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'r' nOBERi = New Bedford, Massachusetts
rfiZKhut Foil River, Mossochusetts
I No. 2, pi ti CONSULTING ENGINEERS
DES. BY RCV u i
SCALE, 1 -20
DR. BY: RMF
DATE I I/26/85
- C HK. BY: RCV
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s-- moo AzE-A SITE PLAN
FOR
WILLIAM ANDERSON
72- 16, ''
�`j" F b/i�° tlbetts engineering Corp.
kUAER! C. G,. New Bedford, Massachusetts
IvEPK.��c FaII River, Massachusetts
I
No. 29ig;
e'• CONSULTING ENGINEERS
G4 �o ���.ST. 'ti° ,4� DES. BY RCV
• SCALE' I =20
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DR BY: RMF
C HK BY RCV DATE I I/26/85
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12"0 AL.
PRECAST CONCRETE CATCH BASIN 16 .GA.
2� VARIES
MIN. (SEE SITE PLAN FOR LENGTH)
J
t I � I 12 16 16 GA. CORR. AL. PIPE
w; ( BRICKS MAY BE USED FOR
_�UARE OPEN NG ! GRADE ADJUS'MENTS. SEE DETAIL = l
8 24 8"MIN. FRAME TO BE SET IN o p
TAPERED SECTION 11 BED OF MORTAR - - ' I / 8 f
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--PROVIDE V "OPENINGS - —
6EEPHU.E _ _ 4 MIL POLYETHYLENE SHEET 8' x 12'MIN.
HEIGHT OF RISER OPENING TO BE PPECAST _�
SECTIONS VARY ;N RISER SECTION) OUTSIDE c?r prF TIC RECHARGE TRENCH of v
FROM TO SEE NOTE "2 +2"CLEARANCE PLAN VIEW IT O
-- A � _
SEAL AROUND PIPE X O
-- - - I" CL E 4R N 012 SO.IN. STEEL
l :ER VERTICAL FnCT PLACED 4 PEASTONE
1 ___ _ ACCOPDING TO AASII
DESIGNATION M 199
(STANDARD
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MIN.
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SECTION THRU (L
NOTE :
NOTES' PROVIDE CONNECTIONS TO CATCH BASINS
— - OR F200F DRAINS AS REQUIRED.
I FACE OF PIPE FLUSH OR NCT TO PROJECT MORE THAN 4" FROM FACE OF WALL
4LCNG CENTERLINE OF PIPE.
2 FOR DESCRIPTION, MATERIALS AND CONSTRUCTION METHOD, SEE SPECIFICATIONS
RECHARGE TRENCH DETAILS
NOT TO SCALE
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3 GUY rI
TURNBUCKLE - -------�/j`
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URIGINAL DEPTH
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-- - -- ---- - -------
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PARKING AREA ACCESS ROAD
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SOIL �
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8��G R AV E L
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DEPTH
TREE PLANTING DETAIL
NOT T,�, SCALE
SYM. DESCRIPTION DATE BY
TYPICAL ACCESS ROAD SECTION HARBORSIDE LANDING
SCAT E , I" = 4 ' BARNSTABLE , MASS
A6 SITE DETAILS
FOR
WILLIAM ANDERSOW
tibbetts engineering Corp.
�` � •: "��� New Bedford, Massachusetts
f 03FRT v
ro 1 ERKa( E �, Fall River, Massachusetts
i NC i p N CONSULTING ENGINEERS
L: O j "
DES. BY RCV
SCALE: AS NOTED
t : DR BY: RMF
-� / DATE 11/26/85
�'�a./� r�-�� C HK. BY RCV
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SITE PLAN
WOOIF_DEp A��,g ---- - -- �y_
—�----� FOR
WILLIAM ANDERSON
YL
AIA OF
PIS
"'"ss� tibbetts eng lneering corp.
New Bedford, Massachusetts
n �i R08ERi s,,
E ' V RKAbE m Fa 11 River, Massochusetts
No. 29781 CONSOL TINa [NcINeeas
DES. BY RCV
SCALE
o�"����` DR BY: RMF
DATE I I/26/85
r ��_ C HK BY RCV
12"0 AL.
PRECAST CONCRETE CATCH BASIN Is .GA.
2 VARIES
MIN. (SEE SITE PLAN FOR LENGTH)
I � —
24 = ( 9RICK5 MAY BE USED FOR 12" 16 16 GA. CORK. AL. PIPE
0
SQUARE _PEN NG GRADE ADJUSTMENTS SEE DETAIL =
18 24" ~' - B MIN. FY4ME TO BE SET IN O
TAPERED SECTICN FU�� RED OF MORTAR 8
� N 00
• , 5
49 } �IAMETF=
' ----- _. -_ P'AR ALL JOINTS —
PROVIDE ..V ,.OPENINGS
AEEPHO�E 4 MIL POLYETHYLENE SHEET 8' x 12'MIN.
HEIGHT OF RISER OPENING TO BE PRECAST —�
I 'N RISER SECTION) OUTSIDE -,F PIPF TO RECHARGE TRENCH
SECTIONS RaRY
FROM I' TO I SEE NOTE �2 — +2� CLEARANCE PLAN VIEW
SEAL AROUND PIPE ! _-
-- - I" CLEAIR + l,, N.Ot250.IN STEED
I 4 PEASTONE
VERTICAL FOOT PLACED
_ I ACCORDING TO AASN'TO
(STAkDARD DESIGNATION M 199
s-5 DEPTH) 3' 0"MAX 12" D I G GA. CORK. AL. PIPE COMPACTED BACK FILL
I
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-'"MIN, _ _ -
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0 2
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°p GALV. HARDWARE, O
-- CLOTH, OR PERF AL. -
' � PLATE. (D
3 TO 5 TAILINGS
PERFORATED
tiHEN A CURB INLET IS INSTALLED, THE OPENING IS TO BE 24t 1" X 27" f 1" A L U M I N I M PIPE
SECTION THRU Q
NOTE :
NOTES PROVIDE CONNECTIONS TO CATCH BASINS
_--_ OR ROOF DRAINS AS REQUIRED.
I.FACE OF PIPE FLUSH OR NOT TO PROJECT MORE THAN 4 ' FROM FACE OF WALL
ALONG CENTERLINE OF PIPE
2 FOR DESCRIPTION, MATERIALS ARID CONSTRUCTION METHOD, SEE SPECIFICATIONS.
RECHARGE TRENCH DETAILS
NOT TO SCALE
ry
RUSHER HOSE
3 GUY WIRES
TURNBUCKLE --- �,n
SET TREE AT IT'S -- -
,,RIGINAL DEPTH
3 PEA ; MULCN _ - BERM 12 12 2
4 16 2
STAKE W�SCF<FW EYE M BERM
PARKING AREA ACCESS ROAD
PREPARED PLANTING - I I (CRUSHED STONE)
SOIL
RR TIE
3'' - 3" BIT PAVE.
T r
T 8 GRAVEL
I I
COMPACTED PREPARED --�-- ----
PLANT ING SOIL , 6" IN O
DEPTH
TREE PLANTING DETAIL
NCT T,_ `; CALE
SYM. DESCRIPTION DATEj BY
TYPICAL ACCESS ROAD. _10N HARBORSIDE LANDING
SCALE ' I" = 4 AAA R.-,. ,. ,... ., _ BARNSTABLE , MASS
36 SITE DETAILS
FOR
WILLIAM ANDERSOW
tibbetts engineering core.
! ' RCRERTC. L New Bedford, Massachusetts
VE?KAuE Fo I I River, Mossachusetts
CONSULTING ENGINEERS
C 1
F
�, �� DES By R C V SC A L.E AS NOTED
DR BY: RMF
DATE 11/26/85
'7-t< g.oel' e4t_� C HK BY RCV
OWNER : M . vv ,L_L_i kVv ��LJ�h�bTv
ADDRESS : 2� F�1_InT SriEET, CENTF�_U i1_l_r M L . 77- -
BUILDING OUTLINE SPECIFICATIONS
- - � TYPE: Nti r ---T-1 `Tr f MEZZANINE SO. FT. tj 1A REMARKS
-- ----_-- J- - T ! I
EAVE HT. /(D SECOND FLR. SO.FT, h! //�
8X8 OH. DOOR �' IOXI4 OH.DOOR 3X7 PD. �" 8X8 O. H. DOOR LENGTH: (oL ROOF LOADS
WIDTH: �jC7 LIVE LOAD:
SO.FT. (�C�C j WIND LOAD:
/ CU•FT• j'(:D no CD MECHANICAL LOAD _�a
ENGINEER Mz . s04 U w . REG. NO.
ARCHITECT : REG. NO.
DRAWN BY : �Au�_ -,
AREA OF PROPERTY SO . FT .
AREA OF EXISTING BLDG . SO . FT .
AREA OF ADDITION SO . FT .
AREA OF PROPERTY SO . FT .
AREA OF PARKING SO . FT .
PLO , MAP N0. 10Z7z- FA(_ LLL "I 9
~ PROPOSED BUILDING " C" H LOT NO . Lb► „5 „
ZONING i� G
5 0' X 10 0' s........00 .s. .o....s.1-T- .
55 000 SO . FT.
8 X8 ').H. DOOR --
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-- --- - ---------- -- � BILL ANDERSON DATE -BY-
S E A C O A S T DRAWING ND_
CONSTRUCTION CORP.
•; 106 1 2 HUTTLESTON AVE. - FAIRHAVEN, MA. _
SCALE: �� _ - DATE: O - I7- 8S
FRUf 1i ELEVATION E t_ _
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BILL ANDERSON DATE BY
E A C O A S T DRA%MNG NO. -
CONSTRUCTION CORP. ---
106 1/2 NUTTLESTON AVE. — FAIRHAVEN, MA.
SCALE:% I '-Q., DATE: -----
ORAWN aYrt-�' 64AZLONrQE- CISBY:
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4 0' X ♦1 O O' j AREA OF PROPERTY SO . FT .
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S E A C O A S T DRAWING NO.
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106 1,2 HUTTLESTON AVE, —FAIRHAVEN, MA. _
SCALE: 1'— G''-_ DATE: j 0 1'7 , T -
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BILL ANDERSON DATE BY-
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S E A C O A S T , DRAWING No. _ ---
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REACTION TABLE (KIPS)
_ 1 LOAD DESC_ WIND A -B -C - D
DL + LI_ 2.7 24.6 -2.7 24.2
DL + WL L-R -3.3 -11 .9 -2.0 -7. 1
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COL LINES% 2-12
WIN MAX . VERTICAL LL + DL E .W . REACTION - u 3 K
MAX . VERTICAL WL + DL E .W . REACTION = - K
MAX . HORIZONTAL WL + DL E .W . REACT [ ON `�'Q K
- 2,U
b4
X-BRAC I N[ RFACT I QN5 ,
(WIND DIRECTION MAY BE OPPOSITE)
i
1 . THE BUILDING MANUFACTURER ASSUMES NO RESPONSIBILITY OR S. FOOTING SHOULD EXTEND A MINIMUM OF 6 INCHES INTO NATURAL 8• COLUMN BASE PLATES ARE DESIGNED NOT TO EXCEED THE ALLOW- 12• ALL ANCHOR BOLTS SHALL BE ASTM A307 OR EQUAL 1N ORDER TO
LIABILITY FOR FOUNDATION. FLOOR. OR SLAB DESIGN OR SOIL. OR WHERE FILL IS USED. THE FILL MUST BE PROPERLY ABLE BEARING STRESS OF CONCRETE THAT HAS r, n CONFORM TO THE BUILDING MANFACTURER� S DESIGN ASSUMPTIONS
lNiMuM COMP- 6�
CONSTRUCTION. COMPACTED AND THE FOOTING SHALL EXTEND TO NATURAL GRADE. RESSIVE STRENGTH OF 3000 P. S• 1 . AT 28 DA) J. BASED ON ALLOWABLE STRESSES GIVEN 1N THE MANUAL OF STEEL bya
IN ALL CASES THE FOOTING SHOULD EXTEND AT LEAST 6 INCHES CONSTRUCTION. 8TH EDITION. A. I .S.C. 1980, SECTION 1 .5. RTON
2. THE FOUNDATION DESIGN ,SHOULD BE DONE WITH DUE REGARD TO BELOW THE LOCAL FROSTLIKE. 9. UNLESS EXPLICITLY NOTED OTHERWISE. ALL EMBEDDED STRUCT-
THE SPECIFIC SOIL CONDITIONS PRESENT AT THE ACTUAL JOB URAL STEEL (INCLUDING ANCHOR BOLTS) . OTHER MA.TFRiALS. AND DESIGN LOADS ARE= *o 2 7fi5 5�n ��
SITE. 6• ALL. BOLTS SHALT_ HAVE A 2 INCH PROJECTION (UNLESS NOTED) LABOR SHALL BE SUPPLIED BY THE FOUNDATION CONTRACTOR. 1 . METAL. BUILDING DEAD LOAD (OL.) � " FGISTE.� `�
FROM THE FINISHED CONCRETE EXCEPT 1 /2 INCH DIAMETER BOLTS 2. ( 3p ) PSF ROOF LIVE LOAD (LL) OF .,,...� �'��
3. FOUNDATION MUST BE DESIGNED FOR THE APPLICABLE REACTIONS AT DOORS WHICH SHOULD HAVE A PROJECTION OF 1 INCH. PRO- 10•ANCHOR BOLTS SHOULD BE AS SHOWN AND CALLED FOR. INCLUDING 3. ( 21 ) PSF WIND LOAD (WL) FSS�ONA
AS THEY APPLY TO A PARTICULAR BUILDING AND MUST BE ADE- JECTING THREADS SHOULD BE GREASED OR OTHERWISE PROTECTED PROJECTION FROM CONCRETE. DIAMETER. AND QUANTITY.
QUATE TO RESIST ALL CRITICAL COMBINATIONS FOR EACH OF THE UNTIL ERECTION.
VARIOUS LOADING CONDITIONS. THESE REACTIONS REPRESENT THE 11 .BOLT LENGTHS SHOULD BE SUFFICIENT TO ALLOW ENOUGH EMBED- DESIGN COMBINATIONS AREA SCALE = NONE DATE Mfg • DICK GAI`,BI TI /
MAXIMUM DESIGN LOADS TO BE RESISTED BY THE FOUNDATION. 7. THE TOP OF THE FOUNDATION OR FLOOR SHALL BE SQUARE. LEVEL MENi INTO THE CONCRETE FOR THE BOND STRENGTH (WITH OR I . DL LL
AND SMOOTH. ANCHOR BOLTS SHALL BE ACCURATELY SET TO A WITHOUT HOOKS) TO DEVELOP AT LEAST 75% OF THE ALLOWABLE 2. DL + WL __ MR • RAYMOND BLACKBURN /
4. REINFORCING BARS. WIRE MESH. ANCHOR BOLT SHEAR ANGLES. TOLERANCE OF +- 1/16 INCH ON DIMENSIONS WITHIN THE GROUP TENSILE CAPACITY OF THE BOLT. AND IN NO CASE SHALL THE 3, OL + MIL+LL DRAWN BY $ EWA11 q_2s-05 H Y A N N I j . f`iA . EUFAULA ~ ��i� � ALABAMA
TIE RODS. AND/OR HAIRPINS (HOOK BARS) SHOULD BE INCORPOR- SPACING FOR AN INDIVIDUAL COLUMN. ALL OTHER DIMENSIONS LENGTH BE LESS THAN 20 TIMES THE BOLT DIAMETER UNLESS -
ATED AS REQUIRED I NTO THE FOUNDATION DESIGN. COLUMN BASE SHALL BE WITH[N +- 1 /8 [NCH, OTHERWISE NOTED. THESE DESIGN LOADS AND GOMBI NAT I �1S ARE APPLIED 1 ED CHECKED BY : `',E A P A S T C O N S T . C O R P . AMER I CAN �i BUILDINGS
HORIZONTAL THRUST ACTING IN CONJUNCTION WITH APPLICABLE I N ACCORDANCE WITH THE ?,,,qfj� I" i '' C� GU iZ' - --
VERTICAL REACTIONS. MUST BE SUSTAINED BY HAIRPIN. TIE DESIGN APPD . BY - �.� DRAW I NG REV .NO .
ROD. BUTTRESSES. OR COMBINATIONS OF THESE OR OTHER NUMBER 21 - 9595- 01 2 0
DEPENDABLE MEANS.
R ;BI NSON. JENN, G. 09/25/ �5 Ot 4F 31
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DRAWN BY NY ANN I S . MA . � �—
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CHECKED BY >E ACOAST CONST . CORP . AMERICAN BUILDINGS
DESIGN APPD. BY �' DRAWING REV .NO .
NUMBER 21 - 9595- 01 0
ROBINSON. JENNI G. :�,i/CSi? 09�46+ 31
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1 2 3 4 5 6 7 8 9 10 11 12 13
110 23' 0 24' 0 24' 0 24' 0 24' 0 24' 0 24'0 24' 0 24' 0 24' 0 24' 0 23' 0 110
8Z14-25.6 8Z14-27.0 8Z14-27.0 8Z14-27.0 8Z14-27.0 SZ14-27.0 8Z14-27.0 8Z14-27.0 8Z14-27.0 8Z14-27.0 8Z14-27.0 8Z14-25.6
TYP. U.N. TYP. U.N. TYP. U.N. TYP. U.N. TYP. U.N. TYP. U.N. TYP. U.N. TYP. U.N. TYP. U.N. TYP. U.N. TYP. U.N. TYP. U.N.
0 3ES28-24.0 3ES28-24 0 3ES28-24.0 3ES28-24.0 3ES28-24.0� 3ES28-24.0 3ES28-24.0 3ES28-24.0 3ES28-24.0 3ES28-24.0�- 3ES28-24.0 3ES28-24.0�
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ROOF FRAMING PLAN RF01
SCALE , NONE DATE MR . DICK GARBITT /
MR . RAYMDND BLACKBURN
DRAWN BY Jt✓�UUI �t�- 5 HYANN I S . MA .
EUFAULA "��// � ALABAMA
CHECKED BY = SEACOAST CONST ..CORP . (AMERICAN BUILDINGS
DESIGN APPD. BY C DRAW I NG
NUMBER 21 - 9595- 01 E- 1 0
ROBINSON. JENNI G. 09/25/85 09=46=31
12 12
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SCALE : NONE DATE MR . DICK GARBITT /
MR . RAYMOND BLACKBURN
DRAWN BY = Jem till -85 H Y A N N I S . MA . EUFAULA J�// �� ALABAMA
CHECKED BYs SEACOAST CONST . CORP . AMERICAN BUILDINGS
DESIGN APPD . BY = DRAWING REV .NO .
NUMBER ` 21 - 9595- 01 E- 2 0
ROBINSON, JENNI G. 09/25/85 09: 4, : "
C- J►I wz L
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TYP. U.N. TYP. U.N. TYP. U.N. TYP. U.N. TYP. U.N. TYP. U.N. TYP. U.N. TYP. U.N. TYP. U.N. TYP. U.N. TYP. U.N. TYP. U.N.
110 23' 0 24' 0 24' 0 24' 0 24' 0 24' 0 24' 0 24' 0 24' 0 24' 0 24' 0 23' 0 110
1 2 3 4 5 6J 7 8 9 10 11 12 13
— _ -_ — -- 288'0 OUT TO OUT OF GIRT LINE —
•1 = ODH9. 5-10. 0 +2 = ODH9. 5-12.0
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'2x Ii i boa AT ALL �Iv i"�' � �E���,�� �t �_K � ��"►%1C!_t-�
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f-3ES28-24.0 - r3ES28-24.0 ^— ( 3ES28-24.0 3ES28-24.0 - 3ES28=24.0 -- _ ES28_24.0 3ES28-24.0 f-3ES28-24.0 (-3ES28-24.0 (-3ES28-24.0 3ES28-24.0 `3ES28-24.0
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9.5Z13-23.6 1 /2 9.5713-23. 1 9. 5Z13-23. 1 9. 5Z13-23. 1 9. 5Z13-23. 1 9. 5Z13t23. 1 9.5Z13-23. 1 9.5213-23. 1 9.5Z13-23. 1 9. 5Z13-23. 1 9.5Z13-23. 1 9.5Z13-23.6 1 /2
TYP. U.N. TYP. U.N. TYP. U.N. TYP. U.N. T1'P. U.N. TYP. U.N. TYP. U.N. TYP. U.N. TYP. U.N. TYP. U.N. TYP. U.N. TYP. U.N.
110 23' 0 24' 0 24' 0 24' 0 24' 0 24' 0 24' 0 24' 0 24' 0 24' 0 24' 0 23' 0 110
13 12 11 10 9 8 7 b 5 4 3 2 1
288' 0 OUT TO OUT OF GIRT LINE - -I
SI DEWALL FRAMI NG ELEVATION SW02
SCALEl NONE DATE MR . DICK GARBITT /
MR . RAYMOND BLACKBURN
DRAWN BY 11 lieuult -25-8 HYANNIS . MA .
EUFAULA ��// �� ALABAMA
CHECKED BY : n SEACOAST CONST . CORP . AMERICAN BUILDINGS
fj:G�N :APPD. BY DRAWING REV .NO .
NUMBER 21 - 9595- 01 E - 3 0
ROBINSON, JENNI G. 09/25/85 09=46: 31
I
RC-3
2PC RK1 -15.3 ABC
2PC RK) - 15. 3
ER-9102 R6-3L 3 3R
ER-91C1 ER-9103
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a- a- 0 IL IL
9.5Z14-18.8 9. 5Z14-19. 1 9.5Z14-18.8
TYP. U.N. TYP" U.N. TYP. U.N.
92 1 9' 2 1 20' 0 1 9' 2 2 92
SHEETING PACKAGE MK # SP - 01
60' 0 OUT TO OUT OF GIRT LINE ---.
ENDWALL FRAMING ELEVAT I ON AT FRAME L I NE 1
GABLE ANGLE GA- 1 TYPICAL
RC-3
2PC RKI -15.3 ABC
2PC RK1 - 15. 3
ER-91 02 RB-3L R8`3R
ER-9101 ----__ ER-9103 I
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N In 00 ('\i U') 00 N N 00 U') CV 00 117 N
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1 Q Q Q 1 Q Q Q I Q Q I Q Q Q I Q Q Q I
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9.5Z14-18.8 9.5Z14-19. 1 9. 5Z14-18.8
TYP. U.N. TYP. U.N. TYP. U.N.
91 19' 21 20' 0 19' 22 91
A B C ° SHEETING PACKAGE MK # SP - 01
60' 0 OUT TO OUT OF GIRT LINE
OF MgstR
god JOHN cy
ENDWALL FRAMING ELEVATION AT FRAME LINE 13 WILLIAM
N
GABLE ANGLE GA- 1 TYPICAL NORTON
27655
U,tFSs Is TER
TONAL
SCALES NONE DATE MR - DICK GARBITT /
MR - RAYMOND BLACKBURN
DRAWN 13Y J_ I _ �- HYANN I S . MA .
EUFAULA �// ALABAMA
CHECKED BY : SEACOAST CONST . CORP . rAMER,CAN BUILDINGS
DE51GN APPD. BY DRAW I NG REV .NO .
NUMBER ' 21 - 9595- 01 E- 4 0
ROBINSON, JENNI G. 09/25/85 09: 46: 31
2• 2• FINISHED 2" 2• FINISHED FLOOR WIDE ANGLES ,• 1 FINISHED FLOOR
— FLOO 7 (Nt;T BY A.B.C.) 2 �y,
GENERAL FOUNDATION NOTES
1' •1 1 2• . 1
j e :..• _ �� ` i 1. AMERICAN BUILDINGS COMPANY ASSUMES NO RESPONSIBILITY OR LIABILITY
_ __ +'— _ 1 FOR FOUNDATION, FLOOR OR SLAB DESIGN,OR CONSTRUCTION.
7. •'a \ 1 - 2. THE FOUNDATION DESIGN SHOULD BE DONE WITH DUE REGARD TO THE
{• e .. ') } �'�" 1 SPECIFIC SOIL CONDITIONS PRESENT AT ACTUAL JOBSITE.
o y 3. FOUNDATION MUST BE DESIGNED FOR THE APPLICABLE REACTIONS AS
' ANCHOR BOLTS
I20 ANCHOR BOLTS a @ D THEY APPLY TO A PARTICULAR BUILDING AND MUST BE ADEQUATE TO RE-
OUT.OF
Y CONCRETE SIST ALL OF THE CRITICAL COMBINATIONS FOR EACH OF THE VARIOUS
(BEYOND) LOADING CONDITIONS.THESE REACTIONS REPRESENT THE MAXIMUM DESIGN
LOADS TO BE RESISTED BY THE FOUNDATIONS.
4, REINFORCING BARS,WIRE MESH,ANCHOR BOLT SHEAR ANGLES, TIE RODS'
ALTERNATE SLIDING DOOR GUIDE AND/OR HAIRPINS(HOOK BARS) SHOULD BE INCORPORATED AS REQUIRED.INTO, ?
SECTION "B B" SECTION "C C" SECTION "D D" THE FOUNDATION DESIGN.COLUMN BASE HORIZONTAL THRUST ACTING IN CON-
JUCTION WITH APPLICABLE VERTICAL REACTIONS, MUST BE SUSTAINED BY HAIR
PINS,TIE RODS,BUTTRESSES OR COMBINATIONS OF THESE OR OTHER DEPEND- 4
- ABLE MEANS.
5. FOOTING SHOULD EXTEND A MINIMUM OF 6' INTO NATURAL SOIL,OR WHERE
FILL IS USED, THE FILL MUST BE PROPERLY COMPACTED AND THE FOOTING
}*ANCHOR BOLTS x0'-6" SHALL EXTEND TO NATURAL GRADE.IN ALL CASES THE FOOTING SHALL EX-
TEND AT LEAST 6"BELOW THE LOCAL FROSTLINE.
1;* ANCHOR BOLTS x O'-6" 6. EXPANSION OR CONSTRUCTION JOINTS SHALL BE LOCATED IN FOUNDATION
BASE ANGLE FASTENERS (NCI" " "- WALLS AND SLABS MIDWAY BETWEEN COLUMNS.(NEVER AT COLUMNS).
BY A.B.C.) (MINIMUM''A"# 7. THE TOP OF THE FOUNDATION OR FLOOR SHALL BE SQUARE, LEVEL, AND
BASE ANGLE CONCRETE ANCHOR BOLT 5—0' r
0. C. MAXIMUM SPACING OR SMOOTH. ANCHOR BOLTS SHALL BE ACCURATELY SET TO A TOLERANCE -is
EQUAL BY OTHERS) - - - - ON DIMENSIONS WITHIN THE GROUP SPACING FOR AN INDIVIDUAL COLUMN.
a...
I ALL'OTHER DIMENSIONS SHALL BE WITHIN t'a INCH.
B. COLUMN SASE PLATES ARE DESIGNED NOT TO EXCEED THE ALLOWABLE
21 BEARING STRESS OF CONCRETE THAT HAS A MINIMUM COMPRESSIVE
STRENGTH OF 3000 P S.1. AT 28 DAYS.
o ► _ 9. UNLESS EXPLICITY NOTED OTHERWISE,ALL EMBEDDED STRUCTURAL STEEL
t#.: (INCLUDING ANCHOR BOLTS) OTHER MATERIALS,L AND LABOR SHA LL BE SUP 4
"J PLIED BY THE FOUNDATION CONTRACTOR, 1
10, ANCHOR BOLTS SHOULD BE AS SHOWN AND CALLED FOR, INCLUDING PRO-
JECTION FROM CONCRETE,DIAMETER ,AND QUANTITY.
2" NOMINAL DOOR WIDTH 2' 4-2" 4'-O� 4-2• 11. BOLT LENGTHS SHOULD BE SUFFICIENT TO ALLOW ENOUGH EMBEDMENT IN-
DOOR WIDTH.4 12'-4' TO THE CONCRETE FOR THE BOND STRENGTH(WITH OR WITHOUT HOOK) TO
DEVELOP AT LEAST 75%• OF THE ALLOWABLE TENSILE CAPACITY OF THE
BOLT,AND IN NO CASE SHALL THE LENGTH BE LESS THAN 20 TIMES THE
BASE ANGLE DETAIL TYPICAL OVERHEAD DOOR LAYOUT STANDARD SLIDING DOOR LAYOUT NOMINAL DIAMETER OF THE BOLT UNLESS OTHERWISE NOTED.
12. ALL ANCHOR BOLTS SHALL BE ASTM A307 OR EQUAL IN ORDER TO CONFORM
A.B.C. DESIGN ASSUMPTIONS BASED ON ALLOWABLE STRESSES GIVEN IN
THE MANUAL OF STEEL CONSTRUCTION,8th EDITION, A.I.S.C. 19BO,SEC-
TION 1.5.
2• 2 "
z Z DIAMETER LENGTH PROJECTION
x t= a4 1 -3 2'
0 7; 1'-6' 2'
W J 1• 1'_y• 2'
J
1 , 0. 1 e 2'-0' 2V
2'-0' 21'
rT
4' MIN. zENSION PLATE
(AS REOD.)
SCHEDULE OF MINIMUM RECOMMENDED -
RECOMMENDED ANCHOR BOLT DETAIL ALTERNATE ANCHOR BOLT DETAIL ANCHOR BOLT LENGTH
c SCALE: JDATEENERAL FOUNDATION NOTES EUfAULAALAlAMA
DRAWN BY: �2 CORRECTION IN NOTES MMC 10-8 CHECKED BY: AND
1 MARK NO REVISION ONLY IKE MMCS•$3 DESIGNAPP•D BY: GENERAL CONCRETE DETAILS DRAWING REV NO
-- — __— - I=---- _--- _- ---. F N - 1
NO' REVISIONS MADE CK•D. DATE NO. REVISIONS MADE CK'D. DATE NO. REVISIONS MADE CK'D DATE NUMBER
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X2$X 14 A-307 BOLTS
PURLIN OR BY PASS GIRT W/2—SAE WASHER PER
��,'OX I,' A-307 BOLT I 1 BOLT
W/2 — SAE WASHER zmX I' A307 1-6 1-6
(TYP .U.N.) BOLTS W/2—SA IX.I 1-6 PURLIN OR GIRT
tl WASHER PER
BOLT (U .N. ,
BASE TRIM FASTENER
_ ' (B" OTHERS)
' 1/4' m CONCRETE ANCHOR (MIN.)
' 5'0 O.C. (MAX.)
RIGID FRAME RAFTER
PURLIN 18 GA . PRE—FORMED
24) X I� A325 BOLT I�X 11 A307 2 OR GIRT BASE TRIM =� z
�X 1 A-307 BOLTS •'
WITH WASHER 24)X 11 A32S BOLT 2 • W/2—SAE WASHERS PER
• BOLTS W/2—SAE BOLT . ROOF BEAM
• WITH WASHER WASHER PER BOLT (U.N.) OR COLUMN
z 9 1/2' PURLINS AND GIRTS USE
FRAME BRACE RAFTER OR COLUMN A-325 BOLTS WITHOUT WASHERS
eSECTION THRU FRAME e PURLIN AND GIRT CONNECTION e PURLIN AND GIRT CONNECTION a
of AT FRAME BRACE Dt 1 -9 LAP AT FRAME LINE D1 3-0 LAP A-T FRAME LINE °1 SECTION THRU BASE TRIM
4 3/4' 3/4' A325 BOLTS
2mX 1� A307 d
INSTALLATION,
BOLTS W/2-SAE TURN OF THE NUT METHOD - A METHOD FOR PRE-TENSIONING HIGH-STRENGTH BOLTS.
WASHERS PER B T THE NUT IS TURNED FROM THE SNUG-TIGHT POSITION CORRESPONDING TO A FEW
1 i 1 OLOW5 OF AN IMPACT WRENCH OR THE FULL EFFORT OF A MAN USING AN ORDINARY
2 mX I • A 3 0 7 • SPUD WRENCH, THE AMOUNT OF ROTATION REQUIRED BEING A FUNCTION OF THE BOLT
1 1-112 BOLTS W/2—SAE DIAMETER AND LENGTH.
WASHERS PER BOLT (U.N.)
NUT HEAD PER SECTION 5 AISC SPECIFICATIONS FOR STRUCTURAL JOINTS USING ASTM A-32S
OR A-•90 BOLTS. RECOGNITION OF TORQUE CONTROL METHODS IS WITHDRAWN
BECAUSE OF THE LARGE VARIABLES OF TORQUE-TO-TENSION RELATIONSHIP FOR SEEMINGLY
3 3 A 3 0 7 MACHINE BOLT SIMILAR BOLTS AND CONDITIONS.
1 1 NOTES, 1. A-325 HIGH TENSILE BOLTS WILL HAVE A DARKER
1
i 1NISH THAN A-307 BOLTS. '
-- s. - 7/B' 7/B' 2. AMERICAN BUILDINGS COMPANY NOR ITS SUBSIDIARIES
MILL NOT ASSUME ANY RESPONSIBILITY FOR IMPROPER BOLT
V
LOCATION.PURLIN OR GIRT PURLIN OR GIRT .axs MANUFACTURERS 3. SPECIAL 6ARE BE 05TABE TA ENITO INSURE PROPER CORRECT TN As
2 mX 1.' A307 — — \ / IDENT1F1CAT1ON EaEci IONDRAWINGS/OR ATTACHED SHEETS OR NOTED ON
•. USE 1/2- DIA. OR 3/A- OIA. H.T. BOLTS W/ ONE
BOLTS W/PER SYMBOL H.T. WASHERAT ALL CONNECTIONS HAVING SLOTTED
WASHERS PER BOLT IN OR GIRTHOLES.ALL A-307 BOLTS REQUIRE THE USE OF TWO (2) SAE-1
TMASHERS PER BOLT.
RAFTER OR COLUMN 2mX 14 A,30 NUT HEADBOLTS W/WASHERTER OR COLUMN A325 HIGH TENSILE BOLT ____ --------------�
A22�flQl _W..B LIU —— —
X 9 1/2' PURL I NS AND GIRTS USE 2—SAE WASHER PER BOLT (U.N.) L_si2E_ I __ _REMARK_ _ _ TENSILE_KIPS I NUT GM TENS ROTATIQNJ
(BLACK FINISH)
A-325 BOLTS WITHOUT WASHERS T —
I /3 TURN
/2 X 2 1/4
ASTM A-326 ASTM A-325 HIGH TENSILE LE 12-0 1/3 TURN
5 6 PURLIN AND GIRT CONNECTION e 3/4 X 2 ASTM A-325 HIGH TENSILE 28. 1/3 TURN
PURLIN AND GIRT CONNECTION ASTM A307,A325 BOLT IDENTIFICATION 3/4 x z 3/4 1 ASTM A-325 HIGH TENSILE za. ► 1/3 TURN '
D� 3- 11 LAP AT FRAME LINE D1 0-6 LAP AT FRAME LINE °1 ----1---------i----I----�
INSPECTON,
BOLTS TIGHTENED BY TURN-OF-THE-NUT METHOD MAY HAVE THE OUTER
FACE OF THE NUT MATCH-MARKED WITH THE PROTRUDING BOLT POINT
BEFORE FINAL TIGHIENING, THUS AFFORDING THE INSPECTOR
Y15UAL ME AN OF NOTING THE ACTUAL NUT ROTATION. SUCH MARKS
2oX I,' A-307 BOLT CAN BE MADE BY THE WRENCH OPERATOR WITH A CRAYON OR DAB OF
W/2 — SAE WASHER(TYP) PAINT AFTER THE BOLTS HAVE BEEN BROUGHT UP SNUG TIGHT.
PURLIN DR BY PASS GIRT THE SIDES OF BOLT HEAD AND NUT TIGHTENED 41TM AN IMPACT
(3'-0 LAP CONDITION) BEVEL WASHER WRENCH WILL APPEAR SLIGHTLY PEENED AND THUS INDICATE THAT
THE WRENCH HA5 BEEN APPLIED TO THE FASTENER. GENERALLY, NO
FURTHER INSPECTION IS NECESSARY FOR BOLTS IN "BEARING-TYPE'
CUT WASHER ROD BRACE CONNECTIONS BECAUSE THE PERFORMANCE OF THE BOLTS IN BEARING
1 I IS NOT DEPENDENT UPON HIGH TENSION. VISUAL EVIDENCE OF
I' WRENCH IMPACTING 15 ADEQUATE INDICATION THAT THE NUT HAS
BEEN TIGHTENED SUFFICIENTLY TO PREVENT IT FROM LOOSENING AND
-- HEX NUT FALLING OFF ACCIDENTALLY.
--------
--- WEB OF COLUMN OR RAFT£
WEB OF COLUMN OR RAFTER
RIGID FRAME RAFTER '
BEVEL WASHER ,D
2q) X 14' A325 BOLT 1 ABLE BRACE D1 ROD BRACE
WITH WASHER MUST 8E 2�X 1; A325 BOLT
USED IN LIEU,OF A-307 WITH WASHED HEX NUT
It T
LuNNLL I IUiv
FRAME BRACE—� —�� � CUT WASHER---•/'
% 9 1/2' PUF:LINS AND GIRTS USE SCALE DATE
A325 BOLTS - I THOUT WASHERS DRAWN BY. — ?UR CONNECTION DETAILS RI
0611-1
SEAT ION THRU FRAME LINCA LE BRA PA E r CAHLE BRACING,t., �- ..__ _. _CA13LE BRACE �rs,,,N Ar FD. BY°� URAW I NG E V.kV
AT FRAME BRACE NUMBER ' 01
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RIGID FRAME RAFTER
RIGID FRAME COLUMN 11. RIGID FRAME RAFTER
_ � COLUMN
8 3-1
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-s
BASE TRIM 2' 1
FASTENER
\ _ MIN. PROJECTION
BASE TRIM `III SEE SCHEDULE (U.N.)
I� d
SHOP WELDED
STIFFENER(TYP. ( ) 4 0 X 2
A-325 BOLTS 1 D 4� X 2
ANCHOR BOLTS A-325 BOLTS
D2 HAUNCH CONNECTION D2 BASE DETAIL AT EXTERIOR COLUMN 02 BOLTED SPLICE CONNECTION
e
e
I
RIDGE RAFTER- EAVE STRUT
ZR X l� A325 EAVE STRUT EAVE STRUT
BOLTS W/WASHER + +I
m` <4 + +
44 t z(V X 14 A325
_ EAVE STRUT BOLTS
BRACKET , W/ONE WASHER
EAVE FRAME + + EAVE FRAME BRACE
_ BRACE R.F. RAFTER
EAVE FRAME BRACE 3(pA325 BOLTS
( ) i X 2 A-325 BOLTS R.F. COLUMN SPLICE PLATE
e02BOLTED RIDGE CONNECTION O2 EAVE FRAME BRACE DETAIL s SECTION THRU HAUNCH
Dz AT EAVE FRAME BRACE
i
z(tIX 14 A-307 BOLTS
_ W/2-5AE WASHER PER
EAVE STRUT BOLT
I-6 � 1-6
(4) z� X 1 4' A3'25 BOLTS
WITH H.T . WASHERS
I
I
R.F RAFTER
PURLIN
SHOP WELDED OR GIRT
EAVE STRUT BRACKET z$X l� A-307 BOLTS
W/2-SAE WASHERS PER ROOF BEAM
BOLT OR COLUMN
R .F . COLUMN
9 1/2- PUR!_I NS AND C I RTS USE
A-325 BOLTS WITHOUT WASHERS
SCALEI DATE
e EAVE STRUT CONNECTION TO COLUMIN a PURL 1 N AND GIRT CONNECTION DRAWN BY. �— FRAME DETAILS
D2 LRF t RF BUILDINGS EUFAULA a ALABAMA
D2 3-0 LAP AT FRAME LINE CHECK CO RT
--- _ AMFRI_CAN �1�} BUILDINGS
oesicN Avru. Br DRAWING FR tv.NO
NUMBER 02
I
RAFTER
RIDGE RAFTER
SHOP MELDED 5TIFFNER
RIDGE RAFTER
RIGID FRAME RAF TER S"DP WEEDED
RlG1D FRAME COLUMN _ STIFFENER I
11. j!r--RIGID FRAME COLUMN ' _4 )
MIN. PROJECTION - -4 1 i
�j SEE SCHEDULE (U.N.) ^
FINISHED FLOOR
� �1 i �V _�• d •� � � � (4) _� X 2 A325 BOLTS
(4) '�X 2 A325 BOLTS
/ )•�'A I 1 ) I INTERIOR COLUMN
SNAP WE DEC 1• R•�1'•0 �•' I i IN COLUMN 1 1
STIFFENER(TTP.) ( ) 0 x 2
A-325 BOLTS \� .4 E r� *ANCHOR BOLTS ( ) i X 2 A-325 BOLTS
ON 4- GAGE
INTERIOR
D3 HAUNCH CONNECTION D3 BASE DETAIL AT EXTERIOR COLUMN D3 BOLTWD7HOUTECO UMN CONNECTION D3 INTERIOR COLUMN CONNECTION DETAIL D3 CONNECTION
RIDGE TAIL
RAFTER
r (4) 3/4- ¢ ANCHOR BOLTS
SHOP WELDED (2) 3/4- P ANCHOR BOLTS EAVE STRUT
STIFFENEII B I INTERIOR COLUMN m X 1 A325
I 1
yy BOLTS W/WASHER
_4
�IX A
FIN: FLOOR
pq
I �lii d lii Q A I I 6 EAVE STRUT
p ♦ — — ♦ BRACKET
4)��X 2 A325 BOLTS
- 1- Q I•�=--�+�=—+1 EAVE FRAME R.F. RAFTER
I I INTERIOR COLUMN \ A - S' FOR 4- m, S' o, OR 6' � COLUMNS f BRACE
1 ) VQ ANCHOR BOLTS CENTERED A - 7- FOR B- ® OR 10' COLUMNS
ON PLATE
4 FOR 12' COLUMNS R.F. COLUMN
eINTERIOR COLUMN CONNECTION DETAIL BASE DETAIL AT e PIPE COLUMN BASE DETAIL e PIPE COLUMN BASE DETAIL e EAVE FRAME BRACE DETAIL
03 GINTERIOR COLUMN D3 D3 D3
xl$x 1: A-307 BOLTS
W/2-SAE WASHER PER
EAVEEAVE STRUT BOLT T— EAVE STRUT 1-6 �• 1-6
(4) _ X 1: A325 BOLTS
1+ it -` �•� WITH H.T. WASHERS
_ I
+ =mx Ij A325 RIDGE BRIDGING CLIP
BOLTS
W/ONE WASHER R.F. RAFTER PURLIN
..
PURLIN
SHOP WELDED PURLIN OR GIRT
♦ i EAVE FRAME BRACE EAVE STRUT BRACKET ; "tX 1. A-307 BOLTS —/
W/2-SAE WASHERS PER ROOF BEAM
EAVE FRAME BRACE A325 BOLTS BOLT OR COLUMN
•� R.F. COLUMN
SPLICE PLATE ROOF FASTENERS . .X 9 1/2' PURLINS AND GIRTS USE
2-•12 H.H. SCREWS A-325 BOLTS WITHOUT WASHERS
11 SECTION THRU HAUNCH 12 EAVE STRUT CONNECTION TO COLUMN D3 DETAIL AT RIDGE BRIDGING CLIP r>4 PURLIN AND GIRT CONNECTION
D3 AT EAVE FRAME BRACE 3-0 LAP AT FRAME LINE
SILALE DATE "•
o AWn Br.~ FRAME OETAIL5
ram.
R LRF 'M' BU!LDINGS
tnECKEDBr j1 N 3
---y1------ '.� _ AMERICAns
�f-Iu� AFFo. pr GNAWING
NUMBER 03
_._ .. _ ., __.. .. _._.., __ ......,.. •. ..a..._._,�... ..,ass...,.-, -
.._......___ -._. -R ..
RIGID FRAME RAFTER RIDGE RAFTER
RIGID FRAME COLUM _ COLUMN LINE -
COLunN
e 1 z 3'
1
GIRT LINE --�
m MIN. PROJECTION
SHOP NEEDED BASE TRIM i r . SEE SCHEDULE (U..N.)
STIFFENER = ( )�� X 2 A-325 BOLTS
V ANCHOR BOLT ) i X 2 A-325 BOLTS
HAUNCH CONNECTION BASE . DETAIL AT EXTERIOR COLUMN pq BOLTED RIDGE CONNECTION
EAVE STRUT
z0 X I' A325
BOLTS W/WASHER
EAVE STRUT EAVE STRUT
RAFTER
EAVE STRUT PLATE
' ESP-1 1 1, A325 1 RIDGE BRIDGING CLIP
BOLTS
PURLIN
W/ONE WASHER
EAVE FRAME BRACE '
( ) 4'4� X 2 A-325 BOLTS PURLIN
EAVE FRAME BRACE
EAVE FRAME BRACE
' ROOF FASTENERS
2- 1 2 H.H. SCREWS
eoa EAVE FRAME BRACE DETAIL pq SECTION THRU HAUNCH oa DETAIL AT RIDGE BRIDGING CLIP
AT EAVE FRAME BRACE
COLUMN
GIRT CLLIP GIRT CLIP(GC-1R )
(GC-1
GIRT GIRT -»
pmX 1� A307 GIRT EXTENSION ANGLE (GEA-1)
BOLTS W/2-SAE WASHERS PER BOLT
5C A L E DATE „.` • ` ,,•,,, £„
GIRT CONNECTION TO COLUMN �y�,r
pq GRLUM BY GC, LP2, LP♦A(0 60 F'IT S BUILDINGS ��-
. � EVf Al1LA "�� �', A1.Aa3 HA
CMf KtC NY. AMERICAN LY;�I�W�eU I LD I N{
. :osr--f1 _ rF� 7AW
'I NUMBER DA
s _ _,. K.»..:.......w. :...._:�..-.-.....::...... ._.�i...:...:.M-..:.,._....—......._:.:.... .. ;.—..:,,..,_.:.:.a... d: __ .a..:.�.<...�.•..._.-.......,.�...,....,......._.3....,..a...«.._. .,._.._ ....-.. _. , ._... —..&uu.^aw,. .. -..._...._..W<.. WGssw..�...,.m..Y"J^lGnsc ..x-r
L
-4-"14 SELF-TAPPING ROOF FASTENERS WITH
---"- 2 BEADS GUTTER SEAL EACH LAP.
CAUTION 1
TO PREVENT RUST SPOTS FROM 1
FORMING ON PANELS,ALL SURFACES ' I►A SELF-TAPPING ROOF FASTENER
SHOULD BE SWEPT CLEAN OF ALL DIE FORMED RIDGE CAP ' AT EACH NIGH RIB.
METAL FILINGS DAILY DURING ERECTION
'W12 SELF-DRILL ROOF FASTENER
*12 SELF-DRILL ROOF FASTENER (LOCATE BOTH SIDES OF HIGH RIB)
(1'O O.C.)
fi LAP CLOSURE STRIP LSP-O
•
PURLIN WEB 1 LONGSPAN ALTERNATE RIDGE (WITH MASTIC SEALER TOP & BOTTOM)
FLASHING DETAIL
ROOF PANEL *12 SELF-DRILL ROOF FASTENER (MANUFACTURES OPTION)
BEAD —
MASTIC
BEAD MASTIC
RAKE FLASHING
PURLI CAULK .
CAULK (3) 14 SELF-TAPPING
PANEL LAP DETAIL -- �
i ROOF FASTENERS
RAKE FLASHING 1Cp
BEAD MASTIC (10)-'e BLIND RIVETS
EACH SIDE RAKE CAP
(3)*14 WALL FASTENERS
GUTTER
(OPTIONAL) RAKE CAP DETAIL
W14 SELF-TAPPING ROOF FASTENER
( 1'6O.C.)
EAVE CLOSURE FLASHING 3'-0'COVERAGE
(SEE SHEET SS-5) *14 SELF-TAPPING ROOF FASTENERS
FOR SHEET St DE LAPS.1'6.O.C. s
ROOF PANEL EAVE STRUT DETAIL *A' 1'-0• 1'-0• 1'-0 *12 SELF-DRILL ROOF FASTENERS TO STRUCTURAL
SEUSE 1 EACH BEAD MASTIC I PANEL END LAPS,EAVE IAND RIDGE.
RIB AT
E. i
CLOSURE STRIP LSP-1
WITH MASTIC SEALER
TOP AND BOTTOM I L
RAKE FLASHING DETAIL'A: 1'-O' � 1'-0' � 1'-0- � rEXTRA FASTENERS AT EAVE
i — STRUT END LAPS AND RIDGE]
j ROOF PANEL DETAIL
GUTTER— NOTE I
JSE CORNER BOX REC-11LR 012 SELF-DRILL ROOF FASTENERS
FOR BUILDING WITHOUT MASTIC SEALER LOCATE EACH SIDE OF HIGH RIB
3UTTER ROOF PANEL FO MARK NO.11
GUTTER CLIP JSEER CHART ONI
SHEET SS-5.
(%-1; BLIND RIVETS *14 SELF-TAPPING ROOF FASTENER
LAP CLOSURE STRIP (LSP-I) / (LOCATE 3'0.O.C.)
FLASHING DETAIL AT EAVE MASTIC SEALER) GUTTER CLIP GC-A (3=O'O.C.)
( FOR FLASHING 'MK.NO.SEE SHEET SS-5)
CAULK (2 BEADS) *12 SELF-DRILL WALL FASTENER
CORNER BOX OUTSIDE CLOSURE (LOCATE 1'-O-) DRILL SIZES
(ATTACH WITH 20 1. USE n#SHEETERS DRILL FOR*12 SELF-TAPPING FASTENER
12-'.aBLIND RIVETS �e BLIND RIVETS) *14 SELF-TAPPING WALL FASTENER AT PANEL TO STRUCTURAL CONNECTIONS
(
12 BLIND RIVETS EACH LAP(TYR) LOCATE t'•O•)WALL PANEL 2 USE'B• SHEETERS DRILL FOR I; BLIND RIVETS.
EACH LA 3. NOT REQUIRED FOR SELF-DRILLING FASTENERS.
SECTION BELOW) SEAL EACH LAP
GUTTER CRROSSOSS 2 BEADS OF GUTTERL RAKE CROSS SECTION 4. USE 'e`SHEETERS DRILL FOR*14 STITCH FASTENERS
GUTTER LAP FASTENERS AT GUTTER LAP FLASHING
i
GENERAL NOTES BLIND RIVETS
1 ALL ROOF PANEL SIDELAPS & ENDLAPS TO HAVE \ �
CONTINUOUS STRIPS OF MASTIC SEALANT. ' (8)- 11 BLIND RIVETS CAUTION
2 ALL GUTTER AND RAKE LAPS TO HAVE TWO � BEADS SHEETS MAY BE HEAVILY OILED AND SLICK
OF GUTTER SEAL CROSS SECTION WIPE CLEAN BEFORE INSTALLATION j
RAKF FLASHING LAP THRU RAKE FLASH LAP
SCALE. DATE
3 REDRAWN L A MMC 10-84 DRAWNSY FASTENER DETAIL FOR ROOF EUFAULA ALABAMA
2 GENERAL A M. MMc 4-84 CHECKED BY LONGSPAN PANEL
1 GFNFRAL MN1C 2-83 DE51GNAPP'D BY. DRAWING FD-1 REV-NO,
NO. REVISIONS MADE CK'D.DATE NO. REVISIONS MADE CK'D.DATE NO, REVISIONS MADE CK'D.DATE 4-92 NUMBER
'ae.,.w. ..,...:,.........,«.,.,-..w.:, ,.La._»..w;,;m:a;,.•.4..ew.:....,_..s....m.+....:..yr,..:.:.w�._.d.:sy.;:.::c.,....:r+r.,...wrr.�,»..:...,.:.�:,,z.�..:«;re:..nen...-:aW.:-e.iMAac�.,w�o-a .... v::..�.rs.a:5..i�rk.. — �Irr .,�_. --- — -
e
(2)4'(�X 2 A325 BOLT
zm X 14 A325 BOLTS
8- EAVE WITH WASHER
STRUT (2) y (PX 2 A325 BOLTS +
:77
_ (2)4OX2':,'-325 BOLTS
_i _—— -------- o------ p
W/3-H.T . W SHERS/BOLT
4x -------- ;
CORNER COLUM ENDWALL INTERIOR
COLUMN (CHANNEL) ENDWALL RAFTER
EAVE RAFTER ENDWALLOP SPLICE) (SINGLE CHANNEL RAFTER)
RAFTER COLUMN CLIP
(SINGLE CHANNEL RAFTER) WL AR (SHOP WELDED)
CORNER COLUMN ENDWALL RAFTER e EN-DWALL RAFTER a ENDWALL INTERIOR COLUMN
ot2 CONNECTION DETAIL o)2 SPLICE DETAIL o)2 RIDGE DETAIL Die CONNECTION DETAIL
G►RTWALL i 2mX li A-325 BOLTS 1-0
GIRT CLIP ENDWALL INTERIOR COLUMN
FB-1 GC_IL (SINGLE CHANNEL COLUMN) 5.
(FRAME BRACE) CORNER COLUMN
R OUTSIDE OF
t
CONCRETE I
_——— ———— L RAFTER
lilt 4CL40URNENDWAL
(SINGLE CHANNEL RAFTER)
CORNER GIRT I II B 11 8 1 2-3/4' ANCHOR
CLIP (CDC-I) BOLTS14
I i ---------- lox 1� A307 BOLT IRT - 3 �'
s0 X 1' WITH WASHERS g- X 2 A325 BOLTS (2 REQ'D)
A307 BOLTS GIRT EXTENSION 2' PROJECTION (U.N.) EAVE STRUT
z(D X 1' A325 BOLTS (4 REQ'D)
WITH WASHERSEE ANGLE GEA-I W/ H.T . WASHERS
ENDWALL GIRT I L
5 6 GIRT CONNECTION DETAIL 7 CORNER COLUMN BASE DETAIL a EAVE STRUT CONNECTION
D12 CORNER GIRT CONNECTION D)2 AT ENDWALL INTERIOR COLUMN TO CORNER COLUMN
PURL I N----------------
SHOP WELDED PLATE WITH BOLT
AT ENDWALL COLUMN LOCATION ' 0 X 1 A307 SPLT
ENDWALL RATTER WITH 2—SAE WASHEIi5/8OLT
(SINGLE CHANNEL RAFTER)
U"AL I ra C0NINF—I'r DE-TAIL
:)2 AT ENDWALL RAFTER !C LEA �Y DATE
DRAWN Ov, ENDWALL DETAILS
StNELE CHANNEL SECTION$ tWAUA .LnflAlIA
i .-HECKED HY, _- _
AMEHICAN
0L:JIGN OPD• V ( DRAWJNS
RAKE FLASHING
GUTTER RK-1 OR SRF-1
--- EAVE STRUT j/,
BEND ALONG DOTTED LINE /
_ --014 SELF-TAPPING WALL FASTENERS �
CUT ALONG SOLID LINE O' O C
SELF TAPPING WALL
EAVE FLASHING f .FASTENER 1-0"O.C.
OUTSIDE CLOSURE
— STR;P AP2-0 y
12 4' I (SEE Er,Dv.AL� DETJ.IL I
f AT RAKE)
( ;SIDEWALL GIRT GABLE ANGLE I I ENDWALL GIRT
1
—GUTTER
RAKE FLASHING � ' h
CAP FLASHING FCF-1 �I I -�f14 SELF-TAPPING
(4 /12 BUILDINGS ONLY) a
WALL FASTENER I
WALL FASTENER
j 2'-0' 0C
4x5 DOWNSPOUT— `� OUTSIDE CLOSURE (AP2 -0)
I{
1 (1/12 BUILDINGS OR LESS) I .
PURLIN
BLIND RIVETS I (f I I I /
ENDWALL DETAIL AT RAKE GENERAL NOTES:
DOWNSPOUT OUTLET DETAIL
1 CROWD OR STRETCH PANELS SLIGHTLY AS
NECESSARY TO MAINTAIN 3-O'COVERAGE PER
CLOSURE STRIP LS•P-I I I PANEL
(EACH PANEL) 2 PANELS MUST PE INSTALLED SQUARE WITH
—ROOF PANEL ---BASE ANGLE BUILDING FRAME.
3 PANEL LAPS STITCHED 2-0" ON CENTER WITH
GUTTER GT-1 +14 SELF-TAPPING WALL FASTENER
DOWNSPOUT CLIP FDC-2 4 FOR FLASHING MARK NO SEE CHART ON SHEET
*12 HEX-HEAD FAST=NERS a 6' 0` O.C MAX
CLOSURE STRIP AP2-0 CORNER FLASHING BASE ANGLE CORNER SS 5.
FCRA2-LENGTH FBC-
EAVE STRUT BLIND RIVET
LOCATION
DOWNSPOUT CLIP------:: 412 WALL FASTENER "12 WALL FASTENER-SIDEWALL AND ENDWALL GIRTS, BASE ANGLE,
'—SIDEWALL GIRT 4 x 5 DOWNSPOUT— EAVE STRUT AND GABLE ANGLE SAME LOCATION FOR LINER AND
4x5 DOWNSPOUT--------. DETAIL A PARTITION PANELS.
2-BLIND RIVETS GIRT, EAVE STRUT,
I SIDEWALL PANEL BASE ANGLE OR
SIDEWALL ;PANEL GABLE ANGLE /
BLIND RIVET _
DOWNSPOUT CLIP �� ------------ - -- -------------
SECTION THRU DOWNSPOUT FASTENER LAYOUT
BASE ANGLE
1' DETAIL A ' EAVE FLASHING
FINISHED FLOOR r----!14 SELF TAPPING WALL (SEE SHEET SS-5
FASTENER 2.O"OC FOR MK NO)
A FIELD CUT DOWNSPOUT LENGTH AS REQUIRED
fi14 SELF-TAPPING
., WALL FASTENER T-0'O.C.
DOWNSPOUT SCHEDULE
DOWNSPOUT DETAIL DOWNSPOUT
— ------= EAVE DOWNSPOUTS CLIPS FDC-2
10 1 pc FDSE-9 7 3 -DETAIL B
12 1 pc FDSE-11.7 3 /�6 RIVETS AT FLASHING LAP
OOWNSPOUT_LOC_A'10N 14 1 pc FDSE-137 3 / OUTSIDE CLOSURE
BUILDING WIDTH LOCATION 16 1 pc FDSE-157 4 STRIPAP2-0
30; 40. 50;60, 70& 80 40 0& 18 1 pc FDSE-13.7&112 pc FDS- 9 7 ' 4
100' 35 O.0 20 1 pc FDSE-157&1!2 pc FDS-9.7 4
120 30 O.0 22 1 pc FDSE 157& 1l2 pc FDS-13 TT 5
130' 140, 150'& 160 25'OC 24 1 pc FDSE- 15.7 & 112pc FDS- 97 5 DETAIL B CORNER DETAIL DETAIL AT EAVE
180; 200, 240 k 250' 20'O.0 26 1 pc FDSE- 157 & 1 pc FDS- 11.7 5 -
280.' 300; 320; 350'& 360' 15 OC 28 1 pc F DSE-157 & 1 pc FDS 13.7 * 6
420' & 480' 10 O.C1 30 1 pc FDSE-15.7 & t pc FDS- 1571 6
---- — -- --' ---- -- ---t---_�- DRAWN BY
DATe FASTENER DETAIL FOR WALLS CUFA,LA AA�AMA
�- J— � .ram
o a DRnv;N 1N1, 1n rat i ARCHITECTURAL PANEL GRawINc
C ¢
DC51(.N APP'D 8Y F D 2 1
Nl1MBLR
r ?'i0 ----- --T REVISIONS MADE CK'D.DATE NO REVI-,k:*NE, — -MADE CK'D DATE frvU --� REVISIONS K'D DATF_ I
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,....rtf�ltaa
•- r
6
GIRT a OVERHEAD DOOR SCHEDULE FOR_LRF RF8, LSS BUILDINGS D.1 EAVE STRUT
o
a JAMB SCHEDULE FOR AT EAVE OR BELOW EAVE DOORS DOOR HEADER SCHEDULE p
Dt JAMB CLIP I
p �
n
DOOR DOOR JAMB DOOR DOOR HEADER
WIDTH
4 GIRT p HEIGHT 8' 91 8' 92 1 GIRT —
8' ODJ 8-9 4 ODJ 9 5-9 4 $ ODH8-8 ODH9 5-8 1 GIRT
10, ODJ8-11.4 ODJ9.5-11.4 10' ODH8-10 ODH9.5-10
y 12' ODJ8-134 ODJ9.5-134 12' ODH8-12 ODH95-12 a DOOR HEADER
ji 9'z DOOR GIRT 178'DOOR GIRT it OD ~—
I' 9'2 Z 12 280 FOR 25 BAYS 8' E 12 28.0 FOR 25 BAYS JAMB CLIP 1a' Je-15.a oDJ9 5 15a 14 o.,r,a-14 oDH9.5-1a
n
16' ODJ8-17.4 ODJ9 5-17.4 16 ODH8-16 ODH95-16 j
li 9'z Z 12 230 FOR 20 BAYS 8'Z 14 23.0 FOR 20'BAYS e
18' ODJB-194 ODJ9.5-19.4 18' ODH8-18 ODH9.5-t8 �
-- 20' ODJ8-214 0DJ9.5-21A 20' ODH8-20 ODH9.5-20 i COLUMN
u 1 I k 22' ODJ8-23.4 ODJ9.5-23.4 22' ODH8-22 ODH9.5-22
COLUMN OD1 I COLUMN o M I DOORJAMB °
II COLUMN i
4 GIRT 4 ' ItIRT DOORJAMB = 4 i
OD p I GIRT P.
DOOR HEADER I O
M GIRT 10 GENERAL NOTES: 1
M
q GIRT W J DOOR
1 GIRT 1 1.STANDARD OVERHEAD DOOR FRAMING TO BE FIELD LOCATED. CUT GIRT I n
DOOR JAMB =
4 I I (OPTIONAL) j STANDARD PANELS AND GIRTS AS REQUIRED. p (OPTIONAL) I GIRT p
_ __ _ f _ _ (OPTIONAL) 0
T_ _ _ Ir__-_-_-_-_-_-_-_-r__ r-_ -_- 2.MAXIMUM HEIGHT OF DOORS IS 2=0' LESS THAN NORMAL EAVE HEIGHT. _ -� t l -_ __ y___
~ I`-------' R `---- 3.ALL STRUCTURAL CONNECTIONS TO BE MADE WITH" xll � A307 BOLTS ----i- =-__ ----____-� - y-- '
----1 n ?GIRT I WITH WASHERS. i h
It (OPTIONAL) D1 y 4.JAMBS MUST BE LOCATED A MINIMUM DF 1'-O' FROM CENTER LINE OF j D h
d i p COLUMNS. a a
I
----------------- ------------------ 5.FOR FLASHING ANE PANEL DETAILS SEE SHEET * OD3.
BASE ANGLE ItBASE ANGLE &DOUBLE NEST DOOR GIRT AT STANDARD GIRT WHEN REQUIRED. BASE ANGLE.J. BASE ANGLE
VARIES DOOR WIDTH VARIES 7.SEE SHEET FD-4 FOR FASTENER SCHEDULE. VARIES DOOR WIDTH VARIES
BAY SPACING
BAY SPACING
-DOOR BASE ANGLE CAP-DBAC
DOOR FRAMING ELEVATION DOOR FRAMING ELEVATION
WITH JAMB CONNECTION BELOW EAVE WITH JAMB CONNECTION AT EAVE
(9)*12 SELF-DRILL WALL FASTENERS
8'
2 DOOR GIRT 7
Dt - - 2 2 D EAVE STRUT
JAMB CLIP JC-8(8'GIRTS) �N (9)412 SELF-DRILL
JC-9.5(91 GIRTS) '""' �i ° '
2 EDGE OF + . ' WALL FASTENERS
ff�O
1. 2' DOOR WIDTH 2' SLAB '„' t JAMB CLP JC-8(8* GIRTS)
x:14A307 BOLTS '� 2mANCHOR BOLTS JC-9.5(9 GIRTS)
ITH WASHERS DOOR WIDTH+4' (BY OTHERS) 2WITH WAHERSS
DOOR JAMB
TYPICAL ANCHOR BOLT LAYOUT OD1 SECTION THRU ANCHOR BOLT LAYOUT _______
DOOR JAMB
—12 x II A307 BOLTS
WITH WASHERS D
RILL GIUR ATOJAMB OD 1 JAMB CONNECTION AT EAVE STRUT
oD1 JAMB CONNECTION AT DOOR _ __________ BASE CLIP(CP 9)
DOOR GIRT ----------
l I I l i 12�x 1aA307 BOLTS ANCHOR BOLTS EAVE STRUT
DOOR GIRT I I WITH WASHERS
(BY OTHERS)
I I I
I I ' BASE ANGLE FASTENERS
DOOR JAMB j DOOR JAMB (BY OTHERS)
I
771�
JAMB CLIPDOOR JC-8(8'GIRTS) , (9)*12 SELF-DRILL
JAMB CLIP I lu (9) 12 SELF DRILL I i IHEADER IRT D�p_BASE DBACANGLE JC 95(912GIRTS)� i WALL FASTENERS
JC-9.5 91RGSRTS WAL7_ FASTENERS2 x t A307 BOLTS 2� x 14A307 BOLTS
t' WITH WASHERS BASE ANGLE I WITH WASHERS
DOOR JAMB 2�x14 A3,07 BOLTS (FIELD NOTCH) DOOR JAMB
WITH WASHERS
2 JAMB CONNECTION 3 HEADER CONNECTION 4 GIRT CONNECTION AT JAMB JAMB CONNECTION AT 7 JAMB CONNECTION AT
OD1 OD1 OD1 OD1 OD1
AT DOOR FINISHED FLOOR EAVE STRUT
GIRT RT AT A�
i
SCALE: DATE
DrrAwNer: OVERHEAD DOOR CUFAUTA _ ALA�AMA
2 REDRAWN L.W M MC 10-84 CHECKED BY. FRAMING DETAILS
1 GENERAL REVISION IKE MMo 2 83 DESIGNAPP'D.Bv ( DRAWING REv.No BY SIDEWALU
2 NUMBER OD1
NO, REVISIONS MADE CK'D.DATE NO. REVISIONS MADE CK'D.DATE NO. REVISIONS IMADE,CK'D.DATE ISSUE DATE 4.8 2
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6
D EAVE STRUT
GIRT OVERHEAD DOOR SCHEDULE FOR GC,LP2,LP4 8•SSF BUILDINGS
IT
JAMB SCHEDULE FOR DOOR HEADER SCHEDULE p i
ji AT EAVE OR BELOW EAVE DOORS � Op JAMB CLIP-7I
I DOOR DOOR JAMB DOOR DOOR HEADER d l
�I GIRT HEIGHT 8"JAMBS 9,5 JAMBS WIDTH 8"HEADER 95 HEADER i GIRT - GIRT it
8' 0DJ8-9.4 ODJ9.5-9.4 8' ODH8-8 ODH9.5-8
10' ODJS 11.4 ODJ9.5-n.a 10' ODH810 ODH9.5 t0. /// --- -
12, ODJ8-13.4 ODJ95-13.4 12' ODHB 12 ODH9.5 t2 DOOR HEADER- q
II DOOR GIRT
j 1 �8Z12-24.1 FOR8 GIPT� JAMB CLIP ° 14' ODJ8 15.4 ODJ95-15 4 14' ODHS to oDH9.5-14 9 j
II D2 9.5 12-19.1 FORS G ITS 16, ODJ8 17.4 ODJ95-17.4 16' ODHB-16 ODH9.5-16 h OD2 II
18' ODJ819.4 ODJ95-19.4 18' ODHB-18 ODH9.5-18 4
h COLUMN
II 20 ODJ8 21.4 ODJ95-2t.4 20' ODHB-20 ODH9.5-20 4
22' 0DJ8 22.4 ODJ95-22.4 22' ODHB-22 ODH9.5-22
COLUMN OD2 COLUMN 4 y DOOR JAMB COLUMN 1
DOORJAMB 44 4
q GIRT a r GIRT
DOOR HEADER O p IRT II
I
tl GIRT 9 GENERAL NOTES*
GIRT w DOOR W
DOOR JAMB = JAMB 1. STANDARD OVERHEAD DOOR FRAMING TO BE FIELD LOCATED CUT STAN- GIRT = ag
II Er GIRT I� 002 DARD PANELS AND GIRTS AS REQUIRED. i cr GIRT
OPTIONAL)_ y _ _ p OPTIONAL) r�OPTIONAV
ILL, O r_______ _�--- 2.MAXIMUM HEIGHT OF DOORS IS 2'-0 LESS THAN NORMAL EAVE HEIGHT. r r-
1 " 1° -- 1� --- ---- - r -
3.ALL STRUCTURAL CONNECTIONS TO BE MADE WITH 2�x1a A307 BOLTS `---- �
II GIRT 1) WITH WASHERS.
II (OPTIONAL) 5
p 4.JAMBS MUST BE LOCATED A MINIMUM OF 1'-0'FROM CENTER LINE OF p j
II
COLUMNS.
---- 5.FOR FLASHING AND PANEL DETAILS SEE SHEET*OD3• --- ---`- ------ ---
BASE ANGLE BASE AN 6.DOUBLE NEST DOOR GIRT AT STANDARD GIRT WHEN REQUIRED, BASE ANGLE BASE ANGLE
VARIES OR WIDTH YVARIES GLE VARIES WIDTH VARIES
AY SPACING \-DOOR BASE ANGLE CAP-DBAC BAY .SPACING
DOOR FRAMING ELEVATION DOOR FRAMING ELEVATION
WITH JAMB CONNECTION BELOW EAVE WITH JAMB CONNECTION AT EAVE
e
(9)#12 HEX HEAD FASTENER
DOOR GIRT 8� #
p _ 2' 2" p EAVE STRUT t
DOOR JAMB COLUMN
N CLIP(GC-1E) CLIP(GC-1R)
JAMB CLIP rJC-888•GIRTS N ! (g)#12 FASTENERS HEX HEAD GIRT GIRT '
LJC-9.5(a 9.5GIRTS •;I j
I t" ` 2 DOOR WIDTH 2 it II t^m JAMB CLIP(JC-9 5) -�-{
)2 Oc 1 a A307 BOLTS •�,' s 2 ANCHOR BOLTS 1•� 1. I II
I WITH WASHERS DOOR WIDTH+ 4 2 x 1 a A307
(BY OTHERS) BOLTS i I I I I I I
I I DOOR JAMB WITH WASHERS
TYPICAL ANCHOR BOLT LAYOUT SECTION J
1
T
THRU ANCHOR BOLT II DOOR
Go
LAYOUT �LI ----'� I JAMB
-� -
2�x1c A307 BOLTS FIELD CUT AND FIELD 6 120x11aA307BOLT WITH WASHER-
V'.1TH WASHERS - JAMB CONNECTION AT !
1 /-DRILL GIRT AT JAMB OD2 GIRT EXTENSION ANGLE (GEA-1)
OD2 JAMB CONNECTION AT DOOR GIRT DOOR =-------- 2Ox1taA307 BASE CLIP(CP 9) EAVE STRUT SECTION THRU JAMB AT COLUMN
I JAMB ------- BOLTS OD2
i I I ANCHOR BOLTS
DOOR GIRT I I I I WITH WASHERS 1 EAVE STRUT COLUMN
fi (BY OTHERS) DOOR JAMB GIRT
BASE ANGLE FASTENERS CLIP(GC-2L)
DOOR JAMB I I (BY OTHERS) -------- -
DOOR JAMS -----���_ I -�-
I I I DOOR DOOR BASE ANGLE IL JAMB CLIP
(9)#12 HEX HEAD I I I I
JAMB CLIP 11 HEADER GIRT CAP-DBAC (JC-8 or JC-9.5) FASTENERS III I I I
I I (9) 12 HEX HEAD
(JC-8 or JC-9.5)I I I FASTENERS
12�x 1t4 A307 BOLTS I I 12�x14A307 I
DOOR JAMB I I 1- t" WITH WASHERS BASE ANGLE BOLTS _--
2�x1aA307 BOLTS DOOR JAMB WITH WASHERS 1
WITH WASHERS (FIELD NOTCH) 12�X1aA307 BOLT
WITH WASHERS CLIP (GC-1R)
9 GIRT EXTENSION ANCI F(GEA 2i
ec
JAMB CONNECTION AT GIRT 3 HEADER CONNECTION 4GIRT CONNECTION AT JAMB JAMB CONNECTION AT JAMB CONNECTION AT SECTION THRU JAMBAT COLUM OD2 AT AM O02 FINISHED FLOOR OD2 SAVE STRUT oo2 (FOR DOORJAMBS LOCATED 1'O'FROM
J 3
IT OF COLUMN)
SCALE DATE
DRAWNSY OVERHEAD DOOR EUFAUTA j-`.-=.',� .�S-r"-- AIABAMA
CHECKED BY FRAMING DETAILS / _
DRAWIN
' NO
NO -REVISIONS MADE CK'D. DATE NO. REVISIONS MADE CK'D. DATE NO. REVISIONS - MADE CK'D.IDA TE ISSUE DATE y 4-82 (INSET GIRTS 8 ENUWALU NUMBERG -OD2 ��+!O ,
_Y Fes.. .. ...:...,w.. .. ...,...r:,.w...�.:a.�..._..rr.�a...'._u.:-....,-.+�....�........ww......_.:, ..�,._w�.e..._ ,....;il..wrr.,-+��..........-..�,...._..u�......:wa.».sa.w.,.....w..r....veN✓*...:....n.+...,.�..wa.'r:a.rt+.ib..«,a.ad--.tri.w. ... ...,.:..rd+rw..,. ._ +++.... ..iw...,�i.».roi+tnri.:..,..-..-.os.::__ a..ri.w.-�aa.r..+»•+.w._.r...1.:a#�:i.:aa,.=rr3Lt,...�+iG2eJi:;rw.J..y .+►w+w_:.«,..-.....,w....
I I I I f I I I
HEAD FLASHING I ----
WIDTH HEAD FLASHING SCHEDULE ; i �" i i HEGDOOHT JAMB FLASHING SCHEDULE
I I FIELD SLIT PANELS 5 a — I I I
8' 1 PC FDH2-q-10'; I I AND SLIDE HEAD FLA
BEHIND PANELS SHING j I 8' 2 PCS. FDJ8 8 1'z
I I I I I I
10' 1 PC FDH2-10'10,2. I I ' I I I 10' 2 PCS. FDJB-10-1'2
12' 2 PCS FDH2-6'-10'2 "� 12' 2 PCS. FDJ8-12-1'Z
14' 1 PC. FDH2-8-10z& 1 PC. FDH2-6'-`0'z {�
I I i = B l t j 14' 2 PCS. FDJ8 8-1'z & 2 PCS. FDJ8 6' 1'z
16' 1 PC. FDH2-10'-10'2 & 1 PC. FDH2-6'-1012 I 1 I I
16' 4 PCS. FDJ8-8'-1'2
18' 1 PC. FDH2-11'-10'; & 1 PC. FDH2-7-10'z I I I 2 I t
18' 2 PCS. FDJ8-8'-1z & 2 PCS. FDJ8-10=1'z
20' 1 PC. FDH2-11'-101 & 1 PC. FDH2-9'-10'z j O JAMB I t I 20' 4 PCS. FDJ8 10' 11i
22' . 2 PCS. FDH2-11' 10'z i i i FLASHING FLASHING i i 22' 2 PCS. FDJ8.10'4i & 2 PCS. FDJ8-12-1'i
I i I I I
1 I I
j ' I WALL PANELS
I 1
I I 1 I I I
BASE ANGLE I� DOOR WIDTH —.I BASE ANGLE
SHEETING AND FLASHING ELEVATION
12 SELF-DRILL WALL i #12 SELF-DRILL WALL
FASTENER (2'0'0.C.) FASTENER (2=0"O.C.)
I
DOOR JAMB 12 SELF-DRILL WALL
DOOR JAMB DOOR JAMB
FASTENERS DOOR JAMB DOORJAMB
GIRT GIRT DOOR JAMB GIRT
GIRT GIRT
WALL PANEL ---------- CIE == ------ ------ - ----
' ' +I I � 1 I -----------
j DOOR HEADED
I I I I
— i ARCH.PANEL ARCH.PANEL LONGSPANPANELLONGSPAN
HEAD FLASHING ARCH. PANEL JAMB JAMB FLASHING PANEL
HING #14 SELF-TAPPING JAMB FLASHING JAMB FLASHING
1*12 SELF-DRILL WALL FASTENER AB WALL FASTENER(2'O'O.C.) *14 SELF-TAPPING
FLASHIN WALL FASTENER(2'O"O.C.)
(1'-0" O.C. ) #14 SELF-TAPPING WALLZ7\
LF-DRILL WALL FASTENER (2'0"O.C.) #12 SELF DRILL WALL #12 SELF DRILL WALL 12 SELF-DRILL WALL +12 SELF-DRILL WALL
FASTENER (2'0'O.C.) FASTENER(2'-0"O.C.) FASTENER(2'-O'O.C.) FASTENER(2' 'O.C.) FASTENER(2'0"O.C.)
SECTION A'A'
SECTION "B=$" SECTION "B=B SECTION 'S=B' SECTION'S='B SECTION 'Q-"B7
(SECTION Ca ARCH.PANEL) (ALT.FLASHING LOCATION) (ALT. FLASHING LOCATION) (SECTION O LS. PANEL) (ALT. FLASHING LOCATION)
31E INSIDE JAMB FLASHING FDJ6-12'-'112 NOT INCLUDED
IN STANDARD TRIM PACKAGE MUST BE ORDERED
i SEPARATELY.
( SCALE: DATE
_ 3 REDRAWN LVJ T G 1O'B4 BRAWN�V EUFAULA �1. ALA9AMA
_ _ _ _ OVERHEAD DOOR FLASHING DETAILS
B 2 GENERAL L_VJ M Mg 8 H4 CHECKED By 7U
LONGSPAN & ARCHITECTURAL PANELS -----
s 1 GI-NERAL L W_ M Mti= 2 8:3 DESIGN APP'D BY DRAWING v no
NO. REVISIONS A1ADE CK'D.DATE NO, REVISIONS MADE CK'D.DATE NO.— REVISIONS MADE CK'D. DATE ISSUE DALE 2- 93 NUMBER OD-3 3