HomeMy WebLinkAbout2523 NAVARRA DR; ; CBR2020-0071; PermitBuilding Permit Finaled
Print Date: 07/15/2020
Job Address:
Permit Type:
Parcel#:
Valuation:
Occupancy Group:
#of Dwelling Units:
Bedrooms:
Bathrooms:
Project Title:
2523 NAVARRA DR,
BLDG-Residential
2161702007
$30,000.00
Residential Permit
CARLSBAD, CA 92009-7094
Work Class:
Track#:
Lot#:
Project#:
Plan#:
Construction Type:
Orig. Plan Check#:
Plan Check#:
Deck
{city of
Carlsbad
Permit No: CBR2020-0071
Status:
Applied:
Issued:
Fina led Close Out:
Inspector:
Final Inspection:
Closed· Fina led
01/09/2020
05/30/2020
PBurn
07/15/2020
Description: MATCHPLAY@ LA COSTA: REPLACE IN KIND BEAM ON 3RD LEVEL WALKWAY OF DECK// REPLACING ROTTEN WOOD ON HAN
RAILS & DECK TRIM
FEE
BUILDING PERMIT FEE ($2000+)
BUILDING PLAN CHECK FEE (BLDG)
SB1473 GREEN BUILDING STATE STANDARDS FEE
STRONG MOTION-RESIDENTIAL
Total Fees: $478.50 Total Payments To Date: $478.50 Balance Due:
AMOUNT
$278.00
$194.60
$2.00
$3.90
$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 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov
( Cicyof
Carlsbad
RESIDENTIAL
BUILDING PERMIT
APPLICATION
B-1
JobAddress ct5d-3 Navarra tir: Suite: /)o'a,._
Plan CheckQ3)9,..;?(b¥') • 00?1:/
Est. Value :A>30l O<Y) -
PC Deposit --------
Date _,_I _-_9J....-....:c2=0..,_ __
APN: a//o ?Ol 00 7
CT/Project#: _________________ Lot#: ___ _
Fire Sprinklers: yes/ no Air Conditioning: yes/ no Electrical Panel Upgrade: yes/ no
BRIEF DESCRIPTION OF WORK: .i.;~""'!Cl'-'lc:::A;C.e,.!.>&.___.,,_JN:i-.<:i,:._:::,M..~d,.__---"·By_,,,,..:,..""'--c.::.:::'---"'pf\:....,..._/d=."'-'-\'-"\:._::..,WA=:;z/"--_,sgi:.--___ _
------nt--LI\A..
0 Addition/New: _____ Living SF, ____ Deck SF, ____ Patio SF, ____ Garage SF
Is this to create an Accessory Dwelling Unit? Yes/ No New Fireplace? Yes/ No, if yes how many? __
D Remodel: _____ SF of affected area Is the area a conversion or change of use? Yes/ No
0 Pool/Spa: ____ SF Additional Gas or Electrical Features? ____________ _
□ Solar: ___ KW, ___ Modules, Mounted: Roof/ Ground, Tilt: Yes/ No, RMA: Yes/ No, Battery: Yes/ No
Panel Upgrade: Yes/ No
D Reroof: ___________________________________ _
D Plumbing/Mechanical/Electrical Only: ________________________ _
D Other: ____________________________________ _
APPLICANT (PRIMARY CONTACT)
Name: ~ ~'+---
Address: l';},U ;c,;;c;;_: 1,A,):P, v
City: 1/,5½\ State: CA Zii: 9,2oBI
Phone: {v~~) S,/4, · ;)6J{pL
Email: ,L i'..u-r-t: <§... Pro-ke... .~ I
DESIGN PROFESSIONAL
Name: _________________ _
Address: _______________ _
City: ________ State: ___ Zip: ____ _
Phone: _________________ _
Email: ________________ _
Architect State License: ___________ _ State License: f. ·'il03 I/ 35
<:!.->°3 C3(,
Bus. License: 'BLO,'.l l,l3':lle89
(Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its
issuance, also requires the applicant for such permit to file a signed statement that he/she is licensed pursuant to the provisions of the Contractor's License Law
{Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code} or that he/she is exempt therefrom, and the basis for the alleged
exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$500}).
1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov
C < P~n,:, 1 r,f? R,:,u ORl1A.
( OPTION A): WORKERS'COMPENSATION DECLARATION:
I hearby affirm under penalty of perjury Qfil!. of the fol/awing declarations:
f6' I 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. ·
af1 have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the peJf~rll)ance of the "tork for which this permit is issued.
My workers' compensation Insurance carrier and policy number are: Insurance Comp7ny Name: (/fl /+Ed S {)e4-1 A.\o/ I N~C4. (_i,
Polley No. ATN-'S.f ,92yro Expiration Date: '5//o 2.t>Lu
dcertificate 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 be come
subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage ls unlawful, and shall subject an employer to
crlmlnal penalties and clvll fines up to $100,000.00, In addition e cost of compensation, damaaes as provided for in Section 3706 of the Labor Code,
interest and attorney's fees.
( OPTION 8,): OWNER-BUILDER DEQ.ARATION:
I hereby affirm that I am exempt from Contractor's License law for the following reason:
□ I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec.
7044, Business and Professions Code: The Contractor's License La'W does not apply to an owl"!er of property who builds or improves thereon, and who d0es 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•bullder will have the burden of proving that he did not build or improve for the purpgse of sale).
□ I, 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).
□ I am exempt under Section _______ Business and Professions Code for this reason:
1.1 personally plan to provide the major labor and materials for construction of the proposed property improvement. □ Yes □ No
2. I (have/ have not) signed an application for a building permit for the proposed work.
3. I have contracted with the following person (firm) to provide the proposed construction (include name address/ phone/ contractors' license number):
4. I plan to provide Portions of the work, but I have hired the following person to coordinate, supervise and provide the major Work (Include name/ address/ phone/
contractors' license number):
5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work):
OWNER SIGNATURE: _________________ □AGENT DATE: _____ _
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) Clvll Code).
Lender's Name: ____________________ Lender's Address: ___________________ _
ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY:
Is the applicant or future bulldlng occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention
program under Sections 25505, 25533 or 2SS34 of the Presley-Tanner Hazardous Substance Account Act? □ Yes □ No
Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? □ Yes □ No
ls the facllity to be constructed within 1,000feet of the outer boundary of a school site? □ Yes □ No
IF ANY OF THE ANSWERS ARE YfS, A FINAL CERTIFICATE Of OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE
REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT.
APPLICANT CERTIFICATION:
I certify that I have read the application and state that the above Information Is correct and that the Information on the plans is accurate. I agree to comply with all
City ordinances and State laws relating to building construction.
I hereby authorize representative of the City of cartsbad to enter upon the above mentioned property for Inspection purposes. I Al50 AGREE TO SAVE, INDEMNIFY AND KEEP
HARMLESS THE cnv OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS ANO EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID crrv IN CONSEQUENCE OF
THE GRANTING OF THIS PERMIT.OSHA: An OSHA pennit is required for excavations over 5'0' deep and demolition or construction of structures over 3 stories in height.
EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized
by such permit is not commenced within 180 days from the date of ch permit or if the building or work authorized by such permit is suspended or abandoned at any time
after the work is commenced for a period of 180 da •. 4 Uniform Building Code).
APPLICANT SIGNATURE: -n"t--'---"'"""?""-------------DATE: ___,/J,,_fj_~_._0_6_£?_~ __ _ I
1635 Faraday Ave Carlsbad, CA 92008
B-1
Ph: 760-602-2719 Fax: 760-602-8558
Page 2 of 2
Email: Building@carlsbadca.gov
Rev. 06/18
Building Permit Inspection History Finaled
{city of
Carlsbad
PERMIT INSPECTION HISTORY for (CBR2020-0071)
Permit Type: BLDG-Residential Application Date: 01/09/2020 Owner: MATCHPLAY AT LA COSTA HOA
Work Class: Deck Issue Date: 05/30/2020 Subdivision:
Status: Closed -Finaled Expiration Date: 01/05/2021 Address: 2523 NAVARRA DR
IVR Number: 24178 CARLSBAD, CA 92009-7094
Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection
Date Start Date Status
06/26/2020 06126/2020 BLDG-12 Stael/Bond 131237-2020 Failed Paul Burnette Relnspectlon Incomplete
Beam
Checklist Item COMMENTS Passed
BLDG-Building Deficiency No
07/09/2020 07/09/2020 BLDG-12 Stael/Bond 132223-2020 Passed Chris Renfro Complete
Beam
Checklist Item COMMENTS Passed
BLDG-Building Deficiency Deck repair of beams, stair stringers, and Yes
deck joists
BLDG-Final Inspection 132224-2020 Failed Chris Renfro Relnspectlon Incomplete
Checklist Item COMMENTS Passed
BLDG-Building Deficiency Not ready No
BLDG-Plumbing Final No
BLDG-Mechanical Final No
BLDG-Structural Final No
BLDG-Electrical Final No
07/1512020 07/1512020 BLDG-Final Inspection 132795-2020 Passed Chris Renfro Complete
Checklist Item COMMENTS Passed
BLDG-Building Deficiency Not ready Yes
BLDG-Plumbing Final No
BLDG-Mechanical Final No
BLDG-Structural Final Yes
BLDG-Electrical Final Yes
Wednesday, July 15, 2020 Page 1 of 1
DATE: May 20, 2020
JURISDICTION: Carlsbad
PLAN CHECK#.: 2020-0071
✓• EsG1I
A SAJ Lb1,,ilt Cornpny
SET: II
PROJECT ADDRESS: 2523 Navarra Dr.
PROJECT NAME: Deck Repair for Carolyn Whaley
i APPLICANT r JURIS.
~ The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's building codes.
D The plans transmitted herewith will substantially comply with the jurisdiction's codes
when minor deficiencies identified below are resolved and checked by building department staff.
D The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
D The check list transmitted herewith is for your information. The plans are being held at EsGil
until corrected plans are submitted for recheck.
D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
D The applicant's copy of the check list has been sent to:
~ EsGil staff did not advise the applicant that the plan check has been completed.
D EsGil staff did advise the applicant that the plan check has been completed.
Person contacte~ I Telephone#:
Date contacted;..)1<70J-28(b£YJ1 Email:
Mail Telephone
0 REMARKS:
By: Abe Doliente
EsGil
Fax In Person
Enclosures:
5/12/20
9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576
.. ..
DATE: February 10, 2020
JURISDICTION: Carlsbad
PLAN CHECK#.: 2020-0071
✓• EsG1I
A SAH'.bwi!t Cornpany
SET: I
PROJECT ADDRESS: 2523 Navarra Dr.
PROJECT NAME: Deck Repair for Carolyn Whaley
------------·---------.
□ APPLICANT
□ JURIS.
D The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's building codes.
D The plans transmitted herewith will substantially comply with the jurisdiction's codes
when minor deficiencies identified below are resolved and checked by building department staff.
D The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
C8:J The check list transmitted herewith is for your information. The plans are being held at EsGil
until corrected plans are submitted for recheck.
D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
cgJ The applicant's copy of the check list has been sent to:
Les Perry
D EsGil staff did not advise the applicant that the plan check has been completed.
C8:J EsGil staff did advise the applicant that the plan check has been completed.
Person contacted: Les Perry Telephone#: 619-416-2661
Date contacted: (by: ) Email: LPerry@Protec.com
Mail Telephone
0 REMARKS:
By: Abe Doliente
EsGil
Fax In Person
Enclosures:
1/13/20
9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576
.. ◄
Carlsbad 2020-0071
February 10, 2020
FOREWORD (PLEASE READ):
This plan review is limited to the technical requirements contained in the International Building
Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state
laws regulating energy conservation, noise attenuation and disabled access. This plan review is
based on regulations enforced by the Building Department. You may have other corrections
based on laws and ordinances enforced by the Planning Department, Engineering Department
or other departments.
The following items listed need clarification, modification or change. All items must be satisfied
before the plans will be in conformance with the cited codes and regulations. The approval of
the plans does not permit the violation of any state, county or city law.
• Please make all corrections, as requested in the correction list. Submit THREE sets of plans
for residential projects. For expeditious processing, corrected sets can be submitted in one of
two ways:
1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad
Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will
route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments.
2. Bring IWQ corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake
Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans
and calculations/reports directly to the City of Carlsbad Building Department for routing to their
Planning, Engineering and Fire Departments.
NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City
Planning, Engineering and Fire Departments until review by EsGil is complete.
1. All sheets of plans and the first sheet of the structural calculations must be signed by the
licensed engineer or architect. (California Business and Professions Code).
2. Balconies and decks shall be designed for 150% of the live load required by Table
1607.1. CBC Table 1607.1, as amended by emergency building standards. Revised the
structural calculations using the live load for the deck as 60 PSF.
3. Enclosed framing in wood exterior balconies and decks shall be provided with openings
that provide a net free cross ventilation area not less than 1 /150 of the area of each
separate space. CBC Section 2304.12.2.6, as amended by emergency building
standards.
4. Wood balconies and decks that support moisture-permeable floors shall be provided with
an impervious moisture barrier system under the moisture-permeable floor, with positive
drainage. CBC Section 2304.12.2.5, as amended by emergency building standards.
5. Specify on the plans the following information for the deck/balcony surfacing materials,
per Section R106.1.1:
a) Manufacturer's name and product name/number.
b) ICC approval number, or equal.
Carlsbad 2020-0071
February 10, 2020
The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San
Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your
project. If you have any questions regarding these plan review items, please contact Abe
Doliente at Esgil. Thank you.
Carlsbad 2020-0071
February 10, 2020
[DD NOT PAY -THIS IS NOT AN INVOICE]
VALUATION AND PLAN CHECK FEE
JURISDICTION: Carlsbad
PREPARED BY: Abe Doliente
BUILDING ADDRESS: 2523 Navarra Dr.
BUILDING OCCUPANCY:
BUILDING AREA Valuation
PORTION ( Sq. Ft.) Multiplier
Deck Repair
Air Conditioning
Fire Sprinklers
TOTAL VALUE
Jurisdiction Code cb By Ordinance
1997 use Building Permit Fee .. ,,.. i
1997 UBC Plan Check Fee . ,;;: !
Type of Review: Complete Review
□ Repetitive Fee ,,.. Repeats
Comments:
D Other
0 Hourly
EsGII F-
PLAN CHECK#.: 2020-0071
DATE: February 10, 2020
Reg. VALUE ($)
Mod.
I
□ Structural Only
1--------11 Hr. @ •
30,000
I
$181.021
Sheet 1 of 1
•
August 15, 2019
Ms. KATHY STAHL, Account Manager
Match Play at La Costa HOA
VIA EMAIL: kath.stahl@gmail.com
Subject: Project No. 0805119
Limited Structural Performance Assessment -Deck Beams
Existing Residential Building
2523 Navarra Drive, Carlsbad CA
DEAR Ms. STAHL:
In accordance with your request. we hove performed a limited structural inspection of the
subject property.
The purpose of the inspection is to visually assess performance of several deck beams on the
second floor of the subject building. These beams provide support for an exterior deck/balcony
that provides access to the occupants of the residential units within the building. It is our
understanding that these beams have been damaged from exposure to on excessive amount
of moisture.
In order to accomplish this purpose, the undersigned visited the property on August 1, 2019. Soil
samples and/or sub-surface explorations were not performed. The focus of our inspection is
limited only to a visual observation of the problems and/or concerns discussed above. This report
is a confidential report intended solely for the use of the client named above. Any unauthorized
use of this report is strictly prohibited.
FOLLOWING IS THE RESULT OF THE SITE INSPECTION:
GENERAL:
l. Subject building is a three-story building, with a wooden framed structure and
stucco siding. Building's foundation is slab-on-grade construction. The origina l
dwelling was constructed approximately in year 2008. For the purposes of this
report we assumed the building faces north (main entry is on the northerly side).
2. Our client represents the current homeowners' association for this property. The
purpose of the inspection is to visually assess performance of several deck beams
on the second floor of the subject building. These beams provide support for an
exterior deck/balcony that provides access to the occupants of the residential
units within the building. It is our understanding that these beams have been
damaged from exposure to an excessive amount of moisture.
3. Subject beams are located on the second floor of the northerly side for the
structure. They provide support to the decking of the third floor. Our clients are
mainly concerned about one deck beam that extends in the east-west direction,
spanning approximately 14 feet. This beam is labeled as DB 1 on the attached
1930 Watson Way, Suite A, Vista, CA 92081 Phone 760-599-8566 Fax 760-599-8901 Page l
> 1--0
partial pion of deck framing. We also analyzed the deck joists as well as two other
beams that show indications of moisture damage. These beams ore labeled as
DB and DB2 on the attached plan view of the deck framing.
SITE INSPECTION:
4. Please refer to the attached sketch view of the residence pion for more details
and/or reference.
5. We analyzed the subject deck beams to identify how much of their capacities
were being utilized and if any capacity was left over. Please see the attached
analysis. Results of the analysis indicates that the deck joists, deck beams DB and
DB2 have much more capacity than being utilized (approximately 20% of each
member is being utilized by the current loading condition). This implies that each
of these beams can be decayed and damaged with more than 50% of their
capacity lost and they will still be able to support the decking. The left-over
capacity for the deck beam DB 1 is approximately 28% with more than 70% of its'
capacity utilized by supporting the decking.
6. The amount of damage observed on the subject decking does not appear to
exceed more than 10% to 20% on any of the observed deck beams and/or the
deck joists. Largest amount of decay is observed at the main deck beam DB 1.
7. The decking lacks adequate protection against moisture. Decks ot this type are
normally protected against moisture by applying a tight and moisture proofed
surface.
CONCLUSION & RECOMEMNDATIONS:
A. The observed decking lacks adequate moisture protection system and is subject to
further damage and/or decay. We recommend our clients consider modifying the
decking system to add protection against moisture intrusion.
B. The amount of observed damage in majority of the decking's structural members is
acceptable at this time with the exception of deck beam DB 1 . The amount of decay
observed within deck beam DB 1 is reaching the level close to requiring replacement. We
recommend our clients consider replacing this beam with a new, like for like.
C. Care shall be taken in making the improvements to insure its effectiveness. We strongly
recommend that our clients retain our services to provide consultations to the contractor,
and to inspect the repair work (this service is not included within the scope of work for this
report). Conditions may arise during the repair work that are different from these
presented, and supplemental recommendations may be presented. An engineer's
certificate will be issued once we are satisfied improvements have been substantially
completed in accordance with our recommendations.
D. Soil samples and/or sub-surface explorations were not performed. It should be kept in
1930 Watson Woy, Suite A, Vista, CA 92081 Phone 760-599-8566 Fax. 760-599-8901 Page 2
.L ~ Private Eyes Engineers
mind that the on-site evaluation conducted was limited to a visual review of conditions.
As such, our comments are primarily based on the limited data collected, experience
with similar projects, and professional judgment.
UNCERTAINTY AND LIMITATIONS:
The conclusions and recommendations presented herein ore based on visual observations,
results of document research and the results from the limited borings, if any. No subsurface
investigation was made, and this inspection is not what might be referred to as "soils report". We
can make no determination of the prior grading activity without more extensive research of
public records or subsurface investigation. The discoveries of any latent soils/geologic defects,
which may occur or arise at some future date, are beyond the purpose and intent of our
investigation. We have made no evaluation of the superstructure or the electrical and
mechanical systems that are part of this property. We have not performed any analysis of the
lateral stability of the structure against seismic forces. These services are available at an added
fee.
The professional judgments and opinions presented herein are based partly on an evaluation of
the information gathered, and partly on our experience in the structural field. The structural work
and judgments rendered meet current professional standards and no warranties are expressed
or implied. Standards of practice are subject to change with time. Recommendations presented
are based on the scope of work performed; they are professional opinions that are limited to the
extent of the available data. This is not a structural pest control inspection. A separate inspection
report, normally by a pest control company, addresses the presence or absence of wood
destroying organisms.
We do not guarantee the work of the developer, contractors, or other consultants that may
have performed work at the site. Therefore, no guarantees or warranty of any kind is expressed
or implied pertaining to the future performance of the site or the structure thereon in any
respect. While some references to hazardous materials and code compliance may be made,
our report is not a complete investigation for code compliance or public records that might
affect this property.
This inspection report was not prepared to be used as fulfillment of the disclosure requirements of
California Civil Code Section 1102.6, nor is it to be used as substitute disclosure as a uthorized by
section l l 02.4.
If you have any questions, or if we can be of further assistance, please call our office .
Respectfully Submitted,
~ µ() t!/1 >111
Massood Gaskari, P .E.
1930 Watson Way, Suite A, Vista, CA 92081 Phone 760-599-8566 Fox 760-599-8901 Page3
Bl:!rivate Eyes En
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3 STORY RESIDENTIAL BUILDING
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~ DECK BEAMS ARE DECAYED (2) ON SECOND FLOOR.
PARTIAL DECK FRAMING PLAN
UNIT# 200
MS. KATHY STAHL -THE MATCH PLAY HOA SHEET: --1
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CIVIL ENGINEERING DESIGN GROUP
2420 GRAND AVE. SUITE B-1
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 8 AUG 2019, 2:55PM
-Fl_!d _= C-~-Js-e~-'roo-re-~,20fYJd ;Wood Beam hi ENERCA.Lf. INC 1!183-2018. Build 10 16 t21;
Description : DJ-existing deck Jolsts--0805119-2523 Navarra Or. ·
CODE REFERENCES ... •· -. --····-·-·-.. ,. -......... _ ·-----
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: IBC 2018
Material Properties
• I •
Analysis Method : Allowable Stress Design
Load Combination IBC 2018
Fb+ 900psi E : Modulus of Elasticity
Fb-900psi Ebend-xx 1600ksi
Fe· Prll 1350psi Eminbend • xx 580ksi
Wood Species : Douglas Fir -Larch
Wood Grade : No.2
Beam Bracing : Completely Unbraced
Fe -Perp 625psi
Fv 180psi
Ft 575psi Density 31.21pcf
f D{0.01) L(0.08) ♦ ,. r ·--------~E---------7
I I V 4x8 4x8
Span= 7.50 ft Span= 2.0 ft
Applied Lo~ds . . .. _ -· _ . Service loads entered. Load Factors will be applied for calculallons.
Beam self weight calculated and added to loads
Load for Span Number 1
Uniform Load: D = 0.010, L = 0.080, Tributary Width = 1.0 ft, (1)
Load for Span Number 2
Uniform Load : D = 0.010, L = 0.080 , Tributary Width = 1.0 ft, (1)
.. Q~$IG/V_$J.!.M!rMRY .... -.... _. ____ --·-· ... .. ------..... ·-·-·-----·--··-·-
1Maximum Bending Stress Ratio 0.196 1 Maximum Shear Stress Ratio
Section used for this span 4x8 Section used for this span
lb: Actual = 226.75psi fv : Actual
FB : Allowable 1, 158.48psl Fv : Allowable
Load Combination +D+L Load Combination
Location of maximum on span = 3.478ft Location of maximum on span
Span # where maximum occurs = Span # 1 Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
I _
0.027 in Ratio =
-0.018 in Ratio=
0.032 in Ratio =
-0.021 in Ratio=
Maximum Forces & Stresses for Load Combinations .. ' -. -. ---'-·· .. . . . . -.
Load Combination Max Stress Ratios
3354>=360
2664>=360
2809>==240
2232>=240
Moment Values
=
::
~sign OJ{
0.108 : 1
4x8
19.36 psi
180.00 psi
+D+l
6.913 ft
Span# 1
··---~-----Shear Values
Span# Cd CFN C 1 Cr -----·--Segment Length M V Cm Ct CL M fl> F'b V fv F'v ----·------·---------·---D Only 0.00 0.00 0.00 0.00 Length = 7 .50 ft 1 0.035 0.019 0.90 1.300 1.00 1.00 1.00 1.00 0.99 0.09 36.80 1043.82 0.05 3.14 162.00 Length = 2.0 ft 2 0.012 0.019 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.03 12.13 1050.57 0.02 3.14 162.00 -+O+L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7 .50 ft 1 0.196 0.108 1.00 1.300 . 1.00 .1.00 1.00 1.00 0.99 0.58 226.75 1158.48 0.33 19.36 180.00 Length = 2.0 ft 2 0.064 0.108 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.19 74.75 1166.99 0.13 19.36 180.00 -+0+0.750L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
CIVIL ENGINEERING DESIGN GROUP
2420 GRAND AVE. SUITE 8-1
jWood Beam
I I. 11
Description : DJ..exalng deck Jolsts-0805119-2523 Navarra Dr.
Load Combination Max Stress Ratios
Segment Length Span# M V
-----------:-:-:-:----:-:-= Length= 7.50 ft 1 0.124 0.068
Cd CFN
1.25 1.300
Length = 2.0 ft 2 0.041 0.088 1.25 1.300
+0.60D 1.300
Length = 7.50 ft 0.012 0.007 1.60 1.300
Length = 2.0 ft 2 0.004 0.007 1.60 1.300
Overafl Maximum Deflections
Project Title:
Engineer:
Project ID:
Project Descr:
C1 Cr Cm Ct Cl
1.00 1.00 1.00 1.00 0.99
1.00 1.00 1.00 1.00 1.00
1.00 1.00 1.00 1.00 1.00
1.00 1.00 1.00 1.00 0.98
1.00 1.00 1.00 1.00 1.00
Load Combilatlon Span Max.•.• Defl Location in Span Load Combination
+D+l
Vertical Reactions
Load Combination
1
2
0.0320
0.0000
Support 1
3.687
3.687 +D+l
Support notation : Far left Is #1
Support2 Support3
Overall MAXlmum ·-··-----------....r----.~.-----0.333 0.575
Overall MINimum 0.279 0.481
DOnly 0.054 0.093
+D+l 0.333 0.575
+D+0.750L 0.263 0.454
-+0.60D 0.032 0,056
L Only 0.279 0.481
Printed: 8 AUG 2019, 2:55PM
F,e,. r. \Useis'rocre~'GOC.21.119.ec6
Sa.-.ftw2r'l ropynglit ENERC;,\L(", INC 19BJ-;20i? 8'Jlld 'iO 1 ~ 12 i3 .. ;. .
Moment Values Shear Values
M lb Pb V fv F'v -· ·--0.46 179.26 1443.68 0.26 15.31 225.00
0.15 59.10 1457.74 0.11 15.31 225.00
0.00 0.00 0.00 0.00
0.06 22.08 183911 0.03 1.89 288.00
0.02 7.28 1864.07 0.01 1.89 288.00
Max.'•' Dell Location In Span
0.0000 0.000
-0.0215 2.000
Values in KIPS
CIVIL ENGINEERING DESIGN GROUP
2420 GRAND AVE. SUITE B 1
Project Title:
Engineer:
Project ID:
Project Descr:
!Wood Beam
Printed: 13 AUG 2019, 9:49AM -·-·· ---· --------·--. ----. 'File-=-,,(-l\)Sffl,--,-"fr,orey\(ll)skiop\C.SC201Rec.6
S,,f!ware copynghi ENER(-ALC. INC 1983-2018, Build ft111! n 1~
I > • •• Description: DB-exiSUng aec~ beam-0805119-2523 Navarra Dr.
CODE REFERENCES . -. -··-........ -
Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: IBC 2018
------·--·-·-------·, -
Material Properties ____ _
Analysis Method : Allowable Stress Design Fb + 1,000.0psi E : Modulus of Elasticity Load Combination !BC 2018 Fb -1,000.0psi Ebend-xx 1,700.0 ksi
Fe -Prll 1,500.0 psi Eminbend -xx 620.0 ksi
Wood Species : Douglas Fir -Larch Fe -Perp 625.0 psi
Wood Grade : No.1 Fv 180.0psl
Fl 675.0psi Density 31.21 Opcf Beam Bracing : Completely Unbraced
D(0.041l L(0.33) v ~ • ---··-·--------
6x14
r-Span= 10.0ft
Ap_plled Loads Service loads entered. Load Factors wm be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load : D = 0.0410, L = 0.330 , Tributary Width= 1.0 ft, (1)
DESIGN_ ~Y.MMA~Y
: Maximum Bending Stress Ratio
' Section used for this span
fb: Actual
FB : Allowable
Load Combination
Location of maximum oo span
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
=
0.350 1
6x14
347.56psi
991.89psi
+D+L
Maximum Shear Stress Ratio
Section used for this span
fv : Actual
5.000ft
Span# 1
0.039 In Ratio=
0.000 in Ratio =
0.046 in Ratio=
0.000 in Ratio=
Fv : Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
3080>=360
0<360
2625>=240
0<240
=
Maximum Forces & Stresses for Load Combinations . -' ·---·---Load Combinatlon Max Stress Ratios MomenlValues ------Cd CFN C1 Cr Cm CI CL ·--Segment Length Span# M V M lb F'b -----·---··-DOnly 0.00 Length = 10.0 ft 0.057 0.028 0.90 0.987 1.00 1.00 1.00 1.00 0.99 0.71 51.26 893.53 -+04. 0.987 1.00 1.00 1.00 1.00 0.99 0.00 Length = 10.0 fl 0.350 0.170 1.00 0.987 1.00 1.00 1.00 1.00 0.99 4.84 347.56 991.89 -+0->-0.750l 0.987 1.00 1.00 1.00 1.00 0.99 0.00 Leng1h = 10.0ft 0.221 0.107 1.25 0.987 1.00 1.00 1.00 1.00 0.99 3.81 273.48 1236.87 ·+-0.600 0.987 1.00 1.00 1.00 1.00 0.99 0.00 LenQth = 10.0 fl 0.019 0.009 1.60 0.987 1.00 1.00 1.00 1.00 0.99 0.43 30.76 15TT.32
OeslgnDK-..
V
0.00
0.22
0.00
1.51
0.00
1.19
0.00
0.13
0.170 : 1
6x14
30.54psi
180.00 psi
+O+L
0.000ft
Span# 1
Shear Values
tv
0.00
--F'v
0.00
4.50 162.00
0.00 0.00
30.54 180.00
0.00 0.00
24.03 225.00
0.00 0.00
2.70 288.00
CIVIL ENGINEERING DESIGN GROUP
2420 GRAND AVE. SUITE B-1
i W~~dBeam
Project Title:
Engineer:
Project ID:
Project Descr:
Description : DB-exlSting deck beam-0805119-2523 Navarra Dr,
Overall Maximum Deflections
Load Comlllna1ion Span
-+O+L ------1 -
Vertical Reactions
Load Combination
Max.·-• Dell
0.0457
Locafion In Span Load Combilation ~----
Support notation: Far left is #1
Support 1 Support 2
Overall wJ<rmum ·-· .... ____ 'l']Js"" ~1.=93=5--·----··--
Overall MINimum 1.650 1.650
D Only 0.285 0.285
-+04. 1.935 1.935
+D-+0.750L 1.523 1.523
+0.600 0.171 0.171
L Only 1.650 1.650
Prtme<l: 13 AUG 2019, 9:49AM
Fde= (. \t.b8!S!.ioole)'IOt-slo.~~1S ecc
~'t'l2!11-. /fl .tENERCALC. IHC 19f!3.2fl18, Gudd 111181213
Max.'+' Defl
0.0000
Values in KIPS
. . . . .
Location in Span
0.000
CIVIL ENGINEERING DESIGN GROUP
2420 GRAND AVE. SUITE 8-1
Project Title:
Engineer:
Project ID:
Project Descr:
,-·-----------·----------·-···----· --------Printed· 12AUG2019, 10:14AM
~::,-·11e-"-c(,-ccil..ls«$-:--:--lnlOl-ev\[)eo;ktopl(,B(,20fll ..:6 1 Wood Beam Scftware c ht 1:NERCAlC. INC 1983-201R. Butk:f-!u 18121.l
Description : D81-exlsting deck beam--08051 19-2523 Navarra Dr.
CODE REFERENCES
Calculations per NOS 2018, !BC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2018
__ Mater~al Properties
Analysis Method : Allowable Stress Design
Load Combination 1BC 2018
Fb +
Fb -
1000psi
1000psi
1500 psi
E: Modulus of Elasticity
Wood Species : Douglas Fir -Larch
Wood Grade : No.1
Beam Bracing : Completely Unbraced
-... --D(D.6) r67)
J: ___ _
'~"
App_lied _ L~a~s . _ .
Beam self weight calculated and added to loads
Fe -Prll
Fe -Perp
Fv
Ft
625psi
180psi
675psi
Ebend-xx 1700ksi
Eminbend -xx 620ksi
Density 31 .21 pct
0(0.6) c•(D.67) •
D(0.095J L(0.24) ~ ; ------·---1
i
6x14 ·t!>
A -.
Span= 14.0 ft
Service loads entered. Load Factors will be applied for calculatlons.
Uniform Load : D = 0.0950, L = 0.240 , Tributary Width= 1.0 ft, (1)
Point Load : D = 0.60, Lr= 0.670 k @ 2.0 ft, (2)
Point Load : D = 0.60, Lr= 0.670 k@ 12.0 ft, (2)
_ DESIGN SUMMARY .... __ ··---·· ....
Maximum Bending Stress Ratio
· Section used for this span
fb: Actual
FB : Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
Maxlmum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
=
. -----0.712 1
6x14
704.06psi
988.67psi
+D+L
Maximum Shear Stress Ratio
7.000ft
Span# 1
0.109 in Ratio=
0.000 in Ratio =
0.185 in Ratio =
0.000 in Ratio=
Section used for this span
fv : Actual
Fv : Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
1543>=360
0<360
907>=240
0<240
=
=
=
Maximum Forces & Stresses for Load Combinations ---. ·----.. -··-·--Load Combilation Max Stress Ratios Moment Values
Segment Leng1h Span# M V Cd CFN c, Cr Cm CI Cl M --fb--F'b
·----· DOnly 0.987 1.00 1.00 1.00 1.00 0.98 0.00 Length = 14.0 ft 0.316 0.156 0.90 0.987 1.00 1.00 1.00 1.00 0.99 3.92 281.70 891.00 -+0-+L 0.987 1.00 1.00 1.00 1.00 0.99 0.00 Length = 14.0 ft 1 0.712 0299 1.00 0.987 1.00 1.00 1.00 1.00 0.99 9.80 704,06 988.67 -+O+lr 0.987 1.00 1.00 1.00 1.00 0.99 0.00 Length = 14.0 ft 0.307 0.173 1.25 0.987 1.00 1.00 1.00 1.00 0.99 5.26 377.95 1231 .38 +D+O. 750!.r-i-O. ?SOL 0.987 1.00 1.00 1.00 1.00 0.99 0.00 Length" 14.0 ft 1 0.545 0.253 1.25 0.987 1.00 1.00 1.00 1.00 0.99 9.34 670.65 1231.38
0.299: 1
6x14
53.80 psi
180.00 psi
+D+L
12.876ft
Span# 1
Shear Values ---V fv Pv -------·-0.00 0.00 0.00
1.25 25.31 162,00
0.00 0.00 0,00
2.66 53.80 180.00
0.00 0.00 0.00
1.92 38.84 225.00
0.00 0.00 0,00
2.81 56.83 225.00
-
CIVIL ENGINEERING DESIGN GROUP
2420 GRAND AVE. SUITE 8-1
I .. ··-----·-W00d Beam
Description : D81-ex,sting deck beam-0805119-2523 Navarra Dr.
Load Combination
Segmen1 Length
-0+0.750L
Length = 14.0 ft
-+0.60D
Span#
Max Stress Rafus . -
M V
0.527 0225
Lenglh = 14.0 II 1 0.108 0.053
Overall Maximum Deflections
Cd CFN
0.987
1.15 0.987
0.987
1.60 0.987
Project Title:
Engineer:
Project ID:
Project Descr:
Ci Cr Cm C t CL
1.00 1.00 1.00 1.00 0.99
1.00 1.00 1.00 1.00 0.99
1.00 1.00 1.00 1.00 0.99
1.00 1.00 1.00 1.00 0.98
Load Combination Span Max.•-· Defl Location i1 Span Load Combination
-O+L
Vertlcal Reactions
Load Combilation
OVeraf! MAXimum
Overall M1Nimum
D Only
..0-tl
..0-tLr
-+D-+-0. 750Lr-+O. 750L
-+0-+0.750L
-+0.60D
Lr Only
L Only
---1----o-:1as-2--7.051 ---
Support 1
3140
1.680
1.378
3,058
2.048
3.140
2.638
0.827
0.670
1.680
Support notation : Far left Is #1
Support2
3.140 -------
1.680
1.378
3.058
2.048
3.140
2.638
0.827
0.670
1,680
Printed: 12 AUG 2019, 10:14AM ---··--F-,ltl-=_C_\User_s\moi-e,-ibes~½o19.cc5
~ nglr. !:NER•AC; fNC 1983-201B. Buld 1018 12.13
• I -
Moment Values Shear Values
M fb Pb V fv Pv -----------0.00 0.00 0.00 0.00
8.33 598.47 1134.56 2.31 46.68 207.00
0.00 0.00 0.00 0.00
2.35 169.02 1567.14 0.75 15.19 288.00
Max.'+' Defl
0.0000
Values In KIPS
Location In Span
0.000
CIVIL ENGINEERING DESIGN GROUP
2420 GRAND AVE. SUITE B-1 Project Title:
Engineer:
Project ID:
Project Descr:
,----------·---··---l Wood Beam
)i ..
Printed: 13 AUG 2019, 9:50AM
F,1e-;;i·-~~Bi.;2019.~ -
So.'tw,n>cooynqhl ENERCAu. IN( 1933-2018. Builrl 101812 13
Description : 0B2-exlstmg aecJI oeam-O!l<)5119-2:i:D Navarra Or.
CODE REFERENCES .... -. . --· ...... -.
Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2018
Material Properties
• --• I
Analysis Method : Allowable Stress Design
Load Combination !BC 2018 Fb + 1,000.0psi
1,000.0psi
1,500.0 psi
E : Modulus of Elasticity
Wood Species : Douglas Fir -Larch
Wood Grade : No. 1
Beam Bracing : Completely Unbraced
Fb -
Fc-Pr!I
Fe • Perp
Fv
Ft
625.0 psi
180.0psi
675.0 psi
Ebend-xx 1,700.0ksi
Eminbend -xx 620.0ksi
Density 31.210pcf
D(0.29)
1
U1.65J
~---+:--~-----=D(->-=0=.00=...;.,1)~L=(0=.0=8;;.L) ___ ~, . ·-------,
r-6x14
Span= 8.0 tt.
~pplied_ Lo~ds_ . . Service loads entered. Load Factors will be applied for calculations .
Beam self weight calculated and added to loads
Uniform Load : D = 0.0010, L = 0.080, Tributary Width= 1.0 ft, (1)
Point Load : D = 0290, L = 1.650 k@ 1.0 ft, (2)
DESIGN SUMMARY r --------------. ----.... ·---·---Maximum Bending Stress Ratio
Section used for this gpan
fb : Actual
FB : Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflectlon
=
..
0.148 1
6x14
147.22psi
993.39psi
+D+l
Maximum Shear Stress Ratio
Section used for this span
fv : Actual
1.489ft
Span# 1
0.010 in Ratio=
0.000 In Ratlo =
0.012 in Ratio =
0.000 in Ratio=
Fv : Allowable
Load ComblnaUon
Location of maximum on span
Span # where maximum occurs
9773>=360
0<360
8209>=240
0 <240
Maximum Forces & Stresses for Load Combinations ------Load Combination Max Stress Ratios Moment Values -Cd CFN Ci Cr Cm CL 1b Segment Length Span# M V Ct M ------·-·-·· --· ----·--------· ----DOnly
length = 8.0 ft 0.026 0.011 0.90 0987 1.00 1.00 1.00 1.00 0,99 0.32 23.00 -+O+l 0.987 1.00 1.00 1.00 1.00 0.99 Length = 8.0 ft 0.148 0.059 1.00 0.987 1.00 1.00 1.00 1.00 0.99 2.05 147.22 +0-+0. 750L 0.987 1.00 1.00 1.00 1.00 0,99
Length = 8.0 ft 0.094 0.037 1.25 0.987 1.00 1.00 1.00 1.00 0.99 1.62 116.14 -+-0.60D 0.987 1.00 1.00 1.00 1.00 0.99
Length = 8.0 ft 0.009 0.004 1.60 0.987 1.00 1.00 1.00 1.00 0.99 0.19 13.80
F'b
0.00
894.71
0.00
993.39
0.00
1239.37
0.00
1581.82
llesl{jriO __ .
0.059 : 1
6x14
10.57 psi
180.00 psi
-+D+L
6.891 ft
Span# 1
·-----Shear Values --·---·--·---V fv F'v ----·-· 0.00 0.00 0.00
0.09 1.73 162.00
0.00 0.00 0.00
0.52 10.57 180.00
0.00 0.00 0.00
0.41 8.36 225,00
0.00 0.00 0,00
0.05 1.04 288.00
CIVIL ENGINEERING DESIGN GROUP
2420 GRAND AVE. SUITE B-1
•
r-··-~-----·-·· ------------·---------Wood Beam
Description : 002-exlsfing deck beam--0805119-2!)23 Navarra Or.
Overall Maximum Deflecttons
Load Combination Span
+D+l
Max. • .• Deft Location in Span
0.0117 3.679
Project Title:
Engineer:
Project ID:
Project Descr:
Load Combination
Vertical Reactions
Load Combioatkll1·
Support notation : Far left is #1
"'"Overall MAXimum
Overall MIN!mum
D Only
+D-+l
-0+0.750L
+0.60D
LOnly
Support 1
2.086
1.764
0.322
2.086
1.645
0.193
1.764
Support2
0.631
0.526
0.105
0.631
0.499
0.063
0.526
Printed: 13 AUG 2019, 9:50AM
Hit-= c, l.Usfi~\1110!i!y\[)P.s.lqr.ciiC.2019_;;r-
~;n, r.opynght ENERCAU:. INC 1()8.1-2018 Bllild 101812 !3
• It . •
Max. '+' Defl Locatloo in Span
0.0000 0.000
Values in KIPS