HomeMy WebLinkAbout1950 SILVERLEAF CIR; ; CB142118; Permit10-07-2014
City of Carlsbad
1635 Faraday Av Carlsbad, CA 92008
Commercial/Industrial Permit Permit No:
Building inspection Request Line (760) 602-2725
CB142118
Job Address;
Permit Type:
Parcel No:
Valuation:
Occupancy Group:
Project Title:
1950 SILVERLEAF CR CBAD
Tl Sub Type: COMM
2550121600 Lot#: 0
$35,000.00 Construction Type: 5B
Reference #
LA COSTA GLEN: 3 "SAIL" TYPE
PATIO STRUCTURES
Status: ISSUED
Applied: 08/22/2014
Entered By: JMA
Plan Approved: 10/07/2014
Issued: 10/07/2014
Inspect Area
Plan Check #:
Applicant:
KAVIN WARD
OFC
1950 SILVERLEAF CIR
CARLSBAD CA 92009-8428
760-704-1011
Owner:
CONTINUING LIFE COMMUNITIES LLC
1940 LEVANTE ST
CARLSBAD CA 92009
Building Permit $344.57 Meter Size
Add'l Building Permit Fee $0.00 Add'l Red. Water Con. Fee $0.00
Plan Check $241.20 Meter Fee $0.00
Add'l Building Permit Fee $0.00 SDCWA Fee $0.00
Plan Check Discount $0.00 CFD Payoff Fee $0.00
Strong Motion Fee $7.35 PFF (3105540) $0.00
Park Fee $0.00 PFF (4305540) $0.00
LFM Fee $0.00 License Tax (3104193) $0.00
Bridge Fee $0.00 License Tax (4304193) $0.00
BTD #2 Fee $0.00 Traffic Impact Fee (3105541) $0.00
BTD #3 Fee $0.00 Traffic Impact Fee (4305541) $0.00
Renewal Fee $0.00 PLUMBING TOTAL $0.00
Add'l Renewal Fee $0.00 ELECTRICAL TOTAL $0.00
Other Building Fee $0.00 MECHANICAL TOTAL $0.00
Pot. Water Con. Fee $0.00 Master Drainage Fee $0.00
Meter Size Sewer Fee $0.00
Add'l Pot. Water Con. Fee $0.00 Redev Parking Fee $0.00
Red. Water Con. Fee $0.00 Additional Fees $0.00
Green BIdg Stands (SB1473) Fee $1.00 HMP Fee ??
Fire Expedidted Plan Review $0.00 Green BIdg Standards Plan Chk ??
TOTAL PERMIT FEES $594.12
Total Fees: $594.12 Total Payments To Date: $594.12 Balance Due: $0.00
Inspector:
FINAL APPROVAL
Date: Clearance:
NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively
refen-ed to as "fees/exactions." You have 90 days from the date this pennit was issued to protest imposition of these fees/exactions. If you protest them, you must
follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for
processing in accordance with Cartsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack,
review, set aside, void, or annul their imposition.
You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity
changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any
fees/exactions of which vou have previously been given a NOTICE similar to this, or as to which the statute of limitations has previouslv otherwise expired.
THE FOLLOWING At-PROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: OPLANNING OENGINEERING nBUILDING OFIRE nHEALTH nHAZMAT/APCD
«r
C City of
Carlsbad
Building Permit Application
1635 Faraday Ave., Carlsbad, CA 92008
Ph: 760-602-2719 Fax:760-602-8558
email: building@carlsbadca.gov
www.carlsbadca.gov
Plan Check No. \L^^ 2J^^
Est.Value yS.CrtrO.
Plan Ck. Deposit
Date f^2.z7 W SWPPP
JOB ADDRESS
1*^.50 S^.tvcyUA-T dl«»- CAMJ>AA tA 92.0C?
SUITE#/$PACE#/UNIT#
CT/PROJECT # LOT# PHASE* # OF UNITS # BEDROOMS # BATHROOMS TENANT BUSINESS NAIME CONSTR. TYPE OCC. GROUP
LA 6U*)
DESCRIPTION OF WORK: Include Square Feet of Affected Area(s)
EXISTING USE PROPOSED USE GARAGE (SF) PATIOS (SF) DECKS (SF) FIREPLACE
YESr~|». NOj I
AIR CONDITIONING
YES I INO I I
FIRE SPRINKLERS
YES I |NO| I
APPLICANT NAME
Primary Contact k'A\j)^ LO^»t^
PROPERTY OWNER
ADDRESS ADDRESS
CITY STATE ZIP CITY STATE
64
PHONE
ZIP
PHONE
7(t.o - ^oV- /oo I
FAX
EMAIL
DESIGN PROFESSIONAL CONTRACTOR BUS. NAME
ADDRESS ADDRESS
CITY STATE
CA
ZIP CITY STATE ZIP
PHONE PHONE FAX
EMAIL EMAIL
CITY BUS. LIC.#
(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 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 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)).
Workers' Compensation Declaration: I hereby affirm under penalty ot perjury one of the following declarations:
I have and will maintain a certificate of consent to self-Insure for workers' compensation as provided by Section 3700 of the Labor Code, for the perfomnance of the work for which this pennit is issued.
11 have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the perfomiance of the work for which this permit is issued. My workers' compensation insurance carrier and policy
number are: Insurance Go. Policy No. Expiration Date
This section need not be completed if the permit is for one hundred dollars ($100) or less.
I I Certificate of Exemption: I certify that in the perfomiance of Ihe 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 one hundred thousand dollars (&100,000), in
addition to the cost of compensation, damages as provided for In Section 3706 of the Labor code, interest and attomey's fees.
JS^ CONTRACTOR SIGNATURE • AGENT DATE
/ hereby affirm that I am exempt from Contractor's Ucense Law for the following reason:
I I 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 Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own emptoyees, 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).
I, as owner of the property, am exclusively contracting with licensed contractors to constmct 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 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 improvemenL [^Yes I INO
2,1 (have / have not) signed an application for a building permit for the proposed work.
3.1 have contracted with the following person (firm) to provide the proposed constnjction (include name address / phone / contractors' license number):
4,1 plan to provide portions of the work, but I have hired the following person to coordinate, supen/ise and provide the major work (include name / address / phone / contractors' license number):
5.1 will provide some of the work, but I have contracted (hired) the following persons to provide the wort( indicated (include name / address / phone / type of work):
ygS"PROPERTY OWNER SIGNATURE QAGENT DATE
Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 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
Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Yes No
IF ANY OF THE ANSWERS ARE YES, 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.
NSTRUCTION LENDING AGENCY
I hereby affimi that there is a construction lending agency for the performance of the work this pemiit is issued (Sec. 3097 (i) Civil Code).
Lender's Name Lender's Address
PLICANT CERTIFICATION
I certify that I have read the application and state that the above infonnation Is conect and that the Inforniation on the plans Is accurate. I agree to comply with all City ordinances and State law relating to building construction.
I hereby authorize representative of the City of Cartsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD
AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT
OSHA: An OSHA pernio is required for excavations over 5'0' deep and demolitbn or constmction of stmctures over 3 stories in height.
EXPIRATION: Every pemiit issued by the Buikiing Official under the provisbns of this Code shall expire by limitation and become null and vob if the building or v»rk authorized by such pemiit is not commenced within
180 days from the date of such pemnit or if the building or vaA authorized by such pemiit is suspended or abandoned at any time after the •MX\<. is commenced for a period of 180 days (Section 106.4.4 Unifomi Building Code).
APPLICANT'S SIGNATURE DATE
id
STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE.
Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection.
Fax (760) 602-8560, Email builciinq(a>carisbadca.aov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Cartsbad, Califomia 92008.
C0#: (Office Use Only)
CONTACT NAME OCCUPANT NAME
ADDRESS BUILDING ADDRESS
CITY STATE ZIP CITY STATE ZIP
Carlsbad CA
PHONE FAX
EMAIL OCCUPANT'S BUS. LIC. No.
DEUVERY OPTIONS
PICKUP: CONTACT (Listed above) OCCUPANT (Listed above)
CONTRACTOR (On Pg. 1)
MAIL TO: CONTACT (Listed above) OCCUPANT (Listed above)
CONTRACTOR (On Pg. 1)
MAIL / FAX TO OTHER:
ASSOCIATED CB#
NO CHANGE IN USE / NO CONSTRUCTION
CHANGE OF USE / NO CONSTRUCTION
ASSOCIATED CB#
NO CHANGE IN USE / NO CONSTRUCTION
CHANGE OF USE / NO CONSTRUCTION
^eS"APPLICANT'S SIGNATURE DATE
Inspection List
Pennit#: CB142118 Type: Tl COMM
Date Inspection Item
04/02/2015 89 Final Combo
04/02/2015 89 Final Combo
12/23/2014 18 Exterior Lath/Drywall
12/22/2014 18 Exterior Lath/Drywall
12/19/2014 23 Gas/Test/Repairs
12/19/2014 84 Rough Combo
12/09/2014 11 Ftg/Foundation/Piers
12/09/2014 31 Underground/Conduit-Wirin
12/09/2014 66 Grout
12/01/2014 11 Ftg/Foundation/Piers
11/26/2014 23 Gas/Test/Repairs
11/17/2014 11 Ftg/Foundation/Piers
Inspector
PB
PB
PY
PY
PY
PB
PB
PB
PB
PB
PB
Act
Rl
AP
CA
AP
AP
AP
NR
AP
AP
AP
AP
PA
LA COSTA GLEN: 3 "SAIL" TYPE
PATIO STRUCTURES
C^mmente
AM PLEASE/ COF
Friday, April 03, 2015 Page 1 of 1
A-1 INSPECTION SERVICE
P.O. BOX 6084
OCEANSIDE, CA 92052
t058
REGISTERED INSPECTOR'S
REPORT OF:
^gffieiNFORCED CONCRETE
• PRE-STRESSED CONCRETE
• REINFORCED MASONRY
• STRUCT STEEL ASSEMBLY • OTHER .
• HIGH-STRENGTH BOLTING
• RE-BAR WLDINQ • SHOP • FIELD
JOB ADDRESS , BUILDING PERMfr NUMBER PLAN RLE NUMBER
OWNER OR PROJECT NAME i , ARCHITECT
ENGINEER I DESCRIBE MATERIAL (MIX DESIGN, R-BAR GRADE & MANUFACTURER, <WEL0-ROD, ETC.) ENGINEER ^
^ i ) 1 GENERAL CONTRACTOR
CONTRACTOR DOING REPORTED WORK
INSP'N.
DATE
LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS. REMARKS, ETC.
INCLUDES INFORMATION ABOUT AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED NUMBER TYPE & IDENTIFICATION NUMBER'S OF TEST
SAMPLES TAKEN, STRUCT CONNECTIONSrWELDS MADE, H T BOLTS TORQUED, CHECKED. ETC.
I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK, UNLESS OTHERWISE NOTED, AND TO THE BEST OF
MY ABILITY, I HAVE FOU^D THIS WC^RK TO COMPLY WITH THE APPROVED PLANS, SPECIFICATIPNS, & APPLICABLE BUILDING LAWS.
' fTEQISTER NUMBER , , r»
C.-^y SO^ I"V
DATE OF REPORT
A-1 INSPECTION SERVICE
P.O. BOX 6084
OCEANSIDE, CA 92052
10T8
REGISTERED INSPECTOR'S
REPORT OF:
• REINFORCED CONCRETE
• PRE-STRESSED CONCRETE
jaililNFORCED MASONRY
• STRUCT STEEL ASSEMBLY • OTHER ,
• HIGH-STRENGTH BOLTING .
• RE-BAR WLDING OSHOP • FIELD
JOB ADDRESS ^ . ,
OWNER OR PROJECT NAME , ;
BUILDING PERMfT NUMBER PLAN FILE NUMBER
^•rX(^ ^l/t^r tt^ f
AHCHrrECT
DESCRIBE MATERIAL (MIX DESIGN, R-BAR GRADE & MANUFACTURER, WELD-ROD, ETC.) ENGINEER j
GENERAL CONTRACTOR
•-^
CONTRACTOR DOING REPORTED WORK
INSP'N.
DATE
LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC.
INCLUDES INFORMATION ABOUT AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED NUMBER TYPE & IDENTIFICATION NUMBER'S OF TEST
SAMPLES TAKEN, STRUCT CONNECTIONS, WELDS MADE, H T BOLTS TORQUED, CHECKED, ETC.
i=L
I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK, UNLESS OTHERWISE NOTED. AND TO THE BEST OF
MY ABILITY, I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS, SPECIFICATIONS, & APPLICABLE BUILDING UWS.
SIGNATURE OR REGISTERED INSPECTOI
DATE OF REPORT
A-1 INSPECTION SERVICE
P.O. BOX 6084
OCEANSIDE, CA 92052
1069
REGISTERED INSPECTOR'S
REPORT OF:
^,01^E!NF( EINFORCED CONCRETE
• PRE-STRESSED CONCRETE
• REINFORCED MASONRY
• STRUCT STEEL ASSEMBLY • OTHER
• HIGH-STRENGTH BOLTING
• RE-BAR WLDING • SHOP • FIELD
JOB ADDRESS /- I I BUILDING PERMIT NUMBER PLAN FILE NUMBER
OWNER OR PROJECT NAME , ARCHTTEC-
DESCRIBE MATERIAL (MIX DESIGN, R-BAR GRADE ft MANUFACTURER, WELD-ROD, ETC.) ENGINEER
it GENERAL CONTRACTOR
CONTRACTOR DOING REPORTED WORK i
INSP'N.
DATE
LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC.
INCLUDES INFORMATION ABOUT AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED NUMBER TYPE & IDENTIFICATK>N NUMBER'S OF TEST
SAMPLES TAKEN, STRUCT CONNECTIONS, WELDS MADE, H T BOLTS TORQUED, CHECKED, ETC.
,'/-/£-//
I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK, UNLESS OTHERWISE NOTED, AND TO THE BEST OF
MY ABILITY, I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS, S^ECtgRjATIONS. & APPLICABLE BUILDING LAWS.
SIGNATURE OR REGISTERED INSPECTI
DATE OF REPORT
EREDINSPECTQR^^
•7 REGISTER NUMBER
A-1 INSPECTION SERVICE
P.O. BOX 6084
OCEANSIDE, CA 92052
10T1
REGISTERED INSPECTOR'S
REPORT OF:
• REINFORCED CONCRETE
• PRE-STRESSED CONCRETE
-er^lNFORCED MASONRY
• STRUCT STEEL ASSEMBLY • OTHER
• HIGH-STRENGTH BOLTING
• RE-BAR WLDING QSHOP • FIELD
JOB ADDRESS BUILDING PERMIT NUMBER PLAN FILE NUMBER
OWN^ 0^ PROJECT NAME WNER OR PR0JEC1 ARCHfTECT'
DESCRIBE MATERIAL (MIX DESIGN, R-BAR GRADE & MANUFACTURER, WELO-ROO, ETC.) ENGINEER
-^'H t'^e ii-/
»R J , GENERAL CONTRACTOR ^ .
CONTRACTOR DOING REPORTED WORK
INSP'N.
DATE
LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS. PROGRESS. REMARKS, ETC.
INCLUDES INFORMArK)N ABOUT AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED NUMBER TYPE & IDENTIFK:ATI0N NUMBER'S OF TEST
SAMPLES TAKEN, STRUCT CONNECTIONS, WELDS MADE, H T BOLTS TORQUED, CHECKED, ETC.
i'r/,J/ /'^ /-f.&itfr A if-'
I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS (
MY ABILITY, I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS, SPECU
ISE NOTED, AND TO THE BEST OF
, & APPLICABLE BUILDING LAWS.
SIGNATURE OR REGISTERED INSP|^T<^^ ^3
DATE OF REPORT / REGISTER NUMBER
f
A-1 INSPECTION SERVICE
P.O. BOX 6084
OCEANSIDE, CA 92052
1074
REGISTERED INSPECTOR'S
REPORT OF:
^^EINFORCED CONCRETE
• PRE-STRESSED CONCRETE
/JREINFORCED MASONRY
• STRUCT STEEL ASSEMBLY • OTHER .
• HIGH-STRENGTH BOLTING
• RE-BAR WLDING • SHOP • FIELD
JOB ADDRESS
l%0 S.lMfJr"^/ (\((L 'f iLJ ( 4
BUILDING PERMIT NUMBER PLAN FILE NUMBER
OWNER OR PROJECT NAME ARCHITECT
DESCRIBE ^^ATERIAL MIX DESIGN. R-BAR GRADE & MANUFACTURER, WELD-ROD, ETC.) ENGINEER |
GENERAL CONTRACTOR ^ .
lA *»n i.C'*:^\l^.i.- ' ^-7 C^nci cliy^^ if,?!,, V },n i^Ct. I\r..
CONTRACTOR DOING REPORTED WORK
7- A?*,^. /'j^'vi:;. )f^-C'h'
INSP'N.
DATE
LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC.
INCLUDES INFORMATION ABOUT AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED NUMBER TYPE & IDENTIFK5ATI0N NUMBER'S OF TEST
SAMPLES T^KEN. STRUCT CONNECTIONS, WELDS MADE, H T BOLTS TORQUED, CHECKED, ETC.
\u«4i.::%.
i4 v^'f^^ ^ znmr
I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK, UNLESS OTHERWISE NOTED, AND TO THE BEST OF
MY ABILITY, I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS, SPECIFICATIONS, & APPLICABLE BUILDING LAWS.
IGNATURE OR REGISTEREOINSPBrrO]
DATE OF REPORT
^^'•BAO INSPBCTION RECORD
^^^frtff ^'"'*^''_gcc?l?0 WITH APPROVED
r g'/NSf^^^^me HEPT ON THE JOB
f FLAf^^ mSiMQ-^m f^o^ wE^T wor^K DAY INSPECTION
0CAl^^ ^^OIWG INSPECTION CALL: 760-602-2725
0fOffBt/t^ ^^vif.Carisbarfca.gov/Building AND CLICK ON
na GO T*J' \:; •
CfATE:
CB 142118 1950 S\LMtRit|^|
RECORD COPY
HG INSPECT
/tf O / YES Required Prior to Requesting Buifding Final If Checked YES
Planning/Landscape 760-944-8463 Allow 48 hours
Date \ Inspector
1 ^ 1 CM&I (Engineering Inspections} 760-438-3891 Call before 2 pm \
Fire Prevention 760-602-4660 Allow 48 hours r
/ / / 11
Type of Inspection
#ff mimnATmN
1 Date Inspector |
1 / f 1
Type of Inspection
H'iH n CI cr»TOir» iiMi\rr»r>r»rkiiMrk n urrn
EsGil Corporation
Iti (Partnership witti government for (BuiUing Safety
DATE: 10/6/2014 • APPLICANT
• JURIS.
JURISDICTION: City of Carlsbad • PLAN REVIEWER
• FILE
PLAN CHECK NO.: 14-2118 SET: II
PROJECT ADDRESS: 1950 Silverleaf Circle
PROJECT NAME: Lakeside Common Patio Structure
I I The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's codes.
XI The plans transmitted herewith will substantially comply with the jurisdiction's building codes
when minor deficiencies identified below are resolved and checked by building department staff.
I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
I I The check list transmitted herewith is for your information. The plans are being held at Esgil
Corporation until corrected plans are submitted for recheck.
I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
I I The applicant's copy of the check list has been sent to:
IXI EsGil Corporation staff did not advise the applicant that the plan check has been completed.
I I EsGil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted: Telephone #:
Date contacted: (by: ) Email: Fax #:
Mall Telephone Fax In Person
XI REMARKS: O/sFhe inked note on sheet A1-01 shall be made on City II set. (at building
department) 2. The gas line sizing is not part of this permitik^ity to field verify that the path of
travel from the handicapped parking space to the patio ana the bathrooms serving the patio
comply with all the current disabled access requirements.
By: David Yao Enclosures:
EsGil Corporation
• GA • EJ • MB • PC 9/29
9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576
EsGil Corporation
In (Partnership witH government for (BuiCding Safety
DATE: 9/2/2014 u J^ucmi
^^JURIS.
JURISDICTION: City of Carlsbad ^ • PLAN REVIEWER
• FILE
PLAN CHECK NO.: 14-2118 SET: I
PROJECT ADDRESS: 1950 Silverleaf Circle
PROJECT NAME: Lakeside Common Patio Structure
I I The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's codes.
I I 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.
I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
XI The check list transmitted herewith is for your information. The plans are being held at Esgil
Corporation until corrected plans are submitted for recheck.
I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
AI The applicant's copy of the check list has been sent to:
Kavin Ward
I I EsGil Corporation staff did not advise the applicant that the plan check has been completed.
1X1 EsGil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted: Kavin Ward Telephone #: 760-704-1011
Date contacted: ^'^3 ^'^^ '^J ^ Email: wardk(glacostaglen.com Fax #:
.^all^ Telephone Fax In Person
• REMARKS:
By: David Yao Enclosures:
EsGil Corporation
• GA • EJ • MB • PC 8/25
9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858)560-1468 • Fax (858) 560-1576
City of Carlsbad 14-2118
9/2/2014
PLAN REVIEW CORRECTION LIST
COMMERCIAL
PLAN CHECK NO.: 14-2118 JURISDICTION: City of Carlsbad
OCCUPANCY: A3 USE: patio structure-outdoor dining?
TYPE OF CONSTRUCTION: VB? ACTUAL AREA: 2304 sf
ALLOWABLE FLOOR AREA: STORIES: 1
HEIGHT:
SPRINKLERS?: ? OCCUPANT LOAD:
REMARKS:
DATE PLANS RECEIVED BY
JURISDICTION:
DATE PLANS RECEIVED BY
ESGIL CORPORATION: 8/25
DATE INITIAL PLAN REVIEW
COMPLETED: 9/2/2014
PLAN REVIEWER: David Yao
FOREWORD (PLEASE READ):
This plan review is limited to the technical requirements contained in the California version of
the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National
Electrical Code and state laws regulating energy conservation, noise attenuation and access for
the disabled. 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, Fire Department or other departments. Clearance from
those departments may be required prior to the issuance of a building permit.
Code sections cited are based on the 2013 CBC, which adopts the 2012 IBC.
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. Per Sec. 105.4 of
the 2012 International Building Code, the approval of the plans does not permit the violation of
any state, county or city law.
To speed up the recheck process, please note on this list (or a copy) where each
correction item has been addressed, i.e.. plan sheet number, specification section, etc.
Be sure to enclose the marked up list when you submit the revised plans.
City of Carlsbad 14-2118
9/2/2014
Please make all corrections, as requested in the correction list. Submit FOUR new
complete sets of plans for commercial/industrial projects (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 Corporation and the Carlsbad
Planning, Engineering and Fire Departments.
2. Bring one corrected set of plans and calculations/reports to EsGil Corporation,
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 Corporation only will not be
reviewed by the City Planning, Engineering and Fire Departments until review by
EsGil Corporation is complete.
1. All sheets of the plans and the first sheet of the calculations are required to be
signed by the licensed architect or engineer responsible for the plan preparation.
California State Law.
2. Provide a Building Code Data Legend on the Title Sheet. Include the following
code information for each building proposed:
• Occupancy Classification(s) M
• Type of Construction The patio structure shall be tvpe I too. Onlv one tvpe
of construction for one building. The patio structure is part of common
building.
• Sprinklers: Yes or No
3. Provide area analysis to show the new floor area plus the existing still within the
allowable floor area, (unlimited?)
4. If using the "nonseparated" approach for mixed occupancies, then Section
508.3.1 requires that the most restrictive provisions of Chapter 9 shall apply to
the total nonseparated occupancy area.
5. Provide a statement on the Title Sheet of the plans, stating that this project shall
comply with the 2013 California Building Code, which adopts the 2012 IBC, 2012
UMC, 2012 UPC and the 2011 NEC.
6. Provide a statement on the site plan stating: "All property lines, easements and
buildings, both existing and proposed, are shown on this site plan."
7. Show dimensioned parking layout, including any required disabled access
spaces. Section 107.2.
City of Carlsbad 14-2118
9/2/2014
8. The plans shall demonstrate compliance with the unique requirements for each
Type of Construction. See Sections 601, 602 and 603. The following specific
area(s) should be addressed:
a) The columns and beams shall be Ihr. Provide construction detail of the
Ihr column and beam with CBC item # or UL# or other approval to justify
iL
9. A fire barrier is not required for an accessory use not occupying more than 10
percent of the area of any floor of a building, nor more than the tabular values for
either height or area for such use (without height/area increases). Sections
508.2.1 and 508.2.3. Does this new floor area less than 10% of the floor area?
10. Note on the plan the fabric for the patio shall be state fire marshal approved
fabric.
11. Recycling. Note on the plans that a minimum of 50% of construction waste is to
be recycled. CGC 5.408.1. Documentation shall be provided to the enforcing
agency which demonstrates compliance. CGC Section 5.408.1.4.
12. Pollutant control. Note on the plans that VOC's must comply with the
limitations listed in Section 5.504.4 and Tables 4.504.1, 5.504.4.1 5.504.4.2,
5.504.4.3 and 5.504.4.5 for: Adhesives, Sealants, Paints and Coatings, Carpet
and Composition Wood Products. CGC 5.504.4.
13. Note on the plans that prior to final inspection the licensed contractor, architect
or engineer in responsible charge of the overall construction must provide to the
building department official written verification that all applicable provisions
from the Green Building Standards Code have been implemented as part of the
construction. CGC 102.3.
14. No structural calculation provided. Provide vertical load & lateral load
calculations for framing members and footings. Section 107.2.
15. Provide gas line plans and calculations, showing pipe lengths and gas demands.
16. Provide notes and details on the plans to show compliance with the enclosed
"Disabled Access" Review List.
17. To speed up the review process, please note on this list (or a copy) where each
correction item has been addressed, i.e., plan sheet, note or detail number,
calculation page, etc.
18. Please indicate here if any changes have been made to the plans that are not a
result of corrections from this list. If there are other changes, please briefly
describe them and where they are located in the plans.
Have changes been made to the plans not resulting from this correction
list? Please indicate: • Yes • No
City of Carlsbad 14-2118
9/2/2014
19. The jurisdiction has contracted with Esgil Corporation 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 David Yao at Esgil
Corporation. Thank you.
DISABLED ACCESS REVIEW LIST
DEPARTMENT OF STATE ARCHITECT
TITLE 24
The following disabled access items are taken from the 2013 edition of California Building
Code, Title 24. Per Section 1.9.1, all publicly and privately funded public accommodations
and commercial facilities shall be accessible to persons with disabilities.
• REMODELS, ADDITIONS AND REPAIRS
1. When alterations, structural repairs or additions are made to an existing building,
that building, or portion of the building affected, is required to comply with all of the
following requirements, per Section 11 B-202.4:
• The area of specific alteration, repair or addition must comply as "new"
construction.
• A primary entrance to the building and the primary path of travel to the
altered area, must be shown to comply with all accessibility features.
• The path of travel shall include the existing parking.
• Existing toilet and bathing facilities that serve the remodeled area must be
shown to comply with all accessibility features.
. COUNTERS AND TABLES
2. The tops of tables and counters shall be 34" maximum above the floor. Section
11B-904. Where a single counter contains more than one transaction station,
such as a bank counter with multiple teller window or a retail sales counter with
multiple cash register stations, at least one of each type of station shall be located
at a section of counter that is at least 36" long and no more than 28" to 34" high.
Section 11 B-904.
3. Sales and service counters shall have a portion of the counter which is at least 36"
in length with a maximum height of 34 inches. Section 11 B-904.4.1.
City of Carlsbad 14-2118
9/2/2014
GROUP A OCCUPANCIES
4. Provide plans to clearly show that accessible seating is provided and noted as
follows, per Section 11B-221.2:
a) Seating shall be provided in a variety of locations such that a choice of
admission prices and sightlines is available.
b) Show a minimum of accessible seats as follows;
i) >4 but <26 total seats = >1.
ii) >27 but <50 total seats = 2.
iii) >51 but <150 total seats = 4.
5. Show that dining, banquet and bar facilities are accessible, as follows:
a) An accessible route shall be provided to all functional areas, including
raised/sunken areas. Section 11B-206.2.5. See possible exception.
b) Where a counter has a height >34" high, a portion of the main counter (a
minimum of 60" long) shall be provided with a height of 34" maximum.
Section 11B-226.3.
c) Accessible seating is integrated with the general seating to allow a
reasonable selection of seating area and to avoid having one area
specifically highlighted.
END OF DOCUMENT
City of Carlsbad 14-2118
9/2/2014
^DO NOT PAY- THIS IS NOT AN INVOICE]
VALUATION AND PLAN CHECK FEE
JURISDICTION: City of Carlsbad PLAN CHECK NO.: 14-2118
PREPARED BY: David Yao DATE: 9/2/2014
BUILDING ADDRESS: 1950 Silverleaf Circle
BUILDING OCCUPANCY: U
BUILDING
PORTION
AREA
( Sq. Ft.)
Valuation
Multiplier
Reg.
Mod.
VALUE ($)
patio per city 35,000
Air Conditioning
Fire Sprinklers
TOTAL VALUE 35,000
Jurisdiction Code cb By Ordinance
BIdg. Permit Fee by Ordinance •J
Plan Check Fee by Ordinance
Type of Review: Q Complete Review
$344.57
$223.97
• Structural Only
Repetitive Fee
^3 Repeats
• Other
j—j Hourly
EsGil Fee
Hr. @
$192.96
Comments: Total Esgil fee=192.96+43(calgreen)=22iJi-
Sheet 1 of 1
macvalue.doc +
^ CITY OF
CARLSBAD
PLANNING DIVISION
BUILDING PLAN CHECK
APPROVAL
P-29
Development Services
Planning Division
1635 Faraday Avenue
(760) 602-4610
ww/w.carlsbadca.sov
DATE: 8-25-14 PROJECT NAME: PROJECT ID:
PLAN CHECK NO: CB 14-2118 SET#: 1 ADDRESS: 1950 Silverleaf Cr APN:
^ This plan check review is complete and has been APPROVED by the
Division.
By: Chris Sexton
A Final Inspection by the Planning Division is required • Yes ^ No
You may also have corrections from one or more of the divisions listed below. Approval
from these divisions may be required prior to the issuance of a building permit.
Resubmitted plans should include corrections from all divisions.
• This plan check review is NOT COMPLETE. Items missing or incorrect are listed on
the attached checklist. Please resubmit amended plans as required.
Plan Check APPROVAL has been sent to:
For questions or clarifications on the attached checklist please contact the following reviewer as marked:
PLANNING
760-602-4610
ENGINEERING
760-602-2750
FIRE PREVENTION
760-602-4665
X Chris Sexton
760-602-4624
Chrls.Sexton@carlsbadca.gov
1 1 Kathleen Lawrence
760-602-2741
Kathleen.Lawrence@carlsbadca.gov
Greg Ryan
760-602-4663
Gregorv.Rvan@carlsbadca.gov
1 1 Gina Ruiz
760-602-4675
Gina.Ruiz@carlsbadca.gov
Linda Ontiveros
760-602-2773
Llnda.Ontlveros@carlsbadca.gov
Q Cindy Wong
760-602-4662
Cvnthia.Wong@carlsbadca.gov
• • I I Dominic Fieri
760-602-4664
Dominlc.Fleri@carlsbadca.gov
Remarks:
PLAN CHECK
BUILDING DEPT..
Comr@0|^jlconomic
^ CITY OF REVIEW Development Department
1635 Faraday Avenue
TRANSMITTAL Carlsbad CA 92008
www.carlsbadca.gov
DATE: 10.06.2014 PROJECT NAME: LA COSTA GLEN: Commons Patio
PLAN CHECK NO: 2 SET#: 1 ADDRESS: 1950 SILVERLEAF CiR
PROJECT ID: CB142118
APN:
•
This plan check review is complete and has been APPROVED by the FIRE Division.
By: G. RYAN
A Final Inspection by the FIRE Division is required ^ Yes • No
This plan check review is NOT COMPLETE. Items missing or incorrect are listed on
the attached checklist. Please resubmit amended plans as required.
Plan Check Comments have been sent to: K. Ward
you may a/so have corrections from one or more of the divisions listed below. Approval
from these divisions may be required prior to the issuance of a building permit.
Resubmitted plans should include corrections from all divisions.
For questions or clarifications on the attached checklist please contact the following reviewer as marked:
PLANNING
760-602^610
ENGINEERING
760-602-2750
FIRE PREVENTION
760-602-4665
1 1 Chris Sexton
760-602-4624
Chris.Sexton@carlsbadca.gov
1 1 Kathleen Lawrence
760-602-2741
Kathleen.Lawrence@carlsbadca.gov
X Greg Ryan
760-602-4663
Gregorv.Rvan@carlsbadca.gov
1 1 Gina Ruiz
760-602-4675
Gina.Ruiz@carlsbadca.gov
1 1 Linda Ontiveros
760-602-2773
Linda.Ontiveros@carlsbadca.gov
1 1 Cindy Wong
760-602-4662
Cvnthia.Wong@carlsbadca.gov
• • 1 1 Dominic Fieri
760-602-4664
Domlnlc.Fieri@carlsbadca.gov
Remarks: See Attached
PLAN CHECK
PUiltDiNG DEPT.
Cor^fQf^& Economic
^ CITY OF REVIEW Development Department
1635 Faraday Avenue
CARLSBAD TRANSMITTAL Carlsbad CA 92008
www.ca risbadca .gov
DATE: 09.12.2014 PROJECT NAME: LA COSTA GLEN - LAKESIDE PROJECT ID: CB142118
PLAN CHECK NO: 1 SET#: 1 ADDRESS: 6ib£0 PASCO PEL HOmz APN:
• This plan check review is complete and has been APPROVED by the FIRE Division.
By: G. RYAN
A Final Inspection by the FIRE Division is required Yes DNo
XI This plan check review is NOT COMPLETE. Items missing or incorrect are listed on
the attached checklist. Please resubmit amended plans as required.
Plan Check Comments have been sent to:
Vou may also have corrections from one or more of the divisions listed below. Approval
from these divisions may be required prior to the issuance of a building permit.
Resubmitted plans should Include corrections from all divisions.
For questions or clarifications on the attached checklist please contact the following reviewer as marked:
PLANNING
760^02-4610
ENGINEERING
760-602-2750
FIRE PREVENTION
760-602-4665
1 1 Chris Sexton
760-602-4624
Chris.Sexton@carlsbadca.gov
1 1 Kathleen Lawrence
760-602-2741
Kathleen.Lawrence@carlsbadca.gov
X Greg Ryan
760-602-4663
Gregorv.Rvan@carlsbadca.gov
1 1 Gina Ruiz
760-602-4675
Gina.Ruiz@carlsbadca.gov
1 1 Linda Ontiveros
760-602-2773
Linda.Ontiveros@carlsbadca.gov
Q Cindy Wong
760-602-4662
Cvnthia.Wong@carlsbadca.gov
• • 1 1 Dominic Fieri
760-602-4664
Dominic.Fieri@carlsbadca.gov
Remarks: See Attached
Carlsbad Fire Department BUILDING DEF
Plan Review Requirements Category: Tl, COMM
Date of Report: 10-06-2014 Reviewed by
Name:
Address:
KAVIN WARD
1950 SILVERLEAF CIR
CARLSBAD CA
92009-8428
Permit #: CB142118
Job Name:
Job Address:
LA COSTA GLEN: 3 "SAIL" TYPE
1950 SILVERLEAF CR CBAD
Please review carefully all comments attached
Conditions:
CITY OF CARLSBAD FIRE DEPARTMENT - APPROVED:
THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT.
THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN
CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS.
THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW.
Entry: 10/06/2014 By:GR Action: AP
BUILDING DEP t
Carlsbad Fire Department COPY
Plan Review Requirements Category: TI, COMM
Date of Report: 09-12-2014 Reviewed by: ^ /^^/T
Name: KAVIN WARD
Address: OFC
1950 SILVERLEAF CIR
CARLSBAD CA
92009-8428
Permit #: CB 142118
Job Name: LA COSTA GLEN: 3 "SAIL" TYPE
Job Address: 1950 SILVERLEAF CR CBAD
INCOMPLETE The item you have submitted for review is incomplete. At this time, this office cannot
adequately conduct a review to determine compliance with the applicable codes and/or standards. Please review
carefully all comments attached. Please resubmit the necessary plans and/or specifications, with changes "clouded",
to this office for review and approval.
Conditions:
Cond: CON0007681 [MET]
1. Provide accurate description of project.
2. Provide a UL listing sheet for the proposed gas fire appliances. My concern is the heat flux and the cumulative
effect on the canvass covers.
3. Provide CSFM listing sheet for the proposed canvass covers and drapes. Data sheets should also include
information on FR treatment and degradation under UV and high heat exposure.
4. Gas valve shall not be in a ground box. Provide a gas shut-off valve above grade and in the path of access for each
gas appliance or one for the entire area that is clearly marked, visible and accessible.
5. Fire Sprinklers (sidewalls) shall be extended over each building opening.
Entry: 09/12/2014 By: GR Action: AP
STRUCTURAL CALCULATIONS
(Condominium Complex)
La Costa Glen North ILU
Carlsbad, County of San DIego, CA
Gouvisjob No.: 63315
7/17/2014
Architect
KTGY Group, Inc.
949.752.1612
4400 Campus Drive
Newport Beach, CA
92660
www.gouvlsgroup.com Hayward, CA Palm Springs, CA HoXhi Minh City,J/i|tnam
Mike Houshmand, Vice President
C42283 Exp. Date 3/31/2016
The attached calculations are valid only when bearing original or
electronic signature of Mike Houshmand, Hereon.
Gouvis engineering
4400 Campus Drive
Newport Beach, CA 92660
Project Title: Lakeside Commons Awning
Engineer:
Project Descr: Awning structural support
1 of 16
Proiect ID: 63315
Wood Beam
Lie. # : KW-06000093
Description: BM#1;GLB
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
Load Combination Set: CBC 2013
Material Properties
Analysis Method: Allowable Stress Design
Load Combination CBC 2013
Wood Species : DF/DF
Wood Grade : 24F - V4
Beam Bracing : Completely Unbraced
Fb - Tension
Fb - Compr
Fc-Prll
Fc - Perp
Fv
Ft
File = C:UJs«5Vysadigh\DOCUME-1£NERCA-1\S3315-1 .EC6
BIERCAIJC, INC. 1963-2014. Build:E.14.1.28, Ver:6.14.3.31
Licensee : GOUVIS ENGINEERING
2,400.0 psi
1,850.0 psi
1,650.0 psi
650.0 psi
265.0 psi
1,100.0 psi
E: Modulus of Elasticity
Ebend- xx
Eminbend - xx
Ebend- yy
Eminbend - yy
Density
1,800.0ksi
930.0 ksi
1,600.0 ksi
830.0 ksi
32.21 Opcf
n(0,0.03) Lr(0,0.12)
D(0.05) Lr(0.1) I
D(0.03) Lr(1.2)
i ^—t
D(0.05) Lr(0.1)
6.75x18
Span = 24.50 ft
6.75x18
Span = 7.0 ft
Applied Loads
Beam self weight calculated and added to loads
Load for Span Number 1
Uniform Load : D = 0.0050, Lr = 0.010 ksf Tributary Width = 10.0 ft
Varying Uniform Load: D(S,E) = 0.0->0.0050 ksf Extent = 0.0 -» 24.50 ft, Trib Width
Load for Span Number 2
Uniform Load: D = 0.0050, Lr = 0.010 ksf Tributary Width = 10.0 fl
Uniform Load : D = 0.0050, Lr = 0.20 ksf Tributary Width = 6.0 ft
DES/GNSUMIMRV
Service loads entered. Load Factors will be applied for calculations.
= 6.0f1
Maximum Bending Stress Ratio
Section used for this span
fb: Actual
FB : Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward L+Lr+S Deflection
Max Upward L+Lr+S Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0.667 1 Maximum Shear Stress Ratio
6.75x18 Section used for this span
1,135.01 psi fv: Actual
1,701.79 psi Fv: Allowable
+D+Lr+H Load Combination
24.500ft Location of maximum on span
Span # 1 Span # where maximum occurs
0.441 in Ratio = 380
-0.153 in Ratio = 1920
0.441 in Ratio = 380
-0.153 in Ratio = 1920
Design OK
0.361 : 1
6.75x18
95.79 psi
265.00 psi
+D+Lr+H
24.500 ft
Span # 1
Maximum Forces & Stresses for Load Combinations
Load Combination
Segment Length
+D41
Length = 24.50 ft
Length = 7.0 ft
+D+L+H
Length = 24.50 ft
Max Stress Ratios Moment Values
Span#
1
2
Shear Values
M V Cd ^ F/V Ci Cr Cm Ct CL M ft) F'b V fv FV
1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
0.084 0.054 1.00 0.920 1.00 1.00 1.00 1.00 0.99 5.64 185.52 2207.73 1.15 14.22 265.00
0.047 0.054 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.63 86.45 1844.65 0.59 14.22 265.00
1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
0.084 0.054 1.00 0.920 1.00 1.00 1.00 1.00 0.99 5.64 185.52 2207.73 1.15 14.22 265.00
Gouvis engineering
4400 Campus Drive
Newport Beach, CA 92660
Project Title: Lakeside Commons Awning
Engineer:
Project Descr: Awning structural support
2 of 16
Project ID: 63315
Wood Beam
Lie. # : KW-06000093
Description: BM#1: GLB
Printad- 16 JUL 2014 B .'iOPM
Flie = C:\Users\ysa(»ghVDOCUME-1\ENERCA-1\S3315^1.EC6
GNERCALC, MC. 1983^4, Byad;6.14.1.% V«r6.14.3.31
Licensee : GOUVIS ENGINEERING
Load Combination Max Stress Ratios Moment Values
CWiei«n MwMiiinrQ^^ Loads
Shear Values
Segment Length Span# M V Cd C F/V Ci Cr C m Ct CL M fb F'b V fv FV
Length = 7.0 ft 2 0,047 0,054 1.00 1,000 1.00 1,00 1,00 1.00 1,00 2.63 86,45 1844.65 0.59 14.22 265,00
+D+Lr+H 1,000 1.00 1,00 1,00 1.00 1.00 0,00 0.00 0,00 0,00
Length = 24.50 ft 1 0,667 0,361 1.00 0,920 1.00 1,00 1,00 1.00 0.99 34,48 1,135,01 1701,79 7.76 95,79 265,00
Length = 7.0 ft 2 0,615 0,361 1,00 1,000 1.00 1,00 1,00 1,00 1.00 34.48 1,135,01 1844,65 7.76 95,79 265,00
+D+S+H 1,000 1.00 1,00 1,00 1,00 1.00 0.00 0.00 0,00 0,00
Length = 24,50 ft 1 0,084 0,054 1,00 0,920 1,00 1,00 1,00 1,00 0.99 5,64 185,52 2207,73 1,15 1422 265,00
Length = 7.0 ft 2 0,047 0,054 1,00 1,000 1,00 1.00 1,00 1,00 1,00 2,63 86.45 1844,65 0,59 1422 265,00
+D-tO 750Lr-tO750L+H 1,000 1,00 1,00 1.00 1,00 1,00 0.00 0,00 0.00 0,00
Length = 24.50 ft 1 0,513 0,278 1,00 0,920 1,00 1.00 1,00 1,00 0.99 26.51 872,87 1701,79 5,97 73.67 265,00
Length = 70 ft 2 0,473 0,278 1,00 1.000 1,00 1.00 1.00 1,00 1,00 26,51 872,87 1844,65 5,97 73,67 265.00
+D-»O.750L+O.750S+H 1,000 1,00 1,00 1.00 1,00 1,00 0,00 0,00 0.00 0,00
Length = 24.50 ft 1 0,084 0.054 1,00 0,920 1,00 1.00 1,00 1,00 0,99 5.64 185,52 2207.73 1,15 14.22 265,00
Length = 7.0 ft 2 0,047 0.054 1,00 1,000 1,00 1,00 1.00 1,00 1,00 2.63 86,45 1844.65 0,59 14.22 265.00
+D+0.60W+fl 1,000 1,00 1,00 1,00 1.00 1,00 0.00 0.00 0,00 0.00
Length = 24.50 ft 1 0.084 0,054 1,00 0.920 1,00 1,00 1.00 1.00 0,99 5.64 185,52 2207 73 1,15 1422 265.00
Length = 7.0 ft 2 0,047 0,054 1.00 1,000 1,00 1,00 1,00 1.00 1,00 2.63 86,45 1844,65 0,59 1422 265,00
+D-K).70E+H 1,000 1,00 1,00 1,00 1.00 1,00 0.00 0,00 0.00 0,00
Length = 24,50 ft 1 0,084 0.054 1.00 0,920 1,00 1,00 1,00 1.00 0.99 5.64 185,52 2207,73 1,15 1422 265.00
Length = 7,0 ft 2 0,047 0,054 1.00 1.000 1,00 1,00 1,00 1,00 1,00 2,63 86,45 1844,65 0,59 14,22 265,00
+D-K),750Lr+O,750L-tO.450W+H 1,000 1,00 1,00 1,00 1.00 1.00 0,00 0,00 0,00 0,00
Length = 24,50 ft 1 0,513 0,278 1.00 0,920 1,00 1,00 1,00 1.00 0.99 26,51 872,87 1701,79 5,97 73.67 265,00
Length = 7,0 ft 2 0,473 0,278 1,00 1,000 1.00 1,00 1,00 1.00 1.00 26.51 872,87 1844.65 5,97 73.67 265.00
+D-H),750L-K),750S+O.450W-4H 1,000 1.00 1,00 1,00 1.00 1.00 0.00 0,00 0,00 0.00
Length = 24,50 ft 1 0,084 0,054 1,00 0,920 1.00 1.00 1,00 1,00 0.99 5,64 185,52 2207,73 1,15 14.22 265.00
Length = 7,0 ft 2 0.047 0,054 1,00 1,000 1.00 1.00 1,00 1.00 1.00 2,63 86.45 1844.65 0,59 14.22 265.00
+D-K).750L+O,750S+O,5250E+H 1,000 1.00 1,00 1,00 1.00 1.00 0,00 0,00 0,00 0.00
Length = 24,50 ft 1 0.084 0,054 1,00 0,920 1,00 1.00 1,00 1,00 0,99 5,64 185.52 2207,73 1,15 14.22 265.00
Length = 7,0 ft 2 0.047 0,054 1,00 1,000 1,00 1.00 1.00 1,00 1,00 2,63 86,45 1844,65 0.59 14.22 265,00
•tO.60D+O,60W+O.60H 1,000 1,00 1.00 1,00 1,00 1,00 0.00 0.00 0,00 0,00
Length = 24.50 ft 1 0.050 0,032 1,00 0,920 1.00 1.00 1.00 1,00 0,99 3,38 111.31 2207,73 0.69 8,53 265.00
Length = 7,0 ft 2 0,028 0.032 1,00 1,000 1.00 1.00 1.00 1,00 1,00 1,58 51,87 1844,65 0.35 8,53 265.00
+O.60D-K).70E-tO,60H 1,000 1.00 1.00 1.00 1,00 1,00 0.00 0.00 0,00 0,00
Length = 24.50 ft 1 0.050 0,032 1,00 0,920 1.00 1.00 1.00 1.00 0,99 3,38 111,31 2207,73 0.69 8,53 265.00
Length = 7.0 ft 2 0.028 0,032 1,00 1,000 1.00 1.00 1.00 1.00 1,00 1,58 51,87 1844.65 0.35 8,53 265.00
Load Combination Span Max."-" Defl Location in Span Load Combination Max."+" Defl Location in Span
DOnly" 1 070866 8^075 LrOnly -0.1530 16.698
Lr Only 2 0.4407 7,000 0.0000 16.698
Support notation : Far left is #1 Values in KIPS
Load Combination Support 1 Support 2 Support 3
OverairMAXimum 1.376 14:653
Overall MINimum 0.415 2,048
DOnly 0.961 2,048
Lr Only 0,415 12,605
D+Lr 1,376 14.653
Gouvis engineering
4400 Campus Drive
Newport Beach, CA 92660
Project Title:
Engineer:
Project Descr:
Lakeside Commons Awning
Awning structural support
3 of 16
Project ID: 63315
ASCE Seismic Base Shear
Lie. # : KW-06000093
Pnmed: 26 APR 2
File = C \Usera\ysadigh\DOCUME-1\ENERCA-1\63315-M.EC6 •
ENERCALJC. INC. 1963-2014, BuiU 6141.26, rtf:6.14;a31 |
Licensee : GOUVIS ENGINEERING
Selesmic Parameters
R\s\i. Category of Building or Other Structure:
Seismic Importance Factor
t^Bl DEFINED Ground Mqfion
Max. Ground Motions, 5% Damping :
"I": Buildings and other structures that represent a low hazard to human life in the
event of failure.
'1
1,166 g, 0.2 sec response
0,4469 g, 1,0 sec response
Site Cla««, Site Coeff. and Design Category
Site Classification "D": Shear Wave Velocity 600 to 1,200 ft/sec
Site Coefficients Fa&Fv
(using straight-line interpolation from table values)
Maximum Considered Earthquake Acceleration
Fa
Fv
MS = Fa * Ss
Design Spectral Acceleration
Seismic Design Category
SwrFVSI
^ Df^ M1*^'^
1,03
1,55
1.205
0,694
0,803
0.463
D
Basic Seismic Force Resisting System .,,
Response Modification Coefficient " R" =
System Overstrength Factor " Wo" =
Deflection Amplification Factor " Cd"
WOr£' See ASCE 7-10 for all applicable footnotes.
Cantilevered column systems detailed to conform to specific classification
Ordinary steel moment frames
Building height Limits:
Category "A & B" Limit:
Category "C" Limit:
Category "D" Limit:
Category "E" Limit:
Category "F" Limit:
1.25
1.25
1.25
Limit = 35
Limit = 35
NotPermittedP-h
Not PemiittedP-h
Not PermittedP-i
Calculations per ASCE 7-10
/lSC£7-fO, Page2, T8Wel5-1
^SC£7-fO,Page5, Table 1.5-2
ASCE 7-10 11,4.1
ASCE 7-10 Table 20.3-1
ASCE 7-10 Table 11.4-1 & 11.4-2
ASCE 7-10 Eq. 11.4-1
ASCE 7-10 Eq. 11.4-2
ASCE 7-10 Eq. 11.4-3
ASCE 7-10 Eq. 11.4-4
ASCE 7-10 Table 11.6-1 &-2
ASCE 7-10 Table 12.2-1
RedundsmcyFador
Seismic Design Category of D, E, or F therefore Redundancy Factor" p" = 1,3
Laterat Force Procedure .
Equivalent Lateral Force Procedure
The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-1012.8
Determine Building Period
ASC£7-fO Section 12.3.4
ASCE 7-10 Section 12.8.2
Use ASCE 12.8-7
Structure Type for Building Period Calculation :
" Ct" value = 0.020
" x" value = 0.75
" Ta" Approximate fundemental period using Eq. 12,8-7 ;
"TL": Long-period transition period per ASCE 7-10 Maps 22-12 -> 22-16
" Cs " Response Co^ciwit
S Qg: Short Period Design Spectral Response
" R": Response Modification Factor
" I": Seismic Importance Factor
All Other Structural Systems
" hn ": Height from base to highest level = 25.0 ft
Ta = Ct*(hn"x) = 0.224 sec
8.000 sec
Building Period" Ta" Calculated from Approximate Method selected
0.803
1.25
1
From Eq. 12.8-2, Preliminary Cs
From Eq. 12.8-3 & 12.8-4, Cs need not exceed
From Eq. 12.8-5 & 12.8-6, Cs not be less than
Cs : Seismic Response Coefficient =
0.224 sec
0.643
1.655
0.035
0.6428
Gouvis engineering
4400 Campus Drive
Newport Beach, CA 92660
Project Title: Lakeside Commons Awning
Engineer.
Project Descr: Awning structural support
4 of 16
Proiect ID: 63315
ASCE Seismic Base Shear
KW-06000093
mteii- 25 APR 2014 ll WftW,
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ENERCALC. INC. 19B3-2014. Bulid:6.14.1.26, Ver:6.14.3.31 J
Licensee: GOUVIS ENGINEERING
Seismic ;Banw^l)^::: _;
Cs = 0.6428 from 12.8.1.1
Verthal DIrtiwtkw itf 8ri«i^ Forces
" k": hx exponent based on Ta = 1.00
Table of building Weights by Fioor Level..
Level* Wi: Weight
W (see Sum Wi helovt) -
Seismic Base Shear V = Cs * W =
0.00 k
0,00 K
ASCE 7-10 Section 12.8.1
ASCE 7-10 Section 12.8.3
SumWi = 0.00 k
Hi: Height (Wi*Hi)'^l< Cvx
Sum Wi * Hi = 0.00 k-ft
Fx=Cvx*V Sum Story Shear Sum Story Moment
Total Base Shear = 0,00 k
Base Moment =
Dii^ragm Fwces •• SeWeipIp C^e^ "i" to "F"
Level # Wi Fi Sum Fi Sum Wi
Wpx Weight at level of diaphragm and other structure elements attached to it.
Fi Design Lateral Force applied at the level.
Sum Fi Sum of "Lat, Force" cf current level plus all levels above
MIN Req'd Force @ Level 0.20 * Spg * I * Wpx
MAX Req'd Force @ Level 0,40 * S ps * I * Wpx
Fpx : Design Force @ Level Wpx * SUM(x->n) Fi / SUM(x->n) wi, x = Current level, n = Top Level
0,0 k-ft
ASCE 7-10 12.10.1.-
Fpx
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Celebrntim our
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JOB NO : 6-3315
CLIENT :
PLAN NO:
DATE
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comulting group, inc.
CeJeJkm^our 50th year
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JOB NO : 633/5
CLIENT :
PLAN NO:
DATE
..$45 i i- ...i \ j j ; j \ : i ; i j 1 I : I
Je-B M 'k<^ & N4- bl, il'SM^
siti-i 4^ Lek.A-ld^ (.d)L,^ ^ L|„.1.,J
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AJ\UT. 4 iji,r| /te \
m}4 j
k[2.i:)...|jt..,.i,.kr
Gouvis engineering
4400 Campus Drive
Newport Beach, CA 92660
Project Title:
Engineer:
Project Descr:
Lakeside Commons Awning
Awning structural support
Project ID:
7 of 16
63315
Steel Colinnn
Description: HSS 6x6x1/4
File = C'\U5ers\ysadigh\DOCUME-1\ENERCA''1\63315-1 EC6
ENERCALC, INC. 1963-2014, Build:6.14.1 28, Ver:6.14.3.31
Licensee : GOUVIS ENGINEERING
Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10
Load Combinations Used : CBC 2013
Steel Section Name:
Analysis Method:
Steel Stress Grade
Fy: Steel Yield
E : Elastic Bending Modulus
Load Combination:
/^ipftwi t.l«»d8
HSS6x6x1/4
Allowable Strength
46.0 ksi
29,000.0 ksi
CBC 2013
Overall Column Height 13.0 ft
Top & Bottom Fixity Top Free, Bottom Fixed
Brace condition for deflection (buckling) along columns :
X-X (width) axis:
Lu for X-X Axis buckling : K = 0.70
Y-Y (depth) axis:
Fully braced against budding along Y-Y Axis
Service loads entered. Load Factors will be applied for calculations.
Column self weight included: 246.823 lbs * Dead Load Factor
AXIAL LOADS ,,.
Axial Load at 13.0 ft, D = 0.960, LR = 0,410 k
BENDING LOADS,,.
Lat. Point Load at 13.0 ft creating Mx-x, E = 1,30 k
DESIGNSUMMARY
Bending & Shear Check Results
PASS Max, AxiakBending Stress Ratio =
Load Combination
Location of max,above base
At maximum location values are,,.
Pa: Axial
Pn / Omega: Allowable
Ma-x: Applied
Mn-x / Omega: Allowable
Ma-y: Applied
Mn-y / Omega: Allowable
0.4650 :
-^D+0.70E+H
0.0 ft
PASS Maximum Shear Stress Ratio =
Load Combination
Location of max.above base
At maximum location values are,,
Va: Applied
Vn / Omega: Allo/rable
Load Combination Results
1.207
124.667
-11.830
25.709
0.0
25.709
k
k
k-ft
k-ft
k-ft
k-ft
Maximum SERVICE Load Reactions ..
Top along X-X
Bottom along X-X
Top along Y-Y
Bottom along Y-Y
Maximum SERVICE Load Deflections.
Along Y-Y 1.973 in at
for load combination: E Only
Along X-X 0.0 in
for load combination:
at
0.0 k
0.0 k
0.0 k
1.30 k
13.0ft above base
0.0ft above base
0.02229 :
+D+0.70E+H
0.0 ft
0.910
40.826
Maximum Axial -H Bendina Stress Ratios Maximum Shear Ratios
Load Combination Stress Ratio Status Location Stress Ratio Status Location
+D-^H o.oio PASS 0.00 ft 0.000 "PASS 0^00 ft
0.010 PASS 0.00 ft 0.000 PASS 0.00 ft
•^D+Lr-^H 0.013 PASS 0.00 ft 0.000 PASS 0.00 ft
0.010 PASS 0.00 ft 0.000 PASS 0.00 ft
-HD-K).750Lr-K).750L-HH 0.012 PASS 0.00 ft 0.000 PASS 0.00 ft
-HD-f{).750L-K).750S-^H 0.010 PASS 0.00 ft 0.000 PASS 0.00 ft
-HD-K).60W-HH 0.010 PASS 0.00 ft 0.000 PASS 0.00 ft
•<-D-K).70E-t+H 0.465 PASS 0.00 ft 0.022 PASS 0.00 ft
+D-K).750Lr-K).750L-K).450W-HH 0.012 PASS 0.00 ft 0.000 PASS 0.00 ft
-HD-K).750L-K).750S-K),450W-HH 0.010 PASS 0.00 ft 0.000 PASS 0.00 ft
+D-^O.750L-^{).750S-^O.5250E-^H 0.350 PASS 0.00 ft 0.017 PASS 0.00 ft
-tO.60D-K).60W-K).60H 0.006 PASS 0.00 ft 0.000 PASS 0.00 ft
-K).60D-K).70E+0.60H 0.463 PASS 0.00 ft 0.022 PASS 0.00 ft
Gouvis engineering
4400 Campus Drive
Newport Beach, CA 92660
Project Title:
Engineer:
Project Descr:
Lakeside Commons Awning
Awning structural support
Proiect ID:
8 of 16
63315
Steel Column
Lie. # : KW-06000093
Description: HSS 6x6x1/4
iMaximiim {te^tom - Unfactored
Load Combination
DOnly
Lr Only
EOnly
D+Lr
D+E
D+Lr+£
X-X Axis Reaction
@ Base @ Top
NlaxtmuiniiM^ CombinaUom UiM^Ml ioads
Printed- 16,JUL 2014, 5:21PM
RIe = C:\Ussi5iysadlgh\IXX:UiyiE-1£NERCA~1\63315-~1.EC6
ENERCALC, INC. 1983-2014, Bulld:6.14.1.28, Vef:6.14.3.31
Licensee : GOUVIS ENGINEERING
Y-Y Axis Reaction
! Base @ Top
-1,300
-1,300
-1,300
Note: Only non-zero reactions are listed.
Axial Reaction
@ Base
k 1,2071<
k 0,410 k
k k
k 1,617 k
k 1,207 k
k 1,617 k
Load Combination Max. X-X Deflection Distance Max, Y-Y Deflection Distance
DOnly 0,0000 in 0.000 ft 0.000 in 0.000 ft
Lr Only 0,0000 in 0.000 ft 0.000 in 0.000 ft
EOnly 0,0000 in 0.000 ft 1.973 in 13,000 ft
D+Lr 0,0000 in 0.000 ft 0.000 in 0.000 ft
D+£ 0,0000 in 0,000 ft 1,973 in 13,000 ft
D+Lr-* 0.0000 in 0,000 ft 1.954 in 12,913 ft
^e^ SectmPK^M»tiM : HSS6x6x1/4
Depth 6.000 in 1 xx
Sxx -28.60 inM
9,54 in«3
J = 45,600 inM
Width 6.000 in Rxx = 2,340 in
Wall Thick 0.250 in Zx = 11,200 in«3
Area = 5.240 in"2 lyy 28.600 inM C = 15,400 in*3
Weight 18,986 pit Syy
Ryy
9.540 in^S
2.340 in
Ycg 0,000 in
M-x Loads
Loads are total entered value. Arrows do not reflect absolute direction.
Gouvis engineering
4400 Campus Drive
Newport Beach, CA 92660
Project Title:
Engineer:
Project Descr:
Lakeside Commons Aw/ning
Awning structural support
Project ID:
9 of 16
63315
Masoinfy Column
Description : Masonry Column
File = C:\Users\ysailighm:UME-1£NERCA--1\6331S-~1.EC6
e4ERCAU;, INC. 1863-2014. Bulld:&14.1.28, Var6.14.3.31
Licensee : GOUVIS ENGINEERING
Calculations per ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10
Load Combinations Used : CBC 2013
Material Properties
Fm
Fr - Rupture =
Em=fm*
Column Density =
Rebar Grade =
Fy-Yield
Fs - Allowable
E - Rebar
Load Combination
1,500.0 psi
75.0 psi
900.0
130.0 pcf
Grade 60
60000 psi
32,000.0 psi
29,000.0 ksi
CBC 2013
Column Data
Column width along X-X = 23.625 in
Column depth along Y-Y = 23.625 in
Longitudinal Bar Size = # 5.0
Bars per side at +Y & -Y = 3
Bars per side at +X & -X = 3
Cover from ties = 3.50 in
Actual Edge to Bar Center = 4.1875 in
Analysis Settings
Analysis Method
9 factor for Strength Design
End Fixity Condition
Overall Column Height
Construction Type
Tie Bar Size
Tie Bar Spacing
Strength Design
0,90
= Top Free, Bottom Fixed
13.0 ft
Solid Grouted Hollow Concrete Masonry
= # 3
8,0 in
Brace condition for deflection (buckling) along columns:
Column self weight included : 6,550.40 lbs * Dead Load Factor
AXIAL LOADS ...
Axial Load at 13.0 ft, D = 2.10, LR = 12.610 k
BENDING LOADS...
Lat. Point Load at 13.0 ft creating My-y, E = 1.70 k
DESIGN SUUMARY
X-X (width) axis : Fully braced against buckling along X-X Axis
Y-Y (depth) axis : Fully braced against buckling along Y-Y Axis
Service loads entered. Load Factors will be applied for calculations.
Bending & Shear Check Results
PASS Maximum Bending Stress Ratio
Load Combination
Location of max.above base
At maximum location values are,,
Pu
0.9 * Pn
Mu-x
0.9 * Mn-x:
PASS Reinforcing Area Check
As: Actual Reinforcement
Min: 0.0025* An
Max: 0.04* An
Dimensional Checks
Min. Width/Depth >= 8"
PASS Overall Height / Min Dim <= 30
Load Combination Results
0.141 1
+0.90D+E+0.90H
0.000 ft
7.785 k
55.414 k
-22.100 k-ft
156.775 k-ft
fAC;530-J), Sec 3.3.4.
2.480
1.395
22.326
(ACI530-11, Sec3.4.4.
(ACI530-11, Sec3.4.4
Maximum SERVICE Load Reactions ..
Top along X-X 0,000 k
Bottom along X-X 1.700 k
Maximum SERVICE Load Deflections ...
Along X-X 0,061 in
for load combination : E Only
13.000 ft above base
PASS
Compressive Strength 587,227 k (ACI 530-11. Sec 3.3.4.
Pa = 0.80 [ 0.80 fm (An - Ast) + FyAst) * [1-(h/(140*r))«21
Check Column Ties (ACi530-11. Sec2.i.6.
Min, Tie Dia. = 1/4", # 3 bar provided
Max Tie Spacing = 10.00 in. Provided = 8.00 in
Maximum Bending Stress Ratios Maximum Axial Load Maximum Moments
Load Combination Stress Ratio Status Location Actual Allow Actual Allow
+1,40D+1.60H 0.02001 PASS 0.0 ft 12.111 k 586.92 k 0.0 k-ft 147.952 k-ft
+1.20D+{).50Lr+1.60L+1.60H 0.02757 PASS 0.0 ft 16.685 k 586.92 k 0.0 k-ft 147.952 k-ft
+1,20D+1.60L+0.50S+1.60H 0.01715 PASS 0.0 ft 10.380 k 586.92 k 0.0 k-ft 147.952 k-ft
+1.20D+1.60Lr+{).50L+1.60H 0.05048 PASS 0.0 ft 30.556 k 586.92 k 0.0 k-ft 147.952 k-ft
+1.20D+1.60Lr+0.50W+1.60H 0.05048 PASS 0.0 ft 30.556 k 586.92 k 0.0 k-ft 147.952 k-ft
+1.20D+O.50L+1.60S+1.60H 0.01715 PASS 0.0 ft 10.380 k 586.92 k 0.0 k-ft 147.952 k-ft
+1,20D+1,60S+0.50W+1.60H 0.01715 PASS 0.0 ft 10.380 k 586.92 k 0.0 k-ft 147.952 k-ft
+1,20D+O.50Lr+O.50L+W+1.60H 0.02757 PASS 0.0 ft 16.685 k 586.92 k 0.0 k-ft 147.952 k-ft
+1.20D+{).50L+O,50S+W+1.60H 0.01715 PASS 0.0 ft 10.380 k 586.92 k 0.0 k-ft 147.952 k-ft
Gouvis engineering
4400 Campus Drive
Newport Beach, CA 92660
Project Title:
Engineer:
Project Descr:
Lakeside Commons Awning
Awning structural support
Project ID:
10 of 16
63315
Masonry Column
Description : Masonry Column
Load CmMmgmMmvMis
Load Combination
+1.20D+{).50L+{),70S+E+1.60H
+O.90D+W+O,90H
+O.90D+E+{),90H
Load Combination
DOnly
Lr Only
EOnly
D+Lr
D+E
D+Lr+E
Y-Y Axis Reaction
@ Base
k
k
1.700 k
k
1,700 k
1,700 k
@Top
Load Combination
D Only
Lr Only
EOnly
D+Lr
D+E
D+Lr+E
Cross Section
Max, Y-Y Deflection
0.0000 Tn
0,0000 in
0.0611 in
0,0000 in
0.0611 in
0.0605 in
Distance
0.000 ft
0,000 ft
13.000 ft
0,000 ft
13.000 ft
12,913 ft
Interaction Diagram
Printed- 16,IUL 2014 5-20PM
File -C:\Us8rs\ysadighCXX:Uh£~1\ENa%A~1\63315-1.EC6
ENERCALC, INC. 1983-2014, Build:6.141.2B, Ver6.14.3 31
Licensee : GOUVIS ENGINEERING
Maximum Bending Stress Ratios
Stress Ratio Status Location
0.1287 PASS 0.0 ft
0.01286 PASS 0.0 ft
0.1409 PASS 0.0 ft
Maximum Axial Load
Actual Allow
10.380 k 80,745 k
7,785 k 586,92 k
7.785 k 55.414 k
Maximum Moments
Actual Allow
22.10k-ft 171.718k-ft
0.0 k-ft 147.952 k-ft
22.10 k-ft 156.775 k-ft
Note: Only non-zero reactions are listed.
Axial Reaction
@ Base
8,650 k
12,610 k
k
21,260 k
8.650 k
21,260 k
Masonry Column P-M Interaction Diagram
Allowabte Moment (k-ft)
587.2
513.8
440.4
367,0
, Pa-un mate " 734.03
Pa-AI kxnAle > 58&92
. '"MlB^ aiO • DepttI
g Allowable Axial BdnioM Ftt, Mb • {214.13,2tS:S3)[
Mmaxw/Pu = 0=Ul.l8^
:
22,7 45.3
1 1 •
68,0 90,6 113,3
1 • 1
136,0 158,6 181,3 204,0 r
226,6
Gouvis engineering
4400 Campus Drive
Newport Beach, CA 92660
Project Title: Lakeside Commons Awning
Engineer:
Project Descr: Awning structural support
11 of 16
Project ID: 63315
Pole Footing Embedded in Soil
Description : Pole Footing for steel Coluimn
Calculations per IBC 2012 1807.3, CBC 2013, ASCE 7-10
Load Combinations Used : CBC 2013
Pole Footing Shape Rectangular
Footing Width 16,0 in
Calculate Min. Depth for Allowable Pressures
No Lateral Restraint at Ground Surface
Allow Passive 250,0 pcf
Max Passive 1,500,0 psf
"--'ed- 16,JUL 2014 f)-27PM
File = C:\U5e(s\ysadigh\DOCUME-1\ENERCA~1\8331&'~1.EC6
ENERCALC, INC. 1983-2014, Build:6.14.1 28, Ver:6.14.331
Licensee : GOUVIS ENGINEERING
Controlling Values
Governing Load Combination : -^•D-^Q.70E-^H
Lateral Load
Moment
NO Ground Surface Restraint
Pressures at 1/3 Depth
Actual
Allowable
0.9T0 k
11.375 k-ft
540.27 psf
541.22 psf
Footing Base Area
Maximum Soil Pressure
1.778 ft"2
0,7706 ksf
Soil Surface B No lateral restrain •
Footing irtfldm = 1 '-4"
Applied Loads
Lateral Concentrated Load
D: Dead Load
Lr: Roof Live
L: Live
S: Snow
W: Wind
E: Earthquake
H: Lateral Earth
Load distance above
ground surface
Lateral Distributed Load
k k/ft
k k/ft
k k/ft
k k/ft
k k/ft
1,30 k k/ft
k k/ft
TOP of Load above ground surface
12,50 ft ft
BOTTOM of Load above ground surface
ft
Load Combination Results
Vertical Load
0.960 k
0.410 k
k
k
k
k
k
•^D-i-H 0.000 0.000 0.13 0.0 0,0 1.000
-i-D-HL-t-H 0.000 0.000 0.13 0.0 0.0 1.000
-HD-HLr-t-H 0,000 0.000 0.13 0.0 0,0 1.000
-nD-t-S-t+l 0.000 0.000 0.13 0.0 0.0 1.000
-HD-K).750Lr-K),750L-HH 0.000 0.000 0,13 0.0 0.0 1.000
-HD-K).750L-fO.750S-t-H 0.000 0.000 0,13 0.0 0.0 1.000
-^D-tO.60W-i-H 0.000 0.000 0.13 0.0 0.0 1.000
-^D-^O.70E-^» 0.910 11.375 6.50 540.3 541.2 1.000
-HD-K).750Lr+€.750L-K).450W-t-H 0.000 0,000 0.13 0,0 0.0 1.000
Gouvis engineering
4400 Campus Drive
Newport Beach, CA 92660
Project Title: Lakeside Commons Awning
Engineer:
Project Descr: Awning structural support
12 of 16
Proiect ID: 63315
Pole Footing Embedded in Soil
Description : Pole Footing for steel ColuImn
->-D-K].750L-K),750S-t{),450W-HH
-<-D-K).750L-K},750S-K).5250E-<-H
-K),60D-K),60W-f{),60H
-K),60D-K),70E-K).60H
0,000
0,683
0,000
0.910
0,000
8.531
0,000
11,375
0.13
5.88
0.13
6.50
Printed- 16,)UL20t4. b-7im
FH»=C:\Us»«tysa«9tiUX}CUME~1\ENERCA-1\8331S^1H% •
ENERCALC, INC. 1983-2014, Build'&14.1.28. V^:6.14.3.31 I
Licensee : GOUVIS ENGINEERING
0.0
485.5
0.0
540,3
0.0
486.3
0.0
541.2
1,000
1,000
1,000
1.000
Gouvis engineering
4400 Campus Drive
Newport Beach, CA 92660
Project Title:
Engineer:
Project Descr:
Lakeside Commons Awning
Awning structural support
Project ID:
13 of 16
63315
General Footing
Lie. # : KW-06000093
Description: Footing for CMU Column
Calculations per ACI 318-11, IBC 2012,
Load Connbinations Used : CBC 2013
Getieiii InMniticm
Material Properties
f c: Concrete 28 day strength
fy: Rebar Yield
Ec: Concrete Elastic Modulus
Concrete Density
9 Values Flexure
Shear
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
CBC 2013, ASCE 7-10
2.50 ksi
60.0 ksi
2,850.0 ksi
145.0 pcf
0.90
0.750
0.00180
1.0
1.0
Yes
Yes
No
No
Width parallel to X-X Axis
Length parallel to Z-Z Axis
Footing Thicknes
Pedestal dimensions...
px: parallel to X-X Axis -
pz: parallel to Z-Z Axis Z.
Height
Rebar Centerline to Edge of Concrete,
at Bottom of footing =
Reinforcing
Bars parallel to X-X Axis
Number of Bars
Reinforcing Bar Size
Bars parallel to Z-Z Axis
Number of Bars
Reinforcing Bar Siz(
4.750 ft
4.750 ft
18.0 in
24.0 in
24.0 in
12.0 in
3.0 in
5.0
# 6
5.0
# 6
Bandwidth Distribution Check (AC115.4.4.2)
Direction Requiring Closer Separation
# Bars required within zone
# Bars required on each side of zone
Applied Loads
P: Column Load
OB: Overburden =
M-xx =
M-zz
V-x
V-z
R« = C'\UserS\ysadigmDOCUME-1£NERCA-1\e331S-'-1.EC6
ENERCALC, INC. 198^2014, Build'6141.28, Ver614.3 31
Licensee : GOUVIS ENGINEERING
n/a
n/a
n/a
8.90
Lr
12.60
Soil Design Values
Allowable Soil Bearing
Increase Bearing By Footing Weight
Soil Passive Resistance (for Sliding)
Soil/Concrete Friction Coeff.
Increases based on footing Depth
Footing base depth beiow soil surface
Allowable pressure increase per foot of deptl=
when footing base is below =
Increases based on footing plan dimension
Allowable pressure increase per foot of depi =
when maximum length or width is greater4
1.50 ksf
No
250.0 pcf
0.30
0.250 ft
ksf
ft
ksf
ft
m
II
w
20.40
k
ksf
k-ft
k-ft
k
k
Gouvis engineering
4400 Campus Drive
Newport Beach, CA 92660
Project Title: Lakeside Commons Awning
Engineer:
Project Descr: Awning structural support
14of 16
Proiect ID: 63315
General Footing
Lie. # : KW-06000093
m = C'\Users\ysadlgh\DOCUME-1\ENERCA-1«3315-'1.EC6 L
ENERCALC, INC 19B3-2014,Bujkl 614128, \fer6.14.3.31 1
Licensee : GOUVIS ENGINEERING
Description: Footing for CMU Column
DESI6NWIimm Design OK
Min. Ratio Item Applied Capacity Governing Load Combination
PASS 0,9540 Soil Bearing 1,431 ksf 1.50 ksf -HD-K).70E-HH about Z-Z axis
PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overluming
PASS 1,378 Overturning - Z-Z 14,280 k-ft 19,675 k-ft 0.6D-t{).7E
PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding
PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding
PASS n/a Uplift 0,0 k 0,0 k No Uplift
PASS 0.05904 Z Flexure (-^-X) 1.779 k-ft 30.127 k-ft -K).90D-HE-K).90H
PASS 0,05106 Z Flexure (-X) 1.538 k-ft 30,127 k-ft -^1.20D-^1.60Lr-K).50L-^1.60H
PASS 0,05106 X Flexure {+Z) 1.538 k-ft 30,127 k-ft -^1.20D-^1.60Lr-K).50L-^1,60H
PASS 0.05106 X Flexure (-Z) 1,538 k-fl 30,127 k-ft -^1.20D-^1.60Lr-K).50L-t•1.60H
PASS 0.01909 1-way Shear {+X) 1,432 psi 75,0 psi -^1.20D-^1,60Lr-K).50L-^1.60H
PASS 0.01909 1-way Shear (-X) 1,432 psi 75,0 psi -^1,20D-<-1,60Lr-^{).50L-^1.60H
PASS 0.01909 1-way Shear (-^Z) 1.432 psi 75.0 psi •<-1,20D-Hl.60Lr-K).50L-<-1.60H
PASS 0.01909 1-way Shear (-Z) 1.432 psi 75.0 psi -<-1,20D-^1.60Lr-K).50L-^1,60H
PASS 0.05337 2-way Punching 8.005 psi 150.0 psi -Hl.20D-Hl.60Lr-tO.50L-Hl.60H
DetaiiiNl iMllte
Soil Bearing
Rotation Axis & Actual Soil Bearing Stress Actual / Allowable Load Combination... Gross Allowable Xecc Zecc Bottom, -Z Top, +Z Left,-X Right, -HX Ratio
X-X, -^D-^H 1,50 n/a 0.0 0.6120 0,6120 n/a n/a 0,408 X-X, -^D-t-L-t-H 1.50 n/a 0.0 0.6120 0,6120 n/a n/a 0,408
X-X, -HD-HLr-HH 1.50 n/a 0.0 1.170 1.170 n/a n/a 0,780
X-X, -I-D-HS-I+I 1.50 n/a 0.0 0.6120 0.6120 n/a n/a 0,408 X-X, -tCl-tO.750Lr-K).750L-t-H 1.50 n/a 0.0 1.031 1.031 n/a n/a 0,687
X-X. +D-K).750L-H).750S-<-H 1.50 n/a 0.0 0.6120 0.6120 n/a n/a 0,408
X-X, -^D-^{).60W+H 1.50 n/a 0.0 0.6120 0.6120 n/a n/a 0,408 X-X, •^D-^O.70E-^H 1.50 n/a 0,0 0.6120 0.6120 n/a n/a 0,408 X-X,-HD-K),750Lr-K).750L+0.450W-HH 1.50 n/a 0,0 1.031 1.031 n/a n/a 0,687
X-X.-HD-K),750L-+{).750S-K).450W-^H 1.50 n/a 0,0 0.6120 0.6120 n/a n/a 0.408
X-X,-HD-K).750L-K).750S-K).5250E-<-H 1,50 n/a 0.0 0.6120 0,6120 n/a n/a 0,408 X-X, -tO.60D-K3.60W-K),60H 1.50 n/a 0.0 0.3672 0.3672 n/a n/a 0,245 X-X, -K).60D-tO.70E-K),60H 1.995 n/a 0.0 0.3672 0.3672 n/a n/a 0,184
Z-Z, -HD4-H 1.50 0,0 n/a n/a n/a 0.6120 0.6120 0,408
Z-Z, 1.50 0,0 n/a n/a n/a 0.6120 0.6120 0,408
Z-Z, -HD-HLr-HH 1.50 0,0 n/a n/a n/a 1.170 1.170 0,780
Z-Z. ->-D+S+H 1.50 0.0 n/a n/a n/a 0.6120 0.6120 0,408 Z-Z, +D-K).750Lr-K).750L-^H 1.50 0.0 n/a n/a n/a 1,031 1,031 0,687
Z-Z, +D-K).750L-K).750S-HH 1,50 0.0 n/a n/a n/a 0,6120 0,6120 0,408 Z-Z, +D-K).60W-t-H 1,50 0.0 n/a n/a n/a 0,6120 0.6120 0,408
Z-Z, -HD+0,70E-HH 1.50 12.411 n/a n/a n/a 0.0 1.431 0.954 Z-Z,-HD-e{).750Lr-K).750L-fO.450W-t-H 1.50 0.0 n/a n/a n/a 1.031 1.031 0,687
Z-Z,-^D-^{).750L-^O.750S-^O.450W-^H 1.50 0.0 n/a n/a n/a 0.6120 0.6120 0,408 Z-Z,-HD-K).750L4O.750S-tO.5250E-HH 1.50 9.308 n/a n/a n/a 0.02236 1.202 0.801 Z-Z, •K).60D-K).60W-K).60H 1.50 0.0 n/a n/a n/a 0.3672 0,3672 0,245
Z-Z. -f{).60D-K).70E-*O.60H 1.995 20.685 n/a n/a n/a 0.0 1.749 0,877 Overturning SUMII^ 1.749 0,877
Rotation Axis &
JjjadCombination...
X-X, D
X-X, D-HLr
X-X, 0.6D-K).7E
Z-Z, D
Z-Z, D-HLr
Z-Z. 0.6D-K).7E
Sliding Stability
Force Application Axis
Load Combination...
OvertujTiing Moment
None
None
None
None
None
14.280 k-ft
Sliding Force
Resisting Moment Stability Ratio Status
0.0 k-ft Infinity OK
0.0 k-ft Infinitv OK
0.0 k-ft Infinitv OK
0.0 k-ft Infinitv OK
0.0 k-ft Infinitv OK
19.675 k-ft 1.378 OK
All units k
Resisting Force Sliding SafetyRatio Status
Gouvis engineering
4400 Campus Drive
Newport Beach, CA 92660
Project Title: Lakeside Commons Awning
Engineer:
Project Descr: Awning structural support
l5of 16
Proiect ID: 63315
General Footing
Lie. # : KW-06000093
File = C:\Usecs\^a^\0OCUME-1\ENERCA-1«3315-~1.EC6 k
ENERCALC, INC. 1983^4, Builcl:6.14.1.%Vsr:6.14.3.31 I
Licensee: GOUVIS ENGINEERING
Description: Footing for CMU Column
Footing Has NO Sliding
Flexure Axis & Load Combination
X-X, -H1.40D-H1.60H
X-X, -H1.40D-H1.60H
X-X, -Hl.2OD-tO.50Lr-Hl,60L-Hl.60H
X-X, -Hl.20D-K).50Lr-Hl,60L-Hl.60H
X-X, -Hi .20D-H1.60L-K).50S-Hl .60H
X-X, -H1.20D-H1.60L-K),50S+1.60H
X-X. -Hl.20D-Hl.60Lr-K),50L-Hl.60H
X-X, -Hl.20D-Hl.60Lr-HO.50L-Hl.60H
X-X. -Hi .20D-H1.60Lr-K).50W-Hl .60H
X-X. -Hi .20D-H1.60Lr-+O.50W-Hl .60H
X-X, -H1.20D-K).50L-H1.60S-H1,60H
X-X, -H1.20D-K).50L-H1.60S-H1.60H
X-X, -H1.20D-H1.60S-K).50W-H1.60H
X-X, -Hl,20D-Hl.60S-t{).50W-Hl.60H
X-X, -Hl,20D-tO,50Lr-fO,50L-HW-Hl.60H
X-X, -Hl,20D-K),50Lr-K).50L-HW-Hl.60H
X-X, -Hl,20D-K).50L-t{),50S+W-Hl.60H
X-X, -H1,20D-HO,50L-K).50S-HW-H1.60H
X-X, -Hl,20D-K),50L-t{),70S-HE-Hl.60H
X-X, -H1,20D-K).50L-K).70S-HE-H1.60H
X-X, -K).90D-HW-t{),90H
X-X, -t{),90D-HW-K),90H
X-X, -K),90D-HE-K).90H
X-X. -t{),90D-HE-H{).90H
Z-Z. -H1.40D-H1.60H
Z-Z, -H1.40D-H1.60H
Z-Z. -Hl.20D-K).50Lr-Hl.60L-Hl,60H
Z-Z, -Hl.20D-tO.50Lr-Hl,60L-Hl.60H
Z-Z, -H1.20D-H1,60L-K).50S-H1.60H
Z-Z, •H1.20D-H1,60L-K),50S-H1.60H
Z-Z, -Hl.20D-Hl.60Lr-K).50L-Hl.60H
Z-Z. -Hl.20D-Hl.60Lr-t{),50L-Hl.60H
Z-Z, -Hl.20D-Hl,60Lr-H{),50W-Hl.60H
Z-Z, -Hl.20D-Hl.60Lr-tO.50W-Hl.60H
Z-Z, -H1,20D-HO.50L-H1.60S-H1.60H
Z-Z, -H1.20D-HO.50L-H1.60S-H1.60H
Z-Z, -H1.20D-H1.60S-K).50W-H1.60H
Z-Z. -H1.20D-H1.60S-K).50W-H1.60H
Z-Z, -Hl.20D-H0.50Lr-K).50L+W-Hl.60H
Z-Z, -Hl.20D-K).50Lr-K).50L-HW-Hl.60H
Z-Z, -Hl.20D-tO.50L-K).50S-HW-Hl.60H
Z-Z, -Hl,20D-tO.50L-tO.50S-HW-Hl.60H
Z-Z, -H1.20D-K).50L-K).70S-HE-H1.60H
Z-Z. •Hl.20D-tO.50L-tO.70S-HE-Hl.60H
Z-Z. -tO.90D-HW-tO.90H
Z-Z. -tO.90D-HW-tO.90H
Z-Z, -tO.90D-HE-tO,90H
Z-Z, -tO,90D-HE-tO.90H
One Way ^ar
Mu Which Tension @ As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Side? BotorTop? in''2 in"2 in«2 k-ft
0.8095 -HZ Bottom 0.3888 Min TemD % 0.4632 30,127 OK
0,8095 -z Bottom 0,3888 Min TemD % 0,4632 30,127 OK
0.9577 -HZ Bottom 0.3888 Min TemD % 0,4632 30,127 OK
0.9577 -Z Bottom 0.3888 Min TemD % 0.4632 30,127 OK
0.6939 -HZ Bottom 0.3888 Min TemD % 0.4632 30.127 OK
0.6939 -z Bottom 0.3888 Min TemD % 0.4632 30.127 OK
1.538 -HZ Bottom 0.3888 Min TemD % 0.4632 30.127 OK
1.538 -z Bottom 0.3888 Min TemD % 0.4632 30.127 OK
1.538 -HZ Bottom 0.3888 Min TemD % 0.4632 30.127 OK
1.538 -z Bottom 0.3888 Min TemD % 0.4632 30,127 OK
0.6939 -HZ Bottom 0.3888 Min TemD % 0,4632 30,127 OK
0.6939 -z Bottom 0.3888 Min TemD % 0,4632 30,127 OK
0.6939 -HZ Bottom 0.3888 Min Temo % 0,4632 30,127 OK
0.6939 -z Bottom 0.3888 Min Temp % 0,4632 30,127 OK
0.9577 -HZ Bottom 0,3888 Min TemD % 0,4632 30.127 OK
0.9577 -z Bottom 0,3888 Min TemD % 0,4632 30.127 OK
0.6939 -HZ Bottom 0.3888 Min Temp % 0,4632 30.127 OK
0.6939 -z Bottom 0.3888 Min TemD % 0.4632 30.127 OK
0.6939 -HZ Bottom 0,3888 Min TemD % 0.4632 30.127 OK
0.6939 -Z Bottom 0,3888 Min TemD % 0.4632 30.127 OK
0.5204 -HZ Bottom 0,3888 Min TemD % 0.4632 30.127 OK
0.5204 -z Bottom 0,3888 Min TemD % 0.4632 30.127 OK
0.5204 -HZ Bottom 0.3888 Min TemD % 0.4632 30.127 OK
0.5204 -Z Bottom 0.3888 Min TemD % 0.4632 30.127 OK
0.8095 -X Bottom 0.3888 Min TemD % 0.4632 30.127 OK
0,8095 -HX Bottom 0.3888 Min TemD % 0.4632 30.127 OK
0,9577 -X Bottom 0.3888 Min TemD % 0.4632 30,127 OK
0.9577 -HX Bottom 0.3888 Min TemD % 0.4632 30,127 OK
0,6939 -X Bottom 0.3888 Min TemD % 0.4632 30.127 OK
0,6939 -HX Bottom 0.3888 Min TemD % 0.4632 30,127 OK
1.538 -X Bottom 0.3888 Min Temp % 0,4632 30.127 OK
1.538 -HX Bottom 0.3888 Min Temp % 0.4632 30.127 OK
1.538 -X Bottom 0.3888 Min TemD % 0.4632 30.127 OK
1.538 -HX Bottom 0.3888 Min TemD % 0.4632 30.127 OK
0.6939 -X Bottom 0.3888 Min TemD % 0.4632 30,127 OK
0.6939 -HX Bottom 0.3888 Min TemD % 0.4632 30,127 OK
0.6939 -X Bottom 0,3888 Min TemD % 0,4632 30.127 OK
0.6939 -HX Bottom 0.3888 Min TemD % 0.4632 30.127 OK
0.9577 -X Bottom 0,3888 Min TemD % 0.4632 30.127 OK
0.9577 -HX Bottom 0,3888 Min TemD % 0.4632 30.127 OK 0.6939 -X Bottom 0.3888 Min TemD % 0,4632 30.127 OK
0,6939 -HX Bottom 0.3888 Min TemD % 0,4632 30.127 OK
0.0 -X TOD 0.3888 Min TemD % 0.4632 30.127 OK
1.664 -HX Bottom 0.3888 Min TemD % 0.4632 30.127 OK
0,5204 -X Bottom 0.3888 Min TemD % 0.4632 30.127 OK
0,5204 -HX Bottom 0.3888 Min TemD % 0.4632 30.127 OK
0,0 -X TOD 0.3888 Min TemD % 0.4632 30,127 OK
1.779 -HX Bottom 0.3888 Min TemD % 0.4632 30.127 OK
Load Combination... Vu@-X Vu( i+x Vu @ -Z Vu ( l+z Vu:Max PhiVn Vu/Phi*Vn Status
-H1.40D+1.60H 0.7536 Dsi 0.7536 Dsi 0.7536 Dsi 0.7536 Dsi 0.7536 Dsi 75 Dsi 0,01005 OK
-Hl,20D-tO.50Lr-Hl.60L-Hl.60H 0.8916 Dsi 0.8916 Dsi 0.8916 Dsi 0,8916 Dsi 0.8916 psi 75 Dsi 0,01189 OK
-Hl,20D-Hl.60L-tO.50S-Hl.60H 0,646 Dsi 0.646 Dsi 0.646 Dsi 0.646 Dsi 0.646 psi 75 Dsi 0.008613 OK
-Hl,20D+1.60Lr-tO.50L-Hl.60H 1.432 Dsi 1.432 Dsi 1.432 Dsi 1.432 psi 1.432 Dsi 75 Dsi 0,01909 OK
-Hl.20D-Hl.60Lr-tO.50W-Hl.60H 1.432 Dsi 1.432 Dsi 1.432 Dsi 1.432 Dsi 1.432 Dsi 75 Dsi 0.01909 OK
-H1.20D-HO.50L-H1.60S-H1.60H 0.646 Dsi 0.646 Dsi 0.646 Dsi 0.646 Dsi 0.646 Dsi 75 Dsi 0.008613 OK
-Hl.20D-Hl.60S-tO.50W-Hl.60H 0.646 Dsi 0.646 Dsi 0,646 Dsi 0,646 Dsi 0.646 Dsi 75 Dsi 0.008613 OK
-Hi .20D-tO.50Lr-tO.50L-HW-Hl .60H 0.8916 Dsi 0.8916 Dsi 0.8916 Dsi 0.8916 Dsi 0.8916 Dsi 75 Dsi 0.01189 OK -Hi .20D-tO.50L-tO.50S-HW-Hl .60H 0.646 Dsi 0.646 Dsi 0.646 Dsi 0.646 Dsi 0.646 Dsi 75 Dsi 0.008613 OK
-Hl.20D-tO.50L-tO.70S-HE-Hl.60H 0.6459 Dsi 0.6459 Dsi 0.646 Dsi 0.646 Dsi 0.646 Dsi 75 Dsi 0,008613 OK
-tO.90D-HW-tO.90H 0.4845 Dsi 0.4845 Dsi 0.4845 Dsi 0.4845 Dsi 0.4845 Dsi 75 Dsi 0.00646 OK
Gouvis engineering
4400 Campus Drive
Newport Beach, CA 92660
Project Title:
Engineer:
Project Descr:
Lakeside Commons Awning
Awning structural support
16 of 16
Proiect ID: 63315
General Footing
Lie. # : KW-06000093
Printed 16 JUl a014 .VJ-^-py
Fte = C:\Usefs\ysadiah\DOCUME-1\ENERCA-1\63315HfC6
BIBVMLC. mC. 1983-2014, BuiM£14.1.28, VBr:6.14.3.31
Licensee: GOUVIS ENGINEERING
Description:
•tO,90D-HE-tO.90H
Punching Shear
Footing for CMU Column
0.4844 Dsi 0.4844 Dsi 0,4845 Dsi 0,4845 DSi 0.4845 psi 75 DSi 0.00646
All units k
OK
Load Combination... Vu Phi*Vn Vu / Phi*Vn Status
-Hl.40D-Hl,60H 4,213 DSi 150 DSi 0.02809 OK
-Hl,20D-tO,50Lr+1,60L-Hl.60H 4,984 Dsi 150 DSi 0,03323 OK
-Hl.20D-Hl.60L-tO.50S-Hl.60H 3,611 DSi 150Dsi 0,02407 OK
-Hl,20D-Hl,60Lr-tO,50L-Hl,60H 8.005 DSi 150 DSi 0,05337 OK
-Hl.20D-Hl.60Lr-tO.50W-Hl,60H 8,005 DSi 150Dsi 0.05337 OK
-Hl,20D-tO.50L-Hl.60S-Hl.60H 3,611 Dsi 150 DSi 0.02407 OK
-Hl.20D-Hl,60S-tO,50W-Hl.60H 3,611 DSi 150 DSi 0.02407 OK
-Hi .20D-tO.50Lr-HO.50L-HW-Hl .60H 4,984 Dsi 150 DSi 0.03323 OK
•Hl.20D-tO,50L-tO,50S-HW-Hl.60H 3,611 DSi 150Dsi 0.02407 OK
-Hl.20D-tO.50L-tO.70S-HE-Hl.60H 3,969 DSi 150 DSi 0,02646 OK
-tO.90D-HW-tO,90H 2.708 DSi 150Dsi 0.01806 OK
-tO.90D-HE-tO.90H 3,611 DSi 150 DSi 0,02407 OK
CB142118 1950 SILVERLEAF CR
LA COSTA GLEN: 3 "SAIL' TYPE
PATIO STRUCTURES
r- , J
Final Inspection required by:
a Plan • CM&I
HazMat
APCD
Health
Forms/Fees Sent Reed Due? By
Encina V N
Fire Y N
HazHealthAPCD Y M
PE&M Y N
School Y N
Sewer Y N
Stormwater Y N
Special Inspection Y N
CFD: Y N
LandUse: Density: ImpArea: FY: Annex: Faaor
PFF: Y N
Comments Date Date Date Date
Building ^/^/^
Planning I '
Engineering
Fire ^/IZ/M
Need?
iyOP<< a Done
• Done
Q Done
• Done