05-4101 (SOTB)P.O. BOX 1504 VOICE (760) 777-7012
78-495 CALLE TAMPICO FAX (760) 777-7011
LA QUINTA, CALIFORNIA 92253 BUILDING & SAFETY DEPARTMENT INSPECTIONS (760)-7777153
BUILDING PERMIT
Date: 12/06/05.
Application Number: 05-00004101 Owner.
Property Address: 8'04-67--VIA=SAVONA ND LA QUINTA PARTNERS
APN: 772-410-998-J -32453 - 375 N FRONT ST STE 200_
Application description: STRUCTURES OTHER THAN BUILDINGS COLUMBUS, OH 43215
Property Zoning: LOW DENSITY RESIDENTIAL ------------------ - -----------=-
Application Valuation: 84999
Contractor:
Applicant: Architect or Engineer: "_�_ l�
LICENSED CONTRACTOR'S DECLARATION WORKER'S COMPENSATION DECLARATION
I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 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 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided
License Class: -License No.:' for by Section 3700 of the Labor Code, for the performance of the work for which this permit. is
issued.
Date: Contractor: - _ I 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
I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the
following reason (Sec. 7031.5. Business and Professions Code: Any city or county that requires a permit to
construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the
permit to file a signed statement that he or sheds licensed pursuant to the provisions of the Contractor's State
• 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 .
• any,applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).:
1 'T) 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
Contractors' State License Law does not apply to an owner of propertywho builds or improves thereon,
and who does the work himself or herself through his or her own employees,' provided that the
improvements are not intended or offered for sale. If, however, the buildingor improvement is sold within
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.).
( 1 'I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec.
7044, Business and Professions Code: The Contractors' State License Law does not apply to anowner of
property who builds or improves thereon, and who contracts for the projects with a contractor(s),Iicensed
pursuant to the Contractors' State License Law.). -
(_) I am exempt under Sec. B.&P.C. for this reason
Date: 2 _ Owner:
~ CONSTRUCTION LENDING AGENCY
I hereby affirm under penalty of perjury that there is a construction lending agency for'the performance of the
work for whichthispermitis issued (Sec. 3097, Civ. C.). • ' - - - - -
Lender's Name: '
' tender's Address:
LQPERMIT • . -
insurance carrier and policy number are:
Carrier Policy Number
_Vacertify that, in the performance of the work for which this permit is issued, I shall•not employ any
• person in any manner so as to become subject to the workers' compensation laws of California,
and agree that, if I should become subject to the workers' compensation provisions of Section
700 of.the Labor Code, I s hw'Ot comply wit ose provisions.
scant: '
wRNI FAI RE -TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL
SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND
DOLLARS ($100,000). IN ADDITION TO THE COSTOF COMPENSATION, DAMAGES AS PROVIDED FOR IN
SECTION 3706 OF THE LABOR CODE, INTEREST,AND ATTORNEY'S FEES.
APPLICANT ACKNOWLEDGEMENT
IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the '
conditions and restrictions set forth on this application.
1. Each person upon whose behalf this application is made, each person at whose request and for
whose benefit work is performed under. or pursuant to any permit issued as a result of this application,
the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City
of La Quinta, its officers, agents and employees for any act or omission related to the work being
performed under or following issuance of this permit.
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
,permit to cancellation. '
I certify that 1 have read this application and state that the above information is correct. I agree to comply with all
city and county ordinances and state laws relating to building construction, and hereby authorize representatives
of t. is�oun�'ttyJ/,]p ee7der upon the.above-mentioned property for inspection p /po .
Da/te://� / 7i ure (APPlicant or Agent):
Application Number. 05-00004101
Permit BUILDING PERMIT
Additional desc .
Permit Fee 572.00' Plan Check
Fee
371.80
Issue Date Valuation
84999
Expiration Date 6/04/06
Qty Unit Charge Per
Extension'
BASE FEE
414.50
35.00 4.5000 THOU BLDG 50,001-100,000
157.50
-----------------------------------------------------------------------------
Special Notes and Comments
4 QTY. 12-X 12 FT. MAIL KIOSKS W/
TRELLIS. PERMIT DOES NOT INCLUDE
MECHANICAL, ELECTRICAL AND PLUMBING;.
2001 CODES.
-------------------------- -------------
Other Fees . . . . . . . STRONG MOTION (,SMI)
- COM
17.84
Fee summary Charged Paid Credited
Due...
-- - - - - - - - - - - - -- ------ - - - - -- -----
Permit Fee -Total 572.00 .00
.00
572.00
Plan Check Total 371.80 .00
.00
371:80
Other Fee Total 17.84: .00
.00
17.84
Grand Total 961.64 00
.00
961.64
LQPERMTT
-
Project: Mail Box Kiosk PrvHL)VED
. FOR CONSTRUCTIO
Hideaway Golf Club oATI`e�
ur
La Quinta,,California
HS-0550F oFESS;o
6oQ 9
.THOMAS
y HSU
Date: Sept. 2005
607 s
ey GENERAL INFORMATION: -
BUILDING CODE: 2001 CALIFORNIA BUILDING CODE
With City of La Quinta Amendments
1778.5 N. Pacesetter Way SUITE 800 •SCOTTSDALE ARIZONA 85255 '
TEL: (480) 585 - 6898 FAX:.'(480) 585 - 2298
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Table 1
Fault Parameters &
Deterministic Estimates of Mean Peak Ground Acceleration (PGA)
07117-10
Fault Name or
Seismic Zone
Distance
from Site
(mi) (km)
Fault
Type
UBC
Maximum
Magnitude
Mmax
(Mw)
Avg
Slip
Rate-
(mmlyr)
Avg
Return
Period
(yrs) 1.
Fault
Length
(km)
Date ofLargest
Last
Rupture
(year)
Historic
Event
>5.5M (year)
Mean
Site
PGA "
(g)
Reference Notes: (1)
2)
(3)
(4)
(2)
(2)
(2)
(5)
(6)
San Andreas - Coachella Valley
6;1
9.8
SS
A
7.1
25,
220-
: 95
C. 1690
0.36
San Andreas - Souther (C V +S B M)
6.1
9,8
SS
A
7.4
24
220
203
c. 1690
0.41
San Andreas - Mission Crk. Branch
7.8
12.6
SS
A
7.1
25
220
95
6.5
1948
0.31
San Andreas - Banning Branch
7-8
12.6
SS
A
7.1.
10
220
98
6.2
1986
0.31
San Jacinto (Hot Spgs - Buck Ridge)
16
26
SS.
C
6.5
2
354
70
6.3
1937
0.12
Blue Cut
16
26,
SS
C
6.8
1
760
30
-
0.14
San Jacinto =Anza
20
33
SS
A
7.2
12
250
90
1918
6.8
1918
0.15
Burnt Mountain
20
33
SS
B
6.4
0.6
5000
20
1992
7.3
1992
0.09
San Jacinto - Coyote Creek
21
34
SS
B
6.8
4
175
40
1968
6.5
1968
0.11
Eureka'Peak ,.
21
34
SS
B
6.4
0.6
5000
19
1992
6.1
11992
0.09
San Andreas - San Bernardino Mtn.
22
35
SS
. A
7.3
24,
433
107
1812
7.0
-1812
0-15
Morongo
32
51
SS
C
6.5
0.6
1170
23
5:5
1947
0.06
San Jacinto - Borrego Mountain
33
53
SS
B
6.6''
4
175
29 ' ,
6.5
1942
0.06
Pinto Mountain
33
•53
'SS
B
7.0 .
2:5
500
73
0.08.
Emerson So. - Copper Mtn:
34
54
SS
B
6.9
0.6
5000
54
-
0.07
Pisgah -Bullion Mtn. -Mesquite Lk
35
57
SS
B
7.0
0.6
5000
88
1999
7.1
1999
0.07
Landers
35
57
SS
B
7.3
0.6
5000
83
1992
7.3
1992
0.09
San Jacinto -San Jacinto Valley
39
62
SS
B
6.9
12
83
42
6:8
1899
0.06
Brawley Seismic Zone
39
62
SS
B
6.4
25
24
42-
5.9
1981
0.05
Earthquake Valley
39
62
SS
B
6.5
2
351
20
0.05
Elsinore - Julian
43
70
SS
A
7.1
5
340
75
0.06
Johnson Valley (Northern)
46
74
SS
B
6.7
0.6
5000
36
-
0.05
Elmore Ranch
47
75
SS
B
6.6
1
225
29,
1987
5.9
1987
0.04
North Frontal Fault Zone (East)
47
75
DS
B
6.7 "'
0.5
1730
.27
0.05
Calico -Hidalgo
47
76
SS
B
7.1
0.6
5000
95
0.06
Elsinore - Temecula
48
78
SS
B
6.8
5
240
42_
0.05
Eisinore.-Coyote Mountain
49
79
SS
B
6.8
4
625
38
0.05
San Jacinto.- Superstition Mountain
51
81
SS
B
6.6
5
500
23
c.1440
--
- 0:04
San Jacinto - Superstition Hills
51
83
SS
B
6.6
4
250
22
1987
6.5
1987
0.04
Lenwood-Lockhart-Old Woman Spas
52
84
SS
, B
7.3
0.6
5000
149
0.06
North Frontal Fault Zone (West)
59
95
DS
. , B
7.0
1
1310
50
0.05
Helendale _'S. Lockhardt
60
96
SS
B
7.1
0.6
5000
97
0.04
San Jacinto -San Bernardino
61
99
SS
B
6.7
12
100
35
6.0
1923
0.03
Nntes
1. Jennings (1994) and CDMG (1996)
2. CDMG & LISGS (1996), SS = Strike -Slip, DS= Dip Slip °
3. ICBO (1997), where Type A faults: Mmax > 7 and slip rate >5 mmlyr.&Type C faults: Mmax <6.5 and slip rate < 2 mm/yr
4. CDMG (1996) based on Wells & Coppersmith (1994), Mw = moment magnitude
5. Modified from Ellsworth Catalog (1990) in USGS Professional Paper 1515
6. The estimates of the mean Site PGA are based on the following attenuation relationships:
Average of: (1) 1997 Boore, Joyner & Fumal; (2)1997 Sadigh et at: (3) 1997 Campbell
(mean plus sigma values are about 1.6 times higher)
Based on Site Coordinates: 33.671 N Latitude. 116.252 W Longtude and Site Soil Type D
EARTH SYSTEiv(S CONSULTANTS SOUTHWEST
10/7/2005 4:39 PM
Seismic Baseshear VS. Wind,.., Mailbox kiosk Page#: 1
California Z4, 70 mph Exposure C
Based on UBC '97 Job#: 0550 BY: TYH
Single story
Known:
Wind Seismic
Z:= 0.4- zone M Importance factor:
qs := 12.6 psf,
R:= 3 cmu. sw." 1:= 1.00
hn�:= 8• (ft)
Ce := 1.06 exp C, @15'
Redundency factor:
Cq 1 := 1.3
Na := 1.05
p:= 1.5
.
_Nv:_1.2
' Cq2 := 0.7 upward
For Soil Type Sd
Ca := 0.36 -Na Cv := 0.64 -NV
Ca = 0.378 CV = 0.768
Take the critical x–section, w/ most `seismic to utary to the dphm,
h:= 8 ft,. Plate hgt.
Ww :_ (10 + 20)
hr := 2 ft, roof hgt
Ww = 30 psf, wall
b:= 1 ft, Trib width
Wr := (280, + 45 + 45)•0.33
d:= 15 -ft, Building depth
Wr = 122.1 psf, roof,
Load colc:
Wind. Load: -
Psh := C&gs•I•Cgl Psh = 17.363
(psf, Lateral)
Pup:= Ce•gs•I•Cg2 Pup = 9.349
(psf, Uplifting)
Vw := Psh•I
hr + hl
`` J Vw = 104.177 (plf, wind shear)
2 "
Seismic wuu.
W:= (Ww +. Ww)- h + Wr•d W = 2.071
x 103 (plf, Wt trib. to Seismic)
2
...
T:= 0.02•hn0.75, T=0.095 (sec)
CvI 2.5•Ca•I
TV := — rV = 2:691 rVmax := rVmax =-0.315
R•T
R
TV := rVmax TV = 0.315 rVmin := 0.11•Ca•1 rVmin = 0.042
TV
1.4 p = 0.338 Ve .= TV p W
Ve.= 699.131 ',)If, seismic shear) > Vw = 104.177
1.4
V := Ve V = 699.131
(plf, Seismic load governs)
10/7/2005 4:48. PM
Job #: 0550
Stress Check in Masonry Section
By: TYH
--
Location: Mailbox Kiosk --
- Known:
Moteriol: Section: Forces:
I 0.5 ( Inspection factor) b := 24 (in) - M := 10.82 k
O
11 1.333 (Lateral load factor). r 0.289•b P:= 4 (kip)
fm-:= 1500 (psi)
Fs =•20 (ksi, Grode 40)' ,
h 24 (in) V: 1:352 (kip)
d h _ 4 (in)
29000000
n ._: n = 25.778
750-fm K:= 2.0
As := 2•(0.2) (2 #5) `
K.L•12 .
= 27.682 =_> R:= 0.95
As =,.0.4 (in) r
Stresses in Beam section:
As .
P s d, p= 8.333 x 10— 4.
• 2 k •
k 2•p•n + �P•n� p n j 1 3 k= 0.187
j =,0.938
24-M-1000
fb f15= 154.343 (psi)
ji-k b d2 Fb := 0.333-fill-I-11 Fb = 332.917 (psi) > fb = 154.343
12M OK'
fs:= A = 17.308 (ksi)
Fs:7 Fs•II Fs = 26.66 (ksi) > fs = 17.308
OK
Fv = 25.813 (psi, , OK Fv < 1*11*50) Masonry only
1000-V
fv;= fv 2.817. (psi), < Fv, OK
-b•d'
Pa := R•(0.25•fm•0.001•h•b + 0.65•As•Fs) I•II Pa = 141.155 (kip)
fb
CSI := P +. CSI = 0.492 < 1.0, OK no special inspection
Pa Fb
(d
c • INpte
•
H&S International LLC Title: Job # 0550
Scottsdale, AZ, USA Dsgnr: Thomas Y. Hsu, P.E. Date: 4:51PM, TOCT 05
Kona, HI, USA ' ' Description : California coastal
r. 70 , m hEx C .5
Beijing, P. R. China p p
Scope
Rev: '560100 rw p
User KW -0602765, Ver 5.6.1. 25 -Oct -2002 General FOOtin /Ynal $i$ $.Desi n Page 1
(c)1983-2002 ENERCALC Engineering Software g Y g t:lengdatalzljobsIM05SOhide-mailcalc\OSSO.e
Description CMU COLUMN FOOTING
General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements .
Allowable Soil Bearing, 1,500.0 psf Dimensions... r
Short Term Increase- 1.330 Width along X -X Axis 4.500 It
Seismic Zone 4 Length ralong Y -Y Axis' 4.500 ft
> Live &Short Term Combined'
Footing Thickness 12.00 in
Col Dim. Along X -X Axis 24.00 in
fc 2,500.0 psi Col Dim. Along Y -Y Axis 24.00 in
Fy 40,000:0 psi Base Pedestal Height S 0.000 in
Concrete Weight 145.00 pcf-
Overburden Weight 110.00 psf Min Steel % 0.0014
Rebar Center To Edge. Distance 3.50 in
Loads
Applied Vertical Load... .
Dead Load 4.000 k' ...ecc along X -X Axis 0.000 in
" Live Load" 0.200 k . ecc along Y -Y Axis 0.000 in
Short Term Load k ' +,
tCreates Rotation about Y=Y Axis Creates Rotation about X -X Axis
Applied Moments... (pressures @ left & right) (pressures @ top & bot)
Dead Load , k -ft k -ft
'Live Load
k -ft
Short Terni 10.820 k -ft * k -ft 4,
' , Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis
Applied Shears... (pressures @left & right) (pressures @ top & bot)
Dead Load k' k
'Live Load , k ' k
Short Term 1.352 k ' k
Summary ;
Caution: X(short)ecc>Widt
4.50ft x 4.50ft•Footing, 12.Oin Thick, whColumn Support 24.00 x 24.00in x O.Oin high
.r-
' DL+LL _ " DL+LL+ST ' a Actual Allowable
Max Soil Pressure 462.4 1,460.1 psf , Max Mu 1.108 k -ft per ft
Allowable 1,500.0 1,995.0 psf Required Steel Area 0.143 in2 perft-
r "X Ecc; of Resultant 0.000 in 15.599 in '
"Y' Ecc, of Resultant 0.000 iii. 0.000 in Shear Stresses.... Vu Vn *Phi
' 1 -Way ; c 8.013 85.000 psi
X -X Min. Stability Ratio No Overturning • 11500 :1 '2 -Way 4:272 170.000 psi
Y -Y Min. Stability'Ratio 1.650` r. ,
-1 AIC
Footing. Design
Shear Forces ' ACI 9-1 ACI 9-2 ACI 9-3 Vn'-Phi ,
Two -Way Shear 3.39 psi 4.27 psi 2.63 psi 170.00 psi ..
One -Way Shears:.. ° . a • ,
'' Vu @ Left 1.52 psi 8.01 psi n` 5.02 psi 85.00 psi
Vu @ Right • 1.52 psi - -1.90 psi -1.22 psi 85.00 psi
`. Vu @ Top 1.52 psi 1.50 psi' 0.92 psi 85.00 psi
Vu @ Bottom • 1.52 psi 1.50 psi ' 0.92 psi 85.00tpsi
Moments ACI 9-1 ACI 9-2 • ACI 9-3 y -' Ru Phi ' . ` As Read
Mu•@ Left ,0.23 k -ft . ` -0.28 k -ft - -0.18 k -ft 4.3 psi, -0.14 in2 per ft
Mu @ Right 0.23 k -ft 1.11 k -ft 0.69 k -ft 17.0 psi 0.14 in2 per ft ,.
Mu @ Top 0.23 k -ft 0.23 k -ft 0.14 k -ft 3.5 psi 0.14 in2 per ft
Mu @ Bottom 4 0.23 k -ft 0.23 k -ft ' 0.14 k -ft' 3.5 psi 0.14 ,in2 per ft
• es I o � p,'�eG'�F
FJ
B-weak.wbc
WoodWorks® Sizer for. ANTHONY POWER PRODUCTS !q'!T7�
WoodWorks® Sizer 97e r Oct. 7, 2005 17:00:15
COMPANY
I PROJECT,
V jj e
Beam DESIGN DATA:
DESIGN CHECK - NDS -1997
• material:
=Timber -soft
"service:
wet
- lateral support:
Top= Full Bottom= @Supports
total length:
10.00 [ft] .
„ Load Combinations: ASCE 7-95
LOADS: (force=lbs, pressure=psf, udl=plf, location=ft)
»S if
-e- -weight automatically included<< {
Load Type. Distribution Magnitude Location Pattern
--• Start End Start End Load
----------- -------------------------
---1- Wind Full UDL 31
No
MAXIMUM -REACTIONS -and -BEARING -LENGTHS. (force=lbs, length=in)
10.00 ft
--------
Dead 65 65 I '_
Live 155 155Tot I I I� DO � 6t K[ S
B.Length_1 1.0 1.0
DESIGN SECTION: Hem -Fir, No.2, 11.5x5.5 @13.064 plf +
This section PASSES the design code check.
#### WARNING: this CUSTOM SIZE is not in the database. Refer toonline help.
###########################################################################
-------------------
SECTION vs. DESIGN CODE (stress=psi, deflection=in)
Criterion Analysis Value Design Value Analysis/Design
----------------------------------------- -----------
Shear fv @d = 5 Fv' = 1112 fv/Fv'----0.04-I
Bending(+) fb = 114 Fb' = 1080 fb/Fb' = 0.11..
Live Defl'n 0.04 = <L/999 .0,33 = L/360 0.12 ��—
Total Defl'n 0.06 = <L/999 0.67 = 1/180 0.08
,FACTORS: F-- -CD CM Ct CL CF CV Cfu Cr LC#
Fb'+= 675 1.60 1'00 1.00 1.000 1.00 1.000 1.00 1.00 2
FIV' = 70 1.60 1.00. 1.00 (CH = 1.000) 2'
Fcp'= 405 0.67 1.00.
E' = 1.1 million 1.00 1.00 2
ADDITIONAL DATA
Bending(+): LC# 2 W, M = 551 lbs -ft
Shear : LC# 2 W, V .220, V@d = 200 lbs
Deflection: LC# 2 = W EI= 175.38e06 lb -int
Total Deflection = 1.00(Defln_dead) + Defln_Live.
(D=dead L=live. S=snow W=wind I=impact C=construction)
(A11-LC's are listed in the Analysis output)
DESIGN NOTES:
1 Please verify that the default deflection limits are appropriate
for your application.
2. Sawn lumber bending members shall be laterally supported according to
the -provisions of NDS Clause 4.4.1.
w
a Woodworks? Sizer'. for ANTHONY POWER PRODUCTS � �p
B-strong.wbc O Woodworks? Sizer 97e July 14, 2005 16:53:10
COMPANY PROJECT"
+DESIGN CHECK - NDS -1997
Beam DESIGN DATA:
material: Timber' -soft
service: wet
lateral support: Top= Full Bottom= @Supports
' total length: 10.00 [ft]
Load Combinations: ASCE 7-95
----------------------------_ --------- _ _________ - -
LOADS: (force=lbs, pressure=psf,. udl=plf, location=ft)
»Self -weight automatically included«
-------------------------_____________________=_-
Load Type Distribution Magnitude -Location Pattern
Start End Start End Load
_1 Dead FullUDL 55 No
---------------------------_____=_=________________
MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in)
-----------------------------___--------------
10. 00
_____________10.00 ft , L
Dead 353.• --353
Live '
Total. 353 353 - p
_B_Length---- 1.0 1. 0 �0 w+i j1A. Si �� ,
-----------_-_-___ __________=_______ ---__
###########################################################################
DESIGN SECTION: Hem -Fir, No. 2, 6x12 , 913.064 plf
This section PASSES the•design code check.
################till #########################################################
SECTION vs. DESIGN CODE -(stress=psi, deflection=in)
Criterion Analysis Value Design Value Analysis/Design
------------ 1- --- -- 1--7--
Shear
-----Shear fv: 6d = .7 Fv' _' 63 fv/Fv' 0. 10
Bending(+) fb = , 84 Fb' = 607 fb/Fb' 0. 14
Live Defl'n negligible
Total Defl' n 0.02 = <L/999 0.67 L/180 0.03.
FACTORS: F CD CM Ct CL CF 'CV Cfu Cr LC#
Fb' += 675 0.90 1.00 1.00 1.000 1.00 1.000- 1.00' 1.00 1
Fv' 70 0.90 1.00 1.00. (CH = 1.000) . 1
Fcp' = . 405 0.67. 1.00 _
E' = 1.1 million 1.00 1.00 1
ADDITIONAL DATA
Bending(+); LC# 1 = D only, M = 851 lbs -ft
Shear LC# 1 = D only, V = 340, V@d = 275 lbs
Deflection: LC#,1 = D only EI= 766..76eO6 lb-in2.
total Deflection = 1.00(Defln dead) + Defln_Live.
(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:
2. Sawn lumber bending members shall be laterally supported.according to
�' the provisions of NDS Clause 4. 4. 1. -
•
WoodWorks? Sizer for ANTHONY POWER PRODUCTS
,Q).wbc-WoodWorks? Sizer 97e
July 14, 2005 17:30:18
COMPANY PROJECT,
DESIGN CHECK NDS -1997
Beam DESIGN DATA:
material: Lumber -soft
service'wet ,
lateral support: Top= @Supports Bottom= @Supports
total length: 10.00 [ft]
,Load Combinations:, ASCE 7-95
LOADS: (force=lbs, pressure=psf, udl=plf;_location=ft)
»Self -weight automatically included<<
Load Type Distribution Magnitude Location Pattern
--En - Start End Load '
"
--- ----- ------------==I_—Start--- End -------- --------
j
Dead Full UDL 10 No
2 Constr. Point 200 5.00 No
MAXIMUM REACTIONS and'BEARINC LENGTHS (force=lbs, length=in) '
10.00 ft
--------
Dead 65' 65
Live 100 100
Total 165 165 r
'B. Length 1.0 1.0 -
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DESIGN SECTION: Hem -Fir, No.2, 3x6 @ 2.840 plf
This section PASSE , e design co e c eck.
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SECTION vs. DESIGN CODE (stress=psi, deflection=in) k
Criterion I Analysis Value -.I Design Value I Analysis/Design
Shear fv @d = 17 Fv 91 fv/Fv' = 0. 19 i
Bending(+) fb = 629 Fb' = 1316 fb/Fb' = 0.48
Live Defl' n 0. 18 = L/675 0.33 = L/360 0.53
Total Defl' n 0.25 = L/482 0.67 = L/180
FACTORS: F CD 'CM Ct CL CF CV Cfu Cr LC#.
850 1.25 1..00 1.00 0.953 . 1.30 1.000 1.00 1.00 2
Fv' 75 1.25 0: 97 1.00 (.CH = 1.000) 2
Fcp' = 405 ' 0.67. 1.00 _
E' = 1.3 million. 0.90 1.00 2
ADDITIONAL DATA
Bending(+) LC# 2 = D+C,' M = 661 lbs -ft
Shear- LC# 2 = D+C, -V = 164, V@d 158 lbs
Deflection: LC# 2 = D+C EI= 45,06eO6 lb -int i
Total Deflection = 1.00.(Defln dead) + Defln_Live.
(D --dead L=live S=snow W=wind I=impact C=construction)
(All LCs are listed in the Analysis output)
DESIGN NOTES
1. Please verify that the default deflection limits are appropriate
for your application.
2. Sawn lumber bending members shall be laterally supported according to
the provisions of -NDS Clause 4. 4. 1.