HomeMy WebLinkAboutRS070116_Plans - Issued RS070116 DocsCounty of Orange
OC Public Works
FOR INSPECTIONS CALL (714) 667-8899
RESIDENTIAL BUILDING PERMIT SUMMARY
(RS070116) -
Legal Desc.: 15346 11 TR
Permit Sub Type:1
Status: Closed -Complete
Address: 11 Avalon Vista , Newport Coast
Census Class: 101
Issued Date: 12/0712007
Cross Street: Newport Coast Drive I Pelican Hill
Thomas Guide:
APN: 473-163-15
Revislon:4
Revision Date: 2123109
Addl Address:
Description: New Custom SFD 20,506 Sq. Ft. and Garage 5,150 Sq.Ft.
Meters: 0
Rev. Desc.: Main entry caissons (2) total.
Present Use: vacant lot
Bldg Code Year2001
Work Authorized: PB:Y ME:Y EL:Y MT:N
Fire Final Insp Required: Y
Elec Code Year:2004
Related Permits: GA050018 GB070012 PA050038 PA940172
Grading Permit Re uired?:N
Contact Contact Person
CONTACTS
Role(s)
Address
Phone/E-Mall Address
Avalon Vista 11,
[Owner, -Applicant]
LLC
620 Newport Center
Drive 14th Floor
949-760-8813
Newport Beach
CA 92660
mikep@tarsadia.com
Hunsaker & Assoc.
[Consulting Firm]
Irvine, Inc.
3 Hughes
949-583-1010
Irvine CA 92618
Ice Builders Inc
(Original Contractor)
421 E. Cerritos
Avenue
714)491-1317
Anaheim CA 92805
KNA Engineering
[Engineer]
30101 Agoura
Crt Ste120
818-865-2026
Augora Hills
CA 91301
Nathu Development
i
[Contractor, Financially
Corp
Responsible Party,
Payer]
30 Hughes, Ste.
202
949-206-0509
Irvine CA 92618
John Pham
[Agent, Signatory]
3 Hughes
949-458-5471
Irvine CA 92618
jpham@hunsaker.com
Krishna Bhakta
[Signatory, Agent,
Contact]
30 Hughes, Ste.
202
949-206-0509
x203
Irvine CA 92618
krishna@nathudevelop
ment.com
Virendra Nathu
[Payer]
30 Hughes Ste.
202
949-206-0509
Irvine CA 92618
License #:596271
Exp. Date:06/30/2014 Carrier:State Compensation Insurance Fund WC
Ex .Date:03/01/2013
ZONING & GEO DISTRICT INFORMATION
Zoning Text: PC:NPTC/IRVC/res
Coastal Zone: Y
PC/SP: NPTC/IRVC
Flood Plan:
Land Use Element: 1B
Elem. School District:
Newport -Mesa Unified
CAA: 00047
Supervisory District: 3
Census Tract: 626.23
STRUCTURE INFORMATION
Eave
Setback Prolectlon
Center Line Street:
Prnn} Prnnarly 1 im
# of Units: 1 # of Stories: 2 Helght(Ft/in): 35'
Covered Parkina: 8 Uncovered Parkina: 0
Side Yard Right: 15,
Side Yard Left: 15'
0— V-4 #n 01 Rr.'
Setback Comments:
0 Orange County / Environmental / Corporate
3185-A Airway Avenue
Costa Mesa, California 92626
T 714 549 8921 F: 714 549 1438
past + present + future
it's in our science
Engineers; Geologists
Environmental Scientists
AVALON VISTA 11, LLC.
c/o Mr. Krishna Bhakta
Nathu Development
30 Hughes, Suite 202
Irvine, CA 92618
Subject:
June 3, 2009
J.N. 770-04
Grading Plan
No.: GB0700
Geotechnical Review of Revised Foundation Plans, Lot 11 of Tract No.15346,
Vista, Newport Coast, County of Orange, California. ri
References: See Attached List.
Dear Mr. Bhakta:
At the request of Mr. Krishna Bhakta, we have the reviewed the revised foundation plans for the s ' ct site. JU
These plans were prepared by KNA Engineers. The revision consists of the addition of two caisso T f �4 0
�j A(
fT OTB 0EOF� , ANC
front entrance of the residence in order to extend the foundations of the front entrance beyond 1ii�gBcq (0 T P(
SOR NOFA RM/T
the adjacent basement walls and into the underlying bedrock. Based on our review, the foundation plans Ro/NA Nl, 44/ OR
/NOES RAL,
been prepared in accordance with the recommendations and soil parameters of our previous reports ��tt
(References 1 and 2) and are considered acceptable from a geotechnical point of view.
We hope this letter serves your needs at this time. Should you have any questions, please feel free to call.
Respectfully submitted,
PETRA GEOTEC AL, INC.�>
David Hansen
Senior Associate Engineer CI`AL �r
RCE 56591
DR/kg W:\2004New\700\770-04\300\Foundation Plan Review Letter.doc
REFERENCES
1) Geotechnical Report of Rough Grading, Including Loffelstein Wall Construction, Planning Area 1C-2, Tract
15346, Pelican Crest, Newport Coast, County of Orange, California,"; report by Leighton & Associates, dated
March 31, 1999 Project No. 1892112-22.
2) Geotechnical Review of Rough Grading Plan, Lots 11, 12 and 13 of Tract 15346, Avalon Vista, Newport Coast,
County of Orange, California; report by Petra Geotechnical, Inc., dated March 22, 2005.
3) Response to Geotechnical Report Review Sheet by the County of Orange Planning and Development Servicezo:1146
Department for Lot 11, Tract 15346, Avalon Vista, Pelican Crest, Newport Coast, County of Orange,
California; letter by Petra Geotechnical, Inc., dated July 5, 2005.
4) Revised Recommendations for Shoring Based on Supplemental Subsurface Exploration, Lot 11, Tract 15346-
M
Avalon Vista, Pelican Crest, Newport Coast, County of Orange, California; report by Petra Geotechnical, Inc., ?009
dated December 19, 2005.
5) Response to Geotechnical Report Review Sheet by the County of Orange Planning and Development Servic0q,
Department for Lot 11, Tract 15346, Avalon Vista, Pelican Crest, Newport Coast, County of Oran
California; letter by Petra Geotechnical, Inc., dated February 24, 2006 ®�
6) Geotechnical Review of Preliminary Precise Grading Plans, Lot 11 of Tract 15346, Avalon Vista, Newport
Coast, County of Orange, California; report by Petra Geotechnical, Inc., dated October 4, 2006.
7) Response to Geotechnical Report Review Sheets by the County of Orange Planning and Development Servie��
Department for Lot 11 of Tract No. 15346, 11 Avalon Vista, Newport Coast, County of Orange, Califo
letter by Petra Geotechnical, Inc., dated March 14, 2007. rn�
8) Geotechnical Review of Precise Grading Plans, Proposed Single -Family Residence, Lot 11 of Tract No. 153496,
11 Avalon Vista, Newport Coast, County of Orange, California; letter by Petra Geotechnical, Inc., dated we
27, 2007. SP,
Sr47,
9) Geotechnical Review of Delta 1 Revision to Precise Grading Plans, Proposed Single -Family Residence, �t l
of Tract No. 15346, 11 Avalon Vista, Newport Coast, County of Orange, California; letter by Pe�"a
Geotechnical, Inc., dated November 7, 2007.
10) Geotechnical Review of Delta 2 Revision to Precise Grading Plans and Updated Pool Recommendations,
Proposed Single -Family Residence, Lot 11 of Tract No. 15346, 11 Avalon Vista, Newport Coast, County of
Orange, California; letter by Petra Geotechnica., Inc., dated August 19, 2008.
11) Geotechnical Report of Precise Grading and Retaining Wall Bacldlll, Proposed Single -Family Residence, Lot
11 of Tract No. 15346, 11 Avalon Vista, Newport Coast, County of Orange, California; report by Petra
Geotechnical, Inc., dated October 29, 2008.
12) Geotechnical Evaluation of Proposed Spa, Lot 11 of Tract No. 15346,11 Avalon Vista, Newport Coast, County
of Orange, California.; letter by Petra Geotechnical, Inc., dated May 12, 2009.
PETRA GEOTECHNICAL, INC.
JA 770-04
to
KNA ENGINEERING, INC. 0A STRUCTURAL CONSULTING FIRM
30101 Agoura Court • Suite 120 Agoura Hills, CA 91301 • (818) 865-2026 • FAX (818) 865-1889
STRUCTURAL CALCULATIONS
ENTRY PILES & GRADE BEAMS
APPROVED FOR
PERMIT ISSUANCE
s�nrr
al" i For
wiuoaN KNA 06-011
U. R3 r, F4 oNLY Lot 1 1 Avalon Vista
Newport Coast, CA
Dated 5/21 /2009
Pages 1 thru 18
KNA06-011
KM RMECT NO
m LOT 11 PELICAN CREST II, 11 AVALON VISTA; NEWPORT COAST
6 30 08
DATE
rME RFI -#
TITLE PARTIAL BASEMENT FND. PLAN (S-2.2)
SFm 1
KNA ENGINEERING, INC. 30101 Agoura Court, Suite 120, Agoura Hills, CA. 91301 Ph 818.865.2026 Fax 818.865.1889
I
I
x18"D GRADE BEAM I
#5 TOP & BOTTOM
IES 012"O.C.
TO SLAB
----
S
S I
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I
I
I
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a l I
S
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I
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KNA06-011 6/30/08
Ka MICT NO Mpg LOT 11 PELICAN CREST II, 11 AVALON VISTA, NEWPORT COAST DATE
ISSUE RFI —# nnE PARTIAL STRUCT. SLAB REINF. PLAN (S-2.4) SHM 2
KNA ENGINEERING, INC. 30101 Agoura Court, Suite 120, Agoura Hills, CA. 91301 Ph 818.865.2026 Fax 818.865.1889
- 14
S-4.0
76
3 — 1 /2"
�(a DOOR
is
30"Wx24"D GRADE BM.
W/3—#7 TOP & BOTT.
#3 TIES 0 12" O.C.
f'c= 5,000 psi
Q O
I SLAB ON GRADE W/
I #4 0 16" O.C. PER DET. 4/S-4.0
I
I 42"Wx24"D GRADE BM.
4 ( W/ 6—#8 BOTT.
4—#7 TOP
-4.3 I #4 TIES 0 10" O.C.
f'c = 5,000 psi
C
I ,�
30"Wx24"D GRADE BM.
W/3—#7 TOP & BOTT.
#3 TIES 0 12" O.C.
f'c = 5,000 psi
KNA06-011 1 6/30/08
KM PROJECT JOD LOT 11 PELICAN CREST II, 11 AVALON VISTA; NEWPORT COAST DATE
ISSUE RFI - u DET. 1 /S-4.3 SHEET 3
KNA ENGINEERING, INC. 30101 Agoura Court, Suite 120, Agoura Hills, CA. 91301 Ph 818.865.2026 Fax 818.865.1889
KNA06-011_ 6/30/08
KM PRUJECT NO m LOT 11 PEUCA'N CREST II, 11 AVALON VISTA;-NEWPORT COAST DarE
ISSUE RFI - TITLE DET. 2/S-4.3 SaT 4
KNA ENGINEERING, INC. 30101 Agoura Court, Suite 120, Agoura Hills, CA. 91301 Ph 818.865.2026 Fax 818.865.1889
in
DWLS
—TOTAL)
A -A
TYPICAL CONN. OF CAISSON TO GRADE BM.
KNA06-011 6/30/08
KNA ACT NO LOT 11 PELICAN CREST II, 11 . AVALON VISTA, NEWPORT COAST DATE
ISSUE RFl -# Tm_E DET. 3/S-4.3 5
KNA ENGINEERING, INC. 30101 Agoura Court, Suite 120, Agoura Hills, CA. 91301 Ph 818.865.2026 Fax 818.865.1889
SHEAR WALL —
MATERIAL PER
S.W. SCHEDULE
VENEER SEE
ARCH'L.
E.N.
5" SLAB ON GRADE
W/ #4 0 16" O.C.
EA. WAY
#5 0 18" O.C.
EA. WAY
2 x STUD
016"O.C.
P.T. SILL
W A.BOLTS
PER PLAN
IEER PER ARCHT'L. TYP.
2—#5 CONT.
0EE
KNA06-011 1 6/30/08
KKA PROJECT NO ,a LOT 11 PELICAN CREST II, 11 AVALON VISTA, NEWPORT COAST DATE
ISSUE RFI — ITTIE DET. 4/S-4.3 SHEET 6
KNA ENGINEERING, INC. 30101 Agoura Court, Suite 120, Agoura Hills, CA. 91301 Ph 818.865.2026 Fax 818.865.1889
STRUCT. SLAB
PER PLAN
#5 DWL'S 0 16" O.0
VERTICAL REINF'G.
CONC. WALL
SEE 2
—4.
SLAB ON GRADE
PER PLAN
4 'DWL 0 16" O.C.
W �
>Q
00
3 I -III -III -I 1-
-III-III-III- '
I1--
y BACKFILL MAY BE
W ' MADE AFTER BASEMENT
a SLAB AND STRUCTURAL
3 SLAB IS POUR
APPROVED
WATERPROOF
411��IIKNA ENGINEERING, INC. Project:
STRUCTURAL CONSULTANTS (-IiPnt-
30101 Agoura Court Suite 120 • Agoura Hills, CA 91301 • (818) 865-2026
F,JTR y CA155010
WA%t OjCMr-EX .D
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G'Z-/02
Job No: KMAo(pey 14
Sheet: 7 of
By:
Date: 01"2 4-Y
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Moo. p&/AR\0G Z Soo pSF .f 2-0 INCg1,EA3A `D 000 p5-
h�F A J ARr A
1�y� C�/sSpa
h' = 3" �> rA R +:- A - 2 773 - /Y.y FT x 37
vi /l'3-'F8 kv)
0- l SPIRA c 3 N P/7-C Y
KNA Engineering Title : Lot 11 Pelican Crest, Newport Coast Job # KNA06-011
30101 Agoura Court, Suite 120 Dsgnr: Armond Yeghiayan Date:
Agoura Hills, CA 91301 Description
(818) 865-2026 Scope
(818) 865-1889 Fax
Rey- 5800to Page 1
User :KW-0603737,Ver5.8.0. I-Noy-2006 Concrete Rectangular & Tee Beam Desi n
(cp983-2006ENERCALCEngineering Software 9 06-011eCW�NTR CCASSION
Description GB-101
General Information Code Ref: AC1318-02, 1997 LIBC, 2003 IBC, 2003 NFPA 5000
Span 6.00 ft
fc 3,000 psi
Depth 24.000 in
Fy 60,000 psi
Width 30.000 in
Concrete Wt. 145.0 pcf
Seismic Zone 4
End Fixity Pinned -Pinned
Beam Weight Added Internally
Live Load acts with Short Term
Reinforcing
Rebar @ Center of Beam...
Rebar @ Left End of Beam... Rebar @ Right End of Beam...
Count Size 'd' from Top
Count Size 'd' from Top Count Size 'd' from Top
#1 3 7 20.00in
#1 3 7 20.00 in #1 3 7 20.00 in
#2 3 7 4.00 in
#2 3 7 4.00 in #2 3 7 4.00 in
Load Factoring
Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ClA318-02 for concrete design.
Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2
Uniform Loads
Dead Load Live Load Short Term Start End
#1 0.840 k
k k 0.000 ft 6.000 ft
Span = 6.00ft, Width= 30.00in Depth = 24.00in
Maximum Moment: Mu
9.86 k-ft
Allowable Moment: Mn*phi
167.84 k-ft
Maximum Shear: Vu
2.94 k
Allowable Shear: Vn*phi
55.87 k
Shear Stirrups...
Stirrup Area @ Section 0.440 in2
Region 0.000
1.000
Max. Spacing Not Req'd
Not Req'd
Max Vu 2.945
2.945 _
& Shear Force Su
Beam Design OK
Maximum Deflection
-0.0004 in
Max Reaction @ Left
4.69 k
Max Reaction @ Right
4.69 k
2.000 3.000 4.000 5.000 6.000 ft
Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd in
2.209 2.156 2.156 2.892 2.892 k
Bending... Mn*Phi
Mu, Eq. C-1
Mu, Eq. C-2
Mu, Eq. C-3
@ Center 167.84 k-ft
9.86 k-ft
9.86 k-ft
6.34 k-ft
@ Left End 167.84 k-ft
0.00 k-ft
0.00 k-ft
0.00 k-ft
@ Right End 167.84 k-ft
0.00 k-ft
0.00 k-ft
0.00 k-ft
Shear... Vn*Phi
Vu, Eq. C-1
Vu, Eq. C-,
Vu, Eq. C
@ Left End 55.87 k
2.94 k
2.94 k
1.89 k
@ Right End 55.87 k
2.89 k
2.89 k
1.86 k
Deflection
Deflections...
Upward
Downward
DL + [Bm Wt]
0.0000 in
at 6.0000 ft
-0.0004 in
at 3.0000ft
DL + LL + [Bm Wt]
0.0000 in
at 6.0000 ft
-0.0004 in
at 3.0000ft
DL + LL + ST + [Bm Wt]
0.0000 in
at 6.0000 ft
-0.0004 in
at 3.0000ft
Reactions...
Ca) Left
(ED Right
DL + [Bm Wt]]
4.695 k
4.695 k
DL + LL + [Bm Wt]
4.695 k
4.695 k
DL + LL + ST + [Bm Wt]
4.695 k
4.695 k
'RAO
FEW
S.
'DA
KNA Engineering Title : Lot 11 Pelican Crest, Newport Coast Job # KNA06-011
30101 Agoura Court, Suite 120 Dsgnr: Armond Yeghiayan Date:
Agoura Hills, CA 91301 Description
(818) 865-2026 Scope:
(818) 865-1889 Fax
Rev. 580M Page 2
User•KV-0603737.Ver6.80.1-Nov-2006 Concrete Rectangular & Tee Beare Design
fc11983.2006 ENERCALC Erromeering Software 06-011.eevENTRY CASSION
Description GB-101
Section Analysis
Evaluate Moment Capacity...
Center
Left End
Ri-ght End
X : Neutral Axis
2.755 in
2.755 in
2.755 in
a = beta ' Xneutral
2.342 in
2.342 in
2.342 in
Compression in Concrete
179.144 k
179.144 k
179.144 k
Sum [Steel comp. forces]
0.000 k
0.000 k
0.000 k
Tension in Reinforcing
-178.768 k
-178.768 k
-178.768 k
Find Max As for Ductile Failure...
X-Balanced
11.837 in
11.837 in
11.8367 in
Xmax = Xbal0.75
8.878 in
8.878 in
8.878 in
a -max = beta ' Xbal
10.061 in
10.061 in
10.061 in
Compression in Concrete
577.263 k
577.263 k
577.263 k
Sum [Steel Comp Forces]
81.450 k
81.450 k
81.450 k
Total Compressive Force
658.713 k
658.713 k
658.713 k
AS Max = Tot Force / Fy
10.979 in2
10.979 in2
10.979 in2
Actual Tension As
3.600 OK
0.000 OK
0.000 OK
Additional Deflection Calcs
Neutral Axis
4.180 in
Mcr
98.59 k-ft
(gross
34,560.00 in4
Ms:Max DL + LL
7.04 k-ft
Icracked
4,915.43 in4
R1 = (Ms:DL+LL)/Mcr
13.999
Elastic Modulus
3,122.0 ksi
Ms:Max DL+LL+ST
7.04 k-ft
Fr = 7.5' fc^.5
410.792 psi
R2 = (Ms:DL+LL+ST)/Mcr
13.999
Z:Cracking
20.299 k1in
I:eff... Ms(DL+LL)
34,560.000 in4
Leff... Ms(DL+LL+ST)
34,560.000 in4
Eff. Flange Width
30.00 in
ACI Factors (per ACI 318-02, applied intemally to entered loads) R
ACI C-1 & C-2 DL 1.400 ACI C-2 Group Factor 0.750 Aoa"I ..1.4" rac[or Tor seismic T.4uu
ACI C-1 & C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"1 "0.9" Factor for Seismic 0.900
ACI C-1 & C-2 ST 1.700 ACI C-3 Short Term Factor 1.300
....seismic = ST' : 1.100
KNA Engineering Title: Lot 11 Pelican Crest, Newport Coast Job # KNA06-011
30101 Agoura Court, Suite 120 Dsgnr: Armond Yeghiayan Date:
Agoura Hills, CA 91301 Description
(818) 865-2026 Scope
(818) 865-1889 Fax
Rey, 580010 Page 3
User: KW-0603737. Ver 5.8 0. 1-Nov-2006 Concrete Rectangular & Tee Beam Design
(011983.2006 ENERCALC Engineering Software 06-011.eew.ENTRY CASSION
Description GB-101
Sketch & Diagram
4 11.20 2.40 P.00 0 60 �4.20- 4'.8-0- -5-.-4-0-' '6 00 5.40 .00
.60
o. MITM, 111-IM11111TITMI, fl , 0.8&kft IkiI t-- I - I i - r
- - ---------
F
R- = 4.63%
Y.-Mu = 2.545h
Mu.M' = 3.860t
D... - 0 00041.
Beam Sketch
R- 21.
YUMax .
-
..60 '126-1.80 240 '43.00- -:160- 4.20- 'A 8-0 00
4
I
0.00
t
___L M
.35
WOM
LocationShtu Along be, (it)
m 180,-2. '.6.00
_-A
.2-61
�t_ L
0.31
L j 4 - __: j
I 1__X
1.5.22
22
L
V71,
At"
M.Wz 0
Member (it) Sh, Load (hl
20- 4.40 6.00 9.06 10.6
120 '1.8
L (it).---
0 .20 .80 5.40 .00
WI
5.32
'O.0
i134
IJI
Opp
Moment th-ft) Location Along Member (ft)
Ek&% Moment (h.ft) Location A" M..b,, (it)
Stresses for ACI C-1 Combination
Stresses for ACI C-2 Combination
V66 ilvo 240 300
dOccu��0n Along Me
io libc_ 44,
420
so"' -
�1_ko" -"6.00
- - I - -00 13- _- - , 80 '540 6.00
� 1).60- 120 1.- _AA0__4. -.64 4�26 4.
- 1
WUMMOM
4
41
1' 20 81j,,` 9,00 20 1,14.6 3,40 5.00
Y'
44
---
2
4
P
7
IQ"
7
Q '0 00
-be, (it) Local "y"Mfl-boo (in) Location Along Member (it) Local "y" Deflection (6) LOCUl" Along Member (it)
Stresses for ACI C-3 Combination Stresses for Service Dead + Live Loads Stresses for Dead+Uve+Short Term Loads
(2. ?B — rya.
0.84 k/ft 44 �� 1 9 0.84 k/ft
C.>�.�RF�'a�4.:�:�'�.�-i^�� ���va �J"'k�sF
- :�ux.C•S'�-�'
.,.�.�q. yx, ��..,`.,�.�••.'
a+;.�h=d�a. �`� :'ate'; �.°» `��i!r��,ti�. S'�:i?�;
6.00 ft
Rmax = 4 694 k
Vu•Max = 2944 k
i
Mu.Max = 9.85 k-ft
D max = 0.0004 in
= 4.694 k
VuMax =2892k
ZE
KNA Engineering
30101 Agoura Court, Suite 120
Agoura Hills, CA 91301
(818) 865-2026
(818) 865-1889 Fax
User: KW-0603737. Vet 5.8.0.1-Nov-2006
(o)t983-2006 ENERMC Engineering Software
Description GBA 02
Title : Lot 11 Pelican Crest, Newport Coast
Dsgnr: Armond Yeghiayan Date:
Description :
Scope:
Rectangular & Tee Beam Design
Job # KNA06-011
!Z_
Page 1
06.01temENTRY CASSION
General Information - Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 1
Span
23.00 ft
Yc
3,000 psi
Depth
24.000 in
Fy
60,000 psi
Width
42.000 in
Concrete Wt.
145.0 pcf
Seismic Zone
4
End Fixity
Pinned -Pinned
Beam Weight Added Internally
Live Load acts with
Short Term
Reinforcing
Rebar @ Center of Beam...
Rebar @ Left End of Beam...
Rebar @ Right End of Beam...
Count Size
'd' from Top
Count Size 'd' from Top
Count Size 'd' from Top
#1 6 8
20.00in
#1 6 8 20.00 in
#1 6 8 20.00 in
#2 4 7
4.00 in
#2 4 7 4.00 in
#2 4 7 4.00 in
Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design.
Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2
Uniform Loads
Dead Load Live Load Short Term Start End
#1 1.353 k 1.000 k k 0.000 ft 23.000 ft
Concentrated Loads
Dead Load Live Load Short Term Location
#1
#2
1.930 k
1.930 k
Span = 23.00ft, Width= 42.00in Depth = 24.00in
Maximum Moment: Mu ,
350.11 k-ft
Allowable Moment: Mn'phi
400.87 k-ft
Maximum Shear: Vu
56.76 k
Allowable Shear: Vn'phi
123.09 k
Shear Stirrups...
Stirrup Area @ Section 0.440 in2
Region 0.000
3.833
Max. Spacing 10.000
Not Req'd
Max Vu 56.764
38.757
& Shear Force
Bending...
@ Center
@ Left End
@ Right End
Shear...
@ Left End
@ Right End
Deflection
Mn'Phi
400.87 k-ft
400.87 k-ft
400.87 k-ft
Vn•Phi
123.09 k
123.09 k
DL + [Bm Wt]
DL + LL + [Bm Wt]
DL + LL + ST + [Bm Wt]
Reactions...
DL + [Bm Wt]]
DL + LL + [Bm Wt]
DL + LL + ST + [Bm Wt]
2.760 k
2:760 k
k 2.500 ft
k 20.500 ft
Maximum Deflection
Max Reaction @ Left
Max Reaction @ Right
ST
Beam Design OK
-0.3771 in
i AM
43.42 k OR 1
43.42 k -ice
7.667 11.500
15.333
19.167 23.000 ft
Not Req'd Not Req'd
Not Req'd
Not Req'd 10.000 in
19.379 18.917
18.917
38.296 56.302 k
Mu, Eq. C-1
Mu, Eq. C-2
Mu, Eq. C-3
350.11 k-ft
328.21 k-ft
145.27 k-ft
0.00 k-ft
0.00 k-ft
0.00 k-ft
0.00 k-ft
0.00 k-ft
0.00 k-ft
Vu, Eq. C-1
Vu, Eq. C-S
Vu, Eq. C
56.76 k
52.98 k
22.72 k
66.30 k
52.55 k
22.52 k
0.0000 in at 0.0000 ft
0.0000 in at 0.0000 ft
0.0000 in at 0.0000 ft
(aa Left
29.162 k.
43.422 k
43.422 k
(aD Right
29.162 k
43.422 k
43.422 k
-0.1430 in at 11.5000ft
-0.3771 in at 11.5000ft
-0.3771 in at 11.5000ft
KNA Engineering Title : Lot 11 Pelican Crest, Newport Coast Job # KNA06-011
30101 Agoura Court, Suite 120 Dsgnr: Armond Yeghiayan Date:
Agoura Hills, CA 91301 Description : ` 3
(818) 865-2026 Scope:
(818) 865-1889 Fax
Re"° WUUTU Page 2 LI
User: KW-0803737,Ver5.8.0.Mov-2008 Concrete Rectangular & Tee Beam Design
( 983.2008 ENERCALC En*eerina Software 08411.eew.ENTRY CASSION
Description GB-102
Section Analysis
Evaluate Moment Capacity...
Center
Left End
Right End
X : Neutral Axis
3.470 in
3.470 in
3.470 in
a = beta' Xneutral
2.949 in
2.949 in
2.949 in
Compression in Concrete
315.891 k
315.891 k
315.891 k
Sum [Steel comp. forces]
0.000 k
0.000 k
0.000 k
Tension in Reinforcing
-316.292 k
-316.292 k
-316.292 k
Find Max As for Ductile Failure...
X-Balanced
11.837 in
11.837 in
11.8367 in
Xmax = Xbal0.75
8.878 in
8.878 in
8.878 in
a -max = beta ' Xbal
10.061 in
10.061 in
10.061 in
Compression in Concrete
808.168 k
808.168 k
808.168 k
Sum [Steel Comp Forces]
108.600 k
108.600 k
108.600 k
Total Compressive Force
916.768 k
916.768 k
916.768 k
AS Max = Tot Force / Fy
15.279 in2
15.279 in2 •
15.279 in2
Actual Tension As
7.140 OK
0.000 OK
0.000 OK
Additional Deflection Calcs
Neutral Axis
5.400 in
Mcr
138.03 k-ft
Igross
48,384.00 in4
Ms:Max DL + LL
234.43 k-ft
Icracked
11,633.46 in4
R1 = (Ms:DL+LL)/Mcr
0.589
Elastic Modulus
3,122.0 ksi
Ms:Max DL+LL+ST
234.43 k-ft
Fr = 7.5' Pc" 5
410.792 psi
R2 = (Ms:DL+LL+ST)/Mcr
0.589
Z:Cracking
246.880 Win
I:eff... Ms(DL+LL)
19,133.881 in4
Z:cracking > 175 : No Good!
tell... Ms(DL+LL+ST)
19,133.881 in4
Eff. Flange Width
42.00 in
ACI Factors (per ACI 318-02, applied internally to entered loads)
ACI C-1 & C-2 DL
1.400 ACI C-2 Group Factor 0.750 Add"I 1.4" Factor for Seismic 1.400
ACI C-1 & C-2 LL
1.700 ACI C-3 Dead Load Factor 0.900 Add"I "0.9" Factor for Seismic 0.900
ACI C-1 & C-2 ST
1.700 ACI C-3 Short Term Factor 1.300
....seismic = ST * :
1.100
KNA Engineering Title: Lot 11 Pelican Crest, Newport Coast Job # KNA06-011
30101 Agoura Court, Suite 120 Dsgnr: Armond Yeghiayan Date:
Agoura Hills, CA 91301 Description
(818) 865-2026 Scope
(818) 865-1889 Fax
Usen KW-0603737. Ver 5.8.0. I-Noy-21= Concrete Rectangular & Tee Beam Design Page 3
(0
)I883-2006 ENERCALC Engineering Software 08-01teow.EWAY CASSION
Description G13-1 02
Sketch & Diagram I
I-, . 66-�4�.66- .30 `9.20711-.56- i0.86-fwib- C 4.66 -.50 !3.n 0 .60-'16.10 18.40 20.0 r.00
-F,
2."01,111111 F, IMI I I IT11
-4 ------
M. 350.11h-ft
Drau = O.Vlli.
R— a 43.422h lama: - is
V.-M. - 56364h V. Ma. 3
Beam Sketch
-2.30 AO �&30 �,S 20 iSAW-ilMO ffi.lff-�NJV,23
"0
-
L j
5.63
20 1 841
She. L (k
45.21 V31 4.60' -.30 .4.40'
Locai -Al..qMcb.,-jftj
1 13.60 16.110) 48.10 �?010 I
L 13d.741 1
1
4
6
J.
'7-
7,
Be
Locati-Al-gMembe,
(It)
Stresses for ACI C-3 Combination
3�,
i:i 1 �a a
L
lament (k-ft) Location Along Member (It)
Stresses for Act C-1 Combination
- 17-
l34.401
—L*j.!4k4— --- 7 tfon Wjtmt—o' -2 4,69_6. 6.76-,'
jff22
y.
0.34
Local "y" Dellealon ('.) Locati-Alonglirl—be; (It)
Stresses for Service Dead + Live Loads
A
Location Along Member f4J.
!.30 4 � 180 16.t0 �18. lao To !23.00
A -
.me.t (h-ft) Location Along Member (it)
Stresses for ACI C-2 Combination
t- t
t
-12
4—
ISO-
.0.04
L'' tio. Along Member (It)
Stresses for Dead+Liv;+Short Term Loads
a - 1,0 Z
476 4.6�k
III kll
T--liiT ;T-llTFl-T I -4i Tl
T-1-1 Tl-�-T
235 k/ft i Y�
23.00 ft
MuMax = 350.11 Ht
Dmax - 0.3770 in
Rmax = 43 421 k
Vu-Max = 56.763 k
Rmax - 43.421 k
Vu Max = 56 302 k
KNA Engineering
30101 Agoura Court, Suite 120
Agoura Hills, CA 91301
(818) 865-2026
(818) 865-1889 Fax
User: KW-0603737. Ver 5.8.0,1-Nov-2006
(0)1883.2006 ENEACALC Engineering Software
Description 36" CAISSON
Title : Lot 11 Pelican Crest, Newport Coast
Dsgnr: Armond Yeghiayan Date:
Description :
Scope :
Circular Concrete Column
Job # KNA06-011
0-
Page 1
06.011.emENTRY CASSION
General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000
Diameter 36.000 in fc 3,000.Opsi Total Height 15.000 ft
Number of Bars 13 Fy 60,000.0 psi Unbraced Length 15.000 ft
Bar Size 8 Seismic Zone 4 Eff. Length Factor 1.000
Total Rebar Area 10.270 in2 LL & ST Loads Act Separate Column is BRACED
Rebar Percent 1.009 %, Spiral Ties Used
Bar Cover 3.000 in
Loads
Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design.
Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2
Dead Load Live Load Short Term Eccentricity
Axial Loads 48.100 k k k in
Column is OK
Column Diameter- 36.00in, with 13 #8 Bars
ACI C-1
ACI C-2
ACI C-3
Applied Pu : Max Factored
67.34 k
67.34 k
43.29 k
Allowable Pn' Phi @ Design Ecc.
1,922.43 k
1,922.43 k
1,922.43 k
M-critical
9.43 k-ft
9.43 k-ft
6.06 k-ft
Combined Eccentricity
1.6800 in
1.6800 in
1.6800 in
Magnification Factor
1.00
1.00
1.00
Design Eccentricity
1.6800 in
1.6800 in
1.6800 in
Magnified Design Moment
9.43 k-ft
9.43 k-ft
6.06 k-ft
Po' 0.85
2,746.33 k
2,746.33 k
2,746.33 k
P : Balanced
1,220.08 k
1,220.08 k
1,220.08 k
Ecc: Balanced
12.5289 in
12.5289 in
12.5289 in
Slenderness perAC1318-02 Section 10.12 & 10.13
lj
Actual k Lu / r 20.000 Elastic Modulus
3,122.0 ksi
Beta 0.850
ACI Eq. C-1
ACI Eq. C-2
ACI Eq. C-3
Neutral Axis Distance 38.0480 in
38.0480 in
38.0480 in
Phi 0.7000
0.7000
0.7000
Max Limit kVr 34.0000
34.0000
34.0000
Beta = M:sustained/M:max 1.0000
1.0000
1.0000
Cm 1.0000
1.0000
1.O600
El / 1000 0.00
0.00
0.00
Pc: pi^2 E I / (k Lu)"2 0.00
0.00
0.00
alpha: MaxPu / (.75 Pc) 0.0000
0.0000
0.0000
Delta 1.0000
1.0000
1.0000
Ecc: Ecc Loads + Moments 1.6800
1.6800
1.6800 in
Design Ecc = Ecc' Delta 0.0000
0.0000
0.0000 in
ACI Factors (per ACI 318-02, applied internally to entered loads)
ACI C-1 8 C-2 DL 1.400 ACI C-2 Group Factor
0.750
Add"I "1.4" Factor for Seismic 1.400
ACI C-1 & C-2 LL 1.700 ACI C-3 Dead Load Factor
0.900
Add"I "0.9" Factor for Seismic 0.900
ACI C-1 & C-2 ST 1.700 ACI C-3 Short Term Factor
1.300
....seismic = ST' : 1.100
Spiral Tie Requirements per 97 UBC 1910.9.3
Spiral Tie Bar Size # 4 Min. Spiral Reinforcement Ratio
0.010
Gross,Area of Column 1,017.88 in2
Core Area Within Spirals 706.86 in2 Max Spiral Tie Spacing
2.694 in
v
KNA Engineering Title : Lot 11 Pelican Crest, Newport Coast Job # KNA06-011
30101 Agoura Court, Suite 120 Dsgnr: Armond Yeghiayan Date:
Agoura Hills, CA 91301 Description 17
(818) 895-2026 Scope:
(818) 866-1889 Fax
Rev-. 580002 Page 2
User: KW-V6=7. Ver 5.8.0. 1-Nov-2006 Circular Concrete Column
(c)1983-2006 ENERCALC Engineering Software 06-011 ecw:ENTRY CASSION
Description 36" CAISSON
Sketch & Diagram
A.bl: Pb'phi (h)
— ------ — ------
.31
Pt. .3h. 3.4h-flk
DL=40.1, LL=O.Oo, ST-0 Ok KM (Eq 9.2)66T.3k. 3.4k-ft
1.803.3
36i.
-- ---- --- --
'130.8
sh
18.5
52.3
26.2
189.5
173.0 268.6 358.1 447.6 537.1 626.7 715.2 Bus? 835.2
Moment: WPM (k.ft)
° 01
F�
A
0 00 in
DL=48.1, LL=0.0, ST=0.0 k
i
i
i
i; 36 00 in
i
i
13•#8
15.00 ft �\ %
3 00 in
i
KNA ENGINEERING, INC. • A STRUCTURAL CONSULTING FIRM
30101 Agoura Court • Suite 120 • Agoura Hills, CA 91301 • (818) 865-2026 • FAX (818) 865-1889
STRUCTURAL CALCULATIONS
PERMITAPPROSSUAVED NCE S'G"RM For
Wit.! MOOT BE HELD
OF TW vIounoH 0
CITY L4WS OR ORD11
WILLDAN
� P-F- IZ 3
� KNA 06-011
GNLY Lot 1 1 Avalon Vista
Newport Coast, CA
Items:
Master Bedroom change.
Skylight added.
Roof Hip support on S-2.8
Dated 5/21 /2009
Pages R 1 to R44
ti
ill
Iill III I' KNA ENGINEERING, INC.
STRUCTURAL CONSULTANTS
Project o f b No:
�P 1-j 00 f CY.Sheet of _
Client By.
Date: I V Z 1 1/o x
30101 Agoura Court • Suite 120 • Agoura Hills, CA 91301 • (818) 865-2026
•
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Projectl�(it��'V� t V1 S_k� job No:�i10"� l
KNA ENGINEERING, INC. NP,�lfk �nd5-�-, Sheet 2 of
STRUCTURAL CONSULTANTS Client By. At i
Date: 11 00
30101 Agoura Court Suite 120 • Agoura Hills, CA 91301 (818) 865-2026
it
�3-2oCa � NJR � I
i
(�igoo+ agno) i
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KS
KNA Engineering Title : LcOr I I �►o��Qc1 V IS-� Job # K(� Q('0"O
30101 Agoura Court, Suite 120 Dsgnr: i L4 Date: II �t 12.008
Agoura Hills, CA 91301 Description
• A
(818) 865-2026 Scope
(818) 865-1889 Fax
Rew 580004 ---- -- -
userKv-0603737,dea5.60,1•Now2006 General Timber Beam Page 1
(o)1983-2006 ENERCALC Engineering Software 06•01t.eew.mstr bdrm
Description B-201
General Information
Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name Prllm: 5.2501.875
Center Span 20.50 ft .....Lu 1.33 ft
Beam Width
5.250 in
Left Cantilever ft .....Lu 0.00 ft
Beam Depth
11.875 in
Right Cantilever ft .....Lu 0.00 ft
Member Type
Manuf/So.Pine
Truss Joist - MacMillan, Parallam 2.0E
Bm Wt. Added to Loads
Fb Base Allow 2,900.0 psi
Load Dur. Factor
1.250
Fv Allow 290.0 psi
Beam End Fixity
Pin -Pin
Fc Allow 650.0 psi
Wood Density
33.000 pcf
E ' 2,000.0 ksl
Trapezoidal Loads
#1 DL @ Left #/ft LL @ Left #/ft Start Loc 0.000 ft
DL @ Right 228.00 #/ft LL @ Right 198.00 #/ft End Loc- 0.000 ft
Summary
Beam Design OK
Span= 20:50ft, Beam Width = 5.250in x Depth = 11.875in, Ends are Pin -Pin
Max Stress Ratio
0.329 : 1
Maximum Moment
12.2 k-ft
Maximum Shear
1.5
4.0 k
Allowable
37.2 k-ft
Allowable
22.6 k
Max. Positive Moment
12.22 k-ft
at 11.726 ft Shear:
@ Left
1.60 k
Max. Negative Moment
-0.00 k-ft
at 20.500 ft
@ Right
3.06 k
Max @ Left Support
0.00 k-ft
Camber:
@ Left
0.000 in
Max @ Right Support
0.00 k-ft
@ Center
0.523in
Max. M allow
37.19
Reactions... -
@ Right
0 000 in
fb 1,188.24 psi
fv
63.38 psi
Left DL 0.93 k
Max
1.60k
Fb 3,617.06 psi
Fv
362.50 psi
Right DL 1.70 k
Max
3.06 k
[Deflections
Center Span...
Dead Load
Total Load
Left Cantilever...
Dead Load
Total Load
Deflection
-0.348 in
-0.617 in
Deflection
0.000 In
0.000 in
...Location
10.578 ft
10 660 ft
...Length/Deft
0.0
0.0
...Length/Deft
706.1
398.48
Right Cantilever...
Camber ( using 1.5' D.L.
DO ) ...
Deflection
0.000 in
0.000 in
@ Center
0.523 in
...Length/Deft
0.0
0.0
@ Left
0.000 in
@ Right
0.000 in
Stress Calcs
Bending Analysis
Ck 19.049' Le 2.739 ft Sxx 123.389 in3 Area 62.344 in2
Cf 1.000 Rb 3.764 Cl 0.998
Max Moment
Sxx Req'd
Allowable fb
@ Center
12.22 k-ft
40.53 in3
3,617.06 psi
@ Left Support
0.00 k-ft
0.00 in3
3,625.00 psi
@ Right Support
0.00 k-ft
0.00 in3
3,625.00 psi
Shear Analysis
@ Left Support
@ Right Support
Design Shear
2.37 k
3.95 k
Area Required
6.529 in2
10.900 in2
Fv: Allowable
362.50 psi
362.50 psi
Bearing @ Supports
Max. Left Reaction
1.60 k
Bearing Length Req'd
0.469 in
Max. Right Reaction
3.06 k
Bearing Length Req'd
0.896 in
KNA Engineering
K `-4
30101 Agoura Court, Suite 120
Agoura Hills, CA 91301
(818) 865-2026
(818) 865-1889 Fax
Rey: 58M
User. KW-0603737, Vet 5.8.0. Mov-2006
(o)1983.2006 ENERCALC Engineering Software
Description 13-201
Title: II 1-IV7�IlT(1V 17T� Job #) Q (O' LO
Dsgnr: y Date: (i I21 I200
Descriptiolf
Scope:
General Timber Beam Page 2
06.Olt.ecwmstr bdrm
Query Values
M, V, & D @ Specified Locations
Moment
Shear
Deflection
@ Center Span Location = 0.00 ft
0.00 k-ft
1.60 k
0.0000 in-
@ Right Cant. Location = 0.00 ft
0.00 k-ft
0.00 k
0.0000 in
@ Left Cant. Location = 0.00 ft
0.00 k-ft
0.00 k
0.0000 in
Sketch & Diagram
t2.22
r1M
(i i iIl• 1 i i i 17tirr 4Ir TT(( Tff
• ; t/ Y
0.77
a26slh
it i Y t��t t
.. 7a3
� en'
4.90
3.2.44
.2
abate - t2ak4t
Omu 2-0.6171e
Rma- -16k
Vma- t? hrl - t6k
Amax - 3.1k
Vmu($rt-3.a
Beam hear
u
Location rftl
����it•��laaaaaa_.
r-W Irk 1<*•=:>E1li>�'
Location fnl
D.5
Deflection Location rn) _
Notes
Calculations are designed to 2001 NDS Guidelines
Section databases have been updated as of 21-Sep-2004
To determine Cf values for sawn sections, the program looks for the identifying words in the "Stress" entry.
"Select", "No.1", "Standard" and similar typical words are used to determine Cf category
"Unbraced length" is multiplied by the following values to calculate "Le"
When beam depth — 7", Le = 2.06' Lu
When 7" < beam depth — 14.3" , Le = 1.62' Lu + 3d
When beam depth > 14 3" , Le = 1.84' Lu
I L50 E' 110 xPwR
I L50'E = xewy
t! EL L9'0• = xewo
L•I 17771 nxewW
I LOT l = IM a xewn
1 Mpg L a xewy
t
a az
io-a)o uu�i
KNA Engineering
KW
30101 Agoura Court, Suite 120
Agoura Hills, CA 91301
(818) 865-2026
(818)865-1889 Fax
Title
t\ �Nt�.�oYIV 15Az.,- Job #1�4cOLo
Dsgnr: Date: (Z\ I Zoo $
Description
Scope:
I Rev. 580M
Luser:Kv-0601737.ver5KI-Nar•2008 General Timber Beam Page 1
(c)TM-200$ENERCALCEr4r*erugSoftware 0&0n.eewsmubdrm
Description B-202
[General Information
Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined'
Section Name 4x12
Center Span
8.50 ft .....Lu 1.33 ft
Beam Width
3.500 in
Left Cantilever
ft .....Lu 0.00 ft
Beam Depth
11.250 in
Right Cantilever
ft •.....Lu 0.00 ft
Member Type
Sawn
Douglas Fir - Larch, No.2
Bm Wt. Added to Loads
Fb Base Allow
900.0 psi
Load Dur. Factor -
1.250
Fv Allow
180.0 psi
Beam End Fixity
Pin -Pin
Fc Allow
625.0 psi
Wood Density
33.000paf
E
1,600.0ksi
rFull Length Uniform Loads
Center DL 322.00 #/ft LL 280.00 #/ft
Left Cantilever DL #/ft LL #/ft
Right Cantilever DL #/ft LL #/ft
Summary
Span= 8.50ft, Beam Width = 3.500in x Depth = 11.25in, Ends are Pin -Pin
Max Stress Ratio 0.727 : 1
Maximum Moment 5.5 k-ft Maximum Shear " 1.
Allowable 7.6 k-ft Allowable
Max. Positive Moment 5.52 k-ft at 4.250 ft Shear.
Max. Negative Moment 0.00 k-ft at . 0.000 ft
Max @ Left Support 0.00 k-ft Camber:
Max @ Right Support 0.00 k-ft
Max. M allow
fb 896.94 psi
Fb 1,234.04 psi
7.59
tv
Fv
77.56 psi
225.00 psi
Reactions...
Left DL 1.41 k
Right DL 1.41 k
Deflections
Center Span...
Dead Load
Total Load
Left Cantilever...
Deflection
-0.059 in
-0.108 in
Deflection
...Location
4.250 ft
4.250 ft
...Length/Deft
...Length/Den
1,743.2
944.41
Right dantilever...
Camber ( using 1.5 " D.L. DO ) ...
Deflection
@ Center
0.088 in
...Length/Deft
@ Left
0.000 in
@ Right
0.000 in
PAZ
•)R E
5
Beam Design OK
3.1 k
8.9 k
@ Left
2.60 k
@ Right
2.60 k
@ Left
0.000 in
4E
@ Center
0.088 in
@ Right
0.000in
Max
2.60 k
Max
2.60 k
Sad Load
Total Load
0.000 in
0.000 in
0.0
0.0
0.000 in
0.000 in
0.0
0.0
Stress Calcs - ----_------ _- ._-.--��
Bending Analysis
Ck 30.585 Le 2.739 ft Sxx 73.828 in3 Area 39.375 in2
Cf 1.100 Rb 5.495 CI 0.997
Max Moment
Sxx Read
Allowable fb
@ Center
5.52 k-ft
53.66 in3
1,234.04 psi
@ Left Support
0.00 k-ft
0.00 in3
1,237.50 psi
@ Right Support
- 0.00 k-ft
0.00 in3
1,237.50 psi
Shear Analysis
@ Left Support
@ Right Support
Design Shear
3.05 k
3.05 k
Area Required
13.573 In2
13.573 in2
Fv: Allowable
225.00 psi
225.00 psi
Bearing @ Supports
Max. Left Reaction
2.60 k
Bearing Length Req'd
1.187 in
Max. Right Reaction
2.60 k
Bearing Length Req'd
1.187 in
KNA Engineering
K f
30101 Agoura Court, Suite 120
Agoura Hills, CA 91301
(818) 865-2026
(818) 865-1889 Fax
User KW-0803737, dw 5.8 0. I-Nov2006
(o)1983.2006 ENERCALC Engineering Sokware
Description B-202
Title :I I P,\/CL) On v IS -VI— Job # K �, O 6 ''0 t �
Dsgnr:. Date: tI 12t 12� B
Description
Scope :
General Timber Beam
Page 2
0"11 eemmstt bdrm
Query Values
M, V, & D @ Specified Locations
Moment
Shear
Deflection
@ Center Span Location = 0.00 ft
0.00 k-ft
2.60 k
0.0000 in
` @ Right Cant. Location = 0.00 ft
0.00 k-ft
0.00 k
0.0000 in
@ Left Cant. Location = 0.00 ft
0.00 k-ft
0.00 k
0.0000 in
I S_ ketch & Diagram
5.52
4 97
t i I;' iT•T I t I; 4.41
�:0 tlttt) �Il tt tt i {tiiiiil ttilt�ltii Ills 60227h
., 3.31
2.76
2.21
1188
AD
Rmaa - 2.6h
Vmaa Q Idt - 2.6h
b. ssh-n�
Dinar --0.106ie
Bendl
Rmas-2.6h
Vma-Qrt-2.6h 1
0
0
Location (ft)
'I
li•li•li•i1•li•li•����
J
r-.
iii� r
�
.
Ii•
ii•
ii•
li•
:: li•
li•
ii•
ii•
Beam S ea1
u
ci
Location M
I I
j
MOMENT-
—121
MER
WE
T!
r+il�fiTfIfT
Deflection Location rftl
Notes- ------------------- - - -- -----�
Calculations are designed to 2001 NDS Guidelines
Section databases have been updated as of 21-Sep-2004
To determine Cf values for sawn sections, the program looks for the identifying words in the "Stress" entry.
"Select", "No. I", "Standard" and similar typical words are used to determine Cf category
"Unbraced length" is multiplied by the following values to calculate "Le"
When beam depth <= 7", Le = 2.06 " Lu
When 7' < beam depth — 14.3" , Le = 1.62' Lu + 3d
When beam depth > 14.311 , Le = 1.84 • Lu
\1I2` I e-,R-
$_Zoz
i
Tr
602 00#/ft 111rITi r i iil r it iii r ii' i i i i i 0°�'0
8.50 ft !
Mmax = 5.51 k4t
Dmax - •0.1080 in
Rmax - 2.596 k \ Rmax a 2596 k
Vmax @ left - 2596 k Vmax @ rt a 2596 k
KNA Engineering Title :k1 1440LI&oVl';; . Job #KNA 4.0-mot I
30101 Agoura Court, Suite 120 Dsgnr: Date: 11I2-A IZDo$
Agoura Hills, CA 91301 Description
(818) 865-2026 Scope:
(818) 865-1889 Fax
�`: 737.Wt5.90.Mov.Y006 General Timber Beam Page 1
jcj&i ONENMCALCEngW*eftSoftware 06.01temsnSUbdtm
Description B-203
General Infotmation
Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined 11
Now
Section Name Prllm: 5.25x18.0
Center Span 23.00 It .....Lu 1.33 ft
Beam Width
5.250 in
Left Cantilever It .....Lu 0.00 ft
Beam Depth
18.OdO In
Right Cantilever ft .....Lu 0.00 ft
Member Type
Manuf/So.Pine
Truss Joist - MacMillan, Parallam 2.0E
Bm Wt. Added to Loads
Fb Base Allow 2,900.0 psi
Load Dur. Factor
1.250
Fv Allow 290.0 psi
Beam End Fixity
Pin -Pin
Fc Allow 650.0 psi
Wood Density
33.000 pcf
E 2.000.0 ksi
Full Length Uniform Loads -
Center DL 10.00 #/ft LL #/ft
Left Cantilever DL #/ft LL #/ft
Right Cantilever DL #/ft LL #/it
Point Loads
Live Load 2,560.0lbs Ibs Ibs Ibs Ibs Ibs Ibs
...distance 14.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft
Summary Beam Design OK
Span= 23.00ft, Beam Width = 5.250in x Depth = 18.in, Ends are Pin -Pin
Max Stress Ratio
0.483 : 1
Maximum Moment
41.2 k-ft
Maximum Shear'
1.5
7.a k
Allowable
85.4 k-ft
Allowable
34.3 k
Max. Positive Moment
41.24 k-ft
at
14.444 ft
Shear:
@ Left
Right
3.08 k
5.00 k
Max., Negative Moment
0.00 k-ft
at
23.000 ft
@
Max @ Left Support
0.00 k-ft
Camber:
@ Left
0.000 in
Max @ Right Support
0.00 k-ft
@ Center
0.622 in
@ Right
0.000in
Max. M allow
85.35
Reactions...
fb 1,745.77 psi
fv
78.69 psi
Left DL
2.14 k
Max
3.08k
Fb 3,612.71 psi
Fv
362.50 psi
Right DL
3.39 k
Max
5.00 k
Deflections
Center Span..: ueaa Loaa
Deflection -0.415 in
I Ojai LOW
-0.616 in
L-cIa v011UNUTUN...
Deflection
- ��
0.000 in
- -• ----
0.000 in
...Location 12.236 ft
12.328 ft
...Length/Deft
0.0
0.0
...Length/Deft 665.1
448.37
Right Cantilever...
Camber ( using 1.5 • D.L. Defl ) ...
Deflection
0.000 in
0.000 in
@ Center 0.622 in
...Length/Deft
0.0
0.0
@ Left 0.000 in
@ Right 0.000 in
KNA Engineering Titie ll VCkI oO v t V " Job # V,� Utv - 0 % t
30101 Agoura Court, Suite 120 Dsgnr: Date: j\ I I7-04>$
Agoura Hills, CA 91301 Description
(818) 865-2026 Scop
e:
:
(818) 865-1889 Fax
ter. U=4 Page 2
User.K11.0803737.Vw6.8A.1-No*21= General Timber Beam g
(0)1983.2M ENEFCALC E.r4wrN Software 08-Otleow:mstr bdrm
Description B-203
Stress Calcs
Bending Analysis
Ck 19.049 Le 2.739 ft Sxx 283.500 Ina Area 94.500 in2
Cf 1.000 Rb 4.634 Cl 0.997
Max Moment
@ Center
41.24 k-ft
@ Left Support
0.00 k-ft
@ Right Support
0.00 k-ft
Shear Analysis
@ Left Support
Design Shear
4.56 k
Area Required
12.569 in2
Fv: Allowable
362.50 psi
Sxx Req'd
Allowable fb
137.00 in3
3,612.71 psi
0.00 in3
3,625.00 psi
0.00 in3
3,625.00 psi
@ Right Support
7.44 k
20.514 in2
362.50 psi
Bearing @ Supports
Max. Left Reaction 3.08 k
Bearing Length Req'd
0.904 in
Max. Right Reaction 5.00 k
Bearing Length Req'd
1.466 In
Query Values
M, V, & D @ Specified Locations
Moment
Shear
Deflection
@ Center Span Location = 0.00 ft
0.00 k-ft
3.08 k
0.0000 in
@ Right Cant. Location = 0.00 ft
0.00 k-ft
0.00 k
0.0000 in
@ Left Cant. Location = 0.00 ft
0.00 k-ft
0.00 k
0.0000 in
Sketch'& Diagram
4124
r 1 rr i 1} o f 7 r
1 37.t2
mane 28DD
.07
.. 24.75
20.62
.. 10.60
2
0
8.265
4.12
0
Bendl
g M.
is '� u AS
.7e o7 .3e .eo A
Dma. s -0.6166
Location (ft)
Rao. s 3.Ik
Vm.. (P kit . 3Ak
3 A6
Rm.a • 3.6k 2.31
vea. (4 n . Lok 1.
64 0.7777
OA
-OA3
•1.07
-2.0
-3.33
.a.17
-6 AO
Beam
.0
Location IT[ 1
\�s;;;��ttl•titittititititi��t�i
l
'
titititlti�\�����fti•��.�
'
f1•Sti����titltltltl����
De e Ff on LocadKn rft)
Notes
Calculations are designed to 2001 NDS Guidelines
Section databases have been updated as of 21-Sep-2004
To determine Cf values for sawn sections, the program looks for the identifying words in the "Stress" entry.
"Select", "No.1", "Standard" and similar typical words are used to determine Cf category
"Unbraced length" is multiplied by the following values to calculate "Le"
When beam depth - 7", Le = 2.06 " Lu
When 7" < beam depth - 14.3" , Le = 1.62 ' Lu + 3d
When beam depth > 14.3" , Le = 1.84 " Lu
CrA
1��21lzoQ$
73so i bs
,Qf]<Jp/ft 11
-1 TTf�T IT NTYI iTTTZI f ,a��,n
Mmax - 41.24 k4t
Dmax - •0.6155 in
Rmax - 3.084 k
Vmax @ left - 3.084 k
Rmax - 5.004 k
Vmax @ it - 5.004 k
lb z
KNA Engineering
30101 Agoura Court, Suite 120
Agoura Hills, CA 91301
(818) 865-2026
(818) 865-1889 Fax
Vet 5.0.0.14dov2006
ICALC Frgineering SOINNO
Description B-204
Title: Of ` \e-
Dsgnr: Date
Description
Scope :
General Timber Beam
Job # �1r11�O10-OI l
1\ k1(Z 0%
Page 1
MMecrmsa Ism
j General Information
Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined 11
Mond
Section Name 4x10
Center Span
13.00 ft .....Lu 1.33 ft
Beam Width
3.500 in
Left Cantilever
ft .....Lu 0.00 ft
Beam Depth
9.250 in
Right Cantilever
ft .....Lu 0.00 ft
Member Type
Sawn
Douglas Fir - Larch, No.2
Bm Wt. Added to Loads
Fb Base Allow
900.0 psi
Load Dur. Factor
1.250
Fv Allow
180.0 psi
Beam End Fixity
Pin -Pin
Fc Allow
625.0 psi
Wood Density
35.000 pcf
E
1,600.0 ksi
LTrapezoidal Loads
#1 DL @ Left #/ft LL @ Left #/ft Start Loc 0.000 ft
DL @ Right '146.00 #/ft LL @ Right 127.00 #/ft End Loc 0.000 ft
Summary Beam Design OK
Span= 13.00ft, Beam -Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin
Max Stress Ratio
0.557 : 1
Maximum Moment
3.1 k-ft
Maximum Shear "
1.5
1.6 k
Allowable
5.6 k-ft
Allowable
7.3 k
Max. Positive Moment
3.12'k-ft
at
7.436 ft
Shear:
@ Left
0.64 k
Max Negative Moment
-0.00 k-ft
at
13.000 ft
@ Right
1.23 k
Max @ Left Support
0.00 k-ft
Camber:
@ Left
0.000in
Max @ Right Support
0.00 k-ft
@ Center
0.211 in
@ Right
0.000in
Max. M allow
5.60
Reactions...
fb 750.62 psi
fv
47.96 psi
Left DL
0.37 k _
Max
0.64 k
Fb 1,346.63 psi
Fv
225.00 psi
Right DL
0.68 k
Max
1.23 k
Deflections
Center Span...
Dead Load
I otal Loaa
Len %,anurever...
vcau �vau
, 1-
Deflection
-0.141 in
-0.252 in
Deflection
0.000 In
0.000 in
...Location
6.708 ft.
6.760 ft
...Length/Defl
0.0
0.0
...Length/Dell
1,107.1
620.08
Right Cantilever...
Camber ( using 1.5 •
D.L. DO ) ...
Deflection
0.000 in
0.000 in
@ Center
0.211 in
...Length/Defi
0.0
0.0
@ Left
0.000 in
@ Right
0.000 in
Stress Calcs
r
Bending Analysis
Ck 30.585
Le 2.739 ft
Sxx
49,911 in3 Area
32.375 in2
Cf 1.200
Rb 4.983
Cl
0.998
Max Moment
Sxx Req'd
Allowable fb
@ Center
3.12 k-ft
27.82 in3
1,346.63 psi
@ Left Support
0.00 k-ft
0.00 in3
1,350.00 psi
@ Right Support
0.00 k-ft
0.00 in3
1,350.00 psi
Shear Analysis
@ Left Support
@ Right Support
Design Shear
0.95 k
1.55 k
Area Required
4.209 in2
6.902 in2
Fv Allowable
225.00 psi
225.00 psi
Bearing @ Supports
Max. Left Reaction
0.64 k
Bearing Length Req'd
0.294 in
Max. Right Reaction
1.23 k
Bearing Length Req'd
0.564 in
1.1 3
KNA Engineering
30101 Agoura Court, Suite 120
Agoura Hills, CA 91301
(818) 865-2026
(818) 865-1889 Fax
KV--0603737. Ver 6 0.0.1-Nov2006
13.2006 ENERCALC Erdneerhv &
Description B-204
Title It pood &Av
Dsgnr: Date: 1112 t f 120CY9
Description
Scope :
General Timber Beam
Page 2
06.01t.ecwmstr b&rn
LQuery Values
-__--- ---�
M, V, & D @ Specified Locations
Moment
Shear
Deflection
@ Center Span Location = 0.00 it
0.00 k-ft
0.64 k
0.0000 in
@ Right Cant. Location = 0.00 it
0.00 k-ft
0.00 k
0.0000 in
@ Left Cant. Location = 0.00 ft
0.00 k-ft
0.00 k
0.0000 in
(Sketch & Diagram
I�
-- -- ---- - Omaa s-0.2526
Rmaa - 0.6Y
Vmu (O k1t - 0.6Y
Notes
2"Ut
0.04
Rn�m -12h 0.46
0.32
Vmaa CJ re a t2Y 0.10
OA
,^ve •020
-0.41
-0.01
-0.91
AD2
.122
Beam
Location (M
LOCffiIOn 1 T11
It�il�tl•�1���'���
Deflec on Location 011
Calculations are designed to 2001 NDS Guidelines
Section databases have been updated as of 21-Sep-2004
To determine Cf values for sawn sections, the program looks for the Identifying words In the "Stress" entry.
"Select", "No.1", "Standard" and similar typical words are used to determine Cf category
"Unbraced length" is multiplied by the following values to calculate "Le"
When beam depth <= 7", Le = 2.06 " Lu
When 7" < beam depth - 14.3" , Le = 1.62 ' Lu t 3d
When beam depth > 14.3" , Le = 1.84 • Lu
Kn olo-o I
. .11 I-2A ITi! 2�
B -z.q
-TT-- r�.
I___ I l I I
9�1 � � ����---� 1� V � zoo an►
13.00 ft
Mmax = 3.12 Mt
D max = -0.2515 in
Amax = 0.642 k Rmax =1.234 k
Vmax @ W - 0.642 k Vmax @.it =1.234 k
V G
KNA Engineering
30101 Agoura Court, Suite 120
Agoura Hills, CA 91301
(818) 865-2026
(818) 865-1889 Fax
i -Rev 580004 ---
User KV-0603737, Ver 5.8.0.1-Nom-2006
fo11883.2006 ENERCALC Endwerhm Software
Description B-205
Title :II q'w v l s+Z_ Job # Vmpo�l,4'O1
Dsgnr: Date: 1(l 21(2 �$
Description
Scope :
General Timber Beam Page 1
06-OtLecwmm bdrm
----------
General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name
Prllm: 5.25x18.0
Center Span
17.00 ft .....Lu 1.33 ft
Beam Width
5.250 in
Left Cantilever
ft .....Lu 0.00 ft
Beam Depth
18.000 in
Right Cantilever
ft .....Lu 0.00 ft
Member Type
Manuf/So.Plne
Truss Joist - MacMillan, Parallam 2.0E
Bm Wt. Added to
Loads
Fb Base Allow
2,900.0 psi
Load Dur. Factor
1.000
Fv Allow
290.0 psi
Beam End Fixity
Pin -Pin
Fc Allow
650.0 psi
Wood Density
33.000 pcf
E
2,000.0 ksi
i Full Length Uniform Loads
Center DL 360.00 #/ft LL 240.00 #/ft
Left Cantilever DL #/ft LL #/ft
Right Cantilever DL #/ft LL #/ft
Trapezoidal Loads
#1 DL @ Left 135.00 #/ft LL @ Left 90.00 #/ft Start Loc 5.500 ft
DL @ Right 135.00 #/ft LL @ Right 90.00 #/ft End Loc 10.500 ft
Point Loads
Live Load 550.0lbs 1,490.0lbs Ibs Ibs Ibs Ibs Ibs
...distance 5.500 ft 10.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft
summary , Beam Design OK
Span= 17 00ft, Beam Width = 5.250in x Depth = 18.in, Ends are Pin -Pin
Max Stress Ratio
0.650 : 1
Maximum Moment
44.4 k-ft
Maximum Shear'
1.5
11.a k
Allowable
68.3 k-ft
Allowable
27.4 k
Max. Positive Moment
44.43 k-ft
at
9.860 ft
Shear:
@ Left
8.33 k
Max. Negative Moment
0.00 k-ft
at
0.000 It
@ Right
8.83 k
Max @ Left Support
0.00 k-ft
Camber:
@ Left
0.000in
Max @ Right Support
0.00 k-ft
@ Center
0.406fn
@ Right
0.000in
Max. M allow
68.33
Reactions...
fb 1,880.84 psi
fv
125.38 psi
Left DL
5.11 k
Max
8.33 k
Fb 2,892.23 psi
Fv
290.00 psi
Right DL
5.48 k
Max
8.83 k
= Deflections
Center Span... Dead Load
Total Load
Left Cantilever...
Dead Load
Total Load
Deflection -0.271 in
-0.438 In
Deflection
0.000 in
0.000 in
...Location 8.636 ft
8.636 ft
...Length/Deft
0.0
00
...Length/Deft 753.9
466.28
Right Cantilever...
Camber( using 1.5' D.L. Deft ) ...
Deflection
0.000 in
0.000 in
@ Center 0.406 in .
...Length/Defl
0.0
0.0
@ Left 0.000 in
@ Right 0.000 in
KNA.Engineering Title: Job N 404-01 C)I )
30101 Agoura Court, Suite 120 Dsgnr. Date: 1 I2
Agoura Hills, CA 91301 Description
(818)865-2026 Scope:
(818) 865-1889 Fax
RP1" U=4 Page 2
User. KV-0603737.ver5.&0.tNwr2006 General Timber Beam 9
folfM-2000 OYMCALC En6baedm Software 00.O1te*w=strbdrm
Description B-205
_Stress Calcs 1 :3C
Bending Analysis IT
Ck 21.298 Le 2.739 ft Sxx 283.500 in3 Area 94.500 in2
Cf 1.000 Rb 4.634 Cl 0.997
Max Moment
@ Center
44.43 k-ft
@Left Support
0.00 k-ft
@ Right Support
0.00 k-ft
Shear Analysis
@ Left Support
Design Shear
11.10 k
Area Required
38.287 in2
Fv: Allowable
290.00 psi
Sxx Reg'd
Allowable fb
184.36 in3
2,892.23 psi
0.00 in3
2,900.00 psi
0.00 in3
2,900.00 psi
@ Right Support
11.85 k
40.857 in2
290.00 psi
Bearing @ Supports
Max. Left Reaction 8.33 k
Bearing Length Req'd
2.442 in
Max. Right Reaction 8.83 k
Bearing Length Req'd
2.587 in
Query Values
M, V, & D @ Specified Locations
Moment
Shear
Deflection
@ Center Span Location = 0.00 It
0.00 k-ft
8.33 k
0.0000 in
@ Right Cant. Location = 0.00 ft
0.00 k-ft
0.00 k
0.0000 in
@ Left Cant. Location = 0.00 ft
0.00 k-ft
0.00 k
0.0000 in
Sketch & Diagram
�v�ti� ; ll ► i l-#��11 �; lT��jiiii'i i i�; i, i rrl i35.66
za� + jTj mam
22.22
I hW... 44 4w4r
m
000--- ---- Dx --0.438M
Amex - Uh
Vw @ kft - 8.3f
Re..-M
VA..@rt-6.6M
44.43
3o.oa
3+.I0
��6
-- o.n
G.33
B.BY
g 4.44
0
Bends a Me rt%ntS1,3S •OS .7e 6.47 16.17 14.89 + .50 26 .a
Location (ft)
8.33
e.07
6.00
3.33
1A7
0.0
-3A1
a.6�
.627
-7.
-8.79
Beam
u
►�����tl•�e�MW
Deflection Location rftt
iNotes --- - - --- - - - --- ;
Calculations are designed to 2001 NDS Guidelines
Section databases have been updated as of 21-Sep-2004
To determine Cf values for sawn sections, the program looks for the identifying words in the "Stress" entry.
"Select", "No.1", "Standard" and similar typical words are used to determine Cf category
"Unbraced length" is multiplied by the following values to calculate "Le"
When beam depth <= 7", Le = 2.06' Lu
When 7" < beam depth <= 14.3" , Le = 1.62 ' Lu + 3d
When beam depth > 14.3" , Le = 1.84' Lu
ANY
5^
z os
12M W Ib:
42391 h
WHO #/ft l ;-IT __�_.� l - T� l l 1 T ��TI-IZT�TI lTT ���T� 1-��-1 ma oo #,Yt
225.00 #/R 225.fm #/ft
17.00 It
Mmax - 44.43 k4t
Dmax a 414375 in
Rmax - 8.332 k
Vmax @ left - 8.332 k
i
' I
Rmax = 8.829 k
Vmax @ rt - 8.829 k j
KNA Engineering
30101 Agoura Court, Suite 120
Agoura Hills, CA 91301
(818) 865--2026
(818) 865-1889 Fax
Title: ( p,0,16`A v I Sr� Job #" Q(p-0 `1 I
Dsgnr: Date: It I21 l200�
Description
Scope :
Fiew. lama► Page 1 '
use:KV-0603?37.rers.9.0.>�2= General Timber Beam
(C)N- 006 ENERCALC Eno*erhg software 0&Otl.eMMM hdrm
Description B-206
General information
Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name Prllm: 5.25x14.0•
Center Span 11.50ft .....Lu 1.33 ft
Beam Width
6.250 in
Left Cantilever ft .....Lu 0.00 ft
Beam Depth
14.000 in
Right Cantilever ft .....Lu 0.00 ft
Member Type
Manuf/So.Pine
Truss Joist - MacMillan, Parallam 2.0E
Bm Wt. Added to Loads
Fb Base Allow 2,900.0 psi
Load Dur. Factor
1.000
Fv Allow 290.0 psi
Beam End Fixity
Pin -Pin
Fe Allow 650.0 psi
Wood Density
33.000 paf
E 2,000.0 ksl
Full Length Uniform Loads
Center DL 450.00 #/ft LL 300.00 #/ft
Left Cantilever DL #/ft LL #/ft
Right Cantilever DL #/ft LL #/ft
Point Loads
Dead Load 4,800.0 Ibs Ibs Ibs Ibs Ibs Ibs I s
Live Load 2,800.0 Ibs Ibs Ibs Ibs Ibs Ibs Ibs
...distance 5.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft
Summary Beam Design OK
Span= 11.50ft, Beam Width = 5.250in x Depth = 14.in, Ends are Pin -Pin
Max Stress Ratio
0.832 ; 1
Maximum Moment
34.4 k-ft
Maximum
Shear *
1.5
11.2 k
Allowable
41.4 k-ft
Allowable
21.3 k .
Max. Positive Moment
34.39 k-ft at
5.520 ft
Shear.
@ Left
8.37 k
Max. Negative Moment
0.00 k-ft at
11.500 ft
@ Right
8.04 k
Max @ Left Support
0.00 k-ft
Camber.
@ Left
0.000 in
Max @ Right Support
0.00 k-ft
@'Center
0.279 in
@ Right
0.000 in
Max. M allow
41.36
Reactions...
fb 2,406.48 psi
tv - 152.91 psi
Left DL
5.19 k
Max
8.37 k
Fb 2,894.02 psi
Fv 290.00 psi
Right DL
4.98 k
Max
8.04 k
Deflections
center span...
Deflection
veaa waa
-0.1861n
r uldl Ludu a vn va...a..v.......
-0.299'in Deflection
_--_ ----
0.000 in
0.000 in
...Location
5.704 ft•
5.704 ft ...Length/Defl
0.0
0.0
...Length/Defl
743.2
462.26 Right Cantilever...
Camber ( using 1.61
D.L. Defl ) ...
Deflection
0.000 in
0.000 in
@ Center
0.279 in
...Length/Deft
0.0
0.0
@ Left
0.000 in
@ Right
0.000 in
c
KNA Engineering
.30101 Agoura Court, Suite 120
Agoura Hills, CA 91301
(818) 865-2026
(818) 8654889 Fax
PAM 590M
User K\l-0803737, Yef 5.8.0. S-Nov-2008
(o)1983.2008 ENERCALC Enghwffi(g Softrau
Description B-206
Stress Calcs
Bending Analysis
Ck 21.298 Le 2.739 ft
Cf 1.000 Rb 4.087
Max Moment
@ Center
34.39 k-ft
@ Left Support
0.00 k-ft
@ Right Support
0.00 k-ft
Shear Analysis
@ Left Support
Design Shear
11.24 k
Area Required
38.755 in2
Fv: Allowable
290.00 psi
Bearing @ Supports
1239
Title :1 I !-1�I pn V-I�jr�Dl, Job # 4R0kD,01 1
Dsgnr: Date: l l l21 l'Lt'rO$
Description
Scope:
General Timber Beam
Max. Left Reaction 8.37 k
Max. Right Reaction 8.04 k
Query Values
M, V, & D @ Specified Locations
@ Center Span Location = 0.00 ft
@ Right Cant. Location = 0.00 it
@ Left Cant. Location = 0.00 ft
R&... s.a
Vat% (@ left . 6.4Y
Notes
Sxx 171.500 in3
Area 73.500 in2
CI 0.998
Sxx Req'd
Allowable fb
142.61 in3
2.894.02 psi
0.00 in3
2,900.00 psi
0.00 in3
2,900.00 psi
@ Right Support
10.74 k
37.046 in2
290.00 psi
Bearing Length Req'd
2.454 in
Bearing Length Req'd
2.357 in
i
Dan --02s6h
Page 2
00 neoamso hdrm
Moment
Shear
Deflection
0.00 k-ft
8.37 k
0.0000 in
0.00 k-ft
0.00 k
0.0000 in
0.00 k-ft
0.00 k
0.0000 in
Rr.... e.01M
v..,0n-e.0w
34.39
30 A6
27.61
24.07
.. 20.04
1710
13.70
10.32
0A9
3.aM
8.37
e.oe
6.68
4.1➢
2.70
t.40
Z- 0.0
•2A0
•4 X
-0A'
-8A'
Beam
u
Locetlon fftl
Loam�r --
MEMO-.-
Def lelftlon Location rm
Calculations are designed to 2001 NDS Guidelines
Section databases have been updated as of 21-Sep-2004
To determine Cf values for sawn sections, the program looks for the identifying words in the "Stress" entry.
"Select", "No.1", "Standard" and similar typical words are used to determine Cf category
"Unbraced length" is multiplied by the following values to calculate "Le"
When beam depth <= 7", Le = 2.06' Lu
When 7" < beam depth - 14.3" , Le = 1.62 ' Lu + 3d
When beam depth > 14.3" , Le = 1.84 - Lu
4,fq o(o-o> )
\�2I)zoo$
',2O
'3_Z®�
Rmax a 8.374 k
Vmax @ left a 8.374 k
KNA ENGINEERING, INC.
STRUCTURAL CONSULTANTS
Project Job No: K N A--Q(p-=, f 1
Sheet: ( of
Client By:
Date:
30101 Agoura Court • Suite 120 • Agoura Hills, CA 91301 • (818) 865-2026
CB _ 2 0 7) C G 1&A-1 A-J SKY< -I G JA
e—.= 7 I t) � '0
�= (o� � 35--t 3Y) /ter
(a- 7-09) CrllrG, '�N'1
L 5
(34, �320
yv ; ((GOP ,S� s `3 S"t 3J
( -6- Z/iO)
= Ce e 5
'qx
,qx
4/,c 10
4/x J0
i
3a2,� �•Zsi�
Hsun
OR TO
:RAL,
VE
SS
PLM
+ryllT OR
F.OER,41
DAN
KNA Engineering Title: Job #xN AD�G-p 1 I
30101 Agoura Court, Suite 120 Dsgnr: Date:
Agoura Hills, CA 91301 Description
(818) 865-2026 Scope
(818) 865-1889 Fax
Rev: 580M
User: KW-0603737,Ver5.&0.1-Nov-2006 General Timber Beam Page 1
ro11983-2006 ENERCALC Enalneerina Software 06-0n.eawxnsb bdrm
Description B-207
General Information
Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name U6
Center Span
9.00 ft .....Lu
1.33 ft
Beam Width
3.500 in
Left Cantilever
ft .....Lu
0.00 ft
Beam Depth
5.500 in
Right Cantilever
ft .....Lu
0.00 ft
Member Type
Sawn
Douglas Fir - Larch, No.2
-
Bm Wt. Added to Loads
Fb Base Allow
900.0 psi
Load Dur. Factor
1.250
Fv Allow
180.0 psi
Beam End Fixity
Pin -Pin
Fc Allow
625.0 psi
Repetitive Member
Wood Density
35.000 pcf
E
1,600.0 ksi
Full Length Uniform Loads
Center DL 35.00 #/ft- LL 35.00 #/ft
Left Cantilever DL #/ft LL #/ft
Right Cantilever DL #/ft LL #/ft
Beam Design OK
Span= 9.00ft, Beam Width = 3.500in x Depth = 5.5in, Ends are Pin -Pin
Max Stress Ratio
0.306 : 1
.
Maximum Moment
0.8 k-ft
Maximum
Shear *
1.5
0.5 k
Allowable
2.5 k-ft
Allowable
4.3 k
Max. Positive Moment
0.76 k-ft
at
4.500 ft
Shear:
@ Left
0.34 k
Max. Negative Moment
0.00 k-ft
at
0.000 ft
@ Right
0.34 k
Max @ Left Support
0.00 k-ft
Camber.
@ Left
0.000 in
Max @ Right Support
0.00 k-ft
@ Center
0.113 in
Max. M allow
2.47
Reactions...
@ Right
0.000in
fb 514.20 psi
fv
23.67 psi
Left DL
0.18 k
Max
0.34 k
Fb 1,678.80 psi
Fv
225.00 psi
Right DL
0.18 k
Max
0.34 k
Deflections
Center Span...
Dead Load
Total Load
Lett cantilever...
ueaa Loaa
i otal Loaa
Deflection
-0.075 in
-0.142 in
Deflection -
0.000 in
0.000 in
...Location
4.500 ft
4.500 ft
...Length/Deft
0.0
0.0
...Length/Deft
1,431.6
760.64
Right Cantilever...
Camber ( using 1.5D.L. DO ) ...
Deflection
0:000 in
0.000 in
@ Center
0.113 in
...Length/Deft
0.0
0.0
@ Left
0.000 in
@ Right
0.000 in
FStress Calcs
Bending Analysis
Ck 30.585
Le 2.739 ft
Sxx
17.646 in3 Area
19.250 in2
Cf 1.300
Rb 3.842
CI
0.998
Max Moment
Sxx Reg'd
Allowable fb
@ Center
0.76 k-ft
5.40 in3
1,678.80 psi
@ Left Support
0.00 k-ft
0.00 in3
1,681.88 psi
@ Right Support
0.00 k-ft
0.00 in3
1,681.88 psi
Shear Analysis
@ Left Support
@ Right Support
Design Shear
0.46 k
0..46 k
Area Required
2.025 in2
2.025 in2
Fv: Allowable
225.00 psi
225.00 psi _
Bearing @ Supports
Max. Left Reaction
0.34 k
Bearing Length Req'd
0.154 in
Max. Right Reaction
0.34 k.
Bearing Length Req'd
0.154 in
KNA Engineering Title : Job#
30101 Agoura Court, Suite 120 Dsgnr: Date:
Agoura Hills, CA 91301 Description
(818)865-2026 Scope:
(818)865-1889 Fax
Rev: 580004
User:icW-0003737•Ver5.8.0.1-ktov-200S General Timber Beam Page 2
fcII;2.200fi ENERCALC Enaineerirm Software OrMtem:msu bdrm
Description B-207
Query Values
M, V, & D @ Specified Locations
Moment
Shear
Deflection
@ Center Span Location =
0.00 ft 0.00 k-ft
0.34 k
0.0000 in
@ Right Cant. Location =
'0.00 ft 0.00 k-ft
0.00 k
0.0000 in
@ Left Cant. Location =
0.00 ft 0.00 k-ft
0.00 k
0.0000 in
Sketch & Diagram
0.78
Des
toi Vii�tt f1 t Itlltt tt i
it 1 t + toane 0.53
- 0.45
0.38
1.30
D 15
g
0.0^8
Npax = OAA
Omax =-0.142in
Rmax = 0.3h
Vmax @ kll = 0.3h
Rmax = 0 3h
Vmu @ rt = 0.3h
Benda
Location fftl
ii♦��ii♦�ii`�I_
....
�
� -
IIIIIIIIII�II�III�IIIIIIIIII�I�I�III���
IIIIIIIIII��II�IIIIIIIIII�I�I��I�IIIII�
Beam ' tear
Location fftl
.
Itl•
\�
Iti�
i�
lt�
itl_
tl_
ititl•
i�J
li•
itl•
�
�'
f1•
�
itl•
�
f�/
itl•
�
�itl•fi♦'��itl•��'���
ion
Deflec
Location fftl
Notes
Calculations are designed to 2001 NDS Guidelines
Section databases have been updated as of 21-Sep-2004
To determine Cf values for sawn sections, the program looks for the identifying words in the "Stress" entry.
"Select", "No.1 ", "Standard" and similar typical words are used to determine Cf category
"Unbraced length" is multiplied by the following values to calculate "Le"
When beam depth <= 7", Le = 2.06 * Lu
When 7" < beam depth <= 14.3" , Le = 1.62 * Lu + 3d
When beam depth > 14.3" , Le = 1.84 * Lu
1
I 9EE 0 =11 xeWA I 9EE 0 =11e10 xeuJA
I 9EE 0 = xew y I 96C 0 = xe W y
U1 6 LO VO- xe W Q
11-19L"0 = xeW W
a
1) 00'6
11/aoToL 11/1100'oL
L "IL J Q
rv,e
4AeV, 1�0v(` 5(
KNA Engineering
30101 Agoura Court, Suite 120
Agoura Hills, CA 91301
(818) 865-2026
(818) 865-1889 Fax
Rev. 58=4
User: KW-0603737. Ver 5.8.0.1-Nov-2006
Description B-208
Title :
Dsgnr:
Description
Scope:
General Timber Beam
Job# KPAo(P-® 1►
Date: R Z''
Page 1
06-011.ewn su bdrm
General Information
Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name 4x6
Center Span
6.50fft .....Lu 1.33 ft
Beam Width
3.500 in
Left Cantilever
ft .....Lu 0.00 ft
Beam Depth
5.500 in
Right Cantilever
ft .....Lu 0.00 ft
Member Type
Sawn
Douglas Fir - Larch, No.2
Bm Wt. Added to Loads
Fb Base Allow
900.0 psi
Load Dur. Factor
1.250
Fv Allow
180.0 psi
Beam End Fixity
Pin -Pin
Fc Allow
625.0 psi
Wood Density
35.000 pcf
E
1,600.0 ksi
Point Loads
Live Load 320.0 Ibs
Ibs
Ibs Ibs
Ibs
Ibs Ibs
...distance 3.250 ft
0.000 ft
0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft
Summary
Beam Design OK
Span= 6.50ft, Beam Width = 3.500in x Depth = 5.5in, Ends are Pin -Pin
Max Stress Ratio
0.526 : 1
Maximum Moment
1.1 k-ft Maximum Shear" 1.5
0.5 k
Allowable
2.1 k-ft Allowable
4.3 k
Max. Positive Moment
1.13 k-ft
at 3.250 ft Shear.
@ Left
0.36 k
Max. Negative Moment
0.00 k-ft
at 0.000 ft
@ Right
0.36 k
Max @ Left Support
0.00 k-ft
Camber: @ Left
0.000 in
Max @ Right Support
0.00 k-ft
@ Center
0.072 in
Max. M allow
2A 5
Reactions...
@ Right
0.000 in
fb 768.26 psi
fv
27.52 psi Left DL 0.20 k
Max
0.36 k
Fb 1,460.18 psi
Fv 225.00 psi Right DL 0.20 k
Max
0.36 k
Deflections
Center Span...
Dead Load
Total Load Left Cantilever...
Dead Load
Total Load
Deflection
-0.048 in
-0.089 in Deflection
0.000 in
0.000 in
...Location
3.250 ft
3.250 ft ...Length/Deft
0.0
0.0
...Length/Deft
1,616.2
876.34 Right Cantilever...
Camber ( using 1.5D.L.
Defl ) ...
Deflection
0.000 in
0.000 in
@ Center
0.072.in
...Length/Defl
0.0
0.0
.@ Left
0.000 in
@ Right
0.000 in
Stress Calcs
Bending Analysis
Ck 30.585 Le
2.739 ft
Sxx 17.646 in3 Area
19.250 in2
Cf 1.300 Rb
3.842
Cl 0.998
Max Moment
Sxx Req'd Allowable fb
@ Center
1.13 k-ft
9.28 in3
-1,460.18 psi
@ Left Support
0.00 k-ft
0.00 in3
1,462.50 psi
@ Right Support
0.00 k-ft
0.00 in3
1,462.50 psi
Shear Analysis
@ Left Support @ Right Support
Design Shear
0.53 k
0.53 k
_
Area Required
2.354 in2
2.354 in2
Fv: Allowable
225.00 psi
225.00 psi
Bearing @ Supports
Max. Left Reaction
0.36 k
Bearing Length Req'd
0.162 in
Max. Right Reaction
0.36 k
Bearing Length Req'd
0.162 in
KNA Engineering
30101 Agoura Court, Suite 120
Agoura Hills, CA 91301
(818) 865-2026
(818)865-1889 Fax
User: KV-0603737.
Description B-208
Title:
Dsgnr.
Description
Scope :
General Timber Beam
Job # K tJ Aoio -s;- 11
Date: R ?-
Page 2
OB-Ott.ecdmstr bdrm
Query Values
M, V, & D @ Specified Locations
Moment
Shear
Deflection
@ Center Span Location = 0.00 ft
0.00 k-ft
0.36 k
0.0000 in
@ Right Cant. Location = 0.00 ft
0.00 k-ft
0.00 k
0.0000 in
@ Left Cant. Location = 0.00 ft
0.00 k-ft
0.00 k
0.0000 in
Sketch & Diagram
1.q
ll
1m
deom�
on
o.7e
., o.se
� o.6e
a 46
033
0.11
Wes
po
W.
Dma-o-0.089N
.93 .58
.24
Rmax - 0.6h
Vm Cb kft20 bh
R- a 0.4h 0.30
30
V-CJrta0.lh D$04
0.18
0.t2
O.Do
0.0
-0.09
-0.18
-0.27
-0.30
Beam
w
O
Location rm
Location r117
,.
lliillll��l��,��Jlllllll���
De eefron
Location fftl
Notes
Calculations are designed to 2001 NDS Guidelines
Section databases have been updated as of 21-Sep-2004
To determine Cf values for sawn sections, the program looks for the identifying words in the "Stress" entry.
"Select", "No.1", "Standard" and similar typical words are used to determine Cf category
"Unbraced length" is multiplied by the following values to calculate "Le"
When beam depth <= 7", Le = 2.06 " Lu
When 7" < beam depth <= 14.3" , Le=.1.62' Lu + 3d
When beam depth > 14.3" , Le = 1.84' Lu
(Z �7
b_-2"S
680.00 Ibs
a
6.50 k
QI-
Mmax =1.12 k-ft
D max =-0.0890 in
Rmax = 0.355 k Rmax = 0.355 k
Vmax @ left = 0.355 k Vmax @ a - 0.355 k
KNA Engineering
30101 Agoura Court, Suite 120
Agoura Hills, CA 91301
(818) 865-2026
(818) 865-1889 Fax
ver s.8.a Motr•20N
ICALC Lneeri m Software
Description B-209
Title :
Dsgnr:
Description
Scope:
General Timber Beam
Job# KNAP G.91f
Date: R al
Page 1
V44Recwm;tr bdrm
General Information
Code Ref: 1§97/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name 4x10
Center Span
16.00 ft .....Lu
1.33 ft
Beam Width
3.500 in
Left Cantilever
ft .....Lu
0.00 ft
Beam Depth
9.250 in
Right Cantilever
ft .....Lu
0.00 ft
Member Type
Sawn
Douglas, Fir - Larch, No.2
Bm Wt. Added to Loads
Fb Base Allow
900.0 psi
Load Dur. Factor
1.250
Fv Allow
180.0 psi -
Beam End Fixity
Pin -Pin
Fc Allow
625.0 psi
Repetitive Member
Wood Density
35.000pcf
E
1,600.0ksi
Full Length Uniform Loads
Center DL 35.00 #/ft LL 35.00 #/ft
Left Cantilever DL - #/ft LL #/ft
Right Cantilever DL #/ft LL #/ft
I
Beam Design OK
Span= 16.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin
Max Stress Ratio
0.387 : 1
Maximum Moment
2.5 k-ft
Maximum
Shear "
1.5
0.8 k
Allowable
6.4 k-ft
Allowable
7.3 k
Max. Positive Moment
2.49 k-ft
at
8.000 ft
Shear:
@ Left
0.62 k
Max. Negative Moment
0.00 k-ft
at
0.000 ft
@ Right
6.62 k
Max @ Left Support
0.00 k-ft
Camber:
@ Left
0.000in
Max @ Right Support
0.00 k-ft
@ Center
0.257 in
Max. M allow
6.44
Reactions...
@ Right
0.000in
fb 599.09 psi
fv
26.09 psi
Left DL
0.34 k
Max
0.62 k
Fb 1,548.01 psi
Fv
225.00 psi
Right DL
0.34 k
Max
0.62 k
Deflections
Center Span...
Dead Load
Total Load
Left Cantilever...
tread Load
i otal Loaa
Deflection
-0.171 in
-0.311 in
Deflection
0.000 in
0.000 in
...Location
8.000 ft
8.000 ft
...Length/Deft
0.0
0.0
...Length/Deft
1,121.9
617.62
Right Cantilever...
Camber ( using 1.5'
D.L. DO ) ...
Deflection
0.000 in
0.000 in
@ Center
0.257 in
...Length/Defl
0.0
0.0
@ Left
0.000 in
@ Right
0.000 in
Stress Calcs
Bending Analysis
Ck 30.585
Le 2.739 ft
Sxx
49.911 in3 Area
32.375 in2
Cf 1.200
Rb 4.983
Cl
0.997
Max Moment
Sxx Req'd
Allowable fb -
@ Center
2.49 k-ft
19.32 in3
1,548.01 psi
@ Left Support
0.00 k-ft
0.00 in3
1,552.50 psi
@ Right Support
0.00 k-ft
0.00 in3
1,552.50 psi
Shear Analysis
@ Left Support
@ Right Support
Design Shear
0.84 k
0.84 k
Area Required
3.754 in2
3.754 in2
Fv: Allowable
225.00 psi
225.00 psi
Bearing @ Supports
Max. Left Reaction
0.62 k
Bearing Length Req'd
0.285 in
Max. Right Reaction
0.62 k
Bearing Length Req'd
0.285 in
KNA Engineering
Job#����m�
30101 Agoura Court, Suite 120
Agoura Hills, CA 91301
(818) 865-2026
(818) 865-1889 Fax
Ver 5.8.0.1-Nov-2006
ICALC Enghwilmg Software
Description B-209
Title:
Dsgnr: Date:
Description
Scope :
General Timber Beam
Page 2
06 teovmstr Mm
Query Values
M, V, 8t D @ Specified Locations
Moment
Shear
Deflection.
@ Center Span Location =
0.00 ft _
0.00 k-ft
0.62 k
0.0000 in
@ Right Cant. Location =
0.00 ft
0.00 k-ft
0.00 k
0.0000 in
@ Left Cant. Location =
0.00 it
0.00 k-ft
0.00 k
0.0000 in
Sketch & Diagram
2A9
224
II
f i 1
1
1.99
17�nt 1.74
r 1.50
125
1.00
0.75
e 0.50
1.21
1 tjRa: - 2.Sk4t
((��JJ Dmu --0.9111.
Rmax - 0.6k
V— P kit - 0.6k
0
Rmax = 0.6k 0
0
V—C. n-0.6k 0
0
0
0
h-0
-9
-0
Location MI
�I
. �f1•fl♦���fi��
�flfi•ilii•�f1��f1•f1•
NNW —
Beam Shear Location fttl
9
is
lififi•.�lliliifi�lllllllll�filililil�lllllllli��llllllill�rlilllllll�
De ec an
Location fttl
Notes
Calculations are designed to 2001 NDS Guidelines
Section databases have been updated as of 21-Sep-2004
To determine Cf values for sawn sections, the program looks for the identifying words in the "Stress" entry.
"Select", "No.1 ", "Standard" and similar typical words are used to determine Cf category
"Unbraced length" is multiplied by the following values to calculate "Le"
When beam depth <= 7", Le = 2.06' Lu
When 7" < beam depth <= 14.3" , Le = 1.62 " Lu + 3d
When beam depth > 14.3" , Le = 1.84' Lu
70.00 #/fl
16.00 ft
Mmax = 2.49 k•ft
Dmax = •0.3108 in
Rmax = 0 622 k
Vmax @ left = 0.622 k
70.00 #/ft
Rmax - 0.622 k
Vmax @ ft = 0.622 k
KNA Engineering Title: Job # K PA m 40- Or l 1
30101 Agoura Court, Suite 120 Dsgnr: Date: A 0 -
Agoura Hills, CA 91301 Description
(818) 865-2026 Scope
(818) 865-1889 Fax
Rey: 580004
User: KW-CM3737,Ver5.8AI-NOY-2006 General Timber Beam Page 1
fc11983.2006 MERCALC Emineerim. Software 06-on.eowlnstr bdrm
Description B-210
General Information
Code Ref: 1997/2001 NDS, 2000/20031BC, 2003 NFPA 5000. Base allowables are user defined
Section Name 4x10
Center Span
6.50ft .....Lu 1.33 ft
Beam Width
3.500 in
Left Cantilever
ft .....Lu 0.00 ft
Beam Depth
9.250 in
Right Cantilever
ft .....Lu 0.00 ft
Member Type
Sawn
Douglas Fir - Larch, No.2
Bm Wt. Added to Loads
Fb Base Allow
900.0 psi
Load Dur. Factor
1.250
Fv Allow
180.0 psi
Beam End Fixity
Pin -Pin
Fc Allow
625.0 psi
Wood Density
35.000pcf
E .
1,600.0ksi
Point Loads
UCdU LUdU o00.V IUD IUD IUD i quaI..
Live Load 560.0 Ibs Ibs Ibs Ibs lbs Ibs Ibs
...distance 3.250 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft
iummary Beam Design OK
Span= 6.50ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin
Max Stress Ratio
0.369 : 1
Maximum Moment
2.1 k-ft
Maximum Shear''
1.5
1.0 k
Allowable
5.6 k-ft
Allowable
7.3'k
Max. Positive Moment
2.07 k-ft
at
3.250 ft Shear.
@ Left
0.65 k
Max. Negative Moment
0.00 k-ft
at
0.000 ft
@ Right
0.65 k
Max @, Left Support
0.00 k-ft
Camber:
@ Left
0.000 in
Max @ Right Support
0.00 k-ft
@ Center
0.029in
Max. M allow
5.60
Reactions...
@ Right
0.000 in
fb 496.79 psi
fv
29.77 psi
Left DL 0.37 k
Max
0.65 k
Fb 1,346.63 psi
Fv
225.00 psi
Right DL 0.37 k
Max
0.65 k
Deflections
Center Span...
Dead Load
Total Load Left cantilever...
ueaa Loaa
i Mal Loaa
Deflection
-0.019 in
-0.034 in Deflection
0.000 in
0.000 in
...Location
3.250 ft
3.250 ft ...Length/Deft
0.0
0.0
...Length/Deft
4,058.7
2,280.19 Right Cantilever...
Camber ( using 1.5'
D.L. Defl ) ...
Deflection
0.000 in
0.000 in
@ Center
0.029 in
...Length/Defl
0.0
0.0
@ Left
0.000 in
@ Right
0.000 in
Stress Calcs
Bending Analysis
Ck 30.585
Le 2.739 ft
Sxx 49.911 in3 Area
32.375 in2
Cf 1.200
Rb 4.983
Cl 0.998
Max Moment
Sxx Reo'd
Allowable fb
@ Center
2.07 k-ft
18.41 in3
1,346.63 psi
@ Left Support
0.00 k-ft
0.00 in3
1,350.00 psi
@ Right Support
0.00 k-ft
0.00 in3
1,350.00 psi
Shear Analysis
@ Left Support
@ Right Support
Design Shear
0.96 k
0.96 k
Area Required
- 4.284 in2
4.284 in2
Fv: Allowable
225.00 psi
225.00 psi
Bearing @ Supports
Max. Left Reaction
0.65 k
Bearing Length Req'd
0.296 in
Max. Right Reaction
0.65 k
Bearing Length Req'd
0.296 in
KNA Engineering Title: Job # K A M a,
30101 Agoura Court, Suite 120 Dsgnr: Date:
Agoura Hills, CA 91301 Description
(818) 865-2026 Scope
(818) 865-1889 Fax
Rev. 580004 Page 2
User.KW-0603737.Ver5.8.0.t-Nov2006 General Timber Beam
W:anv-9r Mrrhrer r r:""i�.n,..-Wt- O6-01Le0w:mstr bdrrtt
Description B-210
Query Values
M, V, 8 D @ Specified Locations
Moment
Shear
Deflection
@ Center Span Location = 0.00 ft
0.00 k-ft
0.65 k
0.0000 in
@ Right Cant. Location = 0.00 ft
0.00 k-ft
0.00 k
0.0000 in
@ Left Cant. Location = 0.00 ft
0.00 k-ft
0.00 k
0.0000 in
Sketch 8k Diagram
2.07
l
ixwro�
1.68
t.tt6
t.a6
1.24
'
1MI
Db3
t� 0.82
aE� 0.41
g4 031Q00
gyp: = 2tk•re
Dmn=-0.0341"
o.... d:
.. 6N....tS..��
pa
28 .93 .Sa
.2i .89
..
Rmax = 0.61% Rmax = 0.61; 0.06
Vmox LJ kit =0.6k Vmax@rt=O.6k D.64
D 43
0.32
0.22
0.11
L` 0.0
-0.16
t -0.32
-0.06
Beam
Location fft)
Location (ft)
f1•�f1•��f1•f1•����f1•
De ee on Location M
Notes
Calculations are designed to 2001 NDS Guidelines
Section databases have been updated as of.21-Sep-2004
To determine Cf values for sawn sections, the program looks for the identifying words in the "Stress" entry.
"Select", "No.1 ", "Standard" and similar typical words are used to determine Cf category
"Unbraced length" is multiplied by the following values to calculate "Le"
When beam depth <= 7", Le = 2.06 * Lu
When 7" < beam depth <= 14.3" , Le = 1.62 * Lu + 3d
When beam depth > 14.3" , Le = 1.84 * Lu
3-2-10
1246.00 fbs
6.50 it
Mmax - 206 k-ft
Dmax --0.0342 in
Rmax = 0.648 k
Vmax @ left = 0.648 k
Rmax = 0.648 k
Vmax @ rt = 0.648 k
Job No. Loa
Project-lbProject-lok it Prvatonvista
KNA ENGINEERING�Or �l j
STRUCTURAL CONSULTANTS Client -
30101 Agoura Court • Suite 120 • Agoura Hills, CA 91301 • (818) 865-2026
Sheet- 3 -4 of
By. A U ,
Date-
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KNA ENGINEERING nWQOJI heaO,CA
STRUCTURAL CONSULTANTS Client
30101 Agoura Court • Suite 120 • Agoura Hills, CA 91301 • (818) 865-2026
(3-I1) 121)Gt
k-6-I?) R13- c e
Lz 11'
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Sheer R 31 of
By. R .4.
Date-
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KNA ENGINEERING NCJ��t! u� [.� I t Sheet-
v of
STRUCTURAL CONSULTANTS Client By A .
Date•
30101 Agoura Court • Suite 120 • Agoura Hills, CA 91301 • (818) 865-2026
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KNA Engineering
30101 Agoura Court, Suite 120
Agoura Hills, CA 91301
(818) ,865-2026
(818) 865-1889 Fax
User- KV0603737, Ver 5.80,1-Nov-2006
(0
)1993.2006 ENERCALC Engineering Software
Description B-8
Title:
Dsgnr:
Description
Scope :
General Timber Beam
Job
Date:
Page 1
06.0ILecw Calculatlons
General Information
Code Ref: 1997/2001 NDS, 2000/20031BC, 2003 NFPA 5000. Base allowables are user defined
Section Name Prllm: 5.25x16.0
Center Span 21.00ft .....Lu 1.33 ft
Beam Width
5.250 in
Left Cantilever ft .....Lu 0.00 ft
Beam Depth
16.000 in
Right Cantilever ft .....Lu 0.00 ft
Member Type
Manuf/So.Pine
Truss Joist - MacMillan, Parallam 2.0E
Bm Wt. Added to Loads
Fb Base Allow 2,900.0 psi
Load Dur. Factor
1.250
Fv Allow 290.0 psi
Beam End Fixity
Pin -Pin
Fc Allow 650.0 psi
Wood Density
33.000pcf
E 2,000.0ksi
Trapezoidal Loads
#1 DL @ Left 240.00 #/it LL @ Left 160.00 #/ft Start Loc 9.250 ft
DL @ Right 240.00 #/ft LL @ Right 160.00 #/ft End Loc 11.750 ft
Point Loads
Live Load 1,160.01bs 1,160.0lbs Ibs Ibs Ibs Ibs Ibs
...distance 9,250 ft 11.750 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft
Beam Design OK
Span= 21.00ft, Beam Width = 5.250in x Depth = 16.in, Ends are Pin -Pin
Max Stress Ratio
0.503 : 1
-
Maximum Moment
33.9 k-ft
Maximum Shear *
1.5
5.5 k
Allowable
67.5 k-ft
Allowable
30.5 k
Max. Positive Moment
33.93 k-ft
at
10.500 ft Shear:
@ Left
3.72 k
Max. Negative Moment
0.00 k-ft
at
21.000 ft
@ Right
3.72 k
Max @ Left Support
0.00 k-ft
Camber:
@ Left
0.000 in
Max @ Right Support
0.00 k-ft
@ Center
0.627 in
Max. M allow
67.46
Reactions...
@ Right
0.000 in
fb 1,817.87 psi
fv
66.03 psi
Left DL 2.36 k
Max
3.72 k
Fb 3,614.15 psi
Fv
362.50 psi
Right DL 2.36 k
Max
3.72 k
Deflections
Center Span...
Dead Load
Total Load Left Cantilever...
Dead Load
Total Load
Deflection
-0.418 in
-0.666 in Deflection
0.000 in
0.000 in,
...Location
10.500 ft
10.500 ft ...Length/Deft
0.0
0.0
...Length/Deft
603.0
378.23 Right Cantilever...
Camber ( using 1.5 "
D.L. Defl ) ...
Deflection
0.000 in
0.000 in•
@ Center
0.627 in
...Length/Defl
0.0
0.0
@ Left
0.000 in
@ Right
0.000 in
Stress Calcs
Bending Analysis
Ck 19.049
Le 2.739 ft
Sxx 224.000 in3 Area
84.000 in2 -
Cf 1.000
Rb 4.369
Cl 0.997
- Max Moment
Sxx Reo'd Allowable fb
@ Center
33.93 k-ft
112.67 in3
3,614.15 psi
@ Left Support
0.00 k-ft
0.00 in3
3,625.00 psi
@ Right Support
0.00 k-ft
0.00 in3
3,625.00 psi
Shear Analysis
@ Left Support
@ Right Support
Design Shear
5.55 k
5.55 k
Area Required
15.302 in2
15.302 in2
Fv: Allowable
362.50 psi
362.50 psi
Bearing @ Supports
Max. Left Reaction
3.72 k
Bearing Length Req'd
1.091 in
Max. Right Reaction
3.72 k
Bearing Length Req'd
1.091 in
KNA Erigineering
30101 Agoura Court, Suite 120
Agoura Hills, CA 91301
(818) 865-2026
(818) 865-1889 Fax
Uset,
K4/-0603737. Ver 5.&0. Mov-2M
(o)1983.2006 ENEFICALC Engineering Software
Description B-8
Title :
Dsgnr:
Description
Scope:
General Timber Beam
Job#
Date:
Page 2
06-011.eow Calculations
Query Values
M, V, & D @ Specified Locations
Moment
Shear
Deflection
@ Center Span Location = 0.00 ft
0.00 k-ft
3.72 k
0.0000 in
@ Right Cant. Location = 0.00 ft
0.00 k-ft
0.00 k
0.0000 in
@ Left Cant. Location = 0.00 ft
0.00 k-ft
0.00 k
0.0000 in
Sketch & Diagram
33A3
j
i0201bc 30201b.
e I e 400arrt
1
�jRaa-33.9kdt 1
CCCJJJ D.=--0.6661. UUu
Rm-x - Vas
Vmai Q kft - Vh
27.1
6
23.76
.-. 20.36
t0.B7
`-' 13.ti7
10.18
1_
6.70
� 3.38
0
Benda g MO silts '13 .24 .3S •ae .57 1 .e7 .79 1 .e9 27.0
LoceUon f1t1
3.72
R.- 331% 3.to
2.48
Vmm C.rt-33h 1.80
1.24
0.02
0.0
-1.9
•te8
•2.70
-3.7
Beam
0
De
s�ttt�ttttt�t��
7 -F-r
Loceuon r1n
'
1111►�11111111111�1�111�1111111111�1111111111�1111�1111111111�1111111111���
mf.����e�.tti��
���1111111►'��r
Location MI
Calculations are designed to 2001 NDS Guidelines
Section databases have been updated as of 21-Sep-2004
To determine Cf values for sawn sections, the program looks for the identifying words in the "Stress" entry.
"Select", "No.1 ", "Standard" and similar typical words are used to determine Cf category
"Unbraced length" is multiplied by the following values to calculate "Le"
When beam depth - 7", Le = 2.06' Lu
When 7" < beam depth - 14.3" , Le = 1.62 ' Lu + 3d
When beam depth > 14.3" , Le = 1.84 " Lu
KNA®(pep+ e .
30201 lbs 3020.A lbs
400.00 #/ft 0 400.00 #/ft
Mmax = 33.93 k-ft
D max =-0.6662 in
Rmax = 3.722 k
Vmax @ left = 3.722 k
'939
Rmax = 3.722 k
Vmax @ A = 3.722 k
-f�
•PPi
AM
KNA Engineering Title: Job # kNOtory -all
30101 Agoura Court, Suite 120 Dsgnr: Date:
Agoura Hills, CA 91301 Description : R.*4o
(818) 865-2026 Scope
(818) 865-1889 Fax
Rev: 580004
User t:di-0603737,Ver50.0.I-Nov-2006 General Timber Beam Page 1
(o)1983.2008 ENERCALC Engineering Software 06-01Lecw:CaWatiom
Description B-13
General Information
Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name Prllm: 5.25x14.0
Center Span 17.00 ft .....Lu 1.33 it
Beam Width
5.250 in
Left Cantilever it .....Lu 0.00 ft
Beam Depth
14.000 in
Right Cantilever ft .....Lu 0.00 ft
Member Type
Manuf/So.Pine
Truss Joist - MacMillan, Parallam 2.0E
Bm Wt. Added to Loads
Fb Base Allow 2,900.0 psi
Load Dur. Factor
1.250
Fv Allow 290.0 psi
Beam End Fixity
Pin -Pin
Fc Allow 650.0 psi
Wood Density
33.000 pcf
E 2,000.0 ksi
Point Loads
Live Load 2,330.0 Ibs Ibs Ibs Ibs Ibs Ibs Ibs
...distance 8.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 it 0.000 ft
Beam Design OK
Span= 17.00ft, Beam Width = 5.250in x Depth = 14.in, Ends are Pin -Pin
Max Stress Ratio
0.504 : 1
Maximum Moment
26.0 k-ft
Maximum Shear *
1.5
4.7 k
Allowable
51.7 k-ft
Allowable
26.6 k
Max. Positive Moment
26.02 k-ft
at
8.500 ft Shear:
@ Left
3.13 k
Max. Negative Moment
0.00 k-ft
at
17.000 ft
@ Right
3.13 k
Max @ Left Support
0.00 k-ft
Camber:
@ Left
0.000in
Max @ Right Support
0.00 k-ft
@ Center
0.423 in
Max. M allow
51.67
Reactions...
@ Right
0.000 in
fb 1,820.88 psi
fv
63.54 psi
Left DL 1.97 k
Max
3.13 k
Fb 3,615.57 psi
Fv
362.50 psi
Right DL 1.97 k
Max
3.13 k
Deflections
Center Span...
Dead Load
Total Load Lett Uantllever...
ueaa Loaa
I Mal Loaa
Deflection
-0.282 in
-0.454 in Deflection
0.000 in
0.000 in
.. Location
8.500 ft
8.500 ft ...Length/Deft
0.0
0.0
...Length/Deft
723.3
449.65 Right Cantilever...
Camber ( using 1.5 •
D.L. Defl ) ...
Deflection
0.000 in
0.000 in
@ Center
0.423 in
...Length/Deft
0.0
0.0
@ Left
0.000 in
@ Right
0.000 in
Stress Calcs
Bending Analysis
Ck 19.049
Le 2.739 ft
Sxx 171.500 in3 Area
73.500 in2
Cf 1.000
Rb 4.087
Cl 0.997
Max Moment
Sxx Read
Allowable fb
@ Center
26.02 k-ft
86.37 in3
3,615.57 psi
@ Left Support
0.00 k-ft
0.00 in3
3,625.00 psi
@ Right Support
0.00 k-ft
0.00 in3
3,625.00 psi
Shear Analysis
@ Left Support
@ Right Support
Design Shear
4.67 k
4 67 k
Area Required
12.884 in2
12.884 in2
Fv: Allowable
362.50 psi
362.50 psi
Bearing @ Supports
Max. Left Reaction
3.13 k
Bearing Length Req'd
0.918 in
Max. Right Reaction
3.13 k
Bearng Length Req'd
0.918 in
J
KNA Engineering Title: Job # K )) k0(.P,o i
30101 Agoura Court, Suite 120 Dsgnr: Date:
Agoura Hills, CA 91301 Description
(818) 865-2026 Scope
(818) 865-1889 Fax
Rev 580004
User: KH-0603737,Ver5.8.0,1-Nov-=6 General Timber Beam Page 2
(c)1983.2006 ENERCALC Engineering Software 06-01Leew:Calculatlons
Description B-13
Query Values
M, V, 8,D @ Specified Locations
Moment
Shear
Deflection
@ Center Span Location = 0.00 ft
0:00 k-ft
3.13 k
0.0000 in
@ Right Cant. Location = 0.00 ft
0.00 k-ft
0.00 k
0.0000 in
@ Left Cant. Location = 0.00 ft
0.00 k-ft
0.00 k
0.0000 in
Sketch & Diagram
20.02
y
23.42
3ssolbs
20.92
t8.22
15.01
13.01
t0.41
7.81
620
tAmu=a6.oh rt
2.80
X 0 2�60
Omos=-0.454is
O -�,e
„ M-
.05 .78
A7 .17 .88 .50 1
Location M
A.*%= 3.1h
V" Z left = 31h
Rmas a 3.1h 3.0
Y-Cv rt=3.th 281
2.08
Ibl
1.04
0.52
00
-0 78
-1.67
.2.35
-3.A
Beam
Location (ft)
c
De
Location rnl
Notes
Calculations are designed to 2001 NDS Guidelines
Section databases have been updated as of 21-Sep-2004
To determine Cf values for sawn sections, the program looks for the identifying words in the "Stress" entry.
"Select", "No.1 ", "Standard" and similar typical words are used to determine Cf category
"Unbraced length" is multiplied by the following values to calculate "Le"
When beam depth - 7", Le = 2.06 " Lu
When 7" < beam depth <= 14.3" , Le = 1.62' Lu + 3d
When beam depth > 14.3" , Le = 1.84 • Lu
ME
59M.00 Ibs
17.00 It
Mmax = 26.02 k-ft
Dmax = -0.4536 in
Rmax = 3.133 k Amax = 3.133 k
Vmax @ left = 3.133 k Vmax @ it = 3133 k
KNA Engineering Title: Job # 11PA044011
30101 Agoura Court, Suite 120 Dsgnr: Date:
Agoura Hills, CA 91301 Description : n�
(818) 865-2026 Scope : fi
(818) 865-1889 Fax
Rey: 580004
User; xW-0603737,Ver5.8.0.Mov-2008 General Timber Beam Page
fc11983.2008 ENERCALC Enaineerbw Software 0601teew:Caleulatlons
Description B-23
General information
Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Section Name Prllm: 7x11.875
Center Span 6.50 ft .....Lu 2.00 ft
Beam Width
7.000 in
Left Cantilever ft .....Lu 0.00 ft
Beam Depth
11.875 in
Right Cantilever ft .....Lu 0.00 ft
Member Type
Manuf/So.Pine
Truss Joist - MacMillan, Parallam 2.0E
Bm Wt. Added to Loads
Fb Base Allow 2,900.0 psi
Load Dur. Factor
1.250
Fv Allow 290.0 psi
Beam End Fixity
Pin -Pin
Fc Allow 650.0 psi
Wood Density
35.00Opcf
E 2,000.0ksi
Point Loads
Live Load 8,250.0 Ibs 880.0 Ibs Ibs Ibs Ibs Ibs Ibs
...distance 5.500 ft 3.250 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft
Beam Design OK
Span= 6.50ft, Beam Width = 7.00Oin x Depth = 11.875in, Ends are Pin -Pin
Max Stress Ratio
0.874 : 1
Maximum Moment
17.5 k-ft
Maximum Shear *
1.5
26.3 k
Allowable
49.6 k-ft
Allowable
30.1 k
Max. Positive Moment
17.52 k-ft at
5.486 ft
Shear:
@ Left
4.03 k
Max. Negative Moment
0.00 k-ft at
0.000 ft
@ Right
17.55 k
Max @ Left Support
0.00 k-ft
Camber:
@ Left
0.000in
Max @ Right Support
0.00 k-ft
@ Center
0.048 in
Max. M allow
49.61
Reactions...
@ Right
0.000 in
fb 1,277.62 psi
fv 316.76 psi
Left DL
2.32 k
Max
4.03 k
Fb 3,618.32 psi
Fv 362.50 psi
Right DL
10.13 k
Max
17.55 k
Deflections
Center Span...
Dead Load
Total Load Lett canwever...
ueaa Logo
1 oral Loaa
Deflection
-0.032 in
-0.055 in Deflection
0.000 in
0.000 in
...Location
3.614 ft
3.614 ft ...Length/Deft
0.0
0.0
...Length/Deft
2,463.1
1,415.58 Right Cantilever...
Camber ( using 1.5 *
D.L. Defl ) ...
Deflection
0.000 in
0.000 in
@ Center
0.048 in
...Length/Deft
0.0
0.0
@ Left
0.000 in
@ Right
0.000 in
Stress Calcs
Bending Analysis
Ck 19.049
Le 4.118 ft
Sxx 164.518 in3 Area
83:125 in2
Cf 1.000
Rb 3.461
Cl 0.998.
Max Moment
Sxx Redd
Allowable fb
@ Center
17.52 k-ft
58.09 in3
3,618.32 psi
@ Left Support
0.00 k-ft
0.00 in3
3,625.00 psi
@ Right Support
0.00 k-ft
0.00 in3
3,625.00 psi
Shear Analysis
@ Left Support
@ Right Support
Design Shear
6.05 k
26.33 k
Area Required
16.689 in2
72.637 in2
Fv: Allowable
362.50 psi
362.50 psi
Bearing @ Supports
Max. Left Reaction
4.03 k
Bearing Length Req'd
0.886 in
Max. Right Reaction
17.55 k
Bearing Length Req'd
3.858 in
KNA Engineering
30101 Agoura Court, Suite 120
Agoura Hills, CA 91301
(818) 865-2026
(818)865-1889 Fax
Rev. 580004
User: KW-0603737, Vet 5 8 0.1-Nov-2006
(01983-2006 ENERCALC Engineering Software
Description B-23
Query Values
Title:
Dsgnr.
Description
Scope :
General Timber Beam
Job # j<,vA®(6a®)i
Date:
Page 2
06.O11eew:Calculations
M, V, & D @ Specified Locations
Moment
Shear
Deflection
@ Center Span Location =
0.00 ft
0.00 k-ft
4.03 k
0.0000 in
@ Right Cant. Location =
0.00 ft
0.00 k-ft
0.00 k
0.0000 in
@ Left Cant. Location =
0.00 ft
0.00k-ft
0.00 k
0.0000 in
Sketch & Diagram
17.52
2
j
15.70
14.01
1220
10.01
e.70
7D1
$25
. 50
A!1D6s ° Tf.Sk-ft
1.75
.75
elm
0mit°-0.05%
-- ..(
--
B3 7R !» 4m
71 en a• �n e.. -
R- ° 4.Ok
Vmii a kf t = 4.Ok
R-°1T.6k 4,D1
Y.Uc4 t°116k 2.01
00
-2. t6
-4 36
-0 66
-8.71
.10.97
to -p•n
-15.30
-17 66
Beam
a
Def
Locatlon fit)
Location (ft)
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Location (ft)
Calculations are designed to 2001 NDS Guidelines
Section databases have been updated as of 21-Sep-2004
To determine Cf values for sawn sections, the program looks for the identifying words in the "Stress" entry.
"Select", "No.1", "Standard" and similar typical words are used to determine Cf category
"Unbraced length" is multiplied by the following values to calculate "Le"
When beam depth <= 7", Le = 2.06' Lu
When 7" < beam depth <= 14.3" , Le = 1.62 • Lu + 3d
When beam depth > 14.3" , Le = 1.84 ' Lu
kaJ.,+® (p .®11
19261 Ibs 19534 Pas
6.50 N
Mmax =17.51 k-R
Dmax =-0.0551 in
Rmax = 4.033 k Rmax =17.554 k
Vmax @ left = 4 033 k Vmax @ ri=17.554 k