HomeMy WebLinkAbout2606 EL CAMINO REAL; ; CBC2023-0253; PermitBuilding Permit Finaled
Ccityof
Carlsbad
Commercial Permit
Print Date: 12/06/2023 Permit No: CBC2023-0253
Closed -Fina led Job Address: 2606 EL CAMINO REAL, CARLSBAD, CA 92008-1249
Permit Type: BLDG-Commercial Work Class:
Parcel#: 1670307600 Track#:
Valuation: $0.00 Lot#:
Occupancy Group: Project#:
#of Dwelling Units: Plan#:
Bedrooms: Construction Type:
Bathrooms: Orig. Plan Check#:
Occupant Load: Plan Check#:
Code Edition:
Sprinkled:
Project Title:
Repair
Status:
Applied: 08/14/2023
Issued: 09/25/2023
Finaled Close Out: 12/06/2023
Final Inspection: 11/14/2023
INSPECTOR: Kersch, Tim
Description: PLAZA SOUTH: REPAIR DAMAGE TO BEAMS AND COLUMN AT FRONT OF BLDG
FEE
BUILDING PLAN CHECK
REPAIRS-MISCELLANEOUS -COMMERCIAL
Property Owner:
PLAZA SOUTH LLC
ROBIN BEALE CAMERON
10721 TREENA ST, # 200
SAN DIEGO, CA 92131-1081
(619) 469-3600
SB1473 -GREEN BUILDING STATE STANDARDS FEE
Total Fees: $651.10 Total Payments To Date: $651.10
Contractor:
VANDI GENERAL REPAIRS AND CONSTRUCTIOI
INC
PO BOX 713035
SANTEE, CA 92072-3035
(619) 755-4472
Balance Due:
AMOUNT
$256.10
$394.00
$1.00
$0.00
Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter
collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to-protest imposition of these
fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the
protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section
3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their
imposition.
You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection
fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this
project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the
statute of limitation has previously otherwise expired.
Building Division Page 1 of 1
1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov
{cicyof
Carlsbad
COMMERCIAL
BUILDING PERMIT
APPLICATION
8-2
Plan Check
Est. Value
PC Deposit
Date
C Bu W:Z.6 -o-z:;;3
'25&.[0
JobAddress 2{q00 {ii {pMt(lg Ke..a,(
Tenant Name#: ?a/..h. f?yw5.5
Suite:. ___ ____,APN:, _________ _
Lot #: ____ Year Built: ________ _
Year Built: __ _ Occupancy: ___ Construction Type:__ Fire sprinklersOESQNO A/C:0YESQNo
BRIEF DESCRIPTION OF WORK: eercv ovwl~1'.'j he:4fl1S 41;-eL jt'°:5-l-~
0 Addition/New: ___________ New SF and Use, _________ New SF and Use
______ SF Deck, SF Patio Cover, SF Other (Specify) ___ _
OTenant Improvement: ____ SF, Existing Use: ______ Proposed Use: _____ _
____ SF, Existing Use: Proposed Use: _____ _
D Pool/Spa: ____ ,SF Additional Gas or Electrical Features? ___________ _
D Solar: ___ KW, ___ Modules, Mounted: 0Roof QGround
D Reroof: ________________________________ _
D Plumbing/Mechanical/Electrical
Dother: 'r
APPLICANT (PRIMARY CONTACT) PROPERTY OWNER
Name: (\A ar<-D Cpcc/0, Name: _________________ _
Address· 4/q(Xq ~n,\; ?t I Gv;i,.z C Address:, ________________ _
City· $471fU-State: Clr Zip: qio7I City: _________ state:,_----'Zip: ____ _
Phone· _(,, I 'I 'i£}7 :r> > I ~ Phone:
Email· fVL"1,u,jprc.,°'&5 V, C-i'><.§(4\C6 c.... ,,u./-Email: _________________ _
DESIGN PROFESSIONAL CONTRACTOR OF RECORD
Name:, ________________ Business Name: \(Meli C7«~-ev<tl r'Jr"V'i«!'.f! ug5{,ucl,•0v1
Address: ______________ Address: ff[oo<o Anxt~ Sfi5u1¥: (,
City: _______ ,State: __ ~Zip:, ____ City: ~ State: cf',, Zip: "T 2-0 7 I
Phone· Phone:---"&-'l_.;___.Lf..,5"~)'!,"-3"'1...;l(',__ _____ _,_ __ _
Email: _______________ Email: \10,J\d \ fft V ,· (.,Ovi,;,.\-"'-'C-h' Q.\I\ • vU.{--
Architect State License: __________ CSLB License #: IO ,j O I Qt,, Class:_--'-''------
Carlsbad Business License# (Required): 11' /t-Jeoz-iozz_
APPLICANT CERTIFICATION: /certify that I have read the application and state that the above information is correct and that the
information on the plans is accurate. /agree to comply with all City ordinances and State laws relating to building
construction.
NAME (PRINT): M,ltl'LJ) '7Cifl\O\ SIGN:~ /DATE: 6/i;/l3
1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Fax: 760-602-8558 Emall: Building@carlsbadca.gov
REV. 07/21
' THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: ______ _
A BUILDING PERMIT CAN BE ISSUED TO EITHER A STATE LICENSED CONTRACTOR OR A PROPERTY OWNER. IF THE PERSON
SIGNING THIS FORM IS AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LETTER IS REQUIRED PRIOR TO
PERMIT ISSUANCE.
(OPTION A): LICENSED CONTRACTOR DECLARATION:
lherebyaffirmunderpenaltyofperjurythatlamlicensedunderprovisionsofChapter9(commencingwithSection7000)ofDivision3
of the Business and Professions Code, and my license is in full force and effect. I also affirm under penalty of perjury one of the
following declarations {CHOOSE ONE}:
D1 have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the
work which this permit is issued. PolicyNo. _____________________________________ _
~:~ and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued.
My workers' compensation insurani:e.,..i;arr~r and policy number are: Insurance Company Name: -~'-={.,()\/d_-----~-------------
Policy No. "I t,1j!q1,"''-> ~ v 1.. Expiration Date: __ J,__-_l<(-'-_2_-f-~--------
-OR-
Ocertlficate of Exemption: I certify 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. WARNING: Failure to secure workers compensation coverage Is unlawful and shall subject an employer to
criminal penalties and civil fines up to $100,000.00, In addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code,
Interest and attorney's fees.
CONSTRUCTION LENDING AGENCY, IF ANY:
I hereby affirm that there is a construction lending agency for the performance of the work this permit is Issued (Sec. 3097 (i) Civil Code).
Lender's Name: ____________________ Lender'sAddress: ___________________ _
CONTRACTOR CERTIFICATION: I certify that I have read the application and state that the above information is correct and that
the information on theplansisaccurate. I agree to comply with all City ordinances and State laws relating to building
construction.
NAME (PRINT): Mo,.«? (30-f(\V-SIGNATURE: /}1 /\ / DATE: q; ~ I+-23
Note: If the person signing above is an authorized agent for the contractor provide a letter of authorization on contractor letterhead.
-OR -
(OPTION B): OWNER-BUILDER DECLARATION:
I hereby affirm that I am exempt from Contractor's License Law for the following reason: n r, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure ls not Intended or offered for sale (Sec.
'--ffl'44, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such
work himself or through his own employees, provided that such improvements are not Intended or offered for sale. If, however, the building or Improvement is sold
within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale).
-OR-
D1, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The
Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed
pursuant to the Contractor's License law).
-OR-□1 am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason:
AND, D FORM B-61 "Owner Builder Acknowledgement and Verification Form" is required for any permit issued to a property owner.
By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the
improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder if it has not been constructed in its entirety by licensed
contractors./ understand that a copy of the applicable law, Section 7044 of the Business and Professions Code, is available upon request when this application is
submitted orat the following Web site: http://www.leginfo.ca.gov/calaw.html.
OWNER CERTIFICATION: /certify that I have read the application and state that the above information is correct and that the
informationontheplansisaccurate. /agree to comply with all City ordinances and State laws relating to building
construction.
NAME (PRINT): SIGN: __________ DATE: ______ _
Note: If the person signing above Is an authorized agent for the property owner include form B-62 signed by property owner.
1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov
2 REV. 07/21
Building Permit Inspection History Finaled
{'cityof
Carlsbad
PERMIT INSPECTION HISTORY for (CBC2023-0253)
Permit Type: BLDG-Commercial Application Date: 08/14/2023 Owner: PLAZA SOUTH LLC
Work Class: Repair Issue Date: 09/25/2023 Subdivision: PARCEL MAP NO 08586
Status: Closed -Finaled Expiration Date: 04/30/2024 Address: 2606 EL CAMINO REAL
IVR Number: 51325 CARLSBAD, CA 92008-1249
Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status
11/02/2023 11/02/2023 BLDG-11 229210-2023 Passed Tim Kersch Complete
Foundation/Ftg/Plers
(Rebar)
Checklist Item COMMENTS Passed
BLDG-Building Deficiency Yes
11/14/2023 11/14/2023 BLDG~Final Inspection 230264-2023 Passed Tim Kersch Complete
Checklist Item COMMENTS Passed
BLDG-Building Deficiency Yes
BLDG-Plumbing Final Yes
BLDG-Mechanical Final Yes
BLDG-Structural Final Yes
BLDG-Electrical Final Yes
Tuesday, November 14, 2023 Page 1 of 1
SUN Structural Engineering, Inc.
Consulting Structural Engineers
2292 Faraday Ave. Suite I 00
Carlsbad, CA. 92008
Tel: (760)438-1188 a: w z
Structural Calculations s:
0
2606 El Camino Real
Walkway Beams and Column Fixes
True N c,rth Compliance Services, In'
THESE •'l.N•IS n0•·;uME !Vi h/;".'E BEEN
REVIEW.~D FOR•,: \.ff'~ :~NCE N!TH THE
APPLICABLE CA,1FOF.,1~. 61 1LDING STAc,OARDS
CODE':c t,,S /.i.QC>Pi-ED B 1 TH~. ST ATE OF
CAli:'O~NIA ANG AMicNDED BY THE
JURISDICTION PL.AN REVIEW ACCEPTANCE OF
DOCUMENTS DOcS NOT AUTHORIZE
CONSTRUCTION TO PROCEED IN VIOLATION OF
AN. ~:!?E. NOR LOCAL REGU 10
BY-r,,----~ DATE: ~ 'f ~6
THIS SET OF THE PLANS AND SPECI CATI NS
MUST BE KEPT ON THE JOB SITE AT ALL TIMES
AND IT IS UNLAWFUL TO MAKE ANY CHANGES OR
ALTERATIONS WITHOUT PERMISSION FROM THE
CITY. OCCUPANCY OF STRUCTURE(S) IS NOT
PERMlffiD UNTIL FINAL APPROVAL IS GRANTED
BY ALL APPLICABLE DEPARTMENTS.
CBC2023-0253
2606 EL CAMINO REAL
PLAZA SOUTH: REPAIR DAMAGE TO BEAMS AND COLUM
AT FRONT OF BLDG
1670307600
8/14/2023
CBC2023-0253
L. 'lsuN s"""""' Eoglooo,iog
ENGINEERING Consultine Structural Ene:ineers
LOADING:
ROOF:
2606 El Camino Real Damaged Beam and
Column Replacement
Date: 8/2023
By: C.S. Sheet-2
CONCRETE TILE ---------------------------------12.0 PSF
3x4@ 14" O.C. -----------------------------------2.0 PSF
4x 10 Resawn @ 5'-0" -----------------------3 .0 PSF
D.L. = 17.0 PSF
L.L. = 20.0 PSF
'sun Structural Engineering, Inc.
2292 Faraday Ave.
Suite 100
Project Title:
Engineer:
ProJect Descr:
Project ID:
Printed: 1 AUG 2023, 8:38AM
Description: Des~n of New Beam to Replaee Damaged 6x18 Beam
Material Properties
Analysis Method : Allowable Stress Design
Wood Species : Douglas Fir -Larch
Wood Grade : No.1
Beam Bracing : Completely Unbraced
Fb -Tension
Fb-Compr
Fe. Frll
Fe-Farp
Fv
Ft
Pl9• 1~r(p.1 g)
6.0 X 18.0
Span• 11U0 ft
1,350.0psi
1,350.0psl
925.0psi
825.0psi
170.0psl
675.0psi
E: Modulus of Elasticity
Ebend-xx 1,600.0ksi
Emlnbend -xx 580.0ksi
Density 31.20pcf
Service loads entered. Load Factors will be applied for calculations.
Beam se~ weight calculated and added to loads
Un~orm Load : D = 0.10, Lr = 0.120 , Tributary Width = 1.0 ft
1;~11· W■PIT!ltill!.MRTl""""IIILllDltB'!l!'~~\'-1:B~( 1:· -"'~;!'iJ!ii;ifllifil!J';~!!l-1,~i~!Jti1ri;tvmlrtill:;1t~±,li!f:2ii~~ _________________ _J-.■f PIHii!I •·
[Maximum Bending Stress Ratio = 0.151: 1 Maximum Shear Stress Ratio = 0.092: 1
i Section used for this span 8.0 X 18.0 $action used torthls span 6.0 X 18.0
tb: Actual = 236.92psl Ill: Actual = 19.50 psi
FB:Allowablo • 1,569.95pal Fv:Allowable = 212.50psl
Load Combination -+O+Lr Load Combination -+O+Lr
Location of maximum on span = 7.250ft Location of maximum on span = 0.000ft
Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0.026 In Ratio•
0.000 in Ratio•
0.052 in Ratio= 0.000 in Ratio=
.:1~~~11:■•-:11'1!~,~
6762>•360
0<360
3333>=180
0<180
Load Combination Max Stress Ratios Moment Values Shaar Values
Segment Length Span# M V Cd CFN Cr Cr Cm C t CL M tb F'b V fv F'v
OOnly 0.00 0.00 0.00 0.00
Length • 14.50 ft 0,105 0.065 0.90 0.959 1.00 1.00 1.00 1.00 0.98 3.24 120.12 1143.19 0.71 9.89 153.00
+0"1.r 0.959 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00
Length= 14.50 ft 0.151 0.092 1.25 0.959 1.00 1.00 1.00 1.00 0.97 6.40 236.92 1569.95 1.40 19.50 212.50
+O;-O. 750Lr 0.959 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00
Length = 14.50 ft 0.132 0.080 1.25 0.959 1.00 1.00 1.00 1.00 0.97 5.61 207.72 1569.95 1.23 17.10 212.50
;-0.60D 0.959 1.00 1.00 1.00 1.00 0.97 0.00 0,00 0.00 0,00
Length= 14.50 ft 0.036 0.022 1.60 0.959 1.00 1.00 1.00 1.00 0.96 1.95 72.07 1979.87 0.43 5.93 272.00
Sun Structural Engineering, Inc.
2292 Faraday Ave.
Suite 100
I• II f
Project Title:
Engineer:
ProIect Descr:
Description : Design of New Beam to Re~ace Damaged 6x18 Beam
Load Combination
overall MAXlmum
Overall MINlmum
D Only
<O+Lr
<0+0.750Lr
+0.600
Lr Only
Load Combination
Support notation Far left lo #1
Support 1 Support 2
1765 1765
0.537 0.537
0.685 0.885
1.m 1.m
1.547 1.547 o.m o.ss1
0.170 0.870
I
Up.t_-= \ !. +~) X l l -/0 )_ flf-
f lf
Project ID:
Max."+" Defl Location In Span
0.0000 0.000
Values in KIPS
sun Structural Engineering, Inc.
22112 Faraday Ave.
Suite 100
I • I
Description : Design of the Fooling
Material Properties
re : Concrete 28 day strength Iv ; Rebar Yield
£c : Concrete Elastic Modulus
Concrete Density
!Jl Values Flexure
Shear
Analysis Setting•
Min Steel % Bending Relnf.
Min Allow% Temp Reinf.
Min. Overturning Safely Factor
Min. Sliding Safety Factor
Add Ftg Wt for Soil Pressure
Use ftg wt for stability, moments & shears
Add Pedestal Wt for Soil Pressure
Use Pedestel wt for stability, morn & shear
•
=
• •
2.50 ksl
60.0 ksl
3,122.0 ksl
145.0 pcf
0.90
0.750
= •
=
0.00180
1.0: 1
1.0: 1
Yes
No
No
No
C'.WTYP~~
Width parallel to X-X Axis
Length parallel to Z-Z Axis
Footing Thickness
Pedestal dimensions ...
px : parallel to X-X Axis
pz: parallel to Z-Z Axis
Height
=
• •
• = =
Rebar Center1ine to Edge of Concrete ...
at Bottom of footing =
Bars parallel to X-X Axis
Number of Bars Reinforcing Bar Size
Bars parallel lo Z-Z Axis
Number of Bars
Reinforcing Bar Size
•
=
=
=
Bsndwidth Distribution Check (AC! 15.4.4.2)
Direction Requiring Closer Separation
# Bars required within zone
# Bars required on each side of zone
P : Column Load =
OB : Overl:lurden =
M-xx =
M-zz •
V-x =
V-z =
#
#
D
2.0 ft
2.0 ft
24.0 in
In
in
in
3.0 in
4.0
5
4.0
5
n/a
n/a
n/a
2.60
Lr
1.80
Project Title:
Engineer:
Pro1ect Descr:
Soll Design Values
Allowable Soil Bearing
Increase Bearing By Footing Weight
Soll Passive Resistance (for Sliding)
Soll/Concrete Friction Coeff.
lnc:reases based on footing Depth
Footing base depth below soil su~ace
Allow press. Increase per foot of depth
when looting base ls below
Increases based on footing plan dimension
Allowable pressure Increase per foot of depth
when max. length or width Is greater than
z
L s w
=
= •
E
Project 10:
1.50 ksf
No
100.0 pcf
H
ft
ksf
ft
ksf
ft
k
ksf
k-ft
k-ft
k
k
Sun Structural Engineering, Inc.
2292 Faraday Ave.
Suite 100
Description : Design of the Footing
Min. Ratio
PASS 0.9267
PASS nla
PASS nla
PASS nla
PASS nla
PASS n/a
PASS 0.01326
PASS 0.01326
PASS 0.01326
PASS 0.01326
PASS nla
PASS 0.0
PASS nla
PASS nla
PASS nla :~_-,., ...
. ,,, ,, ' '
Soil Bearing
Rotation Axis & Load Combination ...
X-X, D Only
X-X, +D+Lr X-X, +D..0.750Lr
X-X, ..0.60D
Z-Z, D Only
Z-Z, +04.r
Z-Z, +D..0.750Lr
Z-Z, ..0.60D
1;,~IJlffll!J1!iiilli'i¥l
Rotation Axis &
Load Combination ...
Footing Has NO Overturning
Force Application Axis
Load Combination ...
Item
Soll Bearing
Overturning. X-X
Overturning. Z-Z
Sliding -X-X
Sliding· z.z
Uplift
Z Flexure (+X)
Z Flexure (-X)
X Flexure ( +Z) x Flexure ( ·Z)
1-way Shear (+X)
1-way Shear (-X)
1-way Shear (+Z)
1-way Shear (-Z)
2-way Punching
Gross Allowable
1.50
1.50 1.50
1.50
1.50
1.50
1.50
1.50
Applied
1.390 ksf
0.0 k-ft
0.0 k-ft
0.0 k
0.0 k
O.Ok
0.750 k-ft
0.750 k-ft
0.750 k-11
0.750 k-11
0.0 psi
0.0 psi
0.0 psi
o.o psi
0.8466 psi
Xecc Zecc (In)
n/a 0.0
nla 0.0
nla 0.0
nla 0.0
0.0 nla
0.0 nla
0.0 nla
0.0 nla
Overturning Moment
Sliding Force
~ooti~R!1~ ~q·tl{~;F:1r,~ft€t;:,;~~~-*fij~~-~;ft;~~~t~ti~t.~1
Flexure Axis & Load Combinetion
X-X, +1.40D
X-X, +1.40D
X-X, +1.20D+0.50Lr
X-X, +1.20D+0.50Lr
X-X, +1.20D
X-X, +1.20D
X-X, +1.200+1.60Lr
X-X, +1.200+1.60Lr
X-X, +0.90D
X-X, ..0.90D z.z, +1.40D
Z-Z, +1.40D
Z-Z, +1.200..0.50Lr
Z-Z, +1.20D..0.50Lr
Z-Z, +1.20D
Z-Z, +1.20D
Mu Side
k-ft
0.4550 +Z
0.4550 .z
0.5025 +Z
0.5025 .z
0.390 +Z
0.390 -Z
0.750 +Z
0.750 .z
0.2925 +Z
0.2925 .z
0.4550 -X
0.4550 +X
0.5025 -X
0.5025 +X
0.390 -X
0,390 +X
Tension
Surface
Bottom
Bottom
Bottom
Bottom
Bottom
Bottom
Bottom
Bottom
Bottom
Bottom
Bottom
Bottom
Bottom Bottom
Bottom
Bottom
Project Title:
Engineer: Project Descr:
Project ID:
Capacity Governing Loed Combination
1.50 ksf +04.r about z.z axis
0.0 k-ft No Overturning
0.0 k-ft No Overturning
0.0 k No Sliding
0.0 k No Sliding
0.0 k No Uplift
56.555 k-ft +1.200+1.60Lr
56.555 k-ft +1.200+1.60Lr
56,555 k-ft +1.200+1.60Lr
56.555 k-ft +1.200+1.60Lr
75.0 psi nla
0.0 psi n/a
75.0 psi nla
75.0 psi nla
75.0 psi +1.20D+1.60Lr
Actual Soil Bearing Stress <!!> LocaUon Actual / Allow
Bottom, -Z Top, +Z Left, -X Right, +X Ratio
0.940 0.940 nla n/a 0.627
1.390 1.390 nla n/a 0.927
1.278 1.278 n/a n/a 0.852
0.5640 0.5640 nla nla 0.376
nla nla 0.940 0.940 0.627
nla nla 1.390 1.390 0.927
nla nla 1.278 1278 0.852
nla nla 0.5640 0.5640 0.376
Resisting Moment Stability Ratio Status
All units k
Resisting Force Stability Ratio Status
As ~eq'd Gvm.As Actual As Phl"Mn Status ln'2 in"2 ln"'2 k-ft
0.5184 Min Temp% 0.620 56,555 OK
0.5184 Min Temp% 0.620 56.555 OK
0.5184 Min Temp% 0.620 56.555 OK
0.5184 Min Temp% 0.620 56.555 OK
0.5184 Min Temp% 0.620 56.555 OK
0.5184 Min Temp% 0.620 56.555 OK
0.5184 Min Temp% 0.620 56.555 OK
0.5184 Min Temp% 0.620 56.555 OK
0.5184 Min Temp% 0.620 56.555 OK
0.5184 Min Temp% 0.620 56.555 OK
0.5184 Min Temp% 0.620 56.555 OK
0.5184 Min Temp% 0.620 56.555 OK
0.5184 Min Temp% 0.620 56.555 OK
0.5184 Min Temp% 0.620 56.555 OK
0.5184 Min Temp% 0.620 56.555 OK
0.5184 Min Temp% 0.620 56.555 OK
'S~n Structural Engineering, Inc.
2292 Faraday Ave.
Suite 100
Description:
Z-Z, +1.20D+1.60Lr
Z-Z, +1.20D+1.60Lr
Z-Z, +0.90D
0.750
0.750
0.2925
-X Bottom
+X Bottom
-X Bottom
Project Title:
En9ineer:
Proiect Descr:
0.5184 Min Temp%
0.5184 Min Temo %
0.5184 Min Temp%
0.620
0.620
0.620
Project ID:
56.555
56.555
56.555
OK
OK
OK
. ' ..
• Sun Structural Engineering, Inc.
2292 Faraday Ave.
Suite 100
Description : Des~n of the Footing
Flexure Axis & Load Combination Mu
k-ft
Tension
Surface
Project Title:
Engineer:
ProJect Descr:
As Req'd
ln112
Gvrn. As
in"2
Aclilal As
in"2
Project ID:
Printed: ! AUG 2023, 8:40AM
Phi"Mn
k-ft Status
+1.40D 0.00 osl 0.00 osi 0.00 osi 0.00 psi 0.00 psi 75.00 osl 0.00 0.00
+1.20D+0.5Qlr 0.00PSi 0.00psl 0.00 DBi 0.00 osi 0,OOpsl 75.00 OSI 0.00 0.00
+1.20D 0.00 osi 0.00 PSi 0.00 osl 0.00 psi 0.00 psi 75.00 psi 0.00 0.00
+1.20D+1.60Lr o.oo osl 0.00 psi 0.00 PSI 0.00 osl 0.00 psi 75.00 psi 0.00 o.oo
;~~WB1:~ffi~~~ir!j~'.·•·~~~~"-!°_·OO_o_s_i __ o_.oo_o_s1 ___ 0_.o_o_ps_1 ___ 0._oo_p_s1 ___ 16_.0_9_p_s1 __ A:..n°u'-·~..:~s:....k __ o_.oo_
Load Combination... Vu Phl"Vn Vu / Phi'Vn Status
+1.40D 0.51 psi 150.00Psi 0.003424 OK
+1.20D+0.50Lr 0.57 psi 150.00psi 0.003781 OK
+1.20D 0.44 psi 150.00osi 0.002935 OK
+1 . .20D+1.60Lr 0.85 psi 150.00psi 0.005644 OK
+0.90D 0.33 psi 150.00osi 0.002201 OK f 1-f ~j?&tz_
2,< 0-1_ t-D.'o ~ 2. 6 l<
L[cow¥\rl -+ ~TtR.A £x.tf>)
2><0-(~l--'b t=:::::
~/--/bl<~
'sun Structural Engineering, Inc.
2292 Faraday Ave.
Suite 100
Description : Design of New Beam to Replace Damaged 6x18 Beam
Material Properties
Project Title:
Engineer:
Pro1ect Descr:
Project ID:
Printed: 1 AUG 202.~ 8:38AM
Analysis Method : Allowable Stress Design Fb. Tension
Fb -Compr
Fe-Prll
1,350.0psi
1,350.0psi
925.0psi
625.0psi
170.0psi
675.0psi
£: Modulus of Elasticity
Ebend-xx 1,600.0ksi
Emlnbend -xx 580.0ksi
Wood Species : Douglas Fir -Larch
Wood Grade : No.1
Fe-F>erp
Fv
Beam Bracing : Completely Unbraced
Ft Density 31.20pcf
+ 0(0.1) lr(O. 12} . +
6,0 X 18.0
Span • 1<4.60 ft
Servi~ loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load : D = 0.10, Lr = 0.120 , Tributary Width = 1.0 f1
,..11;, • ~,;,:;;;z;: ~i~;i,'l'f"ir~;~~
,~, ~ftff '~ \II'_.,~ P" ~;;;;;~:..:,t 7 ... -fl:'-------------------~
Maximum Bending Stress Ratio = 0.151: 1
Section used for this span 6.0 X 18.0
fb : Actual = 236.92psl
Maximum Shear Stress Ratio
Section used for this span
fv : Actual
FB: Allowable : 1,569.95p$1
Load Combination -+0+1.r
Location of maximum on span = 7 .250ft
Span # where maximum occurs = Span # 1
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0.026 In Ratio •
0.000 in Ratio =
0.052 In Ratio = 0.000 in Ratio =
:tt. MQJm"' m Fi "~"V,~tfii"'• fe;:·tu«· ·tt':-"~""mJ1"""~---•:"l~'1 . ,. II, "' ~~ ... ,, ... 9 ~. ... 9 .~ ,~-~t'tl
Load Combination Max Stress Ratios
Segment Length Span# M V Cd C FN C1 Cr Cm
OOnly
Length= 14.50 ft 0.105 0.065 0.90 0.959 1.00 1.00 1.00
+O+lr 0.959 1.00 1.00 1.00
Length= 14.50 ft 0.151 0.092 1.25 0.959 1.00 1.00 1.00
+0..0. 750Lr 0.959 1.00 1.00 1.00
Length = 14.50 ft 0.132 0.080 1.25 0.959 1.00 1.00 1.00
-+0.60D 0.959 1.00 1.00 1.00
Length = 14.50 ft 0.036 0.022 1.60 0.959 1.00 1.00 1.00
Fv : Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
6762>=360
0<360
3333>=180
0<180
Ct CL
1.00 0.98
1.00 0.98
1.00 0.97
1.00 0.97
1.00 0.97
1.00 0.97
1.00 0.96
Moment Values
M lb
3.24 120.12
6.40 236.92
5.61 207.72
1.95 72.07
=
=
=
F'b
0.00
1143.19
0.00
1569.95
0.00
1569.95
0.00
1979.87
0.092 : 1
6.0X18.0
19.50 psi
212.50 psi
+O+Lr
0.000ft
Span# 1
Shear Values
V fv
0.00 0.00
F'v
0.00
0.71 9.89 153.00
0.00 0.00 0.00
1.40 19.50 212.50
0.00 0.00 0.00
1.23 17.10 212.50
0.00 0.00 0.00
0.43 5.93 272.00
Sun Structural Engineering, Inc.
2292 Faraday Ave.
Suite 100
Description : Design of New Beam to Replace Damaged 6x18 Beam
Load Combination Span Max. • -• Defl Location In Span
1 0.0522 7.303
Project Title:
Engineer:
Project Descr:
Load Combination
Project ID:
Printed: 1 AUG 2023, 8:38AM
~ ~\~\C~-: ~"1~C&\!Uler-1.~•;
. ~C.IHC,08'3,2017,"Build:6:41',3.29, ~:17.8:Jt . .
Max. '+' Defl Location in Span
0.0000 0.000
Support notation : Far left is #1 Values in KIPS
Load Combination
Overall MAXimum
Overall MINlmum
DOnly
+D+Lr
+D+0.750Lr
+0.600
Lr Only
L ~-t+5'
Support 1
1.765
0.537
0.895
1.765
1.541
0.537
0.870
011.L= c!_' +.:, x I l -=
\,Jc r == (
Bl ti) x_ 2a ~ l.-
6xl2J
Support2
1.765
0.537
0.895
1.765
1.547
6.537
0.870
/0 )_
I'),,.?
,s
flf-
tlf
fr;e&t.JA-t~
Son Structural Engineering, Inc.
2292 Faraday Ave.
Suite 100
Description : Des lg n of the Footing
Material Properties
fc : Concrete 28 day strength
fy ; Rebar Yield
Ee : Concrete Elastic Modulus
Concrete Density
<P Values Flexure
Shear
=
=
=
=
=
2.50 ksl
60.0 ksl
3,122.0 ksl
145.0 pcf
0.90
0.750
Analysis Settings
Min Steel % Bending Reinf.
Min Allow% Temp Reinf.
Min. Overturning Safety Factor
Min. Sliding Safety Factor
Add Ftg Wt for Soil Pressure
Use ftg wt for stability, moments & shears
Add Pedestal Wt for Soil Pressure
Use Pedestal wt for stability, mom & shear
=
"' =
~ ~~~~---,·~~. ""!;; ~ --·..,; J:~~0 ::::. ~::>~~;~¥"•;;' F:, . . "":!'-.,.,_,,; , L ~ . ~ , . . . ~t11 t.: §:{. ttL *'
Width parallel to X-X Axis
Length parallel to Z-Z Axis
Fooling Thickness
=
=
=
2.0 ft
2.0 ft
24.0 in
Pedestal dimensions ...
px : parallel to X-X Axis
pz : parallel to Z-1. Axis
Height
,.
= =
In
in
in
Rebar Centerline to Edge of Concrete ... at Bottom of footing = 3.0 in
Bars parallel to X-X Axis
Number of Bars = 4.0
Reinforcing Bar Size = # 5
Ba~ parallel to Z-Z Axis
umber of Bars = 4.0 Reinforcing Bar Size = # 5
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation n/a
# Bars required within zone n/a
# Bars required on each side of zone n/a
t't•A 5ihtit i,1 ~~~r~.lll~fiiF~ ,. , PP ,. . ..,o ~.,,_,.'"•· ..... , .. ~r .. ,fli1! .
D
P : Column Load = 2.60
OB : Overburden =
M-xx
M-zz
=
0.00180
1.0 : 1
1.0 : 1
Lr
Yes
No
Np
No
1.80
Project Title:
En~ineer:
Proiect Descr:
Soll Design Values
Allowable Soil Bearing
Increase Bearing By FooUng Weight
Soll Passive Resistance (for Sliding)
Soll/Concrete FricUon Coeff.
Increases based on footing D~th
Footing base depth below soil surface Allow press. Increase per foot of depth
when footing base is below
Increases based on footing plan dimension
Allowable pressure Increase per foot of depth
when max. length or width Is greater than
z
L s w
=
=
=
:;
=
E
Project ID:
1.50 ksf
No
100.0 pcf
H
ft
ksf
ft
ksf
ft
k
ksf
k-ft
k-ft ------------------------------V-x
V-z k
k
Sun Structural Engineering, Inc.
2292 Faraday Ave.
Suite 100
Min. Ratio
PASS 0.9267 Soil Bearing
PASS n/a Overturning -X-X
PASS n/a Overturning • Z-Z
PASS n/a Sliding. X-X
PASS n/a Sliding. z.z
PASS n/a Uplift
PASS 0.01326 Z Flexure (+X)
PASS 0.01326 Z Flexure (-X)
PASS 0,01326 X Flexure (+Z)
PASS 0.01326 X Flexure (-2)
PASS n/a 1-way Shear ( +X)
PASS 0.0 1-wayShear(-X)
PASS n/a 1-way Shear (+Z)
PASS n/a 1-way Shear (-Z)
PASS n/a 2-way Punching
"· n .;. · 1,· .. t;;Ttt!"' ']i_..,, •• " •~r,~~,. ="'«:· ,.,;, ,.,-,, ll,.t(Afit;\'il• , ~t.a ~,~esu,~1,iw, 'ilr.t, i;~i :~~~~~-""'i:~,:ll:-'~'l'.1,!';\'f~
Applied
1.390 ksf
0.0 k-ft
0.0 k-ft
0.0 k
0.0 k
0.0 k
0.750 k-ft
0.750 k-ft
0.750 k-ft
0.750 k-ft
0.0 psi
0.0 psi
0.0 psi
o.o psi
0.8466 psi
Soil Bearing
Rotation Axis & Xecc Zecc
Load Combination ...
X-X, D Only
X-X, +D+Lr
X-X, +D+0.750Lr
X-X, +0.600
Z-Z, D Only
Z-Z, +D+Lr
Z-Z, +D+0.750Lr
Z-Z, +0.60D
~ ~~ $'r,;iifflt11 • ,;;i~r <li'V,~ ~ ';•-:-.I . '!'!' .,, J•j:ftr,ct"/2',
Rotation Axis &
Load Combination ...
Fooling Has NO Overturning
Force Application Axis
Gross Allowable
1.50
1.50
1.50
1.50
1.50
1.50
1.50
1.50
(in)
n/a 0.0
n/a 0.0
n/a 0.0
n/a 0.0
0.0 n/a
0.0 n/a
0.0 n/a
0.0 n/a
Overturning Moment
Load Combination... Sliding Force
Flexure Axis & Load Combination
X-X, +1.400
X-X, +1.400
X-X, +1.200+0.50Lr
X-X, +1 .20D+0.50Lr
X-X, +1.200
X-X, +1 .200
X-X, +1.200+1.60Lr
X-X, +1.200+1 .60Lr
X-X, +0.900
X-X, +0.900
Z-Z, +1.400
Z-Z, +1.400
Z-Z, +1.20D+0.50Lr
Z-Z, +1.200+0.50Lr
Z-Z. +1.200
Z-Z, +1.200
Mu Side
k-ft
0.4550 +Z
0.4550 -Z
0.5025 +Z
0.5025 -Z
0.390 +Z
0.390 -Z
0.750 +Z
0.750 .z
0.2925 +Z
0.2925 -Z
0.4550 -X
0.4550 +X
0.5025 -X
0.5025 +X
0.390 -X
0.390 +X
Tension
Surface
6ottom
Bottom
Bottom
Bottom
Bottom
Bottom
Bottom
Bottom
Bottom
Bottom
Bottom
Bottom
Bottom Bottom
Bottom
Bottom
Project Title:
Engineer:
PrQJect Oescr:
Capacity
1.50 ksf
0.0 k-ft
0.0 k-ft
0.0 k
0.0 k
0.0 k
56.555 k-ft
56.555 k-ft
56.555 k-ft
56.555 k-ft
75.0 psi
0.0 psi
75.0 psi
75.0 psi
75.0 psi
Project ID:
Printed: 1 AUG 2023 8:40AM
+D+Lr about Z-Z axis
No Overturning
No Overturning
No Sliding
No Sliding
No Uplift
+1.20D+1.60Lr
+1.200+1.60Lr
+1 .200+1.60Lr
+1.20D+1.60Lr
n/a
n/a
n/a
n/a
+1.200+1.60Lr
Actual Soil Bearing Stress @ Location Actual / Allow Bottom, -Z Top, +Z Left, -X Right, +X Ratio
0.940 0.940 n/a n/a 0.627
1.390 1.390 n/a nla 0.927 1.278 1.278 n/a n/a 0.852
0.5640 0.5640 n/a n/a 0.376
n/a n/a 0.940 0.940 0.627
n/a n/a 1.390 1.390 0.927
n/a n/a 1.278 1.278 0.852
n/a nla 0.5640 0.5640 0.376
Resisting Moment Stability Ratio Status
All units k
Resisting Force Stability Ratio Status
As Req'd Gvm.As Actual As Phi.Mn Status 1n•2 1n•2 1n•2 k-ft
0.5184 Min Temp% 0.620 56.555 OK
0.5184 Min Temp% 0.620 56.555 OK
0.5184 Min Temp% 0.620 56.555 OK
0.5184 Min Temp% 0.620 56.555 OK
0.5184 Min Temp% 0.620 56.555 OK
0.5184 Min Temp% 0.620 56.555 OK
0.5184 Min Temp % 0.620 56.555 OK
0.5184 Min Temp % 0.620 56.555 OK
0.5184 Min Temp % 0.620 56.555 OK
0.5184 Min Temp% 0.620 56.555 OK
0.5184 Min Temp% 0.620 56.555 OK
0.5184 Min Temp% 0.620 56.555 OK
0.5184 Min Temp% 0.620 56.555 OK
0.5184 Min Temp% 0.620 56.555 OK
0.5184 Min Temp % 0.620 56.555 OK
0.5184 Min Temp% 0.620 56.555 OK
'Stm Structural Engineering, Inc.
2292 Faraday Ave.
Suite 100
Description : Design of the Footing
Z-Z, +1.20D+1.60Lr
Z-Z, +1.20D+1.60Lr
Z-Z, +0.90D
0.750
0.750
0.2925
-X Bottom
+X Bottom
-X Bottom
Project Title:
Engineer:
ProJect Descr:
0,5184 Min Temp%
0,5184 Min Temp%
0.5184 Min Temp%
0.620
0.620
0.620
Project ID:
Prlnted: 1 AUG 2023, 8:4-0AM
-OOAl..~1-
.6.17.;3.29, Ver.&;17.8.31
56.555
56.555
56.555
OK
OK
OK
.. ..
• s·un Structural Engineering, Inc.
2292 Faraday Ave.
Suite 100
Description : Design of the Fooling
Flexure Axis & Load Combination Mu Side
k-ft
Tension
Surface
Project Title:
Engineer:
Proiect Descr:
As Req'd
jnA2
Gvrn. As
jnA2
_z.-z, + Bottom 0.5184 Min Temp%
;"0~
Actual As
jnA2
0.620
Project ID:
P~nl!!d: l AUG 2023. 8:40AM
Phi"Mn
k-ft
56.555
Status
OK
Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi·vn Status
+1.400 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi
+1 .20O+0.50Lr 0.00 psi 0.00 osi 0.00 osi 0.00 osi 0.00 osi
+1.200 o.oo osi 0.00 osi 0.00 osi 0.00 osi 0.00 osi
+1 .20O+1.60Lr 0.00 osl 0.00 osl 0.00 psi 0.00 osl 0.00 psi
-+-0.900 0.00 osi 0.00 psi 0.00 psi 0.00 osi
ft~W~
Load Combination ...
+1.400
+1 .20O+0.50Lr
+1 .200
+1,.200+ 1.60Lr
-+-0.900
Vu Phi"Vn Vu/ Phi•vn
0.51 psi 150.00osi 0.003424
0.57 psi 150.00psi 0.003781
0.44 osl 150.00psi 0.002935
0.85 osi 150.00osi 0.005644
0.33 psi 150.00osi 0.002201
--2. 6
f l-{~j?&ft2._
2~ o_ 1_ t-D.<o
L(?'w .,.,iJ ,1c Zefxl T (112.A
75.00 psi 0.00
75.00 psi 0.00
75.00 psi 0.00
75.00 psi 0.00
75.09 psi 0.00
All units k
0.00
0.00
0.00
0.00
0.00
Status
OK
OK
OK
OK
OK