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DESIGN CRITERIA K&J CABINETS OFFICE & WAREHOUSE
Z
A.I.
The General Contractor is responsible to employ aTi independent
(All Design Per 1986 Revision of the Standard Building Code, unless
GENERAL STRUCTURAL NOTES FOR K&J CABINETS OFFICE & WAREHOUSE FC�2 Lj r,.7�-T I Ft^,� qualified testing laboratory to ihspecte' arthwork operations
otherwise noted)
and test compacted soils and tooting excavations to InAuie
1. Unless otherwise shown on Drawings, minimum cover for and certify that the soils supporting footings and slabs
1 . LIVE LOADS:
reinforcing shall be as follows: adequate to properly support design loads.
ROOFS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20 PSF
Thickened Slabs. . . . . . . . . . . . . . . . . . . . . . . . 21'
SIDEWALKS. . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .100 PSF
Slabs on Grade. . . . . . . . . . . . . . . . . . . . . . . . . 1" (clear from 4. TEMPORARY, BRACING
top of slab X peep SAH
Contractor shall be responsible for all temporary bracing
surface)
2. WIND LOADS:
that is required during construction to keep structure,
2. All reinforcing shall be held securely- in position with safe and plumb unti7l the enti e is in .place.
re strudtur
Design wind pressures are in accordance with Section
Bracing shown on structural draw�'ings is -for the -coinpletod
standard accessories during placing of the concrete.
1205.2 of the 1986 revisions to the 1985 Standard Build-
- only.
El . !�
strufture
ing Code for a fastest mile wind velocity, V=110 MPH on
3. Splices in reinforcing, where permitted shall be as
an "Enclosed Building" less than. 60' high.
followst
Welded Wire Fabric. . . . . . . . . . . . . . . . . . ... . 611
All Other. . . . . . . . . . . . . . . . . . . . . . . . . . . . . .3611 3. ALLOWABLE UNIT STRESSES
4. Top bars in thickened slabs shall terminate in a Class "C: lap T(F 16^L.., (�O t,47 F-.<V L, �0 r-�-T
or book at discontinuous ends. unless shown on the drawings. Concrete Design per current Edition A.C.1 (318-83)
5. All ties shall have 135 degree hooks unless otherwise
shown on the drawings. All .Concrete. . . . . . . . . . . . . . . . . . . . ... . . . . fc' 3,000 PSI
-.4. .......... .....
Reinforcing: ASTH A 615, Grade 60
6. The structural Steel Erector shall provide the necessary y�,:: �g
kla
bracing during erection and until all steel is plumb and Welded Wire Mesh: ASTM A, - 185
secitred. A
Structural Steel Design per Current Eighth Edition
7. All angles, bar, anchors, anchor bolts, etc. , embedded in -
on. A.I.S.C. Kanual, of Steel Construction except that the
concrete shall be hot dipped galvanized after fabricati
contractor allows (30) calendar daysi in lieu of (14)
in his schedule for the return of shop drawings.
8, Minimum size of all fillet weld shall conform to Section
1-..17.2 AISC Specifications even though shown otherwise Structural Steel ASTM A36.
on Architectural or Structural Drawings.
Structural Framing Bolts A325 3/411 round in diameter.
9. Provide shop drawings for prefabricated metal building for
Engineer's approval prior to fabrication.
10. Contractor shall verify all existing dimensions and con-
ditidna of existing site that are affected by new work
before proceeding witb fabrication and construction.
Also. ,verify all equipment and materials with owner for J
'4
approval prior to fabrication, purchase and construction
of tba prefab building.
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APP R 0 V E D
CITY Of ATLANTIC BEACH
BUILDING OFFICE
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'SEP I I
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41- 7/161 12 1 '- 26 1
1 ANI 26 AN1225 AN1225 AN1226
Ns- 3 is ONLY FS ONLY 9-FS
I I- 2T 100 1 %- 2'
AN1226 AN1226 ice ANI 22 ANI 226
2* N$-F$ NS-FS NS-FS D c Ns- s AN122 2 1 '- 26
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lr If F IF IF IF f f.1 IF dl dF ol dl oF ol e r e e e e e e e 7—r7—.r77 IF z e 7 7 1 7 7 1 7 7 1 7 7 7 7 or 7 7 7
39'- 41 OUTSIDE OF COLUMN TO PIPE COLUMN CENTER LINE 39'- 48 PIPE COLUMN CENTER LINE TO OUTSIDE OF COLUMN 82
801- Ol GIRT LIKE TO GIRT LIVE
NOTE,
I . THE HIGH STRENGTH BOLTS I WASHERS SPECIFIED FOR USE AT THE
COLUMN & RAFTER CONNECTIONS CONFORM TO A.S.T.M. SPECIFICATION
A-325. THESE BOLTS MUST BE TIGHTENED BY THE 'TURN OF THE NUT'
METHOD AS DESCRIBED IN SECTION 5(C) OF THE A. I.S.C. SPECIFICATION
41- 6 Be 'STRUCTURAL JOINTS USING A.S.T.M. A-325 OR A-490 BOLTS
2. THE RIGID FRAME IS SYMMETRICAL ABOUT THE CENTER LIKE
4 XT
51- 0 5/166
12
DOLT SCHEDULE
CONN. QTY. SIZE
RR-1 A 4 0 5/82 X 1 1/2
rT AN1228 0 10 0 3/46 X 2 1/42
8 NS-FS C 8 0 3/4' X 2 1/41
ui
D 4 0 3/41 X 22
E
E 4 0 1/26 X 1 3/4'
uj
ui NOTE, ALL BOLTS TO BE HIGH STRENGTH
WITH NUTS AND WASHERS
CONNECTION *Ao REQUIRiS WASHER
ON EAVE STRUT SIDE ONLY.
i
ol 41 IF e e e r e e e e r r e 7 7 7 7 7 7 7 7 7 7 7 7-7 7 7 7 7 7 7 7 7 7 7 7;l.7.7 IF 11
Be
81, 29'- 41 OUTSIDE OF COLUMN TO STEEL LINE
301- 02 GIRT LINE TO STEEL LINE
P FOR PERMIT
fol 10, Illisill SITE IT
Jos MIER IVILIll' K & J CUSTOM CABINETS
Illil BITE CollolEts
VDC 8/15/89
STEEL IVIL11191,11C. 118CRIFT1116
2733 011301 STREET CHECKED SITE LN-1 80' X 40'-26 X IVEH
FT. "YEll, FL4110 VU 30' X 49'- 1 ' X ll '- So LS
9 k4-h SNEEf flolif 6 0 RIGID FRAME CROSS SECTIONS
11
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FLA6- 100100 FL04-20070o FLA6- 100100
r - __ I FL54-200700
C:31
cn cn ca
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Lu "w w w om c� cv
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1 7 7 1 1 7.0' 7
F F F H F
EAVE STRUT FOR PART NO. SEE ROOF FRlMING PLAN A EAVE STRUT FOR PART NO. SEE ROOF FRAMING PLAN
14'- 0" E H - — ———————————————————— 12'- 96E H - 141- O*E H - ---——————————————————— 14'- OIE H
III- 62E H -
A4N
H
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ZI 718 71- Z17 ZIT ZI 8
74- 4a — —— a— C— 72- 42 46 — 71- 41
F02 w Ln w F02
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24- 6 — U- ZA Zia 21- 6" 2*- 6' — Z17 ------- IT Z4 U- — 21- 6%
fl -rr I t- % 01- 02 — izzZZlezz — 01- Ot
01- 0 — 1 7 7-77—, 77777 777 wd� z zzlfd� ;� Zzzzllflex; o 0 r 777 77
121- 191- 011, Is 15.- 0. 151- 011 it- lv� 191- O's- 191- Ol
40' 24 151- 0' 301- 0' 40'- 2"
SIDEWALL "A" ENDWALL 'A' ENDWALL "Co SIDEWALL 'CIO
FLA6- looloo FLA6- 100100
BOLT SCHEDULE
F-——————— CONN OTT. SIZE
A 4 1/26 X 1 1/42 HV5532
F 4 3/4, X 21 HV5537
H 2 3/4' X 1 3/41 HV5536
7 . . . . . . . .
CA A en cn w en CA w cn cn (n En
I . I I I I I I NOTE, ALL BOLT$ TO BE HICH STRENCTH
WITH NUTS AND WASHERS.
CONNECTION "Al REQUIRES WASHER
01 EAVE STRUT SIDE ONLY.
A
12'- 9'E H I I 6E H EAVE STRUT FOR PART NO. SEE ROOF FRAMING PLAN I I I- 60E H
Z20 — 71- 40 Z.3 U 7%- 4%
F04 Z3 _13
— 2'- 6' 2'- 66
— 01— as 77 7 7 7-1 0'— 0'
211- 2--9/ it_ is IQ'_ Ol it- it
49*- Is
ENOWALL I'D* SIDEWALL 'D' P FOR PERMIT f3j4&jjM L4,05�i,P
NOTEt Eck I$. lEvillot 11TE of
NOTE, DIMENSIONS ON THIS SHEET ARE STEEL DIMENSIONS
FRAMED OPENINGS MUST BE LOCATED AS SHOWN ON AND 00 NOT INCLUDE SHEET LEDGES, ETC- FOR ill MIER 19UPER' K & J CUSTOM CABINETS
PURCHASE ORDER. FAILURE TO FIELD LOCATE FRAMED CONCRETE DIMENSIONS SEE THE ANCHOR BOLT PLAN- 13501
OPENINGS IN DAYS INDICATED ON PURCHASE ORDER olivs BITE
MAY RESULT IN GIRT$ BEING INADEQUATE TO CARRY
REQUIRED DESIGN LOADS- BUILDER IS RESPONSIBLE NOTE, STEEL 11IL11115olM RAN 8/7/89
FOR CONTACTING DEAN STEEL BUILDINGS IN THE EVENT SHEETING MUST BE ATTACHED TO ALL SECONDARY FRAMING ciftKED BITE LM-1 80' X 40'-2* X 14*EH
OF A CHANGE IN LOCATION OF FRAMED OPENINGS. PER DEAN STANDARD DETAILS- THIS INCLUDES ALL 2733 R11501 STREEI WU 30' X 49' 11 X It'- 61 LS
DOUBLE PURLINS AND GIRTS REGARDLESS OF LOCATION. FT- NTEIS- FL01101 SNEET INNIER
33101 5 OF WALL FRAMING & SHEETING
3t-
-4- NOTE
BUILDER TO FIELD MODIFY RAKE FLASHING
AT INTERSECTION WITH WING UNIT i-FLC00010500VHT
ck- FL84-200100 ......................
HV5501CM7
6, D.C. FL4012CLM N- m CD PO (NI �r Lr)_ (AD- Go CD (D
--.r" cm cm cy c:)
U) en wj-U) ca cnl wl w C/I r U) (n U) (n cn cmi"
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ca cn in
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FL4172CL"
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1� BOLT SCHEDULE
Lu CONN-1 OTT SIZE
__j
A 4 1/2" X 1 1/42 HV5532
m co P, F 4 3/4" X 20 HV5537
idll�.'11.1 IF.11,01.177 1 7C-n7 7-7:0 ;0 ;o 1'7;0 7 7.7 7 G 4 3/4, X 2 1/4' HV5502
H 2 3/4, X 1 3/41 HV5536
S E C T 1 0 N C 1 2 3/4' X 2 1/4' HV5602
2 3/41 X 2 1/22 HV5538
F H F N 0 T E AL L BOLTS TO BE HICH STRENGTH
H A VITH NUTS AND VASHERS-
CONNECTION OA' REQUIRES VASHER
14*- OlE H ON EAVE STRUT SIDE ONLY-
14'- O'E H zi 131- 41'
_7.L4____ 7*- 41
F03
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7 7 7 7 7 7 7 7 7 7 7 4 z z z e z e z e e e e e e 7 7 7 7 7 7 7 7 of— ou
0. 0' J- 1§1- 011 ou IV- Ov
801- go
ENDWALL *D'
f-FLC6COlO5OOVHT
FL54-200100
CDP
h- NOTE,
C:k FRAMED OPENINGS MUST BE LOCATED AS SHOWN ON
PURCHASE ORDER- FAILURE TO FIELD LOCATE FRAMED
Lu OPENINGS I N BAYS INDICATED ON PURCHASE ORDER
MAY RESULT IN GIRTS BEING INADEQUATE TO CARRY
REQUIRED DESIGN LOADS- BUILDER IS RESPONSIBLE
L2 "r cq 40 FOR CONTACTING DEAN STEEL BUILDINGS IN THE EVENT
w w w w w w in c,* cn (n (n cn
I- co co OF A CHANGE IN LOCA71ON OF FRAMED OPENINGS-
NOTE,
DIMENSIONS ON THIS SHEET ARE STEEL DIMENSIONS
AND DO NOT INCLUDE SHEET LEDGES, ETC- FOR
CONCRETE DIMENSIONS SEE THE ANCHOR BOLT PLAN-
A C D E NOTEs
SHEETING MUST BE ATTACHED TO ALL SECONDARY FRAMING
F PER DEAN STANDARD DETAILS- THIS INCLUDES ALL
DOUBLE PURLINS AND CIRTS REGARDLESS OF LOCATION-
H H
14' O'E H
14' DOE H 11 Zil
13' 4*
z10 Z12__ Z12 Z.10
T'- 4'
Z9 Zil 711 Z9 2t- 62 P FOR PERMIT
. . . . . . ot— Do
E91 11. NEV11111 BITE it
20'- 291- go 20'- 0 0' JOB 1911EI 13501 111LIll' K & J CUSTOM CABINETS
IBM DATE Clstollot
801- og A MAN 8/7/89 BEICIM1411
STEEL 11IL11161,11C. CHECKED BITE LM-1 80' X 40'-24 X 14'EH
ENDWALL 'B* 2733 Hilsol STREET WU 30' X 49'- 12 X 11' 5' LS
FT. BYERS, FLOR101 MET MIEN
ENDVALL FRAMING & SHEETING
LicZ-- __�Jzs+ t-,- tc0W3+. 4 0 F (;v
NOTE,
SEE DEAN STEEL BUILDINGS. INC.
STANDARD CONSTRUCTION DETAILS
PACE 41 FOR SKYLIGHT DETAILS
PACE 42 FOR MONOVENT DETAILS
C L-_a ————————
rr- RTA6-180300GLM
150- of /r- c:p
RTA6-210300GLM
cm
�/ZRTR T A6
r RTA6-240300GLM
6_ 7 0.
-270300GLM
A6 2
RTA6-300300GLM
Z-2
2
X
4m
c�
4=
CF-2 P.-
C2
CD __j
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C*
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21'- 2 9/16-
cnl
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C-2. :.r 0
cc
T—::P:�: 7#
Z-1 ZEB6-171000
C2 C2
C2
—————————————————
C2
CF-1 CFEJ-180811 RTA6-300300GLM
—T— r-b
CD
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L————————————————— =
161- 01 161- 00 cm
C-4
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CF04-160196 CFA4-1 7
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15t- Of
301- 0 4 51152
21- Of
FASCIA FRAMING 6 3/15.
A�T�O I I�IV 4
JOF HIGH RIB 111- 0' JOF HIGH RIB
101- Do
5 NOTES CLOSURE
A BUILDER MUST START MONOVENT V/TAPE SEALER
AS SHOWN TO PROVIDE A WATER (TYP-) P IFOR PERMIT 91
PROOF SEAL m 10.1 IEV11111 pill of
R �11 9W
ROOF PANEL
400 K J CUSTOM CABINETS
13501
MONOVENT COF HIGH RIB SECTION A A still DATE C11711114
5�� WDC i I BESHIFT111,
6 ,6'�OF HIGH RIB 9-- 0- 8/15/89
1(3 RIDGE CAPS REMOVED FOR EACH MONOVENT) STEEL 111tillIS-11C- CIECIED DATE LM-1 80' X 40'-21 X 14'EH
2735 N11101 111JET - ---I WU 30' X 491- 1 " X 11 '- 6' LS
Fl- MIER - FLORDI smat 11NIER ROOF SHEETING PLAN
ZEE EAVE STRUT SIDE SHEETING
REFERENCE TABLE REFERENCE TABLE REFERENCE TABLE
REF NPD REF NPD REF NPD
NUMB NUMB NUMB
ZI ZEA5-210200 ESI ESA4C2OOOI4 SI RTAB-140100
Z2 ZEA7-170100 ES2 S2 RTA6-031100
Z3 ZEA7-180200 ES3 S3 RTA6-061100
Z4 ZEA7-120100 ES4 ESA4Cl5III2 S4 RTA6-140300
Z5 ZEA7-070100 ES5 S5 RTA6-140600
Z6 ZEA7-010806 ES6 ESA4CI?OOI4 S6 RTA6-140900
Z7 ZEA7-020912 ES7 S7 RTA6-150000
za ZEA7-070912 se RTA6-150300
Z9 ZEG7-190004 S9 RTA6-150600
ZIO ZEG4-190004 SID RTA6-150900
4 5 Zil ZEG7-190500 Sil RTA6-160000
CABLE BRACING
Z12 ZEG4-190500 REFERENCE TABLE S12 RTA6-160300
TYPICAL PEAK DIAPHRACH Z13 ZEG7-150500 REF NPD $13 RTA6-160600
301- go SPACINC Z14 ZEC4-150500 NUMB S14 RTA6-160900
Z15 ZEG7-030504 S15 RTA6-170000
Z16 ZEC7-010008 XCI XC-5-260700 S16 RTA6-170300
4X AN 1219 Z17 ZEG7-140004 XC2 XC-4-270900 S17 RTA6-000000
zi a ZEG7-130708
ESI ESI zig ZEG7-030112 XC3 XC-4-210000 S18 RTA6-000200
ZI Z20 ZEG7-191001 Sig RTA6-000500
S20 RTA6-000800
zi
S21 R7A6-OOIIOO
Xci FRAMED OPENING S
cm ZI zi REFERENCE TABLE 22 RTA6-010500
-010200
S23 RTA6
REF NPD
P4 NUMB S24 RTA6-010800
4� L"
I -ZI S25 RTA6-OIIIOO
lzx I FOI WD3070S S26 RTA6-020200
z I z I S27 RTA6-020800
S28 RTA6-020500
F02 CHA4FI30100 S29 RTA6-021100
cn " \" " " z I
ui C.) " zi S30 RTA6-030200
X CHA4Fl3OIOO
XC2 CHA4-091112 S31 RTA6-020700
z I zi F03 CHA0140100 S32 RTA6-020400
CHA4HI30300 $33 RTA6-020100
S34 RTA6-110700
I CHA4-091112 S35
ZI /71 F04 CHA4CO70100 RTA6-110900
Zt p/. is CHA4CO70IOO S36 RTA6-120000
z I CHA4-121112 S37 RTA6-120300
S38 RTA6-120600
I z I S39 RTA6-120900
XC2 S40 RTA6-130000
71 z 1 Go $41 RTA6-130300
S42 RTA6-130600
AN 121 S43 RTA6-131000
z I z I S44 RTA6-121000
S45 RTA6-130.100
zi zi S46 RTA6-120908
S47 RTA5-050208
S48 RTA6-041108
zi zi S49 RTA6-040808
XCI S50 RTA6-110709
zi S51 RTA6-110908
zi
z I z I
ESI
ESI
194- on 191- 00 is
NOTEl
DIMENSIONS ON THIS SHEET ARE STEEL DIMENSIONS 40'- 2"
AND DO NOT INCLIUDE SHEET LEDGESt ETC. FOR
CONCRETE DIMENSIONS SEE THE ANCHOR BOLT PLAN. P FOR PERMIT
NOTE:
ROOF FRAMI,LC PLAN Ect 18. I�Vllllll BITE It
SHEETING MUST BE ATTACHED TO ALL SECONDARY FRAMING
PER DEAN STANDARD DETAILS. THIS INCLUDES ALL
DOUBLE PURLINS AND GIRTS REGARDLESS OF LOCATION. JOB INNIER 13501 K & J CUSTOM CABINETS
111VI BITE 0STINE1,
STEEL IVIL11111,11t. NAN 8/7/89 1ESCRIP1181,
2733 011301 ITREET CIECKED DATE LM-1 80' X 40'-2- X 14-EH
Fl. HTERS, FLORIDA WU 30' X 49'- 1 ' X 111- 6* LS
q $BEET 1911EN 2 ROOF FRAMING PLAN
01 T. PART# DOLT SIZE "A I so% sca tog PROJ-
16 HV5625 1/28 X 0'- 6' 1/2* 2$ 0' 52 1 3/4' 1 1/20
FB =
34 1 1 31 30 22
D C 40 H V 5 6 21 3/4' X 1 3/4' 3'
2 -HV5622- 7/8, X 1 '- 3' 7182 4* - 1 3' 3 1/20 26
4 IHV56231 I - X 1 1.- 11 - 4' 1 1 60 4' 1 2'
16 IHV562411 1/4' X 2'- O' l 1 1/411 -4'_I 2'- 0' 1 3 3/4-1 2'
I
ANCHOR BOLTS BY DEAN
89
lol- 1 5/
ALL DIMENSIONS TO OUTSIDE Is,- I
OF SHEET LEDCE VHERE APPLICABLE 48
CIRT LIKE
TYPE A WIND COLUMN 0
ANCHOR BOLT DETAIL
1 1/26 25 PROJ. (TYP)
LR TYPE 'C' WIND COLUMN Lu
7 11/16' C.5
HOMENTO BASE 104 KIP-FEET 9m 11
--F 0
45
% j I le DIA. (TYP.) 2
T_
L J
co
ca
SHEET LEOCE DETAIL VU FRAME cn CD
CENTER LIKE
NOTE, 13/161 Z'" cm cm
0- r LR TYPE 'A" VIND COLUMN
ALL ANCHOR BOLTS 3/41 DIA. — m
cc :20 MOMENT@ BASE 42 KIP-FEET
EXCEPT AS NOTED.
6 3/161 :00
3 1/2"
:L
TYPE C W I ND COLUMN
;I f4c
Go
ANCHOR BOLT DETAIL
La
(TYP RICID COLUMN BOLTS ca
1 1/4* DIA. 10 —T
LL..
r CD
L L i L 40
8 1/2" t �8. 4:i5�-
2
;PEET kEDCE .
C.0
5 1/20--a
zrl LR TYPE lCk,411D COLUMN
DEAN STEEL BUILDINC$4 1111C. DOES NOT MICK AND IS NOT RESPONSIBLE MOMENT@ BAqE 104 KIP-FEET ew
FOR THE DESICK, MATERIALS, AND CONSTRUCTION OF THE FOUNDATION.
ADEQUAYE PROVISIONS SHALL BE MADE 11 THE FOUNDATION DESICK
FOR LOADS IMPOSED BY COLUMN REACTIONS OF THE BUIEDINC AND
ANY OTHER IMPOSED L.OADS, ACCOUNTINC FOR THE BEARINC CAPACITY 19
OF IRE SOIL AND OTHER CONDITIONS OF THE BUILDIAC SITE.
SIDEVALL C
1 2 1/2'--. -w-
15'- 1 1/2' .14 14'- 10 1/2, 111- Do -8 191- oi - 1 '- 2 1/2'
301- go so
R E A C T 1 0 1 S I I K I P S FRAME LINE (D 704- 50
DL+LL
+ DL+VL (CASE 1) DL+VL (CASE 11) APP R 0 V E D
+ + CITY OF ATLANTIC BEACH
BUILLDING OFFICE
2.3 2.3 0. 1 4.4 0.4
4 8 S E P 1 11989
WT 5or, &4 6'Tp,U G"n v P4
t t
5 7 11 .0 5.7 9.0 13.4 4.9 4.9 6.2 0.8
/2' DIIA ANCHOR BOLTS SEE DEAN STEEL BUILDINCS. INC.
R E A C T 1 0 N S I I K I P S FRAME LINES (DAND 0 STANDARD CONSTRUCTION DETAILS
PACE 15 FOR WIND COLUMN DETAILS
DL+LL PA9ES 38 AND 39 FOR VALK DOOR
1 .0 DL+VL 1 .8 30 3 AND FRAMED OPENINC DETAILS P IFOR PERMIT 61zelai
HDt + 1 4 2 1/24 ECI is. Willis _ T ICTE
1 .0 I -B I ____ - 11 1/26 SHEET LEDGE
F 4.7 -0— 3.9 OUTSIDE OF CONCRETE its 111111 llILlEl' K L J CUSTOM CABINETS
f1 1 1/21 F.O. VI 1 1/2 It 1111111 WE ClITINEIg
4 7 3 9 -_0A � h
STEEL 191LO1191,109- VOC 8114/89 1ESCAIPTIOls
CIECK11 111TE
2733 BlIS01 STIJEI LM-1 80' X 40'-20 X 14'EH
FT NTERS* FLIA 11 INEET 1113EI VU 30' X 49'- 1 ' X ll '- 62 LS
4(� __we�,s4 E(6,h+-k 1 0 F 1!� ANCHOR BOLT PLAN
PLANS APPROVED
CITY OF ATLANIINC BEACH
SEP 8 - )Jdj
DATE CITY BUILDIN OFFICIAL Building and Zoning
AUTHORIZED SIGNATURE
'lip
THE ROOF LIVE LOAD IS APPLIED [� YES BUILDER
THIS IS TO CERTIFY THAT THE ABOVE STEEL UTILIZING THE TRIBUTARY AREA 0 NO
STRUCTURE IS DESIGNED TO MEET OR REDUCTION FOR ANY STRUCTURAL CUSTOMER I.,K41 q5O 7-�40'-z-�x I'v�(i t4
EXCEED THE FOLLOWING LOAD COMBINATIONS: MEMBER IN ACCORDANCE WITH THE BUILDING SIZE9L
1) '�o#- PSF LIVE LOAD PLUS DEAD LOAD STANDARD BUILDING CODE, TABLE DEAN JOB NO.
1203.6. 1 '�)
2) —Lt—0 MPH WIND LOAD PLUS DEAD LOAD DEAN STEEL BUILDINGS, INC.
THESE LOADS ARE IN ACCORDANCE WITH FT. MYERS, FLORIDA
1:16e, a,; uj/ S(o GREER, SOUTH CAROLINA
MILIB f M A%R COMPLIANCE NUMBER SM7
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IMPORTANT
PLEASE READ THE FOLLOWING : Proper Erection Practices:
Dean requires that the erection of its products be done by experienced pre-
Unloading Check-out and Shortages: engineered metal building assemblers. Erection and construction methods
It is essential, while unloading your Dean building, to verify that all com- should be performed as outlined in the "American Institute of Steel Construc-
ponents listed on the shipping papers were actually shipped. Our drivers tion Code of Standard Practices for Steel Buildings and Bridges, Part 5."
are instructed to spend as much time as necessary to verify this.Any items In addition, the erection policies and practices of both the MBDA Inde-
found to be shipped short, or in direct conflict with the shipping papers pendent Erectors Division, and MBMA erection practices must be understood
should be noted on the driver's report. This serves two purposes: 1) you, as and adhered to. The quality of erection has a direct bearing on the quality
the erector, will be aware that a particular item is missing and can tem- of the end product. If there are any questions as to these drawings on the
porarily work around it; 2) it lets us know that we have a problem and allows Dean Steel Building System, please do not hesitate to contact our Customer
us to react quickly. This system eliminates the discovery that something Service Department.
is missing at the time you need it to erect the building. Taking the time to Back Charge Claim Procedure:
properly unload the job and check it allows for proper placing of the parts
around the jobsite, which should expedite the erection process. Dean will The Customer Service Manager must be notified at once when a condition
do its utmost to fill any reported shortages as quickly as possible. Once the becomes apparent, which may result in a back charge by the builder, or
erector, or owner, signs that he has received the goods and accepted them erector. Notification by phone must be confirmed in writing. Some approxi-
as being complete, we can only assume that shortages after this point are mation of the amount of the back charge must be established at this time,
missing due to jobsite theft. All claims for damage or shortage must be and an authorization from the Customer Service Manager must be secured
presented, in writing, to the carrier — either Dean Steel Buildings, Inc. or before the work is started,
common carrier, within seven days after receipt of materials by purchaser. Dean will not honor any field corrections or back charges unless prior notice
Failure to do so voids any claim, has been given and agreed upon. All discrepancies must be agreed upon,
in writing, and accompanied with a Dean purchase order number before
Storage and Protection of Materials: Dean will honor any back charges. Dean will then pay this agreed amount
A Galvanic action known as'white rust' may result when aluminum,galvanized, upon presentation of an invoice. Payment will be by credit memo to the
or the galvanized prepainted coating on piled flat sheets or nested formed builder's account.
sheets become wet from rain, condensation, or other causes. Under certain Any work which is undertaken without such notification and authorization,
weather conditions this 'white rust' can happen in as little as 24-48 hours. for which the builder expects to back charge Dean, will not be honored as
Galvalume coated sheet is susceptible,as is galvanized sheet,to wet storage a back charge.
staining. However, due to the composition of the coating, the sheet surface Should a discrepancy exist, Dean may elect to do one of the following:
will develop a dark gray discoloration as opposed to the white oxide that 1) Ship material from its plant for field correction (freight allowed).
develops on galvanized. Formed prepainted sheets must be protected from 2) Purchase material locally (or allow builder to do so) for field
moisture, in the same manner as plain galvanized or Galvalume sheets, if they correction.
are in contact with other sheets. The sheets must be properly packaged and 3) Modify existing materials previously shipped to conform to
stored. It is important upon receipt of material to examine packages for requirements.
damage. Builders should take prompt action where cuts,tears,or other damage 4) Return material to Dean's plant for exchange or modification
is evident. If moisture is present the panel should be dried at once. requirements,
Panels that cannot be stored out of the elements should be restacked in- When trucking is furnished by Dean, it is Dean's intent to arrive on the
dividually and spacers put between the panels, so that individual panels jobsite at a pre-designated time and every effort will be madp to do so.
can have air circulated around them (non-rpetallic spacers, i.e., wood, card- However, Dean will not accept any back charges due to late arrivals.
board, etc.). E3undled panels should be off the ground sufficiently to prevent Dean will not pay any back charges for delays that may be incurred due to
rising water from coming in contact with the panels. Bundled panels should shortages. Dean will not pay claims on improper unloading of material,
also be slanted so that any condensation may be drained off. All bundled improper storage of material, or delays or damages caused by improper
panels should be thoroughly covered with a waterproof canvas tarp. Do not erection techniques. Dean Steel Buildings, Inc. may make changes from
use non-breathing materials such as plastic because they prevent air time to time in their product lines by discontinuing, altering, or modifying
passage and tend to trap moisture in the bundle. Roof and side panels should any or all of the products included therein and by adding new and additional
be erected as soon as possible after their arrival at the jobsite. If prolonged products thereto. Dean Steel Buildings, Inc. shall not, however, be liable to
jobsite storage will be required, the builder is advised to seek storage of builder in any way or for any reason on account of any change in Dean Steel
the panels out of the elements. Buildings, Inc.'s product lines.