HomeMy WebLinkAboutB17-0628 063-310-006.. Muttel�tuw—ntV,
PERMIT NO: FORM NO
Butte County Department of Development services DBP -1
PERMIT CENTER
BIN NO:
7 County Center Drive, Oroville, CA 95965
Main Phone 530.538.7601 Fax 530.538.7785
www.buttecountV.net/dd�
PLEASE PRINT CLEARLY
PROPERTY OWNER INFORMATION
Last N
Mailing Adbress
First Name
State
L Mt�
Phone
Mail' i Address
q.m, W %
city
CAY % C'.0
State
co,
Zip
Phone
5%k -1VTA- -I'Moc)"
Fax
Email
Cell
.33
P. . - " 4 1 " - �
: -.. : CONTRACTOR:..
Name CIS Lf r\\
Mailing Adbress
city
State
Zip
Phone
Fax
Email
Cell
License No.
lClass
ARCHITECT/ENGINEER;.
Name
A-�,Lwb 5mrst-
Mailing Address
k 0 k ,.w #,wo
City
f;;Ill LocyVmMue
State
Fri—
Zip
13150
Phone
Fax
Email
Cell
CA State License No.'
-7 4-L
APPLICANT
LaZAN me
First Name
01-LLQt4 -
I
Mail'n Address
Name
ow
city
State
Zip
CAN
011"17A
Phone
ax
.33
Email f
Cell
I
11 1 qz&",
APFVqANT SIGNATURE AND DATE
Date,
�Axqp__
Print Name: . It .
"'o-tr tA
J
PROJECT LOCATION
APN
. 0 %�b - *3 10 - oo C.
Prope
LJ Address C . A-%,. CA
City Location must not be in the city limits of Chico, Gridley, Oroville or Paradise,
CA -,C.0 I 7_W%_C%,r 1F_XVAX%4..
!Lttp://qismaps.buffecounty.net/flexviewer/bcdatasearch/iadex.htmI
WORKER'S COMPENSATION
Policy Number
Carrier
If hiring other than a licensed contractor, a certificate of worker's
compensation must be shown at the time of permit issuance
structures) are issued by the State. Tell staff if this permit is for a Mobile Home. Click
-LENDING AGENCY.
Name
ow
Mailing Address
city
State
',. �- ` - DESCRIPTIOWOR SCOPE OF WORK ; 11 _',
>
Mobile Home permits (other than installation, foundation, utilities & non-attached
-0
structures) are issued by the State. Tell staff if this permit is for a Mobile Home. Click
z
below to see Manufactured Home Alterations and Permit Guidelines at:
�ttp://...hcd..a.gov/codes/mhp/HCD Phone: (916) 255-2501
0
Is this a Manufactured/Mobile Home (circle one) Yes
fri
—Sib
.33
0
JOEIVALLIATION: (Ent6rvalu.e of labor, Including
non -contracted, plus materials charge)
S q U lFeet Detail
Living Area:
Garage:
Open Area:
Co vered Area:
7
TOTAL SQ:
r7 Structure Built without permits
0i Proposed Change of Occupancy/Use - Note previous/current use below:
FOR OFFICE USE ONLY
lZoning: xk-m Flood Zone: X
JSRA:_ IYES2 I NO El NPDES - YES 0 NO 0
JCode Enf: YES 13 NO 13 Legal Lot: YES [3 NO 0
Occupancy* Type Construction
11permit Tech:
Date,
*When filed, this application and all supporting material becon s ubject to the California Public Records Act. All public information
'v�
00
,related to this application is subject to public inspection and vii rbe posted on the County's website for electronic access.
Revised 7.20.2015 Pag , e . I o . fi
Butte Couriiy Depar�ment of Developnient-Services
PERMIT CENTE.
_i. Count. - C Onter, DHVe-Oro-vjI.le;,q-A
Y
Ma.O.Phonc530.5383601 Fax.530'�38.73U
TORM NO
M
%V%VW.D11 1CCO111 J1 us
IMPORTANT! N El 0� PROPER. OWNER
beat -�,Ot)drtV,.Ovyner:.
A�741* -t* -�buildii g.pbrrnit has been. wbmift�� in your name listinig yourself.*as-4he--
pp!ca.ionJo!-,:a _I
A
bUild6rbfthe.I5fOD'VmA -pverrient8speitifiedat. C* RMIT
pi
We arel'ffOy'idificr. od With,ah Owiher-Btiilde�- A'6kijpw.lddgrnept and Information Vqfificati.m
.Fori-n:t-6.,mak,e-,y"o'u:'a'warelof!' 'bilftieVand-,O!�sible riskyou laviiig this, -
your responsi n . Y,
perniifi,iksRied in,:,your name as the Owner-:Bu'iIde'r..,We.wjII not iss'ue a building permilt.until.
- � � � �. - 11 :. � , _ - , I . . I
you'll'aye Oadi-in itialed yoiie mide'rstandiri* ' f;eich,,provision.,,-.sRned land returnedthig�
go
A a-'t"d, i'ddre`stihdieatM��An t.
U. S. �ag�n _9f:_ 9 own
6 es� bwn.6r 1 6 bta i 6 th e. 0 fi or,.�4&6v_a I Ofth 6 p&rni i t i fit at t hdri
Un.1 t I ty.
OWINER'S ACkNOWLEDGMENT AND VIC, RIFICATIOMOYINFORMATION''
_0 Y 1 iq�dqrslqhd-&:y��ify .
i,��i Y Jljh�
w7vopianom,
]:...�und6rstand�.'fiequentp.ractice-.of.uiilip(�6sed:ppr5oj)5�-,i 'to:] e"I -ty-,dwn&
.5. nave p�epj-.qpei
q6tain an,���Ow..tiern!6ii'lldei-�?"b.tiild'iiiia permit,',that-erroneously ii-nljili'6s:%fhat--,th.e..p.to,peil.y,,.owner.�-is
g qwn:l'i
,bq d.'
Flqq Ina ei
I brofiy-.�pJyrid9s't i u -d'b I"
�0� to.serioUs-.fiPdhcihjjs s, ai,n ..*.,y 4nj n icense( Der.S h �an
N R11
Mor my, pypp;rt jptqe�o�vnqr.,!
k-- ` M
j.ng,.on y ....qy no! prov
covera fnjUries. I as`anbwner.�B ildeil and am aware 'of the lim'*its:
tit q 'fi i.niuriesto.woi-kers�.,,on-iny,propel-t.y..
�qyerage: 0,11,
J tq e e
:.,ipgperTj,s:aien r�q ty W". n- s
phj*�tA' d b' *1 't ", dt, b ddlj � I
_Ri uir e-
r.yn.ess
the al;.�, 'e toftstfuic-t t h1'rjng Ij sdd.Cbhtqdtd(,to,d�W1Tjb ffiis
�Qrk at],,. .at,
as an.�'O,Wner.�Builder��',I��.ain.ihe,.respons ible paky of recor&on the.,..permif. I
hit
`i!, 'Isk
;pi�6tett myself fr6m*pptentiallinanc, aCr -fby -in-'a-license'd C
a . r1dilaying.( '�'pU(ihitfili�d:ijn,.Ilis-or,,h-c"haiiieinst�Ad.bf, y I oVy n. -
m
4.'f ifnd&r9tghd. C6n-tf is are,. W-t -b- 1' b" d' d'
re.quire
atto—
ww emcense�,an J. on: e.. iw�C Iff"'
a.i..prniX,an
thziir�,.h�ense�.numbers on permits and c'briif�ac*ts.
I! undeTsean d - i f I ern ploy or btherWj se.,-engpge. any. pers'ons' o ther tb an Ca I i0fon ahcense-d'
Cdriti-actoitj,and tlittotal'-va,ludofmy.cbtisti.,lictioii:i�,�at:�ledst,.tj\i.e*,]'ILln'di-ed dollar
inJ�u4in&Jaj�O?;Vid -'nat'e*nals, 1. may b ..consid d.- I "Und d ec -91 )p
e ere an enlp,..OyCI ei state ail e qq r
I undetitand if 1. am cQnsi.dered �l -ederal-law. I must
oyer und er, state, a6d f
1!4�1.�N,iith flle%siate and federal.government, withhold payroll taxes, -provide workers�
:coinperisafibn disability. insurance,. and con(ribute to�unemployrnen . t compensation. f6r each
"�Jpploy.ee." I also understand rny failure,to Abide by these I . aws,may.subject ]-he 10 SeYiOLIS.
fiq'anciaj risk.
7. 1 Lfhd&�tAfid Under Califorilig Contractors' State License an Owner-BUilder'W'116
builds' . sihcyl�4iiirfiily residential structures cannot legally btiildlhein with the intent tb.offe t
YT h6lb
for sale,,unless--all yvork is performed by I ice ns6d �subco_ ntradors and 'the.111.11-n. ber.61"!
StrUCtUreS:
,does not exceed four within -any caleAdar year, oi- all of tile work is performed Under.contract"Wi0l
a licensed general bUildin- Contractor.
Q,
Page 16 f 2
Revised 7.20.2015
8. 1 understand as an Owner -Builder if I sell the property for which this permit is issued, I
be held liable for any financial or personal injuries sustained by any subsequent owner(s)
X7�t from any latent construction defects in the workmanship or materials.
understand I may obtain more information regarding my obligations as an "employer"
from the Internal Revenue Service, the United States Small Business Administration, the
California Department of Benefit Payments, and the California Division of Industrial Accidents. I
also understand I may contact the California Contractors' State License Board (CSLB) at 1-800-
32 1 -CSLB (2752) or www.cslb.ca.gov for more information about licensed contractors.
I OJ,am'aware of and,consent to -aft Owner -Builder building permit applied for in my name,
and understand that I am the party legplly and 6ancially responsible for proposed construction
activity at the following address: AII& WAAVw, -0,q Chh-Lc.6 (A, %AAL-,
W� 11. 1 agree that, as the party legally and financially responsible for this proposed
construction activity, I will abide by all applicable laws and requirements that govern Owner -
aB ilders as well as employers.
12. 1 agree to notify the issuer of this form immediately of any additions, deletions, or
changes to any of the information I have provided on this form. Licensed contractors are
regulated by laws designed to protect the public. If you contract with someone who does not have
a license, the Contractors' State License Board may be unable to assist you with any financial
loss you may sustain as a result of a complaint. Your only remedy against unlicensed Contractors
may be in civil court. It is also important for you to understand that if an unlicensed Contractor or
employee of that individual or firm is injured while working on your property, you may be held
liable for damages. If you obtain a permit as Owner -Builder and wish to hire Contractors, you
willbe responsible for verifying whether or not those Contractors are properly licensed and the
status of their workers' compensation insurance coverage.
Before a building permit can be issued, this form must be completed and signed by the
property owner and returned to the agency responsible for issuing the permit. Note.- A copy
of thepropeny owner's driver's ficenseform notarization, or other verification acceptable to
the agency is required to be prese I en the permit is issued to verify the property owner's
signature.
Signature of property owner:. Date:
Note: Thefollowing A uthorizadon Form is required to be completed by the property owner only
when designating an agent ofthe property owner to applyfor a construction permitfor the
Owner -Builder.
AUTHORIZATION OF AGENT TO ACT ON PROPERTY OWNER'S BEHALF Ve
Excluding the Notice to Property Owner, the execution of which I understand is my personal
responsibility, I hereby authorize the following person(s) to act as my agent(s) to apply for, sig
and file the documents necessary to obtain an Owner -Builder Permit for my project.
Scope of Construction Project (or Description of Work):
Project Location or Address:
Name of Authorized Agent:
Address of Authorized Agent:
Tel No:
I declare under penalty of perjury that I am the property owner for the address listed above and I
personally filled out the above information and certify its accuracy. Note: A copy of the owner's
driver's license, form notarization, or other verification acceptable to the agency is
required -to be presented when the permit is issued to verify the property owner's
signature.
Property Owner's Signature:
Revised 7.20.2015 Page 2 or 2
Date:
Butte County Fire Department
Fire Prevention Bureau
Residential Building Requirements
176 Nelson Ave, Oroville, CA 95965
530.538.7888, 530.538.2105 Fax
530.538.6226 Inspection Line
Permit Number: B17-0628 Date: 4/7/2017
Location: 4586 WILDER DR By: JMD
Parcel Number: 063-310-006 Sub Type: PRIVATE GARAGE/SHOP
Owner Name: WALLEN MATTHEW G Phone:
Description: 4586 WILDER DR
To meet the requirements of Government Code section 51182, Butte County Fire department
requires a pre -construction inspection to provide the below building and site requirements to the
property owner.
Your property is located within the Butte County Fire Departments response area and must meet
the below requirements:
0 Public Resources Code 4290 (emergency access, signing/addressing, fuel modification
standards)
0 Public Resources Code 4291 (defensible space)
0 California Fire Code LPG tank protection
0 Butte County Improvement Standards
Requirements prior to scheduling the pre,inspection:
Full plan submittal to Butte County Development Services Building Division
To request an inspection call 530.538.6226; this is Fire Prevention Bureau's recorded inspection
line; you will need the information at the top of this page. Inspection request that come through
any other phone numbers will cause a delay in processing your permit.
For the pre inspections, the property owner or.authorized agent (contractor) is required to meet
the inspector at the construction site.
I have read and understand the above pre inspection requirements.
'Signature: Date: 4/7/2017
Butte County Department of Public Works
DENNIS SCHMIDT, DIRECTOR
LAND DEVELOPMENT DIVISION
Storm Water Management Program
7 County Center Drive
Oroville, CA 95965
(530) 538 7266 Telephone 0
(530) 538 7171 Fax
PUBLIC WbRKS
National Pollutant Discharge Elimination System (NPDES) Phase 11 Construction
Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP)
Acknowledgment
[LESS THAN 1 ACRE]
Reference Number: B17-0628 Date: 4/7/2017
Location: 4586 WILDER DR By: JMD
Parcel Number: 063-310-006 Sub Type: PRIVATE GARAGE/SHOP
Owner Name: WALLEN MATTHEW G Phone:
Description: SHOP (1200) NO ELEC NO PLUMB
By signing below, I the project owner/owners'. agent, certify that this project WILL NOT
DISTURB I acre or more of land and that I therefore, do not need to apply for a Construction
Storm Water Permit from the State of California Regional Water Quality Control Board. Phased
projects that contain multiple site buildouts of less than one acre but.when combined with
subsequent phases total more than one acre of disturbed soil will require a Construction Storm
Water Permit from the State of California Regional Water Quality Board.
Signed Date 417/2017
RIV
Title—
Department of Development Services
Tim Snellings, Director
Pete Calarco, Assistant Director
7 County Center Drive T: 530.538.7601 Buttecounty,net/dds
Butte County
DEVELOPMENT SERVICES Droville, California 95965 F: 530.538.7785
NOTICE TO BUILDERS**
Before your building permit can be issued, your plans must be checked for compliance with the California
Building Codes. In addition, your plans are routed to other regulatory entities including but not limited to
Planning, Public Works, Environmental Health, and the California Department of Forestry for their clearances
and approvals. There are some things you can do to expedite your permit:
- Make sure your application is complete.
- Be responsive to requests from County departments for any additional materials or requirements.
The Building Division places its highest priority on processing building permits as quickly as possible and each
day that passes without a complete application adds to processing time.
Every permit issued by the Building Official shall expire and become null and void if the work authorized by
such permit is not started or completed within one year from the date of issuance of such permit (per Butte
County Code Chapter 26, Article 1, Section 263.1). A permit may be renewed (for a fee) prior to expiration a
maximum of two (2) times, provided construction progress has been documented by the Building Division
during each year during scheduled inspections. No changes may be made in the original plans and specifications
for such work. In order to reinstate action on a permit after expiration, the permittee shall pay a new full permit
fee and additional plan checking and documentation may be required. Upon completion of work covered by this
permit, please contact this office for final inspection. As a reminder to you, it is illegal to occupy this building or
any portion of the building for which this permit is issued without a final inspection.
EXPIRATION OF PERMIT APPLICATION AND REFUND POLICY**
Application for which a permit has'not been issued will expire one year after date of application.
Refunds may only be made upon written request by the person who originally paid the fees. Refunds for permit
applications, if the permit has not issued, but not after 180 days from the date of fee payment. Fees paid at
the time of application are for Plan Check and adminis6ation. The Plan Check portion of fees is refundable only
if the permit is cancelled or withdrawn before any plan checking is done. Building Division costs will be
deducted prior to authorizing a refund and a charge to process the refund application will be assessed. The
current refund processing fee is $127.00. Refunds on permits (issued) may be requested prior to the expiration
of the permit, provided no work has been done pursuant to the permit. An Inspection may be required (and
deducted from any refund amount) to determine no work was done.
Fee/reftmd information can be read on-line at htti):HmuniciDalcodes.lexisnexis.co�n/codes/butteco/
**When filed, this application and all supporting material becomes subject to the California Public Records Act. All public
information related to this application is subject to public inspection,and will be posted on the County's website for electronic
access.
Permit Number: B17-0628 Date: 417/2017
Parcel Number: 063-310-006
Location: 4586 WILDER DR, FOREST RANCH Phone:
Owner Name: WALLEN MATTHEW G
Description: SHOP (1200) NO ELLNO PLUMB
Signature of Applicant: Date: 4/7/2017
U
Department of Development Services
7 County Center Drive
Oroville, California 95965
DEVELOPMENT SERVICES
WALLEN MATTHEW G
RE: 063-310-006
Tim Snellings, Director
Pete Calarco, Assistant Director
T: 530.538.7601 Buttecounty.net/dds
F: 530.538.7785
Permit No: B17-0628
To meet the requirements of Butte County Code Section 26-12 (available on line at
http://municipalcodes.lexisnexis.com/codes/butteco ), one or more of the following may be required
before a building permit can be issued for the above referenced project.
The construction of curbs, gutters, sidewalks or walkways, public roads, proper access from public
roads, and drainage facilities;
Dedication of any necessary rights of way; and
For commercial or industrial uses or for multiple living uses having three (3) or more living units per
parcel, the construction of an enclosure for containers used to hold solid waste and/or recyclable
materials for collection.
Requirements prior to issuance of building p&mit:
Submit sufficient information to the Land Development Division of the Public Works Department, 7
County Center Drive, Oroville, CA 95965, that demonstrates compliance with County Code Section 26
-12.
If construction plans and/or engineering analysis are required, submit information in duplicate in
accordance with County Improvement Standards (available on line at
http://www.buttecounty.net/publicworks/divisions/landdevelopment/impstd.html ) with a minimum plan
checking deposit of $690.40.
Important Note:
If improvements in compliance with County Code Section 26 12 are required, any construction
plans and/or engineering analysis must be reviewed and approved by the Land Development
Division of the Public Works Department prior to construction of the improvements and the
required improvements must be constructed, bonded, or guaranteed with a deposit of an in
lieu fee prior to issuance of this building permit. The process can require significant time and
must be completed prior to issuance of the building permit.
If you have any questions, please contact the Land Development Division at (530) 538 7266, Monday
through Friday, 8:09,a.m. to 4:00 p.m.
I have read rstand the above requirements:
Signature. Date: 4/7/2017
Department of Development Services
Tim Snellings, Director
Pete Calarco, Assistant Director
ounty Center Drive T: 530.538.7601 Buttecounty.net/dds
Oroville, California 95965 F: 530.538.7785
DEVELOPMENT SERVICES
N1 SERVICES
PLAN CHECK SQUARE FOOTAGE VERIFICATION
Permit Number: B17-0628.
Owner's Name: WALLEN MATTHEW G
Assessor's Parcel Number:.063-310-006
Date of Application: 4/7/2017
Square Footage Verification
At Application: Change To:
Living Area 0
No Change:
NOTES:
Verified By: Date:
(Plan Check Signature)
.Confirmed TRAKiT
.Updated by: Date:
Garage Area
1200
Uovered Area
0
Open Arux---
0
Othe,
U
No Change:
NOTES:
Verified By: Date:
(Plan Check Signature)
.Confirmed TRAKiT
.Updated by: Date:
Department of Development Services
Tim Snellings, Director
Pete Calarco, Assistant Director
7 C unty Center Drive ". T: 530.538.7601 Buttecounty.net/dds
Oroville, California 95965 F: 530.538.7785
DEVELOPMENT SERVICES
Building Permit Checklist
Name: WALLEN MATTHEW G
Location: 4586 WILDER DR, FOREST RANCH
Asses.sor�s Parcel Number: 063-310-006
Permit Number: B17-0628
I . 3 copies site plan
-2. 3 sets building plans
1 set energy calcs (if applicable)
-4. 1 set truss calcs (if applicable)
5. 1 set� structural calcs (if applicable)
6. Intake Packet
a. signed permit application
b. 'owner builder (if applicable)
c. notice to builders
—d�. fee summary
e. fire handout
f. NPDES form
9. data sheet
h. PW Notification for 26-12
i. Hazardous Material Form (commercial)
Accessibility Worksheet (commercial)
k. Plan Check Sq Ftg Verification
7. Flood Certificates (if applicable)
8.
9.
10.
Completed by: Date:
BUTTE
COUNTY
APR 0120171
ofivuOPMENT
MVICES
PERMIT#— B14- ol�c�
BU'rrE COUNTY DEVELOPMENT SERVICES 383 Rio Lindo Ave, Chico, CA 95926
REVIEWED FOR
r%ra' (530) 592-4407 www.summitchico.com
CODE COMPLIANG
I
DATE- BY_�?_- if
q4 S? I I
Structural Calculations For:
Client:
Matthew Wallen
RLoject:
Wallen 30x4O Metal Building Foundation
Address:
4586 Wilder Drive, Chico, CA
C.
Uj 18
Or �C civi
IVI
rAI_100�
04/04/1-+
Note: These calculations and details are based on permit drawings by Allied Steel Buildings. These calculations apply only to the structure as
defined In the.reviewed set of drawings. Any changes to either this'set of calculations o ' r the reviewed set of drawings provided by Allied Steel
Buildings without the written consent of this Engineer is strictly prohibited and shall render these calculations and specifications void.
Note: Summit Structural Design (SSD) is not responsible for on-site inspection to
assure compliance with the standards, sizes, materials, or workmanship specified herein.
SSD is not responsible for any structural element or sys.tern not specifically noted in this
set of specifications/calculations unless authorized in writing by SSD. Workmanship shall
be of the highest quality and in all cases shall follow accepted construction practice, the
latest edition Of the'California Building Code, and local building department standards.
"'3� Y7 ( I v):!:- (:�o V7 �(
Summit Structural Design
Project:. Page:
Engineer: Date
lesign of- Foundations
Ultimate Uplift Resistaince T,=240-10 +Q+ XV-IJe(2si6,L - SJKtan
CIRC 2016, Section 1605.3.1 - Basic Load Combos
Soil Bearing
1500 psf
OL+CL.U.
Soil capacity to resist uplift T. varies
Allowable Uplift Resistance T. - T.(J-5
DL+CL-.6W
Where:
OL+CL-.75(.6W)-.7SU.
r =130 psf
0 = footing depth (ft)
OL . CL .35(.71E) -.75U.
1;5 = 25 deg (assumed
- conservative)
L - footing length (ft)
.601. -.6W
y = 110 pd
8 = footing width (ft)
SDL+.7E
$I= I - (0-3 0)0/8
K,.- I - sin 0
OT Unity
'kr Ftg for
Footing Footing
Uplift Resistance
Uplift ResIstance
T . otat Resistive
Faaor
Gravity
(kips)
Uplift (kips)
I I
Soil Bearing
Thickness Length
width
IFoolin
due.to
due to Soil -Footing
Uplift
(fesistive/up(iftl
DL
CL I
LL
vond I Eq
Min Size (ft
(ft) (ft)
WL (kips)
Interface M,
Load (kips)
Load Combos (kips)
(must be > 11
1A
0.00
2.150
-3.4o -1.1
1.39
2 LSO - *x
2.50
1.13
d.97
2-10
-1.86
L13
0.20
0.10
1.60
-3.10 0.00
1.20
2 2.ZS x
225
0.91
-0.88
L79
-1.74
1.03
Ic
0.30
0.10
1.60
-2.60 -0.10
1.15
2 2.00 'x
2-00
0.72
0.78
.,.SO
-1.38
1.09
1D
0.20
0.10
1.30
-1.20 -0.1
1.03
.2 2.00 x
2.00
0.72
0.78
1.50
-0.60
> 2.0
1 F
0.40
0.10
2.60
-3.20 -6.10
IA4
2 2.25 .
i.1S
0.91
0.88
1.79
�1.68
1.06
1G
030
0.10
1.50
-1.70 -2.70
132
2 2.50- x
2 -So
1.13
0.97
2.10
-2.04
1.03
1H
OAO
0.00
2.40
-5.10 -1-70
.1.52
2 3.25 x
325
1.90
1.26
3.16
-2.62
1.12-
2A,
1.30
OAO
730
-8.70 -0-30
2.A 8
2 4.00 x
4.00
2.88
1.55
4A3
-4.44
1.00
2 H
1.30
0.40
7,50
-8.70 -0.30
2AS
2 4.00
4.00
2.88
I.SS
�4.43
-4.44
too
3A
OAO
0.10
140
-4-30 �0.40
1.43
2 '3.00
3.00
L62
1.17
2.79
-2.34
1.19
3E
V6
010
4.80
-5-00 -0.60
L957
2 3.00
3.00
1.62
1.17
2.79
-2.58
1.08
H
0.40
0.10
2,40
-3.80 0.00
1-39
2 2-5D
2.50
1.13
0.97
2-10
-2.04
1.03
0 Summi t Structural Design
Project:
Engineer: Date 3/30/2017
n Design (worst case Line 2)
1.4*DL
I..12*[)L + 01.5*LL
1.21IDL + 1,.6*LL + 0.5W,
1, 2*DL + 0.5*LL + 1.OW
1.2*DL + 1.OEQ
O.9DL + 1.OW
0.9DL + 1.OEQ+
A CI 31 B-1 1 Section 9. 2, Loa.0 Pombinalti.ons
Vu=0;9*Area'd�(fs)*cos(q) Ch6ck this equaffon
Areq'd = Vu/(Q.9*(fs)*cos(q)),
Use: 1 # 3 bar
Note: All Loads are ULT
F -Horizontal Force
DL= 0.40 kips
CL= 0.20 kips
LL= 3.60 kips
W= 0.00 kips
EQ= 0.50 kips
Angle
q= 30 deg
Steel Grade
fs= 60 ksi
0.840 kips -
2.520 kips.
6.480 kips governs
2.520 kips
1.220 kips
0.540 kips
1.040 kips
.Areq'd= - 0.139 in2
�As= 0.221 in2
Anchor Designer TM
Software
Version 2.5.6163.31
1.Prolect Infonirfatio
Customer company:
Customer contact name:
Customer e-mail:
Comment:
2, Input Data & Anchor Parameters
Genoral
Design method:ACI 318�1 1
Units: Imperial units
Anchor Information:
Anchor type: Cast411-place
Material: F1 554 Grade 36
Diameter (inch): 0.750
Effective Embedment depth, he (inch); 20.000
Anchor category: -
Anchor ductility: Yes
h.,In (inch): 21.50
C.,� (inch): 1.22
S,,m (inch): 3.00
Load and Geometry
Load factor source: ACI 3i 8 Section 9.2
Load combination: U = 0.91D + 1.OW
Seismic design: No
Anchors subjected to sustained tension: Not.applicable
Apply entire shear load at front row: No
Anchors only resisting wind and/or seismic loads: No
<F1
Company:
Summit Structural Design Date:
i/3012017
Engineer.
Andy Johnson, P.E. Page:
1/5
Proj ect.
Address:
383 Rio Undo Ave #200, Chico, CA 95926
Phone:
530.592.4407
E-mail:
andy@summitchico.com
Project description:
Location:
Fastening description:
ease Material
Concrete: Norrnal-welght
Concrete thickness, h (inch): 36.00
State: Uncracked
Compressive strength, 1'. (psi): 2500
kld,v: 1.4
Reinforcement condition: B tension, 8 shear
Supplemental reinforcement: No
Reinforcement provided at corners- No
Do not evaluate concrete breakout In tension: No
Do not evaluate concrete breakout in shear: No
Ignore 6do requirement: Yes
Build-up grout pad: No
Base Plate
Length x Width X Thickness (inch): 9.50 x 6.00 x 0.38
......... ... ......... .
Input data and results must be checked for agreement with the existing circumstances, [he standards and guidelines must be checked for plausibility.
Simpson Company Inc. 5956 W. Los Positas Boulevard Pleasanton. CA 94588 Phone: 925.660.9000 Fax: 925,847.3871 www.strongtio.com
za_ 77
7; T7
IMII'iI:i**j01, Anchor DesignerTM
Software
Version 2.5,6163.31
Company:
Summit Structural Design
Date:
3/30/2017
Engineer
Andy Johns . on, P.E.
Page:
215
Project:
Address:
383 Rio Undo Ave #200, Chico, CA 95926
530.592.4407
E-mail:
andy@summltchico.com
1 MOU
Recommended Anchor
Anchor Name: Heavy Hex Bolt - 3/4"0 Heavy Hex Bolt, F1 554 Gr. 36
for"
input data and results must be checked for agreement with the exisUhg circumstances', the standards and guidelines must be checked for plausibility.
Simpson Sfrong-Tie Company Inc. 5056 W Las Positas Boulevard Pleasanton, CA 94688 Phone: 925.560.9000 Fax 92S.847.3871 www.strong�ie.com
Anchor Designer T11
Software
Version 2.5;6163.31
Company:
Summit Structural Design
Date:
3/3012017
Engineer.
Andy Johnson, P.E.
Page:
3/5
Project:
Shear load combined,
Addrew.
383 Rio Undo Ave #200, Chico -CA 95926
Phone:
530.592.4407
E-mail:
andy@summItchico.com
3. Resultina
hchor Forces
Anchor
Tension load,
Shear load x,
Shear load y,
Shear load combined,
Nus Vb)
WON (Ib)�
VUIY (lb)
(lb)
1792.5
-915.0
.0.0
915.0
2
1792.5
-915.0
0.0
915.0
3
1792.5
-915.0
0.0
915.0
4
1792.5
-915.0
0.0
915.0
Sum
7170.0
-3660.0
0.0
3660.0
Maximum concrete compression strain (%o): 0.00 <Figure 3>
Maximum concrete compression stress (psi): 0
Resultant tension force (lb): 7170
Resultant compression force 11b): 0
Eccentricity of resultant tension forces In x-axis, WN. (inch): 0.00
Eccentricity of.resultant tension forces In y-axis, e'tte (inch): 0.00
Eccentricity of resultant shear forces In x-axis, e'v. (inch): 0.00
Eccentricity of resultant.shear forces In y-axis, e'v, (inch): 0.00
4, Steel Strength of Anchor In Tension (Sec. D.5.11
N.. (lb) 0 ONs. (lb)
19370 0.75 14528
01 0
1 Y
04'4 '-0
5, Concrete Breakout Strenath of Anchor In Tension (Sec. D.5;2)
Nb = 16A.0,NP (Eq. 0-7)
An F. (Psi) h�t (In) Nb (lb)
1.00 2500 18.667 105084
^69 =0 (ANcl/lmco) %c.NY'6AN'Fc.N'1'cP.NNb (Sec. D.4.1 & Eq. D-4)
A,v. (in 2) Afto (in') c.,.m (in) V'�,N '11. d. N '1'C'N 'F.P, N Nh (lb) 0 ONbg (I b)
3600.00 3136.00 28.00 1.000 1,000 1.25 1.000 105084 0.70 1055!�3
6. Pullout Strength of Anchor in Tension (Sec, D-5,31-
ONm = 011'..PNP = 011,�P8/1bgf, (sec. 0.4.1, Eq. D-13,& D-14)
%ji Ab, (In2) r. (psi) 0 ONp. (lb)
1.4 0.91 2500 0.70 17856
Input data and results must be chocked for agreement Mth the existing circumstances, the standards and guidelines must be chocked for plausibility.
Girnpsni! Strang -Tie; Compamy Inc. 5956 W. Los Pesitas Boulevard Pleasanton, CA 94588 Phone; 925.560.9000 Fax: 925.847,3871 www.strongilo.com
�br 71
Anchor Designer TM
Software
Version 2.5.6163.31
8. Steel Strength of Anchor In Shear (See, D.6.1)
V.. (I b) og� 0 &-tOV" (lb.)
11625 1.0 0.65 7556
company:
Summit Structural Design
Date: 313012017
Engineer.
Andy Johnson, P.E.
Page: 4/5
Project:
Vbx (lb)
Address:
383 Rlo LIndo Ave #200, Chico, CA 95926
Phone:
530.592.4407
rE--m-ail.-
andy@sur-hmitchiro.com
9. Concrete Breakout Strencith of Anchor In Shear (Sec, D.6.21
Shear Forces (See. D.7)
Shear perpendicular to e4gre In x -direction:
Vb, = mlnl7(i�l.d.)0-24d,,A.4f!x4l*i-'; 9A.417cc.0-11 (Eq. D-33 & Eq. P-34)
Tension
1. (In) d� (in) AD f, (psi) cw (in)
Vbx (lb)
6.00 0,750 1.00 2500 24.'D.0
529,09
OVcbgy = 0 (AvclAvm) �PvcvV@ctv%vPt.,vVb, (Sec. b.4.1 & Eq. 0-31)
1793
Avc.fln7) Av. (in 2) !I'm v wedv To. v
V/11' v Vb, (lb) 0 ioVcbu� (1b)
21,60.00 2592.00 1.000 0.933 1.400
1.000 52909 0.70 40328
Shear parallel to edge In x -direction:
Vhy = rnInl7(1. / 9 A.4f.c. t'-51 (E q. D733 & eq. D-34)
/a (in) d. (in) It. rc (Psl) cm (In) Voy (lb)
6;00 0.750 1.00 2500 24.00 52909
Oct,gy = 0 (2)(Avcl&c�) %c.vV1*d.v1&v%.vVby I(Sec. DA1 A Eq. D-31)
A �t (In;) A vc. (in) 1p."v 9'dlt v V'C' V 'A'Y Vby (I b) 0 OVcbg, (lb)
2160.00 2592.00 1.000 1.000 1.400 1.000 52909 0.70 86418
10. Concrete Pryout Strength of Anchor In Shear [Sec, b,6,3)
01/pu = OkjAbg = Okp(ANcIANco) Pic.N.TadN Y16,Ai.Y,�p.NNb (Sec. D.4.1 & Eq., 0-41)
k, AN. (in 2) Aym (in') Wkii 'P. d. N 11".N TpN. Nb (lb) 0 OV.�g (lb)
2.0 3600.00 '3136.00 1.000 1.000 1.250 1.000 105084 030 211105
11. Results
Interaction of Tensile and
Shear Forces (See. D.7)
Tension
Factored Load, N.. (lb)
Design Strength, oNn (113)
Ratio
Status
Steel
1793
14528
0.12
Pass (Governs)
Concrete breakout
7170
105553
0.07
Pass
Pullout
1793
11856
0.10
Pass,
Shear
Factored Load, V... (lb)
Design Strength, oVn (lb)
Ratio
Status
Steel
916
7566
0.12
Pass (Governs)
T Concrete breakout x-
3660
40328
0.09
Pass
11 Concrete breakout y-
1830
86416
.0.02
Pass
Pryout
3660
211,1015
0.02
Pass
Interaction check NuW^ VUdO Vn
Cbmblned Ratio Permissible
Status
Sec. D.7.1 0.12
.0.00
12.3%
1.0
Pass
3/4"0 Heavy Hex Solt, F1554 Gr. 36 With hef = 2D.000 inch meets the selected design criteria.
Input dafo�and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Girrips,on slrongJie Company ;nc. 5056 W. Las Positas Boulevard Pleasanton, CA 94568 Phone: 925.560.9000 Fax 925.847.3871 www;strongtio.com
OUTTE
COUNTY
APR 012017,
DEMOPMW
SMVICES
PERMIT # P 12 nI n<�-
i3uTn�d66NTYl9t*ibPMENT SERVICES
REVIEWED FOR
CODE COMPLIANCE383 Rio Lindo Ave, Chico, CA 95926
By 'OPrp. (530) 592-4407 www.summitchico.com
DATE
Structural Calculations For:
Client:
Matthew Wallen
Pro*ect:
Wallen 30x4O Metal Building Foundation
Address:
4586 Wilder Drive, Chico, CA
F . LSS10,
#/1 8
*k V- - A- /*
-"t�OFCAOU'
o4/04/1
Note: These:ca(culations and details are based on permit drawings by Allied Steel Buildings. These calculations apply only to the structure as
defined in the reviewed set of drawings. Any changes to -either this set of calculations or the r.eviewed set of drawings provided by Allied Steel
Buildings without the written consent of this Engineer Is strictly prohibited and shall render these calculations and specifications void.
Note: Summit Structural Design (SSD) is not responsible for on-site inspection to
assure compliance with the standards, sizes, materials, or workmanship specified herein.
SSD is not responsible for any structural element or system not specifically noted in this
set of specifications/calculations unless authorized in writing by SSD, Workmanship shall
be of the highest quality and in all cases shall follow accepted construction practice, the
latest edition of the California Building Code, and local building department standards.
-F L, c�- C -Dip —I
Project:
Engineer:
Design of: Foundations
Grid.Line
0
Summit Structural Design
Page:
Date
4
Uliimate Uplift Resistance T.-2c(D-1)(8 -Q- XD-11(2s�,B.L - BJK�(.n 0
CBC 2016, Section 1605.3.1 - Basic Load Combos
Soil Biadrig
1500 psf ,
OL + CL - U.
�oil capacity to resist uplift
T. varies
Allowable Uplift Resistance T� = T.(I-S
DL+CL-.6W
Where:
131. + CL -.75(.6%V)-..7SLL
c =130 psf
D = footing depth (it)
DL - CL +.75(.7E) +.75LL
0 = 25 deg (assumed - conservative)
t = footing length (ft)
.60L -.6W
t4
y = 110 Pcf
8 ='icoiinji width (ft)
.6D.L+.7E
t 44
sl.= I + (D.30)0/9
I - sin 0
OT Unity
1,,Ftp (,or
Footing, Footing
Uplift Resistance
Uplift Resistance
total Res,i5ve
"aomu,
Factor
Gravity
(kips)
Uplift (ki ps)
S ,I ng
L
Thicknes ength
WI
idih
due.to
due to Soil -Footing
Uplift
U,
"ift "..
(resistive/uplift)
DL
CL
LL
Wind I Eq
Min Size (ft)
(h) (ft)
(ft)
Footing Wt. (kips)
Interfac,
Lcod(kips).
Load Combos (kips)
(must be,> 1)
IA
0. 30
0.00
2.60
-340 -1.1
139
2 2-50
�.So
1.13
6.97
2-16
-1M
L13
1B
0.20
0.10 1
1.60
-3.10 0.00
1.20
2 2_2S
2.25
0.91
0.88
L79
-1.74
1.03
IC
0.30
0.10
1.60
-2.60 -0.10
1.15
2 �72.00 '.Z.00
0.72
038
1.50
L09
1D
0.20
0.10-
1.30
-1.20 -0.1
1.03
2 2.00 x
2M
0-72
0.79
I -So
-0.60
2.0
I F
0.40
0.10
2.60
-3.20 -0.10
IM
2 -1-.2
0.§1
0.88
1.79
�' 1.68
.1.06
0.30
0.10
1,50
�3.70 -1.70
1.32
2 2.50, x
2.SO
L13
01:97
2,110
-2.04
1.03
1H
0.40
0.00
2.40
-5 ' 10 -1.70
1.52
2 3.2S .
3.25
1-90
1.26
2140
:2.82
2A
L30
OAO
7-50
-8.70 -0-30
2A8
2 4.00- .
4.00
2.88
I.S5
4.43
-4.44
1.00
2 H
1.30
0.40
7.50
-8.70 -0.30
2.48
2 4.00' .
4.00'f
2.88
1.55
4.43
4.44
1.00
3A
DAD
0.10
2.40
-4-30 -0.40
1.43
2 3.11
11
1.62
1.17
2.75i
-2.34
1.19
3 E
0.70
0.20
4.90
-5.00 -0.60
195
2 3.
3:.
1.62
1.17
2.79
-2.58
1.03
3 H
0.40
0.10
2.40
-3.80 0.00
139
2 2_5D
ISO
1.13
0.97
2-10
w2.04
1.03
ri;
4
Summit Str-uctural Design
Project:
Engineer:
Date
3/30/2017
Ha,irpin'Desigri (worst case Line,2)
Note: All Loads are ULT
F -Horizontal Force
DL= OA0
kips
CL= 0.20
kips
LL= 3.60
kips
W= 0.010,
kips
EQ= 0.50
kips
Angle
q- 30
deg.
Steel Grade
fs= 60
ksi
.
Vu= 1.4 *DL
0.840'kips-
1.2*DL + 0.5*LL
2.520 kips
1.2*DL + 1.6*LL + 0.5W
6.480 kips governs
1.,2*DL + 0.5*LL + 1.OW 0'
2, 520.kips
!..2'DL +'1.OEQ
1.220 kips
0.9DL + 1.01N
0.9DL + 1.OEQ
0.540 kips
1�040 kips
7
C, 1 -1 Soc,tion9.2�Loe.idOomb,i.ifations
5A -AA -E A 9 Ar C '318 14- 1;, 3,
Vu=0;9*Ai*ea'd*(fs),*cos(q) Check this equiWon.
Areq'd
= Vu/(0.9*(fs)*�cos(q�)
Areq'd= 0.139 in2
Use: 1 # 3 bar.
As= 0.221 in2
7�
E=Anchor Designer TM
Software
Version 2.5.6163.31
I.Prolect Information
Customer company:
Customer contact. name:
Customer e-mail:
continent:
2. Inl6ut Data & Anchor Parameters
General
Design method:A( 1 318-11
Units: Imperial units
Anchor Information:
Anchor type: Cast -In-place
Material: F1 554 Grade 3
Diameter (inch): 0.750
Effective Embedment depth, he (inch): 20.000
Anchor category: -
Anchor ductility: Ye s
h�gn (inch): 21.50
C�. (inch): 1.22
S w (inch): 3.00
Load and Geometry
Load factor source: ACI 318 Section 9.2
Load combinatipn;,U = 0.9D + I.OW
Seismic design No
Anchors subjected to sustained tension: Not applicable.
Apply entire shear load at front row: No
Anchors only resisting wind and/or seismic loads: No
<F
Company:
Summit Structural Design Date:
3/30/2017
Engineer:
Andy Johnson, P.E. Page:
1/5
Project:
Address:
383 Rio Undo Ave #200, Chico, CA 95926
Phone:
530.592.4407
E-mail:
andy@summitchico.com
Project description:
Location:
Fastening description:
Base Material
Concrete: Normal -weight
Concrete thickness, h (inch)6i� I,/
State: Uncracked
Compressive strength, f. (psi): 2500
IIJ,v: 1.4
Reinforcement condition: B tension, B shear
Supplemental reinforcement: No
Reinforcement provided at corners: No
Do not evaluate concrete breakout In tension: No
Do not evaluate concrete breakout In shear: No
Ignore 6do requirement: Yes
Build-up grout pad: No
Base Plate
Length x Width x Thickness (inch): 9.50 x 6.00 x 0.38
N—Jr
. .... .. ... _-.1-1 . ............
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for pfausIbility.
Simpson Siming-Tte: Company hic. 5956 W. Los Positas Boulevard Pleasanton, CA 94588 Phone: 926.560.9000 Fax: 925.847.3871 www.stmngtie.com
'U
�R
A
f
Anch
pr Designer,
Zdftare
Version 2.� 616�
1.31 -
Con phy:
S6mmil,Strucfural Design
I'liak..] 3/30/2017
Tn�i�neer'Andy
Johnson,�PZ. . "
Page: 1 �2/5
Project:
'Ad d r e* s s:'
383 Rio Unicid Ave #200, Chico, CA 95926
Phone:.
530.592.440T-
E-triall: -
andy@s umrn Itch ico. 6orn
Anchor Designer TM
Software
Version 2.5;6163.31
Company:
Summit Structural Design
I Date: .13130/2017
Engineer:
Andy Johnson, P.E.
I Page: 13/5
Shear load x;
Project:
Shear load combined,
Address:.
383 Rio Undo Ave.#200. Chico, CA 95926
Phone:
530.592.4407
E-mail:
andy@sumrriitchico.com
3. Resulting
Anchor Force
. . ..... ....
Anchor
Tension load,
Shear load x;
Shear load y,
Shear load combined,
Nu. (lb)
VU41. (lb)
YURY (lb)
(lb)
1
1792.5
-915.0
0.0
915.0
2
1792.5
-915.0
0.0
915.0
3
1792.5
-915.0
0.0
915.0
4
1792.5
-915.0
0.0
915.0
Sum
7170.0
-3660.0
0.0
3660.0
Maximum concrete compression sirain (%.): 0.00 !cFigure 3>
Maximum concrete compression stress (psi): 0
Resultant tension force (lb): 1170
Resultant compression force �lb): 0
Eccentricity of resultant tension forces in x-axis, e'N. (Inch): 0.00
Eccentricity of resultant tension forces in y-exis, e'uy (inch): 0.00
Eccentricity of resultant shear forces In x-axis, elv. (inch): 0.00
Eccentricity of resultant shear forces In y-axis, e'vy (inch): 0.00
4, Steel Strength of Anchor In Tension (Sec, D-5.11
N...(Ib) 0 ON.. (lb)
19370 0.75 14528
6. Concrete Breakout Strencith of Anchor In Tension (Sec:Q,6;21
Nb (Eq. D-1)
rc (PSI) ha (in) Nb (lb)
1.00 2500 18.667 105084
01 0
Y
0 4y, _0
^oa =0 1?c.ov '1',PjvNb (Sec. D.4,11 & Eq. D-4)
AN. (in 2 AN- (In2) c.,.m (in) WO., N 'YCP' N Nb (lb) 0 ONcbg (lb)
3600.00 3136:00 28.00 1.000 1.000 1.25 1.000 105084 0.70 105553
6. Pullout Strength of Anchor in Tension (Set. Q -5,U
ON, = 0 111c.pNp = 0 111.-.PBAbge� (Sec. 0.4. 1, Eq. 0-13 & D- 14)
V". P Abf9 (in') rc (psi) ONpn (11b)
1.4 0.91 2500 0.70 17856
- - - -.1 .. ..... ... -- . ............ .. ---------- - --
Input data and results must be checked for agreement vAth the existing circumstances; the standards and guldellnes must'be checked for plausibility.
sirripwii rornp;:my Inc. 5956 W. Los Rositas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongile.com
97174rT MO Anchor Designer T.M
Software
Version 2.5.6163.31
8. Steel Strength of Anchor In Shear (Sec. D.O.11
V.. (lb) Og-a 0 Og=Ws. flb)
11625 1.0 0.65 7556
4.. 77. T
Company:
Summit Structural Design
I Date:
13/30/2017
Engineer.
Andy Johnson, RE.
I -Page:
14/5
Projecl�
status
7ddress-:
383 Rio Undo Ave #200, Chico, CA 95926
Phone.
530,592.4407
E-mail:
andy@summitchico.corn
9. Concrete Breakout Strength of Anchor In Shear (Sec, D.6.2
Shear perpendicular to edge In x -direction:
Vb, = mln17(1-/,d*) 0.2qdoA4qf!CCj .1.5; 0; 4f.c.,"I (Eq. D-33 & Eq. D�34)
. Ae
1. (in) do (in) AO F, (psi) c.i (in) Vb� (1b)
6.00 0,750 1,00 25,00 24.00 529.09
OVcbgy = 0 OvclAvco) P4VW.cr.vWAv%vVox (Sec. 13.4.1 & Eq� D-31)
Avc,(inl) Avw (in 2) Y -'M V �%'tv P., V wh, v Vol (lb) 0 �OVbq, (lb)
2160.00 2592.00 1.000 M33 1.400 1.000 '52909 0.70 40328
Shear parallel to edge In x -direction:
Vby = 9A.4f.c.0-51 (Eq. 0-33 & Eq. D-34)
to (In) do (in) rc (psi) c.i (In) Voy (1b)
6.00 0.750 1.00 2500 24.00 52ROO
OV.bg� = 0 (2)(AvlAv.) %,vY1.d.v'Pav!A.vVhy (Sec. D.4.1 & Eq. D -3i)
Avc (ln2) A v.. (in') 'A* r, v 'I's a v V'4 V Y"h' v Vby. (lb) 0 OVcbgx (lb)
2160.00 2592.00 1.000 1.000 1.405 1.000 52909 0.70 86418
10. Concrete Pryout Strength of Anchor In Shear (Seg. b.6,311
OVopj, = OkpNbg = Okp(Atk1 ANco) Wao.tv.WactN Vlc;N Y'cpjvNb,(Sec. DA1 & Eq.. 0-4 1)
k.p Av. (W) -ANo (W) 'FOC'1V Yad.N 1110N Y'W1 Nb (1b) 0 0,V.pu (lb)
2.0 3600.00 '3136.00 1.000 1.000 1.250 1.000 105084 0.70 211105
11. Results
Interaction of Tensile and
Shear Forces (Sec. D.7)
Tension
Factored Load, N�. (lb)
Design Strength, 6Nn' (113)
Ratio
status
Steel
1793
14528
0.12
Pass (Governs)
Concrete breakout
7170
105553
0.07
Pass
Pullout
1793
17856
0.10
Pass
Shear
Factored Load, Vua (lb)
Design Strength, OV. �Ib)
Ratio
Status
Steel
915
7556
0.12
Pass (Governs)
T Concrete breakout x-
3660
40328
0.09
Pass
11 Concrete breakout -y-
1830
86418
0.02
Pass
Pryout
3660
211105
0.02
Pass
Interaction check Nuo/ON. i/�./O V. Combined Ratio Permissible Status
Sec. 0.7.1 0.12 .0.00 12.3% 1.0 Pass
3/4"0 Heavy Hex Solt, F1554 Gr. 36 With hef = 2D.000 inch meets the selected design criteria.
.. . . . ....... ------------
Input data and results must be checked for agreement with the existing,circumstanc ' es, the standards and guidelines must be checked for plausibility.
I
,�irrtp&un Strungjie Cornpapy Ina 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.660.9000 Fa)r. 925.847.3871 www�strongtioxom
�kK
A L L I E 0 s u.i L D I N G.S
CALCULATIONS PACKAGE
BUILDER: ALIIED STEEL BUILDINGS',
CUSTOMER: MATTHEW WALLEN
JOB NUMBER: 15-B-73788
BUrrE
COUNTY
TABLE OF CONTENTS
'APR KIM)
DEVELOPMENT
SERVICES
PERMIT
BUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR
CODE OMPLIANCE
BY
DATE -S4 lfz�
Original Design Completed thru. Change Order # 0
Revision History
Update
Rev # Reason for Revision Pages Revised
Reactions?
Page
LOC
I
Design Criteria
2
Building Sketch
3
Design Summary
4-11
Special Detail
12
Design Reactions
13-15
1 Seismic Design
15-16
'APR KIM)
DEVELOPMENT
SERVICES
PERMIT
BUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR
CODE OMPLIANCE
BY
DATE -S4 lfz�
Original Design Completed thru. Change Order # 0
Revision History
Update
Rev # Reason for Revision Pages Revised
Reactions?
Date
Eng.
Revised
A LL I E D' B.U.I.L-D.l N.G S..
DE51GN 5ERVICES I CONSTRur-TION MANAGEMENT. I !-.TEEL BUILDINGS
March 15, 2017
ALIIED STEEL BUILDINGS
101 NE 3RD AVENUE
FORT LAUDERDALE,,FL' 33301
15-B-73788
MATTHEW WALLEN
4586 WILDER DRIVE'
CHICO, CA 95928
401-0" x 301-0" x 121-0"
To Whom It -May Concer . n:
This.is to.certify that materials for the subje6t,structure, have.been designed.in
accordance with the order documents, specifically as,sh6wn.per the.attached
Engineering Design Criteria Sheet.
'Aspects of code compliance as related to use or.occupancy, such as sprinkler.
requirements, are not addressed by.these documents.
T'hes e materials, when properly 6rected-on an'a . dequate foundation -in accordance with
the erection drawings as supplied and using the components As furnished, will meet
theattached loading.requirements.
This certification does not cover field modifications.or the design of -materia -is
not furnished by Mesco Building:.Solutions..
The attached design crit6ria and..calculations are.to.remaift with and form part.of
this Letter of Certification...
The calculations.and the metal building they.-represent.are the product of Mesco*.
Building Solutions or a division of its affiliate NCI Building Systems. The
engineer whose.seal appears hereon,is employed�by either-Mesco.Building'Soliitions.
or a.divis.ion of its affiliate.NCI Building�Systems and is not the-6ngineek. of-,
record for this project.
Cordially,.
FESS
Mesco Building Solutions
Materials for Metal Buildings Vo.
An NCI.Company
COS0732 ......
'Ronald W. Bennett, P. E.,
Chief Design Engineer
... rc
Mar 20 2017
15-B-73788
03/15/iOl 7
ALIIED STEEL -BUILDINGS
Job Number: 15-B-73768
Jobsite: CHICO, CA 95928 Designer: SNR Checker:' PNR
Revision: A Date: 3/15/17 By: Pages Revised:
Building Code ................... C BC 16
Risk Category ....................... II Normal
Roof Dead Load
Superimposed .................... 2.000 psf
Collateral ................. ..... 1.000 psf
Roof Live.Load ....................... 12/20.00 psf.
Snow
Ground Snow Load (Pg) ....... 20.0000 psf.
q
Snow Load Importance Factor (Is) 1.0000
Flat Roof Snow Load (Pf) .... * ... 14.0000 psf (per code)
Min Roof Snow Load (Pf) .......... 20.0000 psf, (per design)
Snow Exposure Factor (Ce) ....... 1.00
Thermal Factor (Ct) ...........
Wind
Ultimate Wind Speed ............. 1 0 rnph
Nominal Wind Speed (Vasd) ...... 85 mph (IBC Section 1609.3..l)
Wind Exposure Category ......... C
Internal Pressure Coef (GCpi) 0.19/-0..18
Loads for components not provided by building.manu,facturer
Corner Areas 24.171 psf pressure -32.167 psf suction,
Other Areas 24.171 psf pressure "26.185 psf suction,
These values are the maximum values required based on a 10 sq ft area.
Components with larger areas may.have lower wind. -loads.
Seismic
Seismic Importance Factor (Ie) 1.00
Seismic Design Category ......... D
Soil Site Class ................. D Stiff.Soil
Ss ...................... ....... *.,. 0.6268 g *Sds ...... 0.5422 g
Sl ............................... 0.2743 g Sdl 0.3383 g
Analysis Procedure.* ........ Equivalent Lateral Force*
Column Line, All All'(Front) All(Back),.
Basic Force Resisting System C4� B3 B-3*
Response Modification Coefficient (R) 3.25 3.25 3.25
System Over -Strength Factor (Omega) .2.5000, 2.0000 2..0000
Seismic Response Coefficient, (Cs) . 0.167., 0.167 0.167
Design Base Shear in kips (V) Transverse '1.80* Longitudinal '1.65
Basic Structural System*(from ASCE 7-10 Table 1*2.2-1)*
aile 1
..H - Steel System not Specifically,Detc d for Seismic -Resistance
C4 - Steel Ordinary Moment Frames
B3 - Steel Ordinary Concentric -Braced Frames
G2-- Cantilevered Column System
* "The design collateral load -has been,uniformly,applied.to the design*-
* of the building. Hanging.loads areto be attached to the purlin
* web. This may hot be appropriate for heavily -concentrated loads..
* Any attached load in excess of 150 pounds shall be accounted for by
*
* special design performed by a licensed.enginee I r using concentrated
*
* loads and may -require separate support members within the roof
*
* system. -
2
03/15/2017
03/15/2017
-------------
15-B-73788 FRAMING SUMMARY: Roof 3/15/17 2:38am
4
03/15/2017
PURLIN
LAYOUT:
--------------
Surface
Purlin Surf-Ekt
Stub-Purlin Total
Peak -Set-Space-
Id
Type
Left Right Left Right Rows
---- ----- -----
Space Space
----- -----
Row
-------
2
------
ZB
----- -----
4.00 2.00
N N 4
1.33 4.74
4
3
ZB
4.00 2.00
N N 4
1.33 4.74
4
PURLIN
LOCATION:
----------------
Surface
Purlin Surf
Id
------
Id
------
Offset Space
------ -----
2
1
4.74
4.74
2
9.47
4.74
3
14.21
4.74
4
18.94
4.74
20.28
1.33
3
1
1.33
1.33
2
6.07
4.74
3
10.80
4.74
4
15.54
4.74
20.28
4.74
PURLIN
--------------------
6 EAVE STRUT:
Surface Bay
-Purlin Lap- IS
Flg
Eave
Id
Id
Part
Left Right Strap
Strut
-------
2
---
--------
8X25Z16
------ ------ ------
0,
--------
1
8X25Z16
1.33
0
8ES2L14
2
8X25Z16
1.33
0
8ES2L14
8X25Z16
0
3
8X25Z16
0
1
8X25Z16
0
8ES2Ll4
2
8X25Z16
1.33
0
8ES21,14
8X25Z16
0
ROOF BRACING:
-------------
,Bay
Attach Locate
Id
---
Start
------ ------
End Type Part Dia
----- -------- -----
1
0.00
4.67 Rod
WRO800 0.500
4.67
14.01 Rod
WRO800 0.500
14.01
20.00 Rod
WRO800
20.00
25.99 Rod
WRO800 0.500
25.99
35.33 Rod
WR0800 0.500
35.33
40.00 Rod
WRO800 0.500
EAVE EXTENSION
LAYOUT:
--------------------
Wall
Ext
--Bay_Id--
-Edge_Extend-
Id
Id
Start End
Width Height Slope
Mount Left
Right
----
------
----- --
------ ------ -----
----- -----
------
4
03/15/2017
Surf
Id Id Part Length
------ ---- -------- ----
5
03/15/2017
2 1
1 2
3.00 12.00 2.00
F 4.00
2.00
4 2
1 -2
3.00 12.00 2.00
F 2.00
4.00.
EAVE EXTENSION
BEAM & SPLICE
PLATE:
-----------------------------------
Wall Ext
Columnl
I Splice I
------ Splice
------
Id Id
---- ------
Line I Part
------ --------
-Plate
I Type Width Thick I
---- ----- -----
Type Dia
----- -----
-Bolts
Space
-----
Gage Row
---- ---
2 1
- 000814
1 W8X10
LP
A325 0.500
18.00
2.50 2
2 w8xlo
LP
A325 0.500
18.00
2.50 2
3 WSX10
LP
A325 0.500
18.00
2.50 2
- 000814
4 2
- 000814
1 K8xl0
LP
A325 0.500
18.00
2.50 2
2 w8xlo
LP
A325 0.500(18.00
2.50 2
3 W8Xl0
LP
A325 0.500
18.00
�.50. 2
- 000814
EAVE EXTENSION PURLIN EAVE
STRUT:
---------------------------------
Wall Ext
Bay ------- Purlin
------ -PurlinLap
Eave Flange
Id Id
Id Type Row
Part Left Right
Strut
Strap
--- ---
2 1
--- ---- ---
1 ZF 0
-------- ----- --- --
---- --- ------
8X35C14
0
2 ZF 0
8X35C14
0
4 2
1 ZF 0
8X35C14
0
2 ZF 0
8X35C14
0
BOLT AT EAVIE STRUT:
-------------------
WallkFrame
Line Lap -------
-Type
Bolt -Size ------
Id Id Plate No.
Type Dia Washer
----- ----- ------
---- -- ----
2 l
----- ---
EW 2
A325 0.500 0
2 2
RF N 2
A325 0.509 0
2 3
EW - 2
A325' 0.500 0
4 1
EW - 2
A325 0.500 0
4 2
RF N 2
A325 0.500 0
4 3
EW - 2
A325 0.500 0
PURLIN ANTI -ROLL:
-----------------
Surf Line
Ds-ARoll No.
Id Id
---- ----
AntiRoll Type
-------------
Id , Purlin Purlin-Id
-------- ------ --- ----------------
2 L EW
Clip w/gusset
7
@001 4
2 RF
Clip w/gusset
@004 1 4
2 R EW
Clip w/gusset
@001 1 4
3 L
Clip w/gusset
@001 1 1
-EW
3 RF
Clip w/gusset
@004 1 1
3 R EW
Clip w�gusset
@001 1 1
15-B-73788
FRAMING
SUMMARY: Left Endwall
-------------------------------
------------------
3/15/17 2:38am
RAFTER-
Surf
Id Id Part Length
------ ---- -------- ----
5
03/15/2017
0
OPENING JAMB/HEADER/SILL:
---------- --------------
Open Bay
Id Id Member Offset Locate Part Length
--- --- ------ ------ ------ -------- -------
1 13 Header 10.00 '0.00 8F25Cl6 10.00
2 5 Header 10.00 0.00 8F25Cl6 10.,00
.. t
6
03/15/2017
Raf 1
2 W8xl0 20.28
Raf 2
3 W8xl0 20.28
RAFTER SPLICE:
--------------
-Surface-
--- Plate--- Bolt Bolt Bolt --- Top---
--Bottom-
Id Locate
Type Width Thick Type Dia Gage Row Space
Row Space
-- ------
3 0.00
---- ----- ----- ----- ----- ----- --- -----
M 6.00 0.375 A325 0.625 '3.50 2
4.00
--- -----
2 4.00
COLUMN:
Grid
Base -
Id
Offset Line Part Length
a
Elev
------
Coll
----- -- ---- -------- ------
0.67 H W8xl0 10.74
-----
0.00
Co12
5.50 G W8xl0 11.54
0.00.
Co13
15.00 F 8F35C14 13.13,
0.00,
Co14
25.00' D BF35C14 13.13
0.00
Co15
27.00 C 8F35C14 12.79
0.00
Co16
37.00 B' 8F35C14 11.13
0.00
Co17
39.33 A 8F35C14 10.74
0.00
BASE PLATE:
-----------
---------- �Plate -------- ----- Anchor -----
Base_Clip_Bolts
Id
------
Type Width Length Thick Type
---- ----- ------ ----- -- --
-Bolt
Dia Gage Row
----- ----- ---
No.
--
Type 'Dia
----- -----
Coll
7
S3 6.00 8.00 0.375 GR36
0.625 3.00, 2
7
0
Co12
S3 6.00 8.00 0.375 GR36
0.625 3.00 - 2
0
Co13
S3 3.50 8.00 0.250 GR36
0.625 0.00 2
0
Co14
S3 3.50 8.00 0.250 GR36
0.625 0.00 2
0
Col5,
S3 3.50 8.00 0.250 GR36
0.625 0.00 2
0
Co16
S3 3.50 8.00 0.250 �GR36
0.625 0.00 2
0
Co17
S3 7.00 8 .00 0.250 GR36
0.625 3.00 1
0
CAP PLATE:
----------
----- Bolts--�--
'Id
------
No.nType Dia
--- ----- -----
Coll
4 A325 0.500
Co12
4 A325 0.500
Co13
4 A325 0.500
Co14
4 A325 0.500
Col5'
4 A325 0.500
Co16
4 A325 0.500
Co17
4 A325 0.500
OPENING
LAYOUT:
---------------
Open
----- Bay ----- ------- Opening -Size
------
Id
Id' Offset Width Height
Sill Note
----
1
---- ------- ------- -------
3 0.00 10'.00 10.00
------- --------------
0.0 0
2
5 0.00 10.00 10.00
0.00
0
OPENING JAMB/HEADER/SILL:
---------- --------------
Open Bay
Id Id Member Offset Locate Part Length
--- --- ------ ------ ------ -------- -------
1 13 Header 10.00 '0.00 8F25Cl6 10.00
2 5 Header 10.00 0.00 8F25Cl6 10.,00
.. t
6
03/15/2017
GIRT LAYOUT:
--Id--Locate
Bay Bay_Offset
--Support -
---- Lap-,---
.
Flg
Type, Part Start End
Left Right
------
Left Right
Rot
---
--- ------ ---- -------- ----- -----
1 7.50 ZF 8X25Z16 0.00 5.50
----
Col Col
----- 7
0.00
----
�0.00
D
--- ------ ---- -------- ----- -----
2 7.50 ZF 8X25Z16 0.00 9.50
---- -----
Col Col
m
----- -----
0.00
0.00.
---
D
--- ------- ---- -------- ----- -----
3 11.42 ZF 8X25Z16 0.00 10.00
---- -- ---
Col Col
----- -----
0.00
0.00
---
D
--- ------ ---- -------- ---- -----
4 7.50 ZF 8X25Z16 0.00 2.00
---- -----
Col Col
----- -----
0.00
0.00
---
D
---
--- ------ ---- -------- ----- -----
6 7.50 ZF 8X25Z16 0.00 3.00
---- -----
Col Col
----- -----
0.00
0.00
D
GIRT INSIDE -FLANGE BRACE:
-------------------------
No. Brace/Bay
1 2 3 4 5 6
--- --- --- --- --- ---
0 0 0 0 0
WALL BRACING:
-------------
I I
Bay Brace_Height
id Bot ' Top Type Part
----- ------ ------ -------- --------
Dia.-
-----
1 0.00 7.50 Rod WRO800
0.500
7.50 11.54 Rod WRO800
0.500
15-B-73788 FRAMING SUMMARY: Right
Endwall
3/15/17
2:38am
RAFTER:
Surf
Id Id Part Length
------ ---- -------- ------
Rafl -2 W8xl0 20.28
Raf2 3 W8X10 -20.28
RAFTER SPLICE:
--------------
-Surface- --- Plate--- Bolt Bolt Bolt --- Top ---
I
-- Bottom -
Id Locate Type Width Thi'ck Type. Dia Gage Row Space
L ----- ----- ----- ----- --- -----
Row
---
Space
----- -
-- ------ ---- ----
3 0.00 M 6.00 0.375 A325 0.625 3.50
2 4.00
2
4.00
COLUMN:
Grid
Base
Id Offset Line Part Length
Elev
------ ------ ---- -------- ------
Coll 0.67 A 8F35C14 10.74
-----
0.00
Co12 20.00 E 8F25C13 13.96
0.00
Co13 39.33 H BF35C14 10.74
0.00
BASE PLATE:
-----------
- ----------- Plate -------- ----- Anchor Bolt ----- Base_Clip_Bolts
Id Type Width Length Thick Type
Dia Gage
Row No.
Type
Dia
------ ----- ----- ------ ----- ------
----- --
--
-----
-----
7
03/15/2017
0
0
0
Coll S3 7.00 8.00 0.250 GR36 0.625 3.00 1
Co12 S3 7.00 8.00 0.250 GR36 0.625 3.00 1
Co13 S3 7.00 8.00 0.250 GR36 0.625 3.00 1
CAP PLATE:
----------
----- Bolts -----
0
0
0
Id No. Type Dia
------ --- ----- ------
coil 4 A325 0.500
Co12 4 A325 0.500
Co13 4 A325 0.500
GIRT LAYOUT:
------------
Bay Bay Offset --Support- ----Lap---- Flg
Id Locate Type Part Start End Left Right Left Right Rot
--- ------ ---- -------- ----- ----- ---- ----- ----- ----- ---
1 7.50 ZF 8X25Z16 0.00 20.00 Col Col 0.00 0.00 D
10.00 ZF 8X25Z16 0.00 20.00 Col Col o.00 o.ob D
--- ------ ---- -------- ----- ----- ---- ----- ----- ----- ---
2 7.50 ZF 8X25Z16 0.00 20.00 Col Col 0.00 0.00 D
10.00 ZF 8X25Z16 0.00 20.00 Col Col 0.00 0.00 D
GIRT INSIDE FLANGE BRACE:
-------------------------
No. Brace/Bay
1 2
0 0
WALL BRACING:
-------------
Bay Brace_Height
Id Bot Top Type Part Dia
----- ------ ------ -------- -------- -----
1 0.00 13-.96 Rod WRO800 0.500
15-B-73788 FRAMING SUMMARY: Front Sidewall 3/15/17 2:38am
OPENING LAYOUT:
---------------
Open ----- Bay ----- ------- Opening_Size ------
Id Id Offset Width Height Sill Note
---- ---- ------- ------- ------- ------- -------------
1 2 3.50 7.17 .0.00
OPENING JAMB/HEADER/SILL:
--------------- ---------
Open Bay
Id Id Member Offset Locate Part Length
---- --- ------ ------ ------ -------- -------
1 2 Jamb -L 3.50 0.00 8F25C16 7.50
Jamb -R 6.83 0.00 8F25C16 7.50
Header 7.17 3.50 8F25Cl6 3.33
GIRT LAYOUT:
------------
Bay Bay_Offset --Support- ----Lap---- Flg
Id Locate Type Part Start End Left Right Left Right Rot
--- ------ ---- -------- ----- ----- ---- ----- ----- ----- ---
1 7.50 ZB 8X25Z16 0.00 15.00 Col Col 0.00 1.33 D
8
03/15/2017
I
--- ------ ---- -------- --- 7 - ----- ---- ----- ----- ----- ---
2 7.50 ZB 8X25Z16 0.00 15.00 Col Col 1.33 0.00 D
GIRT NSIDE FLANGE BRACE:
-------------------------
No.-Brace/Bay
1 2
0 0
WALL BRACING:
-------------
Bay Brace -Height
Id Bot Top Type Part Dia
----- ------ ------ -------- ---- - -----
1 0.00 1�.00 Rod WRO800 0.500
------------
15-B-73788 FRAMING SUMMARY: Back Sidewall 3/15/17' 2:38am
GIRT LAYOUT:
----------
Bay Bay_Offset --Support - ---- Lap---- Flg
Id Locate Type Part Start End Left Right -Left Right Rot
--- ------ ---- -------- ----- ----- ---------- ----- ----- ---
1 7.50 ZB 8X25Z16 0.00 15.00 Col 'Col 0.00 1.33, D
--- ------ ---- -------- ----- ----- ---- ----- ----- ----- ---
2 7.50 ZB 8X25Z16' 0.00 15.00 Col 'Col 1.33 .0.00 D
GIRT INSIDE FLANGE.BRACE:
-------------------------
No. Brace/Bay
1 2
0 0
WALL BRACING:
-------------
Bay Brace_Height.
Id Bot Top Type Part Dia
----- ------ ------ -------- -------- -----
2 0.00 12.00 Rod WRO80O.' 0.500
.15-B-73788 FRAMING SUMMARY: Rigid Frame'l 3/15/17 2:38am
-------------
LAYOUT:
Type RF
No. Line 1
Frame Line Id 2
Grid Line Id 2
MEMBER:
Surf Mem Seg Flange Flange -Web; - Depth- -Plate'Thickne ss -
Id Id Id Part Length Width Start End Web O-flg I-flg
---- --- --- -------- ------ ------ ----- ----- ----- - ; ---- ----- -
1 1 1 11.40 5.00 9.00 16.00 0.156 0.250 0.250
2 2 2 8.34 5.00 10.00 10.00' 0.134 0.250 0.250
2 2 3 10.00 5.00 10.00 10.00 0.134 0.250 0.250,
3 3 4 10.00 5.00 10.00 10.00 0.134 0.250.0.250
9
03/15/2017
10
03/15/2017
3 3
5 8.34
10.00 10.00 0.134 0.250
0.250
4 4
6 11.40
5.00 16.00
9.00 0.156 b.250
0.250
SPLICE:
-Surface-
--- Plate---
Bolt
Bolt
Bolt
--- Top --- -- Bottom
-
Id Locate
Type Width Thick
----- -----
Type
-----
Dia
-----
Gage
-----
Row Space Row
--- ----- ---
Space
-----
-- ------
2 0.00
----
VEE 6.00 0.625
A325
0.750
3.00
2 :,4.00 2
4.00
3 0.00
-EE 6.00 0.375
A325
0.750
3.00
2 4.00 2
4.00
4 0.00
VEE 6.00 0.625
A325
0.750
3.00
2 4.00 2
4.00
BASE PLATE:
-----------
--- Plate ---
-----------
Bolt ----------
Base
Locate
Type Width Thick
Type
Dia
Gage
Row Elev
-----
----------
Lt Column
---- ----- ------
P 6.00 0.375
-----
GR36
-----
0.750
-----
4.00
----
2 0.00
Rt Column
P 6.00 0.375
GR36
0.750
4.00
2 0.00
FLANGE BRACE:
-------------
Surf
No.
Id Locate Side Part
Clip
---- ------
1
---- --------
1 1 L2X2Xl4G
------
2
1 1 L2X2Xl4G
2
3 1 L2X2X14G
2
4 1 L2X2X14G
3
1 1 L2X2Xl4G
3
2 1 L2X2Xl4G
3
4 1 L2X2Xl4G
4
1 l' L2X2Xl4G
BEARING STIFFENER:
------------------
Locate
Width Thick
----------
Lt Column
----- -----
2.50 0.250
Rt Column
2.50 0.250
10
03/15/2017
.0 .
Section "A"
12
03/15/2017
15-B-73788 Bracing Reactions Report: 3/15/17 2:38am
----------------- ------------
------- ----------
BUILDING BRACING REACTIONS:
---------------------------
------ Reactions(k ) -------
--- Wall-- Col ---- Wind ---- -- Seismic --- Panel Shear(lb/ft)
Loc Line Line Horz Vert -Horz Vert Wind Seismic Notes
---- ---- ------- ----- ----- ----- -- -- ------ -------
L-EW 1 H G 0.80 1.91 0.55 i.32
F -SW A 1 2 2:26 1.53 0.8 3 0.56
R EW 3 A E 0.88 0.64 0.48 0.35
B SW H 2 _1 2:26 1.53 0.83 0.56
--- ---- ------- ----- ----- ----- ----- ------ ------- -----
Reaction values shown are unfactored. Maximum load combination factors are:,
Wind, 0.'60
Seismic: 0.70
------------
15-B-73788 Additional Reactions Report: 3/15/17 2:38am
Rigid Frame Column Reactions(k
------------ L -------------------
Fra�ie Col '----Dead--- Collateral ---- Live ---- --- -Snow--- �ilnd Leftl
Line Line Horz Vert Horz Vert Horz 'Vert `�Horz' Vert Horz Vert
----- ------ ----- ----- ----- ----- ----- ----- ----- ----- ----- -----
2 H 0.4 1.3 0.2 0.4 2.0' 5.4 2.2 7.1 -4..2 -8.7
2 A -0.4 1.3 -0.2 0.4 -2.0 5.4 -2.2 7.0 0.3 -5.2
Frame Col Wind-Rightl WindLeft2 Wind-Right2 Wind-Longl Wind-Long2
Line Line. Horz Vert Horz Vert, Horz Vert Horz Vert Horz Vert
----- ------ ----------- ----- ----- ----- ----- ----- ----- ----- -----
2 H -0.3 -5.2 -3.9 -5.7 0:0 -2.2 --0.9 -8.0 -1.4 -6.9
-2 A 4.2 -8.7 0.0 -2:2 3.9 -5.7 1.4 -6..9 0..9 -8.0
Frame Col -Seis Left- -Seis-Right -Seis_Long- -MIN_SNOW- FlUNB SL - L
Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert
----- ------ ----- ----- ----- ----- ----- ----- ----- ----- ----- -----
2 H -0.5 -0.3 0.5 0.3 0.0 -0.7 3.6 7.5 2.1 5.1
2 A -0.5 .0.3' 0.5 -0.3 0.0 -0:7 -3.6 7.5 -2.0 3.0
Frame Col FIUNB SL R
Line Line Horz Vert
----- ------ ----- -----
2 H 2.0 3.0
2 A -2.1 *5.1
---------------- -------------- ---------------------------- 7 ---------------
Endwall Column Reactions(k
--------------------
13
03/15/2017
Frame Col Dead Collat Live Snow Wind Leftl Wind - Rightl
Line Line Vert Vert Vert Vert Horz Vert Horz Vert
----- ---- ------ --- ----- ----- ----- ----- ----- -----
1 H 0.4 0.02 1.5 2.4 Q.6 -4.7 0.0 -1.5
1 G 0.3 0.1 1.5 0.5 0.0 -0.2 0.6 -2.1
1 F 0.4 0.1 2.6 1.9 0.0 -3.1 0.0 -2.2
1 D 0.2 0.1 1.3 0.8 0.0 -0.5 0.0 -1.0
1 C 0.3 0.1 1.6 1.2 0.0 -1.7 0.0 -2.6
1 B 0.2 0.1 1.6 0.1 0.0 0.0 0.0 -1.2
1 A 0.3 -0.02 1.1- 2.6 0.0 -3.4 0.0 -3.0
Frame Col Wind Left2 Wind Right2 Wind Pressure Wind -Suction
Line Line Horz Vert Horz Vert Horz Vert Horz Vert
------ ---- ----- ----- ----- ----- ----- ----- ----- -----
1 H 0.8 -5.1 0.0 -1.1 -2.3 -1.5 0.0 1.5
1 G 0.0 0.1 0.8 -2.5 -0.8 0.0 0.9 0.0
1 F 0.0 -3.1 0.0 -2.3 -1.3' 0.0 1.4 0.0
1 D 0.0 -0.4 0.0 -1.1 -0.8 0.0 0.9 0.0
1 C 0.0 -1.8 0.0 -2.6 -0.8 0.0 0.8 0.0
1 B 0.0 0.0 0.0 -1.2 -0.7 0.0 0.7 0.0
1 A -3.4 0.0 -3.0 -2.3' -1.5 0.0 1.5
Frame Col Wind Longl Wind Long2 Seismic Left S6ismic_Right
Line Line Horz Vert Horz Vert Horz Vert Horz Vert
----- ---- ----- ----- ----- ----- ----- ----- ----- -----
1 H 0.0 0.6 0.5 -1.4 0.7, -1.7 0.0 .1.8
1 G 0.5 -3.7 0.0 -0.5 0.0 1.6 0.7 -1.7
1 F 0.0 -3.2 0.0 -2.0' 0.0 0.1 0.0 -0.1
1 D 0.0 -1.0 0.0 -1.2 0.0 0.1 0.0 -0.1
1 C 0.0 -1.2 0.0 -2.4 0.0� -0.1 0.0 0.1
1 B 0.0 -1.8 0.0 -3.1 0.0 0.0 0.0 0.0
1 A 0.0 0.3 0.0 0.5 0.0 0.0 0.0 0.0
Frame. Col Seismic Long --MIN_SNOW-- -ElUNB-SL-L- -ElUNB-SL_R-
Line Line Horz Vert Horz Vert Horz Vert Horz Vert
----- ---- ----- ----- ----- ----- ----- ----- ----- -----
I H -1.1 -0.7 0.0 0.5 0.0 0.3 0.0 0.1
1 G 0.0 0.0 0.0 1.9 0.0 1.4 0.0 0.3
1 F 0.0 0.0 0.0 2.6 0.0 2.4 10.0 0.8
1 D 0.0 0.0 0.0 1.4 0.0 0.8 0.0 1.6,
1 C 0.0 0.0 0.0 1.5 0.0 0.0 0.0 1.11
I B 0.0 0.0 0.0 2.3 0.0 0.5 0.0 1.6
1 A -1.1 -0.7 0.0 -0.4 0.0 -0.1 0.0 -0.3
- ------------------------------------------------------------------------------
Frame Col Dead Collat Live Snow Wind-Leftl Wind-Rightl
Line Line Vert Vert Vert Vert Horz Vert Horz Vert
----- ---- ----- ----- ----- ----- ----- ----- ----- -----
3 A 0.4 0.1 2.2 2.4 0.7 -4.3 0.0 -2.3
3 E 0.7 0.2 4.6 2.9 0.0 -3.7' 0.7 -4.9
H 0.4 0.1 2.2 2.4 0.0 -2.9 0.0 -3.8.
Wind Wind
Frame Col Wind Left2 Wind Right2 Press Suct Wind-Longl
Line Line Horz Vert Horz Vert Horz Horz Horz Vert
----- ---- ----- ----- ----- ------ ----- ----- ----- -----
3 A 0.9 -4.4 0.0 -2.2 0.0 0.0 0.0 -1.8
3 E 0.0 -3.6 0.9 -5.0 -2.6 2.9 0.3 -5.0
3 H 0.0 -2.9 0.0 -3.7 0.0 0.0 0.0 -1.1
Frame Col Wind-Long2 Seismic -Left Seismic -Right --MIN_SNOW--
Line Line Horz Vert Horz Vert Horz Vert Horz Vert
14
03/15/2017
15
03/15/2017
-----
3
---- ----- -----
A 0.3 '-1.3
----- ----- -----
0.6 -0.4 0.0,
----- -----
0.5' :0.0
-----
1.5
3
E 0*0 -1,5
0*0 ' 0,4 0,1
-0,6 0,0
4*8
3
H 0.0 -2.2
0.0 0.0 0.0
0.0
1.5
Frame
Col -E2UNB SL L-
-E2UNB SL R -
Line
Line Horz Vert
Horz Vert
-----
.3
---- ----- -----
A 0.0 1.3
----- -----
0.0 0.2
3
E 0.0 2.8
0.0 2.8
3
------------------------------------------------------------------------------
H 0.0 0.2
0.0 1.3
-----------
15-B-73788 SeismicDesign Report:
------------
------------
3/15�17 2:38am
Building Data
-------------
Code
=IBC 15
Length
= 30.00
Width
= 40.00
Left Eave Height
= 12.00
Right Eave Height
= 12.00
Seismic Formula
---------------
Base Shear, V
= 0.667*Ie*Fa*Ss*W/R
Vmin
= 0.044*Sds*Ie*W
Vmax
= Sdl*Ie*W/(T*R)
T(Moment Frame)
0.204,
T(Braced Frame)
0.129
Shear Force,
Rho*V
(Rigid frame, endwall'frame, wind bent,
wind column
& base reactions)
Shear Forte, Em
Ornega*V
(Wall diagonal bracing, splice at rigid
frame & wind bent inee)
Note: Applied load
is seismic force multiplied by load combination
�.Fa*Ss
0.813
Zone/Design Category= D
Ie
000
Sl
0.274
Sdl
0.338
Sds
0.542
Seismic Dead Load, W
--------------------
Frame, Dead
2.00 (psf
Roof Dead
2.00 (psf
Collateral
1.00 (psf
Roof Total
5.00,(psf
Weight=
7.20 (k
L EW Dead
2.00 (psf
Weight=
0.55 (k
F SW Dead
2.00 (psf
Weight=,,
0.36 (k
R EW Dead
2.00 (psf
Weight=
0.55 (k
B Dead,
2.00 (psf
Weight=
0.36 (�
-SW
F SW Extend Total
3.40 (psf
Weight=
0.37 (k
B -SW Extend -Total
3.40 (psf
Weight=
0.37 (k
15
03/15/2017
16
03/15/2017
Total
9.75 (k
Seismic Forces
--------------
Roof Bracing
R =
3.25, Rho=
1.30
Cs =
0.1669
W =
8.29 (k
Force, V =
1.38 (k
Force, E =
1.80 (k
Sidewall Bracing
Front R =
3.25, Rho=
1.30,
Omega=
2.00
Cs =
0.1669
W =
4.95 (k
Force, V =
0.83 (k
Force, Em =
1.65 (k
Force, E =
1.07 (k
Back R =
3.25, Rho=
1.30,
Omega=.
2.00
Cs =
0.1669
W =
4.95 (k
Force, V =
0.83 (k
Force, Em =
1.65 (k
Force, E =
1.07 (k
Endwall Bracing
Left R =
3.25, Rho=
1.30,
Omega=
2.00
Cs =
0.1669
W =
3.30 (k
Force, V =
0.55 (k
Force, Em =
1.10-(k
Force, E =
0.72 (k
Right R =
3.25, Rho=
1.30,
Omega=
2.00
Cs =
0.1669
W =
2.88 (k
Force, V =
0.48 (k
Force, Em =
0.96 (k
Force, E =
0.62 (k
Rigid Frames
R =
3.25, Rho=
1.30
Cs =
0.1669
Frame 1 W =
4.61 (k
Force, V =
0.77 (k
Force, E =
1.00. (k
End Plates
Frame R
3.25, Omega=
2.50
Total Base Shear
Long itudinal
Force, V
1.65 (k
Transverse
Force, V
1.80 (k
16
03/15/2017