HomeMy WebLinkAbout0030 CIT AVENUE - 29002 D
N MERICAN BUILDING
a.e.c. Joe NO. 21- 95 S9
REACTION SCHEMATICS
REACTION TABLE (KIPS)
LOAD DESC WIND A B C D
DL + LL
- -2.1 -24.96 -2.1 21.2
A C DLL NNLL< L-R 3.3 11 -2. -71
D L-R 7 39 1.9
. -1.5 - 12DL LL L-R -08 1.OIL NL LL< LR 4.4 4.5 5
9.5
8 D
COL LINES 2-11
12 8 2 32 6 2
FRONT RIGID FRM COL REAR RIGID FIRM COL
COL LINES- 2-11
u lMp MAX. VERTICAL LL + DL E.Y. REACTION -�3 K
MAX. VERT CAL VL + DL E.V. REACTION
MAX. HORIZONTAL VL + DL E.Y. REACT ON
(YIND DIRECTION MAT BE OPPOSITE
k�Iud
I
l/mow
a
27655
1. THE BUILDING MANUFACTURER ASS VMES NO RE SPONSIDIL ITT OR S. F0071 NO 5110t0.D E%TEND A MINI MIN Of 6 INCHES INTO NATURAL S. cauMl eAse PLATES ARE DESIGNED NOT TO EXCEED iNE ALLOW- Q. ALL ANCHOR BOLTS SMALL BE ASTH A707 OR EOUAL IN ORDER TO '0 zil�IT S'7 LIABILITY FOR FOUNDATION. FLOOR. DR SLAB DESIGN OR SOIL. OR WHERE FILL IS USED. THE FILL MUST BE PROPERLY ABLE BEARING STRESS OF CONCRETE THAT HAS A MINIHUM COMP- to
70 THE BUILDING MANFACf URER'S DESIGN ASSUMPTIONS
CONSTRUCTION. COMPACTED AND THE FOOTING SMALL EXTEND TO NATURAL GRADE. RESSIVE STRENGTH OF 3000 P.S.I. AT 28 DAYS. BASED ON ALLOWABLE STRESSES GIYEN IN THE MANUAL OF STEELAL
[ V
IN ALL CASES THE FOOTING SHOULD EXTEND AT LEAST 6 INCHES CONSTRUCTION. 8TH EDITION. A.I•S. . 1980. SECTION 1.5. (/,y [-
2. THE FOUNDATION DESIGN 51101/L0 BE DONE WITH DUE REGARD 70 BELOW THE LOCAL FROSTLINE. 9. UNLESS EXPL ICI TLT NOTED OTHERWISE. ALL EHBEDOED STRUCT-
THE SPECIFIC SOIL CONOIii ONS PRE$ENT AT THE ACTUAL JOB URAL STEEL (INCLUDING ANCHOR BOLTS). OTHER MATERIALS. AND DESIGN LOADS AREI SITE. 6• ALL BOLTS SHALL HAVE A 2 INCH PROJECTION (UNLESS NOTED) LABOR SHALL BE SUPPLIED BY THE FOUNDATION CONTRACTOR. 1. METAL BUILDING DEAD LOAD (DU
FROM THE FINISHED CONCRETE EXCEPT 112 INCH DIAMETER BOLTS 2, (.7U) PSF ROOF LIVE LOAD (LL)
3. FOUNDATION MUST BE DESIGNED FOR THE APPLICABLE REACTIONS AT DOORS WHICH SHOULD HAVE A PROJECTION OF I INCH. PRO- tO.ANCHOR BOLTS SHOULD BE AS SHOWN AND CALLED FOR. INCLUDING 7 PSF VINO LOAD (kl
. (2/ )
AS THEY APPLY TO A PARTICULAR BUILDING AND MST BE ADE- JECTING THREADS SHOULD BE GREASED OR OTHERWISE PROTECTED PROJECTION FROM CONCRETE. DI ALE TER. AND 0UAN 11TT.
OUATE TO RESIST ALL CRITICAL COMBINATIONS FOR EACH OF THE UNTIL ERECTION.
VARIOUS LOADING CONDI TIpNS. THESE REACTIONS REPRESENT THE 11-BOLT LENGTHS SHOULD BE SUFFICIENT TO ALLOY ENOUGH EMBED- DESIGN COMBINATIONS ARE,
MAXI HIM DESIGN LOADS TO BE RESISTED BY THE FOUNOATI ON. 7. THE TOP OF THE FOUNDATION OR FLOOR SHALL BE SOUARE, LEVEL MEN INTO THE CONCRETE FOR THE BONO STRENGTH (WITH OR I. DL • LL SCALE 1 NDNE DATE MR.DICK GARBITT/
AND Sn00iH. ANCHOR 8OLIS SMALL BE ACCURATELY SET TO A WITHOUT HOOKS) TO DEVELOP AT LEAST 77T OF THE ALLOWABLE 2. OL • 4L MR.RAYMOND BLACKBURN
1. REINFORCING BARS. WIRE MESH. ANCHOR BOLT SMEAR ANGLES. 1CLERANCE Oi •- I/16 INCH ON DIHEXSIONS 417NIN INE GROIA TENSILE CAPACITY OF THE BOLT. AND IN NO CAS£ SHALL 7ME j, LLi'AiI+LL, DRAUN BY. HYANNIS.MA.
TIE R005. AHD/OR HAIRPINS (HOOK OAR$) SHOULD BE INCORPOR- $PACING FOR AN INDIVIDUAL COLUMN. ALL OTHER OIIENSI ON$ LENGTH BE LES$ THAN 20 TRIES THE BOLT DIAMETER UNLESS C'U u� -d-�� EUF AULAALABA MA
ATE AS REWIRED INTO THE FOUNDATION DESIGN. COLUMN BASE SHALL BE WITHIN •- I/8 INCH. OTHERWISE NOTED. THESE CESIGN LOADS AND C(�181NAilONS ARE APPLIED CHECKED BY.
HORIZONTAL THRUST CTION . MSTTING IN CONJUNCTION WITH APPLICABLE IN ACCORDANCE WITH THE MA-�S. a3 6 c�„6 SEACOAST CONST.CORP. (AM"ERICANBUILOINGS
VERTICAL REACTIONS. MUST BE SUSTAINED ES nOI ROTH TIE DESIGN APPD. BT DRAWING REV.NO
ROD. BUiTRE SEE S. OR COMBINATIONS OF THESE OR OTHER
DEPENDABLE MEANS.
NUMBER 1 21-9595-01 E-5A 0
9ngiNCn4 muul r_ m Tan�q: n,.1A,iR
240'0 OUT TO OUT OF CONCRETE
I'0 23'0 2410 24.0 ZJ 0 24'0 24'0
24'0 24'0 22'6 I'B
I _ 2 2 _ 22 / _ 22 _ 22 _ 2 2 _ 2 2 ./ _ 22 _ 22 _ 22 _ 22
ry O
I I I I I I I I I I I
a = Ta -
W
K
� I I
0
� o
0
O 41 41
I I I I I I I I I I I
A�Ott;� AAICt;(>e.
m m
tit
2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2
ANCHOR BOLT PLAN
JOHN
NOTE; ALL Ca-uM06 APE AT 0-4-'D �oloM-,ffvJ E;LEVArtulM, c�� "� ������€'� c'n?
ERO LP i LX-LIMO (JAIE 2-10 AT F1201J i 516Ek]ALL AgE < r r $ I
A7 0-0 GftJtiDPr71anI FLtVATrov LEVEL,
AL
SCALE, NONE DATE MR.DICK GARBITT/
MR.RAYMOND BLACKBURN
DRAWN BY. .JE.VA// 2-4-0 HYANNIS.MA.
EUFAUTA / AlAOAMA
CHECKED BY. _ SEACOAST CONST.CORP• rAMER,CAN BUILDINGS
DESIGN AP/D. !Y DRAWING Ev.NO
NUMBER 21-9595-01
RGRINSON. JFNNI G. Di/in/RA D2,4A,1A
240'0 OUT TO OUT OF PURLIN LINE
1'0 1 23'0 2 24'0 3 24'0 4 24'0 5 24'0 6 24'0 7 24'0 8 24'0 9 24'0 10
22,6 11 1'6
8Z14-2. BZIt-27.0 6214-27.0 8Z14-27.0 8114-27.0 8Z11-27.0 8Z11-27.0 BZI 4-27.0 SZ14-27.0 8214-26.6
TYP. U.N. P. U.N. TYP. U.N. T7P. U.N. TYP. U.N. TYP. U.N. i7P. U.N. TYP. U.N. TYP. U.N. TYP. U.N.
0 3ES28-24.0 3ES28-24.0 3ES28-24.0 J 3ES28-24.0 3ES28-24.0 3ES28-24.0 3ES28-24.0 3ES28-21.0j 3ES28-24.0 3ES28-24.0
\ /
/ BC4-30.6-+
/ \ / BC4-30.8
/ \ / BC4-30.6
W
2
BC4-26.4-y/
BC4-26.4 /
t-BC4-26.4-y/
0 0 � M
RBC-3RSC-3 «RBC-3RBC-3 F-RBC-3 �-RSC-3 RBC-3 RBC-3 �-RBC-3
BGl-30.8 / 6
/ \ BCI-30.6 /
< 3ES28-24.0 3ES28-21.0 3ES28-24.0 3ES28-24.0 3ES28-24.0 3ES28-24.0 3ES28-24.0 3ES28-24.0 3ES28-24.0 3ES28-24.0
ROOF FRAMING PLAN RF01
i
SCALE- NONE DATE MR-DICK GARBITT/
MR.RAYMOND BLACKBURN
DRAWN BY L.�EAIAJr `_q_f) HYANNIS.MA.
EUFAULA ALABAMA
CHECKED By- Li,vn n,7C SEACOAST CONST.CORP. AHERICAN / BUILDINGS
DESIGN APPD.
DRAWING EV No
NUMBER ' 21-9595-01 E
ROBINSON. JENNI G. 01/30/86 07,46,16
12 12
30'1 tt tt 30'11
29'3i 29'3�3
g4 � � Z, gJ
L P26-30'0 (�
4 t 1P26'30'0
4.0 1'6i 1'6� 4,Ot uu
I
4 0 5'0 1/4(+- I/i6) 4 50 1/4(+-
m LL LL m
4.51 N 'm m 4,31
v�
m m'
LL LL
i RR-0101 < RR-0102
w J <
m J W
\ U U V m N
n
m
m
W A g C w
0
7.
0
o
O N
b
N b
a
N a
KIOTEI u66 12x1'2 H.1 80LT AT PURLIM
COAIIJGC.-TIUhJ —CO
JtE, (2x 14 J+T Lr'C,)U AT PUeUIJ
0
0
m
Y
0
I I
P�ZN OF Mqs^^
9J 58.53 CLEAR
JoHm
30'0 TO RIDGE 30'0 TO RIDGE )r-
11vatiIE:�;1
60'0 OUT TO OUT OF GIRT LINE C,
v
FRONT REAR 2 7
RIGID FRAME CROSS SECTION CS01
SPLICE BOLT TABLE SPLICE O FRAME LINES 2-I1 0 T
A 0 3/4 1X E2 3/4 1D5 7/8 ��nn/n �
B 14 0 3/4 X 2 3.11 1/8 UJ tJ
�f
C B 0 3/4 X 2 3/4 15 15/16
SCALE, NONE DATE MR.DICK GARBITT/
MR.RAYMOND BLACKBURN
DRAWN BY. li -4-$tm HYANNIS.MA.
EUFAULAALABA/
CHECKED 8Y� `7F+nmic SEACOAST CONST.CORP. (AME"RICANBUILDINGS
DE51GN APPD. Br % �\ DRAWING
NUMBER 21-9595-01 E-2
r3ES28-24.0 r3ES28-24.0 r3ES28-24.0 r3ES28-24.0 73ES28-24.0 r3ES28-24.0 i-3E526-24.0 r3E528-24.0 r3E528-24.0
I� FNPR-22%30 I I I I I I _ NE528-24.0
O I I I I I I I I I I I r I FNPR-2i0 x 1 I
CtaC-12L
I I I I
L l7ODH9.5-12.0 -12.0
1 L k:OD I • .0 I 5-1 ,ODH9. -12.0l;l H I 0
I I I I
I I I I I I I I I I I L(,G2L
Ix xl I k xl I I xl I<
-In �I� lA •I J= :I aN IN I IN I IN 'I 4' "I
1-
In 7I o 1„ 71 of �„ rl I„ 7I i„ rl I„ hl I„ 7I I„ TI a I� 7I of I„ „I V.-0103
p REC-9101to 'ol cl la of to ofId
P 1 0 $ _ I IP of -i
0
kRC-01 D1 X, SRC-0101 X 'LRC-01 01 SRC-01 OI t RC-01 OI SRC-01 OI t
tR RC-0101 C-01 OI X S RC-01 01 x
9.5Z13-23.A 1/2 9.5Z13-23.1 9.5Z13-23.1 9.3713-2J.1 9.5Z13-23.1 9.SZ13-23.1 9.5Z13-23-1 2.5713-23.1 9.3ZI 3-23.1 9.5Z73-21.T
TYP. U.N. T7P. 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.
1.0 23'0 24'0 24'0 24'0 24'0 24'0 24.0 24.0 24.0 22'6 1'6
i 2 3 4 6 6 7 B 9 10 11
240'0 OUT TO OUT OF GIRT LINE
•1 ODH9.5-10.0
SIDEWALL FRAMING ELEVATION SWO1 OTC USC 2x 14 H.I. BoLx i AL-L_ til �T�._ �IEL.t��o121L �"f�-TTr9Erl
r3ES28-24.0 i-3ES28-24.0 -3ES28-24.0 i-3ES28-24.0 r3ES28-24.0 3ES28-24.0< <3ES28-24.0 i-3E528-21.0 r3E529-24.0 t-3E528-24.0
e BC4-28.10 BC4-28.10
tRC-0102 / / / /lRC-0102 / / / �R�OIQ2/ / / / tRC-0102 / / / /�R�-Oi 02 / / / <RC�OI Q2/ / / / <RC-0102 / / / / /R/p p2 / / LRC-910j / / / / �RC-0102
/ / � / EC-9162 J
9.3Z13-21.7 9.3ZI3-23.1 9.5Z13-23.1 9.5Z13-23.1 9.5Z13-23.1 9.5Z13-23.1 9.5Z13-23.1 9.SZ13-23.1 9.SZ13-23.1 9.3213-23.0 1/2
TYP. U.N. TYP. U.N. TYP. U.N. TYP. U.N. TYP. U.M. TYP. U.N. TYP. U.N. TYP. U.N. TYP. U.N. TYP. U.N.
1'B 22.6 24.0 24'0 24.0 24'D 24'0 24'0 24'0 24'0 23'0 LID
10 9 B 7 6 5 4 3 2
Le
1
240'0 OUT TO OUT OF GIRT LINE
SIDEWALL FRAMING ELEVATION SW02
SCALE. NONE DATE MR.DICK GARBITT/ I
MR.RAYMOND BLACKBURN
DRAWN BY, o_ a. HYANNIS.MA.
, Ekjtil C-.;�.- EUFAULA ALAS AMA
CHECKED BY, �,-/J,ppl-t SEACOAST CONST.CORP. (AME"RICANUILDINGS,
DESIGN APPO. BY r' ;� DRAWING REV.NO
NUMBER I 21-9595-01 E-3 0
ROBINSON, JENNI G. 01/30/86 07-46-16
RC-3
2PC RK1-15.3 ABC 2PC RKI-
I5•3
ER-9102
RB-31L Re
ER-9103 LI ER
-3R
-
N o C \ / �
a � /
\� N
N
LL O 1,
LL
LL
a
a
/ \ N
'LEI-01 Of `LEI-of OI
EC- 10 EC-9101 N
o / /°
Lij a
a a a
9•SZ74-18.8 9.SZ14-19.1 9.5ZI 4-18.8
TYP. U.N. TYP. U.N. TYP. U.N.
91 19'21 20'0 19'21 91
o D B A SHEETING PACKAGE MK# SP-01
60'0 OUT TO OUT OF GIRT LINE
ENDWALL FRAMING ELEVATION AT FRAME LINE 1
GABLE ANGLE GA-1 TYPICAL
RC
2PC RK1-15.3 I AB ?PC RKI-15.3
RB 3� E-3R
� RR-0101 RR-0102
N
O
W
Y
W
a
N N
O O'
W N LL LL
U
N
Y Qf.OIDb _�LE1-1101 — 'LEI-1101 —�I
O RC-0102
� 1
r _ .-
S
9.5Z14-19.4 9.5Z14-19.1 9.SZ14-19.4
TYP. U.N. TYP. U.N. TYP. U.N.
< a a a < a a a � i a < n a a < s • n �
11 191101 20'0 191101 11 .A
SHEETING PACKAGE MK# SP-01 «0RFC,;;q
60'0 OUT TO OUT OF GIRT LINE
2a 55
ENDWALL FRAMING ELEVATION AT FRAME LINE 11 ADOFG�$74R`^
GABLE ANGLE GA-1 TYPICAL or
n';Yt
SCALE. NONE DATE MR.DICK GARBITT/
MR.RAYMOND BLACKBURN
DRAWN BY. "FA HYANNIS.MA. EUFAULAALABAMA
CHECKED BY. / ;T/>7; - SEACOAST CONST.CORP. (AME"RICANBUILDINGS
DESIGN APPO. BY 'ice DRAWING EV.NO
NUMBER I 21-9595-01 E-4 0
ROBINSON, JENNI G. 01/30/86 07146�16
1
2" 2" MOOEDFLOOR 2" 2 FWISHED FLOOR GUIDF-ANGLES1 - *• 1 FINISHED FLOOR ~.
i (NOT BY A.B.G.) - z -
GENERAL FOUNDATION NOTES
1. AMERICAN BUILDINGS COMPANY �SUMES NO RESPONSIBILITY OR LIABILITY
e I
` .. I _ _ ____ � ✓ I A FOR FOUNDATION, FLOOR OR SLAB DESIGN,OR CONSTRUCTION,
2. THE FOUNDATION DESIGN SHOULD BE DONE WITH DUE REGARD TO THE -
D I SPECIFIC SOIL CONDITIONS PRESENT AT ACTUAL JOBSITE- t-
3. FOUNDATION MUST BE DESIGNED FOR THE AP_P_LICABLE REACTIONS AS
1'0 ANCHOR BOLTS ,2¢ANCHOR BOLTS THEY APPLY TO A PARTICULAR BUILDING AND MUST BE ADEQUATE TO RE
OUT OF _ SIST ALL OF THE CRITICAL COMBINATIONS FOR EACH OF THE VARIOUS
l CONCRETE
i (BE(OND) LOADING CONDITIONS_THESE REACTIONS REPRESENT THE MAXIMUM DESIGN
LOADS TO BE RESISTED BY THE FOUNDATIONS.
` _ 4. ANGLES.-TIE RODS
�' INCORPORATED AS REQUIRED-INTO '
t REINFORCING BARS,WIRE MESH,ANCHOR BOLT-SHE
ALTERNATE SLIDIN ..DCOR GUIDE AND/OR HAIRPINS(HOOK BARS) SHOULD BE
SECTION "B B' SECTION C C - SECTION "D D" '.THE FOUNOATION--QESIGN:COLUMN BASE HORIZONTAL THRUST,ACTING IN CON-
_ JECTION WITH APPLICABLE VERTICAL REACTIONS, MUST BE SUSTAINED-BY HAIR
_ — - �^ PINS,TIE RODS,BUTTRESSES OR COMBINATIONS OF THESE OR OTHER DEPEND _ I
ABLE MEANS.
S. FOOTING SHOULD EXTEND A-MINIMUM OF 6" INTO NATURAL SOIL,OR WHERE
_FILL IS USED; .THE FILL MUST BE PROPERLY COMPACTED AND THE FOOTING `
�•ANCHOft^BO�$xD'-6"— d ® _ - i _ SHALL EXTEND TO'NATURAL GRADE.IV ALL CASES THE FOOTING_,SHALL EX-
' TEND' T LEAST 6"BE'LOW THE LOCAL FROSTLWE. _
t y ,r �'ri ANCHOR BOLTS x 0'-6' 6. EXP4NSION OR;CONSTRUCTION JOINTS SHALL BE LOCATED,IN FOUNDATION
BASE ANGLE' FASTENERS (NOT - - "I 'l
" '0" WALLS AND SLABS MIDWAY BETWEEN COLUMNS.(NEVER:AT COLUMNS).
BY A.B.C.) (MINIMUM'.'.4BASE ANGLE' CONCRETE`ANCHOR BOLT 5- - 7. THE TOP_OF THE FOUNDATION OR FLOOR SHALL 8E SQUARE, LEVEL;ANDO. C. MAXIMUM SPACINGSR _.;'- - ` SMOOTH, ANCHOR BOLTS SHALL BE ACCURATELY-SET TO A_TOIBRANCE _EQUAL BY OTHERS) - - �— ON DIMENSIONS WITHIN THE GROUP SPACING FOR AN INDIVIDUAL COLUMN'.
2 / ; - 2 + I- ALL-OTHER DIMENSIONS SHALL -BE WITHIN = 'a INCH.
B. COLUMN_ BASE PLATEiS�A'RE'DESIGNED NOT TO EXCEED THE ALLOWABLE- '
r ° '�' ' BEARING STRESS OF CONCRETE TPAT HAS A MINIMUM- COMPRESSIVE
- e ' • ��_.y. I STRENGTH OF 3000 PS.I. AT .28 DAYS.
9. UNLESS EXPUCITY NOTED OTHERWISfi,ALL Ey18E0DED STRUCTURAL STEEL `
(INCLUDING-ANCHOR BOLT°,).OTHER MATtRIALS,AND LAE9OR,SHALL BE SOP-'
` ,; •' B'• rr.� / '� �'- •PLIED BY TI4E FOUNDATION CONTRACTOR. I t,
Imo_" • !'. 10- ANCHOR BOLTS SHOULD BE AS SHOWN AND CALLED FOR, INCLUDING PRO-
' - JECTION FROM CONCRETE,DIAMETER ,AND QUANTITY.
2' NOMINAL DOOR WIDTH 2.1 4'--2' a'-p• 4'-2 11. BOLT LENGTHS SHOULD BE SUFFICIENT TO ALLOW-ENOUGH EMBEDMENT 4N,
DOOR WIDTH 4 - 12'-4" TO THE CONCRETE FOR THE BCNO STRENGTH(WITH. OR WITHOUT_HOOK) TO.
OP
F THE
ABLE
LE
�. •t- ,.: ��•� _,. ,, - BOLT�ANDANLNO CASE,SNOALL THE LENGTH BE LESIS-THAN 20T TIMES THE_*,
- - -NOMINAL DIAMETER OF THE BOLT UNLESS OTHERWISE NOTED.
BASE ANGLE DETAIL TYPICAL' OVERHEAD DOOR LAYOUT =~- _r STANDARD SLIDING DOOR'`LAYOUT'
12. ALL ANCHOR BOLTS SHALL BE ASTM A307 OR EQUAL IN ORDER TO CONFORM
-� - A.B.C. DESIGN A$SUNIPTIONS BASED ON ALLOWABLE 'STRESSES'GIVEN IN
THE MANUAL-OF STEEL` CONSTRUCTION, Sth EDITION, A.I.S,C, 1980,SEC
TION 1.5.
DIAMETER- LENGTH PROJECTION
1 _3 2' 1
1 90• t e 2'-0" 2�- ,
2'-0' 2Zr
I - • -
4" MIN- TENSION PLATE - r•
r. (AS REOD.)
SCHEDULE OF MINIMUM RECOMMENDED I
RECOMMENDED ANCHOR BOLT DETAIL ALTERNATE ANCHOR BOLT DETAIL ANCFJ`)R BOLT LENGTH r
SCALE: DATE `� v
- ..
GENERAL FOUN DATIdN NOTES
+' / I _ I I _ I• _ + DRAWN ByEUiAULA AlABAMA -MMC 10-8 CHECKED -
MKED BY ('
ND
2 I CORRECTION IN NOTES ! ''
I 1 MARK NO.-REVISION ONLY HKE M.MC:5-83 ( DESIGNAPP'D eY 4._83 QFNERAL.'CONCRETEt DETAILS REv
NO) REVISIONS MADEICK'D.IOATEI NO. REVISIONS MADEICK-0.1 DATE! NO. REVISIONS !MADEICK'D.IDATEI i I.. t I I NUMBER FN
-
xzltX I, A-307 BOLTS
PURLIN OR BY PASS GIRT W/2—SAE WASHER PER 7
BOLT
2 14 A-307 BOLT I1' A307 1-6 t-6
W/2 — SAE WASHER x 4
(TYP .U .N.) WOASHER PER A 3 ' 1-6 PURLIN OR GIRT
I t ti BOLT (U.N. i
'I ' ' BASE TRIM FASTENER
BY OTHERS)
I/4' m CONCRETE ANCHOR (MIN.)
` I -c — = S 'O O.C. (MAX .)
YRIGID FRAME RAFTER PURLIN IS GA . PRE—FORMED
OR GIRT BASE TRIM '" z
Z
i� X li A325 BOLT (�X A307 XZ X 14 A-307 BOLTS
t�X 11 A325 BOLT 14 W/2—SAE 'WASHERS PER d..--ROOF BEAM 2
WITH WASHER i + BOLTS W/2—SAE BOLT . OR COLUMN '
141TH WASHER 4- a WASHER PER BOLT (U.N.)
x 9 1/2- PURLINS AND GIRTS USE ,
FRAME BRACE RAFTER OR COLUMN A-325 BOLTS WITHOUT WASHERS
i SECTION THRU FRAME 2 PURLIN AND GIRT CONNECTION 3 PURLIN AND GIRT CONNECTION SECTION THRU BASE TRIM
of AT FRAME BRACE 1 -9 LAP AT FRAME LINE of 3-0 LAP A-T FRAME LINE D1
I 3/4— 3/4- A325 BOLTS
xz(DX I A307 _ .. INSTALLATION. -
BOLTS W/2—SAE - TURN OF THE NUT METHOD - A METHOD FOR PRE-TENSIONING HIGH-STRENGTH BOLTS.
_ THE NUT IS TURNED FROM THE SNUG-TIGHT POSITION CORRESPONDING TO A FEW
WASHERS PER BOLT • BLOWS OF AN IMPACT WRENCH OR THE FULL EFFORT OF A MAN USING AN ORDINARY
'(DX I 1 A 3 D 7 SPUD WRENCH, THE AMOUNT Of ROTATION REQUIRED BEING A FUNCTION OF THE BOLT
Ij 2 4 DIAMETER AND LENGTH.
1-112 1 BOLTS W/2—SAE
WASHERS PER BOLT (U.N .)
f, - NUT ' HEAD PER SECTION S AISC SPECCOGNITION OF TORQUE
STRUCTURAL M JOINTS USING ASTM RAW A-325
't OR A-490 BOLTS. RECOGNITION OF TORQUE CONTROL METHODS IS WITHDRAWN
BECAUSE OF THE LARGE VARIABLES OF TORQUE-TO-TENSION RELATIONSHIP FOR SEEMINGLY
TT--�1—• 3—3— A 3 0 7 MACHINE BOLT SIMILAR BOLTS AND CONDITIONS.
� NOTES. 1. A-325 HIGH TENSILE BOLTS WILL HAVE A DARKER -
- - FINISH THAN A-307 BOLTS. "
2. AMERICAN BUILDINGS COMP NOR ITS SUBSIDIARIES
7/e" 7/8 WILL NOT ASSUME ANY RESPONSIBILITY FOR IMPROPER BOLT
I LOCATION.
3. 5PECIAL CARE MUST BE TAKEN TO INSURE CORRECT
PURLIN OR GIRT PURLIN OR GIRT I -323 MANUFACTURERS
BOLT WILL BE INSTALLED IN ITS PROPER LOCATION AS
SHOWN ON THIS
LOX1IDENTIFICATION ERECTION DRAWINGS/OR ATTACHED SHEETS OR NOTED ON
14 A307 �/J SYMBOL 4. USE 1/2� DIA. OR 3/4- DIA. M.T. BOLTS W/ ONE
BOLTS W/2—SAE M T WASH R AT ALL CONNECTIONS HAVING LOTTED
WASHERS PER BOLT PURLIN OR GIRT - I S._ ALL AES-307EBOLTS REQUIRE THE USE OF TWO (2) SAE-1-" - - - - - -` - WASHERS PER BOLT. -
RAFTER OR COLUMN Z(DX 14 A30 NUT , HEAD
BOLTS W/WASHERS RAFTER OR COLUMN A325 HIGH TENSILE BOLT ja2�: luL�.rEg��
x 9 1/2' PURLINS AND G I R75 USE 2—SAE WASHER PER BOLT (U .N.) (BLACK FINISH) SIZE —I——— REMARK TENSILE KIPS I Hur ROTATION]
�— ---r---- ---------r----
A-325 BOLTS WITHOUT WASHERS 11/Z X 1 1/4 ASTM A-325 HIGH TENSILE TO 1/3 TURN
1/2 x 2 ASTM A-32S HIGH TENSILE ' 12.0 1/3 TURN
s TURN
PURL I N AND GIRT CONNECTION ASTM A307 A325 BOLT IDENTIFICATION 3/44 x z 3/4 ASTM A-325 HIGH TENSILE 1 326 HIGH TENSILE 28. 1/3 TURN
PURLIN AND GIRT CONNECTION o� O-6 LAP AT FRAME LINE D1 L----I--------�----'-----
e 3-11 LAP AT FRAME LINE
- e - INSPECTION. --
BOLTS TIGHTENED BY TURN-OF-THE-NUT nETHOD MAY HAVE THE OUTER
FACE OF THE NUT MATCH-MARKED WITH THE PROTRUDING BOLT POINT
- - - - BEFORE FINAt TIGHTENING, THUS AFFORDING THE INSPECTOR
VISUAL MEANS OF NOTING THE ACTUAL NUT ROTATION. SUCH MARKS
x 1 I CAN BE MADE BY THE WRENCH OPERATOR WITH A CRAYON OR DAB OF
0X 14 A-307 BOLT FAINT AFTER THE BOLTS HAVE BEEN BROUGHT UP SNUG TIGHT.
W/2 - SAE WASHER(TYP)
PURLIN OR BY PASS GIRT THE SIDES OF BOLT HEADS AND NUTS TIGHTENED WITH AN IMPACT
(3'-0 LAP CONDITION) BEVEL WASHER WRENCH WILL APPEAR SLIGHTLY PEENED AND THUS INDICATE THAT
THE WRENCH HAS BEER APPLIED TO THE FASTENER. GENERALLY, NO
• FURTHER IN IS NECESSARY FOR BOLTS IN 'BEARING-TYPE-.
CUT WASHER ROD BRACE CONNECTIONS BECAUSE THE PERFORMANCE OF THE 80LTS 'N BEARING
_ IS NOT DEPENDENT UPON HIGH TENSION. VISUAL EVIDENCE OF
I WRENCH IMPACTING IS ADEQUATE INOI CATION THAT THE NUT HAS
1 BEEN TIGHTENED SUFFi CIENTLY TO PREVENT IT FROM L005ENING AND
I FALLING OFF ACCIDENTALLY. -
t —— ——— ——tL HEX NUT
WEB OF COLUMN OR RAFTER WEB OF COLUMN OR RAFTER
RIGID FRAME RAFTER
I BEVEL WASHER 10 I
2� X 14 A325 BOLT ABLE BRACE pT ROD BRACE
WITH WASHER MUST BE !�X 1: A325 BOLT `
= USED 1 N LIEU'OF A-307 WITH WASHER
HEX "NUT -
BOLT FOR FRAME BRACE EYE BOLT
CONNECTION - CUT WASHER
FRAME-BRACE z 9 1/2' PURLINS AND GIRTS USE SCALE• DATE
' A325 BOLTS WITHOUT WASHERS CONNECTION DETAILS
- DRAWN BYE ALABAMA
� PURLINS, GIRTS, BASE TRIM EwAULA
a S E C T I O N THRU FRAME a CHECKED BY' CABLE BRACING rlE".U.
r ; o� AT FRAME BRACE CABLE BRACE DESIGN ArPo. Br NUMBERG` DI IRE
Y.ND
RIGID FRAME RAFTER
RIGID FRAME COLUMN
11 " RIGID FRAME RAFTER
COLUMN
BASE TRIM 2 I I m
FASTENER j
MIN . PROJECTION
Ai
BASE TRIM SEE SCHEDULE (U.N.)
ST FFENER SHOP D(TDTP. ( ) 'y0 X 2 I. R iIi• O - - -
A-325 BOLTS `L�' ( ) 3� X 2
�� •� I ANCHOR BOLTS A-325 BOLTS
D2 HAUNCH CONNECTION D2 BASE DETAIL AT EXTERIOR COLUMN 02 BOLTED SPLICE CONNECTION
I
i
RIDGE RAFTER EAVE STRUT
� X A325
EAVE STRUT EAVE STRUT
s l� — — -- ---
BOLTS W/WASHER
EAVE STRUT
BRACKET + + z X 14 A325
+ + BOLTS WASHER
EAVE FRAME R .F . RAFTER + + EAVE FRAME BRACE
BRACE
• — EAVE FRAME BRACE—�
( (p BOLTS
) i X Z A-325 BOLTS R.F . COLUMN SPLICE PLATE
oz BOLTED RIDGE CONNECTION D2 EAVE FRAME BRACE DETAIL. e SECT-1 ON THRU HAUNCH
D2 AT EAVE FRAME BRACE
x Z�X 1 A-307 BOLTS
W/2-5AE WASHER PER
EAVE STRUT BOLT
1-6 � 1-6
(4) i� X li A325 BOLTS
WITH H.T . WASHERS
R .F ..F . RAFTER
PURLIN
SHOP WELDED OR GIRT
EAVE STRUT BRACKET xz�X Ii A-307 BOLTS —/
W/2—SAE WASHERS PER ROOF BEAM
R.F . COLUMN BOLT OR COLUMN
x 9 1/2— PURLINS AND GIRTS USE
A-325 BOLTS WITHOUT WASHERS
SCALE, DATE
EAVE STRUT CONNECTION TO COLUMN s PURL I N AND GIRT CONNECTION DRAWN ai, FRAME DETAILS
D2 DZ 3-0 LAP AT FRAME LINE CHECKED tii LRF & RF BUILDINGS i EDIAULA ALAEAIIA
(lERICAN BUILDINGS
DESIGN APro. eT DR Au(NG EY.NO
NUMBER 0Z r
RAFTER
RIDGE RAFTER
SHOP WELDED STFFFNER
RIDGE RAFTER
RIGID FRAME RAFTER SHOP WELDED
STIFFENER
RIGID FRAME COLUMN RIGID FRAME COLUMN -
1 1- I I, I ,-4 '
MIN. PROJECTION ( �_4
B" 3- SEE SCHEDULE (U.N.)
1 1
FINISHED FLOOR I I I
I I I I (4) �� X 2 A325 BOLTS
Fi
(4)'OX 2 A325 BOLTS
v vz I I I I INTERIOR COLUMN
7UR 1.� � - 1 I IV
� Gi iINTERIOR COLUMNSHOP Moto t
I
A-325 BOLT5 �'1 •4 •ANCHOR BOLTS ( ) X 2 A-325 BOLTS
ON 4- GAGE INTERIOR COLUMN
D3 HAUNCH CONNECTION D3 BASE DETAIL AT EXTERIOR COLUMN D3 BOLTUDI RIDGE
COLUMN CONNECTION D3 INTERIOR COLUMN CONNECTION DETAIL D3 CONNECT IRON DGE TAIL
THOUTRAFTER
( (4) 3/4- ¢ ANCHOR BOLTS
SHOP WELDED „ (2) 3/4- ANCHOR BOLTS - EAVE STRUT STIFFENER INTERIOR COLUMN _ =mX 1� A325
2y TIT-,'-
— —+ BOLTS W/WASHER
'X I A A '
t•_a eV t. A 6
' I FIN: FLOOR �}
+ c
A + — — 6 BRACKET
EAVE RU7
11 . p II
4)=�X 2 A325 BOLTS 6- 6'
6- 6' EAVE FRAME
I i 'dt BRACE R.F. RAFTER
INTERIOR COLUMN \ D - A - S- FOR 4- m, 6- $, OR 6- 0 COLUMNS
' ¢ANCHOR BOLTS CENTERED A - 7' FOR 8" m OR 10- m COLUMNS FOR 12" COLUMNS R.F. COLUMN
ON PLATE -
D3 INTERIOR COLUMN CONNECTION DETAIL D3 IN ERIORTCiOLU N 69
PIPE COLUMN BASE DETAIL D3 PIPE COLUMN BASE DETAIL BASE L AT D3 EAVE FRAME BRACE DETAIL
z=$X I,' A-307 BOLTS
W/2-SAE WASHER PER
EAVE STRUT 1-6 T BOL ri 1-6
EAVE STRUT EAVE STRUT '
I♦ y I (4) i X I i A325 BOLTS 1
WITH H.T. WASHERS 1
r�-i--r--
I
y y ;fix I, A325 RIDGE BRIDGING CLIP �-
'\e\\\ y + BOLTSPURLIN
--"••}}�� R.F.R F RAFTER
W/ONE WASHER PURLIN
OR GIRT
/1"
SHOP WELDED PURLIN _ =�X I� A-307 BOLTS
♦ y EAVE FRAME BRACE EAVE STRUT BRACKET
W/2-SAE WASHERS PER ROOF BEAM
BOLT OR COLUMN
EAVE FRAME BRACE ��A325 BOLTS R.F. COLUMN
SPLICE PLATE ROOF FASTENERS z A-3 52 BOLTSI
IWITHOUT WAS ERSE
2-•12 H.H. 5CREW5
AUNCH
D11
3 ATCEAOVE FRAMEHBRACE D3 EAVE STRUT CONNECT i ON TO COLUMN D3 DETAIL AT RIDGE BRIDGING CLIP D3 PURLIN
3--0 LAP TIRT ON
THRU FR ME LINE
NE
SCALEN DATE
DRAWN er FRAME DETAILS
LRF 'M' BUILDINGS EUFAULA ALAaAMA
CHECXED BY. AMERI[AN BUILDINGS '
DESIGN APPO. ay _ DRAWING - EV.NO
NUMBER I D3 ,;
RIGID FRAME RAFTER RIDGE RAFTER
RIGID FRAME COLUMN _ COLUMN LINE
COLUMN
lz" 3"
I
- GIRT LINE
m MIN. PROJECTION -
SHOP NEEDED BASE TRIM ,• I r . SEE SCHEDULE (U.N.)
STIFFENER X 2 A-325 BOLTS ;v p
i
_ ILA
ANCHOR BOLT ) i X 2 A-325 BOLTS
HAUNCH CONNECTION �a BASE . DETAIL AT EXTERIOR COLUMN D4 BOLTED RIDGE CONNECTION
EAVE STRUT
i0 X 14 A325
BOLTS W/WASHER
EAVE STRUT
- EAVE STRUT
RAFTER - ------ '}--p
EAVE STRUT PLATE -- -- -- -- - -- -- 1 --
ESP-1 z� X 14 A325 RIDGE BRIDGING CLIP
i BOLTS PURLIN
W/ONE WASHER
EAVE FRAME BRACE
( ) 4� PURLIN
X 2 A-325 BOLTS
EAVE FRAME BRACE 1
EAVE FRAME BRACE
ROOF FASTENERS
2-•12 H.H. SCREWS
eoa EAVE FRAME BRACE DETAIL D4 SECTION THRU HAUNCH p4 DETAIL AT RIDGE BRIDGING CLIP
AT EAVE FRAME BRACE
COLUMN
` GIRT CLLIP GIRT CLIP(GC-1R )
(GC-1 )
GIRT GIRT
'(DX14 A307 GIRT EXTENSION ANGLE (GEA-1)
BOLTS W/2-SAE WASHERS PER BOLT '
DATE
SCALE,
GIRT CONNECTION TO COLUMN DRAWN BY, FRAME DETAILS
D4 GC, LP2, LP4 (30-60 FT.) BUILDINGS Eu►AULA , ALAeAnA -
- - CHECKED By. AMERICAN BUILDINGS ,;
OES16N A►►9. 11Y DRAWING EY.ND
i
- - NUHBER ' D4 •-��
e
(2)4 X 2 A325 BOLT
z� X 1, A325 BOLTS
WITH WASHER
STRUTVE (2) 2mX 2 A325 BOLTS - - + -— (2)imX2^A-325 BOLTS
/3- T WASHERS/BOLT
FMII�IAJ
------- ----------- 4x
------ - --- -------------- ENDWALL INTERIOR
WALL RAFTER
CORNER COLUM COLUMN (CHANNEL) (SOINGLE CHANNEL RAFTER)
EAVE RAFTER ENDWALL (SHOP SPLICE)�� RAFTER COLUMN CLIP
!f ,� (SINGLE CHANNEL RAFTER) RAFTER (SHOP WELDED) .
rj-
1 CORNER COLUMN z ENDWALL RAFTER s EN-DWALL RAFTER E 11 NDWALL INTERIOR COLUMN
CO ot2 NNECTION DETAIL D,2 SPLICE DETAIL RIDGE DETAIL D"2 CONNECTION DETAIL
SIDEWALL ZOX 1: A-325 BOLTS 1-0
GIRT ENDWALL INTERIOR COLUMN
F8-1 GIRT CLIP
GC-ll (SINGLE CHANNEL COLUMN) �-5^-�{ •
(FRAME BRACE) CORNER COLUMN OUTSIDE OF Iz^I �Iz^
C-IR CONCRETE
-CORNER ENDWALL RAFTER
— * ik�COLUMN (SINGLE CHANNEL RAFTER)
CORNER GIRT I I 18- 8' I
CLIP (CGC-I) 11 2-3/4" � ANCHOR ii�'N •
BOLTSTi:
---------- -GIRT Li
/Z(pX 1, A307 BOLT LZ� X 2 A325 BOLTS (2 REQ'D)
z X li WITH WASHERS B2' PROJECTION (U.N.) EAVE STRUTt 1A307 BOLTS GIRT EXTENSION z� X 1 A325 BOLTS (4 REQ'D)
WITH WASHERS ANGLE GEA-1 W/ H.T . WASHERS
ENDWALL GIRT
5 s GIRT CONNECTION DETAIL _- p72 CORNER COLUMN BASE DETAIL EAVE STRUT CONNECTION
D,2 CORNER GIRT CONNECTION o1z AT ENDWALL INTERIOR COLUMN D12 TO CORNER COLUMN
BURL I N~
SHOP WELDED PLATE WITH BOLT
AT ENDWALL COLUMN LOCATION 10 X 11 A307 BOLT
ENDWALL RAFTER WITH 2-SAE WASHERS/BOLT '
(SINGLE CHANNEL RAFTER)
e PURL IN CONNECTION DETAIL
D12 AT ENDWALL RAFTER scALE DATE _ ' M
DRAWN BY. ENDCALI• DETAILS
SINGLE CHANNEL SELTJO w NS EAULA � "L"sAMA
- -- CHECKED BY NUMBING AMER ICAN BUILDINGS
EY.NO
DESIGN Arro. BY 012 g
- � NUMBER � i
6
Dt
GIRT OVERHEAD DOOR SCHEDULE FOR LRF• RF& LSS BUILDINGS EAVE STRUT
II JAMB SCHEDULE FOR DOOR HEADER SCHEDULE - --- 'I ------ ------------------------ --- ----------- -----
i I AT EAVE OR BELOW EAVE DOORS e JAMB CLIP
' DOOR DOOR JAMB DOOR DOOR HEADER I C01 I e
4 GIRT q HEIGHT 8' 91 WIDTH 8' 9 i GIRT I I
II 4
8' ODJ 8-9.4 ODJ9.5-9.4 8 ODHB-8 ODH9 5-8 G j I GIRT i
10' 00J8-11.4 ODJ9.5-11.4 10' ODHB-10 ODH9 5-10 -- -- ---- I DOOR HEADER I
y 12' ODJ8-113.4 00J9.5-13.4 12' ODH8-12 ODH9.5-12 o I I
j1 9i DOOR GIRT 8'DOOR GIRT it 14' ODJ8-115.4 ODJ9.5-15.4 14' ODH8-14 ODH9.5-14 p I I I
II 9z Z 12 280 FOR 25'BAYS 8' 2 12 28.0 FOR 25' BAYS JAMB CLIP 16' ODJ8-17.4 ODJ9.5-17.4 16' ODH8-16 ODH9.5-16 i I
I� 9'z 2 12 230 FOR 20 BAYS T 2 14 23.0 FOR 20'BAYS ! 18' ODJ8-19.4 ODJ9.5-19.4 18' ODH8-18 ODH9.5-18 I i
-- 20' OD.8-2I1.4 0DJ9.5-21.4 20' (DDH8-20 5DH9.5-20 1 COLUMN ' i v
.4
y 22' ODJB 23.4 COJ9.5-23
e 22� ODHB-22 ODH 9.5-22 a
COLUMN 3 1 COLUMN I G
ODt w DOORJAMB I COLUMN o
7 I
II i a DOOR JAMB �) 4
n
q GIRT I OD1 I I ---J I ODt GIRT
DOOR HEADER O
u I = GIRTu it
r GENERAL NOTES: I I
(OPTIONAL) ij 1.STANDARD OVERHEAD DOOR FRAMING TO BE FIELD LOCATEC CUT GIRT WI DOOR I
DOCR JAMB =' JAMB I GIRT ° GIRT 1 I GIRT °
STANDARD PANELS .AND GIRTS AS REQUIRED. i (OPTIONAL) i (OPTIONAL)
J r C Ir ____ _ r_--- 2.MAXIMUM HEIGHT OF DOORS IS 2=0- LESS THAN NORMAL EAVE HEIGHT. --� _--- —___
--- --- ---- I'---- -— -- — -- -- I I'-- ---
-_-_-1 1_ ---_-J ---------J ff L---- 1° 1' ----1 1--��-----JI ' ----------1 L----
p I 3.ALL STRUCTURAL CONNECTIONS TO BE MADE WITH 2 x1q A307 BOLTS it
GIRT i n WITH WASHERS. u i y
(OPTIONAL) p1 p 4.JAMBS MUST BE LOCATED A MINIMUM OF 1'-O' FROM CENTER LINE OF q 51 e
l COLUMNS.
1.------------------ --
---------------- 5.FOR FLASHING AND PANEL DETAILS SEE SHEET * OD3.
BASE ANGLE BASE ANGLE &DOUBLE NEST DCOR GIRT AT STANDARD GIRT WHEN REQUIRED. ZBASE ANGLE BASE ANGLE
VARIES DOOR WIDTH VARIES 7.SEE SHEET FD-4 FOR FASTENER SCHEDULE.
VARIES DOOR WIDTH VARIES -
BAY SPACING / BAY SPACING
L—DOOR BASE ANGLE CAP-DBAC
DOOR FRAMING ELEVATION DOOR FRAMING ELEVATION
WITH JAMB CONNECTION BELOW EAVE, WITH JAMB CONNECTION AT EAVE
e -
(9;'112 SELF-DRILL WALL FASTENERS OD1
2 8 7
DOOR GIRT
D1 I - - OD7 EAVE STRUT
JAMB CLIP JC-8(8'GIRTS) # t4 I ^N (9)*12 SELF-DRILL
JC-9.5(912 GIRTS) EDGE OF i WALL FASTENERS
,I
I +---- ! 1°� 1 12'I DOOR WIDTH 2I SLABS 'il'►� JAMB CLIP JC-8(8' GIRTS)
2x14A307 BOLTS }, 20ANCHOR BOLTS JC-9.5(9� GIRTS)
WITH WASHERS DOOR WIDTHI.4' (BY OTHERS) lox 1gA307 BOLTS
I
DOOR JAMB 8 II -
i WITH WASHERS
I ' TYPICAL ANCHOR BOLT LAYOUT SECTION THRU ANCHOR BOLT LAYOUT I� ��
1 I i OD1 I`~--------;J I DOOR JAMB
I I I 1
12x114 A307 BOLTS FIELD CUT AND FIELD JAMB CONNECTION AT EAVE STRUT
1 WITH WASHERS DRILL GIRT AT JAMB OD 1
JAMB CONNECTION AT
* OD1 DOOR ------------1 BASE CLIP(CP 9)
DOOR GIRT �. i i JAMB i'' ---------- 1'�x 14�4307 BOLTS"
I i I 2 ANCHOR BOLTS EAVE STRUT
DOOR GIRT I i i ! ;i WITH WASHERS (BY OTHERS)
DOOR JAMB--,, '�-1—~1 j ' BASE ANGLE FASTENERS ___________
(BY OTHERS) _
DOOR JAMB �
f I I JAMB CLIP
I DOOR JC 8(8'GIRTS) , (9)-*12 SELF-DRILL
HEADER JC-9.5(9 GIRTS)
JAMB CLIP I lu (9) 12 SELF DRILL I i I LGIRT DOOR DBACANGLE 12 . I WALL FASTENERS
JC 8(8 GIRTS) i WALL FASTENERS 1°9 1 ' 2� x 14A307 BOLTS
JC 9.5 92GIRT5 2 x 1a A307 BOLTS
' I 1' 1' WITH WASHERS BASE ANGLE ' I I I WITH WASHERS
DOOR JAMB 2�x14 A307 BOLTS (FIELD NOTCH) DOOR JAMB
WITH WASHERS
2 JAMB CONNECTION 3 HEADER CONNECTION 4 GIRT CONNECTION AT JAMB 5 JAMB CONNECTION AT e
JAMB CONNECTION AT
OD1
AT DOOR GIRT AT JAMB FINISHED FLOOR EAVE STRUT
I SCALE: DATE
DRAWN BYE OVERHEAD DOOR EUFAULA AL..A-.
CHECKED BY
I I I 2 REDRAWN L.W. M.M4110-841 FRAMING DETAILS REV.NO,
I 1 I 1 1 1 GENERAL REVISION IKE IMMc 2`B311 DESIGNAPP•D BY: ( BY-PASS SIDE`NALL) DRAWING
NO.I REVISIONS MADEICK'D.DATEIINO.I REVISIONS IMADEICK'D.IDATEIINO.I REVISIONS IMADEICK'D.IDATEI) ISSUE DATE. 1 4-82 NUMBER OD� I 2
6 -
o EAVE STRUT
GIRT OVERHEAD DOOR SCHEDULE FOR GC,LP2 LP4&SSF BUILDINGS
I ---- -- ------ ------------ --
u III�
JAMB SCHEDULE FOR DOOR HEADER SCHEDULE i1 3 JAMB CLIP f
1 �I AT EAVE OR BELOW EAVE DOORS oD t
II DOOR DOOR JAMB DOOR $DO HEADER
GIRT d HEIGHT 8'JAMBS 9.5 JAMBS WIDTH ER 35 HEADER GIRT. GIRT j
8' ODJ8-9.4 OOJ9.5-9.4 8' ODH9.5-8
WODJ815.4
a ODJ9.5-tt.a 10' ODH9.5-to. q DOOR HEADER.a OOJ95-13•a12' ODH9.5-t2444 DDOOR24RFORB GIRTS JAMB CLIP .a ODJ95-15.4 14' ODH9.5-14
02 98Z12Z5 �12-19.1 FOR9GIRTS a ODJ95-17.4 16 ODHB-16 ODH9.5-76 OD2.4 OOJ95-19.4 18' OOHS-18 ODH9.5-18 y1.4 ODJ95-21.4 20' ODH8-20 ODH9.5-20 q COLUMN
I
N 3 V 22 OOJ8 22.4 OOJ95-22.4 22' OOH8-22 ODH9.5-22 it DOOR JAMB
I COLUMN tl
If COLUMN ep COLUMN-\ II _ ._. 4
_ I DOORJAMB
4 /-GIRT o IRT II
q GIRT D2
DOOR HEADER I
---�—� Q = 1
K --GIL RT I GENERAL NOTES uj
II
DOOR 9 1.STANDARD OVERHEAD DOOR FRAMING TO BE FIELD LOCATED CUT STAN- GIRT = GIRT
-GIRT DOOR JAMB = JAMB GIRT 002 DARD PANELS AND GIRTS AS REQUIRED. OPTIONAL) -
---r III ------ O Ir�OPTIONAL) -_ ZMAXIMUM HEIGHT OF DOORS IS 2'-0' LESS THAN NORMALEAVE HEIGHT. _ II -(OPTIONAL) ( -
-r G T�------, r --_--� r'—_
Oo ------ �� 3.ALL STRUCTURAL CONNECTIONS TO BE MADE WITH 12(Px11a A307 BOLTS_ 9
q -GIRT II WITH WASHERS.
f (OPTIONAL) 5 5
I p 4.JAMBS MUST BE LOCATED A MINIMUM OF 1 -0 FROM CENTER LINE OF D2
------ -- COLUMNS. --- ----- ------ ---
- ---- 5,FOR FLASHING AND PANEL DETAILS SEE SHEET*OD3• BASE ANGLE
BASE ANGLE BASE ANGLE 6.DOUBLE NEST DOOR GIRT AT STANDARD GIRT WHEN REQUIRED. BASE ANGLE
VARIES DOOR WIDTH VARIES VARIES OR WIDTH VARIES
\-DOOR BASE ANGLE CAP-DBAC BAY SPACING
AY SPACING
DOOR FRAMING ELEVATION J DOOR FRAMING ELEVATION
WITH JAMB CONNECTION BELOW EAVE WITH JAMB CONNECTION AT EAVE
B
(9) 12 HEX HEAD FASTENER D2
8�
2 rDOOR GIRT E DOORJAMB COLUMN
D2 / AVE STRUT
N CLIP(GC 1L) CLIP(GC-1R)
' rJC-BCaI 8�GIRTS 'r (g) 1 T GI
JAMB CUP L - ------—
2 HEX HEAD GIRT R
JC-9.5�9.5GIRTS] FASTENERS
=. I
DOOR WIDTH 21 JAMB CCIP(JC-95) 7--- '. 1
'r --- NI
I j I I
�&1a A307 BOLTS . rl: �ll 2 (BY OTHERS)
BOLTS I
I i WITH WASHERS DOOR WIDTH + 4 2 (BY OTHERS) 12�BOLTS
307 I I I I I I
I I I OR JAMB f i WITH WASHERS
I I i � i II
I 1 TYPICAL ANCHOR BOLT LAYOUT - SECTION THRU ANCHOR BOLT I� JI DOOR l ---
1 1 I OD2 I I — -r I JAMB J L ----
LAYOUT -
Z�x14A307 BOLTS FIELD CUT AND FIELD 6 12Ox11nA307BOLT WITH WASHER
1 WITH WASHERS DRILL GIRT AT JAMB O02 JAMBEAVE CONSTRUTION AT 9 GIRT EXTENSION ANGLE (GEA-1)
JAMB CONNECTION AT DOOR GIRT DOOR - ------ 2�x1t4A307 BASE CLIP(CP--9) OD
SECTION THRU JAMB AT COLUMN
002 I ' JAMB rT------- BOLTS
1 ANCHOR BOLTS EAVE STRUT COLUMN
I I I WITH WASHERS I � -
DOOR GIRT I (BY OTHERS) DOOR JAMB GIRT
BASE ANGLE FASTENERS ---- CLIP(GC-2L) _
! - (BY OTHERS) ----
DOOR JAMB I I i I DOOR JAMB -
I ! DOOR - -- DOOR BASE ANGLE JAMB CLIP (9)#12 HEX HEAD
I I HEADER GIRT CAP-DBAC (JC-8 or JG-9.5) FASTENERS
JAMB CLIP # I I I I 2 Oxll A307 I
(JC-8 orJC-9.5) 1 I` (9) 12 HEX HEAD
I ( � FASTENERS 2�x 1WfATH W gHOERS BASE ANGLE I I ;I BOLTS ———
DOOR JAMB I I I I 1 ¢ 1- ` (FIELD NOTCH) DOOR JAMB WITH WASHERS V ox11a A307 BOL15 J
2 x 1 a 1307 BOLTS ''�°
WITH WASHERS r' WITH WASHERS CLIP (GC-1R2
GIRT EXTENSION ANGLE(GEA-Z
2 JAMB CONNECTION AT GIRT 3 HEADER CONNECTION OD2 GIRT CONNECTIONAT JAMB 5 JAMB CONNECTION AT JAMB CONNECTION AT 9A SECTION THRU JAMB AT COLUMN
OD2 002 FINISHED FLOOR OD2 EAVE STRUT OD2 (FOR DOOR JAMBS LOCATED 1'0•FROM
OD2 AT JAMB OF COLUMN)
SCALE: DATE
DRAWN BV'. OVERHEAD DOOR EUFAULA �j, ALABAMA
--
CHECKED BY FRAMING DETAILS 7
O.
j DESIGN Avr•D.eve DRAWING REV.N
;
: ISSUE DATE a-82 (INSET GIRTS 8 ENDWALU NUMBER O D 2 O
NO. REVISIONS MADEI CK'D. DATEI NO.I REVISIONS MAOEI CK'D.IDA TE!INO.I REVISIONS MADE CK'D.IDATE�
- -
.- l-
I I I
I I 1
DOOR HEAD FLASHING i i � DOOR
HEAD FLASHING SCHEDULE I ' ' I I HEIGHT JAMB FLASHING SCHEDULE
WIDTH i i 1 FIELD SLIT PANELS 5; — I I '
AND SLIDE HEAD FLASHING I ' 8' 2 PCS. FDJS 8 1'z
I
8' 1 PC. FDH2-8'-10'z I 1 BEHIND PANELS i i ' �•
10' 1 PC. FDH2-10'-10'z
I I 10' 2 PCS. FDJS-10'-1 z
12' 2 PCS. FDJS-12'-1'z
2 PCS. FDH2-610'z I I '
tl I 1
12' '
' 1 � B' �B. � � � 14' 2 PCS.FDJS-8-1'i & 2 PCS. FDJS-6'-1'i
14' 1 PC. FDH2-8-10'z& 1 PC. FDH2-6'-10'z i 1 =
I 2 I I I 16' 4 PCS. FDJB-8'-1'2
16' 1 PC. FDH2-10'-10'z & 1 PC. FDH2-6'-10fz I ' w I I
I I = I 1
I 1 I I I I 18' 2 PCS. FDJB-8'-1i & 2 PCS. FDJ8-10=1'z
1g' 1 PC. --DH2-11'-101i & 1 PC. FDH2-7-10'z
' I 20' 4 PCS. FDJ8- 10'-112'
20 1 PC. FDH2-11'-10'z & 1 PC. FDH2-9'-i0'i I I ' O JAMB I i
1 1 I JAMB S FLASHING 1 I I - 22' 2 PCS. FDJ8-10-1'z & 2 PCS. FDJ8-12-1'z
2 PCS. FDH2-17~10'z I FLASHING I I
- 22 - -
I
1 i WALL PANELS
I I I I
I I 1 I I
I I I I I I
BASE ANGLE DOOR WIDTH _I —BASE ANGLE
SHEETING AND FLASHING ELEVATION
- #12 SELF-DRILL WALL 12 SELF-DRILL WALL
FASTENER (2'0'0.C.) FASTENER (2'0'OCJ
—DOOR JAMB 12 SELF-DRILL WALL DOOR JAMB DOOR JAMB
DOOR JAMB FAS TENERS(2'-0"O.C.)
DOOR JAMB DOOR JAMB VLCNGSPAN
RT
_ GIRT
GIRT
- . :... ..: ._, .-..-... -,- ._ � -- may_ --------- ..,..-- ,. .. •..- �.. .. ,._.. -- ------ .,. � - - - ==----- --_.. ... .� _\GIRT GIRT WALL PANELDOOR HEADER
ARCH.PANEL ARCH.PANELPANEL LONGSPAN
ARCH. PANEL AMB FLASHING PANEL
HEAD FLASHING FLASHING -14 SELF-TAPPING JAMB FLASHING, JAMB FLASHING
JAMB WALL FASTENER(2- ELF TAPPING
STENER(2'0'0.C)
#12 SELF-DRILL WALL FASTENER FLASHING
(1'-0" O.C. 14 SELF-TAPPING WALL Y #12 SELF DRILL WALL ILL WALL #12 SELF-DRILL WALL
*12 SELF-DRILL WALL FASTENER (2'O"O.C.) 12 SELF-DRILL WALL FASTENER(2'•0'O.C.)
FASTENER (2'O'O.C.) FASTENER(2=0"O.C.)• FASTENER(2'-O�O.C.) FASTENER(2=0'O.CJ
SECTION A=A'
- SECTION 'B'-"B' SECTION '8=87 SECTION 'S=8' SECTION'S-B' SECTION '�=B"
( (ALT. FLASHING LOCATION) (SECTION@ LS. PANEL) (ALT. FLASHING LOCATION)
SECTION Cd ARCH.PANEL) (ALT.FIASHING LOCATION)
INSIDE JAMB FLASHING FDJ6-12'-112 NOT INCLUDED
IN STANDARD TRIM PACKAGE MUST BE ORDERED
SEPARATELY.
i SCALE: I DATE I _
EUFAULA ALA.-MA
DRAWN By- OVERHEAD DOOR FLASHING DETAILS
3 REDRAWN I LW IT G. 10-84
CHECKED BY: 7�12 � GENERAL LW MMc,B-ea LONGSPAN & ARCHITECTURAL PANEL DESIGN A (REV.NO.
PP-O.BY DRAWING 3
1 GENERAL L.W M Mc.I2-E3 2-BJ NUMBER
REVISIONS
IMADEI CK'D.IDATEi ISSUE DATE
NO.1 REVISIONS IMADEI CK'D.IDATEII NO,i REV!SIONS IMADEI CK'D.IDATE„NO.I _ -
4- 14 SELF TAPPING ROOF FASTENERS WITH
----- 2 BEADS GUTTER SEAL EACH LAP.
C ®QAUL TIN I14 SELF TAPPING ROOF FASTENER
TO PREVENT RUST SPOTS FROM I. AT EACH HIGH RIB.
FORMING ON PANELS,ALL SURFACES DIE FORMED RIDGE CAP
SHOULD BE SWEPT CLEAN OF ALL
METAL FILINGS DAILY DURING ERECTION V12 SELF-DRILL ROOF FASTENER
*12 SELF-DRILL ROOF FASTENER
(LOCATE BOTH SIDES OF HIGH RIB)
(T-O"O.C.)
5 LAP (WITTSHU MASTIC SEALER TOP & BOTTOM)
PURLIN WEB ALTERNATE RIDGE
1°
LONGSPAN FLASHING DETAIL
ROOF PANEL 012 SELF-DRILL ROOF FASTENER (MANUFACTURES OPTION)
I (1'-0'O.C.)
j
BEAD
MASTIC 1 BEAD MASTIC
RAKE FLASHING CAULK
PURLIN CAULK _
PANEL LAP DETAIL (3)*14 SELF-TAPPING
i � ROOF FASTENERS
1Ca
RAKE FLASHING
(10) IB BLIND RIVETS
BEAD MASTIC EACH SIDE RAKE CAP j
(3)+14 WALL FASTENERS
GUTTER RAKE CAP DETAIL
(OPTIONAL)
-*14 SELF-TAPPING ROOF FASTENER
EAVE CLOSURE FLASHING 3'-0'COVERAGE "14 SELF-TAPPING ROOF FASTENERS
(SEE SHEET SS FOR SHEET SIDELAPS.1'6.O.C.
EAVE STRUT DETAIL "A" 1'-O' 1'-0' #12 SELF-DRILL ROOF FASTENERS TO STRUCTURAL
ROOF PANEL X P USE 1 EACH SIDE OF HIGH RIB AT
BEAD MASTIC ^ PANEL END LAPS,EAVE AND RIDGE.
CLOSURE STRIP LSP-1
WITH MASTIC SEALER
TOP AND BOTTOM DETAIL A EXTRA FASTENERS AT EAVE
RAKE FLASHING r- '—STRUT END LAPS AND RIDGE]
ROOF PANEL DETAIL
GUTTER NOTE
USE CORNER BOX REC.-1La MASTIC SEALER #12 SELF-DRILL ROOF FASTENERS
FOR BUILDING WITHOUT LOCATE EACH SIDE OF HIGH RIB
GUTTER. ROOF PANEL (FOR MARK NO.11
- GUTTER CLIP-(SEE CHART ONJ
LSHEET SS-5.
(S�'3 BLIND RIVETS 1`14 SELF-TAPPING ROOF FASTENER
1" TYP.LAP CLOSURE STRIP(LSP-1) (LOCATE 3'0"0.C.) —,
MASTIC SEALER
FLASHING DETAIL AT EAVE GUTTER CUP GC-A (3-l O.CJ j
' (FOR FLASHING MK.NO SEE SHEET SS-5)
CAULK (2 BEADS) *12 SELF DRILL WALL FASTENER
OUTSIDE CLOSURE (LOCATE 1'-O') DRILL SIZES: �>
` CORNER BOX 1. USE red SHEETERS DRILL FOR*12 SELF-TAPPING FASTENER
I > (ATTACH WITH 20
•14 SELF-TAPPING WALL FASTENER AT PANEL TO STRUCTURAL CONNECTIONS
la BLIND RIVETS) ( LOCATE 1'-O') 1
- 12-*BLIND RIVETS WALL PANEL 2 USE ie♦ SHEETERS DRILL FOR'; BLIND RIVETS.
12 BLIND RIVETS EACH LAP(TYP.) 3. NOT REQUIRED FOR SELF-DRILLING FASTENERS.
EACH LAP(SEE
GUTTER CROSS 2 is BEADS OF GUTTER LCROSS SECTION 4. USE 'OSHEETERS DRILL FOR*14 STITCH FASTENERS
SECTION BELOW) SEAL EACH LAP RAKE
FLASHING
GUTTER LAP FASTENERS AT GUTTER LAP
It
RIVETS
GENERAL NOTES j
1.ALL ROOF PANEL SIDELAPS & ENDLAPS TO HAVE CAUTION
CONTINUOUS STRIPS OF MASTIC SEALANT. (8)- le BLIND RIVETS
SHEETS MAY BE HEAVILY OILED AND SLICK
2.ALL GUTTER AND RAKE LAPS TO HAVE Two : BEADS WIPE CLEAN BEFORE INSTALLATION
OF GUTTER SEAL CROSS SECTION
RAKE FLASHING LAP THRU RAKE FLASH LAP
SCALE: I DATE I _
FASTENER DETAIL FOR ROOF EUFAUTA AIABAMA
DRAWN B '
3 REDRAWN L.A. I tvitrK 10-841
CHECKED Br LONGSPAN PANEL
2
2 GENERAL. AM. MMC -84 REV.NO.
I I 1 GENERAL MMC 2 83 DESIGN Arr'o.ev_ DRAWING FD-1 3
a-92 NUMBER
REVISIONS MADE CK'D.IDATEI
NO.I REVISIONS MMAD#C10 IDATEI NO.I REVISIONS MAOEICK'D.IOATEIINO.)
i
RAKE FLASHING
RK-1 OR SRF-1 i
GUTTER
EAVE STRUT
BEND ALONG DOTTED LINE
*14 SELF-TAPPING WALL FASTENERS .
i CUT ALONG SOLID LINE
414 SELF-TAPPING `NALL
EAVE FLASHING
FASTENER 1'-O'O.C.
5' OUTSIDE CLOSURE
STRIP AP2-0
12 * (AT RAKE ENDWALL DETAIL
GABLE ANGLE ENDWALL GIRT
SIDEWALL GIRT
GUTTER
RAKE FLASHING
—CAP FLASHING FCP-1
_ (4 112 BUILDINGS ONLY) I I t14 SELF-TAPPING
WALL FASTENER .
WALL FASTENER 2'-0' OC
4x5 DOWNSPOUT ` `� OUTSIDE CLOSURE (AP2 -0) j
1 PURLIN 0/12 BUILDINGS OR LESS)
i
BLIND RIVETS
ENDWALL DETAIL AT RAKE GENERAL NOTES:
DOWNSPOUT OUTLET DETAIL
1. CROWD OR STRETCH PANELS SLIGHTLY AS
NECESSARY TO MAINTAIN 3'-O•COVERAGE PER
j CLOSURE STRIP LSP-I PANEL"
(EACH PANEL) 2. PANELS MUST BE INSTALLED SQUARE WITH
j ROOF PANEL BASE ANGLE BUILDI3 PANEL LAPS FRAME.APSSTTCHED 2'0" ON CENTER WITH
GUTTER 414 SELF-TAPPING WALL FASTENER.
j GT-1 DOWNSPOU IP 4_ FOR FLASHING MARK NO. SEE CHART ON SHEET
I T CL FOC-2
*12 HEX-HEAD FASTENERS a 6'0' O.C. MAX. SS-5-
j CLOSURE STRIPAP2-O CORNER
OCRA2-LEENAGTHNG BASE ANFBC CORNER
EAVE STRUT BLIND RIVET—�
LOCATION
DOWNSPOUT CLIP #12 WALL FASTENER s 12 WALL FASTENER-SIDEWALL AND ENDWALL GIRTS, BASE ANGLE,
SIDEWALL GIRT 4x 5 DOWNSPOUT EAVE STRUT AND GABLE ANGLE. SAME LOCATION FOR LINER AND
rr DETAIL A PARTITION PANELS.
4x5 DOWNSPOUT
2-BLIND RIVETS GIRT, EAVE STRUT,
SIDEWALL PANEL BASE ANGLE OR
SIDEWALL PANEL GABLE ANGLE
BLIND RIVET
DOWNSPOUT CLIP
SECTION THRU DOWNSPOUT FASTENER LAYOUT
BASE ANGLE
FINISHED FLOOR DETAIL A EAVE FLASHING
�14 SELF TAPPING WALL (SEE SHEET ) 5
FASTENER 2'-0.O.C. FOR MK.NO
rE FIELD CUT DOWNSPOUT LENGTH AS REQUIRED *14 SELF-TAPPING
WALL,-FASTENER i-O.O.C. `
DOWNSPOUT SCHEDULE
DOWNSPOUT DETAIL OWNSPOUT
EAVE DOWNSPOUTS CLIPS FDC-2
10 1 pc FDSE-9 7 3 DETAIL S
i
DOWNSPOUT LOCATION 12 1 pc. FDS E-11.7 3 6 RIVETS AT FLASHING LAP
14 1 pc. FDSE 13.7 3 OUTSIDE CLOSURE
STRIPAP2 O
BUILDING WIDTH LOCATION 16 1 pc. FDSE-157 4
30: 40; 50:60, 70'& 80 40'OC. 1B 1 pc. FDSE-13.7 &112 Dc FDS-9.7 * 4
100' 35'O.C. 20 1 pc. FDSE-157&112 pc FDS-9.7 4
120' 30'O.C. 22 1 pc FDSE-157& 1/2 pc.FDS-13.7 5
130: 140; 150'& 160' 25'OC. 24 1 pc FDSE- 15.7& 112 pc.FDS- 9 7* 5 _DETAIL B CORNER DETAIL DETAIL AT EAVE
1 180; 200; 240 & 250' 20'O.C. 26 1 pc FDSE- 157 & 1 pc. FDS- 11.7 * 5
280' 300' 320' 350'& 360'1 15 OC. 28 1 cc FDSE-157 & 1 pc FDS L3.7 * 6
420' & 480' 10' O.C. 30 1 1 pc. FDSE-15.7 & 1 Dc FDS- 157 6
SCALE: DATE
DRAWN BY I FASTENER DETAIL FOR WALLS EUFAULA '..� AL.+9AMA
CHECXEDBY: I ARCHITECTURAL PANEL
REV.NO.
2 REDRAV/N is M h9--�f�iCs� oesiDN Arr•o.er: NUMBERORAWIN :' F D —2 2
NO.I REVISIONS IMADE Cl..DATEI NO.I REVISIONS IMADEI CK'D IDATEI NO]_ REVISIONS IMADEI CK'D IDATEI j
N
f'"Yq N PONd
o
LOCUS� a
I B. M. = 56.23
/ 04 s2 / a Rpo�T � D
I IT/
(TOP NUT CLOSEST TO` LETTER "0" IN OPEN). / `
•s 5�✓ / / �48 7 ����52.
8artksrA13L
Alp
7 LOCUS MAP SCALE : I "= 2000'
AV E sz.
53
54
-ss - -z C T /
' I
DRAIN . � � -6.24 __-�'
PROP. ROOF 1
TYPICAL) s¢. POLE 46 E - �'4-- -- -- -- 19,
S4 DRY W E LL N 25 39-- 7
/{
I 20.00' / I
306.24 ee.� 's°•v
ti
-0 ��/, .1'. �� I S2. 150.00 �� so
�1
7 5 0 20.00
h
GRASS I I -00533 PROPOSED # 2
0 E�\ I s s I I BUILD
a 5 3.
3�0�, _ I I 4b I �F. F
ELEV. 00E 12 0
_-- 5 2 Rm cp t
� 53.,�. � �
- PROPOSE ,� I I o ,
LEACHING II s
4 �-v o BUILDING _ PROP I, °
4.0 0' 4.00' 13.00 o TRENCHES
o ELE 5 13.00 2
F F V.I
o 0 o I $YSI EM I ��
LOT 17 LOT 18 I o LOT 1�9 '`
S4. 9 i D N o I �11i 2 x I INV, 5I. 120.0 c s�. - 2
u-1n O T
A I `
INV. =51.57 s3 RIM ELEV.- 5 1
- � � IDEWAI�K ,
PA V SYSTEM �' 3 � G
a .00' � � cl RIM ELEV,- i CONC PROP LEACHING
E l 120 �, ELEV.=51,5
20. Aj 5275 J -0 LEV.=52.0 RIM " TRENCHES
L 0 T 15 L OT 16 .� KING SIDEWALK I HI AREA o .53.6 AFQ s3.6o ha I RIM E a PROP
`° la
H.P. LEAC N LEA
I PROP TEST �IT�'' RIM ELE =52.5 oNo SYsim h M
TEST PIT 0 2 �h' INV.-51.17TRENCHE
_ O O
o -5-4" PROP Z '� o SYSTEM M a - 5�.s
Bl T C C PAVE• TEST N SYSTEM * 54
3 I�
2
c 31 '52 7 TAN o a `` 23
53.45 J 9.00' RK � 51.5 50.9
p,. RIM ELEV. = 0 - YP.) N.P. RIM ELEV. _
53 / 2 SYST
15¢S B ER - I Sy STEM #°7
3 -0 76' i _0 2 I I A R N G A R A ' -� f S
`d 0 OP. LE HIN (/S ED S TO _
N
0 P TR NC I o C Ty .) K o 1 x
S I D E I�V.=51.47 BOX I N 10
N y I I 11T I O , + T mmHg
DISTRIB 2
` SF AREA
s3.9 PROP a1. 5 - r
°� S § PR RESERVE + 15 I ` F@r se lingmmm
I 60.00 17.5
S3 e
PROPOSED
ROPOSED II ,, E
' 20�00
BUILDIN 20 , 2 .00
F. F. ELEV. I I 20.00 r
5 2 BER
_ 2- 6
3
GRASS o
I
I
_ I 6 mm
_.✓
5000
_---
6 00E __ S 9 9 BE sw C
240.00
0 -- 39, W .__ 57.
- I
r.
�6 0 0 46 2.00 r 4 -_ _- a'4 3 b,a 9 049 0
6 S3.
3
55. 0 -
-- - 3
--- _---- 59.E
59.
N
I� LEACHING BASIN DESIGNED CHANGED 2/28/86 R.C.Y.
o_ -
��/
'-- _. SYM. DESCRIPTION DATE BY
GARBITT / BLACKBURN INDUSTRIAL SITE !
IN
HYANNIS - BARNSTABLE, MASSACHUSETTS
SITE PLAN /SEWAGE SYSTEM
FOR
SEACOAST CONSTRUCTION CORP.
tibbetts engineering Corp.
New Bedford, Massachusetts
v` 1 Fo t I River, Massachusetts
/ - CONSUL TING ENGINEERS
, rs �; _
•r �.� / DES. BY G.N.E.H _
SCALE In 2 0E
E `�` `'•�. ,nAt.E G DR. BY: L. M. P.
DATE : FEB. 5, 1986
SHEET I OF 3 SHEETS CHK. BY: R.C. V.
t
_ Job no . 7531
ALL COVERS TO BE 24" DIAM.
30, 15' 10' 1'- 3/2" 10
CAST IRON HEAVY - DUTY.
z_
J/ = 3 00' ELEV=52.68' ELEV.=52.75' ELEV.=52.80' ELEV.=53.00' ELEV.= 53. 11'
0/ ELEV. 5
z� _
EXTEND MANHOLES
m n o _ 6:•, �2 TO GRADE. v
SLOPE =1,0 % ' P b.o ,
- - 4 C.I. P Q zv z Y SLOPE = I. 0 % _ v
3 MIN. ,- MIN.
LIQUID LEVEL I ( N a BACKFILL
N I �� I - PVC. PIPE : 50.30 c 41
�. � -
INV.=51.47 c C0 = .
' e INV.=50.92 1/2' '
,. .o. -
O, /.. •s' � .DO. ' D�obO � n n
-CAST IRON SANITARY T p INV. =50.65 - ° o ❑ [] C] I ❑ ❑ ❑ I I I I I I I I I I (] ❑ ❑ ❑ o I/8 - 3/8 WASHED PEASTONE
INV. =51.17 o ° I I I I I I I I I I I I o
INV =50.82' INV. =50.55 ❑ ❑ ❑ I ❑ ❑, ❑ 1 I I I I ❑ ❑ ❑ ❑ ❑ ❑ 3/4 - I/2 WASHED STONE
❑ ❑ ❑ 1 ❑ ❑ ❑ I I I I I I I I I I I ❑ ❑ ❑ I ❑ ❑ ❑ Oobo
•' LIQUID CAPACITY = 3000 GAL. PRECAST CONCRETE
v �., o.o..o. ELEV. = 46.30'
9 6" DISTRIBUTION BOX 2'-0" 4 -0 4 -0 4 -0 4.-0 4 -0 4 -0 4 -0 4 -0 4 -0 4 -0 4'-0 4'-0 4 -0 4 -0 2-0
6" D B - 3 60'-O" to
1v
lf•)
6'1
WATER TABLE ELEV. = 40. 80
PRECAST CONCRETE
SEPTIC TANK (PER UPPER CAPE ENGINEERING CO.)
( ST 6 x 14 - 3)
(AASHTO HS20 -44) PRECAST CONCRETE GALLEY G 444
SECTION THRU SYSTEM
NOT TO SCALE
ELEV. = 53.00
b p
d v
o BACKFILL ti
WIN WU;F:
�
5 0.3 0 b N
QISTRIBUI itki MA
I. AU El_.EVAT11,LkYi ARIE 14 RE-LATIONSHIP TO 8ENLki mow 31� L* 3kE Oil Of the 16ua;diryq , will use aar c;rt a+ fir° (Isage Of 5 gal. ia'-'r --
PP_ � rite` �:e1� IN i:.UVATIOh6 51•AE_ BE Mt•li�i ji [HOUT It+- RcrVAL I3r fc.•r �lr v y'+cru'a stc s +n#rxcYr ..:��T I3IBTRIHtilla9M1 BOhy f+tDTC�Pdi7U DB-:;, :3 OUTIL i 1/8"-3/8" WASHE �� o
TlW6lrwr:.R Atli I?fE iRD OF tpL_7 . 1si ,s.�r, teat ;,x c,,,r ;� t lcxsc area a
a are to be the .:a t rat* -,`or" the uses. propo�. PEA STONE o "' -
ages r.a R p
�� o
Z. _3L>� �ILl..GN PRECAST SLP T I C TANK � 3 Oijl;_ 'i 01,9O'R I BUT I C WA rN ':Cr
sue. ;�I bP7ED FOR N a GH �'� �«r.,c L t..fi��li5 R5 I ND t r��..�: I hr Tra:. C:!•Mt.t�JL to fi i tI fir,#- < �. 1 caw<_r.t ¢=}7r'3E?�t� � t�r�aeicdnMr; o f the pro4xs buildings, 3/4"- I �/2 WASHE D
DESIGN FLOW
174C 9ALS./IIAY STONE
�► n cr
PD *':'A.,,►_ k* PAS MANUFACTURED BY "A. RUTONDU ANV SUN' :s iimc. " UR EGLik-, Bldg. #L t60xiZ6 rt- >y 7;cW x 5 gal. /100 sq. ft JEKi.0 &i�.W. I I
is rlsJ. �4Z` (tiatfx: Y o , i'4'i?� ;r ::� gal. !1tiC+ sq, ft ° ;36tt.0 G.P.D. OVERSIZE LEA hINS FOR L-00a GALS. i DAY - - ' -
4LL ►dGia*ir STONE SF ALA_ BE rRE:T_ D I RS LL,i-", D i IW ll, AND MUST = 3 0 4 0' 3 0
_ rs �'gl» *. �i7t'ix�4U �'t. ; , 14tiiCe � `�i gai. !YC� �« tt � c°t3-i,) ii-ij-Ii..
ll T
AC SATISFACTORY TO THE BOARD OF HEALTH. L. eHIWO Ct�RS 14 PRECAST GALLEYS
Total 144U,.D S.P.D. - ROTONDO ST 6-'444 I 0 -0 �n
+►. K INSTALLED FACILITIES T BE 'LEFT E.tFI)fiEL A-Iit. 1*4DECIED i1 4'►tr E:
t;° DESIGN LOADING to LTG H52�-'44= sn
.P.;:. 1w,Af,.F'i tJlriX T I5 4 � ♦ A 4 FEE t
TKE fCWj FR lR THE OVA RIi UF' # E.AiL.T1w A5 >'tFEAjIi+kj 8V THE LLC,t-4- ta7 � ' _._. _.__...__..__. __._._._.. 4. % �•r es Requ-xr d
33U €3a1. lAc.
LEACHINIS AREAz 'a i ZE i 0 F'EE'r W I DE ,L 60 FEET LONG WATER TABLE ELEV. = 4 0.8 0
ALL EiYSTE!4 C4 Trt1.�Jl SHALL BL IN CONFORMANCE WITH Tf* EFFECTIVE DEPTH = 4 )=EET
i_ano area tG be .�•ew-,umber ed S (PER UPPER CAPE ENGR. CO.)
:ibl L fIL.TH OF W46SACHUSETTS D.F.O.L. ►Ti 3- V REiJU I RFJ W6 S AND 'i r* 1.tc' i4crers I of s 07 -20)
FWGUIR 005 OF THE TOM L1I ,T'a `_ L�CJi tD O HEALTH.
3.b i AL °ees atSs9 Y t i o rra i Area prtry i d+ed 91 DE6i�IlLL AREA 560 Si;.. .
BOTTrJ!'i AREA SW SU. 'FT.
,. NO L R tsa ,FilhfEiER StIFY.i. i i WITH THISaVSTEFt. Gf-,. 5.27 Tota �:. a�rr�
S CROSS S E C T I O N c S . SHALL KEPT x?:3 M i N 3�3W. 4 -'Q'n c..+.S5, e: A x tit. 1 I WCIi
�-3Fs A:it:r e� r�req u S r`E+gl PERL,
Ate ry It�v TAT . Imo .S &4L. /t - 1�►firt) .. /OAY N O T TO SCALE
_ Cr.91 AL surplus
WT Tum CAIr, 1.0 BHL. /9F - 6W Ivl� . /DAY
'et hol #1 arfd ME ware ti:e:.Lr4 Uy Upoer Cape k_rng;x►per my U�. y , 0.91 �Tx Vs � 330 Gals. /Aert 299. 1 tsa D.
e'�3,6 eTS y was witrrerssed by the hoar^ts J +vat!to and ass:r g:-oed e 1 e 1440.0 G.P.D. TOTAL. i..fwACF : i`t Y 20W SAL./DAV
DE516W FLOW FOR SEWAGE SYSTEM 1739. 1 6.P.0.
?sv�, h fir' soil strata arat� th% �aiw w7 •.,azth incations arsfj *-aa* as
kfet ,,am c � 1 r sfD SR1 S. /DA'v
€' .;cam* Wed. s,afai �. r� *�iM .ApAL47ii SAL.LONs- t."QUID CAPACITY
ire-col at*on rate in %ark i es s than .rri_ i ;rt t w)
,, 3:rtxT SALi-iNS LIQUID CAPACITY
W-IT ! ;jT ,x 14-3
LX)ADTji3 i AASHT O H -44 I
SYM. DESCRIPTION DATE BY
GARB ITT / B LACKBURN INDUSTRIAL SITE
IN
HYANNIS - BARNSTABLE, MASSACHUSETTS
SEWAGE SYSTEM DETAILS
FOR
-
SEACOAST CONSTRUCTION CORP
tibbetts engineering Corp.
IF.L New Bedford, Massachusetts
Fa I I River, Massachusetts
NSJL7'NG EN,INEERi
. ,. DES. BY G.N. H.
SCALE: AS NOTED
DR. BY: L. M. P.
SHEET 2 OF 3 SHEETS CHK. BY: R. C.V, DATE : FEB. 5, 1986
Job no. 7531
PRECAST CONCRETE CATCH BASIN I2"0 AL.
16 .GA.
TRENCH LENGTH
2� VARIES 1
MIN. (SEE SITE PLAN FOR LENGTH)
24 = BRICKS MAY BE USED FOR
12" 16 16 GA. CORR. AL. PIPE
SQUARE OPENING SEE DETAIL _
GRADE ADJUSTMENTS - 3 _ /
18 _ 24" — 8"MIN I FRAME Ti) BE SET IN O O
l FULL BED OF MORTAR - - ' = 1 / 8
TAPERED SECTION (0 U
Z m
5 r1 N 2 w
- — .
48"f I DIAMETER ,
- MOAt4R ALL JOINTS
O - PROVIDE OPENINGS
• _NE E PHOL E 4 MIL POLYETHYLENE SHEET 8' x 12'MIN.
( OPENING TO BE PRECAST
HEIGHT OF RISER O
N RISER SECTION) OUTSIDE OF PIPE TO RECHARGE TRENCH
SECTIONS VARY _ (Al0FROM I' TO 4' SEE NOTE 42 t2" CLEARANCE PLAN VIEW - O
I„ CLEAR SEAL AROUND PIPE -x o
KliN 012S0.IN STEEL 4' PEASTONE
PER VERTICAL FOf)T PLACED
- ACCORDING TO AASH�O
(STANDARD DESIGNATION M 199
6_6" DEPTH) 3'-O"MAX COMPACTED BACK FILL
�
12 0 16 GA. CORR. AL. PIPE
a' - J 1' [\
5"MIN. — -
S=0. 005
y
�0" aoDo OZ
o 6 CLOSED END W/ 1/2' w _ '
00 GALV. HARDWARE o
CLOTH, OR PERF AL.
PLATE. :o
�' 3" TO 5 " TAILINGS '(
PERFORATED
* WHEN 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 CL
NOTE :
PROyIDE CONNECTIONS TO CATCH BASINS
NOTES_ 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 AND CONSTRUCT +0INA METHOD, SEE SPECIFICATIONS.
RECHARGE TRENCH DETAILS
NOT TO SCALE
/I ROOF DRAIN DRYWELLS TO BE CONSTRUCTED SIMILAR
TO THE ABOVE, HOWEVER THEY SHALL BE 4' WIDE x
4' LONG x 4' DEEP.
RUBAER HOSE-
3 GUY WIRES
TURNBUCKLE
SET TREE AT IT'S ---- - --
URIGINAL DEPTH i
3" PEAT 'MULCH <� 6 18' 2' 24', 26' OR 28' AS SHOWN ON PLAN VIEW
- STAKE W SCkEW EYE BERM
PARKING AREA
PREPARED PLANTING — / (CRUSHED STONE) ACCESS ROAD
SOIL
R R TIE
/' I OR CURB
3' 3"BIT. PAVE.
IT) = IIO�'/ ,
I�, O -7-- -�
IT
COMFACTED PREPARED 10'- O"
PLANTING SOIL , 6" IN -
DEPTH
TREE PLANTING DETAIL
NOT TO SCALE All ROOF DRAIN NOTED ADDED 2/28/86 R.C.V.
SYM. DESCRIPTION DATE BY
TYPICAL ACCESS ROAD SECTION GARB ITT/ BLACKBURN INDUSTRIAL SITE
NOT TO SCALE IN
HYANNIS - BARNSTABLE M-ASSACHUSETTS
36
SITE IMPROVEMENT DETAILS
FOR
SEACOAST CONSTRUCTION CORP.
Q,�,'+
�w tibbetts engineering Corp.
f .rJ ROBE- C. s New Bedford Massachusetts
I
u VERA;APE �-;' Fall River, Massochusetts
No. 29781 N :
CONSULTING ENGINEERS
'0,�1, c'sT DES. BY R.C. V.
SCALE: AS NOTED
DR. BY: L.M. P.
[SHEET 3 OF 3 SHEETS - cHK. BY R C.V. DATE FEB. 5, 1986
Job no. 7531