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11
11
A.B.C.JOB NO. 11-47jo-I
OUT TO OUT CONCRETE - , ! DO'- D"
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LIVE L--+AC PLUS LEAD LOAD
OUTSIDE 13
CONCRETE
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ANCHOR
BOLTS
RIGID FRAME COLUMN
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WiNC LOADINGS AND � -T '.,
ACCORDANCE WITH tvl.b,fvtA. '
RIGID FRAME REACTIONS
RH
3
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LIVE LOAD PLUS DEAD LOAD WIND LOAD PLUS DEAD LOAD
ENDWALL INTERIOR COLUMN REACTIONS
OUTSIDE
CRE7E� 9 I .� d —®SCHEDULE
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BASE DE TAIL BOLTS -
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FINISHED (9;OT BY A.B.C.)
FLOOR - FINISHED
6. LOOR FINIc cD
F' R
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ArJC "OUT OF
' i NCrCT -</f ° o'zaEl+ TS �E<i YCrhCRETE
:TION A -A S TIO.N B B ALTERNATE SLIDING
DOCI? GUIDE
ANCHOR BOLT PLAN_ `` ki'OANCHCR BOL.TSXU=6A �.
GENERAL NOTES -- !
1, AMERICAN BUILDJNGS COrMANY ASSUMES RIESFONSIBILITY CR L(A- SOT_; OR WHERE FILL IS USED, THE FILL MUST BE P11
ROPERLY LAEu�Ft SHALL BE SU°f L!ED BY THE F UNDATILA. �'ITkA ^_,r.. BASE Ar. 0: FASTEr+FRS 6 3
BiLI•TY FOR FOU1 JLAT!ON,FLOOR,OR SLAB 6 SIGN CR Ct)STRUCTKDrt COMPACTED AND THE FOOTINGS SHALL EXTEND TO NATURAL 1pANCHOR BOLTS SHOULD BE AS SHUYRJ Ar;D CALLED FOR ''JC JCrvG ".0 O'- t �'• A.B.CJ 2 Hrr^{.'It DOOR WIDTH. - __ O I,2
c GRt-CE. IN ALL CASES THE FOOTINGS SHALL EXTEND AT LEAST PROJECTICrJ FROM :OtJCRETE. DIAMETER,AND UUANfrt r. Afl,:H(JR OR SAG BOLTS COLUMN —« - - - - — - n�-
2. THE FUJ?:DATK)N DESIGN SHOULD -BE DC�NE WITH DUE R03ARD TO X'
6 INCHES BELfD`+V THE LOCAL FROSTLwE.
T'E SPECJFIC SOIL CONDI 7C>rJ5 PRESENT AT THE. ACTUAL JOBSITE. 1t ALL BOLTS SHALL F;AVE A 2 INC, Pf.',)JF _- TIQ'. r+Fb")M '�+f � ".- I ' '
3. FOUN(AT:O,NS MUST BE DEJGNED FOR THE•APPLICAaLE REACTIONS 6.EXPANSION OR CClJSTRUCTr)N JOINTS SHALL BE LOCATED IN !SHED CONCRE TE EXC:PT 1/12 INCH D,AVE TER E)OLrS A' DGD+tS �r' — _ TYPICAL _OVERT A �DCCJR LAYOUT
FDUNDATION WALLS AND SLABS MIDWAY BETWEEN COLUMNS WHICH SHOULD HA•!E A PROJEC TIC N OF 1 INCH. PROJEC TIrr3
SriGVR! AEYDVF Amp titlSf BE ADEG+JATE iO RESIST ALL OF THE THREADS SHOULD 6 (;RFASr'.D OR O7HERr:ISE PF rECfEC JrJTIL Q Yz0ArIC C}� _T -
+'R TICAL C_UMEaNATrarJS 5}+OY'N FCFt EACH OF THE VARIOUS LOAD (NEVER AT COLUMfJS). r c - p _ 4 +A L)
ING C)PJCATIONS. THESE REACTC NS REPRESENT THE MAXIMUM 7. THE TOP OF THE FOUNf�A DONS OR FLOOR SHALL BE SQUARE, EIiECTKiN. c o :.o . ,�. a -
DESIGN LOADS TO BE RESISTED BY :rIIF_ FDUNDATIOJJi, r c;{A, 128OCT LENGTHS 5%-•OULL BF SUFFiC'IFr,-f Tp ALLCVI 'c.NCt;GH f M- BASE ANC .r.. _ 'E3. 5� •'i
LE:_L,A. J sm.COTH. ANCHC.R BOLTS L BE ACCURATELY SET a I,
TO A TOLERANCE OF t1/161NhJH ON L)),'AEr,.SIONS 'ell THIN .THE BERM CNT I11TO THE_ CL_-41CRErE FCer THE BO'.'` S'R`cNGfn+C�-
a.REINr', RCING RAPS, WIRE P ESH, A JCrJOR BOLT SH 4R ANGLES TIE OR Vi1'iHOUT Fi'. )S) rU DE`, EL.QP AT LEAST 75 •J. C- Tr F ALLG•i+- -- 7 o BOLT
RODS, AND/CJ:! HAIRPINS (HC0K BARS) SHOULD =,c INCORPORATED G%4'iIJP SPACING FOR AN INDIVIDUAL COLUMN. ALL OTHER Dlr.'EN" ABLE TENSILE :APAC'ITY OF THE. E)a T. Ar:O IN NO CASE `;•-w_L �� .0 �� � •� �
r c S#J?JS SH LL BE WI THIN t INCH. <' t' T.,'
AS PF �U:RE^. Ir:TO THc FGUNCATION DESIGN. COL UMN E3A,= THE LEr GfH BE S T 4A', 2 -1 /-S T•iE NX r.AINAL D-A+.tE TER ' , : G .� �i 3 c; C
}-fCftic'.CAITAL THRUSTS, -ACTING IN CONJUrJCTJCkJ WITH APYU'-'ABLE EiCC UMN BASE PLATES ARE DESIGNED NOT TO EXCEED THE OF THE BOLT JN. F-,`: ^THFR'N!�-•JTED (Dr..C;:+S.ctc.). '� n� C) '
,ERijc,AL RcAC-rIGrJS. tr,UST BE SUSTAINED BY HAIRPINS, TIE FO" ALLOWABLE BEARING STRESS OF COOCREETE THAT iv1$ A r+LrIMUr"1 BALL ANC>•JC4t E3C'LTc cHt.i._l_ cBE AS-fM A"�7 OR EQUAL "l Of!DER rc 4'-2' 4-O' R' '
NJTTRESSES.C:R COMBI:JATIONS OF THESE CR OTHER DEFENCAHLE :OM:-RESSIVE STRENGTH CF 30WPS1. AT 28 DAYS. CCi,_-c-P A TO A.B C. L'f'`, GN AS SU'fP TCt4S BASED Ct+ ALLO'A'AP E. -- _—__ � -_ \
MEANS. 9.UN_„SS EXPLICITLY NOTED OTHEP'NISE ALL FMBEUGED STRUCTUR- C'rtcTSEi A 5_-` �T fJl PAGES 3-,-RO1GH 4-7OF THE W=(cL------- 1[ rr—---------
,.FOOTINGS FiiVJ(_U EXTEND A MINIMUM OF 6 INCHES INTO NATURAL AL STEEL (INCLUDING ANCHOR EOLTS).6THE-R +,,ArERIALS, AND �- --" -� , TYPICAL . SECTIOI`� Al COLUMN! BASE
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CONCRETE 7
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4 0ANCH(DR BOLTS
_IVE l-uA0 t ;BEAD : :AD- 2.5 K
'W IND L.CYD - DEAD _CAD =0.23K
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RICGE BRIDGING CLIP "
ISCRI IYP-
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S IDEWALL FRAMING
ELEVATION
REFERENCE ORANIfiGS-
-
EN-7-A-t.l TYPICAL SEMONS RHO MV,2ILS
n-7-O-I •t EIYPtCAL SECT ONS ANO -OErA[LS
SCALE: t�\
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ANFORO. FLORID>I
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0 S 8 OF SANFDRO
11-4710
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LEFT ENDWALL FRAMING PLAN
LEFT ENDWALL SHEETING ELEVATION coLunN CLIP CP-s TYPICAL"
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RIGHT ENDWALL FRAMING PLAN
• COLUMN CLIP CP-55 lrPlcAL
SCALE: CATE
rzuwrtarg,S_�2Lti Zi�l? GREGOR( LUMBER
t Axrxrcex �rou�uzOa�
cktFCtcED6X c,.Noe�o�l 4-&.131 SANFORO.' FLORIOR
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NLiMBER
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2:_!7'BAYS
SIDEVIIALL ��C)U`DATION NOTE-S
6- 1. AMERICAN EtAt-DINGS COMPANY ASSA.116ILS li') RESPOUS'B41-ITY OR LIAB"LITI
oi r To OUT QELj2r�jRE_TE _l_ELaTHQE.B_0W-k.K:L FINISHED FOR 2. FOUNDATION, FLOOR, OR SL48 CESIrN OR CONSTRUCTION.
F7R f .
THE SPECIFIC SOIL CONDITIONS PRESENT AT THE ACTUAL jOBSITE 23-6 25 THE FoijNoArioNoEs!GN SHOULD 8�- DONE WITH DUE REGARD TO2' 2-
1-71 C,
3. FCk240ATIONS MUST BE DESIGNED FOR THE APPLIC&BILE REACTIONS
AS THEY APPLY TO A PARTICULAR BUILDING AND MUST BE ADEQUATE
TO RESIST ALL Cf THE CRITICAL COMBINATIONS FU? EACH OF THE
VARIOUS LOADING CONDITIONS. THESE REACTIONS REPRESENT THE
MAXIMUM DESIGN LOADS TO BE RESISTED BY THE FOUNOATIO 15
4. REINFORCING BARS, WIRE MESH, ANCHOR BOLT SHEAR ANGLES, TIE
2*4ANCHOR BOLTS ROOS. ANO/OR HAIRPINS (HOOK BARS) BE INCORpOR?,rn
SHOULD
REQUIRED INTO THE FOUNDATION DESIGN. COLUMN BASE HOR""; 7,11.1
THRUST, ACTING IN CONJUNCTION wim APPLICABLE Hi VERTICAL
REACTIONS, MUST BE SUSTAINED BY HAIRPINS, TIE RODS,
A RIGID FRAME COLUMN SECTION "B-B OR COMBINATIONS OF THESE OR OTHER D&ENDA6LE MEANS.
5.FOOTINGS SHOULD EXTEND A MINIMUM OF 6 INCHES INTO tiArliaAL
SOIL,, OR WHERE FILL IS USED, THE FILL MUST BE FROPERLY
—CORNER OR RIGID \-BASE ANGLE BA -IC 0-Y-0-LONG) COMPACTED AND THE FOOTINV) SHALL EXTEND rO NATURAL GRADE.
FRAME COLUMN FINISHED FLOOR IN ALL CASES THE FOOTINGS SHALL EXTEND AT LEAST 6 INCHES
(22 PER 25'BAY) 1 BELOW THE LOCAL FROSTLINE.jjj I
2 61 EXFANSION OR CONSTRUCTION jr—IS SHALL BE LOCATED IN
'--P-ASE ANGLE CORNER FOUNDATION WALLS AND SLABS. MIDWAY BETWEEN COLUMNS (NEVER AT
BA-CL COLUMNS).
tltl nF THE FOUNDATIONS OR FLOOR SHALL BE SQUARE LEVEL
7 THE TOP
NOTE: Q, _'NO SMOOTH. ANCHOR BOLTS SHALL BE ACCURATELY SET �6 A
3' 0 TOLERANCE OF !1/16 INCH ON DIMENSIONS WITHIN THE GROUP
BASE ANGLE FASTENERS TO BE -,,l-RAtA'-,ETS
SPACING FOR AN INDIVIDUAL COLUMN. ALL OTHER DIMENSIONS
EOUNA-ENT Vl� SHALL BE WITHIN !1/8 INCH.
ll*-'�ANCHOR BOLTS 8. COLUMN BASE PLATES ARE DESIGNED NOT TO EXCEED THE ALLOW-
2 STRESS OF CONCRETE THAT HAS A MINIMUM
ABLE BEARING
13
e COMPRESSIVE STRENGTH OF 3000 PS -I. At 28 DAYS.
z
9. UNLESS EXPLICITLY NOTED OTHERWISE, ALL EMBEDDED STRUCTURAL
STEEL (INCLUDING ANCHOR BOLTS ), OTHER MATERIALS, AND LABOR
ENDWAI L INTERIOR COLUMN
(QU,4NTTfY AND LOCATION BE SUPPLIED BY THE FOUNDATION CONTRACTOR.
SECTION "C-C"
VARIES WITH BUILDING WIDTH) 10 ANCHOR BOLTS SHOULD BE AS SHOWN AND CALLED FOR, INCLUDING
LL
0 L44 --GUIDE ANGLES r PROJECTION FROM CONCRETE, DIAMETER, AND QUANTITY.
FINISHED 11, ALL BOLTS SHALL HAVE A 2 INCH PROJECTION FROM THE FINISHED
(NOT BY A.B. C-'_� CONCRETE EXCEPT 1/2 INCH DIAMETER BOLTS AT DOORS . WHICH
1. 13. FLOOR
fl A 2 SHOULD HAVE A PROJECTION OF I INCH. PROJECTING THREADS
COLUMN " x- - SHOULD BE GREASED OR OTHERWISE PROTECTED UNTIL !ERECTION.
r .2
(Ij Lo r2. BOLT LENGTHS SHOULD BE SUFFICIENT TO ALLUV ENOUGH EM-
I,- W BEDMENT INTO THE CONCRETE FOR THE BOND STRENGTH •(WI.TH
LLJ
'BASE ANGLE -LE FASrENERS:-_, OR WITHOUT HOOK) TO DEVELOP AT LEAST 75% OF THE ALLOW
z Of < ABLE TENSILE CAPACITY OF THE BOLT, AND IN NO CASE' SHALL
W U > (�M BY A.B.C.) THE LENGTH BE LESS THAN 20 TIMES THE NOMINAL DIAMI:TER
BASE ANGLE BA-10 (10'-CIILCING) SEE NOTE ABO.'E f'- _��OUT.OF NorED'(DOORS,itcl OF THE BOLT UNLESS OTHERWISE
0
(QUANTITY VARIES WITH I CONCRETE 13. ALL ANCHOR BOLTS SHALL BE ASTM AW7 OR 'EQUAL IN ORDER
BUiLDIt:G WIDTH) C�'(BEYOND)
:7 n,: 7,7 To CONFORM TO A.B.C. DESIGN ASSUMPTIONS BASED ON ALLOWABLE
f-L
0 0, 'j. STRESSES AS SHOWN ON PAGES 4-3 THROUGH 4-7 OF THE
.� f=-_y. BASE ANGLE MANUAL OF STEEL CONSTRUCTION, 61h. ED., A.I.S.C., 1963.
0 ALTERNATE SLIDING DOOR GUIDE
.0
ANGLE CORNER
BA _CR
COLUMN
—7
SECTION 'Ai -A"
. .1
-BASE ANGLE BA-110 (10�0'LONG)
(2 PER 20'BAY) RIGID FRAM I E-
COLUMN
A"
-6' 1 20=0'
T 'ro c)j,r OF CONCRETE (LEI`r3TH OF BUILD
SIDEWALL 20'BAYS I .
SECTION "D-D"
�/2-'ANCHOR
V BOLTS x0'-6'
Fl
DOOR WIDFH 14'
TYPICAL OVERHEAD DOOR LAYOUT
-,WICHOR BOLTS
xc'-6" -M(ALL )
:CA 9 (ALL)
4'-2* 12'-4'
STANDARD SLIDING DOOR LAYOUT
BASE ANGLE LAYOUT
M,
p
4ADE CK:�
-VISIONS MADE jDNfE
CK'D, DATE No. REVISION
1- -0 • I mu'l. (AS READ.)
RECOMMENDED ANCHOR ALTERNATE ANCHOR
_BOLT DETAIL BOLT DETAIL
SCHEDULE OF MINIMUM RECOVIVIENDED.
ANCHOR BOLT LENGTHS
DIAMETER
LENGTH
3
7/8,
8
2'-0
'a.
SrALF_- t.ONE DATE
GENE
5,
Hf- RI`A.r��NEk GENERAL FFOUNDATION NOTES
A XCXRjCU UMPLUG31
ral=",
FCAECKED Df; JE Cl2LEEl il-4-67 AND
VESIGn APP 8 BY: C.L.F GENERAL CONCRETE DETAILS
5!_ E ' f E, II-lkiL1.68'NUMBER EM-2—D-1.1
.
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MASTIC SEALER--, RIDCE CAP
1" l_1 "H:%BOLTS-7
c`2Ajx114H.T.BOLTS �2rAxfGH.T.BOLTS 2P
f; I ROOF PANEL—ll 12 HEX -HEAD SCREW 3"r 3' LONG SPAN r�t'EL 1'-G`" y 1-G' / 3" 1-G —
93 -a PURLINS— 1-O ON CENTER CS
' 1 RIDGE CAP'
�BRIDGING CLIPO.2 PTS. OF BLCf CP-I FOR 1:12k?i4} $ i ri�--_----------=
CP-4 FOR 4:12 RIDGE CAP DETAIJ_ ; . �1 ,`�
r 2-2x14 F1.T.BOLTS •-
RIDGE FLASHI^G - T`f--Fo==--
MASTIC SEALER 1„ 4PR GIRT
/ II },. }1• - 4
1 Qn G!RT FURLIR T-- 1jx1 H.T. BOLTS _2
4 , x 14 H. T. BOLTS
' z .-•--CLOSURE-STRIP 2`Dx14 HJ.BOLfs OR GIRT 2 2
! - -ROOF PANEL-1��� OUTSIDE CS-0 ROCF BEAM HOOF BEAM. '- ROOF BEAM OR COLUMN OR COLUMN OR COLUMP'
PURLINS / �r^, v --�`-�
`t'• -----±14 S.M. STITCH SCREW O, G„LAP T-O"LAP 1� T LAP .
RIDGE BRIDGING DETAIL PURLINS— 6 EACH HIGH RIB FOR -
RIDGE FLASHING PURLIN OR GIRT LAP DETAILS
i 12 HEX -HEAD SCREWS - —
FGC-B1 FOR-1/12 13LDG. CLOSURE STRIP CS-1 GUTTER CLIP:FGC_B4 FOR 4/I2 BLDG. RIDGE FLASHING DETAIL ROOF PURLIN-
3'-0"O. 4 2 ROOF PANEL
MASTIC SEALER (ALTERNATE) CLOSURE STRIP CS -I
*12 HEX -HEAD SCREW (STANDARD FOR 4 TO 12) (EACH PANEL)
- - -
ROOF PANEL
ff
GUTTER ChIP FGC-A- -GUTTER. GUTTER- T z�
3'--0 O.C. CLOSURE `STRIP C S-I FGT-1 _
BEND ALONG - "12 HEX -HEAD SCREWS
F DOTTED LINE CLOSURE STRIP CS -I
1_ :HEX HEAD SCREW
EAVE CLOSURE — i SOLID FLASHING FEG-2 LID
I
GUTTER FGT-1 — i E•A`/E STRUT
` ~�-SIDEWALL PANEL
EAVE DETAIL WITH, GUTTER � GUTTER
NOTE: -- —
FOR NOTHERN TREATMENT SEE SHEET EM-7-E-1.1
CLOSURE STRIP CS-1
"12 HEX -HEAD SCREWS-\ MASTIC SEALER
4*x5" DOWNSPOUT--\
_ M ROOF PANEL \
~-EAVE STRUT
RAFTER
} l TCOLUMN
INTERIOR�i , 4-2 X 2' H T BOLTS
DOWNSPOUT CLIP -JrSIDEWALL
COLUMN 0 EACH COLUMN
—SIDEWALL GIRT
4X5 D04VNSPOUT PANEL
COLUMNS NOT AT CENTER. -COLUMN AT CENTER
"DOWNSP.O T CLIP— `-1�—SIDE`AIALL GIRT
II J. YP A I C C (D117C�
BASE ANGLE
-FINISHED FLOOR .
�, K�,
SAVE rRI DOWNSPOU F DETAIL
FED-1
(FED-4 FOR 4 TO 12) I CUT WASHER-� CABLE OR
BLIND RIVETS ROD BRACE
EAUE STRUT
i DOWNSPOUT OUTLET DETAIL AFIELD CUT DOWNSPOUT LENGTH AS REO'D
I = — - DO\PiNSPOUT SCHEDULE BEVEL WASHER
I 112 HEX -HEAD SCREW ► -
� � -
-TRIP CS-0
SIDE_N/ALL PANEL�,(l'
CLO�UR�'� 5,
1�1��ll DOWNSPOUT LOCATION
EAlE_ DETAIL WITHOUT GUTTER
DOWNSPOUT CLIP FCC-2
� 0 6'0." O.C. MAX.
BLIND RIVET--,, _
DOWNSPOUT
CABLE. OR ROD BRACE CONNECTION DETAIL
,
- f}
-NOTE:
-TIAN OF -THE i UT TIGHTENING FOR ASTP.1 A-325 HIGH STRENGTH BOLTS-
4 x 5 —�, - ALL ROLTS in T,E JOINT SHALL ESE INSERTED AND TIGHTENED "TO "5r:JG TIGHT"
.• PO51T'ON THEN EACH NUT MUST BE GIVEN AN ADDIT-)NAL hz TURN FAST THE '
BOLT AND [FASTENER _ S� HEDULE SNUG TiGHT"POSI LION.
BLDG• `NIDTI
LOCATION
3040,50',G •70•&8
40'OC.
1O0
35 O.C:
_
120
30' O.C.
130:140.150:& 160
25' O.C.
180:200;2-'O',& 250'
20 O.C.
280.300•'320,350:&3G0'
1� O.C.
420 & 480
10' O.C.
E•AVE
DOWNSPOUTS
CLI"'NET
PS-FDC-2
10
1 ti FDSE-0 7
3 REO' D.
12
1 oc.FDSE-11.7
3 do
14
1 ,c. FDSE-13.7 -ram
3 do
16
1_pc_FDSE-15.7
4 • -do
18
1 pc. FDSE-11.7 & pc. F5S-13.7 *
4 do
20
1 FDSE-117 ? pc. FDS-13.7
4 do
22
_c.
1 pc F cE-15.7 �& f/• pc. FDS- 3.7
5 do
24
1 FDSE-11,7 & 1 pc. FDS-13.7
5 'do'
26
1 pc. FDSE-13.7 1 -.. C• FDS-} 3 7 z
5 do
28
1 p..FDSE-'5.7& 1 pc. FDS-13 7
G do '
30
1 ^:_.FDSE-15.7� 1 pc•FDS-15.7.A
G do
—243:_IND RIVETS
SIDEWALL PANEL
__ J!�F_ _TYPE f ff-M; MKS TENSION L3S. DEFINITION:
r c 'SNUG TIGHT"M�AI`S ALL, BOCfED PLATES ARE TIGHT AGAINST EACH
fz"bx I :i' ASTM A-325 HIGH TENSILE - �'b nG i EPt�I_E 4'Awii:R r 12_J5D' OTHER AND THE 1� TURri ACTUALLe STRETCHES THE E30LT TO GIVE TENSION
0LlPJD RIVET--",
i`i`1 X 2`— d'U do 12;050 ' Sr 0`NN IN SCHEDULE Af LEFT AS rdLVIMUtd,
/q�_ x 2' co `f -HIGH TENSILE WASHER 28.400
* SECTION THRU DOWNSPOUT
---
do do --- 28.400
=12 F `-HE^D(•`(F ^EiSHcET trET^L SCRc xg"
BLIND RI`, ET OF. 14 x 1" Si;TCH SCFE ;"J F0-R S!DELA.r'S
f
scALE NOI J�... .
---- ---- - - - _ DA[E
TYPICAL SECTIONS & DETAILS
'-Ispar cu uF ,
RF, & LRFMDRAWN HY: =r*ursvrraa I
rFDR LRF2. GtL Rc!SION (REURANr) i
L'UILC.NGS ' --
__--�._ _ �__ - _ _ n � a� , L_N•� gas �...� Hc.' _ —• --- ..�
:-EC-"i 8 CLIP r" ti r,- - t s5r; _ t i - - _ r . t„ y +�••
_
i-':JC-' t _ (kr_ F L t N APP D. 7Y .' ':�I 1 s�-
.�T-
NU.IC='!;S!0I s — MADE CK'D. I UA"E NO: ~ RE'lI�IUMS 1A0i CK'C. DATE i � F 1�u • ;r - n h�
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,., _ _. .^*.: `e"Fi 7-`. k' ''('� i =" O^.n'E :`Y•z' 'X. :max - ..':,., ._.. .-.. ..,.: r .rr+xo rwsrR. �nrrr +`mr •+rr 'FS*'a -—.amn.. _ m'.+' :v.-aRt.•.^,...as'x -s ..,g ,t".', m rrr - T'^-#,°R". p. 7 . .'",7rWi . °i TM."' . t,., e . :!?
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.. ems` s • • 1 � .... - �. ... ...� -i '• , ... .. :v :'�� a .... '�
BASE ANGLE- BA-10 (ENDWALL)
],
2" X1aH.T. BOLT BASE ANGLE bDEW:ALI_) BA-10 , .. ROOF PURLIN
1�" 2 �•�X14 H.T. BOLT - - - - - -- A
ROOF PANEL ROOF PANEL ENDWALL GIRT CUP CLIP CP-
%-� C P- 3
CORNER COLUMN
%
— — I i
ENDWALL GIRT •
I SE -TI N —_A A4-1 ''
PUPLIN FRAME BRACE PURLIN PURLIN
x ROOF BEAM 2X11q'H.T. BOLT\ FRAME BRACE \
C I ALL BOLTS mX11a HIGH TENSILE
.2 ABOVE ' � �+ � DETAIL OFABO EAIEAVEIRGIRT NNECTION
NOTE:MOUNT HALF FRAME BRACE NOTE: FRAME BRACES ON ONE SIDE OF CORNER BASE, THIS SIDE (4/12 BLDGS. ONLY) ENDWALL GIRT CUP -CP-2
AWAY FROM FRC lT OFBLDG. RIGID FRAME ONLY, 8AC OPP SIDE
ENDWALL SAVE GIRT?
® RIGID FRAME ENDWALL ®INTERIOR RIGID FRAME /
CORNER COLUMN fl
BASF_ ANGLE DETAIL I 'x
FRAME BRACE DETAILS 1,_ •. I; I ,I
BASE ANGLE FASTErJERS EFB-EW1
4 -O O.0 (NOT ME EAVE I -
® BY I .
P FRA STRUT ---
t L :, EAVE STRUTq6RAC
I VIEW BASE ANGLE�EAVESTRUT Ai -
A 1'$X1q'HT BOLT =°°:` EAVE STRUT I� 2 �X1q H.TBOLTS 2�x14H.T.BOLIS
4.,II ECP12TCLIPAVE FRAME `'o'.IL FRAMEBRACE -A-, ENDWALL EAVE FRAME BRACE If =EW,EAVE GIRT EFB-EW1 IEAVE FRACORNER COLUMN SECTION "B-B'� EAVE FRAME BRACE
SPLICE PLATE SPLICE PLATE f
r.. ENDWALL EAVE GIRT l F
a t ( CONNECTION CORNER
SECTION'C—C' I t : s' x•; . .r ' ell 'ti ., J
SECTION ® RIGID FRAME
EAVE FRAME BRACE DETAIL
EAVE STRUT 2�X14 HIQH TENSILE BOLTS �,,.•
1 M
2¢X11q H.T. BOLTS 4 .
t^ '
MASTIC SEALER 14 HEX HEAD SCREW 18"O.C. E.W. ROOF BEAM 3" _jL11
L ROOF,BEA '
------ ROOF PANEL tea" X24 H.IBOLTS
SIDEWALL GIRT GABLE ANGL�(5X3X16GA)— 1'
(FASTEN WITH 12 HEX HEAD)
r t CORNER COLUMN I (SCREW-2 PER PURLIN) I { 1
CAP FLASHING-FCP-1
• 21X 14
II ENDWALL GIRT CLIP CP-2 RAKE FLASHING-FRK-1 — HIGH TENSILE rr
PAEL LL II $ 4 ♦ * - BOLTS - !` . }tt • 4
I� ENDWALL GIRT 12 HEX HEAD SCREW ♦ ' - ENDWALL 3 3 q "SPLICE fJ? (TYPICAL! A `{
12"O.C. CORNER 4 �x24 E W RIDGE `
Iljl ENDWALL ROOF BEAM COLUMN H.T, BOLTS
*12 HEX -HEAD SCREW Iili ENDWALL PANEL ENDWALL COLUMN CLIP
ll+'A�L DETAIL
12"O.C. �� ;;; CP-5 E.W SPLICE DETAIL f
ENDWALL COLUMN 4/12 BLDG 1 2 BL
EW, CORNER DETAILS
° 12 HEX HEAD' ENDWALL PANEL NOTE: : ENCti/ALL COLUMN CLIP CONNECTIONS MACE
CORNER SCREW 12"O.C. WITH 34,• 2•' HIGH TENSILE BOLTS.
=,. FLASHING 1 „ ENDWALL RAKE DETAIL DETAILS FOR COLUMN AND- BEAM ENDWALL
ALL BOLTS 2 �X14 HIGH TFN�!LE UNLESS NOTED r
CORNER DETAIL . ..-�' ..-`fl.�.. t • �J .. 'r` a ., `!_ . {, •�' i �''
NOTE: '
(SEE EM-7-D 1.1 FOR CORNER FLASHING DETAIL t{
FOR ARCHITECTURAL WALL PANELS,)
3 !iANGED 80TAND SCREW SIZES JR.R P.M.T. 2 • (SCALE: NONE DATE i
.2 DELETED EAVE STRUT EXTENSON RAB PM T 1.147' �r 1
1 REDRA'JJN NVJH OH. 3-13'X onnwH ar: E.C. 9-7 ^07 TYPICAL SECTIONS 8 DETAILS U•Auu �
ALAOAMA A!(R1iiCAN HQISDlAUB U1plANA
1 REVISED BOLTSLErJGTHS• PMT waas Gn-- caeucE� eT PMT 11-10-67
_ -- 1 CW4 GcD TO ONE FRAr� E BRA E _ Pr:i T CAM*- ,rrn-Fi � ^> slam a��,. ar.C.LF. i r13 67 FOR LRF RF 8. LRFM
BUILDINGS1 °
t10. REVISIONS MAUE CK U. DATE ,NO. REVISIONS MADE CK'D. DATE ,NO. RE`JISIUtIS MADE CK0. DATE , 'ISSUE D TE' N ,6c NDRAWING:
REM 7-B 1.1 3 Ii
37
... .. .re' ,r• ;.-::v • Lr; ,. �: ;.;. ,r .r!.r:,pr • " a ..1vt. �n �'t. s.., r..l. . �: •:'r •s"'
,.-.,_r . „.._-_--_--_.-._ __ •� s .xpcg : r , u, _ -r1 �, ,e. .F •$�.-or•• c_, .�.• ¢s,.�..,ie.si:xt.,s.-t .t..L,••,eerfa
::L.p1.. ,. . • ..-.- -.. .. - ...,...t.�.z,.aa_...� - - �,.J[.�..`�:s':.,...,_:1 �y4 •e,_'�:�.� �_.�.:��,y�-z.N�} •.,.3 e.—C:e� - aJ..1A....w'...,1A.s=
%'".—_ _ - -,,: , . _ • ". ... .,. ..,.....F,......._..,-s•_. t.' -.. x r .. ^n- r. ^ v, s.. xir.x . ,.. •rr^. n x .-..,y.�,.^. ,. .. • x k . --av •
,:r ts...:::,-Fzv;:..,rpa ^.wn^. 9. ... �r,,. .»r.. .r •.:r I ••�i'S"X`�Y
-- - DIE FORMED RIDGE CAP
(NOT AVA!LABE ON 4 TO 12 BLDGS•)
RAKE FLASHING
' ®'' 4`12 HEX HEAD SCREWS
EA. LAP
Y
MASTIC 5EALERpw$�j[tj1
FLASHING DETAILS AT RIDGE
• L�
GUTTER
FGT 1
t2
114 S1.1, STITCH SCREV,-5 LASHIN(J 2=i4 SPA b I I I
rCP EACH HIGH RIB _ `PIl2 4 BEAD GUTTER SEAL EA.
FOR RIDGE FLASH N ,
CLOSURE
MASTIC SEALER.
ALTERNATE RIDGE FLASHING .
DETAIL
FORMED RIDGE CAP (RID(jE FLASHING FOR 4 TO 12 BLDGS)
*12 HEX HEAD SCREW TO FASTEN
RIDGE -CA TO ROOF PANELS
` • 14 S.M. STITCH SCREW 1.6 O.C.
TOP HIGH RIB AT LAP
•12 HEX HEAD SCREW TO FASTEN
�i%'✓ ROOF PANEL TO PURLIN
DETAIL A
Y' x
14 SM STITCH SCREW 1-6"0•C. .
FOR SHEET SIDELAPS
12 HEX HEAD SCREW TO
4 FASTEN PANELS TO PURLINS
4 I (USE SCREWS ON BOTH SIDES
OF HIGH RIB AT ROOF PANEL
ENDLAPS AND AT EAVE STRUT)
MASTIC SEALER
ROOF PANEL DETAIL
v o� FUR - t :• T .• , ' .: �' • •
2 I r
BLIND RIVETS -2-O'O.C.ALONG SIDE APS
•12 HEX HEAD SCREW TO
�r .1•• \ FASTEN PANELS TO GIRTS i
I I -a-
SIDEWALL AND ENDWALL PANEL DETAIL
EAVE CLOSURE FLASHING-FEC.2
HEX HEAD SCREW /
E' ROOF PANEL DETAIL) *12 HEX HEAD SCREW `.
GUTTER CLIP GC B1 FOR 1/12 BLDG1-36'•O-C-
F
FGC B4'FOR 4/12 BLDG
*12 HEX HEAD SCREW
CLOSURE STRIP CS] EA. PANEL 1 BLIND RIVETS-12 AT EACH LAP AS, SHOWN
i MASTIC SEALER
EC ,AP
Ep1DP,P \JAG FCP"
F,P
— (56TTER FGT1
*12 HEX HEAD SCREW / GUTTER SEAL 2-1 BEADS AT GUTTER LAP
(SEE S.WBEW PANEL DETAIL)
"3 CLOSURE STRIP CSIEA.PANEL
GUTTER CLIP FGC•A
\\ ,��' *12 HEX HEAD CREWS TO FASTEN J I'
PANELS TO GIRTS AND BASE ANGLE ' NOTE.
GUTTER _DETAIL AT LAP USE 32� SHEETERS DRILL FOR `12 SCREWS
' USE tg� SHEETERS DRILL FOR"14 STITCH SCREWS
CAUTION:ill
CROWD OR STRETCH' PANELS SLIGTHLY AS NECESSARYUSE tg'P DRILL BIT FOR 30 BLIND RIVETS
+12 HEX HEAD SCREWS 1-0'O.C. TO MAINTAIN 3-0 COVERAGE PER PdNEL . PANELS MUST
BLIND FOR CORNER FLASHING BE INSTALLED SQUARE .WITH BUILDING FRAME AND 3=0"
AC 7"s, NET COVERAGE MUST BE HELD T OR PROPER FIT OF TRIM.
NG Si FLAC.
P
CAUTION:
TO PREVENT RUST'SPOTS FROM FORMIN3 ON LONG SPAN
GUTTER SEAL 3" PANELS ALL SURFACES SHOULD BE SWRf. r CLEAN OF ALL
WO X TYp ALC METAL FILINGS DAILY DURING ERECTION.
RIVETS IT
Fl ASHING
� ' LAPS .. y +•
QLIND RIVETS
_OD. EA. LAP
FLASHING DETAILS AT EAVE
GUTTER LAP DETAIL
SCALE: NONE DATE
2. GENERAL REVISIONS (REDRAWN) Rae PVT
2257 DRAVIN BY:EC 91507 � .
FASTENER DETAILS
ese?sxlcex E 1 UIIILD13i(te
t. REDRA,'iN E ED 1PI H 3-20A CHECKED BY: PMT 11-10�
FOR LONG SPAN PANELS ReTF,s
t. ADDED EAVE CLOSURE FLASHING:FEC-2 Pr.1T HG :23F . + DESIGN APPD. BY:CLF 11-1367 DRAWING
E •P10. REVISIONS MADE CiC'D. DATE NO. REVISIONS rlADE CK'D. DATE ISSUE DATE: JA�)1F" PLUMBER EM 7-C-1:1` 2
- •. - .: _..c��..�..^1.L�v...,..�.�`.s:�.ce...ccl:—"�L:i.�1ia:ts,�`•.��n�._. J.,.:d�... ..JY.t �. .. '- . � .c..;1,r�'lf,a.�'.s+-:.....Fc?�. ,m: L-.r ..,r�r•-se,.-`-vy{9e.+�^is.:.=
a
C,�o
-9-3
O�p � I i