Solid Roof,OPEN Structures
Screen Rooms,and other Open Buildings with Solid Roofs Screen Rooms,and other 6)pen Buildings with Solid Roofs (102 MPH WintlZonsIAppiled Load n,17 U/sti.ft.) AluminumAlloy,6063r-6
Aluminum Alloy SM T-6 Aluminum Alloy 6063 T-6 ZeLd!g Load Width
--10-2MPH 110 20 MlFH 1 125 MPH I T4-0 MPH Wind Zone 102 MIX 1190 MPE] 1-25 MPH 140 MPH Single So#Aftdng Beems W-V FFr7-r-v-r-r7712--F iv IV-r IV-r I 2Wr 27-V 2W-V 2lr7;T2V-1r
Wind Zone= 1 41 3201 Sq.FL Span'L"
Applied 1741 So.Ft. 20111/Eq"Ft.1�230 1 Sq. -'t.1 2691 ft Ft.I UP I SCU,M Applied Load ITS/Sq.
Load Wkith Z�-X3"Xo. Hollow - Load Width rxrx0.050"x0.120"Se U rx4!*xO.03rxO.IW 1941` 1 SI-111 814r _7"4* T-V (r4I 5'-Il* I 5'4r 5'-S* 5*-2* 4'-Il* 4'-10'
6!-6* 51-7* 6-3- IT-11" 12'-2* 19-11* rx5"xo.*wx0.l0(r Ir-icr iv-1' 9'-Il* 7-1. aw 'r-io* r-s* 7,4r 6!-a, 6!-s* w-2" 51-111
T-11'
6! 571- W-9" 1 V-3' 1V-7* T-6" 2*x ir x 0.85(r x 0.1 2r 15!-1" 1Y-l* IV-r I 8*-V fr-3* 7*-Il* r-7" T-3" V-11"
r 5,-6- 5'1. 4!-g* �V-5" V T-11* 8'.11*
ir T-T 4'7- VV -,V2' Y-91 91 1Z-4* T-6. r x 7"x&0Sr x 0.120' lr4* IV41" 1,T-51 IT-3* IV4I' lap-7" 1(r-W 91-W 9P-1" SI-W W-4" 8!-Cr*
178- 35--g- 9-s' rxir
91 10- 47--- V-2- T-1 V` 3-6* 10, 9r-0. T-1. x 0.07r x 02W 2Z-T 17-l" Ir-l* IS-7' 14!-W IT-W 17-9" 1Z-l* 1V-r 1 V-W 10'-7* 10'-2*
H -----7
711OMPH
FLT 20 1 Sj.Ft.f
If Aung
'-4" 8!-(r
-,V3' -XI 1 3-4r T.4' it, 1 V-2" 10'-3- _17'
2'x r x 0.07r x 0,=" 24!-5- 21'-2- 1 -111 jr-r 15'-Il' 14'-Il* 14'-1* 13*4* IZ-9' 17-2' _IV-9" 1 IV,4'-
Y-6' 3- IT �-2 8'-8- 7"-9'
--lr-10I r-6. r x r x c.cer x 0.306" 2V-4* 2Z-I(r 2(r-r I1r4r ir-r !W-2* !W-34 141-5" IT-9' 13!-r 1
9.-S. 8 3
4-2' 3'-S' I T 9.-V, 8-6* F.11_ T-2-
Load Wkith -r-xr x 0.050 Hollow Tilt -14' Tributary Load Width
Load Width r x 7,x o.055*x 0.120'Self U.Wng twam Double Self4lintlng iv-r ir-r I r-r I 2W4- 22`4-1 24--r 2Vr 2V-4r 3W-r 32'
T-8. --ns 1,V-7' 13'-8* 17-4" Beams
-64F 47-6- E-7671-1- 151-8* Span"V
r T-3" 51-V IZ-7" 111-10, 101-81
-- 4-8 4-3 1'r-W 13'-6*
51-1T 4 11 --- 1 V-2* ily-1. r x ir X 0.072"x 02W 2,r-V, 1 2Z-T 2cy-5* I Igr-I* jr-1 1, jr-i" 16,-3* vv-'r i4,-il*f iv-s" 113,-11,1 IT
5-6" 4--r 4 Z-91 2V 17 IS' -I 18'-(r 1r-3- 1 V-7- 1 15!-11 15-5- 114--il-
--9. TW -W2- ---3'-9-'-- 10, IT-2* IZ-11 1 V-3" 101-7' 7-7' 2'x r x 0.07r x 02W 2(r-g* I ZV-S' 27-7 .2 -11 -11
5.7 T -- - -5" 27-1(r 21'-T 2(Y-5* 19*-6* 1 8'-W Ir-11"I ir-3" I IV-8" 1 IV-2*
4'-11" 4!-r -V-(r IZ-6' i(Y-9" icr-11 7-2" 21 x V x 0.11W x 0.3W 21Y-I(r 26`4* 241
IT 4�-9- -4�4' r -47-1--'--3-10- T-5' IT 111-11 UY4� 9'.8- 81-9*
Load Width rv'x,4r"X 0.0 Hollow 11K 1 X -91-11* 9'-4- 81-5" Double Self Meft Tributary Load Width
T 814, 7"-(97r* 6*-r - 14" 81-11, 8--l' B�
91-01 1 -- 14! 3- Seem cl)
(r V-3' -7-1- &4r 61-01 on"x 0"S*1f ng tom" 2 x 4 SON Matim Ir-r 1 4"1 2ir-w I 2r-r 204-1 2V-r 2V-V 3W-V 3r-V
r r-W T-G* 6-7" 6-2* Load Width 2'xrxO. added to TopSaltorn Allowable Span"V W <
8* -67- ---6'--2r- V-9" Ir 22--0- Mr47' 161-5- 13'-11' (Perpendicular to - ) = =)
---"r 1 9,_,. r-7- I 2Z-1- 27-W 17-W IV4. 1 Ir-a- IV-11*1 16-3" 151-W 1 15--1- 1 1W-8- z
5-7 14!-6' 13'ml* r x ir x 0.07r x G=r. 29-2" 2V-T 2V-4* 1 17-5' ig,-7, ir-i(r 1 r-2* I lir-7- 1 16-1-
IW T-111 --Ywr- 6-2* 17-11- 2"x Ir x G.Orr x 0.22V 2W-1(r 2W-3- 1 2414' 1 2Z-9- I ad
51-r - 4'-11' 4!-F 10, ir-11 1V_q- IT-9" iz-s* jrx9*x0.08rx0.3W I 3(r-6* 1 2r-1(r 125-10'1 24I-T` 1 77-9' 1 711-7' 1 2(T-7- Q R IF-3- 1 1T-7- I IT-I* (Z)
0�-U` -- IT-T
IT V-Icr r-4� FT- IV-1(r U) LU
4'- 111 IT-3* 1 cr Z -J
Load Wkith rx4"x00 x 0.100'Sod Meting am IT 15'-7* IZ-7' 11'.4- Not": LU 0 00
1OP-6* 91-91 91-T 1 8'-3- T 14'-11" Above spans do not Include length of knee brace. Add horbnntal length of knee brace to above spans for total beam span3. > <
;12' 0
G' R-11. fr-F 7"-7" 14.5- 1 13'-3* 1z-F I 111-W I I(r-6' P:
--970-1-- 8*-3" 7-9' 6!-11' Wind Zone Convenuon: Table is constructed for 102 mph wind zone,open structure(17 lbs/Sqft),to convert tabular value to higher(more 0 0 C14
6-7* M;jong see 191-9" severe)wind 0 Lij
111 7-Z- Load Width 2"x 9*x 0.072"x 0.224"Self M zones,mu"by the factors in an following Conversion Table:
9. -8%T 10-- 10-' 6- -6. 2,V-S" ff:z� -�01 I" ""
61-11- Ir -21'-T 18!-2* 17"-Il 15'-5' 0
---l-r-2* Wind Applied Conversion
-7'-W 7- -6' W zone Load Factor C'4 0
-7- (Y-22' 5'-7 1W.11. 18-4o CL (n 0
-.........I
T-9* 64' 51-1
IT I , - 5T4r 10' ir-11. -ir-5* 1-7 1.00 C6 W
Load Width 0.1108" f Meting§!wn III - 18!-01 16*-7' 13*-2* 110 20 0-92 D U)
IZ-11" IZ-11 IV-5- 1 UY-3' 1-r -14 1-20 23 0.4 z
IT .3. _,I- - lx-ii* IZ-7' -
ir-101 1OP-5" 914, 16!-7" 2-6 0.81 0121
IT U
---I- 13P-29-- IZ-11- IV-8- 140 0.73 a.
r lirTTr-=i -17 IT-3- 90-'r 779 - T-1 1* 1
ir T-11, 14' IW-9* -j
06"Self
IV-T -9 FY Load Width r x r x 0.082"x 0.3- 4-3L < <
!_9
tE--q�E =3
PrXI 306.S.QU
IW -9- -r 21'-4* IV-2*
VIP 2- 7- IF-11 21W-4' 2W-4'
-7 87 2Z
-Wqr T-2, 10. IV-7' 181-51 ISI-8*
8. 2Z-10' 21
.E
6!-7' lo-
IT _W-4' r-1(r r-4* 21,-6" 1 F
'_5. ir-7, iv-w 14%11*
Example: 420 is,-101 -
For Z'x 4*x 0.038"x 0.10(r Self-Mating Basin;Beam span between upfights use load width to enter table. 'Y-6" ir-11* 1&-9"
IT-7-
For IT Roof Panel+Z Overhang; Load Width=LW=1Z/2+2!O.H.=1r;Enter table on left at 8!read IT 1817 17"-2* IV-0" 16-11 Lj
rve load or 17#/Sq.Ft.and Load Width=8'.0* 13' ir-11" 16-6* 15'-5" I'V-61 IT-1-
allowable span under required load;Thus for 100 M.P.H.wind loadir i'r 1T-3- 15*-Il* A4'-10' i IT-11* IZ-7- I
Maximum Beam Span fbrTx4*x0.050'x0.100*=
Spans do not include length of knee brace. Add horizontal length of knee brace to above spans for total beam Notes:
Above spans do not include length of knee brace. AddhhO�tal length of knee brace to above spens for U.
OZ
Spam total beam spans. Q
"Note.
z 0
For small covers 2"x 2'beams may be used.(sea table 3.1.1 for spans) LU
(D Z
X
i:.0 Uj
LU Z
0 0
Q 1%
0 tu j
e- LU Lu
Od0 Co
(j
Co a:
-j a
JAN 2 01
OF
ALUMINUM SKIN
E.P.S.CORE
LU
z SIDE PANEL
<i UJ CONNECTIONS VARY
a. (00 NOT AFFECT PANEL
SPANS)
12"- SELECT PANEL DEPTH
FROM TABLES
W
INDUSTRY STANDARD CLEATED ROOF PANEL COMPOSITE ROOF PANEL NNM80-y-STANDARDI
SCALE: 3/16'=1* - TYPICAL INSULATED PANEL
SCALE: 3/16'=1
SCALE: 3116"=I*
Tabl*7.1.5 Ailowable Spans for industry Standard CINE"d Parm"for Various Loads Table 7.1.6 Allowable Spans for industry Standard Co$nPosift RO&Panels for Various Loads
Aluminum Alloy 3105 H-14 or H-25 Aluminum Alloy 3105 H-14 or H-25 1.0 EP!f Core Density Foam Table 7.1.7 Allowable Spans for Indus"Standard Composite RO&Panels for Various Laws
II-W It ir x o.cir classes par"" Vx4drzO.0119'Paneft Aluminum Alloy 3105 H-14 or H-25 1,111 EPS Cot,Density Foam
4-x A11-x 0.019-Parolk
Oven Buildings Enclosed 13uiwhn. Open Buildings suddings
wind AW-1 Overhang Condibon I Wind jAppOn—0-song Conditlori LWInd palled Ovwhanq Condition Open Suildir" Enclosw Buildings
Lead 1&2 3 1 4 Jai Region Laas 1&21 3 Wind JA
Isom am seen F I C-115 14* 7
Raw- 3 AL. �W.E Load NONE I rr OVO"-o Canoldon 01,1111hang Condillioni
10Z MAH. 17 91-6* '102 ,p_. Pon Span 1 31 W4 Ca"*U-l"W 1102 Region Load X LOW T-V 1 3*-r 1 4--r
ILE Ir 1 IT-4*1 IW4- 9,-iir
is illo ILP*H* 20 111-0 L
2' W.10' llem.P.M.1 n -'V.i - - -1 11.2-11' ir-r 1 13 _102 M.P.H. 1 17 IT-11 IV-2'
Tf r4 r4* 74r W-7' T-31" 1 102M.P.H.
24�9 f 120 M.P.H.F—41 — 120 F- ur-ur I10M.P.H. 1 20 131-r
M.P.H 4 W? 5-7-1 7'-l* T-r M.P.H. 24 -I(r-I r4r jr-7, W.r 1 11,1,1
130 IELP, �2 r-11. 130 M.P.H. 28 7�4 1:1W —112", 111. 1.1+1�11 I ;1i2;0 MP..11. 2'-Ir
_13 -4* S.7' I-I 1Z.3- I'llft r-IT
�0:1111�P.N. 44 jj " 1 7.1' 1 r�l
P I m®r 11,-97, 140 f.". so I To I ir-ur I
77 1':- 1.4; 140 M.P.M.
140 Ill so 5 <
150M.P.H.1 4� T-W I 10--1- 11-4- ISO P.M. 1 $4 1 T-1*-Lv-r I r-4' =101--1--]
i-3wxirxO.02rCbsbdPo r x 4r x 0.024'Panels Isom.. `L`A- 11'-f 17-s' 150 Al I z
Open M� r <
___L - —Submd9aftingle Open aulkengo ZmMmd Bulidinget Lf-x-44"x 0.11124-Panels - — — q 2
Wind Applielej I& Overhang Condition Mind jAppft: OL-ilmo C� I wind VW Over""coromftn Open Buildings Enclosed SudWngs W
I * Applied Overhang Condition I AM" Overhang Corniftlon Coll)
Region Load 11111,21i 3 fto- I I W I nd a:
-, I - I , I som !210 Is W11 I c=arl 102 WPM. T-r 7-V 1 4' R="Ion Lood INONEI V-101"I T-Wj T-V Condition
Sam saw alone, CNWW~ Law Z
102 M.P.N 17 e-r 11,112M.P. 39 F-111 jr-url T-3p Load NOW 11-V r-0- r-0-
lie".H. 20 fr-W 9 3--r IIoMpH -Er T 110 M.P.H. -r L 102 M.P.". 1 17 115.4-1"T 1-r-3- 102 M-P N 30 1
121 M.P.14. r-r -4- 9--S- T-7' 120 M.P.N. 1110M.P.H. I 20-Ti4-.rT- - 7-r C-) 0
24 r- -:7r 1-7--1 1'1 Z-11- �7 35 1 1 V-6* 16"
2- 8'-I(r '-0- 130".H. 120 M.P.1111, 24- 1 1-11. .. . I
9 _ 3 V UM.P.H.1 46 SI-11* L-I T up"
146 M.P.H. 32 6,-l(r fr-r i--7'- 37-r NO M.P.M.1 Ss'. 140 M.P.H. 140 JL 130 M.P.H.- x 0
----I y0is - - — I Y-p- 110--i Us M*Pamv iz-4r 1 H 11, AS W-4* 19.11' I(r-I ill 17-I'l 1-2-717 -ere a
r4r 1 T-71 _150 M.P H. 37 9-0 1 X (r-l(r 1 7*-V; TAV 7.1- 10-4r Iz* F,- -P.-,; 36 C14
_ I IT 9-4* 1101-4* U) 0
IIW*X 1r x 0.03r Classed Ponees 150 M.P.H. IY-r
I r x 4r x 0.00"Paraft 11-7 12 i M.P.". 7 LU
I "'.'I I - ISO 64 fr.2-
open Enclosed fik-I Open Sulliciftigs Buildings L4!!x4rxoo3rP*naft =) n
wow Applol Ovmlm Condition Wind z
(homing Condition Wind Overhang colinetoon Who Overhang Condition open Sul Enclosed Buildings
d
Region Load 1&21 3 1 4 1&21 37 4T ill= Region LLoad Load M014E I 1--r I Z-r I 3*.V Wind Mpg Condition Wind A Overhang Condfflon
I goals 3pon I Region Load SM 102 MLP.K 17 7� Real. I - I
loz&F.H. 17 g'-I*111*-2*11 I%S-I d'—MV 14 .1 1 -crl iz-V I Ir-W 1 17-4"1 Land MONIO 71, 44r 1.
I 91-e Region Load 140
lie M.P.K 3,4r I 110M.P.M. -W 7-r 1 r4-1 ee. <
20 101-11(r-I 11 4'-1' I1-r 11�9*I I-Z-7-773-7-1 102 M.P.H. 1 17 1 lr-rlir-iollar-r I 191-SVI 102 M.P.H. r-11 1W4rlI51-r
11111M.Phl 35 7r--Zr- .1-lir -4
117-11 1 I(r-r 3'-I(r 120 M.P.H. 41 ill .1 70 3 1120 MK.P. 110 M.P.M. 20 is,-w I IT-r
SW Ir4r T.r fow 101-10*1 11 V
n I r-r I V-'r I W.W 130 111I.P.H.1 40 6*,5* rm* im" X-T 130 M.P.H. I"mp.m. 24 IT-1-1 IT-2r-f z -in. 25 IZ15* 17-7" -T-I* 131-1 4.9'
I ALPA' 41 1-1 11-1 7-1*17.1 17-11
145FLP.M.--12 1 74* 14OMPHI 56 Us W"LPDNo 113o M.PA. 28 1,30 M.P.H. Us 1 0'4rr I 1T-Z*
IU M.P.H.�7--T� Ir-1, r-r
NOW. loperporpornalwKniamonwidt,plus was Ili Plus overhan 4 Z-V ISO M.Polia 37 101-W 19-1(or* 11�5r*I 17-r 13W 150!L-�- 64J 8'-1- Irf -91-T-T-if-F-7 140 KP F-2*1 140 M.P.H. 5S 9--r g,.11-
_L_
NOft: Total foof ponem wift morri w0gh pkis wall widlin peas o-iiarg. I so M.P.H.
,114',Ir
9'-3'1
NOW: TOW rcd Ini wxM room wIft Plus wall wdth plus overhang. Ujj
*- �-z C4
c,
0
UJI
#8 x 1/2"WITH HEAD #10 X 1-IM"WASHER HEAD S.M.S.
S-111I.S.TOP OF EACH RISER THROUGH BOX HEADER 1r D.C. - 'Lu
INTO HOST STRUCTURE 0 0
Gy W =
BOX HEADER 3 IL U.
M al
1,111,114 ATTACH SHINGLES TO COMPOSITE ROOF PANELS WITH INDUSTRIAL ADHESIVE-. V -j
ROOFPAN BEAD OFCAULKING ALONG TOP OF COVERED AREA Lu
x
APPLY ADHESIVE IN A CONTINUOUS BEAD 3/8*To 1/2*OIAME TIER SO THAT THERE IS A I WIDE 0
BOX HEADER STRIP OF ADHESIVE WHEN THE SHINGLE IS PUT IN PLACE. 1:12
(3)PER ROOF:PAN#8 x 3l TAB AREA 11,11111"Ji (P.
wil HEAD S.M.S.D.C.INTO NOTES: FOR AREAS UP TO 120 M.P 4.WIND ZONE: (L
1. WHEN H
BEAM CST STRUCTURE IS 1) STARTER ROWS OF SHINGLES SHALL HAVE ONE STRIP OF ADHESIVE UNDER THE SHINGLE
MASONRY USE 1/4*x 1-1/4" AT MID COVERED AREA AND ONE UNDER THE SHINGLE AT MIOrAB AREA. STARTER SHINGLE
(3)PER ROOF PAN#jo x 1, DRPIA:PINS OR 1/4*x 2-1/4* ROW INSTALLED WITH THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE.
WITH sms.THROUGH ROOF THUNDERBOLTS 2)SUBSEQUENT ROWS OF SHINGLES INSTALLED WITH THE TABS FACING IN THE DOWNWARD
PAN AND BOX HEADER D.C. 2. FASTEEN THE EXISTING SUBSEQUENT ROWS DIRECTION OF THE ROOF SLOPE WITH ONE STRIP OF ADHESIVE UNDER THE SHINGLE AT MID JAN. ;
INTO HOST STRUCTURE SUB-FASCIA TO RAFTER TAILS 31r TO 1/2*ADHESIVE BEAD COVERED AREA.
FIRSTWIT-f#10 x 3"S.M.S. FOR A V WIDE ADHESIVE FOR AREAS ABOVE 120 M.P.H.WIND ZONE:
PAN ROOF AND BOX HFADER STRIP UNDER SHINGLE 1) STARTER ROWS OF SHINGLES SHALL HAVE TWO STRIPS OF ADHESIVE UNDER THE SHINGLE
SCALE: N.T.S. AT MID COVERED AREA AND TWO STRIPS AT-MID TAB AREA. SHINGLE ROW INSTALLED WITH
STARTER ROW THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE.
2) SUBSEQUENT ROWS OF SHINGLES INSTALLED PER PREVIOUS SPECIFICATION WITH TWO
COMPOSITE PANEL W1 STRIPS OF ADHESIVE AT MID COVERED AREA.
EXTRUDED OR BREAK
S
FORMED CAP SEALED IN ADHESIVE: CHEM REX-PL PREMIUM 948 URETHANE ADHESIVE OR OSI-RF140
PLACE W1 ADHESIVE OR
SCREWS MINIMUM ROOF SLOPE: IN 12'
SEALANT BEADS
COMPOSITE ROOF PANEL WITH SHI�NGLE FINISH DETAIL