10-1275 (PAT)P.O. BOX 1504
78-495 CALLE TAMPICO '
LA QUINTA, CALIFORNIA 92253
i
Application Number: 10-00001275
Property Address: 49295 VIA CONQUISTADOR
APN: 649-600-017- - -
Application description: PATIO. COVER - RESIDENTIAL
Property Zoning: LOW DENSITY RESIDENTIAL
Application valuation: ' 3658
T4t!t °F 4 Q" ..
Applicant: Architect or Engineer:
BUILDING & SAFETY DEPARTMENT
BUILDING PERMIT
Owner:
BLACK TIM
5450 DODDS AVE
BUENA PARK, CA 90621
Contractor:
HENSON, MICHAEL.
1320 ROANCHE STREET,
LA HABRA,-CA 90631
VOICE (760) 777-7012
FAX (760) 777-7011 •
INSPECTIONS (760) 777-7153
Date: 5/06/11
MAY 0 6 2011
iTY OF I.A QUINTA
.1 1562) 714 -1452:
LQPERMIT
FINANCE ID
E,n�K/L�st�+Q•
l�f�.
L i c: No .: 680555*
- - LICENSED CONTRACTOR'S DECLARATION -
WORKER'S COMPENSATION DECLARATION _
' I hereby affirm under penalty of perjury that I am licensed under provisions of Chapte, 9 (commencing with _
I hereby affirm under penalty of perjury one of the following declarations:
Section 7000) of Division 3 of the Business and Professionals Code, and my License is in full force and'effect.
I haveand will maintain a certificate of consent to self -insure for workers' compensatiori, as provided -
License Class: B LicenseNo.:680555 _ '• - -
for by Section 3700 of the Labor Code, for the performance of the work for which this permit is
/Jir/J✓G��i� ���' '
k Date: �d :Contractor: /�l�G
issued.
have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor _
- -
Code, for the performance of the work for which_ this permit is issued. My workers' compensation -
- OWNER -BUILDER DECLARATION
insurance carrier and policy number are: • - `
I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the
Carrier STATE - FUND Policy Number 1490488
following reason (Sec. 7031.5, Business and Professions Code: Any city or county that requires a permit to .
-_ I certify that, in the performance of the work for which this permit is. issued, I shall not employ any -
construct, alter, improve, demolish, or repair any structure, prior. to its issuance, also requires the applicant for the "" `J
person in any manner so as to become subject to the workers' compensation laws of California,
• permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State -
and agree that, if I should become subject to the workers' compensation provisions of Section -
License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or
that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031'.5 by
3,700 of the Labor. Code, I ah9IIforthwi comply with those provisions.
-
�CG�
-, any applicant for a permit subjects the applicant to o civil penalty of not more than five hundred dollars ($500).:
,/�
D_ ate: Applicant: -
'
(_ 1 I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and
the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The
WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL
Contractors' State License Law does not apply to an owner of property who builds or improves thereon, -
SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND
_
" and who does the work himself or herself through his or her own employees, provided that the
-DOLLARS ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN
improvements are not intended or offered for sale. If, however, the building or improvement is sold within.
SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. -
- one year of completion, the owner -builder will have the burden of proving that he or she did not build or
- -
improve for the purpose of sale.). - ' -
APPLICANT ACKNOWLEDGEMENT -
1 _ 1 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec.
IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the -
7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of
conditions and restrictions set forth on this application. -
" property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed
1. Each person upon whose behalf this application is made, each person at whose request and for
pursuant to the Contractors' State License Law.). -
whose benefit work is performed under or pursuant to any permit issued as a result of this application,
( ) I am exempt under Sec. , BAP.C. for this reason -
the owner, and the applicant, each agrees to; and shall defend, indemnify and hold harmless the City ,
of La Ouinta, its officers, agents and employees for any act or omission related to the work being
-
' performed under or following issuance of this permit.
Date: Owner:
2. Any permit issued as a result of this application becomes null and void if work is not commenced
•
within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject
• CONSTRUCTION LENDING AGENCY
- permit to cancellation.
I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the
I certify that I have read this application and state that the above information is correct. I agree to comply with all
work for which this permit is issued (Sec. 3097, Civ. C.).
city and county ordinances and state laws relating to building construction, and hereby authorize representatives
of this cou ty t enter upon the above-mentioned propert for i spect'o purposes. -
- Lender's Name:
(• A/
Abate: �� Signature (Applicant or Agent):
Lender's Address:
LQPERMIT
Application Number . . . . . 10-00001275
Permit . . . PATIO COVER PERMIT
.,Additional desc .
Permit Fee 63.00 Plan Check
Fee
40.95
Issue Date . . . . Valuation
. . .
3658
Expiration Date 10/25/11
Qty Unit Charge Per
Extension
BASE FEE
45.00'
2.00 9.0000 THOU BLDG 2,001-25,000
18.00 _
-----------------------------------------------------------------------------
. Special Notes and Comments
275SF REAR TRELLIS PATIO COVER ADDITION
[ENGINEERED] THIS PERMIT DOES NOT
INCLUDE ELECTRICAL, MECHANICAL OR
PLUMBING INSTALLATION. 2007/2007
CALIFORNIA BUILDING CODES.
April 28, 2011 10:32:10 AM AORTEGA
---------------------------------------------------------
Other Fees BLDG'STDS ADMIN (SB1473)
-
1 00
STRONG MOTION (SMI)
- RES.
.50
Fee summary Charged Paid Credited
Due
Permit Fee Total 63.00 .00
_00 .•
63.00
• Plan.Check Total 40.95. 00
00
40.95
Other Fee Total 1.50 00``
.00
1,. 50
Grand Total 105.45 .00
.00.
105.45
LQPERMIT
Bin # ...City of La Quinta ,
Building 8T Safety Dh4slon
Permit # P.O. Box 1504, 78-495 Calle Tampico
La Quinta, CA 92253 - (760) 777-7012
Building Permit Application and Tracking Sheet
Project Address: c.-`2 I J - U I F� ed t� '15 1-A 'wner's Nam . ( a �1G-
A. P. Number: Address: 1-1,q_ Cl lJ i -Q� co 5!
Legal Description: City, ST, Zip: v C Pt
Contractor: .E�,So N ST VI k-jc�- I Telephone. LJ
Address:C2
W OU
Project Description: A`�' 1 C' �Cp L) z
City, ST, Zip: L.;:A. i� A�
C _A cr06
,Telephone: -7 � s Z
'M
' • ' ,'�':• :,: .� ,�
�
State Lie. # : Q . jS
Arch., Engr., Designer.
City Lie. #;
Address:
City, ST, Zip:
�.
Telephone:
,A,• ..;. , ,"ON,,,Construction
r%? s�%., h �'`•
type: Occupancy:
Project type (circle one): New Add'n JAlter Repair Demo
State Lie. #:
Name of Contact Person: Z'O k; i^.7 $T SAN IF v
Sq. Ft..�lL/ -I--)
# Stories: (
# Units:
Telephone # of Contact Person: ( % G - 6
Estimated Value of Project:
APPLICANT: DO NOT WRITE BELOW THIS LINE
#
Submittal
Req'd
Recd
TRACKING PERMIT FEES
Plan Sets
Plan Check submitted f !(y Item
Amount
Structural Calcs.
Reviewed, ready for corrections Pian Check Deposit
inkTruss
Calcs.
Called Contact Person Plan Check Balance
Title 24 Calcs.
Plans picked up 1 Construction
Flood plain plan
Plans resubmitted IF
Mechanlcal
r -
Grading plan
2°" Review, ready for correctio ssu i Electrical
Subcontactor List
Called Contact Person Plumbing
Grant Deed
Plans picked up S.M.I. I
r
H.O.A. Approval
Plans resubmitted Grading (
0—
IN
IN HOUSE:- 7nd Review, ready for correctionslissue Developer Impsct Fee �-
Planning Approval Called Contact Person %A.I.P.P. �.
Pub. Wks. Appr Date of permit Issue
School Fees
Total Permit Fees
iLlg`'I - Hs�gT(L 94041 (CAU0 &Orwdb4
RANCHO LA QUINTA
MASTER ASSOCIATION '
Arckitectural Control Committee
October 7, 2010
Mr, and Mrs. Tim Black
49-295 Via Conquistador'
La Quinta, CA 92253
Re: 49-295 Via Conquistador
Approval of Submission
The Architectural Committee reviewed your submission for an addition ff;a. wood
Patio Trellis cover. The submission as presented is. approved upon conditlon of- .
The Committee .requires.the following: l
'Height of the cover/trellis can be no, higher than the existing roof eave sill
plate.
• All work is to be done:in accordance with all applicable requirements of
governmental entities, including the City of -La. Quinta and: in accordance with
all Homeowners Association architectural guidelines and':governing:
documents.
If applicable, a City of La Quinta building permit be obtained and`copy
furnished to the Association prior'to commencement of work:
No access from the Golf Course may be.used:
• The wood must be painted the•same as the existing wood as submitted.
When -the work has been finished, please return "Notice of Completion Ito: the:
Association Office, The Association's. architectural consultant will perform a final
inspection after receipt of such notice; when. verification of the approved plan .
Modifications have been concluded, your Security Deposit will be processed for
refund.
Thank1ng-you-in-advance-and if any questions please-do.not-hesitate-to-call meatthe,
on-site office 777.8807.
Sincerely
alker cca,M® .
Association General Manager
760-777-8807 fax 760-777-8961
mwalker �drmintemet.com
cc: Architectural Comm.
P.O. BOX 64,19 �.LA QUINTA, CA 92248-6419 • 760-7.77-8807 FAX 760-777-8961
To:
r'
Attn:
a^ Ce9 71-780 San Jacinto Dr. Ste. E2, Rancho Mirage, -Ca, ,92270 ph, (760) 834-8860 fax (760) 8348861
Letter of Transmittal
City of La Quinta Today's Date: 4-26-11
78-495 Calle Tampico City Due Date 4-29-11
La Quinta, CA 92253 Project Address: 49-295 Via Conquistador
Philip Plan Check #: -10-1275 =
A
Submittal:. ®^ tSt ❑ 40 -
® 2°d ❑ 5d'
z El3"d ❑ Other.
We are forwarding: i3y. Messenger ❑
By Mail (Fed Ex or UPS)
❑ Your Pickup
Includes:
r.
# Of Descriptions:;
Includes:
# Of
Descriptions:
Copies:
Copies:
0
Structural Plans,.
®
1
Revised Structural Plans
❑
Struct. Calcs
®
1
Revised Struct. Calcs
❑
Truss Calculations
❑
Revised Truss Calcs
Soils Report"
❑
Revised Soils Report
®
1 Structural Comment List
❑
Approved Structural Plans
®
'11 Redlined Structural Plans
❑
Approved Structural Calcs
®
1 Redlined Structural Calcs
❑ '
Approved Truss Calcs
❑
Redlined Truss Calcs
❑
Approved Soils Report
❑
Redlined Soils Reports
O:
Other:
Comments:
Structural content,is approvable..
This
Mate.ri'al Sent for: '
C1_ Your _Files
®
Per Your Request r
E
1 ❑ ' Your -Review
Approval
' Checking
❑
At the request
of:
Other: ❑
By: John W. Thompson
Rancho Mirage Office:. ® # (760) 834-8860
'
Other: p
STRUCTURAL CALCULATION
FOR
THE BLACK RESIDENCE
A TRELLIS:, ADDITION
• ,AT
I 49-295 CONQUISTADOR
LA QUINTA, CA. 92253
JOB- # 10-061
1°1/16/2010
r
DESIGNER: NORMAN PETERSEN
CLIENT: - Mr. TIM BLACK.
e G
a r ROY ASARO ARCHITECT
CITY OF LA QUINTA
BUILDING & SAFETY DEPT.
APPROVED
FOR CONSTRUCTION
DATE JA A q*kA By
t .
:j APR 1.5 2011,
Roy Asaro - Architect
42-220 Green Way, Suite H. Palm Desert, Ca 92211
C 760-805-4640 F 760-837-1049
azv
_�� [DA
IM,
DE$ICsN J,1TJ�����f �J�Y
CATION: LA QVISTA' CA (CODE: 92253)
. LO 0.600 S.s —1.0,10 SDS = 0.600 (IBC SECTION 1613.5.6)
Ss =1.515 Si = (IBC SECTION 1613.5.2)
SEISMIC DESIGN CATEGORY D (IBC TABLE 1604.5)
STTE CLASS D (ASSUAdED) {� 7-05, TABLE
OCCUPANCY CATEGORY II 12.2-1)
ORTANCE FACTOR I =1.00 _ 6.5 (ASCE 7-05, TALE
SEISWC IIeON COEFFICIENT . R (By CATALOG 6-08)
RESPONSE 1•F p R= 6.5 (SCE 7-05, TABLE
AT HARD STEL COLUAW R —1.5 = (ASCE 7-05, SECT-12.3.4.2)
AT C 12 8 1 & 12.8-2)
DANCY FACTOR p =1.30 (,SCE 7-05, EQU- . . -
V= p X (S�((1-4 x R)] x W '
g� .SHEAR 1.010 x 1.0/(1-4 x 6:5)] = 0145QV
-BASESBFARV=1.30x[
SIGN LOADING
DE
ROOF ANGLE 20
• (ASCE 7-05, FIGURE 6-2)
ASSU ED MOST CONSERVATIVE _ ; _ -OS SECT. 6.5.6.3)
—17.8 PSF ---- _ (� 7-05, TABLE 6-1)
PSD EXPQSURE CATEGORY C =
FACTOR=.1.00. { 7-05i
EIGUIZE 6-1)
WAD D�iPORs NCE EED 9fl MPH (As
7-05, SECT- 6.5.72)
BASIC WIND 1.00 (ASCE 1-05; EQU- 6-1)
TOPOGRAPHIC FACTOR Kzr = -
WI D FACTOR Ps = x Kzr x I x pso
� 'FACTOR = 21.54 pSf
HEIGHT 15 ft (7� =1-21) 22.97 pSf
T .ZO ft QL _ 1.29) WINDFACTOB Ps 24.03 psf
M?O Q —1.35) WIlM FACTOR3ps =
HEIST 25
ft {�, =1.4Q) WII� FACTOR 24.92 Psf
ps =
HEIGHT
f OY ASARO PROJECT:
ARCH. Jos o :
PAGE:
DESIGN BY:
REVIEW BY:
INPUT DATA & DESIGN SUMMARY AVAILABLE MINIMUM Douglas F(r4arch SIZES.
JOIST SPAN L= �'�3-`; ft 2 x 4 No. 2 2 x 4 No.1 2 x 4 Structural
DEAD LOAD DL = 4 X10 r ; psf, (w10 self Wt) AVAILABLE MINIMUM TJl SIZES
LIVE LOAD I SNOW LL= _ 70 �_ psf 117/8" TJUL65 11718' TJ" 1171117 TJUH90
JOIST SPACING S= r 73=` in o.c_ AVAILABLE MINIMUM SSI SIZES
'1ytr 3 (NDS Tab_ 23.2) 1178" SSI 32MX 1178" SS142MX 1178" SSI 43L
'
DURATION FACTOR Co= ,4M
REPETITIVE FACTO Cr=zk1 15 (NDS 4.3.9. For DSA, 1.0)
DEFLECTION LIMIT OF LIVE LOAD d u = L I ,360;:3+ =y' ° (L 1360, 0.1 in)
-L /'48Q'' ( L 1480 , 0.1 in 05, 44
DEFLECTION LIMIT OF LONG-TERM LOAD d 1_%pL4o uy - ,t , -
DEFLECTION LIMIT OF TOTAL LOAD d ML4W = L I-,'_ ( L 1240, 0.2 in
PROPERTIES & ALLOWABLE MOMENT & SHEAR
n c.....Je..w..r� Tah S dal
DeW (t) MMM)
M ( )
(Cc uwuaed)
V (lbs)
E1 x 1d'
&?4bs)
4 1.00
344
630
9
6 200
738
990
33
82.00
1183
1310
76
10 3.00
1767
1670
158
12 4.00
2375
1 2030
1 285
Deaf (in)
Wt (msfR)
M (ft4bs)
(c� M
V (lbs)
EI x toe
(ir?4bs)
4
1.00
574
630
10
6
2.00
1225
990
40
8
200
1975
1310
91
10
3.00
2942
1670
188
12
1 4.00
39581
2030
1 336
peep Cm)
1Nt (9,SIft)
M (ft4bs)
V (lbs)
EI x 108
m24bs
11718
3.30
6750
1925
450
14
3.60
8030
2125
666
16
3.90
9210
2330
913
18
420
10380
2535
1205
20
4.40
11540
2740
1545
22
4.70
12690
2935
1934
24
5.00
13830
3060
2374
26
5.30
14960
2900
2868
28
5.50
16085
2900
3417
30
5.80
17205
2900
4025
Dip Cm)
Wt (Ihsrtt)
M (114bs)
V (ms)
El x las
m=ats
1178
420
9605
1925
621
14
4.50
11430
2125
913
16
4.70
13115
2330
1246
18
5.00
14785
2535
1635
20
5.30
16435
2740
2085
22
5.60
16075
2935
2597
24
5.80
197W
3060
3172
26
6.10
21315
2900
3814
28
6.40
22915
2900
4525
30
6.60
24510
2900
5306
Deep (m)
Wt (Ibsfft)
M (ft4bs)
(� kxh2ded)
V (ms)
EI x l(f
Cm2- )
4
1.00
383
630
9
6
200
819
990
35
8
200
1314
1305
81
10
3.00
1961
1665
168
12
1 4.00
2537
2025
303
Where:
1. ASD Supplements, Tab. 5.42 is from American Wood Council. 2001.
2 Assume Mat the joist top is fully lateral supported by diaphragm. (CL
3. WoodBeam.)ls is at www.engineering-intemational.com
S'R
Deep (in)
Wt (IbSfR)
M (ft4bs)
V (Its)
EI x 1(18
u,4bs
C x 108
ir?4bs
11718
3.10
5391
2115
460
9.39
14
3.30
6570
2330
667
10.99
16
3.60
7684
2530
900
1250
18
3.90
8800
2735
1170
14.02
20
4.10
9918
2935
1478
15.55
22
4.40
11038
3135
1824
17.08
24
4.70
12159
3335
2211
18.62
26
5.00
13279
3540
2638
20.15
28
520
14401
3740
3106
21.68
30
1 5.50
1 15524
1 3940
1 3616
1 2321
SSR 4LlMlr Irrlrrl
Deep Cm)
rw rrv.n+w,
Wt (Or A)
M (ft4bs)
V (lbs)
EI x 108
m?4bs
C x 1(f
04bs
1178
3.80
7592
2050
637
9.54
14
4.10
9274
2350
924
11.15
16
4.30
10863
2620
1246
1268
18
4.60 •
12456
2895
1617
1422
20
4.90
14051
3165
2040
15.77
22
5.10
15649
3440
2514
17.32
24
5.40
17248
3710
3042
18.87
26
5.70
18849
3985
3622
20.42
28
6.00
20450
4255
4257
21.97
30
1 6.20
1 22052
1 4530
4948
1 2353
JUH90 Iran Trus Dist# 1062 page I
SSI 43L from ICC PF PM
Deep (in)
Wt (IbsfB)
-M (ft4bs)
V (9)S)
Eii x U
DeeP Cm)
1f1ft ( )
M (ft lbs)
1178
4.60
10960
1925
687
1178
4.60
9789
14
4.90
13090
2125
1015
14
4.90
12081
16
520
15065
2330
1389
16
520
14251
18
5.40
17010
2535
1827
18
5.40
15269
20
5.70
18945
2740
2331
20
5.70
18419
22
6.00
20855
2935
2904
22
5.90
20573
24
6.30
22755
3060
3549
24
620
6.40
22730
2488928
2636.5p
24645
2900
4266
26
28
6.80
26520
2900
5059
6.70
7M
27050
29212
V (Ors)
2080
2260
2425
2590
2755
2920
3090
3255
3420
EIx10'
W-1
707
1031
1394
1944
2454
3026
3661
4358
5119
Cx
6.81
7.91
8.97
10.05
11.13
1221
13.30
14.39
15.47
4
2x SWcWral.
Deep (m)
M (ft RIs)
V (lbs)
Au
m
ALT
m
AD -L
m
CHECK
4
14
16
0.00
OAO
0.00
o.k
6
15
1 B
000
000
(C -rd)
DESIGN EQUATIONS
6
15
18
0.00
0.00.
0.00
o.k ..
10
17
wL:
8CnC,
WL
Y
5WL4
Anfz=-WEI
'0.00
o.k
11718
17
19
19
m
0.00
0.00
m
0.00
0.00
m
OAO
0.00
2CDC,
20
0.00
OAO
OAO
0.00
0.00
0.00
o.k
o.k
14
16
_L
225m1' 2-26_L2
20
0.00
OAO
0,00
o.k
`
20
20
0.00
Aw= E[ + d x
( from TrusjoW # 1062. page 21)
o.k
18
V
20
20
0.00
0.00
0.00
0.00
OAO
OAO
o.k
OX
_ 5wL° + wLz
( from ICC PFG -5803, page 2) .
21
0.00
OAO
0.00
OAO
0.00
0.00
ok
o.k
2D
22
18'
18
21
As,394EI C
OAO
OAO
0.k
22
24
18
19
21
2i
0.00
0.00
CHECK JOIST CAPACITIES & DEFLECTIONS
o.k
24 • _
18.
19
' 21
21
0.00
0.00
OAO
0.00
0.00
0.00
23t No. $
M ALL
ALT ADL
2x Na 1, FiT4alah
IDeep (n) M (ftlbs) V (lbs)
ALL
ALT
Ao.i
CHECK
Deep (in)
19
22
E1820
m
0.00
m
0.01
m
0.01
9-k
4
22
14
16
18
m
0.00
0.00
m
0.01
0.00
0.01
m4
0.008
o.k6
22
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
6
8
15 .
15
18
0.000.00
SSI42MX
0.00
o.k10
OAO
0.00
0.0010
k
12
4r
17
18
19
20
0.00
OAO
0.00
0.00
0.00
0.00
o.k
o.k
12
0.00
Rr4a+eh
0.00 0.00 o
11718
18
20
m
O.OD
in
OAO
in
O.OD
OAL
11718
2x SWcWral.
Deep (m)
M (ft RIs)
V (lbs)
Au
m
ALT
m
AD -L
m
CHECK
4
14
16
0.00
OAO
0.00
o.k
6
15
1 B
000
000
000
-
ok
6
15
18
0.00
0.00.
0.00
o.k ..
10
17
19
0.00
0.00
'0.00
o.k
11718
17
19
19
m
0.00
0.00
m
0.00
0.00
m
OAO
0.00
o.k
o.k
12
18
20
0.00
0.00
0.00
o.k
oJc
SSI32MXF17
`
V ObS)
Au
4T
AD,
CHECK
Deep (m)
M (ft4bs)
V (lbs)
Au_
ALT
AO.L
CHECK
r14
19
m
0.00
m
0.00
m
OAO
o.k
11718
17
19
19
m
0.00
0.00
m
0.00
0.00
m
OAO
0.00
o.k
o.k
20
0.00
OAO
OAO
0.00
0.00
0.00
o.k
o.k
14
16
1Z
17
20
0.00
OAO
0,00
o.k
20
20
0.00
OAO
OAO
o.k
18
V
20
20
0.00
0.00
0.00
0.00
OAO
OAO
o.k
OX
20
18
21
0.00
OAO
0.00
OAO
0.00
0.00
ok
o.k
2D
22
18'
18
21
o -W
OAO
OAO
0.k
22
24
18
19
21
2i
0.00
0.00
0.00
o.k
24 • _
18.
19
' 21
21
0.00
0.00
OAO
0.00
0.00
0.00
o.k
o.k
26
19
22
22
0.00
0.00
0.00
0.00
0.00
0.00
o.k
o.k
Z6
28
19
22
0.00
0.00
0.00
o.k
28
30
19
19
22
0.00
0.00
0.00
o.k
30
19
f
22
0.00
0.00
0.00
o.k
SSI42MX
TJUL90
Deep (m)
M Wbs)
V (Ibs)
ALL
4r
Ao.l
CHECK
Deep (m)
M (ft lbs)
V (Ibs)
ALL
ALT
Awl
CHECK
11718
18
20
m
O.OD
in
OAO
in
O.OD
OAL
11718
17
20
m
0.00
OAO
in
0.00
0.00
m
0.00
0.00
o.k
o.k
14
18
21
0.00
0.00
OAO
0.00
OAO
o.k
o.k
14
16
18
18
20
20
0.00
0.00
0.00
o.k
16
18
18
19
21
21
OAO
o.W
OAO
0.00
o.k
16
18
21
OAO
O.OD
0.00
OAO
OAO
OAO
o.k
o.k
20
19
22
oA0
0.00
0.00
OAO
0.00
o.k
o.k
20
22
19
19
21
21
0.00
0.00
oA0
o.k
22
24
19
19
22
22
0.00
0.00
0.00
OAO
OJL
24 -
19
22
0.00
0.00
DAO
0.00
0.00
0.00
O.k
o.k
26
20
23
OAO
0.00
0.00
ox
26
28
19
20
22
0.00
0.00
0.00
o.k
28
20
23
0.00
o.W
0.00
0.00
OAO
o.k
o.k
30
20
.23
23
0.00
0.00
0.00
o.k
30
20
23
0.00
M (ft4bS)
V Obs)
ALL
ALT
Ao.L
CHECK
5S143L
DeepOn)M
(ft IbS)V(IbS)
Au-
ALT
CHECK
F17
18
21
m
0.00
m
0.00
m
0.00
ok
11718
18
21
21
m
0.00
oA0
m
0.00
0.00
(in)ADIL
m
OAO
0.00
O.k
o.k
19
21
0.00
0.00
OAO
0.00
OAO
0.00
o.k
o.k'
14
16
19
19
22
OAO
0.00
0.00
0.k
19
19
22
22
0.00
OAO
OJIO
O.k
18
19
22
22
0.00
OAO
0.00
OAO
0.00
0.00
o.k
o.k
ZO
19
22
O.OD
OAO
0.00
OAO
0.00
o_k
o.k
20
22
19
20
22
0.00
OAO
0.00
o.k
22
24
20
20
23
23
OAO
OAO
0.00
O.OD
o.k
24
20
'
23
23
OAO
OAO
0.00
0.00
OAO
0.00
OX
o.k
26
20
23
0.00
OAO
0.00
0.00
OAO
OAO
ok
o.k
25
28
20
20-
23
OAO
0.00
OAO
o.k
28
30
21
21
23
24
0.00
OAO
0.00
o_k
30
21
24
0 M
0.00
0.00
o.k
a
i
i
+
ROY ASARO PROJECT: BLACK RES.. t PAGE r i
DESIGN BY f- r
ARCH. cuENT : aXs BFiruis
DAT _ S
JOB NO.: E REVIEW BY
w:: i �.._ f=. •.
INPUT DATA & DESIGN SUMMARY L _
4 x 8 No. Z Douglas Fir4arch L
MEMBER SIZE,...._
MEMBERSPAN (=16r�•r`'ft
P. Poz
:.
UNIFORMLY DISTRIBUTED DEAD LOAD WD = -< 2U' ! lbs / It
+
"vI
UNIFORMLY DISTRIBUTED LIVE LOAD wL = � N`h20; Ibs / ft
CONCENTRATED DEAD LOADS PDt
(0 for no concentrated load) L, _ 0':= ` ft
s :
`
PDZ _ Q,M: _ lbs
4
L2 =
DEFLECTION LIMIT OF LIVE LOAD AL=L/;3 -
DEFLECTION LIMIT OF LONGTERM AKaD.L= L
THE BEAM DESIGN IS ADEQUATE.
Does member have continuous lateral support by top diaphragm ?
(1= yes, 0= no) 1 Yes
Code Duration Factor, Ca Condition
Code
Designation
1 0.90 Dead Load
1
Select Structural, Douglas Fir4mch
2 1.00 Occupancy Live Load
2
No. 1, Douglas Fro-ahch
3 1.15 Snow Load
3
No. 2, Douglas Fr Larch
4 125 Construction Load
4
Select Structural, Southern Pine
5 1.60 Wind/Earthquake Load
5
No. 1, Southern Pine;
6 2.00 Impact Load
6
No. z Southem Pine j
Choice => 4 Construction Load
Choice
=> 3
ANALYSIS
DETERMINE REACTIONS, MOMENT, SHEAR
i
w�,Nt = 5 tbs / ft RLen = 0.38 kips
Mees =
Rw�re =
1.55
0.38 kips
ft4dps, at 8.25 It from left end
Vm, = 0.35 kips, at 725 inch from left end
DETERMINE SECTION PROPERTIES& ALLOWABLE STRESSES
b = 3.50 in E -m,, = N/A E = E, =
1600
ksi Fb = N/A
d = 7.25 in FbE = N/A Fb =
900
psi F = FbE / F, • = WA
A = 25.4 int 1 = 111 ire Fv =
180
psi Fy = 1 1,463 psi
S„ = 30.7 ire Ra = N/A F =
1,600
ksi Fv' = i 225 psi
v
Ig = N/A
Co Cm Ct Ci CL CF CV Cc
Cr
1.25 1.00 1.00 1.00 1.00 1.30 1.00 1.00
1.00
j
CHECK BENDING AND SHEAR CAPACITIES
fb = Mba„ / Sx = 606 psi < Fb = 1463 psi
(Sausfactoryl
f,'= 1.5 VM,, / A = 21 psi < [Satisfactory]
CHECK DEFLECTIONS
A IL M'p = 0.19 in, at 8250 ft from left end, <
A L = L 1360 , (Satisf ctoryl
dQ(aD•L.U.O - 0.55 in, at 8250 It from left end <
d Ka D+ L = L 1240 [Satisfactory]
i
Where Ka = 1.50 , (NDS 3.5.2)
DETERMINE CAMBER AT 1.5 (DEAD -*:SELF WEIGHT)
dl+.sD.Mm4 = 0.36 in, at 8.250 It from left end
f
N
CHECK THE BEAM CAPACITY WITH AXIAL LOAD
AXIAL LOAD F =:i s kips
THE ALLOWABLE COMPRESSIVE STRESS IS
FTTTT
1
F. = F. Co CP CF = 597 psi
Where Fe = 1350 psi
F
Co = 1.60
Cr = 1.05 (Lumber only)
CP = (1+F) / 2c - [(1+F) / 2c)2 -F I cr. =
0.263
F. = F. Co CF = 2268 psi
Le = KO L = 1.01- = 198 - in
d 7.25 in '
SF = slenderness ratio = 27.3 - <
50 (Satisfies NDS 2005 Sec. 3.7.1.41
F� = 0.822 E'e,o, / SF 2 = 639 psi
E', O,, = 580 ksi
F = F, E / F.' = 0.282
`
c = 0-8
THE ACTUAL COMPRESSIVE STRESS IS
f� = F / A = 0 Psi < F.
[Satisbaory]
THE ALLOWABLE FLEXURAL STRESS IS
Fe = 1872 psi, I for Co = 1.6 ] '
THE ACTUAL FLEXURAL STRESS IS,
fe = (M + Fe) / S = 606 Psi < Fo _
[Satisfactory]
CHECK COMBINED STRESS [NDS 2005 Sec. 3.921
(f. / Fc )2 + fe / IFe (1 - fo / Fes] = 0.324. <
1 jSatisfdctoryl
f
ROY ASARO PROJECT: BLACK RES...: � sr i r � s PAGE : "'Y y r
t �, y s
ARCH. CLIENT: 4x12 BEAMS.' ` L ' a� DESIGN BY
JOB NO.: DATE ... ; .. ,..,:: REVIEW BY
UT DATA & DESIGN SUMMARY
1 Yes
OBER SIZE
Duration Factor, Cn Condition
OBER SPAN
L _
FORMLY DISTRIBUTED DEAD LOAD
WD =
FORMLY DISTRIBUTED LIVE LOAD
WL =
VCENTRATED DEAD LOADS
PD1
(0 for no concentrated load)
Lt =
125
PCa =
5
LZ =
:LECTION LIMIT OF LIVE LOAD
d L = L !
FLECTION LIMIT OF LONG-TERM
AKoD.L= L
L
No. Z Douglas Fraarch L
ItPoil + PD2
Ibs I ft
lbs/ft FFFFFFTTTTT
lbs �D
ft
lbs
ft
THE BEAM DESIGN IS ADEQUATE.
Does member have continuous lateral support by top diaphragm ?
(1= yes, 0= no)
1 Yes
Code
Duration Factor, Cn Condition
1
0.90
Dead Load
2
1.00
Occupancy Live Load
3
1,15
Snow Load
4
125
Construction Load
5
1.60
Win6Earthquake Load
6
2.00
Impact Load
Choice
=>
4 Construction Load
ALYSIS
1.47 kips
Mm. =
TERMINE REACTIONS, MOMENT, SHEAR
Wsw m =
9
lbs I It RL.�, = 1.47 kips
Vu= _
1.31
kips, at 1125 inch from left end
DETERMINE SECTION PROPERTIES& ALLOWABLE STRESSES
b =
3.50
in
E'„d„ =
NIA
d =
1125
in
FbE =
NIA
A =
39.4
int
1 =
415 ire
S, =
73.8
m'
RB =
NIA
IE =
WA
Choice
=> 3
Co CM Ct
Code
Designation
1.00 1.00 1.10 1.00 1.00 1.00
1
Select Structural. Douglas Fr t arch
psi < Fb = 1238 psi
2
No. 1. Douglas Fir4arch
ECK DEFLECTIONS
3
No. Z Douglas Fr4zrch
in, at 8.250 ft from left end, <
4
Select Structural, Southern Pine
Where Ka = 1_50
5
No. 1, Southern Pine
A (150, U-4 = 0.35
6
No. 2, Southern Pine
Choice
=> 3
Rmgm=
1.47 kips
Mm. =
6.08
&kips, at 825 It from left end
E = E„ =
1600
ksi Fb = NIA
Fb =
900
psi F = FbE / Fb' = WA
F„ =
180
psi Fti = 1,238 psi
E =
1,600
ksi F,, = 225 psi
Co CM Ct
Ci CL CF Cv Cc Cr
1.25 1.00 1.00
1.00 1.00 1.10 1.00 1.00 1.00
=CK BENDING AND SHEAR CAPACITIES
fb = Mmax I Sx = 988
psi < Fb = 1238 psi
f,' =1.5 VM= I A =
50 psi < F. [Satisfattoryl
ECK DEFLECTIONS
A (L,,,.o = 0.21
in, at 8.250 ft from left end, <
d = 0.57
in, at 8.250 ft from left end <
Where Ka = 1_50
, (NDS 3.5.2)
TERMINE CAMBER AT 1.5 (DEAD + SELF WEIGHT)
A (150, U-4 = 0.35
in, at 8250 ft from left end
pausfactoryl
d L = L 1360 [Satisfactoryl
A KcrD • L = L 1 240 [SaUsfactoryl
I
410
IECK THE BEAM CAPACITY WITH AXIAL LOAD
r' ,
AL LOAD F = 0 kips
ALLOWABLE COMPRESSIVE STRESS IS
F.' = F. CD CP CF = 1221 psi
Where F. = 1350 psi
F.� F
�-
co = 1.60
CF = 1.00 (Lumber only)
CP = (1+F) 12c - [(1+F) 12cf - F / cf' • =
0.565
Fo = F. Co CF = 2160 psi
1, = Ke L = 1.0 L = 198 in
d = 11.25 in
SF = slenderness ratio = 17.6 • <
50 [Satisfies NDS 2005 Sec. 3.7.1.41,
F, = 0.822 E',. / SF' = 1539 psi
E'min = 580 ksi
F = Fd:/F, = 0.713
C = 0.8
E ACTUAL COMPRESSIVE STRESS IS -
f, = F / A = 0 psi < F.
[Satisfactory]
E ALLOWABLE FLEXURAL STRESS IS
Fo = 1584 psi. I for CD = 1.6 J
E ACTUAL FLEXURAL STRESS IS ,
fo = (M + Fe) / S = 988 psi <. Fe
[Satisfactory]
IECK COMBINED STRESS INDS 2005 Sec. 3.9.21
(fc / F. f + fe / IFo (1 - fe I FaE)l = 0.623 <
1 [Safi ctorYl
ROY ASARO _- _ -: - - _ - - -
PROJECT: BLACK`RES. _=�+-�-'' =<� _�_:5,=:f=
_ :_ PAGE: ...n:.
1
CLIENT: 6x 2 BEAM AT=!
S REAR,
- DESIGN BY : _
ARCH.
JOB NO.. DATE:. REVIEW BY :
UT DATA & DESIGN SUMMARY
MBER SIZE
OBER SPAN
FORMLY DISTRIBUTED DEAD LOAD
FORMLY DISTRIBUTED LIVE LOAD
4CENTRATED DEAD LOADS
(0 for no concentrated load)
'.--No. 1, Douglas Fir -Larch
wo =' 100; lbs / It
wl Ibs / It
Po, _ >>7>;' lbs
Poi';q; lbs
Lz=
L
L2 -4,
Poi + Po2
f
LIMIT OF LIVE LOAD AL= L /'3fiQ' CMM -fth
LIMIT OF LONG-TERM dKCFo.L= L
THE BEAM DESIGN IS ADEQUATE.
Does member have continuous lateral support by top diaphragm ?
(1= yes, 0= no) 1
Yes
Code
Duration Factor.
Crt Condition
1
0.90
Dead Load
2
1.00
Occupancy Live Load
3
1.15
Snow Load
4
125
Construction Load
5
1.60.
Wind/Earthquake Load
6
2.00
Impact toad
Choice
=> 4
Construction Load
ANALYSIS
Ci CL CF
1.25 1.00 1.00
DETERMINE REACTIONS, MOMENT, SHEAR
wsevwt =
14
lbs / ft Pun = 1.60 kips
Vmw =
1.40
kips, at 11.5 incl from left end
DETERMINE SECTION
PROPERTIES& ALLOWABLE STRESSES
b =
5.50
in Fniin = WA
d =
11.50
in FbE = WA
A =
63.3
int I = 697 in°
Sx =
121.2
m9 Ra = NIA
IE =
WA
1.60 kips
CD CM i Ct
Ci CL CF
1.25 1.00 1.00
1.00 1.00 1.00
CHECK BENDING AND SHEAR CAPACITIES
fb = MMM / Sx = 595
psi < Fb
f,' = 1.5 VM= / A =
33 psi <
CHECK DEFLECTIONS
3,
d (L, M.0 = 0.10
in, at 7.500 ft from left end,
4 t o L = 0.28
in, at 7.500 ft from left end
Where K. = 1.50
, (NDS 3.5.2)
DETERMINE CAMBER AT 1.5 (DEAD + SELF WEIGHT)
0.17
in, at 7.500 It from left end
Cv Cc Cr
1.00 1.00 1.00
1688 psi - [ ctory]
F,� [Satisfactory]
< AL=L/360
< AKrn.L=L/240
[satisfactory]
(Satisfactory]
Code
Designation
1
Select Structural, Douglas Fr -Larch
2
No. 1, Douglas Fr-l.arch
3,
No. 2, Douglas Fir4 arch
4
Select Structural, Southern Pine
5
No. 1, Southern Pine
6
No, 2, Southern Pirte
Choice
=> 2
1.60 kips
MUM =
6.01
ft4dps, at 7.50 It from left end
E = E, =
1600
ksi Fb = N/A
Fb =
1,350
psi F = FbE / Fb' = WA
Fv =
170
psi Fti = 1,688 psi
IF =
1,600
ksi F,' = 213 psi
Cv Cc Cr
1.00 1.00 1.00
1688 psi - [ ctory]
F,� [Satisfactory]
< AL=L/360
< AKrn.L=L/240
[satisfactory]
(Satisfactory]
CHECK THE BEAM CAPACITY WITH AXIAL LOAD 1
AXIAL LOAD F = 0=ri=kips I
THE ALLOWABLE COMPRESSIVE STRESS IS ,
F. = F. CD CP CF = 1149 psi
Where F. = 925 Psi F
CD = 1.60 —
CF = 1.00 (Lurnber only) —
CP = (1+F) / 2c - [(1+F) / 2cf - F / cf 5 ; = 0.776
F.` = Fo CD CF = 1480 Psi
Le = K0 L = 1.0 L = 180 in "
d = 11.5 in
SF = slendemess ratio' = 15.7 < 50 [Satisfies NDS 2005 Sec. 3.7.1.41
F, f = 0.822 E'„m, / SFZ = 1946 Psi
E'min = 580 ksi y
F = F,£ / F.` = 1.315 ,
C O.g
THE ACTUAL COMPRESSIVE STRESS IS
fe = F / A = 0 Psi < F. [Satisfactory]
THE ALLOWABLE FLEXURAL STRESS IS
Fp = 2160 psi. [ for CD = 1.6 ]
THE ACTUAL FLEXURAL STRESS IS
f, = (M + Fe) / S = 595 psi < Fo [SaftbetorYl
CHECK COMBINED STRESS [NDS 2005 Sec. 3.921 -
(f, / F� ? + fp / IFe (1 - f. / F.01 = 0.275 ` < 1 [Saftf story)
,
F
r
• COMPANY PROJECT
Woodworks
SORWAUFOR WOOD DEMN N. 17 Min
Design Check Calculation Sheet
Sizer 2002a
LOADS: ( lbs. psf. or Of )
Load
Type
Distribution
Magnitude Location [ft]
Start End I. Start End
Pattern
Load?
Combined (axial+
Loadl
Dead
Axial
2000 (Eccent icit = 3.00 in)
MAXIMUM REACTIONS (Ibs):
-3.
!4 `
0' 9'-6"
Lumber Post, D.Fir-L, No.2, 4x6" c-7' d-,'2�& SQDS
Pinned base; Loadface = width(b); Ke x Lb: 1.00 x 9.50= 9.50 [ft]; Ke x Ld: 1.00 x 9.50= 9.50 [ft]; Load combinations: BOCA-NBC;
SECTION vs. DESIGN CODE NDS4997: (str+ess=psi, and in)
Criterion
Analysis Value Design Value Analsis/Desi
Axial
05
fc = 104 Fc' = 416 fc/Fc' = .2
Combined (axial+
eccentric mom nt) q.15.4-2 = 0.43
Axial Bearingf
m 104 F ' = 1818 f /F ' = 0.06
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CF CV Cfu Cr LC4
Fc' = 1350 0.90 1.00 1.00 1.10• (CP = 0.311) 1
E' = 1.6 million 1.00 1.00 1
Fg' = 2020 0.90 1.00
Axial : LC4 1 = D only, P = 2000 lbs t
Eq.15.4-2 : Crit_LC(t= 1 CD= 0.90 Fb'= 1053
FCE= 1119 Pxe/S=fc(6xe/d)= 340
(D=dead L --live S=snow W --wind I=impact C=construction)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application_
FOUNDATION DESIGN
SOIL BEARING PRESUM =1500 PSF ASSUMED
MAX LOAD = 40.00x26.00/2 + 15..00x8.00 + 150x12x12/144 = 790.00 PLF
FOUNDATION WIDTH REQURUED = (790.00/1500)x12 = 6"
USE 12" WIDE x 12" DEEP FOOTINGS WITH (1) # 4 TOP AND BOTT01
FOOTING CAPACITY=,(1500x40x12)/(12x12) = 5000.00 LBS .
PADS DESIGN
Pads not required b�
ran 1 Ao
l
tp
��it�
ROY ASARO PROJECT: eii►cKsReiis' 1 PAGE:
CLIENT: STOLUAAN ATEAR ROF TRELUSEEC DESIGN BY:`�
ARCH. JOB NO.: Tr>h DATE : REVIEW BY
Csrhifiyiei Column & Footrirg. D�gnzBas"ed on i41SC �,.AC1318,:a� IBC ;1805.Tr.��,<.a . ;I�a.� . ? :.. _ _ _ :, �
INPUT DATA & DESIGN SUMMARY
,
COLUMN SECTION (Tube, Pipe, or WF) HSS6X6X3I8?-a
Tube
P
COLUMN YIELD STRESS Fy = 3fi ksi
CANTILEVER HEIGHT H = -95 ft
COLUMN TOP LATERAL LOAD F => $t kips, ASD
(Strong Axis Bending only)
COLUMN TOP GRAVITY LOAD P = 25'w kips, ASD
DIAMETER OF POLE FOOTING b = ` 3"kl^-"= ft
ALLOW SOIL PRESSURE Qa= y y't 5 F ksf
LATERAL SOIL CAPACITY Pp = r3:0i35rx i ksf / ft
RESTRAINED @ GRADE ?(1=yes,0=no) :0 u No
b1,4
.Use 3 ft do x 4A8.R deep footing unrestrained @ ground level
THE DESIGN IS ADEQUATE.
ANALYSIS
CHECK COMBINED COMPRESSION AND BENDING CAPACITY OF COLUMN
(AISC 360-05, H1)
( M
P'+88 Mrs+ ry for P•2:0.2
Pc 9(Mcc Mcy Pc
= 0.62
< 1:0 [Satisfactory)
,
P. +iP- +P'y for P► < 0.2
(Mc,
2Pc Mcy Pc
Where Pr = 2.50 kips
M,3 = 1720 ft-kips
M,y = 0 ft-kips
KL y = 19 ft, weak axis unbraced axial length
Pc = Pn / DC = 161 /1.67 = 96.52
kips, (AISC 360-05 Chapter E)
>
Pr [Satisfactory] .
Ma = Mn / Db— 47.40 /1.67= 28.38
"ps, (AISC 360-05 Chapter F)
>
Mncr- ISaffsfactoro
Mcy = Mn / Db = • 47.40 11.67 = 28.38
ft4dM (AISC 360-05 Chapter F)
>
M y [Satisfactory]
DESIGN POLE FOOTING (IBC Sec.1805.7 / UBC Sec.1806.8)'
By trials, use pole depth, d = 4.477 ft
Lateral bearing @ bottom, S3 = 2 Pp Min(d, 12') =
3.13 ksf
Lateral bearing @ d/3, S r ='2 Pp Min(d /3, 12') =
i
1.04 ksf
Require Depth is given by `
rl++4'hJ for nonconsrraned-4[1_
1�
L —
d= —
for constrained
' 4.477 R [Satisfactory]
'
bSs
Where P= F= 1.81 kips
A= 2.34P/(bSi) = 1.35
h = Mm IF= 9.50 ft
CHECK VERTICAL SOIL BEARING CAPACITY (ACI, Sec. 1522)
y_w= P/(rrb2/4)= 0.35 ksf. (net weight ofpole footing included.)
< Q [Satisfactory]
CHECK STRONG AXIS LATERAL DEFLECTION
A 0.78 in < 2 H/ 240
= 0.95 in (Satisfy
ry]
3E1
.
i
LATERAL ANALYSIS
TOTAL DEAD LOAD =10x 16x 18 = 2880 LBS
TOTAL SEISMIC LOAD = 0.145x2880 = 417.60 LBS
CANTILEVER STEEL COLUMN R =1.5
TOTAL SEISMIC LOAD AT STEEL COLUMN= 417.60 x6.5/1.5 = 1810 LBS = 1.81 K
SEE STEEL COLUMN AND FLAG POLE FOOTING DESIGN
LOADS: Obs, Psf. ar Pff )
COMPANY
rkg®
6 W
Noy 17 71)10
Design Check Calculation Sheet
Sizer 2002a
PROJECT
Load
Type
Distribution
Magnitude Location [ft]
Start End Start End
Pattern
Load?
Loadl
Dead
lAxial
2000 (Ecce nt icit = 3.00 in)
+ eccentric moment)
MAXIMUM REACTIONS (lbs):
0'
Lumber Post, D.Fir-L, No.2, 4x6" 4i --f )-,12. 4- -AQD&
Pinned base; Loadface = width(b); Ke x Lb: 1.00 x 9.50= 9.50 [ft]; Ke x Ld: 1.00 x 9.50= 9.50 [ft]; Load combinations: BOCA-NBC;
SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in)
CriterionAnal
sis value
Desi
value Analysis/Design
'axial
fc = 104
Fc'
= 416 fc/Fc' = 0.25
:ombined (axia
+ eccentric moment)
Axial : LC# 1 = D only, P = 2000 lbs
q.15.4-2 = 0.43
kxial Bearin
fq = 104
Fal
= 1818 f /F ' = 0.06
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CF Cv Cfu Cr
LC#
Fc' = 1350 0.90 1.00 1.00 1.10 (Cp = 0.311)
1
E' = 1.6 million 1.00 1.00
0
Fg' = 2020 0.90 1.00
1
Axial : LC# 1 = D only, P = 2000 lbs
Eq.15.4-2 : Crit.LC#= 1 CD= 0.90 Fb'= 1053
FcE= 1119 Pxe/S=fc(6xe/d)= 340
(D=dead L --live S=snow W --wind i=impact C=construction)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
9'-6" 1