HomeMy WebLinkAboutFIRE MARSHALL PLAN REVIEW 1-30-08�h
ST LUCIE COUNTY FIRE DISTRICT MANNED
Office of the Fire Marshal sly
Plan Review SQ--0000M
5160 N.W. Milner Drive Telephone: 772.621.3322
Port Saint Lucie, FL 34983 FAX: 772.621.3604
THE FLORIDA FIRE PREVENTION CODE, 2004 EDITION IS CURRENTLY ENFORCED.
The Code is based on NFPA 1 and NFPA 101, 2003 Florida Specific edition.
lurisdiction: SLC FMO Permit #: B-08-349
Iroject Name: Allied Chemical Secondary Building Building Permit #: 0802-0119
kddress: 9549 Rangeline Road
C11ontractor VM Construction Phone # 305-220-6557
Contractor's Address: 8370 West Flagler City: Miami
(State: Florida Zip Code: 33144
Architect/Engineer: DNB Design Phone # 786-275-8480
Occupancy Type: Storage AS Permit: No
Construction Type: VB FA Permit: No
Square feet: 3525 FFP Permit:
Number of stories: 1 Access Box:
Occupant Load: A es ` Key Switch:
NO
1. All revisions, including the electronic copy must ed pri permitting.
2. The Fire Marshal requires 24 hour noti n all specti
3. The respective Building Depart t s I hed 'nal inspections through the Fire Marshal's Office.
4. Failed inspections require f f pr' r to rescheduling of further inspections.
5. Penetrations through rate a of proper UL design. Design criteria shall be submitted
with the construction plans.
6. Fire alarm panels shall be to 'ated indoors within a controlled environment.
7. Plans and construction are subject to corrections in the field to maintain code compliance.
An electronic version of the construction plans on a CD is required. The file
format shall be .pdf only. The CD shall contain a sheet index file.
Files shall be separated by discipline. Files names shall match construction
documents sheet numbers.
Required Revisions
1. Provide portable fire protection.
2. MSDA sheets shall be provided to the fire district.
2008.08.27
08:16:06 -
R: 04'00'
(Design Report
SBS 9AC
74498
(Order
Allied Steel
Project IIJ:
6400 North Andrews Ave
Fort Lauderdale, FL, 33309
rRelease:
SBS 9AC
Plant:
ELZ
Service F
lop:
Rick Akram
Est. Date:
11/17/2005
District IV
onager:
Other
Project ID:
Purchase
BUILDING
CODE
Project Ue
Category:
Commercial
Jobsite State:
FL
Building
,ode:
2004 Florida
Jobsite County:
Palm Beach
Live Lc
;ad:
20.000 psf
Reduction:
Yes
Wind L
oad:
150.00 mph
Wind Exposure:
Exposure C
1/10ye
r Wind:
N/A
Wind Category:
N/A
1/30 Y
ar Wind:
N/A
Hurricane Coastline:
No
Miles From Coastline:
N/A
Snow
brounc Snow Load: 0.000 psf Snow Exp6sure* N/A
Min R f Snow Load: 0.000 psf Sea Level: N/A
Therm I Condition: N/A Rain Load: N/A
Seismic
Spectral Response(Sh) N/A % A[SnoWr Seismic: Normal
Spectr I Response(Ss) ! N/A Seisms one: N/A
Spectr I Response(S1) N/A Acceleration Zone(Za): N/A
Spectr I Response(S2) N/A Velocity Zone(Zv): N/A
Veloci Coefficient(Aa): N/A Zonal Velocity Ratio: N/A
Accele fated Coefficient;(Av): N/A Near Source Factor: N/A
Soil Type: i (D) Stiff Soil Design Seismic For Schools: N/A
i
Soil types (A, B, or C), (11, 2, or 3), (SA, SB, or SC), (S1, S2, or S3) result in smaller forces imposed on a building
during seismic event.; In the absence of a soils report prepared by a licensed design professional the building code
specifi s that the worst case, soil type (D), (4), (SD), (S4), be used by the building designer for determining seismic
forces. Star Building Systems requires a letter and copy of a soils report from a registered design professional to
document that the specified soil type exists at the site. Otherwise the conservative soil type (D), (4), (SD), (S4) must
be ass med for design! Ordinarily, for buildings with metal roof and wall and no collateral materials with high mass,
s�peci ling the conservative soil type will not affect the design or price of materials supplied by Star Building Systems.
V
Pate and time ptjnted: 01/30/2008 13:44:16 Conve +
Page 1 of 17
r .
IBUILDING A - MAIN
'Label:
nt:
Design Report
1SBS 9r4C
'74498
Allied Steel
Project ID:
A Type:
New Frame Type:
No Elevation A:
GEOMETRY, SIDEWALLS & ENDWALLS
Stand Alone
Single Slope
Sidewall
Width: 34'-11" Length: 7314"
SWA SWC
Eave eight: 21'-9 59/64" Eave Height: 18'-11"
Roof Slope: 0.000000 / 12 Roof Slope: 1.000000 / 12
Dist. tc Ridge: 0'-0" Dist. to Ridge: 34'-11"
Girts: 8.5" Z - Exterior Girts: 8.5" Z - Exterior
EWB EWD
Type: Non -Expandable Frame Type: Non -Expandable Frame
Girts: 8.5" Z - Exterior Girts: 8.5" Z - Exterior
Setbac System Standard Setbac System Standard
Gable Flash: Yes lash. Yes
Insulation Trim: No Cnsula,i n T,i No
Purlins: 8.5" Z nized Secondary: No
—rimary Reel Shop Coat: Red Frame Bolt Washers: No
(Date and time dfinted: 01/30/2008 13:44:16 Conve +
Design Report Allied Steel
SBS 9.4C Project ID:
74498
IBUILDI �IG A - MAIN
SP-ACINGS:
Bay Spa ling (EWB-EWD): 27'-2", 22'-6", 23'-8"
EWB CC L. Spacing (SWC-SWA): 1T-5 1/2",17'-5 1/2"
EWD CC �. Spacing (SWA-SWC): 17'-5 1/2",17'-5 1/2"
Purlin Spacing: System Standard
Purlin Locations (SWA - Eave to Peak):
Purlin L (cations (SWC - Eave to Peak): F-7 1/16", 3'-2 1/8", 5'-1 3/16", T-0 5/16", 8'-10 3/811, 10'-9 7/1611, 12'-6 1/211, 14'-5
5/8", 16-3 11/16", 18'-2 3/4",19'-11 13/16",21'-10 15/16", 23'-9", 25'-8 1/16", 27'-5
1/8", 29'-4 3/16", 30'-3 1/4", 32'-2 5/16", 33'-1 3/8"
Framfe Lines:
imn:
Col. Web Depth:
Raf. Web Depth:
Col. Recession:
1
1, 2, 3, 4 Hard d ashers:
Tapered Allowed Column:
72.00" Max Col. Web Depth:
72.00" Max Raf. Web Depth:
0.00" Ext Col. Recession:
No
Tapered Allowed
72.00"
72.00"
0.00"
e d[inted: 01/30/2008 13:44:16 Conve +
Design Report
SBS 9AC
74498
i s
113uildin A - MAIN
Allied Steel
Project ID:
�LOADSJ16ND ENCLOSURE, DEFLECTIONS & DRIFTS
Roof Snow Load By Design
Occupar ;cy Category:
Thermal Condition:
Seismic Design Category:
Wind I
Are all
Are all
0.000 psf
IV - Essential
Heated
osure:
med Openings enclosed with materials designed to resist building wind loads:
an Areas for Other enclosed with materials designed to resist building wind loads:
Ceiling Load:
Pfister/$,heetrock Ceiling
Purlins
ive:
Purlins
;now:
Purlins
ind:
Purlinsjotal
Gravity:
Purlins
Uplift:
Girts:
total
0.000 psf Sprinkler:
No Other:
L/150 - Default fters L'
L/N/A - Default er no
L/180 - Defa tJ R Wind:
L/120 - Defa Rafters Total Gravity:
L/N/A - Defa 1 Rafters Total Uplift:
L/90 - Default V Endwall Columns:
Calculated - Enclosed
Yes
Yes
0.000 psf
0.500 psf
L/150 - Default
L/N/A - Default
L/180 - Default
L/120 - Default
L/N/A - Default
L/90 - Default
Drifts
Portal Fame Wind: H/60 - Default
Portal Fame Seismic: H/50 - Default
Crane: H/100 - Default
Frame Live: H/60 - Default (by design H/90)
Frame Snow: H/60 - Default (by design H/90)
FrameWind: H/60 - Default
Frame eismic: H/50 - Default
Frame Total Gravity: H/60 - Default (by design H/90)
Frame Qtal Wind: H/60 - Default
Frame btal Seismic: H/50 - Default
* Note - frame Drift (by design) values are determined by Building Code, Crane, and Open conditions.
* Note - t is the responsibility of the Builder to interpret all aspects of the End Customer's
specific itions and incorporate the appropriate specifications, design criteria, and design
loads in o the Order Documents submitted to Star Building Systems.
nta anrt times 'rintari• n1/m/9658 13.441R Conve + AVS-Brine-St. Lude.shs
Design Report
SBS 9.4C
Allied Steel
Project ID:
_
74498
I/
)BUILDING
A - MAIN
BRACT
` SWA
Portal Frame
(EWB to EWD) @ Bays:
3
Roof:
Rod
(EWB to EWD) @ Bays:
2
SWC:
1 Tier Rod
(EWD to EWB) @ Bays:
1
EWB:
None
(SWC to SWA) @ Bays:
No Bays
EWD:
None
(SWA to SWC) @ Bays:
No Bays
Purlin:
Angles
Girt:
Angles
ROOF PANEL
2,606 s ft
Type:
DuraRib
Struct Screws:
1-1/4" Self -Drill
Gauge:
26
Stitch Screws:
7/8" Self -Drill
Finish:
Alum -Zinc
25 Year Coat Guarantee:
N/A
Thickness:
N/A
20 Year Perf. Guarantee:
N/A
UL Rati
19:
UL 30
Extended Panel:
No
UL Lett
No
Ridge Pan:
No
Standing
Seam Clip:
N/A
Alignment Strip:
N/A
Not by
anufacturer:
N/A
;ALL
ANEL 2,783 s ft
Type:
DuraRib
Struct Screws:
1-1/4" Self -Drill
Gauge:
26
Provide Washers:
No
Finish:
Polar White (SIG-200)
Stitch Screws:
7/8" Self -Drill
Thickness:
N/A
25 Year Coat Guarantee:
No
BASE C
ONDITION
Framin
1:
Angle
Flash Type:
NB3 r
Closurei
None
Flash Finish:
Light Stone (SIG-200)
FLASH
FINISH
Corner:
Light Stone (SIG-200)
Gable:
Light Stone (SIG-200)
Eave:
Light Stone (SIG-200)
All Other:
Light Stone (SIG-200)
Gutters
Light Stone (SIG-200)
Downspouts:
Light Stone (SIG-200)
uace ana time �nmea: uuavaeuu ia:44ab l;onve + AVS-urine-St. Lucie.sbs Page 5 of 17
I.
Design Report
I
SBS 9.4C
1 74498
BUILDING A - MAIN
Allied Steel
Project ID:
DESIG DATA FRAME(S): PORTAL -BAY 3
Inside 4arance: 19'-8 3/8" Peak Clearance: 18'-9 5/16"
Peak Rafter Depth: 22.50"
Column
Column
Knee:
Quant ty:
Diame er:
.raunpE
ortal) Elevation: A
=Horiz ntal:
Longi 6dinal:
Column Y (Portal) Elevation: A
Column a th
Base:
Knee
12.06"
Rafter Depth:
22.50"
12.19"
Clearance:
18'-9 7/16"
Base Plate:
4
Lem
12.13"
0.75"
Width:
8.00"
4
Thickness:
0.38"
8.46 Kips
-7.27 Kips
3.98 Kips
-3.82 Kips
0.00 Kips
0.00 Kips
12.06"
22.50"
Knee:
12.19" -iearance:
18 -9 7/16
Anchor
ods
Base Plate:
Quant—'ty:
4
Lem
12.13"
Diame
er: 0.75"
Width:
8.00"
Gaug
4
Thickness:
0.38"
Maximu
I Reactions
ertic 8.46 Kips
-7.27 Kips
Horizo
tal: 3.82 Kips
-3.98 Kips
Longi
dinal: 0.00 Kips
0.00 Kips
******
***********************************************************************************
* These
reactions control the design of the anchor
rods. The load
combinations which
* these
reactions may not be the controlling combinations required
for the design of the
* prod
ed foundation. It is the responsibility of the foundation
engineer to determine
* the 3�ad
combinations which are required for the
design of the foundation.
* Anch
= rods are not supplied by Manufacturer.
DESIGN
DATA FRAME(S): 1
Inside C
arance: 29'-10 1/2"
Peak Clearance:
0'-0"
-
Peak Rafter Depth:
0.69"
j Column
I (SWC)
Column
i
a th
Knee
ase:
9.56"
—Rafter Depth:
20.00"
Knee:
lods
18.56"
Clearance:
16'-811/16"
Anchor
Base Plate:
Quantity:
4
Lem
10.00"
Diamefer:
0.75"
Width:
8.00"
Gauge
4
Thickness:
0.38"
� � I
Design Report Allied Steel
SBS 9AC Project ID:
74498
BUILDI G A - MAIN
i
C Colun , 1 (Sidewall)
ertiC 5.53 Kips -14.13 Kips
Horiz �tal: 7.96 Kips -5.62 Kips
Longi udinal: 0.00 Kips 0.00 Kips
Column
i
Aumn Det3th Knee
Base: 1 9.56" Rafter Depth: 19.50"
Knee: 23.56" Clearance: 19'-2 1/2"
anchor nods
Base Plate:
Qua 4
LengtF— 10.00"
•Diam ter: 0.75"
Width: 8.00"
Gauq : 4
Thickness: 0.38"
e- rtic'a: 5.62 Kips -15.81 Kips
Horiz i ntal: 4.45 Kips -9. 85 Kips
Longitudinal: 0.00 Kips 0.00 Kips
***************************************************** ** **********************
* These reactions control the design of the ancho- T oad ombinations which
* thesD reactions may not be the contro11' co nati red for the design of the *
* prodaced foundation. It is the res s ility f e ndation engineer to determine *
* the oad combinations which are ed th - sign of the foundation.
* Anch r rods are not supplied b a t k
Column 1 (SWC) -->
Individdal Loads - Unfactored
Lateral
Lateral
-` Lateral
Lateral
LWL1
LWL2
Wind Load 1
Wind Load 2
Wind Load 3
Wind Load 4
MR
Vertical Horizontal
-14.993 Kips
-10.496 Kips
-4.210 Kips
0.287 Kips
-12.237 Kips
-10.594 Kips
Conve + AVS
6.870 Kips
8.107 Kips
-5.360 Kips
-4.122 Kips
-1.796 Kips
-1.803 Kips
itudinal
0.000 Kips
0.000 Kips
0.000 Kips
0.000 Kips
0.000 Kips
0.000 Kips
i
Design Report Allied Steel
SBS 9AC Project ID:
y- u
74498
BUILDI G A - MAIN
Individu I Loads - Unfactored Vertical Horizontal Longitudinal
Column 1 SWC
LWL3 -7.680 Kips -2.283 Kips 0.000 Kips
LWL4 -6.989 Kips -2.286 Kips 0.000 Kips
Roof Collateral Load 0.124 Kips -0 .025 Kips 0.000 Kips
Roof Deal Load 1.446 Kips -0.239 Kips 0.000 Kips
Roof Live Load 3.957 Kips -0.807 Kips 0.000 Kips
Column 2 SWA
Lateral P unary Wind Load 1 -5.950 Kips 4.184 Kips 0.000 Kips
Lateral P unary Wind Load 2 -1.524 Kips 2.946 Kips 0.000 Kips
Lateral P imary Wind Load 3-16.735 Kips -8 .751 Kips 0.000 Kips
Lateral P imary Wind Load 4 -12 .309 Kips -9. 988 Kips 0.000 Kips
LWL1-11.209 Kips 1.143 Kips 0.000 Kips
LWL2-12.853 Kips 1.151 Kips 0.000 Kips
LWL3 -6.745 Kips 2.382 Kips 0.000 Kips
LWL4 -7.437 Kips 2.385 Kips 0.000 Kips
Roof Collateral Load 0.124 Kips 0.025 Kips 0.000 Kips
Roof Dea Load 1.542 Kips 0.239 Kips 0.000 Kips
Rgof Liv Load 3.958 Kips 0.807 Kips 0.000 Kips
coo
I
I
t
Design Report
SBS 9AC
74498
Allied Steel
Project ID:
DESIG14 DATA FRAMES : 2
Inside learance: 29'-2 1/2" Peak Clearance: 0'-0"
Peak Rafter Depth: 0.75"
Columrti 1
Knee
9.69" Rafter Depth: 22.50"
21.63" Clearance: 16-6 7/16"
►nchoidLRods - Base Plate:
Quantity: 4 Length 10.00"
Diam ter: 0.75" Width: 8.00"
- Gaug6: 4 Thickness: 0.50"
Aaxim]m Reactions
ertt al: 7.41 Kips -19.8 K
-Horiz ntal: 11.01 Kips 7.8 Kips
Longitudinal: 0.00 Kips OQL Kip
i
;olum1 2 (SWA)
Columr
I Depth
Knee
_
`Base
9.63"
after Depth:
22.00"
Knee
28.50"
Clearance:
18'-11 9/16"
Anchor
Rods
Base Plate:
Quantity:
4
Length:
10.00"
Diam
iter:
0.75"
Width:
8.00"
Gaug
4
Thickness:
0.50"
Maxim
m Reactions
erti
a :
7.51 Kips
-22.12 Kips
Horizontal:
6.25 Kips
-13.58 Kips
Long
hudinal:
0.00 Kips
0.00 Kips
******
***********************************************************************************
* These
reactions control the design of the anchor
rods. The load
combinations which
* -these,
reactions may
not be the controlling combinations required
for the design of the *
* produced
foundation.
It is the responsibility of
the foundation
engineer to determine *
* the
oad combinations which are required for the
design of the foundation.
* Anchor
rods are not
supplied by Manufacturer.
_
I
Column 1 (SWC) -->
R
me lirinted: 01/30/2008 13:44:16 Conve +
e
Design Report
SBS 9.4C
74498
Allied Steel
Project ID:
Individu I Loads - Unfactored Vertical Horizontal Longitudinal
Column 1 SWC
Lateral P imary Wind Load 1-21.089 Kips 9.197 Kips 0.000 Kips
Lateral P-imary Wind Load 2-13.394 Kips 11.237 Kips 0.000 Kips
Lateral P'mary Wind Load 3 -6. 678 Kips -7 .379 Kips 0.000 Kips
Lateral P imary Wind Load 4 1.017 Kips -5.338 Kips 0.000 Kips
LWL1-20.942 Kips -2.883 Kips 0.000 Kips
LWL2-18.124 Kips -2.902 Kips 0.000 Kips
LWL3-13.143 Kips -3.782 Kips 0.000 Kips
LWL4-11.957 Kips -3.790 Kips 0.000 Kips
Roof Col ateral Load 0.211 Kips -0.045 Kips 0.000 Kips
Roof Dead Load 2.119 Kips -0.386 Kips 0.000 Kips
Roof Li Load 5.075 Kips -1.078 Kips 0.000 Kips
Column 2 SWA
Lateral P imary Wind Load 1 -9.037 Kips 5.816 Kips 0.000 Kips
Lateral P �!mary Wind Load 2 -1 .456 Kips 3.775 Kips 0.000 Kips
Lateral P imary Wind Load 3-23.448 Kips-11.771 Kips 0.000 Kips
Lateral P imary Wind Load 4 -15. 867 Kips-13.811 Kips 0.000 Kips
LWL1-19.197 Kips 1.766 Kips 0.000 Kips
LWL2-22.016 Kips 1.785 Kips 0.000 Kips
LWL3-11.551 Kips 3.952 Kips 0.000 Kips
LWL4-12.738 Kips 3.960 Kips 0.000 Kips
Roof Collateral Load 0.212 Kips 0.045 Kips 0.000 Kips
Roof De d Load 2.215 Kips 0 .386 Kips 0.000 Kips
Roof Liv Load 5.086 Kips 078 Kips 0.000 Kips
Date and time brinted: 01/30/2008 13:44:16 Conve + AVS-Brine-St. Lucie.sbs Paae 10 of
Design Report
SBS 9.4C
74498
Allied Steel
Project ID:
DESIG DATA FRAMES : 3
- Inside a'Iearance: 29'-3 1/2" Peak Clearance: 0'-0"
11 Peak Rafter Depth: 0.69"
Columril1
Column�lDe th Knee
Base: 9.56" R—a ter Depth: 22.50"
Knee 19.56" Clearance: 16-6 1/4"
Anchor Rods Base Plate:
Quan ity: 4 Length: 10.00"
Diam ter: 0.75" Width: 8.00"
- Gaug 4 Thickness: 0.50"
Maximum Reactions
ertt a : 6.92 Kips C-7.26
Horiz'ntal: 10.04 Kips Kips
Long iudinal: 0.00 Kips i
Colum 2 (SWA)
CX1
ColumnlDe
th
Knee
Base:
9.56"
meter Depth:
22.00"
Knee
29.56"
Clearance:
18'-11 1/2"
Base Plate:
Anchor
Quantity:
ods
4
Length
10.00"
Diam
lter.
0.75"
Width:
8.00"
Gaug
I :
4
Thickness:
0.50"
Maximu
I Reactions
Vertical:
7.01 Kips
-20.48 Kips
Horiz
ntal:
5.96 Kips
-12.74 Kips
Longitudinal:
0.00 Kips
0.00 Kips
******
***********************************************************************************
* Thesel
reactions
control the design of the anchor
rods. The load
combinations which
*.these
reactions
may not be the controlling combinations
required
for the design of the
* produced
foundation. It is the responsibility of
the foundation
engineer to determine
* the
toad combinations which are required for the
design of the foundation.
* Anchor
rods are
not supplied by Manufacturer.
I
Column 1 (SWC) -->
and time Q'rinted: 01/30/2008 13:44:16 Conve +
I'�
r. is
Design Report Allied Steel
` SBS 9.4C Project ID:
_W
74498
Individu I Loads - Unfactored Vertical Horizontal Longitudinal
_ Column .l SWC
Lateral Pr mary Wind Load 1-19.577 Kips 8.366 Kips 0.000 Kips
Lateral Primary Wind Load 2 -12 .431 Kips 10.258 Kips 0.000 Kips
Lateral Pr mary Wind Load 3 -6.215 Kips -6.704 Kips 0.000 Kips
Lateral Pr mary Wind Load 4 0.931 Kips -4 . 812 Kips 0.000 Kips
LWL1-25.280 Kips -2.719 Kips -7.255 Kips
LWL2-22.666 Kips -2.730 Kips -7.255 Kips
LWL3-18.037 Kips -3.545 Kips -7.255 Kips
LWL4-16.936 Kips -3.550 Kips -7.255 Kips
Roof Coll teral Load 0.196 Kips -0 .041 Kips 0.000 Kips
Roof Deac Load 2.011 Kips -0.358 Kips 0.000 Kips
Roof Liv Load 4.714 Kips -0.984 Kips 0.000 Kips
Column SWA
Lateral Pi mary Wind Load 1 -8 .371 Kips 5.564 Kips 0.000 Kips
Lateral P mary Wind Load 2 -1 .346 Kips 3.671 Kip 0.000 Kips
Lateral P mary Wind Load 3 -21 .734 Kips -11 .064 Ki 0.000 Kips
Lateral Pi mary Wind Load 4 -14 .709 Kips -12. 95 0.000 Kips
LWL1-17.757 Kips 1. i 0.000 Kips
LWL2-20.372 Kips ip 0.000 Kips
LWL3-10.672 Kips 3. Kips 0.000 Kips
LWL4-11.773 Kips 3. Kips 0.000 Kips
Roof Coll era l Load 0.196 Kips 41 Kips 0.000 Kips
Roof Dea Load 2.0 ips D .358 Kips 0.000 Kips
Roof Live Load 71 ps 0.984 Kips 0.000 Kips
Date and time I�rinted: 01/30/2008 13:44:16 Conve + AVS-Brine-St. Lucie.sbs Page 12 of 17
Design Report
R ` ` SBS 9AC
74498
Allied Steel
Project ID:
DESIG II DATA FRAMES : 4
Inside Q�earance: 30'-4 1/8" Peak Clearance: 0'-0"
II Peak Rafter Depth: 0.75"
Columoll (SWC)
Column IDeoth Knee
Base : 12.19" Rueter Depth: 20.00"
Knee: 12.19" Clearance: 16-8 1/8"
Anchor Rods Base Plate:
Quan ity: 4 Length 12.25"
Diam ter: 0.75" Width: 8.00"
- Gaug 4 Thickness* 0.38"
Maximum Reactions
erti 5.02 Kips - -ps
Horiz ntal: 7.79 Kips - .3J6,
Longs udinal: 0.00 Kips - ps
Colum 2 (SWA)
Colum
De th
Knee
Base: 9.81"
after Depth:
19.50"
Knee 24.63"
Clearance:
19'-2 7/16"
Anchor ods
Base Plate:
Qua sty: 4
Lem
10.00"
Diameter: 0.75"
Width:
8.00"
Gaug
� • 4
Thickness:
0.50"
Maxim
M Reactions
V—ertic
Kips
-16.41 Kips
Horiz
ntal: 5.03 Kips
-10.66 Kips
Longitudinal:
0.00 Kips
0.00 Kips
* These
reactions control the design of the anchor
rods. The load
combinations which
*-these
reactions may not be the controlling combinations
required
for the design of the
* prodlced
foundation. It is the responsibility of
the foundation
engineer to determine
* the
load combinations which are required for the
design of the foundation.
* Anch
r rods are not supplied by Manufacturer.
_
I
Column 1 (SWC) -->
Design Report Allied Steel
Project ID:
SBS 9.4C
74498
Individual Loads - Unfactored Vertical Horizontal Longitudinal
Colum I1 SWC
Lateral P imary Wind Load 1-15.494 Kips 6.758 Kips 0.000 Kips
Lateral P Iimary Wind Load 2-11.544 Kips
Lateral P 7.914 Kips 0.000 Kips
Primary Wind Load 3 -3. 988 Kips -5.173 Kips 0.000 Kips
Lateral P imary Wind Load 4 -0.039 Kips -4 .017 Kips 0.000 Kips
LWL1-16.598 Kips -1.794 Kips -7.255 Kips
LWL2-15.152 Kips -1.796 Kips -7.255 Kips
LWL3-12.597 Kips -2.184 Kips -7.255 Kips
LWL4-11.987 Kips -2.185 Kips -7.255 Kips
Roof Collateral Load 0.109 Kips -0.020 Kips 0.000 Kips
Roof De d Load 1.432 Kips -0.200 Kips 0.000 Kips
Roof Liv Load 3.475 Kips -0. 641 Kips 0.000 Kips
Column 2 SWA
Ieateral P'imary Wind Load 1 -5.798 Kips 4.814 Kips 0.000 Kips
Lateral P ;mary Wind Load 2 -1. 926 Kips 3 5 Kips 0.000 Kips
Lateral P mary Wind Load 3 -17 .303 Kips Kips 0.000 Kips
Lateral P imary Wind Load 4-13.432 Kips 0 Kips 0.000 Kips
LWL1 -9.754 Ki.222 ips 0.000 Kips
LWL2-11.200 .224 Kips 0.000 Kips
LWL3 -5.847U&O
.271 Kips 0.000 Kips
LWL4 .456 2.272 Kips 0.000 Kips
Roof Col ateral Load 08 0.020 Kips 0.000 Kips
Roof Dead Load 495 Kips 0.200 Kips 0.000 Kips
Roof Liv Load Kips 0.641 Kips 0.000 Kips
Irlato -I Limo n inlorl- 51/,An/gnnR 13-dd-1Fi Cnnva + AVS-Rrine-St Luriesbs Paae 14 of 17
Design Report
SBS 9.4C
74498
i BUILDI G A -MAIN
Column 2 (Hot Rolled)
Anchor Rods:
Anchor Rods Diameter:
Column Depth:
Flange idth:
Individual -oads - Unfactored
Column 2
Dead Ld id
Wind Lo d as Inward Pressure
Wind Lod d as Outward Pressure
Allied Steel
Project ID:
4 Base Plate Width: 5.75"
0.75" Base Plate Length: 10.17"
10.17" Base Plate Thickness: 0.38"
5.75"
Vertical Horizontal Longitudinal
0.433 Kips 0.000 Kips 0.000 Kips
0.000 Kips 0.000 Kips 8.639 Kips
0.000 Kips 0.000 Kips -6.890 Kips
Dati
01 /30/2008 1
Design Report Allied Steel
SBS 9.4C Project ID:
' 74498
DESIGN DATA ENDWALL s : EWD
Colum ,'2 (Hot Rolled)
- AnchorRods: 4 Base Plate Width: 5.75"
Anchor Rods Diameter: 0.75" Base Plate Length: 10.17"
Column Depth: 10.17" Base Plate Thickness: 0.38"
Flange I Vidth: 5.75"
Individual -oads - Unfactored Vertical Horizontal Longitudinal
Colum 2
Dead Lo, 0.433 Kips 0.000 Kips 0.000 Kips
Wind Lo d as Inward Pressure 0.000 Kips 0.000 Ki s 8.639 Kips
Wind Lo d as Outward Pressure 0.000 Kips 0.000 K' s -6. 890 Kips
- 6
Date and time rinted: 0