HomeMy WebLinkAbout2140 BASSWOOD AVE; ; CBR2021-1792; PermitBuilding Permit Finaled
Residential Permit
Print Date: 11/21/2023
Job Address:
Permit Type:
Parcel#:
Valuation:
Occupancy Group:
#of Dwelling Units:
Bedrooms:
Bathrooms:
Occupant Load:
Code Edition:
Sprinkled:
Project Title:
2140 BASSWOOD AVE, CARLSBAD, CA 92008-1112
BLDG-Residential Work Class:
1671303500 Track#:
$133,263.47 Lot#:
Project#:
Plan#:
Construction Type:
Orig. Plan Check#:
Plan Check#:
Addition
Permit No:
Status:
Ccityof
Carlsbad
CBR2021-1792
Closed -Finaled
Applied: 06/21/2021
Issued: 03/03/2022
Finaled Close Out: 11/21/2023
Final Inspection: 11/17/2023
INSPECTOR: Kersch, Tim
Renfro, Chris
Alvarado, Tony
Description: PETERSON: 440 SF DETACHED WORKSHOP ADDITION// 149 SF DECK// 1,460 SF REMODEL
Applicant: Property Owner:
A DESIGN
ALISA EICHELBERGER
CO-OWNERS PETERSON TIMOTHY RAND
PETERSON WENDY A
3505 TRIESTE DR
CARLSBAD, CA 92010-2840
(760) 889-8931
FEE
BUILDING PLAN CHECK FEE (BLDG)
2140 BASSWOOD AVE
CARLSBAD, CA 92008
BUILDING PLAN REVIEW -MINOR PROJECTS (LDE)
BUILDING PLAN REVIEW-MINOR PROJECTS (PLN)
DECKS/BALCONY -NEW /REPLACE
DETACHED ACCESSORY & UTILITY USES
GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION
REMODEL-RESIDENTIAL-OTHER
SB1473 -GREEN BUILDING STATE STANDARDS FEE
STRONG MOTION -RESIDENTIAL (SMIP)
SWPPP INSPECTION FEE TIER 1-Medium BLDG
SWPPP PLAN REVIEW FEE TIER 1 -Medium
Total Fees: $3,771.21 Total Payments To Date:
NOTICE:
$3,771.21 Balance Due:
AMOUNT
$522.69
$194.00
$98.00
$825.00
$790.80
$175.00
$807.40
$6.00
$17.32
$271.00
$64.00
$0.00
Please take NOTICE that approval of your project includes the "imposition" of fees, dedications, reservations, or other exactions
collectively referred to as "fees." You have 90 days from the date this permit was issued to protest the imposition of these fees. To protest
the imposed fees, you must follow the protest procedures set forth in Government Code Section 66020(a) and file the protest with the City
Manager. Failure to timely follow the required procedures will bar any subsequent legal action to attack, review, set aside, void, or annul
the imposition of these fees.
You are FURTHER NOTIFIED of your right to request an audit to review the fees imposed on your project. To request an audit, follow the
procedures provided in Government Code Section 66023(a). Additionally, you may file a written request for mailed notice for the public
meeting to review the fee account or fund information related to certain fees that are imposed as a result of the approved permit.
You are FURTHER NOTIFIED that your right to protest the specified fees DOES NOT APPLY to water and sewer connection fees and capacity
changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project, NOR DOES
IT APPLY to any fees of which you have previously been given a NOTICE similar to this, and the statute of limitation has expired.
Building Division Page 1 of 1
1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov
("cicyof
Carlsbad
RESIDENTIAL
BUILDING PERMIT
APPLICATION
B-1
Plan Check~)-/19,.J
Est. Value ,7f>JJ,3 2 3. <£1 I 1119 PC Deposit _______ _
Job Address 1.,j 'fo Ba sswoo 0, Av Uh-1..\.g_, Sulte: __ ____,APN: I (p 7 -130-35-oo
CT/Project #: ______________ Lot#: 2.,. 0 Year Built: I °{lg '5
Fire Sprinklers: QvEs())f[o Air Condltlonlng:Q YES ~O Electrical Panel Upgrade: ~SQ NO
BRIEF DESCRIPTION OF WORK: ~~ Y-t;w1oc,{aj ( 11 4(R O s,b CtN\ ~ v'\ehJ
ddltlon/New: 't'-t D iving SF, / ':f 1~ck SF,, ___ Patio SF,, ___ Garage ~Lf:S-O ~FJ
Is th~ create an Accessory Dwelling Unit? 0 Y (v1f New Fireplace? (?JY O N , if yes how many? _L_
BRemodel: I, l/-(J O SF of affected area Is the area a conversion or change of use? Qy M >
0 Pool/Spa: ___ ..... SF Additional Gas or Electrical Features? __________ _
osolar: ___ ,KW, ___ Modules, Mounted:ORoof OGround, Tilt: 0 YON, RMA: Qy ON,
Battery:OY ON, Panel Upgrade: Qy ON
D Reroof: ______________________________ _
D Plumbing/Mechanical/Electrical
D Only: Other:
This permit Is to be Issued In the name of the Property owner as Owner-Builder, licensed contractor or Authorized Agent of the
owner or contractor. The person listed as the Applicant below will be the main point of contact throughout the permit process.
PROPERTY OWNER . APPLICANT O PROPERTY OWNERS AUTHORIZED AGENT APPLICANT 0
Name:TjYY) K'We,ndy: f-e,'tlK'i-lN) Name:, ______________ _
Address: '2-], 0 Wi !Sex) ;'>f-r ee.-+-Address: _______________ _
Cltv: Ccvcl< b a.o( State: e.A--Zip: 9 "2-00 i Clty:, __________ state:, __ Zip: ___ _
Phone: lo';z0 ':f:5lj:. % 33 . Phone: _______________ _
Email: )N±t;J iase@gm""'~ \, [AYY) Email: ________________ _
DESIGN? OFESSIO~ APPLICANT ~CONTRACTOR OF RECORD APPLICANT 0
Name: ~ ic'-3q. ~C:::b?\ bt:ffl e::::r:::: Name: ______________ _
Address: ~ 2 l> 6 :frj e.(k--: 'l:. O\ct' a Address:, ______________ _
Cltvt'cvr Is 17a 0 State: l\:!--zip: 't-W c cQ Clty: ________ State:, __ _..Zi,p: _____ _
Phone: ::Ju Q • 'b 'i! "l. 8 4 -~ I • Phone: ______________ _
Email: 0, )~ S4 I@) 0, 0 e §i eJ n~sb~ , C CW' ·email: ________________ _
Architect State License:__________ State Llcense/class: _____ ,Bus. License: ___ _
1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602•2719 Fax: 76().602~8558 Email: Bui1ding@carl5badca.gov
REV. 08/20
IDENTIFY WHO WILL PERFORM THE WORK BY COMPLETING (OPTION A) OR (OPTION B) BELOW:
(OPTION A): LICENSED CONTRACTOR DECLARATION:
I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3
of the Business and Professions Code, and my license is in full force and effect. I also affirm under penalty of perjury one of the
following declarations:
DI have and wllt 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 ls Issued. Policy No., _____________________________________ _
0 l have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued.
My workers' compensation insurance carrier and policy number are: Insurance Company Name: ____________________ _
Polley No. _________________________ Explratlon Date: _____________ _
0 Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become
subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverap Is unlawful and shaH subject an employer to
criminal penalties and civil fines up to $100,000.00, in addition the to the cost of compensation, dama1es as provided for In Section 3706 of the Labor Code,
Interest and attorney's fees.
CONSTRUCTION LENDING AGENCY. IF ANY:
I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (I) Civil Code).
Lender's Name: ____________________ .Lender's Address: ___________________ _
CONTRACTOR PRINT: _________ SIGN: _________ DATE: _____ _
(OPTION B): OWNER-BUILDER DECLARATION:
I hereby affirm that I am exempt from Contractor's License Law far the following reason:
0 I, as owner of the property or my employees wlth 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).
~ner 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).
0 l am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason:
"Owner Builder acknowledgement and verification form" has been filled out, signed and attached to this application.
0 Owners "Authorized Agent Form" has been filled out, signed and attached to this application giving the agent authority to obtain the permit on the owner's behalf
By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the
improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder if it has not been constructed in its entirety by licensed
contractors. I understand that a copy of the applicable law, Section 7044 of the Business and Professions Code, is available upon request when this application is
submitted or at the fol/owing Web site: http://www.leginfo.ca.gov/calaw.html.
-W--OWNER PRINT: l,t,Je.¥kt fe-kf<;c.vi SIGN: ~ <
APPLICANT CERTIFICATION: SIGNATURE REQUIRED AT THE TIME OF SUBMITTAL
DATE: tJv !t,:t-f zcz...f T I
By my signature below, I certify that: I am the property owner or State of California Licensed Contractor or authorized to act on the property
owner or contractor's behalf. I certify that I have read the application and state that the above information is co"ect 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. I ALSO AGREE TO SAVE;
INOEMNIFY ANO KEEP HARMLESS THE CITY OF CARLSBAD AGAINST' All UABILmES, JUDGMENTS, COSTS ANO EXPENSES WHIOi 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.
APPLICANT PRINT:'4--li sq "8' c,he,, \ keqjVIGN: ~ DATE: (I J -r /14 2--\ tl °be<;'j V\ --------------I
1635 Faraday Ave carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov
2 REV. 08/20
(·city of
Carlsbad
OWNER-BUILDER
ACKNOWLEDGEMENT
FORM
8~1
Development Services
Building Division
1635 Faraday Avenue
760-602-2719
www.carlsbadca.gov
OWNER-BUILDER ACKNOWLEDGMENT FORM
Pursuant to State of California Health and Safety Code Section 19825-19829
To: Property owner I
An application for construction permit(s) has been submitted in your name listing you as the owner-builder of the
property located at:
Site Address 1--,/ tf:o '°BC1.SS woc>tl A:ve-Y\V~. Ca...r ls~e:u/' cA-. g-zoo~ I >
The City of Carlsbad ("City") is providing you with this Owner-Builder Acknowledgment and Verification form
to inform you of the responsibilities and the possible risks associated with typical construff~iPts issued
in your name as the Owner-Builder. r...:: l.,-t:: f VJ:: D
JI 1\1 The City will not issue a construction permit until you have read and initialed your unders't~nd2,j <1!/J;!'lch
provision in the Property Owner Acknowledgment section below and sign the form. ~~of the owner
cannot execute this notice unless you, the property owner, complete the Owner's A~t}'/"1~~,!{0
It is accepted by the City of carlsbad. G 0/V/StON
INSTRUCTIONS: Please read and initial each statement below to acknowledge your understanding and
verification of this information by signature at the bottom of the form. These are very important construction
related acknowledgments designed to inform the property owner of his/her obligations related to the requested
permit activities.
I. --.t!.L.I understand a frequent practice of unlicensed contractors is to have the property owner obtain an "Owner
Builder" building permit that erroneously implies that the property owner is providing his or her own labor and
material personally. I, as an Owner-Builder, may be held liable and subject to serious financial risk for any injuries
sustained by an unlicensed contractor and his or her employees while working on my property. My homeowner's
insurance may not provide coverage for those injuries. I am willfully acting as an Owner-Builder and am aware of
the limits of my insurance coverage for injuries to workers on my property.
II. ~ I understand building permits are not required to be signed by property owners unless they are responsible
for the construction and are not hiring a licensed contractor to assume this responsibility.
Ill. __.kt.___1 understand as an "Owner-Builder" I am the responsible party of record on the permit. I understand that I
may protect myself from potential financial risk by hiring a licensed contractor and having the permit filed in his
or her name instead of my own.
IV. if I understand contractors are required by law to be licensed and bonded in California and to list their license
numbers on permits and contracts.
V. ~I understand if I employ or otherwise engage any persons, other than California licensed contractors, and
the total value of my construction is at least five hundred dollars ($500), including labor and materials, I may be
considered an "employer" under state and federal law.
1 REV. 08/20
Owner-Builder Acknowledgement Continued
VI. ....lc£1 understand if I am considered an ''employer" under state and federal law, I must register with the state
and federal government, withhold payroll taxes, provide workers' compensation disability insurance, and
contribute to unemployment compensation for each "employee." I also understand my failure to abide by these
laws may subject me to serious financial risk.
VII. JAP.._ I understand under California Contractors' State License Law, an Owner-Builder who builds single-family
residential structures cannot legally build them with the intent to offer them for sale, unless all work is performed
by licensed subcontractors and the number of structures does not exceed four within any calendar year, or all of
the work is performed under contract with a licensed general building contractor.
VIII. ¥-1 understand as an Owner-Builder if I sell the property for which this permit is issued, I may be held liable
for any financial or personal injuries sustained by any subsequent owner(s) which result from any latent
construction defects in the workmanship or materials.
IX. ~ I understand I may obtain more information regarding my obligations as an "employer" from the Internal
Revenue Service, the United States Small Business Administration, the California Department of Benefit
Payments, and the California Division of Industrial Accidents. I also understand I may contact the California
Contractors' State License Board (CSLB) at 1-800-321-CSLB (2752) or www.cslb.ca.gov for more information
about licensed contractors.
X. ld..£...1 am aware of and consent to an Owner-Builder building permit applied for in my name, and understand
that I am the party legally and financially responsible for proposed construction activity at the following address:
XI. U1 agree that, as the party legally and financially responsible for this proposed construction activity, I will abide
by all applicable laws and requirements that govern Owner-Builders as well as employers.
XII. uJ!._1 agree to notify the issuer of this form immediately of any additions, deletions, or changes to any of the
information I have provided on this form.
Licensed contractors are regulated by laws designed to protect the public. If you contract with someone who
does not have a license, the Contractor's State License Board may be unable to assist you with any financial loss
you may sustain as a result of a complaint. Your only remedy against unlicensed Contractors may be in civil court.
It is also important for you to understand that if an unlicensed Contractor or employee of that individual or firm
is injured while working on your property, you may be held liable for damages. If you obtain a permit as Owner-
Builder and wish to hire contractors, you will be responsible for verifying whether or not those contractors are
properly licensed and the status of their workers' compensation coverage.
Before a building permit can be issued, this form must be completed, signed by the property owner and returned
to the City of Carlsbad Building Division.
I dee/ore under penalty of perjury that I have read and understand all of the information provided on this form and that my responses, including my
authority to sign this form, is true and correct. I om aware that I hove the option to consult with legal counsel prior to signing this form, and I have
either (1) consulted with legal counsel prior to signing this form or (2) hove waived this right in signing this form without the advice of legal counsel.
Property Ow r Name (PRINT) ne Signature
2 REV. 08/20
{ City of
Carlsbad
OWNERS
AUTHORIZED
AGENT FORM
8-62
Development Services
Building Division
1635 Faraday Avenue
760-602-2719
www.carlsbadca.gov
JUr✓ 2 l 2021
CITY OF CARLSBAD OWNER'S AUTHORIZED AGENT FORMDING DIVISION
Only a property owner, contractor or their authorized agent may submit plans and applications far building
permits. To authorize a third-party agent to sign for a building permit, the owner's third party agent must bring
this signed form, which identifies the agent and the owner who s/he is representing, and for what jobs s/he
may obtain permits. The form must be completed in its entirety to be accepted by the City for each separate
permit application.
Nate: The fol/owing Owner's Authorized Agent form is required to be completed by the
property owner only when designating on agent to apply for a construction permit
on his/her behalf.
AUTHORIZATION OF AGENT TO ACT ON PROPERTY OWNER'S BEHALF
Excluding the Property Owner Acknowledgement, the execution of which I understand is my personal responsibility,
I hereby authorize the following person(s) to act as my agent(s) to apply for, sign, and file the documents necessary
to obtain an Owner-Builder Permit for my project.
Scope of Construction Project (or Description of Work): __________________ _
ProjectLocationorAddress: Z,)'tO ~ ct<,;,<;.wooO\._ ~-, Co.,r}$ba.u(, c+. 'l2-00& I
~ "'l)e_5~'DY\. I
Name of Authorized Agent: A\"\<:;. IA.. f:::l'-vb-e_f 6:?:r@e.c: Tel No. fl.eQ · g 1> q . g~ 3 / •
Address of Authorized Agent: ~ 5D s T n-e....&"::!e: '1-i r '
Cwr:tsl:?e. d. . C',4 . q"U> 1 o
I declare under penalty of perjury that I am the property owner for the address listed above and I personally filled
out the above information and certify its accuracy.
¥' Property Owner's Signature: --<SbS==~=-~~~======. ______ Date:
1
Building Permit Inspection History Finaled
("cityof
Carlsbad
PERMIT INSPECTION HISTORY for (CBR2021-1792)
Permit Type: BLDG-Residential
Work Class: Addition
Status: Closed -Finaled
Application Date: 06/21/2021 Owner: CO-OWNERS PETERSON TIMOTHY R
AND PETERSON WENDY A
Issue Date: 03/03/2022 Subdivision: FALCON HILL UNIT#2
Expiration Date: 02/26/2024
IVR Number: 34063
Address: 2140 BASSWOOD AVE
CARLSBAD, CA 92008-1112
Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection
Date Start Date Status
02/09/2023 02/09/2023 BLDG-31 202852-2023 Passed Tony Alvarado
Underground/Conduit -
Wiring
Checklist Item
BLDG-Building Deficiency
NOTES Created By
Angie Teanio
COMMENTS
February 9, 2023:
1. Preconstruction meeting requirements,
tier1 level (SWPPS) and erosion control
measures, and al1 pre-construction for City
Of Carlsbad requirements discussed with
contractor representative Marshall.
2. Underground electrical conduit from
point of connection at existing dwelling to
new point of connection at detached
workshop structural-OK.
TEXT
760-578-5252 Marshall II AM
BLDG-SW-Pro-Con
Checklist Item
202853-2023
COMMENTS
Passed Tony Alvarado
BLDG-Building Deficiency
NOTES Created By
Angie T eanio
February 9, 2023:
1. Preconstruction meeting requirements,
tier1 level (SWPPS) and erosion control
measures, and all pre-construction for City
Of Carlsbad requirements discussed with
contractor representative Marshall.
2. Underground electrical conduit from
point of connection at existing dwelling to
new point of connection at detached
workshop structural-OK.
TEXT
760-578-5252 Marshall// AM
02/22/2023 02/22/2023 BLDG-21 203891-2023 Failed Chris Renfro
02/2312023 02/23/2023
Underground/Underflo
or Plumbing
Checklist Item
BLDG-Building Deficiency
NOTES Created By
Angie Teanio
Tuesday, November 21, 2023
COMMENTS
Not ready. Underground plumbing, not
topped out.
TEXT
760-578-5252 Marshall// AM
Passed
Yes
Created Date
02/0812023
Passed
Yes
Created Date
02/08/2023
Complete
Complete
Reinspection Incomplete
Passed
No
Created Date
0212112023
Page 1 of4
PERMIT INSPECTION HISTORY for (CBR2021-1792)
Permit Type: BLDG-Residential Application Date: 06/21/2021 Owner: CO-OWNERS PETERSON TIMOTHY R
AND PETERSON WENDY A
Work Class: Addition Issue Date: 03/03/2022 Subdivision: FALCON HILL UNIT#2
Status:
Scheduled
Date
03109/2023
05110/2023
07/03/2023
Closed -Finaled Expiration Date: 02/26/2024 Address: 2140 BASSWOOD AVE
CARLSBAD, CA 92008-1112 IVR Number: 34063
Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection
Start Date Status
BLDG-21 204099-2023 Passed Chris Renfro
Underground/Underflo
or Plumbing
Checklist Item COMMENTS Passed
BLDG-Building Deficiency Yes
NOTES Created By TEXT Created Date
Angie T eanio 760-578-5252 Marshall// AM 02/21/2023
Angie T eanio 760-578-5252 Marshall 02/23/2023
BLDG-31 204100-2023 Passed Chris Renfro
Underground/Conduit -
Wiring
Checklist Item COMMENTS Passed
BLDG-Building Deficiency Yes
NOTES Created By TEXT Created Date
Angie Teanio 760-578-5252 Marshall 02/23/2023
03/09/2023 BLDG-11 205140-2023 Passed Chris Renfro
Foundatlon/Ftg/Plers
(Rebar)
Checklist Item COMMENTS Passed
BLDG-Building Deficiency Form certification received. Yes
NOTES Created By TEXT Created Date
Angie Teanio 760-578-5252 Marshall// AM 03/08/2023
05110/2023 BLDG-15 Roof/ReRoof 210591-2023 Passed Chris Renfro
(Patio)
Checklist Item COMMENTS Passed
BLDG-Building Deficiency Yes
NOTES Created By TEXT Created Date
Angie Teanio 760-578-5252 Marshall 05/09/2023
06/30/2023 BLDG-84 Rough 216090-2023 Partial Pass Tim Kersch Reinspection
Combo(14,24,34,44)
Tuesday, November 21, 2023
Inspection
Complete
Complete
Complete
Complete
Incomplete
Page 2 of 4
PERMIT INSPECTION HISTORY for (CBR2021-1792)
Permit Type: BLDG-Residential Application Date: 06/21/2021 Owner: CO-OWNERS PETERSON TIMOTHY R
AND PETERSON WENDY A
Work Class: Addition Issue Date: 03/03/2022 Subdivision: FALCON HILL UNIT# 2
Status: Closed -Finaled Expiration Date: 02/26/2024
IVR Number: 34063
Address: 2140 BASSWOOD AVE
CARLSBAD, CA 92008-1112
Scheduled
Date
Actual Inspection Type
Start Date
Inspection No. Inspection Primary Inspector Reinspection Inspection
Checklist Item
BLDG-Building Deficiency
BLDG-14
Frame-Steel-Bolting-Welding
(Decks)
BLDG-24 Rough-Topout
BLDG-34 Rough Electrical
BLDG-44
Rough-Ducts-Dampers
NOTES Created By
Angie Teanio
Status
COMMENTS
Had to roll call due to code case.
Underground at pod. Completed
TEXT
760-578-5252 Marshall
07/13/2023 07/13/2023 BLDG-18 Exterior 217299-2023 Passed
Lath/Drywall
Checklist Item COMMENTS
BLDG-Building Deficiency
BLDG-84 Rough
Combo(14,24,34,44)
217300-2023 Passed
Checklist Item
BLDG-Building Deficiency
BLDG-14
Frame-Steel-Bolting-Welding
(Decks)
BLDG-24 Rough-Topout
BLDG-34 Rough Electrical
BLDG-44
Rough-Ducts-Dampers
NOTES Created By
Angie Teanio
COMMENTS
Had to roll call due to code case.
Underground at pod. Completed
TEXT
760-578-5252 Marshall
07/31/2023 07/31/2023 BLDG-17 Interior 219041-2023 Passed
08/29/2023
Lath/Drywall
Checklist Item COMMENTS
BLDG-Building Deficiency
BLDG-Electric Meter
Release
219212-2023
Checklist Item COMMENTS
BLDG-Building Deficiency
08/29/2023 BLDG-17 Interior
Lath/Drywall
222174-2023
Checklist Item COMMENTS
BLDG-Building Deficiency
Tuesday, November 21, 2023
Passed
Passed
Tim Kersch
Tim Kersch
Chris Renfro
Chris Renfro
Chris Renfro
Passed
No
No
Yes
No
No
Created Date
06/29/2023
Passed
Yes
Passed
Yes
Yes
Yes
Yes
Yes
Created Date
06/29/2023
Passed
Yes
Passed
Yes
Passed
Yes
Complete
Complete
Complete
Complete
Complete
Page 3 of 4
PERMIT INSPECTION HISTORY for (CBR2021-1792)
Permit Type: BLDG-Residential
Work Class: Addition
Status: Closed -Finaled
Application Date: 06/21/2021 Owner: CO-OWNERS PETERSON TIMOTHY R
AND PETERSON WENDY A
Issue Date: 03/03/2022 Subdivision: FALCON HILL UNIT#2
Expiration Date: 02/26/2024
IVR Number: 34063
Address: 2140 BASSWOOD AVE
CARLSBAD, CA 92008-1112
Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection
Date Start Date Status
11117/2023 1111712023 BLDG-Final Inspection 230847-2023 Passed Tony Alvarado
Tuesday, November 21, 2023
Checklist Item
BLDG-Plumbing Final
BLDG-Mechanical Final
BLDG-Structural Final
BLDG-Electrical Final
COMMENTS
November 17, 2023:
1. Final inspection for final electrical, final
plumbing, final, mechanical and final
structural framing, per structural
engineering plans and detail
specifications-OK.
2. 8-59 waste recycle management form -
filed in City records.
Passed
Yes
Yes
Yes
Yes
Complete
Page 4 of 4
rlrue Nortl1
COMPLIANCE SERVICES
March 27, 2023
City of Carlsbad
Community Development Department • Building Division
1635 Faraday Ave.
City of Carlsbad -FINAL REVIEW
City Penn it No: PREV2023-0033
True North No.: 23-018-208
Carlsbad, CA 92008
Plan Review: Residential Revision
Address: 2140 Basswood Ave
Applicant Name: Jill Bartholic
Applicant Email: jill_ bartholic@yahoo.com
OCCUPANCY AND BUILDING SUMMARY:
Occupancy Groups: Revise this infonnation
Occupant Load: NIA
Type of Construction: V-B
Sprinklers: No
Stories: I
Area of Work (sq. ft.): NIA sq. ft.
The plans have been reviewed for coordination with the pennit application.
Valuation: See Notes Below
Scope of Work: Confinned
Floor Area: See Notes Below
Notes: Revision, valuation and floor area are not provided in the pennit application.
Attn: Building & Safety Department,
True North Compliance Services, Inc. has completed the lli!l!.l review of the following documents for the project
referenced above on behalf of the City of Carlsbad:
I. Drawings: One (1) copy dated March 6, 2023, by A Design.
2. Structural Calculations: One (I) copy dated, by Mid-City Engineering Inc.
The 2022 California Building, Mechanical, Plumbing, and Electrical Codes (i.e., 2021 !BC, UMC, UPC, and 2020
NEC, as amended by the State of California), 2022 California Green Building Standards Code, 2022 California
Existing Building Code, and 2022 California Energy Code, as applicable, were used as the basis of our review.
Please note that our review has been completed and we have no further comments, however, we bring the
following to your attention:
I. This project is Hourly. Please charge the applicant the following hours of plan review.
True North Compliance Services, Inc.
15375 Barranca Pkwy, Suite A202, Irvine, CA 92618
TI 562. 733.8030
Mid-City
ARCHITECTURAL ENGINEERING INC.
/WoodBeem
(IC#; kW-oeii152t7, Build.20.23.2.14
DESCRIPTION: RR-1
CODE REFERENCES
DIGITALLY SIGNED BY CHRISTOPHEIIJ. TURNER, Pf
Calculations per NDS 2018, !BC 2018, CBC 2019, ASCE 7-16
Load Combination Set: IBC 2018
Matertal Properties
Analysl1 Method : Allowable Stress Design
Load Combination : !BC 2018
Wood Species
Wood Grade
Douglas Fir-Larch
No.2
Fb+
Fb-
Fc-Prll
Fc-Perp
Fv
Ft
Beam Bracing Beam is Fufty Braced against lateral-torsional buckling
211.10
5pan=170ft
900.0psi
900.0psi
1,350.0psi
625.0psi
180.0psi
575.0 psi
""""'Flo: :!1-I
(c) ENERCAi.c 1NC 1983-2022
E : ModUIUS of Elasticity
Ebend-xx 1,600.0ksi
Emlnbend -xx 580.0ksl
Density 31 .210pcf
RepelitlYe Member Stress Increase
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.0130, Lr= 0.020 ksf, Tributary Width= 2.0 ft
DESIGN SUMMARY
, Maximum Bending Stress Ratio 0.940 1 Maximum Shear Stress Ratio = 0.248: 1
Section used for this span 2x10 Section used for this span 2x10
fb: Actual t,337.55psi fv: Actual = 55,34psi
F'b = 1.423.13psi PY = 225.00psi
Load Combination +D+Lr Load Combination +O+Lr
Location of maximum on span = 8.500ft Location of maximum on span = 0.000ft
Span# where maximum occw-s Span# 1 Span• where maxmum occurs = Span t 1
Maximufll Deflection
Max Downward T ransisnt Deflection 0.478 In Ratio= 427:>=240 Spa,,: 1 'LrOnly
Max Upward Transienl Deflection o in Ratio= 0<240 n/a
Max Downward T Olal Deflection 0. 788 in Ratio c 258>=180 Span: 1 :+D+Lr
Max Upward Total Deflection O in Ratio= 0<180 nla
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios Mominf 'i1aluii SfiiiP 'viluei
Segment Length Spsn# M V CD CM Cl Cl> C, ___ Cfu --~-Cr M lb Fb V fv F'v
DOnly 0.0 0.00 0.0 0.0
Lellgth = 17.0 ft 0.514 0.135 0.90 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.94 528.9 1.024.7 0.20 21.8 162.0
+O+lr 1.00 1.00 1.00 f.100 1.00 1.00 1.15 0.0 0.00 0.0 0.0
Length"' 17.0 ft 1 0.940 0,246 1.25 1.00 1.00 1.00 1.100 1.00 1.00 1.15 2.38 1,337.5 1,423.1 0.51 55.3 225.0
+0+0.750Lr 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.0 0.00 0.0 0.0
Lenglh = 17.0 ft 0.797 0.209 1.25 1.00 1.00 1.00 1.100 1.00 1.00 1.15 2.02 1,134.9 1,423.1 0.43 47.0 225.0
+0.600 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.0 0.00 0.0 0.0
Length .. 17.0 ft 0.174 0.045 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.15 056 316.1 1,621.6 0.12 13.1 288.0
Mid-City
ARCHITECTURAL ENGINEERING INC. \l. I
I M1J1t1p1e Simple eeam
Li"ci: kW-060100, Bullci.20.23.2.14 Mid-City Architectural Eng1neenng Inc (C) ENeRCMC INC 1983-2022
DHCrlptk>n :
Wood Beam Design : RB-6
catcutatlons per NOS 2811, IBC 2018, CBC 2019, ASCE 7-16
BEAM Size : 3.$xll.& VersaLam, Fully Unbraced USlng ~ Stress Design wilh IBC 2021 Load Combinations, Maior Axis Bending Wood Spede$ : Boise cascade Wood Grade : Versa Lam 3100
Fb-Tension 3100psi Fc-Prll 3000psi Fv 285psi Ebend-xx 2000ksi Density 41.76pcf
Fb-Compr 3100psi Fc-Perp 750psi Ft 2100psi Eminbend-xx530120482ksi
Applied Loads
Unifload: D=0.1040, Lr=0.160k/ft, Trib=1.0ft
Design Summary
Max fb/Fb Ratio • 0.520 -1 lb: Actual: 1,807.15 psi at 7.750ft in Span# t
Fb: Allowable : 3,4TT .39 psi
Load Comb • +D+Lr
Max fv/FvRatio = 0.233 : 1 fv:Actual: 83.07psi at 14.725ft inSpan#1 Fv: Allowable: 356.25 pSI
Load Comb : +D+Lr
Max Reactions (k) I! Lr Left S"1Pl)Ort O .81 L24
R;ght &,pport 0.81 1.24
t! " ns
0(0.1040, Lr(0.160L
3.Sx9.5
15.50ft
Transient Downward 0.418in Total Downward
Ratio 445 Rafo
LC: Lr Only
Transient Upward 0.0001n Total Upward
Ratio 9999 ... .,
LC:
OIG..'TALL'l'SJGNED 6'1' CHRlffl>PHERJ. TUIINEft, PE
-,
0.689 in
269
LC: +O+Lr
0.000 in
9999
LC:
Mid-Cit~
ARCHITECTURAL ENGINEERING INC.
!WooctBeam
UCi : KW-06015297, Butld.20.23.2.14
DESCRIPTION: RR-1
Overall Maximum Deflections
Mid-City Aicfuieauial Engineering lr,e
Load Combination Span Max."·" Defl Location In Span Load Combination
+D+Lr
Vertical Reactions
Load Combination
Max Upward from aff load conditions
Max Upward from Load Combinations
Max Upward from Load Cases
DOnly
+O+L,
+0+0.750Lr
+-0.600
Lr Only
0.7881 8.Mi2
Support nolalion : Far left iS #1
Support 1 Support 2
0.561
0.561
0.340
0.221
0.561
0.476
0.133
0.340
o.ea,
0.561
0.340
0.221
0.561
0.476
0.133
0.340
DfGITAllY SIGNED BY Ct-'RISfOPltEII i JUIINBl, P£
Projocl Fllt, 21-I
(CJ ENERCALC We 198S:2022
Max. "+"Deft Location in Span
0.0000 0.000
Values in KIPS
DATE: 2/18/2022
JURISDICTION: CARLSBAD
PLAN CHECK#.: CBR2021-1792.rc2
• lW
INTERWEST
SET: III
PROJECT ADDRESS: 2140 BASSWOOD AVENUE
PROJECT NAME: SFD REMODEL + WORKSHOP FOR PETERSON
□ APPLICANT
□ JURIS.
~ The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's building codes.
D The plans transmitted herewith will substantially comply with the jurisdiction's codes
when minor deficiencies identified below are resolved and checked by building department staff.
D The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
D The check list transmitted herewith is for your information. The plans are being held at lnterwest
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:
~ lnterwest staff did not advise the applicant that the plan check has been completed.
D lnterwest staff did advise the applicant that the plan check has been completed.
Person contacted: Telephone#:
Date contacted: (by: ) Email:
Mail Telephone Fax In Person
0 REMARKS:
By: David Yao for BD
lnterwest
2/11/2022
Enclosures:
9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576
DATE: 12/02/2021
JURISDICTION: CARLSBAD
PLAN CHECK#.: CBR2021-1792
• lW
INTERWEST
A SAFEbulit COMPANY
SET: II
PROJECT ADDRESS: 2140 BASSWOOD AVENUE
PROJECT NAME: SFD REMODEL + WORKSHOP FOR PETERSON
□ APPLICANT
□ JURIS.
D The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's building codes.
D The plans transmitted herewith will substantially comply with the jurisdiction's codes
when minor deficiencies identified below are resolved and checked by building department staff.
D The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
!ZI The check list transmitted herewith is for your information. The plans are being held at lnterwest
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.
!ZI The applicant's copy of the check list has been sent to:
ALISA EICHELBERGER
D lnterwest staff did not advise the applicant that the plan check has been completed.
0 lnterwest staff did advise the applicant that the plan check has been completed.
Person contacted: ALISA Telephone#: 760 889 8931
Date contacted: (by: ) Email: ALISA@ADESIGN-SHOP.COM
Mail Telephone
0 REMARKS:
By: Bert Domingo
lnterwest
Fax In Person
Enclosures:
11/22/2021
9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576
CARLSBAD CBR2021-1792
12/02/2021
PLAN REVIEW CORRECTION LIST
SINGLE FAMILY DWELLINGS AND DUPLEXES
PLAN CHECK#.: CBR2021-1792 JURISDICTION: CARLSBAD
PROJECT ADDRESS: 2140 BASSWOOD AVENUE
FLOOR AREA:
REMARKS:
DATE PLANS RECEIVED BY
JURISDICTION:
DATE INITIAL PLAN REVIEW
COMPLETED: 12/02/2021
FOREWORD (PLEASE READ):
STORIES:
HEIGHT:
DATE PLANS RECEIVED BY
ESGIL CORPORATION: 11/22/2021
PLAN REVIEWER: Bert Domingo
This plan review is limited to the technical requirements contained in the California Residential
Code, California Building Code, California Plumbing Code, California Mechanical Code,
California I Electrical Code and state laws regulating energy conservation, noise attenuation and
access for the disabled. This plan review is based on regulations enforced by the Building
Department. You may have other corrections based on laws and ordinance by the Planning
Department, Engineering Department, Fire Department or other departments. Clearance from
those departments may be required prior to the issuance of a building permit.
Present California law mandates that construction comply with the 2019 edition of the California
Code of Regulations (Title 24), which adopts the following model codes: 2019 CRC, 2019 CBC,
2019 CPC, 2019 CMG and 2019 CEC.
The above regulations apply, regardless of the code editions adopted by ordinance.
The following items listed need clarification, modification or change. All items must be satisfied
before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of
the 2019 California 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.
DATE: 07/07/2021
JURISDICTION: CARLSBAD
PLAN CHECK#.: CBR2021-1792
• 1W
INTERWEST
SET: I
PROJECT ADDRESS: 2140 BASSWOOD AVENUE
PROJECT NAME: SFD REMODEL + WORKSHOP FOR PETERSON
□ 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 lnterwest
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:
ALISA EICHELBERGER
D lnterwest staff did not advise the applicant that the plan check has been completed.
~ lnterwest staff did advise the applicant that the plan check has been completed.
Person contacted: ALISA Telephone#: 760 889 8931
Date contacted: (by: ) Email: ALISA@ADESIGN-SHOP.COM
Mail Telephone
0 REMARKS:
By: Bert Domingo
lnterwest
Fax In Person
Enclosures:
06/22/2021
9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576
CARLSBAD CBR2021-1792
07/07/2021
PLAN REVIEW CORRECTION LIST
SINGLE FAMILY DWELLINGS AND DUPLEXES
PLAN CHECK#.: CBR2021-1792 JURISDICTION: CARLSBAD
PROJECT ADDRESS: 2140 BASSWOOD AVENUE
FLOOR AREA:
REMARKS:
DATE PLANS RECEIVED BY
JURISDICTION:
DATE INITIAL PLAN REVIEW
COMPLETED: 07/07/2021
FOREWORD (PLEASE READ):
STORIES:
HEIGHT:
DATE PLANS RECEIVED BY
ESGIL CORPORATION: 06/22/2021
PLAN REVIEWER: Bert Domingo
This plan review is limited to the technical requirements contained in the California Residential
Code, California Building Code, California Plumbing Code, California Mechanical Code,
California I Electrical Code and state laws regulating energy conservation, noise attenuation and
access for the disabled. This plan review is based on regulations enforced by the Building
Department. You may have other corrections based on laws and ordinance by the Planning
Department, Engineering Department, Fire Department or other departments. Clearance from
those departments may be required prior to the issuance of a building permit.
Present California law mandates that construction comply with the 2019 edition of the California
Code of Regulations (Title 24), which adopts the following model codes: 2019 CRC, 2019 CBC,
2019 CPC, 2019 CMC and 2019 CEC.
The above regulations apply, regardless of the code editions adopted by ordinance.
The following items listed need clarification, modification or change. All items must be satisfied
before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of
the 2019 California 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.
Mid-Cit~
ARCHITECTURAL ENGINEERING INC.
STRUCTURAL CALCULATIONS
DATE:
PROJECT:
DESIGNER:
JOB NO:
11/11/21
PETERSON REMODEL & WORKSHOP
2140 BASSWOOD AVE.
CARLSBAD, CA 92008
A DESIGN
(760) 889-8931
ALISA@ADESIGN-SHOP.COM
21-028
DIGITALLY SIGNED BY CHRISTOPHERJ. TURNER. PE
> ,_ -0
N
0)
" 'I"'"
I
'I"'"
N
0
N et:: m
0
CHRIS@MIDCITYENG.COM
(619) 784-55r)o
TABLE OF CONTENTS
TOPIC
DESIGN CRITERIA
LOAD TAKE-OFF
VERTICAL-LOAD ANALYSIS & DESIGN
LATERAL-LOAD ANALYSIS & DESIGN
FOUNDATION AND/OR RETAINING WALL DESIGN
OTHER:
SCAI.E:
SHEET
4 ...............
I~
3>.J
Mid-Cit~
ARCHITECTURAL ENGINEERING INC.
GOVERNING CODE:
DESIGN CRITERIA
2019 CB.C. / 20181.B.C
CAlCULATED BY:
DATE;
SCALE :
SAWN LUMBER:
I-JOISTS:
DOUGLAS FIR LARCH, ALLOWABLE STRESSES PER 2018 N.D.S.
BOISE-CASCADE BCI SERIE'.S (ESR# 1336)
ENGINEERED LUMBER: BOISE-CASCADE VERSA-LAM (ESR# 1040)
GLULAMS:
CONCRETE:
DOUGLAS FIR LARCH
24F-V4 FOR SIMPLE SPAN CONDITIONS
24F-V8 FOR CANTILEVER CONDITIONS
ACI 318-14
fc = 2500 PSI, NO SPECIAL INSPECTION REQUIRED {U.N.O.)
MASONRY: TMS402-16/TMS602-16
MEDIUM WEIGHT, ASTM C90, fm = 1500 PSI
SPECIAL INSPECTION REQUIRED
MORTAR: ASTMC270,fc= 1800PSI, TYPES
GROUT: ASTMC476,fc=2000PSI
REINFORCING STEEL: ASTM A615, Fy = 40 KSI FOR #4 AND SMALLER
ASTM A615, Fy = 60 KSI FOR #5 AND LARGER
STRUCTURAL STEEL: AISC 360-16
ASTM A572, Fy = 50 KSI (STEEL SHAPES) (U.N.O.)
ASTM A500, GRADE B, Fy = 46 KSI (STRUCTURAL TUBE)
ASTM A53, GRADE B, Fy = 35 KSI (STRUCTURAL PIPE)
ASTM A36, Fy = 36 KSI (PLATES)
BOLTING: A307, SINGLE PLATE SHEAR CONNECTION
A325-N, A490-N HIGH STRENGTH, SINGLE PLATE SHEAR CONNECTION
WELDING E70XX SERIES-TYPICAL, E90 SERIES FOR A615 GRADE 60 REBAR
SHOP WELDING TO BE DONE IN AN APPROVED FABRICATOR'S SHOP
FIELD WELDING TO HAVE CONTINUOUS SPECIAL INSPECTION
SOIL: 5!'.J EXISTING NATURAL SOIL PER LB C. TABLE 1806.2
ALLOWABLE BEARING PRESSURE: .l':2QQ PSF
ACTIVE SOIL PRESSURE: .......... PCF
ACTIVE SOIL PRESSURE (RESTRAINED): . PCF
PASSIVE SOIL PRESSURE: .... PCF
SOIL DENSITY: PCF
COEFFICIENT OF FRICTION:
SOILS REPORT BY:
PROJECT NO:
DATED:
SOIL CLASSIFICATION:
Mid-Cit~
ARCHITECTURAL ENGINEERING INC. DATE:
SCALE:
LOAD TAKE-OFF
TYPICAL ROOF LOAD
DEAD LOAD:
ROOFING MATERIAL c.CQM1?. .. .$A\1~\(.,~. ): 3 .o PSF
SHEA THING: 1.5
FRAMING: 3.5
INSULATION: 1.5
DRYWALL: 2.5
OTHER/ MISC: 1 .0
·tatACDEADTOAt>: • (3 6 rsF
•• ~;,;~;~~~~~g,cTABLE.1607.1): ••••••••• ~~/g .. ~;~······
TYPICAL FLOOR LOAD
DEAD LOAD:
FLOORING MATERIAL(... .. ): 4.0 PSF
LIGHTWEIGHT CONCRETE .0
SHEATHING: 2.0
FRAMING: 3.5
DRYWALL: 2.5
OTHER/ MISC: 2.0 • TOTAL DEAD.LOAD:···....................................... -.0 PSF
LIVE LOAD (PER C.B.C. TABLE 1607.1 ): 40.0 PSF .. TOT AL FLOOR LOAD: ........................................... ·•···••··• -... .0 •• PS( ........ .
TYPICAL EXTERIOR WALL LOAD
EXTERIOR FINISH ( ..... :S.:t~.U.\?... . .. . ): \ 0 .0 PSF
FRAMING: 1.0
INSULATION: 1.5
DRYWALL: 2.5
OTHER/ MISC: 1 .0 .. TOTAL oF.AD·LoAo,·· ...................................................... rro ·°FsF
TYPICAL INTERIOR WALL LOAD
FRAMING:
DRYWALL:
OTHER/ MISC:
• ·rorAL DEAD.LOAD: •••••
1.0 PSF
5.0
1.0 • •••• ·7.0 PSF
OTHER(. ................ )
.0 PSF
.0
2.0
3.5
2.5
2.0
.0 PSF
.0 PSF ••••• ·····.o···PsF ••••••••••
4.o PSF
.0
2.0
3.5
2.5
2.0 .... \4 0 PSF
bo .0 PSF ··74.o· .. rsF··· .. •••••
OTHER( ............ )
.0 PSF
1.0
1.5
2.5
1.0 .o··rsF· ...
OTHER( .......... )
.0 PSF
.0
2.0
3.5
2.5
2.0 •••• .. :o·rsf··•·····
.0 PSF
.0 PSF
Mid-Cit~ JO .. : -?(~ ou .................. '-':-......................................... .
SH££U: 4 ...........................................
CALCULATED BY:
ARCHITECTURAL ENGINEERING INC. DATf:
SCALE;
VERTICAL-LOAD ANALYSIS & DESIGN
LEVEL ...... K~.◊-t ... ············ 1 ·····,·
MEMBER TYPE: .fffiJ&"iq.e>~.2.
CALLOUT ?-i.~. LsPAN, ... 1.1. ..... FT. UNIFORM LOADONLY?[ii:I
W1 = .(,31'5~)(,3./7 .. 'J . . . .. .. . ........ = .... Ll6 ..... PLF
W2= .............................................................................................. = ...................... PLF
W3=
P1 =
P2 =
P3 =
RI=
PLF
LBS
LBS
LBS
LBS
CALLOUT: ... f~:::.L SPAN: ... 1.b ..... FT. UNIFORM LOAD ONLY?□
~;: (33~)(lb.,'f~). . . .. . .... ... ·:·~:'\:$.. ~t~
IN.
-.[3.?..~,.f5{Jz. ... 1 ............................................................... -.... :;~Hi: ..... .
~1
3:_ •••••••••• • •••• •••••••••••••••••••••••••••••• ·····································=· • • ••••••••• [i~ L,>0' w1-
P2= LBS 1111111 I/If Ii I II I t.~~~~~~~O ·:=~~r~ !• (56' ktos•!~
::.,m•:= ·········· · ·· ·· ···· ·· ······· ······· · ·· ·· ·· ········ · ········ :47~4o~~~! OR t, = l,Of,1 IN q .. ........... ... .. ... .. . . . .. . . .. . .. .
USE J '\c \f, ,, \f ~U\M OR-------------
CALLOUT.f~.::-.k: SPAN: ..... 4 ....... FT. UNIFORM LOAD ONLY? 0
W1 = ........................................................................ PLF
W2 = . . . .. ... . ... PLF '?,
~1
3
: •Ct~~~)•••••••••••:::: :•: : ::: :: :•:• : :::•: : 6.1f/l• [i~ ~
P2= .................................................................................. LBS ~
~= = ~ t ~~: .:::c~1~~.:~~ •. ·::.::.:.••••••· •• ••• : .•• ·••••·:::: ~~~~ •• t~;.RI -z,' I, '&.
Vmax= . . .. ... .. .. . . . . . . . . ......... = 33~.Q .. LBS ' "
Mmax= ................................................... . ........ =.ST1.QFT-LBS
lreq = .................................................. -...... !N ''A OR ~ "" .. 0..2.~_ IN.
" 'I
Mid-City
ARCHITECTURAL ENGINEERING INC.
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2018
Material Properties
Analysis Method : Allowable Stress Design Fb + E : Modulus of Elasticity
Load Combination !BC 2018 Fb.
Fc-P~I
3100 psi
3100psi
3000psi
Ebend-xx 2000ksi
Eminbend -xx i30120482 ksi
Wood Species : Boise Cascade Fe· Perp
Wood Grade : Versa Lam 3100 Fv
Ft
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
Span= 26.0 n
750psi
285psi
2100psi Density 41.76pcf
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load: D = 0.2150, Lr= 0.330 k/ft, Extent= 0.0 -» 15.50 ft, Tnbutary Width= 1.0 ft
UnHoon Load: D = 0.1560, Lr= 0.240 k/ft, Extent= 15.50->> 26.0 ft, TnbutaryWidth = 1.0 ft
__ DESIGN SU/ll"IARY ____________ _ ____ _
Maximum Bending Stress Ratio
Section used for this span
fb: Actual
Fb: Allowable
Load Combination Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0.45Q 1
7x16
1,689.00psi
3,753.10psi
+O+Lr
Maximum Shear Stress Ratio
Section used for this span
fv: Actual
12.431ft
Span# 1
0.646 in Ratio =
0.000 in Ratio=
1.067 in Ratio=
0.000 in Ratio =
Fv: Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
482>=240
0<240
292>=180
0<180
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios Moment Values
Segment Length Span# M V Cd CFN C; Cr Cm C t CL M lb
DOn~
Length = 26.0 ft 0.246 0.124 0.90 0.969 100 100 1.00 1.00 1.00 16.58 666.07
..O<l.r 0.969 1.00 1.00 1.00 1.00 1.00
Length = 26.0 ft 0.450 0.227 1.25 0.969 1.00 1.00 1.00 1.00 1.00 42.04 1,689.00
.0..0.750Lr 0.969 1.00 1.00 1.00 1.00 1.00
Length = 26.0 ft 0.382 0.193 1.25 0.969 1.00 1.00 1,00 1.00 1.00 35.67 1,433.26
..0.60D 0.969 1.00 1.00 1.00 1.00 1.00
Length= 26.0 ft 1 0.083 0.042 1.60 0.969 1.00 1.00 100 1.00 1.00 9.95 399.64
Overall Maximum Deflec:tlons
Load Combination Span Max .• _. Oefl Location in Span Load Combination
..O<l.r 1 1.0673 12,905
= 0.227 : 1
7x16
80.96 psi
= 356.25 psi
+O+Lr = 0.000ft
Span# 1
Shear Values
F'b V ~ F'v
0.00 000 0.00 0.00
2702.23 2.38 31.93 256.50
0.00 0.00 0.00 0.00
3753.10 6.05 80.96 356.25
0.00 0.00 0.00 0.00
3753.10 5.13 68.70 356.25
0.00 0.00 0.00 0.00
4803.96 1.43 19.16 456.00
Max. "+"Deft Location in Span
0.0000 0,1)00
ARCHITECTURAL ENGINEERING INC.
DESCRIPTION: RB-1
Vertical Reactions
Load Combination
Overaff MAximum
Overall MINimum
DOn~
..O<lr
..0..0.750Lr
..0.60D
Lr Only
Support notation Far left is #1 Values in KIPS
Support 1 Suppart 2
6.769 -,..,,,-----------------------
4.099 3.536
2.670 2.301
6.769 5.836
5.744 4.952
1602 1.380
4.099 3.536
Mid-Cit~
ARCHITECTURAL ENGINEERING INC.
=:z:,F;7::e:e:=z:::•m· ,n.rr ••• ===':;'!~ r' ,,., }·
DESCRIPTION: RB-2
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2018
Material Properties
Analysis Method : Allowable Stress Design Fb + E : Modulus of Elasticity
7
Load Combination lBC 2018 Fb-
1000 psi
1000psi
1500psi
625psi
Ebend-xx 1700 ksi
Fc-Pnl Eminbend -xx 620 ksi
Wood Species : Douglas Fir-Larch Fe-Perp
Wood Grade : No.1 Fv
Ft
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
180psi
675psi Density 31.21 pct
Applied Loads
Point Load: D -2.670, Lr-4.10 k@2.0 ft
DESIGN SUMMARY
'Maximum Bending Stress Ratio
Section used for this span
lb: Actual
Fb: Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward Transtent Oefledion
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
;
;
D(2 67) L,(4 1)
4x12
Spao=40ft
Service loads entered. Load Factors will be applied for calculations.
0.800 1
4x12
1. 100.39psi
1,375.00psi
+D->lr
2.000ft
Span# 1
Maximum Shear Stress Ratio
Section used for this span
Iv: Actual
0.013 in Ratio-
0.000 in Ratio=
0.022 in Ratio=
0.000 in Ratio=
Fv: Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
3567>=240
0<240
2160>-180
0<180
;
;
0.573: 1
4x12
128.95 psi
225.00psi
+D+Lr
0.000ft
Span# 1
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios Moment Values Shear Values
Segment Lenglll Span# M V Cct C FN C; c, Cm Ct CL M lb F'b V Iv Pv
0On~ 0.00 0.00 0.00 0.00
Lenglll-4.0 ft 0.436 0.314 0.90 1.100 1.00 1.00 1.00 1.00 1.00 2.67 433.96 990.00 1.34 50.66 162.00
+0-olr 1.100 1()() 1.()() 1.00 1.00 1.00 000 0.00 000 0.00
Lenglll = 4.0 ft 0.600 0.573 1.25 1.100 1.00 1.00 1.00 1.00 1.00 6.77 1,100.39 1375.00 3.39 128.95 225.00
+0<-0.750Lr 1.100 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00
Lenglll = 4.0ft 0.679 0.466 1.25 1.100 1.00 1.00 1.00 1.00 1.00 5.74 933.79 1375.00 2.87 109.43 225.00
<-0.600 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Lenglll = 4.0 ft 1 0.148 0.106 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.60 260.39 1760.00 0.80 30.51 286,00
Overall Maximum Deflections
Load Combination Span Max.•-• Deft Location In Span Load Combination Max.••• Oefl locatbn in Span
+O<!.r 0.0222 2.000 0.0000 0.000
Mid-,-City
ARCHITECTURAL ENGINEERING INC.
DESCRIPTION: RB-2
Vertical Reactions
LOad Combination
Oierall lMXinum
Overafl MINimum
D Only
-O<lr
-0..0.750Lr
..0.60D
Lr Only
3.385
2.050
1.335
3.385
2.873
0.801
2.050
Support notation : Far left is #1
Support2
3.385
2.050
1.335
3.385
2.873
0.801
2.050
Values in KIPS
Mid-Cit~ IO"' 1.l-07_, Q. ·•••·••••••·•• .. ··········--··•·········Q······················
SHE£Tf: , .............. , . q ....................... ., ..... .
CAlCULATED BY;
ARCHITECTURAL ENGINEERING INC. OIi.TE:
SCA!.f:
LEVEL: .. 'foD 'f ,1...· .................... ..
MEMBER TYPE: .... t\\?.~~.S ................. .
CALLOUT: f\1::::: .. \... SPAN: }~? ... FT. UNIFORM LOAD ONLY?li?)
W1 = ..l3.3.'?.~?J(.e>~)_ ........... = l~1. PLF
W2 = ........ ......... ....... ....... ........ ... .. ....... ......... .... ............... ..... PLF
W3= PLF
P1 = LBS
P2 = ................................ ....................... ......... .......... .............. ..... ... . .................. LBS
P3= LBS t
RI= LBS RI
Rr= = LBS
~~~:::::::::::: ::::: : ::: :::::::::: :::: ::::::::·.::~~>~1;; OR A= IN.
USE -t'l4-\\ V OR ----------------
CALLOUT:
W1=
W2=
W3=
P1 =
PZ=
P3=
RI=
Rr=
Vmax=
Mmax=
Ir"'!=
.............. .,
SPAN: .............. FT. UNIFORM LOAD ONL Y?O
PLF
PLF
PLF
.. LBS
.. LBS
LBS
LBS
LBS ......................
LBS . . . . . . . . . . . . . . . . . . . ' . FT-LBS
INA4 OR A= IN.
USE: ________________ OR _______________ _
CALLOUT:
W1=
W2=
W3=
P1 =
P2 =
P3=
RI=
Rr=
Vmax=
SPAN· FT. UNIFORM LOAD ONLY?□
.. PLF
Mmax= -... ., .................... .
lr"'l = ...................................................................................... .
U~ OR
PLF
PLF
LBS
LBS
LBS
LBS
LBS
LBS
FT-LBS
INA4 OR A= IN.
---------------------------------
Mid-Cit~ JOBI: 1 l-DU ................... ~ ...................................... .
sH1;rr,: .................... L.o ......................... ..
CAL(Ul.ATEDBY:
ARCHITECTURAL ENGINEERING ING. DATE;:
SCALE:
LEVEL:. ~'f::................ ... . . ... .
MEMBERTYPE: ... t.b.M'.S ............... .
CALLOUT: ... ?:~~.•,2. SPAN: .... .lt .... FT. UNIFORM LOAD ONL Y?[i)
W1 = .{3:3.e$.f.J(.E.,5..)........... ....... ............. =. L~\ ... PLF
W2 = .......... ................. ... .. ...... .......... .. ... ......... .. . . . .. = PLF
W3= . .......................... ... PLF
P1 = ............................................................ LBS
P2 = ............................................................... ........... .. .................... LBS
~= IBS t
~= IBS ~ Rr= = ....... LBS
;;::;:::::::::::::::::::::: ::: :::::::::::::::::): ::::::::::::: :::: : ri~~1;; OR~= IN.
USE b1-IO * \ OR ___________ _
USE, ____ ._J..__1';_,.._'i.._'...,l"'"-·-__.v_-,.,LA'--'-'-M-=---OR ____________ _
CALLOUT: .. ~::-:.S. SPAN, .. j.,.? .FT. UNIFORM LOAD ONLY?□
USE: ___ 3.L..J.•1 ... :z.:'-''~;__:1L1Ll:'l:J...~--"v_-;,,:kA"-"-'-M_,_ ___ oR _____________ _
Project Title:
Engineer:
Project ID:
Project Descr: \ \
DESCRIPTION:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2018
Material Properties
Analysis Method : Allowable Stress Design
Load Combination IBC 2018
Fb+
Fb •
Wood Species
Wood Grade
Beam Bracing
Fe-Prll
Douglas Fir-Larch Fe -Perp
~1 ~
Ft
Beam is Fully Braced against lateral-torsional buckling
1,350.0 psi
1,350 0 psi
925.0psi
625 0 psi
170,0 psi
675,0 psi
E : Modulus of Elasticity
Ebend-xx 1,600.0ksi
Eminbend -xx 580.0ksi
Density 31.210pcf
r··--····-·---·----·
I
6x10
Sp,IJl"-16.0ft.
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Unifonn Load: D = 0.1110, Lr= 0.170, Tributary Width= 1.0ft
QESIG,N SUMM~R_Y
Maximum Bending Stress Ratio = 0.77l 1 Maximum Shear Stress Ratio
Section used for this span 6x10 Section used for this span
fb: Actual = 1,304.30psi fv: Actual
Fb: Allowable = 1,687.50psi Fv: Allowable
Load Combination +D+Lr Load Combination
Location of maximum on span = 8.000ft Location of maximum on span
Span # where maximum occurs = Span# 1 Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection 0.401 in Ratio= 478>=240 Span: 1 : Lr Only
Max Upward Transient Deflection O in Ratio= 0<240 n/a
Max Downward Total Deflection 0.663 in Ratio= 289>=180 Span:1 : +D+Lr
Max Upward Total Deflection O in Ratio= 0<180 nla
~--· ----···------·
Maximum Forces & Stre1111es for Load Combinations
Load Combination Max Stress Ratios Uomem Values
Segment Length Span# M V Cd CFN Ci c, Cm Ct CL M tb
D Only
Length = 16.0 ft 1 0.424 0.151 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.55 515.22
+D+Lr 1.000 1.00 1.00 1.00 1.00 1.00
Length= 16.0 ft 1 0.773 0.275 \.25 1.000 1.00 1.00 1.00 1.00 1.00 8.99 1,304.30
+D+0.750Lr 1.000 1.00 1.00 1.00 1.00 1.00
Length= 16.0 ft 1 0.656 0.233 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.63 1,107.03
+0.60D 1.000 1.00 1.00 1.00 1.00 1.00
Length = 16.0 ft 1 0.143 0.051 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.13 309.13
Overall Maximum Deflections
Load Combination Span Max."-" Def! Location in Span Load Combination
+D+Lr 0.6629 8.058
Design OK
= 0.275: 1
6x10
= 58.41 psi
= 212.50 psi
+O+Lr
= 15.241 ft
= Span# 1
Sfiear 'v'alues
F'b V Iv F'v
0.00 0.00 0.00 0.00
1215.00 0.80 23.07 15300
0.00 0.00 0.00 0.00
1687.50 2.03 58.41 212.50
0.00 0.00 0.00 0.00
1687.50 1.73 49.58 212.50
0.00 0.00 0.00 0.00
2160.00 0.48 13.64 272.00
Max. "+" Defl Location in Span
0.0000 0.000
L
DESCRIPTION: RB-3
Vertical Reactions
Load Combination
Overall MAX1mum
Overall MINimum
DOnly
+D+Lr
+D+0.750Lr
+0.60D
Lr Only
Project Title:
Engineer:
Project ID:
Project Descr:
Support notation : Far left is #1 Values in KIPS
Support 1 Support 2
2.248 2.248
1.360 1.360
0.888 0.888
2.248 2.248
1.908 1.908
0.533 0.533
1.360 1.360
L
DESCRIPTION: RB-4
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2018
Material Properties
Project Title:
Engineer:
Project ID:
Project Descr: l3
Analysis Method : Allowable Stress Design
Load Combination IBC 2018
Fb+
Fb-
3,100.0 psi
3,100.0psi
3,000.0psi
E : Modulus of Elasticity
Ebend-xx 2,000.0ksi
Fe-Prll Eminbend -xx 1,036.83ksi
WoodSpec,es
Wood Grade
Beam Bracing
Boise Cascade Fe -Perp
Versa Lam 3100 Fv
Ft
Beam is Fully Braced against lateral-torsional buckling
D(OBS4)U(1.36)
7x9.25
Span= 16.0ft.
750.0psi
285.0 psi
2,100.0psi Density 41.760pcf
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load: D = 0.0640, Tributary Width= 1.0 ft
Uniform Load : D = 0.070, L = 0.30 k/11, Extent = 0.0 -» 3.0 ft, Tributary Width = 1.0 ft
Point Load : D = 0.4550, L = 1.950 k @ 3.0 ft
Point Load : D = 0.8840, Lr= 1.360 k @ 8.0 ft
DE$1GN $1.JMMARY ............. .
Maximum Bending Stress Ratio = 0.410 1
Section used for this span 7x9.25
1b: Actual = 1,587.29psi
Fb: Allowable = 3,875.00psi
Load Combination +D+0.750Lr+0.750L
Location of maximum on span :;:::; 6.000ft
Span # where maximum occurs = Span # 1
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0.218 in Ratio=
0 in Ratto =
0.614 in Ratio=
0 in Ratio=
Maximum Forces & Stresses for Load Combinations
Load Combination fMi Sfi'ess Ratios
Segment Length Span# M V Cd CFN C1 Cr
DOnly
Length= 16.0 ft 1 0.277 0.128 0.90 1.000 1.00 1.00
+D+L 1.000 1.00 1.00
Length = 16.0 ft 1 0.393 0.291 1.00 1.000 1.00 1.00
+D+Lr 1.000 1.00 1.00
Length= 16.0 ft 1 0.368 0.136 1.25 1.000 1.00 1.00
+D+0.750Lr+0.750L 1.000 1.00 1.00
Length= 16.0 ft 1 0.410 0.231 1.25 1.000 1.00 1.00
+D+0.750L 1.000 1.00 1.00
Length= 16.0 ft 1 0.308 0.215 1.15 1.000 1.00 1.00
+0.60D 1.000 1.00 1.00
Maximum Shear Stress Ratio
Section used for this span
fv: Actual
Fv: Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
Span: 1 : Lr Only
nla
=
=
=
=
879>=360
0<360
312 >=240
0<240
Span: 1: +D+0.750Lr+0.750L
nla
g"omenf Values
Cm c! CL M 1b F'b
0.00
1.00 1.00 1.00 6.42 772.25 2790.00
1.00 1.00 1.00 0.00
1.00 1.00 1.00 10.12 1,217.01 3100.00
1.00 1.00 1.00 0.00
1.00 1.00 1.00 11.86 1,426.21 3875.00
1.00 1.00 1.00 0.00
1.00 1.00 1.00 13.20 1,587.29 3875.00
1.00 1.00 1.00 0.00
1.00 1.00 1.00 9.12 1,096.82 3565.00
1.00 1.00 1.00 0.00
Design OK
0.291 : 1
7x9.25
83.04psi
285.00psi
+D+L
0.000ft
Span# 1
SMarValues
V fv Pv
0.00 0.00 0.00
1.41 32.72 256.50
0.00 0.00 0.00
3.58 83.04 285.00
0.00 0.00 0.00
2.09 48.47 356.25
0.00 0.00 0.00
3.55 82.27 356.25
0.00 0.00 0.00
3.04 70.46 327.75
0.00 0.00 0.00
Project Title:
Engineer:
Project ID:
Project Descr:
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios Moment Values Shear Values
Segment Length Span # M V Cd C FN M lb F'b V Iv F'v
Length= 16.0 ft 1 0.093 0.043 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.85 463.35 4960.00 0.85 19.63 456.00
Overall Maximum Deflections
Load CombinattOn Span Max. "-" Deft Location in Span Load Combination Max. •+• Deft Location in Span
+D+0.750Lr+0.750L
Vertical Reactions
Load Combination
OveraR MAX,mum
Overall MINimum
DOnly
+D+L
+D+Lr
+D+O. 750Lr+O. 750L
+D+0.750L
+0.60D
Lr Only
LOnly
0.6143 7.708
Support notation : Far left is #1
Support 1 Support 2
2.400
1.514
3.914
2.194
3.824
3.314
0.908
0.680
2.400
0.450
1.059
1.509
1.739
1.907
1.397
0.635
0.680
0.450
0.0000 0.000
Values in KIPS
Project Title:
Engineer:
Project ID:
Project Descr:
L
DESCRIPTION: RB-5
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: IBC 2018
Material Properties
Analysis Method : Allowable Stress Design
Load Combination IBC 2018
Fb+
Fb-
Fc-Prll
Wood Species
Wood Grade
Boise Cascade Fe -Perp
Beam Bracing
Versa Lam 3100 Fv
Ft
Beam is Fully Braced against fateral4orsional buckling
Spa!l=9.50fi
3,100.0psi
3,100.0psi
3,000.0psi
750.0 psi
285.0 psi
2,100.0psi
E : Modulus at ElasUcity
Ebend-xx 2,000.0ksi
Eminbend -xx 1,036.83ksi
Density 41.760pcf
Sl)M'"4.()ft
ApPlied Loads Service loads entered. Load Factors will be applted for calculations.
Load for Span Number 1
Uniform Load : D = 0.0910, L = 0.390 , Tributary Width = 1.0 ft
Load for Span Number 2
Uniform Load : D = 0.0490, L = 0.140 , Tributary Width = 1.0 ft
D~S/c;N $!!.MM!-R't.
Maximum Bending Stress Ratio = 0.3641 Maximum Shear Stress Ratio
Section used for this span 3.5x9.25 Section used for this span
fb: Actual = 1, 129.18psi fv: Actual
Fb: Allowable = 3, 100.00psi Fv: Allowable
Load Combination +D+L Load Combination
Location of maximum on span 5.095ft Location of maximum on span
Span # where maximum occurs = Span# 2 Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection 0.132 in Ratio= 860>=360 Span: 1 : L Only
Max Upward Transient Deflection -0.139 in Ratio= 690>=360 Span: 2 : L Only
Max Downward Total Deflection 0.161 in Ratio= 709>=240 Span: 1 : +D+l
Max Upward Total Deflection -0.163 in Ratio= 588>=240 Span: 2 : +D+l
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios Momeni Qalues
Segment Length Span# M V Cd CFN C; c, Cm Ct CL M lb
DOnly
Length= 9.50 ft 2 0.072 0.073 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.84 201.95
Length= 4.0 ft 2 0.034 0.073 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.39 94.25
+D+L 1.000 1.00 1.00 1.00 1.00 1.00
Length = 9.50 ft 2 0.364 0.339 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.70 1,129.18
Length = 4.0 ft 2 0.117 0.339 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.51 363.52
+D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00
Length = 9.50 ft 2 0.232 0.217 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.73 897.34
Length = 4.0 ft 2 0.076 0.217 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.23 296.20
+0.60D 1.000 1.00 1.00 1.00 1.00 1.00
Length= 9.50 ft 2 0.024 0.025 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.50 121.17
Design OK
= 0.339 : 1
3.5x9.25
= 96.67psi
= 285.00psi
+D+L
= 0.743ft
= Span# 2
Sfiear Values
F'b V Iv F'v
0.00 0.00 0.00 0.00
2790.00 0.41 18.81 256.50
2790.00 0.16 18.81 256.50
0.00 000 0.00 0.00
3100.00 2.09 96.67 285.00
3100.00 0.61 96.67 285.00
0.00 0.00 0.00 0.00
3875.00 1.67 77.21 356.25
3875.00 0.50 77.21 356.25
0.00 0.00 0.00 0.00
4960.00 0.24 11.28 456.00
Project Title:
Engineer:
Project ID:
Project Descr: tb
L
DESCRIPTION: RB-5
Maximum Forces & Stresses for Load Combinations
Load Combination Max stress Rat,os Moment Values Shear Values
M ftl F'b V Iv F'v Segment Length Span # M V Cd C FN
Length = 4.0 ft 2 0.011 0.025 1.60 1.000
Overall Maximum Deflections
Ci Cr Cm Ct. CL ~,c-------------------1. 00 1.00 1.00 1.00 1.00
Load Combination Span
+D+L
Vertical Reactions
Load Combination
Overall MAXmum
Overall MINimum
DOnly
+D+L
+D+0.750L
+0.600
LOnly
1
2
0.24
Max. "~" Deft Location in Span Load Combination
0.1606 4.670
0.0000 4.670 +D+L
Support notation : Far left is #1
Support 1 Support 2 Support 3
2.126
1.735
0.391
2.126
1.692
0.235
1.735
3.200
2.530
0.670
3.200
2.567
0.402
2.530
56.55 4960.00 0.10 11.28 456.00
Max. "+" Deft Location in Span
0.0000 0.000
-0.1630 4.000
Values in KIPS
~-------------------------
Mid-City J()II•.' .......... LL:::.91.i ................ .
SHrnt, I -, ......................... , .... J ................................ .
CALCULATED BY:
ARCHITECTURAL ENGINEERING INC. D,\Tf:
SCALE:
LEVEL, .... 'f:'..o Df: ·······y· .............. .
MEMBER TYPE, .. \\-.O~ ... $. .............. .
CALLOUT .'?-IA.~.k SPAN, .. .\3 ..... FT. UNIFORM LOAD ONLY?□
:;: ~Qrer:~••ie), ; i\9I '" ~ ~!: ::.: .. ~~~;:i~~0:::::••····:··:· ::::: : .:::3.~ft+·. ;;i l>tfs~ss\»,k~s~f
~: ]k~~ 1.i1:i::x ~~~~~•::: :::::: :: :::::::: :::::::: :: \ii~: ~~i !RI ~,; • V,. s' !Rr
~~~:.:::::::::::::::::: :: ::::::::: :::=rt.~ib~~J;; ORt;=,31'.j.lN.J, ,
USE:_~3~'l,._,:v"-''-~ ..... 1..,..\..1!'/4::i'_'....,\{_--""l--A--'-'-'M'---'-__ OR ____________ _
USE, ____ ~+-'1--~S_il'-_1.,,,~ ____ 0R ____________ _
CALLOUT
W1=
W2=-
W3=
P1 =
P2=
P3=
RI=
Rr=
.SPAN, FT. UNIFORM LOAD ONLY?□
PLF
PLF
PLF
LBS
LBS
-LBS .. ,. ..................... ,_ ................ .-.... , .... .
LBS
LBS
USE, OR
tRI tRr
IN.
-----------------------------
DESCRIPTION: RH-2
CODE REFERENCES
Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: IBC 2018
Material Properties
Project Title:
Engineer:
Project ID:
Project Descr: IS
Analysis Method : Allowable Stress Design
Load Combination IBC 2018
Fb+
Fb-
3100 psi
3100 psi
3000psi
750 psi
E : Modulus of Elasticity
Fe~ Prll
Ebend-xx 2000ksi
Eminbend -xx 2530120482ksi
Wood Species Boise cascade Fe ~ Perp
Wood Grade : Versa Lam 3100 Fv
Ft
Beam Bracing Beam is Fully Braced against lateral-torsional buckling
Span= 13.0 n
285psi
2100 psi Density 41.76pcf
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.050 , Tributary Width = 1.0 ft
Uniform Load : D = 0.0590, Lr= 0.090 k/11, Extent= 0.0 --» 9.50 ft, Tributary Width = 1.0 ft
Uniform Load: D = 0.0640 k/ft, Extent= 9.50 --» 13.0 ft, Tributary Width= 1.0 ft
Point Load: D = 1.510, Lr= 0.680, L = 2.40 k@ 9.50 ft
()ESIGN s1.1r,f/1IJ1.BY
Maximum Bending Stress Ratio
Section used for this span
lb: Actual
Fb: Allowable
load Combination
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
=
=
=
=
=
0.620 1
3.5x11.25
1,922.37psi
3, 100.00psi
+O+L
9.489ft
Span# 1
0.170 in Ratio=
0 in Ratio=
0.399 in Ratio=
O in Ratio=
Maximum Forces & Stresses for Load Combinations
Load Combination Max stress Ra(Ios
segment Length Span# M V Cd CFN C; Cr
DOnly
Length = 13.0 ft 1 0.332 0.256 0.90 1.000 1.00 1 00
+D+l 1.000 1.00 100
Length = 13.0 ft 1 0.620 0.465 1.00 1.000 1.00 1.00
+D+Lr 1.000 1.00 1.00
Length = 13.0 It 1 0.358 0.271 1.25 1.000 1.00 1.00
+D+0.750Lr+0.750L 1.000 1.00 1.00
Length = 13.0 ft 1 0.521 0.390 1.25 1.000 1.00 1.00
+D+0.750L 1.000 1.00 1.00
Length= 13.0 ft 0.469 0.353 1.15 1.000 1.00 1.00
+0.60D 1.000 1.00 1.00
Maximum Shear Stress Ratio
Section used for this span
fv: Actual
Fv: Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
Span: 1 : L Only
nla
=
=
=
=
=
917>=360
0<360
391 >=240
0<240
Span: 1 : +D+0.750Lr+0.750L
nla
Momeni Values
Cm Ct Cl M lb F'b
0.00
1.00 1.00 1.00 5.70 925.78 2790.00
1.00 1.00 1.00 0.00
1.00 1.00 1.00 11.83 1,922.37 3100.00
1.00 1.00 1.00 0.00
1.00 1.00 1.00 8.53 1,387.26 3875.00
1.00 1.00 1.00 0.00
1.00 1.00 1.00 12.42 2,018.71 3875.00
1.00 1 00 1.00 0.00
1.00 1.00 1.00 10.29 1,673.23 3565.00
1.00 1.00 1.00 0.00
0.465: 1
3.5x11.25
132.50 psi
285.00psi
+D+L
12.099ft
Span# 1
Sfiear \7alues
V fy F'v
0.00 0.00 0.00
1.72 65.69 256.50
0.00 0.00 0.00
3.48 132.50 285.00
0.00 0.00 0.00
2.53 96.52 356.25
0.00 0.00 0.00
3.65 138.92 356.25
0.00 0.00 0.00
3.04 115.80 327.75
0.00 0.00 0.00
.1
DESCRIPTION: RH-2
Project Title:
Engineer:
Project ID:
Project Descr:
Maximum Forces & Stresses for Load Combinations
Load Combination Max stress Ratios
Segment Length Span # M V Cd C FN
Length= 13.0ft 1 0.112 0.086 1.60 1.000 1.00 1.00 1.00 1.00 1.00
Overall Maximum Deflections
Moment Values Shear Values
M 1b Pb V fv F'v
3.42 555.47 4960.00 1.03 39.41 456.00
Load Combination Span Max. "-" Defl Location in Span Load Combination Max."+" Deft location in Span
+0+0. 750Lr+O, 750L
Vertical Reactions
Load Combination
OveraH MAX1mum
Overall MINimum
DOnly
+D+L
+D+Lr
+D+0.750Lr+O. 750L
+D+0.750L
+0.600
Lr Only
LOnly
0.3985 7.022
Support notation : Far left is #1
Support 1 Support 2
2.146 • 3.749
0.646 1.754
1.117 1.827
1.764 3.581
1.843 2.636
2.146 3.749
1.602 3.142
0.670 1.096
0.726 0.809
0.646 1.754
0.0000
Values in KIPS
0.000
L
DESCRIPTION: RH-3
CODE REFERENCES
Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2018
Material Properties
Analysis Method : Allowable Stress Design
Load Combination IBC 2018
Project Title:
Engineer:
Project ID:
Project Descr:
Fb +
Fb-
Fc-Prll
lo
E : Modulus of Elasticity
Ebend-xx 1600ksi
Eminbend -xx 580ksi
Wood Species
Wood Grade
Douglas Fir-Larch Fe -Perp
No.2 Fv
900psi
900psi
1350psi
625 psi
180psi
575 psi Ft
Beam is Fully Braced against lateraHorsional buckling
Density 31.21 pcl
Beam Bracing
D10.884) Lrj1 .36)
4x8
Span= 8.0 ft
Applied Loads
Uniform Load: D = 0.0640, Tributary Width= 1.0 fl
Point Load: D = 0.8840, Lr= 1.360 k@ 2.50 fl
Q~$IGNSUMM~R~Y ___ _
Service loads entered. Load Factors will be applied for calculations.
···-... -----~--•i4i1Hii•J
Maximum Bending Stress Ratio
Section used for this span
= 0.88l 1
4x8
1,679.08psi
1,901.25psi
+D+Lr
2.511ft
Span# 1
Maximum Shear Stress Ratio = 0.463: 1
4x8
104.12 psi
225.00psi
+D+Lr
0.000ft
Span# 1
lb: Actual
Fb: Allowable
Load Combination
Locatton of maximum on span
Span# where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
=
=
=
=
0.117 in Ratio=
O in Ratio=
0,2251;, Ratio=
O in Ratio=
Maximum Forces & Stresses for Load Combinations
Load Combination ti1lai ::itreSS Raltos
Segment Length Span# M V Cd CFN Ci c,
DOnly
Length = e_o ft 0.560 0.302 0.90 1 300 1.00 1.00
+D+Lr 1.300 1.00 1.00
Length = 8.0 ft 1 0.883 0.463 1.25 1.300 1.00 1.00
+D+0.750Lr 1.300 1.00 1.00
Length = 8.0 ft 0.763 0.401 1.25 1.300 1.00 1.00
+0.60D 1.300 1.00 1.00
Length = 8.0 ft 1 0.189 0.102 1.50 1.300 1.00 1.00
Overall Maximum Deflections
Sedion used for this span
fv: Actual =-
Fv: Allowable =
Load Combination
Location of maximum on span
Span # where maximum occurs
820>=240
0<240
424>=180
0<180
Cm Ct
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
Momeni Values
CL M lb
1.00 1.96 766.07
1.00
1.00 4.29 1,679.08
1.00
1.00 3.71 1,450.82
1.00
1.00 1.17 459.64
=
=
F'b
0.00
1368.90
0.00
1901.25
0.00
1901.25
0.00
2433.60
Sfiear 'values
V Iv F'v
0.00 0.00 0.00
0.83 48.85 162.00
0.00 0.00 0.00
1.76 104.12 225.00
0.00 0.00 0.00
1.53 90.30 225.00
0.00 0.00 0.00
0.50 29.31 288.00
Load Combination Span Max."-" Defl Location in Span Load Combination Max. •·+" Defl Location in Span
+D+Lr 1 0.2261 3.679 0.0000 0.000
DESCRIPTION: RH-3
Vertical Reactions
Load Combination
overall MAJClmum
Overall MINimum
DOnly
+O+Lr
+D+0.750Lr
+0.600
Lr Only
Project Title:
Engineer:
• Project ID:
Project Descr:
Support notation : Far left is #1 Values in KIPS
Suppart 1 Support 2
1.799 0.957
0.935 0.425
0.864 0.532
1.799 0.957
1.565 0.851
0.518 .0.319
0.935 0.425
Mid-Cit~
ARCHITECTURAL ENGINECRING INC.
CALCUlATI:O BY;
DATE:
SCALE:
SEISMIC DIAPHRAGM DEAD LOADS
ROOF DIAPHRAGM:
DEAD LOAD (PSF) AREA (SQ. FT) LENGTH (FT.) PLATE HT. (FT.) WEIGHT (LBS.)
ROOF (SLOPED):
ROOF (FLAT):
ROOF (DECK):
EXTERIOR WALLS:
INTERIOR WALLS:
13
0
14
16
7
TOTAL ROOF DIAPHRAGM AREA=
TOT AL ROOF DIAPHRAGM WEIGHT =
271
0
168
10.9 SQ. FT.
12.755 1,El.5,
00
0
10
10
3.523
0
2,352
6,800
0
EQUIVALENT LATERAL FORCE PROCEDURE
INPUT DATA:
ZIP CODE=
IMPORTANCE FACTOR=
SITE CLASS=
~ (OR LATITUDE & LONGITUDE FOR ACCURACY)
Ct=
R=
D
p.02
6.5
SEISMIC DESIGN CRITERIA: (FROM SEISMICFACTOR.COM)
s5:;,:. ,,~
,,;,i Sm&=
s, =• :(1.37\f Sm1;;;:_
Fa= 1.200 Sos=
F,,= 1.8 SD,=
1.22
0.668
0.814
0.445
NOTE: F, IS FROM CBC TABLE 1613.2.3(2). AND IS FOR DETERMINING
THE ASCE 11.4.B EXCEPTION ONLY. SEE NEXT SHEET
VERTICAL DISTRIBUTION OF FORCES:
BASE SHEAR. V
ROOF DIAPHRAGM:
STORY LOAD (LRFD) =
STORY LOAD (ASD) =
0.125 • W (LRFD)
1.598 KIPS (LRFD)
SEISMIC DIAPHRAGM LOAD
1.6 KIPS
1.1 KIPS
ROOF DIAPHRAGM SHEAR LOAD =
Mid-Cit~
ARCHITECTURAL ENGINEERING INC.
JOBI 1\::: ('t7. !,
5HfETI: 7 'l.. ................ !,., .. / ...... .
WCUIATED BV;
DATE:
SCALE·
SITE-SPECIFIC GROUND MOTION EXCEPTION
f'ER ASCE 7-1611.4.8:
11.4.S SilNipedlk Ground Motion Protetlures. A site
~ lllalysis shall be penom,,ed in aceordana, wi1b
Section 21.1 ror stn1etun:s 011 Sile Ous F sila. unless Cllffll9ICld in aroonhnce with Section 20.3.1. A grolllld
motion huanl ualysis shall be pelfcrmed in ~ wilb
Section 21.2 fur the following:
I. seismically isolated •l11JCIUtcS and Slructurcs wi1b
clampinJ 5)'$tem!i on sites with S1 greater than or equal
10 0.6,
2 slnictllre$ 011 Sile Class Esites withS, grea1er than or equal
10 1.0, and.
3. !ll!'uCtuJCs 011 Site Cius D and E iitcs with S1 gre,uer dim
orec,wto02.
EXCEPTION: A ground motion bazanl analysi• is not
recJUred for -other than seismially isolaled s1ructures am stnJC1ul'el wilh damping systems where:
I .. StructuresonSileClassEsibes withS1 grea1er than er equal
10 1.0, provided lbe site roefficient F • is 1al;.en as equal ro
that of Sile O•• C.
2 Structwa on Sile Ous D site& with S. grcua than or
equal to 0.2, provided the value of lbe seismic retlj)<llltC
coefficiau C, is delenninod. by Eq. (12S-2) fur values or
T :S I.ST, and 1akcn • equal 10 1.5 timea the ...tue
compu1ed in accordaore with eilher Eq. (12.S-3) for T, ~
T > I.ST, or Eq. (12.8-4) l'or T > T,.
3. Sn-uctun,s 011 Sile Class E sites with SI grea1er than er equal
to 0.2, provided lhat T is less lhan er equal to T, and the
equivalent miic fm:e proocdun: is wed for design.
T <= 0.123 5
T, = S01 / S05
T, = 0.517 s
c, = 0.02
X = 0.75
1125 tt.
0.775 s
THEREFORE. SINCE T <= 1.5T,. A GROUND MOTION HAZARD ANALYSIS IS NOT REQUIRED AND I:;;
SHALL BE DETERMINED FROM EQ. 12.8-2
Mid-City PROJECT:
CLIENT:
JOB NO.:
Wind Ana la fQr Low-rise BuHdi , Sued on 201a IBC/A$CE 7-16
INPUT DATA
Exposure category (8, C or D, ASCE 7-162/3.7 3)
Importance factor (ASCE 7-16 Table 1.5-2)
Bask: wind speed (ASCE 7-16 26 5.1 or 2Q18 IBC)
Topographic factor (ASCE 7-16 26 8 & Table 26.8•11
Building height to eave
Building height to ridge
Building length
Building width, including overhangs
Overhang sloped width
Effective area of components (or Solar Pane! area)
DESIGN SUMMARY
Max horizontal force nonnal to building length, L, face
MS)( horizontal force normal to building length, B, face
Max total horizontal torsional load
Max total u ard forc.e
ANALYSIS
Velocity p,assyre
q, = 0.00256 K, K., K,, K,, V2 =
I,, a
V •
K,, a
he =
hr=
L •
B •
Qh =
A a
(
13.75 psf
8
1.00
95
1
10
12.5
211
17
0
0
0.00
DATE·
for all Categorv
mph, (152. 89 kph)
Flat
ff, (305m)
ff, (3.B1 m)
ft, (7.92 m)
ff, (5.1B m)
ff. (O.OOm)
PAGE:
DESIGN BY:
REVIEW BY·
rt2, o:::: Overhang? (Yes or No) No
m2J
4.68 kips, (21 kN), SD level (LRFD levef), Typ.
3.06 kips, (14 kN)
11.6146 ft-kips, (16 kN-m)
7.07 ki s 31 kN
where: ctt. = velocity pressure at mean roof height, h. (Eq. 26.10-1 page 268)
Ki = velocity pressure exposure coefficient evaluated at height, h, (Tab 26.10-1, pg 268)
~=wind directionality factor. (Tab. 26.6-1, for building, page 266)
h = mean roof hei ht
K. = ground elevation factor. {f.O per Sec. 26.9, page 268) < 60 ft, [Sotiafactory)
'----<.=M:::ln,.,,_,,B), [SaUsfactoryJ
0.70
0.85
11.25 ft
(ASCE 7-16 26.2.1)
(ASCE 7-16 26.2.2)
Design pressures for MWFRS
p = q,, ((G c,. HG C• )J
where: p = pressure in appropriate zone. (Eq. 28.3-1, page 311). Pmm = 18 psf (ASCE 7-16 28.3.4)
G c, 1 = product of gust effect factor and external pressure coefficient, see table below. (Fig. 28.3-1, page 312 & 313)
G Cp, = product of gust effect factor and internal pressure coefficient.(Tab 26.13-1, Enclosed Building, page 271)
0.18 or -0.18
a:: width of edge strips, Fig 28.3-1, page 312, MAX[ MIN(0.1B, 0.1L, 0.4h). MIN(0.04B, 0.04L), 3} = 3.00 ft
Net Pressures inr&n Bnic Load Casee Net Pressures , .... n Torsional Load Cases
Roofamle0 = 16.39 Roof::11 le0 -0.00 Roof an le0 = 16.39
Surface Net Pressure with GCp1
Net Pressure with Surlace GCp1 Net Pressure with
GCpr (+GCp;) (-GCp1) (+GCp;)
1 0.50 4.38 9.33 -0.45 -8.66
2 -0.69 -11,96 -7.01 -0.69 -11.96
3 -0.45 -8.71 -3.76 -0.37 -7.56
4 -0.40 -7.92 -2.97 -0.45 -8.66
5 0.40 3.02
6 -029 -6,46
1E 0.75 7.89 12.84 -0.48 -9.07
2E -1.07 -17.18 -12.23 -1.07 -17.18
3E -0.65 -11.43 -6.48 -0.53 -9.76
4E -0 59 -10.58 -5.63 -0.48 -9.07
5E 0.61 5.91
6E -0.43 -8.39
" J
" ~ wtNO OIRrtTION
Load Case A (Transverse) Load Case B (Longitudinal)
Basic Load Case~
(-GCp;) {+GC,,;) (-GCp1)
-3.71 1T 0,50 1.10 2.33
-7.01 2T -0.69 -2.99 -1.75
-2.61 3T -0.45 -2.18 -0.94
-3.71 4T -0 40 -1 98 -0.74
7.97 Roof an le 8 = 0.00
-1.51
-4.12
Surface Ne! Pressure with GCpt (+GC",) (-GCp;)
-12.23 5T 0.40 0.76 1.99
-4.81 6T -0.29 -t62 -0 38
-4.12
10.86
-3.44
Cit-, 'll!NOIIIMCllON
Load Can A (Transverse) Load Case B (Longitudinal)
Torsional Load_ Cases
-~a-
Basic Load Case A ransverse Direction Basic Load Case B Lonoitudinal Direction) 'L'5
Area Pressure k. 1 with ,.,., Pressure lkl with Surface (+GCp1) (-GCpi) &,faa,
(tel (+GC,,1) (-GCpi) (fr)
1 200 0.88 1.87 Povemang = -9.62 psf 2 177 -2.12 -1.2-4
2 177 -2.12 -1.24 (ASCE 7-16 28.3.3) 3 177 -1.34 -0.46
3 177 -1.54 -0.67 5 129 0.39 1.03
4 200 -1.58 -0.59 6 129 -0.83 -0.19
1E 60 0.47 0.77 2E 53 -0.91 -0.65
2E 53 -0.91 -0.65 3E 53 -0.52 -0.26
3E 53 -0.61 -0.34 5E 63 0.37 0.68
4E 60 -0.63 -0.34 6E 63 -0.53 -022
' Horiz. 3.32 3.32 E Horiz. 2.12 2.12
Vert. -4,97 -2.79 Vert. -3.47 -1.19
Min. wind Horiz. 4.68 4.68 Min. wind Horiz 306 3.06
26.4 4 Vert -7.07 -7 07 28.4.4 Vert -7.07 -7.07
Torsional Load Case A 'Transverse Direction\ Torsional Load Can B ILonnitudlnal Direction\
"''' Preuure kl w,th Toraionltt-1<:I Pm Pressure kl with Torsion 1ft.k\ Surt= (ft2) (+GCp1) (-GCpi) (+GCp;) (-GC,,J
,.,_
(tt2) (+GCp;) (-GC,,I (+GCp;) (-GC,,)
1 70 0.31 0.65 2 3 2 177 -2.12 -1.24 -1 -1
2 62 -0.7-4 -0.43 -1 -1 3 177 -1 34 -0.46 1 0
3 62 -0.54 -0.23 1 0 5 33 0.10 0.26 0 1
4 70 -0.55 -0.21 3 1 6 33 -0.21 -0.05 1 0
1E 60 0.47 0.77 5 6 2E 53 -0.91 -0.65 3 2
2E 53 -0.91 -0.65 -3 -2 3E 53 -0.52 ·0.26 -2 -1
3E 53 -0.61 -0.34 2 1 SE 63 0.37 0.68 3 5
4E 60 -0.63 -0.34 6 3 6E 63 -0.53 -0.22 4 2
1T 130 0.14 0.30 -1 -2 ST 96 0.07 0.19 0 ·1
2T 115 -0.34 -0.20 1 0 6T 96 -0.15 -0 04 -1 0
3T 115 -0.25 -0.11 0 0 Total Horiz. Torsional Load, Mr 7.1 7 1
4T 130 -026 -0.10 -2 -1
Total Horiz. Torsional Load, Mr 12 12
Qgiga gru1uri:1 f2r !i:2ffi~nt;n!f i!nd ~l•~~ing -Lr',. ·--·--·1'-i ~t-2"-i~ ~r1",~
P = q,[ (G c,1-<G c.n ~ I r---, I I I I I
i, I ' ' I I I I I
p"" pressure on component. (Eq. 30.3-1, pg 334) • 21,1 ' ' 2 .. 1 -12, 2,I -12, where: ~ ! t.,... ' ' . I I I I I! I I ! ' • Pmin = 16.00 psf {ASCE 7-16 30.2.2) ~ ' ' ' I ,_' ,_,
I L----4--J I ' I ' G Cp = external pressure coefficient h_.L---=-.:-1 ! .6h 1-1--.. ~--f-4 Walls ·"' :5e; in Jr •r; 2~ •3 ;:J see table below. (ASCE 7-16 30.3.2)
•= 16.39 0 Roof 9,,7" Roof ~>7" ··-Zone1 Zone 1' ZOne2 Zone 2e Zone 2n zone:,,-
Area(fr) .. ' -GC-GC--GC,. GC, ·GCp ·--·-GC.. I ·GC,, ·-I -GCa
Comp. 0 #NUM! I #NUM! -' ---#NUM! #NUMI #NUMI #NUMI #NUM! I #NUM!
Effective Zonal Zoo,,. Zone 3r Zone4 Zone5
ArN(ft') GC-' ·GC-er ' • GC,. GC-. .,;;:: GC.. I -GC-GC-l -G"
0 ' #NUM!I #NUM! #NUMI I #NUMI 1.00 I _, 10 1 00 I -1.40
Zone 1 Zone 1' ZOne2 Zone 2e Zone 2n Zone 2r
Comp . ._ CNICkllng p.....,.I ····-····· ,,.,..., .. _, ,,...... I·-----,..,..,. I -I
PreHUN #NUM! ! #NUM! I l #NUM! I #NUM! #NUM! I #NUM! #NUM! #NUM!
(psf) Zonel Zone 3e ,.,,." Zone• Zone 5 -I • _, .. _, _, • .. ......,., (The Max Pressure
#NUM! I #NUM! #NUM! l #NUM! 16.22 I -1760 16.22 I -21.72 #NUMI psf)
Mid-Cit~ ~•.: ........... Z.t::-0?8 .............. .
SHEET<: -J 6 ··············•·············· .. ·l.-, .......................... .
CALCUI.ATl:D BY:
ARCHITECTURAL ENGINEERING INC. DATE:
SCALE:
WIND LOAD DISTRIBUTION
DIAPHRAGM DISTRIBUTION:
&5 .. WI.NR.V.AUJ.ES. (l'KQJEGIJQt-UJ);
GRIDLINES: X X
TOT AL WIND LOAD =
ROOF HEIGHT =
PLATE HEIGHT =
3.06 KIPS
2.5 FT.
10.0 FT.
TRIBUTARY WIDTH= 17.0 FT.
ADJ. WIND LOAD (ASD) = 1.1 KIPS
UNIFORM WIND LOAD AT ROOF PLATE=
N:S WIND VAi !JES (fRQJECTION #2):
GRIDUNES:
TOT AL WIND LOAD =
ROOF HEIGIIT =
PLATE HEIGHT =
KIPS
FT.
FT.
TRIBUTARY WIDTH = FT.
ADJ. WIND LOAD (ASD) = KIPS
UNIFORM WIND LOAD AT ROOF PLATE=
N-S WIND VAi UES (PRO,JECTION #3):
GRIDLINES:
TOT AL WIND LOAD =
ROOF HEIGHT =
PLATE HEIGHT =
KIPS
FT.
FT.
TRIBUTARY WIDTH = FT.
ADJ. WIND LOAD (ASD) = KIPS
UNIFORM WIND LOAD AT ROOF PLATE=
65 l'Lf
fil
PLF
E:W.WINJ;l_\'.ll1U.F5 .. (l'KQ.JECIJQ.N .#J):
GRIDLINES: X
TOT AL WIND LOAD =
ROOF HEIGHT =
PLATE HEIGHT =
X
4.68 KIPS
2.o FT.
10.0 FT.
TRIBUTARY WIDTH = 26:0 FT.
ADJ. WIND LOAD (ASD) = 1.68 KIPS
UNIFORM WIND LOAD AT ROOF PLATE=
E:W_WJNl21'.'.AL!J.Ezi...(.EEOJ.E.GTIQN..#Z):
GRID LINES:
TOT Al. WIND LOAD =
ROOF 11FJGliT =
PLATE HEIGIIT =
KIPS
FT.
FT.
TRIBUTARY WIDTH = FT.
ADJ. WIND LOAD (ASD) = KIPS
UNIFORM WIND LOAD AT ROOF PLATE=
LIL.WIND Y /ILL!ES_(.l:K.QJEOJQfil3.):
GRIDLINES:
TOT AL WIND LOAD =
ROOF HEIGHT =
PLATE HEIGHf =
KIPS
FT.
FT.
TRIBUTARY WIDTH= FT.
ADJ. WIND LOAD (ASD) = KIPS
UNIFORM WIND LOAD AT ROOF PLATE=
••• "ADJUSTED WIND LOAD" IS THE RATIO OF THE "TOTAL WIND LOAD" MULTIPLIED BY
THE "TOTAL HEIGHT OF THE STRUCTURE" DIVIDED BY
THE "TOT AL HEIGHT OF THE STRIJCTURE LESS HALF THE HEIGliT OF THE 1ST FLOOR"..,
fLE
fl!'
Mid-Cit~ JOB# Z-J:::P?:~ . . .
StEETt: ....,1 ........... J.<.. . .................. .
CALCULATED BY:
ARCHITECTURAL ENGINH,RING INC. DATE:
SCALE:
SHEARWALL DESIGN
ROOF N-S:
GRIDLINE: A (SEISMIC) RHO = 1.D
fRIBLJ'T ARY AREA 1 = 439 SQFT.
TRIBLJ'T ARY AREA 2 = SQFT.
ADDITIONAL LOAD 1 =
ADDITIONAL LOAD 2 =
S.W. LENGTHS (FT.)= 6£J7
LBS x
LBS x I 6£J7
I
INCREASE LOAD FOR WALL> 2:1 RATIO? NO
STRONGWAL l / HARDYFRAME? NO
USE IYflc 1 S.W. PER SHEA.RWALL 5CHWULE (MINIMUM)
OIERTURNING:
WALL LENGTH (FT.)=
PLATEHEIGHT (FT.)=
TRIBUTARY DL (PLF) =
POINf DEAD LOAD (LBS)=
POINT DL ARM (FT.)=
OT MOMENf (FHBS) =
RESIST'G MOMENf (FT-LBS)=
UPLIFT (LBS)=
UPLIFT FROM ABV (LBS) =
HOLDOWKIYfE PER 5CHEcD. =
GRIDLINE: A (WIND)
WIND PROJECTION # 1
TRIBUTARY LENGTH 17 FT.
ADDITIONAL LOAD 1 =. LBS x
ADDITIONAL LOAD 2 LBS x
S.W. LENGTHS (FT.) = 6.67
10.0 10.0
160 160
2,797 2.797
1.730 1.730
160 160
6.671
STRONGWALL / HARDYFRAME? NO
I I
USE TYPE 1. 5.W.YEKSHEARWAI.LSCHEDULE(MINIMUM)
OVERTURNING:
WALL LENGTH (FT.)=
PLATE HEIGHT (FT.) =
TRIBUTARY DL (PLF) =
POINT DEAD LOAD (LBS)=
PO!Nf DL ARM (Fl.)=
OT MOMENf (FT ·LBS)=
RESIST'G MOMENf (FT·I.BS) =
UPllfT (LBS)=
UPLIFT FROM ABV (LBS)=
HOI.DOWN IYfJ;. PER SCHED. =
10.0
160
0
0.00
1,967
2,135
·25
10.0
160
0
0.00
1,967
2,135
~25
Vx= 2.55 PSf
LOAD= (Vx)(T.A. / 2) = 559 U3S
0 LBS
0 LBS (RHO)(SUM LOADS)= 559 LBS
t
S.W. SUM= 13.34 Fl.
(TOT AL LOAD)/ (S.W. SUM) = 42 PLF
Vx = 65 PLF
LOAD = (Vx)(T.A. / 2) = 551 LBS
0 LBS
0 LBS TOTAL LOAD= 5.51 LBS
REDUCED LOAD (SEC. 2306.3) = ~3 LBS
1
S.W. SUM= 13.::;4 FL
[TOT AL LOAD) / (S.W. SUM)= 29 PLF
Mid-Cit~
CALCUlATED IN :
ARCHITECTURAL ENGINEERING INC. OATE:
SCALE:
SHEARWALL DESIGN
ROOF N-S:
GRIDLINE: ~ (SEISMIC) RHO = 1D
TRIBUTARY AREA 1 = 439 SQFT.
TRIBUTARY AREA 2 = SQFT.
ADDITIONAL LOAD 1 =
ADDITIONAL LOAD 2 =
S.W. LENGTHS (FT.)=
LBS x
LBS x
81X) 8.00
INCREASE LOAD FOR WALL > 2:1 RATIO? NO
STRONGWALL I HARDYFRAME? NO
USE TYPE 1 S.W,PER SHEARWALL S@EPULE (MINIMUM)
OVERTURNI_NG:
PLATE HEIGHT (FT.)=
TRIBUTARY DL (PlF) =
POINT DEAD LOAD (LBS)=
POINT DL ARM (FT.) =
OT MOMENT (FT-LBS)=
RESIST'G MOMENT (FT-LBS) =
UPLIFT (LBS) =
UPLIFT FROM ABY (LBS)=
HOLDOWN TYPE PER SCHED. =
GRIDLINE; B (WlliD)
WIND PROJECTION# 1
TRIBUTARY LENGTH 17 FT.
ADDITIONAL LOAD 1 =
ADDITIONAL LOAD 2
LBSx
LBS X
10.0
160
2,797
2,488
39
S.W. LENGTHS (FT.)= 8.00 I 8.00
10.0
cl80
2,797
2,488
39
=
STRONGWALL I HARDYFRAME? NO
J I
USE TYP!' 1 S.W. PER SHEARWALL SCHEDULE (MINIMUM)
OVERTURNING:
WALL LENGTH (FT.)""
PLATE HEIGHT (FT.) =
TRIBUTARY DL (PLF) =
POINT DEAD LOAD (LBS)=
POINT DL ARM (FT.) =
OT MOMENT (FT-LBS)=
RESIST'G MOMENT (FT-LBS)=
UPLIFT (LBS) =
UPLIFT FROM ABV (LBS)=
HOLDOWNTYPE PER SCHED, =
10.0
160
0
0.00
1,967
3,072
-138
10.0
160
0
0.00
1.967
3,072
-138
0 LBS
0 LBS
0 LBS
0 LBS
I
Vx =
LOAD = (Yx)(T.A. 12) = 559 LBS
(RHO)(SUM LOADS)= 559 1.!2S
S.W. SUM = 16.00 FT.
(TOT Al LOAD) I (S.W. SUM) = ;:i::, PLF
Vx= 65 PLF
LOAD= (Yx)(T.A.12) = 551 LBS
TOTAL LOAD= 551 Ll>S
REDUCED LOAD (SEC. 2306.3) = 39:l LBS
S.W. SUM= 16.00 FT.
(TOT AL LOAD) I (S.W. SUM) = 25 flF
Mid-Cit~
ARCHITECTURAL ENGINEERING INC.
CAI.CUlATEO BY:
!>ATE'.
SCALE;
SHEARWALL DESIGN
ROOF E-W:
GRIDllNE; I (5~15MI(:)
TRIBUTARY AREA 1 =
TRIBL/T ARY AREA 2 =
ADDITIONAL LOAD I =
ADDITIONAL LOAD 2 =
5.W. LENGTHS (FT.)=
4-'9 SQFT.
SQFT,
LBS x
LBS X
INCREASE LOAD FOR WALL> 2:1 RATIO?
STRONGWALL I HARDYFRAME?
RHO= 1.0
USf.TYfE I S.W. f'ER SHEARWALL SCHEDl!LEJMINIMUM)
OVERTURNING:
WALL LENGTH (FT,)=
PLATE HEIGHT (FT.)=
TRIBUTARY DL (PLF) =
POINT DEAD LOAD (LBS)=
POINT DL ARM (FT.)=
OT MOMENT (FT-LBS)=
RESISTG MOMENT (FT-LBS)=
UPLIFT (LBS)=
UPLIFT FROM ABV LBS)=
HOWO\W TYEE . .PJ:KSCHUJ. =
GRIDUNE: I (WIND)
WIND PROJECTION II 1
TRIBUTARY LENGTH 26 FT.
ADDITIONAL LOAD 1 =
ADDfTIONAL LOAD 2 •
S.W. LENGTHS (FT.)=
LBS X
LBS x
12.00 I
12.00 I
10.0
160
5,593
5,599
0
S TRONGWALL I HARDYFRAME? NO
l
USE TYP.E 1 S.W, PER SHEARWALL SCHEDULE (MINIMUM)
OVERTURNING:
PLATE HEIGHT (FT.)=
TRIBUTARY DL (PLF) =
POINT DEAD LOAD (LBS)=
POINT DL ARM (FT,) =
OT MOMENT (FHBS) =
RESIST'G MOMENT (FT-LBS)=
UPLIFT (LBS)=
UPLIFT FROM ABV (LBS)=
HOLDOWN TYPE' PE'R SCHED. =
12.00
10
160
0
0.00
6,017
6.912
-75
11
0 LBS
0 LBS
0 LBS
O LBS
I I
Vx= 2.oo FSF
LOAD= (Vx)(f.A. I 2) = '159 LI2S
(RHO)(SUM LOADS)= 059 LBS
S.W. SUM= 12.00 FT.
(TOT AL LOAD) I (S,W. SUM)=
Vx =
LOAD= (Vx)(T.A. / 2) =
-WTAL LOAD=
REDUCED LOAD (SEC. 2306.3) =
47 PLF
65 Pff
842 LBS
842 LBS
602 LBS
S,W, SUM= 12.00 FT.
(TOT AL LOAD) / (S.W. SUM) = 50 PLF
Mid-City
CAlCULATED BV:
ARCHITECTURAL ENGINEERING INC, DATf:
SCALE:
SHEARWALL DESIGN
ROOF E-W:
GRlDLINE: II;: ~SEISMIC) RHO = 1.0
TRIBIJT ARY AREA 1 = 439 SQFT.
TRIBUTARY AREA 2 = SQFT.
ADDITIONAL LOAD 1 =
ADDITIONAL LOAD 2 =
S.W. LENGTHS (FT.)=
V ALLOWABLE (LBS)=
DRIFT ALLOW. (IN.)=
DISTRIB. LOAD (LBS) =
LBS X
LBS X
1.50 '11.50' 2140 2140
0.5 ™' 280 280
INCREASE LOAD FOR WALL> 2:1 RATIO? NO
STRONGWALL / HARDYFRAME? YES
USE TYPE ' 5.W, PER SHEARWALL SCHE.DULE (MINIMUM)
PLATE HEIGHT (FT.)=
TRIBUTARY DL (P LF) =
POINT DEAD LOAD (LBS)=
POINT DL ARM (FT.) =
OT MOMENT (FT-LBS)=
RESIST'G MOMENT (FT-LBS)=
UPLIFT (LBS) =
UPLIFT FROM ABV (LBS)=
HQLDOWN TYPE PER SCHED. =
GRIDLINE: 2 (WIND)
WIND PROJECTION # , b TRIBUTARY LENGTH "~ FT.
ADDITIONAL LOAD 1 ,· LBS X
ADDITIONAL LOAD 2 , LBS x
S.W. LENGTHS (FT,) = 1,5()
V ALLOWABLE (LllS) = 275l>
DRIFT ALLOW, (IN.) = 0.61
DISTRIB. LOAD (LBS)= 301
10.0
100
2.'197
87
1,806
'l
150
2<.00
01>1
301
10.0
160
2.'197
87
1,806
7
STRONGWALL / HARDYFRAME? YES
t I
U.5ETYPI: ' S.W.PER SHEARWAUXHEDVLE.(MINIMUM)
OYEKTUKNJNG:
WALL LENGiH (FT.)., ..
PLATE HEIGHT (FT,) =
TRIBUTARY DL (PLF) =
POINT DEAD LOAD (LBS)=
POINT DL ARM (FT,) =
OT MOMENT (fHBS) =
RESIST'G MOMENT (FHBS) =
UPLIFT (LBS) =
UPLIFT FROM ABV (LBS)=
HOLDOWN TYPE Pc.R ... SCH!;.P,.~
10
160
0
0.00
3,009
108
1,934
.7
10
160
0
0.00
3,009
108
1,934
z
I
0 LBS
0 LBS
LOAD= (Vx)(TA / 2) =
(Rfk:J)(SUM LOADS)=
S.W.SUM=
PREFAB. WALL LOAD< V ALLOWABLE
0 LBS
0 LBS
Vx =-
LOAD= (Vx)(T.A. 12) =
TOT AL LOAD=
REDLK:ED LOAD (SEC. 2306.3) =
S.W. SUM=
PREFAB. WAI.I. LOAD< V ALLOWABLE
-----------------------.. -, ... ---···-····-·
559 LBS
559 LBS
3.00 FT.
OK
65 PLf
842 LBS
842 LB5
602 LBS
3.00 FT.
OK
Mid-City
ARCHITECTURAL ENGINEERING INC.
FOUNDATION DESIGN
ALLOWABLE BEARING PRESSURE, q = .\5.Q_t) PSF (PER DESIGN CRITERIA)
CONnNUOUS PERIMETER/ INTERIOR BEARING WALL FOOTINGS:
CALCULATED BY:
DATE:
SCALE:
~;~Tl9N4~~y.:e:-3 ";r;.~. r ·-;,.v O ") ......................................................... ~. 'T'A ........ PLF .. (.1. .. e)~t>,5 J◄(,b~*.A.l .. . .. . . =L.
WIDTH REQUIRED= (W1 / q) x 12 = ............................................................................................... = ... b. INCHES
11, •l
USEJk ... WIDEx .J.:k .. DEEPWITH.1'.11 .. 4 .. TOP&BOlTOM
USE: WIDEx DEEP WITH II TOP&BOlTOM
LOCATION: ...................................................................................................... ..
W3= ...................................... ..
WIDTH REQUIRED= (W3 / q) x 12 = ............................................................................. ..
USE: WIDEx DEEP WITH II TOP&BOTTOM
ISOLATED SPREAD/ PAD FOOTINGS:
PLF
. INCHES
PLF
INCHES
~~l~;°.~.~~~:?C.\?.<?~.~J. ............................................................................................ : 33.~5.5. LBS
Areqd = (P1 iqx 144) = ............................................................................................................. • '3.L ... SQ. IN. "" ( ) '\ ,, USE: lei]PERPADFOOTINGSCHEDULE O(<'.. 6-\'2,. ,q-z.; C.e>l'l.1, FT(;,,
CALLOUT: (F-2)
P2= ................................................... ..
Are,,:d = (P2 / qx 144) = ..... .
USE: 0 PER PAD FOOTING SCHEDULE
CALLOUT: (F-3)
P3=
Areqd = (P3/qx 144) = .................................... ..
USE: □ PER PAD FOOTING SCHEDULE
CALLOUT: (F-4)
P4=
Areqd = (P4 / qx 144) =
USE: 0 PER PAD FOOTING SCHEDULE
LBS
SQ.IN.
.... LBS
.SQ.IN.
LBS
SQ.IN.
•
Mid-CitkJ JOB# . I.l::-P1$,
SHEET # : 31.--
CAlCULATED BY:
ARCHITECTURAL ENGINEERING INC.
DATE:
SCALE:
GUARDRAIL DESIGN
WOOD GUARDRAIL:
P= 200#
M = P • L = (200#)( 42") = 8400 LB-IN.
TRY (2) Y," DIA THRU-BOLTS W/ ¼" THK. PLATE
Z 1_ = ( 1.33)( 1030#) = 1369#
d REQ'D@ POST
= (M) / (Z1_) = (8400 LB-IN.)/ (1369#) = 6.13" -> 6!1"
WITHRAWAL REQ'D
= (M) I (w) = (8400 LB-IN.)/ (1 Y,") = 5600#
TRY ( 4) Y." DIA x 6" LONG LAG SCREWS
ALLOWABLE WITHDRAWAL
= (1.33)(4 LAGS)(5" PENETRATION)(225 #/IN.)
= 5985# > 5600#, OK
USE:
(2) ½" DIA. THRU-BOLTS
WI (2) 3Ye"x1 0"xY." TI·IK PLATES
WI¼" FILLET WELD TO 3W'x8"xY." BASE PLATE
W/(8)¼" DIA. x6" LONG LAG SCREWS
P=200#
TOP RAILING
PERARCH.
BALUSTERS PER ARCH. --
(4" MAX. SPACE
BETWEEN BALUSTERS)
4x4POST
@ 6'-0' O.C. MAX.
(2)½"DIA
THRU-BOLTS
~
(8)Y4" DIA X 7'LONG ~
LAG SCREWS 1g " "
N
/
\i\ II /,
)Vi / ,,. /
iri! /
l/11 ,/ /
2x BLOCK'G@ ;;;,, ~s::~-ERE ~ --
FLOOR JOIS rs ARE PARALLEL
TO BEAM (ONE BAY MIN.)
4; BEAM/ RIM/ BLOCK'G __ _,,
REQUIRED UNDER EACH POST
X
"T f
I I
I I
I
I I
I I
I I ~ I I "' " I I ~
I I
I I 2½"
X
@
STEEL PLATE
TO STEEL PLATE
½,'' 1" (8) ¼"x7" LONG
LAG SCREWS
¼"THICK
8" STEEL PLATES. TYP.
PLAN VIEW SECTION
Mid-Cit~
CALCULATED BY:
ARChiTECTURAL ENGINEERING INC.
SCALE;
GUARDRAIL DESIGN
STEEL GUARDRAIL:
P= 200#
M = P • L = (200#)( 42") = 8400 LB-IN.
WITHRAWAL REQ'D
= (M) I (w) = (8400 LB-IN.)/ (1½") = 5600#
TRY (4) ¼" DIA x 6" LONG LAG SCREWS
ALLOWABLE WITHDRAWAL
= (1.33)(4 LAGS)(5" PENETRATION)(225 #/IN.)
= 5985# > 5600#, OK
USE:
3½"x8"x¼" BASEPLATE
WI (8)¼" DIAx 6' LONG LAG SCREWS
P=200#
TOP RAILJNG ---
PER ARCH.
BALUSTERS/CABLES ---
PER ARCH. (4" MAX.
SPACE BElWEEN
BALUSTERS)
2"x2" MET AL TUBES--..___
@ 6'-0" O.C. MAX.
(8) Y4" DIA X 7' LONG ---
LAG SCREWS
JOISTS
PER PLAN
VI /
:ti_// r
2x BLOCK'G@ EA ;~s: :~~ ~·---
FLOOR JOISTS ARE PAR.ALLEL
TO BEAM (ONE BAY MIN.)
4x BEAM/ RIM/ BLOCK'G ---
REQUIRED UNDER EACH POST
D
•
7'16"
-(8) ½,"x7" LONG
LAG SCREWS
PLAN VIEW SECTION
' <O
I ;,,
__J
•
..
HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY
Project Name Date
Peterson Residence 6/6/2021
System Name Floor Area
HVAC System 1,743
ENGINEERING CHECKS SYSTEM LOAD
Number of Svstems 1 COIL COOLING PEAK COIL HTG. PEAK
Heating System CFM Sensible Latent CFM Sensible
Output per System 80,000 Total Room Loads 1,230 25,380 1,095 1,057 40,133
Total Output (Btuhl 80,000 Return Vented Lighting 0
Output (Btuh/sqft) 45.9 Return Air Ducts 810 1,690
CoolinQ System Return Fan 0 0
Output per System 1 Ventilation 0 0 0 0 0
Total Output (Btuh) 1 Supply Fan 0 0
Total Output (Tons) 0.0 Supply Air Ducts 810 1,690
Total Output (Btuh/sqft) 0.0
Total Output (sqft/Ton) 20,916,000.0 TOT AL SYSTEM LOAD 27,001 1,095 43,512
Air System
CFM per Svstem o HVAC EQUIPMENT SELECTION
Airflow (cfm) 0 Standard Fau/AC 1 0 80,000
Airflow ( cfm/sqftl 0.00
Airflow (cfm/Ton) 0.0
Outside Air (%) 0.0% Total Adjusted System Output 1 0 80,000
Outside Air (cfm/sqft) 0.00 (Adjusted for Peak Design conditions)
Note: values above given at ARI conditions TIME OF SYSTEM PEAK Aug 3 PM I Jan 1 AM
HEATING SYSTEM PSYCHROMETRICS Airstream Temoeratures at Time of Heatina Peak\
34 °F 66 °F 105 °F
ii] ~~ ~ . -I I I Outside Air i ~..-
0cfm Healing Coil 103 °F
ROOM ■
66 °F 68 °F
-~ □ I 1-,~ ~ I
COOLING SYSTEM PSYCHROMETRICS Airstream Temoeratures at Time of Coolina Peak)
83 I 67 °F 76 / 62 °F 55 / 54 °F
ti ~~ I I I C . -i Outside Air --'It"
0 cfm Cooling Coil 56 / 54 °F ·~
46.7% : ROOM ■
76 I 62 °F 75 / 62 °F
-~ I I 1:l . I
~ -
~
REcono cop-~PIRO
~D SURVEYING
February 21 , 2023
City of Carlsbad
1635 Faraday Ave.
Carlsbad, CA 92008
Attn: Public Works -Building
603 Seagaze Dr. #113
Oceanside, CA 92064
RE: 2140 Basswood., Carlsbad, CA 92009
To Whom It May Concern:
City of G1rlsbad
MARO 9 ~73
BUILDING UIVISION
Spiro Land Surveying conducted a "Form and Setback Certification" for the
above referenced project on February 20,2023.
The above referenced form conforms to the setback requirements per the
approved plan provided to Spiro Land Surveying, Inc. by OM Building Inc.
I
atthew ~. 8461
Exp. 12/31/2024
STORM WATER POLLUTION PREVENTION NOTES
1. ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE
AVAILABLE ON S!lI TO FACILITATE RAPID INSTALLATION
OF EROSION AND SEDIMENT CONTROL BMPs WHEN RAIN
IS EMINENT.
2. TliE O~ER/CONTRACTOR SHALL RESTORE ALL EROSION
CONTROL DEVICES TO WORKING ORDER TO TliE SA TI SF ACTION
OF TliE CITY INSPECTOR AffiR EACH RUN-OFF PRODUCING
RAINFALL
3. TliE O~ER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION
CONTROL MEASURES AS MAY BE REQUIRED BY TliE CITY
INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR
UNFORESEEN CIRCUMSTANCES 'M11CH MAY ARISE.
4. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE
AT TliE END OF EACH WORKING DAY 'M1EN THE FlVE (5)
DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT
( 40::C). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER
EACH RAINFALL
5. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM
AGGREGATE.
6. ADE0UA TE EROSION AND SEDIMENT CONTROL AND PERIMETER
PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST
BE INSTALLED AND MAINTAINED.
7. THE CITY INSPECTOR SHAU. HAVE THE AUTHORITY TO ALTER
THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED
TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY
REGULATIONS.
OWNER'S CERTIFICATE:
I UNDERSTAND AND ACKNOYltEDGE THAT I MUST: (1) IMPLEMENT
BEST MANAG£MENT PRACTICES (BMPS) DURING CONSTRUCTION
ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO A'IOIO
THE MOBILIZATION Of POLLUTANTS SUCH AS SEDIMENT ANO TO
AVOID THE EXPOSURE Of STORM WA1ER TO CONSTRUCTION
RELATED POLLUTANTS; ANO (2) ADHERE TO, AND AT All TIMES,
COMPLY °ftlTH THIS CITY APPRD'IED TIER 1 CONSTRUCTION $\WPP
THROUGHOUT THE DURATION Of THE CONSTRUCTION ACTIVITIES
UNTIL THE CONSTRUCTION WORK IS COMPLm AND APPR0'IED A THE CITY Of CARLSBAD. \
STORM WATER COMPLIANCE FORM
TIER 1 CONSTRUCTION SWPPP Ct.3~202! \70. '2-
BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE
Ero.ionControl Sediment Control BMPs Traddng Noo-s,mn Water Waae Management and Materials
BMPs Control BMPs M.,_,.,ent BMPs Pollution Conlrnl BMPI
.., ~ -~ "' i i .., 5 .., !l 5 t; :§ ~ "' E 5 ti 6 0 l I ! .s .s .E _g. ~ ::I! go ill "' ! ~ :, i g' 6 ., :I ] ; <T
Best Managemen1 Practice• ~ 8-"J.,. .§ ~ uJ a "' i-i1 ril ., ,= j .., 'i I .!!i (BMP) Description ➔ ., I ll E .. ! a:, 06 !i .. .., .. Ii 0 ::, "' i "'I ~ -... il 0 'g 1!~ if a !i ., E ~ og 0 ~i g' c5:;; .,~ " " 1 a:: U" ., ]g 1 l ~~ i& ~"' :l ~E ~~ goj'g 11 J ~-~ 8--~ 1! ~ l Ji:, fl s1 Jg ~ 3! ·e :!2 g 00 ] !~ i: .,. -l5 NC 0~ ~ 0 f & !, !! ! V>~ 0 ~ -i., 0-" V> 1.§ ;l!j 00 "' WO vi <n> (/)Q: a.. >0 ::I!"' ::I! :c"'
CAS(lt,~ ➔ .... "' C1> .,, .... "' <O .... "' 0 .. .,, .... "' ' .. .,, .... "' <O
I I I ' ' ~ I I I I I ' ' I ' I J, I I I I I I
Coo-AdMv u u f.:l u l)f l)f l)f l)f l)f l)f l)f f!: ~f!: "' "' V) i i i i i i ,. w w w z z z z
v Grodlna/Soll Disturbance V
' Trenchino IHCaYOt1on IV
St"""""ino
Drillinn /Ro,ina
Concrete/Asahalt Sowcuttina
v "Concrete Flotworic J
P0vin0
Conduit/Pine lnstollatlon ~ ,,.. :,tucco/Mortor Wor1< ,/ V v V ,.,
" Waste Oisaosal \/
Staaina II.av Down Area
Eoulament Maintenance ond Fuelina
Hazardous Substance Use/Storaae
Dewaterlno
Site Access Across Dirt
other (llstl:
Instructions: 1. Check the box to the left of all applicable construction activity (frst column) expected to ocoor during construction.
2. located oloog the lop of the BMP Tobie Is a list of BMP's with it's corresi,ondlng Colifomlo Stormwater Quality Association (CASQA) designation number. Choose one or more BMPs you Intend to use during construction from the list. Checl< the box where the chosen activity row Intersects with the BMP column.
3. Refer to the CASQA construction handbook for information ond detans of the chosen BMPs and how to apply them to the project.
PROJECT INFORMATION
Site Address:.q__f 'f-Q ~$SW1)QJ A;xl
Assessor's Parcel Number: I (o1-l30 -;;5-tx:
Emergency c;rr' 1 $a. 1,
Nome: / I ...f.--'h O I G
24 Hour Phonel~So)'f-5~-1~3
~ ii ~g
l:!0 ls!i U:::1!
CD I i
U~~ E.i t-lAe bU ~ e.¥""" 0S)llWNER'S AGENT NAME (PRINT} , -1"".: J _
7 -• -~ .u 202--2-
0\IINER(S)/OV!NER'S AG£NT N,4lrl(SIGNA lURE) DA tt /
Construction Threat to Storm Water Quality
(Check Box) □MEDIUM ~W
E-29 Page 1 of 1 REV 11/17
Ccityof
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) I ❖ Pool
.11111 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.
.11111 Details on CAP ordinance requirements are available on the city's website .
.11111 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.
Proje~t Name/Building ~<::) N -
Permit No.: . ~e-tAod e! {...-'b:e,,~~e-A htoY:l~hof BP No.: Cb(Z:262. l ---✓--=tC,-:J
PropertyAddress/APN: 2-/9:0 P.,q.sswoocl A-voou,e,.. 1 Ca..,rl~kg J., J DA: .jz-oo&
Applicant Name/Co.: A\ 1 SA. b)'Ml-\ 6, ~:i? ,y--:/ A-: 'J:> e b ~ o
Applicant Address: ?'?C>'=> :-Drre,sk~~I CM\ <b CA...J.. I C:tb . qM( O
c1~D)Z&C'\-JS Oj 3> i ContactEmail: tt..\\SD...@~-eSh:JV)-SV\C)f ·CdW\ Contact Phone:
Contact information of person completing this checklist (if different than above):
Name:
Company
name/address:
Applicant Signature: ~
B-50
Contact Phone:
Contact Email:
Date:
Page 1 of 6 Revised 06/18
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: $ 1,,-00 1 000 ,
I Canaucllonlype I CGllpllll Sectlan(•> I Nalll:
A high-rise residential building is 4 or more stories, including a
~dential
□ New construction
/
Q--1(d"ditions and alterations:
□ BPV < $60,000
BPV ~ $60,000
□ Electrical service panel upgrade only
□ BPV ~ $200,000
I D Nonresidential
□ New construction
□ Alterations:
□ BPV ~ $200,000 or additions~ 1,000
square feet
□ BPV ~ $1,000,000
□ ~ 2,000 sq. ft. new roof addition
Checldletlllm
Low-rise High-rise mixed-use buiding in which at least 20% of its conditioned floor
area is residential use
2A,3A, 1B, 2B,
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
1B, 2B, 3B, 4B and 5 I
1B,5
1B, 2B, 5 Building alterations of~ 75% existing gross floor area
2B,5 1 B also applies if BPV ~ $200,000
Omlleappiqlllalllrm, IIIIJlalnal natlllPICllbleandfXIOllllllart lams. andpnwidt-.,pri,gcalc11lallnanddoctnnlllllon •IIIICIIIIIIY·
1. Energy Efficiency
Please refer to ca~sbad Municipal Code (CMC) sections 18.21.155 and 18.30.190, and the California Green Building Standards Code (CALGreen) for
more informa • when completing this section.
A Residential addition or alteration i!: $60,000 building pennit valuation. □ NIA ________ _
See CMC section 18.30.190. D Exception: Home energy score c? 7
(attach certification)
Year~ Slngle-family Requirements Multi-family Requirements
\JYBefore 1978 Select one:
~nsulation ~f [] Duct sealina a Attic insulation
□ 1978 and later Select one:
[] Lighting package [] Water heating Package
□ Between 1978 and 1991 Select one:
□Duct sealing □Attic insulation CCool roof
□ 1992 and later Select one:
□Lighting package □Water heating package
B. D Nonresidential* new construction or alterations i!: $200,000 building permit valuation,
or additions i!: 1,000 square feet 0 NIA
Updated 8/15/2019
I
2
City of Carlsbad Climate Action Plan Consistency Checklist
See CMC 18.21.155 and CALGreen Appendix AS, Division A5.2-Energy Efficiency.
A5.203.1.1 Choose one: D .1 Outdoor lighting C .2 Warehouse dock seal doors
CJ .3 Restaurant service water heating (comply with California Energy Code section 140.5, as amended) [I NIA. _________ _
D .4 Daylight design PAFs □ .5 Exhaust air heat recovery
AS.203.1.2.1
Choose one as applicable: D95 Energy budget □.90 Energy budget □NIA
A5.211.1 ..
□ On-site renewable energy □NIA
A5.211.3 ..
□ Green power (if offered by local utility provider, 50% minimum renewable sources) □NIA
A5.212.1
□ Elevators and escalators □ NIA
A5.213.1
□ Steel framing □ 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 N / A::
A. D Residential new construction (for low-rise residential building pennlt 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 (2B below) instead. 2) If project includes Installation of an electric heat pump water heater pursuant to CMC 18.30.150(B)
(high-nse residential) or 18.30.170(8) pow-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
B. D Nonresidential new construction or alterations i!:$1,000,000 BPV and affecting i!:75% existing floor area, or addition that Increases roof
area by i!:2,000 square feet. 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:
D Gross Floor Area (GFA) Method
GFA:
□If< 1O,000s.f. Enter: 5 kWdc
Min. System Size:
□If~ 1O,000s.f. calculate: 15 kWdc x (GFA/1O,O00) ...
kWdc
""Round building size factor to nearest tenth, and round system size to nearest whole number.
□ Time-Dependent Valuation Method
Updated 8/15/2019 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 rJ /,&--
A O Residential and hotel/motel new construction
Please refer to CMC sections 18.30.150 and 18.30.170 when completing this section.
D For systems serving individual dwelling units choose one:
D 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) D Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher
D Solar water heating system that is either .60 solar savings fraction or 40 s.f. solar collectors
0 Exception:
D For systems serving multiple dwelling units, install a central water-heating system with all of the following:
D Gas or propane water heating system
□Recirculation system per CMC 18.30.150(B) (high-rise residential, hotel/motel) or CMC 18.30.170(B) (low-
rise residential) D Solar water heating system that is either:
□ .20 solar savings fraction
□ .15 solar savings fraction, plus drain water heat recovery
□Exception:
8. 0 Nonresidentlal new construction
Please refer to Car1sbad Ordinance CMC section 18.30.150 when completing this section.
D Water heating system derives at least 40% of its energy from one of the following (attach documentation):
0 Solar-thermal D Photovoltaics D Recovered energy
□Water heating system is (choose one):
□ Heat pump water heater
□ Electric resistance water heater(s)
□Solar water heating system with .40 solar savings fraction
0 Exception:
Updated 8/15/2019 4
City of Carlsbad Climate Action Plan Consistency Checklist
A. esidential New construction and major alterations*
ease refer to Carlsbad Ordinance CMC section 18.21.140 when com letin this section.
qne~ two-family residential dwelling or townhouse with attached garage:
IB'6ne EVSE Ready parking space required D Exception :
□Multi-family residential· D Exception·
Total Parking Spaces EVSE Soaces
Proposed Caoable I Ready I
I 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
[
*Major alterations are: (1) for one and two-family dwellings and townhouses with attached garages, alterations have a building permit valuation :!: $60,000
or indude an electrical service panel upgrade; (2) for multifamily dwellings (three units or more without attached garages), alterations have a buiding 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 D Nonresidential new construction (Includes hotels/motels) D Exception •
Total Parking Spaces EVSE Soaces
Proposed Caoable I Ready I Installed I Total
I I I
Calculation: Refer to the table below:
T ~tal N!Jl:.nber of Parkina Soaces orovided Number of reouired E.'.ASnaces Number of reauired EVSE Installed Spaces
~v 0-9 OCh/ Y...,, 1 o· 10-25 2 1
D 2~50 4 2
D 51-75 6 3
□ 7~100 9 5
101-150 12 6
151-200 17 9
201 and over 10 oercent of total 50 oercent of Reauired EV Spaces
Updated 8/15/2019 5
City of Carlsbad Climate Action Plan Consistency Checklist
5. D Transportation Demand Management (TOM): Nonresidential ONLY K} /It-
M 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
permi~ 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
Office (all)2 20
Restaurant 11
Retaib 8
Industrial 4
Manufacturing 4
Warehousin 4
1 Unless otherwise noted, rates estimated from /TE Trip
Generation Manual, 1rJhEdition
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 acknov.1edge that the plans submitted may be subject to the City of Carlsbad's Transportation Demand Management Ordinance. I agree to be contacted should
my permit require a TOM plan and understand that an approved TOM plan is a condition of permit issuance.
ApplicantSignature:_.....,c.~-i--~...L..:.~:......t-__:_--------
Person other than Applicant to be contacted for TDM compliance (if applicable):
Name(Printed): _________________ _ Phone Number: ____ _
EmaiAddress: _________________ _
Updated 8/15/2019 6