HomeMy WebLinkAbout2742 STATE ST; A; PC2019-0066; PermitPERMIT REPORT
Print Date: 07/14/2021
Job Address:
Permit Type:
Parcel#:
Valuation:
Occupancy Group:
#of Dwelling Units:
Bedrooms;
Bathrooms:
2742 STATE ST, # A,
BLDG-Plan Check
2031811900
$0.00
Project Title: STATE STREET COMMONS
Plan Check Permit
CARLSBAD, CA 92008-1628
Work Class:
Track#:
Lot#:
Project#:
Plan#:
Construction Type:
Orig. Plan Check #:
Plan Check#:
Commercial
DEV2019-0048
itc· · -f '-1tyo
Carlsbad
Permit No: PC2019-0066
Status: Closed -Finaled
Applied: 10/01/2019
Issued: 02/24/2020
Fina led Close Out: 07/14/2021
Inspector:
Final Inspection:
Description: STATE STREET COMMONS: MODIFY EXISTING 3 STRUCTURES (2742A, 2742B, AND 2745) INTO ONE BUILDING// 19,038 SF
REBUILD/IMPROVEMENTS AND 4,945 NEW OFFICE WITH 5,200 SF PATIO COVERS
FEE
FIRE A-2 & A-3 Occupancies -Tl
MANUAL BLDG PLAN CHECK FEE
PARKING IN-LIEU FEES
Total Fees: $81,308.00
Building Division
Property Owner:
STATE STREET COMMONS, LLC
2659 STATE ST, # 100
CARLSBAD, CA 92008-1627
(619) 840-7721
Total Payments To Date: $81,308.00
CoApplicant:
C2 BUILDING GROUP
107 S CEDROS AVE, # STE 220
SOLANA BEACH, CA 92075-1994
(858) 232-0213
Balance Due:
AMOUNT
$628.00
$2,000.00
$78,680.00
$0.00
Page 1 of 1
1635 Faraday Avenue, Carlsbad CA 92008-7314 I 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov
Plan Check
Est. Value (_ City of
Carlsbad
COMMERCIAL
BUILDING PERMIT
APPLICATION
B-2
PC Deposit ________ _
Date --1'\o..,_,,_/.:...,l/,_,i'-9,___
Suite: ___ APN: 2.DJ -IK I -1 'f · 00 JobAddress "2.7i/2-Z7S2 S·hth: Sfn,,,t
Tenant Name: Stat, S-h:ec+ lnmrYbN LLG CT/Project#:. _________ Lot#: ___ _
Occupancy: 8 A -2 i
~ Addition/New: _ __,_,....,._.._--\--=-"----New SF and Use, -~J _________ New SF and Use,
____ Deck SF, ~ 200 Patio Cover SF (not including flatwork)
D Tenant Improvement: _____ SF,
_____ SF,
Existing Use ______ Proposed Use _____ _
Existing Use Proposed Use ------
0 Pool/Spa: _____ SF Additional Gas or Electrical Features? ------------
D Solar: ___ KW, __ Modules, ___ Mounted, Tilt: Yes/ No, RMA: Yes/ No, Panel Upgrade: Yes/ No
D Plumbing/Mechanical/Electrical Only: --------------------------
~ Other: _~I 'l..,..1-03~f6~~--~-~
APPLICANT (PRIMARY)
Name: Er re-' Col e:vn,a h
Address: 3,;jj He:nr:a" Ave
City: ~: ~~o State: Ce-Zip: '1 2 Io'(
Phone: (jf_pfJ 71/io-loSl/e
Email: _jO>j @, Uc,,ICJ?W.rard,. lg m
DESIGN PROFESSIONAL
Name: 6 Colen-i,,."' An,hd:c,t-
Address: 50/L/ tle.r:m4h Ave.
City: S!ln bie~ 0 State: c,,. Zip: q2, ol./
Phone: ( ~ o c) 71/4 -I,, Cl le
-------
PROPERTY OWNER
Name: J ±t11f:c Stre.< t Co Wl(Y'lon (
Address: Zler:-1 S:h.:ite S'trre t # loo
City: Gt;~~~ . State: Co., Zip: c:rzooK
Phone: (l.l -7 Z
Email: br-e:n@, Ak;141nYes±rru:-nl:c ("C/n
CONTRACTOR BUSINESS
Name: CZ Rulla&.[
Address: / 0 7 5. (e.,/ r-QJ A;ye. 5 u i 1-f 2 2 ()
City: Jclo~ ~~~b State: Cd\ Zip: '12o]s
Phone: (f -=_L __ -OZ j 3
Email: Jo~h@, CZSD.wrn
• I
Email: .j t<'j@ 3Lple Wl0""'i'ch ,;.,,m
Architect State License: _(_'?~S:~J~(o ...... j ____ _ State License: B/i''1D L/08'{) Bus. License: ~2ol 'f 022/p/.,
(Sec. 7031.S Business and Professions Code: Any City or County which requires a permit to construct, alter, Improve, demolish or repair any structure, prior to its
issuance, also requires the applicant for such permit to file a signed statement that he/she is licensed pursuant to the provisions of the Contractor's license Law
{Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code} or that he/she ls exempt therefrom, and the basis for the alleged
exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$500}).
1635 Faraday Ave Carlsbad, CA 92008
B-2
Ph: 760-602-2719 Fax: 760-602-8558
Page 1 of 2
Email: Building@carlsbadca.gov
Rev. 06/18
( OPTION A): WORKERS'COMPENSATION DECLARATION:
I hearby affirm under penalty of perjury one of the following declarations:
□ I have and will maintain a certificate of consent to self~insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the
work which this permit is Issued.
□ Certificate of Exemption: I certify that In the performance of the work for which this permit is issued, l shall not employ any person in any manner so as to be come
subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage Is unlawful, and shall subject an employer to
criminal penalties and clvll fines up to $100,000.00, In addition the to the cost of compensation, damages as provided for In Section 3706 of the Labor Code,
Interest and attorney's fees.
CONTRACTOR SIGNATURE: __ 117...,_v-+--~----------i)UAGENT DATE: __.:,./_o,_/_l 11-/.._/ "f.,__
( OPTION B ): OWNER-BUILDER DECLARATION:
I hereby affirm that I am exempt from Contractor's License Law for the following reason:
□ I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec.
7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work
himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within
one year of completion, the owner~builder will have the burden of proving that he did not build or improve for the purpose of sale).
□ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The
Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed
pursuant to the Contractor's license Law).
D I am exempt under Section ________ ,Business and Professions Code for this reason:
1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. D Yes D No
2. I (have/ have not) signed an application for a building permit for the proposed work.
3. I have contracted with the following person (firm) to provide the proposed construction (include name address/ phone/ contractors' license number):
4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (Include name/ address/ phone/
contractors' license number):
5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name/ address/ phone/ type of work):
OWNER SIGNATURE: □AGENT DATE: _____ _ ----------------------
CONSTRUCTION LENDING AGENCY, IF ANY:
I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civll Code).
lender's Name: ______________________ lender's Address: _____________________ _
ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY:
Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention
program under Sections 25505, 25S33 or 25534 of the Presley-Tanner Hazardous Substance Account Act? D Yes IJl"No
Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? D Yes )t No
Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? □ Yes )( No
IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE
REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT.
APPLICANT CERTIFICATION:
I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all
City ordinances and State laws relating to building construction.
I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. t ALSO AGREE TO SAVE, INDEMNIFY AND KEEP
HARMLESS THE CITY OF CARLSBAD AGAINST AU LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF
THE GRANTING OF THIS PERMIT.OSHA: An OSHA permit is required for excavations over 5'0' deep and demolition or construction of structures over 3 stories In height.
EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized
by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time
after the work is commenced for a period of 180 ys (Section '741 Uniform Building Code).
APPLICANT SIGNATURE: --'---'--::+-~-------------DATE: Io/, / 11
1635 Faraday Ave Carlsbad, CA 92008
B-2
Ph: 760-602-2719 Fax: 760-602-8558
Page 2 of 2
Email: Building@carlsbadca.gov
Rev. 06/18
( City of
Carlsbad
SPECIAL INSPECTION
AGREEMENT
B-45
Development Services REC E f VE' ~uilding Division
... ~ ~ Faraday Avenue
JAN 2 I 160-602-2719 2020 www.carlsbadca.gov
CITY OF-~ ,. ,,
In accordance with Chapter 17 of the California Building Code the following mu,s'sf!Shf-ddrli
requires special inspection, structural observation and construction material testing.
Project/Permit: _pc Z.O I Cf-DO¼ __ Project Address: 27'-IZ -27<;Z Sfp k Sme ±
A. THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you are Owner-Builder
□. (If you checked as owner-builder you must also complete Section B of this agreement.)
Name:(Pleaseprint) 6~ ....... . cf:, )el/h<'lvi
Mailing Address: .35:1t.f(Fira4:ern1cu,, Ave. I S~n Pie90 I {,,,,_ crz.i°o'f
Email:....~vt' j e..j_(,t>lg'"tl'lll 1-\t,trch ...co~-----Phone: ftos:-7:I.IR..:JR.r....,l/p.,.__
I am: □Property Owner □Property Owner's Agent of Record ~Architect of Record □Engineer of Record
State of California Registration Number C 3 s· 7 '1 / Expiration Date: I I 3 I / 2./ I t
AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read,
understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural
observations, construction materials testing and off-site fabrication of building components, as prescribed in the statement of
:::~:~~~~pections teBon th~•:~·~~:~ required by the Cali=~~~~ ~~ldz?c;i• 71J20_
B. CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the
contractor I builder / owner-builder.
Contractor's Company Name: __ c.c__z._~&J~-' -"-~---l,.j_'_~,___y,___f2-f>_J~P _____ Please check If you are Owner-Builder □
Name: (Pleaseprint) ___ _,.p:f ____ ~--------~-------~S=[~M~A.~~~-----
(Flrst) (M.I.) (Last)
Mailing Address: 107 s. CE-Df'.-V'.)_M~c-~_2_7-0 / Si,•LA:rJ,I\ &~~~ Cl\ °l2V7S,
Email: PT(? C.:Z....6D vtM.. Phone:._'?._s_· _3_._2,_S_S_-~/_5_~_5 __
State of California Contractor's License Number:__,f,.,.__-_<J ....... 9wk<-L...,/'-'SLb,.,· ___ Expiration Date: (,ff /3a / 2D z.o I
• I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on
the approved plans;
• I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the
building official;
• I will have in-place procedures for exercising control within our (the contractor"s) organization, for the method and
frequency of reporting and the distribution of the reports; and
• I certify that I will have a qualified person within our (the contractor's) organization to exercise such control.
• I will provide a final report/ letter In compliance with CBC Section 1704.1.2 prior to requesting final
inspection.
Signature_· __ ?C"-·,-.,_. ~. 1--· _· ~---...,-,.___-__ · ___________ Date: ~ ......---· 0 t / t 7 / 7,:-0z._O • I-~~----
B-45 Page 1 of 1 Rev. 08/11
DATE: JAN.28,2020
JURISDICTION: CARLSBAD
PLAN CHECK#.: PC2019-0066
✓• EsG1I
A S.A.FEbwlt Cornpc111y
SET: III
PROJECT ADDRESS: 2742 · 2752 STATE STREET
PROJECT NAME: STATE STREET COMMONS*
□/4PUCANT I JURIS.
l2sJ 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:
l2sJ 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: Greg Coleman, AIA Telephone#: 805-746-6516
Date contacted: t/gofU:i,by~ Email: greg@gcolemanarch.com
Mail Telephone Fax In Person
0 REMARKS:
By: ALI SADRE, S.E. Enclosures:
EsGil
1/21
9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576
DATE: DEC. 10, 2019
JURISDICTION: CARLSBAD
PLAN CHECK#.: PC2019-0066
✓• EsG1I
A SAFEbui!fCompany
SET: II
PROJECT ADDRESS: 2742 -2752 STATE STREET
PROJECT NAME: STATE STREET COMMONS*
□ APPLICANT
□ JURIS.
D The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's 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. PLEASE SEE BELOW
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:
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: Greg Coleman, AIA Telephone#: 805-746-6516
~ ate conta : 12.-!H'\ (by1c'-) Email: greg@gcolemanarch.com
~Mail Fax In Person
~ REMARKS: Pie e see attached for remining items from previous list.
By: ALI SADRE, S.E. Enclosures:
EsGil
11/27
9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576
•
.
d"ARLSBAD PC2019-0066
DEC. 10, 2019
GENERAL
1. 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 J:oll/SJ. 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.
2. To facilitate rechecking, please identify, next to each item, the sheet of the plans
upon which each correction on this sheet has been made and return this sheet
with the revised plans.
PLANS
3. Please specify the total floor area of the 1st level= 16,683, on Sheet G1 .3.
4. Please indicate the actual versus allowable area, per floor, i.e.: [B Actual/ B Allowable) + [A
Actual/ A Allowable) S1 .0. Repeat this for the entire building as well. What is presented, on
Sheet G1 .3, is incorrect. It does not include covered outdoor areas. Also, the values
used are not consistent.
5. Revise the stairs by gridline #12, to show 44" min. clear width, serving an occupant load
(OL) of 82, which is over 50. What is shown on the floor plans and Sht. A6.1 is incorrect.
The total OL shall be used to determine the required width of the stairs, in case one stair
is blocked due to fire. See the IBC illustrated handbook. Sec. 1011.2.
6. Please call out the glazing on Sht. A2.0, near grid points D-3, C-6, etc.
7. On Sheet A2.0, label the doors to the restroom and to the storage room.
8. Please fill in the blank wall designations on Sheet A2.0, near grid point D-11. Similarly,
on Sht. A2.2, near grid point D-11 (3-locaitons) for walls & glazing.
FIRE BARRIERS
9. Structural members supporting a horizontal fire barrier must have the same fire-rating as
the separation. Section 707.5.1. This means all the beams. columns and walls
supporting the floor above shall be one hour rated between BIA2. Revise the
designations on Sheet G 1.4 for rated walls. floors & rated elements.
10. Provide details on plans for the fire-rated construction. Include floor/ceiling assemblies,
column and beam assemblies, etc. Be sure to list with each detail the basis of approval
(U.L. listing #, ICC research report, etc.). Please cross reference the rated assemblies
on floor plans, section plans, etc.
STRUCTURAL
······--··-···---
-
<!KRLSBAD PC2019-0066
pEC. 10, 2019
11. Note on the foundation plan that "Prior to the contractor requesting a Building
Department foundation inspection, the soils engineer shall advise the building official in
writing that:
a) The building pad was prepared in accordance with the soils report,
b) The utility trenches have been properly backfilled and compacted, and
c) The foundation excavations comply with the intent of the soils report."
12. City Policy requires that their Special Inspection Agreement Form be completed, signed
and returned for this project. This Form is available at the building department.
MISCELLANEOUS
13. Please see attached for any remaining P/M/E items.
14. 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 ALI SADRE, S.E. at EsGil. Thank you.
PLUMBING AND MECHANICAL COMMENTS
PLAN REVIEWER: Connor Reuss SET: II
PLUMBING (2016 CALIFORNIA PLUMBING CODE)
15. To ensure the grease interceptors will be sized properly, please provided estimated DFU
for each. Note: Approval by Authority Having Jurisdiction is required if grease interceptors
are to be shared by different business establishments. CPC 1014.3.4.21 Regarding the
middle building and barrel roofed building, provide documentation from the
Building Official allowing the x2 establishments to share a common grease
interceptor. CPC 1014.3.4.2
16. On sheet P2.3, specify why portions of the roofs is not equipped with primary and
overflow storm drains. I Please address the following:
a) Architectural plans do not show the gutters or leaders for the bridge and
right-hand building (on sheet A2.4).
b) Mechanical equipment typical sit flat per manufacture's specification yet sheet A2.4
shows the right-hand building sloped. Please address.
c) The mechanical well screen on the right-hand building is enclosed. It appears storm
water will be trapped. Please address.
d) Please see mechanical comment below regarding the roof hatch/guard rail.
.
;.!iRLSBAD PC2019-0066
DEC. 10, 2019
. MECHANICAL (2016 CALIFORNIA MECHANICAL CODE)
17. Buildings of more than 15' in height shall have an inside means of access that meets the
design requirements of CMC 304.3.1.1. Please provide City approval for use of an
outside ladder is required. I Please address the following:
a) The roof hatch shown on sheet A2.4 required a 42" guard rail since it is within 10' of
the roof edge. Note: Due to the current storm water design (i.e. since the roof is
shown to drain toward this side of the roof), a parapet cannot be used (i.e. it will
trap of the water on the roof). Please address.
b) Please specify how the barrel roof mechanical units will be able to be accessed.
Note: If you have any questions regarding this Plumbing and Mechanical plan review list
please contact Connor Reuss at (858) 560-1468. To speed the review process, note on
this list (or a copy) where the corrected items have been addressed on the plans.
DATE: OCT. 14,2019
JURISDICTION: CARLSBAD
PLAN CHECK#.: PC2019-0066
✓• EsG1I
A SAFEbuilfCompany
SET: I
PROJECT ADDRESS: 2742 -2752 STATE STREET
PROJECT NAME: STATE STREET COMMONS*
□ APPLICANT
□ JURIS.
D The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's 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:
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: Greg Coleman, AIA Telephone#: 805-746-6516
iS.Date--con · ~ -(L.1 ~1(by:'.fb ) Email: greg@gcolemanarch.com
Mail Telephone ax In Person
REMARKS: *Due to th very extensive renovations of these three existing buildings, affecting their roof framing,
floo · , a 10n and their lateral force resisting systems, they are considered as new for the purpose of plan
review. [This is a w_c1rm shell, the T.I. work will be under a separate permit].
By: ALI SADRE, S.E. Enclosures:
EsGil
10/03
9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576
·--->'·----.. -·
CARLSBAD PC2019-0066
OCT. 14, 2019
GENERAL PLAN CORRECTION LIST
JURISDICTION: CARLSBAD PLAN CHECK#.: PC2019-0066
PROJECT ADDRESS: 2742 -2752 STATE STREET
CONSTRUCTION = V-B; STORIES = V-B; SPRINKLERS = YES; OCCUPANCY = B/A2
AREAS: 1sT FLOOR= 11,092; 2ND = 7,946; PATIOS= 5,200-S.F.;
DATE PLAN RECEIVED BY
ESGIL: 10/03
REVIEWED BY: ALI SADRE, S.E.
FOREWOR (PLEASE READ):
DATE REVIEW COMPLETED:
OCT. 14,2019
This plan review is limited to the technical requirements contained in the International Building
Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state
laws regulating energy conservation, noise attenuation and disabled access. This plan review is
based on regulations enforced by the Building Department. You may have other corrections
based on laws and ordinances enforced by the Planning Department, Engineering Department
or other departments.
The following items listed need clarification, modification or change. All items must be satisfied
before the plans will be in conformance with the cited codes and regulations. The approval of
the plans does not permit the violation of any state, county or city law.
GENERAL
1. 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 Tif'1!J. 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.
2. To facilitate rechecking, please identify, next to each item, the sheet of the plans
upon which each correction on this sheet has been made and return this sheet
with the revised plans.
3. 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 on the plans. Have changes been made not resulting from this
list? D Yes D No
PLANS
·---·-.. ·--~,,-·-··
CARLSBAD PC2019-0066
OCT. 14,2019
4. Please specify the total floor area of the 1st floor= ... ; 2nd floor= ... on the plans.
5. Please note the total floor area of the covered patios including that under the 2nd floor
between buildings B & C. on plans. Also, add this to the total building areas on the cover
sheet of the plans. See Sec. 202 for the definition of floor areas.
6. Please indicate the floor areas for the future B occupancies as well as A2 occupancies on
the cover sheet of the plans (including covered patios, i.e., for A2).
7. Please show that the total actual areas do not exceed the total allowable floor areas, per
floor and in total (for both levels), including the covered patios. This should be presented
as the sum of the ratios of each occupancy: B (actual area)/ (allowed area) + A2 (actual
area)/ (allowed area) s 1.0. TBL 506.2.
8. Guards (Section 1015):
a) Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in
Section 1607.8.1. Please show structural connection details for the guardrails on plans with
supporting calculations.
9. Please provide notes on the plans to show the suspended ceilings in Seismic Design
Categories D, E & F comply with ASCE 7-10 Sec. 13.5.6.2.2 as follows:
a) All ceilings shall use a Heavy Duty T-bar grid system.
b) The width of the perimeter supporting closure angle shall be not less than 2 inches.
c) In each orthogonal horizontal direction, one end of the ceiling grid shall be attached to the closure
angle.
d) The other end in each horizontal direction shall have a¾" clearance from the wall and shall rest
upon and be free to slide on a closure angle or a listed assembly.
e) Ceiling areas over 1,000 ft.2 must have horizontal restraint wires (typically restraint would consist of
four 12 gauge wires splayed 90° to each other and sloped 45° to the horizontal, spaced 12" o.c.).
f) Ceiling areas over 2500 ft.2 must have seismic separation joints or full height partitions.
g) Ceilings without rigid bracing must have 2" oversize trim rings for sprinklers and other ceiling
penetrations.
10. Show, or note, that an additional sign shall also be posted in a conspicuous place at each
entrance to off street parking facilities, or immediately adjacent to and visible from each
stall or space. Section 11 B-502.8.2. The sign shall be ~17" x 22" with lettering not S1" in
height. The required wording is as follows. "Unauthorized vehicles parked in designated
accessible spaces not displaying distinguishing placards or SPECIAL license plates issued
for persons with disabilities may be towed away at owner's expense. Towed vehicles may
be reclaimed at ______ or by telephoning ______ " The word Special
is left out of the sign verbiage. See detail 11/G1.3.
11. Specify on the plans that portable fire extinguishers will be installed in the building in
accordance with Section 906.
CARLSBAD PC2019-0066
OCT. 14, 2019
12. Note on plans: "All egress doors shall be readily openable from the egress side without
the use of a key or special knowledge or effort." Section 1010.1.9. In lieu of the above,
in a Group B occupancy (or Group A occupancies having an occupant load of 300 or
less), you may note on the plans "Provide a sign on or near the exit door, reading THIS
DOOR TO REMAIN UNLOCKED WHEN THIS SPACE IS OCCUPIED." This signage is only allowed
at the main exit. Section 1010.1.9.3.
13. Each door in a means of egress from an occupancy of Group A having an occupant load
of 50 or more shall not be provided with a latch or lock unless it is panic hardware.
Section 1010.1.10.
14. All doors within the exit path to a public way from an occupancy of Group A having an
occupant load of 50 or more shall not be provided with latches or locks unless they are
equipped with panic hardware. Sections 1010.1.10 and 1010.2.
15. When additional doors are provided for egress purposes, they also shall conform to the
requirements of Section 1010 (width, swing, hardware, etc.). Section 1010.1.
16. Where is door D19 called out on the plans, as per Sheet A5.0, door schedule. Also,
complete the door info. on door schedule.
17. Please identify all tempered glazing on Sheet A5.3 for windows within 24" of doors and
within 18" of floors. Sec. 2406.4.
18. Please note where window W15, as per schedule, on Sht. A5.3, is referenced on plans.
19. Please cross reference all the interior partitions to the details on the plans. Include stud
size and spacing, gage, span, shot pins diameter, spacing at ends and corners,
embedment, penetrations, ICC approval#, etc., on the plans.
20. Revise the stair width to show 44" min. clear width for each stair serving an occupant
load of 79 people, which is over 50. See the IBC illustrative guide. Sec. 1011.2.
21. Specify the roof slope for all areas & note class A roofing materials on Sht. A2.4. City
Policy.
FIRE BARRIERS
22. A one-hour fire barrier separation is required between A & B occupancies. Table 508.4.
23. Doors and fire shutters in fire barriers shall comply with Table 716.5:
FIRE BARRIER RATING hours MINIMUM OPENING PROTECTION ASSEMBLY hours
1 ¾
24. Structural members supporting a horizontal fire barrier must have the same fire-resistive
rating as the separation. Section 707.5.1.
25. Steel electrical outlet boxes at fire barrier walls shall not exceed sixteen square inches,
shall not exceed 100 sq in per 100 sq ft of wall, and shall be separated by a horizontal
distance of twenty-four inches when on opposite sides of a wall. Section 714.3.2.
CARLSBAD PC2019-0066
OCT. 14, 2019
26. Ducts penetrating fire barriers at occupancy separations must have fire dampers. Section
717.5.2. On a key plan show the location of A & B occupancies with details & references
for the rated construction on plans.
27.
28.
29.
30.
31.
32.
33.
a) In CA, Section 717.5.2 was modified for Group A occupancies, to require smoke dampers in
addition to fire dampers.
Provide details on the plans for the fire-resistive construction. Include floor/ceiling
assemblies, wall assemblies, column and beam assemblies, etc. Be sure to list with
each detail the basis of approval (U.L. listing number, ICC research report, etc.).
Detail how fire-resistive wall construction will be maintained at built-in wall fixtures and
behind mailboxes, fire extinguisher cabinets, electric panels exceeding 16 square inches
in area, etc. Section 714.3.2.
Detail on the plans how fire-resistive wall and ceiling protection will be maintained at all
duct penetrations, such as at fans and vents. Section 717.
Fire dampers shall be installed per Section 717.5 at all duct and air transfer openings of:
a) Fire barriers.
Smoke dampers shall be installed per Sec. 717.5 at all duct and air transfer openings of:
a) In California, Section 717.5.2 was modified for Group A occupancies, to state that duct openings in
fire barriers shall also be provided with smoke dampers.
If smoke dampers are required, the plans shall show the locations of the smoke detectors
listed in the options of Section 717.3.3.2 of the CBC.
Provide a note on the plans stating: "Penetrations of fire-resistive walls, floor-ceilings and
roof-ceilings shall be protected as required in CBC Section 714."
CITY POLICY
34. For plans submitted to the City on or after 4/12/19, the following Electric Vehicle
requirements apply, per Carlsbad ordinance:
Non-residential: Carlsbad amended the California Green Code, as follows. The California Green Code provisions
apply to new buildings and to alterations (if the alteration shows parking spaces being added). Please show step-
by-step how the project complies with the following City Policy:
• "EVSE capable": 1" raceway terminating into an adequately sized (amperes) panel and an enclosure
(parking end) the location identified on the building plans. If common use parking is available at least one
capable space is required.
• "EVSE ready": Panel capability, 40A 2 pole breaker, 1" raceway, No. 8 conductors installed to the
anticipated charger location.
• "EVSE installed": Panel capability, 40A 2 pole breaker (per space), 1" raceway (per space), electrical
vehicle charging equipment and No. 8 conductors installed to the charger location.
TABLE 5 106 5 3 3 ...
TOTAL NUMBER OF NUMBER OF REQUIRED EV NUMBER OF REQUIRED ACTUAL PARKING SPACES EVSE INSTALLED SPACES SPACES
0-9 1 1
10-25 2 1
26-50 4 2
-----------· -··--···. . .... ·--..... .
CARLSBAD PC2019-0066
OCT. 14, 2019
51-75
76-100
101-150
151-200
6 3
9 5
12 6
17 9
201 and over 10 percent of total1 50 percent of required EVSE
Installed spaces'
1. Calculation for EV spaces and EVSE Installed spaces shall be rounded up to the nearest whole number.
The "Number of Required EVSE Installed Spaces" column in the table will require a completed EV charging station
design. The "Number of Required EV Spaces" column in the table may be "capable", "ready", or "installed." (See
definitions).
Accessibility to comply with CBC Table 11B-228.3.2.1 and space design of 11 B-812.6 is required.
STRUCTURAL
35. The City Policy requires a soils report for this project. Please reflect the report information
on Sheet S1 .0. Section 1803.5.11.
36. Specify on the foundation plan or structural specifications sheet the soil classification, the
soils expansion index and the design bearing capacity of the foundation. Sections 107.2
and 1603.1.6.
37. Note on plans that surface water will drain away from building. The grade shall fall a
minimum of 5% within the first 10 feet (2% for impervious surfaces). Section 1804.4.
38. Note on the foundation plan that "Prior to the contractor requesting a Building
Department foundation inspection, the soils engineer shall advise the building official in
writing th at:
a) The building pad was prepared in accordance with the soils report,
b) The utility trenches have been properly backfilled and compacted, and
c) The foundation excavations comply with the intent of the soils report."
39. Provide a letter from the soils engineer confirming that the foundation/ grading plan and
specifications have been reviewed and that it has been determined that the
recommendations in the soil report are properly incorporated into the plans. This only
applies to the expanded foot print of the building.
40. Please complete the blank bubble on detail 2/SD1.
41. City Policy requires that their Special Inspection Agreement Form be completed, signed
and returned for this project. This Form is available at the building department.
42. Please provide a legend on Sheet S4.0 for the cross hatched area, by stairs.
43. All the details, as referenced on 14, 15 & 16/SD4 are incorrect.
44. Please specify where detail 1 0/SD4 is called out on the plans.
45. Please note where details 1 & 12/SD5 are referenced on plans.
46. Please indicate where details 8 & 9/SD6 are cross referenced on plans.
CARLSBAD PC2019-0066
OCT. 14,2019
47. Please note where details 4 & 16/SD7 are called out on the plans.
48. On detail 6/SD3, please specify the diameter of the shot pins into the wall. Also, add
them to the list of items requiring Special Inspection on Sheet S1 .1.
49. Please add the design live loads for the stairs on Sheet S1 .0.
50. Please show drag ties to the SMF on gridline "B''. I.e., add ref. to Sheet S4.0, of elevation
1/SD2.
51. Please show the interaction between the CMU wall and the new Frame Column near grid
point A-13, on Sheet S4.0.
52. Please specify the R, 0, p & Cd factors for the SMF's on Sheet S1 .0. Similarly, for the
cantilevered column elements, at patio cover supports.
53. The connection of the Steel Frame to the Column Base shall be designed to transmit
forces to the foundation per CBC. Column base elements include anchor bolts, base
plate welds, and any elements that transfer shear, moment, or tension to the foundation:
AISC 341-D1-4a(2).
a. The seismic loads to be transferred to the foundation interface shall be based upon the seismic
load combinations of ASCE 7-10, Section 12.4.3.2.
b. Design of concrete elements at the Column Base, including anchor rod embedment and
reinforcement steel, shall be in accordance with CBC, Chapter 19.
c. Grade beams shall be provided with ductile detailing per ACI 318, Sections 18. 7 & 18.13.
54. Seismic Load Effect i,iiii■I■
b) Seismic load effect, E. The seismic load effect, E, should be computed in accordance with the
following equation set forth in ASCE7-10, Section 12.4.2:
E =pQE + 0.2SosD
c) Maximum seismic load effect, Em. The maximum seismic load effect, Em, should be computed in
accordance with the following equation set forth in ASCE7-10, Section 12.4.3 to be used in the
special seismic load combinations of Section 12.4.3.2
Em = OoOE + 0 .2SosO
MISCELLANEOUS
55. Please remove the "NOT FOR CONSTRUCTION" stamp on the plans.
56. Please see attached for P/M/E items.
57. 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 ALI SADRE, S.E. at EsGil. Thank you.
CARLSBAD PC2019-0066
OCT. 14,2019
PLUMBING AND MECHANICAL COMMENTS
PLAN REVIEWER: Connor Reuss SET: I
ARCHITECTURAL P&M ITEMS
1. The licensed designer must provide a signature to the plumbing and mechanical plans
before the plans can be approved.
2. The statement, "Not for Construction," must be removed from the plans before the plans
can be approved.
PLUMBING (2016 CALIFORNIA PLUMBING CODE)
3. For the water system, to ensure that the 2" water line that serves all x2 buildings is
properly sized, please provide estimated WSFU for each building.
4. Please show the required 2% slope of the underground vents.
5. To ensure the grease interceptors will be sized properly, please provided estimated DFU
for each. Note: Approval by Authority Having Jurisdiction is required if grease interceptors
are to be shared by different business establishments. CPC 1014.3.4.2
6. Overflow roof drains shall terminate in an area where they will be readily visible and will not
cause damage to the building. If the roof drain terminates through a wall, the overflow
drain shall terminate 12" minimum above the roof drain. It appears on sheet P2.1 they are
both terminating at 12" AFF. Policy 84-35. Note: Specify why the primary storm drain
system is not connected to the public storm water system.
7. On sheet P2.3, specify why portions of the roofs is not equipped with primary and
overflow storm drains.
MECHANICAL (2016 CALIFORNIA MECHANICAL CODE)
8. On sheet M2.3, it appears PHP-1 & PHP-2 are on the portion of the building where the
2nd floor patio that has no roof to place the units on. Please review with the architect.
9. Buildings of more than 15' in height shall have an inside means of access that meets the
design requirements of CMC 304.3.1.1. Please provide City approval for use of an
outside ladder is required.
10. Per City of Carlsbad, roof mounted equipment must be screened, and roof penetrations
should be minimized. City Policy 80-6.
Note: If you have any questions regarding this Plumbing and Mechanical plan review list
please contact Connor Reuss at (858) 560-1468. To speed the review process, note on
this list (or a copy) where the corrected items have been addressed on the plans.
CARLSBAD PC2019-0066
OCT. 14, 2019
ELECTRICAL and ENERGY COMMENTS
PLAN REVIEWER: Scott Humphrey
ARCHITECTURAL PME ITEMS
11. The licensed designer must sign the approved set of the plans.
12. The final set of corrected drawings to be reviewed for signing and sealing just before the
permits are to be issued. Each sheet of the plans must be signed by the person responsible
for their preparation, even though there are no structural changes, before the permits are
issued. Business and Professions Code.
13. Please remove the statement "Not for Construction."
ELECTRICAL (2016 CALIFORNIA ELECTRICAL CODE)
14. Provide a single line diagram for the new service. Include the following information:
• For fault current mitigation, describe the electrical distribution equipment design as
"engineered", "fully rated" or "series rated". Include the AIC specification rating of
overcurrent devices throughout the system.
15. Sheet E4.1 -House PNL, the feeder to this PNL is undersized.
ENERGY (2016 CALIFORNIA BUILDING ENERGY STANDARDS)
16. Energy is approved.
Note: If you have any questions regarding this Electrical, Plumbing, Mechanical, and
Energy plan review list please contact Scott Humphrey at (858) 560-1468. To speed the
review process, note on this list (or a copy) where the corrected items have been
addressed on the plans.
CARLSBAD PC2019-0066
OCT. 14, 2019
[DO NOT PAY -THIS IS NOT AN INVOICE]
VALUATION AND PLAN CHECK FEE
JURISDICTION: CARLSBAD
PREPARED BY: ALI SADRE, S.E.
PLAN CHECK#.: PC2019-0066
DATE: OCT. 14, 2019
BUILDING ADDRESS: 2742 -2752 STATE STREET
BUILDING OCCUPANCY: B/ A2; V-B/SPR.
BUILDING AREA Valuation Reg.
PORTION ( Sq. Ft.) Multiplier Mod.
blda. areas 19038 104.78
patios 5200 15.41
Air Conditioning 19038 6.47
Fire Sprinklers 24238 4.01
TOTAL VALUE
Jurisdiction Code cb By Ordinance
1997 UBC Boildi ng Permit Fee h,.;,I
I 1997 UBC Plan Check Fee
VALUE
Type of Review: P" Complete Review r Structural Only
r Repetitive Fee ,. m Repeats
,,
r Other
r Hourly
EsGil Fee
-----1]Hr. @ •
Comments:
($)
1,994,802
80,132
123,176
97,194
2,295,304
$3,973.16)
Sheet 1 of 1
•
State Street Remodel ~ A
27 42 State Street , ,,
Carlsbad, CA, 92008 o> 0/;-.J-OC'.I' 0~1 0, 0 ()> V_A Structural Calculations -19141 '<) ;<s < d '-'A
:q,,Q 0-1,?, ~ V
<)/t--c <'~
'(s> o>--1. ~b,z, :o
Qualls Engineering
Structural Engineering Services
> t--0
Greg Coleman
Phone: 805-746-6516
[Y 1( ... ·'.I q -frv\l ,lri, 1 ··'VO(_. · 1 , l/t/,(J(/_;
' Qualls Engineering
Structural Engineering Services
GOVERNING CODE:
CONCRETE:
REINFORCING STEEL:
STRUCTURAL STEEL:
MASONRY:
SAWN LUMBER:
ENGINEERED WOOD
Project: State Street
Engineer: _C_G _________ _
DESIGN BASIS
2016 CBC
f, = 3,000 psi (MINIMUl>l)
ASThl ,-\615, F, = 60 ks1
,-\SThL-\992, F, = 50 ksi ("\V" SK-\PES ONLY)
Sheet 1/37
Job#: 19141
Date: 9 /27 /19
,\SThl ,\36, F, = 36 ksi (STRUCTURAL PL-\TES, ,-\NGLES, CHANNELS)
,-\STM A500, GR C, F, = 50 ksi (STRUCTUIL-\L HSS TUBES)
f m = 2,000 psi (MINfolU~l)
D< JUGL-\S FIR L-\RCI I, ALL< JW,\BLE STRESS DESIGN PER 2016 CBC
BOISE C-\SC-\DE OR EQUI\'.-\LENT
BC! WOOD "I' JOISTS -ICC-ESR 1336
PROJECT SCOPE
Project consists of a proposed approximately 3,300 square foot quonset remodel, and a 21,000
square foot two-story mixed-use remodel, located at 2742 State Street, Carlsbad, CA 92008. The
proposed structures are primarily constructed utilizing metal stud construction with a metal joist
framed roof, wood framed floor, and typical slab on grade with turned down footings. There has
not been a soils report provided for this project. Therefore, the foundation design will be based
on minimum soils values per 2016 CBC chapter 18.
'
\
Qualls Engineering
Structural Engineering Services
Design Loads:
Pitched Roof:
Dead Load ( DL )
Roofing
1 /2" Plywood
Truss Framing
Insulation
1 /2" Gyp. Bd.
Mech./Elec.
J\lisc.
DLI =
Live Load ( LL )
Project:
Engineer:
5.0 psf
1.8 psf
-1-.0 psf
0.5 psf
2.2 psf
0.5 psf
1.0 psf
15.0 psf
State Street
Floor:
Dead Load ( DL)
Flooring
2" Gypcrete
3/4" Plywood
Framing
Insulation
5/8" Gyp. Bd.
Mech./Elec.
Misc.
DLI =
Sheet: 2
Job#: 19141
Date:
1.0 psf
18.0 psf
'.U psf
2.0 psf
0.5 psf
3.0 psf
1.5 psf
1.7 psf
30.0 psf
LL I = ____ __,_ 20.0 psf (Reducible) Live Load ( LL )
Walls:
I DL +LL =
Stud Walls
Exterior \Valls
Interior \Valls
Allowable Soils Bearing Pressure:
35.0 psf
Deck:
15.0 psf
"'.U psf
LL I = 65.0 psf
IDL +LI .= 95.0 psf
Dead Load ( DL)
Dex-O-Tex 2.5 psf
3/4" Plywood 2.3 psf
Framing 2.9 psf
Stucco 10.0 psf
Misc. 2.3 psf
DLI = 20.0 psf
ASBP =1,500 psf @ 12 inches below lowest adjacent finished grade.
Seismic:
Site Class: D
Ss = 1.1 56
s, = (l.-1--1-3
Occupancy
Category
II
Fa = 1.037
Fv = 1.558
Response
Importance i\.fod. Factor
Factor, I R
1.00 6.5
Wind Load: (ASD)
Basic Wind Speed:
Exposure:
Importance Factor
J\f\VFRS
110 mph
C
1.00
P = (0.6) Lambda x K.,, x I x P,311
P = 13.7 psf
Components & Cladding
p = (0.6) Lambda X K /.l X I X pnct30
P = 2 1.1 psf
Lambda =
K" =
P,30=
s~,s = 1.199
s·"' = o.690
Redundancy
Factor,
rho
l.3
1.29
1.0
17.7
27.2
Cs
S0s/(R/l)
( LR.r-D )
0.160
Cs
Sos= 0.799
S0 1 = 0.460
Sos/(R./I)
(.\SD )
0.114
'
\
Qualls Engineering Sheet: 3 -----
Structural Engineering Services Project: State Street Job#: 19141
Engineer: --'C=--=G=-------------Date:
Lateral A nalysis (Main Building)
Level Component Weight (psf)
Main Roof 15
Partitions 5
Roof Ext Stud Wall 15
8" CI\-IU Wall 84
G lazing 10
Main J•loor 30
Partitions 10
2nd Floor Canoov 15
Ext Stutl Wall 15
8" CMU Wall 84
G lazinl.!: 10
C, (ASD) W (lbs) V (lbs)
0.114 1,003,431 114,391
Level W, (kips) h, (ft)
Roof 384.7 25
2nd Floor 618.8 13.5 ,·.
c, X
0.02 25 0.75
Ps
13.7
North-South
Level Height (ft) Diaphragm
Depth (ft)
Roof Peak 25 -
Roof 25 I 109
2nd Floor 13.5 162
~:
Direction Governing Load
North-South Seismic I 7.7 psf
liast-Wcst Seismic I 7.7 psf
Tributary Area (ftl
Tributary Tributary Weight
Length (ft) Height (ft) (lbs)
12,646 189,690
12,646 63,230
384 11.5 66,240
139 16.0 186,816
91 11.5 10,465
8,845 265 350
8,845 88,450
1,097 16,455
214 13.5 43 335
151 13.5 171,234
140 13.5 18,900
"·
W,h/ (k-ft) W.h: V. (lbs)
I:(W,h/)
9,617 0.54 6 1,218
8,353 0.46 53,173
17,970
k
0.22 1.0
Wind Check
V. (psf)
-
0.7
I.I
1.8
IWeight
(lbs)
384,681
618,750
1,003,431
Area (ftl
12,646
18,787 ,·.
Level
Roof Peak
Roof
2nd Floor
v. (psf)
4.8
2.8
7.7
3.6 (w/o CMU)
2.0 (w/o CMU)
East-West
Height (ft) Diaphragm V. (psf) Depth (ft)
25 --
25 I 95 0.8
13.5 141 1.2 ,·. 2.0
\
Qualls Engineering Sheet: 4 ----
Structural Engineering Services Project: State Street Job#: 19141
Engineer: ....::C:....:G=---------Date:
Lateral Distribution (Main Building)
N -S Roof / Diaphragm load (psf)
'? ~ Diaphragm load (plf)
3.6 98
Grid Area CMU Load Lenath
A 971 24 5,905 40
B 1,061 0 3,852 14.5
E 6,238 58 28,337 58.25
H 313 0 1,136 6.75
L1 2,216 0 8,045 22.5
L2 1,845 34 10,025 15.75
N -S Floor
2.0 120
Grid Area CMU Load Load Above
A 0 16.5 1,975 5,905
B 1,097 0 2,185 3,852
0 .6 245 22.5 3,181 0
E 3,167 29.5 9,839 28,337
H 4,158 35 12,472 1,136
L1 646 0 1,287 8,045
L2 590 11.5 2,552 10,025
E -W Roof
3.6 98
Grid Area CMU Load Lenath
5-6.2 3,153 0 11,446 61 .8
9 3,869 0 14,044 28.75
10 3,260 0 11 ,833 25.3
13 2,375 116 20,008 116
E -W Floor
2 0 120
Grid Area CMU Load Load Above
5 1,940 0 3,865 11,446
9 3,867 0 7,703 14,044
10 2,485 0 4,950 11 ,833
13 1,655 116 17,182 20,008
olf
148
266
486
168
358
637
Lenath
40
14.5
29.3
81
25.5
3
2-
Moment Frame
Moment Frame
olf
197
416
109
471
534
3,111
6,288
Moment Frame
Moment Frame
Moment Frame
Moment Frame
~#of co lumns and lbs/ col
where applicable
olf
185
488
469
172 CMU Wall
Lenath plf
42 365
46.5 468
58.8 286
116 321 CMU Wall
\
Qualls Engineering Sheet: 5 -----
Structural Engineering Services Project: State Street Job #: 19141
Engineer: _C::;.G..::.... _________ _ Date:
Lateral Analysis (Quonset)
Tributary Area (ft1
Level Component Weight (psi) Tributary Tributary Weight IWeight
Length (ft) Height (ft) (lbs) (lbs)
Mech'! Platform 30 l,(X)4 30 120
Ouonsct Roof 5 2 311 11 555
Roof Canony 15 1,340 20 100 78,M,3
Ext Stud Wall 15 83 14.5 18 053
Glazinl! 10 91 17.3 15,724
C, (ASD) W (lbs) V (lbs) V (psi)
0.114 78,663 8,968 1.9
Wind Check
Ps
13.7
North-South East-West
Level Height (ft) Diaphragm v. (psi) Depth {ft) Level Height (ft) Diaphragm v. (psi) Depth (ft)
Roof Peak 22.ll -Roof Peak 17.3 -
Roof 22.ll 41 3.7 Roof 17.3 80 1.5
"· 3.7 ,·. 1.5
Direction Governing Load
North-South Wind I 3.7 osf
East-West Seismic r 1.9 osf
Qualls Engineering
Structural Engineering Services Project: State Street
Engineer: -"C'-"G'-----------
Lateral Distribution (Quonset)
N-S Roof
37
Grid Area Load LenQth nlf
A 464 1,705 3 568 lbs/col
D 1,830 6,726 11 611
F.6 1,868 6,866 12 572
J 502 1,845 25.25 73
E-W Roof
1 9
Grid Area Load Lenath olf
1 2,998 5,775 16.5 350
4 1,658 3,193 19.25 166
Sheet: _6~--
Job #: 19141
Date:
Qualls Engineering
Structural Engineering Services
Lateral Analysis
N -S Roof
-::i 2 '/.
0 '"
-::i 2 '/;
"'1-('J
Project: State Street
Engineer: ....:C::...G=-----------
-"' ><~ 'ti M N r------......!"~·+--_::__:__11··-·-· ~·-··-·
c-i ~
:...
t t t t
/. "-i--, :e C)=g_ "' Jj -~ =oe-~c~ ;; p ~ ~ -.r~ cc ~ '/4 :.0 ~ '£ "'° .r, /; -::,
::::. ..,: If") ....: ...--: ...::, ~~~ 00~ 0 f: 00 .._, ff"\ .~-('J '"
Sheet: 7 ~---
Job #: 19141
Date:
Qualls Engineering
Structural Engineering Services
Lateral Analysis
N -S 2nd Floor
<'I -,.
t ]
Jj ~ -"' t :r
oc + --:: /. t; :2 r,. -✓• ho 7. £
C"'! ..... =
Project: State Street
Engineer: _C_G~--------
.,. ·r. ~ ._,
.,_
~
r-e')
"' oc "' +
I ., . . ,.
~ ._,
Sheet: _8=------
J ob#: 19141
Date:
Qualls Engineering
Structural Engineering Services
Lateral Analysis
E -W Roof
~-t' StuJ
80' Stud
Sheet: _9 ___ _
Project: State Street
Engineer: _;C::....G=----------
Job #: 19141
Date:
50' SruJ
X
5 968 sf
16' SruJ
16' Stud
33' StuJ
J .. ,
-W' Stud
-..• L..::._ T·-· ~-
1 • .• -
116'C\IL'
~~-,======~~~E!±~~ "'-
33' Glass
11,446 lbs
(.\SD)
185 plf
60' Stud
14,044 lbs
( \SD)
1,003 plf
Ii' Stud
~----~A-c=±=-1'--L
3i' Srud
___ ..,.
""-,
18' Glass
]".. __ L.J... _ _.... __ •
11,833 lbs
(.\SD)
469 plf
~0,008 lbs
(.\SD)
I ,~ plf
40' Class
Qualls Engineering
Structural Engineering Services
Lateral Analysis
E-W 2nd Floor
-11' (;la,,;
Project: State Street
Engineer: --'C'-G-'-----------
Sheet: -=-1-=-0 __ _
Job#: 19141
Date:
116' C\ll '
5,-"'5 lb,
(.\SI))
350 pit"
3.193 lb, 3.865 lb, + I 1.-1-1<, lb, 7 .'03 lb,+ I -1,IJ-1-1 lb, -1.950 lb,+ I 1.833 lb, I"' .182 lb,+ 20.008 lb,
( \SD) ( \SI))
166 pl f 365 pl f
( \SD) (.\SD) ( \SI))
621 plf 286plf 321 pit
Qualls Engineering
Structural Engineering Services Project:
Sheet: ....;1:;..;;1_,_/ __
Job #: )q / l/ I
Engineer: ____..["""b..__ ______ _ Date:
Shearwall Design Levd: ......... fvV-£.""-'f ______ _
Direction: N-5 V psf (Unit Shear): ___ psf
lw = _____________ ft Grid.line: --=E'-----
A, ([rib. Area) = ----------------ft2
F, (Lateral Load) = ________________ lbs
Vp1r(Unit Lateral Load) = '-f~t plf
H:W Adjustment (Yp1,x h/2w) = plf
Overturning Force _ OK by inspection
Lw = _;d_ ft Uplift = __ lf.....,?6'-1_1--'-S.,_)-_,'-"'6-'---'(1-'--) 1_1 ...:;,5.,_)!=S1J.._J _-_'1,.,_. -"-g"'-g __ lbs -r
Grid.line: --'-'-H __ _ lw = _____________ ft
A, ([rib. Area) = ________________ ft2
F, (Lateral Load) = ________________ lbs
V p1r(Unit Lateral Load) = /~~ plf
H:W Adjusonem (Yp1r x h/2w) = plf
Overturning Force _ O K by inspection
L.. = _o__ ft Uplift = _/. ...... 1_'_5_)_-= _ _,_l, 1~5~'k _______ lbs
(,14•1.-r1)
Grid.line: L I ----lw = _____________ ft
A, ([rib. Area) = ________________ ft2
F, (Lateral Load) = ________________ lbs
Vp1r(Unit Lateral Load) = J S$ plf
H:W Adjustment (Yp1rx h/2w) = plf
Overturning Force _ OK by inspection
L.. = 11 25 ft Uplift= JSJ/ 5) -' / lbs
Grid.line: L Z-lw = _____________ ft
A, ([rib. Area) = ________________ ft2
F, (Lateral Load) = ________________ lbs
Vp1r(Unit Lateral Load)= {,37 plf
H:W Adjustment (Yp1rx h/2w) = ____________ plf
Overturning Fo rce _ OK by inspection
L-. =Di.ft Uplift = () 7(1 5) -. 6(15 ) (7, IS)( I'!~:. t C/C/'f lbs
-CZ "l
SW Type: ......... ("'-[ __
Vall= 53CJ plf
HD Type: ~ Dul/
T.u= 565 lbs
SW Type: ~6£~-
V,11 = __ 3~S-=-O __ plf
HDType: 1-, J:1
T,.11= j,075 ) lbs
SW Type: _Y=-l __
V L.~ If all = -~~-L.!.~--p
HDType: HDu!.f
T,n= ½ ,$65 i
SW Type: _3_[ __
V,u = 710
HD Type: H Vr;I/
lbs
plf
T,11 = q 5JC) lbs I
Qualls Engineering
Structural Engineering Services Project: S-¾±c $f /afJ~
Sheet: 12 ----
job#: 1qN/
Engineer: _f'_._(7'---------Date: 1/z../(8
Shearwall Design
Direction: N-S
..,r,o-fl J ,evel: ----'4?=-'-( __ _
V p,f (Unit Shear): ___ psf
lw = _____________ ft Gridline: _'I=---
A, (f rib. Area) = _________________ ft2
F, (Lateral Load) = _________________ lbs
Vpt;(Unit Lateral Load)= 7's plf
H:W Adjustment (Vp1;x h/2w) = plf
Overturning Force L O K by inspection
L-. = 2 S ) ft Uplift = _______________ lbs
Gridline: F. 6 lw = _____________ fr
A, (f rib. Area) = _________________ ft2
F, (Lateral Load) = _________________ lbs
Vp1r(Unit Lateral Load) = S77 plf
H:W Adjustment (Vp1rx h/2w) = plf
Overturning Force _ O K by inspection
L-. =_6_ft Uplift = S7Z(3S)-.6(ISpsf,(LY.NjJ.J1-,6(1S)/3[d6Jlbs -z 2 ? = 7 tY-17
lw = _____________ fr Gridline: __..I)-'-, ..... 6 __
A, (frib. Area) = -----------------ft2
F. (Lateral Load) = _________________ lbs
Vr1r(Unit Lateral Load)= 1/M plf
H:W Adjustment (Vp1rx h/2w) = plf
Overturning Force .l..L OK by inspection
I.,.. = 2:12.i ft Uplift = _______________ lbs
Gridline: __ E __ lw = _____________ ft
A, (frib. Area) = -----------------ft2
F, (Lateral Load) = _________________ lbs
Vp1r (Unit Lateral Load)= Lf7J plf
H:W Adjustment (Vp1rx h/2w) = plf
Overturning Force _ O K by inspection
L-. = 2.t.7.5 ft Uplift = __ ,._,,/,,'""'3'"""5=$ __________ 1bs
SW Type: ~6_£ __
v.u= JS£'.? plf
HD Type: ___ _
T.u= _____ lbs
SWType: 3E
V,11 = 7/0 plf
I-ID Type: ... )IJ fl
T,11 = lf,53S lbs
SW Type: ~6 E~_
V,11= '3.50 plf
HD Type: ___ _
T,11= _____ lbs
SW Type: ~3,c_;;;_E __
V,11 = 7/{) plf
HD T ype: J-/ PU2
T,11 = 4r1JO lbs
Qualls Engineering
Sttuctural Engineering Services
Sheer: 13
Project: .S1q1'= ..5-te.L,-l Job#: 9/11/
Engineer: I Dare: C/ /2 7/IC/
Sh 11 D . 7 rd 'r 1/\:-r earwa es1gn Level: -----4----~-~!.1'.L~---
D irection: N-5 Vp,f (Unit Shear): ___ psf
Griclline: _..;..H __ _ lw = _____________ ft
A, (frib. Area) = -----------------ft2
F, (Lateral Load) = _________________ lbs SW Type: .-3'"""[ __
Vr1r(Unit Lateral I ,oad) = 534 plf V.u= J/Q plf
11:W Adjustment (Vp1rx h/2w) = plf HD Type: t± PUS
Overturning Force _ OK by inspection T,11 = SJ/iS lbs
L,.. = _ll_ ft Uplift = 53Y{l3,s)-.6('1f.S)( I )t~:v-.6(1S;(11)(22 lbs 4"' t i: -z.
Griclline: -~P~--
--YJ, 7t
I,.,= _____________ ft
A, (rrib. Area) = _________________ ft2
I\ (Lateral Load) = _________________ lbs SW Type: 3E MIN
Vp1r(Unit Lateral Load)= Ii t plf V,u = 710 plf
H:W Adjustment (Vp1rx h/2w) = plf I ID Type: P Q(,I l1/
Overrurning Force _ OK by inspection T,11= '1./125 lbs
L,. = _I_/ ft Uplift = _,6~(~2 ~, ~)_-~, {~( ..... IS~)(-=--'J ~l -~· 6~(_S=X~z ..... 2,1-=· __ lbs 4"" -;--
Grid.line: ___ _ I,.,= _____________ ft
A, (frib. Area) = _________________ ft2
F, (Lateral Load) = _________________ lbs SW Type:
Yp1r(Unit Lateral Load)= _______________ plf V.11 = plf
H:W Adjustment (Vp1rx h/2w) = ____________ plf HD Type:
Overturning Force _ OK by inspection T.11 = lbs
L,. = __ ft Uplift = _______________ lbs
Grid.line: ___ _ I,.,= _____________ ft
A, (frib. Area)= _________________ ft2
F, 0~ateral Load) = _________________ lbs SWT}pe:
Vp1r (l.init Lateral Load)= _______________ plf V,11 = plf
H:W Adjustment (Vp1rx h/2w) = ____________ plf HD Type:
Overturning Force _ OK by inspection T,11 = lbs
L,. = __ ft Uplift = _______________ lbs
Qualls Engineering
Structural E ngineering Services Project: 5-/qie 5~rec,i
Sheet _1_4-/~--
Job#: AP/
Date: Engineer: (,,(;, -~--------
Shearwall Design Level: ___.P_..oa""-t......._ ___ _
Direction: [ -V Vp,f (Unit Shear): ___ psf
Gridline: 5 ~ ft, L lw = ____________ _ ft
A, (f rib. Area) = ft2
F, (Lateral Load) = ________________ _ lbs
Vp1t(Unit Lateral Load) = ----~)JS _________ _ plf
H:W Adjustment (Vp1rx h /2w) = ___________ _ plf
Overturning Force _ OK by inspection
Lw = ..i2. ft Uplift= JS(! 5') -J SJ 50 'P 75) C> lbs
2
Gridline: __ I) __ _ lw = ____________ _ ft
A, (f rib. Area) = ft2
F, (Lateral Load) = ________________ _ lbs
Vp1f(Unit Lateral Load)= _____ ../~'g~,6~--------plf
H:W Adjustment (Vp1rx h/2w) = ___________ _ plf
Overturning Force _ O K by inspection
Lw = ..11_ ft uplift = ~l/8~8~, ~11-s _-~· 6~!~2-X.......,.so~)~( 2==-?>.,..._) __ _ ( <n-rr,, ...,. ,; ) -"i'
lbs
-.61 5)1 '(:,):: l1S rt
Gridline: -~/0~--
t\, (f rib. Area) =
-=r: lw = ____________ _
F, (Lateral Load) = ________________ _
Vp1r(Unit Lateral Load)= -------'L/...,_1,(4 ________ _
H:W Adjustment (Vp1rx h/2w) = ___________ _
Overturning Force _ OK by inspection
ft
ft2
lbs
plf
plf
L.. = lb c; ft uplift = -~"'J.'--4-/_1,_i::_-..:..,• , ..... r ..... 1...,,).,_1_'-'-l --"'!!,_Su.;_:::_l.4=.3::...:S:c..c'f __ lbs
r,,,,J,-,r,-,, ) ?
''2., Gridline: ___ _ lw = ____________ _ ft
A, (f rib. Area) = ft2
F, (Lateral Load) = ________________ _ lbs
V p1r (Unit Lateral Load) = _____ l 7~2 ________ _ plf
H:W Adjustment (Vp1rx h/2w) = ___________ _ plf
Overturning Force ~OK by inspection
k. = _,.,__ ft Uplift= ______________ _ lbs
SW Type: 6[
V.u= ]SQ plf
HD Type: Nont:._
T.u= /,A() lbs
SWType:~~£~-
V.n= 5:() plf
HD Type: Hf){)l
Ta11= ;,.07S I lbs
SW Type: '>:.
v.u = 5~i1 plf
HD Type: '1:),t_1
T.11 = ·1 s~s lbs
SW Type: C/IV
v.11 = plf
HD Type:
Ta11= lbs
' Qualls Engineering
Structural Engineering Services Project: 5-fof& 51 ru-f
Shearwall D esign
D irection: L hi
Grid.line: ___ _
Engineer:
I ,eve!: 7/" fla?r
Vp,f (Unit Shear): ___ psf
lw = _____________ ft
A, (Trib. Area) = _________________ ft2
F, (I ,ateraJ I ,oad) = _________________ lbs
Yp1,(Unit Lateral Load)= :zSO plf
H:W Adjustment (Vp1,x h/2w) = plf
Overturning Force _ O K by inspection
L.. =~ft Uplift = ~;0(13,S); '-1,7'25 lbs
Gridline: __ L~j __ lw = _____________ ft
A, (T'rib. Area) = _________________ fc2
F, (Lateral Load)= _________________ lbs
V pl• (Unit Lateral Load) = /J.i plf
1:-1 :\V Adjustment (Vp1rx h/2w) = plf
O verturning Force _ OK by inspection
L., = J115.. ft Uplift = --'l-"'66"--'(_,_/3,_,_,_,__5),_.::____..'24;7.,,._,-'-'l.fl _______ lbs
Grid.line: 5 -=----lw = _____________ fr
A, (frib. Arca) = ft2
F, (Lateral Load) = _________________ lbs
Yp1r(U nit Lateral Load)= ____ 's.c.u..J..~c; _________ plf
H:W Adjustment (Vp1rx h/2w) = plf
Overturning Force _ OK by inspection
L-,. =~ft Uplift = --"'-'.3-"'6..LS_.__( ....... l"z~S)'------'-'' 6"-'('-'-\5,<.J.)C.,..( 2.=5._.)..._{'1:.;..2.....,_) _::::----'7__,.0"-"')'---_ lbs
'l.
Gridline: __ rf __ lw = _____________ ft
A, (Irib. Area) = _________________ ft2
F, (] .ateral Load) = _________________ lbs
Yp11 (Unit J .ateral Load) = 'f/J plf
H:W Adjustment (Vp1rx h/2w) = plf
Overturning Force _ OK by inspection
L.. =~fr Uplift = l/63(1).7) -.6(1S'Xt3,5Jf~)-3,'iq~
2.
lbs
Sheet: 15 ----
Job#: 19/Y/
Date: q /l l /11
SW Type: __,6 ...... £"----
V ,u = 10 plf
HD Type: ~ [)t)S
T,u= 5,6lfS lbs
SW Type: ----'-"-6..1::f __
Y:,u= 350 plf
HD Type: tf [)(12..
T.11 = '.J,07$ lbs
SW Type: ~£
V.11 = S30 plf
HD Type: Naac.
T,11 = 6M lbs
SW Type: ----J~c.::.f __
V.11 = S30 plf
HD Type: HPu ~
T,11 = ll,56$ ' lbs
Qualls Engineering
Structural Engineering Services Project: 5-fcfft,_ 9f1t:l'f
Sheet: 16 ----
Job #: FJ!f.//
Engineer: ___._&"'----------Date:
Shearwall Design Level: Z '0 f l02t
Direction: E. -W V psf (Unit Shear): ____ psf
Grid.line: --'-}-"-0 __ _ lw = ______________ ft
A, (f rib. Area) = __________________ ft2
F, (Lateral Load) = _________________ lbs
Yp1f(Unit Lateral I ,oad) = ZZ6 plf
H:W Adjustment CVr1rx h/2w) = plf
Overturning Force
k = 5~.7S ft Uplift =
Grid.line: -~3 __
_ OK by inspection
2gt(1),S) -.6(15)/13.S)l5t.75)-= 2Cf 2. -r lbs
lw = ______________ ft
A, (frib. Area) = __________________ ft2
F, (Lateral Load) = _________________ lbs
Vp1r(Unit Lateral Load) = '~2 I plf
H:WAdjustmcnt (Vp1r x h/2w) = _____________ plf
Overturning Force _LoK by inspection
Lu = M_ ft Uplift = _______________ lbs
Gridline: ___ _ lw = ______________ ft
A, ([rib. Area) = __________________ fr2
F, (Lateral Load) = _________________ lbs
Vr1r(Unit Lateral Load)= _______________ plf
H:W Adjustment (Vp1rx h /2w) = _____________ plf
Overturning Force _ OK by inspeccion
1--. = __ ft Uplift= ________________ lbs
Grid.line: ___ _ lw = ______________ fr
A, ([rib. Area)= __________________ ft2
F, (Lateral Load) = _________________ lbs
Vp1f(Uni t Lateral Load)= _______________ plf
H:W Adjustment (Vp1,x h/2w) = _____________ plf
Overturning Force _ O K by inspection
L. = __ ft Uplift = _______________ lbs
SW Type: .... £....,Ee;___
Ya11= 35(2 plf
HD Type: None,
T.u = _ __./iM......_ ___ lbs
SWTypc: ()AU
V.11 = ______ plf
HD Type: ___ _
T ,u = ______ lbs
SW Type:
v.11 = plf
HO Type:
T.11 = lbs
SW Type:
V.11= plf
HO Type:
T.u= lbs
Qualls Engineering
Structural Engineering Services
Column Drifts
Frame Condition
8 = VV/(12EI)
Allowable drift = 2%
Load based
on R =6.5 1
Building Grid Load
Ckios/con
A 3.94
Main B 2.47
L1 3.11
L2 6.29
Quonset A 0.57
R
3
4.5
3
3
2.5
Adj. Load
Ckios/col)
8.54
3.57
6.74
13.63
1.48
Sheet: 17 ----
Project: State Street Job #: 19141
Engineer: --=C=--=G=-----------Date:
Cantilever Condition
V >
8 = VL3/(3EI)
Height (ft) I (in4) Type 6a (in) 6 (in)
24.33 1,750 Moment Frame 5.84 0.35
18.33 475 Moment Frame 4.40 0.23
13.67 48 Moment Frame 3.28 1.77
11 .67 48 Moment Frame 2.80 2.22
11 .00 15 Cant Col 2.64 2.55
OK!
Qualls Engineering
Stmcnual Engineering Services Prn1ec.: ___ i \:9Je. S +_r_<~t~t __ _
Engineer: C Gi -----
Sheer: _1_8~/~--
Joh ti. I 01 ~ I
Date:
V ertical Design Level. R 'OD r
D = \ S j)Sf L,t cc:: ~-0-p~r l.l . = ---psf
Member: _R;_\s::;._-_\'--------
~ I
t t
" Z..l1 v 1 1
R: -~ ~" 6 lbs
RI(--= 30~6 lbs
Member: p..-,,..., ":>-
---., I j '
t t
-" J :, \I 1 1
R· ~ I c;-9 ~o lbs
R R -:; \ S:-9 &u lbs
'\1ember: R \~ ~
,,-----~(')'
f ~t
" 21. 2;' \' 1 1
R, -\\1.':'.)C> lbs
Rk :c. I\ 2.9a lbs
Member: ______ _
·f t
}--
R1. = lbs
R R:::: lbs
\V,= 19 h. r ' s -t-2 o i '?. ~ 1 r l r-:
\'\-':=
P,=
P~=
Vm .. = __ 1 _~ 9 ~ lbs
J\[mu = ------1:._1 C::, 7 ° ft -lbs
I,,~·.i = I O 3 6 in-1
W1= ~9.t;;;'/?,.(ls:-.+?u) -867 ~(F
W 2=
P1 =
P:=
V,n., = ______ lbs
i\1m.~, = ______ ft-lbs
In.,.fu = _______ in-1
W:= ,-.,-g 2 i / 2 ( I ;-4 :> c) -I ''l : 7 P ( J:
W:=
P,=
P1=
\',n:,,~ =
:\Im.u =
l "'i" =
\'\'1=
\'\':=
P,=
Pi=
\' max =
1\1,,,., =
(,..~·" =
lbs
ft-lbs
in-I
lbs
ft-lbs
m4
l'st': ~'/ ~ X l~ _ _y J l..
v ,: = I -s ~ 6 ..r a.,s
.\.l,u = -~U__!__k__ ft-lbs
I = __ \'2....ClO __ i.11-1
V,::= ______ lbs
M,11= ______ ft-lbs
I = _______ i.n-1
Use: ,,. / ! y ~ '2-. '2-.S 1 , ., I l?. "" I
V.u= lbs
M,11= ft-lbs
I= 1rr•
-'If--l>,1 l I l.. ~ I _,. e
Use:
V,:i= lhs
M.u = ft-lbs
!= U1'1
Qualls Engineering
Strucnual Engineering Services
Sheet: 19/
Project: S.\-q l...e 3~d:: Job#: I j 14\
Engineer: CC, D:ite:
Vertical Design Level: f I D OY
D1.=
Member: f J -\
~ 2. (, r-' \t 1 1
R.L = \ 3 6' {; lbs
RR= \ ; (: € lbs
Member: D ,T-1
~ \ ,----
t t
~ 2. 1 \t 1 1
R, = l :s 8'o lbs
RR= \ 1 ?o lbs
M ember: RS-(
~l.j\
t 1'
1£ 1._ 1 ' L, 1 1
R1. = ~y I lbs
RR = s-<; l lbs
Member:
t t
1£ 1 \t 1
R1.= lbs
RR= lbs
] 0 psf Ln = ___ psf LL = _£_t,.._ psf
W 1= ! 6 '/1 2. ( 3. 0 + 6 f )
\'<':=
-1'2--7fl!=-
P1=
P:=
\Tm.a.., = I '.s 6 6" lbs
blm.ix = l s 3 g ft-lbs
I,L'i'J = ~6 £-' in'
\'(',= 12 /I 2 ( 2. O + I 't) .:>):: \ 2-0 p (_(:::
\'(,':=
P,=
P:=
Vm,, = \3fo lbs
t--fm,.,, = 79'£~ ft-lbs
l rc~'d = lr] in•
\'<',= 1 t;,'/, 2 C, r ....1-201 -1,7/'C.(-
\'(,':=
P1=
P2=
\' ffi~'( = s-y I lbs
l\f,...,. = :?Io g ft-lbs
l,c~'d = '2... ~ J? in-'
\'(,',=
W:=
P1=
P:=
\' ma., = lbs
l\lm,. = ft-lbs
I,e,fJ = in'
Use: t b Is(\ S 0
l~l r lbs V,u=
M,11= I 1 0 ro f1-lb~
I = 1'2..lr' in'
Use: I 6' l'sC I ~ Cl
V,n= I~ 7 r lbs
M.u= 11 o ro ft-lbs
I = 1i.1r in1
Use: 16 ,. 8(1 90
V,u= ,.~1 r-lbs
M,u= , 3 or~ ft-lbs
I = l"Llt°" in'
L'se:
V,11 = lbs
M,11= ft-lbs
I= in1
Qualls Engineering
Structural Engineering Services
Sheet: 20;
P rojecr: Sb\~ H~ ~d Job#: l ~ly I
Eng111ce,·: c~ Date:
V crtical Design Level: \: \ 0 0'1
D1 = __ 1...c.O_ psf L:1= ___ psf LL c--_i;_.r--_psf
t, I 3. ·; r \t 1 ,.., ,., ~(.) 'l
RL = .;, lbs
RR= 61 0 lbs
Member: r::-~ 2...
I r.,I
,--1 lv 1
t, I g, \t 1 'l
R: = Lt ~ io lbs
RR= 2-753 lbs
I,, 23.'2. .{ \t 1 'l
R1 = 11:iro lb s
RH= 'l 20 r D lbs
Member:
,,,,.-------l•)~
t t
i, '2.':\,1..r'_J,-
1 1
R, = 2 /7 t D lb s
lbs
\'m:\,. = (\S-] lbs
i\1m." = \ 5 '.s IL, ft-lbs
I,c~ .i == 3 >~ in"
\Y./ I= g I/ 2 ( ::. (J -+ 6 ( ) =-. ' 4 p l i=-
\'(! ,=
P1~ f< ( r-~ 1) 1:2 ::-b I s-7 1t
P:=
VmH = LjS-lO lbs
1'1ma., = 2..~~60 fr-lbs
r,~q•J = 80 ~ in 1
V.i1= \O~C!o lbs
M,u = ~l'?6i., ft-lbs
I = I I g l-i in4
l,se: '1 I /
' 2-1 1 (; I/ 1 L
V.11= lo6L.o lbs
M,11= .,,-;:6.t., ft-lbs
I = 11 I g L, in•
Wi= '.{., lf:1,-\-\".),(/z.')(1o.i.6r) : 12..(0 f(F
1&2~ l'lj:-
V.,,._ = ______ lbs
i\lm,. = ___ _
lrcfJ = ____ _
\Y.h=
P1=
P2=
ft-lbs
in'
Vma., = _______ lbs
l\lm,., = ______ ft-lbs
l..,,t'J = ______ in4
Use: 'N I Yl ~g C c. :.. 1-/ ~
V,11 = lbs
M,11= ft-lbs
I= m•
V,11= ____ _ tb s
M.n = _____ ft-lbs
I ~ ______ m4
)
Qualls Engineering
Stmcmral Engineering Services
Sheer: 21 ;
Pro1cct: __ll(A t (. ,.q rut Job#: 13 1" I
Engtnccer: C Dare:
V crtlcaJ Design Level: ;::. \ O o V -'-::.....::......:...._ ___ _
1c D· = ---==-psf L,( = ______ psf LL = 6 t" psf
M ember: f 13 -S
w l i:" L\:>, I l,,,J, L0 53~;r,;
~ 3g ';' \t 1 1
R· = ~ s-7 10 lbs
RH = '$$"710 lbs
Member: _,__F_B=-·-6=------
,,,,-----!,j I -t
R1.= ~ S-2 0 lbs
Rn ::: 1, C-1 0 lbs
Member: F ls · 7
,.
t
~ 1 ~' .r '
1
R1.= '2.. '7 ·' 5 r-o lbs
RH -'2. 3 6 S"O lbs
Member: .t ts -8
3 3, .r·
t
\t 1
\t 1
R1 = 3 ~ b 4 O lbs
R~ = __ '1_~ 6 (I!_ lbs
\'m.-u. = lbs V,11= _____ lbs
tvl.,.., = ft-lbs M,11 = _____ ft-lbs
ln:y'u = in• I = ______ m•
,+ /I r [ I' t (,
\'\', = 7 ; ?... c 1 o + 6 r) \ , c ~ t r -·, g ~ p L r-
,v2=
P1=
r~=
\1,na, -=
:VI,,,..,=
l,cy'u =
lbs
ft-lbs
in~
V,11= lbs
M,n = ft-lbs
I = m•
w,= ,...1' 2.+-7/2 )(?.o +-6r\ -1z10 Pt F
\'{'~=
P1=
p ~.::.
Vm:u= _____ lbs
i\lm,. = ______ ft-lbs
l,.,JJ = ____ _
Use: "-JI t...X i _~( C-::. ?/s·')
V,u= ----lbs
M,n = ______ ft-lbs
T= ______ m•
,x,, = c '2, · 1 2 ~ 2 1 r-·, 2. ') c s o +-6 r-) ::: 2... o 1 ~ r c i:-
,x12=
P1=
P2=
"''"·"= ______ lbs
ft-lbs
lwy'~ = ______ m1
I/. \
L' se: \iJ \ 4 )( I C' ~ C C -l J
V,11 = ____ lbs
M,,1= _____ ft-lbs
I = ______ tn•
Qualls E ngineering
Structural Engineering Services Pro1m: Sf g t-,e_ ~ t 'rt e C
Engineer. ( G, ---=-------
Sheer: _2_2_,_/ __
Joh# I 5 lli \
D:ite:
V crtical Design Level: ~ I OOY
D1 = s. o psf L·.·< = G S----psf LL = psf
Membe r: F g ?> ---'--.:.:........::=-----
F _,v, -t
v ,, \( '1
H.1 = -'2. O ~jQ__ lbs
R" :--.c "'2.o 6~o lbs
Member: --'-~-:-l's:=---:-l~O=-----
f' I ---::_1
v 2.o \( ,, '1
RL = 5 '2-I .f"o lbs
R R::: s 2. I !:'"o lbs
Member: F\3\ I
-1,) I
t t
v '2 6 \( ,, '1
R,:.: ~ r-10 l!.>~
R,{ = 2 0 ~0 lbs
Member: F (S I 2.
v ,, I&' 1'
RL = ll 100 lb~
RR= I I I & o lbs
W1='Z.1.rh.C'?.0 +6.r)+lo 1 1r -117 2 f CF
\X':=
P1=
P:=
Vm"' =
i'vlm,. =
l «y·J =
l 'sc:: 'v.J 14X 61
lbs V,n=
fr-lbs M,11 =
m• I=
1'" ~e..f.::ru(a e,
W1 = lJ 2. . i;;-'/? ( '?. o +-6 1) -:. 2 0 I g P (.. f=
\'<'2=
P1= ~ ( I<'. G:; 1 x '2 :;: I I u 1 O 'I< Z :.
'2 '2 u. () #
CC -s/ g ~) -
lbs
ft-lbs
in•
Use:W\4 X-;"~ ((.-.:.1/f')
Vma.~ = lbs V .i1 = _____ lbs
Mnu., = ft-lbs M,11 = _____ ft-lbs
I,.~·J = in• I = ------in•
~ t l Y'hrrc. c..
W1=1.'.?./2('2..o+1oo)f l 0°il.r--1~10 Pli:-
W:=
P,=
P:=
\.7 m:,x =
t\'l,n.u =
ln:~·d =
lbs Va11= _____ lbs
fr-lbs M,u = fr-lbs
in~ r = ______ m'
* .s ~" -Yl.L V (' .. IC.
w,= (s-oh. ~ 7·12 ')CI r-t ?o)--+-1oi1 \ + & /1 ?.( 20+100) I 2 2 k Pt i:.
W:= r;; oh .. c , ~ 4-2 o > + 1 o')(, r .-~ 1, 2-c , J -1-1 o J ) 11 o 6 r c. r--
P1=
P2=
\'ma..:= ____ _
l\1max = _____ _
lbs
ft-lbs
'"'-f'J = ------in•
Use. 'v-.}
V..:1=
M,11=
I =
* ~('p
~ 'i. {1 () .f I ,~ I R" . )'A
lbs
ft-lbs
U1'
t Y' {..If C. C.
Qualls Engineering Sheer· 23L
Structural Engineering Services Proje..:t: g~'1\e ..Sh•fRt Job #: I 9 \4 I
Engincn: CC, Dare:
V crtical Design Level: Fl ooY
D ; = 3o psf L1\ = psf LL = 6 (-psf
:Member: E g I :S. s-+'2.0) -t J O 3 I' l F-'2... f/2 (..I
t..J1 \~',= -------f \'\':= t P1=
3 1/2 P:= Use: )( \ 6 v r L
I, '2. o· v V,na, = ~o3o lbs V.u= ( 0 6 <, O lbs '1 1
R, = l/010 lbs Mm,x = 2 '2. '2. I S' ft-lbs M,i= ?.736£, ft-lbs
R,\ = ~ o ,0 lbs I ,.9·J = i '2.. ' in4 l = ii 9~ m•
Member:
\'</1 =
W2=
t t P1=
P:= Use:
I, \l,r.:u = lbs V,11= lbs '1 'I
R, = lbs NI,,..,, = ft-lbs M,11= ft-lbs
R,l = lbs lrc~'d = in4 I = in·'
Member:
\V1=
\V/:=
t t P,=
P:= Use:
I, \'max = lbs V,u= lbs 'I '1
Ri. =: lbs l\.lmu = ft-lbs M,u= ft-lbs
R;t = lbs l,c~'d = in' l = in'
Mc1nbcr:
\'\",=
W2=
f t P,=
" -~ •~t~: 1-;-
,f I, \,..m,, = lbs V,u = lhs 'I
R1 = lbs ~fm,s = _ ft-lbs M .,11 = ft-lbs
RR = lbs Irc~·J = tn 1 I= Ul-1
Qualls Engineering
Structural Engineering Services Project: State Street
Engineer: CG ------------
Glazing Calculations
Colwnn
(E} C,MIJ ~ALL -
PER PLAN
(E) SLAB ON i,AADE ~
t
Wind = 21.1 psf (ASD)
May use 0.7W for deflection checks
21.1 psf * 0. 7 = 14.Spsf
See Enercalc printouts (next three pages)
(N) 1>LAWl6 ~LL
FER ARC,H
Header
Sheet: 24 -----
Job #: 19141
Date:
\ ' ~ \_·~
(E) ~LL FOOTIN<;
PER PLAN
'Qualls Engineering
4403 Manchester Ave, Suite 203
25
Printed 27 SEP 2019 11 34AM
Steel Column File. C:ll.Jsefs\Fiy\Dropbox\Pr~ts\2019J0-1\191◄1-1\CAI.CUL-1\Enercalc\191◄1_State_Slreet -CG.EC6 .
SOO-e c . ENERCALC, INC. 1983·2019, Build:12.19.8.30 . ,.,,.,.
DESCRIPTION: Main Glazing Column
Code References
Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used : ASCE 7-10
General Information
Steel Section Name : HSS8x3x1/4
Load Resistance Factor
•
Overall Column Height 22.25 ft
Top & Bottom Fixity Top Pinned, Bottom Fixed Analysis Method :
Steel Stress Grade
Fy : Steel Yield
Brace condition for deflection (buckling) along columns :
E : Elastic Bending Modulus
Applied Loads
50 ksi
29,000.0 ksi
Column self weight included : 384.590 lbs· Dead Load Factor
AXIAL LOADS ...
Roof: Axial Load at 22.250 ft, D = 1. 769, LR = 2.359 k
Glazing Wall: Axial Load at 22.250 ft, D = 0.9830 k
BENDING LOADS ...
Wind: Lat. Point Load at 11.125 ft creating Mx-x, W = 3.846 k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =
Load Combination
0.4390 : 1
+1 .20D+0.50Lr+W
Location of max.above base
At maximum location values are .
Pu
0.9. Pn
Mu-x
0.9 • Mn-x:
Mu-y
0.9. Mn-y:
PASS Maximum Shear Stress Ratio=
Load Combination
Location of max.above base
At maximum location values are ..
Vu : Applied
Vn • Phi : Allowable
0.0 ft
4.943 k
36.904 k
-16.045 k-ft
43.125 k-ft
0.0 k-ft
21.375 k-ft
0.03454 : 1
+ 1. 20D+O. 50Lr+W
0.0 ft
2.644 k
76.551 k
X-X (width) axis:
Unbraced Length for buckling ABOUT Y-Y Axis = 22.25 It, K = 0.80
Y-Y (depth) axis:
Fully braced against buckling ABOUT X-X Axis
Service loads entered Load Factors will be applied for calculations
Maximum Load Reactions ..
Top along X-X
Bottom along X-X
Top along Y-Y
Bottom along Y-Y
Maximum Load Deflections ...
Along Y-Y in at
for load combination :
Along X-X in at
for load combination :
k
k
k
k
ft above base
ft above base
'Qualls Engineering
4403 Manchester Ave, Suite 203
26
Printed 27 SEP 20 I 9 11 34AM
Steel Beam File• C:\Users\Fry\Dropbox\Pr~ts\2019J0-1\19141--1\CAI.CUL-1\Enercalc\19141_State_Slreet -CG.EC6 .
Soltwarec . ENERCALC, INC. 1983-2019, Build:12.19.8.30 . , .. , ...
DESCRIPTION: HSS Glazing Beam
CODE REFERENCES
Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set : ASCE 7-10
Material Properties
Analysis Method: Load Resistance Factor Design
Beam Bracing : Completely Unbraced
Bending Axis : Minor Axis Bending
W 0 .148
W14x22
Span = 9 . 750 rt
Fy: Steel Yield :
E: Modulus:
50.0 ksi
29,000.0 ksi
. .
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self wei(lht NOT internally calculated and added
Uniform Load: W = 0.01480 ksf, Tributary Width= 10.0 ft. (Wind)
DESIGN SUMMARY
Maximum Bending Stress Ratio =
Section used for this span
Mu : Applied
Mn • Phi : Allowable
Load Combination
Location of maximum on span
Span If where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
Overall Maximum Deflections
Load Combination Span
WOnly
Vertical Reactions
Load Combination Support 1
Overall MAXimum 0.722
Overall MINimum 0.325
+0.60W 0.433
+0.450W 0.325
WOnly 0.722
0.107: 1
W14x22
Maximum Shear Stress Ratio =
Section used for this span
Vu : Applied
Max."." Defl
0.1489
Support 2
0.722
0.325
0.433
0.325
0.722
1. 759 k-ft
16.463 k-ft
WOnly
4.875ft
Span # 1
0.149 in Ratio=
0.000 in Ratio=
0.089 in Ratio=
0.000 in Ratio =
Location in Span
4.903
Vn • Phi : Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
785 >=360.
0 <360.0
1309 >=240.
0 <240.0
Load Combination
Support notation : Far lelt is #1
Design OK
0.007: 1
W14x22
0.7215 k
100.50 k
WOnly
0.000 ft
Span # 1
Max. "+" Den Location in Span
0.0000 0.000
Values in KIPS
'Qualls Engineering
4403 Manchester Ave, Suite 203 27
Printed 27 SEP 20 19 11 34AM
Steel Beam File = C:\Users\F ry\Dropbox\J'r~ts\2019JO-1119141-1\CALCUL -1\Enercalcl 1914 l_Siate_Street -CG.EC6 .
Sdtware c ENERCALC, INC. 1983-2019, Build:12.19.8.30 .
, ..... .
DESCRIPTION: HSS Glazing Header
CODE REFERENCES
Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set : ASCE 7-10
Material Properties
Analysis Method : Load Resistance Factor Design
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
Bending Axis : Major Axis Bending
WO 08288
HSS8x3x1/4
Span = 9 .750 ft
Fy : Steel Yield:
E: Modulus:
50.0 ksi
29,000.0 ksi
-.
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weiQht NOT internally calculated and added
Uniform Load: W = 0.01480 ksf, Tributary Width= 5.60 ft, (Wind)
DESIGN SUMMARY
Maximum Bending Stress Ratio =
Section used for this span
Mu : Applied
Mn • Phi : 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
Overall Maximum Deflections
Load Combination Span
WOnly 1
Vertical Reactions
Load Combination Support 1
Overall MAXimum 0.404
Overall MINimum 0.182
+0.60W 0.242
+0.450W 0,182
WOnly 0.404
0.023: 1
HSS8x3x1/4
0.985 k-ft
43.125 k-ft
WOnly
4.875ft
Span# 1
Maximum Shear Stress Ratio =
Section used for this span
Vu : Applied
Max."." Defl
0.0164
Support 2
0.404
0.182
0.242
0.182
0.404
0.016 in Ratio =
0.000 in Ratio=
0.010 in Ratio=
0.000 in Ratio=
Location in Span
4.903
Vn * Phi : Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
7, 115 >=360.
0 <360.0
11858 >=240.
0 <240.0
Load Combination
Support notation : Far left is #1
Design OK
0.004 : 1
HSS8x3x1/4
0.4040 k
91 .861 k
WOnly
0.000 fl
Span# 1
Max. "+ Defl Location in Span
0.0000 0.000
Values in KIPS
Qualls Engineering
Structun.l Engineering Services
Canopy Beams
I
l
(CANT.)
(N) H554x4x%
5TL. COL.
See E nercalc printouts (next 3 sheets)
Project: State Street
Engineer: ....:C::....G:::...._ _______ _
14'-7"
Sheet: 28 ----
Job#: 19141
Date:
Trib Beam
(N) H~
5Ti
Edge Beam
'Qualls Engineering
4403 Manchester Ave, Suite 203 29
Printed 27 SEP 2019 12 OSPM
Steel Beam File= C:\Users\Fry\Dropbox\Projects\2019J0-1\191◄1--1\CAI.CUL-1\Ene«:alc\191◄1_State_Sneet • CG.EC6 .
Software c . ENERCALC, INC. 1983-2019, Build:12.19.8.30 .
1,11'· •
DESCRIPTION: Canopy Edge Beam
CODE REFERENCES
Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set : ASCE 7-10
Material Properties
Analysis Method: Load Resistance Factor Design
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
Bending Axis : Major Axis Bending
Fy : Steel Yield :
E: Modulus:
50.0 ksi
29,000.0 ksi
•
• .-------------.----------"D:..,,(.::.Oc..:.1_,:6.:::8.::.8.._,)0/='Lr'-'-(O.::.•,o,2ce,2.::.5 .::.0 ),__ _______ 0...-------------.,v
HSS 1 2x4x5/16
Spa n = 14 .50 ft
HSS12x4x5/16
Span = 11 .60 ft
HSS 12x4x5/16
Span= 14.580 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weiqht NOT internally calculated and added
Loads on all spans ...
Uniform Load on ALL spans: D = 0.0150, Lr = 0.020 ksf, Tributary Width = 11.250 ft
DESIGN SUMMARY
Maximum Bending Stress Ratio = 0.504: 1
Section used for this span HSS 12x4x5/16
Mu : Applied 59.133 k-ft
Maximum Shear Stress Ratio =
Section used for this span
Vu : Applied
Mn• Phi : Allowable 117.375 k-ft
Load Combination + 1.20D+ 1.60Lr +0.50L + 1.60H
Location of maximum on span 14.500ft
Span # where maximum occurs Span # 1
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
Overall Maximum Deflections
0.975 in
-0.064 in
1.706 in
-0.112 in
Ratio=
Ratio =
Ratio=
Ratio=
Load Combination Span Max."." Den Location in Span
+D+Lr+H 1 1.7062 0.000
2 0.0000 0.000
+D+lr+H 3 0.0992 7.290
Vn • Phi : Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
356>=240.
2, 178 >=240.
204 >=180.
1245 >=180.
Load Combination
+D+Lr+H
Vertical Reactions Support notation: Far left is #1
Load Combination Support 1 Support 2 Support 3 Support 4
Overall MAXimum 11.597 1 .523 2.898
Overall MINimum 2.982 0.392 0.745
+D+H 4.970 0.653 1.242
+D+L+H 4.970 0.653 1.242
+D+Lr+H 11.597 1.523 2.898
+D+S+H 4.970 0.653 1.242
+D+O. 750Lr+0.750L +H 9.940 1.305 2.484
+D+O. 750L +0. 750S+H 4.970 0.653 1.242
+D+0.60W+H 4.970 0.653 1.242
+D+0.70E+H 4.970 0.653 1.242
+D+O. 750Lr +0. 750L +0.450W+H 9.940 1.305 2.484
+D+O. 750L +0. 750S+0.450W +H 4.970 0.653 1.242
+D+0.750L +0. 750S+0.5250E +H 4.970 0.653 1.242
+0.60D+0.60W+O GOH 2.982 0.392 0.745
+0.600+0. 70E +0.60H 2.982 0.392 0.745
DOnly 4.970 0.653 1.242
Design OK
0.048: 1
HSS 12x4x5/16
8.411 k
174.850 k
+ 1.20D+ 1.60Lr+0.50L+ 1.60H
14.500 ft
Span # 1
Max."+" Deft Location in Span
0.0000 0.000
-0.1118 4.563
0.0000 4.563
Values in KIPS
'Qualls Engineering
4403 Manchester Ave. Suite 203
30
Printed 27 SEP 2019 12 10PM
Steel Beam File• C:\Users\Fry\Dropbox\Pr~ts\2019J0-1\191◄1-1\CALCUL-1\Enercalc\191◄1_State_Slreet -CG.ECG .
Salware c . I ENERCALC, INC. 1983-2019, Build:12.19.8.30 .
···•···
DESCRIPTION: Canopy Trib Beam
CODE REFERENCES
Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-10
Material Properties
Analysis Method: Load Resistance Factor Design
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
Bending Axis : Major Axis Bending
D 0.195 Lr 0.26
HSS 12x4x5/16
Span= 22.580 rt
F y : Steel Yield :
E: Modulus:
50.0 ksi
29,000.0 ksi
. . .
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weiqht calculated and added to loadinq
Uniform Load : D = 0.0150, Lr = 0.020 ksf. Tributary Width = 13.0 ft, (Canopy)
DESIGN SUMMARY
Maximum Bending Stress Ratio =
Section used for this span
Mu : Applied
Mn• Phi : 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
Overall Maximum Deflections
Load Combination Span
+D+Lr 1
Vertical Reactions
Load Combination Support 1
Overall MAXimum 5.496
Overall MINimum 1.537
DOnly 2.561
+O+Lr 5.496
+0+0.750Lr 4.763
+0.600 1.537
Lr Only 2.935
0.374: 1
HSS12x4x5/16
43.861 k-ft
117.375 k-ft
+ 1.200+ l .60Lr
11.290ft
Span # 1
Maximum Shear Stress Ratio =
Section used for this span
Vu: Applied
Max."-" Den
0.6850
Support 2
5.496
1.537
2.561
5.496
4.763
1.537
2 935
0.366 in Ratio=
0.000 in Ratio =
0.685 in Ratio=
0.000 in Ratio=
Location in Span
11.355
Vn • Phi : Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
740 >=240.
0 <240.0
396 >=180.
0 <180.0
Load Combination
Support notation : Far left is #1
Design OK
0.044: 1
HSS12x4x5/16
7.770 k
174.850 k
+ 1.20D+ l .60Lr
0.000 ft
Span If 1
Max. • +" Dell Location in Span
0.0000 0.000
Values in KIPS
'Qualls Engineering
4403 Manchester Ave, Suite 203
31
Printed 27 SEP 2019 12 12PM
Steel Beam File 2 C:\Users\F ry\Dropbox\Projects\2019J0-1 \19141 •-1\CALCUL -1\Enercalc\ 19141_State_Slreet • CG. EC6 .
Software c ENERCALC, INC. 1983-2019, Build:12.19.8.30 . ,.,, ...
DESCRIPTION: Cant Beam
CODE REFERENCES
Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set : ASCE 7-10
Material Properties
Analysis Method: Load Resistance Factor Design
Beam Bracing : Completely Unbraced
Bending Axis : Major Axis Bending
0 (0.3) Lr(0.4) .
F y : Steel Yield :
E: Modulus:
50.0 ksi
29,000.0 ksi
•
~~J,.._~--HSS 12x6x15/8
Span= 6.~o n
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weiqht NOT internally calculated and added
Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 20.0 ft, (Canopy)
DESIGN SUMMARY
Maximum Bending Stress Ratio =
Section used for this span
Mu : Applied
Mn * Phi : 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
Overall Maximum Deflections
Load Combination
+D+Lr
Vertical Reactions
Load Combination
Overall MAXimum
Overall MINimum
D Only
+D+Lr
+D+0.750Lr
+0.60D
Lr Only
Span
Support 1
4.550
1.170
1.950
4.550
3.900
1.170
2.600
0.082: 1
HSS12x6x5/8
21.125 k-ft
258.000 k-ft
+ 1.20D+ 1.60Lr
0.000ft
Span# 1
Maximum Shear Stress Ratio =
Section used for this span
Vu : Applied
Max."." Defl
0.0289
Support 2
0.017 in Ratio=
0.000 in Ratio=
0.029 in Ratio=
0.000 in Ratio=
Location in Span
6.500
Vn * Phi : Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
9,433 >=240.
0 <240.0
5391 >=180.
0 <180.0
Load Combination
Support notation : Far lelt is #1
Design OK
0.020: 1
HSS 12x6x5/8
6.50 k
321 .803 k
+ 1.20D+ 1.60Lr
0.000 ft
Span# 1
Max."+" Dell
0.0000
Values in KIPS
Location in Span
0.000
Qualls Engineering
Structural Engineering Services Project: State Street
Engineer: ...;::C:....::G:__ _____ _
Canopy Beams
CV
f--6'-6" -i
L l lll lll ll
V "--(------
CantBeam_/
D+L
Gravity load = (1 Spsf + 20pst)(20ft) = 700plf
P = 700plf(6.Sft) = 4,SSOlbs
M = 4,550lbs(3.25ft) = 14,788 ft-lbs
0.6D+0.7E
P = 0.6(15pst)(20ft)(6.5) = 1,170 lbs
M(dead) = 1, 170lbs(3.25ft) = 3,803 ft-lbs
V = 0.114(15pst)(421ft2)/4 columns= 180lbs
M(seismic) = 180lbs(11ft) = 1,980 ft-lb s
~M = 3,803 + 1,980 = 5,783 ft-lbs
See Enercalc printout for pole footing design.
T
0 I
Sheet: 32 ---
Job #: 19141
Date:
'tlualls Engineering
\ 4403 Manchester Ave, Suite 203
33
Printed 27 SEP 20 19 I 25PM
Pole Footing Embedded in Soil File= C:\Users\Fry\Dropbox\Prqectsl2019J0-1119141--1\CALCUL-1\Enercalc\19141_Slale_Slreel • CG.EC6 . .. ,, ...
DESCRIPTION: Pole Footing
Code References
Calculations per IBC 2015 1807.3, CBC 2016, ASCE 7-10
Load Combinations Used : ASCE 7-10
General Information
Pole Footing Shape
Pole Footing Width ............ .
Rectangular
36.0 in
Calculate Min. Depth for Allowable Pressures
No Lateral Restraint at Ground Surface
Sdlwarec . ENERCALC, INC. 1983-2019, Build:12.19.8.30 . •
Allow Passive ................. .
Max Passive .................. .
250.0 pcf
1,500.0 psi Point Load
Controlling Values
Governing Load Combination : +D+Lr
Lateral Load
Moment
NO Ground Surface Restraint
Pressures at 1/3 Depth
Actual
Allowable
Minimum Required Depth
Footing Base Area
Maximum Soil Pressure
A lied Loads
Lateral Concentrated Load (kl
D: Dead Load
Lr : Roof Live
L : Live
S: Snow
W:Wind
E : Earthquake
H : Lateral Earth
Load distance above
ground surface
0.5760 k
0.7680 k
k
k
k
0.0 k
k
11.0 ft
Load Combination Results
Load Combination
DOnly
+D+Lr
+D+0.750Lr
+0.600
1.344 k
14.784 k-ft
446.851 psi
447.935 psi
5.50 It
9.0 1t·2
0.5056 ksf
Lateral Distributed Loads (kin
TOP of Load above ground surface
BOTTOM of Load above ground surface
Forces Ill> GrOIJ'ld Sooace
Loads -(k) Momens -(ft-k)
0.576 6.336
1.344
1.152
0.346
14.784
12.672
3.802
kilt
kilt
kilt
kilt
kilt
kilt
kilt
ft
rt
Soil Surface
Vertical Load (k)
1.950 k
2.60 k
k
k
k
k
k
Required
Oeph-(11)
4.00
5.50
5.13
3.38
Prffilft 311/3 Oeph Soil Increase
Actual . (psi) Alow-(psl) Fac!Or
327.4 328.1 1.000
446.9 447.9 1.000
421.5 423.4 1.000
271.3 273.4 1.000
•
' Qualls Engineering
Structutal Engineering Services
Stud Checks
Project: State Street
Engineer: --"C'-"G'--------
Sheet: -=3'---'4'--------
J ob#: 19141
Date:
Controlling conditions are along grid H (high axial load, and wind) and grid 5 (tall framing
with wind)
Grid H:
ASD floor load = 30psf + 65psf = 95psf
Axial load= (95psf)(44.58ft/2)(16/12)ft = 2,823 lbs/stud
Moment (Wind)= (21.1psf)(16/12)ft(13.Sft)' / 8 = 641 ft-lbs
Use 600S162-54@ 16" o.c. -see SSMA table on next page (3,330lbs allowable)
Grid 5:
For deflection, code allows 0.7 of ASD wind forces (fable 1604.3, note f)
21.1psf(0.7) = 14.Spsf
Limiting stud height for 600S162-54@ 16" o.c. is 23'-9" for 15psf (L/240)
Studs are 19'-8" tall at vaulted portion, so studs OK
20 psf Lateral Load
3IOl1G ml1ff --Wal '= T 331111 501111 331111 501111 331111 501111 331111 501111
33 43 54 .. 33 43 54 .. 33 43 54 .. 33 43 54 ..
12 1.16 1.89 3.36 4.46 0.91 1.53 2.17 3.80 1.23 1.99 3.55 4.76 1.55 2.56 4.49 6.01
8 16 0.90 1.62 3.11 4.21 0.67 1.28 2.54 3.56 0.98 1.72 3.30 4.50 1.27 2.27 4.20 5.72
24 0.43' 1.11' 2.64 3.72 0.241 0.81' 2.11 3.10 0.50' 1.21 2.82 4.01 0.74 4 1.71 3.65 5.18
12 0.90 1.57 2.91 3.92 0.68 1.26 2.43 3.37 0.97 1.68 3.12 4.23 1.25 2.19 3.94 5.34
9 16 0.60' 1.26 2.62 3.62 0.411 0.97' 2.16 3.08 0.67' 1.36 2.82 3.92 0.92 1.85 3.60 5.00
24 0,69 I 2.08' 3.06 0.44' 1.661 2.55' 0.13 I 0.781 2.27' 3.34 0.32' 1.21 • 2.97 4.37
12 0.64 ' 1.25 2.45 3.37 0.46' 0.99 ' 2.07 2.91 0.71 ' 1.36 2.67 3.66 0.95 1.82 3.38 4.65
10 16 0.32 ' 0.91 ' 2.14' 3.03 0.16 I 0.66 ' 1.77 ' 2.59 0.38' 1.01' 2.34 3.32 0.59' 1.43' 3.00 4.27
24 0.29 ' 1.561 2.43 I 1.22 ' 2.011 0.38 ' 1.74 l 2.69' 0.74' 2.32' 3.58 '
12 0.181 0.67 ' 1.62' 2.33 • 0.48' 1.36 I 2.02' 0.24 ' 0.76' 1.81 ' 2.58' 0.41 1 1.11' 2.32' 3.32 12 16 0.30 1 1.29' 1.971 0.131 1.04 ' 1.671 0.381 1.45' 2.20' 0.69' 1.921 2.91' 24 -0.70 I 1.351 0.481 1.062 0.84 1 1.55' 1.21 I 2.19 I
12 0.22 2 1.00' 1.54 ' 0.82 ' 1.31' 0.29 ' 1.14 I 1.73' 0.54 1 1.49 ' 2.281
14 16 0.682 1.201 0.50 1 0.97' 0.79' 1.36' 0.121 1.10' 1.88 '
24 0.13 1 0.60 1 0.39' 0.21' 0.73 ' 0.43 1 1.18'
12 0.57' 0.98 1 0.42 1 0.801 0.66' 1.121 0.12 I 0.91 1 1.531
16 16 0.26' 0.66 1 0.131 0.491 0.34 1 0.77 1 0.54 1 1.15' 24 0.111 -0.19' 0.50 1
20 psf Lateral Load
4008137 4008112 .,.. IRl1G Wd = T 331111 501111 33kal 50kal 331111 501111 331111 501111
33 43 54 ea 33 43 54 .. 33 43 54 .. 33 43 54 ..
12 1.06 1.74 3.14 4.41 1.42 2.25 4.04 5.57 1.76 2.88 5.10 6.97 1.93 2.95 5.22 7.06
8 16 0.83 1.50 2.92 4.18 1.17 1.99 3.79 5.31 1.48 2.60 4.82 6.69 1.74 2.77 5.05 6.89
24 0.40' 1.04 2.50 3.72 0.70 1.50 3.32 4.81 0.97 2.06 4.28 6.14 1.35 2.41 4.70 6.55 12 0.84 1.49 2.83 4.07 1.17 1.95 3.64 5.08 1.47 2.53 4.59 6.36 1.75 2.77 5.03 6.90
9 16 0.57 ' 1.20 2.56 3.77 0.87 1.64 3.34 4.76 1.15 2.19 4.25 6.01 1.50 2.54 4.80 6.67
24 -0.67 ' 2.06 3.21 0.331 1.07' 2.78 4.16 0.55' 1.56 3.61 5.35 1.03 2.09 4.36 6.23
12 0.62 ' 1.22 2.49 3.62 0.90 1.64 3.21 4.54 1.18 2.17 4.05 5.69 1.54 2.56 4.76 6.69 10 16 0.31' 0.89' 2.18 3.28 0.57' 1.29 2.87 4.17 0.81 ' 1.78 3.66 5.29 1.24 2.28 4.48 6.40
24 0.301 1.611 2.65' 0.64 1 2.24 1 3.48 0.151 1.07' 2.94 4.54 0.89 1.74 3.94 5.85 12 0.19 I 0.70 1 1.78' 2.67 0.41 ' 1.03 I 2.33 • 3.38 0.61 1 1.44' 2.96 4.31 1.08 2.07 4.10 5.91
12 16 0.32 I 1.42' 2.271 0.62' 1.94' 2.96' 0.20 1 0.991 2.52' 3.84 0.70 ' 1.69 3.72 5.51
24 0.79' 1.58 1 1.25 ' 2.201 0.20 1 1.73 I 3.001 0.99' 3.01 4.76
12 0.25 2 1.15' 1.82 ' 0.50' 1.561 2.351 0.141 0.81 ' 2.01' 3.05' 0.61 ' 1.53 3.34 4.97
14 16 0.79 ' 1.42 2 1.161 1.92' 0.35' 1.57' 2.58' 0.17' 1.08 1 2.88' 4.48 24 0.16' 0.73 ' 0.48 1 1.18 ' 0.79 2 1.76' 0.26' 2.05' 3.59'
12 0.67 2 1.171 0.98' 1.58' 0.32' 1.301 2.101 0.18' 1.00' 2.57' 3.97 16 16 0.32 ' 0.80 2 0.60 ' 1.17 2 0.87' 1.65 1 0.51 ' 2.071 3.43' 24 0.15 ' 0.48 1 0.14 1 0.89 ' 1.192 2.481
20 psf Lateral Load
IGOll137 IGOll112 -Wal ~ T 331111 50kal 33kal 50kal 33kal 501111
33 43 54 ea 97 33 43 54 ea 97 33 43 54 ea 17
12 1.42 2.17 3.53 4.77 7.30 2.00 3.02 5.25 7.10 11.06 2.43 3.86 7.01 9.55 15.23
8 16 1.27 2.02 3.40 4.65 7.20 1.82 2.85 5.10 6.95 10.91 2.25 3.66 6.81 9.36 15.04
24 0.97 1.73 3.15 4.40 6.99 1.47 2.53 4.79 6.65 10.61 1.88 3.27 6.42 9.00 14.67
12 1.29 2.04 3.41 4.66 7.21 1.85 2.87 5.11 6.96 10.91 2.26 3.65 6.73 9.25 14.84
9 18 1.10 1.85 3.25 4.50 7.07 1.62 2.66 4.91 6.76 10.72 2.02 3.40 6.48 9.01 14.60
24 0.73 1.48 2.93 4.18 6.80 1.18 2.25 4.51 6.38 10.34 1.56 2.91 5.98 8.54 14.12
12 1.15 1.90 3.28 4.53 7.09 1.67 2.71 4.94 6.79 10.74 2.06 3.41 6.41 8.89 14.37
10 16 0.92 1.67 3.08 4.33 6.92 1.40 2.45 4.69 6.55 10.50 1.77 3.11 6.10 8.59 14.06
24 0.47 1.22 2.69 3.94 6.58 0.86 1.94 4.20 6.06 10.01 1.22 2.51 5.49 8.01 13.47
12 0.82 1.56 2.97 4.21 6.80 1.25 2.28 4.48 6.37 10.29 1.60 2.86 5.63 8.00 13.16 12 16 0.50 1.24 2.68 3.92 6.54 0.88 1.92 4.11 6.00 9.91 1.22 2.44 5.19 7.58 12.72
24 0.63' 2.13 3.36 6.03 0,19 ' 1.24 3.43 5.30 9.18 0.50' 1.66 4.37 6.17 11.86 12 0.46' 1.17 2 59 3.81 6.42 0.79 1.78 • on 5.58 9.63 1.11 2.24 4.71 6.92 11.64
14 16 0.76 ' 2.21 3.42 6.05 0.35 ' 1.33 • Wj) 5.10 9.09 0.64 ' 1.73 4.18 6.38 11.06
24 0.01 ' 1.50' 2 68 1 5.35 0.52 3 4.21 8.09 0.79' 3.19' 5.39 9.97
12 0.76 ' 2.15' 3.33 5.92 0.35' 1.26' 3.03 4.64 8.21 0.62' 1.62 3.76 5.75 9.94
16 16 0.28 ' 1.691 2.84' 5.44 0.75' 2.52' 4.08 7.58 0.101 1.04 1 3.16 • 5.13 9.25
24 0.85' 1.95' 4.56 1 1.60' 3.09 1 6.44' -2.09' 4.03' 8.00
If no note, o'eflectlon mt!t!ts l/7.l0
0eflectlon m~ets l/1.l0 'Deflection meets l/.l40 'Oeflectlon meets l/J60 'Oeflectlon meets l/600
hctlon A'&r!c" lpef 11pef 20pef
L/120 U240 L/3IO U240 L/3IO UIOO U240 LIMO UIOO
12 27' 4• 21' 8' 18' 11' 18' 11' 14' 9• 12' 6" 15' 4' 13' 5" 11' 4•
400$137-43 33 18 24' 10' 19' 8' 17' 2' 15'4" 13'5" 11'4" 13' 4' 12' 2· 10' 4'
24 21' 8' 17' 2' 15'0" 12' 7• 11' 9• 9' 11' 10' 10' 10' 8' 9'0'
12 28' 7· 22' 8' 19' 10 17'9" 15'6' 13' 1· 16' 1' 14' 1· 11' 10'
400$182-43 33 16 26' o· 20· 1· 18'0" 16' 1· 14' 1· 11' 10· 14'4' 12'9" 10' g•
24 22' 8' 18'0' 15'9' 13'6" 12' 3' 10'4" 11'9' 11' 2· 9' 5'
12 30' 2' 23' 11' 20' 11' 18'8' 16'4' 13'9' 17'0' 14' 10" 12'8'
400S200-43 33 16 27' 5• 21'9' 19'0' 17' o· 14• 10· 12· 8' 15'4' 13'8' 11' 4'
24 23· 11· 19• o· 18' 7' 14'8' 13· o· 10· 11· 12'7' 11'9' 9' 11'
12 29' 3• 23' 2' 20' 3· 18' 1· 15' 10· 13' 4' 16'6' 14'5' 12' 2·
400S137-54 50 16 26' 7" 21' 1' 18' 5' 16'6' 14' 5' 12' 2' 15'0' 13' 1' 11'0'
24 23' 2· 18' 5• 16' 1' 14• 5• 12'7' 10' 7' 13' 1' 11'5' 9' 8'
12 30' 8' 24'4' 21' 3' 19'0' 16' 7' 14'0' 17' 3' 15' 1· 12' 9'
400$162-54 50 16 27' 10' 22' 1' 19'4' 17'3' 15' 1' 12' 9' 15'8' 13'8' 11' 7'
24 24'4' 19' 4' 16' 10' 16' 1' 13'2' 11' 1' 13'8' 12'0' 10' 1'
12 32' 4' 25' 8' 22· 5• 20' 1' 17'6' 14'9' 18' 3' 15' 11' 13' 5'
400S200-54 50 16 29· 5• 23' 4' 20' 5' 18' 3' 15' 11' 13' 5' 16' 7' 14'6' 12' 2'
24 25' 8' 20· s· 11· 10 15' 11' 13' 11' 11' 9' 14'6' 12' 8' 10'8'
12 31• 3• 24' 10· 21· 8' 19' 4' 16' 11· 14' 3' 17' 7' 15'5' 13'0'
400S137-68 50 16 28' 5• 22· 1· 19' 8' 17' 7• 15'5' 13'0' 16'0' 14'0' 11' 9'
24 24' 10' 19' 8' 17' 2' 1s· 5• 13'5' 11' 4' 14• o· 12' 2' 10'4'
12 32· 10· 26' o· 22· 9• 20'4' 17' 9' 15• o· 18'6' 16' 2' 13' 7'
400S162-66 50 16 29· 10· 23• 8' 20· 8' 18'6' 16'2' 13' 7' 16'9' 14'8' 12'4'
24 26' o· 20· 8' 18' 1' 16'2' 14' 1' 11' 11' 14' 8' 12' 10· 10' 10'
12 34' 8' 27' 8' 24'0' 21'6' 18' 9' 15' 10 19'6' 17' 1' 14'5'
400S200-68 50 16 31' 6' 25• o· 21· 10· 19'6' 17' 1' 14• s· 17'9' 15'6' 13' 1'
24 27' 8' 21' 10· 19' 1' 17' 1' 14' 11' 12' 7' 15'6' 13'6' 11'5'
12 33' 8' 26' 9' 23'4' 19'7' 18' 3' 15• 5• 16' 11"e 16' 7'e 14' o·
550S162-33 33 16 29'4' 24'4" 21' 3' 16' 11•e 16' 7'e 14' o· 14' 8'e 14' 8'e 12· 8'e
24 24'0" 21' 3" 18'6' 13' 10"e 13' 10'e 12' 3"e 12' o·, 12· o·a 11· 1·,
12 36' 8' 29' 1· 25• 5• 22' 9' 19' 10' 16' 9' 20'8' 18' 1' 15' 3'
550S162•43 33 18 33' 4' 26' 5' 23' 1' 20· 8' 18' 1' 15'3" 18' 1· 18'5' 13' 10'
24 29' 1' 23' 1' 20' 2' 17' 1' 15'9' 13' 4' ~4' 10'1 14' 4'1 12' 1•
12 39' 4' 31' 3' 27' 3' 24• 5• 21' 4' 18' o· 22'2' 19'4' 16'4"
550S162-54 50 16 35•9• 28' s· 24'9' 22' 2· 19' 4' 16'4' 20' 2' 17' 7' 14' 10'
24 31' 3' 24' 9' 2r 8" 19' 4' 18' 11' 14' 3' 17' 7• 15'4' 13· o·
12 42'2' 33'6' 29'3' 26' 2' 22' 10' 19' 3• 23'9' 20'9' 17'6'
550S162-68 50 16 38'4' 30' 5' 26' 7' 23' 9· 20' 9' 17' 6' 21' 7' 18' 10' 15' 11'
24 33'6' 26' 7' 23' 3' 20'9' 18' 2' 15' 3' 18' 10· 16'6' 13' 11'
12 33• o· 21· 8' 24' o· 19' 1' 18' 9' 15' 10 16' 6'e 16' 6'e 14' 4'
600$137-33 33 16 28' 7' 24' 11' 21' 10 16' s·e 16' 6'e 14' 4' 14' 4'e 14' 4'1 13' 1·,
24 23' 4' 21' 9' 19' 1' 13' 6'e 13' 6'8 12' 7'1 11· 8'e 11· 8'e 11· 5'e
12 35' 6' 28' 8' 25• o· 20' 6'1 19' 8' 16' 8' 17' 9'e 17' 9'1 15' o·
600$162·33 33 16 30• 9· 28' o· 22· 9· 17' 9'e 17' 9'e 15' o· 15' 5'1 15' 5"e 13' 7'8
24 25' 1' 22' 9' 19' 10 14' s·e 14' 6'1 13' 1·e 12' 7'1 12' 7"1 11' 11·1
12 37' 11' 30' 1' 26' 3• 21' 10"e 20' s·e 17' 4' 18' 11'e 18' 8'e 15' 9'8
~00S200-33 33 16 32' 10' 27' 4' 23' 10' 18'11'e 18' 8'e 15' 9'1 16' 5'1 16' 5'e 14' 3'e
24 26' 9' 23' 10' 20' 10' 15' 6'e 15' 6'e 13' 9"e 13' 5'e 13' 5"e 12' 6'e
12 37' 8' 29' 11' 26' 2' 22· 11· 20· 5· 17' 3' 19' 10' 18' 6' 15'8'
600S137-43 33 16 34' 3' 27' 2' 23' 9• 19' 10' 18' 6' 15' 8' 17' 2' 16' 10' 14' 2'
24 28' 1' 23' 9' 20' 9' 16' 2' 16'2' 13' 8' 14· 0•1 14' 0'8 12· 5•
12 39' 4' 31' 2' 27' 3' 24' 4' 21' 3· 17' 11' 21' 11' 19' 4' 16'4'
6005162-43 33 16 35' 9• 28' 4• 24' 9' 21' 11· 19'4" 16' 4' 19'0" 17' 7" 14' 10·
24 31' 1· 24' 9' 21' 8' 1711'8 16' 11' 14' 3' 15' 8'e 15' 4'e 12' 11•
12 41'3' 32'9' 28' 7' 25'7" 22' 4' 18' 10' 22' 8' 20' 4' 17' 2'
~005200·43 33 16 37' e· 29· s· 25· o· 22' 8' 20' 4' 17' 2' 19'7'8 18' 5· 15'7'
24 32· o· 25• o· 22· 9• 18' 8'1 11· 9•, 1s· o· 16' 0·1 16' o·, 13• 1·,
12 40' 5• 32• 1· 28' o· 25' 1' 21' 11' 18' 5' 22' 9' 19' 11· 16' 9'
600S137-54 50 16 36' 9' 29' 2· 25' 6' 22' 9' 19' 11' 16' 9' 20' 8' 18' 1' 15' 3'
24 32' 1' 25' 8' 22' 3' 19' 11· 17' 4· 14· 3· 18' 1· 15'9' 13' 4'
12 42· 2· 33· 5· 29'3' W.:' 10· 19' 3· 23' 9' 20' 9' 17' 6'
600S162-54 50 16 38' 4' 30' 5' 26' 7J 0'9' 17' 6' 21' 7' 18' 10' 15' 11'
24 33' 6' 26' 7' 23' 3' 8' 1' 15' 3' 18' 10' 16' 6' 13' 11'
12 44' 4· 35' 2· 30' 9'
~00S200-54 50 16 40• 3• 32• o· 2r 11·
24 35' 2' 27' 11' 24' 5'
12 43' 4• 34' 4• 30' o·
800S137-68 50 16 39' 4' 31' 3' 27' 3'
24 34' 4' 27' 3' 23' 10
12 45' 3· 35' 11' 31' 4·
600$162-68 50 16 41' 1' 32'7' 28' 6'
24 35' 11· 28' 6' 24' 11·
·e • web stiffeners required ar ends.
t!l' Table Notes on page ZS.
,.
21· 6' 24· o· 20' 3' 24' 11· 2r 10· 18' 5•
24' 11· 21' 10' 18' 5' 22· 8' 19• 10· 16' s·
21' 10' 19' 1' 16' 1' 19' 10' 17' 4' 14' 7'
26' 10' 23' 5' 19'9' 24'5' 21'4' 18'0"
24• 5• 21'4' 18' o· 22' 2· 19'4' 16'4'
21' 4' 18' 7' 15' 8' 19' 4' 16' 11' 14' 3'
28' o· 24' 6' 20' 8' 25· s· 22'3' 18'9"
25' 6' 22' 3• 18'9' 23' 2· 20' 2· 17' 1'
22' 3' 19' 5' 15· s· 20' 2· 17' 8' 14' 11'
21pef
U240 L/3IO ueoo
13'9' 12' 6" 10'6'
11' 11· 11' 4• 9' 7•
9'9' 9•9• 8'4'
14' 10· 13' 1' 11'0'
12· 10· 11· 10· 10· o·
10'6' 10'4' 8'9"
15'9' 13'9' 11' 7'
13' 9' 12'8' 10'7'
11'3'e 10•11· 9' 3'
15' 3' 13'4' 11' 3•
13' 11' 12' 2' 10' 3'
12' 2' 10' 7' 8' 11·
16'0' 14'0' 11'10'
14' 7' 12' 9' 10' 9'
12'9' 11' 1' 9' 4'
16' 11" 14'9' 12'6"
15' 4' 13'5' 11'4"
13'5' 11'9' 9' 11"
18'4' 14' 3' 12· o·
14• 10· 13• o· 10· 11·
13' o· 11'4' 9' 7'
17' 2' 15'0' 12' 8'
15' 7' 13' 7' 11'6'
13'7' 11' 11' 10'0'
18' 1' 15' 10· 13' 4'
16'6' 14• s· 12' 2·
14' 5' 12'7" 10'7'
15' 2'e 15' 2"e 13' O'e
13' 2·e 13' 2·e 11' 9'e
10' 9'e 10' 9'e 10' 4'e
18' 9' 16' 9' 14'2'
16' 3'e 15' 3' 12· 10·
13' 3'e 13' 3'e 11' 3'1
20' 7• 18'0' 15'2'
18'8" 16'4' 13'9'
16'4' 14' 3· 12'0'
22' 1' 19'3' 16' 3'
20'0' 17'6' 14'9'
17'6' 15' 3' 12' 11'
14' 9"e 14' 9'e 13' 4"e
12'10"8 12'10"e 12' 1·e
10' 5'8 10' 5'e 10' 5'e
1S11"e 1S11"e 13'11"e
13' 9'e 13' 9'8 12· 8'e
11' 3"1 11' 3'e 11' O'e
16' 11"e 16' 11'e 14' 7'e
14' 8'e 14' 8'e 13' 3'e
12· o·e 12· o·e 11' 7'e
17'9' 17' 3' 14'6'
15' 5' 15· 5• 13' 2'
12' 7"e 12' 7'1 11' 6'1
19· 3· 11· 11· 15• 2·
17' o·e 16' 4'8 13' 9'
13'11'e 13' 11'e 12' 0•1
20' 3· 18' 10· 15' 11'
17' re 17' 2'8 14· s·
14' 4"• 14' 4't 12' 7't
21' 2' 18' 5' 15' 7'
19' 2· 16'9' 14' 2'
16' g• 14'8' 12' 4'
22' 1' 19' 3' 16' 3'
20·0· 17'6' 14' 9'
17'6' 15' 3' 12' 11'
23' 2' 20' 3' 17' 1·
21' 1· 18'5' 15' 6'
18' 5' 16'1' 13' 7'
22' 8' 19'9' 16'8'
20'7" 18'0" 15' 2'
1s· o· 15'8' 13' 3'
23· 8" 20'8" 17' 5'
21' 6' 18'9" 15' 10
18' 9· 16' 5• 13· 10
r
. .,., . .,., 41pef . .,.,
U240 L/3IO UIOO U240 L/3IO UIIOO U240 L/3IO UIOO U240 L/3IO UIOO
12'7' 11' 9' 9' 11· 11' 7• 11' 2' 9'5' 10' 10' 10' 8" 9'0' 9' 9• 9' 9' 8'4'
10' 10" 10' 8' 9'0' 10' 1· 10' 1' 8'6" 9•5• 9•5• 8' 2· 8'5'• 8' 5"e 7'r
8' 11· 8' 11' 7' 10' 8'3'e 8' 3'e 7' 8" 7'8"• 7'8'e 7' 2'• 8' 11'• 8' 11'• 8' 7"•
13'6' 12' 3' 10' 4" 12'6" 11· 8" 9' 10· 11'9" 11' 2· 9' 5' 10'8" 10'4" 8'9"
11' 9• 11'2' 9' 5• 10' 10· 10'7" 8' 11' 10' 2' 10' 2' 8' 7' 9' 1'e 9' 1·, 7' 11'
9' 7'a 9' 7'• 8' 3' 8' 10'• 8' 10'• 7' 10' 8' 3'e 8' 3'e 7' 8'e 7' s·e 7' 5'e 6' 11'e
14'6' 13'0' 10' 11' 13• s· 12'4' 10· 5• 12'7' 11' 9' 9' 11' 11' 3'e 10' 11' 9'3'
12'7' 11'9' 9' 11' 11'7' 11' 2· 9' s· 10'10'8 10'8'1 9'0' 9' 9'• 9' 9'• 8' 5'•
10' 3'e 10' 3"e 8' 8' 9'6"e 9' 6"e 8' 3'e 8' 10·• 8' 10'1 7' 11'1 7' 11'1 7' 11'1 7' 4'1
14' 5• 12' 7• 10' 7• 13• 9· 11· 11· 10· 1· 13' 1· 11'5' 9· 8' 12' 2' 10' 7' 8' 11'
13' 1· 11· 5• 9· 8" 12· 5• 10· 10· 9· 2· 11' 10' 10'4' 8' 9' 11'0' 9'8' 8'1"
11'5' 10· o· 8' 5' 10' 10· 9'6' 8' o· 10' 4' 9'1" 1· 8" 9' 3' 8'5' 7' 1'
15' 1' 13'2' 11'1' 14'4' 12'6' 10' 7• 13'8' 12'0' 10'1' 12' 9' 11' 1· 9'4'
13• 8' 12· o· 10' 1' 13'0' 11'4' 9' 7• 12· 5• 10· 10· 9· 2· 11'7' 10' 1' 8'6'
12· o· 10'5' 8' 10' 11'4' 9' 11' 8' 5' 10' 10' 9' 8" 8'0' 10'0' 8' 10' 7' 5'
15' 11' 13' 11' 11'9" 15' 1' 13' 3' 11' 2' 14' 6' 12· 8' 10' 8' 13' 5' 11' 9' 9' 11'
14· 5· 12'8" 10· 8" 13' 9• 12·0· 10' 1' 13' 2· 11'6" 9'8' 12' 2' 10' 8' 9'0'
12· 8' 11'0' 9' 4' 12'0' 10' 6' 8' 10' 11'6' 10'0' 8' 5• 10' 6" 9'4' 7' 10'
15• 5• 13' 5' 11'4' 14' 7' 12'9' 10'9' 14• o· 12' 2' 10'4' 13'0' 11' 4' 9'7"
14'0' 12' 2' 10' 4' 13' 3' 11' 7' 9'9' 12' 8' 11' 1' 9'4' 11' 9' 10' 4' 8'8'
12' 2' 10' 8' 9'0" 11'7' 10' 2' 8'7' 11' 1' 9'8" 8'2' 10' 4' 9'0' 7' 7'
16' 2' 14' 1' 11'11' 15' 4' 13' 5• 11'4' 14• 8' 12· 10· 10· 10 13• 1· 11· 11· 10· o·
14' 8' 12' 10' 10' 10 13' 11' 12' 2· 10' 3' 13' 4' 11' 8' 9' 10' 12' 4' 10' 10· 9' 1'
12' 10' 11'2' 9' 5• 12'2' 10' 8' 9'0' 11'8' 10'2' 8'7' 10' 10' 9· 5· 8'0'
17' 1' 14' 11' 12' 7• 16' 2' 14' 2' 11' 11' 15'6' 13' 6' 11· 5• 14· 5• 12' 7' 10' 7'
15' 6' 13'6' 11'5' 14' 9' 12' 10' 10' 10 14' 1' 12' 4' 10' 4• 13' 1· 11· 5• 9'8'
13• 8' 11· 10· 10· o· 12' 10' 11' 3' 9'6' 12' 4' 10'9' 9' 1' 11'5' 10· o· 8'5'
13'10'e 13'10'e 12' 3'! 12'10"e 12'10'e 11' 7'e 12· O'e 12· 0·1 11' 1·e 10' 9'e 10' 9"e 10' 4'e
12· o·e 12· o·e 11· 1·a 11' 1·e 11' 1"e 10' 6'e 10' 5'e 10' 5'e 10' 1'e 9' 3'e 9' 3'e 9' 3'e
9' 9'e 9' 9"e 9'8'e 9' 1·e 9' 1·e 9' 1'e 8' 6'e 8' 6'e 8' 6'e 7' 7'e 7' 7'e 7' 7'e
17' 1' 15'9' 13' 4' 1S10'e 15'0' 12' 8' 14'10"e 14' 4'e 12' 1• 13' 3'1 13' 3'e 11'3'1
14'10'e 14' 4'1 12' 1' 13' 8'e 13' 7'e 11' s·e 12'10"e 12'10"8 11' 0'• 11' 6'1 11' 6'e 10' 2·,
12' 1'e 12' 1·, 10' 7'e 11· 2·1 11· 2·e 10· o·, 10' 8'1 10' 6'e 9' 7'• 9' 4'e 9' 4'e 8' 11'1
19' 4• 16' 11' 14' 3' 13· s· 16' 1' 13' 7' 17' 7' 15'4' 13• o· 16' 4' 14' 3· 12'0'
17'7' 15'4' 13'0' 15· 8' 14' 7' 12'4' 16'0' 14· o· 11' 9' 14· 10· 13· o· 10· 11·
15'4" 13• 5· 11'4' 14' 7' 12'9' 10' 9• 14'0' 12' 2· 10' 3• 12'6"• 11'4' 9'7'
20'9' 18'2' 15'3' 19'9' 17' 3' 14'6' 18' 10' 16' 6' 13' 11 17'6' 15' 3' 12' 11
18' 10' 16' 6' 13' 11' 17' 11· 15' 8' 13' 2' 17' 2' 1s· o· 12' 7' 15' 11' 13' 11' 11' 9'
16' 6' 14• 5• 12'2' 15' 8' 13' 8' 11'6' 15'0' 13' 1' 11'0' 13' 11' 12' 2' 10' 3'
13' 6"e 13' 6'e 12T1 12· 6'e 12· 6'e 11'11'e 11· 8'e 11' 8"e 1r 5'e 10· 5"e 10· 5"e 10· 5"1
11' 8'e 11· 8"e 11· 5'e 10' 10"e 10' 10'8 10' 10"e 10' 1·e 10' 1•e 10' 1·1 9' l'e 9' 1'8 9' 1'8
9' 6'8 9' 6'e 9' 6'e 8' 10'e 8' 10'e 8' 10'e 8' 3'8 8' 3'e 8' 3'e 7' 5'e 7' 5'e 7' 5'8
14' 8'e 14' 6'e 13' 1•1 13' 5'e 13' 5'e 12' 5'1 12' 7'e 12' 7'e 11·11·1 11' 3'1 11'3"e 11' 0•1
12' 7'8 12' 7'111'11't 11· 8'8 11· s·e 11' 3'• 10'11'e 10'11'1 10'10'8 9' 9'e 9' 9'1 9' 9'1
10' 3'a 10' 3'e 10' 3'e 9• 6'1 9' 6'1 9• 6'• 8'11'e 8'11'18'11'1 7' 11'e 7' 11'e 7' 11·1
15' 6'e 15' S'e 13' 9'e 14' 4"e 14' 4'e 13' 1'8 13' 5'e 13' 5'8 12· 6'1 12· o·e 12' o·e 11' 1·1
13' 5'e 13' S'e 12' 6'1 12· 5'e 12' 5'e 11'10"e 11' 7'e 11' 7'e 11' 4'e 10' 4'e 10' 4'e 10' 4'1
10'11"e 10'11"e 10'11'e 10· 1'e 10' 1'e 10' 1'8 9' 6'e 9' 6'e 9' 6'8 8' 6'e 8' 6'e 8' 6"e
16' 2' 16'2' 13' 8' 15' o·e 15• o·, 13' o· 14' 0'e 14' 0'e 12' 5' 12' 7'e 12' 7'1 11' 6'1
14' 0'8 14' O'e 12· 5' 13' o·e 13' 0·1 11' 9'e 12' 2'e 12' 2'e 11' 3'e 10'10"e 10'10"1 10'6'1
11' 6'1 11' 6'e 10'10"8 10' 7'e 10' 7'e 10' 4'e 9' 11'e 9' 11·1 9' 10·1 8' 11'e 8' 11'e 8' 11'e
17' 11'e 16' 11· 14' 3• 16' 7'8 16' 1'e 13' 6' 15' 6'e 15' 4'e 12· 11· 13'11'8 13'11'8 12·0·1
15' 6'e 15' 4'e 12' 11· 14' 4'e 14' 4'e 12' 4'1 13' 5"e 13' 5'e 11' 9"e 12· o·e 12' o·e 1a11·e
12' 8'e 12' 8'e 11' 4'e 11' 9'e 11' 9'8 10' 9'e 11' o·e 11' o·e 10· 3'e 9' 10'8 9' 10'8 9' 6"•
18' s·e 17' 9"e 15' o· 17' 1·1 16'10"e 14' 3' 18' o·e 16' o·e 13'7'e 14' 4'e 14' 4'e 12' 7'1
1s· o·e 16' o·e 13'7'1 14' 10"e 14' 10"e 12' 11"e 13'10"e 13'10"e 12' 4'e 12· s·e 12· 5"e 11· 6'1
13' 1·. 13' 1·, 11·11·, 12' 1·1 12' 1'e 11' 3'1 11' 4"e 11' 4"e 10' 9'1 10' 2'• 10' 2'e 10' 0·1
19' 11' 17' 4' 14' 8' 18' 11' 16' 6' 13' 11' 18' 1' 15' 9' 13' 4• 16'9' 14· 8" 12'4'
18' 1' 15' 9' 13' 4• 17' 2' 15'0' 12' 8' 16'4' 14' 4• 12' 1' 14' 7' 13' 4' 11' 3•
15'4' 13'9' 11' 8' 14' 3· 13' 1· 11·1· 13' 4• 12'6" 10' 7' 11' 11' 11' 8' 9' 10'
20'9' 18' 1· 15' 3· 19'8' 17' 3' 14'6' 18' 10' 16' 6' 13' 11' 17'6" 15'3" 12'11
18' 10' 16' 6' 13' 11· 17' 11' 15' 8' 13'2' 17' 2' 15'0" 12'7' 15' 11' 13' 11' 11' 9•
18'6' 14'5" 12' 2' 15'8' 13'8' 11'6' 14' 8' 13' 1' 11'0" 13' 2'e 12' 2·1 10' 3'
21' 10· 19' 1· 16' 1· 20'9' 18' 1' 15' 3' 19'10' 17'4" 14' 7" 18' 5' 16' 1' 13'7'
19' 10' 17' 4' 14'7' 18' 10· 16' 5' 13' 10' 18' o· 15'9' 13' 3· 16'7" 14' 7' 12' 4'
17' 4• 15' 1' 12' 9' 16' 2' 14'4' 12' 1' 15' 1'e 13'9' 11' 7' 13' 6'1 12' 9'e 10' 9'
21'4' 18'7' 15'8' 20'3' 11· 3· 14· 11· 19' 4" 16' 11' 14' 3' 18' o· 15' 8' 13' 3'
19' 4' 18' 11' 14' 3' 18'5' 18' 1' 13' 7' 17' 7• 15' 4' 12' 11' 16'4' 14' 3' 12· o·
16' 11' 14' 9' 12' 5' 16'1' 14'0' 11'10' 15'4' 13' 5' 11'4' 13' 11' 12' 5' 10· a·
22' 3· 19' 5' 16'5' 21' 2' 16'5' 15'7' 20'2' 11· 8" 14• 11· 18'9' 16' 5' 13' 10'
20' 2· 17' 3· 14· 11· 19' 2· 16' 9' 14'2' 18' 4• 15· o· 13'6" 17' 1' 14' 11· 12' 7'
17'8" 15• s· 13'0" 16'9" 14· 3· 12'4" 16'0' 14'0" 11' 10' 14' 11· 13'0' 11·0·
• • Qualls Engineering
Structural Engineering Services
FOUNDATION DESIGN
Allowable Soils Bearing Capacity
Building Height
Proicct: State Street
Engineer: 0Cc.G=------
\j(l(J
2
Use, ~--1-5-=i-n,_h_w-id_e_x ________ _ 18 inch deep footing with
2 # 5 top and bottom
Allowable Max Line Load
W ma~ = b X :\SHP 1,875
Allowable Max Point Load
]>max = b X 2d X .\SHP 5,625
Spread Footing Design
P,n.,x = b~ X ASBP
Square Spread Footing Schedule
Footing ID Width (ft) Depth (ft) Pmu (lbs) Bar Size
F2 2 2 6,000 (,
F2.5 2.5 2 9,375 -
F3 .1 2 13,500 (,
F3.5 ).5 2 18,375 (,
F4 -I 2 24,000 6
FS 5 2 37,500 (,
F6 6 3 54,000 9
F7 -3 73,500 ')
F8 8 3 96,000 9
F9 ') 3 121,500 ')
psf
stories
plf
lbs
Bar Quantitiy
IE.W."" BTMI
3
3
4
5
5
6
5
6
7
7
Sheet: __,3cc7c__ __
Job#: ...:1.;,9.:.14-'-1'---Date· _____ _
""1n1mum 1mens1ons
Width fin'I Denth fin)
15 18
1--~CS 1-: N '\/ Il~<~>N1'1. I-=-: N'I'/~ l". INC·.
SPLCI \LIZI1'<J 11' LL\D -.\1ULD -,\SIJLSIOS
\ V \ V \ V.FCS-EN VIR() '-.'.\IE '-.'T, \ l '>ERVICES.C<>.\!
February 18, 2020
PJ Simas
CZ Building Group
107 S Cedros Ave #220
Solana Beach, CA 92075
RE: Asbestos Testing
2742 State Street, Carlsbad, California 92008
Drywall/Joint Compound, Skim Coat/Stucco
Dear Mr. Simas;
... ~.-·
This report documents the laboratory analytical results of the Asbestos PLM sampling conducted
by Bond Mccowan Jr, CSST, working under the direction of Bond L. Mccowan, Sr. CAC. The ten
(10) samples of Drywall/Joint Compound and Skim Coat/Stucco were collected on February 13,
2020, and submitted to EMlab P&K in San Diego, California, for processing. A total of twenty-one
(21) samples were analyzed, including all layers.
The laboratory analytical results of the samples indicate !lQAsbestos Containing Materials (ACM)
were detected.
Should you have any questions after reviewing the conclusions and recommendations contained
within this report, please do not hesitate to contact the undersigned at (619)921-3121. ECS
Environmental, Inc. remains available to assist you in any way possible.
Sincerely,
ECS Environmental, Inc.
_....p" __..-.?:?;,,,-·~ ., ~..::,_ C /~,.-..,...--.
Bond L. Mccowan, Sr.
California Certified Asbestos Consultant
Attachments: Table 1
Laboratory Analytical Results
Chain of Custody
Inspectors Certification
4876 SANTA MONICA AVE. SUITE 172 ~ SAN DIEGO. CA 92107
(0) 1-800-SJi-6'364 (F) 480-719-4465 WWW.ECS-ENVIRONMENTALSERVICF.S.COM
Area Tested Type of Material Sample
Number(s)
Interior Drywall/ Joint 1 Comoound
Interior Drywall/Joint 2 Comoound
Interior Drywall/Joint 3 Compound
Interior Drywall/Joint 4 Compound
Drywall/Joint Interior 5 Compound
Exterior Skim Coat/Stucco 6
Exterior Skim Coat/Stucco 7
Exterior Skim Coat/Stucco 8
Exterior Skim Coat/Stucco 9
TABLE 1
Asbestos Results
2742 State Street
Carlsbad, California 92008
Sample Quantity Locations
Building 1
Building 2
Building 2 1100 SF
Building 3
Building 3
Building 3
Building 3
Building 2 3800 SF
Building 2
Sample Description
Compound (White)
Drywall (White)
Compound (White)
Drywall (White)
Compound (Beige)
Drywall (White)
Compound (Beige)
Drywall (White)
Tape (Cream)
Compound (White)
Drywall (White)
Skim Coat (Light Gray)
Stucco (Gray)
Skim Coat (Light Gray)
Stucco (Grav)
Skim Coat (Light Gray)
Skim Coat (Light Gray)
Stucco (Gray)
ND= None Detected CH=Chrysotile CR=Crocidolit A=Amosite N/A=Not Analyzed A/P=Assume Positive
***Contractor shall follow all OSHA regulations with samples less <1%
Condition PLM Percent Results
Good ND 0%
Good ND 0%
Good ND 0%
Good ND 0%
Good ND 0%
Good ND 0%
Good ND 0%
Good ND 0%
Good ND 0%
Good ND 0%
Good ND 0%
Good ND 0%
Good ND 0%
Good ND 0%
Good ND 0%
Good ND 0%
Good ND 0%
Good ND 0%
3
Area Tested Type of Material Sample
Number(s)
Exterior Skim Coat/Stucco 10
TABLE 1
Asbestos Results
2742 State Street
Carlsbad, California 92008
Sample Quantity Locations
Building I
Sample Description
Skim Coat (Light Gray)
Stucco (Gray)
ND= None Detected CH=Chrysotile CR=Crocidolit A=Amosite N/A=Not Analyzed NP=Assume Positive
•••contractor shall follow all OSHA regulations with samples less <1%
Condition PLM Percent Results
Good ND 0%
Good ND 0%
4
.. •:. f' -::: euro ins
EMLab P&K
Report for:
Bond Mccowan
ECS Environmental, Inc.: CA
4876 Santa Monica Ave #172
San Diego, CA 92107-2811
Regarding:
Approved by:
Project: 27 42 State St, Carlsbad, CA
EML ID: 2357657
Approved Signatory
Michelle Goduti
Dates of Analysis:
Asbestos PLM: 02-18-2020
Service SOPs: Asbestos PLM (EPA 40CFR App E to Sub E of Part 763 & EPA METHOD 600/R-93-116, SOP EM-AS.S-1267)
NVLAP Lab Code 500034-0
All samples were received in acceptable condition unless noted in the Report Comments portion in the body of the report. The
results relate only to the samples as received. The results include an inherent uncertainty of measurement associated 'Mth
estimating percentages by polarized light microscopy. Measurement uncertainty data for sample results 'Mth >1% asbestos
concentration can be provided when requested.
Eurofins EMLab P&K ('the Company") shall have no liability to the client or the client's customer 'Mth respect to decisions or
recommendations made, actions taken or courses of conduct implemented by either the client or the client's customer as a result
of or based upon the Test Results. In no event shall the Company be liable to the client with respect to the Test Results except for
the Company's own 'Mllful misconduct or gross negligence nor shall the Company be liable for incidental or consequential
damages or lost profits or revenues to the fullest extent such liability may be disclaimed by law, even if the Company has been
advised of the possibility of such damages, lost profits or lost revenues. In no event shall the Company's liability ....;th respect to the
Test Results exceed the amount paid to the Company by the client therefor.
EMLab P&K, LLC EMLab ID: 2357657, Page 1 of 4
·---·-·--------------------
Eurofins EMLab P&K
8304 Clairemont Mesa Blvd, Suite 103, San Diego, CA 92111
(866) 888-6653 Fax (623) 780-7695 www.emlab.com
Client: ECS Environmental, Inc.: CA
C/O: Bond McCowan
Re: 2742 State St, Carlsbad, CA
ASBESTOS PLM REPORT
Date of Sampling: 02-13-2020
Date of Receipt: 02-18-2020
Date of Report: 02-18-2020
Total Samples Submitted:
Total Samples Analyzed:
Total Samples with Layer Asbestos Content > 1 %:
10
10
0
Location: 01, Drywall/ Compound Lab ID-Version+: 11233698-l
Sample Layers Asbestos Content
White Compound ND
White Drywall ND
Comnnsite Non-Asbestos Content: 1% Glass Fibers
Sample Composite Homo11eneitv: Moderate
Location: 02, Drywall/ Compound Lab ID-Version+: ll 233699-l
Sample Layers Asbestos Content
White Compound ND
WhiteDrvwall ND
Comnnsite Non-Asbestos Content: I% Glass Fibers
Samnle Composite Homoeeneitv: Moderate
Location: 03, Drywall /Compound Lab ID-Version+: ll233700-l
Sample Layers Asbestos Content
Beige Comnnund ND
White IJrvwall with Brown Paper· ND
Composite Non-Asbestos Content: 7% Cellulose
I% Glass Fibers
Sample Comnn.ite Homoeeneitv: Moderate
Location: 04, Drywall / Com pound Lab ID-Version+: 11233701-l
Sample Lavers Asbestos Content
Cream Taoe ND
White Joint Compound ND
White Drywall with Brown Paper ND
Comnnsite Non-Asbestos Content: 15% Cellulose
Samole Comooslte Homoeeneitv: Moderate
The test report shall not be reproduced except in full, without written approval of the laboratory. The report must not be used by the client to
claim product certification, approval, or endorsement by any agency of the federal government Eurolins EMLab P&K reserves the right to
dispose of all samples after a period of thirty (30) days, according to all state and federal guidelines, unless otherwise specified.
Inhomogeneous samples are separated into homogeneous subsamples and analyzed individually. ND means no fibers were detected. When
detected, the minimwn detection and reporting limit is less than I% unless point counting is perfonned. Floor tile samples may contain large
amounts of interl'erence material and it is recormnended that the sample be analyzed by gravimetric }X)int count analysis to lower the detection
limit and to aid in asbestos identification
:j: A "Version" indicated by -"x" after the Lab ID# with a value greater than l imhcates a sample with amended data. The revision number is
reflected by the value of "x".
EMLab P&K, LLC EMLab ID: 2357657, Page 2 of 4
Eurofins EMLab P&K
8304 Clairemont Mesa Blvd, Suite 103, San Diego, CA 92111
(866) 888-6653 Fax (623) 780-7695 www.emlab.com
Client: ECS Environmental, Inc.: CA
C/O: Bond McCowan
Re: 2742 State St, Carlsbad, CA
Date of Sampling: 02-13-2020
Date of Receipt: 02-18-2020
Date of Report: 02-18-2020
ASBESTOS PLM REPORT
Location· 05 Drywall /Compound ' Lab ID-Version+: 11233702-1
Sample Layers Asbestos Content
Cream Taoe ND
White Joint Compound ND
White Drvwall with Brown Pimer ND I
Comnosite Non-Asbestos Content: 15% Cellulose
Sample Composite Homoaeneity: Moderate
Location: 06, Skim Coat / Stucco Lab ID-Version+: 11233703-1
Sample Layers Asbestos Content
Liclit Gray Skim Coat ND
Gray Stucco ND
' Samnle Comnosite Homo2eneitv: Moderate
Location· 07 Skim Coat/ Stucco ' LabID-Versiont: 11233704-1
Sample Layers Asbestos Content
Light Gray Skim Coat ND
Gray Stucco ND
Sample Comnosite Homoieneity: Moderate
Location· 08, Skim Coat I Stucco Lab ID-Version+: 11233705-1
Sample Layers Asbestos Content
Liclit Grav Skim Coat ND
Samnle Composite Homo2eneitv: Good
The test report shall not be reproduced except in full, without written approval of the laboratory. The report must not be used by the client to
claim product certification, approval, or endorsement by any "ll"ncy of the federal government. Eurofins EMLab P&K reserves the right to
dispose of all samples after a period of thirty (30) days, according to all state and federal guidelines, unless otherwise specified.
Inhomogeneous samples are separated into homogeneous subsamples and analyzed individually. ND means no fibers were detected When
detected, the minimum detection and reporting limit is less than I% unless point counting is perfonned. Floor tile samples may contain large
amounts of interference material and it is recommended that the sample be analyzed by gravimetric point count analysis to lower the detection
limit and to aid in asbestos identification t A "Version" indicated by -"x" after the Lab ID# with a value greater than l indicates a sample with amended data. The revisionnwnber is
reflected by the value of "x".
EMLab P&K, LLC EMLab ID: 2357657, Page 3 of 4
Eurofins EMLab P&K
8304 Clairemont Mesa Blvd, Suite 103, San Diego, CA 92111
(866) 888-6653 Fax (623) 780-7695 www.emlab.com
Client: ECS Environmental, Inc.: CA
C/O: Bond Mccowan
Re: 2742 State St, Carlsbad, CA
ASBESTOS PLM REPORT
Location· 09 Skim Coat I Stucco ' Sample Layers
Limt Grav Skim Coat
Gray Stucco
Sample Composite Homoeeneity:
Location: 10, Skim Coat / Stucco
Sample Layers
Limt Gray Skim Coat
Gray Stucco
Samnle Comnosite Homoi,eneitv:
Date of Sampling: 02-13-2020
Date of Receipt: 02-18-2020
Date of Report: 02-18-2020
LabID-Versiont: 11233706-l
Asbestos Content
ND
ND
Moderate
Lab ID-Version+: 11233707-1
Asbestos Content
ND
ND
Moderate
The test report shall not be reproduced except in full, without written approval of the laboratory. The report must not be used by the client to
claim product certification, approval, or endorsement by any agency of the federal govenunent. Eurofins EMLab P&K reserves the right to
chspose of all samples after a period of thirty (30) days, according to all state and federal guidelines, unless otherwise specified.
Inhomogeneous samples are separated into homogeneous subsamples and analyzed individually. ND means no fibers were detected. When
detected, the minimum detection and reporting limit is less than 1 % unless point counting is performed. Floor tile samples may contain large
arnomtts of interference material and it is reconnnended that the sample be analyzed by gravimetric JX)int count analysis to lower the detection
limit and to aid in asbestos identification. t A ffVersion" indicated by -"x" after the Lab ID# with a value greater than 1 indicates a sample with amended data. The revision mnnber is
reflected by the value of "x",
EMLab P&K, LLC EMLab ID: 2357657, Page 4 of 4
CHAIN OF CUSTODY l} EM Lab P&K ..... Fog Rail Snow WM a. . . REQUESTEDIEIMCES ·~. "
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Loca . n/S . e/U . K tJO Ult mt ey:
1. EXTERIOR 8. 15.
2. 9. 16.
3. 10. 17.
4. 11. 18.
5. 12. 19.
6. 13. 20.
7. 14. 21.
. ..
' . ' t -·••' ' .
•
Hazardous Materials Questionnaire
County of San Diego, Department of Environmental Health
PO Box 129261, San Diego, CA 92112-9261
(858) 505-6700 (800} 253-9933 www.sdcdeh.org
Business Name
State Street Commons, LLC
Project Address
27 42 State St
Applicant
Brendan Foote
Business Contact
Brendan Foote
City
Carlsbad
State
CA
Applicant E-Mail C\
brendan@fabricinvestments.co
one#
The following questions represent the facility's activities, NO the specific project description.
Plan File#
APN#
203-181-19-00
PART I: EIRE DEPARTMENT -HAZARDOUS METERIALS DIVISION: OCCUPANCY CLASSIEICATION:(Not required for projects within the City of San Diego.)
Indicate by selecting the item, whether your business will use, process, or store any of the following hazardous materials. If any of the items are selected, Applicant must
contact the Fire Protection Agency with jurisdiction prior to plan submittal.
Occupancy Rating:
D Explosive or Blasting Agents
D Compressed Gases
D Flammable/Combustible Liquids
D Flammable Solids
D Organic Peroxides
D Oxidizers
D Pyrophorics·
D Unstable Reactives
Facility's Square Footage (including proposed project):
D Water Reactives D Corrosives
D Cryogenics D Other Health Hazards
D Highly Toxic or Toxic Materials D None of These
D Radioactives
PART II: SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH -HAZARDOUS MATERIALS DIVISION (HMDut the answer to any of the questions is
yes, applicant must contact the County of San Diego Hazardous Materials Division, in person at 5500 Overland Ave., Suite 110, San Diego, CA 92123, or by phone at(858)
505-6700 prior to issuance of a building permit. FEES ARE REQUIRED.
Project Completion Date: 12/3112020
1.
2.
3.
4.
5.
6.
7.
8.
YES NO
D l!l
D l!l
D Ii!!
D Ii!!
D 1B
D Ii!!
D Ii!!
D
Is your business listed on the reverse side of this form? (check all that apply).
Will your business dispose of Hazardous Substances or Medical Waste in any amount?
Will your business store or handle Hazardous Substances in quantities equal to or greater than
55 gallons, 500 pounds, or 200 cubic feet?
Will your business handle carcinogens or reproductive toxins in any quantity?
Will your business use an existing, or install an underground storage tank?
Will your business store or handle Regulated Substances (CalARP)?
Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)?
Will your business store petroleum in tanks or containers at your facility with a total storage capacity
equal to or greater than 1,320 gallons? (California's Aboveground Petroleum Storage Act).
D
D
D
CalARP Exempt
CalARP Required
CalARP Complete
Review Date:
PART Ill: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT (APCD): If the answer to Question #1 is 'Yes' and the answer to Question #2 is 'No', the applicant
must contact the APCD prior to the issuance of a building or demolition permit. If any answer to Questions #3, #4, or #5 is 'Yes', the applicant must contact the APCD prior to
the issuance of a building or demolition permit. If the answer to Question #3 or #4 is 'Yes', the applicant may need to submit an asbestos notification form to the APCD at
least 10 working days prior to commencing demolition or renovation (some residential projects may be exempt from the notification requirements). Contact the APCD at
10124 Old Grove Road, San Diego, CA 92131 or telephone (858) 586-2600 for more information.
YES NO
l!l D
l!l D
D Ii!!
Will any existing building materials be disturbed as part of this project? (If the answer is 'Yes', an asbestos survey may be required.)
Has a survey been performed to determine the presence of asbestos containing materials?
Will the project involve handling or disturbance of any asbestos containing materials?
1.
2.
3.
4.
5.
D Ii!!
D l!l
Will the project involve the removal of any load supporting structural member?
Will the subject facility or construction activities include operations or equipment that emit or are capable of emitting an air contaminant? (See the APCD
factsheet at http://www.sdapcd.org/info/facts/permits.pdf
(ANSWER ONLY IF QUESTION 5 IS 'YES') Will the subject facility be located within 1,000 feet of the outer boundary of a school (K through 12)?
Search the California School Directory at http://www.cde.ca.govlrelsdl for public and private schools or contact the appropriate school district. 6. D
Briefly describe business activities: Briefly describe proposed project:
Commercial renovation of existing buildings. Project will house 2 restaurants, 1 Adaptive Reuse and renovation of three existing buildings of approx. 20,000 sf.
cafe and 1 office tenant.
I declare under penalty of perjury that to the best of my knowledge and belief, the responses made herein are true and correct. Ii!!; Fees Acknowledged: l!l
Brendan Foote 2/19/2020
Name of Owner or Authorized Agent Date
FOR OFFICIAL USE ONLY
FIRE DEPARTMENT OCCUPANCY CLASSIFICATION:
BY: DATE: ___________ _
EXEMPT OR NO FURTHER INFORMATION
REQUIRED
RELEASED FOR BUILDING PERMIT BUT NOT FOR
OCCUPANCY
RELEASED FOR OCCUPANCY
COUNTY-HMO• APCD COUNTY-HMO APCD COUNTY-HMO APCD
2/19/2020 • <:'lo ~o
1'.,,i,,_ 0~
'YOF 'SI'-~
• A stamp in this box l2lll¥ exempts businesses from completing or updating a Hazardous Materials Business Plan. Other permitting requirements may still apply.
DEH_HMD_Plan_Check_Queslionnaire v1 .2 (1012015)
Printed on: 2/19/2020@ 2:56 PM
( City of
Carlsbad
PURPOSE
CLIMATE ACTION PLAN
CONSISTENCY CHECKLIST
B-50
Development Services
Building Division
1635 Faraday Avenue
(760) 602-2719
www.carlsbadca.gov
This checklist is intended to assist building permit applicants identify which Climate Action Plan (CAP) ordinance
requirements apply to their projects. The completed checklist must be included in the building permit application. It may be
necessary to supplement the completed checklist with supporting materials, calculations or certifications, to demonstrate
full compliance with CAP ordinance requirements. For example, projects that propose or require a performance approach
to comply with energy-related measures will need to attach to this checklist separate calculations and documentation as
specified by the ordinances.
NOTE: The following type of permits are not required to fill out this form
❖ Patio I ❖ Decks I ❖ PME (w/o panel upgrade) T ❖ Pool
"' If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance,
an explanation must be provided to the satisfaction of the Building Official.
"' Details on CAP ordinance requirements are available on the city's website.
"' A CAP Building Plan template (form B-55) shall be added to the title page all building plans. This template shall be
completed to demonstrate project compliance with the CAP ordinances. Refer to the building application webpage and
download the latest form.
Application Information
Project Name/Building
Permit No.: s+'1tc .,S' fvet+ [ow,»" W\ S BP No.:
Property Address/APN: Z.o3 -IS?l -/'1 -DO
Applicant Name/Co.:
Applicant Address:
Contact Phone: Contact Email:
Contact information of person completing this checklist (if different than above):
Name:
Company
name/address:
Contact Phone:
Contact Email:
Applicant Signature: ___ (!J_.._J--+---=eg_c.-_~-----Date:_..;_/ D__.__/_1-1./_,_/ j..,__ __
B-50 Page 1 of 6 Revised 08/19
City of Carlsbad Climate Action Plan Consistency Checklist
Use the table below to determine which sections of the Ordinance Compliance checklist are applicable to your project.
For alterations and additions to existing buildings, attach Building Permit Valuation worksheet.
Building Permit Valuation (BPV) from worksheet: $ ______ _
\
/
Construction Type
D Residential
□ New construction
□ Additions and alterations:
□ BPV < $60,000
□ BPV <!: $60,000
□ Electrical service panel upgrade only
□ BPV <!: $200,000
/
~onresidential
~ New construction
.,
□ Alterations:
□ BPV <!: $200,000 or additions<!: 1,000
square feet
□ BPV <!: $1 ,000,000
□ <!: 2,000 sq. ft. new roof addition
Checklist Item
I Complete Section(s) I Notes:
A high-rise residential building is 4 or more stories, including a
Low-rise High-rise mixed-use building in which at least 20% of its conditioned floor
area is residential use
2A, 3A, 1B, 28,
4A 3B,4A
NIA NIA All residential additions and alterations
1A, 4A 4A 1-2 family dwellings and townhouses with attached garages
only
*Multi-family dwellings only where interior finishes are removed
1A, 4A* 1B, 4A* and significant site work and upgrades to structural and
mechanical, electrical, and/or plumbing systems are proposed
1 B, 2B, 3B, 4B and 5
1B,5
1B, 2B, 5 Building alterations of<!: 75% existing gross floor area
28,5 1 B also applies if BPV <!: $200,000
Check the appropriate boxes, explain all not applicable and exception ttems, and provide supporting calculations and documentation as necessa,y.
1. Energy Efficiency
Please refer to Carlsbad Municipal Code (CMC) sections 18.21.155 and 18.30.190, and the California Green Building Standards Code (CAL Green) for
more information when completing this section.
A D Residential addition or alteration 2: $60,000 building pennit valuation. □ NIA _________ _
See CMC section 18.30.190. D Exception: Home energy score ~ 7
(attach certification)
Year Built Single-family Requirements Multi-family Requirements
D Before 1978 Select one:
D Duct sealinQ D Attic insulation D Cool roof D Attic insulation
D 1978 and later Select one:
D Lighting package D Water heating Package
D Between 1978 and 1991 Select one:
D Duct sealina D Attic insulation D Cool roof
D 1992 and later Select one:
D Lighting package D Water heating package
B. ~ Nonresidential* new construction or alterations 2: $200,000 building pennit valuation,
or additions 2: 1,000 square feet □ NIA
Updated 8/15/2019 2
City of Carlsbad Climate Action Plan Consistency Checklist
See CMC 18.21.155 and CALGreen Appendix AS, Division AS.2 -Energy Efficiency.
A5.203.1.1 Choose one: ™ Outdoor lighting D .2 Warehouse dock seal doors
D .3 Restaurant service water heating (comply with California Energy Code section 140.5, as amended) D N/A _________ _
Daylight design PAFs D .5 Exhaust air heat recovery
AS.203.1.2.1
Choose one as applicable: '$..95 Energy budget D .90 Energy budget D N/A
A5.211 .1**
~On-site renewable energy D N/A
AS.211 .3 ..
D Green power (if offered by local utility provider, 50% minimum renewable sources) D N/A
'( AS.212.1
D Elevators and escalators D NIA
~ AS.213.1
• D Steel framing D NIA
• lndudes hotels/motels and high-rise residential buildings
.. For alterations;:: $1,000,000 BPV and affecting> 75% existing gross floor area, or alterations that add 2,000 square feet of new roof addition: comply
with CMC 18.30.130 instead.
2. Photovoltaic Systems ~
A. D Residential new construction (for low-rise residential building permit applications submitted after 1/1/20). Refer to 2019 California
Energy Code section 150.1 (c)14 for requirements. Notes: 1) High-rise residential buildings are subject to nonresidential photovoltaic
requirement (28 below) instead. 2) If project includes installation of an electric heat pump water heater pursuant to CMC 18.30.150(8)
(high-rise residential) or 18.30.170(8) (low-rise residential), increase system size by .3kWdc if PV offset option is selected.
Floor Plan ID (use additional CFA #d.u. Calculated kWdc*
sheets if necessary)
Total System Size:
kWdc = (CFAx.572) / 1,000 + (1.15 x #d.u.)
*Formula calculation where CFA = conditional floor area, #du = number of dwellings per plan type
If proposed system size is less than calculated size, please explain.
Exception
D
D
D
D
kWdc
8. ~ Nonresidential new construction or alterations 2!:$1,000,000 8PV and affecting 2!:75% existing floor area, or addition that increases roof ~ area by c!:2,000 square f~l Please refer to CMC section 18.30.130 when completing this section. Note: This section also applies to
high-rise residential and'hotel/motel buildings.
Choose one of the following methods: J Gross Floor Area (GFA) MethAd
GFA: ,q,o'3 '6 Min. System Size: ~kWdc
D If< 10,000s.f. Enter: 5 kWdc Xif <!: 10,000s.f. calculate: 15 kWdc x (GFA/10,000) **
**Round building size factor to nearest tenth, and round system size to nearest whole number.
D Time-Dependent Valuation Method
Updated 8/15/20 19 3
City of Carlsbad Climate Action Plan Consistency Checklist
Annual TDV Energy use:••• _____ _ x .80= Min. system size: ____ _ kWdc
***Attach calculation documentation using modeling software approved by the California Energy Commission.
3. Water Heating
A D Residential and hotel/motel new construction
Please refer to CMC sections 18.30.150 and 18.30.170 when completing this section.
□ For systems serving individual dwelling units choose one:
□ Heat pump water heater AND Compact hot water distribution AND Drain water heat recovery (low-rise
residential only)
□ Heat pump water heater AND PV system .3 kWdc larger than required in CMC section 18.30.130 (high rise
residential hotel/motel) or CA Energy Code section 150.1 (c) 14 (low-rise residential)
□ Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher
□ Solar water heating system that is either .60 solar savings fraction or 40 s.f. solar collectors
□ Exception:
□ For systems serving multiple dwelling units, install a central water-heating system with all of the following:
□ Gas or propane water heating system
□ Recirculation system per CMC 18.30.150(8) (high-rise residential, hotel/motel) or CMC 18.30.170(8) (low-
rise residential)
□ Solar water heating system that is either:
□ .20 solar savings fraction
□ .15 solar savings fraction, plus drain water heat recovery
xception:
Nonresidential new construction
Please refer to Carlsbad Ordinance CMC section 18.30.150 when completing this section.
□ Water heating system derives at least 40% of its energy from one of the following (attach documentation):
□ Solar-thermal □ Photovoltaics □ Recovered energy
□ Water heating system is (choose one):
□ Heat pump water heater
□ Electric resistance water heater(s)
□Solar water heating ystem with .40 solar savings fractio
'83: Exception: · l i
Updated 8/15/20 I 9 4
City of Carlsbad Climate Action Plan Consistency Checklist
• 4. Electric Vehicle Charging
A. D Residential New construction and major alterations*
Please refer to Carlsbad Ordinance CMC section 18.21.140 when completing this section.
□ One and two-family residential dwelling or townhouse with attached garage:
□ One EVSE Ready parking space required □ Exception :
□ Multi-family residential· □ Exception ·
Total Parking Spaces EVSE Soaces
Proposed Caoable I Readv
I
Calculations: Total EVSE spaces = .10 x Total parking (rounded up to nearest whole number)
EVSE Installed = Total EVSE Spaces x .50 (rounded up to nearest whole number)
EVSE other= Total EVSE spaces-EVSE Installed
(EVSE other may be ·capable," "Ready" or "Installed.")
Installed I Total
I
*Major alterations are: (1) for one and two-family dwellings and townhouses with attached garages, alterations have a building perm~ valuation~ $60,000
or include an electrical service panel upgrade; (2) for multifamily dwellings (three units or more without attached garages), alterations have a building permit
valuation ~ $200,000, interior finishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing
systems are proposed.
B 1B) Nonresidential new construction (includes hotels/motels) □ Exception ·
Total Parking Spaces EVSE Soaces
Proposed Capable I Readv I Installed I Total
'+ I I I
Calculation-Refer to the table below·
Total Number of ParkinQ Soaces provided Number of reauired EV Soaces Number of reauired EVSE Installed Spaces
D 0-9 1 1
D 10-25 2 1
a 26-50 4 2
D 51-75 6 3
D 76-100 9 5
D 101-150 12 6
D 151-200 17 9
D 201 and over 10 oercent of total 50 oercent of Reouired EV Soaces
Updated 8/ I 5/2019 5
City of Carlsbad Climate Action Plan Consistency Checklist . . #
5. 'f& Transportation Demand Management (TOM): Nonresidential ONLY
An approved Transportation Demand Management (TOM) Plan is required for all nonresidential projects that meet a threshold of employee-generated ADT.
City staff will use the table below based on your submitted plans to determine whether or nor your permit requires a TOM plan. If TOM is applicable to your
permit, staff will contact the applicant to develop a site-specific TOM plan based on the permit details.
Acknowledgment:
Employee ADT Estimation for Various Commercial Uses
Emp ADTfor
first 1,000 s.f.
EmpADTI
1000 s.f.1
Office (all)2 20
Restaurant 11
Retail3 8
Industrial 4
Manufacturing 4
Warehousin 4
1 Unless otherwise noted, rates estimated from /TE Trip
Generation Manual, 1()lhEdition
13
11
4.5
3.5
3
1
2 For all office uses, use SANDAG rate of 20 ADT/1,000 sf to
calculate employee ADT
3 Retail uses include shopping center, variety store, supermarket,
gyms, pharmacy, etc.
Other commercial uses may be subject to special
consideration
Sample calculations:
Office: 20,450 sf
1. 20,450 sf / 1000 x 20 = 409 Employee ADT
Retail: 9,334 sf
1. First 1,000 sf= 8 ADT
2. 9,334 sf -1,000 sf= 8,334 sf
3. 8,334 sf/ 1,000 x 4.5 + 8 = 46 Em lo ee ADT
I acknowledge that the plans submitted may be subject to the City of Carlsbad's Transportation Demand Management Ordinance. I agree to be contacted should
my pennit require a TDM ~?"' und"'1a,,j' lha~approved TDM plan O a condmon of pennit issuance.
Ap~icanl SignalUre: -fJ J' c_;,.,-,e:__. Date: I O / I / I 'J
Person other than Applicant to be contacted for TDM compliance (if applicable):
Name (Printed): 6 ':) { C> f e.ri-,,a "1 Phone Number: 'ii' O) -7 l/1,, --/,,S/ lo
Email Address: J re j @3L O I e,W\ "'1,-, a ce:h . l&2 W\
Updated 8/15/2019 6
PERMIT REPORT
Revision Permit
Print Date: 09/08/2021
Job Address: 2742 STATE ST, # A, CARLSBAD, CA 92008-1628
{city of
Carlsbad
Permit No: PREV2020-0087
Status: Closed -Finaled
Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revisii
Parcel#:
Valuation:
2031811900
$0.00
Track#: Applied: 06/13/2020
Lot#: Issued: 07/07/2020
Occupancy Group:
#of Dwelling Units:
Project#: DEV2019-0048 Finaled Close Out: 07/14/2021
Bedrooms:
Bathrooms:
Project Title: STATE STREET COMMONS
Plan#:
Construction Type:
Orig. Plan Check#: PC2019-0066
Plan Check#:
Inspector:
Final Inspection:
Description: STATE STREET COMMONS: ROOF TOP MECHANICAL REMOVED (WILL BE PART OF Tl INSTEAD)// NEW GAS LINE ADDED IN BU
FEE
BUILDING PLAN CHECK REVISION ADMIN FEE
MANUAL BLDG PLAN CHECK FEE
Property Owner:
STATE STREET COMMONS, LLC
2659 STATE ST, # 100
CARLSBAD, CA 92008-1627
(619) 840-7721
Total Fees: $147.50 Total Payments To Date: $147.50
Building Division
CoApplicant:
C2 BUILDING GROUP
107 S CED ROS AVE, # STE 220
SOLANA BEACH, CA 92075-1994
(858) 232-0213
Balance Due:
AMOUNT
$35.00
$112.50
$0.00
Page 1 of 1
1635 Faraday Avenue, Carlsbad CA 92008-7314 I 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov
C City of
Carlsbad
PLAN CHECK REVISION OR
DEFERRED SUBMITTAL
APPLICATION
B-15
Development Services
Building Division
1635 Faraday Avenue
760-602-2719
www.carlsbadca.gov
Original Plan Check Number PC2019-0066
Project Address 27 42-2752 State Street
Plan Revision Number
G S f R
. . f S . Removal of rooftop mechanical from the shell submittal to be eneral cope o ev1s1on/De erred ubmrttal: ___________________ _
submitted as part of the tenants Tl submittal and the addition of a gas line to fireplace that was previously shown on the plans
CONTACT INFORMATION:
Name Greg Coleman Phone 805-7 46-6516 _________ Fax'------------
Address 3594 Herman Ave City San Diego Zip 92104
Email Address greg@gcolemanarch.com
Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person.
1 . Elements revised: Ii] Plans D Calculations D Soils D Energy D Other
2.
Describe revisions in detail
The roof top mechanical units on Bldgs B and C have been removed and will become part of the tenant Tl
A new gas line was added in Bldg A to go to the fireplace shown on the west wall of the building
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
6. Does this revision affect any fire related issues? D Yes
7. Yes Iii No
0 No
Ii] No
3.
List page(sJ where each
revision is shown
M0.2,M0.5, M0.6,MO. 7 ,M2.1,M2.2,M2 .3
P2.1, P5.2
Ii] No
Date 6/8/2020
1635 Faraday Avenue. r/sbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: building@carlsbadca.gov
www.carlsbadca.gov
Carlsbad PC2019-0066.Rev3 (PREV2020-0087)
6-17-20
DATE: 6-17-20
JURISDICTION: Carlsbad
✓• EsG1I
A SP1F~_built Cornn.-:t('y
~\ ( ,.
c/4,PLICANT
/ JURIS.
PLAN CHECK#.: PC2019-0066.Rev3 (PREV2020-0087) ___ SET: I
PROJECT ADDRESS: 2742-2752 State Street
PROJECT NAME: State Street Commons (plan revision, remove rooftop
mechanical units on Buildings B & C and add one gas line to Building A for fire
place)
C8J 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:
C8J 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: l,{f1}2D (b¥fY}) Email:
Mail Telephone Fax
REMARKS:
By: Scott Humphrey
EsGil
In Person
6-16-20
.·Ji~
V (. · \_ ()JV
:r: ) CJ
Enclosures:
Carlsbad PC2019-0066.Rev3 (PREV2020-0087)
6-17-20
[DO NOT PAY -THIS IS NOT AN INVOICE]
VALUATION AND PLAN CHECK FEE
JURISDICTION: Carlsbad
(PREV2020-0087)
PLAN CHECK#.: PC2019-0066.Rev3
PREPARED BY: Scott Humphrey DATE: 6-17-20
BUILDING ADDRESS: 2742-2752 State Street
BUILDING OCCUPANCY:
BUILDING AREA Valuation Reg. VALUE
PORTION ( Sq. Ft.) Multiplier Mod.
Air Conditioning
Fire Sprinklers
TOTAL VALUE
Jurisdiction Code cb By Ordinance
,--------~,· ~ I Bldg. Permit Fee by Ordinance ! ,..
I Plan Check Fee by Ordinance ,.. '
Type of Review: r Complete Review r Structural Only
I Repetitive Fee
! ,.. : Repeats
: r
,
, 1 Other
r,, Hourly
EsGil Fee ,
c=:=::]Hr.@*
~
* Based on hourly rate
($)
$90.ooJ
Sheet 1 of 1
PERMIT REPORT
Revision Permit
Print Date: 09/08/2021
Job Address:
(city of
Carlsbad
Permit No: PREV2020-0053
Status: Closed -Finaled
Permit Type:
2742 STATE ST, # A,
BLDG-Permit Revision
2031811900
CARLSBAD, CA 92008-1628
Work Class: Residential Permit Revisi1
Parcel#: Track#: Applied: 04/07/2020
Valuation: $0.00 Lot#: Issued: 06/11/2020
Occupancy Group:
#of Dwelling Units:
Project#: DEV2019-0048 Fina led Close Out: 07/14/2021
Bedrooms:
Bathrooms:
Project Title: STATE STREET COMMONS
Plan#:
Construction Type:
Orig. Plan Check#: PC2019-0066
Plan Check#:
Inspector:
Final Inspection:
Description: STATE STREET COMMONS: CHANGE IN ORIENTATIN OF ONE STAIR & THE REDESIGN OF SOME STRUCTURAL ELEMENTS
FEE
BUILDING PLAN CHECK REVISION ADMIN FEE
MANUAL BLDG PLAN CHECK FEE
Property Owner:
STATE STREET COMMONS, LLC
2659 STATE ST, # 100
CARLSBAD, CA 92008-1627
(619) 840-7721
Total Fees: $560.00 Total Payments To Date: $560.00
Building Division
CoApplicant:
C2 BUILDING GROUP
107 S CEDROS AVE, # STE 220
SOLANA BEACH, CA 92075-1994
(858) 232-0213
Balance Due:
AMOUNT
$35.00
$525.00
$0.00
Page 1 of 1
1635 Faraday Avenue, Carlsbad CA 92008-7314 I 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov
{ Cicyof
Carlsbad
PLAN CHECK REVISION OR
DEFERRED SUBMITTAL
APPLICATION
B-15
Development Services
Building Division
1635 Faraday Avenue
760-602-2719
www.carlsbadca.gov
Original Plan Check Number PC2019-0066
Project Address 2742-2752 State Street
Plan Revision Number
G IS f R
. . ,10 f d S . Change in orientation of one stair and the addition/redesign enera cope o ev1S1on1 e erre ubm1ttal: ___________________ _
of some structural elements
CONTACT INFORMATION:
Name Greg Coleman Phone 805-7 46-6516 _________ Fax'-----------
Address 3594 Herman Ave City San Diego Zip 92104
Email Address greg@gcolemanarch.com
Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person.
1 . Elements revised: Ii] Plans Ii] Calculations D Soils D Energy D Other
2.
Describe revisions in detail
Structural frame spanning between grid lines 1 & 4 and F & G was change to a moment frame
Openings in the north side of the quonset hut were reduced from 2 to 3. Door configurations were adjusted
A structural frame was added to the electrical room to aid in pulling the electrical service line
The exit point out of the back of Building C was reconfigured at grid lines H & 10
The interior stair at Building C was rotated 90 degrees
Steel trellis beams and one post were added to the exterior patio on the west side of Building C
The storage closet at grid lines 11 & E was removed
The door to the elevator machine room at grid lines H & 11 was moved from interior to exterior
4. Does this revision, in any way, alter the exterior of the project? Ii] Yes
5. Does this revision add ANY new floor area(s)? D Yes
6. Does this revision affect any fire related issues? Ii] Yes
7. Yes D No
Ii] No
0 No
3.
List page(s) where each
revision is shown
A 1.2 / A2.0 / S2.0 / S3.0
A 1.2 / A2.0 / S2.0 / S3.0
A1 .2 / A2.0 / S2.0 / S3.0
A 1.2 / A2.0 / S2.0 / S3.0
A 1.2 / A2.0 / S2.0 / S3.0
A1 .2 / A2.0 / A2.2 / S2.0 / S3.0
A1 .2 / A2.0
A1 .2 / A2.0
0 No
Date 4/6/2020
1635 Faraday Avenue. Ph: 760-602-2719 Fax: 760-602-8558 Email: building@carlsbadca.gov
www.carlsbadca.gov
DATE: 4-17-2020
JURISDICTION: Carlsbad
✓• EsG1I
□ APPLICANT
□ JURIS.
PLAN CHECK#.: PC2019-0066.Revl (PREV2020-0053) __ SET: I
PROJECT ADDRESS: 2742-2752 State Street
PROJECT NAME: State Street Commons-Structural Changes
D The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's 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.
D The applicant's copy of the check list has been sent to:
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: Greg Coleman Telephone#: 805-746-6516
Date contacted: (by: ) Email: greg@gcolemanarch.com
Mail Telephone Fax In Person
0 REMARKS:
By: Erich A. Kuchar, P.E. Enclosures:
EsGil
4-9-2020
9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576
Carlsbad PC2019-0066.Revl (PREV2020-0053)
4-17-2020
PLAN REVIEW CORRECTION LIST
COMMERCIAL
PLAN CHECK#.: PC2019-0066.Revl (PREV2020-0053) JURISDICTION: Carlsbad
OCCUPANCY: B/ A2
TYPE OF CONSTRUCTION: V-B
ALLOWABLE FLOOR AREA:
SPRINKLERS?: Yes
REMARKS:
DATE PLANS RECEIVED BY
JURISDICTION: 4-6-2020
DATE INITIAL PLAN REVIEW
COMPLETED: 4-17-2020
FOREWORD (PLEASE READ):
USE: Buisness
ACTUAL AREA: 11,092 sft 1st Floor
7,946 sft 2°d Floor
5,200 sf! Patio
STORIES: 1 and 2 stories (Varies)
HEIGHT: Varies
OCCUPANT LOAD:
DATE PLANS RECEIVED BY
ESGIL CORPORATION: 4-9-2020
PLAN REVIEWER: Erich A. Kuchar, P.E.
This plan review is limited to the technical requirements contained in the California version of
the International Building Code, Uniform Plumbing Code, Unifonn Mechanical Code, National
Electrical Code and state laws regulating energy conservation, noise attenuation and access for
the disabled. This plan review is based on regulations enforced by the Building Department.
You may have other corrections based on laws and ordinances enforced by the Planning
Department, Engineering Department, Fire Department or other departments. Clearance from
those departments may be required prior to the issuance of a building permit.
Code sections cited are based on the 2016 CBC, which adopts the 2015 IBC.
The following items listed need clarification, modification or change. All items must be satisfied
before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of
the 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 PC2019-0066.Revl (PREV2020-0053)
4-17-2020
GENERAL
1. 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.
STRUCTURAL
2. Provide complete calculations and detailing for the foundation of the new
Intermediate Moment Frame. The connection of the Steel Frame to th e Column
Base shall be designed to transmit forces to the foundation per CBC. Column
base elements include anchor bolts, base plate welds and any elements that
transfer shear, moment, or tension to the foundation: AISC 341-D1-4a(2). Please
see the next item as well for the required load combinations:
a) The seismic loads to be transferred to the foundation interface shall be based upon the
seismic load combinations of ASCE 7-10, Section 12.4.3.2.
b) Design of concrete elements at the Column Base, including anchor rod embedment and
reinforcement steel, shall be in accordance with CBC, Chapter 19.
c) Grade beams shall be provided with ductile detailing per ACI 318, Sections 18.7 & 18.13.
3. Seismic Load Effect j.i•Xi=6iW
a) Seismic load effect, E. The seismic load effect, E, should be computed in
accordance with the following equation set forth in ASCE7-10, Section 12.4.2:
E =pQE + 0.2SosD
b) Maximum seismic load effect, Em. The maximum seismic load effect, Em, should be
computed in accordance with the following equation set forth in ASCE7-10, Section
12.4.3 to be used in the special seismic load combinations of Section 12.4.3.2
Em= OoOE + 0.2SosD
INTERMEDIATE MOMENT-RESISTING FRAME REQUIREMENTS
4. The pre-qualified moment connections shall comply the AISC 358, Chapter 2.
Carlsbad PC2019-0066.Revl (PREV2020-0053)
4-17-2020
5. The plastic hinge location and their probable maximum moment for pre-qualified
connections shall comply with AISC 358, Sections 2.4.2 and 2.4.3.
6. The continuity plates, their thickness and attachment to column, for pre-qualified
connections shall comply with AISC 358, Section K1, or tested per Section K2 of
AISC 341. AISC 341-E2-6f.
7. The panel zones for pre-qualified connections shall comply with Section J10.6.
AISC 341-E2-6e.
8. Bolt holes are not permitted in the protected zones of the pre-qualified
connections, unless detailed in accordance with the individual connection, as per
AISC 358, Section 2.6. If Bolted connection is shown to be justified show calc for
gravity connection using just (2) 1" bolts. For a W18 beam just (2) bolts might
now work. Provide justification.
9. Beam-to-Column Connection Requirements. The following requirements
should be met for the design of the beam-to-column joints in accordance with
AISC 341-E2-6b:
a) The connection shall be capable of sustaining an interstory drift angle of at
least 0.02 radians.
b) The measured flexural resistance of the connection, determined at the
column face, shall equal at least 0.80 Mp of the connected beam at an
interstory drift angle of 0.02 radians.
10. Required Panel Zone Strength. No additional requirements beyond the
specifications, Section J10.6, as per AISC 341-E2-6e.
11. Beam and Column Limitations. The requirements of Section 8.1 shall be
satisfied, in addition to the followings: [AISC 341-E2-5a]:
a) Width-Thickness Limitations. Beam and column members shall meet
the requirements of Section D1 for moderately ductile members, unless
otherwise qualified by tests.
b) Beam Flanges. Abrupt changes in beam flange area are not permitted in
plastic hinge regions, unless otherwise permitted. AISC 341-E2-5b.
12. Continuity Plates. Continuity plates should be provided in accordance with the
pre-qualified connection as per Sections K1 or K2. [AISC 341-E2-6f].
13. Column-Beam Moment Ratio. No additional requirements beyond the
Specifications. AISC 341-E2-4.
14. Lateral Bracing of Beams. Both flanges shall be laterally braced directly or
indirectly. The unbraced length shall not exceed 0.1 ?ryE/Fy. AISC 341-E2-4a.
15. Column Splices. Column splices shall comply with AISC 341-E2-6g, if
complete-joint penetration groove welds are used. When column splices are
made with bolts, they shall have a required flexural strength that is at least equal
Carlsbad PC2019-0066.Revl (PREV2020-0053)
4-17-2020
to RyFyZx (LRFD) or RyFyZx/1.5(ASD), of the smaller column. The required shear
strength of column web splices shall be at least equal to LMpJH (LRFD) or
LMpJ1 .5 H (AS □) where LMpc is the sum of nominal plastic flexural strengths of
the columns above and below the splice.
16. Not only shall the moment frame be limited in horizontal deflection as stated
above, (show in calcs how much deflection is present) but the beam must also be
with in code limits for deflection vertically. Provide calc to show vertical deflection
using load combos to show code minimums L/180 and L/360 are achieved.
ADDITIONAL
17. To speed up the review process, please note on this list (or a copy) where each
correction item has been addressed, i.e., plan sheet, note or detail number,
calculation page, etc. Cloud all edits.
18. Please indicate here if any changes have been made to the plans that are not a
result of corrections from this list. If there are other changes, please briefly
describe them and where they are located in the plans.
Have changes been made to the plans not resulting from this correction
list? Please indicate: □ Yes □ No
19. 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 Erich A. Kuchar, P.E. at Esgil. Thank
you.
Carlsbad PC2019-0066.Revl (PREV2020-0053)
4-17-2020
[DO NOT PAY-THIS IS NOT AN INVOICE]
VALUATION AND PLAN CHECK FEE
JURISDICTION: Carlsbad
(PREV2020-0053)
PLAN CHECK#.: PC2019-0066.Revl
PREPARED BY: Erich A. Kuchar, P.E.
BUILDING ADDRESS: 2742-2752 State Street
BUILDING OCCUPANCY: B/A2
Bl.lLDING AREA
PORTION (Sq.Fl)
Strucb.11al Revisions
Air Corditioring
Fire Sprinklers
TOTAL VALUE
Jurisdiction Code cb
...
J llklg, Permit Fte by Ordinance I~
I f\t~.J;'.
i Plan Cht<k fee by Ordinance L::~d
l '.f!."I Z-~:
Valuation
Wtiplier
By Ordinance
Tw,e of Review: r Complete Review
Reg.
Mod.
DATE: 4-17-2020
VALUE
r Structural Only
r Repetitlvefee -. I ~!'Jl Repeats
r Other
P' Hourlv
EIIGIFee
~Hrs.@*
,, ,, ,, ~
• Based on hourly rate
($)
$420.007
Sheet 1 of 1
State Street Remodel
2742 State Street
Carls bad, CA, 92008
Structural Calculations -19141
Qualls Engineering
Structural Engineering Services
ft.}9-6 >9 -OO(o Co
Greg Coleman
Phone: 805-7 46-6516
fftv~ ~oon
Qualls Engineering
Structural Engineering Services Project: State Street
Engineer: CG ------------
Correction Responses
Correction 2:
See added calculations on pages 5-11 for the shear transfer to the foundation.
a) See revised calculations that use overstrength-amplified seismic forces.
Sheet
Job#: 19141
Date:
b) Since the loads are amplified by omega, this is sufficient to satisfy the AC! ductility requirements.
c) The base connections are analyzed as pinned, and therefore the grade beam has no special requirements
between the frame footings. The wall footing that is between the columns is intended only to mitigate
differential settlement/ rotation.
Correction 3:
Vertical seismic effects are included in the load combinations used. The strength combination envelope used
encompasses combinations 1.36D+2.SE, 0.74D+2.SE, and 1.2D+1.6L,. The drift combination envelope
used encompasses combinations 1.36D+E and 0.74D+E.
Correction 4:
Per AISC 341 provision E2.2, the intent of these prequalified connections is to distribute the plasticity
amongst the beam, panel zone, and column. In our case, the maximum overstrength-amplified moment is
160 k-ft (see page 4 of the calculations), and the elastic capacity of the member is 0.9(50ksi)(57.6in1)/12 =
216 k-ft. Therefore, the connections will not exceed 74% of the elastic capacity, and there is no plasticity to
distribute. The specified connections meet the intent of the code.
Correction 5:
This is not applicable, since we are not using an RBS connection. The probable maximum moment is equal
to the moment at the column.
Correction 6:
This is not applicable, since we are not using an RBS connection. However, the specified continuity plates
per detail 3/SD2 are equal to the beam flange, which satisfies the requirements of AISC 341 provision
E3.6f.2.a.
Correction 7:
AISC 341 provision E2.6e states that there are no additional panel zone requirements. Also, we are not using
an RBS connection. However, a doubler plate is specified per detail 3/SD2.
Correction 8:
Per page 1 of the calculations, the expected gravity loading at each beam end is 13 kips (ASD). The shear
capacity of the specified erection bolts is 42.4 kips (ASD) per AISC 360 Table 7-1.
Correction 9:
a) The frame is still elastic at 2% drift (also see response to Correction #4). Therefore, the connection is
justified at this rotation.
b) See response to Correction #9a. The weld is 70ksi and the beam is S0ksi, so the flange CJP welds are
sufficient to transfer the moment.
Correction 10:
See response to Correction #7.
Qualls Engineering
Structural Engineering Services
Correction 11:
Project: State Street
Engineer: CG ------------
Sheet:
Job#: 19141
Date:
a) The specified Wl 8x35 members meet the requirements for moderately ductile members per AISC 341
Table 1-3.
b) There are no specified changes in flange area.
Correction 12:
See response to Correction #6.
Correction 13:
See response to Correction #4.
Correction 14:
Detail 21/SD6 specifies full depth web filler and face-mount hangers along the full length of the frame beam.
The wood joists are 16" deep with ¾" plywood over that. The frame beam is 18" deep. Therefore, the frame
beam is braced against twist of the cross-section and meets the requirements of a moderately ductile braced
member per AISC 341 provision D1.2a.
Correction 15:
This is not applicable, since there are no specified column splices.
Correction 16;
See added calculation page 1 for the gravity loading of the frame beam. The total deflection is 0.6in (L/822).
Qualls Engineering
4403 Manchester Ave, Suite 203
Project Title: State Street
Engineer: CG
Project ID: 19141
Project Descr: 1/13
Printed· 27 APR :?0:?0, 4:35PM
Steel Beam File= C:IUsers'fryDropboxl}>rqects\2019J0-1119141-11C.ALCUL-1119141_State_Street • CG.EC6
Software t ENERCALC, INC. 1983-2019, Build 12.19.12.31 ···•··.
DESCRIPTION: F.6 & 1-4 Frame Beam
CODE REFERENCES
Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-1 0
Load Combination Set : ASCE 7-10
Material Properties
Analysis Method : Load Resistance Factor Design
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
Bending Axis : Major Axis Bending
Fy : Steel Yield :
E: Modulus :
50.0 ksi
29,000.0 ksi
. . . . ..
0(0 ,0 .105 )41 32) 0(0.105,0)
e • j
t
W18x35
Span -41.50 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.020, Lr= 0.020 ksf, Tributary Width = 11.50 ft, (Deck)
Point Load : Lr = 1.320 k @ 13.0 ft, (PHP-1)
Point Load : Lr = 1.320 k @ 24.0 ft, (PHP-2)
Varying Uniform Load : D= 0.0->0.1050 k/ft, Extent= 0.0 --» 20.750 ft, Trib Width= 1.0 ft, (Wall Above)
Varying Uniform Load : O= 0.1050->0.0 k/ft, Extent = 20. 750 --» 41 .50 ft, Trib Width= 1.0 ft, (Wall Above)
DESIGN SUMMARY
Maximum Bending Stress Ratio =
Section used for this span
Mu : Applied
Mn • Phi : 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
Overall Maximum Deflections
Load Combmabon Span
+O+Lr 1
Vertical Reactions
Load Combinabon Support 1
Overall MAX1mum 12.881
Overall MINimum 3 954
DOnly 6.589
+O+Lr 12881
+D+0.750Lr 11.308
+0.600 3.954
Lr Only 6.291
0.528 : 1
W18x35
131.730 k-ft
249.375 k-ft
+1.200+1.60Lr
0.000ft
Span# 1
Maximum Shear Stress Ratio =
Section used for this span
Vu : Applied
Max.·-· Defl
0.6061
Support 2
12.483
3 954
6.589
12 483
11010
3.954
5894
0.301 in Ratio=
0.000 in Ratio=
0.606 in Ratio =
0.000 in Ratio =
Location in Span
20.750
Vn • Phi : Allowable
Load Combination
Location of maximum on span
Span# where maximum occurs
1 ,656 >=240.
0 <240.0
822 >=180.
0 <180.0
Load Combination
Support notation Far left is #1
Design OK
0.113: 1
W18x35
17.973 k
159.30 k
+1 .200+1 .60Lr
0.000 ft
Span# 1
Max. • + • Defl Location in Span
0.0000 0.000
Values in KIPS
Qualls Engineering Sheet: 2 -"----
Structural Engineering Services Project: State Street Job#: 19141
Engineer: CG --"-'~--------Date: 04/28/20
Lateral Distribution (Quonset)
N-S Roof
37
Grid Area Load Lenoth or# Cols
A 464 1,705 3
D 1,620 5,953 2
F.6 1,658 6 092 2
J 502 1,845 25.25
plf or#/col
568
2,976
3 046
73
System sscc
OMF
IMF
WSW
~ Wood shcarwall
updated to ]Ml'
Qualls Engineering
Structural Engineering Services
Frame Drifts
Allowable drift = 2%
Load based
onR= 6.51
Building Grid Load
'kios/coll
A 1.46
Main B 4.00
L1 3.40
L2 6.72
Quonset D 2.98
F.6 3.05
R
3.5
4.5
4.5
2.5
3.5
4.5
Sheet: 3 ~---
Project: State Street Job#: 19141
Engineer: __::cC:..:cGe._ ______ _ Date: 4/02/20
Adj. Load Height (ft) Type Cd 6 (in) 6. (in) lkios/coll
2.71 23.33 OMF 3 3.54 5.60
5.78 25 IMF 4 4.28 6.00
4.91 14 IMF 4 3.01 3.36
17.47 12 sscc 2.5 2.78 2.88
5.53 16 OMF 3 2.60 3.84
4.40 10.5 IMF 4 2.40 2.52 ~
Added IMF
Qualls Engineering Sheet: 4 -'-----
Structural Engineering Services Project: State Street Job #: 19141
E ngineer: _C_G _________ _ Date: 4/02/20
Frame Strength (Envelope of 1.36O+2.SE and 0.74D+2.SE and 1.2D+1.6L,)
Load Case/Load Combination End Offset Location
> Load Case ,o, Load Combination ~ Modal Case ~ro.7375 ft
fl
ft
~-------~ .... I s_rre_ng_th ______ .... __ 11 Max and Min .... H
Component I Major lf2 !Ind M3)
ShearV2
ldomentM3
Load Case/Load Combination
·I
OispJay Location
0 1 Show Max
Done
[ J-cnd ] [ 40. 7625
length r ◄ 1.5000
<I) V,, = 159 kips
j I I! A
CD\ [n = 2-1-9 kip-fr
fnd Offset Location
kip
0 Load Case OJ Load Combination Modal Case l I-End l 10.0000 --ft
~' Slre_ngth ____ ~•] I Maund Min ,. )r
Component I Majo( r,12 and M3)
ShearV2
b
Moment IA3
,,
Display Location
l~ Show Max
Done
[ J-End ] j s.02so fl
l ength f 10.5000 ft
¢M,. = 1-19 kip-fr
l.lin z 10.434 kip
at 9.0250 fl
Qualls Engineering
Structural Engineering Services Project: State Street
Engineer: ..:::Cc=G ______ _
Sheet: -"'----5 __
Job#: 19141
Date: 4/02/20
Frame Baspelates
Building Grid Type
A OMF
Main B IMF
L1 IMF
L2 sscc
Quonset D OMF
F.6 IMF
Col-to-Plate Weld
Combination: 1.36D + 2.5E
Fixity
Pinned
Fixed
Fixed
Fixed
Fixed
Pinned
QV" = 1.36(3.8)+2.5(4.4 kips)= 16.2 kips
Vu (k)
4.0
7.9
6.7
17.5
6.4
16.2
<DV" = 1.392kli(6 sixteenths)(2 sides)(15.5in) = 259 kips
DCR = 0.08
---------
Mu (k-ft) Tu (k)
0 0
87 1.5
45 0
210 0
47 7.4
0 0 ~
;\JJcd I I\11'
www.hllti.us
Company:
Specifier:
Address:
Phone I Fax:
E-Mail:
Specifier"s comments:
1 Input data
Anchor type and diameter:
Effective embedment depth:
Material:
Proof:
Stand-off installation:
Anchor plate:
Qualls Engineering
CG
Heavy Hex Head ASTM F 1554 GR. 36 3/4
he,= 12.000 in.
ASTM F 1554
Design method ACI 318-11 / CIP
eb = 0.000 in. (no stand-off); t = 0. 750 in.
; E = 0 psi; fyk = 35998 psi; YMs = 1.100
Page:
Project:
Sub-Project I Pos. No.:
Date:
,:iis.,
Profis Anchor 2.6.6
6
State Street
4/29/2020
Profile:
I, x ly x t = 20.000 in. x 12.000 in. x 0.750 in.; (Recommended plate thickness: calculated (0.039 in.))
W shape (AISC); (L x W x T x FT)= 17.700 in. x 6.000 in. x 0.300 in. x 0.425 in.
Base material: cracked concrete, 4000, fc' = 4000 psi; h = 24.000 in.
Reinforcement: tension: condition B, shear: condition B;
edge reinforcement: none or < No. 4 bar
Seismic loads (cat. C, D, E, or F) Tension load: yes (D.3.3.4.3 (d))
Shear load: yes (D.3.3.5.3 (c))
Geometry [in.) & Loading [lb, in.lb)
z:
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor ( c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
www.hilti.us
Company:
Specifier:
Address:
Phone I Fax:
E-Mail:
Qualls Engineering
CG
2 Load case/Resulting anchor forces
Load case: Design loads
Anchor reactions [lb]
Tension force:(+ Tension, -Compression)
Anchor Tension force Shear force Shear force x
1 0 4050 4050
2 0 4050 4050
3 0 4050 4050
4 0 4050 4050
max. concrete compressive strain: -[%ol
max. concrete compressive stress: -[psiJ
resulting tension force in (x/y)=(0.00010.000): 0 [lb]
resulting compression force in (x/y)=(0.00010.000): 0 [lb]
3 Tension load
1:115;.1
Profis Anchor 2.6.6
Page: 7
Project: State Street
Sub-Project I Pos. No.:
Date: 4/2912020
' y
Shear force y
0
0 .
X
0
0
Load Nua [lb] Capacity ♦ N, [lb] Utilization PN = Nu.f♦ Nn Status
Steel Strength* NIA NIA NIA NIA
Pullout Strength* NIA NIA NIA N/A
Concrete Breakout Strength** NIA NIA NIA NIA
Concrete Side-Face Blowout, direction** NIA NIA NIA NIA
* anchor having the highest loading **anchor group (anchors in tension)
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor { c) 2003-2009 Hilti AG, FL-9494 Schaan H1lti is a registered Trademark of HiHi AG, Schaan
www.hilti.us
Company:
Specifier:
Qualls Engineering
CG
,:i,s.,
Profis Anchor 2.6.6
Page: 8
Project: State Street
Address: Sub•Project I Pos. No.:
Phone I Fax: Date:
E-Mail:
4 Shear load
Load v •• [lb] Capacity ♦ V, [lb]
Steel Strength• 4050
Steel failure (with lever arm)* N/A
Pryout Strength.. 16200
Concrete edge failure in direction "'"' N/A
"'anchor having the highest loading "*anchor group (relevant anchors)
4.1 Steel Strength
Vsa = 0.6 Ase,V futa
$ Vs1eet~Vua
Variables
Ase,V (in.2)
0.33
Calculations
V., (lb]
11623
Results
V.,(lb]
11623
4.2 Pryout Strength
ACI 318-11 Eq. (D-29)
ACI 318-11 Table D.4.1.1
fu1a [psi]
58000
$ steel t V.,[lb]
0.650 7555
V., [lb]
4050
7555
NIA
163982
NIA
Vcpg = kcp [ c::cco) \jl ec,N \jl ed,N 'I' c.N \jl cp,N Nb]
tjl Vcpg ~ Vua
ACI 318-11 Eq. (D-41)
ACI 318-11 Table D.4.1.1
AN, see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b)
ANcO = 9 h~1
"'"·" = (1 +~e")s1.o 3 he1
\jl ed,N = 0.7 + 0.3 ( ~;~:) S 1.0
\jl cp.N = MAX(Ca.min, 1.5he1) s 1.0 Cac Cac
N, = 16 A a "1: h~3
Variables
kcp h91 [in.) ec1,N [in.)
2 12.000 0.000
\jl c,N Cac [in.] k,
1.000 16
Calculations
ANc [in.2] ANcO [in.2] \jl ec1 ,N
2385.00 1296.00 1.000
Results
Vcpg {lb] $ concrete $ seismic
234260 0.700 1.000
ACI 318-11 Eq. (D-5)
ACI 318-11 Eq. (D-8)
ACI 318-11 Eq. (D-10)
ACI 318-11 Eq. (D-12)
ACI 318-11 Eq. (D-7)
ec2.N [in.]
0.000
" ' 1.000
I.If ec2,N
1.000
1.000
Input data and results must be checked for agreement with the existing conditions and for p1ausib11ity1
PROFIS Anchor { c} 2003-2009 Hilli AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Ca min [in.]
1, [psi]
4000
\jl ed,N
1.000
~ V,,, [lb]
163982
412912020
Utilization Pv = Vu.f♦ Vn Status
54 OK
NIA NIA
10 OK
NIA NIA
N, [lb]
1.000 63648
V.,[lb]
16200
www.hilti.us
Company:
Specifier:
Address:
Phone I Fax:
E-Mail:
5 Warnings
Qualls Engineering
CG
1:115;.1
Profis Anchor 2.6.6
Page: 9
Project: State Street
Sub-Project 1 Pos. No.:
Date: 4/29/2020
Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be
sufficiently stiff, in order not to be deformed when subjected to the loading! Input data and results must be checked for agreement with the
existing conditions and for plausibility!
Condition A applies when supplementary reinforcement is used. The ¢> factor is increased for non-steel Design Strengths except Pullout Strength
and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to
your local standard.
• Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard!
• An anchor design approach for structures assigned to Seismic Design Category C, 0, E or Fis given in ACI 318-11 Appendix D, Part 0.3.3.4.3
(a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the
connection design (tension) shall satisfy the provisions of Part 0.3.3.4.3 (b), Part 0.3.3.4.3 (c), or Part 0.3.3.4.3 (d). The connection design
(shear) shall satisfy the provisions of Part D.3.3.5.3 (a), Part D.3.3.5.3 (b), or Part D.3.3.5.3 (c).
• Part 0.3.3.4.3 (b) / part 0.3.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding
at a load level corresponding to anchor forces no greater than the controlling design strength. Part 0.3.3.4.3 (c) I part 0.3.3.5.3 (b) waive the
ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a
non-yielding attachment. Part D.3.3.4.3 (d) / part D.3.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to
equal or exceed the maximum tension I shear obtained from design load combinations that include E, with E increased by Q0•
Fastening meets the design criteria!
Input data and results must be checked for agreement with the existing conditions and for plausib1l1ty !
PROF\S Anchor ( c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
www.hilti.us
Company:
Specifier:
Address:
Phone I Fax:
E-Mail:
6 Installation data
Qualls Engineering
CG
Anchor plate, steel: ; E = 0 psi; fyk = 35998 psi
Profile: W shape (AISC); 17.700 x 6.000 x 0.300 x 0.425 in.
Hole diameter in the fixture: dr = 0.813 in.
Plate thickness (input): 0.750 in.
Recommended plate thickness: calculated (0.039 in.)
Drilling method: Hammer drilled
Cleaning: No cleaning of the drilled hole is required
0 3
~
-
1
1.500
Coordinates Anchor In.
Anchor
1
2
3
4
X
-8.500
8.500
-8.500
8.500
y
-4.500
-4.500
4.500
4.500
10.000
c .• C+x C+y
y
1:11-;~1
Profis Anchor 2.6.6
Page: 10
Project: State Street
Sub-Project I Pos. No.:
Date: 4/29/2020
Anchor type and diameter: Heavy Hex Head ASTM F 1554 GR. 36 3/4
Installation torque: -
Hole diameter in the base material: -in.
Hole depth in the base material: 12.000 in.
Minimum thickness of the base material: 13.000 in.
10.000
4
-
-
'l.
17.000 1.500
Input data and results must be checked for agreement with the exishng cond1hons and for plausibihtyl
PROFIS Anchor ( c) 2003-2009 Hllti AG, FL-9494 Schaan Hilti is a registered Trademark of Hitti AG, Schaan
0 0 "'! ~
0 0 0
<!l
0 0 --: a,
0 0 0
<!l
0
0 "'!
~
www.hilti.us
Company:
Specifier:
Address:
Phone I Fax:
E-Mail:
Qualls Engineering
CG
7 Remarks; Your Cooperation Duties
1:115;.1
Profis Anchor 2.6.6
Page: 11
Project: State Street
Sub-Project I Pas. No.:
Date: 4/29/2020
Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and
security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly
complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using
the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in.
Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you.
Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to
compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms
and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific
application.
You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the
regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use
the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case
by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or
programs, arising from a culpable breach of duty by you.
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor ( c) 2003-2009 Hi\ti AG, FL-9494 Schaan Hilli is a registered Trademark of Hilti AG, Schaan
Qualls Engineering
4403 Manchester Ave, Su~e 203 Beam ar grid 3.5, G-J
12
Printed: 2 APR 2020. 9.59AM
Steel Beam File = C-\Users\Fry'J)ropbox\J>rojectsl2019J0-1119141--1\CAI.CUL-1\SOG&E.ec6
Software I ENERCALC. INC. 1983.2019. Suki 12.19.1231
DESCRIPTION: Rigging Beam
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : ASCE 7-10
Material Properties
Analysis Method : Load Resistance Factor Design
Beam Bracing : Completely Unbraced
Bending Axis: Major Axis Bending
Fy : Steel Yield :
E: Modulus :
50.0 ksi
29,000.0 ksi
..
I. JR)
D(0.02 L~0~-~1 ~-----~-------~
W 12x14
Span = 9 . 1 70 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load(s) for Span Number 1
Point Load : L = 8.0 k @ 4.580 ft, (SDG&E Eyelet)
Uniform Load : D = 0.020, L = 0.10 ksf, Tributary Width= 1.0 ft, (Roof)
DESIGN SUMMARY
Maximum Bending Stress Ratio =
Section used for this span
Mu : Applied
Mn • Phi : Allowable
Load Combination
Location of maximum on span
Span # where maximum occur.;
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
Overall Maximum Deflections
Load Combination Span
+D+L 1
Vertical Reactions
Load Combination Support 1
Overall MAXimum 4619
Overall MINimum 0.094
DOnly 0.157
+D+L 4 619
+D+0.750L 3.504
+0.60D 0094
L Only 4 463
0.831: 1
W12x14
31.425 k-ft
37.800 k-ft
+1.20D+1.60L
4.585ft
Span# 1
Maximum Shear Stress Ratio =
Section used for this span
Vu : Applied
Max.•.• Defl
00951
Support2
4 611
0.094
0,157
4.611
3 497
0.094
4 454
0.093 in Ratio =
0.000 in Ratio =
0.095 in Ratio =
0.000 in Ratio =
Location in Span
4 585
Vn • Phi : Allowable
Load Combination
Location of maximum on span
Span# where maximum occurs
1, 182 >=240.
0 <240.0
1157 >=180.
0 <180.0
Load Combination
Support notation Far left is# 1
Design OK
0.114:1
W12x14
7.329 k
64.260 k
+1.20D+1.60L
0.000 ft
Span# 1
Max • + • Defl Location in Span
0.0000 0000
Values in KIPS
Qualls Engineering
4403 Manchester Ave, Sutte 203 Beam at grid ,\, 10-11
13
Printed: 2 APR 2020, 10:59AM
Steel Beam File = C.1Usm\fry\Oropbox'Projects\2019J0-1119141-11CALaJL-1\19141_State_Stleet . CG.EC6
Software I ENERCALC, INC. 1983-2019, Build.12.19.12.31 . ···•··.
DESCRIPTION: Lofty Coffee Light Support
CODE REFERENCES
Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set : ASCE 7-10
Material Properties
Analysis Method : Load Resistance Factor Design
Beam Bracing : Completely Unbraced
Bending Axis : Major Axis Bending
L 01
( ) • W14x22
Span = 27.170 ft
Fy : Steel Yield :
E: Modulus :
50.0 ksi
29,000.0 ksi
. . .
I ) •
A lied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : L = 0.10 k/ft, Tributary Width= 1.0 ft, (Lights)
DESIGN SUMMARY
Maximum Bending Stress Ratio =
Section used for this span
Mu : Applied
Mn • Phi : 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
Overall Maximum Deflections
Load Combination Span
+D+L 1
Vertical Reactions
Load Combination Support 1
Overall MAx1mum 1659
Overall MIN1mum 0180
DOnly 0300
+O+L 1659
+0+0.750L 1 319
+0600 0 180
L Only 1.359
0.826 : 1
W14x22
17.210 k-ft
20.834 k-ft
+1 .200+1.60L
13.585ft
Span# 1
Maximum Shear Stress Ratio =
Section used for this span
Vu : Applied
Max.•.• Deft
0.2606
Support 2
1.659
0.180
0300
1.659
1.319
0.180
1.359
0.213 in Ratio=
0.000 in Ratio=
0.261 in Ratio=
0.000 in Ratio=
Location in Span
13.663
Vn • Phi : Allowable
Load Combination
Location of maximum on span
Span# where maximum occurs
1,527 >=240.
0 <240.0
1251 >=180.
0 <180.0
Load Combination
Support notation : Far left is # 1
Design OK
0.027: 1
W14x22
2.534 k
94.530 k
+1.200+1.60L
0.000 ft
Span# 1
Max • + • Defl Location in Span
0.0000 0.000
Values in KIPS
PERMIT REPORT
Revision Permit
Print Date: 09/08/2021
Job Address: 2742 STATE ST, # A, CARLSBAD, CA 92008-1628
(City of
Carlsbad
Permit No: PREV2020-0060
Status: Closed -Finaled
Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revisii
Parcel#: 2031811900 Track#: Applied: 04/23/2020
Valuation: $0.00 Lot#: Issued: 05/13/2020
Occupancy Group:
#of Dwelling Units:
Project#: DEV2019-0048 Fina led Close Out: 07/14/2021
Bedrooms:
Bathrooms:
Project Title: STATE STREET COMMONS
Plan#:
Construction Type:
Orig. Plan Check#: PC2019-0066
Plan Check#:
Description: STATE STREET COMMONS: DEFERRED TRUSS (E-REVIEW)
FEE
BUILDING PLAN CHECK REVISION ADMIN FEE
MANUAL BLDG PLAN CHECK FEE
Property Owner:
STATE STREET COMMONS, LLC
2659 STATE ST, # 100
CARLSBAD, CA 92008-1627
(619) 840-7721
Total Fees: $297.50 Total Payments To Date: $297.50
Building Division
Inspector:
Final Inspection:
CoApplicant:
C2 BUILDING GROUP
107 S CEDROS AVE, # STE 220
SOLANA BEACH, CA 92075-1994
(858) 232-0213
Balance Due:
1635 Faraday Avenue, Carlsbad CA 92008-7314 I 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov
AMOUNT
$35.00
$262.50
$0.00
Page 1 of 1
APPLICATION
MISSING
FOR THIS
PROJECT
1