HomeMy WebLinkAboutB16-1838 000-000-00091016
1883- .lab 4517 pre-cert(l)4p9
U.S. DEPARTMENT OF (HOMELAND SECURITY OMB No 16804=
FederW
� Expiration
National Flinsurance�� Agency
Datie November 30, 208
ELEVATION CERTIFICATE
tmF ant: Follow the Instructions an pages 1-8.
Copy a9 pages ofthis Elevation Ceftificate and aH attachments for (1) cammurdty official. (21 insurance aeanVrmmnww- and r -1i hMrfMtnn .�e.
SECTION A — PROPERTY INFORMATION
FOR INSURANCE COMPANY USE
Al. Building Ownsfs Name
Poky Number.
Job Family- Trust
A2 McK Street Address (including Apt, Unit Suite, andlor Bldg. No.) or P.O. Raft and
Company NAIC Number.
4577 Midway
City State ZIP Code
Richvale California 98974
A3. Prop" Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, eta)
APN: 029-2104M
A4. Building Use (ag., Residential, Non-Redderrtial, Addition, Accessary, etc.) Silos
A5. fid: Lac Long. Hwixontal Datura: ❑ NAD 1977 ❑ NAD 1983
A& Aftach at least 2 photographs of the building if the CertificafB Is beingused b obtain food insurance.
A7. Building Diagram Number 1B
A8. For a building with a crawLspaCe or enclosure(s):
a) Square footage of crawlspace or enclosure(s) sq ft
b) Number of permanent flood openings In the crewlspace or enclosure(s) within 1.0 foot above adjacent grade
Q Total net area of flood openings In A8.b s9 In 3
PERMIT #
d) Engineered flood OPeNngs? ❑ Yes ❑ No BUTTE COUNTY DEVELOPMENT SERVICES
A9. For a CODE COMPLLIANNCE
ding with an attached garage:
I -
a) Square footage Of attached garage sq ft DATE 4 � i �,�.I BY
!grade
b) Number of permanent flood openings In the attached garage within 1.0 foot above adjacer
c) Total net area of food openings In A9.b sq in
d) Engineered Rood oWLngs? ❑ Yes ❑ No
SECTION B — FLOOD INSURANCE RATE MAP (FIR" INFORNATM
61. NFIP Community Name 8 Community Number
82 County Name
B3, Ste.
Butte County 060017
Butte
Cafifomia
B4. Number
B5. Suffoc
B8. FIR Index
Date
B7. FEffel
B8. Flood Zone(s)
B9. Base Flood Ekwatlon(s)
Revised Data
DepO. use Base
�7�101.88 )
OSD07CO975
E
01/06/2011
01/0812011
A
B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered In Item 89:
❑ FIS Profile ❑ FIRM ❑ Community Determined x❑ Other/Source FIRM Map, Topograpfuc Map and Site Survey
B11. hufmate eleyatian datum used for BFE in Item 89: ❑ NGVD IWO ❑x NAVD 1988 ❑ OtherfSdume: .
B12. Is the building located In a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ❑x No
Destination Date: ❑ CBRS ❑ OPA
rcmm runn 11mAKi s tfno)
Replaoss all previous editions.
r
Foran Page 1 of 6
Mtpslhnail.go4e.Cam/rn8iYURY finb=M57MW4b658fb2e?prOjector=1 Or 1/1
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1883 - Job 4517 pre-cert(2).jpg
ELEVATION CERTIFICATE
OMB No. 1660-0008
Ezoiralion Date!,N6vemhar 30 2n1A
IMPORTANT: In these spaces, copy the corresponding Information from SeWon A.
FOR INSURANCE COMPANY USE
Building Street Address (including Apt, Unit, Suite, andlor Bldg.-No).or. P.O.. Route and Box No.' "
Policy Number.
4577 Midway
City State. ZIP Code
Company NAIC Number
s
Rlchvale •`�allfomla - 95974'
- SECTION C - BUILDING ELEVATION, INFORMATION (SURVEY REQUIRED),-
EQUIRED),C1.
G1.Building elevations are based on: ❑x Construction Drawings' [].Building Under Construction* E] Einished'Construction
*A new Elevation Certificate will be required when construction of the is: complete.
a
C2. Elevations -Zones Al -A30, AE, AH, A (with BFE), VE, V1 -V30, V (with BFE), AR, AR/A, ARAE, AR/A1-A30, AR/AH, ARIAO.
.
Complete Items C2.a-h below according to the building dlagram specifipid in item A7. In Puerto: Rlco only. -enter meters.
Benchmark Utilized: Butte County BM#671 Vertical Datum: NGVD 1292
Indicate elevation datum used for the elevations in items a) through h) below. .
_.
❑ NGVD 1929 ❑x NAVD 1989- ❑ Other/Source:
Datum used fnr building elevations must be the same as that used for the BFE.
Check the measurement used.
a) Tap of bottom fioor.(indudin9 basement, cravAspace, or enclosure floor)" 103, 3 " ' E] feet ❑ meters
b) Top of the next higher floorfeet ' ❑ meters
c) Bottom of the lowest horizontal structural member (V Zones.only) feet ❑ meters
d) Attached garage (top of slab) ® feet ❑ meters
e)Dobelevation of machinery or equipment servicing the building &feet C] meters
( type of equipment and location in Comments)
f) Lowest adjacent (finished) grade next to building (LAG) 101 4 rx� feet ❑ .meters
g) Highest adjacent (finished) grade next to building (HAG) 101 3 feet' Q meters
h) Lowest adjacent grade at lowest elevation of deck or stairs, including t 0 feet ❑ meters
structural support • € ,
SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION.
This certification is to be signed and sealed by a land surveyor, engineer, orarchitect authorized.6 law to certify elevation information.
I certffy that the information on this Certificate represents my best efforts to infenp ret the data available , ,irnrterstano that any fal&e
' `
statement may be punishable by fine or imprisonment under 18. U. S. Code;, Section 1001: • )
Were latitude and longitude in Secxion A provided bya licensed land surveyo ? ❑ Yes ❑ No: ❑ Ch6ck here 'if attachments.
Certifier's Name License Number
Lauren J. McSwaln 8754
S�
Title
Professional Land Surveyor
Company Name
Feeney Engineering & Surveying, Inc.
�� �- 54 =Q
Address
PMB 301, 236 W. East Avenue, Suite A
M �OFCA�-��O
City State ZIP Code
Chico California 95926
Signature
Date Telephone
---•>/6/ (530) 570-7174
Copy all pa es o vation Ce t and all attar hmenits far (1) community. official,, (2) insurance agentteompany, and (3) building owner.
Comments (including type of equipment and location, per C2(e), if applicable)
The Butte County Benchmark was converted from NGVD 1929 to NAVD 1988 by using the National Geodetic Website online -height
conversion calculator.
FEMA Form O86 -t3,33 (7/15)
Replaces all previous editions.
Form Page 2 of 6
httWImail.google.com/mail/u/O/Mnbox/157ObOc4b556tb2e?proiector=l 1/1
19260 C. R. 46, P.O. Box 463, New Paris, IN 46553
Telephone (574) 831-4200 Fax (574) 831-4209
www. pyramid 1 inc.com
PYRAM1D1, INC.
ENGINEERING * DESIGN * REVIEW & INSPECTION AGENCY
In Partnership With
Pin-Shi (Peter) Lee, P.E.
23329 Century Drive
Elkhart, IN ,
Kraemer & Co. Mfg., Inc.
3778 County -Road 99W l �^ �3
Orland, CA PERMIT cq
BUTTE BOUNTY DEVELOPMENT SERVICES '
®bE CEMPL ANCE
DATE. 3 gY
GSI 02409 -Bin and Foundation.
BUM
Richvale, CA couivrr
2013 CBC / ASCE 7-10 `AUG 2 2 2016
Risk Category: I DEVELOMENT
Ground Snow: 30 PSF SERVICES
Wind Speed & Exposure: 105 MPH Exp. C
Seismic Design Category: D (Ss = 0.604g, Si = 0.207g) (J l•('
• Q�or IE ss�
CO
C049328•
PYRAMID1, Inc. Clvi�_ Q?��
Project No.: 16-0449
08/14/16
AUG .1 6 2016
r
In Partnership With
Pin-Shi (Peter) Lee, P.E.
23329 Century Drive
Elkhart, IN
Kraemer & Co. Mfg., Inc.
3778 County Road 99W
Orland, CA
GSI 02409 Bin and Foundation
Richvale, CA '
2013 CBC / ASCE 7-10
Risk Category:
Ground Snow: 30 PSF
Wind Speed & Exposure: 105 MPH Exp. C
Seismic Design Category: D (Ss = 0.604g, Si = 0.2078)
Table of Contents
Item
Description
Project No.
Date
Pages
1
02409 Structural Calculations
16-0449-1
8/14/16
6
2
24' Roof Panel Rib RISA -31) Model
16-0449-2
8/14/16
6
3
24' Roof Rib CFS Analysis
16-0449-3
8/14/16
3
4
02409 Foundation Calculations
16-0449-4
8/14/16
2
5
Anchor Bolt Calculation
16-0449-5
8/14/16
2
Calculation set consists of 21 pages including cover and table of contents.
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C049328
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AUG 16 2016
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•
PYRAMID1, Inc. -
'
Structural Calculations 'Page 1 of
19260 County Road 46
,' GSI 02409 , _ Proj. No.:
16-0449 '
{ - New Paris,' IN 46553
, " I, - ` �, � .,
By: DEM
Q► User -Defined Functions, References & Revision Log
'
TANK DESIGN DATA
Bulk MaterialProperties . .
Wmat:= 1.08 (36 pcf Bulk Density of Stored'Material
27 de
Internal Angle of Friction of Grain - EP545 Section 5.5 and Table 2",
o := 27 -de
Angle of Repose of Grain: EP545 Section 5.6
Bin Design Variables
and Loads
4 #
'
<== Select Wall Profile • • i s ;+j=�
r
Smooth •�'
s ;
m -
<== Select Type of Floor
`
{
levated Steel
"'
• D := 24- -
IL
Bin Diameter, ;-
• '- Nr + ,
Total Number of Rings (base to eave) •- - '. t • ' -
• . ' •
h� := 32
,
Effective Height of . Each Ring` �` i '"'� . '•
•
-
,.
' e,00f := 30 -de
.
Roof Slope f :5 -. •:.
+. ,
DL�ak = 3•ki
Peak Dead Load
LLPeak "= 3•ki
Peak Live Load
" DL.f := 0.95•ki
-Roof Dead Load [estimated from FCDL 02407 (Wide Con.)]
DLA„ k := 6.0•ki
_
Tank Dead Load [estimated from FCDL' 02407 (Wide Con.)]
` Lbp := 7 i
' r,
'Base Plate Length
[Bb P := 4.5-i
Base Plate Width t,• `
OQR�FESS/Q�V9
Stiffener/Leg Quantity PET
Snow, VVind & Seismic Design Data .,
C0�+9328
<== Select Risk Category -Table 1.5-1 - x
CVIL �'�
...'
- ... '
<=='Select Roof Surface - Section 7.4'
►
nobstructed Slippery •' - ,'_
<== Select Exposure Category,- Section 26.7.3 ` . `-AUG•1�UC:� 6 2,096
pg
Ground.Snow Load - Figure 7-1
+
v :— 105•m
Basic Wind Speed - Table 1.5-1 and Figure 26.5-1A or Figure 26.5-1C I ` •
t.
'
SS 7= 0.60 F •
Mapped Spectral Response Acceleration at Short Periods - Section 12.81.3 & Figure 22-1
t
" S, :=,0.27
Mapped Spectral Response Acceleration at Period of 1 -second - Figure'22-2
Long Period Transition Period - Figures 22-12 through 22-16 •'
'
SEDF, := 0.
Seismic Effective Density Factor (0.8:5 EDF <_ 1.0)
`If
,
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PYRAMIDI, Inc. Structural Calculations Page 2 of 6
19260 County Road 46 GSI 02409 Proj. No.: 16-0449
New Paris, IN 46553 By: DEM
STIFFENER AND BODY SHEET GAGE SELECTION
Stiffener axial loads and body sheet hoop tensions are determined in the collapsed areas below as a function of the ring
number, with the top ring being no.1. Stiffener and body sheet working loads per gage were provided by GSI.
Q► Bin Section Properties
�► Applied Dead Loads
�► Applied Grain Loads
❑► Applied Live Loads,
�► Applied Snow Loads
0► Applied Wind Loads
Q► Applied Seismic Loads
�► Load Combinations '
Pi := PASDO) Ti := Thoop(i)
Stiffener. Gage Selection
Ring
Load (kip)
Gage
1
1.00
18 GA
2
1.65
18 GA
3
2.56
18 GA
4
3.81
18 GA
5
5.26
16 GA
6
6.88
16 GA
7 -
8.66
16 GA
8
. 10.57
16 GA
9
1 12.57
14 GA
Body Sheet Gage Selection
Ring -
Load (pli)
Gage
1
85
20 GA
2
128
20 GA
3
168
20 GA
4
204
20 GA
5
238
20 GA
6
269
20 GA
7
298
20 GA
8
324
20 GA
9
348
20 GA
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AUG 16 2016
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PYRAMID1, Inc. Structural Calculations Page 3 of 6
19260 County Road 46 GSI 02409 Proj. No.: 16-0449
New Paris, IN 46553 y By: DEM
ROOF RIB COORDINATES AND LOADS FOR RISA 3-D MODEL AND CFS ANALYSIS
The joint coordinates and loads listed below are entered into a RISA -3D model to determine the joint reactions and
member forces. The reactions are used to check the roof pipe rings with closed form solutions in Mathcad, below. The
member forces are entered into CFS to check the roof rib. The member is checked in CFS for the forces at the location
of maximum positive moment and maximum negative moment. Note that RISA -313 and CFS use different beam
conventions such that their Mz and Mx moments, respectively have opposite signs for the same deflected shape..
Npanel := 2 Quantity of Roof Panels
s
rcollar := 15.8•i Center Collar Radius
rpipe_u : 60.7-il Upper Pipe Ring Radius
rpipe_I := 1.05.4 i Lower Pipe Ring Radius
r
JOINT COORDINATES
Due to inaccuracies in the radii provided by GSI the merge tolerance in the RISA -3D model may need to be increased to
allow the pipe ring coordinates to fall on the member. Increase until X joint reactions are generated at Nodes 2 and 3.
xl := 0 -in = 0•ft yl := 0 -in = 0•ft Eave Joint Coordinates
X2:= 2 - rpipe_1 = 3.217 ft Y2 := tan(eroof)•x2 = 1.857 ft Lower Pipe Joint Coordinates
X3 D — rpipe „ = 6.942 ft Y3 := tan(Aroof)•x3 = 4.008 ft Upper Pipe Joint Coordinates
xa := D -rcollar = 1.0.683 ft y4 := tan(Aroof) x4 6.168 ft Collar Joint Coordinates •
RISA�310 LOADS
2
SA.— irD = 522 ft
Roof Surface Area
•
4 • cos(oroof)
DLroof
-DLpa„el :=SA = 1.82-psf
Roof. Dead Load per Unit Surface Area
RpF ESS/p
��� pEr
\ F cF
LLpwel := Lr = 17.07 psf
Roof Live toad per Unit Plan Area
-00
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C049328 X
. SLpanel := Ps = 20.16•psf
Roof Snow Load per Unit Plan Area
9 CIVIL Qc'
be °_ � D = 3.14 ft
Roof Panel Width at the Eave
Npanel
AUG 16 2016
2-n-rcollar
bc;= = 0.34 ft
Roof Panel Width at the Collar
Npanel
P1 Template.xmcd
16-0449-1.xmcd
+
8/14/2016
P1 Template.xmcd ,.
16-0449-1.xmcd
PYRAMID1, Inc.
Structural Calculations
Page 4 of 6
19260 County Road 46
GSI 02409 •
Proj. No.: 16-0449
New Paris, IN 46553
By: DEM
PD _panel = DLpeak = 125 IV
Concentrated Dead Load at the Collar
` Npanel
LLQ
+
PL—panel :_ _. 1.251bf
Concentrated Live/Snow Load at the Collar
Npanel
wD e = DLpanel-be = 6•plf
Distributed Dead Load at the Eave
wD_c = DLpanel•be= 1•plf
Distributed Dead Load at the Collar
,
wL e := LLpa1el•be = 54-plf
Distributed Live Load at the Lave
wL_e := LLpa�nel-be = 6.plf
Distributed Live Load at the Collar '
ws_e := SLpweI-be = 63-plf
Distributed Snow Load at the Eave
ws_c:= SLp,,,eI.b, = 7-pif
Distributed Snow Load at the Collar
(X2 -. x1)2 + (Y2 - Y1)2 = 3.71 ft Lx for CFS analysis
Lx_m :_ (X3 - X2)2. + (Y3 — Y2)2
= 4.3 ft Lx for CFS analysis
u = (X4 — X3)2 + (Y4 — Y3)2
= 4.32 ft Lx for CFS analysis
y\ypF f SS �Q4/
P E7- y�c
1
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C049328
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4
AUG 1 6 2010
P1 Template.xmcd ,.
16-0449-1.xmcd
PYRAMID1, Inc. Structural Calculations
Page 5 of 6
19260 County Road 46 GSI 02409 • -
Proj. No.: 16-0449
• New Paris, IN 46553
By: DEM
ROOF PIPE ANALYSIS
_
LOWER PIPE ANALYSIS
Material to be ASTM A500 Gra A. ,
rad := rpipe_I = 8.78 ft Radius of Pipe
Reaction at N2 from RISA -3D
OD := 1.163•i Outside Diameter
ID := 1.047-i Inside Diameter
` Fy := 33-ks Specified Minimum Yield Strength
.
IE := 29.103•ks Modulus of Elasticity
Check Compression per AISC 360-10 Section E.3 +
527= 1.6 Safety Factor
K.:= 1 Effective Length Factor
OD 2 ID 2)
_
71 -(OD t
Ag .– – = 0.2• inGross Area
4
OD2 + TD
0.39 -in Radius of Gyration
4
`
Qp,OFESS!pN .
Npa„el-R-rad
Pr:_ = 1.34 -kip Required Axial Strength
-C?
2 -Tr -rad
�
2--rr-rad
�
C049328
L := = 2.3 ft Unbraced Length of Pipe
Npanel
CIVIL
E
�2
Fe:= = 57.5•ksi Elastic Buckling Stress
rK-L12
AUG 16 2016 .
l r'J
'
Fy
(OAWe
K—L E
F7r :-
•Fy if <_ 4.71.- = 26•ksi
r Fy
-
0.877 -Fe- otherwise
Pn := Fcr-Ag
,
PPn
Pc := = 3.13 -kip
QC
,
P
CC := = 0.43 Must Be < 1.0 -
P7
,
P1 Template.xmcd 16-0449-1.xmcd
8/14/2016
PYRAMID1, Inc. Structural Calculations
Page 6 of 6
19260 County Road 46 GSI 02409
Proj. No.:.16-0449 '
New Paris, IN 46553
By: DEM
UPPER PIPE ANALYSIS
Material to be ASTM A500 Grade A.
rad := rpipe U = 5.06 ft Radius of Pipe
` R := 196•1b Reaction at N3 from RISA -313
,
OD:= 1.163-iA Outside Diameter
LD := 1.047 -id Inside Diameter
Fy := 33•ks Specified Minimum Yield Strength
,
IE := 29.103•ks Modulus of Elasticity
Check Compression per AISC 360-10 Section E.3
Safety Factor
K 1 Effective Length Factor
;
2 2)
Ag.— IT -(OD —'.ID / = 0.2•in2 Gross Area
,
4 .
OD2 + ID2
r:= = 0.39 -in Radius of Gyration
4
Npanel'R•rad
Pr:= - = 0.75 -kip Required Axial Strength
2•7r•rad
2•Tr•rad
L:= = 1.32 ft Unbraced Length of Pipe
FESS/
Npanel
_
9?,
� P E TES ^/Cc1 -
2
E
Fe:= = 173.5•ksi Elastic Buckling Stressit
C049328 r
KL
C�2 '
FY
Fe
K LL
Fcr =
0.658
Ty if <_ 4.71•FE= 30.5•ksi
, AUG 1 6 206
' ..
0.877•Fe otherwise
Pn:= Fd'Ag .
P. t
Pc := = 3.67 -kip
QC
Pr
t.
CC := — = 0.2 Must Be < 1.0
—
Pc
P1 Template.xm.ed �. 16-0449-1.xmcd
}
8/14/2016
t .
Company Pyramidl, Inc. _ � Aug 14, 2016
Designer : DEM - 12:06 PM ,
Job Number 16-0449 Checked By: -• _ '
t e c x a o� o c i E s Model Name 24' Roof Panel Rib � '
<,
_ � .. ,
General Material Properties � � ' •
•1
N1
0
0�
General Section Sets
0
2
N2
'� Label Sha e T e
Material
A int
Izz in4��J in4
3
__1_ •_ _ , Roof Rib ___ 'GSI
0.026 Roof Rib
Beam
Gen Steel
�Iri�in4
.426 - -I
.546
.437
_
I .00096
6.168
0
2 � RIGID
� Page 1
- +r'
None
RIGID
1e+6
1e+6•
1e+6.
1e+6�
Joint Coordinates and Temperatures
4 _
' I oL.nl Y fNl
V /Nl
7 fNl
T....... HCl I1..�....L. C-....�, f1:.... '
•1
N1
0
0�
0�
0
2
N2
3.217
1.857
0
0
3
N3
6.942
4.008 _
0 �
0
4
N4
10.683.
6.168
0
0
," + -
Joint Boundary Conditions � � � •
.. .Irvin} I ahal X fk/inl � V fk/inl 1 7 rk/inl Y Rn4 fk_R/rnril � V Rn► fk_H/rorll 7 Rn! f4_R/ro rll
1
N1
Reaction
Reaction Fixed � Fixed
2
N2
Reaction
Fixed
3
N3
Reaction
� Fixed •
4
N4
Reaction
Reaction
,,
Member Primary ®ata � � � - '
.�
Joint Loads and Enforced Displacements
(BLC 2 : Live)
D �0�0�01\���.�1.�
Joint Loads and Enforced Displacements
(BLC 2 : Live)
'Joint Label
L D M
Direction Ma nitude Ib.l�ft),_(in,raa) tlb*s"2/ft. lb's"2`ft)]�.�
1 N4
L
Y
" -125 I
• Joint Loads and Enforced Displacements
IBLC 3 : Snow)
� � r
+. Joint Label
L D M
Direction Ma nitude Ib Ib -ft
in.rad�(Ib*s^2/ft. Ib*s^2*ft)] •
' 1 N4
L
Y
-125 �
R r
�. RISA -3D Version 14.0.0 [U:\CLIENTS\Kraemer & Co\2016H6-0449\16-0449-2.r3d]
. � � ,
� Page 1
- +r'
Company Pyramidl, Inc. Aug 14, 2016 '
RISA Designer DEM 12:06 PM
Job Number 16-0449 Checked By:
T E c x N o L o c 1 E s Model Name : 24' Roof Panel Rib
Member Distributed Loads
(BLC 1 : Dead)
max 1012.163
2
{
Member Label Direction
Start Ma nitude Ib[ /ft.F]
End Magnitude[lb/ft,F]
Start Location [ft ...
-�--0
End Location[ft %] ,
1 M1 - _Y
-6
-1
0
2
3
Member Distributed Loads
(BLC 2: Live)
1
1
613.665
0
1
1
Member Label Direction
Start Magnitude[lb/ft.FI
End Magnitude Ib/ft,Fj -7-
Start Location[ft ...
-�
End Location[ftJ%]
F-1 M1 : PY-�
-54
I -6
0
0 '
Member Distributed Loads
(BLC 3: Snow)
0
1
"
Member Label - - Direction
Start Ma nitude[Ib/ft•F]
End Magnitude I[b/ft F]
Start Location[ft ...
End Location[f yo
1 M1 ' Py
-63
-7
w0
0
Load Combinations
0
1
NC
1
Description _ Sol.. -.PD... SR..BLCFa... BLC Fa... B...
Fa... B... Fa... B... Fa... B... Fa...
B... Fa... B... Fa... B...
Fa:.. B... Fa...
m
Envelope Joint Reactions
Joint X Ilbl LC Y [lbl LC Z Ilb] LC MXI( b-ftJ LC MY [Ib -ft LC MZ Fib-ftj LC
1
N1
max 1012.163
2
667.08
2
NC
NC
0
1
NC
NC
0
1
2
3
N2
min 938.069
max -304.877
1
1
613.665
0
1
1
NC
NC
NC
NC
0
0
1
1
NC
0
NC
1
0
0
1
1
4
2
min -349.83
2
0
1
NC
NC
0
1
0
1
0
1
5
N3
max -170.755
1
0
1
NC
NC
0
1
0
1
0
1
6
3
min -195.692
2
0
1 1
NC
NC 1
0
1
0
1 1
0
1
7
N4
max -462.438 '
1
0
1
0
1
0
1
0
1
0
1
8
4
min •466.641
2
0
1
0
1
0
1
0
1
0
1
9
Totals:
max 0 -
2
667.08
2
0
1
• 0
11
0
-
-44.992
2
10
5
min •0
1
613.665
1
0
1
oa9F
SSIpAt
0
1
-17.926
1
P E TSR •���,LC/`r ,
Mamhar Rar Avininhl Ir- v Chanrflh1 Ir' Q1 mrf1K1 I r II iL..er rNfkA
1 r _, KA- m-nNlL. r
1 M1
.1
ax 1210.1
2
71.801
2'
0
1
1
• 0
1
0
1
2
min 1119.225
1
62.564
1
0
1
1
0
Q 1
0
1
3
2
Tiax 1190.897
2
38.543
2
0
.1
11,
1
-31.136
1
4
min 1102:494
1
33:585
1
0
1
1
-35.733'
2
5
3
ax 1172.609
2
6.867
2
0
1
1
43.906
1
6
min 1 1086.558
1
5.984 •
1
0
1
10
1
-50.388
2
7
4
ax 1155.235
2-20.238
1
0
1
0
4100
1
-39.205
1
8
rain 1071.418
1
-23.225
2
0'
1
• 0
11
0
1
-44.992
2
9
5
ax 1138.774
2-45.083
1
0
1
0
1
0
1
-17.926
1
10
min 1057.074
1
-51.735
2
0
1
0
1
0
1
-20.573
2
11
6
nax 1123.228
2-68.549
1
0
1
0
1
0
1
21.842
2
12
min 1043.525
1-78.661
2
0
1
0
1
0
1
19.036
1
13
7
ax 805.636
2,
70.809
2
0'
1
0
1
0
1
49.584'
2
14
min 766.743
1
.61.718
1
0
1
0
1
0
1
43.21
1
15
8
ax 791.918
2
47.05
2
0
1
0
1
0
1
11.412
2
16
min 754.785
1
41.008
1
0
1
0
1
0
1
9.939
1
17
9
ax 779.114 1
2.
24.873 1
2
0
1
0
1
0
1 1
-10.335'
1
18
Iminj 743.624
1
1 21.676
1
0
1
0
1
0
1
-11.851
2
19
10
axj 767.224
2
1 4.279
2
0
1
0
1
0
1
-18.507
1`
20
iminj 733.258
1
1 3.722
1
0
1
0
1
0
1
-21.23
2
RISA -3D Version 14.0.0 [U:\CLIENTS\Kraemer & Co\2016\16-0449\16-0449-2.r3d] Page 2 .
PI Company
Pyramid1, Inc. Aug 14, 2016
Rao W%
FLR
Designer
DEM 12:06 PM
ISA Job Number
16-0449 Checked By:
T E c x N o L 0 6 r E s Model Name
24' Roof Panel Rib
Envelope Member Section Forces (Continued)
KA -k- -z- Av;�Ir6.1 I r ck--41kl 1 P` - Ck-- lkl 1 r 'Ir --..-r 1 f' .. KA.........H6. Hl 1 r - RA...---6FIL. r
21
11
max
756.248
2-12.854
1
0
1
0
1
0
1
-15.466
1
22
min
723.687
1
-14.731
2
0
1
0
1
0
1
-17.75
2
23
12
max
746.186
2-28.052
1
0
1
0
1
0
1
-2.113
1
24
min
714.913
1-32.159
2
0
1
0
1
0
1
-2.443
2
25
13'
max
737.038
2-41.871
1
0
1
0
1
0
1
23.664
2
26
mini
706.934
1-48.003
2
0
1
0
1
0
1 1
20.66
1
27
14
max
559.331
2
35.543
2
0
1
0
1 1
0
1
18.047
2
28
min
551.874
1
31.031
1
0
1
0
1
0
1
15.747
1
29
15
max
552.011
2
22.865
2
0
1
0
1
0
1
-.734
1
30
min
545.486
1
19.068
1
0
1
0
1
0
1
-.828
2
31
16
max
545.605
2
1 11.77
2
0
1
0
1
0
1
-10.479
1
32
min
539.894
1
10.282
1
0
1
0
1
0
1
-11.985
2
33
17
max
540.114
2
2.258
2
0
1
0
1 1 1
0
1
-14.384
1
34
min
535.098
1
1.975
1
0
1
0
1
0
1
-16.453
2
35
18
max
535.536
2
-4.954
1
0
1
0
1
0
1
-13.342
1
36
min
531.097
1
-5.671
2
0
1
0
1
0
1
-15.26
2
37
19
max
531.872
2-10.505
1
0
1
0
1
0
1
-8.249
1
38
min
527.892 1
1
1-12.0161
2 1
0
1
0
1
0
1 1 1
-9.433
2
39
20
ax
529.123
2-14.678
1
0
1
0
1
0
1
0
1
40
min
525.483
1
-16.779
2
0
1
0
1
0
1
0
1
LU C049328 %
AUG 16 2.016
RISA -3D Version 14.0.0 [U:\CLIENTS\Kraemer & Co\2016\16-0449\16-0449-2.r3d] Page 3
- 1.21U.t
Envelope Only Solution
Member Axial Forces (lb) (Enveloped)
Pyramid1, Inc.
DEM
16-0449.
24' Roof Panel Rib
Axial Forces
AUG 1-6 2016
Page 4
Aug 14, 2016 at 12:10 PM
16-0449-2.r3d
10"
C VIL
OFC L
- - - - • r AUG 1 6
2016
Envelope Only Solution
Member y Shear Forces (lb) (Enveloped)
Pyramid 1, Inc. Page 5
DEM 24' Roof Panel Rib Aug 14, 2016 at 12:11 PM
16-0449 Shear Forces 16-0449-2.r3d
61.7—�
k
Ily
LU
C949328 f�
-50.9
4 C VI\ -
AUG 1 6 2016
Envelope Only Solution -
Member z Bending Moments (Ib -ft) (Enveloped)
Pyramid1, Inc. Page 6 ,
DEM 24' Roof Panel Rib Aug 14, 2016 at 12:13 PM
16-0449 Bending Moments 16-0449-2.r3d
CFS Version 9.0.2
Section: 16-0449-3. cfss
GSI 0.026 Roof Rib
16-0449
Rev. Date: 8/13/2016
By: David E. McFarren, P.E.
Printed: 8/14/2016
David E. McFarren, P.E.
Pyramidl, Inc.
19260 County Road 46
New Paris, IN
Ph: 574-831-4200
dmcfarren@pyramidl inc.com
Page 1
u 2
C049328
AUG 16 2.016
Section Inputs
------------------------------------------------------------------------
Material: A653 SS Grade 40.
No strength increase from cold work of forming.
Modulus of Elasticity, E 29500 ksi
Yield Strength, Fy 40 ksi
Tensile Strength, Fu 55 ksi
Warping Constant Override, Cw 0 in'6
Torsion Constant Override, J 0 in"4
Connector Spacing 0 in
Part
1, Thickness 0.026 in
Placement of Part from Origin:
X to
center of
gravity
0.10388 in
Y to
center of
gravity 0.0088701
in
Centerline dimensions, Open
shape
Length
Angle
Radius
Web
k
Hole Size
Distance
(in)
(deg)
(in)
Coef.
(in)
(in)
1
0.0930
0.000
0.026000
None
0.000
0.0000
0.0465
2
0.7433
75.000
0.026000
Single
0.000
0.0000
0.3716
3
0.1709
35.000
0.001515
None
0.000
0.0000
0.0854
4
0.6978
75.000
0.026000
Single
0.000
0.0000
0.3489
5
0.1709
35.000
0.001515
None
0.000
0.0000
0.0854
6
0.6978
75.000
0.026000
Single
0.000
0.0000
0.3489
7
0.1709
35.000
0.001515
None
0.000
0.0000
0.0854
8
0.7020
75.000
0.026000
Single
0.000
0.0000
0.3510
9
1.0200
0.000
0.001165
None
0.000
0.0000
0.5100
10
0.7020
-75.000
0.001165
Single
0.000
0.0000
0.3510
11
0.1709
-35.000
0.026000
None
0.000
0.0000
0.0854
12
0.6978
-75.000
0.001515
Single
0.000
0.0000
0.3489
13
0.1709
-35.000
0.026000
None
0.000
0.0000
0.0854.
14
0.6978
-75.000
0.001515
Single
0.000
0.0000
0.3489
15
0.1709
-35.000
0.026000
None
0.000
0.0000
0.0854
16
0.7433
-75.000
0.001515
Single
0.000
0.0000
0.3716
17
0.4967
0.000
0.026765
None
0.000
0.0000
0.2483
4
CFS Version 9.0.2
Section: 16-0449-3.cfss
GSI 0.026 Roof Rib
16-0449
Rev. Date: 8/13/2016
By: David E. McFarren, P.E.
Printed: 8/14/2016
David E. McFarren, P.E.
Pyramid1, Inc.
19260 County Road 46
New Paris, IN
Ph: 574-831-4200
dmcfarren@pyramid1 inc
Part
2, Thickness 0.026 in
in'4
rx
Placement of Part from Origin:
in
X to
center of
gravity -0.10608 in
Y to
center of
gravity -0.0090579 in
Centerline dimensions, Open
shape
in
a
Length
Angle
Radius
Web
inA3
(in)
(deg)
(in)
1
0.49656
0.000
0.026765
None
2
0.74326
75.000
0.026765
Single
3
0.17086
35.000
0.001518
None
4
0.69778
75.000
0.001291
Single
5
0.17086
35.000
0.001518
None
6
0.69778
75.000
0.001291
Single
7
0.17086
35.000
0.001518
None
8
0.70198
75.000
0.001291
Single
9
0.95095
0.000
0.001167
None
10
0.70198
-75.000
0.001167
Single
11
0.17086
-35.000
0.001291
None
12
6.69778
-75.000
0.001518
Single
13
0.17086
-35.000
0.001291
None
14
0.69778
-75.000
0.001518
Single
15
0.1.7086
-35.000
0.001291
None
16
0.73029
-75.000
0.001518
Single
k
Coef.
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
Hole Size
(in)
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
Page 2
PETFR
C049328
D'pnf 2.016
0.24828
0.37163
0.08543
0.34889
0.08543
0.34889
0.08543
0.35099
0.47548
0.35099
0.08543
0.34889
0.08543
0.34889
0.08543
0.36514
Full Section Properties
------------------------------------------------------------------------
Area 0.42649 in'2 Wt. 1.4501 lb/ft Width 16.403 in
Ix
0.4372
in'4
rx
1.0125
in
Ixy
0.0068
inA4
SX(t)
0.29971
inA3
y(t)
1.4589
in
a
786.450
deg
Sx(b)
0.26825
inA3
y(b)
1.6300
in
Red. Factor, R: 0
Lm
12.000 ft
Height
3.0889
in
My
Vx
(lb)
Iy
0.5457
inA4
ry
1.1311
in
Xo
0.0069
in
Sy(1)
0.25771
inA3
x(1)
2.1175
in
Yo
2.0720
in
Sy(r)
0.25144
inA3
x(r)
2.1702
in
jx
-0.0076
in
Width
4.2877
in
jy
-2.5790
in
I1
0.5461
inA4
rl
1.1316
in
I2
0.4368
inA4
r2
1.0120
in
Ic
0.9829
inA4
rc
1.5181
in
CW
0.024418
in"6
Io
2.8139
inA4
ro
2.5686
in
J
9.6102e-05
inA4
Member Check - 2012 North American Specification - US (ASD)
------------------------------------------------------------------------
Material Type: A653 SS Grade 40, Fy=40 ksi
Design Parameters:
Lx 4.320 ft
Ly
0.000 ft
Lt
0.000 ft
Kx 1.0000
Ky
1.0000
Kt
1.0000
Cbx 1.0000
Cby
1.0000
ex
0.0000 in
Cmx 1.0000
Cmy
1.0000
ey
0.0000 in
Braced Flange: None
k�
0 lb
Red. Factor, R: 0
Lm
12.000 ft
Loads: P
Mx
VY
My
Vx
(lb)
(lb -ft)
(lb)
(lb -ft)
(lb)
Entered 1169.0
44.34
0.0
0.00
0.0
Applied 1169.0
44.34
0.0
0.00
0.0
CFS Version 9.0.2 Page 3
Section: 16-0449-3.cfss David E. McFarren, P.E.
GSI 0.026 Roof Rib Pyramidl, Inc.
16-0449 19260 County Road 46
Rev. Date: 8/13/2016 New Paris, IN
By: David E. McFarren, P.E. Ph: 574-831-4200
Printed: 8/14/2016 dmcfarren@pyramidl inc.com
Strength 2693.2 534.63 4157.4 341.01 1114.0
Effective section properties at applied loads:
Ae 0.42649 in'2 Ixe 0.43724 in'4 Iye 0.54569 in'4
Sxe(t) 0.29971 in^3 Sye(1) 0.25771 inA3
Sxe (b) 0.26825 in'3 Sye (r) 0.25144 in'3
Interaction Equations
NAS Eq. C5.2.1-1 (P, Mx, My) 0.434 + 0.087 + 0.000 = 0.521 <= 1.0
NAS Eq. C5.2.1-2 (P, Mx, My) 0.131 + 0.083 + 0.000 = 0.214 <= 1.0
NAS Eq. C3.3.1-1 (Mx, VY) Sgrt(0.007 + 0.000)= 0.083.<= 1.0
NAS Eq. 03.3.1-1 (My, Vx) Sgrt(0.000 + 0.000)= 0.000<= 1.0
Member Check - 2012 North American Specification - US (ASD)
Material Type: A653 SS Grade 40, Fy=40 ksi
Design Parameters:
Lx
4.320 ft
Ly
0.000
ft
Lt
0.000
ft
Kx
1.0000
Ky
1.0000
Kt
1.0000
Cbx
1.0000
Cby
1.0000
ex
0.0000
in
Cmx
1.0000
Cmy
1.0000
ey
0.0000
in
Braced Flange: None
k�
0
lb
Red. Factor, R: 0
Lm
12.000
ft
Loads:,
P
Mx
VY
My
Vx'
(lb)
(lb -ft)
(lb)
(lb -ft)
(lb)
Entered
1113.0
-61.69
97.0
0.00
0.0
Applied
1113.0
-61.69
97.0
0.00
0.0
Strength
2693.2
449.86
4157.4
341.01
1114.0
Effective
section properties
at
applied loads:
Ae
0.42649 in'2
Ixe
0.43724
in'4
Iye
0.54569
inA4
Sxe(t)
0.29971
inA3
Sye(1)
0.25771
inA3
Sxe(b)
0.26825
in^3
Sye(r)
0.25144
in�3
Interaction Equations
NAS Eq. C5.2.1-1 (P, Mx, My) 0.413 + 0.143 + 0.000 = 0.556 <= 1.0
NAS Eq. C5.2.1-2 (P, Mx, My) 0.125 + 0.137 + 0.000 = 0.262 <= 1.0
NAS Eq. 03.3.1-1 (Mx,'Vy) Sgrt(0.019 + 0.001)= 0.139 <= 1.0
NAS Eq. C3.3.1-1 (My, Vx) Sgrt(0.000 + 0.000)= 0.000 <= 1.0
AUG 1 6 2016
}
PYRAMID1, Inc.
Bin SPC Ring Foundation
Page 1 of
19260 County; Road 46
per ASCE 7-10
Proj. No.: 16-0449
New Paris, IN 46553
-By: DEM
0 References and Revision Log
• ,
Bulk Material Properties
Wmat = 1.08-(36•pcf`
Bulk Density of Stored Material
Internal Angle of Friction of Grain - EP545 Section 5.5
and Table 2
Angle of Repose of Grain - EP545 Section 5.6
Bin Design Variables and Loads
<== Select Wall Profile
Smooth
,
<==Select Type of Floor
r1evated Steel
.FD—. = 24•
Bin Diameter
Total Number of Rings (base to eave)
F:= 32 i
Effective Height of Each Ring
Arouf := 30•de
Roof Slope
DLp,,k:= 3•ki
Peak Dead Load
LLP:= 3•ki
ak
Peak Live Load
D.L,00f := 0.95•ki
Roof Dead Load
Y
.DLtank := 6.00 ki
Tank Dead Load -OE
SI N�l�
Base Plate Len th
- BbP:= 5•i �
Base Plate Width
a
C049328
N := 2
Stiffener/Leg Quantity
Q
tngT CIVJIL
Soil and Concrete Properties and Dimensions t,
<== Select Soil Bearing Type
AUG 1 6 2.016
et
ASBP := 1500-ps
Allowable Soil Bearing Pressure
AB1F := .1.331
Allowable Bearing Increase Factor for Transient Loads
bfoot mm := 2
Minimum Desired Width of Footing
hfoot mm := 18-i •
Minimum Desired Thickness of Footing (shall not be less
than 10 inches perACI Section 15.7)
K:=2500•ps
Compressive Strength of Concrete
i
Bin SPC Ring Foundation (ASCE7-10).xmcd
16-0449-4.xmcd
8/14/2016
PYRAMID1, Inc.
19260 County Road 46
New Paris, IN 46553
..
Bin SPC Ring Foundation
per ASCE 7-10
Page 2 of 2_
Proj. No.: 16-0449 .
By: DEM
Snow, Wind & Seismic Design Data
<== Select Risk Category -Table 1.5-1
I'
• <== Select Roof Surface - Section 7.4
nobstructed Slippery '
I <== Select Exposure Category - Section 26.7.3 .
[p;7_3_0-ps_fl Ground Snow Load - Figure 7-1
IV := .105•mp Basic Wind Speed - Table 1.5-1 and Figure 26.5-1A or Figure 26.5-1C
SS := 0.60 Mapped Spectral Response Acceleration at Short Periods - Section 12.8.1.3 & Figure 22-1
S1 _=_5T.-2-7Mapped Spectral Response Acceleration at Period of 1 -second - Figure 22-2
TL := 1 Long Period Transition Period - Figures 22-12 through 22-16
FSTE—D770-7.4 Seismic Effective Density Factor (0.85 EDF _< 1.0)
�► Foundation & Soil Design Properties
0 Bin Section Properties
�► Applied Dead Loads
Q► Applied Grain Loads
�► Applied Live Loads
0 Applied Snow Loads '
❑► Applied Wind Loads
0► Applied Seismic Loads
�► Load Combinations and Soil Bearing Pressure '
Footing Width & Thickness
Q�pF ESS/OPV'
AB Reactions ��� �,r� P E TFR <<c�
AB Tension & Shear and SPC Footing Dimensions c/
LUX
TAB ASD = 0.3•ki Anchor Bolt Tension C049328
VAB ASD = 0.5•ki Anchor Bolt Shear
CIV1\- Q`�\
IT LRFD = 0.5 ki Anchor Bolt Tension O
VAB LRFD - 0.8'ki Anchor Bolt Shear
AUG 16 2016 .
b _=_2.2_5_7Required Ring Footing Width
h = 18•i Required Ring Footing Thickness
Ido = 26.25 ft Outside Diameter of Footing
d; = 21.75 ft Inside Diameter of Footing
Bin SPC Ring Foundation (ASCE 7-10).xmcd 16-0449-4.xmcd
8/14/2016
•
www.hilti.us
« Profis Anchor
2.6.6-. '
Company: _
Pyramidl, Inc. Page:
Specifier:
David E. McFarren, P.E. Project
` Kraemer & Co.
�' + • - �.
Address:
19260 County Road 46, New Paris, IN +. Sub-Project I Pos. No.:
16-0449-5 '
Phone I Fax: '
574-831-4200 1574-831-4209 - , Date:
8/14/2016
E-Mail:
dmcfarren@pyramidlinc.com
Specifier's comments: L & L Farms 02409 Anchor Bolt
1 Input data
.
Anchor type and diameter:
HIT-HY 200 + HAS 5/8
Effective embedment depth:
hef•opy = 3.125 in. (hef,llmit = 12.500 in.) •
Material:
5.8 '
Evaluation Service Report:
ESR-3187
'
Issued I Valid:
a 6/1/2016 13/1/2018 s
.; d
-
• Proof: ,
Design method ACI 318-11 / Chem
Stand-off installation: •
eb = 0.000 in. (no stand-off); t = 1.000 in. t
Anchor'plate:
; E = 0 ksi; fy = 36 ksi; yMs = 1.100 `
" Ix x ly x t = 5.000 in. x 7.000 in. x 1.000 in.; (Recommended plate thickness: calculated (0.039 in.))
Profile: - '' ' +'
no profile
Base material: `
cracked concrete, 2500, f,'= 2500 psi; h = 18.000 in., Temp. shortllong: 100/80 'F
Installation:
hammer drilled hole, Installation condition: Dry
Reinforcement:
tension: condition B, shear: condition B; no supplemental splitting reinforcement
present
F
` -
edge reinforcement: > No. 4 bar.'
..
_
V
Geometry [in.] & Loading [kip, in.kip]
ESS/O/V
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-q .... , Input data and results must be checked for agreement with the existing conditions and for plausibility!
A PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
www.hilti.us
Company: Pyramidl, Inc. Page:
Specifier: David E. McFarren, P.E. Project
Address: , 19260 County Road 46, New Paris, IN Sub -Project I Pos. No.:
Phone I Fax: 574-831-4200 1574-831-4209 Date:
E -Mail: dmcfarren@pyramidl inc.com "
Profis Anchor 2.6.6
2
Kraemer & Co.
16-0449-5
8/14/2016
2 Proof 1 Utilization (Governing Cases)
Design values [kip]
Utilization
Loading Proof
Load
Capacity
int / p„ [%]
Status
Tension Concrete Breakout Strength
0.500
3.052
17/-
OK
Shear Steel Strength
0.800
5.898
414 14
OK
Loading PN
Utilization N,v 1%]
Status
Combined tension and shear loads 0.164
0.136
5/3
1 9
OK
3 Warnings .
• Please consider all details and hintstwarnings given in the detailed report!
Recommended plate thickness: 0.039 in.
Fastening meets the design criteria!
4 Remarks; Your Cooperation Duties
• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and
security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc.., that must be strictly
complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using
the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in.
Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you.
Moreover, you bear sole responsibility for having the results of the calculation checked and Geared by an expert, particularly with regard to
compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms
and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific
application.
• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the
regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use
the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case
by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or
programs, arising from a culpable breach of duty by you.
Input data and results must be checked for agreement with the existing conditions and for plausibilityl
PROF IS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
/��Q�S�\ PETER
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STEEL SPECIFICATIONS
1. 20 GAGE SIDEWALLS SHALL BE ASTM A653 GRADE 40.
2. 18 GAGE AND THICKER SIDEWALLS SHALL. BE ASTM A653 GRADE 55.
3. 5 GAGE STIFFENERS SHALL BE ASTM A653 GRADE 55.
4. 8 GAGE AND THINNER STIFFENERS SHALL BE ASTM A653 GRADE 50.
5. ALL OTHER STEEL SHALL BE COMMERCIAL QUALITY ASTM A653 WITH
G90 GALVANIZING.
6. 0 5/6" BIN BOLTS SHALL BE SAE J429 GRADE 5.
7. 0 %" BIN BOLTS SHALL BE SAE J429 GRADE 8.
8. ALL OTHER SPECIFICATIONS -AND PROCEDURES SHALL BE PER
CURRENT EDITION OF APPLICABLE GSI BIN,ERECTION MANUAL.
STIFFENI
SCHEDU
15 GA. (0.061 ")
1 -RING
15 GA. (0.061")
2 -RING
14 GA. (0.070")
2 -RING
11 GA. (0.116")
2 -RING
9 GA. (0.145")
2 -RING
IDEWALL
:,HEDULE
1 SIDEWALL AND STIFFEER GAUGES
SCALE: 3/16" = V-0"
18 GA. (0.043")
18 GA. (0.043") r
18 GA. (0.043")
18 GA. (0.043")
17 GA. (0.051 ")
17 GA.- (0.051
17 GA. (0.051")
17 GA. (0.051")
16 GA. (0.056") j
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DESIGN DATA
• SITE LOCATION: RICHVALE, CA
• APPLICABLE CODES: 2013 CALIFORNIA BUILDING CODE / ASCE 7-10
• RISK CATEGORY: I
PEAK LOAD: 6,000 LBF
• UNCOMPACTED GRAIN DENSITY: 36 PCF
• ROOF LIVE LOAD (Lr): 17.1 PSF
• GROUND SNOW LOAD (Pg): 30 PSF
• FLAT ROOF SNOW LOAD (Pfl: 25.2 PSF
• SNOW LOAD IMPORTANCE FACTOR (1): 1.0
• SNOW EXPOSURE FACTOR (Ce): 1.0
• THERMAL FACTOR (Ct): 1.2
BASIC WIND SPEED & EXPOSURE: 105 MPH EXP. C
• WIND IMPORTANCE FACTOR (1): 1.0
• MAPPED SPECTRAL RESPONSE ACCELERATIONS: SS = 0.604, S1 = 0.270
• SPECTRAL RESPONSE COEFFICIENTS: SDS = 0.530, SD1 = 0.335
• NONBUILDING STRUCTURE TYPE: STEEL GROUND SUPPORTED TANK
• RESPONSE MODIFICATION FACTOR (R): 3
• SEISMIC RESPONSE COEFFICIENT (Cs): NA ✓
• SEISMIC IMPORTANCE FACTOR (1): 1.0
• SITE CLASS: D
• SEISMIC DESIGN CATEGORY: D
• DESIGN BASE SHEAR: 67 KIP
• ANALYSIS PROCEDURE: ELF
PROVIDE "FINISHED
. CONSTRUCTION" FLOOD_
ELEVATION CERTIFICATE PRIOR TO .
-FINAL-BUILDING INSPECTION TO'...-
BUILDING.
O .BUILDING. DIVISION
PERMIT # 13 t " —I S 3 8
BUTTE COUNTY DEVELOPMENT SERVICES
REVIEWD FOR
CODE COM LIANCE
DATE q I I BY
AUG 1 6 2016
PIN-SHI (PETER) LEE, P.E.
23329 CENTURY DRIVE
ELKHART, IN
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DESIGN DATA
• SITE LOCATION: RICHVALE, CA
• APPLICABLE CODES: 2013 CALIFORNIA BUILDING CODE / ASCE 7-10
• RISK CATEGORY: I
• PEAK LOAD: 6,000 LBF
• UNCOMPACTED GRAIN DENSITY: 36 PCF
• ROOF LIVE LOAD (Lr): 17.1 PSF
• GROUND SNOW LOAD (Pg): 30 PSF
• FLAT ROOF SNOW LOAD (Pf : 25.2 PSF
• SNOW LOAD IMPORTANCE FACTOR (1): 1.0
• SNOW EXPOSURE FACTOR (Ce): 1.0
• THERMAL FACTOR (Ct): 1.2
• BASIC WIND SPEED & EXPOSURE: 105 MPH EXP. C
• WIND IMPORTANCE FACTOR (1): 1.0
• MAPPED SPECTRAL RESPONSE ACCELERATIONS: SS = 0.604, S1 = 0.270
• SPECTRAL RESPONSE COEFFICIENTS: SDS = 0.530, SD1 = 0.335
• NONBUILDING STRUCTURE TYPE: STEEL GROUND SUPPORTED TANK
• RESPONSE MODIFICATION FACTOR (R): 3
• SEISMIC RESPONSE COEFFICIENT (Cs): NA
• SEISMIC IMPORTANCE FACTOR (1): 1.0
• SITE CLASS: D
• SEISMIC DESIGN CATEGORY: D
• DESIGN BASE SHEAR: 67 KIP
• ANALYSIS PROCEDURE: ELF
STANDARD ABBREVIATIONS -]
ABBREVIATION
DEFINITION
CLR
CLEAR
CONT.
CONTINUOUS
E.F.
EACH FACE
E.S.
EACH SIDE
E.W.
EACH WAY
EXT.
EXTERIOR
F.V.
FIELD VERIFY
INT.
INTERIOR
MAX.
MAXIMUM
MIN.
MINIMUM
MK
MARK
O.C.
ON CENTER
QTY
QUANTITY
STD
STANDARD
TYP.
TYPICAL
T & B
TOP AND BOTTOM
W/
WITH
w/o
WITHOUT
GENERAL NOTES
1. INSTALLATION TO COMPLY WITH ALL APPLICABLE 2013 CBC STANDARDS AND CODES ADOPTED THEREIN.
2. CONCRETE SHALL BE CURED 7 DAYS BEFORE SETTING BIN AND 28 DAYS BEFORE LOADING BIN.
CONCRETE & REINFORCEMENT SPECIFICATIONS
1. CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2500 PSI @ 28 DAYS.
2. CONCRETE SHALL HAVE A MAXIMUM WATER-CEMENTITIOUS MATERIAL RATIO (w/cm) OF 0.45:1.
3. CONCRETE SHALL HAVE AN AIR CONTENT OF 6% t 1.5%.
4. CONCRETE SHALL HAVE A MAXIMUM WATER-SOLUBLE CHLORIDE ION (CI) CONTENT OF 0.30% BY WEIGHT
OF CEMENT.
5. RECOMMENDED SLUMP IS 3 IN t 1 IN.
6. DEFORMED BAR REINFORCEMENT SHALL COMPLY WITH ASTM A615 GRADE 60.
7. WELDED WIRE REINFORCEMENT SHALL COMPLY WITH ASTM A1064.
PERMIT
STEEL SPECIFICATIONS BUTTE COUNTY DEVELOPMENT SERVICES
1. W -SHAPES TO BE ASTM A992. REVIEWED FOR
2. M, S, HP, C, MC AND L -SHAPES TO BE ASTM A36. BY _
3. RECTANGULAR AND ROUND HSS -SHAPES TO BE ASTM A500 GRADE B. DATE, 3
4. STEEL PIPE TO BE ASTM A53 GRADE B.
5. PLATES AND BARS TO BE ASTM A36.
6. STRUCTURAL BOLTS, NUTS AND WASHERS TO BE ASTM A325, ASTM A563 AND ASTM F436 RESPECTIVELY.
7. THREADED ANCHOR RODS TO BE HILTI HAS -E OR ASTM A36.
8. WELD ELECTRODE TO BE FE70.
SOIL SPECIFICATIONS
1. FOUNDATION DESIGN PRESUMES 1500 PSF SOIL BEARING AND 100 PSF/FT LATERAL BEARING BASED ON
2012 IBC TABLE 1806.2. IT IS THE OWNER'S RESPONSIBILITY TO CONTRACT WITH A GEOTECHNICAL
ENGINEER TO ENSURE THAT THESE LOAD BEARING VALUES EXIST AT THE SITE PRIOR TO COMMENCING
CONSTRUCTION.
2. FILL ABOVE THE DEPTH OF MAXIMUM FROST PENETRATION MUST CONSIST OF NON -FROST SUSCEPTIBLE
SOILS APPROVED BY THE GEOTECHNICAL ENGINEER.
STANDARD REINFORCEMENT DIMENSIONS (fc=2500 PSI)
BAR SIZE
#3
#4
#5
#6
#7
#8
MINIMUM BEND DIAMETER
21/4
3
33/4
41/2
51/4
6
900 HOOK LENGTH
6
8
10
12
14
16
1800 HOOK LENGTH
4
41/2
5
6
7
8
TENSION DEVELOPMENT LENGTH
13
17
22
26
38
43
TENSION DEVELOPMENT LENGTH w/STD HOOK
11
15
18
22
25
29
LAP SPLICE LENGTH (CLASS B)
17
23
28
34
49
56
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1. ALL DIMENSIONS ARE IN INCHES.
2. TENSION DEVELOPMENT AND LAP SPLICE LENGTHS ASSUME A MINIMUM CONCRETE COMPRESSIVE d,
STRENGTH OF 2500 PSI AND MINIMUM OF 2 Y2' FROM CENTER OF BAR TO NEAREST CONCRETE SURFACE. o
3. ALL DIMENSIONS ARE MINIMUMS. BEND DIAMETERS, HOOK LENGTHS AND SPLICE LAP LENGTHS MAY BE 9
GREATER THAN THE DIMENSIONS LISTED.
4. HOOK LENGTHS INCLUDE BEND PLUS EXTENSION AT THE FREE END OF THE BAR AND ARE TO BE MEASURED ci
FROM THE OUTSIDE FACE OF THE BAR TO THE END OF THE EXTENSION. 0
5. BEND DIAMETERS ARE TO INSIDE OF BAR.
PIN-SHI (PETER) LEE, P.E. uj
23329 CENTURY DRIVE yo a o_ QwQ
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' (24) 05/8'.' HILTI HAS -E OR ASTM A36 THREADED
• , RODS -IN HIT=HY 200 ADHESIVE. MAINTAIN 3,V2"
'PROJECTION AND 5 Y2' MINIMUM`EMBEDMENT.
#�4 rBAR @ 18" O.C., E.W. OR
®� WWR6x6-W6xW6 ABOVE
\ 611 MID�DEPTH OF SLAB
/ \
� I GRADE
E� SEE SOIL SPECIFICATIONS
ON SHEET F1
/ \ r
3" CLR
BOTTOM & SIDES 2'-6" 1' MIN.
(1) LAYER OF (51) #4
RADIAL BARS @ 9" O.C.
/ VIN2 (1) LAYER OF (4) #4
_ RING BARS @ 8" O.C.
R11
{ 2 ' 2 FOUNDATION SECTION
' F2 SCALE: 3/4" = V-0"
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1 3 -2/811 NUMBER OF ANCHORS: 24
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ANCHOR SPECIFICATION: 05/8" ASTM A36
/ ANCHOR EMBEDMENT: 5 Y2' MIN. ���, CIVIL
\ / ANCHOR PROJECTION: 3,V2"
A
® i BOLT CIRCLE RADIUS: 121- 2 %8'
ONE BOLT CHORD: X- 2 %" PERMIT# AUG 1 6 2016 0,
TWO BOLT CHORD: 6' - 4:Y41' BUTTE COUNTY DEVELOPMENT SERVICES
FIVE BOLT CHORD: 14'- 10 %8" REVIEWED FOR
CODE COMPLIANCE
(24) POST -INSTALLED
ANCHORS SATE q �, �?
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