HomeMy WebLinkAbout2023 CALETA CT; ; PC2018-0020; PermitBuilding Permit Finaled
Print Date: 06/04/2024
Job Address:
Permit Type:
Parcel #:
Valuation:
Occupancy Group:
#of Dwelling Units:
Bedrooms:
Bathrooms:
Occupant Load:
Code Edition:
Sprinkled:
Project Title:
2023 CALETA CT,
BLDG-Plan Check
2151108000
$0.00
Plan Check Permit
CARLSBAD, CA 92009-6117
Work Class:
Track#:
Lot#:
Project#:
Plan#:
Construction Type:
Orig. Plan Check #:
Plan Check#:
Residential
Permit No:
Status:
(cityof
Carlsbad
PC2018-0020
Closed -Finaled
Applied: 05/17/2018
Issued: 08/30/2018
Finaled Close Out: 06/04/2024
Final Inspection:
INSPECTOR:
Description: MARSCHINKE: CONVERT 640 SF OF EXISTING SF TO ADU// REMODEL 2,781 SF// ADD 312 SF TO PRIMARY DWELLING
FEE
MANUAL BU ILDING PLAN CHECK FEE
Total Fees: $500.00
Building Division
Property Owner:
CO-OWNERS MARSCHINKE CRAIG AND
CHRISTINA
2023 CALETA CT
CARLSBAD, CA 92009
Total Payments To Date: $500.00 Balance Due:
1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov
AMOUNT
$500.00
$0.00
Page 1 of 1
THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: 0 PLANNING 0 ENGINEERING □BUILDING O F1RE □HEALTH 0 HAZMAT/APCD
I? Building Permit Application ,r Cicy of 1635 Faraday Ave., Carlsbad, CA 92008
C
'-1 b d Ph: 760-602-2719 Fax: 760-602-8558
Plan Check No. ~ 2018-002.0
Est. Value J9 \ , -7\ ~ n-
ar S a email: building@carlsbadca.gov
202.~ -An l 'I www.carlsbadca.gov
Plan Ck. Deposit
Date ·'5-\7-\~ lswPPP
JOB ADDRESS 2023 Caleta Ct. Carlsbad CA 92009
SUITEf/SPACEf/UNIT#
rN 215 -110 -80 00
cT/PRuJEcT H I LUTH I PHASE N 1 • OF UNITS I" BEDROOMS # BATHROOMS I TENANT BUSINESS NAME I CON~TR. 'IYPE I occ. GROUP
DESCRIP11ON OF WORK: Include Square Feet of A1'ected Area(s)
Remodel of downstairs. Framing in of current covered outdoor dining area (adding 312 sf.) Making current upstairs unit
with Kitchen an ADU, adding new kitchen and open floorplan to downstairs. Moving of current stairs to new location,
2 ,-i"e)\ '.:>rJ l(u~c ~) structural changes to load bearing walls.
EXISTING USE I PROPOSED USE I GARAGE (SF) PATIOS (SF) I DECKS (SF) FIREPLACE
I
AIR CONDITIONING I FIRE SPRINKLERS
YESO N<O YES 0 No0 YES□No□
APPLICANT NAME Craig Marschinke PROPERTY OWNER NAME Craig and Christina Marschlnke ___ ,._, __
ADDRESS ADDRESS 2023 Caleta Ct 2023 Caleta Ct
CITY STATE ZIP CITY STATE ZIP Carlsbad CA 92009 Carlsbad CA 92009
PHONE rAX PHONE
rAX 858-531-1588 858-531-1588
EMAIL EMAIL
cmarschi@gmail.com cmarschi@gmail.com
DESIGN PROFESSIONAL San Mina Engineering Amgad Benjamin CONTRACTOR BUS. NAME
ADDRESS ADDRESS
24310 Moulton Pkwv Ste 0-105
CITY STATE ZIP CITY STATE ZIP
Laauna Hills CA 92637
PHONE PHONE
949-446-1417
EMAIL EMAIL
I STATC LIC.C64449 STATCLIC.# I CITY DUS. UC.#
(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 sll!r)ed 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 {hat 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: / hereby affirm under penally of perjury one of the following dedarations:
B 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 performance of the work for which this permit Is issued.
I have and will maintain wor1m1' compensation. as required bv Section 3700 of the Labor Code, for the performance of the work for which this permit Is issued. My wor11ers· compensation inslJrance carrier and poicy
number are: Insurance Co. ___________________ Policy No. _____________ Expiration Date ________ _
~section need not be completed if the permit is for one hundred dollars (S100) or less. LJ Certificate of Exemption: I certify that in the performance of lhe work for which this permit is Issued, I shall not employ any person in any manner so as to become subjecl lo the Workers' Compensation Laws of
California. WARNING: Failure to secure workers' compensation coverage ls unlawful, and shall subject an employer to criminal penaltles and clvll 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 attorney's leas.
g COMlAAC10R ~--1\!RE O '-GE.141 OA 1E
I heroby affirm that I am exempt from Contractor's License Law for the lo/lowing reason: D I, as owner of the property or my employees with wages as their sole compensation, will do lhe work and the structure Is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contracto(s
License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees. provided Iha! such improvements are not intended or offered for
sale. If, however, the buldlng 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 lhe purpose of sale). 0 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 lhe Contractor's License Law).
□ I am exempt under Section Business and Professions Code for this reason:
1. I personally plan lo provide the major labor and maletials for conslruclion of lhe proposed property improvemenl 0Yes Q No
2. I (have I have not) signed an application for a building permit for the proposed wor11.
3.1 have contracted with the following person (firm) to provide the proposed conslructlon (include name address/ phone I contractOfs' license number):
4. I plan lo provide portions of lhe wor11, but I have hired the following person to coordinate, supervise and provide the major work (include name/ address/ phone / contractors' license number):
5. I wil provide some of the work, but I have contracted (hired) the following persons lo provide the wor11 indicated (include name/ address/ phone / type of work):
,NS PROPERTY OWNER SIGNATURE □AGENT OATE
Is tile 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 ol tile
Presley-Tanner Hazardous Substance Account Act? □ Yes □ No
Is tile applicant or future building occupant required to obtain a permit from tile air polution control district or air quality management district? □ Yes □ No
ts tile facility to be constructed within 1,000 feet of tile 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,
of the work this permit is issued (Sec. 3097 (i) Civil Code).
Lende(s Address
I certifytllatl have read the application and state that the aboYe infonnation Is correct and that the Information on the plans ls accurate. I agree to comply with all City ordinances and State laws rel~1D building construction.
I hereby authorize representative of 1he City of Carlsbad to enter upon the abow mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD
AGAINST AU LIABILITIES, JUDGMENTS, COSTS ANO EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.
OSHA: An OSHA pem1it is required for excavations over 5'0' deep and derrdition or ronstruclion of structures over 3 stories i1 height
EXPIRATION: Eveiy pem1it issued by the &ilding Official under tie provisms of this Code shall expire by imitation and become nul and voo I tie buildr,g or wOlk authorized by such pemit Is not oommenced withi1
180 days from the date of such pemlit or if the buildilg orll.Ol1< authorized by such pem1it ls suspended or abandoned at anytime after the wOlk lsrommenced for a period of 180 days (Section 106.4.4 Unibm Buildilg Code).
_15 APPLICANT'S SIGNATURE DATE
✓. EsG1I
A SAFEbu1lt Compal'ly
DATE: August 17, 2018
JURISDICTION: Carlsbad
D ~PLICANT
_)d' JURIS.
PLAN CHECK#.: cbPC2018-0020 SET: II
PROJECT ADDRESS: 2023, 2025 Caleta Ct
PROJECT NAME: Addition & Remodel for Marschinke Residence; Conversion of Upper
Floor to ADU
□
□
□
□
The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's building codes.
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.
The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
The check list transmitted herewith is for your information. The plans are being held at EsGil
until corrected plans are submitted for recheck.
The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
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.
EsGil staff did advise the applicant that the plan check has been completed.
Person contacted: -~ Telephone#:
Date contacted: (~ ) Email:
Mail Telephone Fax In Person
0 REMARKS:
By: Abe Doliente
EsGil
8/10/18
Enclosures:
9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576
DATE: May 29, 2018
JURISDICTION: Carlsbad
PLAN CHECK#.: PC2018-0020
✓. EsG1I
A SAFEbuilt Compa11y
SET: I
PROJECT ADDRESS: 2023, 2025 Caleta Ct
□ APPLI CANT
□ JURIS.
PROJECT NAME: Addition & Remodel for Marschinke Residence; Conversion of Upper
Floor to ADU
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.
~ 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.
~ The applicant's copy of the check list has been sent to:
San Mina Eng'g; Benjamin Amgad
D EsGil staff did not advise the applicant that the plan check has been completed.
~ EsGil staff did advise the applicant that the plan check has been completed.
Person contacted: Benjamin Amgad Telephone#: 949-446-141 7
Date con~: 5 ~ (b~ ) Email: ab@sanminaeng.com
Mail Telephone Fax In Person
0 REMARKS:
By: Abe Doliente
EsGil
Enclosures:
5/21/18
9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576
Carlsbad cbPC2018-0020
May 29, 2018
PLAN REVIEW CORRECTION LIST
SINGLE FAMILY DWELLINGS AND DUPLEXES
PLAN CHECK#.: cbPC2018-0020 JURISDICTION: Carlsbad
PROJECT ADDRESS : 2023, 2025 Caleta Ct
FLOOR AREA: Addition -3 12 SF STORIES: 2
Remodel (lower floor) -278 1 SF
Conversion of upper floor to ADU -640 SF HEIGHT:
REMARKS:
DATE PLANS RECEIVED BY
JURISDICTION:
DATE INITIAL PLAN REVIEW
COMPLETED: May 29, 2018
FOREWORD (PLEASE READ):
DATE PLANS RECEIVED BY
ESGIL CORPORATION: 5/21/18
PLAN REVIEWER: Abe Doliente
This plan review is limited to the technical requirements contained in the California version of
the International Residential Code, 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 ordinance 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.
Present California law mandates that construction comply with the 2016 edition of the California
Code of Regulations (Title 24 ), which adopts the following model codes: 2015 IRC, 2015 IBC ,
2015 UPC, 2015 UMC and 2014 NEC.
The above regulations apply, regardl ess of the code editions adopted by ordinance.
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 2015 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.
Carlsbad cbPC2018-0020
May 29, 2018
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 and the Carlsbad Planning, Engineering and
Fire Departments.
2. Bring TWO 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.
PLANS
1. All sheets of plans must be signed by the person responsible for their
preparation. (California Business and Professions Code). Signatures will be
verified before the plans are approved.
2. Plans deviating f rom conventional wood frame construction shall have the
structural portions signed and sealed by the California state licensed engineer or
architect responsible for their preparation, along with structural calculations.
(California Business and Professions Code). Signatures will be verified before
the plans are approved.
FIRE PROTECTION
3. In addition to the ones already shown on the plans, show locations of smoke
alarms/carbon monoxide alarms at the upper floor.
GENERAL RESIDENTIAL REQUIREMENTS
4. Sleeping rooms shall have a window or exterior door for emergency escape.
Section R310. Recheck the bedroom at the accessory dwelling unit.
a) Windows must have an openable area of at least 5.7 square feet, with the
minimum openable width 20" and the minimum openable height 24".
b) The bottom of the clear opening shall not exceed 44" above the floor.
Do not measure to the window sill.
5. Wall assemblies separating units in a duplex shall be of one-hour fire resistive
construction. Provide details of the assemblies. Section R302.3. Such wall
assemblies shall extend to the underside of the roof sheathing, where applicable.
Carlsbad cbPC2018-0020
May 29, 2018
6. Floor assemblies separating units in a duplex shall be of one-hour fire resistive
construction. Provide details of the assemblies. Section R302.3. Such
assemblies shall extend to and be tight to the exterior wall, where applicable.
7. The supporting construction of fire-rated floor assemblies shall have an equal or
greater fire-rating. Section R302.3.1. See correction item 5.
8. Provide a note on the plans stating: "Penetrations of fire-resistive walls, floor--
ceilings and roof-ceilings shall be protected as required in CRC Section R302.4."
9. Walls and floors separating units in a duplex shall have a sound transmission
class (STC) of not less than 50. Additionally, floors must have an impact
insulation class (IIC) rating of not less than 50. CBC Section 1207. Show the
location of and provide details of the listed wall and floor/ceiling assemblies, and
indicate the listing agency and listing number for the tested ratings.
STAIRWAYS, AND RAILINGS
10. Guards (Section R312):
a) Shall be installed along open-sided walking surfaces that are located
more than 30" above the floor or grade below.
b) Shall have a height of 42" (may be 34" along the sides of stairs).
c) Openings between railings shall be less than 4". The triangular openings
formed by the riser, tread and bottom element of a guardrail at a stair
shall be less than 6".
d) Shall be detailed to show capability to resist a concentrated load of 200
pounds in any direction along the top rail. Table R301 .5.
11 . Provide stairway and landing details. Section R311 .7.
a) Maximum rise is 7-3/4" and minimum run is 10", measured from the
nosing projection. Where there is no nosing, the minimum run is 11 ".
b) Minimum headroom is 6'-8".
c) Minimum width is 36".
d) The greatest riser height within any flight of stairs shall not exceed the
smallest by more than 3/8 inch. The greatest tread depth within any flight
of stairs shall not exceed the smallest by more than 3/8 inch.
12. Open risers are only permitted if the opening between treads does not permit the
passage of a 4" diameter sphere. Section R311 .7.5.1.
13. A nosing (between ¾" and 1-¼") shall be provided on stairways with solid risers.
Exception: No nosing is required if the tread depth is at least 11 inches. Section
R311.7.5.3.
Carlsbad cbPC2018-0020
May 29, 2018
14. Handrails (Section R311.7.8):
a) Shall be provided on at least one side of each stairway with four or more
risers.
b) Handrails and extensions shall be 34" to 38" above nosing of treads and
be continuous.
c) The handgrip portion of all handrails shall be not less than 1-¼ inches nor
more than 2 inches in cross-sectional dimension . See Section R311 .7.8.3
for alternatives.
d) Handrails projecting from walls shall have at least 1-½ inches between
the wall and the handrail.
e) Ends of handrails shall be returned or shall have rounded terminations or
bends.
15. Every stairway landing shall have a dimension, measured in the direction of
travel, at least equal to the stairway width. If a door occurs at the landing, such
dimension need not exceed 36 inches. Section R311 .7.6. Exception: At the top
of an interior flight of stairs, provided a door does not swing over the stairs.
16. The walls and soffits of the enclosed usable space under stairs shall be
protected on the enclosed side with ½-inch gypsum board. Section R302.7.
FOUNDATION/STRUCTURAL
17. Foundation anchorage in Seismic Design Categories C, Do, D1 and D2. In
addition to the requirements of Section R403.1.6, the following requirements
shall apply to wood light-frame structures in Seismic Design Categories Do, 0 1
and 0 2 and wood light-frame townhouses in Seismic Design Category C.
R403.1.6.1. Revise note 9 under "framing Notes" on sheet S-5 to comply with the
following:
1. Plate washers conforming to Section R602.11.1 , 0.229"x3"x3", shall be
provided for all anchor bolts over the full length of required braced wall lines.
Properly sized cut washer shall be permitted for anchor bolts in wall lines not
containing braced wall panels.
18. Detail 2 on sheet S-3 of the plans refer to detail 12/-. Please clarify.
19. Beam schedule on sheet S-4 of the plans refer to sheet S03 for header
schedule. There is no sheet S03 submitted.
ENERGY CONSERVATION
20. For plans submitted for plan check on or after 1/03/17, provide an energy design
detailing compliance with the Mandatory Measures and either the Performance
or Prescriptive Methods of compli ance. Include the upper floor in the energy
Carlsbad cbPC2018-0020
May 29, 2018
design. There are two stories for this building, not one per energy calculations
submitted.
21. Prior to the initial plan submittal the energy design was required to be registered
with the appropriate HERS provider data registry. Prior to the next plan review,
please register the energy design and resubmit plans with completed forms
(registration number).
22. Include on the Title Sheet of the plans the following statement: "Compliance with
the documentation requirements of the 2016 Energy Efficiency Standards is
necessary for this project. Registered, signed, and dated copies of the
appropriate CF1 R, CF2R, and CF3R forms shall be made available at necessary
intervals for Building Inspector review. Final completed forms will be available for
the building owner."
23. When replacing or modifying the mechanical system: If applicable.
o If more than 40' of new ductwork is installed in unconditioned space, HERS
inspection is required for both existing and new duct sealing.
o Replacement of mechanical equipment (air handler, condensing unit of an air
conditioner or heat pump, cooling or heating coil, or the furnace heat
exchanger) requires HERS inspection.
o Note: The CF1 R-AL T-HVAC form may be submitted at the final inspection, it
is not required at initial plan submittal.
MISCELLANEOUS
24. Recheck sheet A-2 of the plans. The existing /demo upper floor plan should be
labeled existing/demo lower floor plan.
25. To speed up the review process, 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.
26. 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 □
27. 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 cbPC2018-0020
May 29, 2018
~ San Mina Engineering, Inc. May 01, 201s
IMErtaea. www.sanminaeng.com Project No. 18-7544
24310 Moulton Pkwy, Ste. 0 -105, Laguna Hills, CA 92637
Phone (949) 446-1416 & (949) 536-9645 Fax (866) 549-3967
STRUCTURAL ANALYSIS
lNTERJOR REMODEL
FOR
CRAIG MARSCHNIKE
2023 CALETA CT.
CARLSBAD, CA 92009
San Mina Engineering, Inc.
www.sanminaeng.com
24310 Moulton Pkwy, Ste. 0 -105, Laguna Hills, CA 92637
Phone (949) 446-1416 & (949) 536-9645 Fax (866) 549-3967
' :-✓ / I, • '* \' ( \
' "-..,' ', 's 'I
TABLE OF CONTENTS
SUBJECT
Design criteria and loads ....................... .
References ...................................... .
Limitation .......................................... .
Wind analysis ......................................... .
Seismic analysis ......................................... .
Shear wall analysis ............................ .
Anchor Design .............................. .
Members design .................. .
May 07, 2018
Project No. 18-7544
PAGE
San Mina Engineering, Inc.
www.sanminaeng.com
24310 Moulton Pkwy, Ste. 0 -105, Laguna Hills, CA 92637
Phone (949) 446-1416 & (949) 536-9645 Fax (866) 549-3967
DESIGN CRITERIA:
May 07, 2018
Project No. 18-7544
DESIGN METHOD: Structural design of elements and connections performed with Allowable
Stress Design methodology, except where noted otherwise. The principles of engineering
mechanics were used to design fl exible diaphragms. Strength Design was used to design
concrete elements. The structure addition and interior renovation are designed as self-
supporting. Allowable stresses given in International Building Code ([BC) tables, Simpson
Company Product Literature, and other proprietary product literature that relates to hardware
and connectors utilized in gravity, wind, and earthquake resisting systems have been utilized at
full tabulated values, unless noted otherwise. Adjustments to design values were made to
reflect duration of load, member size, stability, tributary area and restraint at supports.
Wind analysis does not govern due to the highest point of main roof ridge addition is less
than 23', therefore, the seismic forces action on the building walls will govern.
Due to the unavailable information of SOILS REPORT, footing was designed based on
1500 psf per table 1806.2 of CBC .
VERTICAL LOADS -
Roof Dead Loads: RDL = 25 psf. (drywall ceiling cover + AC equipment + ceiling joists + roof
concrete tile).
Roof Live Load = 20 psf.
Exterior wall D. L.: Framing with plywood sheathing and stucco cover = 17 psf.
Interior wall D.L.= 7 psf.
Floor L. L.= 40 psf.
Floor D.L. = 12 psf.
...
San Mina Engineering, Inc.
www.sanminaeng.com
24310 Moulton Pkwy, Ste. 0 -105, Laguna Hills, CA 92637
Phone (949) 446-1416 & (949) 536-9645 Fax (866) 549-3967
May 07, 2018
Project No. 18-7544
LATERAL LOADS-WIND: The structural system is designed for wind pressures acting from
any direction upon projected vertical or horizontal surfaces utilizing the Projected Area
Method. Design wind pressures were determined based upon the following: 3 second gust
speed at 110 mph wind = v3s, Exposure C, at 33 feet height. Occupancy Category = II.
Since the highest point of the new addition is only 23 ', then it is reasonable to assume that
lateral design will be governed by Seismic Load.
LATERAL LOADS -SEISMIC: Seismic Design Requirements are per the 2003 National
Earthquake Hazards Reduction Program Recommended Provisions for Seismic Regulations for
New Buildings and Other Structures, also known as (2003 NEHRP Provisions),
ASCE 7-10 Minimum Design Loads of Buildings and Other Structures (ASCE 7-10),
California Building Code (2016 CBC) or ( CBC).
SDC =D
Sos = 0.76
Ss = 1.058
S1 = 0.409
R= 6.5 for new shear wal Is.
Cs= 0.1168
Redundancy = 1.3
V= (1.3/1.4) * 0.1168* W= 0.108 * W ............. (ASD)
Over Strength Factor n.= 2.5 per 12.2-1, foot note g of ASCE 7-10 @ 5% Damped Design
WORKMANSHIP & CONSTRUCTION: Workmanship is assumed to be of average to good
quality; performed by responsible, properly licensed, and competent personnel. Provisions
shall be made for all adj oining construction. Contractor is responsible for all job site
conditions during the course of construction of this project including bracing temporary
...
San Mina Engineering, Inc.
www.sanminaeng.com
24310 Moulton Pkwy, Ste. 0 -105, Laguna Hills, CA 92637
Phone (949) 446-1416 & (949) 536-9645 Fax (866) 549 -3967
May 07, 2018
Project No. 18-7544
structures, shoring, protecting excavations and safety of all persons on the job site for all
partially completed portions of work.
REFERENCES:
American Institute of Architects (AIA), Architectural Graphic Standards, 7th Edition
American Institute of Steel Construction (AISC) -Steel Construction Manual, 8th Edition
American Institute of Timber Construction (AITC)-Timber Construction Manual, 3rd Edition
AITC -117-2004 Standard Specifications for Structural Glued Laminated Timber of Softwood Species
American Forest & Paper Association/ American Wood Council, (AFPA/A WC) 2005 National Design
Specification for
Wood Construction-(NDS)
AFPA/A WC, 2005 NDS Supplement -Design Values for Wood Construction
American Plywood Association (APA), 1997 Plywood Design Specification
American Society of Civil Engineers -ASCE 7-10. Minimum Design Loads of Buildings and Other Structures
(ASCE 7-10)
Amrhein, J.E., Reinforced Masonry Engineering Handbook, 4th Edition
Brater & King, Handbook of Hydraulics, 6th Edition
Breyer, D.E., Design of Wood Structures
EN ERCALC Engineering Software, ENERCALC Structural Engineering Library. version 6.1 1.12.12, per
www.enercalc.com
ENERCALC Engineering Software, RETAIN-PRO 2010 -per www.enercalc.com
International Code Council (ICC)-International Building Code. 20015 Edition (2009 IBC or IBC).
California Building Code, 2016 Edition (2016 CBC or CBC).
ICC I S.K. Ghosh Associates, Inc.,
International Conference of Building Officials (ICBO) -Maps of Known Active Faull Near-Source Zones in CA
& Adjacent Portions of NY
National Earthquake Hazards Reduction Program (NEHRP) -NEHRP Recommended Provisions for Seismic
Regu lations for New
Buildings and Other Structures (2003 NEHRP Provisions).
Rice, Hoffman, Gustafson & Gouwens, Structural Design Guide to the ACI Building Code. 3'd Edition
San Mina Engineering, Inc.
www.sanminaeng.com
24310 Moulton Pkwy, Ste. 0 -105, Laguna Hills, CA 92637
Phone (949) 446-1416 & (949) 536-9645 Fax (866) 549-3967
May 07, 2018
Project No. 18-7544
Shipp, John, Timber Design, Parts I & 11, Structural Engineering License Review Notes
Structures and Codes Institute, S.K. Ghosh Associates, Inc, CodeMaster -Seismic Design
·structures and Codes Institute, S.K. Ghosh Associates, Inc, CodeMaster -Wind Design
Structures and Codes Institute, S.K. Ghosh Associates, Inc, CodeMaster -Allowable Stress Design for Masonry
Simpson Strong-Tie Company, Wood Construction Connectors 201 1-12; Catalog C-201 1 and Catalog C-20 I 0
Simpson Strong-Tie Company, Strong-Wall Shearwalls Catalog C-SW09
Simpson Strong-Tie Anchor Systems, Anchoring and Fastening Systems for Concrete and Masonry Catalog
SAS-2009
United States Geological Survey (USGS) Redlands, CA, 7.5 minute Quadrangle (1996)
USGS Spectral Response Acceleration Parameter calculator, per
http://earthguake.usgs.gov/research/hazmaps/design/
Weyerhauser Company, i-Level Forte Software, version 3.0.
San Mina Engineering, Inc.
www.sanminaeng.com
24310 Moulton Pkwy, Ste. 0 -105, Laguna Hills, CA 92637
Phone (949) 446-1416 & (949) 536-9645 Fax (866) 549-3967
LIMITATION
May 07, 2018
Project No. 18-7544
The analysis and methodology in this report are based on field exploration, investigation, the
procedures per CBC 20 l 3 and ASCE7-10 and our understanding of the proposed construction.
Our recommendation, field investigation, calculation, structural details, and conclusions are
intended solely for the proposed referenced development. It is possible that a slight variation
between existing site condition herein this Study and the actual development, therefore, should
the proposed final condition changed, this report shall be revised by San Mina Engineering so
that we may review the situations that exist and make supplementary recommendations as
needed. In addition, our firm should be notified if the scope of the proposed construction,
including the location of the proposed building location changes. No other representation,
express or implied, and no warranty or guarantee is included or intended by virtue of the
services performed or reports, opinion, documents or otherwise supplied.
San Mina Engineering shall not be responsible for any damage that may be caused due to any
site improvement or after the site is developed including but not limited to grading
improvement, landscaping improvement, other lot improvement or due to the use of the
proposed building, furthermore, any alte rati ons, modifications, or changes to any structural
element shall be consulted with San Mina Engineering.
Changes in applicable or appropriate standards may also occur whether as a result of litigation,
application or the broadening of knowledge, therefore, this report is indicative of only those
conditions tested at the time of the subject investigation and the findings of this report may be
invalidated fully or partially by changes outside the control of San Mina Engineering. This
report is therefore subject to review and should not be relied upon after a period of two years.
lf this report or portions thereof are provided to contractors or included in specifications, it
should be understood by all parties that they are provided for information only and should be
used as such. This report was developed and written for Mr. Craig Marse/mike only for the
proposed development described herein. Laboratory testing, field investigation and conclusions
in this report are intended solely for the proposed referenced development. We are not
responsible for technical interpretations made by contractor, others, or exploratory information
that has not been described or documented in this report. Should any question arise, please
contact
San Mina Engineering @
24310 Moulton Pkwy. #0-105
Laguna Hills, CA. 92637
Tell; 949-446-1416
-5/5/2018 Design Maps Summary Report
iillJSGS Design Maps Summary Report
User-Specified Input
Report Title 2023 Caleta Ct. Carlsbad
Sun May 6, 2.018 02:23:29 UT(
Building Code Reference Document ASCE 7-10 Standard
(wi11(;h u\Jl1ws USGS halard data availabl,J 1n 2008)
Site Coordinates 33.10062°N, 117.26341 °W
Site Soil Classification Site Class D -"Stiff Soil"
Risk Category I/II/III
USGS-Provided Output
S5 = 1.058 g
S1 = 0.409 g
SMS = 1.139 g
SM1 = 0.651 g
S05 = 0.759 g
S01 = 0.434 g
For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the "2009 NEHRP" building code reference document.
I\ICEM Response Spt'Clmm Ue:sl:gn Response Spectrum
!'<-rind. T Im:>
For PGAM, T" CR5, and CR1 values, please view the det ailed re12ort.
A1,r,nu9h this 1ntor1nation is?. product of lt-1t? U.S. Geolc1g1cal Survc~v1 \V•.:: provide no Wih1<1nt)-'i i!xpn~sst:.cl rr 1r11pf1t:d, as to ttie
il(wracy of th0 data contained ti,(:rc,n. f'h1s toot 's not a subslltut•~ for tcchn1c11, :,,JlJJ•Xt·inatter Knowled1:c.
https://earthquake .usgs .gov/cn2/designmaps/us/summary. php ?template=minimal&latitude=33. 1006192723864 7 &longitude=-117 .2634078244033&siteclass=3&ri!
Title Block Line 1 Project Title: 2633 Bunya St. Newport Beach
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Project Descr: Remodel and room addition Project ID:
Title Block Line 6
I ASCE Seismic Base Shear
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ENERCALC. INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12. H
Seismic Parameters
Risk Category
Risk Category of Building or Other Structure : ·11· All Buildings and other structures except those listed as Category I, Ill, and IV
Seismic Importance Factor
USER DEFINED Ground Motion --------Max. Ground Motions, 5% Damping :
Ss 1.058 g, 0.2 sec response
S 1 0.4090 g, 1.0 sec response
Sit~ Class, 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 s MS =Fa 'Ss
S 1.1, =Fv'S1
Fa
Fv
Design Spectral Acceleration s 0s=s 1.1;213
s 01=S 1.1i213
Seismic Design Category
~!!st~ng System
Bearing Wall Systems
= D
1.08
1.59
1.139
0.651
0.760
0.434
D
Calculations per ASCE 7-10
ASCE 7-10. Page 2, Table 1.5-1
ASCE 7-10, Page 5, Table 1.5-2
ASCE7-10 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
4SCE 7-10 Table 11.6-1 & -2
ASCE 7-10 Table 12.2-1
Basic Seismic Force Resisting System .. Light-framed walls sheathed w/wood structural panels rated for shear resistance or steel sheets.
Response Modification Coefficient • R •
System Overstrength Factor • Wo •
Deflection Amplification Factor • Cd •
NOTEI See ASCE 7-10 for all applicable footnotes.
6.50 Building height Limits :
3.00 Category "A & B" Limit:
Category ·c· Limit:
Category ·o· Limit: 4.00
Category "E" Limit:
Category "F" Limit:
No Limit
No Limit
Limit = 65
Limit = 65
Limit = 65
Lateral Force Procedure ASCE 7-10 Sec/ion 12.8.2
Equivalent LateralForce Procedure
The 'Equivalent Lateral Force Procedure· is being used according to the provisions of ASCE 7-10 12.8
Determine Building Period UseASCE 12.8-7
Structure Type for Building Period Calrulation : All Other Structural Systems
·Ct· value 0.020 • hn ·: Height from base to highest level = 25.0 ft
• x • value 0.75
·Ta· Approximate fundernental period using Eq. 12.8-7 :
"TL": Long-period transition period per ASCE 7-10 Maps 22-12 -> 22-16
" Cs " Response Coefficient
S 05: Short Period Design Spectral Response =
• R ·: Response Modification Factor =
• I • : Seismic Importance Factor =
Seismic Base Shear
Cs = 0.1168 from 12.8.1.1
Ta =Ct'(hn•x) = 0.224 sec
8.000 sec
Building Period ' Ta • Calrulated from Approximate Method selected
0.760
6.50
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 =
W ( see Sum Wi below ) =
Seismic Base Shear V = Cs • W =
0.00 k
0.00 k
0.224 sec
ASCE 7-10 Section 12.8.1.1
= 0.11 7
= 0.298
= 0.033
0.1168
ASCE 7-10 Section 12. 8. 1
....
L
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Project Title:
Engineer:
Project Descr:
2633 Bunya St. Newport Beach
Project ID:
Remodel and room addition
ASCE Seismic Base Shear
P\inted; 5 MAY 2018, 7;26P~
File= C:\Userslamgad\One0rive\OOCUME-11ENERCA-1\CALETA-1.EC6
ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.1( .. , ...
Vertical Distribution of Seismic Forces
• k • : hx exponent based on Ta = 1.00
Table of building Weights by Floor Level ...
Level#
SumWi =
WI : Weight
0.00 k
Hi: Height
SumWi "Hi =
(Wi 'Hi•k)
0.00 k-ft
ASCE 7-10 Section 12.8.3
Cvx Fx=Cvx • V Sum Story Shear Sum Story Moment
Total Base Shear = 0.00 k
Base Moment= 0.0 k-ft
Diaphragm Forces : Seismi£_Design gate_gory~" to "F" ASCE 7-10 12.10. 1.1
Level#
Wpx ... .
Fi .. .
Wi
Sum Fi .... . ........ .
MIN Req'd Force @ Level .... .
MAX Req'd Force @ Level ... .
Fpx : Design Force @ Level ...
Fi Sum Fi SumWi Fpx: Calcd Fpx: Min
Weight at level of diaphragm and other structure elements attached to it.
Design Lateral Force applied at the level.
Sum of 'Lat. Force' of current level plus all levels above
0.20 * S os l * Wpx
0.40 *S 01,l*Wpx
Wpx • SUM(x->n) Fi / SUM(x->n) wi, x = Current level, n = Top Level
Fpx : Max Fpx Dsgn. Force
-
:: 'l Of o -t-53 -== 343 -:fl/ff
rte°'-c.. f;·0 v\
D, t,-::: 1'5 Cfx '2=f: :: I , t7 K
\.,. ,L--r _ \·l\1 K
L.l. :=--343 X ~ ~J.6 A
<.
I \ \ I \ •
'Z.. I i
/ ,o,'7
\ ..
I , ,
>
l I \
I<
}<.
D.L = < I~ "I -t-0 x 2, r:; = '3 tr C/#-/f I
L Ly ~ ( '.!__) -+ ;; ) f-?,,(J} '° 2 7 '1 #-/ fl
I \ I ) I I
/6.S 1
p_,
,,
11 1~
1
/ 7, (7__ ~.\,
R...(:A_ d, ·uv
~ 'Po SL
p_ 1
D.L -~3-llk.
L.-(.,(:: 2•3f k
-
l , L. = '2,,\ • 2-J. 4 0
2..
--
I I --r-, I ' I I 1:j rifr1
·--
--~~
l.L
l. L. -y ,
/Q3 /0. l.: 0 , 47 r(
"'L,L ·= O,X K
);,; (
, I , I
, ,,.
j< 1.,(,5
!Ze<U.-h. l)'Y\
O"'(\.. P-3
, '
l<.
D,L. ::--/.+.tJll K.
l . L.. -=--,z..,.-~ 7 k
/.,..t.,-:. '2 -1f-K
----' ~
JO >i
l
f<.eq,e.,f, r CN'
c,y..._ P-4
J;;-\ -,-, I \ I \ I I l ~
' ' / , ,
t< _ 7, 3 ~~-">(
i 1'et:(,(;h ~ ()'\". 13 -'-I
0, l. I l'1 #=/ff
--
~J-e t x!O D,F. -fl:,
)F,
l -L. =-'2~ X 2 O
y 2-..
W -::: 2-1... X. '"3 1 X 2. 5 -r t, 5 ;< 14 )( Z 5 -t / jtX IL( XI t + 2, 7..X f 7 % I 2..
~ '2. 0
I 3 + z. 2.. l -t I , I + 0/ , 7 -+ ~, 'L-t / , 1
UJv-i/f S ~e<-V ::: 4. 7 / c If
---:-707 "111-rf q. 3
U5-e ")Pe /1_\ ~ ~ uJcul.),_ '7/u 1,t/fj
V
, q X'. J7Xl -=-
--;: /4 . ? ~ 7, o -t qr 9-t O • 9 lfi
v~ o,10YXV)
::. o,\ () !t s2,3L-{ -
,r ,-
/-::: V X °1 -5 ,4q y 1 ----
°1, I Cf , I 9 '
T~ j I~ ~ K <. :;:.\
~-q, I /
T
use f!Dlll 5 &cJA s,Je
:::. 34--11 K
V -::::-o, /o r)( [/J = o, I o Vx ?, 4. / / :: 3 • 6 Y K
2,4 I YX I
I(
----------
V~ ft .7/ K
h-=-931 1
'
I<.:: t ,o
t/ -= 1 · ,
ssw
T := [i,5-1 ( -{iyz(~ 2.1cf { C q 1JP --r v hK) ~ -P
----
C T
~ I
/--lo /cl ----clovh Des,·c:> V\ V ?-,,--1
.,-I
-, -:;:-vx 9 ~ Ir I j X ~ _ 2 ,,0 7 K \
7 ~ -? f -----i
HDU 5 (aCA. )/de ,~ i 7 ;;, use:
~
'
D. ~-= 6 -ft K
l,. -l-y -:: /,o?.., K Ro w-. W: -Z-\ ----~
L,. -l.,, :::-,i. .. S I I< J
/of-« l /a.,cA. b, l,· .,,. 6, YI t '3, /7 -:.-"\ • °\ CC' K
/...-L-v:: i,oc-t'2.,5K'::-~-1..\. K.
~ , l-~ '2 , c:;; I 'k'
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Wood Beam
Description : B-1
CODE REFERENCES
Project Title:
Engineer: Project ID:
Project Descr:
Printed: 14 MAY 2018. 12:59PM
File= C:\Users\amgad\One0rive\DOCUME-1\ENERCA-1\CALETA-1.EC6
ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver.10.17.12.10
Calculations per NOS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set : IBC 2015
Material Properties
Analysis Method : Allowable Stress Design
Load Combination IBC 2015 Fb +
Fb -
2,900.0psi
2,900.0psi
2,900.0psi
E : Modulus of Elasticity
Wood Species
Wood Grade
Beam Bracing
.
: Trus Joist
: Parallam PSL 2.2E
Fc -Prll
Fe -Perp
Fv
Ft
: Beam is Fully Braced against lateral-torsional buckling
0(3.66) Lr(2.93)
0(0.16) L(0.3431
5.25x18.0
Span = 21 .0 ft
750.0 psi
290.0psi
2,025.0psi
.
Ebend-xx 2,200.0ksi
Eminbend -xx 1, 118.19ksi
Density 45.050pcf
'
-1
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load : D = 0.160, L = 0.3430 . Tributary Width = 1.0 ft
Point Load : D = 3.660, Lr = 2.930 k @ 10.50 ft, (Reaction from post above)
og sJGN SU_M_/JfARY
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 Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0.742 1
5.25x18.0
2,055.98psi
2,772.37psi
+O+L+H
10.500ft
Span# 1
Maximum Shear Stress Ratio
Section used for this span
fv: Actual
0.269 in Ratio =
0.000 in Ratio =
0.700 in Ratio =
0.000 in Ratio=
Fv : Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
936 >=360
0<360
359 >=180
0<180
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios Moment Values
Segment Length Span# M V Cd CFN Ci Cr Cm ct CL M lb
..0-+H
Length = 21.0 ft 0.503 0.216 0.90 0.956 1.00 1.00 1.00 1.00 1.00 29.66 1,255.65 ..O+L+H 0.956 1.00 1.00 1.00 1.00 1.00
Length = 21.0 ft 0.742 0.364 1.00 0.956 1.00 1.00 1.00 1.00 1.00 48.57 2.055.98 ..O+Lr+H 0.956 1.00 1.00 1.00 1.00 1.00 Length = 21.0 ft 0.550 0.219 1.25 0.956 1.00 1.00 1.00 1.00 1.00 45.05 1,906.76
F'b
0.00
2495.14
0.00
2772.37
0.00
3465.47
Design OK
0.364 : 1
5.25x18.0
105.50 psi
290.00 psi
+O+L+H
V
0.00
0.000ft
Span# 1
Shear Values
fv
0.00
F'v
0.00
3.54 56.26 261 00
0.00 0.00 0.00
6.65 105.50 290.00
0.00 0.00 0.00
501 79.51 362.50
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Wood Beam
Description :
Max Stress Ratios Load Combination
Segment Length Span# M V
.O+S+H
Length = 21.0 ft 0.394 0.169
+O+Q.750Lr+0.750L +H
Length = 21.0 ft 0.676 0.305
.O+Q.750L +Q.750S+H
Length = 21.0 ft 0.582 0.279
.0+0.60W+H
Length = 21 .0 ft 0.283 0.121
.0+0.70E+H
Length = 21.0 ft 1 0.283 0.121
.O+Q. 750Lr+0.750L +0.450W+H
Length = 21.0 ft 1 0.528 0.238
.O+Q.750L <-0.750S+Q.450W+H
Length = 21.0 ft 1 0.418 0.201
.O+Q. 750L <-0. 750S+Q.5250E+H
Length = 21.0 ft 1 0.418 0.201
;{) 60D+Q.60W+Q 60H
Length = 21.0 ft 0.170 0.073
+0.60D+0.70E+Q.60H
Length = 21.0 ft 1 0.170 0.073
Overall Maximum Oeflectio.ns
Load Combination
+D+Q. 750Lr•-O. 750L +0.450W+H
Vertical Reactions
Load Combination
Overall MAXimum
Overall MINimum
+D+H
+D◄i.+H
+D◄i.r+H
+D+S+H
+D+0.750Lr+0.750L +H
.O+Q.750L +Q.750S+H
+D+0.60W+H
+D+Q.70E+H
+D+O. 750Lr+Q.750L +Q.450W+H
+D+Q. 750L +0.750S+Q.450W+H
+D+0.750L +Q 750S+Q.5250E+H
+Q.60D+0.60W+Q.60H
+0.60D+0.70E+0.60H
DOnly
Lr Only
L Only
S Only
WOnly
E Only
H Only
Span
1
C FN Ci Cr Cm
0.956 1.00 1.00 1 00
1.15 0.956 1.00 1.00 1.00
0.956 1.00 1.00 1.00
1.25 0.956 1.00 1.00 1.00
0.956 1.00 1.00 1.00
1.15 0.956 1.00 1.00 1.00
0.956 1.00 1.00 1.00
1.60 0.956 1.00 1.00 1.00
0.956 1.00 1.00 1.00
1.60 0.956 1.00 1.00 1.00
0.956 1.00 1.00 1.00
1.60 0.956 1.00 1.00 1.00
0.956 1.00 1.00 1.00
1.60 0.956 1.00 1.00 1.00
0.956 1.00 1.00 1.00
1.60 0.956 1.00 1.00 1.00
0.956 1.00 1.00 1.00
1.60 0.956 1.00 1.00 1.00
0.956 1.00 1.00 1.00
1.60 0.956 1.00 1.00 1.00
Max.·-· Def/ Location in Span
0.7001 10.577
Project Title
Engineer: Project ID:
Project Descr:
Ct CL
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
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
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
Printed: 1, WIY 2018, 12·59PM
File° C:\Userslamgad\One0rive\OOCUME•11ENERCA•11CALETA-1.EC6
ENERCALC, INC. 198J.2017, Build:10.17.12.10, Ver.10.17.12.10
Moment Values Shear Values
M fb F'b V Iv F'v
0.00 0.00 0.00 0.00
29.66 1,255.65 3188.23 3.54 56.26 333.50
0.00 0.00 0.00 0.00
55.38 2,344.23 3465.47 6.97 110.63 362.50
0.00 0.00 0.00 0.00
43.85 1,855.90 3188.23 5.87 93.19 333.50
0.00 0.00 0.00 0.00
29.66 1,255.65 4435.80 3.54 56.26 464.00
0.00 0.00 0.00 0.00
29.66 1,255.65 4435.80 3.54 56.26 464.00
0.00 0.00 0.00 0.00
55.38 2,344.23 4435.80 6.97 110.63 464.00
0.00 0.00 0.00 000
43.85 1,855.90 4435.80 5.87 93.19 464.00
0.00 0.00 0.00 0.00
43.85 1,855.90 4435.80 5.87 93.19 464.00
0.00 0.00 0.00 0.00
17.80 753.39 4435.80 2.13 33.76 464.00
0.00 0.00 0.00 0.00
17.80 753.39 4435.80 2.13 33.76 464.00
Load Combination Max. • +" Deft Location in Span
0.0000 0.000
Support notation : Far left is #1 Values in KIPS
Support 1 Support 2
7.620 7.620
3.602 3.602
3.820 3.820
7.422 7.422
5.285 5.285
3.820 3.820
7.620 7.620
6.522 6.522
3.820 3.820
3.820 3.820
7.620 7.620
6.522 6.522
6.522 6.522
2.292 2.292
2.292 2.292
3.820 3.820
1.465 1.465
3.602 3.602
..
-
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Project Title:
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Project Descr:
Printed. IHl<\Y 1018, 3:31PM
File= C:1Users\amgad\One0rive\DOCUME•11ENERCA·11CALETA·1.EC6
ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver.10.17.12.10
Calculations per NOS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set : IBC 2015
Material Properties
Analysis Method : Allowable Stress Design
Load Combination IBC 2015
Fb +
Fb -
2,900.0psi
2,900.0psi
2,900.0psi
E : Modulus of Elasticity
Wood Species
Wood Grade
Beam Bracing
.
: Trus Joist
: Parallam PSL 2.2E
Fe-Prll
Fe -Perp
Fv
Ft
: Beam is Fully Braced against lateral-torsional buckling
0(3 92) Lr{1 47) L(3 6)
0(0 465)
'
5 25x18 0
Span = 16 50 ft
750.0psi
290.0psi
2,025.0 psi
•
Ebend-xx 2,200.0ksi
Eminbend -xx 1, 118.19ksi
Density 45.050pcf
Applied Loads Service loads entered. Load Factors will be applied for calculalions.
Beam self weight calculated and added to loads
Uniform Load: D = 0.4650 , Tributary Width = 1.0 ft
Point Load : D = 3.920, Lr = 1.470, L = 3.60 k@ 5.0 ft, (Reaction from 8-1)
,JJESIGN 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
Maximum Deflection Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0.61 7. 1
5.25x18.0
1,710.57psi
2,772.37 psi
-+D+l +H
4.998ft
Span# 1
Maximum Shear Stress Ratio
Section used for this span
fv : Actual
0.084 in Ratio =
0.000 in Ratio =
0.328 in Ratio =
0.000 in Ratio =
Fv : Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
2348 >=360
0 <360
604 >=180
0 <180
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios Moment Values
Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M fb
+O+H
Lenglh = 16.50 ft 0.476 0.371 0.90 0.956 1.00 1.00 100 1.00 1.00 28.06 1,187.61
+O+L+H 0.956 1.00 1.00 1.00 1.00 1.00
Length = 16.50 ft 0.617 0.471 1.00 0.956 1.00 1.00 1.00 1.00 1.00 40.41 1,710.57
+O+Lr+H 0.956 1.00 1.00 1.00 1.00 1.00
Length = 16.50 ft 0.403 0.312 1.25 0.956 1.00 1.00 1.00 1.00 1.00 33.00 1,396.81
F'b
0.00
2495.14
0.00
2772.37
0.00
3465.47
Design OK
0.471 : 1
5.25x18.0
136.61 psi
290.00 psi
-+D+l +H
V
0.00
0.000ft
Span# 1
Shear Values
fv
0.00
F'v
0.00
6.10 96.79 261.00
0.00 0.00 0.00
8.61 136.61 290.00
0.00 0.00 0.00
7.12 113.05 362.50
Title Block Line 1
You can change this area
using the 'Settings' menu item
and then using the 'Printing &
Title Block' selection.
T_!t~ Block !Jne §__
Wood Beam
t.tt. I
Description : B-2
Max Stress Ratios load Combination
Segment Length Span# M V
+O+S+H
Length = 16.50 ft 0.372 0.290
•{l+0.750Lr+0.750L +H
Length = 16.50 ft 0.502 0.383
+0+0.750L +0.750S+H
Length = 16.50 ft 0.495 0.380
+0+0.60W+H
Length = 16.50 ft 0.268 0.209
+0+0.70E.J-f
Length = 16.50 ft 1 0.268 0.209
.O+O. 750Lr+O. 750L +0.450W.J-f
Length = 16.50 ft 1 0.392 0.299
+0+0. 750L +0.750S+O 450W+H
Length= 16.50 ft 1 0.356 0.273
+0+0.750L +O. 750S+0.5250E.J-f
Length = 16.50 ft 1 0.356 0.273
+0.60D+0.60W+0.60H
Length =16.50 ft 0.161 0.125
+0.600+0.70E+0.60H
Length = 16.50ft 1 0.161 0.125
Overall Maximum Deflections
Load Combination
+0+0.750Lr+0.750L +0.450W.J-f
Vertical Reactions
Load Combination
Overall MAXimum
Overall MINimum
+O.J-f
+O+L.J-f
+O+Lr.J-f
+O+S>H
+0+0.750Lr+O. 750L .J-f
+0+0.750L.0.750S.J-f
+0+0.60W.J-f
+D+0.70E.J-f
+0+0.750Lr+0.750L +0.450W.J-f
+O+O. 750L +O 750S+0.450W+H
+O+O. 750L +O. 750S+0.5250E+H
+0.60D+0.60W+0.60H
+0.600+0.70E+0.60H
D Only
Lr Only
LOnly
S Only
WOnly
E Only
HOnly
Span
1
Cd C FN Ci c, Cm
0.956 1.00 1.00 1.00
1.15 0.956 1.00 1.00 1.00
0.956 1.00 1.00 1.00
1.25 0.956 1.00 1.00 1.00
0.956 1.00 1.00 1.00
1.15 0.956 1.00 1.00 1.00
0.956 1.00 1.00 1.00
1.60 0.956 1.00 1.00 1.00
0.956 1.00 1.00 1.00
1.60 0.956 1.00 1.00 1.00
0.956 1.00 1.00 1.00
1.60 0.956 1.00 1.00 1.00
0.956 1.00 1.00 1.00
1.60 0.956 1.00 1.00 1.00
0.956 1.00 1.00 1.00
1.60 0.956 1.00 1.00 1.00
0.956 1.00 1.00 1.00
1.60 0.956 1.00 1.00 1.00
0956 1.00 1.00 1.00
1.60 0.956 1.00 1.00 1.00
Max. • -• Den Location in Span
0.3276 7.828
Project Title:
Engineer: Project ID:
Project Descr:
Ct CL
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
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
1.00 1.00
1.00 1.00
100 1.00
1.00 1.00
1.00 1.00
1.00 1.00
l'!lnted: 14 WIY 2018, 3:31PM
File= C:\Userslamgad\Ooe0rive\OOCUME•11ENERCA·1ICALETA•1.EC6
ENERCALC, INC. 1983-2017. Build:10.17.12.10, Ver.10.17.12.10
Moment Values Shear Values
M lb F'b V Iv F'v
0.00 0.00 0.00 0.00
28.06 1,187.61 3188.23 6.10 96.79 333.50
0.00 0.00 0.00 0.00
41.12 1.740.43 3465.47 8.75 138.85 362.50
0.00 0.00 0.00 0.00
37.28 1,577.86 3188.23 7.98 126.66 333.50
0.00 0.00 0.00 0.00
28.06 1,187.61 4435.80 6.10 96.79 464.00
0.00 0.00 0.00 0.00
28.06 1,187.61 4435.80 6.10 96.79 464.00
0.00 0.00 0.00 0.00
41.12 1,740.43 4435.80 8.75 138.85 464.00
0.00 0.00 0.00 0.00
37.28 1,577.86 4435.80 7.98 126.66 464.00
0.00 0.00 0.00 0.00
37.28 1,577.86 4435.80 7.98 126.66 464.00
0.00 0.00 0.00 0.00
16.83 712.56 4435.80 3.66 58.07 464.00
0.00 0.00 0.00 0.00
16.83 712.56 4435.80 3.66 58.07 464.00
Load Combination Max."+" Defl Location in Span
0.0000 0.000
Support notation : Far left is #1 Values in KIPS
Support 1
9.463
2.509
6.812
9.321
7.837
6.812
9.463
8.694
6.812
6.812
9.463
8.694
8.694
4.087
4.087
6.812
1.025
2.509
Support 2
6.420
1.091
5.268
6 359
5.713
5.268
6.420
6086
5.268
5.268
6.420
6086
6086
3.161
3.161
5.268
0.445
1.091
Title Block Line 1
You can change this area
using the 'Settings· menu item
and then using the 'Printing &
Title Block' selection.
Title Block Line 6
Wood Beam
Description : B-3
CODE REFERENCES
Project Title:
Engineer: Project ID:
Project Descr:
Printed: 14 MAY 2018. 3 32PM
File= C:\Userslamgad\OneDrive\OOCUME-1\ENERCA-1\CALETA-1.EC6
ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver.10.17.12.10
Calculations per NOS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set : IBC 2015
Material Properties
Analysis Method : Allowable Stress Design
Load Combination IBC 2015 Fb +
Fb -
2,900.0psi
2,900.0psi
2,900.0psi
E: Modulus of Elasticity
Wood Species
Wood Grade
Beam Bracing
: Trus Joist
: Parallam PSL 2.2E
Fc -Prll
Fe -Perp
Fv
Ft
: Beam is Fully Braced against lateral-torsional buckling
DO 35 Lr 0.28
5.25x14.0
Span = 17.0 ft
750.0psi
290.0psi
2,025.0psi
Ebend-xx 2,200.0ksi
Eminbend -xx 1, 118.19ksi
Density 45.050pcf
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load : D = 0.350, Lr = 0.280 , Tributary Width = 1.0 ft
___ QESIGN 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
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0.463 1
5.25x14.0
1,650.57psi
3,563.50psi
+0-+lr+H
8.500ft
Span# 1
Maximum Shear Stress Ratio
Section used for this span
fv : Actual
0.200 in Ratio=
0.000 in Ratio =
0.467 in Ratio =
0.000 in Ratio =
Fv : Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
1018 >=360
0<360
436 >=180
0<180
Maximum Forces & Stresses for Load Combinations -Load Combination Max Stress Ratios Moment Values
Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M fb
+0-++i
Length= 17.0 ft 0.367 0.215 0.90 0.983 1.00 1.00 1.00 1.00 1.00 1347 942.82 +O+L-++i 0.983 1.00 1.00 1.00 1.00 1.00 Length = 17.0 ft 0.331 0.194 1.00 0.983 1.00 1.00 1.00 1.00 1.00 13.47 942.82 +O+Lr-++i 0.983 1.00 1.00 1.00 1.00 1.00 Length = 17.0 ft 0.463 0.271 1.25 0.983 1.00 1.00 1.00 1.00 1.00 23.59 1,650.57 +Q+S+H 0.983 1.00 1.00 1.00 100 1.00 Length= 17.0 ft 0.288 0169 1.15 0.983 1.00 1.00 1.00 1.00 1.00 13.47 942.82 +0+0750Lr+0.750L+H 0.983 1.00 1.00 1.00 1.00 1.00
F'b
0.00
2565.72
0.00
2850.80
0.00
3563.50
0.00
3278.42
0.00
Design OK
0.271 : 1
5.25x14.0
98.39 psi
362.50 psi
+0-+lr+H
0.000ft
Span# 1
Shear Values
V fv F'v
0.00 0.00 0.00
2.75 56.20 261 .00
0.00 0.00 0.00
2.75 56.20 290.00
0.00 0.00 0.00
4.82 98.39 362.50
0.00 0.00 0.00
2.75 56.20 333.50
0.00 0.00 0.00
Title Block Line 1
You can change this area
using the 'Settings' menu item
and then using the 'Printing &
Title Block' selection.
Title Block Line 6
Wood Beam
t .••. I
Description : 8-3
Load Combination Max Stress Ratios
Segment Length Span# M V
Length = 17 .0 ft 1 0.414 0.242
+0+0.750L +0.750S+H
Length = 17.0 ft 0.288 0.169
+0+0.60W+H
Length= 17.0 ft 0.207 0.121
+0+0.70E+H
Length = 17 .0 ft 1 0.207 0.121
+O+O. 750Lr+0.750L +0.450W+H
Length = 17.0 ft 1 0323 0.189
+O+O. 750L +O. 750S+0.450W+H
Length = 17 .0 ft 1 0.207 0.121
+O+O. 750L +O. 750S+0.5250E+H
Length = 17.0 ft 0.207 0.121
+0.60D+0.60W+0.60H
Length = 17.0 ft 0.124 0.073
+0.600+0.70E+0.60H
Length = 17 .0 ft 1 0.124 0.073
Overall Maximum Deflections
Load Combination
+D+Lr+H
Vertical Reactions
Load Combination
Overall MAXimum
Overall MINimum
+D+H
+D+L+H
+D+Lr+H
+D+S+H
+D+0.750Lr+0.750L+H
+D+0.750L +0.750S+H
+0+0.60W+H
+0+0.70E+H
+0+0.750Lr+0.750L +0.450W+H
+D+O. 750L +O. 750S+0.450W+H
+D+0.750L +0. 750S+0.5250E+H
+0.60D+0.60W+0.60H
+0.60D+0.70E+0.60H
DOnly
Lr Only
L Only
S Only
WOnly
E Only
H Only
Span
Project Title:
Engineer:
Project Descr:
Project ID:
Printed: 14 MI\Y 2018. 3.32PM
File = C:IUsers\amgad\OneDrive\DOCUME-1\ENERCA-1 \CALET A-1.EC6
Cd CFN Ci Cr Cm Ct CL
1.25 0.983 1.00 1.00 1.00 100 1.00
0.983 1.00 1.00 1.00 1.00 1.00
115 0.983 1.00 1.00 1.00 1.00 1.00
0.983 1.00 1.00 1.00 1.00 1.00
1.60 0.983 1.00 1.00 1.00 1.00 1.00
0.983 1.00 1.00 1.00 1.00 1.00
1.60 0.983 1.00 1.00 1.00 1.00 1.00
0.983 1.00 1.00 1.00 1.00 1.00
1.60 0.983 1.00 1.00 1.00 1.00 1.00
0.983 1.00 100 1.00 1.00 1.00
1.60 0.983 1.00 1.00 1.00 1.00 1.00
0.983 1.00 1.00 1.00 1.00 1.00
1.60 0.983 1.00 1.00 1.00 1.00 1.00
0.983 1.00 1.00 1.00 1.00 1.00
1.60 0.983 1.00 1.00 1.00 1.00 1.00
0.983 1.00 1.00 1.00 1.00 1.00
1.60 0.983 1.00 1.00 1.00 1.00 1.00
Max. • -• Defl Location in Span Load Combination
0.4673 8.562
Support notation : Far left is #1
Support 1
5,550
2.380
3.170
3.170
5.550
3.170
4.955
3.170
3.170
3.170
4.955
3.170
3.170
1.902
1.902
3.170
2.380
Support 2
5.550
2.380
3.170
3.170
5.550
3.170
4.955
3.170
3.170
3.170
4.955
3.170
3.170
1.902
1.902
3.170
2.380
ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 . :.; c
Moment Values Shear Values
M lb F'b V fv F'v
21.06 1,473.63 3563.50 4.30 87.84 362.50
0.00 0.00 0.00 0.00
13.47 942.82 3278.42 2.75 56.20 333.50
0.00 0.00 0.00 0.00
13.47 942.82 4561.28 2.75 56.20 464.00
0.00 0.00 0.00 0.00
13.47 942.82 4561 .28 2.75 56.20 464.00
0.00 0.00 0.00 0.00
21.06 1.473.63 4561.28 4.30 87.84 464.00
0.00 0.00 0.00 0.00
13.47 942.82 4561.28 2.75 56.20 464.00
0.00 0.00 0.00 0.00
13.47 942.82 4561.28 2.75 56.20 464.00
0.00 0.00 0.00 0.00
8.08 565.69 4561.28 1.65 33.72 464.00
0.00 0.00 0.00 0.00
8.08 565.69 4561.28 1.65 33.72 464.00
Max. • +' Defl Location in Span
0.0000 0.000
Values in KIPS
Title Block Line 1 Project Title:
You can change this area
using the 'Settings' menu item
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Title Block' selection.
Engineer: Project ID:
Project Descr:
Title Block Line 6
1 Wood Beam
Pnnted 14 ~y 2018, 1 0,IPM
File= C:IUsers\amgad\OoeDrive\OOCUME-1\ENERCA-11CAL£TA-1.EC6
ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver.10.17.12.10
Description : B-4
CODE REFERENCES
Calculations per NOS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set : IBC 2015
Material Properties
Analysis Method : Allowable Stress Design
Load Combination IBC 2015
Fb + 2,900.0psi
2,900.0psi
2,900.0psi
E : Modulus of Elasticity
Wood Species
Wood Grade
Beam Bracing
.
: Trus Joist
: Parallam PSL 2.2E
Fb -
Fc -Prfl
Fe -Perp
Fv
Ft
: Beam is Fully Braced against lateral-torsional buckling
0(047 L(08) 0(4 04) Lr(2 38) L(2 37)
D(0.095) L(0.107)
5 25x18 O
Span = 21 50 ft L __________________ _
750.0psi
290.0psi
2,025.0psi
Ebend-xx 2,200.0ksi
Eminbend -xx 1, 118.19ksi
Density 45.050pcf
V
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load : D = 0.0950, L = 0.1070 , Tributary Width = 1.0 ft
Point Load : D = 0.470, L = 0.80 k @ 5.50 ft, (Reaction from B-5)
Point Load : D = 4 040, Lr = 2.380, L = 2.370 k@ 11.50 ft, (R1, R2, and R3 (see calcs))
DESIGN SUMMARY
Maximum Bending Stress Ratio
Section used for this span
fb : Actual
FB : Allowable
Load Combination
Location of maximum on span
Span II where maximum occurs
Maximum Deflection
Max Downward Transient Defleclion
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0.775 1
5.25x18.0
2,147.76psi
2,772.37psi
+D+L+H
11.456ft
Span II 1
Maximum Shear Stress Ratio
Section used for this span
fv : Actual
0.279 in Ratio =
0.000 in Ratio=
0.708 in Ratio=
0.000 in Ratio =
Fv : Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
924 >=360
0<360
364 >=180
0<180
Maximum Forces & Stresses for Load Combinations
Load Combination Max Slress Ratios Moment Values
Segment Length Span# M V Cd C FN C1 Cr Cm Ct CL M fb
+O+H
Length = 21.50 ft 0.507 0.209 0.90 0.956 1.00 1.00 1.00 1.00 1.00 29.90 1,26565
+O+L+H 0.956 1.00 1.00 1.00 1.00 1.00
Length = 21.50 ft 0.775 0 332 1.00 0.956 1.00 1.00 1.00 1.00 1.00 50.74 2,147.76
F'b
0.00
2495.14
0.00
2772.37
Design OK
0.332 : 1
5.25x18.0
96.36 psi
290.00 psi
+D+L+H
0.000ft
Span# 1
Shear Values
V fv
0.00 000
F'v
0.00
3.43 54.52 261.00
0.00 0.00 0.00
6.07 96 36 29000
_j
Title Block Line 1
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using the 'Settings" menu item
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Title Block" selection.
Title Block Line 6
Wood Beam
t .II • 'I
Description : B-4
Load Combination Max Stress Ratios
Segment Length Span# M V
+O+lr-+H
Length = 21.50 ft 0.520 0.206
+O+S+H
Length = 21.50 ft 0.397 0.163
+O+O. 750Lr+O. 750L-+H
Length = 21.50 ft 0.672 0.273
+0+0.750L +O. 750S-+H
Length= 21.50 ft 0.604 0.257
+0+0.60W+H
Length = 21.50 ft 0.285 0.117
+O+O. 70E-+H
Length = 21.50 ft 1 0.285 0.117
+O+O. 750Lr+O. 750L +0.450W+H
Length = 21.50 ft 1 0.525 0.213
+O+O. 750L +0.750S+0.450W+H
Length = 21.50 ft 1 0.434 0.185
+0+0.750L +O. 750S+0.5250E+H
Length = 21.50 ft 1 0.434 0.185
+0.60D+0.60W+0.60H
Length = 21.50 ft 0.171 0.070
+0.60D+0.70E+0.60H
Length = 21.50 ft 1 0.171 0.070
Overall Maximum Deflections
Load Combination
+0+0.750Lr+0.750L +0.450W+H
Vertical Reactions
load Combination
Overall MAXimum
Overall MINimum
+0-+H
+O+l+H
+O+lr+H
+O+S+H
+0+0.750Lr+0.750L+H
+0+0.750L +0.750S-+H
+0+0.60W+H
+0+0.70E+H
+0+0.750Lr+0.750l+0.450W+H
+O+O. 750L +O. 750S+0.450W+H
+0+0.750l .0. 750S+0.5250E+H
+0.60D+Q.60W+0.60H
+Q.60D+0.70E+0.60H
DOnly
Lr Only
L Only
S Only
WOnly
E Only
H Only
Span
1
Project Title:
Engineer:
Project Descr:
Project ID:
Prinled: 14 W.Y 2018, 1:04PM
File= C:\Userslamgad\One0rive\OOCUME-1\ENERCA-1\CALETA:1.EC6
ENERCALC, INC. 1983-2017, Boild:10.17,12.10, Ver.10.17.12.10
Moment Values Shear Values
Cd C FN Ci Cr Cm C t CL M fb F'b V fv F'v
0.956 1.00 1.00 1.00 100 1.00 0.00 0.00 0.00 0.00
1.25 0.956 1.00 1.00 1.00 1 00 1.00 42.58 1,802.44 3465.47 4.71 74.72 362.50
0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
1.15 0.956 1.00 1.00 1.00 1.00 1.00 29.90 1,265.65 3188.23 3.43 54.52 333.50
0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
1.25 0.956 1.00 1.00 1.00 1.00 1.00 55.04 2,329.83 3465.47 6.24 98.99 362.50
0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
1.15 0.956 1.00 1.00 1.00 1.00 1.00 45.53 1,927.23 3188.23 5.40 85.69 333.50
0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
1.60 0.956 1.00 1.00 1.00 1.00 1.00 29.90 1,265.65 4435.80 3.43 54.52 464.00
0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
1.60 0.956 1.00 1.00 1.00 1.00 1.00 29.90 1,265.65 4435.80 3.43 54.52 464.00
0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
1.60 0.956 1.00 1.00 1.00 1.00 1.00 55.04 2,329.83 443580 6.24 98.99 464.00
0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
1.60 0.956 100 1.00 1.00 1.00 1.00 45.53 1,927.23 4435.80 5.40 85.69 464.00
0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
1.60 0.956 1.00 1.00 1.00 1.00 1.00 45.53 1,927.23 4435.80 5.40 85.69 464.00
0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
1.60 0.956 100 1.00 1.00 1.00 1.00 17.94 759.39 4435.80 2.06 32.71 464.00
0.956 100 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
1.60 0.956 1.00 1.00 1.00 1.00 1.00 17.94 759.39 4435.80 2 06 32.71 464.00
Max. ·.·oen Location in Span Load Combination Max.·+· Den Location in Span
0.7083 10.907 0.0000 0.000
Support notation Far left is #1 Values in KIPS
Support 1 Support 2
6.534 6.542
2.848 2.623
3.568 3.620
6.416 6.243
4.675 4.893
3.568 3.620
6.534 6.542
5.704 5.587
3.568 3.620
3.568 3.620
6.534 6.542
5.704 5.587
5.704 5.587
2.141 2.172
2.141 2.172
3.568 3.620
1.107 1.273
2.848 2.623
Title Block Line 1
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Title Block Line 6
Wood Beam
...... f
Description : B-5
CODE REFERENCES
Calculations per NOS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set : IBC 2015
Material Properties
Analysis Method : Allowable Stress Design
Load Combination I BC 2015
Wood Species
Wood Grade
: Douglas Fir -Larch
: No.1
Project Title:
Engineer: Project ID:
Project Descr:
Fb +
Fb -
Fc -Prll
Fe -Perp
Fv
Ft
Printed. 1• MAV 2018, 1 02PM
File = C:\Users\amgad\OneOrive\OOCUME-1 IENERCA-1 \CALETA-1.EC6
ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10
1350psi
1350 psi
925 psi
625psi
170 psi
675psi
E: Modulus of Elasticity
Ebend-xx
Eminbend -xx
Density
1600ksi
580ksi
31.2pcf
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
D(O 129\ LIO 22\
• •
6x10
Span = 7.30 ft
--------------, ~
Applied Loads Service loads entered . Load Factors will be applied for calculations .
Beam self weight calculated and added to loads
Uniform Load : D = 0.1290, L = 0.220, Tributary Width = 1.0 ft
Design OK JJES/fjftf.. SUMMARY~_
Maximum Bending Stress Ratio = 0.250 1 Maximum Shear Stress Ratio 0.170 : 1
6x10
28.83 psi Section used for this span 6x10
fb : Actual = 337.21 psi
FB : Allowable = 1,350.00psi
Load Combination
Location of maximum on span = +Oi\-+f-1 3. 50ft
Span # where maximum occurs = Span# 1
Maximum Deflection Max Downward Transient Deflection 0.022 in Ratio =
Max Upward Transient Deflection 0.000 in Ratio =
Max Downward Total Deflection 0.036 in Ratio =
Max Upward Total Deflection 0.000 in Ratio=
Maximum Forces & Stresses for Load Combinations . -
Load Combination Max Stress Ratios
Segment Lenglh Span# M V Cd C FN Ci Cr Cm
+O+H
Length= 7.30 ft 0.103 0.070 090 1.000 1.00 1.00 1.00
+0-+l+H 1.000 1.00 1.00 1.00
Length = 7 .30 ft 0.250 0.170 1.00 1.000 1.00 1.00 1.00
+0-+lr+H 1.000 1.00 1.00 1.00
Lenglh = 7 .30 ft 0.074 0.050 1.25 1.000 1.00 1.00 1.00
+O+S+H 1.000 1.00 1.00 1.00
Length = 7 .30 ft 0.080 0.055 1.15 1.000 1.00 1.00 1.00
+0+0.750Lr+0.750L +H 1.000 1.00 1.00 1.00
Section used for this span
fv : Actual
Fv : Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
3895>=360
0<360
2455 >=180
0 <180
Momeni Values
C l CL M , fb
1.00 1.00 0.86 124.64
1.00 1.00
1.00 1.00 2.32 337.21
1.00 1.00
1.00 1.00 0.86 124.64
1.00 1.00
1.00 1.00 0.86 124.64
1.00 1.00
=
F'b V
0.00 0.00
1215.00 0.37
0.00 0.00
1350.00 1.00
0.00 0.00
1687.50 0.37
0.00 0.00
1552.50 0.37
0.00 0.00
170.00 psi
+O+l++i
0.000ft
Span# 1
Shear Values
fv
0.00
F'v
0.00
10.66 153.00
0.00 0.00
28.83 170.00
0.00 0.00
10.66 212.50
0.00 0,00
10.66 195.50
0.00 0.00
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I Wood Beam
Description : B-5
Load Combination
Segment Length
Length= 7.30 ft
+O+O. 750L +0.750S+H
Span#
1
Max Stress Ratios
M V
0.168 0.114
Length = 7.30 ft 0.183 0.124
+0+0.60W+H
Length = 7.30 ft 0.058 0.039
+0+0.70E+H
Length = 7.30 ft 1 0.058 0.039
+0+0. 750Lr+O. 750L +0.450W+H
Length = 7.30 ft 1 0. 132 0.089
+0+0.750L +0.750S+0.450W+H
Length = 7.30 ft 1 0.132 0.089
+O+O. ?SOL +O. 750S+0.5250E+H
Length = 7.30 ft 1 0.132 0.089
+0.600+0.60W+0.60H
Length= 7.30 ft 0.035 0.024
+-0.600+0.70E+0.60H
Length= 7.30 ft 1 0.035 0 024
Overall Maximum Deflections
Load Combination
+04.+H
Vertical Reactions
Load Combination
Overall MAXimum
Overall MINimum
+O+H
+04.+H
+04.r+H
+O+S+H
+0+0.750Lr•0.750L +H
+0+0.750L +0.750S+H
+0+0.60W+H
+0+0.70E+H
+0+0.750Lr+0.750L +-0.450W+H
+O+O. ?SOL +-0. 750S+0.450W+H
+O+O. ?SOL +O. 750S+0.5250E+H
+0.600+0.60W+0.60H
+0.600+-0.70E +-0.60H
DOnly
Lr Only
L Only
S Only
WOnly
E Only
H Only
Span
1
Cd C FN Ci Cr Cm
1.25 1.000 1.00 1.00 1.00
1.000 1.00 1.00 1.00
1.15 1.000 1.00 1.00 1.00
1.000 1.00 1.00 1.00
1.60 1.000 1.00 1.00 1.00
1.000 1.00 1.00 1.00
1.60 1.000 1.00 1.00 1.00
1.000 1.00 1.00 1.00
1.60 1.000 1.00 1.00 1.00
1.000 1.00 1.00 1.00
1.60 1.000 1.00 1.00 1.00
1.000 1.00 1.00 1.00
1.60 1.000 1.00 1.00 1.00
1.000 1.00 1.00 1.00
1.60 1.000 1.00 1.00 1.00
1.000 1.00 1.00 1.00
1.60 1.000 1.00 1.00 100
Max. • -• Defl Location in Span
0.0357 3.677
Project Title:
Engineer: Project ID:
Project Descr:
Ct CL
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
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
1.00 1.00
1.00 1.00
1.00 1.00
Printed: 14 WIY 2018. 1:02PM
File = C:\Users\amgad\One0rive100CUME-11ENERCA-11CALET A-1.EC6
ENERCALC. INC. 1983-2017, Buid:10.17.12.10, Ver.l!f:17.12.10
Moment Values Shear Values
M lb F'b V Iv F'v
1.96 284.07 1687.50 0.85 24.29 212.50
0.00 0.00 0.00 0.00
1.96 284.07 1552.50 0.85 24.29 195.50
0.00 0.00 0.00 0.00
0.86 124.64 2160.00 0.37 10.66 272.00
0.00 0.00 0.00 0.00
0.86 124.64 2160.00 0.37 10.66 272.00
0.00 0.00 0.00 0.00
1.96 284.07 2160.00 0.85 24.29 272.00
0.00 0.00 0.00 0.00
1.96 284.07 2160.00 0.85 24.29 272.00
0.00 0.00 0.00 0.00
1.96 284.07 2160.00 0.85 24.29 272.00
0.00 0.00 0.00 0.00
0.52 74.79 2160.00 0.22 6.39 272.00
0.00 0.00 0.00 0.00
0.52 74.79 2160.00 0.22 6.39 272.00
Load Combination Max.'+' Defl Location in Span
0.0000 0.000
Su~port notation : Far left is #1 Values in KIPS
Support 1
1.274
0803
0.471
1.274
0.471
0.471
1.073
1073
0.471
0.471
1.073
1.073
1.073
0.283
0.283
0.471
0.803
Support 2
1.274
0.803
0.471
1.274
0.471
0.471
1.073
1.073
0.471
0.471
1.073
1073
1.073
0.283
0.283
0.471
0.803
Tille Block Line 1
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Title Block Line 6
Wood Beam ......
Description : B-6
CODE REFERENCES
Project Title:
Engineer: Project ID:
Project Descr:
Prinlad: 10MY 2018. 3:13PM
File = C:\Userslamgad\One0rive\OOCUME-1\ENERCA-1 ICALETA-1.EC6
ENERCALC, INC. 1983-2017, Bllild:10.17.12.10, Ver.10.17.12.10
Calculations per NOS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set : IBC 201 5
Material Properties
Analysis Method : Allowable Stress Design
Load Combination IBC 2015
Fb +
Fb -
2900psi
2900psi
2900psi
E : Modulus of Elasticity
Wood Species
Wood Grade
Beam Bracing
: Trus Joist
: Parallam PSL 2.2E
Fc -Prll
Fe -Perp
Fv
Ft
: Beam is Fully Braced against lateral-torsional buckling
D{O 637) Lr{O 215) L(O. 72)
5.25x14.0
Span = 12.80 f1
750 psi
290 psi
2025psi
Ebend-xx 2200ksi
Eminbend -xx 1118.19ksi
Density 45.05pcf
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load : D = 0.6370, Lr = 0.2150, L = 0.720, Tributary Width = 1.0 ft
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 =
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0.694 1
5.25x14.0
1,977.54 psi
2,850 80psi
+D-+l +l-1
6.400ft
Span # 1
Maximum Shear Stress Ratio
Section used for this span
fv : Actual
0. 166 in Ratio =
0.000 in Ratio =
0.317 in Ratio=
0.000 in Ratio =
Fv : Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
927 >=360
0 <360
483 >=180
0<180
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios Moment Values
Segment Lenglh Span# M V Cd C FN Ci Cr Cm Ct CL M fb
-+O..J-i
Lenglh = 12.80 ft 0.369 0.272 0.90 0.983 1.00 1.00 1.00 1.00 1.00 13.52 945.77
-+O+l..J-i 0.983 1.00 1.00 1.00 1.00 1.00
Length = 12.80 ft 0.694 0.513 1.00 0.983 1.00 1.00 1.00 1.00 1.00 28.26 1,977.54
+O+Lr +-H 0.983 1.00 1.00 1.00 1.00 1.00
Length = 12.80 ft 0.352 0.260 1.25 0.983 1.00 1.00 1.00 1.00 1.00 17.92 1,253.87
+O+S+H 0.983 1.00 1.00 1.00 1.00 1.00
Length= 12.80 ft 0.288 0.213 1.15 0.983 1.00 1.00 1.00 1.00 1.00 13.52 945.77
-+0-+-0.750Lr-+-0.750L 4i 0.983 1.00 1.00 1.00 1.00 1.00
F'b
0.00
2565.72
0.00
2850.80
0.00
3563.50
0.00
3278.42
0.00
Desi n OK
0.513 : 1
5.25x14.0
148.67 psi
290.00 psi
+D+L<+l
V
0.00
11.679ft
Span# 1
Shear Values
rv
0.00
F'v
0.00
3.48 71.10 261.00
0.00 0.00 0.00
7.28 148.67 290.00
0.00 0.00 0.00
4.62 94.26 362.50
0.00 0.00 0.00
3.48 71.10 333.50
0.00 0.00 0.00
-
Title Block Line 1 Project Title:
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TitleJlJock Line 6 Printed: t4 MAY 2018, 3.13PM
Wood Beam FIie = C:\Userslamgad\OneDrive\OOCUME-1\ENERCA-1 \CALET A-1.EC6
ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver.10.17.12.10
I .ti. I
Description : B-6
Load Combination Max Stress Ratios Moment Values Shear Values
Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b V fv F'v
Length = 12.80 ft 1 0.547 0.405 1.25 0.983 1.00 1.00 1.00 1.00 1.00 27.88 1,950.67 3563.50 7.19 146.65 362.50
+0+0.750L+0.750S+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length = 12.80 ft 0.525 0.388 1.15 0.983 1.00 1.00 1.00 1.00 1.00 24.58 1,719.60 3278.42 6.33 129.28 333.50
+0+0.60W+H 0.983 1.00 1.00 1.00 100 1.00 0.00 0.00 0.00 0.00
Length= 12.80 ft 0.207 0.153 1.60 0.983 1.00 1.00 1.00 1.00 1.00 13.52 945.77 4561.28 3.48 71.10 464.00
+0+0.70E+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length = 12.80 ft 1 0.207 0.153 1.60 0.983 1.00 1.00 1.00 1.00 1.00 13.52 945.77 4561.28 3.48 71.10 464.00
+0+0.750Lr+0.750L +0.450W+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length = 12.80 ft 1 0.428 0.316 1.60 0.983 1.00 1.00 1.00 1.00 1.00 27.88 1,950.67 4561.28 7.19 146.65 464.00
+0+0.750L +O. 750S+0.450W+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length = 12.80 ft 1 0.377 0.279 1.60 0.983 1.00 1.00 1.00 1.00 1.00 24.58 1.719.60 4561.28 6.33 129.28 464.00
+0+0.750L +O. 750S+0.5250E+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length = 12.80 ft 1 0.377 0.279 1.60 0.983 100 1.00 1.00 1.00 1.00 24.58 1,719.60 4561.28 6.33 129.28 464.00
+0.60D+0.60W+0.60H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length = 12.80 ft 0.124 0.092 1.60 0.983 1.00 1.00 1.00 1.00 1.00 8.11 567.46 4561.28 2.09 42.66 464.00
+0.60D+0.70E+0.60H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length = 12.80 ft 1 0.124 0.092 1.60 0.983 1.00 1.00 1.00 1.00 1.00 8.11 567.46 4561.28 2.09 42.66 464.00
Overall Maximum Deflections
Load Combination Span Max.'-' Defl Location in Span Load Combination Max.·+· Defl Location in Span
+O+L +H 0.3174 6.447 0.0000 0.000
Vertical Reactions Support notation Far left is #1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 8.832 8.832
Overall MINimum 4.608 4.608
+O+H 4.224 4.224
+O+L+H 8.832 8.832
+O+Lr+H 5.600 5.600
+O+S+H 4.224 4.224
+0+0.750Lr+0.750L +H 8.712 8.712
+0+0.750L +O. 750S+H 7.680 7.680
+0+0.60W+H 4.224 4.224
+0+0.70E+H 4.224 4.224
+0+0.750Lr+0.750L +0.450W+H 8.712 8.71 2
+O+O. 750L +O. 750S+0.450W+H 7.680 7.680
+0+0.750L +O. 750S+0.5250E+H 7.680 7.680
+0.60D+0.60W+0.60H 2.534 2.534
+0.60D+0.70E+O GOH 2.534 2.534
DOnly 4.224 4.224
Lr Only 1.376 1.376
LOnly 4.608 4.608
SOnly
WOnly
E Only
H Only
Title Block Line 1
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General Footing
Description : Footing for P-1
Code References
Project Title:
Engineer: Project ID:
Project Descr:
Printed· 14 MAY 2018, 3'38PM
File = C:\Userslamgad\OneDrive\OOCUME:1\ENERCA-1 \CALET A• 1.EC6
ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver.10.17.12.10
Calculations per ACI 318-14, IBC 2015. CBC 2016, ASCE 7-10
Load Combinations Used : IBC 2015
General Information
Material Properties
fc : Concrete 28 day strength =
fy : Rebar Yield =
Ee : Concrete Elastic Modulus =
Concrete Density =
IP 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
Dimensions
Width parallel to X-X Axis
Length parallel to Z-Z Axis
Footing Thickness
Pedestal dimensions ...
px : parallel to X-X Axis
pz : parallel to Z-Z Axis
Height
= = =
Rebar 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 Size =
Bandwidth Distribution Check (AC! 15.4.4.2)
Direction Requiring Closer Separation
# Bars required within zone
# Bars required on each side of zone
Applied Loads
D
#
#
P : Column Load = 10.0
OB : Overburden 0.0
M-xx = 0.0
M-zz = 0.0
V-x = 0.0
V-z = 0.0
3.0 ksi
60.0 ksi
3,122.0 ksi
145.0 pcf
0.90
0.750
0.00180
1.0 : 1
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 below soil surface
Allow press. increase per fool of depth
when footing base is below
1. 0 : 1 Increases based on footing plan dimension
3.0 ft
3.0 ft
24.0 in
0.0 in
0.0 in
0.0 in
3.0 in
6
5
6
5
nla
nla
n/a
Yes Allowable pressure increase per foot of depth
Lr
Yes
No
No
3.40
0.0
0.0
0.0
0.0
0.0
when max. length or width is greater than
I;, ;.,
---......!------,-,
, ....
;JI. '(1,ff-l-..OIO •l
L s w
2.50 0.0 0.0
0.0 0.0 0.0
0.0 0.0 0.0
0.0 0.0 0.0
0.0 0.0 0.0
0.0 0.0 0.0
;.,
:~ I
z..t_,_,.,
E
0.0
0.0
0.0
0.0
0.0
0.0
1.50 ksf No
250.0 pcf
0.30
4.0 ft
0.50 ksf
2.0 ft
0.250 ksf
2.0 ft
H
0.0 k
0.0 ksf
0.0 k-ft
0.0 k-ft
0.0 k
0.0 k
Title Block Line 1
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J General Footing
Description : Footing for P-1
DESIGN SUMMARY --
Min. Ratio
PASS 0.7684
PASS n/a
PASS n/a
PASS n/a
PASS nla
PASS n/a
PASS 0.04106
PASS 0.04106
PASS 0.04106
PASS 0.04106
PASS nla
PASS 0.0
PASS nla
PASS nla
PASS nla
Detailed Results
Soil Bearing
Rotation Axis &
Load Combination ...
X-X. +D+H
X-X. +D+L+H
X-X. +D+Lr+H
X-X. +D+S+H
X-X. +D+0.750Lr+0.750L+H
X-X. +D+0.750L+0.750S+H
X-X. +D+0.60W+H
X-X. +D+O.?0E+H
Item
Soil Bearing
Overturning -X-X
Overturning -Z-Z
Sliding -X-X
Sliding -Z-Z
Uplift
Z Flexure { +X)
Z Flexure (-X)
X Flexure { +Z)
X Flexure {-Z)
1-way Shear ( +X)
1-way Shear (-X)
1-way Shear ( +Z)
1-way Shear {-Z)
2-way Punching
X-X. +D+0.750Lr+0.750L +O 450W+H
X-X. +D+0.750L +0.750S+0.450W+H
X-X. +D+O. ?SOL +0.750S+0.5250E+H
X-X. +0.60D+0.60W+0.60H
Gross Allowable
2.750
2.750
2.750
2.750
2.750
2.750
2.750
2.750
2.750
2.750
2.750
2.750
2.750
2.750
2.750
2.750
2.750
2.750
2.750
2.750
2.750
2.750
2.750
2.750
2.750
2.750
X-X. +0.60D+0.70E+0.60H
Z-Z. +D+H
Z-Z. +D+L+H
Z-Z. +D+Lr+H
Z-Z. +D+S+H
Z-Z, +D+0.750Lr+0.750L+H
Z-Z. +D+0.750L+0.750S+H
Z-Z. +D+0.60W+H
Z-Z. +0<-0.70E+H
Z-2. +D+0.750Lr+0.750L+0.450W+H
Z-2. +D+0.750L +O. 750S+0.450W+H
Z-Z. +D+0.750L+0.750S+0.5250E+H
Z-2. +0.60D+0.60W+0.60H
Z-Z. +0.60D+0.70E+0.60H
Overturning Stability
Rotation Axis &
Load Combination ...
Footing Has NO Overturning
Sliding Stability
Force Application Axis
Load Combination ...
Footing Has NO Sliding
Xecc
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
nla
nla
nla
nla
n/a
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Applied
2.113 ksf
0.0 k-ft
0.0 k-ft
0.0 k
0.0 k
0.0 k
2.336 k-ft/ft
2.336 k-ft/ft
2.336 k-ft/ft
2.336 k-ft/ft
0.0 psi
0.0 psi
0.0 psi
0.0 psi
7 031 psi
(in)
Zecc
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
nla
nla
nla
nla
n/a
nla
n/a
n/a
nta
nla
nla
nla
nla
Overturning Moment
Sliding Force
Project Title:
Project ID: Engineer:
Project Descr:
Printed: 14 WIY 2018, 3 J8PM
File : C:\Userslamgad\OneDrive\OOCUME· 1\ENERCA·1 \CALETA• 1.EC6
ENERCALC, INC. 1983-2017. B\Jild:10.17.12.10, Ver.10.17.12.10
Capacity
2.750 ksf
0.0 k-ft
0.0 k-ft ·
0.0 k
0.0 k
0.0 k
56.894 k-ft/ft
56.894 k-ft/ft
56.894 k-ft/ft
56.894 k-ft/ft
82.158 psi
0.0 psi
82.158 psi
82.158 psi
82.158 psi
Design OK
Governing Load Combination
+D+0.750Lr+0.750L+0.450W+H about Z-
No Overturning
No Overturning
No Sliding
No Sliding
No Uplift
+ 1.20D+ 1.60Lr+0.50L + 1.60H
+1.20D+1 .60Lr+0.50L +1.60H
+ 1.20D+1.60Lr+0.50L + 1.60H
+1 .20D+1.60Lr+0.50L+1.60H
nla
nla
nla
nla
+1.20D+1.60Lr+0.50L+1.60H
Actual Soil Bearing Stress@ Location Actual / Allow •
Left, -X Right, +X Bottom, -2 Top,+Z Ratio
1.621 1.621 n/a nla 0.590
1.899 1.899 nla nla 0.691
1.999 1.999 nla nla 0.727
1.621 1.621 nla nla 0.590
2.113 2.113 n/a nla 0.768
1.829 1.829 nla nla 0.665
1.621 1.621 nla n/a 0.590
1.621 1.621 nla n/a 0.590
2.113 2.113 n/a nla 0.768
1.829 1.829 nla n/a 0.665
1.829 1.829 n/a nla 0.665
0.9727 0.9727 nla n/a 0.354
0.9727 0.9727 nla nla 0.354
nla nla 1.621 1.621 0.590
nla nla 1.899 1.899 0.691
nla nla 1.999 1.999 0.727
nla nla 1.621 1.621 0.590
n/a n/a 2.113 2.113 0.768
nla nla 1.829 1.829 0.665
nla n/a 1.621 1.621 0.590
n/a n/a 1.621 1.621 0.590
n/a n/a 2.113 2.113 0.768
n/a n/a 1.829 1.829 0.665
nla nla 1.829 1.829 0.665
n/a n/a 0.9727 0.9727 0.354
n/a n/a 0.9727 0.9727 0.354
Resisting Moment Stability Ratio Status
All units k
Resisting Force Stability Ratio Status
...
Title Block Line 1 Project Title:
You can change this area Engineer: Project ID:
using the 'Settings' menu item Project Descr:
and then using the 'Printing &
Title Block' selection.
Title Block Line 6 Printed. 14 M'\Y 2018. 3 38PM
r File= C:IUserslamgad\OneOriYe\OOCUME-1\ENERCA-1\CALETA-1 EC6 General Footing ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver.10.17.12.10
I .11. I
Description : Footing for P-1
Footing Flexure
Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi'Mn Status
k-ft Surface in"2 in•2 in•2 k-ft
X-X. + 1.400+ 1.60H 1.750 +Z Bottom 05184 Min Temp% 0.620 56894 OK
X-X, +1.400•1.60H 1.750 -Z Bottom 0.5184 Min Temp% 0.620 56.894 OK
X-X, +1.20D+0.50Lr+1.60L+1.60H 2.213 •Z Bottom 0.5184 Min Temp % 0.620 56.894 OK
X-X, +1.20D+0.50Lr+1.60L+1.60H 2.213 -Z Bottom 0.5184 Min Temp% 0.620 56.894 OK
X-X. +1.200+1.60L+0.50S+1.60H 2.0 •Z Bottom 0.5184 Min Temp% 0.620 56.894 OK
X-X. +1.200+1.60L+0.50S+1.60H 2.0 -Z Bottom 0.5184 Min Temp% 0.620 56.894 OK
X-X. + 1.200+ 1.60Lr+0.50L + 1.60H 2.336 +Z Bottom 0.5184 Min Temp% 0.620 56.894 OK
X-X, +1.200+1.60Lr+0.50L+1.60H 2.336 -Z Bottom 0.5184 Min Temp % 0.620 56.894 OK
X-X. + 1.200+ 1.60Lr+0.50W+ 1.60H 2.180 •Z Bottom 0.5184 Min Temp% 0.620 56.894 OK
X-X. + 1.200+ 1.60Lr+0.50W+ 1.60H 2.180 -Z Bottom 0.5184 Min Temp% 0.620 56.894 OK
X-X. + 1.20D+0.50L + 1.60S+ 1.60H 1.656 +Z Bottom 0.5184 Min Temp % 0.620 56.894 OK
X-X. +1.20D+0.50L+1.60S+1.60H 1.656 -Z Bottom 0.5184 Min Temp% 0.620 56.894 OK
X-X. + 1.200+ 1.60S+0.50W+ 1.60H 1.50 +Z Bottom 0.5184 Min Temp% 0.620 56.894 OK
X-X, +1.200+1.60S+0.50W+1.60H 1.50 -Z Bottom 0.5184 Min Temp% 0.620 56.894 OK
X-X. + 1.20D+0.50Lr+0.50L +W+ 1.60H 1.869 +Z Bottom 0.5184 Min Temp% 0.620 56.894 OK
X-X. + 1.20D+0.50Lr+0.50L +W+1.60H 1.869 -Z Bottom 0.5184 Min Temp% 0.620 56.894 OK
X-X. +1.20D+0.50L+0.50S+W+1.60H 1.656 +Z Bottom 0.5184 Min Temp% 0.620 56.894 OK
X-X. +1.20D+0.50L +0.50S+W+ 1.60H 1.656 -Z Bottom 0.5184 Min Temp % 0.620 56.894 OK
X-X. +1.20D+0.50L+0.70S+E+160H 1.656 +Z Bottom 0.5184 Min Temp% 0.620 56.894 OK
X-X. +1.20D+0.50L +0.70S+E+1.60H 1.656 -Z Bottom 0.5184 Min Temp% 0.620 56.894 OK
X-X. +0.90D+W+0.90H 1.125 +Z Bottom 0.5184 Min Temp % 0.620 56.894 OK
X-X. +0.90D•W+0.90H 1.125 -Z Bottom 0.5184 Min Temp% 0.620 56.894 OK
X-X, +0.90D+E+0.90H 1.125 +Z Bottom 0.5184 Min Temp% 0.620 56.894 OK
X-X. +0.900+E+0.90H 1.125 -Z Bottom 0.5184 Min Temp % 0.620 56.894 OK
Z-Z. +1.400+1.60H 1.750 -X Bottom 0.5184 Min Temp% 0.620 56.894 OK
Z-Z. + 1.400+ 1.60H 1.750 +X Bottom 0.5184 Min Temp% 0.620 56.894 OK
Z-Z. +1 .200+0.50Lr+1.60L +1.60H 2.213 -X Bottom 0.5184 Min Temp % 0.620 56.894 OK
Z-Z, +1 .20D+0.50Lr+1.60L+1 .60H 2.213 +X Bottom 0.5184 Min Temp % 0.620 56.894 OK
2-Z, +1 .200+1.60L +0.50S+1.60H 2.0 -X Bottom 0.5184 Min Temp% 0.620 56.894 OK
2-Z, +1 .200+1.60L+0.50S+1.60H 2.0 +X Bottom 0.5184 Min Temp% 0.620 56.894 OK
Z-Z, +1.200+1.60Lr+0.50L+1 .60H 2.336 -X Bottom 0.5184 Min Temp% 0.620 56.894 OK
Z-Z, +1 .200+1.60Lr+0.50L+1 .60H 2.336 +X Bottom 0.5184 Min Temp % 0.620 56.894 OK
2-Z, +1 .200+1.60Lr+0.50W+1.60H 2.180 -X Bottom 0.5184 Min Temp% 0.620 56.894 OK
Z-Z, +1 .200+1.60Lr+0.50W+1.60H 2.180 +X Bottom 0.5184 Min Temp% 0.620 56.894 OK
2-Z, +1.20D+0.50L+1.60S+1.60H 1.656 -X Bottom 0.5184 Min Temp % 0.620 56.894 OK
Z-Z, +1.20D+0.50L+1 .60S+1.60H 1.656 +X Bottom 0.5184 Min Temp % 0.620 56.894 OK
Z-Z, +1.200+1.60S+0.50W+1 .60H 1.50 -X Bottom 0.5184 Min Temo % 0.620 56.894 OK
Z-Z, +1.200+1.60S+0.50W+1 .60H 1.50 +X Bottom 0.5184 Min Temp % 0.620 56.894 OK
Z-Z, + 1.20D+0.50Lr+0.50L +W+ 1.60H 1.869 -X Bottom 0.5184 Min Temp % 0.620 56.894 OK
Z-Z, +1 .20D+0.50Lr+0.50L+W+1.60H 1.869 +X Bottom 0.5184 Min Temp% 0.620 56.894 OK
Z-Z, + 1.20D+0.50L +0.50S+W+1 .60H 1.656 -X Bottom 0.5184 Min Temp% 0.620 56.894 OK
Z-Z, +1 .20D+0.50L+0.50S+W+1 .60H 1.656 +X Bottom 0.5184 Min Temp% 0.620 56.894 OK
Z-Z, +1.20D+0.50L+0.70S+E+1.60H 1.656 -X Bottom 0.5184 Min Temp % 0.620 56.894 OK
Z-Z. +1.20D+0.50L+0.70S-+£+1 .60H 1.656 +X Bottom 0.5184 Min Temp% 0.620 56.894 OK
Z-Z. +0.90D•W+0.90H 1.125 -X Bottom 0.5184 Min Temp% 0.620 56.894 OK
Z-Z, +0.90D+W+0.90H 1.125 +X Bottom 0.5184 Min Temp % 0.620 56.894 OK
Z-Z, +O 900-+E+0.90H 1.125 -X Bottom 0.5184 Min Temp % 0.620 56.894 OK
Z-Z. +0.90D+E+0.90H 1.125 +X Bottom 0.5184 Min Temp% 0.620 56.894 OK
One Way Shear
Load Combination ... Vu@·X Vu@+X Vu@-Z Vu@+Z Vu:Max PhiVn Vu / Phi'Vn Status
+ 1.400+ 1.60H 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 0.00
+1.20D+0.50Lr+1 .60L +1.60H O.OOpsi O.OOpsi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 0.00
+1.200+1.60L +0.50S+1.60H o.ooPsi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 0.00
+1.200+1 .60Lr+0.50L+1.60H 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 0.00
+1.200+ 1.60Lr+0.50W+1 .60H o.ooPsi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 0.00
+1.20D+0.50L +1.60S+1.60H o.OOPsi O.OOpsi 0.00 psi 0.00 psi 0.00 psi 82.16psi 0.00 0.00
+ 1.200+ 1.60S+0.50W+1.60H 0.00 psi 0.00 psi 0.00 osi 0.00 psi 0.00 psi 82.16 psi 0.00 0.00
+ 1.20D+0.50Lr+0.50L +W+ 1.60H o.OOPsi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 0.00
+1.200+0.50L +0.50S+W+1.60H O.OOPSi O.OOpsi 0.00 psi 0.00 psi O.OOpsi 82.16 psi 0.00 0.00
+1.200+0.50L+0.70S+E+1.60H 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 osi 0.00 0.00
+0.90D+W+0.90H 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 0.00
...
Title Block Line 1
You can change this area
using the 'Settings" menu item
and then using the 'Printing &
Tille Block' selection.
Title Block Line 6
General Footing
Description : Footing for P-1
One Way Shear
Load Combination ...
-+-0.90D+E-+-0.90H
Two-Way "Punching" Shear
Load Combination ...
+1 .40D+1.60H
+1.20D-+-0.50Lr+1.60L +1.60H
+1.20D+1.60L-+-0.50S+1.60H
+1 .20D+1.60Lr-+-0.50L+1.60H
+1 .20D+1.60Lr-+-0.50W+1.60H
+1.20D-+-0.50L+1.60S+1.60H
+ 1.20D+ 1.60S-+-0.50W+ 1.60H
+1.20D-+-0.50Lr-+-0.50L +W+ 1.60H
+1.20D-+-0.50L-+-0.50S+W+1 .60H
+ 1.20D-+-0.50L-+-0.70S+E+ 1.60H
-+-0.90D+W-+-0.90H
-+-0.90D+E-+-0.90H
Vu@-X Vu@+X
0.00 psi o.oo psi
Vu
5.27 psi
6.66 psi
6.02 psi
7.03 psi
6.56 psi
4.99 psi
4.51 psi
5.62 psi
4.99 psi
4.99 osi
3.39 psi
3.39 psi
Vu@-Z
Project Title:
Engineer: Project ID:
Project Descr:
Vu@+Z
Printed: 14 IMV 2018. J·J8PM
File= C:\Users\amgad\One0rive\OOCUME·11ENERCA·11CALETA·1.EC6
ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver.10.17.12.10
Vu:Max PhiVn Vu/ Phi*Vn Status
0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 0.00
All units k
Phi*Vn Vu / Phi*Vn Status
164.32psi 0.03205 OK
164.32psi 0.04052 OK 164.32psi 0.03663 OK
164.32psi 0.04279 OK
164.32psi 0.03993 OK 164.32psi 0.03034 OK
164.32psi 0.02747 OK
164.32psi 0.03423 OK 164.32psi 0.03034 OK
164.32osi 0.03034 OK
164.32osi 0.02061 OK
164.32osi 0.02061 OK
(city of
Carlsbad
, SEWER DISTRICT CERTIFICATION
W Leucadia Wastewater District
1960 La Costa Ave.
Ca rlsbad, CA 92009
(760) 753-0155
The following project has been submitted for building permits:
Plan Check No.: -----------------
Property Owner: COO W N ER MARSCHINKE CRAIG AND CHRISTINA
Project Address: 2023 CALETA CT
Assessor's Parcel No: 2151108000
D Vallecitos Water District
201 Va llecitos de Oro
San Marcos, CA 92069
(760) 744-0460
Permit No.: PC2018-0020
Project Description: MARSCHINKE: CONVERT 640 SF OF EXISTING SFTO ADU// REMODEL 12,781 SF// ADD 312 SF
TO PRIMARY DWELLING
City Certification: City of Carlsbad Building Division Date: May 17, 2018
Please indicate in the space below that the owner has entered into an agreement to have your agency provide public
sewer service to the premises, and/or if the existing service is adequate for this project and all required conditions have
been satisfied.
Permits will not be issued until this form is completed and returned to our office.
This space to be completed by District Personnel
I certify the district requirements for sewer service have been satisfied.
Approved by: Date:
Title: __ rl_t:_Lu_S_E_R_V _IC_E_S_S_P_E_C _IA_L_IS_T __________ _
Community & Economic Development -Building Division
1635 Faraday Avenue, Carlsbad, CA 92008-7314 I 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov
STORM WATER POLLUTION PREVENTION NOTES
1. ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE
AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION
OF EROSION AND SEDIMENT CONTROL BMPs WHEN RAIN
IS EMINENT.
2. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION
CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION
OF THE CITY INSPECTOR AFTER EACH RUN-OFF PRODUCING
RAINFALL.
3. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION
CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY
INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR
UNFORESEEN CIRCUMSTANCES WHI CH MAY ARISE.
4. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE
AT THE END OF EACH WORKING DAY WHEN THE FIVE (5)
DAY RAIN PROBABILI TY FORECAST EXCEEDS FORTY PECENT
( 40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER
EACH RAINFALL.
5. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM
AGGREGATE.
6. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER
PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST
BE INSTALLED AND MAINTAINED.
7. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER
THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED
TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY
REGULATIONS.
OWNER'S CERTIFICATE:
I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT
BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION
ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID
THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO
AVOID THE EXPOSURE OF STORM WATER TO CONSTRUCTION
RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT ALL TIMES,
COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP
THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES
UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED
BY THE CITY OF CARLSBAD.
C ~ ... ~ fV" ors .,_\-._,,Ji:<a._
~ _ ... _ ._-,, _ VNER'S AGENT NAME (PRINT)
/-::J <d ~ --==:2 ~
OWNER{S)/OWNER'S AGENT NAME (SIGNATURE)
E-29
~-"3,-:,,\lf
DATE
STORM WATER COMPLIANCE FORM
TIER 1 CONSTRUCTION SW PPP
BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE
ftcl')tg
Erosion Control Sediment Control BMPs Tracking Non-Storm Water Waste Management and Materials
BMPs Control BMPs Management BMPs Pollution Control BMPs
C C C 0 ..... ..... 0 0 :;:; C C "O :;:; :;:; O'I C Q) "O Q) C E C "O en (.) (.) C C O'I E C ..... C ..... ::, ::, 0 '6 ·.:::: a. C C C E Q) ..... ..... :;:; ..... Q)
:::ii: -o en O'I ..... ..... ..... C -::::::.. ::, >, O'I
O'I C Q) ..... C Q) c en en en §? ·.:::: CT ..... C C
Cc a. Q) 'a. ·.:::: -C en C ..... w ~ 0 Best Management Practice* ~ C C CD ..... 0 Q) 0 ..... (!) Q) C :;:;
en 3: en t= Q) ..... Q) C ..... ..c C E Q) C C CJ ..... CJ en ~ "O Q) en :::ii: C Q) C
(BMP) Description ➔ en (.) Q) Cf) '6 en O'I Q) O'I CD •c C O'I C -o en C Cl Q) ..... Q) Q) Q) 3: C C C => 'S ~ Q) ..... C C ..... 0 -ow "O >, o en C O'I > ~ E :;:; ..... (.) C Cl 0 CD Cf)·-O'I Cl--Q)........_ Co Q) Q) :::ii: Cl cr, Cl C E ~ C CJ Q) 0 Q) 0 X Q) 0::: C ..... N en (.) CJ'):;::i Q) Q) C 'a. ,.__ 3= Q)
C Q) ..... ::, .0 E~ :-= l3 = 3: ::0 ·-O'I 0.. 0 Q) Q) LL. E .Y. Q) ,._--cC u·c ,._ C ·.:::: .Y. ..... O'I
"O ..C C ..... Q) ::, "O ·-"O Q){) "O C ..... 0 ...,,_ a. '6 (.) Q) > Q) (.) .......... .0 ..... .0 C ·-..... C •-C Q) ..... Q) (.) _ .....
0 ,._ C 0 ..... Q) C C 0 0 C O'I .B 0
...., C Ei ~ ..... ..c Q) ..... 0 ..... 0 = C •-C
Q) 0 C ,._ Q) ..c .0 ..... ~c C .......... V) C C ,._ 0 Q) -c...., C ..... a. 0 oc
(!) 3= WO u5 vi Cf) CJ ii: (!) tn> Cf) Cf) 0.... Cf) 0::: 3= 0.. o...o 0... >CJ :::ii: Cf) :::ii: Cf) Cf) CJ Cf) :::ii:
CASQA Designation ➔ r--co O'l ~ I"") v I.() tO r--co 0 N I"") r--co N I"") v I.()
~ ., ~ ~ ~
I I I I I I I I I I I I I I I I I I I I I I
CJ CJ CJ CJ w w w w w w w w g: g: Cf) Cf) Cf) Cf) :::ii: ~ :::ii: :::ii: :::ii:
Construction Activity w w w w Cf) Cf) Cf) Cf) Cf) Cf) Cf) Cf) z z z z 3= 3= 3= 3=
Gradinq/Soil Disturbance
Trench ina /Excavation
Stockoilina
Drillina/Borina
"}.. Concrete/Asohalt Sawcu ttina
'V. Concrete Flatwork
Pavinq
Conduit/Pipe Installation
Stucco/Mortar Work
Waste Disposal
Staaina/Lav Down Area
Eauioment Maintenance and Fuelina
Hazardous Substance Use/Storaqe
Dewaterinq
Site Access Across Dirt
Other (list):
Instructions: 1. Check the box to the left of all applicable construction activity ( first column) expected to occur during construction.
2. Located along the top of the BMP Table is a list of BMP's with it's corresponding California Stormwater Quality Association (CASQA) designation number. Choose one
or more BMPs you intend to use during construction from the list. Check the box where the chosen activity row intersects with the BMP column.
3. Refer to the CASQA construction handbook for information and details of the chosen BMPs and how to apply them to the project.
PROJECT INFORMATION
Site Address: ~ o;} ~ c .... ' ~ "'"-C. + ·
Assessor's Parcel Number: _________ _
Emergency Contact:
Name: C ~a.:) rA-c nc.(., .. _,_ /~
24 Hour Phone: f':r8' ~ :!." 3 \ -I S--8~
Construction Threat to Storm Water Quality
(Check Box)
□ MEDIUM □ LOW
Q) ..... en C 3= .....
C en Q) ::, E 0 Q)
"O O'I 5 C NC CC I:::i::
tO I :::ii: 3= .
Q) ..... en c ..... 3= C Q)
Q) E ..... Q)
Q) O'I be CC 0 C CJ:::i::
co I :::ii: 3=
Page 1 of 1 REV 11 /17
Building Permit Finaled
Revision Permit
Print Date: 06/04/2024
Job Address: 2023 CALETA CT, CARLSBAD, CA 92009-6117
Permit No:
Status:
(city of
Carlsbad
PREV2018-0245
Closed -Finaled
Permit Type: BLDG-Permit Revision
2151108000
Work Class: Residential Permit Revision
Parcel#:
Valuation:
Occupancy Group:
#of Dwelling Units:
Bedrooms:
Bathrooms:
Occupant Load:
Code Edition:
Sprinkled:
Project Title:
$0.00
Track#:
Lot#:
Project#:
Plan#:
Construction Type:
Orig. Plan Check #: PC2018-0020
Plan Check #:
Description: MARSCHINKE: STRUCTURAL BEAMS AND FOOTING CHANGES
FEE
BU ILDING PLAN CHECK REVISION ADMIN FEE
MANUAL BUILDING PLAN CHECK FEE
Property Owner:
CO-OWNERS MARSCHI NKE CRAIG AND
CHRISTINA
2023 CA LET A CT
CARLSBAD, CA 92009
Total Fees: $166.25 Total Payments To Date: $166.25
Building Division
Applied: 09/13/2018
Issued: 10/10/2018
Finaled Close Out: 06/04/2024
Final Inspection:
INSPECTOR:
Balance Due:
AMOUNT
$35.00
$131.25
$0.00
Page 1 of 1
1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov
C cityof
Carlsbad
PLAN CHECK REVISION OR
DEFERRED SUBMITTAL
APPLICATION
8-15
Development Services
Building Division
1635 Faraday Avenue
760-602-2719
www.carlsbadca.gov
Original Plan Check Number ~ C ~ \) l ~ -0 0 :::i ""Q Plan Revision Number P Q £.VQOJ 8--OJ.ff 5_
Project Address __ l _b_:\_~ __ C_c._\_e._\-_°'_-=C=--t---=-, _ _,C..:........,c:::..:.-_l---='\_'2_c.._J.-=---_'j,L. -="-.:,_b'---Z>_'f"'----------
General Scope of Revision/Deferred Submittal: ___________________ _
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CONTACT INFORMATION:
Name C,o..·.d l"\.o..n~c..."-', "k
Address ~ be) i Cc.\(...~ C+,
Fax,_ ________ _
Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person.
1 . Elements revised: ~ Plans D Calculations D Soi ls D En ergy D Other
2.
Describe revisions in detail
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4. Does this revision, in any way, alter the exterior of the project? D Yes
5. Does this revision add ANY new floor area(s)? D Yes ~ No
6. Does this revision affect any fire related issues? D Yes ~ No
~ No 7. Is this a complete set? D Yes
£$'Signature ~---~;;:------_;;;::a-Date
3.
List page(s) where each
revision is shown
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1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: building@carlsbadca.gov
www.carlsbadca.gov
DATE: September 21, 2018
JURISDICTION: Carlsbad
✓. EsG1I
A SAFEbuilt Company
~ ,.,PLICANT
;::V'"uRIS.
PLAN CHECK#.: CBPC2018-0020 Rev (PREV2018-0245) __ SET: I
PROJECT ADDRESS: 2023, 2025 Caleta Ct
PROJECT NAME: Add'n & Remodel for Marschinke Residence; Conversion of Upper
Floor to ADU
~ 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 contacted: ~ Telephone#:
Date contacted: ---f~ Email:
Mail Telephone Fax In Person
0 REMARKS:
By: Abe Doliente
EsGil
9/17/18
Enclosures: Original set of approved plans.
9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92 123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576