HomeMy WebLinkAbout17090172 Building PlansGENERAL NOTES & SPECIFICATIONS
Design Criteria
Applicable Building Code: 2014 Indiana Building Code
1. Design live loads
A. Roof loads
r I h r wrn s to schematic or com letel
Any alteration made by the detaller on the structu al stee s op d a g p y
ABBREVIATION
O S
1.1. Minimum roof snow or live load
ABBREVIATIONS
.................._ _1111..
- -_
----
dictated by Building Official
= N/A
1.2.
Minimum roof live load by code
= 20 psf
1.3.
Ground snow load
= 20 psf
.-....-...)......)...
i
1.3.a. Snow exposure factor (ce)
= 1.0
............"....""'"'.."" ................".
1.3.b. Snow importance factor (Is)
= 1.0
...._:\ AW
1.3.c. Thermal Factor (Ct)
= 1.0
1.4.
Flat roof snow load (Po
= 14 psf
1.5.
Rain on snow
= 5 psf
1.6.
Total design snow load
= 20 psf + drifting
1.7.
Roof design is governed by the minimum roof
live load or total design snow load +
ADD'L.
drifting whichever is more stringent.
HORIZ.
2. Design wind loads
U "'
z
A. Basic wind speed (3 second gust) (Ultimate)
= 115 mph
2.1.
Exposure
=C
2.2.
Importance factor (Iw)
= 1.0
3. Seismic
Ss = 0.145
S, = 0.081
SDs = 0.155
SDf = 0.130
Seismic importance factor (le) 1.0
Risk Category II
Seismic site class D (presumed)
Seismic design category B
Analysis procedures Equivalent lateral force method
General
1. The structure or its modifications are designed to be self-supporting and stable after the building or its
modifications are fully completed. It is solely the contractor's responsibility to determine erection
procedure and sequence and insure the safety of the construction personnel, public, building and its
component parts, and adjacent buildings and properties. This includes the addition of whatever temporary
or permanent shoring, bracing, needling, etc. that may be necessary to brace new construction, adjacent
buildings, existing walls, and framing to remain so that the structure is braced for wind, seismic, gravity,
construction loads, etc. and that no horizontal or vertical settlement or any damage occurs to the adjacent
existing structures. Temporary supports shall be maintained in place until permanent supports and/or
shoring and bracing are installed. Design of these supports shall be by a registered engineer registered in
the state where the project is located in the employ of the contractor.
2. Fall protection support shall be provided in accordance with OSHA requirements as required. Such
material shall remain the contractor's property after completion of the project.
3. It is the contractors responsibility to enforce all applicable safety codes and regulations during all phases
of construction.
4. The contractor shall perform all construction for the project in a manner and sequence that are based on
accepted industry standards that recognize the interaction of the components that comprise the structure,
without causing distress, unanticipated movements or irregular load paths as a result of the construction
means and methods employed.
5. Construction loads shall not exceed design live loads. The contractor shall be responsible for all design
required to support construction equipment used in constructing this project. Shoring and re -shoring is the
responsibility of the contractor.
6. Principal openings through the framing are shown on these drawings. The general contractor shall
examine the structural and mechanical drawings for the required openings and shall verify size and
location of all openings with the mechanical contractor. Providing all openings required by the mechanical,
electrical, plumbing, or other trades shall be a part of the general contract, whether or not shown in the
structural drawings. Any deviation from the openings shown on the structural drawings shall be brought to
the engineer's attention for review.
7. The existing conditions shown on these documents were based upon existing drawings prepared by
Smith / Roberts & Associates dated 10/30/2003. The contractor is responsible for field verifying all existing
conditions- any discrepancies are to be immediately reported to the engineer and architect prior to
proceeding with any of the work in question.
8. All mechanical and electrical duct work, plumbing, piping, wiring, lighting and all architectural items that
need to be removed during the modification of, or reinforcing of, existing structure shall be replaced in
kind. The contractor shall keep all existing systems in operation during the construction phase of the
project.
9. All contractors are required to examine the drawings and specifications carefully, visit the site and fully
inform themselves as to all existing conditions and limitations, prior to agreeing to perform the work.
Failure to visit the site and familiarize themselves with the existing conditions and limitations will in no way
relieve the contractor from furnishing any materials or performing any work in accordance with drawings
and specifications without additional cost to the owner.
10. Details labeled "Typical Details" on drawings apply to situations occurring on the project that are the same
or similar to those specifically detailed. Such details apply whether or not details are referenced at each
location. Notify engineer of clarifications regarding applicability of "Typical Details".
11. Work these drawings with architectural, mechanical, and electrical drawings.
12. Do not scale drawings.
13. Any discrepancies between structural and architectural drawings shall be brought to the attention of the
architect and structural engineer.
14. Should any of the general notes conflict with any details or instructions on plans, or in the specifications,
the strictest provision shall govern.
15. Shop drawings and submittals:
A. These drawings shall be checked and coordinated with other materials and contracts by the
general contractor and shop drawings and submittals shall bear the contractor's review stamp with
the checker's initials before being submitted to the architect for approval.
B. When the fabricator has been authorized to use the architect and engineer's drawings as erection
drawings, the fabricator must remove all title blocks, professional seals and any other references to
the architect and engineer from that erection drawing. The fabricator's name and title shall be
placed on the erection drawings.
C. Where dimensions and elevations of existing construction could affect the new construction, it is
the contractor's responsibility to make field measurements in time for their incorporation in the shop
drawings.
Structural Steel
1. Detailing, fabrication, and erection shall conform to the latest AISC specification as referenced in the
applicable building code.
Structural Steel: (M, S, C shapes) ASTM A36 uno
(Plate, Angles) ASTM A36 uno
2. Details and connections completely detailed in the contract drawings may not be altered without written
approval by the engineer. Where approved, altered connections shall be completely detailed by the
fabricator's engineer clearly on the shop drawings.
3. Alterations of schematic connection details may impact architectural concept and shall not be made
without prior written approval of the engineer.
4. All welding shall be done using E-70xx electrodes in accordance with the latest AWS specifications.
5. Work these drawings with architectural drawings for nailer holes and architectural clearances.
6. General contractor shall verify all structural beam locations, mechanical unit weights and opening sizes
and locations with mechanical contractor and vendor's drawings for actual mechanical unit purchased.
7. Splicing of structural members where not detailed on the drawings is prohibited without prior approval of
the structural engineer.
8. Cuts., holes, coping, etc. required for work of other trades shall be shown on the shop drawings and made
in the shop. Cuts or burning of holes in structural steel members in the field will not be permitted, unless
specifically approved in each case by the structural engineer.
9. All weld sizes not shown in details herein shall be the minimum required size based on thickness of
thicker part as per AISC thirteenth edition, tables J2.3 & J2.4. exception: at member splices welds or bolts
shall develop full strength of the member or components being connected.
10. All around welds indicated herein shall be discontinuous at the flange tips of open sections.
Structural Steel (cont.)
A5 ', � A4
/
_... ..........i \..---- -
30'-0"± 30'-10"±
_=xTE";I tot .
:ARS:,
A3
\\
Z A2
r't
11 ..............3'
30'-10"±
11.
r I h r wrn s to schematic or com letel
Any alteration made by the detaller on the structu al stee s op d a g p y
ABBREVIATION
O S
Q
ABBREVIATIONS
.................._ _1111..
- -_
----
11_11_... ----- .1_1 - .._ _. _�-_
_ -- - - - �__._..__._....."--------- - __
.._ ..............___- _1111.._. _. _. _. ._._ __.
._ - - - - --- - -- - --- _=---------------------------
_.. -..r T__.�
_.1 _.._.. .._11_11 _.. - -
__. __--------------------------_..._._.._._.�...__...__..._.._...
- - � ----.-------__.. _ _ __..._...._._.f
_ ................. _..
--- _--
i n h wn n the contract drawings must be clear) identified b cloudin orb direct
detailed connect o s s o 0 9 Y Y 9 Y
U
m
._5 t
D
.-....-...)......)...
i
..<:__..__................_............_...........................................-..-.............................,..._...................,......_.........._.......__...................-.......................,......-_......_..................__.._.........._..._...._............_._...............................................................--...............................................-1
... '.
(E) 24G 5N 6.2K
..__.......____-........__...._............_..................................................................-----1.
............"....""'"'.."" ................".
(E) 24G 5N 6.4K (E) W18x35
._................................ ------
...._:\ AW
note on the shop drawing by the detailer prior to submission to the engineer.
A.B.
ANCHOR BOLTS
HD'D.
HEADED
?
1
,
i
?<
EEO
l
z
ADD'L.
ADDITIONAL
HORIZ.
s I
HORIZONTAL
U "'
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7
3
j
0 --..._....
12.
An member sizes shown on the plans, and current) listed in the AISC Steel Construction Manual latest
Y P Y
AFF
ABOVE FINISH FLOOR
I.F.
INSIDE FACE :I
f
F---
I I
�
v
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w ✓ i
edition, which are not currently available must be brought to the architect and structural engineers
ARCH.
ARCHITECTURAL
INT.
INTERIOR
�jU 0, pip
y•_ 7
Z aCiaM
_ _i I cJ
-7,"�
W
U
E£ aa,
d9 o _s
y� o �
E- ymo
z
Q =
�w a Q
a -u
a � cn
->-� r
_
0- o d
'n,•
attention prior to award of steel contract. No claim for additional cost will be accepted after the award:
B. PL
BASE PLATE
J/B
JOIST BEARING
:-UX E"
N aE o
U
°'aa
�-:,,�5 L
-
- _
Wt! R d
00.
Cd p,y �
- - - - - -
��
U`
Di
d
-I
'° "
- �-
JL d-
for member/built up member substitutions for these sizes.
BLDG.
BUILDING
JST.
i
JOIST
II I
"mMM.0
�
W 41 is iw �
AHU-1
x
AHU-2
AHU-3
LU ,n
; ,
F..,
BLK.
BLOCK
JT.
JOINT
-F=-1
435
_5
C_ w
435#
455#
-(
UNISTRUT CHANNEL
d'
13.
All supplemental steel required for roof units and roof openings over 12"x12" to be supplied by structural
BM.
BEAM
k
KIP
a
" d TfO 4+
Q Q M 0 V)
�, aoc
Q� N V
�L.rul, ijr.ti I IVIYJ a UG IMILO
SHEET NUMBER
BEAM (P100q) TYP.
SCALE: AS NOTED
steel fabricator and be coordinated by general contractor with the joist fabricator, mechanical drawings
BOT.
BOTTOM
LG.
LONG
':
j
I I
IIIIzzziIIIIIIIzIi
and mechanical equipment supplier.
BRDG.
BRIDGING
L.L.
LIVE LOAD ?I UNISTRUT
1
E
BRG.
BEARING
(LLH)
LONG LEG HORIZONTAL
r CHANNEL
1 I
UNISTRUT
14.
Level and plumb individual members of structure within specified AISC tolerances. For beams which
BTJ
BOLTED TIE JOIST
(LLV)
LONG LEG VERTICAL
x BRACE
CHANNEL; I € RV -2
support steel joists, maintain such tolerances as will assure specified minimum joist bearing. Tolerances
CANT'L.
CANTILEVER
LW
LONG WAY
m _
i P1000
Q
I BRACE
144#
shall not be accumulative. Temperature correction shall be applied so that the structure will be plumb and
C.I.P.
CAST -IN-PLACE
MAS.
�3
MASONRY ;I,
IN - - 7
( )�
': P1000
-
will have clearances specified at 70°F.
C.J.
CONTROL JOINT
MC
MOMENT CONNECTION w
\ /
_
RV
I ( ) T
�\ %�
c�
c
;
CL
CENTERLINE
MECH.
MECHANICAL
PROVIDE ANGLE FRAMING AT
I X I
-1 co
223# x
I /.� I
e-
�*
Quality
Assurance
CLR.
CLEAR
MFR.
MANUFACTURER
DUCT OPENING. EE TYPICAL
S C
!II
/ \
(D
I
IL
1I�II
;iIziiIIi��I�IIItztzzzZzII
CMU
CONCRETE MASONRY UNIT
MTL
METAL
DETAIL ON THIS SHEET. TYPICAL
II
V - = N
I u)
1.
Test reports: submit copies of reports of tests conducted on shop and field bolted and welded
COL.
COLUMN
(N)
NEW
AT MECH. UNITS. GENERAL
s1'
w
j
connections. Include data on types of tests conducted and test results.
CONC.
CONCRETE
(N.1.C.)
NOT IN CONTRACT
CONTRACTOR TO COORDINATE
(E) 24KSP1 JO(ST !
(EJ 24KSP1 JOIST
CONSTR.
CONSTRUCTION
N.S.
NEAR SIDE
EXACT DIMENSIONS &
00 �'
-
2.
An independent testing and inspection agency shall be engaged to inspect high-strength bolted
CONT.
CONTINUOUS
NTS
NOT TO SCALE
LOCATIONS OF FRAMING WITH
I1
iIiIzzIizIIIIIIIII
connections and welded connections and to perform tests and prepare test reports. Testing agency shall
C.Y.
CUBIC YARD
O.C.
ON CENTER
MECHANICAL CONTRACTOR.
I
conduct and interpret tests and state in each report whether test specimens comply with requirements.
DBA
DEFORMED BAR ANCHOR
O.F.
OUTSIDE FACE ,:
: i
I
noting any deviations therefrom.
DET.
DETAIL
O/O
OUT TO OUT ;1.-._.",.- .. i
I
DIAG.
DIAGONAL
OPP.
OPPOSITE ;` 1
`
!
I
3.
Correct deficiencies in structural steel work which inspection and laboratory test reports have indicated to
O or DIA.
DIAMETER
PC
PRECAST CONCRETE 1 AP
1 1 I
1 I
I I
be not in compliance with requirements. Perform additional tests, at contractor's expense, as may be
DJ
DOUBLE JOIST
P L
PLATE .................•
,:-
I I
?
necessary to reconfirm any noncompliance of original work, and as may be necessary to show
DK.
DECK
3
PLCS.
PLACES
oYo
4II...::
compliance of corrected work.
D.L.
DEAD LOAD
P.S.F.
POUNDS/SQUARE FOOT
w
f
4.
Field bolted inspect in accordance with AISC Check at least one bolt on eve rY
DWG.
DRAWING
P.S.I.
POUNDS/SQUARE INCH
I (E) 28G 5N 10.6K
;
(E') 28G 5N 10.6K I (E) 28G 5N 10.6K
)
connections: specifications.
p p
DWLS
DOWELS
RAD.
--(" AN
Ii�
connection. Non -slip critical bolts tightened to a snu fit condition onl require a visual inspection. Slip
g g Y
EA.
EAC H
R.D.
RADIUS
II
3
1 fit;
\_/
critical bolts require a turn of the nut or calibrated wrench method inspection.
E.F.
EACH FACE
REINF.
ROOF DRAIN
REINFORCING
1. 1
111
1 ;$
1Htz
E.J
EXPANSION JOINT
REQ'D.
REQUIRED
H : i
I fH
j
:::......
5.
Shop and field welding: inspect and test during fabrication and/or erection of structural steel. Certify
EL.
ELEVAT ION
I-- : - :-------:;----: i
i €
I t
I -..r�.."i .y.......
welders and conduct inspections and tests as required. Record types and locations of defects found in
ELEV.
ELEVATOR
RET.
RETAINING
; Ar�.JAC.'�."'�
:
j I I
1 1
II1II
I :lw" .m".
work. Record work required and performed to correct deficiencies. Perform visual inspection of all welds,
E.S.
EACH SIDE
SECT.
SECTION +i
-
"" III;
:
? 1 i
° 3
; N,AN""
i
and perform ultrasonic tests of full penetration welds in accordance with ASTM E 164.
EQ.
EQUAL
SIM.
SIMILAR TO o
-'
{ .I o.
- -- --- CU -1
_' ti.i.,..';
1 !_ -----
SLAB ON GRADE
O 18K 289/150
! O 18K 297/1551
EQUIP.
EQUIPMENT
SP.
SPACES
480# ! _
E.W.
EACH WAY
SQ.
SQUARE
I
EXP.
EXPANSION
STIFF.
STIFFENER
l
(E) or EXIST.
EXISTING
STL.
STEEL
t'!
XT.
EXT ERI R
O
STR T.
UC
STRUCTURAL
ll
C U 2
I
=E
II
C U-3 -
v
F/BLDG
FACE OF BUILDING
SW
SHORT WAY
(
480#
L
i
535# i -
F/CONC.
FACE OF CONCRETE
SYM.
SYMMETRICAL
-
1;3
1 `'
i
F.D.
FLOOR DRAIN
T/
TOP OF
I
f ±E
FIN.
FINISH
TYP.
TYPICAL
: ' I
`
li
MC6x12 Of!
FLG.
FLANGE
LINO
-------
UNLESS NOTED OTHERWISE 1
:: i
I:;
°
TOP OF DESK.
TYPICAL AT MECH. UNITS.
"3
1
FLR.
FLOOR
VERT.
VERTICAL i,
AJ ;.................._...._
:..,._ I
SEE DETAIL N THI
O S SHEET.
F.S.
FAR SIDE OR FOOTING STEP
V.I.F.
\
VERIFY IN FIELD
1
I;
1
FT.
FEET
W.P.
WORK POINT
„ 1
FTG.
FOOTING
W.W.F.
WELDED WIRE FABRIC
`I'w I
1
GA.
GAUGE
W/
WITH
II w #
F
G.B.
GRADE BEAM
j
I
-._.
G.C.
GENERAL CONTRACTOR
:: I
(E) 28G 5N 8.6K I
. .
(E) 28G 5N 10.1K 3 (E) 28C;
`
GALV.
GALVANIZED
;ii`'
.I.;Iii.����44;:I::::IIIi....I..�.
5N 10.1K ;:.,
I_ _ _ ---_
---------- AG
L6x4x3/8x0'-6" (LLV)
(E) JOIST SPACING - SEE PLAN
Z_
ROOF OPENING
* A 3/16
y =:rp, ,
s10 0 __1
'- L4x4x5/16 TYP. EACH
TYP SIDE OF OPENING
3/16
BURGLAR BARS MAY OCCUR
COORD. WITH ARCH. & MECH.
* FOR ALL ROOF OPENINGS 12" OR GREATER.
COORD. OPENING SIZES AND LOCATIONS WITH
ARCHITECT & MECHANICAL CONTRACTOR.
TYPICAL ROOF OPENING DETAIL
L4x4x5/16 AT ROO
OPENING
0
%we
CLIP ANGLE J
L6x4x318x0'-6" LG.
LLV W/HORIZ LEG
CUT OFF AT EA. END
0
Lu
HORIZONTAL LEG
TO FIT BETWEEN
''I I O DECK FLUTES.
111
I
I
_--- E:.XISTIN:,
1E1:1
Iia . IC ISS
o
MECH. UNIT CURB. SEE MECH. DRAWINGS. I I 311
IiIzI
STEEL SHIMS AT 2' 0" O.C. I 3
(NOT REQUIRED IF TAPERED
FASTEN MECH. UNIT CURB TO CHANNEL , I CM
CURBS ARE PROVIDED, W/(5) HILTI #12-24 SELF DRILLING SCREWS j I
COORD. WITH RTU SUPPLIER (TYP. @ EA. SIDE) E C6x8.2 I I'
O
/ MC6, EACH END OF RTU CURB II 1
3/16 I
TYP. 'TYP. AT (SEE PLAN) ---� I' z I
E I ,
EA. JOIST 11.. ._ (E) W16x26 -(E) W16c26
\ M.... - -- --
3/16 AC ------ _____ ......... ....---------------- ,-;
.. �- t:;1111. .,.h ....i
i E/ �- EXI��.-L K l\ .. i
;"\ i �:
--------
-I-
//
I/
// /
//
// / /
EX€T` ' \A- SEE TYPICAL JOIST
REINFORCING DETAIL
* USE CAUTION WHEN WELDING AS NOT TO DAMAGE JOIST.
TYPICAL ROOFTOP MECHANICAL UNIT SUPPORTS
CONCENTRATED LOAD
TO TOP CHORD
ANGLE REINFORCEMENT
REQ'D WHEN GREATER /�
THAN 6" /
L1 1/2x1 1/2x3/16
EACH SIDE
L1 1/2x11/2x3/16
EACH SIDE
\,;t„_r; ANGLE REINFORCEMENT
TYP. :, :.: %:
3/16 =:,baT. if
REQ'D WHEN GREATER
DETAIL � THAN 6"
A CONCENTRATED LOAD
3/4"=1'_U, - TO BOTTOM CHORD
TYPICAL EXISTING JOIST REINFORCING DETAIL
6" MIN.
TYP. EA. 9-
EDGE OF
UNIT
L3x3x1/4,
TYP.
E 5/8" DIA. THREADED ROD
S1.0.0 MIN. W/WASHERS
& (2) -NUTS EA.
END. TYP.
ATTACHMENT OF UNIT
TO C6 BY MFR.
UNISTRUT CHANNEL
BEAM SEE PLAN
X-(2) MC6x12 `-
TYP. EA. END OF UNIT
---",\
C
s1.0.o
TYPICAL AIR HANDLING UNIT SUPPORT DETAIL
SECTION 1
3/4" = 1'-0" -
�E) ROOF DECK
9-
1 f ;,:IS -
.. ,_1
F
S1.0.0
J\-
UNISTRUT CHANNEL
BRACE, SEE PLAN
UNIT
L3x3
.... I 1111 ., i..._ 3....
..
1` \ 1\
A5 A4.5 A4 :+ A3 9 A3.7
1
I \ I
z
1
N PARTIAL EXISTING ROOF FRAMING PLAN
1/8" = 1'-0"
NOTES:
• EXISTING ROOF CONSTRUCTION: 1 1/2" ROOF DECK WELDED TO SUPPORT STEEL.
• COORDINATE ALL OPENINGS AND EDGE CONDITIONS WITH ARCHITECTURAL AND
MECHANICAL DRAWINGS, SEE THIS SHEET FOR TYPICAL OPENING DETAIL.
• SEE THIS SHEET FOR GENERAL NOTES.
• SEE THIS SHEET FOR TYPICAL DETAILS.
• JOISTS ARE DESIGNED TO SUPPORT EQUIPMENT INDICATED ON PLAN. IF EQUIPMENT
LOCATION VARIES OR WEIGHT EXCEEDS THAT NOTED THEN NOTIFY ENGI"'C=D
• (E) DENOTES EXISTING CONSTRUCTION. /
UNISTRUT CHANNEL
BRACE, SEE PLAN
DETAIL B
3/4"=1-0"
DIETRICH CLIP S975 (12GA.)
OR EQ W/ (2) #10-16 TEKS
TO MECH UNIT & (2) #12-24
TEKS TO MC6 CHANNEL
- UNISTRUT CHANNEL
BRACE, SEE PLAN
DETAIL42)
1 1/2" = V-0"
UNISTRUT CHANNEL NUT
WITH SPRING. (P1010)
A2.3 4 A2.1 A2
(E) ROOF DECK
DBL NUT
....._.___..._______............
11
(E) STEEL JOIST _ _ Q
TOP CHORD STEEL w _J
ANGLE, TYP. - - - - g Y
w U
Lu
1/2" DIA. BOLT (MIN,)
�ISTRUT CHANNEL FASTENED BETWEEN I 1 zz UNISTRUT CHANNEL
RACE JOIST TOP CHORD ANGLES I BEAM. PLACE SNUG
WM/ASHER EA. END AGAINST (E) JOIST
`` I € TOP CHORD ANGLES
=X SCREW tI i iOIS '' � t
B
,'BEYOND', ;, DRILL 5/8" DIA, HOLE THRU CENTER
WEB OF UNISTRUT FOR BOLT.
TYPICAL CHANNEL BEAM TO EXISTING
+�
00
UNISTRUT CHANNEL BEAM
SEE PLAN
WASHER & DBL NUT
Z_:_ - - - -
DRILL 5/8" DIA. HOLE THRU
CENTER WEB OF UNISTRUT
FOR THREADED ROD
THREADED ROD
TYPICAL THREADED ROD TO CHANNEL
BEAM ATTACHMENT DETAIL
DETAIL E
1 1/2" = 1'-0" -
JOIST ATTACHMENT DETAIL
DETAIL D
1 1/2" = 1'-0" -
UNISTRUT CHANNEL BEAM
ORIENTATION WITH RESPECT
TO CHANNEL BRACE MAY VARY,
SEE PLAN
WASHER & DBL NUT
UNISTRUT CHANNEL
NUT WITH SPRING. (P1010)
/ 1/2" DIA. x2 1/2" HEX HEAD CAP SCREWS
/ (HHCS050250EG)
/ UNISTRUT ANGLE FITTING (P1546)
1/2" DIA. x1 3/16" HEX HEAD CAP SCREWS
/ (HHCS050119EG)
UNISTRUT CHANNEL BRACE
- T
SEE PLAN
TYPICAL CHANNEL BRACE TO CHANNEL
BEAM ATTACHMENT DETAIL
DETAIL F
1 1/2" = 1'-0" -
FOREVER 21, INC.
3880 N. MISSION ROAD
LOS ANGELES, CA 90031
213.747.5100 TEL
213.741.5111 FAX
NOTES:THE DESIGNS SHOWN AND
DESCRIBED HEREIN INCLUDING ALL
TECHNICAL DRAWINGS, GRAPHICS AND
MODELS THEREOF, ARE PROPRIETARY
AND CANNOT BE COPIED OR
COMMERCIALLY EXPLOITED, IN WHOLE
OR IN PART, WITHOUT EXPRESS WRITTEN
PERMISSION OF THE FOREVER 21. THESE
ARE AVAILABLE FOR LIMITED REVIEW AND
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CONTRACTORS,GOVERNMENT
AGENCIES, VENDORS AND OTHER
PERSONNEL ONLY IN ACCORDANCE WITH
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COPYRIGHT @ FOREVER 21
2016 ALL RIGHTS RESERVED.
START DATE. MAY, 2017
F21 JOB NO: 4K-1250
STORE NO: 2106
DRAWN: STAFF
CHECKED: STAFF
ARCH
C &A
C 0 R T L A N D
M O R G A N
ARCHITECT
711 N. FIELDER RD.
ARLINGTON, TX 76012
PH: (817) 635-5696
FAX: (817) 635-5699
SEAL
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Thorson Baker Associates
C O N S U L T I N G E N G I N E E R S
3030 West Streetsboro Road (330) 659-6688 Ph,
Richfield. Ohio 44286 (330) 659-6675 Fax
SUBMITTALS:
06/01/2017
LANDLORD PRELIM SUBMITTAL
07/27/2017
LANDLORD/ PLANCHECK
SUBMITTAL
08/04/2017
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SHEET NUMBER
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SCALE: AS NOTED