HD Fowler Storage Shed CZC A-2015-0056CERTIFICATE OF ZONING COMPLIANCE
REPORT
CAVI E IDIAN--
DATE:
November 19, 2015
TO:
Superior Paint and Construction
FROM:
C.Jay Coles, Assistant City Planner
SUBJECT:
HD Fowler Storage Shed - CZC - A-2015-0056
OWNER:
CAIR PARAVEL LLC
DESCRIPTION OF APPLICANT'S REQUEST
The applicant, Superior Paint and Construction, requests Certificate of Zoning Compliance
(CZC) approval of a dry storage building on 4.91 acres of land in the I -L zoning district.
The site is located at 123 S. Baltic Avenue.
Because the proposed building is internal to the site and its visibility is limited, Stafffinds
administrative design review is not required.
DECISION
The applicant's request for Certificate of Zoning Compliance and Design Review is approved
with the conditions listed in this report.
Note: This is not a building permit Please contact Building Services at (208) 887-22II to
verify if you need a building permit and/or inspection. If you do need a building permit, you
must complete that process before you commence the use or construction. Please contact
Building Services for additional details about building permits and inspections.
Site Conditions of Approval
1. Structure shall not encroach on the existing City of Meridian Sewer and Water
Easement Instrument No. 114048095 as shown on the plat of Baltic Place Addition
Subdivision.
2. Applicant shall submit site plan showing location of building (with the building drawn
on the plan) and the location of the City of Meridian Sewer and Water Easement
Instrument No. 114048095 with the Building Division Submittal to ensure building is
outside of easement.
Process Conditions of Approval
1. No signs are approved with this application. Prior to installing any signs on the property,
the applicant shall submit a sign permit application consistent with the standards in
UDC Chapter 3 Article D and receive approval for such signs.
2. The applicant shall complete all improvements related to public life, safety, and health
as set forth in UDC 11 -5C -3B. A surety agreement may be accepted for other
improvements in accord with UDC 11 -5C -3C.
3. The site plan prepared by Cole Architects on February 20, 2014, labeled A100, is
approved as shown in Exhibit B.
4. The elevations prepared by Superior Painting and Construction on 10/15/2015, are
approved as shown in Exhibit C.
Conditions Document 1 HD Fowler Storage Shed - CZC - A-2015.0056
5. The approved site plan, landscape plan and/or elevations may not be altered without
prior written approval of the City of Meridian Planning Division.
6. The applicant shall pay any applicable impact fees prior to the issuance of a building
permit.
7. If any changes must be made to the site plan to accommodate ACHD requirements; the
applicant shall submit a new site plan to the City of Meridian Planning Division for
approval prior to issuance of the building permit.
8. The applicant shall complete all required improvements prior to issuance of a Certificate
of Occupancy. It is unlawful to use or occupy any building or structure until the
Building Official has issued a Certificate of Occupancy.
Ongoing Conditions of Approval
1. The applicant and/or assigns shall have the continuing obligation to provide irrigation
that meets the standards as set forth in UDC 11-3B-6 and to install and maintain all
landscaping as set forth in UDC 11-3B-5, UDC 11-3B-13 and UDC 11-3B-14.
2. The applicant shall comply with the outdoor storage as an accessory use standards as set
forth in UDC 11-3A-14.
3. The project is subject to all current City of Meridian ordinances and previous conditions
of approval associated with this site (CZC-14-009).
4. The issuance of this CZC does not release the applicant from any previous requirements
of the other permits issued for the site.
5. The applicant and/or property owner shall have an ongoing obligation to prune all trees
to a minimum height of six feet above the ground or sidewalk surface to afford greater
visibility of the area.
6. The applicant shall have an ongoing obligation to maintain all pathways.
7. The applicant has a continuing obligation to comply with the outdoor lighting provisions
as set forth in UDC 11-3A-11.
8. The applicant and/or property owner shall have an ongoing obligation to maintain all
landscaping and constructed features within the clear vision triangle consistent with the
standards in UDC 11-3A-3.
CITY COUNCIL REVIEW
The applicant or a party of record may request City Council review of a decision of the
Director. All requests for review shall be filed in writing with the Planning Division on or
before December 4, 2015, within fifteen (15) days after the written decision is issued, and
contain the information listed in UDC 11 -5A -6B.
If City Council review of the decision is not requested, the action of the Director represents a
final decision on a land use application. You have the right to request a regulatory taking
analysis under Idaho Code 67-8003.
EXPIRATION
Certificates of Zoning Compliance issued in conjunction with a proposed use shall expire if the
use has not commenced within one year of the date of issuance of the Certificate of Zoning
Compliance.
Certificates of Zoning Compliance issued in conjunction with construction or alteration of a
structure shall expire if the construction or alteration has not commenced within one year of the
date of issuance of the Certificate of Zoning Compliance.
In accord with the above provisions, the subject Certificate of Zoning Compliance is valid until
November 19, 2016.
Conditions Document 2 HD Fowler Storage Shed - CZC - A-2015-0056
EXHIBITS
A. Vicinity Map
B. Site Plan (dated: February 20, 2014)
C. Elevations (dated: 10/15/2015)
Conditions Document 3 HD Fowler Storage Shed - CZC - A-2015-0056
A. Vicinity Map
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Conditions Document 4 HD Fowler Storage Shed - CZC - A-2015-0056
B. Site Plan (dated: February 20, 2014)
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Conditions Document 5 HD Fowler Storage Shed - CZC - A-2015-0056
C. Elevations (dated: 10/15/2015)
Conditions Document 6 FED Fowler Storage Shed - CLC - A-2015-0056
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Owner address: �)� C5 - ra C X 1 b U Email:
ECEIVE
Planning Division
`�: t� DEVELOPM D
T REVIEW APPLICATION
BY:
STAFF USE ONLY: I
Project name: a rodieR, S4,!2o4e�j(d0
File number(s): A i7 L l t/9,O
Assigned Planner: (,-.Jay Related files:
Tyeylew Requested (check all that
ccessory Use
C Administrative Design Review
❑ Alternative Compliance
❑/i'mlexation and Zoning
0 Certificate of Zoning Compliance
❑ City Council Review
❑ Comprehensive Plan Map Amendment
❑ Comprehensive Plan Text Amendment
❑ Conditional Use Permit
❑ Conditional Use Modification
Director/Commission (circle one)
❑ Development Agreement Modification
❑ Final Plat
❑ Final Plat Modification
Information
Ll Planned Unit Development
❑ Preliminary Plat
❑ Private Street
❑ Property Boundary Adjustment
❑ Rezone
❑ Short Plat
❑ Time Extension:
Director/ Commission/Council (circle one)
❑ UDC Text Amendment
❑ Vacation:
Director/ Council (circle one)
❑ Variance
❑ Other
Applicant name 64x-' (7.e N� �4 � Phone: �C/
Applicant address:G2(aSS V ^1, Ki//LL/Z i4/ Email:
City: 4 //' State: Zip:, (� /
AppicanYs interest in property: ❑ Own ❑ Rent ❑ Optioned e0ther x4
Owner name:`(-c-._� < Qc. rc_ue_ � Phone: l4 J-5 -'14 F - 6
X City:
Firm 1
Agent
City: _
Primary contact is:
(e.g.,
Information
15 --
P.CCl n
State: `%J 4 Zip: C7 G o n ti
representative): /
L` Phone: �U1f' �7 — �o / l
Email:_��11�1��lflfL?((t(1�,U7f-%Qin%
❑ Owner ❑ Agent/Contact
State -2,6---- Zip:
Location/street address: I / -'2 1 ^}1 1),4 l fle�G I-WZ-- Township, range, section: .-) I V I W 12
Assessor's parcel number(s): 1 `I �1� DQ 1 Total acreage: �'"1 f Zoning district:
Community Development . Planning Division a 33 E. Broadway Avenue, Ste. 102 Meridian, Idaho 83642
Phone: 208-884-5533 Pax: 208-888-6854 www.meridiancitv.ora/planning
-1- (Rev. 0 611 212 0 1 4)
Project/subdivision name:.
General description of proposed project/request:
Proposed zoning district(s):
Acres of each zone proposed:
Type of use proposed (check all that apply):
❑ Residential ❑ Office ❑ Commercial ❑ Employment IJl'Industrial ❑ Other
Who will own & maintain the pressurized irrigation system in this development?,
Which irrigation district does this property lie within?
Primary irrigation source:
Secondary:
Square footage of landscaped areas to be irrigated (if primary or secondary point of connection is City water):
Residential Project Summary (if applicable)
Number of residential units:
Number of common lots:
Number of building lots:
Number of other lots:
Proposed number of dwelling units (for multi -family developments only):
1[:S 4 • n
2-3 bedrooms:
Minimum square footage of structure (excl, garage):
Minimum property size (s.f):
4 or more bedrooms:
Maximum building height: -
Average property size (s.f.):
Gross density (Per UDC 11-1A-1): Net density (Per UDC 11-1A-1):
Acreage of qualified open space: Percentage of qualified open space:
Type and calculations of qualified open space provided in acres (Per UDC 11 -3G -3B):
Amenities provided with this development (if applicable):
Type of dwelling(s) proposed: ❑ Single-family Detached ❑ Single-family Attached ❑ Townhouse
❑ Duplex ❑ Multi -family ❑ Vertically Integrated ❑ Other
Non-residential Project Summary (if applicable)
Number of building lots: Common lots: Other lots:
Gross floor area proposed:
Hours of operation (days and hours):
Total number of parking spaces provided:
Authorization
VPrint applicant name:
VZ
Existing (if applicable):
Building height:
Number of compact spaces provided:
Date: /v -3,o-t5
i
Development . Planning Division . 33 E. Broa Ave'hue S� 102 M r dihn,��Tio 83642
a v
Phone: 208-884-5533 Fax: 208-888-6854, rg/pdarvmm
-2- (Rev. 0611212014)
Superior Painting & Construction
RCT -32869
2850 N River RD
Payette, Id 83661
To whom it concerns
The 24' x 72' (pole building type) structure at HD Fowler will be for dry storage. This building is
strictly to keep inventory that is affected by prolonged exposure to the elements from
becoming damaged in the yard.
Virginia G Gordon
Any further questions please contact me at:
(208)816-6962
C.Jay Coles
From: Terri Ricks
Sent: Tuesday, November 17, 2015 1:49 PM
To: C.Jay Coles
Subject: AV: 123 S. Baltic Ave.
11/17/15 Address Verification: HD Fowler Storage Building
Note: Address for storage building could change if additional buildings are constructed on site
Address: 123 S BALTIC AVE, MERIDIAN, ID 83642
Save Reset Cancel Help
Parcel Data!] District
Parcel # , Parcel States - Primary
R0797740010
Enabled v Yes v
Lot Black Subdivision
1 D1 BALTIC PLACE ADDITION
Terri Ricks
Addressing Specialist
City of Meridian Land Development
208-887-2211
tricks@meridiancity.org
1
When Recorder]
I{rlstio E, Bjorkr
HAWLEY TRO
P.O. Box 1617
Boise, Idaho 83'
AOA COUNTY RECORDER Christopher D. Rich AMOUNT16,00 3
BOISE IDAHO 11/06/2013 10:32 AM
DEPUTY Victoria Bailey
SimpUffie_.em'
RECORDEleetroide ED-TZLQUAST OF
I1111111111111111111111lull 11111111111111111111111111111111IN
TITLEONE BOISE 113122566
By and
'n to:
ENNIS & HAWLEYLLP
WARRANTY DEED
SPACE ABOVE THIS LW FUA UMU)EA• 8 USE ONLY
POR V LUE RECEIVED, L.C. Development, Inc„ an Idaho corporation ("Grantor" ),
does he gr rt, bargain, sell and convey unto Cair Paravel LLC, an Idaho limited liability
company, whos current address is P. 0. Box 160, Bellevue, WA, 98009-0160 (the "Grantee"),
the following deperibed premises, to -wit:
TO Rk
Grantee, its hei
said Grantee, th
all encumbranel
made, suffered,
casements, righl
for the current
whatsoever.
DATED
GRANTOR:
See Exhibit "A" attached hereto,
'E AND TO HOLD the said premises, with their appurtenances unto the said
s and assigns forever. And the Grantor does hereby covenant to and with the
t it is the owner in fee simple of said premises; that said premises are free from
>, EXCEPT those to which this conveyance is expressly made subject and those
or done by the Grantee; and subject to reservations, restrictions, dedications,
i -of -way of record or visible on the premises and general taxes and assessments
year, and that it will warrant and defend the same ftom all lawful claims
i
I
i
WARRANTY DEED - I
I
as of the �° Nday of November, 2013,
LC. DEVELOPMENT, INC., an Idaho corporation
—� E�� �J
By: F
Ilen ae Centers, its President
44998.0005,6125721.1
State of Idaho
ss.
County of Ada
On this Of day of November, in the year of 2013, before me, a Notary Public in and fox
said State, peronally appeared Allen Lee Centers, known or identified to me to be the
President of L.C.Development, Inc,, the corporation that executed the instrument or the person
who executed t,ze instrument on behalf of said corporation, and acknowledged to me that such
corporation executed the same.
^4„rYeneb>eq'
o ° c Notary Public for Idaho
.° IrinTARr °o &iE9dOSpl ;POISE, 10
Residing at s. ly2Q,1
®° My Commission expires
L IAUaL1�
.l lPT°af
OF ID
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WARRANTY OEED-2
44998.0005.6125721.1
A parcel loca
North, Range
follows;
EXHIBIT A TO WARRANTX DEL, D
in the Northwest quarter of the Northeast quarter of Section 18, Township 3
East, Boise .Meridian, Ada County, Idaho, and more particularly described as
Commencing atla brass cap monument marking the Northwest corner of the Northeast quarter of
said Section 18, ii'orn which a brass cap monument marling the Northeast corner of said Section
18 bears North 49°46'09" East a distance of 2654.20 feet; thence
North 89'46'091I' East along the Northerly boundary of said Section 18 a distance of 1327.17 feet
to a 5/8 inch diameter iron pin marking the Northeast corner of said Northwest quarter of the
Northeast auartjr:thence
South 0°29'30" West along the Easterly boundary and the prolongation thereof of Baltic Place
Subdivision No. 1 as shown in Book 93 of Plats on Page 11188, records of Ada County, Idaho, a
distance of 293 11 feet to a 5/8 inch diameter iron pin marking the Southeast corner of said
Baltic Place Su division No. 1 and the Point of Beginning; thence
South 0'29'30" West along the Easterly boundary of said Northwest quarter of the Northeast
quarter a distan e of 1038,99 feet to a 5/8 inch diameter iron pin marking the Southeast corner of
Medimont Sub ivision No. 2 as shown in Book 79 of Flats on Page 8453, records of Ada
County, Idaho; t ence leaving said Easterly boundary
North 51 °25'38' West a distance of 132,86 feet to a point in the Hunter Lateral; thence
North 63'27'15' West a distance of 404,00 feet to a 5/8 inch diameter iron pin; thence
North 0°39'10" West a distance of 680.07 feet to a 5/8 inch diameter iron pin marling the
Southwest corn r of said Baltic Place Subdivision No. 1; thence along the Southerly boundary of
said Baltic Plac4 Subdivision No, 1 the following described courses;
North 89121'26
North 45029'15
North 0'29'15"
South 89'30'45
North 0'29'15"
South 89130'45'
WARRANTY
� East a distance of 129,05 feet to a 5/8 inch diameter iron pin; thence
'East a distance of 25.60 feet to a 5/8 inch diameter iron pin; thence
East a distance of 57.99 feet to a 5/8 inch diameter iron pin; thence
East a distance of 54.00 feet to a 5/8 inch diameter iron pin; thence
3ast a distance of 21.00 feet to a 5/8 inch diameter iron pin; thence
East a distance of 279.98 feet to the Point of Beginning.
—EXHIBIT "A"
44998.0005.6125721.1
AFFIDAVIT OF LEGAL INTEREST
STATE OF IDAHO
COUNTY OF ADA
'�Pc_,esyel —�)• (3 6 OX 16 U
/I (name) (address)
(city) (state)
being first duly sworn upon, oath, depose and say:
That I am the record owner of the property described on the attached, and I grant my
permission to:
LU suuurrr urc au;uurparryurg appueauucr�s2 pcnaauuig to yuan pruperry.
2. I agree to indemnify, defend and hold the City of Meridian and its employees harmless
from any claim or liability resulting from any dispute as to the statements contained
herein or as to the ownership of the property which is the subject of the application.
3. I hereby grant permission to City of Meridian staff to enter the subject property for the
purpose of site inspections related to processing said application(s).
Dated this 1:1 c+— day of C) G k c toe C 120 15
(Signature)
SUBSCRIBED AND SWORN to before me the day and year first above written.
Nn' 4
r=OT A,p. V I (Notary Pu ' or daho)
Residing at:
49
\'.0V
OMy Commission Expires:
OF _.,,r
Community Development a Planning Division a 33 E. Broadway Avenue, Ste. 102 Meridian, Idaho 83642
Phone: 208-884-5533 Fax: 208-888-6854 wuryv.meridianc.orn/nlamrin¢
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Structural Calculations
For
24' x 72' POLE BARN
123 S Baltic
Meridian, Idaho 83642
Prepared, for:
Superior Painting & Construction
3590 NW 1st Ave
New Plymouth, Idaho 83655
Job No. 15018.006
Rogue Richardson, PE
2114 E Greenhurst — Nampa, Idaho 83686
(208)577-7071
roguerichardson@yahoo.com
Revision # Prepared by Project #
0 Rogue Richardson, PE 15018.006
DESIGN CRITERIA:
CODE: 2012 INTERNATIONAL BUILDING CODE
LOCATION: MERIDIAN, IDAHO
Wind Load: 115 MPH
Seismic: Ss=0.291. S1=0.102
(23 pages of Calculations)
TABLE OF CONTENTS
Calculations
Seismic Coefficients
Calculated Wind and Seismic Forces
2
Purlin Loading
7
Purlin Bending Check
8
Purlin Hanger Check - LB26
10
Truss Support Blocks
11
Shear Values for 16d Nails used in Douglas Fir
12
Wind Load on Columns - Field Columns
1;
Column Check - Field Columns
14
Wind Load on Columns - End Columns
16
Column Check - End Columns
17
Wind Load on Columns - Front/Rear Columns
19
Column Check - Front/Rear Columns
20
Pole Footing Embedded in Soil - 6x8 Columns
22
.gUOU0 L0001911 Y F%=10%01 16
ser—Specified input
milding Code Reference Document 2012 International Building Code
Site Coordinates 43.607961N, 116.39023OW
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category 1/11/11I
Ill
CnI
A
is
Bol
eridian
Nampa
A M L R I C`A
rl 02015 1114"St Some data 020159DIp ® MapQuest
SGS—Provided Output
S, = 0.291 g SMS = 0.456 g S,, = 0,304 g
S1 = 0.102 g SMI = 0.244 g SDI = 0.163 9
ir information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and
?terministic ground (notions in the direction of maximum horizontal response, please return to the application and
!lett the '2009 NEHRP" building code reference document.
MCEFt Response Spectrum
0.45
J.4'.
0.215
Ch J,30
Z5
VI
0 CIS
1 "0
6.00 0.20 0.40 0.0 0.9-1 1.00 I.Dv 1.0 1.60 1.9v
Period, T I sac)
111- r, -,I- P� � ji--
0.32
0.22
Design Response Spectrum
24
61,
0.12
0.09
0.04
0.1111
0.00 0—C, �1.40 4.64 0_8311 LOW, 1.20 L40 L0 1.3.
Period. T (sac)
Rogue Richardson, PE
2114 E Greenhurst
Nampa, Idaho 83686
(208)577-7071
CS12 Ver 2014.01.01
JOB TITLE 24 x 72 Pole Barn
123 S Baltic
JOB NO. SHEET NO. 1
CALCULATED BY _Rogue Richardson, -t DATE
CHECKED BY DATE
STRUCTURAL CALCULATIONS
FOR
24 x 72 Pole Barn
Meridian, ID 83642
www.struware.com
Rogue Richardson, PE JOB TITLE 24_x_72 Pote Barn
2114 E Greenhurst 1 23 S Baltic
Nampa, Idaho 83686 JOB NO. SHEET NO.
(208) 577-7071 CALCULATED BY Rogue Richardson, DATE _
CHECKED BY DATE .
www.struware.com
Code Search
Code: International Building Code 2012
Occupancy:
Occupancy Group = R Residential
Risk Category & Importance Factors:
Risk Category = II
Wind factor = 1.00
Snow factor = 1.00
Seismic factor = 1.00
Type of Construction:
Fire Rating:
Roof = 0.0 hr
Floor = 0.0 hr
Building Geometry:
Roof angle (B)
4.00/12 18.4 deg
Building length (L)
72.0 ft
Least width (B)
24.0 ft
Mean Roof Ht (h)
14.0 ft
Parapet ht above grd
0.0 ft
Minimum parapet ht
0.0 ft
Live Loads:
Roof 0 to 200 sf: 20 psf
200 to 600 sf: 24.0.02Area. but not less than 12 psf
over 600 sf: 12 psf
Floor:
Typical Floor 30 psf
Partitions N/A
Partitions N/A
Partitions N/A
Partitions N/A
Rogue Richardson, PE JOB TITLE 24 x 72 Pole Barn
2114 E Greenhurst 123 S Baltic T
Nampa, Idaho 83686 JOB NO._ SHEET NO..1
e Rc
(208) 577-7071 CALCULATED By Roguichardson, DATE�F
CHECKED BY DATE
Wind Loads:
ASCE 7- 10
f =
Ultimate Wind Speed
115 mph
30 ft
Nominal Wind Speed
89.1 mph
go. 9v =
Risk Category
II
310.0 ft
Exposure Category
B
Iz =
Enclosure Classif,
Enclosed Building
0.88 use G=0.85
Internal pressure
+/_0.18
9R =
Directionality (Kd)
0.85
0.000
Kh case 1
0.701
Kh case 2
0.575
Type of roof
Gable
v{z):.
z
Speed upTopographic
Factor
(Kzt)
V P 4pwrid)-'x(downwind)
{
L
Topography
Flat
Hill Height (H)
0.0 ft
H< 60ft;exp B H/2
Half Hill Length (Lh)
0.0 ft
Kzt=1.0 '` Lh Hl2 FH
Actual H/Lh =
0.00
Use H/Lh =
0.00
Modified Lh =
0.0 ft
ESCARPMENT
From top of crest: x =
0.0 ft
Bldg up/down wind?
downwind
V(z)
Z
H/Lh= 0.00
K, = 0.000
) / Speed-up
x/Lh = 0.00
K2 = 0.000
V(Z) x(upwind) x(downwind)
♦-
z/Lh = 0.00
K3 = 1.000
H/2
At Mean Roof Ht:
H
u, H/2
Kzt = (1+K,K2K$)A2 = 1.00
2D RIDt3E or 31D AXISYMMETRICAL HILL
Gust Effect Factor
h = 14.0 ft
B = 24.0 ft
/z (0.6h) = 30.0 ft
Riaid Structure
A =
0.33
f =
320 ft
zmin =
30 ft
C =
0.30
go. 9v =
3.4
Lz =
310.0 ft
Ct =
0.93
Iz =
0.30
G=
0.88 use G=0.85
Flexible structure if natural frequency < 1 Hz (T > 1 second).
However, if building h/B < 4 then probably rigid structure (rule of thumb).
h/B = 0.58 Rigid structure
G = 0.85 Using rigid structure default
Flexible or Dynamically Sensitive Structure
Natural Frequency (q,) =
0.0 Hz
Damping ratio ((i) =
0
/b =
0.45
/a =
0.25
VZ =
74.1
N, =
0.00
Kn =
0,000
Rn =
28.282 9 = 0.000
RB =
28.282 n = 0.000
RL =
28.282 rl = 0.000
9R =
0.000
R =
0.000
G =
0.000
h = 14.0 ft
Rogue Richardson, PE
2114 E Greenhurst
Nampa, Idaho 83686
(208)577-7071
JOB TITLE 24 x 72 Pole Barn _
123 S Baltic
JOB NO. SHEET NO.
CALCULATED BY_RO�Ue RiChafdSOn,i DATE '✓
CHECKED BY DATE
Wind Loads - MWFRS h560' (Low-rise Buildings) Enclosed/partially enclosed only
Kz = Kh (case 1) = 0.70 Edge Strip (a) = 3.0 ft
Base pressure (qh) = 20.2 psf End Zone (2a) = 6.0 ft
GCpi = +/-0,18 Zone 2 length = 12.0 ft
Wind Pressure Coefficients
Ultimate Wind Surface Pressures (psf)
1
CASE
A
-5.4 2.7
2
-10.3 -17.5
CASE B
-10.3 -17.5
3
-5.8 -13.1
e = 19.4 deg
-3.8 -11.1
4
-4.7 -12.0
-5.4 -12.7
Surface
GCpf
w/-GCpi
w/+GCpi
6
GCpf
w/-GCpi
w/+GCpi
1E
0.62
0.70
0.34
2E
-0.45
-0.
-0.63
2
-0.69
-0.51
-0.87
4E
-0.69
-0.51
-0.87
3
-0.47
-0.29
-0.65
6E
-0.37
-0.19
-0.55
4
-0.42
-0.24
-0.60
-0.45
-0.27
-0.63
5
0.40
0.58
0.22
6
429
-0.11
-0.47
1E
0.78
0.96
0.60
-0.48
-0.30
-0.66
2E
-1.07
-0.89
-1.25
-1.07
-0.89
-1.25
3E
-0.67
-0.49
-0.85
-0.53
-0.35
-0.71
4E
-0.62
-0.44
-0.80
-0.48
-0.30
-0.66
5E
0.61
0.79
0.43
6E
1
-0.43
-0.25
-0.61
Ultimate Wind Surface Pressures (psf)
1
14.0 6.8
18.8 psf
-5.4 2.7
2
-10.3 -17.5
28.2 psf
-10.3 -17.5
3
-5.8 -13.1
i i�-�-7 Tiril
-3.8 -11.1
4
-4.7 -12.0
-5.4 -12.7
5
11.7 4.4
6
a
-2.2 -9.5
1E
19.4-12 1
-6.0 -13.3
2E
-17.9 -25.2
-17.9 -25.2
3E
-9.9 -17.2
-7.1 -14.3
4E
-8.8 -16.1
-6.0 -13.3
5E
15.9 8.7
6E
-5.0 -12.3
Parapet
Windward parapet = 0.0 psf (GCpn = +1.5)
Leeward parapet = 0.0 psf (GCpn = -1.0)
Horizontal MWFRS Simple Diaphragm Pressures (Ds
Transverse direction (nonnalto L)
Interior Zone: Wall
18.8 psf
Roof
-4.5 psf
End Zone: Wall
28.2 psf
Roof
-8.0 psf
Longitudinal direction (parallel to L)
Interior Zone: Wall 13.9 psf
End Zone: Wall 21.0 psf
" NOTE: Total horiz force shall not be less than that determined
by neglecting roof forces (except for MWFRS moment frames).
The code requires the MWFRS be designed for a min ultimate
force of 16 psf multiplied by the wall area plus an 8 psf force
applied to the vertical projection of the roof.
Windward roof
overhangs = 14.1 psf (upward) add to
windward roof pressure
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Rogue Richardson, PE Joe TITLE 24 x 72 Pole Barn
2114 E Greenhurst 123 S Baltic
Nampa, Idaho 83686 JOB NO._ _ SHEET NO. __ f
(208) 577-7071
CALCULATEDBY Rogue Richardson, PEDATE
CHECKED BY DATE
Seismic Loads: IBC 2012 Strength Level Forces
Risk Category : II
Importance Factor (q : 1.00
Site Class : D
Ss (0.2 sec) = 29.10 %g
Sl (1.0 sec)= 10.20%g
Fa = 1.567 Sms = 0.456 SDs = 0.304 Design Category = B
Fv = 2.392 Sml = 0.244 Sol = 0.163 Design Category = C
Seismic Design Category =
C
Number of Stories:
i
Structure Type:
All other building systems
Horizontal Struct Irregularities:
No plan Irregularity
Vertical Structural Irregularities:
No vertical Irregularity
Flexible Diaphragms:
No
Building System:
Cantilevered Column Systems detailed to conform to the requirements for:
Seismic resisting system:
Timber frames
System Structural Height Limit:
35 ft
Actual Structural Height (hn) =
16.0 H
DESIGN COEFFICIENTS AND FACTORS
Response Modification Coefficient (R) = 1.5
Over -Strength Factor (0o) = 1.5
Deflection Amplification Factor (Cd) = 1.5
SOS = 0.304
SDI = 0.163
Seismic Load Effect E P QE +/- 0.25 D +/_ p =redundancy coefficient
( ) = Ds = p QE 0.061 D uE =horizontal seismic torte
Special Seismic Load Effect (Em) = cto QE +/- 0.2Sos D = 1.5 uE +/- 0,061D D = dead load
PERMITTED ANALYTICAL PROCEDURES
Simplified Analysis - Use Equivalent Lateral Force Analysis
Equivalent Lateral -Force Analysis
- Permitted
Building period cost. (CT) =
0.020
Cu = 1.57
Approx fundamental period (Ta) =
CThn" =
0.160 sec x= 0.75 Tmax = CuTa = 0.252
User calculated fundamental period (T) =
0 sec Use T = 0.160
Long Period Transition Period (TL) =
ASCE7 map =
6
Seismic response coal. (Cs) =
Sosl/R =
0.203
need not exceed Cs =
Sdt I AT =
0.678
but not less than Cs =
0.044Sdsl =
0.013
USE Cs =
0.203
Design Base Shear V = 0.203W
Model & Seismic Response Analysis
- Permitted (see code for procedure)
ALLOWABLE STORY DRIFT
Structure Type: All other structures
Allowable story drrft = 0.020hsx where hsx is the story height below level x
By _Rogu PROJECT -pn
DATE ll--lZt=
SHEET NO. CLIENT
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12
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�o
LcAA t=Z7fi l�+anlUE -t- 7C
Title Block Line t
Project Title:
You can change this area
Engineer: FTojed ID. !^
using the 'Settings' menu item
Protect Descr.
and then using the 'Printing &
Uniform Load: D = 0.0070, S = 0.0250 ksf, Tributary Width = 2.0 it
Title Block' selection.
Moment Values
@
Wood Beam
Description:
CODE REFERENCES
Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-10
Max Stress Rados
M V
Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Load Combination Set; ASCE 7-10
C r
C m
Uniform Load: D = 0.0070, S = 0.0250 ksf, Tributary Width = 2.0 it
Material Properties
Moment Values
@
DESIGN SUMMARY
Shear Values
Vu tv
Analysis Method: Load Resistance Factor D
Fb - Tension
1150 psi
E: Modulus of Elasticity
Load Combination ASCE?-10
Fb -Compr
1150psi
Ebend-xx 18OOksi
Section used for this span
Fc - PAI
1800 psi
Eminbend -xx 660ksi
Wood Species : Douglas Fir - Larch (North)
Fc - Perp
625 psi
2,970.86pai
Fv: Allowable
Fv
180 psi
Load Combination
+1.200+0.50L+1,60S+1.60H
Ft
750 psi
Density 30.58 pcf
Beam Bracing : Beam is Fully Braced against lateral -torsion buckling
Span # where maximum occurs =
Repetitive Member Stress Increase
D 0.014 S 0.0s
2.a
Span =12.0 It
Applied Loads
Max Stress Rados
M V
Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
C I
C r
C m
Uniform Load: D = 0.0070, S = 0.0250 ksf, Tributary Width = 2.0 it
CL Mu
Moment Values
@
DESIGN SUMMARY
Shear Values
Vu tv
Fv
+1.400+1.60H
Maximum Bending Stress Ratio =
0-351: 1 Maximum
Shear Stress Ratio
1
Section used for this span
2x8
Section used for this span
2X6
fb : Actual =
2,824.85psi
fv : Actual
100.02 psi
FB: Allowable =
2,970.86pai
Fv: Allowable
= 311.04 psi
Load Combination +1.20D+0.50L+1.60S+1.60H
Load Combination
+1.200+0.50L+1,60S+1.60H
Location of maximum on span -
6.000ft
Location of maximum on span
- 0.000 ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
0.12
22.30
233.28
Max Downward Transient Deflection
0.627 in Ratio =
-.
Max Upward Transient Deflection
0.000 in Ratio =
0 <229
1.00
Max Downward Total Deflection
0.824 in Ratio =
Max Upward Total Deflection
0.000 in Ratio =
0 <174
0.00
Load Combination
Segment Length Span #
Max Stress Rados
M V
�,
C FN
C I
C r
C m
C t
CL Mu
Moment Values
@
Fb
Shear Values
Vu tv
Fv
+1.400+1.60H
0.00
0.00
0.00
0.00
Length =12.0 R 1
0.283
0.095
0.60
1.300
1.00
1.15
1,00
1.00
1.00
0.40
629.87
2228.15
0.12
22.30
233.28
+1.20D+0.50LW40L+1.60H
1.300
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0,00
0.00
Length =12.0 it 1
0.182
0.061
0.80
1.300
1.00
1,15
1.00
1.00
1,00
0.34
539.89
2970.86
0.11
19.12
311.04
+1.200+1.60L+0.50S+1.60H
1.300
1.00
1.15
1.00
1.00
1,00
0.00
0.00
0.00
0.00
Length =12.0 h 1
0.422
0.143
0.80
1.300
1.00
1.15
1.00
1.00
1,00
0.79
1,253.94
2970.86
0.24
44.40
31104
+120D+1.60Lr+0.50L+1.60H
1.300
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =12.0It 1
0.182
0,061
0.80
1.300
1.00
1.15
1.00
1.00
1.00
0,34
539.89
2970.86
0.11
19.12
311.04
+1.20D+1.60Lr+0.50W+1.60H
1.300
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =12.0 It 1
0.182
0.061
0.80
1.300
1.00
1.15
1.00
1.00
1.00
0.34
539.89
2970.86
0.11
19.12
311.04
+1.200+0.50L+1.60S+1S0H
1.300
1.00
1.15
1.00
1.00
1.D0
0.00
0.00
0.00
0.00
Title Block Line 1 Projecl Title:
You can change this area Engineer: Project ID�
using the'Settings' menu item Project Descr:
and then using the 'Printing &
Title Block' selection.
Title Block Line 6
Wood Beam File= 11PER50NALCLOUDV'uWicE 4W2P-At2WSD4E-KIS4UYED-EtlOS17G-Q1S02ZET-5.EC6
ENERCALC, INC. 1%3.2016. Build:6.15.10.6. Vec6.15.10.6
l., = '• `6
Description: Roof Pudin
Load Combination Max Stress Ratios Moment Values Shear Values
Segment Length Span # M V C FN GI Gr CM C t CL Mu fb Fb Vu lv Fv
Winn =14UT! i
u.eo1
u.azz
u.ou
1,:vu
1.uu
1.10
1 M
i.uu
1.uu
1.78
2,8Z4.85
2970.86
0.55
100.02
311.04
+1.20D+1.60S+0.50W+1.60H
0.095
+D+0.75OL+0.750S+H
0.320
1.300
1.00
1.15
1.00
1.00
1.00
0.095
+D+0.750Lr+0.750L+0.45DW+H
0.00
0.00
0.00
0.00
Length =12.0 It 1
0.951
0.322
0.80
1.300
1.00
1.15
1.00
1,00
1,00
1.78
2,824.85
2970.86
0,55
100.02
311,04
+1.20D40.50Lr+0.50L+W+1.60H
S Only
1.300
1.00
1.15
1.00
1.00
1.00
0.00
0100
0.00
ON
Length =12.0 ft 1
0.146
0.049
1.00
1.300
1.00
1.15
1.00
1.00
1.00
0.34
539.89
3713.58
0.11
19.12
388.80
+1.20D+0.50L40.50S+W+1.60H
1.300
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =12.0 it 1
0.338
0.114
1.00
1,300
1.00
1.15
1.00
1.00
1.00
0.79
1,253.94
3713.58
0.24
44.40
388.80
+1.20D+0.50L40.20S+E+1.60H
1.300
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =12.0 it 1
0.222
0.075
1.00
1.300
1.00
1.15
1.00
1.00
1.00
0,52
825.51
3713.58
0.16
29.23
388.80
40.90D+W+0.90H
1.300
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =12.0 it 1
0.109
0.037
1.00
1.300
1.00
1.15
1.00
1.00
1.00
0.26
404.92
3713.58
0.08
14.34
388.80
+0.90D+E+0.90H
1.300
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.D0
Length =12.0 ft 1
0.109
0.037
1.00
1.300
1.00
t.15
1.00
1.00
1.00
0.26
404.92
3713.58
0.08
14.34
388.80
Overall Maximum Deflections
Load Combination
Span
Max.'--'
Deb
Location In Span
Load Combination
Max. '+' Dell
Location in
Span
+D+S+H
1
0.8243
6.044
0,0000
0.000
Vertical Reactions
Support notation: Far left is#1
Values in KIPS
Load Combination
Support 1
Support 2
Overall MINimum
0.057
0.057
+D+H
0.095
0.095
+D+L+H
0.095
0.095
40+Lr+H
0.095
0.095
+D+S+H
0.395
0.395
+D+0.7501 -r+0.7501-+4
0.095
0.095
+D+0.75OL+0.750S+H
0.320
0.320
+0+0.60W+H
0.095
01095
+D+0.7OE4H
01095
0.095
+D+0.750Lr+0.750L+0.45DW+H
0.095
0.095
+D+0.750L+0.750S+0.450W+H
0.320
0.320
+D+0.750L+0.750S40.5250E+H
0.320
0.320
+0.60D+0.60W40.60H
0.057
0.057
+0,60D+0.70E+0.60H
0.057
0.057
D Only
0.095
0,095
Lr Only
L Only
S Only
0.300
0.300
W Only
E Only
H Only
78
Solid Sawn Joist Hangers
This product is preferable to similar conneclors because of
21 easier Installation. If higher loads, c) lower installed cost,
or a combination of these features.
The BA hanger is a cost effective hanger featuring min/max joist
-• nailing option. Min Nailing featuring Positive Angle Nailing targets
moderate load conditions whereas the Max Nailing generates capacities for higher
loads. The unique two level embossment provides added stiffness to the top flange.
The newly improved B hanger offers wide versatility with enhanced
load capacities.
See tables on pages 80-82. See Hanger Options on pages 215-224
for hanger modifications, which may result in reduced loads.
MATERIAL: See tables, pages 80.82.
FINISH: BA, JB, LB and B—Galvanized: HHB -all saddle hangers and all
welded sloped and special hangers—Simpson Strong-Tlez' gray paint.
BA, LB, 8 and HHB may be ordered hot -dip galvanized, specify HOG.
INSTALLATION: • Use specified fasteners. See General Notes and nailer table.
• LB, BA, B and HHB may be welded to steel headers with weld size
to match material thickness (approximate thickness shown). The
minimum required weld to he top flanges is'1' x 2' ('l'x 1 %' fbr1B)
fillet weld to each side of each top flange tab for 14 and 12 gauge and
t✓s x 2' fillet weld to each side of each top flanggetab for 7 gauge.
Distribute the weld equally on both top flanges. VPelding cancels the tap
and face nailing requirements. Consult the code for special considerations
page 17 for welding information). Weld on aCplications produce the
maximum allowable down bad listed. For uplift loads refer to technical
bulletin T-WELDUPLFT (see page 232 for detaiis).
• Ledgers must be evaluated for each application separately.
Check TF dimension, nail length and nail location on ledger.
• Refer to technical bulletin T-SLOPEJST for information regarding
load reductions on selected ban one which can be used without
modification to support, joists which have shallow slopes (5'/,:12)
(see page 232 for details).
OPTIONS: 8 and HHB
• Other widths are available; specify W dimension
(the minimum W dimension is f^rfe for B and 3A' for HHB).
• See Hanger Options, pages 215-224. BA, JB and LB hangers cannot
be modified. Use LBV as an alternative for the JB/LB.
CODES: See page 13 for Code Reference Key Chart.
NAILER TABLE
i T0�
Fasteners
joist
Allowable Loads Header Type
�160j LVL : PSL OF/SP HF
Hata
BA
6-10d
10-10d
2-100xih
1. Uplift values are for
3630
Top
Allowable Loads
tech -
'oilers only. Refer to tech -
Min.
Flange
UpUftzi
SPF/
'real bulletin T-NAILERUPLFT
Nailing
(fgg);Of/SP
HF
for SPF values (see page
_
__
8-10dx17z
231 for details).
LB26
2x
4-10dx1'h
— 850
—
2.Rear to technical bulletin
L828
2X
4-106 '1
— 915
—
T-NAILERUPLFT for
higher uplift value options
L6210'
2x
440dx1'1
— 915_'
6-0Odx11h
(see page 231 for details).
L8212'.
2x
440dx1'h
— 915
3.BA hangers require
L8214
2x _
: 440dxt %a
— 975
—
2-10dzP1 joist nails.
4.8 hangers require 6-10dx1'1
I L8216._
2x
4-103x11
— 1150
—
joist nails to achieve published
2x
10-703x1 Vz
265' 2220
1755
loads. For joist members
8A48
j
2-2x
14-103
285 ' 2695
2235
2-W or wider, 16dx214' joist
! nails should be installed for
8A470'
8A412
3x
14-163x2%z
2653 3230
—
additional uplift loads on the
4x
14.183
265z l 3230
3x and 4x nailer applications
2-2x
14-103
710' 3615
_�;
27.70
of 970 lbs. and 1010 Ida.
respectively.
B
3x
14•i6dx2yz
83(Y 13725
-
' S.Attachment of nailer to
4x
14-163
8304 1 3600—
.— Ji
supporting member is by
the Designer.
See dimensions, material, loads on table pages.
HUSTF has the double Shear nailing advantage—
distributing the joist load through two points on each nail
for greater strength.
FINISH: Galvanized. See Corrosion Information, page 14 -15 -
INSTALLATION:
• Use all specified fasteners. See General Notes.
• Not acceptable for nailer orwelded applications;
see W and B hangers.
• HUTF—The minimum header or ledger size
that can be used with this hanger is 3'/i .
• HUSTF—With 3x carrying members, use 16621/2'
nails into the header and Il d commons into the joist.
OPTIONS:
• HUTF rough beam sizes are available by special order.
• See Hanger Options on pages 215-224 for slope and/or
skewed hangers.
• Available with flanges turnedin (2-2x and 4x only for
HUSCTE 2'/e' or greater for HUCTF),
F -
n •
HUSTF
Typical
HUTF
IRstallati
Minisl. Beam and Pullin Hangersn t i l a y
LfIf j'2 r ie i �• • JiI
/t R
B O%
11
BY_ROjU��( PROJECT �\ �� ll
DATE IC,
SHEET NO. CLIENT
iZV Sy�r�o�i �r c�c-�.S
Cp►�TT�LLIhaU LLA U
p-
12.boVy- � Z = 7zo lbs
q�; � 2s�� lbs
25-zo/j�j = 06 t1AIL-S
tick qA[ -,s
0
11
COMMON WIRE, BOX, or SINKER NAILS: Reference Laterai u
Values W for Single Shear (two member) Connections:42'3,4
for sawn lumber or SCL with both members of identical specific gravity
NEW
1. Tabulated lateral design values (Z) shall be multiplied by all applicable adjustment factors (see Table 10.3.1).
2. Tabulated lateral design value; (7.) are for common wire, box, and sinker nails (see Appendix L) insetted in side grain with nail axis perpendicular to wood
fibers; minimum nail penetration. I. into the main member equal to. IOD: and nail bending yield strengths (F,,,): F,,= 100,000 psi for 0.099" 5 D _<0.142
F,, = 90.000 psi far 0.142" <D 5 0.177"; F,,, = 80.000 psi for 0.177" < D 5 0.236": F,i, = 70,000 psi for 0.236" < D <_ 0.273"
3. When 6D 5 p < 10D, tabulated lateral design values (Z) shall be multiplied by p/1 OD.
4. Nail length is insufficient to provide IOD penetration. Tabulated lateral design values (Z) shall be adjusted per Immote 3.
AMERICAN FOREST & PAPER ASSOCIATION
0
J
m
J
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in,
in.
Penn of ht
bs.
lbs.
lbs.
lbs.
lbs.
lbs.
lbs.
las.
IN.
Ibs.
314
0.099
ad 7d
73
61
55
54
51
48
47
39
38
36
0.113
6d 8d ad
94
79
72
71
65
58
57
47
46
44
0:120
10d.
107
39
80
77
71
64
62
52
50
48
0.125
tad
121
101
87
84
78
'70
68
57
56
54
0.131
8d
127
104
98
97
80
73
70
60
58
56
0.135
lad 12d
135
108
94
91
84
76
74
63
61
58
0.148
10d 20d 16d
154
121
105
102
94
85
83
70
69
66
0.162
16d 40d
183
138
121
117
108
99
96
82
80
77
0.177
20d
200
163
134
130
121
111
107
92
90
87
0.192
2Dd 301
208
157
138
134
125
114
111
96
93
90
0.207
301 40d
218
198
147
143
133
122-
119
103
101
97
0.225
40d
229
178
158
154
144
132
129
112
110
106
0244
SOd 60d234
182
162
158
141
136
132
115
113
109
1
0.099
6d 7d
73
61
55
54
51
48
47
42
41
40
0.113
ar' ad 8d
94
79
72
71
67
63
61
55
54
51
0.120
lad
107
89
81
80
76
71
69
60
59
56
0.128
lad
121
101
93
91
86
80
79
68
64
81
0.131
ad
'27
106
97
95
90
84
82
68
66
63
0,1351
16d 12d
'35
113
103
101
96
89
86
71
69
66
0.148
10d 20d 16d
'54
128
Ilia
115
109
99
96
80
77
74
0.162
166 401
184
154
141
137
125
113
109
91
89
65
0.477
20d
213
178
155
150
138
125
121
102
99
96
0.192
2Dd 30d
222
183
159
154
142
11B
124
105
102.
98
0.207
30d 40d
243
192
167
162
149
135
131
111
109
104
0.225
40d
268
202
177
171
159
144
140
120
117
112
0.244
50d 60d
274
207F72
175
162
148
143
123
120
115
1-1/4
0.089
a)' 7d'
73
61
6a
51
48
47
42
41
40
0.113
al' ed 8d'
94
79
71
67
63
81
55
54
52
0.120
10d
1a7
89
80
76
71
69'
62
OD
59
0.128
10d
'�21
101
91
86
80
79
70
69
87
0.131
ad
'27
106
95
90
84
82
73
72
70
0.135
tad 12d
'35
113
101
96
89
88
78
76
74
0.148
lad 2Dd lad
154
128
115
109
102
100
89
37
94
0.1
.1ad 40d
184
154
138
131
122
120
103
100
95
0.177
20d
213
178
159
151
141
136
113
110
105
0.192
20d 30d
222
185
166
157
145
140
116
113
108
0.207
30d 40d
243
203
186
182
169
152
147
123
119
114
0.225
40d
268
224
200
193
177
160
155
130
127
121
0.244
We sod
278
230
204
197
181
163
158
133
129.
124
1-1/2
0.099
7d
73
61
56
54
51
48
47
42
41
40
0.113
8d' 81
94
79
72
71
97
58
at
55
54
52
0.120
10d
607
89
81
80
76
71
69
62
60
59
0.128
me
'21
101
93
91
ae
80
79
70
69
67
0.131
8d'
'27
106
97
95
90'
84
82
73
72
70
0.135
16d 12d
135
113
103
101
96
89
88
78
76
74
M148
tad 20d 161
154
128
- 118
115
109
10%
1D0
89
67
64
0.162
IN 40d
184
154
141
136.
131
122
120
106
104
101
0.177
20d
213
178
163
159
151
141
138
123
121
117
0.192
2Dd 301
222
165
170
166
157
147
144
128
126
120
0.207
30d 40d
243
203
186
182
172
161
158
135
131
125
0.225
40d
268
224
205
201
190
178 -
172
143
138
132
0.244
50d 6Dd
276
-.230
211
206
.198
187
175
146
141
135
1-314
0.113
8d'
94
79
72
71
97
63
61
55
54
62
0.120
10d'
'07
89
81
80
76
71
69
62
60
59
0.128
10d'
'21
101
93
91
86
80
79
70
69
67
0.135
led 12d
135
113
103
101
96
89'
88
78
78
74
0.148
10d' 20d 16d
164.
128
118
115
109
102
100
69
87
84
0.162
16d 40d
194
154
141
138
131
122
120
106
104
101
0.177
20d
213
178
163
159
151
141
138
123
121
117
0.192
20d 30d
222
185
170
166
157
147
144
128
126
122
0.207
30d 40d
243
203186
182
172
161
158
140
137
133
0225
40d
268
224
205
201
190
178
174
165
151
144
0y44
60tl 60d
276
230
211
206
1 196
183
179
159
154
147
1. Tabulated lateral design values (Z) shall be multiplied by all applicable adjustment factors (see Table 10.3.1).
2. Tabulated lateral design value; (7.) are for common wire, box, and sinker nails (see Appendix L) insetted in side grain with nail axis perpendicular to wood
fibers; minimum nail penetration. I. into the main member equal to. IOD: and nail bending yield strengths (F,,,): F,,= 100,000 psi for 0.099" 5 D _<0.142
F,, = 90.000 psi far 0.142" <D 5 0.177"; F,,, = 80.000 psi for 0.177" < D 5 0.236": F,i, = 70,000 psi for 0.236" < D <_ 0.273"
3. When 6D 5 p < 10D, tabulated lateral design values (Z) shall be multiplied by p/1 OD.
4. Nail length is insufficient to provide IOD penetration. Tabulated lateral design values (Z) shall be adjusted per Immote 3.
AMERICAN FOREST & PAPER ASSOCIATION
0
mum
sweer a ear
. 71.
Cow" 14
17-1 'iRtau-twom 4►� — Z GD1�131�ih:S. �si►T(11�.
loo
1 . * i z -113 �l►s �i r (" ,ddo
Title Block Line 1 Project Tide:
You can change this area Engineer: Project ID:
using the 'Settings' menu item Protect Descr:
and then using the "Printing 8
Title Block' selection.
Tie. 911 rk 1 in. A
Wood Column
Description : Field
Calculations per 2005 NDS, IBC 2009, CBC 2010, ASCE 7.10
Load Combinations Used: IBC 2012
General Information
Analysis Method:
Load Resistance Factor Design
End Fixities
Top Free, Bottom Fixed
Graded Lumber
Overall Column Height
12.0 ft
Wood Species
Douglas Fir - Larch
Exact Width
Wood Grade
No.1
Exact Depth
Fb- Tension
1000 psi Fv
180 psi
Fb - Compr
1000 psi Ft
675 psi
Fc -Pdl
1500 psi Density
31.2 pcf
Fc - Perp
625 psi
3.657 it
Modulus of Elasticity ... x -x Bending y -y Bending
Basic 1700 1700
Minimum 620 620
applied Loads
Column self weight included: 107.250 lbs' Dead Load Factor
AXIAL LOADS...
Gravity: Axial Load at 12.0 ft, D =1.440, S = 3.60 k
BENDING LOADS ...
Lal. Point Load at 12.0 ft creafinq Mx -x, W = 0.1080 k
Lat. Uniform Load creating Mx -x, W = 0.1130 loft
DESIGN SUMMARY
Wood Section Name
6x8
C P
Wood GradinglManuf.
Graded Lumber
0.88": 1
Wood Member Type
Sawn
Load Combination +1.20D+0,50L+0.50S+W+1.60H
Exact Width
5.50 in Allow Stress Modification Factors
1.464 k
Exact Depth
7.50 in Cf or Cv for Bending
1.0
Area
41.250 inA2 Cf or Cv for Compression
1.0
Ix
193.359 inA4 Cf or Cv for Tension
1.0
ly
103.984 InA4 Cm; Wet Use Factor
1.0
3.657 it
Ct : Temperature Factor
1.0
Applied Mx
Cfu : Flat Use Factor
1.0
Axial
Kf : Built-up columns
1.0
1700ksi
Use Cr: Repetitive?
Yes
Brace condition for deflection (buckling) along columns:
for bad combination: Na
X -X (width) axis:
Fully braced against buckling along X -X Axis
1.000
Y -Y (depth) axis:
Fully braced against buckling along Y -Y Axis
Maximum Shear Stress Ratio=
Service loads entered. Load Factors will be aoolied for calculations.
Bending & Shear Check Results
Lamt
C P
Maximum Axial +Bending
Stress Ratio Status
---n '- Max. Axial+Bending Stress Ratio =
0.88": 1
Maximum SERVICE Lateral Load Reactions..
0.000
Load Combination +1.20D+0,50L+0.50S+W+1.60H
0.01621
Top along Y -Y 0.0 k Bottom along Y -Y
1.464 k
Governing NDS Forumla Comp + Mxx, NDS Eq. 3.9-3
Top along X -X 0.0 k Bottom along X -X
0.0 it
Location of max.above base
0.0 ft
Maximum SERVICE Lad Lateral Detections ...
_S
At maximum location values are ...
0.0
Along Y -Y 1.858 in at 12.0 it above base
+1.20D+1.60L+0.50S+1.60H
Applied Axial
3.657 it
for load combination: W Only
1- "
Applied Mx
-9.432k-ft
0.0 it
-120+1.601-r+050L+1.60H
Applied My
0.0 .0 kft
Along X -X 0.0 In at 0.0 ft above base
SASS
Fc: Allowable
3,240.0 psi
for bad combination: Na
+120D+1.6OLr+0.50W+1.60H
0.000
1.000
Other Factors used to calculate allowable stresses ...
PASS
Maximum Shear Stress Ratio=
0.09128 :1
Bendin Compressic,n
Tension
Load Combination
+0.90D+W+0,90H
LRFD- Format Conversion factor 2.541 2.400
2.700
Location of max.above base
0.0 it
LRFD - Resistance factor 0.850 0.900
0.800
Applied Design Shear
53.236 psi
0.4451
PASS
Allowable Shear
388.80 psi
0-0ft
+1.20D+0.501-r+0.50L+W+1.60H
Load Combination Results
Load Combination
Lamt
C P
Maximum Axial +Bending
Stress Ratio Status
Stress Ratios
Location
Maximum Shear Ratios
Stress Ratio Status Location
+1.40D+1.60H
0.000
1.000
0.01621
0.0 If
0.0
0.0 It
+1.20D+0.50Lr+1.601-+1.60H
0.000
1.000
0.01389=:
_S
O.Oft
0.0
0.0 ft
+1.20D+1.60L+0.50S+1.60H
0.000
1.000
0.02736
1- "
O.Oft
OR
0.0 it
-120+1.601-r+050L+1.60H
0.000
1.000
0.01389
SASS
O.Oft
0.0
0.0 ft
+120D+1.6OLr+0.50W+1.60H
0.000
1.000
0.4420
PASS
O.Oft
0.04564
0.0 ft
+1 20+0.501-+1.60S+1.601-1
0.000
1.000
0.05699
O.Oft
0.0 -
0.0 ft
+L20p+1.60S+0.5OW+1.60H
0.000
1.000
0.4451
PASS
O.Oft
0.04564 ?P.S'--
0-0ft
+1.20D+0.501-r+0.50L+W+1.60H
0.000
1.000
0.8839
1O.Oft
0.09128 - r-
0.0 If
Title Block Une 1 Project Title:
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using ihe'Settings" menu item Pro act Descr:
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Title Block Line 6
Wood Column File= klPERSONALCLOUD1PubliclEY4W2P-A@WSD4E-gS4UYED-Eq 0S17G-g1SU2ZET-6.EC6
Load Combination Results
Load Combination
Lamt
Maximum Axial + Bendino Stress Ratios
C P Stress Ratio Status Location
Maximum Shear Ratios
Stress Ratio Status Location
+1.201)4501+0-50S+W+1,60H
0.000
1.000
0.8844
O.Oft
0.09128 --
0.0 it
+1.20D+C.5OL-0.70S+E+1.60H
0.000
1.000
0.03275
- 0.0ft
0.0
0.0 it
+0.90D+W+0.90H
0.000
1.000
0.8838
O.Oft
0.09128
0.0 it
+0.90D+E+O90H
0.000
1.000
0.01042
0,01t
0.0
0.0 it
Maximum Reactions
k
4.247 k
+D+0.60W
Note, Only non -zero reactions are
listed
0178
k
X -X Axis Reaction
+0+0.70E
Y -Y Axis Reaction
Axial Reaction
Load Combination
(d Base @ Top
+0+0.7501 -r+0.7501 -4450W
Base @ Top
@ Base
0.659
w vliiy
x
k
1.547 k
+D+L
k
k
1.547 k
+D+Lr
k
k
1.547 k
+O+S
k
k
5.147 k
+D+075OLr+0.750L
k
k
1.547 k
+0+0.759L+0.750S
k
k
4.247 k
+D+0.60W
k
0178
k
1.647 k
+0+0.70E
k
k
1.547 k
+0+0.7501 -r+0.7501 -4450W
k
0.659
k
1.547 k
+D+O.750L+0.750S+0.450W
k
0.659
k
4,247 k
+D+0.750L+0.750S+0.5250E
k
k
4.247 k
+0.60D+0.60W
k
0.878
k
0.928 k
+0.60D+0.70E
k
k
0.928 k
D Only
k
k
1.547 k
Lr Only
k
k
k
L Only
k
k
k
S Only
k
It
3.600 k
W Only
k
1.464
k
k
E Only
k
k
k
H Only
k
k
k
Maximum Deflections for Load Combinations
Load Combination
Max. X -X Deflection
Distance
Max. Y -Y Deflection
Distance
D Only
0.0000 in
0.000 ft
0.000 In
0.000 ft
+D+L
0.0000 in
0.000 It
0,000 in
0.000 ft
+D+i,r
0.0000 In
0.00011
0.000 In
0.000 It
+D+S
0.0000 In
0.000 it
0.000 In
0.000 It
+0+0.7501-�0.750L
0,0000 in
O.DOO ft
0.000 in
0.000 8
+0+0.750L+0.750S
0,0000 in
0.000 it
0.000 in
0.000 ft
+D+0.60W
0.0000 in
0.000 it
1.115 In
12.000 it
+D+0.70E
0.0000 in
0.000 it
0.000 in
0.000 it
+D+0.750Lr+0.750L+0.450W
O.00DO in
0.000ft
0.836 In
12.000 it
+D+0.750L+0.750S+0.45OW
0.0000 in
0.000 it
0.836 In
12.000 ft
+D+0.750L+0.750S+0.5250E
0.0000 in
0.000 ft
0.000 in
0.000 it
+0.60D+0.60W
0.0000 in
0.000it
1,115 in
12.000 it
+O.60D+0.70E
0.0000 in
0.000 It
0.000 In
0.000 1t
D Only
0.0000 In
0.000 it
0.000 in
0.000 it
Lr Only,
0.0000 in
0.000 it
0.000 in
0.000 8
L Only
0.0000 in
0.000 it
0.000 in
0.000 It
S Only
0.0000 in
0.000 it
0.000 in
0.000 It
W Only
0.0000 in
0.000 ft
1.858 in
12.000 it
E Only
0,00001n
0.000 it
0.0001n
0.0008
H Only
0.0000 in
0.000 it
0.000 in
0.000 it
An cow"14
I -rRcav�►�� &va:o. - Z cdwKa��sr�.
Z' Gc tw►w.h J
Title Block Line 1 Project Title:
You can change this area Engineer: Project ID:
using the 'Settings' menu Item Prgect Descr:
and then using the 'Printing &
Title Block' selection.
Title Block Une 6
Wood Column
Code References
Calculations per 2005 NDS, IBC 2009, CBC 2010, ASCE 7-10
Load Combinations Used: IBC 2012
General Information
Analysis Method :
Load Resistance Factor Design
Wood Section Name
6x8
Maximum SERVICE Lateral Load Reactions
End Fixities
Top Free, Bottom Fixed
Wood GradinglManuf.
Graded Lumber
Top along Y -Y 0.0 k
Overall Column Height
12.0 It
Wood Member Type
Sawn
Top along X -X 0.0 k
Wood Species
Douglas Fir -Larch
Location of max.above base
Exact Width
5.50 in Allow Stress Modification Factors
Maximum SERVICE Load Lateral Deflections...
Wood Grade
No.1
Exact Depth
7,$0 in Cf or Cv for Bending
1.0
Fb - Tension
1,000.0 psi Fv
180.0 psi
Area
41.25 102 Cf or Cv for Compression
1.0
Fb-Compr
1.000.0 psi Ft
675.O psi
Ix
193.359 in64 Cf or Cv for Tension
1.0
Fe -Prif
1,500.Opst Density
31.20 pcf
ly
103.984in"4 Cm: Wet Use Factor
1.0
Fe - Perp
625.0 psi
Ct: Temperature Factor
1.0
E: Modulus of Elasticity ... x -x Bending
y -y Bending
Axial
Cfu : Flat Use Factor
1.0
Tension
Load Combination
+0.90D+W+0.90H
LRFD - Format Conversion factor
Kf: Built-up columns
1.0
Location of maxabove base
Basic 1,700.0
1,700.0
1,700.0ksi
Use Cr. Repetitive?
Yes
Applied Design Shear
Minimum 620.0
620.0
Brace condition for deflection (budding) along columns :
Allowable Shear
X -X (width) axis:
Fully braced against buckling along X -X Axis
Load Combination Results
Y -Y (depth) axis:
Fully braced against buckling along Y -Y Axis
Applied Loads Service loads entered Load Factors will be applied for calculations
Column self weight included : 107.250 lbs' Dead Load Factor
AXIAL LOADS ...
Gravity: Axial Load at 12.0 It, D = 0.720, S =1.80 k
BENDING LOADS ...
Lat. Point Load at 12.0 R creatinq Mx -x, W = 0.120 k
Lat. Uniform Load creating Mx -x, W = 0.0850 k/ft
DESIGN SUMMARY
Bending & Shear Check Results
Max. Axial+Bending Stress Ratio =
0.7085:1
Maximum SERVICE Lateral Load Reactions
Load Combination .120D+0.50L+0,50S+W+1.60H
Top along Y -Y 0.0 k
. .
Bottom along Y -Y
1.140 k
Governing NDS Forumle Comp +
Mxx, NDS Eq, 3.9-3
Top along X -X 0.0 k
Bottom along X -X
0.0 k
Location of max.above base
0.0 8
Maximum SERVICE Load Lateral Deflections...
At maximum location values are...
Along Y -Y 1.515 in at
12.0 It above base
Applied Axial
Applied Mx
1.893k
-7.560 k -ft
for load combination: W Only
Applied My
0.0 k -ft
Along X -X 0.0 in at
0.0 It above base
Fc: Allowable
3,240.0 psi
for load combination: n,ra
Other Factors used to calculate allowable stresses ...
.. Maximum Shear Stress Ratio =
0.07108 :1Send!
Compression
Tension
Load Combination
+0.90D+W+0.90H
LRFD - Format Conversion factor
2.541 2.400
2700
Location of maxabove base
0.0 it
LRFD - Resistance factor
0.850 0.900
0.800
Applied Design Shear
41.455 psi
Allowable Shear
388.80 psi
Load Combination Results
Load Combination
Lamt
C Maximum Axial +gendind Stress Ratios
Maximum Shear Ratios
P Stress Ratio Status Location
Stress Ratio Status
Location
+1.40D+1 .601-1
0.000
1.000 0.008666 O.Oft
0.0
O.O it
+1.20D+0.50Lr+1.60L+1.60H
0.000
1.000 0,007428 O.Oft
0.0 -
0.0f
+1.20D+1.60L+0.50S+1.60H
0-000
1.000
0.01416 - O.Oft
0.0
0.0 it
+120D+1.60Lr+0.50L+IS0H
0.000
1.000 0.007428 P,e ,E O.Oft
0.0
0.0 ft
+1.20D+1.60Lr+0.50W+1.60H
0.000
1.000
0.3542 O.Oft
0.03554
0.0 111
+1.200+0.50L+1.60S+1.601-1
0.000
1.000
0.02898 0.0 it
0.0
0.0 it
+L20D+1.60S+0.50W+1.60H
0.000
1.000
0.3550 - - O.Oft
0.03554 - -
0.0 ft
+1.20D-�0.501-r+0.50L+W+1.60H
0.000
1.000
0.7084 O.Oft
0.07108
O.Oft
Title Block Line 1
You can change this area
using the'Seftings' menu item
and then using the 'Printing &
Tite Block' selection
Wood Column
Description; End Column
Load Combination Results
Lamt
Project TIOe:
En ineer:
Pr
o�ect Descr:
Project ID:
Maximum Shear Ratios
Stress Ratio Status Location
10
+1.20D+0.50L+0.50S+W+1.60H
0.000
1-000
0.7085
0.0 it
0.07108
0.0 It
+1.20D+0.50L+0.70S+E+1.60H
0.000
1.000
0.01686
- 0.0 It
0.0
- 0.0 It
+0.90D+W+0.901-1
0.000
1.000
0.7083
- O.Oft
0.07108
0.0 ft
+0.90D+E+0.90H
0.000
1.000
0.005571
- - 0.0 it
0.0
0.0 it
Maximum Reactions
2.177 k
+D+nBOW
k
0.684
Note. Only non -zero reactions are listed
0.827 k
+D+0.706
X -X Axis Reaction
0.000 it
Y -Y Axis Reaction
0.827 it
Axial Reaction
Load Combination
Base @ Tap
k
Base @ Top
+0+0750L+0.750S+0.450W
@ Base
D Only
k
Distance
it
0.827 k
+D+L
k
0.000 ft
k
0.827 it
+D+Lr
k
0.000 ft
k
0.827 k
+D+S
k
0.000 It
it
2.627 k
+0+0.7501-r+0.7501-
k
0.000 It
k
0.827 k
+0+0.750L+0.750S
k
0.000 ft
it
2.177 k
+D+nBOW
k
0.684
k
0.827 k
+D+0.706
k
0.000 it
it
0.827 it
+D+0.750Lr+0.7501-+0.450W
it
0.513
k
0.827 k
+0+0750L+0.750S+0.450W
it
0.513
k
2.177 k
+D+0.750L40.750S+0.5250E
k
0.000 It
k
2.177 k
+0.60D+0.60W
it
0.684
k
0.496 k
+0.60D+0.70E
it
0.000 It
k
0.496 k
D Only
k
0.000 ft
it
0.821 k
Lr Only
k
0.000 It
k
it
L Only
it
0.000 It
k
it
S Only
it
0.000 It
it
1.800 it
W Only
k
1.140
it
k
E Only
k
0.000 ft
it
k
H Only
k
0.0001t
it
it
Maximum Deflections for Load Combinations
Load Combination
Max. X -X Defection
Distance
Max. Y -Y Dellecfon
Distance
D Only
0.0000 In
0.000 ft
0.000 in
0.000 it
+D+L
0.0000 in
0.000 ft
0.000 in
0400 It
+D+Lr,
0.0000 in
0.000 It
0.000 In
0.000 ft
+D+S
0.0000 In
0.000 It
0.000 In
0.000 It
+D+0.750Lr40.750L
0.0000 In
0.000 ft
0.000. In
0.000 It
+D+0.750L+0.750S
0.0000 In
0.000 It
0.000 in
0.000 It
+D+0.60W
0.0000 In
0.000 it
0.909 in
12,D00 it
+D+0.70E
0.0000 In
0.000 It
0.000 in
0.000 it
4C+0.750Lr40.750L+0A50W
0.0000 In
0.000 ft
0.682 in
12.000 ft
+D+0.750L+0.750S+0.450W
0.0000 in
0.000 It
0.682 in
12.000 It
4D+0.750L+0.750S+0.5250E
0.0000 in
0.000 ft
0.000 in
0.000 f
+4.60D460W
0.0000 in
0.000 It
0.900 In
12.000 ft
40,60040.70E
0.0000 in
0.000 ft
0.000 in
0.000 It
D Only
0.0000 in
0.000 It
0.000 In
0.000 ft
Lr Only
0.0000 in
0.000 It
0.000 In
0.000 It
L Only
0.0000 in
0.000 It
0.000 in
0.000 ft
S Only
0.0000 in
0,000 It
0.000 In
0.000 ft
W Only
0.0000 in
0.000 ft
1.515 in
12.000 it
E Only
0.0000 in
0.0001t
0.000 in
0.000 it
H Only
0.0000 in
0.000 it
0.000 in
0.000 ft
aNen'_Ma ouar
ri1gC. UA L.t—
Otab LvD = 2l 16/4 'Z.
Lvo•A 214/2..w 2 2-. 16P6
Title Block Line 1
0.1597 :1
Project Title:
Max. Axlal+Bending Stress Ratio =
0.3885 :1
You can change this area
Load Combination +1.200+0,501 -r+0.501 -46011v
Engineer:
Project ID:
`
using the 'Settings" menu item
5.960 it
Project Descr.
At maximum location values are ...
A�
and then using the 'Printing &
Applied Axial
0.1329 k
for load combination: +D+W
!/
Title Block' selection,
+1.200+1.60Lr+0.50L
PPie
Applied My
0.0 .0 k -ft
Along X -X 0.0 in at 0.0 above base
ft
Title Block Line 6
2,916.0 psi
for load combination: nla
-
-
Wood Column
0.1943
File= 11PERSONALCLOUDWuWic1EY4W2P-At2WSD4E-MS4UYED-ft10S17G-OISQ2ZET-5.EC6
0.07986
0.0 ft
+1.20D+0.50L+1.60S
ENERCALC, INC, 198120`15, eual:6.15.10.6, Ver.6.15.10.6
Lic: KW -06008302
0.001105
=. O.Oft
Licensee : REM
0.0 It
Description: FmnVBack Wall Column
0.000
1.000
0.1943
5.960 ft
Code References
0.0 It
+1.20D+0.5OLr+O.50L+1.60W
0.000
1.000
Calculations per 2005 NDS, IBC 2009, CBC 2010, ASCE 7-10
- 5.960 it
0.1597
0.0 it
Load Combinations Used: 2009 IBC & ASCE 7-05
0.000
1.000
0.3885
General information
0.1597
0.0 ft
+1.20D+0.50L+0.20S+E
0.000
Analysis Method: Load Resistance Factor Design
Wood Section Name
6x8
0.0
End Fixities Top & Bottom Pinned
+&90D+1.60W+1 S0H
Wood GredinglMenuf.
Graded Lumber
0.3885
Overall Column Height
12.0 ft
Wood Member Type
Sawn
0.000
Woad Species Douglas Fir -Larch
0.000828
Exact Width
5.50 In Allow Stress Modification Factors
0.01t
Wood Grade Dense select Structural
ExactDepth
7.50 in C1 or Cv for Bending
1.0
Fb- Tenslon 1,750.0 psi Fir
170.0 psi
Area
41.250 InA2 Cf or Cv for Compression
1.0
Flo -Compr 1,750.0 psi Ft
1, 150.0 psi
Ix
193.359 inA4 Cf or Cv for Tension
1.0
Fc - PAI 1,350.0 psi Density
32210 pcf
ly
103.9841nA4 Cm: Wel Use Factor
1.0
Fc - Perp 730.0 psi
Ct: Temperature Factor
1.0
E: Modulus of Elasticity. x -x Bending
y -y Bending Axial
Cfu : Flat Use Factor
Kf: Built-up columns
1.0
1.0
Basic 1,700.0
1,700.0 1,700.0ksi
Use Cr: Repetitive?
Yes
Minimum 620.0
620.0
Brace condition for deflection (buckling) along columns:
X -X (width) axis:
Fully braced against buckling along X -X Axis
Y -Y (depth) axis:
Fully braced against buckling along Y -Y Axis
Applied Loads
Service loads entered Load Factors will be applied for calculations.
Column self weiqht included : 110.722lbs ' Dead Load Factor
BENDING LOADS ...
Lat. Uniform Load creating Mx -x, W = 0.2520 klft
DESIGN SUMMARY
Bending & Shear Check Results
0.1597 :1
Load Combination
Max. Axlal+Bending Stress Ratio =
0.3885 :1
Maximum SERVICE Lateral Load Reactions.,
Load Combination +1.200+0,501 -r+0.501 -46011v
Top along Y -Y 1.512 k Bottom along Y -Y 1.512 k
Governing NDS Forumla Comp + Mxx, NDS Eq. 3.9-3
Top along X -X 0.0 k Bottom along X -X 0.0 k
Locatbn of max.above base
5.960 it
Maximum SERVICE Load Lateral Deflections
At maximum location values are ...
+1,200+1.60L+050S+1,60H
...
Along Y -Y 0.3615 in at 6.040 N above base
Applied Axial
0.1329 k
for load combination: +D+W
Mx
72 k ft
+1.200+1.60Lr+0.50L
PPie
Applied My
0.0 .0 k -ft
Along X -X 0.0 in at 0.0 above base
ft
Fc: Allowable
2,916.0 psi
for load combination: nla
Maximum Shear Stress Ratio =
0.1597 :1
Load Combination
+0.90D+1.60W+1.60H
Location of max.above base
0.0 ft
Applied Design Shear
87.971 psi
Allowable Shear
367.20 psi
Load Combination Results
Other Factors used to calculate allowable stresses ...
BericAl Compression Tension
LRFD- Format Conversion factor 2.541 2.400 2.700
LRFD- Resistance factor 0.850 0.900 0.600
Load Combination Lamt C P Stress Ratio Status Location Stress
Ratio Status Location
-1 ADD
0.000
1.000
D.001289
_ 0.0 ft
0.0
0.0 It
+i,20D+0.50Lr+1.60L+1.60H
0.000
1.000
D.001105
0.011
0.0
O.Oft
+1,200+1.60L+050S+1,60H
0.000
1.000
D.001105
O.Oft
0.0
0.0 It
+1.200+1.60Lr+0.50L
0.000
1.000
3.001105
0.0111
0.0
0.0 R
+1.20D+1.601-r+0.80W
0.000
1.000
0.1943
5.960 ft
0.07986
0.0 ft
+1.20D+0.50L+1.60S
0.000
1.000
0.001105
=. O.Oft
0.0 -
0.0 It
+1.20D+1.60S+0.80W
0.000
1.000
0.1943
5.960 ft
0.07986 •:
0.0 It
+1.20D+0.5OLr+O.50L+1.60W
0.000
1.000
0.3885
- 5.960 it
0.1597
0.0 it
+1.20D 0.50L -0.50S+1 60W
0.000
1.000
0.3885
5,960 It
0.1597
0.0 ft
+1.20D+0.50L+0.20S+E
0.000
1.000
0.001105
- 0.0ft
0.0
0.0 It
+&90D+1.60W+1 S0H
0.000
1.000
0.3885
- 5.960 It
0.1597 -
0.0 ft
+0.90D+E+1.60H
0.000
1.000
0.000828
a0ft
0.0
0.01t
Title Block Line 1
Project Title:
You can change this area
Engineer: Project ID:
using the'Settings' menu item
Project DescD
and then using the 'Printing &
ry i
Title Block' selection.
0.111 k
Title Block Line 6
,
Wood Column
File- 11PERSONALCLOUDIPublk1EY4W2P-A@WSD4E-K154UYED-ElOS 7 2ZET-S.EC6
17G-OISD
0.111 k
Description :
Maximum Reactions NoteOnly non -zero reactions are listed.
X -X Axis Reaction Y -Y Axis Reaction Axial Reaction
Load Combination @ Base @ Top @ Base @ Top @ Base
-OIL
k
Distance
k
0.111 k
,D -Lr
k
0,0001t
k
0.111 k
-DIS
k
0.000 It
k
0.111 k
1D-0,750Lr+0.750L
k
0.000 ft
k
0.111 k
+0+0.750L+0.750S
k
0.1110 it
k
0.111 k
+D+W
k
1.512
1.512 k
0.111 k
+0+0.70E
k
0.000 It
k
0.111 k
+0+0.750Lr+0.7S0L+0.750W
k
1,134
1.134k
0.111 k
+D+07501_+0.750S+0.75OW
k
1.134
1,134k
0.111 k
+0+0.750Lr+0750L+0.5250E
k
ODDO It
k
0.111 k
+D+0.750L+0.750S+0.5250E
k
0.000 It
k
0.111 k
+0.60D+W
k
1.512
1.512k
0.066 k
+0.600+0.70E
k
0.000 ft
k
0.066 k
D Only
k
0.000 it
k
0.111 k
Lr Only
k
0.000 it
k
k
L Only
k
HOD It
k
k
S Only
k
0.000 ft
k
k
W Only
k
1.512
1.512k
k
E Only
k
0.000 it
k
k
H Only
k
0.000 It
k
k
Maximum Deflections for Load Combinations
Load Combination
Max. X -X Deflection
Distance
Max. Y -Y Deflection
Distance --
D Only
0.0000 in
0,0001t
0.000 in
0.000 a
+D+L
0.0000 in
0.000 It
0.000 in
0.000 It
+D+ir
0.0000 In
0.000 ft
0.000 in
0.000 ft
+D+S
0.0000 in
0.1110 it
0.000 in
0.000 ft
+D+0.75OLr+0.750L
0.0000 in
0.000 it
0.000 in
0.0001t
+D+0.750L+0.750S
0.0000 in
0.000 It
0.000 in
0.000 ft
+D+W
0.0000 In
0.000 it
0.362 in
6.040 It
+D+0.70E
0.0000 In
0.000 It
0.000in
0.000 ft
+D+0.750Lr+0.750L+0.750W
0.0000 in
ODDO It
0.271 in
6.040 It
+D+0.75OL+0.750S+0.75OW
0.0000 in
0.000 It
0.271 in
6.040 It
+D+0.75OLr+0.75OL+0.5250E
0.0000 In
0.000 ft
0,000 in
0.000 ft
+0+0.7501.+0.7508+0.5250E
0.0000 In
0.000 ft
0.000 in
0.000 ft
+0.60D+W
0.0000 in
0.000 it
0.362 in
6.040 It
+0.6OD+0.70E
0,0000 in
0.000 it
0.000 In
0.000 ft
D Only
0.0000 In
HOD It
0.000 in
0.000 ft
Lr Only
0.0000 In
0.000 ft
0.000 In
0.000 ft
L Only
0.0000 In
0.000 it
0.000 In
0.000 it
S Only
0.0000 in
0.000 it
0.000 in
0.000 R
W Only
0.0000 in
0.000 It
0.362 in
6.040 It
E Only
0.0000 In
OZO it
0.000 in
0.000 ft
H Only
0.0000 in
0.000 It
0.000 in
0.000 ft
Title Block Une 1 Project Title:
You can change this area Engineer: Project ID:
using the 'Settings" menu item Project Descr:
and then using the'Printing 8
Title Block" selection.
Title Block Une 6
Pole Footing Embedded in Soil Pik:= 11PERSONALCLOUDIPubIk1EY4W2P-AQWSD4E-MS4UYED-MIOS17GOiSu12ET-5.EC6
Description:
Code References
Calculations per IBC 2009 1807.3, CBC 2010, ASCE 7-10
Load Combinations Used: IBC 2012
General Information
Pole Footing Shape Circular
Footing Diameter .............. 24.0 In
Calculate Min. Depth for Allowable Fressures
Lateral Restraint at Ground Surface
Allow Passive . ................. 200.0 pcf
Max Passive ................... 2,500.0 Pat
Controlling Values
Goveming Load Combination: +D+0,60W+H
Lateral Load 06764 k 4
Moment 5.659 k -ft
Pressure at Depth ,:m.,.�,
sm s.: ::..,. ,.nn,.n n„nam
Actual 751.61 Pat
Allowable 600.0 psf
s
Surface Retraint Foroe 3,884.85 toe
Minimum Required Depth 4.0 It FooW9e0
Footing Base Area 3.142 0"2
Maximum Soil Pressure 1.604 ksf
Applied Loads
Lateral Concentrated Load
Lateral 01atributed Load
Applied Moment
Vertical Load
D: Dead Load
k
Will
k -ft
1.440 k
Lr: Roof Live
k
Wft
k -ft
k
L: Live
k
k(t
k -ft
k
S: Snow
k
kM
k -ft
3.60 k
W: Wind
0.1080 k
0.1130 klft
k -ft
k
E: Earthquake
k
Wft
k -ft
k
H: Lateral Earth
k
klh
k -ft
k
Load distance above
+D+S+H
TOP of Load above ground surface
0.000
0.13
ground surface
12.0 0
12.0 It
+D+0.7501 -r+0.75011+1-1
0.000
0.000
.0.13
BOTTOM of Load above ground surface
25.0
1.000
+D+0.7501-+0.75OS+H
0.000
it
0.13
0.0
Load Combination Results
Fortes
Ground Surface
Required
Pressure at Depth
Soil Increase
Load Combination
Loads -(k)
Moments -(ft-k)
Depth -((0
Actual -(psf) Allow -(ps0
Factor
+D+H
0.000
0.000
0.13
0.0
25.0
1,000
+D+L+H
0.000
0.000
0.13
0.0
25.0
1.000
+D+Lr+H
0.000
0.000
0.13
0.0
25.0
1.000
+D+S+H
0.000
0.000
0.13
0.0
25.0
1.000
+D+0.7501 -r+0.75011+1-1
0.000
0.000
.0.13
0.0
25.0
1.000
+D+0.7501-+0.75OS+H
0.000
0.000
0.13
0.0
25.0
1,000
+0+0.60W+H
0.878
5.659
4A0
751.6
800.0
1.000
+0+0.70E+H
0.000
0.000
0.13
0.0
25.0
1.000
+D+0.750Lr+0.750L+0.450W+H
0.659
4.244
3.63
686.4
725.0
1.000
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Pole Footing Embedded in Soil
Fib= IPERSONALCLOUD1PubliclEY4W2P-Al2WSD4E-KIS4UYED-Etl0S17G-OIS02ZET-5.EC6
ENERCALC, INC,19812015, euila:6.15.10.6, Ver6.15.10.6
Description: Controlling Column Footing
.D+0.7501-+0.750S+0.450W+H
0.659
4.244
3.63
686.4 725.0 1.000
+D+0.750L+0.750S+0.5250E+H
0.000
0.000
0.13
0.0 25.0 1.000
+0.60D+0.60W+0.60H
0.878
5,659
4.00
751.6 800.0 1000
+0.60D 0.70E+0.60H
0.000
0.000
0.13
0.0 25.0 1,000