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Home My WebLink About264 CARLSBAD VILLAGE DR; ; CBC2019-0609; PermitBuilding Permit Finaled Commercial Permit Print Date: 04/12/2021 Job Address: 264 CARLSBAD VILLAGE DR, CARLSBAD, CA 92008-2915 Permit Type: BLDG-Commercial Work Class: Addition Parcel#: Valuation: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: 2032321600 Track#: $110,904.53 Lot#: Project#: Plan#: Construction Type: Orig. Plan Check#: Plan Check#: FRESCO RESTAURANT DEV2017-0020 (city of Carlsbad Permit No: CBC2019-0609 Status: Applied: Issued: Firialed Close Out: Inspector: Final Inspection: Closed -Finaled 12/31/2019 05/15/2020 PBurn 04/12/2021 Project Title: Description: 264 FRESCO: 467 SF SECOND-STORY ADDITION AND 1,620 SF ROOF-TOP DECK W/ 487 SF ALUMINUM TRELLIS // 294 SF Of STAIRWAYS AND ADA LIFT FEE BUILDING PERMIT FEE ($2000+) BUILDING PLAN CHECK FEE (BLDG) Property Owner: DINITTO PROPERTIES INC EMERINDA DINITTO 518 KNOTS LN CARLSBAD, CA 92011 (760) 213-1691 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL FIRE A-2 & A-3 Occupancies -Tl FIRE Hourly Services First Hour MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL PLUMBING BLDG COMMERCIAL NEW/ADDITION/REMODEL PUBLIC FACILITIES FEES -outside CFD SB1473 GREEN BUILDING STATE STANDARDS FEE SEWER CONNECTION FEE (General Capacity all areas) STRONG MOTION-COMMERCIAL TRAFFIC IMPACT Commercial-Industrial Outside CFD Total Fees: $43,992.04 Total Payments To Date: $43,992.04 CoApplicant: JASON BOOTH 120 E AVENI DA CORNELIO SAN CLEMENTE, CA 92672-3205 (949) 374-6072 Balance Due: AMOUNT $665.05 $465.54 $89.00 $628.00 $159.00 $55.00 $86.00 $3,881.66 $5.00 $12,834.74 $31.05 $25,092.00 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov ( City of Carlsbad COMMERCIAL BUILDING PERMIT APPLICATION 8-2 PC Deposit --------- Date _.L.l.,Jc1,0-1-/..,_.3U-,i/ f~l___..!,.9_ I 1 Job Address "2-b4' C#V3s@ ~\]ht-1L. pr Suite: ___ APN : Z,V~-·z3z.. -\b ~ow Tenant Name: 'Z-w + :f-5<½,,ec., CT/Project#:, _________ Lot#:. ___ _ Occupancy: A. ~ Construction Type: V--'f2 Fire Sprinklers: yes' BRIEF DESCRIPTION OF WORK: -~-'---=-=--........::;'---r---'----=-~----=--=..=-:'--\-='----'--'....;;_~-=-..;'--~_._.------>-.,L- J,.~p _))(Addition/New: -------~-__ New SF and Use, __________ _ l,.(O~ Deck SF, 48] P~i{ver SF (not including flatwork) D Tenant Improvement: _____ SF, Existing Use t,~(/'; ~roposed Use _____ SF, Existing Use ______ Proposed Use ______ _ □ Pool/Spa: _____ SF Additional Gas or Electrical Features? _:;-+.e-_:S=----------- D Solar: KW, __ Modules, ___ Mounted, Tilt: Yes/ No, RMA: Yes/ No, Panel Upgrade: Yes/ No D Plumbing/Mechanical/Electrical Only: _________________________ _ Other:J., S+a,<5 =.: Qq4 SF APPLICANT (PRIMARY) PROPERTY OWNER D,t-4 1'l'fV f~~t'1S? I\ O (.., Name: G~~ y..., G-\'-\....\ Name: ~·, '"•"€-f'\ "1 dt:t.~ D\ 0\ ~ Address: 2. 4 0 :1:: t;¥<;>Pp\.t:I"-'::{ ~<::. ·~& Address: ·Z V 4 ~ r \;S\?i::d,, ·-.J\ l\~ ~ City: ~ ~-:..0 State: Cl>-Zip: 1 ::Z,\OZ,. City: C:-t:\..-('\;;.J:ttc~ State: ~ Zip: qz.~ Phone: ( y ic{) 7=f00 ---z.... 2 ,:A Phone: (3 W ) ~ 7 \ ™" \ <''\ ~~ J60 ' 2 I 3 · / b Cf / Email: :,l?.-vc, u: e.. l,v~\.,::,o C.b ,,,,,... Email: \,e,.t\oe ..z.(.,::.)+t:r~-O -~ CONTR~OR BU~INESS n • \ /J Name: U~ f'c:,.-vcl-' f,UI (I\'..(,~ Address: 11-0 E. f¼vLfvt~ CcrY\RJl't> Citv:c¼~ State:Q.if Zip: Cf-Z/4{)1- DESIGN PROFESSIONAL Name: ________________ _ Address: _______________ _ City: _______ State: ___ Zip: ___ _ Phone: ~'£'\· ~\f, VOi~ Email: t5c»clh,=t\.t bu,\ Q~L Cbry State License: 871:Z.fl Bus. License: 6LoSooo 9 ~ 8 ·- 011 -20 11- Phone: ________________ _ Email: ________________ _ Architect State License: __________ _ (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he/she Is licensed pursuant to the provisions of the Contractor's license Law {Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he/she is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$500)). 1635 Faraday Ave Carlsbad, CA 92008 B-2 Ph: 760-602-2719 Fax: 760-602-8558 Page 1 of2 Email: Building@carlsbadca.gov Rev. 06/18 ( OPTION A): WORKERS'COMPENSATION DECLARATION: I hearby affirm under penalty of perjury one of the fol/owing declarations: 1-J.have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. w/i have and wlll maintain worker's compensation, as required by Section 3700 of the labor Code, for th of the work for which this permit is issued. My wor_kers'!mpensation lnsuranf~ carrier and policy number are: lnsuran>efo'll P}'!Y Name: _-1,,..,.a,~w!..~:!I.....--------------- Pollcy No. ',,,J.~c;: l'.U ~ EKplration Date: ca-'~ rz..01.J ~ertificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to be come subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage Is unlawful, and shall subject an employer to crlmlnal penalties and clvll fines up to $100,000.00, In addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. L ~- CONTRACTOR SIGNATURE: -~---___;,~---,.__--::::,'-------------□AGENT DATE: _____ _ ( OPTION B ): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: □ I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). □ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's license Law). □ I am exempt under Section ________ Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. □ Yes □ No 2. I (have/ have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name address/ phone/ contractors' license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name/ address/ phone/ contractors' license number): 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (Include name/ address / phone/ type of work): OWNER SIGNATURE: □AGENT --------------------------DATE: _____ _ CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there Is a construction lending agency for the performance of the work this permit Is Issued (Sec. 3097 (i) Civil Code). Lender's Name: ____________________ _ Lender's Address: ____________________ _ ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? □ Yes □ No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? □ Yes □ No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? □ Yes □ No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. APPLICANT CERTIFICATION: I certify that I have read the application and state that the above Information is correct and that the Information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the Qty of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.OSHA: An OSHA permit is required for excavations over 5'0' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 1 ys the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work ls commenced for a perie 0~80 days ( ction 106.4.4 Uniform Building Code). B-2 Ph: 760-602-2719 Fax: 760-602-8558 Page 2 of2 Email: Building@carlsbadca.gov Rev. 06/18 Permit Type: Work Class: Status: Scheduled Date 03/30/2021 04112/2021 BLDG-Commercial Addition Closed -Finaled Actual Inspection Type Start Date ------- Checklist Item FIRE-Building Final 03/30/2021 BLDG-Final Inspection Checklist Item Application Date: 12/31/2019 Owner: DINITTO PROPERTIES INC Issue Date: 05/15/2020 Subdivision: CARLSBAD LANDS Expiration Date: 09/15/2021 Address: 264 CARLSBAD VILLAGE DR IVR Number: 23987 CARLSBAD, CA 92008-2915 Inspection No. COMMENTS Inspection Status Primary Inspector 1. Occupant load sign for second floor outdoor dinning: "Occupant load 98 total 83 seated" for 1st floor outdoor patio "occupant load "55 total 44 seated" for indoor "occupant load 145 total 115 seated'' 2. Canopy on second floor seated area requires CA state flame retardant certificate. 3. Install fire extinguisher in prep area. Email photos to medi.maldonado@carlsbadca.gov 153833-2021 Partlal Pass COMMENTS Tim Kersch Reinspection Inspection Passed No Re inspection Incomplete Passed BLDG-Building Deficiency No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final Taco full use. No BLDG-Electrical Final No BLDG-Fire Final 153882-2021 Passed Adalmlra Maldonado Complete Checklist Item COMMENTS Passed FIRE-Building Final Yes 04/12/2021 BLDG-Final Inspection 154721-2021 Passed Tim Kersch Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Electrical Final Yes Monday, April 12, 2021 Page 7 of 7 Permit Type: BLDG-Commercial Application Date: 12/31/2019 Owner: DINITTO PROPERTIES INC Work Class: Addition Issue Date; 05/15/2020 Subdivision: CARLSBAD LANDS Status: Closed -Finaled Expiration Date: 09/15/2021 Address: 264 CARLSBAD VILLAGE DR IVR Number: 23987 CARLSBAD, CA 92008-2915 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status ··-"-•-··-----~-.-... ,..",,. __ ,.~-·----,-·-·-------·"-·-· ., ·~"-"·-·--- 01/19/2021 01/19/2021 BLDG-33 Service 148658-2021 Partial Pass Tim Kersch Rcinspection lncomplcta Change/Upgrade Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 01/21/2021 01/21/2021 BLDG-13 Shear 148836-2021 Failed Tim Kersch Re inspection Incomplete PanelsfHO (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency No 02/23/2021 02/23/2021 BLOG-18 Exterior 151183-2021 Passed Chris Renfro Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 03/15/2021 03/15/2021 BLDG-11 152680-2021 Cancelled Paul Burnette Reinspection Incomplete FoundatlonfFtg/Plers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency No 03/16/2021 03/16/2021 BLDG-11 152766-2021 Failed Tim Kersch Reinspection Incomplete Foundatlon/Ftg/Plers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Not readt No 03/17/2021 03/17/2021 BLDG-11 152925-2021 Failed Tim Kersch Re inspection Incomplete Foundatlon/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Not readt No 03/19/2021 03/19/2021 BLDG-43 Air 153119-2021 Partial Pass Tim Kersch Reinspoction Incomplete Cond./Furnace Set Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 03/29/2021 03/29/2021 BLDG-Fire Final 153145-2021 Failed Adalmlra Maldonado Re inspection Incomplete ····------------····-·-•--··------------•-·--•--······ Monday, Aprll 12, 2021 Page 6 of 7 Permit Type: BLDG-Commercial Work Class: Addition Application Date: 12/31/2019 Issue Date: 05/15/2020 Owner: DINITTO PROPERTIES INC Subdivision: CARLSBAD LANDS Address: 264 CARLSBAD VILLAGE DR Status: Closed -Finaled Expiration Date: 09/15/2021 IVR Number: 23987 CARLSBAD, CA 92008-2915 Scheduled Date 12/1612020 01/0512021 01/08/2021 0111312021 Actual Inspection Type Start Date Inspection No. Inspection Status Primary Inspector Checklist Item COMMENTS BLDG-Building Deficiency 12/16/2020 BLDG-17 Interior 146393-2020 Partlal Pass Tim Kersch Lath/Drywall Checklist Item COMMENTS BLDG-Building Deficiency 01/0512021 BLOG-81 Underground 147543-2021 Passed Tim Kersch Combo(11, 12,21,31) Checklist Item COMMENTS BLDG-Building Deficiency BLDG-11 Foundation-Ftg-Piers (Rebar) BLDG-12 Steel-Bond Beam BLDG-21 U nderg round-Underfloor Plumbing BLDG-31 Underground-Conduit Wiring 01/08/2021 BLDG-12 Steel/Bond 147897-2021 Partial Pass Tim Kersch Beam Checklist Item COMMENTS BLDG-Building Deficiency July 7, 2020: 1. Foundation footing pads steel located at F1, F2, and F4 per structural engineers plans approved. 2. Approval letter required for slab steel reinforcement rebar's into existing foundation needs to be called out per structural engineer. 3. Structural engineer needs to revise plans and details to reflect on site as built conditions. 4. Inform structural engineer that one set of plans stamped and signed/approved is required at jobsite not two sets of plans. BLDG·Building Deficiency July 6, 2020: 1. Left message with contractor Jason two times. 2. Contractor Jason called and canceled inspection, contractor not on site at time of inspection window. 01113/2021 BLDG-34 Rough 148272-2021 Failed Tim Kersch Electrical Checklist Item COMMENTS BLDG-Building Deficiency ------.. --, "·--~•"'•-~-'""""·•-·--•··•· _._ .. __ Monday, April 12, 2021 Reinspection Inspection Passed Yes Reinspection Incomplete Passed Yes Complete Passed Ne No No No No Re inspection Incomplete Passed Yes No Rcinspcction Incomplete Passed Ne .. --~·~---. Pago 5 of 7 Permit Type: BLDG-Commercial Work Class: Addition Application Date: 12/31/2019 Owner: DINITTO PROPERTIES INC Status: Scheduled Date 11/17/2020 11/19/2020 11/20/2020 12/0412020 12/07/2020 12/11/2020 12/1412020 Issue Date: 05/15/2020 Subdivision: CARLSBAD LANDS Closed -Finaled Expiration Date: 09/15/2021 IVR Number: 23987 Address: 264 CARLSBAD VILLAGE DR CARLSBAD, CA 92008-2915 Actual Inspection Type Start Date Inspection No. Inspection Primary Inspector Status ·-------•"· '~•~•-••••<0,0M----- 11/1712020 BLDG-23 143874-2020 Failed Tim Kersch Gas/Test/Repairs Checklist Item COMMENTS BLDG-Building Deficiency 11/19/2020 BLDG-23 144188-2020 Partial Pass Tim Kersch Gas/Test/Repairs Checklist Item COMMENTS BLDG-Building Deficiency 11/20/2020 BLDG-23 144315-2020 Failed Tim Kersch Gas/TestlRepalrs Checklist Item COMMENTS BLDG-Building Deficiency 12/04/2020 BLDG-84 Rough 145389-2020 Failed Tim Kersch Combo(14,24,34,44) Checklist Item COMMENTS BLDG-Building Deficiency Building only partially wrapped could not approve rough combo. BLDG-14 Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers 12/07/2020 BLDG-84 Rough 145551-2020 Passed Tim Kersch Combo(14,24,34,44) Checklist Item COMMENTS BLDG-Building Deficiency BLDG-14 Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers 12/11/2020 BLDG-16 lnsulatlon 146015-2020 Partial Pass Tim Kersch Checklist Item COMMENTS BLDG-Building Deficiency 12/14/2020 BLDG-17 Interior 146154-2020 Passed Tim Kersch Lath/Drywall ·----__ , ____ _, .. ------••-'· Reinspection Inspection Reinspcction Incomplete Passed No Rcinspcction Incomplete Passed No Reinspection Incomplete Passed No Reinspectlon Incomplete Passed No Yes Yes No No Complete Passed Yes Yes Yes Yes No Reinspection Incomplete Passed Yes COmplete .... --·----·-·~~ ~*"-**-~* --·-------···•----"'-'" Page 4 of 7 Monday, April 12, 2021 Permit Type: BLOG-Commercial Work Class: Addition Application Date: 12/31/2019 Owner: DINITTO PROPERTIES INC Issue Date: 05/15/2020 Subdivision: CARLSBAD LANDS Address: 264 CARLSBAD VILLAGE DR CARLSBAD, CA 92008-2915 Status: Scheduled Date 10/09/2020 10/23/2020 11/04/2020 11/06/2020 11/16/2020 Closed -Finaled Expiration Date: 09/15/2021 Actual Inspection Type Start Date 10/09/2020 BLDG-21 U nd erg rou n d/U nderflo or Plumbing Checklist Item IVR Number: Inspection No. 140597-2020 COMMENTS BLDG-Building Deficiency 10/23/2020 BLDG-15 Roof/ReRoof 141886-2020 (Patio) Checklist Item COMMENTS 23987 Inspection Status Passed Partial Pass BLDG-Building Deficiency Partial pass -exterior for elevator preparation. 11/0412020 BLDG-13 Shear 142908-2020 Passed Panels/HD (ok to wrap) Checklist Item COMMENTS BLDG-Building Deficiency 11/06/2020 BLOG-22 Sewer/Water 143165-2020 Partial Pass Service Checklist Item COMMENTS Primary Inspector Paul Burnette Tim Kersch Tim Kersch Tim Kersch BLDG-Building Deficiency Partial only for first 15 feet of line street side. Dual waste system currently there is no grease interceptor .. Details and type of grease inspector were requested. BLDG-84 Rough 143164-2020 Failed Tim Kersch Combo(14,24,34,44) Checklist Item COMMENTS BLDG-Building Deficiency Building only partially wrapped could not approve rough combo. BLDG-14 Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers 11/16/2020 BLDG-17 Interior 143526-2020 Partial Pass Tim Kersch Lath/Drywall Checklist Item COMMENTS BLDG-Building Deficiency , .. ·-·-~---~,,, ____ µ~""" ---,~ -"•"-" -h;•~~---•• -~~,,, Monday, April 12, 2021 Reinspection Inspection Complete Passed Yes Rcinspcction Incomplete Passed Yes Complete Passed Yes Roinspection Incomplete Passed Yes Reinspection Incomplete Passed No Yes Yes No No Re inspection Incomplete Passed Yes Page 3 of 7 Permit Type: BLDG-Commercial Work Class: Addition Application Date: 12/31/2019 Issue Dato: 05/15/2020 Owner: DINITTO PROPERTIES INC Subdivision: CARLSBAD LANDS Address: 264 CARLSBAD VILLAGE DR Status: Scheduled Date 08/2412020 09/01/2020 09/11/2020 10/07/2020 Closed -Finaled Expiration Date: 09/15/2021 IVR Number: 23987 CARLSBAD, CA 92008-2915 Actual Inspection Type Start Date Inspection No. Inspection Status Primary Inspector Reinspection Inspection ·---------------------------------- 08/24/2020 09/01/2020 09/11/2020 10/07/2020 Checklist Item BLDG-Building Deficiency BLDG-Building Deficiency COMMENTS July 7, 2020: 1. Foundation footing pads steel located at F1, F2, and F4 per structural engineers plans approved. 2. Approval letter required for slab steel reinforcement rebar's into existing foundation needs to be called out per structural engineer. 3. Structural engineer needs to revise plans and details to reflect on site as built conditions. 4. Inform structural engineer that one set of plans stamped and signed/approved is required at jobsite not two sets of plans. July 6, 2020: 1. Left message with contractor Jason two times. 2. Contractor Jason called and canceled inspection. contractor not on site at time of inspection window. BLDG-14 136565-2020 Partial Pass Paul Burnette Frame/Steel/Bolting/We !ding (Decks) Checklist Item COMMENTS BLDG-Building Deficiency BLDG-84 Rough 137198-2020 Partial Pass Tim Kersch Combo(14,24,34,44) Checklist Item COMMENTS BLDG-Building Deficiency BLDG-14 Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers BLDG-16 Insulation 138039-2020 Partial Pass Tim Kersch Checklist Item COMMENTS BLDG-Building Deficiency BLDG-21 140392-2020 Failed Paul Burnette Underground/U nderflo or Plumbing Checklist Item COMMENTS BLDG-Building Deficiency Passed Yes No Reinspecti6n Incomplete Passed Yes Rcinspcction Incomplete Passed No Yes Yes No No Reinspoction Incomplete Passed Yes Re inspection Incomplete Passed No pm.,•-••---~,••~"--"'" ... _,,_,_ "--· ___ ,.,,. ...... ~--.-·-·--.. ., ______ ., Monday, April 12, 2021 Page 2 of 7 Building Permit Inspection History Finaled (city of Carlsbad Permit Type: BLDG-Commercial Application Date: 12/31/2019 Owner: DINITTO PROPERTIES INC Work Class: Addition Issue Date: 05/15/2020 Subdivision: CARLSBAD LANDS Status: Closed -Finaled Expiration Date: 09/15/2021 Address: 264 CARLSBAD VILLAGE DR IVR Number: 23987 CARLSBAD, CA 92008-2915 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 08/21/2020 BLDG-12 Steel/Bond 136469-2020 Cancelled Tony Alvarado Rcinspcction Incomplete Beam Checklist Item COMMENTS Passed BLDG•Building Deficiency July 7, 2020: Yes 1. Foundation footing pads steel located at F1, F2, and F4 per structural engineers plans approved. 2. Approval letter required for slab steel reinforcement rebar's into existing foundation needs to be called out per structural engineer. 3. Structural engineer needs to revise plans and details to reflect on site as built conditions. 4. Inform structural engineer that one set of plans stamped and signed/approved is required at jobsite not two sets of plans. BLDG-Building Deficiency July 6, 2020: No 1. Left message with contractor Jason two times. 2. Contractor Jason called and canceled inspection, contractor not on site at time of inspection window. 0610312020 06/0312020 BLDG-11 129228-2020 Passed Paul Burnette Complete Foundatlon/Ftg/Plers (Robar) Checklist !tern COMMENTS Passed BLDG-Building Deficiency Yes 07/0612020 07/06/2020 BLDG-12 Steel/Bond 131911-2020 Cancelled Tony Alvarado Re inspection Incomplete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency July 6, 2020: No 1. Left message with contractor Jason two times. 2. Contractor Jason called and canceled inspection, contractor not on site at time of inspection window. 07107/2020 07/07/2020 BLDG-12 Steel/Bond 132075-2020 Partlal Pass Tony Alvarado Re inspection Incomplete Beam ------------------··•·-·-·-·· ------------------·---------Monday, April 12, 2021 Page 1 of7 ( City of Carlsbad SPECIAL INSPECTION AGREEMENT B-45 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov In accordance with Chapter 17 of the California Building Code the following must be completed when work being performed requires special Inspection, structural observation and construction material testing. Project/Permit C0C)O/Q-o~.ctAddress: 16':I ~~4kwi~ A. THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you are Owner-Builder □. (If you checked as owner-builder you must also complete Section B of this agreement.) Name: (Please print) [1 h'.\ Q Y I V\ ~ lil <~ n 1 -.a V1#011:I.) t\ Mailing Address· £1!Qlb L{ \Q.tA XLJ\la!W\ ~ \o\l Phone· Email· i~~A~cl6 ~ ~ C£: · (ih:f) I am: ~roperty Owner □Property Owner's Agent of Record □Architect of Record □Engineer of Record State of California Registration Numbe..._ ____________ Expiration Date: _______ _ AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read, understand, acknowledge and promise to comply with the City of Car1sbad requirements for special inspections, structural observations, construction materials testing and off-site fabrication of building components, as prescribed in the statement of special inspections on the aP.proved plans and, as required by the California Building Cre. Signatur · Date: 0£/f Q 10 2 0 I • I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; • I acknowledge that control will be exercised to obtain confonnance with the construction documents approved by the building official; • I will have in-place procedures for exercising control within out (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and • I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. • I will provide a final report I letter In compliance with CBC Section 1704.1.2 prior to requesting final inspect~ IL . ([...j.-- s;gnatme: r 'fr1PIY-V' Date: 0 ~ 10 ( 20 ZV B-45 Page 1 of 1 Rev. 03/20 • EMSL Analytical, Inc. 8145 Ronson Road, Suite B San Diego, CA 92111 Tel/Fax (858) 499-1303 / (858) 499-1304 http //Www.EMSL com/ sand1egolab@emsl com EMSL Order: 432004480 Customer ID: VM3E21 Customer PO: Project ID: Test Report: Asbestos Analysis of Bulk Materials via EPA 600/R-93/116 Method using Polarized Light Microscopy Sample RT1-2 432004480-0008 RT1-3 432004480-0009 RS1-1 432004480-0010 RS1-2 432004480-0011 RS1-3 432004480-0012 Analyst(s) Alberto Guerrero (8) Brooke Batten (12) Description ROOFING TILE - CEMENTITIOUS RED SPANISH STYLE ROOFING TILE - CEMENTITIOUS RED SPANISH STYLE ROOFING SEALANT -VENTS ROOFING SEALANT -VENTS ROOFING SEALANT -VENTS Non-Asbestos Appearance % Fibrous Red Non-Fibrous Homogeneous Red Non-Fibrous Homogeneous Gray Non-Fibrous Homogeneous Gray Non-Fibrous Homogeneous Gray Non-Fibrous Homogeneous % Non-Fibrous 100% Non-fibrous (Other) 100% Non-fibrous (Other) 100% Non-fibrous (Other) 100% Non-fibrous (Other) 100% Non-fibrous (Other) Mariah Curran, Laboratory Manager or Other Approved Signatory ~ %Type None Detected None Detected None Detected None Detected None Detected EMSL maintains liability limited to cost of analysis. The above analyses were performed in general compliance with Appendix E to Subpart E of 40 CFR (previously EPA 600/M4-82-020 "Interim Method"), but augmented with procedures outlined in the 1993 ("final") version of the method. This report relates only to the samples reported above, and may not be reproduced, except in full, without written approval by EMSL EMSL bears no responsibility for sample collection activities or analytical method limitations. Interpretation and use of test results are the responsibility of the client. All samples received in acceptable condition unless otherwise noted. This report must not be used by the client to claim product certification, approval, or endorsement by NVLAP, NIST or any agency of the federal government. EMSL recommends gravimetric reduction for all non.friable organically bound materials prior to analysis, Estimation of uncertainty is available on request. Samples analyzed by EMSL Analytical, Inc. San Diego, CA NVLAP Lab Code 200855-0, CA ELAP 2713, HI L-09-03 ( Initial report from; 05/14/2020 18:14:32 ASB_PLM_0008_0001 -1.78 Printed: 5/14/2020 3:14 PM Page 2 of 2 OrderID: 432004480 ),•( I I r •;;i . . -' . . ' 'l ,"-.....C::::.l I I .:/\ 1 l_/lD L.. . •• L,-;:-:i 1~r=s-;1--:1G .;,J U1,1 •-J :. Asbestos Chain of Custody estmg r er um LAT O d N b er (Lab Use Only): I #432004480 comoanv: VM3 Environmental, Inc. EMSL Customer ID: PHONE: ( ) I FAX: ( ) Street: 1645 South Rancho Santa Fe Road, Suite #103 Citv: San Marcos J StatefProvlnce: CA Ziel Postal Code: 92078 I Countrv: USA Telephone #: (760) 273-9728 I Fax#;- Reoort To I Name): Ramon Quinonez Please Provlde Results: D J=ax Iii] Email Email Address: ramon@vm3enviro.com f labresults@vm3anv1ro.com Purchase Order: - Prolect Name/Number: '31.1-'-+--2.l.CI 1"-,lsS,~J 1/il/u .. 'Ix.Connecticut Samples: D Commercial O Residential U.S. State Samples Taken: cslirom1a IEMSL Projeat ID (Internal Use Only): LA Testing-Bill to: ~ Same U Different -If Bill to is Different note instructions in Comments .. Third Party Billing requires written authorization from third party Turnaround Time (TAT) Options* -Please Check 1 13 Hour ID 6Hour I r I 24 Hour I 48 Hour D 72 Hour ID 96 Hour I O 1 Week IO 2Week •For TEM Air 3 hours through 6 hours, please call ahead to schedule. •There is a premium charge for 3 Hour TE.MAHE.RA or EPA Level II TAT. You wi1J be asked to ,ilin an authorization form for this service. Analvsis comoleted In sccordsnce with LA Teslina's Terms end Conditions located in the Analvtical Price Guida. PCM -Air D Check if samples are from NY TEM -Air O 4-4.Shr TAT (AHERA only) TEM-Dust 0 NIOSH 7400 0 AH ERA 40 CFR, Part 763 0 Microvac -ASTM D 5755 □ wt OSHA 8hr. TWA □ NIOSH7402 0 Wipe -ASTM D6480 PLM -Bulk (re(!ortlng llmlt} 0 EPA Level II D Carpet Sonication (EPA 600/J-93/167) fl PLM EPA 600/R-93/116 (<1%) 0 ISO 10312 SolllRock/Vermlcullte 0 PLM EPA NOB (<1%) TEM-Bulk 0 PLM CARB 435 -A (0.25% sensitivity) Point Count 0TEM EPA NOB 0 PLM CARS 435 -B (0.1% sensitivity) D 400 (<0.25%) □ 1000 (<0.1 %) 0 NYS NOB 198.4 (non-friable-NY) 0 TEM CARS 435 -B (0.1% sensitivity) Point Count w/Gravimetric 0 Chatfield SOP 0 TEM CARB 435-C (0.01% sensitivity) D 400 C<0.25%) D 1000 (<0.1%) D TEM Mass Analysis-EPA 600 sec. 2.5 D EPA Protocol (Semi-Quantitative) 0 NYS 198.1 (friable in NY) TEM-Water: EPA 100.2 D EPA Protocol (Quantitative) 0 NYS 198.6 NOB (non-friable-NY) 0 NYS 198.8 SOF-V Fibers >10µm D Waste D Drinking Other: 0 NIOSH 9002 (<1%) All Fiber Sizes D Waste D Drinking □ D Check For Positive Stop -Clearlv Identify Homoqenous Group I Filter Pore Size (Air Samples): O 0.8lJm O 0.451.Jm Samplers Name: Ramon Quinonez Samplers Signature: -=;;tf- Volume/Area (Air) Datemme Sample# Sample Description HA #(Bulk) Sampled 1?.l'.1.-1 92.., .. t.•~ r ... r~ -~-/j)_ Jl.J_o,,. % r ,..,_ ;,, ,, 1-l-A :tl:1 OJJ 12-j ,?_.,, (/ I f I I I 'i?e 1 -2 I -I 1<.c..1. -3 J__ -J_ ..L r1-1. I) ru ,~,,. (/ .C:::.1.1.c:+~~---r .. : I~ Hit -t#:-,z_ -/ / V I C'..1 -2. ( -I J Cl--3 J_ -_J._ -L _J.__ Client Samole # ls): -Total # of Samples: /"Z. Relinquished (Cllen~ . ---Date: o.r/Jz../ e--i) Time: /S-:7..,") _, .I .-< I l Received (Lab): '-/fl ( './'\. .. Date: S'-12-20 Time: ;; : ?..d'i)n - Comments/Special Instructions: I I Page 1 of _2::.. pages COr1JO,IO<f Ooatmenl • CQC.04 Asb<,los-RI. 1 -3t.l0/2017 Paqe 1 Of 2 OrderID: 432004480 ♦ t MSL AHA1.YTICAL. INC. ~1'Vln'•P-=iDIUOTI•~ Asbestos Chain of Custody EMSL Order Number (Lab Use Only): #43 2004 4 8 0 PHONE: FAX: Additional Pages of the Chain of Custody are only necessary ;f needed for additional sample information Volume/Area (Air) Samole# Sample Description HA # (Bulkl PT1 -1 '/?,_,..~~,. T: le.. -~.J_;_w_ed" 1?. _J H-1\ .d:3 12T1 -'I I o -S fiJ."lrl... 'Hy le- I 1cT 1 -3 .:J_ -J -- 'KS i -1 <1J,.,AL\.m (!,, 4. / ~ ,, ./--\Jvi.J.<r: HA#=t1 ~ ~ ~Si -1-(j I I I - ~S 1 -3 I -I _j__ -- -----....._ ~ / \ ~ I 7 ~v I ------I \.__ / / / / / AD / c~/ / / / / ., *Comments/Special Instructions: ~ 32.....'"=1-G+ -U'/ 6trf!b.:::J l);l{aJe.., 1);-. Page __b__ of __b_ pages Controlo-d Oocument-A•bea!Dt. coc-RID-C~l2015 Paq e 2 Of 2 Date/Time Sampled tJs11zl~ { I ....,,,, / / United States Department of Commerce National Institute of Standards and Technology ~w[£. ® Ce ificate of Accreditation to ISO/IEC 17025:2005 NVLAP LAB CODE: 200855-0 EMSL Analytical, Inc. San Diego, CA is accredited by the National Voluntary Laboratory Accreditation Program for specific services, listed on the Scope of Accreditation, for: Asbestos Fiber Analysis This laboratory is accredited in accordance with the recognized lntemational Standard /SOI/EC 17025:2005. is accreditation demonstrates technical competence for a defined scope and the operation of a laboratory quality management system (refer to joint /SO-ILAC-/AF Communique dated January 2009). 2 19-10-0 I through 2020-09-30 Effective Dates For the tyat Volunt ~ , UJl National Voluntary [t:!)WL!,£* Laboratory Accreditation Program SCOPE OF ACCREDITATION TO ISO/IEC 17025:2005 EMSL Analytical, Inc. 7916 Convoy Court San Diego, CA 92111 Ms. Mariah Curran Phone: 858-499-1303 Fax: 858-499-1304 Email: mcurran@emsl.com http://www.emsl.com ASBESTOS FIBER ANALYSIS NVLAP LAB CODE 200855-0 Bulk Asbestos Analysis Code 18/A0I I 8/A03 Description EPA --40 CFR Appendix E to Subpart E of Part 763, Interim Method of the Determination of Asbestos in Bulk Insulation Samples EPA 600/R-93/116: Method for the Determination of Asbestos in Bulk Building Materials Airborne Asbestos Analysis Code 18/A02 Description U.S. EPA's "Interim Transmission Electron Microscopy Analytical Methods-Mandatory and Nonmandatory-and Mandatory Section to Determine Completion of Response Actions" as found in 40 CFR, Part 763, Subpart E, Appendix A. For the National Volunta V Effective 2019-10-01 through 2020-09-30 Page I of 1 • . A.'\OERSO~ Il\SPECTlO~ TYPE.OF SAMPLE SLUMP QUANT11Y IN SET Slructural Steel Assembly Fll'8 Proofing Asphalt AODlllONAL REMARKS ON SAMPLE SPECTION SUMMARY -LOCATIONS OF WORK • TEST SAMPLES TAl<f=N. WORK REJECTED. JOB PROBl.B~. PROCRESS. 11//ARKS. ETC. N:l.UOES INFORMATION ABOUT -AM<:>uNTS PtATERIAL PlACED ORjWORK PERFORMED. NIJL'BER. TVPE & IOENT. NO'S OF T SAMPLES TAKEN: STRUCT. CONNECTIONS IElD MADE T. BOLTS TOROUED CHECl<EO. ETC. CONTINUED ON NEXT PACE PACE 'TWEIN TIMEOUT SAIIPLES ApprovedBy ______________ __;_ __ Project Superinlend~l ·\·· ·, .lYPE OF 8AIIPLE SWIIP ADORIOIMLPFF7.MS ON~·. <;oNT1NUEl)ONtEXT PACE PACE · · OF/ UIE81 1'11FEOUT Mal.a . ./ REGISTERED INSPECTOR'S DAILY TYPE OF INSPECTION REQUIRED Job Address Reinforced Conaete 0 Po&t Tensioned Concrete 0 Reinforced Masonry Job Name l.fl{F.~.J::ks;:/!t.v__/2.a Type of Structure · I'"'> 1-------~.l:.Ut.<Z.l!C.f.A,='--~-Material Description (type. grade. source) ~-WIT Job No. Structural Steel Assembly Fire Proofing Asphalt City Contractor SubcontraclDr / TYPE OF SAMPLE SLUMP ADDmONAL REMARKS ON SAMPLE Q / / / ,/ INSPECTION SUMMARY -LOCATIONS OF WORK INSP CTEO. "JEST SAMPLES TAKEN. WORK REJECTED. JOB PROBLEMS. PROGRESS. REMARKS. ETC. INCLUDES INFORMA.TION ABOUT -AMOUN OF MATERIAL PlACED OR WORK PERFORMED. NUMBER TYPE & IOENT. NO'S OF TEST SAMPl.ES TAKEN: STRUCT. CONNECTIONS ELD H.T. BOLTS TORQUED CHECKED, ETC. CONTINUED ON NEXT PAGE 0 PAGE OF TIMEIN TIMEOUT SAMPLES White -Office Copy • Canary-Acroun 'ng Copy • Pink -/nspecJors Copy • Goldenrod -Jobsite Copy srr: ;:.002 -t Sot.vr...-es:: Inspection & Tes:rg. Ire. A'.\l>ERSO~ ~SPECTIO~ REGISTERED INSPECTOR'S DAILY RE Reinforced Conaete PostT~ Concrete Reinforced Masonry CERTFICATION OF COMPLIANCE I ;;t:;(!:B'!' C.:-::HIII-'!' I HAI I HAVE 08$!:;{'./!:0 10 1H!: 1!1:SI Of-IIIY ;(!110\", .X.1: A:..l.. Of-fH!: A:!:lVf: H:::?OH?~ \•."OflK UN ~ ~.AV!: 1-0UNO l..,1$,•,'t);(K10 Al'2!k0';~ UON. SPECIALTY NO. ACENCY Structural Steel Assembly Fire Proofing Asphalt CONTINUED ON NEXT FACE PACE TIME IN TIME OUT _j_ OF SAMPLES Approvec!By ________________ _ .A.'\DERSO~ 11'SPECT10~ REGISTERED INSPECTOR'S DAILY RE SPECW.TY >< Reinforced Concrete PostTensio~ Concrete Reinforced Masonry NO. Structural Steel Assembly Fire Proofing Asphalt ADOfTIONAL REMARKS ON SAMPLE S TAKEN. WORK REJECTED. JOB ~.S. PROGRESS. PACE _j_. OF TIMEIN TIMEOUT Approved By ________________ _ Project Super.ntenc!tri WEIGHMASTER CERTIFICATE SUPERI R READY MIX CONCRETE L p THIS IS TO CERTIFY that the following described commodity was ' •; • weighed, measured, or counted by a welghmaster, whose signature SER NG SOUTHERN CALIFORNIA SINCE J958 2801342 ~~~~1~f ~t ~v ~:y~~o~: ;~:~::vou ! lllllll~l~II 1~111111 ~eighed at: Uce ms i de. CA 92~~6 t (-760> /1+5 0"55C DATE CUSTOMER P.O. NO. usrqME N jf~ON BOOTH" OB RES , 2£ 4 l:ARl SBA'l:rv ILLAGE "lf,,-;=~==~-=:;:=======·~========----i-=:..:__~::..:..:.:..:.::_..=.:-=-.....:....=-=:=.:..:....:...::.:..:.:..:=-=.c.:..:...=-...;i lfiiAlsiEFi~~~ili=::;:==:J - OESIGN~O. 5ft LOAD QTY CUMULATIVE; QTY •:;. 00 .... 5.00 ~-00 t. 0CI 1.00 QTY TOGO 171. (?1111 ·~ 5.00 S.00 ' 5.1710 1. 00 1.~ r. C' C . C I LI .. E .4500 t. 5X Excessive water is detrimental to concrete performance. Gallons to full load ____ /Slump ___ _ Gallons to 3/4 load _ _._, ~1-/Slufup _!5..,... __ Gallons to 1/2 load ____ /Slump ___ _ 0Gallons to 1/4 ioad ____ /sJu.,mp ___ _ ,,,, Water added on job i-customer;1 request. Authorized B : • .. REOBY cr:SAR 7 802' PRODUCT COJ)E UNIT PRICE •'I '-0 Cash 0 Check No. 4-__ ..::_ 0 Credit OK Driver Comme9ts ''-1 ~ '-l' -Ci 'If'-/ 3 /,.r G 1 25. (llQ'I '+0. 00 60.9f0 ' "Customer acknowled~s that the described materialj)as~n sdletted and rdered by Customer and that Superior has not reviewed any plans or ~pecifications ~or'giln any ora recommendaLions or a}Surances regarding the fitni:ss of the materi!l ffir a spec 1ed purpose, unless Superior '1Jls provided such review, recommendations or assurances in a writing signe, by an authorized representaLive of Superior. Superior does not warrant that th materials supplied comply with SB 800. Concrete is porous. Some crackin~p-outs, surface blemishe. or color variaLions niay occur for w¼iich Superior is not responsible. Water i. added ~nly al Customer's_request. Added water will increase warer/cefflent ratios, decrease strength am may cause increased cracking and color variations. Superior is,not responsible for the adilition of water or any other material to the cone~· te by the customer. Customer agrees to defend indemnify and hold Supe~r hruml , to the fullest extent of the law, from aw liability or claims for damage relating to the ordered mat 1 being not suitable for its inrended use or no suited for placeme t upon i,tc gr9und soils or conditions wbefe the materi 11.r placed." • Received in goo~condition by: ..: ,-t' -~,, DATE: April 29, 2020 JURISDICTION: CARLSBAD PLAN CHECK#.: CBC2019-0609 ✓• EsG1I SET III PROJECT ADDRESS: 264 CARLSBAD VILLAGE DRIVE ~PPLICANT r JURIS. PROJECT NAME: RESTAURANT ADDITION FOR DINITTO PROPERTIES, INC D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. C8] The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: C8] EsGil staff did not advise the applicant that the plan check has been completed. D EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted:l//30}2o (by{/r1 Email: Mail Telephone Fax In Person REMARKS: Please review the signatures on the structural plan,. he structural sheets slip sheeted onto the final sets of drawings are not signed. By: Abe Doliente Enclosures: (J EsGil 4/27/20 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 DATE: April 21, 2020 JURISDICTION: CARLSBAD PLAN CHECK#.: CBC2019-0609 ✓• EsG1I A SAFEbui!t-Compuny SET II PROJECT ADDRESS: 264 CARLSBAD VILLAGE DRIVE □ APPLICANT □ JURIS. PROJECT NAME: RESTAURANT ADDITION FOR DINITTO PROPERTIES, INC D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ~ The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ~ The applicant's copy of the check list has been sent to: GEORGE GILLI D EsGil staff did not advise the applicant that the plan check has been completed. ~ EsGil staff did advise the applicant that the plan check has been completed. Person contacted: GEORGE Telephone#: 619 306 2289 Date contacted: (by: ) Email: GEOGILLl@YAHOO.COM???? Mail Telephone Fax In Person 0 REMARKS: By: Abe Doliente (for B.D.) EsGil 4/14/20 Enclosures: 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 CARLSBAD CBC2019-0609 April 21, 2020 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. GENERAL 1. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. PLANS 2. All sheets of the plans and the first sheet of the calculations are required to be signed by the licensed architect or engineer responsible for the plan preparation. California State Law. The structural sheets are not signed. EXITS 7. Clearly show the required exits and exit signs for dining 1 and dining 2. ADDITIONAL 18. Please comply with the City's climate action plan. 1 B ~- 19. Revise the sheet index to show all the drawings submitted. Please note the correct designation of the sheets. (Mand T-24 sheets) To speed up the review process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. CARLSBAD CBC2019-0609 April 21, 2020 Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes. please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: □ Yes □ No The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Abe Doliente (for B.D.) at Esgil. Thank you. DATE: 2/05/2020 JURISDICTION: CARLSBAD PLAN CHECK#.: CBC2019-0609 ✓• EsG1I A SAFFbuilt'Cornpan_y SET: I PROJECT ADDRESS: 264 CARLSBAD VILLAGE DRIVE □ APPLICANT □ JURIS. PROJECT NAME: RESTAURANT ADDITION FOR DINITTO PROPERTIES, INC 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. C8J The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. C8J The applicant's copy of the check list has been sent to: GEORGE GILLI D EsGil staff did not advise the applicant that the plan check has been completed. C8J EsGil staff did advise the applicant that the plan check has been completed. Person contacted: GEORGE Telephone#: 619 306 2289 Date contacted: (by: ) Email: GEOGILLl@YAHOO.COM???? Mail Telephone 0 REMARKS: By: Bert Domingo EsGil Fax In Person Enclosures: 1//03/2020 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 CARLSBAD CBC2019-0609 2/05/2020 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK#.: CBC2019-0609 OCCUPANCY: A 3 TYPE OF CONSTRUCTION: VB ALLOWABLE FLOOR AREA: SPRINKLERS?: NO REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 2/05/2020 FOREWORD (PLEASE READ): JURISDICTION: CARLSBAD USE: RESTAURANT ACTUAL AREA: 1620 SQ FT. STORIES: 2 HEIGHT: OCCUPANT LOAD: 158 DATE PLANS RECEIVED BY ESGIL CORPORATION: 1//03/2020 PLAN REVIEWER: Bert Domingo This plan review is limited to the technical requirements contained in the California version of the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 2016 CBC, which adopts the 2015 IBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2015 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. CARLSBAD CBC2019-0609 2/05/2020 GENERAL 1. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. PLANS 2. All sheets of the plans and the first sheet of the calculations are required to be signed by the licensed architect or engineer responsible for the plan preparation. California State Law. 3. Show on the Title Sheet all buildings, structures, walls, etc. included under this application. Any portion of the project shown on the site plan that is not included with the building permit application filed should be clearly identified as "not included" on the site plan or Title Sheet. Sec. 107.2. INTERIOR WALL AND CEILING FINISHES 4. Provide a note on the plans or on the finish schedule, stating, "Wall and ceiling materials shall not exceed the flame spread classifications in IBC Table 803.11." SITE PLAN 5. Provide a fully dimensioned site plan drawn to scale. Sec. 107.2. Include the following: Please show the distance from the property line to the stairs. CARLSBAD CBC2019-0609 2/05/2020 EXITS 6. The plans shall designate the number of occupants to be accommodated on every floor, and in all rooms and spaces. Section 107.2.3. 7. Please provide an exit analysis plan (may be 8 ½" x 11" or any convenient size). Show in this analysis the occupant load of each area, the general exit flow patterns (using arrows), accumulated occupant loads and required exit widths. Section 107.2.3. 8. Exterior exit balconies, exterior exit stairways and ramps shall be located at least 1 0' from the following, per Sections 1021.4 and 1027.5: a) Adjacent lot lines. ROOFS/DECKS/BALCONIES 9. Enclosed framing in wood exterior balconies and decks shall be provided with openings that provide a net free cross ventilation area not less than 1/150 of the area of each separate space. CBC Section 2304.12.2.6, as amended by emergency building standards. 10. Wood balconies and decks that support moisture-permeable floors shall be provided with an impervious moisture barrier system under the moisture- permeable floor, with positive drainage. CBC Section 2304.12.2.5, as amended by emergency building standards. 11. Specify on the plans the following information for the deck/balcony surfacing materials, per Section R106.1.1: a) Manufacturer's name and product name/number. b) ICC approval number, or equal. 12. Specify minimum 1/4 inch per foot roof/deck slope for drainage. Section 1507.10.1. Please see the attached accessibility comments.: CARLSBAD CBC2019-0609 2/05/2020 NON-RESIDENTIAL GREEN BUILDING STANDARDS (New Buildings) The California Building Standards Commission has adopted the Green Building Standards Code and must be enforced by the local building official. The following mandatory requirements for commercial construction must be included on your plans. The following Green Building Standards apply only to newly constructed buildings. CGC 101.3. Provide a sheet on the plans labeled "Green Building Code Requirements" and include the following notes as applicable. 13. Water reduction. Show on the plans the following maximum fixture flow rates from the table below. Revise general notes, plumbing plans, etc. to match. CGC 5.303. MAXIMUM FIXTURE FLOW RATES FIXTURE TYPE MAXIMUM FLOW RA TE Showerheads 1.8 gpm@80 psi 14. When a shower is provided with multiple shower heads, the sum of flow to all the heads shall not exceed 1.8 gpm, or the shower shall be designed so that only one head is on at a time. CGC 5.303.3.3.2. ADDITIONAL 15. Please show dimension for each space for the proposed deck occupancy. 16. Where is section E/A.3? 17. Please show stairs details. Please show how many stringers will be used. 18. Please comply with the City's climate action plan. 1 B & 3B CARLSBAD CBC2019-0609 2/05/2020 To speed up the review process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: □ Yes □ No The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Bert Domingo at Esgil. Thank you. ACCESSIBILITY FOR REMODELS, ADDITIONS, AND REPAIRS The following disabled access items are taken from the 2016 edition of California Building Code. Per Section 1.9.1.2, all privately funded public accommodations and commercial facilities shall be accessible to persons with disabilities. Where existing elements or spaces are altered, each altered element or space shall comply with applicable requirements of Division 2, including CBC section 11 B-202.4. CBC section 11 B-202.4 states that when alterations or additions are made to existing buildings, an accessible path of travel to the specific area of alteration shall be provided. See exceptions to 11 B-202.4. Detail on the plans the following elements of the existing path of travel that are required to comply with the 2016 accessibility standards: 1. Existing primary path of travel to the building or facility entrance, including: a) The accessible parking dimensions, slope, and cross-slope in compliance with CBC 11 B-502. b) The access aisle dimensions, slope, and cross slope in compliance with 11 B-502.3. CARLSBAD CBC2019-0609 2/05/2020 c) The location of detectable warnings at hazardous vehicle areas. 11 B- 705.1.2.5. d) The curb ramp (if any) 48" minimum width, 48" x 48" turning space at the bottom, landing length of 48" at the top, slope and cross-slope in compliance with CBC 11 B-406. e) The ramp (if any) slope, cross-slope, 48" minimum width, 60" x 60" landing at the top, 72" long landing at the bottom, compliant changes in direction (60" x 72") in compliance with CBC 11 B-405. f) The stair (if any) width, riser and tread dimensions, contrasting stipes, handrail height, gripping surfaces and top/bottom extensions in compliance with CBC 11 B-504 and 505. g) Show that the walking surface from the access aisle to the building entrance complies with slope, cross slope, changes in level and clear width provisions of 11 B-403. h) Show the accessible entrance door threshold, door hardware, door width, and maneuvering clearances on either side of the door in compliance with CBC 11 B-206.4. 2. Existing toilet facilities that serve the remodeled area shall be shown to comply with the accessibility features of CBC, 11 B, Division 6. Provide generic restroom details showing compliance. 3. Existing accessible parking reflectorized identification including the "van accessible", "250 fine", and "unauthorized vehicle parking" signs per 11 B-502.6, 11 B-502.6.2, 11 B-502.8.2. a) Existing accessible parking surface identification. 11 B-502.6.4.1. b) Existing access isle "NO PARKING" identification per 11 B-502.3.3 c) Provide the address and phone number for the location to reclaim towed vehicles. 11 B-502.8.2. 4. Show location of proposed illuminated exit signs per CBC 1013. 5. Show the location of proposed tactile exit signs per CBC 1013.4 and 11 B-703.4.2. CARLSBAD CBC2019-0609 2/05/2020 6. Show the occupant load sign within the general seating area near the main exit. CBC 1004.3. 7. Show directional signs at the following locations when the means of egress are not accessible. 1009.10 a) At exits serving accessible spaces but not providing an accessible means of egress. b) At elevator landings when the means of egress is not accessible. 8. Show that compliant restrooms are marked with signs per 11 B-216.8 with the international symbol of accessibility and geometric symbols per 11 B-703.7.2.6. a) AB1732 Section 1, Article 5: 118600: All single-user toilet facilities in any business establishment, place of public accommodation, or state or local government agency shall be identified as all-gender toilet facilities by signage that complies with Title 24 of the California Code of Regulations and designated for use by no more than one occupant at a time or for family or assisted use. b) The location of and directions to compliant restrooms shall be posted in or near the building entrance and shall include the International symbol of accessibility. 11 B-216.8. 9. Show the permanent sign identifying the restroom on the latch side of the doorway, in compliance with 11 B-703.1,2,3, and 5. (raised characters with braille installed 48" from the baseline of the lowest braille and 60" from the baseline of the highest raised characters) 10. Show the raised character and braille floor identification sign located at the landing of each floor level, adjacent to the door on the latch side. CBC 1023.9 and 1023.9.1. a) At the exit discharge level, the sign shall include a raised five-pointed star located to the left of the identifying floor level. CARLSBAD CBC2019-0609 2/05/2020 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PREPARED BY: Bert Domingo PLAN CHECK#.: CBC2019-0609 DATE: 2/05/2020 BUILDING ADDRESS: 264 CARLSBAD VILLAGE DRIVE BUILDING OCCUPANCY: A 3 BUILDING AREA Valuation PORTION (Sq.Fl) Multiplier CTY ESTIMATE Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code CB By Ordinance 1997 UBC Buildin Permit Fee . "'·1 ',itll' ' 1997 UBC Plan Check Fee ~ i JU Type of Review: [;;:] Complete Review D Repetitive Fee '·"·· Repeats ~. 0 Other □ Hourly EsGIIFee Reg. VALUE Mod. D Structural Only 1------llHr.@ • ($) 110,905 110,905 $432.321 Comme.nts: .· .. ·. · .. ·. f11~~dltlQ11Jothe above fee, an additional.fee of$ is.d!le ( $ . lhri)fe;,fthi:H::liilGreen r~vlew. hour@ Sheet 1 of 1 .. ' ..... ~ 1 ■• ::.,~::.e!~~!neering, Inc. Decemb« 7, 2019 24310 Moulton Pkwy, Ste. 0-105, Laguna Hills, CA 92637 Project No. 18-7666 Phone (949) 446-1416 & (949) 536-9645 Fax (866) 549-3967 STRUCTURAL ANALYSIS REPLACE ROOF WITH NEW DECK DEC 3 1 2019 FOR c, bl.i ,J FRESCO RESTURANT 264 CARLSBAD VILLAGE DR. CARLSBAD, CA 92008 CSC20IC, -Ot,OCI .. ~ .. ~ .. San Mina Engineering, Inc. www.sanminaeng.com December 7, 2019 24310 Moulton Pkwy, Ste. 0-105, Laguna Hills, CA 92637 Project No. 18-7666 Phone (949) 446-1416 & (949) 536-9645 Fax (866) 549-3967 TABLE OF CONTENTS SUBJECT PAGE Design criteria and loads ....................... . Seismic design .. . References ...................................... . Limitation .......................................... . Members design .................. . San Mina Engineering, Inc. December 7, 2019 www.sanminaeng.com 24310 Moulton Pkwy, Ste. 0-105, Laguna Hills, CA 92637 Project No. 18-7666 Phone (949) 446-1416 & (949) 536-9645 Fax (866) 549-3967 DESIGN CRITERIA: DESIGN METHOD: Structural design of elements and connections performed with Allowable Stress Design methodology, except where noted otherwise. The principles of engineering mechanics were used to design flexible diaphragms. Strength Design was used to design concrete elements. The structure addition and interior renovation are designed as self- supporting. Allowable stresses given in International Building Code (IBC) tables, Simpson Company Product Literature, and other proprietary product literature that relates to hardware and connectors utilized in gravity, wind, and earthquake resisting systems have been utilized at full tabulated values, unless noted otherwise. Adjustments to design values were made to reflect duration of load, member size, stability, tributary area and restraint at supports. Site soil classification according to USDA soil survey is SM, Silty Sand. Due to the unavailable information of SOILS REPORT, footing was designed based on 2000 psf per table 1806.2 of CBC . VERTICAL LOADS - Roof Dead Loads: DL = 15 psf. Roof Live Load = 20 psf. Floor Dead Loads: DL = 15 psf. Floor Live Loads: LL= 100 psf. LATERAL LOADS -SEISMIC: No Seismic Design Required for the proposed improvement since the weight of new structure is less than existing. See attached calculation. WORKMANSHIP & CONSTRUCTION: Workmanship is assumed to be of average to good quality; performed by responsible, properly licensed, and competent personnel. Provisions shall be made for all adjoining construction. Contractor is responsible for all job site conditions during the course of construction of this project including bracing temporary structures, shoring, protecting excavations and safety of all persons on the job site for all partially completed portions of work. REFERENCES: American Institute of Architects (AJA), Architectural Graphic Standards, 7th Edition American Institute of Steel Construction (AISC) -Steel Construction Manual, 8th Edition American Institute of Timber Construction (AITC) -Timber Construction Manual, 3rd Edition AITC -117-2004 Standard Specifications for Structural Glued Laminated Timber of Softwood Species San Mina Engineering, Inc. December 7, 2019 www.sanminaeng.com 24310 Moulton Pkwy, Ste. 0-105, Laguna Hills, CA 92637 Project No. 18-7666 Phone (949) 446-1416 & (949) 536-9645 Fax (866) 549-3967 American Forest & Paper Association/ American Wood Council, (AFP A/ A WC) 2015 National Design Specification for Wood Construction-/NDS\ AFP Al A WC, 20 I 5 NDS Supplement -Design Values for Wood Construction American Plywood Association (AP A), 1997 Plywood Design Specification American Society of Civil Engineers -ASCE 7-10, Minimum Design Loads of Buildings and Other Structures /ASCE 7-10\ Amrhein, J.E., Reinforced Masonry Engineering Handbook, 4th Edition Brater & King, Handbook of Hydraulics, 6th Edition Breyer, D.E., Design of Wood Structures ENERCALC Engineering Software, ENERCALC Structural Engineering Library. version 6.11.12.12, per www.enercalc.com ENERCALC Engineering Software, RETAIN-PRO 20 IO -per www.enercalc.com International Code Council (ICC)-International Building Code, 2015 Edition (2015 !BC or !BC). California Building Code, 2016 Edition (2016 CBC or CBC). National Earthquake Hazards Reduction Program (NEHRP) -NEHRP Recommended Provisions for Seismic Regulations for New Buildings and Other Structures (2003 NEHRP Provisions). Rice, Hoffman, Gustafson & Gouwens, Structural Design Guide to the AC! Building Code, 3"' Edition Shipp, John, Timber Design, Parts I & II, Structural Engineering License Review Notes Structures and Codes Institute, S.K. Ghosh Associates, Inc, CodeMaster -Seismic Design Structures and Codes Institute, S.K. Ghosh Associates, Inc, CodeMaster -Wind Design Structures and Codes Institute, S.K. Ghosh Associates, Inc, CodeMaster -Allowable Stress Design for Masonry Simpson Strong-Tie Company, Wood Construction Connectors 2011-12: Catalog C-201 I and Catalog C-2010 Simpson Strong-Tie Company, Strong-Wall Shearwalls Catalog C-SW09 Simpson Strong-Tie Anchor Systems, Anchoring and Fastening Systems for Concrete and Masonry Catalog SAS-2009. USGS Spectral Response Acceleration Parameter calculator, per http://earthquake.usgs.gov/research/hazmaps/design/ Weyerhauser Company, i-Level Forte Software, version 3.0. San Mina Engineering, Inc. December 7, 2019 www.sanminaeng.com 24310 Moulton Pkwy, Ste. 0-105, Laguna Hills, CA 92637 Project No. 18-7666 Phone (949) 446-1416 & (949) 536-9645 Fax (866) 549-3967 LIMITATION The analysis and methodology in this report are based on field exploration, investigation, the procedures per CBC 2016 and ASCE7-l O and our understanding of the proposed construction. Our recommendation, field investigation, calculation, structural details, and conclusions are intended solely for the proposed referenced development. It is possible that a slight variation between existing site condition herein this Study and the actual development, therefore, should the proposed final condition changed, this report shall be revised by San Mina Engineering so that we may review the situations that exist and make supplementary recommendations as needed. In addition, our firm should be notified if the scope of the proposed construction, including the location of the proposed building location changes. No other representation, express or implied, and no warranty or guarantee is included or intended by virtue of the services performed or reports, opinion, documents or otherwise supplied. San Mina Engineering shall not be responsible for any damage that may be caused due to any site improvement or after the site is developed including but not limited to grading improvement, landscaping improvement, other lot improvement or due to the use of the proposed building, furthermore, any alterations, modifications, or changes to any structural element shall be consulted with San Mina Engineering. Changes in applicable or appropriate standards may also occur whether as a result of litigation, application or the broadening of knowledge, therefore, this report is indicative of only those conditions tested at the time of the subject investigation and the findings of this report may be invalidated fully or partially by changes outside the control of San Mina Engineering. This report is therefore subject to review and should not be relied upon after a period of two years. If this report or portions thereof are provided to contractors or included in specifications, it should be understood by all parties that they are provided for information only and should be used as such. This report was developed and written for Mrs. Dinitto only for the proposed development described herein. Laboratory testing, field investigation and conclusions in this report are intended solely for the proposed referenced development. We are not responsible for technical interpretations made by contractor, others, or exploratory information that has not been described or documented in this report. Should any question arise, please contact: San Mina Engineering @ 24310 Moulton Pkwy Suite 0-105 Laguna Hills, CA. 92637 Tell; 949-446-1417. We,y h:1-o-J /:i.,/,·,y ~c P -Ii-he ~-w.-1. -------··· ----·· ---,..----~ --------- LN';;= 4'3 x 52 ., x z5(_11:/sF) ~ 51,t\ W r_,7J.f ~ N ew ~JJl ,f-,o,,._ b floot'/"-' ~ ~ f /t1or ,/ ~xf, wevlfs t,..J ~ 4o•.S X. ft ,, K 15 -,. (<2 4-r4-o)·xc...Jt~x/5' -,_ j J' C\ + / 6 , 5 -t /, ~ -f' '[...r 4 · ·· ~ r;ri,6 K << k'IA-4v~ sfr,,d~ rX ) 1 2 I ' ' I ) 1 I I I 1 1 r , I , 1;4,. D .. l-= 1'5 /fo/5P j p UAl\'Jl)Y ""'-l 0~ ~------~------ -::: o,, l , ) I< I f ·t- E. · J,27 xlb Psl 2.2.6 ~ o.K. us~ r;.27 xc o tsl 2..2-€ oy 7 f._ it) 'PSl c/2~ r2.''~ ~ f ••• : •••i)iJ I JJj ,, k---2..0' - ~\,' ' ' \ \ ' \ 1\\1\i , B-3 \ \ \ '),ftr -,-( ,. }<= L1..-1-_f5:._1 ----~ b,L--= ~~~ )( 15 == ('/;( 11'//f l. L-~ '24. '2. X.. \ 00 = \. ?.. \ 'Ill/I- L ~.,. ____ {~·-'--~>-~•\ I~/ #-(If USe_ 7 XVI /Jfl 22E- L. L. ::: p -- 6 vl' J /\ 0 )(, ;-g , ' E Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Column ...... DESCRIPTION: Steel post supporting 8-1 Code References Calculations per AISC 360-10, !BC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Steel Section Name : Analysis Method : TS6x6x3/8 Allowable Strength Project Title: Engineer: Project ID: Project Descr: Printed: 7 DEC 2019. 7:11PM File = C:\Usera\amgad\DOCUME-1\ENERCA-1\fresco resturant.ec6 . Software cop)'lighl ENERCALC, INC. 1963-2019, Build:12.19.11.12 . Overall Column Height 10 ft Top & Bottom Fixity Top Pinned, Bottom Fixed Steel Stress Grade Fy : Steel Yield Brace condition for deflection (buckling) along columns : E : Elastic Bending Modulus 36.0 ksi 29,000.0 ksi A lied Loads Column self weight included : 292.888 lbs • Dead Load Factor AXIAL LOADS ... Axial Load at 10.0 ft, D = 4.220, L = 29.0 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pa : Axial Pn / Omega : Allowable Ma-x : Applied Mn-x I Omega : Allowable Ma-y : Applied Mn-y I Omega : Allowable PASS Maximum Shear Stress Ratio= Load Combination Location of max.above base At maximum location values are ... Va : Applied Vn / Omega : Allowable Load Combination Results 0.2197 : 1 +D+L+H 0.0 ft 33.513 k 152.523 k 0.0 k-ft 30.180 k-ft 0.0 k-ft 30.180 k-ft 0.0 : 1 0.0 0.0 ft 0.0 k 0.0 k X-X (width) axis : Lu for buckling ABOUT Y-Y Axis: 9.5 ft, K = 1 Y -Y (depth) axis : Fully braced against buckling ABOUT X-X Axis Service loads entered. Load Factors will be applied for calculations. Maximum Load Reactions .. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum Load Deflections ... Along Y-Y in at for load combination : Along X-X in at for load combination : k k k k ft above base ft above base Load Combination Maximum Axial + Bending Stress Ratios Stress Ratio Status Location Cbx Cby Kxlx/Rx KyLy/Ry Maximum Shear Ratios Stress Ratio Status Location Maximum Reactions Load Combination Extreme Reactions Axial Reaction @Base Axial Reaction Item Extreme Value @ Base Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Steel Section Properties TS6x6x3/8 X-X Axis Reaction k @Base @Top X-X Axis Reaction @Base @Top Distance k Y -Y Axis Reaction @Base @Top Y -Y Axis Reaction @Base @Top Max. Y-Y Deflection Note: Only non-zero reactions are listed. Mx -End Moments k-ft My -End Moments @ Base @ Top @ Base @Top Mx -End Moments k-ft @Base @Top Distance My -End Moments @Base @Top Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & ntle Block" selection. Title Block Line 6 Steel Column t .11 . I DESCRIPTION: Steel post supporting B-1 Steel Section Properties Depth Web Thick Width Wall Thick Area Weight Ycg Sketches C 6 ~ co = = = = = = TS6x6x3/8 6.000 in 0.000 in 6.000 in 0.375 in 8.080 in'2 29.289 plf 0.000 in +Y 6.00in Project Title: Engineer: Project ID: Project Descr: Printed: 7 DEC 2019. 7:11PM Fife: C:\Userslamgad\DOCUME-1\ENERCA-1\fresco resturant.eo6 . Software . ht ENERCALC, INC.1983-2019, Bulld:12.19.11.12 . I xx 41.60 in'4 J = 68.500 in'4 s )()( = 13.90 in'3 R xx 2.270 in zx = 16.800 in'3 I yy 41 .600 in'4 s yy = 13.900 in'3 R yy = 2.270 in +X i ntle Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Tille Block" selection. Project Title: Engineer: Project ID: Project Descr: Printed: 7 DEC 2019. 7:11PM Tille Block Line 6 Wood Beam File= C;\Useis\amgad\OOCUME-1\ENERCA-1\fresco resturant.ec6 . Software ' ht ENERCALC, INC. 1983-2019, Build:12.19.11.12 . , ..... DESCRIPTION : B-4 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb+ Fb- 2,900.0 psi 2,900.0 psi 2,900.0 psi E : Modulus of Elasticity Ebend-xx 2,200.0ksi Fc -Prll Fe -Perp Fv Eminbend -xx 1, 118.19ksi Wood Species Wood Grade Beam Bracing : Trus Joist : Parallam PSL 2.2E Fl : Beam is Fully Braced against lateral-torsional buckling D(0.181l L(121) 7x20 Span= 16.0 ft 625.0 psi 290.0 psi 2,025.0 psi Density 45.070pcf A lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added lo loads Uniform Load : D = 0.1810, L = 1.210 , Tributary Width= 1.0 ft, (Floor load) DES[GN SUM~ARY ...... . Maximum Bending Stress Ratio = 0.431: 1 Maximum Shear Stress Ratio Section used for this span 7x20 Section used for this span 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 = 1,180.65psi = 2,740.14psi = +D+L+H 8.000ft Span# 1 0.175 in Ratio = 0.000 in Ratio= 0.207 in Ratio= 0.000 in Ratio= Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Load Combination Location of maximum on span Span # where maximum occurs 1098>=360 0 <360 926 >=180 0<180 Moment Values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M lb +D+H Length = 16.0 ft 0.075 0.059 0.90 0.945 1.00 1.00 1.00 1.00 1.00 7.19 184.99 +D+L+H 0.945 1.00 1.00 1.00 1.00 1.00 Length = 16.0 ft 0.431 0.337 1.00 0.945 1.00 1.00 1.00 1.00 1.00 45.91 1,180.65 +D+Lr+H 0.945 1.00 1.00 1.00 1.00 1.00 Length = 16.0 ft 0.054 0.042 1.25 0.945 1.00 1.00 1.00 1.00 1.00 7.19 184.99 +D+S+H 0.945 1.00 1.00 1.00 1.00 1.00 Length= 16.0 ft 0.059 0.046 1.15 0.945 1.00 1.00 1.00 1.00 1.00 7.19 184.99 +D+0.750Lr+0.750L +H 0.945 1.00 1.00 1.00 1.00 1.00 Length = 16.0 ft 0.272 0.213 1.25 0.945 1.00 1.00 1.00 1.00 1.00 36.23 931.74 +D+0.750L +0.750S+H 0.945 1.00 1.00 1.00 1.00 1.00 Length = 16.0 ft 0.296 0.232 1.15 0.945 1.00 1.00 1.00 1.00 1.00 36.23 931.74 +D+0.60W+H 0.945 1.00 1.00 1.00 1.00 1.00 Design OK = 0.337: 1 7x20 = 97.85 psi = 290.00 psi +D+L+H = 14.365 ft = Span# 1 ... ··• -~ ··-·········· Shear Values F'b V Iv F'v 0.00 0.00 0.00 0.00 2466.13 1.43 15.33 261.00 0.00 0.00 0.00 0.00 2740.14 9.13 97.85 290.00 0.00 0.00 0.00 0.00 3425.18 1.43 15.33 362.50 0.00 0.00 0.00 0.00 3151.16 1.43 15.33 333.50 0.00 0.00 0.00 0.00 3425.18 7.21 77.22 362.50 0.00 0.00 0.00 0.00 3151.16 7.21 77.22 333.50 0.00 0.00 0.00 0.00 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block' selection. Title Block Line 6 Wood Beam ,., •• t DESCRIPTION: 8-4 Load Combination Max Stress Ratios Segment Length Span# M V Length = 16.0 ft 1 0.042 0.033 +D+O. 750Lr+O. 750L +0.450W+H Length= 16.0 ft 1 0.213 0.166 +D+O. 750L +O. 750S+0.450W+H Length= 16.0 ft 1 0.213 0.166 +0.60D+0.60W+0.60H Length= 16.0 ft 0.025 0.020 +D+0.70E+0.60H Length= 16.0 ft 0.042 0.033 +D+O. 750L +O. 750S+0.5250E+H Length= 16.0 ft 1 0.213 0.166 +0.60D+0.70E+H Length= 16.0 ft 1 0.025 0.020 Overall Maximum Deflections Load Combination +D+L+H Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L +H +D+O. 750L +0.750S+H +D+0.60W+H +D+O. 750Lr+0.750L +0.450W+H +D+O. 750L +O. 750S+0.450W+H +0.60D+0.60W+0.60H +D+0.70E+0.60H +D+O. 750L +0.750S+0.5250E+H +0.60D+0.70E+H D Only Lr Only L Only S Only WOnly E Only H Only Span Project Title: Engineer: Project ID: Project Descr: Cd C FN Ci Cr Cm Ct CL 1.60 0.945 1.00 1.00 1.00 1.00 1.00 0.945 1.00 1.00 1.00 1.00 1.00 1.60 0.945 1.00 1.00 1.00 1.00 1.00 0.945 1.00 1.00 1.00 1.00 1.00 1.60 0.945 1.00 1.00 1.00 1.00 1.00 0.945 1.00 1.00 1.00 1.00 1.00 1.60 0.945 1.00 1.00 1.00 1.00 1.00 0.945 1.00 1.00 1.00 1.00 1.00 1.60 0.945 1.00 1.00 1.00 1.00 1.00 0.945 1.00 1.00 1.00 1.00 1.00 1.60 0.945 1.00 1.00 1.00 1.00 1.00 0.945 1.00 1.00 1.00 1.00 1.00 1.60 0.945 1.00 1.00 1.00 1.00 1.00 Max.•.• Deft Location in Span Load Combination 0.2073 8.058 Support notation : Far left is #1 Support 1 11.479 9.680 1.799 11.479 1.799 1.799 9.059 9.059 1.799 9.059 9.059 1.079 1.799 9.059 1.079 1.799 9.680 Support 2 11.479 9.680 1.799 11.479 1.799 1.799 9.059 9.059 1.799 9.059 9.059 1.079 1.799 9.059 1.079 1.799 9.680 Printed: 7 DEC 2019. 7:11PM File= C:\Users\amgad\DOCUME-1\ENERCA-1\fiesco restUfant.ec6 . Software cop)fight ENERCALC, INC. 1983-2()19, Build:12.19.11.12 . Moment Values M fb 7.19 184.99 36.23 931.74 36.23 931.74 4.32 111.00 7.19 184.99 36.23 931.74 4.32 111.00 Shear Values F'b V fv F'v 4384.22 1.43 15.33 464.00 0.00 0.00 0.00 0.00 4384.22 7.21 77.22 464.00 0.00 0.00 0.00 0.00 4384.22 7.21 77.22 464.00 0.00 0.00 0.00 0.00 4384.22 0.86 9.20 464.00 0.00 0.00 0.00 0.00 4384.22 1.43 15.33 464.00 0.00 0.00 0.00 0.00 4384.22 7.21 77.22 464.00 0.00 0.00 0.00 0.00 4384.22 0.86 9.20 464.00 Max. "+" Defl Location in Span 0.0000 Values in KIPS 0.000 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: Printed: 7 DEC 2019. 7:11 PM Wood Beam F~ "C:\Usen;\amgad\DOCUME-1\ENERCA-1\fresco resturant.ec6 . Software copyright ENERCAI.C, INC. 1983-2019, Build:12.19.11.12 .. •• ,, I • DESCRIPTION: B-3 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb + Fb- 2,900.0 psi 2,900.0 psi 2,900.0 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing :Trus Joist : Parallam PSL 2.2E Fc -Prll Fe -Perp Fv Ft : Beam is Fully Braced against lateral-torsional buckling D 0.181 L 1.21 7x20 Span= 19.80 fl 625.0 psi 290.0 psi 2,025.0 psi Ebend-xx 2,200.0ksi Eminbend -xx 1, 118.19ksi Density 45.070pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.1810, L = 1.210 , Tributary Width= 1.0 ft, (Floor load) ... QfS!GNSlJ.MNMRY Maximum Bending Stress Ratio Section used for this span 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 = = = = = 0.66Q 1 7x20 1,808.06psi 2,740.14psi +D+L+H Maximum Shear Stress Ratio Section used for this span 9.900ft Span# 1 0.41 O in Ratio = 0.000 in Ratio = 0.486 in Ratio= 0.000 in Ratio= Load Combination Location of maximum on span Span # where maximum occurs 579>=360 0<360 488>=180 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M lb +D+H Length= 19.80 ft 0.115 0.076 0.90 0.945 1.00 1.00 1.00 1.00 1.00 11.02 283.30 +D+L+H 0.945 1.00 1.00 1.00 1.00 1.00 Length= 19.80 ft 0.660 0.437 1.00 0.945 1.00 1.00 1.00 1.00 1.00 70.31 1,808.06 +D+Lr+H 0.945 1.00 1.00 1.00 1.00 1.00 Length = 19.80 ft 0.083 0.055 1.25 0.945 1.00 1.00 1.00 1.00 1.00 11.02 283.30 +D+S+H 0.945 1.00 1.00 1.00 1.00 1.00 Length= 19.80 ft 0.090 0.060 1.15 0.945 1.00 1.00 1.00 1.00 1.00 11.02 283.30 +D+O. 750Lr+0.750L +H 0.945 1.00 1.00 1.00 1.00 1.00 Length= 19.80 ft 0.417 0.276 1.25 0.945 1.00 1.00 1.00 1.00 1.00 55.49 1,426.87 +D+0.750L +0.750S+H 0.945 1.00 1.00 1.00 1.00 1.00 Length= 19.80 ft 0.453 0.300 1.15 0.945 1.00 1.00 1.00 1.00 1.00 55.49 1,426.87 +D+0.60W+H 0.945 1.00 1.00 1.00 1.00 1.00 Design OK = 0.437 : 1 7x20 = 126.64 psi = 290.00 psi +D+L+H = 0.000ft = Span# 1 Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 2466.13 1.85 19.84 261.00 0.00 0.00 0.00 0.00 2740.14 11.82 126.64 290.00 0.00 0.00 0.00 0.00 3425.18 1.85 19.84 362.50 0.00 0.00 0.00 0.00 3151.16 1.85 19.84 333.50 0.00 0.00 0.00 0.00 3425.18 9.33 99.94 362.50 0.00 0.00 0.00 0.00 3151.16 9.33 99.94 333.50 0.00 0.00 0.00 0.00 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam t.tf . I DESCRIPTION: B-3 Load Combination Max Stress Ratios Segment Length Span# M V Length = 19.80 ft 1 0.065 0.043 +D+O. 750Lr+0.750L +0.450W+H Length= 19.80 ft 1 0.325 0.215 +D+O. 750L +0. 750S+0.450W+H Length= 19.80 ft 1 0.325 0.215 +0.60D+0.60W+0.60H Length= 19.80 ft 0.039 0.026 +D+O. 70E+0.60H Length= 19.80 ft 0.065 0.043 +D+O. 750L +O. 750S+0.5250E+H Length= 19.80 ft 1 0.325 0.215 +0.60D+0.70E+H Length = 19.80 ft 1 0.039 0.026 Overall Maximum Deflections Load Combination +D+L+H Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+O. 750Lr+0.750L +H +D+O. 750L +0.750S+H +D+0.60W+H +D+O. 750Lr+0.750L +0.450W+H +D+O. 750L +0.750S+0.450W+H +0.60D+0.60W+0.60H +D+O. 70E+0.60H +D+0.750L +0.750S+0.5250E+H +0.60D+0.70E+H D Only Lr Only L Only S Only WOnly E Only H Only Span Project Title: Engineer: Project ID: Project Descr: Cd CFN Ci Cr Cm Ct CL 1.60 0.945 1.00 1.00 1.00 1.00 1.00 0.945 1.00 1.00 1.00 1.00 1.00 1.60 0.945 1.00 1.00 1.00 1.00 1.00 0.945 1.00 1.00 1.00 1.00 1.00 1.60 0.945 1.00 1.00 1.00 1.00 1.00 0.945 1.00 1.00 1.00 1.00 1.00 1.60 0.945 1.00 1.00 1.00 1.00 1.00 0.945 1.00 1.00 1.00 1.00 1.00 1.60 0.945 1.00 1.00 1.00 1.00 1.00 0.945 1.00 1.00 1.00 1.00 1.00 1.60 0.945 1.00 1.00 1.00 1.00 1.00 0.945 1.00 1.00 1.00 1.00 1.00 1.60 0.945 1.00 1.00 1.00 1.00 1.00 Max.'." Defl Location in Span Load Combination 0.4861 9.972 Support notation : Far left is #1 Support 1 Support 2 14.205 14.205 11.979 11.979 2.226 2.226 14.205 14.205 2.226 2.226 2.226 2.226 11.210 11.210 11.210 11.210 2.226 2.226 11.210 11.210 11.210 11.210 1.335 1.335 2.226 2.226 11.210 11.210 1.335 1.335 2.226 2.226 11.979 11.979 Printed: 7 DEC 2019, 7:11PM Flle = C:\Users\amgad\OOCUME-1\ENERCA-1\(1'8$(;() resturant.ec6 . Software cop ' ht ENERCAI.C, INC. 1983-2019, Build:12.19.11.12 . Moment Values Shear Values M fb F'b V fv F'v 11.02 283.30 4384.22 1.85 19.84 464.00 0.00 0.00 0.00 0.00 55.49 1,426.87 4384.22 9.33 99.94 464.00 0.00 0.00 0.00 0.00 55.49 1,426.87 4384.22 9.33 99.94 464.00 0.00 0.00 0.00 0.00 6.61 169.98 4384.22 1.11 11.91 464.00 0.00 0.00 0.00 0.00 11 .02 283.30 4384.22 1.85 19.84 464.00 0.00 0.00 0.00 0.00 55.49 1,426.87 4384.22 9.33 99.94 464.00 0.00 0.00 0.00 0.00 6.61 169.98 4384.22 1.11 11 .91 464.00 Max. •+· Defl Location in Span 0.0000 0.000 Values in KIPS ntle Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam ••• ,. t DESCRIPTION: B-1 CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7 -16 Wood Species Wood Grade :Trus Joist : Parallam PSL 2.2E Fb + Fb- Fc-Prll Fe -Perp Fv Fl Beam Bracing : Beam is Fully Braced against lateral-torsional buckling ,; 0(0 236j l(1.56) 7x20 Span= 20.0 ft Printed: 7 DEC 2019. 7:11PM File= C:\Useis\amgad\DOCUME-1\ENERCA-1\fresco restu!ant.ec6 . Software ' ht ENERCALC, INC, 1983-2019, Build:12.19.11.12 , 2900 psi 2900 psi 2900 psi 625 psi 290 psi 2025 psi E : Modulus of Elasticity Ebend-xx 2200 ksi Eminbend -xx 1118.19 ksi Density 45.07pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.2360, L = 1.560 , Tributary Width= 1.0 ft, (Floor load) .... D.E.SIGN$VM..MA.B.'Y ···••·• ·· ········· ... Maximum Bending Stress Ratio = 0.861 1 Maximum Shear Stress Ratio Section used for this span 7x20 Section used for this span 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 = 2,365.48psi = 2,740.14psi = = +D+L+H 10.000ft Span# 1 0.550 in Ratio= 0.000 in Ratio= 0.649 in Ratio= 0.000 in Ratio= Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V Cd C FN Ci Cr Cm +D+H Length = 20.0 ft 0.146 0.096 0.90 0.945 1.00 1.00 1.00 +D+L+H 0.945 1.00 1.00 1.00 Length= 20.0 ft 0.863 0.571 1.00 0.945 1.00 1.00 1.00 +D+Lr+H 0.945 1.00 1.00 1.00 Length= 20.0 ft 0.105 0.069 1.25 0.945 1.00 1.00 1.00 +D+S+H 0.945 1.00 1.00 1.00 Length = 20.0 ft 0.114 0.075 1.15 0.945 1.00 1.00 1.00 +D+0.750Lr+0.750L +H 0.945 1.00 1.00 1.00 Length = 20.0 ft 0.544 0.360 1.25 0.945 1.00 1.00 1.00 +D+0.750L +0.750S+H 0.945 1.00 1.00 1.00 Length = 20.0 ft 0.592 0.391 1.15 0.945 1.00 1.00 1.00 +D+0.60W+H 0.945 1.00 1.00 1.00 Load Combination Location of maximum on span Span # where maximum occurs 436>=360 0<360 369>=180 0<180 Ct CL 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Moment Values M lb 13.99 359.77 91 .99 2,365.48 13.99 359.77 13.99 359.77 72.49 1,864.05 72.49 1,864.05 Design OK = 0.571 : 1 7x20 = 165.47 psi = 290.00 psi +D+L+H = 0.000ft = Span# 1 Shear Values F'b V Iv F'v 0.00 0.00 0.00 0.00 2466.13 2.35 25.17 261.00 0.00 0.00 0.00 0.00 2740.14 15.44 165.47 290.00 0.00 0.00 0.00 0.00 3425.18 2.35 25.17 362.50 0.00 0.00 0.00 0.00 3151.16 2.35 25.17 333.50 0.00 0.00 0.00 0.00 3425.18 12.17 130.39 362.50 0.00 0.00 0.00 0.00 3151.16 12.17 130.39 333.50 0.00 0.00 0.00 0.00 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam ... ,. t DESCRIPTION: B-1 Load Combination Segment Length Span # Length = 20.0 ft 1 +D+0.750Lr+0.750L +0.450W+H Length = 20.0 ft 1 +D+0.750L +0.750S+0.450W+H Length = 20.0 ft 1 +0.60D+0.60W+0.60H Max Stress Ratios M V 0.082 0.054 0.425 0.281 0.425 0.281 Length = 20.0 ft 0.049 0.033 +D+0.70E+0.60H Length = 20.0 ft 0.082 0.054 +D+O. 750L +O. 750S+0.5250E+H Length= 20.0 ft 1 0.425 0.281 +0.60D+0.70E+H Length = 20.0 ft 1 0.049 0.033 Overall Maximum Deflections Load Combination +D+L+H Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L +H +D+0.750L +0.750S+H +D+0.60W+H +D+O. 750Lr+0.750L +0.450W+H +D+O. 750L +0.750S+0.450W+H +0.60D+0.60W+0.60H +D+0.70E+0.60H +D+0.750L +0.750S+0.5250E+H +0.60D+0.70E+H D Only Lr Only L Only S Only WOnly E Only H Only Span 1 Project Title: Engineer: Project ID: Project Descr: Printed: 7 DEC 2019, 7:11PM File= C:\Users\amgad\OOCUME-1\ENERCA-1\fresco resturant.ec6 . Softwarec . htENERCAI.C, INC.1983-2019, Boild:12.19.11.12 . Moment Values Shear Values Cd CFN Ci Cr Cm Ct CL M fb F'b V fv F'v 1.60 0.945 1.00 1.00 1.00 1.00 1.00 13.99 359.77 4384.22 2.35 25.17 464.00 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.945 1.00 1.00 1.00 1.00 1.00 72.49 1,864.05 4384.22 12.17 130.39 464.00 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.945 1.00 1.00 1.00 1.00 1.00 72.49 1,864.05 4384.22 12.17 130.39 464.00 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.945 1.00 1.00 1.00 1.00 1.00 8.39 215.86 4384.22 1.41 15.10 464.00 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.945 1.00 1.00 1.00 1.00 1.00 13.99 359.77 4384.22 2.35 25.17 464.00 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.945 1.00 1.00 1.00 1.00 1.00 72.49 1,864.05 4384.22 12.17 130.39 464.00 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.945 1.00 1.00 1.00 1.00 1.00 8.39 215.86 4384.22 1.41 15.10 464.00 Max.•.• Deft Location in Span Load Combination Max. '+' Deft Location in Span 0.6489 10.073 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 18.398 18.398 15.600 15.600 2.798 2.798 18.398 18.398 2.798 2.798 2.798 2.798 14.498 14.498 14.498 14.498 2.798 2.798 14.498 14.498 14.498 14.498 1.679 1.679 2.798 2.798 14.498 14.498 1.679 1.679 2.798 2.798 15.600 15.600 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: Printed: 7 DEC 2019. 7:11PM Wood Beam File = C:\Users)amgad\DOCUME·1\ENERCA·11fresco resturanl.ec6 . Software ' ht ENERCAI.C, INC. 1983-2019, Build:12.19.11.12 . . ... , .. DESCRIPTION: B-2 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7 -16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7 -16 Fb+ Fb- 2,900.0 psi 2,900.0 psi 2,900.0 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing 1 :Trus Joist : Parallam PSL 2.2E Fc -Prll Fe -Perp Fv Ft : Beam is Fully Braced against lateral-torsional buckling D 0.18 L 1.2 5.25x20 Span = 20.0 ft 625.0 psi 290.0 psi 2,025.0 psi Ebend-xx 2,200.0 ksi Eminbend-xx 1, 118.19ksi Density 45.0?0pcf 1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.180, L = 1.20 , Tributary Width = 1.0 ft, (Floor load) D1=$l'3N $VMJMAB.Y . Design OK Maximum Bending Stress Ratio = 0.884 1 Maximum Shear Stress Ratio = 0.584: 1 Section used for this span 5.25x20 Section used for this span 5.25x20 = 2,422.05psi = 169.43 psi = 2,740.14psi = 290.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 10.000ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs = 0.000 ft = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.564 in Ratio= 425>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.664 in Ratio= 361 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 .......... , .... ~~ ....... ,. Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 20.0 ft 0.148 0.098 0.90 0.945 1.00 1.00 1.00 1.00 1.00 10.64 364.91 2466.13 1.79 25.53 261.00 +D+L+H 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 0.884 0.584 1.00 0.945 1.00 1.00 1.00 1.00 1.00 70.64 2,422.05 2740.14 11.86 169.43 290.00 +D+Lr+H 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 0.107 0.070 1.25 0.945 1.00 1.00 1.00 1.00 1.00 10.64 364.91 3425.18 1.79 25.53 362.50 +D+S+H 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 0.116 0.077 1.15 0.945 1.00 1.00 1.00 1.00 1.00 10.64 364.91 3151.16 1.79 25.53 333.50 +D+0.750Lr+O. 750L +H 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 0.557 0.368 1.25 0.945 1.00 1.00 1.00 1.00 1.00 55.64 1,907.77 3425.18 9.34 133.45 362.50 +D+0.750L +0.750S+H 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 0.605 0.400 1.15 0.945 1.00 1.00 1.00 1.00 1.00 55.64 1,907.77 3151.16 9.34 133.45 333.50 +D+0.60W+H 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam l,flt I DESCRIPTION: B-2 Load Combination Segment Length Span# Length = 20.0 ft 1 +D+O. 750Lr+O. 750L +0.450W+H Length = 20.0 ft 1 +D+O. 750L +0. 750S+0.450W+H Length= 20.0 ft 1 +0.60D+0.60W+0.60H Length = 20.0 ft +D+0.70E+0.60H Length = 20.0 ft +D+0.750L +0.750S+0.5250E+H Length= 20.0 ft 1 +0.60D+0.70E+H Length = 20.0 ft 1 Max Stress Ratios M V 0.083 0.055 0.435 0.288 0.435 0.288 0.050 0.033 0.083 0.055 0.435 0.288 0.050 0.033 Overall Maximum Deflections Load Combination +D+L+H Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+O. 750Lr+O. 750L +H +D+O. 750L +0.750S+H +D+0.60W+H +D+O. 750Lr+0.750L +0.450W+H +D+O. 750L +O. 750S+0.450W+H +0.60D+0.60W+0.60H +D+O. 70E+0.60H +D+O. 750L +0.750S+0.5250E+H +0.60D+0.70E+H D Only Lr Only LOnly S Only WOnly E Only H Only Span Project Title: Engineer: Project ID: Project Descr: Printed: 7DEC2019. 7:11PM File= C:\Users\amgad\DOCUME-1\ENERCA-1\fresco resturant.ec6 . Software . ht ENERCAI.C, INC. 1983-2019, Build:12.19.11.12 . Moment Values Shear Values Cd CFN Ci Cr Cm Ct CL M fb F'b V fv F'v 1.60 0.945 1.00 1.00 1.00 1.00 1.00 10.64 364.91 4384.22 1.79 25.53 464.00 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.945 1.00 1.00 1.00 1.00 1.00 55.64 1,907.77 4384.22 9.34 133.45 464.00 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.945 1.00 1.00 1.00 1.00 1.00 55.64 1,907.77 4384.22 9.34 133.45 464.00 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.945 1.00 1.00 1.00 1.00 1.00 6.39 218.95 4384.22 1.07 15.32 464.00 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.945 1.00 1.00 1.00 1.00 1.00 10.64 364.91 4384.22 1.79 25.53 464.00 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.945 1.00 1.00 1.00 1.00 1.00 55.64 1,907.77 4384.22 9.34 133.45 464.00 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.945 1.00 1.00 1.00 1.00 1.00 6.39 218.95 4384.22 1.07 15.32 464.00 Max.'." Defl Location in Span Load Combination Max. '+' Deft Location in Span 0.6644 10.073 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 14.129 14.129 12.000 12.000 2.129 2.129 14.129 14.129 2.129 2.129 2.129 2.129 11.129 11.129 11.129 11.129 2.129 2.129 11.129 11.129 11.129 11.129 1.277 1.277 2.129 2.129 11.129 11.129 1.277 1.277 2.129 2.129 12.000 12.000 ntle Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 General Footing I d I , I DESCRIPTION : Footing for B-1 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-16 General Information Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ee : Concrete Elastic Modulus Concrete Density cp Values Flexure Shear Analysis Setting! Min Steel % Bending Reinf. Min Allow% Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Fig Wt for Soil Pressure Use fig wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel to X-X Axis Length parallel to Z-Z Axis Footing Thickness Pedestal dimensions ... px : parallel to X-X Axis pz : parallel to Z-Z Axis Height = = = = = Rebar Centerline to Edge of Concrete ... at Bottom of footing = Reinforcing Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis = = Number of Bars = Reinforcing Bar Size = = = = = = = Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone Applied Loads # # 3.0 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.750 = = 0.00180 = = 4.0 fl 4.0 ft 30.0 in in in in 3.0 in 9.0 6 9.0 6 n/a n/a n/a 1.0 : 1 1.0 : 1 Yes Yes No No D Lr P : Column Load = 4.20 OB : Overburden = M-xx = M-zz = V-x = V-z = Project Title: Engineer: Project ID: Project Descr: Printed: 7 DEC 2019. 7:11PM Foo= C:\Users\amgad\DOCUME-1\ENERCA-1\fresco res1urante¢6 . Software cop)Tight ENERCAI.C, INC. 1983-2019, Build:12.19.1t12 . Soil Design Values Allowable Soil Bearin~ = Increase Bearing By coting Weight = Soil Passive Resistance (for Sliding) = Soil/Concrete Friction Coeff. = Increases based on footing Depth Footing base depth below soil surface = Allow press. increase per foot of depth = when footing base is below = Increases based on footing plan dimension Allowable pressure increase per foot of depth = when max. length or width is greater than = z )(.1Ca.-t--.••t L s w E 29.0 ·-. ·····-· ·-... . ..•........ ··•········•·· .... ·······-··--- 2.0 ksf No 250.0 pcf 0.30 3.50 fl 0.250 ksf 1.0 ft H ksf ft k ksf k-ft k-ft k k ·Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 General Footing '•"• a DESCRIPTION: Footing for B-1 DESIGN SUMMARY Min. Ratio PASS 0.9707 PASS n/a PASS n/a PASS n/a PASS n/a PASS n/a PASS 0.05545 PASS 0.05545 PASS 0.05545 PASS 0.05545 PASS n/a PASS 0.0 PASS n/a PASS n/a PASS n/a Detailed Results Soil Bearing Rotation Axis & Load Combination ... X-X. +D+H X-X. +D+L+H X-X. +D+Lr+H X-X. +D+S+H X-X. +D+0.750Lr+0.750L +H X-X. +D+0.750L +0.750S+H X-X. +D+0.60W+H Item Soil Bearing Overturning -X-X Overturning -Z-Z Sliding-X-X Sliding -Z-Z Uplift Z Flexure (+X) Z Flexure (-X) X Flexure (+Z) X Flexure (-Z) 1-way Shear (+X) 1-way Shear (-X) 1-way Shear (+Z) 1-way Shear (-Z) 2-way Punching Gross Allowable X-X, +D+0. 750Lr+0. 750L +0.450W+H X-X. +D+0.750L +0.750S+0.450W+H X-X. +0.60D+0.60W+0.60H 2.625 2.625 2.625 2.625 2.625 2.625 2.625 2.625 2.625 2.625 2.625 2.625 2.625 2.625 2.625 2.625 2.625 2.625 2.625 2.625 2.625 2.625 2.625 2.625 2.625 2.625 X-X. +D+0.70E+0.60H X-X. +D+0.750L +0.750S+0.5250E+H X-X. +0.60D+0.?0E+H Z-Z. +D+H Z-Z. +D+L+H Z-Z. +D+Lr+H Z-Z. +D+S+H Z-Z. +D+0. 750Lr+0. 750L +H Z-Z, +D+0. 750L +0. 750S+H Z-Z. +D+0.60W+H Z-Z. +D+0.750Lr+0.750L +0.450W+H Z-Z, +D+0. 750L +0. 750S+0.450W+H Z-Z. +0.60D+0.60W+0.60H Z-Z. +D+0.70E+0.60H Z-Z. +D+0.750L +0.750S+0.5250E+H Z-Z. +0.60D+0.70E+H Overturning Stability Rotation Axis & Load Combination ... Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination ... Footing Has NO Sliding Project Title: Engineer: Project ID: Project Descr: Printed: 7 DEC 2019. 7:11PM fie= C:\Userslamgad\DOCllME~1\ENERCA~1Ifresco resturant.ec6 . Software ' ht ENERCALC, INC. 198~2019, Build:12.19.11.12 . -•@#•iii•U-- Applied Capacity Governing Load Combination 2.548 ksf 2.625 ksf +D+L +H about Z-Z axis 0.0 k-ft 0.0 k-ft No Overturning 0.0 k-ft 0.0 k-ft No Overturning 0.0 k 0.0 k No Sliding 0.0 k 0.0 k No Sliding 0.0 k 0.0 k No Uplift 6 .430 k-ft/ft 115.961 k-ft/ft +1.20D+0.50Lr+1.60L +1.60H 6. 430 k-ft/ft 115.961 k-ft/ft +1.20D+0.50Lr+1 .60L +1.60H 6.430 k-ft/ft 115.961 k-ft/ft +1.20D+0.50Lr+1 .60L +1.60H 6.430 k-ft/ft 115.961 k-ft/ft +1.20D+0.50Lr+1 .60L +1.60H 0.0 psi 82.158 psi n/a 0.0 psi 0.0 psi n/a 0.0 psi 82.158 psi n/a 0.0 psi 82.158 psi n/a 12.109 psi 82.158 psi +1.20D+0.50Lr+1.60L +1.60H Xecc Zecc Actual Soil Bearing Stress f Location Actual / Allow (in) Bottom, -Z Top, +Z Le , -X Right, +X Ratio n/a 0.0 0.7350 0.7350 n/a n/a 0.280 n/a 0.0 2.548 2.548 n/a n/a 0.971 n/a 0.0 0.7350 0.7350 n/a n/a 0.280 n/a 0.0 0.7350 0.7350 n/a n/a 0.280 nla 0.0 2.094 2.094 n/a n/a 0.798 n/a 0.0 2.094 2.094 n/a n/a 0.798 n/a 0.0 0.7350 0.7350 n/a n/a 0.280 n/a 0.0 2.094 2.094 n/a n/a 0.798 n/a 0.0 2.094 2.094 n/a n/a 0.798 n/a 0.0 0.4410 0.4410 n/a n/a 0.168 n/a 0.0 0.7350 0.7350 n/a n/a 0.280 n/a 0.0 2.094 2.094 n/a n/a 0.798 n/a 0.0 0.4410 0.4410 n/a n/a 0.168 0.0 n/a n/a n/a 0.7350 0.7350 0.280 0.0 n/a n/a n/a 2.548 2.548 0.971 0.0 n/a n/a n/a 0.7350 0.7350 0.280 0.0 n/a n/a n/a 0.7350 0.7350 0.280 0.0 n/a n/a n/a 2.094 2.094 0.798 0.0 n/a n/a n/a 2.094 2.094 0.798 0.0 n/a n/a n/a 0.7350 0.7350 0.280 0.0 n/a n/a n/a 2.094 2.094 0.798 0.0 n/a n/a n/a 2.094 2.094 0.798 0.0 n/a n/a n/a 0.4410 0.4410 0.168 0.0 n/a n/a n/a 0.7350 0.7350 0.280 0.0 n/a n/a n/a 2.094 2.094 0.798 0.0 n/a n/a n/a 0.4410 0.4410 0.168 Overturning Moment Resisting Moment Stability Ratio Status All units k Sliding Force Resisting Force Stability Ratio Status • • Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 7 DEC 2019. 7:11PM General Footing File= C:\Users\amgad\DOCUME-1\ENERCA-1\fresco resturant.ec6 . Software cop)1igh! ENERCALC, INC. 1983-2019, Build:12.19.11.12 . .. ,, .. . DESCRIPTION: Footing for B-1 Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Surface in'2 in'2 in'2 k-ft X-X, +1.40D+1.60H 0.7350 +Z Bottom 0.6480 Min Temp % 0.990 115.961 OK X-X. +1.40D+1.60H 0.7350 -Z Bottom 0.6480 Min Temp % 0.990 115.961 OK X-X. +1.20D+0.50Lr+1 .60L +1.60H 6.430 +Z Bottom 0.6480 Min Temp % 0.990 115.961 OK X-X. +1.20D+0.50Lr+1 .60L +1.60H 6.430 -Z Bottom 0.6480 Min Temp % 0.990 115.961 OK X-X. +1.20D+1 .60L +0.50S+1.60H 6.430 +Z Bottom 0.6480 Min Temp % 0.990 115.961 OK X-X. +1.20D+1.60L +0.50S+ 1.60H 6.430 -Z Bottom 0.6480 Min Temp % 0.990 115.961 OK X-X. +1.20D+1.60Lr+L +1.60H 4.255 +Z Bottom 0.6480 Min Temp % 0.990 115.961 OK X-X. +1.20D+1.60Lr+L +1.60H 4.255 -Z Bottom 0.6480 Min Temp % 0.990 115.961 OK X-X. +1.20D+1.60Lr+0.50W+1.60H 0.630 +Z Bottom 0.6480 Min Temp % 0.990 115.961 OK X-X. +1.20D+1 .60Lr+0.50W+1 .60H 0.630 -Z Bottom 0.6480 Min Temp % 0.990 115.961 OK X-X. +1.20D+L +1.60S+1 .60H 4.255 +Z Bottom 0.6480 Min Temp % 0.990 115.961 OK X-X. +1.20D+L +1.60S+1.60H 4.255 -Z Bottom 0.6480 Min Temp % 0.990 115.961 OK X-X. +1.20D+1.60S+0.50W+1.60H 0.630 +Z Bottom 0.6480 Min Temp % 0.990 115.961 OK X-X, +1.20D+1 .60S+0.50W+1.60H 0.630 -Z Bottom 0.6480 Min Temp % 0.990 115.961 OK X-X, +1.20D+0.50Lr+L +W+1.60H 4.255 +Z Bottom 0.6480 Min Temp % 0.990 115.961 OK X-X, +1.20D+0.50Lr+L +W+1.60H 4.255 -Z Bottom 0.6480 Min Temp% 0.990 115.961 OK X-X, +1 .20D+L +0.50S+W+1.60H 4.255 +Z Bottom 0.6480 Min Temp % 0.990 115.961 OK X-X, +1.20D+L +0.50S+W+1.60H 4.255 -Z Bottom 0.6480 Min Temp % 0.990 115.961 OK X-X, +0.90D+W+1.60H 0.4725 +Z Bottom 0.6480 Min Temp % 0.990 115.961 OK X-X. +0.90D+W+1.60H 0.4725 -Z Bottom 0.6480 Min Temp % 0.990 115.961 OK X-X, +1 .20D+L +0.20S+E+1.90H 4.255 +Z Bottom 0.6480 Min Temp % 0.990 115.961 OK X-X, +1.20D+L +0.20S+E+1.90H 4.255 -Z Bottom 0.6480 Min Temp% 0.990 115.961 OK X-X. +0.90D+E+0.90H 0.4725 +Z Bottom 0.6480 Min Temp % 0.990 115.961 OK X-X, +0.90D+E+0.90H 0.4725 -Z Bottom 0.6480 Min Temp % 0.990 115.961 OK Z-Z. +1.40D+1.60H 0.7350 -X Bottom 0.6480 Min Temp % 0.990 115.961 OK Z-Z, +1.40D+1.60H 0.7350 +X Bottom 0.6480 Min Temp % 0.990 115.961 OK Z-Z, +1.20D+0.50Lr+1.60L +1.60H 6.430 -X Bottom 0.6480 Min Temp % 0.990 115.961 OK Z-Z. +1.20D+0.50Lr+1 .60L +1.60H 6.430 +X Bottom 0.6480 Min Temp% 0.990 115.961 OK Z-Z. +1.20D+1.60L +0.50S+1.60H 6.430 -X Bottom 0.6480 Min Temp % 0.990 115.961 OK Z-Z, +1.20D+1 .60L +0.50S+1 .60H 6.430 +X Bottom 0.6480 Min Temp % 0.990 115.961 OK Z-Z, +1.20D+1 .60Lr+L +1.60H 4.255 -X Bottom 0.6480 Min Temp % 0.990 115.961 OK Z-Z. +1.20D+1.60Lr+L +1.60H 4.255 +X Bottom 0.6480 Min Temp % 0.990 115.961 OK Z-Z. +1.20D+1 .60Lr+0.50W+1.60H 0.630 -X Bottom 0.6480 Min Temp % 0.990 115.961 OK Z-Z. +1.20D+1 .60Lr+0.50W+1.60H 0.630 +X Bottom 0.6480 Min Temp% 0.990 115.961 OK Z-Z, +1.20D+L +1.60S+1.60H 4.255 -X Bottom 0.6480 Min Temp% 0.990 115.961 OK Z-Z. +1.20D+L +1.60S+1.60H 4.255 +X Bottom 0.6480 Min Temp% 0.990 115.961 OK Z-Z. +1.20D+1 .60S+0.50W+1.60H 0.630 -X Bottom 0.6480 Min Temp% 0.990 115.961 OK Z-Z. +1.20D+1 .60S+0.50W+1.60H 0.630 +X Bottom 0.6480 Min Temp % 0.990 115.961 OK Z-Z, +1.20D+0.50Lr+L +W+1 .60H 4.255 -X Bottom 0.6480 Min Temp % 0.990 115.961 OK Z-Z. +1.20D+0.50Lr+L +W+1.60H 4.255 +X Bottom 0.6480 Min Temp % 0.990 115.961 OK Z-Z, +1.20D+L +0.50S+W+1.60H 4.255 -X Bottom 0.6480 Min Temp % 0.990 115.961 OK Z-Z. +1.20D+L +0.50S+W+1.60H 4.255 +X Bottom 0.6480 Min Temp % 0.990 115.961 OK Z-Z, +0.90D+W+1 .60H 0.4725 -X Bottom 0.6480 Min Temp % 0.990 115.961 OK Z-Z. +0.90D+W+1 .60H 0.4725 +X Bottom 0.6480 Min Temp % 0.990 115.961 OK Z-Z, +1.20D+L +0.20S+E+1.90H 4.255 -X Bottom 0.6480 Min Temo % 0.990 115.961 OK Z-Z. +1.20D+L +0.20S+E+1.90H 4.255 +X Bottom 0.6480 Min Temp% 0.990 115.961 OK Z-Z, +0.90D+E+0.90H 0.4725 -X Bottom 0.6480 Min Temp% 0.990 115.961 OK Z-Z. +0.90D+E+0.90H 0.4725 +X Bottom 0.6480 Min Temp % 0.990 115.961 OK One Way Shear Load Combination ... Vu@-X Vu@+X Vu@-Z Vu@+Z Vu:Max PhiVn Vu/ Phi*Vn Status +1.40D+1.60H O.OOpsi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1 .20D+0.50Lr+1 .60L +1 .60H o.OOPsi o.oo osi 0.00 psi 0.00 psi 0.00psi 82.16 psi 0.00 OK +1 .20D+1.60L +0.50S+1.60H o.OOPsi 0.00 osi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.20D+1.60Lr+L +1.60H o.oopsi 0.00psi 0.00 psi 0.00 psi O.OOpsi 82.16 psi 0.00 OK +1 .20D+1.60Lr+0.50W+1.60H o.OOPsi 0.00psi 0.00 psi 0.00 psi O.OOpsi 82.16 psi 0.00 OK +1 .20D+L +1 .60S+1.60H o.OOPsi O.OOpsi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1 .20D+1.60S+0.50W+1.60H O.OOpsi O.OOpsi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1 .20D+0.50Lr+L +W+1.60H O.OOpsi O.OOpsi 0.00 psi 0.00 psi O.OOpsi 82.16 psi 0.00 OK +1 .20D+L +0.50S+W+1.60H o.OOPsi O.OOpsi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +0.90D+W+1.60H o.OOPsi O.OOpsi 0.00 psi 0.00 psi O.OOpsi 82.1 6 psi 0.00 OK • • Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 General Footing DESCRIPTION: Footing for B-1 One Way Shear Load Combination ... +1 .20D+L +0.20S+E+1.90H +0.90D+E+0.90H Two-Way "Punching" Shear Load Combination ... +1.40D+1.60H +1 .20D+0.50Lr+1.60L +1.60H +1.20D+1.60L +0.50S+1.60H +1.20D+1.60Lr+L +1.60H +1 .20D+1.60Lr+0.50W+1.60H +1.20D+L +1.60S+1.60H +1.20D+1.60S+0.50W+1.60H +1.20D+0.50Lr+L +W+1.60H +1.20D+L +0.50S+W+1.60H +0.90D+W+1.60H +1 .20D+L +0.20S+E+1.90H +0.90D+E+0.90H Vu @-X Vu@ +X o.OO Psi O.OOpsi o.OOPsi O.OOpsi Vu 1.38 psi 12.11 psi 12.11 psi 8.01 psi 1.19 psi 8.01 psi 1.19 psi 8.01 psi 8.01 psi 0.89 psi 8.01 psi 0.89 psi Project Title: Engineer: Project ID: Project Descr: Printed: 7 DEC 2019. 7:11PM File "C:\U$els\amgad\OOCUME•1\ENERCA•1\fresCQ resturant.ec6 . Software copyright ENERCALC, INC. 1983-2019, Buikt:12.19.11.12 . Vu @-Z Vu @+Z Vu:Max PhiVn Vu / Phi*Vn Status 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK All units k Phi*Vn Vu / Phi*Vn Status 164.32Psi 0.008423 OK 164.32psi 0.07369 OK 164.32psi 0.07369 OK 164.32psi 0.04876 OK 164.32psi 0.00722 OK 164.32Psi 0.04876 OK 164.32psi 0.00722 OK 164.32psi 0.04876 OK 164.32psi 0.04876 OK 164.32psi 0.005415 OK 164.32psi 0.04876 OK 164.32psi 0.005415 OK • ' Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: Printed: 7 DEC 2019. 7:11PM Wood Beam File = C:\Users\amgad\DOCUME-1\ENERCA-1\fresco resturant.ec6 . Soflware ' ht ENERCAI.C, INC. 1983-2019, Build:12.19.11.12 . •• ,,. t DESCRIPTION: H-1 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb + Fb- Fc-Pr11 2,900.0 psi 2,900.0 psi 2,900.0 psi E : Modulus of Elasticity Wood Species : Trus Joist Fe -Perp Wood Grade : Parallam PSL 2.2E Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling V ' A ._ 0(2.36) L(15.7) oroL,, r 5.25x16.0 Span= 7.40 ft 625.0 psi 290.0 psi 2,025.0 psi V V ·I Ebend-xx 2,200.0 ksi Eminbend-xx 1,1 18.19ksi Density 45.070pcf A lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.1530, Tributary Width= 1.0 ft Point Load : D = 2.360, L = 15.70 k@3.70 ft, (Reaction from B-1) ,. QESIGN SUMMA.RY ;Maximum Bending Stress Ratio Section used for this span 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 = = = = = 0.661: 1 5.25x16.0 1,855.62 psi 2,808.86psi +D+L+H 3.700ft Span# 1 Maximum Shear Stress Ratio Section used for this span 0.058 in Ratio= 0.000 in Ratio= 0.070 in Ratio= 0.000 in Ratio= Load Combination Location of maximum on span Span # where maximum occurs 1520>=360 0 <360 1263 >=180 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb +D+H Length = 7.40 fl 0.119 0.110 0.90 0.969 1.00 1.00 1.00 1.00 1.00 5.59 299.64 +D+L+H 0.969 1.00 1.00 1.00 1.00 1.00 Length = 7.40 fl 0.661 0.582 1.00 0.969 1.00 1.00 1.00 1.00 1.00 34.64 1,855.62 +D+Lr+H 0.969 1.00 1.00 1.00 1.00 1.00 Length = 7 .40 fl 0.085 0.079 1.25 0.969 1.00 1.00 1.00 1.00 1.00 5.59 299.64 +D+S+H 0.969 1.00 1.00 1.00 1.00 1.00 Length = 7.40 fl 0.093 0.086 1.15 0.969 1.00 1.00 1.00 1.00 1.00 5.59 299.64 +D+0. 750Lr+0.750L +H 0.969 1.00 1.00 1.00 1.00 1.00 Length = 7.40 fl 0.418 0.369 1.25 0.969 1.00 1.00 1.00 1.00 1.00 27.38 1,466.62 +D+0.750L +0.750S+H 0.969 1.00 1.00 1.00 1.00 1.00 Length = 7.40 fl 0.454 0.401 1.15 0.969 1.00 1.00 1.00 1.00 1.00 27.38 1,466.62 Desi n OK = 0.582: 1 5.25x16.0 = 168.86 psi = 290.00 psi +D+L+H = 6.077ft = Span# 1 ---- Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 2527.97 1.61 28.68 261.00 0.00 0.00 0.00 0.00 2808.86 9.46 168.86 290.00 0.00 0.00 0.00 0.00 3511.07 1.61 28.68 362.50 0.00 0.00 0.00 0.00 3230.19 1.61 28.68 333.50 0.00 0.00 0.00 0.00 3511.07 7.49 133.81 362.50 0.00 0.00 0.00 0.00 3230.19 7.49 133.81 333.50 • • Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam 1 .1 1. I DESCRIPTION: H-1 Load Combination Max Stress Ratios Segment Length Span# M V +D+0.60W+H Length= 7.40 ft 0.067 0.062 +D+0.750Lr+0.750L +0.450W+H Length = 7.40 ft 1 0.326 0.288 +D+0.750L +0.750S+0.450W+H Length= 7.40 ft 1 0.326 0.288 +0.60D+0.60W+0.60H Length= 7.40 ft 0.040 0.037 +D+0.70E+0.60H Length = 7.40 ft 0.067 0.062 +D+0.750L +0.750S+0.5250E+H Length = 7.40 ft 1 0.326 0.288 +0.60D+0.70E+H Length = 7.40 ft 1 0.040 0.037 Overall Maximum Deflections Load Combination +D+L+H Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+O. 750Lr+0.750L +H +D+O. 750L +0.750S+H +D+0.60W+H +D+O. 750Lr+O. 750L +0.450W+H +D+O. 750L +0.750S+0.450W+H +0.60D+O 60W+0.60H +D+O. 70E+0.60H +D+O. 750L +0.750S+0.5250E+H +0.60D+0.70E+H D Only Lr Only L Only S Only WOnly E Only H Only Span Project Title: Engineer: Project ID: Project Descr: Cd CFN Ci Cr Cm Ct CL 0.969 1.00 1.00 1.00 1.00 1.00 1.60 0.969 1.00 1.00 1.00 1.00 1.00 0.969 1.00 1.00 1.00 1.00 1.00 1.60 0.969 1.00 1.00 1.00 1.00 1.00 0.969 1.00 1.00 1.00 1.00 1.00 1.60 0.969 1.00 1.00 1.00 1.00 1.00 0.969 1.00 1.00 1.00 1.00 1.00 1.60 0.969 1.00 1.00 1.00 1.00 1.00 0.969 1.00 1.00 1.00 1.00 1.00 1.60 0.969 1.00 1.00 1.00 1.00 1.00 0.969 1.00 1.00 1.00 1.00 1.00 1.60 0.969 1.00 1.00 1.00 1.00 1.00 0.969 1.00 1.00 1.00 1.00 1.00 1.60 0.969 1.00 1.00 1.00 1.00 1.00 Max. • -• Den Location in Span Load Combination 0.0703 3. 727 Support notation : Far left is #1 Support 1 9.693 7.850 1.843 9.693 1.843 1.843 7.731 7.731 1.843 7.731 7.731 1.106 1.843 7.731 1.106 1.843 7.850 Support 2 9.693 7.850 1.843 9.693 1.843 1.843 7.731 7.731 1.843 7.731 7.731 1.106 1.843 7.731 1.106 1.843 7.850 Printed: 7 DEC 2019. 7:11PM File= C:\Userslamgad\DOCUME-1\ENERCA-1\fresco resturant.ec6 . SOftware cop)1ight ENERCAI.C, INC. 1983-2019, Build:12.19.11.12 . Moment Values Shear Values M fb F'b V Iv F'v 0.00 0.00 0.00 0.00 5.59 299.64 4494.17 1.61 28.68 464.00 0.00 0.00 0.00 0.00 27.38 1,466.62 4494.17 7.49 133.81 464.00 0.00 0.00 0.00 0.00 27.38 1,466.62 4494.17 7.49 133.81 464.00 0.00 0.00 0.00 0.00 3.36 179.78 4494.17 0.96 17.21 464.00 0.00 0.00 0.00 0.00 5.59 299.64 4494.17 1.61 28.68 464.00 0.00 0.00 0.00 0.00 27.38 1,466.62 4494.17 7.49 133.81 464.00 0.00 0.00 0.00 0.00 3.36 179.78 4494.17 0.96 17.21 464.00 Max. ·+• Den Location in Span 0.0000 0.000 Values in KIPS + 0 MEMBER REPORT Level, Floor: Joist_Fresco #2 1 piece(s) 14" TJI® 230@ 16" OC O.,erall Length: 16' 4 5/8• 15' 9 5/8" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. + 0 PASSED o-ion Results k Actual O l.oaltlon , ..• Aliow.ct R-.it ,.,LDF Load: Combination (Pattern) System : Floor Member Reaction (lbs) 1211@ 3 1/2" 1211 (2.37") Passed (100%) Shear (lbs) 1211 @ 3 1/2" 1945 Passed (62%) Moment (Ft-lbs) 4785 @ 8' 2 5/16" 4990 Passed (96%) Live Load Defl. (in) 0.369 @ 8' 2 5/16" 0.395 Passed (l/514) Total Load Defl. (in) 0.424 @ 8' 2 5/16" 0.790 Passed (l/447) TJ-Pro"' Rating 50 40 Passed • Deflection criteria: LL (L./480) and TL (L./240). • Top Edge Bracing (Lu): Top compression edge must be braced at 4' 1" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 15' 10" o/c unless detailed otherwise. • A structural analysis of the deck has not been performed. 1.00 1.00 1.00 -- -- -- 1.0 D + 1.0 L (All Spans) 1.0 D + 1.0 L (All Spans) 1.0 D + 1.0 L (All Spans) 1.0 D + 1.0 L (All Spans) 1.0 D + 1.0 L (All Spans) -- Member Type : Joist Building Use : Residential Building Code : !BC 2015 Design Methodology : ASD • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge'" Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-Pro'" Rating include: None. d:;; leadngl.ength Ilk .L.oadll to Supports.( .. } ,.:,. supports ' Total Awallabla Required Dead ·l'IOol"'L.We Tcital Aa::eucwles 1-Hanger on 14" SPF beam 3.50" Hanger1 2.37" I 16'1 1092 1256 See note 1 1.75" 2 2 • Hanger on 14" SPF beam 3.50" Hanger' 2.37" I 16'1 1092 1256 See note l 1.75" 2 • At hanger supports, the Total Beanng dimension Is equal to the width of the matenal that Is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. • 2 Required Bearing Length / Required Bearing Length with Web Stiffeners Connector: Simpson Strong-ne Support Model 1 • Face Mount Hanger U3510/14 2 • Face Mount Hanger U3510/14 Vertical Load 1 • Uniform (PSF) 0 to 16' 4 S/8" 16" w Notes ;,:~ ·-~ M"' s..tl.ength 2.00" 2.00" " .. Dead "co.to) 15.0 ., + ;;,Topl'aatienen N/A N/A Floir,~-:i' (LOO) 100.0 ·w'ic-ean-.nts Default Load FaceFIIStililert Memberf ...... Aalaaorlel 14-lOd 6-!0dxl.5 Web Stiffeners 14-lOd 6-l0dxl.5 Web Stiffeners z Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Amgad Benjamin San Mina Engineering (949) 446-1417 ab@sanminaeng.com Job Notes A ~ SUSTAINABU FORESTRY INITIATIVE Weyerhaeuser 9/27/2019 8:39:31 PM UTC ForteWEB v2.l, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: Running Springs Pr10P. 1 / 1 STATE OF CALIFORNIA ENVELOPE CEC-NRCI-ENV-01-E Revised 01/20 CALIFORNIA ENERGY COMMISSION (i) CERTIFICATE OF INSTALLATION NRCI-ENV-01-E Envelope (Page 1 of 2) ZJpCode:q~ GENERAL INFORMATION DATE OF BUILDING PERMIT: I PERMIT# ,~·04· 'Un-0 C..~Z,VV\-U~O'i BUILDING TYPE D Nonresidential D High-Rise Residential D Hotel/Motel Guest Room PHASE OF D New Construction J:J-1,.ddition Jd Alteration D Unconditioned CONSTRUCTION If more than one person has responsibility for building construction, each person shall prepare and sign an Installation Certificate applicable to the portion of construction for which they are responsible; alternatively, the person with chief responsibility for construction shall prepare and sign the Installation Certificate dacument(s) for the entire construction. SCOPE OF RESPONSIBILITY Enter the date of approval by enforcement agency of the Certificate of Compliance that provides Date: the specifications for the energy efficiency measures for the scope of responsibility for this Installation Certificate. In the table below identify all applicable construction documents that specify the requirements for the scope of responsibility for this Installation Certificate. Date Approved By Document Title or Description Applicable Sheets or Pages, Tables, Schedules, etc. the Enforcement Agency IJ..\\IM J="Q\>,rr,' ;:•~ ~t~ It~ M,1, \ llk\Ac uc::v ~r., v ~ /fft-(J-2" i,h,~ M-20 ~ii • +1tl€ 7 q ~(UY'-~ ~'l.L-f, ' CA Building Energy Efficiency Standards -2019 Nonresidential Compliance January 2020 OFFICE USE ONLY SAN DIEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE RECORD ID# _________________ _ Business Name 2..,·>A·--~0C,CI Project Address , · . ~-? ""-' A-t t'-,· lt;:_,, iOAd--\J, \ \cv, Malling Address ~ ~ tt PLAN CHECK# ________________ _ Business Contact .+;,tm~c,'l>x-1.. D,n:\-\-o City • Slate <l.-\:\-. Ct-t, \,bV,i.ld, c' City ,h State .\ BP DATE Telephone#.:,. •~ ... ··h :.U' J 0 _:'? \ ~pCode APN# q 2-·< Y...i:!.-, ,Zu~ Zip Code Plan File# v1 Project Contact Applica~t E-mail Telephone# • c::~e ... :::.,~-e._, -e &,ll: . ~-o. :\, . .1 .,, 1Y>:..:., c~m 0~ \ 3,:-.,14. •.. .,,,r-/ ......., The following questions repres ht the facili y's activities, NOT the specific project description. . PART I: FIRE DEPARTMENT-HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: {not reguired for projects within the City of San Diego): Indicate by circling the item, whether your business will use, process, or store any of the following hazardous materials. If any of the items are circled, applicant must contact the Fire Protection Agency with jurisdiction prior lo plan submittal. Occupancy Rating: Facility's Square Footage (including proposed project): 1. Explosive or .Blasting Agents 5. Organic Peroxides 9. Water Reactives 13. Corrosives 2. Compressed Gases 3. Flammable/Combustible Liquids 6. Oxidizers 10. Cryogenics 7. Pyrophorics 11. Highly Toxic or Toxic Materials 14." Other Health Hazards 15. None of These. 4. Flammable Solids 8. Unstable Reactives 12. Radioactives PART II: SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH -HAZARDOUS MATERIALS DIVISION {HMO): If the answer to any of the questions is yes, applicant must contact the County of San Diego Hazardous Materials Division, 5500 Overland Avenue, Suite 110, San Diego, CA 92123. Call (858) 505-6700 prior to the issuance of a building permit. FEES ARE REQUIRED Project Completion Date: Expected Date of Occupancy: 0 CalARP Exempt I 1. 2. 3. 4. 5. 6. 7. "8. 4. 5. 6. YES !'10 (for new construction or remodeling projects) 0 I' Is your business listed on the reverse side of this form? (check all that apply). 0 Will your business dispose of Hazardous Substances or Medical Waste in any amount? 0 . Will your business store or handle Hazardous Substances in quantities greater than or equal to 55 gallons, 500 1 pounds and/or 200 cubic feet? 0 ~'. Will your business store or handle carcinogens/reproductive toxins In any quantity? 0 ~--Will your business use an existing or Install an underground storage tank? 0 -.IZ) Will your business store or handle Regulated Substances (CalARP)? 0 ;e:r.. Will your business use or Install a Hazardous Waste Tank Syste~ (Tille 22, Article 1 0)? . 0 )B""--...Will your business store petroleum in tanks or containers at your facility with a total facility storage capac;ity equal to or realer than 1,320 allons? Cafifomla's Above round Petroleum Stora e Act . Date Initials 0 CalARP Required I Date Initials 0 CalARP Complete I Date lnllials Will the project disturb 160 square feet or more of existing building materials? Will any load supporting structural membe~~tion-may. required 10 working days prior to commencing demolition. (ANSWER ONLY IF QUESTION 1 or 2 S'" YES) Has an asbestos survey been ormed by a Certified Asbestos Consultant or Site Surveillance D □ □ Technician? D (ANSWER ONLY IF QUESTION 3 IS Y )"Based on ihe survey results, will the project disturb any asbestos containing material? Notification may be required 1 0 working days prior to commencing asbestos removal. "@: Will the project or associated construction equipment .emit air contaminants? See the reverse side of this form or APCD factsheet ' (www,sdapcd,orq/info/facts/permits.pdf) for typical equipment requiring an APCD permit. JBf -,(ANSWER ONLY IF QUESTION 5 IS YES) Will the project or associated construction equipment be located within 1,000 feel or a school bounda · Brletli. d~cribe business activities: Briefly describe proposed project: ~c~ t~µT .• ~.vl.A'--~e,.!'{c.. t ;f-./47'\'i'-'.._:P,r-t ..... I declare under penalty of perjury t at to the best or my knowledge and belief I e.respon s made herein are true and correct. ~eo r-c.;.e C, 11.-i,.-\ \·1.1 .-A t \CX Name of Owner or Authorized A ent Date FIRE DEPARTMENT OCCUPANCY CLASSIFICATION: __________ ~--------------------- BY: COUNTY-HMO• HM-9171 (08/15) CAC #: 16-5845 Ramon A. Quinonez DATE: BUILDING PERMIT BUT NOT FOR OCCUPANCY APCD I I RELEASED 'FOR OCCUPANCY COUNTY-HMO APCD rom completing or updating a Hazardous Materials Business Plan. Other permitting requirements may still apply. County of San Diego -DEH -Hazardous Materials Division C City of Carlsbad PURPOSE CLIMATE ACTION PLAN CONSISTENCY CHECKLIST B-50 Development Services Building Division 1635 Faraday Avenue (760) 602-2719 www.carlsbadca.gov This checklist is intended to assist building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their projects. The completed checklist must be included in the building permit application. It may be necessary to supplement the completed checklist with supporting materials, calculations or certifications, to demonstrate full compliance with CAP ordinance requirements. For example, projects that propose or require a performance approach to comply with energy-related measures will need to attach to this checklist separate calculations and documentation as specified by the ordinances. NOTE: The following type of permits are not required to fill out this form ❖ Patio 1 ❖ Decks I ❖ PME (w/o panel upgrade) I ❖ Pool ..i 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. ..i Details on CAP ordinance requirements are available on the city's website . ..i 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. Project Name/Building Permit No.: 264 Fresco Restaurant BP No.: CBC 2019-0609 Property Address/APN: 264 CARLSBAD VILLAGE DR, CARLSBAD, CA / A.P.N. 203-232-16-00 Applicant Name/Co.: Goerge E. Gilli Applicant Address: 2404 Broadway 3rd Floor, San Diego, CA Contact Phone: (619) 306-2289 Contact Email: Contact information of person completing this checklist (if different than above): Name: Company name/address: Contact Phone: Contact Email: geogilli@yahoo.com Applicant Signature: YF Date __ April 14th, 2020. __ _ B-50 Page 1 of 6 Revised 08/19 City of Carlsbad Climate Action Plan Consistency Checklist Use the table below to determine which sections of the Ordinance Compliance checklist are applicable to your project. For alterations and additions to existing buildings, attach Building Permit Valuation worksheet. Building Permit Valuation (BPV) from worksheet:$ $110, 904 . 5 3 ( BPV attached} ..J / A D Residential □ New construction □ Additions and alterations: □ 8PV < $60,000 □ 8PV ~ $60,000 □ Electrical service panel upgrade only □ 8PV ~ $200,000 @ Nonresidential □ New construction □ Alterations: □ 8PV ~ $200,000 or additions~ 1,000 square feet □ 8PV ~ $1,000,000 □ ~ 2,000 sq. ft. new roof addition Checldlat 11am A high-rise residential building is 4 or more stories, including a Low-rise High-rise mixed-use building in which at least 20% of its conditioned floor area is residential use 2A, 3A, 18, 2B, 4A 3B,4A N/A N/A 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* 18, 4A* and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed 18, 28, 38, 48 and 5 18,5 18,28,5 Building alterations of~ 75% existing gross floor area 28, 5 18 also applies if 8PV ~ $200,000 Check the approprtam boxes, uplai\ al rd applcable aid axcepllon llems, Md provide~ catulaions aid doaJnertallon as necessay. 1. Energy Efficiency Please refer to Carlsbad Municipal Code (CMC) sections 18.21.155 and 18.30.190, and the California Green Building Standards Code (CALGreen} for more information when completing this section. NI A A. 0 RNldM11111 ddition or alteration~ $60,000 building pennit valuation. See CMC section 18.30.190. Year Built Single-family Requirements □ Before 1978 Select one: □ Duct sealino □ Attic insulation □ Cool roof □ 1978 and later Select one: □ Lighting package □ Water heating Package □ Between 1978 and 1991 □ 1992 and later □ NIA __________ _ □ Exception: Home energy score 2: 7 (attach certification) Multi-family Requirements □ Attic insulation Select one: □ Duct sealino □ Attic insulation □ Cool roof Select one: □ Lighting package □ Water heating package NI A 8. D Nonresidential* new construction or alteration i!: $200,000 building pennit valuation, or addition i!: 1,000 ~ flet. I& N/A Updated 8/15/2019 2 City of Carlsbad Climate Action Plan Consistency Checklist See CMC 18.21.155 and CALGreen Appendix AS, Division AS.2 -Energy Efficiency. A5.203.1.1 Choose one: D .1 Outdoor lighting D .2 Warehouse dock seal doors D .3 Restaurant service water heating (comply with California Energy Code section 140.5, as amended) D N/A _________ _ D .4 Daylight design PAFs D .5 Exhaust air heat recovery A5.203.1.2.1 Choose one as applicable: D .95 Energy budget D .90 Energy budget D NIA A5.211.1** D On-site renewable energy D N/A A5.211.3 .. D Green power (if offered by local utility provider, 50% minimum renewable sources) D N/A A5.212.1 D Elevators and escalators D NIA A5.213.1 D Steel framing D NIA * Includes hotels/motels and high-rise residential buildings .. For alterations 2! $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 R11ldlnlll 11MCClllllluelon (for low-rise residential building pennit 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 subjectto nonresidential photovoltaic requirement (28 below) instead. 2) If project includes installation of an electric heat pump water heater pursuant to CMC 18.30.150(8) (high-rise residential) or 18.30.170(8) (low-rise residential), increase system size by .3kWdc if PV offset option is selected. Floor Plan ID (use additional CFA #d.u. Calculated kWdc* sheets if necessary) Total System Size: kWdc = (CFAx.572) / 1,000 + (1.15 x #d.u.) *Formula calculation where CFA = conditional floor area, #du= number of dwellings per plan type If proposed system size is less than calculated size, please explain. Exception D D D D kWdc NI A 8. D Nonresidential new construction or alterations ~$1,000,000 8PV and ~75% existing floor area, or addition that lncrl•• roof 1r11 t,, ~ ~ fNt. 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: □ Gross Floor Area (GFA) Method GFA: □ If< 1 O,OOOs.f. Enter: 5 kWdc Min. System Size: □ If ::?: 10,000s.f. calculate: 15 kWdc x (GFA/10,000) ** __ kWdc **Round building size factor to nearest tenth, and round system size to nearest whole number. □ Time-Dependent Valuation Method Updated 8/ I 5/2019 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 NI A A D RNlclentlal 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) D 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 D 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 D Recirculation system per CMC 18.30.150(8) (high-rise residential, hotel/motel) or CMC 18.30.170(8) (low- rise residential) D Solar water heating system that is either: D .20 solar savings fraction D .15 solar savings fraction, plus drain water heat recovery D Exception: B. 1R] Nonresidential new construction Please refer to Carlsbad 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): D Solar-thermal D Photovoltaics D Recovered energy D Water heating system is (choose one): D Heat pump water heater D Electric resistance water heater(s) □Solar wa~er ,heating system with .40 solar savings fraction l2l Exception: it s not a newly constructed non residential building Updated 8/15/20 19 4 City of Carlsbad Climate Action Plan Consistency Checklist 4. Electric Vehicle Charging NI A A. D RNldentla New construction and major alterations* Please refer to Carlsbad Ordinance CMC section 18.21.140 when completing this section. D One and two-family residential dwelling or townhouse with attached garage: D One EVSE Ready parking space required □ Exception : □ Multi-family residential· D Exception · Total Parking Spaces EVSE Spaces Proposed Capable I Ready I Installed l 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.") I Total l *Major alterations are: (1) for one and two-family dwellings and townhouses with attached garages, alterations have a building permtt valuation<! $60,000 or include an electrical service panel upgrade; (2) for multifamily dwellings (three units or more without attached garages), alterations have a building permit valuation <! $200,000, interior finishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. NI A B D Nonresidential 11MCOllltrucloli(includes hotels/motels) ·.:. ,.,, D Exception · Total Parking Spaces EVSE Spaces Proposed Capable I Ready I Installed I Total I I l Calculation: Refer to the table below· Total Number of Parkina Soaces provided Number of rP.Ouired EV Soaces Number of required EVSE Installed Spaces □ 0-9 1 1 □ 10-25 2 1 □ 26-50 4 2 □ 51-75 6 3 □ 76-100 9 5 □ 101-150 12 6 □ 151-200 17 9 □ 201 and over 10 oercent of total 50 oercent of Reauired EV Spaces Updated 8/1 5/2019 5 City of Carlsbad Climate Action Plan Consistency Checklist 5. D Transportation Demand Management (TOM): Nonresidential ONLY An approved Transportation Demand Management (TOM) Plan is required for all nonresidential projects that meet a threshold of employee-generated ADT. City staff will use the table below based on your submitted plans to determine whether or nor your pem,it requires a TOM plan. If TOM is applicable to your permit, staff will contact the applicant to develop a site-specific TOM plan based on the pem,it details. Acknowledgment: Employee ADT Estimation for Various Commercial Uses EmpADTfor first 1,000 s.f. EmpADTI 1000 s.f.1 Office (all)2 20 Restaurant 11 Retaib 8 Industrial 4 Manufacturing 4 Warehousin 4 , Unless otherwise noted, rates estimated from /TE Trip Generation Manual, 10th Edition 13 11 4.5 3.5 3 1 2 For all office uses, use SAN DAG rate of 20 ADT/1 ,000 sf to calculate employee ADT 3 Retail uses include shopping center, variety store, supermarket, gyms, pharmacy, etc. Other commercial uses may be subject to special consideration Sample calculations: Office: 20,450 sf 1. 20,450 sf/ 1000 x 20 = 409 Employee ADT Retail: 9,334 sf 1. First 1,000 sf= 8 ADT 2. 9,334 sf -1,000 sf= 8,334 sf 3. 8,334 sf/ 1,000 x 4.5 + 8 = 46 Em lo ee ADT I acknowledge that the plans submitted may be subject to the City of Carlsbad's Transportation Demand Management Ordinance. I agree to be contacted should my pemiit require a TOM plan and understand Iha n approved TOM plan is a condition of permit issuance. Date: _April 14th, 2020 __ _ Person other than Applicant to Name (Printed): Goerge E. Gilli _______ _ Phone Number: _(619) 306-2289_ Email Address: geogilli@yahoo.com ____________ _ Updated 8/15/201 9 6 ---MAY 1 4 2020 en r 0,--. BUILDtNG 07v.~t~ (Cityof Carlsbad CERTIFICATION OF SCHOOL FEES PAID This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not l~sue any building permit without a completed school fee form. Project # & Name: Permit #: CBC2019-0609 ------------------ Project Address: 264 CARLSBAD VILLAGE DR Assessor's Parcel #: 2032321600 ------------------ Project Applicant: DINITTO PROPERTIES INC .;;...;.;._;_;...;;__.;;_;_..;_~..;__c__ ________ _ (Owner Name) Residential Square Feet: New/Additions: ------------------- Second Dwelling Unit: ------------------- Commercial Square Feet: New/Additions: 467 ------------------ City Certification: City of Carlsbad Building Division Date: 12/31/2019 Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the Information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. Cl] Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 0 Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 x1166 0 San Dleguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 -Phone: (760) 753-6491 Ext 5514 (By Appt. Only) 0 San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 · Contact: Katherine Marcelja (By Appt.only) 0 Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION {To be completed by the school distrlct{s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facllltles. This Is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may Issue building permits for this project. Signature of Authorized School District Official: Qr . Title:· Sv~\V\{::eMclvvJ;- f3eM1CAmiV\ 0 /\\JYCN\1\\ lU1A e&£ou) Date: 6/1 6 ( 20 . . CARLSBAD UNIFIED SCHOOL DISTRICT Name of School D1stnct: 622§ ELCA-Ml~NOir1R-EJ.ru6,l...----------Phone: J (o() -3 3 1-Cj (J 00 1635 Faraday Avenue I Carlsbad, CA 92008 I 760-602-2719 I 760-602-8558 fax I building@carlsbadca.gov PERMIT REPORT Revision Permit Print Date: 04/26/2021 Job Address: 264 CARLSBAD VILLAGE DR, CARLSBAD, CA 92008-2915 (city of Carlsbad Permit No: PREV2020-0164 Status: Closed -Finaled Permit Type: BLDG-Permit Revision Work Class: Commercial Permit Revis Parcel#: 2032321600 Track#: Applied: 12/09/2020 Valuation: $110,904.53 Lot#: Issued: 02/18/2021 Occupancy Group: #of Dwelling Units: Project#: DEV2017-0020 Finaled Close Out: 04/26/2021 Bedrooms: Bathrooms: ProjectTitle: FRESCO RESTAURANT Plan#: Construction Type: Orig. Plan Check#: CBC2019-0609 Plan Check#: Inspector: PBurn Final Inspection: Description: 264 FRESCO: RELOCATED GAS METER// DIFFERENT LIFT MANUFACTURER// CHANGE TRELLIS TO A LOUVERED PATIO COVER FEE BUILDING PLAN CHECK REVISION ADMIN FEE MANUAL BLDG PLAN CHECK FEE Property Owner: DINITTO PROPERTIES INC EMERINDA DINITTO 518 KNOTS LN CARLSBAD, CA 92011 (760) 213-1691 Total Fees: $297.50 Total Payments To Date: Building Division $297.50 CoApplicant: JASON BOOTH 120 E AVENI DA CORNELIO SAN CLEMENTE, CA 92672-3205 (949) 374-6072 Balance Due: 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 760-602-2700 I 760-602-85601 I www.carlsbadca.gov AMOUN $35.00 $262.50 $0.00 Page 1 of 1 ( City of Carlsbad PLAN CHECK REVISION OR DEFERRED SUBMITTAL APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Original Plan Check Number CBC2019-0609 ProjectAddress 264 Carlsbad Village Dr Plan Revision Number General Scope of RevisionjDeferred Submittal: Relocated gas-meter. Using a different lift manufacturer, new sheets. Changed trellis to louvered patio cover over bar area (new strt sheets+ calcs). Shortened bar counter. CONTACT INFORMATION: Name George Gilli Phone 619 306-2289 ________ Fax ________ ~ Address 2404 Broadway #300 Email Address geogilli@yahoo.com City San Diego Zip 92102 Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: ~ Plans ~ Calculations D Soils D Energy D Other 2. Describe revisions in detail Relocated gas-meter Using a different lift manufacturer. 3 new mfr sheets added Changed the proposed trellis to a louvered patio cover, over bar area 4. 5. 6. 7. Shortened bar counter, modified equip. schedule Added sheets Does this revision, in any way, alter the exterior of the project? Does this revision add ANY new floor area(s)7 D Yes Does this revision affect any fire related issues? ~ Yes Is this a complete set? □ Yes ~--No'. / --' i\ ~ Yes ~ No 0 No 3. List pagels) where each revision is shown A1.0, A1.1,A5.0 APLV 144-1,2,,3 A2.0,A3.0,A4.0,A4.1,S-1.1,S-1.2 A2.0,A2.1 T.S. 0 No (\ '' ' ---.:y-->'------12/3/20 .e'.S"Signature __________ ~i-------t----Date 1635 Faraday Avenue, Carlsbad, CA 92008 ftr 76o'.60l 27 ~fall: 76D-602-8558 .Em;iJtbui/ding@carlsbadca.gov www':t rtsba .gov ' DATE: December 14, 2020 JURISDICTION: Carlsbad ✓• EsG1I A SAFF.huilt Compar:y □ APPLICANT □ JURIS. PLAN CHECK#.: CBC2019-0609 Rev 2 (PREV2020-0164) __ SET: I PROJECT ADDRESS: 264 Carlsbad Village Drive PROJECT NAME: RESTAURANT ADDITION FOR DINITTO PROPERTIES, INC. ISi The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: ISi EsGil staff did not advise the applicant that the plan check has been completed. 0 EsGil staff did advise the applicant that the plan check has been completed. Person contacted: 0,_) Telephone#: Date contacted: (by:fh-) Email: Mail Telephone Fax In Person ISi REMARKS: Revision 2 includes use of different lift manufacturer; change proposed trellis to a louvered patio cover, shortened bar counter. By: Abe Doliente EsGil 12/10/20 Enclosures: Approved set of plans 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 ' Carlsbad CBC2019-0609 Rev 2 (PREV2020-0164) December 14, 2020 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK#.: CBC2019-0609 Rev 2 (PREV2020-0164) PREPARED BY: Abe Doliente DATE: December 14, 2020 BUILDING ADDRESS: 264 Carlsbad Village Drive BUILDING OCCUPANCY: BUILDING AREA Valuation Reg. PORTION ( Sq. Ft.) Multiplier Mod. Revision 2 Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance -----·· -------... 1 ildi rmit Fee 1997 UBC Bu ng Pe 1997 UBC Plan Check Fee Type of Review: □ Complete Review D Other VALUE D Structural Only D Repetitive Fee • I Repeats [::J Hourly EsGII Fee 21Hrs.@* ~=====$1=0=5=.0~0 • Based on hourly rate Comments: ($) $210.001 Sheet 1 of 1 HORROCKS ---1M1---ENO IN EE Rs STRUCTURAL CALCULATIONS OE 264 FRESCO FOR OUTDOOR ELEMENTS LINDA DINITTO, FRESCO 264 264 CARLSBAD VILLAGE DR CARLSBAD, CA 92008 SUBJECT: 311 t Camino Del Rio Norm, #550 San Oiego, CA 92108 619-510-4560 \~¾w.horrocks.ccm SHEET NO: OE #1 Member Calculallons .................................................................................................................... 1-8 Connection Checks ................................................................. ----------9-1.4 Steel Framing Checks ........ ___ ..................................... __________ 15-40 Existing Structure Checks .......................................................... ____ .................. ___ 41-45 Job No.: Date: CA-2605-2008 September 29, 2020 PREV2020-0164 264 CARLSBAD VILLAGE DR > 1--0 264 FRESCO: RELOCATED GAS METER// DIFFERENT LIFT MANUFACTURER// CHANGE TRELLIS TO A LOUVERED PATIO COVER DEV2017-0020 CBC2019-0609 2032321600 12/9/2020 PREV2020-0164 ) Wind Pressures: Risk Category: II Exposure Category: ~ • , Enclosure Class.: OPEN "bR~tructe'd ~ind Flow Structure Dimensions: Column Height: 15 • ft Roof Thickness: 0.833 ft Total Height: 15.83 ft Length: 31.98 ft Width: 12.5 " ft Roof Angle: 12.13 ,, 0 Wind Speed and Factors: V = • 96 '.~'·; mph K, = Kn= 0.62 1.0 0.85 Kd = z,=. K. = :55 M ft 1.00 Velocity Pressure: q, = 12.41 psf Internal Pressure Coefficient: GCp1= 0 Gust Effect Factor: G = 0.85 Net Pressure Coefficient: Load Case A: y= 0 degrees Windward Leeward CN= -1.06 -1.50 Load Case B: Windward Leeward CN = -1.95 -0.68 Wind Pressures on Roof: Case A: 'Y = 0 degrees Windward Leeward P= -11.20 -15.82 psf Horizontal: -940.68 -1328.97 lbs Vertical -4376.68 -6183.31 lbs Case B: Windward Leeward P= -20.54 -7.14 psf Horizontal: -1724.95 -599.40 lbs Vertical -8025.66 -2788.81 lbs 10 in (Table 26.10-1) (Sec. 26.8.2) (Table 26.6-1) (Table 26.9-1, Note 2) (Eqn. 26.10-1) (Table 26.13-1) (Sec. 26.11) Assuming Rigid Structure y = 180 degrees Windward Leeward 0.17 -1.14 Windward Leeward 1.05 -0.30 'Y = 180 degrees Windward 1.80 Leeward -12.01 psf 150.97 -1008.48 lbs 702.42 -4692.17 lbs Windward 11.04 Leeward -3.16 psf 927.56 -265.79 lbs 4315.67 -1236.66 lbs (Figure 27.3-4) (Figure 27 .3-4) (Eqn. 27.3-2) (Eqn. 27.3-2) Snow loads County: Carlsbad, CA Risk Category: it A= 55 P, = 0 Roof Type: Flat Roof Roof Angle: c. = 1.0 Ci= 1.2 I,= 1.0 C,= 1.0 P, = 0 P, = 0 S= 0 Seismic Design Occupancy Category= I.= Soil Site Class= F.= F.= S,= S1= Sms= Sm1= Sd,= Sd1= Seismic Design Category= V= II 1.0 D 1 1.9 1.092 0.394 1.092 0.7486 0.728 0.499 D 1.25 = Cs*Dead Load Vno= 3.74 = v•oo ft psf Only needed if Sloped Roof psf psf plf (Table 7.3-1) (Table 7.3-2) (Table 1.5-2) (Fig. 7.4-1) (Eqn. 7.3-1} (Eqn. 7.4-1) {Table 11.4-2) (Table 11.4-3} 0.137 s 0.686 s 0.159 s Ordinary Moment Frame R= 3.5 Ordinary Moment Frame 0 0= 3 (Eqn. 11.4-3} {Eqn. 11.4-4} C, (Strength)= 0.208 {Sec. 11.6} psf Seismic Shear for Member Design psf Seismic Shear for Connection Design 2 3 Dead Load Calculations Louver Dead Load Calculations Framing: Framing: Self-Weight of Louvers 2.5 psi Self-Weight of Louvers 2.5 psi Aluminum Gutters and Connections 1 psi Mechanical for Louvers 1 psi Total= 2.5 psi Framing 1.5 psi Total Live Load Calculations Total= 6 psi Aw~lng: Framing Load 5 psi Live Load Calculations Total= 5 psi Awning: Canopies, including Marquees 10 psi Total= 10 psi Total Unfactored Load = 16 psi Total ASD Factored Loads = 16 psi Total ASD Factored Louver Loads = 8 psi Total LRFD Factored Loads= 24 psi Louver Girder Member Check: Material & Section Properties: Depth (d) = 10 in Width (b)= 2 In Thickness (t) = 0.141 in Wieight= 3.96 lb/ft Area (A)= 3.30 in1 Elastic Modulus (E) = 10100 ksl f1u= 30 ksi F1y= 25 ksi Fcv= 25 ksl Beam Loading and Dimensions: Side Shade Present: No ··• ' .. ,, .. Additional Live Load: 0 psf ASD Factored: LRFD Factored: Total Gravity Load: 16 24 Total Beam Length: . ' 0'15.99 ) ~ft Trib Width: 6.25 ~ft Double Beam:, N_o' Beam Reactions and Moments: ASD Factored: LRFD Factored: Distrubuted Load: 100 150 Left Reaction: 799.50 1199.25 Right Reaction: 799.50 1,199.25 Midspan Moment: 3,196.00 4,794.00 Midspan Deflection: 0.41 0.62 Controlling Limit State For Flexure: Lateral-Torsional Buckling M.= 164.82 k•in Mn = 13,735.04 lb•ft M./il0 = 8,324.27 lb•ft Controlling Limit State for Shear: v.= 16.77 kip Vn= 16,770.16 lbs v.1n. = 8,600.08 lbs Deflection Limit State: D+L 6= 0.41 In LOnly 6= 0.04 in RJ10x2_x9/64 : Ix= S,= Z,= r. = ftuw= F1yw= k, = Unfactored (D): 6 Unfactored (D): 37.5 299.8125 299.81 1,198.50 0.16 >= >= <= <= Axis X-X 35.19 7.04 9.41 3.27 17 8 1 Unfactored (Lr): 10 Unfactored (Lr): 62.5 499.6875 499.69 1,997.50 0.26 3,196.00 799.50 L/120= L/180 = 6063 -T6 Axis Y-Y ln4 '·= 2.55 ln3 s,= 2.55 ln3 Z.,= 2.82 in fy = 0.88 ksi F..,= 15 ksi f su = 18 Shear Modulus (G): 3800 Unfactored (5): 0 Unfactored (5): lb•ft lbs 0 0 0.00 0.00 0.00 1.599 1.066 psf plf lbs lbs lbs•ft in OK OK in OK in OK 4 ln4 ln3 In' In ksi ksl ksi 5 Side Beam Member Check: Material & Section Properties: RT10x2x9/64 6063-T6 Depth {d) • 10 In AxlsX-X AxlsY-Y Width (b)• 2 In I,• 35.19 In 1,-2.55 In Thickness (t} • 0.141 In 5,• 7.04 In' S,• 2.55 In' Wlelght • 3.96 lb/ft Z,.• 9.41 In' Z,• 2.82 In' Alea {A)• 3.296 In' r,• 3.27 In r,• 0.88 In Elastic Modulus (E) • 10100 ksl F,.• 30 k,i F,_• 17 kJI F.,• 1S kJI F,.,• 25 kJI F.,.• 8 k,i Fw• 18 kJI F..,• 25 k,i le,• 1 Shear Modulus (G): 3800 kJI Beam Loadln1 and Dimensions: Sid• Shade Present: No Additional llve Load: 0 psi ASD Factored: LRFD Factored: Unfactored (D): Unfactored (Lr): Unfactored (5): Total Gravity Load: 16 24 6 10 0 p,f Polntl.aod: 799.50 1199.25 299.81 499.69 0.00 lbf Located at end of av.man, Overhang Length: 4.49 ft Center length: 8,01 .. ft Total Beam Length: 12.56 ft TribWldth: 0.67 ft Double Beam: No Beam Reactions and Moments: ASO Factored: LRFD Factored: Unfactorod (DJ: Unfactored (Lr): Unfactored (SJ: Dlstrubuted Load: 10.67 16.00 4.00 6.67 0.00 pW Left Reaction: 474.S4 711.82 1n.9s 296.59 0.00 lbs Right Reaction: 1,349 2,023 506 843 0 lbs Midspan Moment: 1,836.27 2,754.41 688.60 1,147.67 0.00 lbs•tt Overh1n1 Moment 3,616.64 5,424.95 1,356.24 2,260.40 0.00 lbs•ft MldJpan Deflection: 0.074 0.110 0.028 0.046 0.000 In overhang Deflection: 0.33 0.50 0,12 0.21 0,00 In Maic:Shear. 1,348.58 2,022.88 505.72 842.86 0.00 lbs Max Moment: 3,616.64 5,424.95 1,356.24 2,260.40 0.00 lbs•ft Max Doftoctlon: 0.33 0.50 0.12 0.21 0.00 in Controlling limit State For Flexure: l.ateral-Tor,lonal Buckling M.• 164.82 k•ln M.• 13,735.04 lb"ft M,/00 • 8,324.27 lb•tt >• 3,616.64 lb•ft CK Controllln1 Limit State for Shear. v.-16.n kip V,• 16,770.16 lbs V,JO,• 10,163.74 lbs >• 1,348.58 lbs OK Deflection Umlt State: D+L g. 0.332 In <• 1/120 • 0.449 In 0( L Only 8• 0.004 in <a 1/180 • 0.299 In OK 6 Single Header Member Check: Material & Section Properties: RT10x2x9/64 '. 6063 • T6 Depth (d) • 10 In AxisX-X Axis V-V Width lb)• 2 in I,• 35.19 In I,• 2.55 In Thickness (t) • 0.141 In S,• 7.04 in3 S,• 2.55 in3 Wielght• 3,96 lb/ft Z,• 9.41 In' Z.,= 2.82 ln1 Area (A)• 3.296 In' r.= 3.27 In ry= 0.88 In Elastic Modulus IE)• 10100 ksl F,.• 30 ksl F,uw• 17 ksl F.,• 15 ksl F..,• 25 ksl F..,_• 8 ksl F.i,• 18 ksi F<Y• 25 ksl Ir,• Shear Modulus (G): 3800 ksl Beam Loading and Dimensions: Side Shade Present: No· Additional Live Load: 0 psi ASD Factored: LRFD Factored: Unfactored ID): Unfactored (Lr): Unfactored (S): Total Gravity Load: 16 24 6 10 0 psi Point Laod: 799.'50 119!1.25 299.81,: ._,:499,59 0.00 . lbf Located at end of Overhang Overhang Length:, 4,49 ,ft Center length: 8.07 ft Total Beam length: 12.56 ft TribWidth: 0.67 ft Double Beam: No Beam Reactions and Moments: ASD Factored: LRFD Facto,..d: Unfactored (D): Unfactored (Lr): Unfactored (S): Dlstrubuted Load: 10.67 16.00 4.00 6.67 0.00 plf Left Reaction: 474.54 711.82 177.95 296.59 0.00 lbs Right Reaction: 1,349 2,023 506 843 0 lbs Midspan Moment: 1,836.27 2,754.41 688.60 1,147.67 0.00 lbs"ft Overhang Moment: 3,616.64 5,424.95 1,356.24 2,260.40 0.00 lbs"ft Midspan Deflection: 0.074 0.110 0.028 0.046 0.000 In Overhang Deflection: 0.33 0.50 0.12 0.21 0.00 In Max Shear: 1,348.58 2,022.88 505.72 842.86 0.00 lbs Max Moment: 3,616.64 5,424.95 1,356.24 2,260.40 0.00 lbs"ft Max Deflection: 0.33 0.50 0.12 0.21 0.00 in Controlling Limit State For Flexure: lateral-Torsional Buckllng M,• 164.82 k•in M,• 13,735.04 lb"ft MJO,• 8,324.27 lb"ft >• 3,616.64 lb"ft OK Controlling Umlt State for Shear: V,• 16.77 kip V,• 16,770.16 lbs VJO,• 10,163.74 lbs >= 1,348.58 lbs OK Deflection limit State: D+L 6• 0.332 In <a L/120= 0.449 In OK LOnly 6• 0.004 in <= L/180 • 0.299 In OK 7 Louver Girder Supported Member Check: Material & Section Properties: RT10x2x9/64 6063· T6 Depth (d) • 10 In AxisX•X AxlsY-Y Width lb)= 2 In I,• 3S.19 In I,• 2.55 In Thickness (t) • 0.141 In s.= 7.04 ins S,• 2.55 in' Wlelght= 3.96 lb/ft Z,.• 9.41 ln1 Z,= 2.82 ln1 Area (A)= 3.296 In' r,. 3.27 In r,• 0.88 In Elastic Modulus (E) • 10100 ksl F,. • 30 ksl F,vw• 17 ksl F,.,• 15 ksl F.,• 25 ks! F,,_= 8 ksl Fw• 18 ksl F<Y• 25 ksl k,. l Shear Modulus (G): 3800 ks! Beam Loading and Dimensions: Side Sh,de Present: No Additional Live Load: 0 psf ASD Factored: LRFD Factored: Unfactored (D): Unfactored (Lr): Unfactored (S): Total Gravity load: 16 24.00 6 10 0 psf Point load: 949 ~ 1424 ·')s1f 593 0 lbs located at center of beam Total Beam length:: 16 ft TrlbWldth:' 6.2~ ·.tt Double Beam: No' Beam Reactions and Moments: ASD Factored: LRFD Factored: Unfactored (D): Unfactored (Lr): Unfactored (5): Dlstrubuted Load: 100.00 150.00 37.50 62.SO 0.00 plf Left Reaction: 1274.54 1911.82 477.95 796.59 0.00 lbs Right Reaction: 1,275 1,911.82 477.9S 796.59 0.00 lbs Midspan Moment: 6,996.35 10,494.52 2,623.63 4,372.72 0.00 lbs•tt Midspan Deflection: 0.81 1.21 0.7S 0.85 0.59 In Controlling Limit State For Flexure: Lateral-Torsional Buckling M.• 164.82 k•in M•• 13,735.04 lb'ft MJO.• 8,324.27 lb'ft 6,996.35 lb'ft OK Controlling Umtt State for Shear: V,.= 16.77 kip v.-16,770.16 lbs VJO,• 10,163.74 lbs 1,274.54 lbs OK Deflection Limit State: D+L 8= 0.81 In <• l/120 • 1.600 In OK LOnly 8• 0.04 In <= l/180 • 1.067 In OK 8 Louver Member Check: Material & Section Properties: SK-1-1 (t:=0.6) ··• 6063-T6 Depth (d) = 2.26S in Axis X-X Axis Y-Y Width (b) = 7.754 In I = 0.449 in4 Iv= 8.235 in4 . Thickness (t) = 0.095 in s. = 0.116 in3 Sv= 9.794 in3 Wieight= 1.5576 lb/ft z. = N/A in3 Zy= N/A in3 Area (A)= 1.298 in2 r. = 0.588 in ry= 2.518 in Xbar = 9.682 in J = 8.5006 in4 Ybor = 4.163 in Elastic Modulus (E) = 10100 ksi F,u = 30 ksi ftuw = 17 ksi Fsv = 15 ksi F1y = 25 ksi Ftvw= 8 ksi F,u = 18 ksi Fey= 2S ksi k,= 1 Shear Modulus (G): 3800 ksi Louver loading and Dimensions: Total ASD Factored Gravity Load: 8 psf Total Length: ·u.5 ft Reactions and Moments Point Load: Unfactored Dlstrubuted Load: 5.17 pit Left & Right Reaction: 32.31 lbs Midspan Moment: 100.96 lbs*ft Maximum Deflection: 0.63 in Controlling limit State For Flexure: Yielding Mn= 2.90 k*in Mn= 241.67 lb*ft Mnfiln= 146.46 lb*ft >= 100.96 lb*ft OK Controlling limit State for Shear: Vn = 3.19 kip Vn = 3,186.00 lbs Vnfiln= 1,930.91 lbs >= 32.31 lbs OK Deflection limit State: D+L o= 0.63 in <= 1/120 = 1.250 in OK L Only o= 0.00 in <= 1/180 = 0.833 in OK Connection Check: f,y = F,u = 15000 18000 Corner Connection Check: Vapplled = 799:so Corner Section Check: A,= Anv = Shear Yielding: Rn= Shear Rupture: Rn= Controlling: 1.46 0.66 21900 11880 11880 Corner to Corner Connection: psi psi lbs in2 in2 lbs lbs lbs Vapplled = (' ;,;:7~~:?() .· . lbs Corner Thickness= 0.105 in Main Member Thickness =' . . 0~1.25 . . in Screw Type: ll-Z4x 11/4'! • ' . =~ ,. ,( ' . Vallow= 611.50 lbs #Screws= 2 9 > 799.50 OK per screw Beam to Beam Connection Check: Vapplled = 5 lbs Beam Section Check: Ag= 3.30 in2 Anv = 0.398 . 2 1n Shear Yielding: Rn= 49440 lbs Shear Rupture: R = n 7157.16 lbs Controlling: Rn= 7157.16 lbs > Beam to Beam Connection: Side Member Thickness= . 0.125 ·: in Main Member Thickness = 0.125 in Screw Type: 12-24 ~·l 1/4" Vallow= 1455.23 lbs per screw #Screws= 2 Header Connection Loads: Beam Loading and Dimension: Total ASD Factored Gravity Load: 16 psf Total Unbraced Length: i ' Jt Trib Width:. ' ; 0.67 ., ft Unbraced Length Reactions and Moments: Distrubuted Load: 10.72 pit Left Reaction: 5 lbs Right Reaction: 5 lbs Midspan Moment: 1.34 lbs*ft 10 5.36 OK 11 Beam to Beam "T" Connection Check: (Per AISC 15) Max Moment =. • ~,616.61 lbs*ft 43,399.62 lbs*in Moment Couple = 4,339.96 lbs Bolt Limits: Bolt Diameter = 0.5 in Max Hole Diameter = 0.625 in Min Bolt Spacing= 1.5 in (J3.3) Min Edge Distance= 0.75 in (J3.4) Assumed Bolts: 2 A307 Bolts # Shear Planes: · \ 2 Bolt Tension and Shear Checks: (J3.6) Ab= 0.79 in2 Fnt = 45.00 ksi Fnv = 27.00 ksi n= 2.00 RnJQ= 17.67 kip 17671.46 lbs > 4339.96 OK RnJQ = 10.60 kip 10602.88 lbs > 4339.96 OK Bearing and Tearout at Bolt Holes: (J3.10) Rn.Bearing= 10800.00 lbs Rn.Tearout.Edge = 4725 lbs Rn.Tearout.lntlrtor = 54000 lbs Rn.Tearout.Controllln1 = 4725 lbs R,jQ = 4725 lbs > 4339.96 OK Beam Section Check: A,= in2 'in2 Shear Yielding: Rn = 8445 lbs Shear Rupture: Rn = 4608 lbs Controlling: R = n 4608 lbs > 4,339.96 OK 12 Steel Plate Section Check: Length= .. 12 . 'in Width=; 2 , in Thickness= . 0,25 ·in Ag= 0.5 in2 An = 0.34 in2 Tensile Yielding: PnJil = 9000 lbs (D2-1) Tensile Rupture: PnJQ = 9968.75 lbs (D2-2) Controlling: PnJQ = 9000 lbs > 4339.96 OK Shear Yielding: Rnvfil = 5400 lbs (D2-1) Shear Rupture: Rnv/il = 4472.3438 lbs (D2-2) Controlling: Rnvfil = 4472.3438 lbs > 4339.96 OK Fillet Weld Connection Check: Minimum Size=' · 0,125' (In n =: .. 2, ·. ~ FEXX = ;7() i ksl Fnw = 42 ksi Aw.= 0.25 in2 L..tt = 2 in RJil= 5250 lbs > 4339.96 OK Base Material Check: FneM = 36000 psi AeM = 0.5 ln2 RJil= 9000 lbs > 4339.96 OK Beam to Beam Plate Connection Check: Vapplled ='. ,12_7_5 · lbs Beam Section Check: A=·· g '1.41 in2 A =, nv 1.100 in2 Shear Yielding: Rn= 21150 lbs Shear Rupture: R = n 19800 lbs Controlling: R = n 19800 lbs Plate Section Check: Length= 8 in Width= 6 in Thickness= · 0.25 . in A,= 1.50 in2 Anv = 1.159 in2 Shear Yielding: Rn = 54000 lbs Shear Rupture: Rn= 41724 lbs Controlling: Rn= 41724 lbs Beam to Plate Connection: Side Member Thickness = ~-0.25 • in .•,. . ... Main Member Thickness= >. 0.125 · in Screw Type: 12~2:4 i< f l/4"_'' · Vallow= 727.95 lbs #Screws= 2 Plate to Beam Connection: Side Member Thickness = ·• 0.25 in Main Member Thickness= . .0:25 in Screw Type: '12:24 x 1, 1/4" · Vallow= 1455.23 lbs #Screws= 2 > 1275.0 OK > 1275.0 OK per screw per screw 13 Knee Brace Connection Check: Vapplied = . 1400.00 lbs "v ·.~ Brace Channel Section Check: A,=, 0.6,04 •• 2 in Anv = 0.184 in2 Shear Yielding: R = n 9060 lbs Shear Rupture: Rn= 3312 lbs Controlling: Rn = 3312 lbs > 1400.00 OK Knee Brace Channel to Column Check: Brace Channel Thickness= 0.105 in Column Thickness= 0.25 in Screw Type: 12-24 x 11/4" Vallow= 611.50 lbs per screw #Screws= 3 <----------- Knee Brace to Cross Beam Check: Cross Beam Thickness = >;.o:_ri$ : . , in Screw Type: 12-24 x 11/4" Vallow= 611.50 lbs per screw #Screws= 3 <------------ Knee Brace Section Check: Member Buckling Check: Pne = Fe *A8 Eqn. E.2-1 = 60.36 kip Local Buckling Check: Pne = Fc*A, Eqn. E.3-2 = 64.28 kip Interaction of Member & Local Buckling: When F. <Fe, Pnc < value calcualted using Eqn. E.4-1 Fe = 97.72 ksi Fe= 18.75 ksi Pne = 313.24 kip Controlling: Pne = 60.36 kip 60,359.60 lbs > 1979.90 OK 2 2 =sqrt(Vapplled +Vapplled ) 14 Steel BeanJ DESCRIPTION: Line C Beam (Camber Design) CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Project Title: Engineer: Project ID: Project Descr: 15 Analysis Method : Allowable Strength Design Beam Bracing : Completely Unbraced Fy : Steel Yield : E: Modulus: 50.0 ksi 29,000.0 ksi Bending Axis : Major Axis Bending D(1.012)jlr1 .686) w·~::);t'<' &~·( •,<·c•,-· , ·;y, ,,3. ::;:, .. , HSS6x3x1/4 Span • 25.120 fl m ,, -~~~:SOlr0.843) HSS6x3x1/4 Span = 6 .670 fl Applied Loads Service loads entered. load Factors will be applied for calculations. Beam self weight calculated and added to loading Load(s) for Span Number 2 Point Load : D = 0.5060, Lr= 0.8430 k@ 0.0 ft, (OE #2 Side Beam Righi Reaction) Point Load: D = 1.012, Lr= 1.686 k@ 15.990 ft, (Double Header Right Reaction) Load(s) for Span Number 3 Point Load : D = 0.5060, Lr= 0.8430 k@ 6.670 ft, (OE #2 Side Beam Right Reaction) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma :Applied Mn / Omega : 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 . 0.614: 1 HSS6x3x1/4 11.014 k-ft 17.939 k-ft ·+D+Lr+H 25.120ft Span #2 Maximum Shear Stress Ratio = Section used for this span Va: Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0. 885 in Ratio = -0.155 in Ratio= 1.549 in Ratio = -0.276 in Ratio = 340<360 232 <360 195 >=180 131 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span# M V Mmax+ Mmax-Ma Max Mnx Mnx/Omega Cb Rm +O+H Dsgn. L = 1.50ft 1 0.001 0.008 --0.02 0.02 29.96 17.94 1.00 1.00 Dsgn. L = 25.12 ft 2 0.261 0.023 3.90 -4.68 4.68 29.96 17.94 1.68 1.00 Dsgn. L = 6.67fl 3 0.261 0.017 -4.68 4.68 29.96 17.94 1.69 1.00 +D+L+H Dsgn, L = 1.50 fl 1 0.001 0.008 -0.02 0.02 29.96 17.94 1.00 1.00 Dsgn. L = 25.12ft 2 0.261 0.023 3.90 -4.68 4.68 29.96 17.94 1.68 1.00 Ds9n. L = 6.67fl 3 0.261 0.017 -4.68 4.68 29.96 17.94 1.69 1.00 +D+lr+H Dsgn. L = 1.50ft 1 0.001 0.016 --0.02 0.02 29.96 17.94 1.00 1.00 Dsgn. L = 25.12ft 2 0.614 0.052 9.64 -11.01 11 .01 29.96 17.94 1.70 1.00 Dsgn. L = 6.67ft 3 0.614 0.038 -11.01 11.01 29.96 17.94 1.68 1.00 +D+S+H Dsgn. L = 1.50ft 1 0.001 0.008 --0.02 0.02 29.96 17.94 1.00 1.00 Dsgn. l = 25.12 fl 2 0.261 0.023 3.90 -4.68 4.68 29.96 17.94 1.68 1.00 Dsgn. L = 6.67ft 3 0.261 0.017 -4.68 4.68 29.96 17.94 1.69 1.00 Desi n N.G. 0.052 : 1 · HSS6x3x1/4 2.330 k 44.376 k +D+Lr+H 25.120 ft Span#2 Summary of Shear Values Va Max Vnx Vnx/Omega 0.36 74.11 44.38 1.00 74.11 44.38 0.75 74.11 44.38 0.36 74.11 44.38 1.00 74.11 44.38 0.75 74.11 44.38 0.72 74.11 44.38 2.33 74.11 44.38 1.70 74.11 44.38 0.36 74.11 44.38 1.00 74.11 44.38 0.75 74.11 44.38 Project Title: Engineer: Project ID: 16 Project Descr: DESCRIPTION: Line C Beam (Camber Design) Load Combinalion Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax-Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+0.750lr+0.750L+H Dsgn. L = 1.50ft 1 0.001 0.014 -0.02 0.02 29.96 17.94 1.00 1.00 0.63 74.11 44.38 Dsgn. L = 25.12 fl 2 0.526 0.045 8.20 -9.43 9.43 29.96 17.94 1.70 1.00 2.00 74.11 44.38 Dsgn. L = 6.67ft 3 0.526 0.033 -9.43 9.43 29.96 17.94 1.68 1.00 1.46 74.11 44.38 +O+O. 750l +O. 750S+H Dsgn. L = 1.50ft 1 0.001 0.008 -0.02 0.02 29.96 17.94 1.00 1.00 0.36 74.11 44.38 Dsgn. L = 25.12 fl 2 0.261 0.023 3.90 -4.68 4.68 29.96 17.94 1.68 1.00 1.00 74.11 44.38 Dsgn. L = 6.67ft 3 0.261 0.017 -4.68 4.68 29,96 17.94 1.69 1.00 0.75 74.11 44.38 +D+0.60W+H Dsgn. L = 1.50ft 1 0.001 0.008 -0.02 0.02 29.96 17.94 1.00 1.00 0.36 74.11 44.38 Dsgn. L = 25.12 fl 2 0.261 0.023 3.90 -4.68 4.68 29.96 17.94 1.68 1.00 1.00 74.11 44.38 Dsgn. L = 6.67ft 3 0.261 0.017 -4.68 4.68 29.96 17.94 1.69 1.00 0.75 74.11 44.38 +0+0.70E+H Dsgn. L = 1.50ft 1 0.001 0.008 -0.02 0.02 29.96 17.94 1.00 1.00 0.36 74.11 44.38 Dsgn. L = 25.12 fl 2 0.261 0.023 3.90 -4.68 4.68 29.96 17.94 1.68 1.00 1.00 74.11 44.38 Dsgn. L = 6.67ft 3 0.261 0.017 -4.68 4.68 29.96 17.94 1.69 1.00 0.75 74.11 44.38 +D+O. 750Lr+0.750L +0.450W+H Dsgn. L = 1.50ft 1 0.001 0.014 -0.02 0.02 29.96 17.94 1.00 1.00 0.63 74.11 44.38 Osgn. L = 25.12 fl 2 0.526 0.045 8.20 -9.43 9.43 29.96 17.94 1.70 1.00 2.00 74.11 44.38 Osgn. L = 6.67 fl 3 0,526 0.033 -9.43 9.43 29.96 17.94 1.68 1.00 1.46 74.11 44.38 +D+O. 750L +O. 750S+0.450W+H Dsgn. L = 1.50ft 1 0.001 0.008 -0.02 0.02 29.96 17.94 1.00 1.00 0.36 74.11 44.38 Dsgn. L = 25.12 ft 2 0.261 0.023 3.90 -4.68 4.68 29.96 17.94 1.68 1.00 1.00 74.11 44.38 Dsgn. L = 6.67ft 3 0.261 0.017 -4.68 4.68 29.96 17.94 1.69 1.00 0.75 74.11 44.38 +D+O. 750L +O. 750S+0.5250E+H Dsgn. L = 1.50 fl 1 0.001 0,008 -0,02 0.02 29.96 17.94 1.00 1.00 0.36 74.11 44.38 Dsgn.L= 25.12ft 2 0.261 0.023 3.90 -4.68 4.68 29.96 17.94 1.68 1.00 1.00 74.11 44.38 Dsgn. L = 6.67ft 3 0.261 0.017 -4.68 4.68 29.96 17.94 1.69 1.00 0.75 74.11 44.38 +0.600+0.60W+0.60H Dsgn. L = 1.50ft 1 0.001 0.005 -0.01 0.01 29.96 17.94 1.00 1.00 0.21 74.11 44.38 Dsgn. L = 25.12 fl 2 0.156 0.014 2.34 -2.81 2.81 29.96 17.94 1.68 1.00 0.60 74.11 44.38 Dsgn. L = 6,67ft 3 0.156 0.010 -2.81 2.81 29.96 17.94 1.69 1.00 0.45 74.11 44.38 +0.60D+0.70E+0.60H Dsgn. L = 1.50ft 1 0.001 0.005 -0.01 0.01 29.96 17.94 1.00 1.00 0.21 74.11 44.38 Osgn. L = 25.12 fl 2 0.156 0.014 2.34 -2.81 2.81 29.96 17.94 1.68 1.00 0.60 74.11 44.38 Dsgn. L = 6.67ft 3 0.156 0.010 -2.81 2.81 29.96 17.94 1.69 1.00 0.45 74.11 44.38 Overall Maximum Deflections Load Combina1ion Span Max.•-• Deft Loca1ion In Span Load Combination Max. '+'Deft Loca1ion in Span 1 0.0000 0.000 +D+Lr+H -0.2756 0.000 +D+Lr+H 2 1.5485 12.727 0.0000 0.000 3 0.0000 12.727 +D+Lr+H -0.1109 2.846 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support2 Support 3 Support 4 Overall MAximum 2.087 4.027 -0.256 Overall MINimum 0.530 1.051 -0.089 +D+H 0.883 1.752 -0.149 +D+L+H 0.883 1.752 -0.149 +D+Lr+H 2.087 4.027 -0.256 +D+S+H 0.883 1.752 -0.149 +0+0.750Lr+0.750L +H 1.786 3.458 -0.229 +0+0.750L +0.750S+H 0.883 1.752 -0.149 +D+0.60W+H 0.883 1.752 -0.149 +D+0.70E+H 0.883 1.752 -0.149 +D+O. 750Lr+0.750L +0.450W+H 1.786 3.458 -0.229 +0+0.750L +O. 750S+0.450W+H 0.883 1.752 -0.149 +D+O. 750L +O. 750S+0.5250E +H 0.883 1.752 -0.149 +0.600+0.60W+0.60H 0.530 1.051 -0.089 +0.600+0.70E+0.60H 0.530 1.051 -0.089 DOnly 0.883 1.752 -0.149 Lr Only 1.204 2.275 -0.107 HOnly Project Title: Engineer: Project ID: 17 Project Descr. DESCRIPTION: Line C Beam (Camber Design) OJ -0,2 " C -0~ v ii: V 0 I +D+H -!.I -1.6 I +D+0.601'/+H I +0.60D+0.10E+0.60H I EO•fy w I +D+l+H I +D+OJOE+H I DO•fy I HO•fy 61 12J2 15,90 2W 15,45 Distc{(e (ft) I +Dtl1+H I +D+S+H II +D+WOli+O.ml+H I +o+o.mt+OJIDS+H I +O+OJSOl1+0.7SDl+0.4SOW+H I +D+O.mt+0.7SOS+0.4SO\OH I +O+D.JSOt+rnos+o.smE+H I +D.60D+0.6DW+D.60H lliO•fy ti lO•fy IISO•ly IWO•fy Jl.45 Steel Bea~ DESCRIPTION: Line 82 Beam CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 201 B Material Properties Project Title: Engineer: Project ID: Project Descr. 18 Analysis Method : Allowable Strength Design Beam Bracing : Completely Unbraced Fy : Steel Yield : E: Modulus: 50.0 ksi 29,000.0 ksi Bending Axis: Major Axis Bending D(8.179)1Lr0.297) ·"'""'"'·~";;:::'~:-"'·""''~""'""'·''·'"·""''·"'•"· "'·"·';":;~:~=~4''··','~""'''"""""....,""~""~~~-·-·-;::;;;:;;~;;"'"·'~ Span = 8.250 ft Span = 17 .060 ft Span a 6.670 ft piled Loads Service loads entered. Load Factors will be applled for calculations. Beam self weight calculated and added to loading Loads on all spans ... Uniform Load on ALL spans: D = 0.0060, Lr= 0.010 ksf, Tributary Width= 4.270 ft Load(s) for Span Number 1 Point Load : D = 0.1780, Lr= 0.2970 k @ 0.0 ft, (OE #2 Side Beam Left Reaction) Load(s) for Span Number 2 Point Load : D = 0.3560, Lr= 0.5930 k@ 7 .470 ft, (Double Header Right Reaction) Load(s) for Span Number 3 Point Load: D = 0.1790, Lr= 0.2970 k@ 6.670 ft, (OE #2 Side Beam Left Reaction) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma : Applied Mn / Omega : 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 0.206: 1 .. HSS6x3x1/4 3.692k-ft 17.939 k-ft +D+Lr+H 7.506ft Span# 2 Maximum Shear Stress Ratio; Section used for this span Va :Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.143 in Ratio= -0.020 in Ratio= 0.246 in Ratio= -0.034 in Ratio= 1,435 >=360 4,918 >=360 833 >=180 2931 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span# M V Mmax+ Mmax-Ma Max Mnx Mnx/Omega Cb +D+H Rm Osgn. L= 8.25ft 0.078 0.012 -1.41 1.41 29.96 17.94 2.28 1.00 Osgn. L = 17.06ft 0.085 0.012 1.52 -1.41 1.52 29.96 17.94 1.59 1.00 Osgn. L = 6.67ft 0.076 0.008 -1.36 1.36 29.96 17.94 2.03 1.00 +O+L+H Osgn. L= 8.25ft 1 0.078 0.012 -1.41 1.41 29.96 17.94 2.28 1.00 Osgn. L = 17.06ft 2 0.085 0.012 1.52 -1.41 1.52 29.96 17.94 1.59 1.00 Osgn. L = 6.67ft 3 0.076 0.008 -1.36 1.36 29.96 17.94 2.03 1.00 +O+Lr+H Osgn. L= 8.25ft 1 0.183 0.028 -3.28 3.28 29.96 17.94 2.20 1.00 Osgn. L = 17 .06 fl 2 0.206 0.028 3,69 -3.28 3.69 29.96 17.94 1.62 1.00 Design OK 0.028: 1 HSS6x3x1/4 1.241 k 44.376 k +D+Lr+H 8.250 ft Span# 1 Summary of Shear Values Va Max Vnx Vnx/Omega 0.54 74.11 44.38 0.54 74.11 44.38 0.34 74.11 44.38 0.54 74.11 44.38 0.54 74.11 44.38 0.34 74.11 44.38 1.24 74.11 44.38 1.24 74.11 44.38 Project Title: 19 Engineer: Project ID: Project Descr. Steel Beam ., 1,111 • .... DESCRIPTION: Line B2 Beam Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax-Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 6.67ft 3 0.176 0.017 -3.16 3.16 29.96 17.94 1.99 1.00 0.75 74.11 44.38 +D+S+H Osgn. L = 8.25 ft 1 0.078 0.012 -1.41 1.41 29.96 17.94 2.28 1.00 0.54 74.11 44.38 Dsgn. L = 17.06 ft 2 0.085 0.012 1.52 -1.41 1.52 29.96 17.94 1.59 1.00 0.54 74.11 44.38 Dsgn. L = 6.67ft 3 0.076 0.008 -1.36 1.36 29.96 17.94 2.03 1.00 0.34 74.11 44.38 +D+0.750Lr+0.750L +H Osgn. L = 8.25ft 1 0.157 0.024 -2.81 2.81 29.96 17.94 2.21 1.00 · 1.07 74.11 44.38 Osgn. L = 17.06 ft 2 0.176 0.024 3.15 -2.81 3.15 29.96 17.94 1.62 1.00 1.07 74.11 44.38 Osgn. L= 6.67ft 3 0.151 0.015 -2.71 2.71 29.96 17.94 1.99 1.00 0.64 74.11 44.38 +0+0.750L+0.750S+H Osgn. L= 8.25ft 1 0.078 0.012 -1.41 1.41 29.96 17.94 2.28 1.00 0,54 74.11 44.38 Osgn. L = 17.06 ft 2 0.085 0.012 1.52 -1.41 1.52 29.96 17.94 1.59 1.00 0.54 74.11 44.38 Dsgn. L = 6.67ft 3 0.076 0.008 -1.36 1.36 29.96 17.94 2.03 1.00 0.34 74.11 44.38 +D+0.60W+H Osgn. L = 8.25ft 0.078 0.012 -1.41 1.41 29.96 17.94 2.28 1.00 0.54 74.11 44.38 Osgn. L = 17.06 ft 0.085 0.012 1.52 -1.41 1.52 29.96 17.94 1.59 1.00 0.54 74.11 44.38 Osgn. L = 6.67ft 0.076 0.008 -1.36 1.36 29.96 17.94 2.03 1.00 0.34 74.11 44.38 +0+0.70E+H Dsgn. L = 8.25ft 1 0.078 0.012 -1.41 1.41 29.96 17.94 2.28 1.00 0.54 74.11 44.38 Dsgn. L = 17.06 ft 2 0.085 0.012 1.52 -1.41 1.52 29.96 17.94 1.59 1.00 0.54 74.11 44.38 Dsgn. L= 6.67 ft 3 0.076 0.008 -1.36 1.36 29.96 17.94 2.03 1.00 0.34 74.11 44.38 +0+0.750Lr+O. 750L +0.450W+H Osgn. L = 8.25ft 1 0.157 0.024 -2.81 2.81 29.96 17.94 2.21 1.00 1.07 74.11 44.38 Osgn. L = 17.06 ft 2 0.176 0.024 3.15 -2.81 3.15 29.96 17.94 1.62 1.00 1.07 74.11 44.38 Osgn. L = 6.67ft 3 0.151 0.015 -2.71 2.71 29.96 17.94 1.99 1.00 0.64 74.11 44.38 +O+O. 750L +0.750S+0.450W+H Dsgn. L = 8.25ft 1 0.078 0.012 -1.41 1.41 29.96 17.94 2.28 1.00 0.54 74.11 44.38 Dsgn. L = 17.06 ft 2 0.085 0.012 1.52 -1.41 1.52 29.96 17.94 1.59 1.00 0.54 74.11 44.38 Dsgn. L = 6.67ft 3 0.076 0.008 -1.36 1.36 29.96 17.94 2.03 1.00 0.34 74.11 44.38 +0+0.750L +O. 750S+0.5250E+H Dsgn. L = 8.25ft 1 0.078 0.012 -1.41 1.41 29.96 17.94 2.28 1.00 0.54 74.11 44.38 Dsgn. L = 17.06 ft 2 0.085 0.012 1.52 -1.41 1.52 29.96 17.94 1.59 1.00 0.54 74.11 44.38 Osgn. L= 6.67ft 3 0.076 0.008 -1.36 1.36 29.96 17.94 2.03 1.00 0.34 74.11 44.38 +0.600+0.60W+0.60H Osgn. L = 8.25ft 1 0.047 0.007 -0.84 0.84 29.96 17.94 2.28 1.00 0.32 74.11 44.38 Osgn. L = 17.06 ft 2 0.051 0.007 0.91 -0.84 0.91 29.96 17.94 1.59 1.00 0.32 74.11 44.38 Osgn. L = 6.67ft 3 0.046 0.005 -0.82 0.82 29.96 17.94 2.03 1.00 0.20 74.)1 44.38 +0.600+0.70E+0.60H Osgn. L= 8.25ft 1 0.047 0.007 -0.84 0.84 29.96 17.94 2.28 1.00 0.32 74.11 44.38 Osgn. L = 17.06 ft 2 0.051 0.007 0.91 -0.84 0.91 29.96 17.94 1.59 1.00 0.32 74.11 44.38 Osgn. L = 6.67ft 3 0.046 0,005 -0.82 0.82 29.96 17.94 2.03 1.00 0.20 74.11 44.38 Overall Maximum Deflections Load Combination Span Max.•.• Deft Location in Span Load Combination Max.'+' Deft Location in Span 1 0.0000 0.000 +D+Lr+H -0.0338 5.115 +D+Lr+H 2 0.2459 8.303 0.0000 5.115 3 0.0000 8.303 +D+Lr+H -0.0249 2.668 Vertical Reactions Support notation : Far left is #1 Values In KIPS Load Combination Support 1 Support2 Support3 Support4 Overall MAXimum 0.417 1.978 1.858 0.276 Overall MINimum 0.102 0.524 0.496 0.064 +O+H 0.171 0.873 0.826 0.107 +D+L+H 0.171 0.873 0.826 0.107 +D+Lr+H 0.417 1.978 1.858 0.276 +D+S+H 0.171 0.873 0.826 0.107 +O+O. 750Lr+O. 750L +H 0.355 1.702 1.600 0.234 +0+0.750L +0.750S+H 0.171 0.873 0.826 0.107 +0+0.60W+H 0.171 0.873 0.826 0.107 +D+0.70E+H 0.171 0.873 0.826 0.107 +D+0.750Lr+0.750L+0.450W+H 0.355 1.702 1.600 0.234 +D+0.750L+0.750S+0.450W+H 0.171 0.873 0.826 0.107 +O+O. 750L +O. 750S+0.5250E+H 0.171 0.873 0.826 0.107 +0.60D+0.60W+0.60H 0.102 0.524 0.496 0.064 +0.600+0. 70E+0.60H 0.102 0.524 0.496 0.064 DOnly 0.171 0.873 0.826 0.107 Lr Only 0.246 1.105 1.032 0.170 DESCRIPTION: Line B2 Beam Vertical Reactions Load Combination Support 1 ny Support 2 Project Title: Engineer: Project ID: Project Descr: 20 Support notation : Far left is #1 Values in KIPS Support 3 Support 4 DESCRIPTION: Post 3/C Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used: IBC 2018 General Information Project Title: Engineer: Project ID: Project Descr: 21 Overall Column Height 12.0 ft Steel Section Name : Analysis Method : Pipe3 Std Allowable Strength Top & Bottom FIXity Top Fixed, Bottom Pinned Steel Stress Grade Fy : Steel Yield Brace condition for deflection (buckling) along columns : 36.0 ksi 29,000.0 ksl X-X (width) axis : Unbraced Length for b\Jdding ABOUT Y-Y Axis= 12.0 ft, K =·2 E : Bastic Bending Modulus Y-Y (depth) axis: Unbraced Length for b\Jdding ABOUT X-X Axis = 12.0 ft, K = 2 Applied Loads Column self weight included : 91.252 lbs • Dead Load Factor AXIAL LOADS ... Gravity Loads: Axial Load at 12.0 ft, D = 1.910, LR= 2.510 k BENDING LOADS ... Lateral Earthquake Load: Lal Point Load at 9.0 ft creating Mx-x, E = 0.250 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bendlng Stress Ratio = Load Combilation Location of max.above base At maximum location values are ... Pa: Axial Pn I Omega : Allowable Ma-x: Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable PASS Maximum Shear Stress Ratio = load Combination Location of max.above base At maximum location values are ... Va:Applied Vn / Omega : Allowable Load Combination Results 0.8743: 1 +D+Lr+H 0.0 ft 4.511 k 5.160 k 0.0 k-ft 3.934 k-ft 0.0 k-ft 3.934 k-ft 0.01189 : 1 +D+0.70E+H 9.020 ft 0.160 k 13.452 k Maximum &ii!I + ll~ading ~!ress Batios Cbx Load Combination Stress Ratio Status Location +D+H 0.388 PASS 0.00 ft 2.45 +D+L+H 0.388 PASS 0.00 ft 2.45 +D+Lr+H 0.874 PASS 0.00ft 2.45 +D+S+H 0.388 PASS 0.00ft 2.45 +D+0.750Lr+0.750L +H 0.753 PASS 0.00 ft 2.45 +D+0.750L +0.750S+H 0.388 PASS 0.00 ft 2.45 +D+0.60W+H 0.388 PASS 0.00ft 2.45 +D+0.70E+H 0.463 PASS 11.92 ft 2.45 +D+0.750Lr+0.750L +0.450W+H 0.753 PASS 0.00 ft 2.45 +D+0.750L +0.750S+0.450W+H 0.388 PASS 0.00 ft 2.45 +D+O. 750L +0.750S+0.5250E+H 0.444 PASS 11.92 fl 2.45 +0.60D+0.60W+0.60H 0.233 PASS 0.00ft 2.45 +0.60D+0.70E+0.60H 0.308 PASS 11.92 fl 2.45 Service loads entered. Load Factors will be applied for calculations. Maximum Load Reactions •. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum Load Deffectlons ... 0.0 k 0.0 k 0.2285 k 0.02148 k Along Y-Y 0.03721 in al 6.282ft above base for load combination : E Only Along X-X 0.0 in at 0.0ft above base for load combination : X-X & y.y kl/r > 200 Cby Kxl.x/Rx KyLy/Ry Mi!iimum ~beac 8i!li2~ Stress Ratio Status Location 1.00 246.15 246.15 0.000 PASS 0.00 ft 1.00 246.15 246.15 0.000 PASS 0.00ft 1.00 246.15 246.15 0.000 PASS 0.00ft 1.00 246.15 246.15 0.000 PASS 0.00ft 1.00 246.15 246.15 0.000 PASS 0.00ft 1.00 246.15 246.15 0.000 PASS O.OOfl 1.00 246.15 246.15 0.000 PASS 0.00ft 1.00 246.15 246.15 0.012 PASS 9.02ft 1.00 246.15 246.15 0.000 PASS 9.02ft 1.00 246.15 246.15 0.000 PASS 9.02ft 1.00 246.15 246.15 0.009 PASS 9.02fl 1.00 246.15 246.15 0.000 PASS 9.02ft 1.00 246.15 246.15 0.012 PASS 9.02ft SteelColumn· , . , DESCRIPTION: Post 3/C Maximum Reactions Load Combination +D+H +D+L+H +D+Lr+H +D+S+H +D+O. 750Lr+O. 750L +H +D+O. 750L +0.750S+H +D+0.60W+H +D+0.70E+H +D+O. 750Lr+O. 750L +0.450W+H +D+O. 750L +0.750S+0.450W+H +D+O. 750L +O. 750S+0.5250E+H +0.60D+0.60W+0.60H +0.600+0.70E+0.60H DOnly LrOnly LOnly sonly WOnly EOnly HOnly Extreme Reactions Item Extreme Value Ax!al@Base Maximum Minimum Reaction, X-X Axis Base Maximum Minimum Reaciion, Y-Y Axis Base Maximum Minimum Reaciion, X-XAxis Top Maximum Minimum Reaction, Y-Y Axis Top Maximum Minimum Moment, X-X Axis Base Maximum Minimum Momen~ Y-Y Axis Base Maximum Minimum Momen~ X-X Axis Top Maximum Minimum Momen~ Y-Y Axis Top Maximum Minimum Axial Reaction @Base 2.001 2.001 4.511 2.001 3.884 2.001 2.001 2.001 3.884 2.001 2.001 1.201 1.201 2.001 2.510 Axial Reaction @Base 4.511 2.001 2.001 2.001 2.001 2.001 2.001 2.001 2.001 2.001 2.001 2.001 2.001 2.001 2.001 Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection +D+H 0.0000 in +D+L+H 0.0000 in +D+Lr+H 0.0000 in +D+S+H 0.0000 in +D+0.750Lr+0.750L+H 0.0000 in +D+O. 750L +O. 750S+H 0.0000 in +D+0.60W+H 0.0000 in +D+0.70E+H 0.0000 in +D+O. 750Lr+0.750L +0.450W+H 0.0000 In +D+0.750L+0.750S+0.450W+H 0.0000 in +D+O. 750L +O. 750S+0.5250E+H 0.0000 in +0.60D+0.60W+0.60H 0.0000 in +0.600+0. 70E+0.60H 0.0000 in D Only 0.0000 in Project Title: X-X Axis Reaction k @Base @Top X-X Axis Reaction @Base @Top Distance 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 11 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft k Engineer: Project ID: Project Descr. Y-Y Axis Reaction @Base @Top 0.015 0.160 0.011 0.120 0.015 0.160 0.021 0.229 Y • Y Axis Reaction @Base @Top 0.021 0.229 0.021 0.229 Max. Y-Y Deflection 0.000 in 0.000 in 0.000 in 0.000 in 0.000 In 0.000 in 0.000 in 0.026 In 0.000 In 0.000 in 0.020 In 0.000 In 0.026 in 0.000 in 22 Note: Only non-zero reactions are listed. Mx -End Moments k-ft My -End Moments @Base @Top @Base @Top -0.345 -0.258 -0.345 -0.492 Mx -End Moments k•ft @Base @Top -0.492 -0.492 Distance 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 6.282 ft 0.000 ft 0.000 ft 6.282 ft 0.000 ft 6.282 11 0.000 ft My-End Moments @Base @Top Project Title: Engineer: Project ID: Project Descr: 23 DESCRIPTION: Post 3/C Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance Lr Only 0.0000 in LOnly 0.0000 in sonly 0.0000 In WOnly 0.0000 in EOnly 0.0000 in HOnly 0.0000 in 0.000 ft 0.000 in 0.000 ft 0.000 ft 0.000 In 0.000 ft 0.000 ft 0.000 in 0.000 fl 0.000 fl 0.000 in 0.000 fl 0,000 fl 0.037 in 6.282 ft 0.000 ft 0.000 in 0.000 ft Steel Section Properties : Pipe3 Std Depth 3.500 in !xx Sxx 2.85 ln"4 5.690 in'4 1.63 in'3 Diameter 3.500 In Rxx 1.170 in Wall Thick 0.216 in b. 2.190 in'3 Area 2.080 in'2 lyy 2.850 in'4 Weight 7.604 plf Syy 1.630 in'3 Ryy 1.170 In Veg 0.000 in Sketches +Y +X ; i 3.50in Project Title: Engineer: Project ID: Project Descr: 24 i-o Frame_ Description : Moment Frame C Joints ... Joint Joint Coordinates Joint Label X y X Translational Restraint Y Translational Restraint Z Rotational Restraint Tern~ fl ft dea 1 0.0 0.0 Fixed Fixed Fixed 0 2 0.0 12.0 0 3 -1.50 12.0 0 4 25.120 12.0 0 5 25.120 0.0 Fixed Fixed Fixed 0 6 31.790 12.0 0 7 31.790 0.0 Fixed Fixed Fixed 0 Members ... Member Endpoint Joints Member Releases Specify Connectivity of Member Ends to Joints Label Property Label !Joint J Joint Length I End J Ene ft X V z (rotation) X z (rotation) A HSS4x4x1/4 1 2 12.000 F1Xed Fixed Pinned Fixed FIXed Fixed B HSS8x3x1/4 3 2 1.500 Fixed Fixed Fixed Fixed Fixed Fixed C HSS8x3x1/4 2 4 25.120 Fixed Fixed Fixed Fixed Fixed Fixed D Pipe3 Std 5 4 12.000 Fixed Fixed Pinned Fixed Fixed Pinned E HSS8x3x1/4 4 6 6.670 Fixed Fixed Fixed Fixed Fixed Fixed F Pipe3 Std 7 6 12.000 Fixed Fixed Pinned Fixed Fixed Fixed Member Stress Check Data ... Member Unbraced Lengths Slenderness Factors AISC Bending & Stability Factors Label Lu :z fl Lu: y K:z K:y Cm Cb A 12.000 12.000 1.00 1.00 1.000 1.000 B 1.500 1.500 1.00 1.00 1.000 1.000 C 25.120 25.120 1.00 1.00 1.000 1.000 D 12.000 12.000 1.00 1.00 1.000 1.000 E 6.670 6.670 1.00 1.00 1.000 1.000 F 12.000 12.000 1.00 1.00 1.000 1.000 Materials ... Member Youngs Density Thermal Yield Label ksi kcf in/degr ksi Default 1.00 0.000 0.000000 1.00 Steel 29.000.00 0.490 0.000007 50.00 Wood 1800.00 0.035 0.000000 0.00 Wood Material Data ... Wood, Not Defined, Density= 35.0pcf, FbT= 1000ps1, FbC= 1000psi, Fv= 1000ps1, Ft= 1000, Fe= 400psi, E Bend XX= 1800ksi, E BendMin XX= 1800ksi, E BenyYY= 1800ksi, E BendMin YY= 1800ksi, E Axial= 1800ksi, Species=, Grade= Any, Class= I Member Sections ... I Prop Label Group Tag Material Area Depth Width lxx lyy Default Group Default 1.0 in•2 0.0 in 0.0 in 1.0 in•4 1.0 in•4 HSS4x4x1/4 Comer Post Steel 3.3701n•2 4.0 in 4.0 in 7.80 in•4 7.80 in•4 HSS6x3x1/4 Beam Steel 3.8401n•2 6.0 in 3.0 in 17.0 in•4 5.70 in•4 HSS8x3x1/4 )paraded Bear Steel 4.770 in•2 8.0 in 3.0 in 35.50 ln•4 7.490 in•4 Pipe3 Std Center Post Steel 2.080 in•2 3.50 in 3.50 in 2.850 in•4 2.850 in'4 Member Point Loads .... Note: Loads labeled 'Global Y" act downward (in • • Y" direction) Member Load Distance from Load Magnitude Label -Direction "I" Joint Dead Roof Live Live Snow Seismic Wind Earth A Global X 12 fl 0.250 k C GlobalY 15.5 fl 1.012 1.686 k E GlobalY 6.66 fl 0.5060 0.8430 k I I Project Title: Engineer: Project ID: 25 Project Descr: Stress/Strength Load Combinations ASCE7-16 Load Combination 0.2*Sds* Load Coniliinallon Factors Description Cd Dead Seismic Roof Live Live Snow Wind Seismic Rho Earth +D+H 0.9 1.0 1.0 +D+L+H 1 1.0 1.0 1.0 +D+Lr+H 1.25 1.0 1.0 1.0 +D+S+H 1.15 1.0 1.0 1.0 +D+0.750Lr+0.750L +H 1.25 1.0 0.750 0.750 1.0 +D+0.750L +0.750S+H 1.15 1.0 0.750 0.750 1.0 +D+0.60W+H 1.6 1.0 0.60 1.0 +D+O. 750Lr+0.750L +0.450W+H 1.6 1.0 0.750 0.750 0.450 1.0 +D+0.750L +0.750S+0.450W+H 1.6 1.0 0.750 0.750 0.450 1.0 +0.60D+0.60W+0.60H 1.6 0.60 0.60 0.60 +D+0.70E+0.60H 0.9 1.0 0.70 0.60 +D+O. 750L +0.750S+0.5250E+H 1.15 1.0 0.750 0.750 0.5250 1.0 +0.60D+O. 70E+H 0.9 0.60 0.70 1.0 Reaction Load Combinations ASCE 7-16 Load Combination Load Combination Factors Description Dead Roof Live Live Snow Wind Seismic Earth +D+H 1.0 1.0 +D+L+H 1.0 1.0 1.0 +D+Lr+H 1.0 1.0 1.0 +D+S+H 1.0 1.0 1.0 +D+0.750Lr+0.750L +H 1.0 0.750 0.750 1.0 +D+0.750L +0.750S+H 1.0 0.750 0.750 1.0 +D+0.60W+H 1.0 0.60 1.0 +D+O. 750Lr+O. 750L +0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+O. 750L +0.750S+0.450W+H 1.0 0.750 0.750 0.450 1.0 +0.60D+0.60W+0.60H 0.60 0.60 0.60 +D+0.70E+0.60H 1.0 0.70 0.60 +D+O. 750L +O. 750S+0.5250E+H 1.0 0.750 0.750 0.5250 1.0 +0.60D+0.70E+H 0.60 0.70 1.0 Project Title: Engineer: Project ID: 26 Project Descr: Deflection Load Combinations ASCE7-16 Load Combination Load Combination Factors Description Dead Roof Live Live Snow Wind Seismic Earth +D+H 1.0 1.0 +D+L+H 1.0 1.0 1.0 +D+Lr+H 1.0 1.0 1.0 +D+S+H 1.0 1.0 1.0 +D+0.750Lr+O. 750L +H 1.0 0.750 0.750 1.0 +D+O. 750L +0.750S+H 1.0 0.750 0.750 1.0 +D+0.60W+H 1.0 0.60 1.0 +D+O. 750Lr+0.750L +0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+O. 750L +O. 750S+0.450W+H 1.0 0.750 0.750 0.450 1.0 +0.600+0.60W+0.60H 0.60 0.60 0.60 +0+0.70E+0.60H 1.0 0.70 0.60 +D+0.750L+0.750S+0.5250E+H 1.0 0.750 0.750 0.5250 1.0 +0.60D+0.70E+H 0.60 0.70 1.0 DOnlv 1.0 LrOnlv 1.0 LOnlv 1.0 SOnlv 1.0 WOnly 1.0 EOnlv 1.0 H Only 1.0 Extreme Joint Displacements Only Load Combinations giving maximum values are llsted Joint Label X Joint Displacements y z in In Radians 1 0.0 0.0 0.0 Max EOnly EOnly 1 0.0 0.0 0.0 Min +D+lr +D+L, 2 1.029 0.000160 -0.001483 Max EOnly EOnly +-0.60D 2 0.1702 -0.000973 -0.006591 Min +-0.60D +D+lr +D+lr 3 1.029 0.1177 -0.001483 Max EOnly +D+lr +-0.60D 3 0.1702 0.02648 -0.006591 Min +-0.60D +-0.60D +D+lr 4 1.029 -0.000164 0.003258 Max EOnly EOnly +D+lr 4 0.1702 -0.008218 0.000369 Min +-0.60D +D+lr EOnly 5 0.0 0.0 0.0 Max EOnly 5 0.0 0.0 0.0 Min •D+Lr 6 1.029 0.000134 -0.000358 Max EOnly +D+lr +-0.60D 6 0.1702 -.0000950 -0.001592 Min +-0.60D EOnly +D+lr 7 0.0 0.0 0.0 Max EOnly +D♦lr 7 0.0 0.0 0.0 Min +-0.60D EOnly Project Title: Engineer: Project ID: 27 Project Descr: 2-0 Frame Extreme Joint Reactions Only Load Combinations giving maximum values are listed I Joint Reactions Joint Label X y z k k k-11 1 0.04377 0.6607 Max tDtlr ♦D♦Lr -0.1087 0.07252 Min +0.60D+0.70E +-0.60D♦0.70E 2 Max Min 3 Max Min 4 Max Min 5 3.442 Max tD♦Lr 0.7747 Min +-0.60D 6 Max Min 7 -0.009851 0.01533 Max +-0.60D +-0.60D♦0.70E -0.07282 -0.05611 Min ♦D+0.70E tD♦Lr Extreme Member End Forces Only Load Combinations giving maximum values are listed Member Label I Member " I " End Forces I Member• J • End Forces Axial Shear Moment Axial Shear Moment k k k-11 k k k-11 A 0.6607 0.1087 0.0 -0.07252 0.07282 · 1.305 Max ♦D♦lr +0.60D♦0.70E D Only +-0.60D♦0 .70E +D+-0.70E +-0.60D+-0.70E A 0.07252 -0.04377 0.0 -0.6607 0.009851 -0.5253 Min +-0.60D♦0.70E +O+lr D Only +Dtlr +-0.60D tDtlr B 0.0 0.0 0.0 0.0 0.0 0.0 MaK +D+Lr □Only +D♦0.750ls +0.600 +D+lr +0.60D B 0.0 0.0 0.0 0.0 0.0 0.0 M;n +-0.600 +D♦Lr tD+Lr ♦D♦Lr D Only +D+Lr C 0.07282 0.6607 0.5253 -0.009851 2.037 -2.224 Mex +D+-0.70E +Dtlr +D+Lr +-0.600 +D+Lr +-0.60D C 0.009851 0.07252 -1.305 -0.07282 0.4585 -9.884 Min +-0.60D +-0.60D+-0.70E +-0.60Dt0.70E +D♦0.70E +0.60D +D+Lr D 3.442 0.0 0.0 -0.7747 0.0 0.0 Max +D+Lr D Only D Only +-0.60D □Only D Only D 0.7747 0.0 0.0 -3.442 0.0 0.0 Min +-0.60D D Only D Only ♦D♦Lr □Only □Only E 0.07282 1.405 9.884 -0.009851 0.01533 -0.1182 Max +0+-0.70E +D+lr +O+Lr +0.60D +-0.600+-0.70E +-0.60D E 0.009851 0.2883 2.224 -0.07282 -0.05611 -0.8739 Min +-0.600 +0.60D+0.70E +-0.60D +D+0.70E +O+Lr +0+-0.70E F 0.01533 0.07282 0.0 0.05611 -0.009851 0.8739 Max +-0.60D♦0.70E +Dt0.70E □Only +D+Lr +0.60D +0+-0.70E F -0.05611 0.009851 0.0 -0.01533 -0.07282 0.1 182 Min •D+lr +-0.600 D Only +-0.60D+0.70E +0+-0.70E +-0.600 Project Title: Engineer: Project ID: Project Descr: 28 Extreme Member Forces Only Load Combinations giving maximum values are llsted Mmbr Label Axial Dist from 'I' Joint Moment Dist from 'I' Joint Shear Dist from 'I' Joint A -0.07252k 0.0ft 0.5253k-ft 12.0ft 0.1087 k a.a ft Max +0.600+0.70£ +·D+I.I +O. 600+0. 70E A -0.6607k 0.0ft -1.305k-ft 12.0ft -0.07282 k 12.0 ft Min +[}t-!r •0.60D+0.70E +D+O.lOE B O.Ok 0.0ft O.Ok-ft 0.0ft a.a k a.a ft Max B O.Ok 0.0ft O.Ok-ft 0.0ft 0.0 k 0.0 ft Min C -0.009851k 0.0ft 9.884 k-ft 25.120ft 0.6607 k 0.0 ft Max +0.600 +D•Lr +D+Lr C -0.07282k 0.0ft -9.636k-ft 15.380ft -2.037 k 15.892 ft Min +i>'-0.70E +{}t/J +[},-tr D -0.7747k 0.0ft O.Ok-ft 0.0ft 0.0 k 0.0 ft Max •0.600 D -3.442k 0.0 ft O.Ok-ft 0.0ft 0.0 k 0.0 ft Min +[}t-!r E -0.009851k 0.0ft 9.884k-ft 0.0ft 1.405 k 0.0 ft Max +0.60D +()+/.r +D+/.r E -0.07282k 0.0ft 0.1182k-ft 6.670ft -0.01533 k 6.670 ft Min +D+0.70E +O.liOD +0.600+0.lOE F 0.05611 k 0.0ft -0.002413k-ft 0.2449ft 0.07282 k 0.0 ft Max +D+Lr +0.600 +D+0.70E F -0.01533k 0.0ft -0.8739k-ft 12.0ft 0.009851 k 0.0 ft Min +O. 600+0.lOE +D•0.7GE +0.600 Member Stress Checks ... Stress Checks per AISC 360-16 & NDS 2018 Member Section I Material Max. Axlal + Bending Stress Ratios Max. Shear Stress Ratios Label Label Load Combination Ratio Status Dist (ft) Load Combination Ratio Status Dist (ft) A Corner Post Steel +0.60D+0.70E 0.112 PASS 12.00 +0.60D+0.70E 0.004 PASS 0.00 B IPQraded Beam Steel NIA 0.000 No Stress 0.00 NIA 0.000 PASS 0.00 C IPQraded Beam Steel +D+lr 0.346 PASS 25.12 +D+lr 0.033 PASS 15.89 D Center Post Steel +Otlr 0.167 PASS 0.00 NIA 0.000 PASS 0.00 E IPQraded Beam Steel +D+lr 0.345 PASS 0.00 +Dtlr 0.023 PASS 0.00 F Center Post Steel tD+0.70E 0.160 PASS 12.00 tO+0.70E 0.004 PASS 0.00 Project Title: Engineer: Project ID: Project Descr: 29 . -....... -I I 0 Project Tille: Engineer: Project ID: Project Descr: 30 Description: Moment Frame B2 Joints ... Joint Joint Coordinates Joint Label X y X Translational Restraint Y Translational Restraint Z Rotational Restraint Tem~ ft ft deg 1 a.a a.a Fixed Fixed Fixed 0 2 a.a 1.0 0 3 8.250 1.0 0 4 8.250 a.a Fixed Fixed Fixed 0 5 25.310 1.0 0 6 25.310 a.a Fixed Fixed Fixed 0 7 31.980 1.0 0 8 31.980 a.a Fixed Fixed Fixed 0 Members ... Member Endpoint Joints Member Releases Specify Connectivity of Member Ends to Joints Property Label Length I End J Ene Label I Joint J Joint ft X y z (rotation) X z (rotation) A Pipe3 Std 1 2 -1.000 Fixed Fixed Pinned Fixed Fixed Fixed B HSS6x3x1/4 2 3 8.250 Fixed Fixed Fixed Fixed Fixed Fixed C Pipe3 Std 4 3 1.000 Fixed Fixed Pinned Fixed Fixed Fixed D HSS6x3x1/4 3 5 17.060 Fixed Fixed Fixed Fixed Fixed Fixed E Pipe3Std 6 5 1.000 Fixed Fixed Pinned Fixed F1Xed Fixed F HSS6x3x1/4 5 7 6.670 Fixed Fixed Fixed Fixed Fixed Fixed G Pipe3Std 7 8 1.000 Fixed Fixed Fixed Fixed Fixed Pinned Member Stress Check Data ... Member Unbraced Lengths Slenderness Factors AISC Bending & Stability Factors Label Lu : z ft Lu: y K:z K:y Cm Cb A 1.000 1.000 1.00 1.00 1.000 1.000 B 8.250 8.250 1.00 1.00 1.000 1.000 C 1.000 1.000 1.00 1.00 1.000 1.000 D 17.060 17.060 1.00 1.00 1.000 1.000 E 1.000 1.000 1.00 1.00 1.000 1.000 F 6.670 6.670 1.00 1.00 1.000 1.000 G 1.000 1.000 1.00 1.00 1.000 1.000 Materials ... Member Youngs Density Thermal Yield Label ksi kcf in/degr ksl Default 1.00 0.000 0.000000 1.00 Steel 29,000.00 0.490 0.000007 50.00 Wood 1 800.00 0.035 0.000000 0.00 Wood Material Data ... Wood, Not Defined, Density= 35.0pcf, FbT= 1000psl, FbC= 1000psl, Fv= 1000psl, Ft= 1000, Fe= 400psi, E Bend XX= 1800ksi, E BendMln XX= 1800ksi, E Beny YY= 1800ksi, E BendMin YY= 1800ksi, E Axial= 1800ksi, Species=, Grade= Any, Class= I Member Sections ... I Prop Label l Group Tag Material Area Depth Width lxx lyy Default I Group Default 1.0 in'2 0.0 in 0.0 in 1.0in'4 1.0 in'4 HSS6x3x1/4 I Beam Steel 3.840 in'2 6.0 in 3.0 in 17.0 in'4 5.70 in'4 Pipe3 Std I Post Steel 2.080 in'2 3.50 in 3.50 in 2.850in'4 2.850 in'4 Member Point Loads .... Note: Loads labeled 'G!obal Y' act downward (in "·Y' direction) Member Load Distance from Load Magnitude Label Direction "I" Joint Dead Roof live Live Snow Seismic Wind Earth A Global X 1 ft 0.250 k B GlobalY 0 ft 0.1780 0.2970 k I I D F GlobalY GlobalY Member Distributed Loads .... Member Load Label Direction B GlobalY D GlobalY F GlobalY 7.25 ft 6.67 fl Load Extents I Start ft End 0.0 Start Mag: 8.250 End Mag: 0.0 Start Mag: 17.060 End Mag: 0.0 Start Mag: 6.670 End Mag: 0.3560 01780 Dead 0.0380 0.0380 0.0380 0.0380 0.0380 0.0380 0.5930 02970 Project Title: Engineer: Project ID: Project Descr: 31 k k Note: Loads labeled "G!obal Y" act downward (in •.y-directionl Load Magnitude Roof Live Live Snow Seismic Wind Earth 0.0630 k/11 0.0630 kif! 0.0630 kif! 0.0630 kif! 0.0630 kif! 0.0630 kill Stress/Strength Load Combinations ASCE7-16 Load Combination Cd o.2•sds• Loaa combination Factors Description Dead Seismic Roof Live Live Snow Wind Seismic Rho Earth +D+H 0.9 1.0 1.0 +D+L+H 1 1.0 1.0 1.0 +D+Lr+H 1.25 1.0 1.0 1.0 +D+S+H 1.15 1.0 1.0 1.0 +D+0.750Lr+0.750L+H 1.25 1.0 0.750 0.750 1.0 +D+0.750L +O. 750S+H 1.15 1.0 0.750 0.750 1.0 +D+0.60W+H 1.6 1.0 0.60 1.0 +D+0.750Lr+0.750L +0.450W+H 1.6 1.0 0.750 0.750 0.450 1.0 +D+0.750L +0.750S+0.450W+H 1.6 1.0 0.750 0.750 0.450 1.0 +0.60D+0.60W+0.60H 1.6 0.60 0.60 0.60 +D+0.70E+0.60H 0.9 1.0 0.70 0.60 +D+0.750L +0.750S+0.5250E+H 1.15 1.0 0.750 0.750 0.5250 1.0 +0.60D+0.70E+H 0.9 0.60 0.70 1.0 Reaction Load Combinations ASCE 7-16 Load Combination Load combination Factors Description Dead Roof Live Live Snow Wind Seismic Earth +D+H 1.0 1.0 +D+L+H 1.0 1.0 1.0 +D+Lr+H 1.0 1.0 1.0 +D+S+H 1.0 1.0 1.0 +D+0.750Lr+0.750L+H 1.0 0.750 0.750 1.0 +D+0.750L +O. 750S+H 1.0 0.750 0.750 1.0 +D+0.60W+H 1.0 0.60 1.0 +D+0.750Lr+0.750L +0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0.750L +0.750S+0.450W+H 1.0 0.750 0.750 0.450 1.0 +0.60D+0.60W+0.60H 0.60 0.60 0.60 +D+0.70E+0.60H 1.0 0.70 0.60 +D+0.750L +0.750S+0.5250E+H 1.0 0.750 0.750 0.5250 1.0 +0.60D+0.70E+H 0.60 0.70 1.0 Project Title: Engineer: Project ID: Project Descr. 32 2-D Frame Deflection Load Combinations ASCE 7-16 Load Combination Load Combination Factors Description Dead Roof Live Live Snow Wind Seismic Earth +D+H 1.0 1.0 +D+L+H 1.0 1.0 1.0 +D+Lr+H 1.0 1.0 1.0 +D+S+H 1.0 1.0 1.0 +D+0.750Lr+0.750L +H 1.0 0.750 0.750 1.0 +D+0.750L +0.750S+H 1.0 0.750 0.750 1.0 +D+0.60W+H 1.0 0.60 1.0 +D+0.750Lr+0.750L+0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0.750L +0.750S+0.450W+H 1.0 0.750 0.750 0.450 1.0 +0.60D+0.60W+0.60H 0.60 0.60 0.60 +D+0.70E+0.60H 1.0 0.70 0.60 +D+O. 750L +0.750S+0.5250E+H 1.0 0.750 0.750 0.5250 1.0 +0.60D+0.70E+H 0.60 0.70 1.0 DOnlv 1.0 LrOnlv 1.0 LOnlv 1.0 SOnlv 1.0 WOnlv 1.0 EOnlv 1.0 HOnlv 1.0 Extreme Joint Displacements Only Load Combinations giving maximum values are listed I Joint Displacements Joint Label X y z in in Radians 0.0 0.0 0.0 Max +D+lr EOnly 0.0 0.0 0.0 Min EOnly +O+Lr 2 0.001959 .0000030 .0000320 Max +D+lr EOnly +D+Lr 2 0.000442 -0.000109 -.0000340 Min .0.600 +O+Lr EOnly 3 0.002259 -.0000030 -.0000170 Max +D+Lr EOnly EOnly 3 0.000509 -0.000435 -0.001171 Min .0.600 +O+Lr +D+Lr 4 0.0 0.0 0.0 Max EOnly EOnly 4 0.0 0.0 0.0 Min +D+lr +O+Lr 5 0.000548 .0000020 0.000969 Max EOnly EOnly +O+Lr 5 -0.000232 -0.000388 -.0000120 Min +D+Lr +O+Lr EOnly 6 0.0 0.0 0.0 Max +O+LJ EOnly 6 0.0 0.0 0.0 Min EOnly +D+lr 7 0.000515 -.0000030 -.0000160 Max EOnly EOnly EOnly 7 -.0000310 -.0000880 -0.000160 Min +D+Lr +O+Lr +O+Lr 8 0.0 0.0 0.0 Max EOnly EOnly 8 0.0 0.0 0.0 Min +D+Lr +O+Lr 2-D-Frame . 1,1 11 : Extreme Joint Reactions Joint Reactions Joint Label X y k k -0,07584 0,550 Max +o.600 +Otlr -0,3369 0,1130 Min +D+lt +0,60D+0.70E 2 Max Min 3 Max Min 4 1,692 2.186 Max +O+Lr +D+Lr 0.3283 0.4930 Min +0.600+0.70E +-0.60D 5 Max Min 6 -0.3686 1.951 Max +-0.600 +D+Lr -1 .635 0.4324 Min +D+Lr +0.60D+-0.70E 7 Max Min 8 0.2801 0.4418 Max +D+Lr +O+Lr 0.03111 0.09940 Min +o.60D+-0.70E +-0.600 Extreme Member End Forces Member Label I Member " I " End Forces Axial Shear k k A 0.550 0.3369 Max +D+lr +D+Lr A 0.1130 0.07584 Min +0.600+0.70E +-0.600 B 0.04979 0.550 Mex +0.60D+-0.70E +D+Lr 8 -0.3369 0.1130 Min +D+Lr +0.60D+0.70E C 2.186 -0.3283 Max +Otlr +0.60D+0.70E C 0.4930 -1.692 A'Jn +-0.600 +O+ls D 1.355 1.428 Max +O+Lr +D+Lr D 0.3055 0.3205 Min +0.60D +0.60D+0.70E E 1.951 1.635 Max +D+Lr +D+Lr E 0.4324 0.3686 Min +0.600+0.70E +-0.60D z k-ft Project Title: Engineer: Project ID: Project Descr: Only Load Combinations giving maximum values are listed Only Load Combinations giving maximum values are listed Member" J • End Forces 33 Moment I Axial Shear Moment k-ft k k k-ft 0.0 -0.1130 0.04979 0.3369 OOnly +0.600+0.70E +0.60D+-0.70E +O+lr 0.0 -0.550 -0.3369 0.07584 0 Only +O+Lr +O+Lr +0.600 -0.07584 0.3369 0.7582 -0.5595 +-0.60D +D+Lr +D+lt +0.600 -0.3369 -0.04979 0.1711 -2.481 +O+Lr +0.60D+0.70E +0.60D +D+Lr 0.0 -0.4930 1.692 -0.3283 OOnly +-0.60D +O+lt +0.600+0.70E 0.0 -2.186 0.3283 -1.692 0 Only +D+Lr +0.60D+-0.70E +D+Ls 4.173 -0.3055 1.244 -0.8620 +D+Lr +0.60D +D+Lr +0.600 0.9276 -1.355 0.2806 -3.823 +0.600+0.70E +D+Lr +0.60D +D+Lr 0.0 -0.4324 -0.3686 1.635 OOnly +0.60D+0.70E +0.600 +D+Lr 0.0 -1.951 -1.635 0.3686 DOnly +D+Lr +D+Lr +0.60D Project Title: Engineer: Project ID: Project Descr: 34 t,111 : Extreme Member End Forces Only Load Combinations giving maximum values are listed Member Label I Member " I " End Forces I Member• J • End Forces Axlal Shear Moment Axial Shear Moment k k k-ft k k k-ft F -0.03111 0.7069 2.188 0.2801 0.4418 0.2801 Max +0.60D+0.70E +D+Lr +O+Lr +D+Lr +D+Lr +O+LJ F -0.2801 0.1504 0.4646 0.03111 0.09940 0.03111 Min +D+Lr +0.60D+0.70E +0.60D+0.70E +0.60D+0.70E +0.600 +0.600+0.70E G 0.4418 -0.03111 -0.03111 -0.09940 0.2801 0.0 Max +D+Lr +0.600<0.70E +0.600<0.70E +0.600 +D+Lr D Only G 0.09940 -0.2801 -0.2801 -0.4418 0.03111 0.0 Min +0.600 +D+lr +O+Lr +D+Lr +0.600<0.70E DOnly I Extreme Member Forces Only Load Combinations giving maximum values are listed I I Mmbr Label Axial Dist from 'I' Joint Moment Dist from 'I' Joint Shear Dist from 'I' Joint I A -0.1130k 0.0ft -0.001548k-ft 0.02041 ft 0.3369 k 0.0 ft Max +O, 60D+O. 70E +0.61JD +()+/J A -0.550k 0.0 ft -0.3369k-ft 1.0ft 0.07584 k 0.0 ft Min +D+Lr +D•lr +0.500 B 0.3369k 0.0ft 2.481 k-ft 8.250ft 0.07501 k 0.0 ft Max •l>+Lr +D+Lr +D+Lr B -0.04979k 0.0 ft -0.3646k-ft 0.6735ft -0.7582 k 8.250 ft Min +O. 600+0. 70E +D•Lt +D+/J C -0.4930k 0.0 ft 1.692k-ft 1.0ft -0.3283 k 0.0 ft Max +0.600 +D+/..J +O.BOD+0.70E C -2.186k 0.0 ft 0.006699 k-ft 0.02041 ft -1.692k 0.0 ft Min +D+/J •0.60D+0.70E +D+/J D -0.3055k 0.0ft 4.173k-ft 0.0ft 1.428 k 0.0 ft Max +0.60D •D•ll •D♦Lr D -1.355k 0.0ft -3.508k-ft 7.311 ft -1.244 k 17.060 ft Min +D+Lr +D♦lr +{)+Lr E -0.4324k 0.0ft -0.007523 k-ft 0.02041ft 1.635 k 0.0 ft Max +0.60D+O. 70E +0.60D +D+ll E -1.951 k 0.0ft -1.635k-ft 1.0ft 0.3686 k 0.0 ft Min +D+/J +D+Lr +0.600 F 0.2801k 0.0ft 2.188k-ft 0.0ft 0.7069 k 0.0 ft Max +{)+Lr +D+l..t +D+/J F 0.03111k 0.0ft -0.2801 k-ft 6.670ft -0.001725 k 6.670 ft Min -!-{), 60Di·O. 70E •·D·•Lr +O. 600+0. 70£ G -0.09940k 0.0ft -0.000635 k-ft 0.9796ft -0.03111 k 0.0 ft Max +0.600 •0.60D+0.70E +0.600+0.70£ G -0.4418k 0.0ft -0.2801 k-ft 0.0ft -0.2801 k 0.0 ft Min +!>+Lr +/)+/J +D+lr Member Stress Checks ... Stress Checks per AISC 360-16 & NDS 2018 Member Section I Material Max. Axial + Bending Stress Ratios Max. Shear Stress Ratios Label Label Load Combination Ratio Status Dist (ft) Load Combination Ratio Status Dist (ft) A Post Slee I +D+Lr 0.066 PASS 1.00 tO+Lr 0.018 PASS 0.00 B Beam Slee I +D+Lr 0.140 PASS 8.25 +D+Lr 0.017 PASS 8.25 C Post Steel +D+Lr 0.327 PASS 1.00 •D+Lr 0.091 PASS 0.00 D Beam Steel +D+Lr 0.266 PASS 0.00 +D+Lr 0.032 PASS 0.00 E Post Steel +D+Lr 0.315 PASS 1.00 •D+Lr 0.088 PASS 0.00 F Beam Sleel +D+l..r 0.123 PASS 0.00 +D+l..r 0.016 PASS 0.00 G Post Steel +D+Lr 0.055 PASS 0.00 •D+Lr 0.015 PASS 0.00 Project Title: Engineer: Project ID: Project Descr. 35 2-D Frame I Project Title: Engineer: 36 Project ID: Project Descr: .. ~ . Description : Moment Frame 4.8 Joints ... Joint Joint Label I Joint Coordinates I X y X Translational Restraint I Y Translational Restraint I Z Rotational Restraint I Tern~ fl fl deg 1 I 0.0 I 0.0 I Fixed I Fixed I F1Xed I 0 2 0.0 1.0 0 3 8.010 2.0 0 4 8.010 0.0 Fixed Fixed Fixed 0 Members ... Member Property label I Endpoint Joints Member Releases Specify Connectivity of Member Ends to Joints Length I End (rotallon) I J End label I Joint J Joint ft X y z X y z (rotation) A Pipe3 Std I 1 2 1.000 Fixed Fixed Pinned I Fixed FIXed Fixed B HSS10x2x1/8 2 3 8.072 Fixed Fixed Fixed FIXed Fixed Fixed C Pipe3 Std 4 3 2.000 Fixed Fixed Pinned Fixed Fixed Fixed Member Stress Check Data ... Member I Unbraced lengths Slenderness Factors I AlSC Bending & Stability Factors label Lu: z fl Lu :y K:z K:y Cm Cb A I 1.000 1.000 1.00 1.00 I 1.000 1.000 B 8.072 8.072 1.00 1.00 1.000 1.000 C 2.000 2.000 1.00 1.00 1.000 1.000 Materials ... Member Youngs Density Thermal Yield label ksi kcf in/degr ksl Aluminum 10,100.00 0.362 0.000007 35.00 Default 1.00 0.000 0.000000 1.00 Steel 29,000.00 0.490 0.000007 50.00 Wood 1 800.00 0.035 0.000000 0.00 Wood Material Data ... Wood, Not Defined, Density= 35.0pcf, FbT= 1000psi, FbC= 1000psi, Fv= 1000psi, Ft= 1000, Fe= 400psi, E Bend XX= 1800ksi, E BendMin XX= 1800ksi, E Beny VY= 1800ksl, E BendMin VY= 1800ksi, E Axial= 1800ksl, Species= , Grade= Any, Class= I Member Sections ... I Prop label Group Tag Material Area Depth Width lxx lyy Default Group Default 1.0 in•2 0.0 in 0.0 in 1.0 in•4 1.0 in•4 HSS10x2x1/8 Beam Aluminum 2.70 in•2 10.0 in 2.0 in 28.50 in•4 2.140 ln•4 Pipe3 Std Post Steel 2.080 in•2 3.50 in 3.50 in 2.850 in•4 2.850 in•4 Member Point Loads .... Note: Loads labeled 'Global Y" act downward (in "-Y' direction) Member load Distance from load Magnitude label Direction •1• Joint Dead Roof live live Snow Seismic Wind Earth A GlobalY 0 ft 0.250 k B GlobalY 0 fl 0.1780 0.2970 k B Global Y 8.072ft 0.930 1.210 k Member Distributed Loads .... Note: Loads labeled 'Global Y" act downward (in •-Y' direction) Member Load Load Extents I Load Magnitude label Direction Start fl Dead Roof Live Live Snow Seismic Wind Earth End B GlobalY O.~, Start Mag : 0.0040 0.0060 k/11 8.010 End Mag: 0.0040 0.0060 k/11 I I I 2-D Frarne Stress/Strength Load Combinations Load Combination 0.2*Sds* Description Cd Dead Seismic +D+H 0.9 1.0 +D+L+H 1 1.0 +D+Lr+H 1.25 1.0 +D+S+H 1.15 1.0 +D+0.750Lr+0.750L+H 1.25 1.0 +D+O. 750L +O. 750S+H 1.15 1.0 +D+0.60W+H « 1.6 1.0 +D+0.750Lr+O. L +0.450W+H 1.6 1.0 +0+0.750L+0.750S+0.450W+H 1.6 1.0 +0.60D+0.60W+0.60H 1.6 0.60 +D+0.70E+0.60H 0.9 1.0 +D+0.750L +0.750S+0.5250E+H 1.15 1.0 +0.60D+0.70E+H 0.9 0.60 Reaction Load Combinations Load Combination Description Dead +O+H 1.0 +D+L+H 1.0 +D+Lr+H 1.0 +D+S+H 1.0 +D+0.750Lr+0.750L +H 1.0 +D+0.750L +0.750S+H 1.0 +D+0.60W+H 1.0 +D+0.750Lr+O. 750L +0.450W+H 1.0 +D+0.750L +O. 750S+0.450W+H 1.0 +0.600+0.60W+0.60H 0.60 +D+O. 70E+0.60H 1.0 +D+0.750L+0.750S+0.5250E+H 1.0 +0.60D+0.70E+H 0.60 DOnlv 1.0 Lr Only LOnlv SOnlv WOnlv EOnlv H Onlv Project Title: _ Engineer: Project ID: Project Descr: ASCE 7-16 Load Combination Factors Roof Live Live Snow Wind Seismic 1.0 1.0 1.0 0.750 0.750 0.750 0.750 0.60 0.750 0.750 0.450 0.750 0.750 0.450 0.60 0.70 0.750 0.750 0.5250 0.70 ASCE 7-16 Load Combination Factors Roof Live Live Snow Wind Seismic 1.0 1.0 1.0 0.750 0.750 0.750 0.750 0.60 0.750 0.750 0.450 0.750 0.750 0.450 0.60 0.70 0.750 0.750 0.5250 0.70 1.0 1.0 1.0 1.0 1.0 37 Rho Earth 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.60 0.60 1.0 1.0 Earth 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.60 0.60 1.0 1.0 1.0 Project Title: Engineer: Project ID: 38 Project Descr: 2-D Frame l,1•1 1 : Deflection Load Combinations ASCE 7-16 Load Combination Load Combination Factors Description Dead Roof Live Live Snow Wind Seismic Earth +D+H 1.0 1.0 +D+L+H 1.0 1.0 1.0 +D+Lr+H 1.0 1.0 1.0 +D+S+H 1.0 1.0 1.0 +D+0.750Lr+O. 750L +H 1.0 0.750 0.750 1.0 +D+O. 750L +0.750S+H 1.0 0.750 0.750 1.0 +D+0.60W+H 1.0 0.60 1.0 +D+0.750Lr+0.750L +0.450W+H 1.0 0.750 0.750 0.450 1.0 +D+0.750L +0.750S+-0.450W+H 1.0 0.750 0.750 0.450 1.0 +0.60D+0.60W+-0.60H 0.60 0.60 0.60 +D+0.70E+0.60H 1.0 0.70 0.60 +D+0.750L +0.750S+o.5250E+H 1.0 0.750 0.750 0.5250 1.0 +0.60D+0.70E+H 0.60 0.70 1.0 DOnly 1.0 LrOnlv 1.0 LOnlv 1.0 SOnlv 1.0 WOnly 1.0 E Only 1.0 H Onlv 1.0 Extreme Joint Displacements Only Load Combinations giving maximum values are listed I Joint Displacements Joint Label X y z in in Radians 1 0.0 0.0 0.0 Max t0.60Dt0.7DE t0.60D 1 0.0 0.0 0.0 Min •D•Lr •Dtl r 2 0.000542 0.0 0.0 Max •Dtlr EDnly EOnly 2 0.0 -0.000103 -.0000580 Min EDnly •Dtlr +D+L, 3 0.000559 -0.000226 .0000280 Max •Dtlr t0.60D •D•Lr 3 0.0 -0.000867 0.0 Min EOnly +Dtlr EOnly 4 0.0 0.0 0.0 Max +D+Lr t0.60D 4 0.0 0.0 0.0 Min t0.60D +Dtlr Extreme Joint Reactions Only Load Combinations giving maximum values are listed Joint Reactions Joint Label X y z k k k-fl 1 0.02193 0.5154 Max +O+lt +D+Lr 0.005264 0.1165 Min +0.60Dt0.70E t0.60D 2 Max Min 3 Max M,n Project Title: Engineer: Project ID: Project Descr: 39 2-D Frame 1,111 ' Extreme Joint Reactions Only Load Combinations giving maximum values are listed I Joint Reactions Joint Label X y z k k k-ft 4 -0.005264 2.180 Max +o.600 +D+lr -0.02193 0.5675 Min +D+lr +0.600 Extreme Member End Forces Only Load Combinations giving maximum values are listed Member Label I Member " I • End Forces I Member" J " End Forces Axial Shear Moment Axial Shear Moment k k k-ft . k k k-ft A 0.5154 -0.005264 0.0 -0.1165 0.02193 -0.005264 Mex tO+Lr t0.60Dt0.70E OOnly t0.600+0.70E +Otlr +0.600+0.J'OE A 0.1165 -0.02193 0.0 -0.5154 0.005264 -0.02193 Min +0.600 +O+lr OOnly to+Lr t0.60Dt0.70E. +O+Lr B 0.08561 0.5087 0.02193 0.2483 2.166 -0.01053 Max +O+Lr +Dtlr +O+Lr +O+Lr +O+Lr +0.600 B 0.01966 0.1149 0.005264 0.06508 0.5638 -0.04385 Min +0.600 +0.600 +0.60D+0.70E +0.600 +0.600 +O+Lr C 2.180 0.02193 0.0 -0.5675 -0.005264 0.04385 Mex +D+lr +D+Lr OOnly +0.600 +0.600 +D+Lr C 0.5675 0.005264 0.0 -2.180 -0.02193 0.01053 Min +0.600 +0.600 0 Only +D+Lr tOtlr +0.600 I Extreme Member Forces Only Load Combinations giving maximum values are listed I I MmbrLabel Axial Dist from 'I' Joint Moment Dist from •1• Joint Shear Dist from 'I' Joint I A -0.1165k 0.0ft 0.02193k-ft 1.0ft -0.005264 k 0.0 ft Max +O. 60D+O. 70E +D•Lr +c-.6(){)t0.70E A -0.5154k 0.0 ft 0.000107 k-ft 0.02041 ft -0.02193 k 0.0 ft Min +/)+Lr +O. 600< 0. 701: +D•lr B 0.2483k 8.072ft 0.04385k-ft 8.072ft 0.03738 k 0.0 ft Max +[)+Lr •D+Lt •D+Lr B -0.02676k 0.0ft -0.04847k-ft 3.789ft -2.166 k 8.072 ft Min +D+lr +0-,.Lr •0.Lr C -0.5675k 0.0ft -0.000215k-ft 0.04082ft 0.02193 k 0.0 ft Max •0.600 +0.60D +[);Lr C -2.180k 0.0ft -0.04385 k-ft 2.0ft 0.005264 k 0.0 ft Min •D+lr +D+l.r +0.600 Member Stress Checks ... Stress Checks per AISC 360-16 & NOS 2018 Member Section I Material Max. Axial + Bending Stress Ratios Max. Shear Stress Ratios Label Label Load Combination Ratio Status Dist (ft) Load Combination Ratio Status Dist (ft) A Post Steel +D+Lr 0.008 PASS 0.00 +O+Lr 0.001 PASS 0.00 B Beam Steel +O+Lr 0.006 PASS 8.07 +O+Lr 0.244 PASS 8.07 C Post Steel +O+Lr 0.036 PASS 0.00 +D+Lr 0.001 PASS 0.00 Project Title: Engineer: Project ID: 40 Project Descr: 2-D Fr~me St~el Column · DESCRIPTION: Exisiting Column Check Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used: ASCE 7-16 General Information Steel Section Name : HSS6x6x3/8 Allowable Strength Project Title: Engineer: Project ID: Project Descr: 41 Overall Column Height 12.0 ft Top & Bottom Fixity Top Pinned, Bottom Fixed Analysis Method : Steel Stress Grade Fy: Steel Yield Brace condition for deflection (buckling) along columns : E : Elastic Bending Modulus Applied Loads 50 ksi 29,000.0 ksl Column self weight included: 328.870 lbs• Dead Load Factor AXIAL LOADS ... Awning Ractions: Axial Load at 12.0 ft, L = 0.6610 k BENDING LOADS ... X-X (width) axis : Unbraced Length !Of buckling ABOUT Y-Y Axis= 12.0 ft, K = 0.80 Y-Y (depth) axis: Unbraced Length for buckling ABOUT X-X Axis= 12.0 ft, K = 0.80 Service loads entered. Load Factors will be applied for calculations. Awning Reaction: Lal Point Load at 0.0 ft creating Mx-x, E = 0.1090 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = load Combination location of max.above base Al maxlmum location values are ... Pa: Axial Pn / Omega : Allowable Ma-x : Appried Mn-x / Omega : Allowable Ma-y : Applied Mn-y I Omega : Allowable PASS Maximum Shear Stress Ratio= load Combination location of max.above base Al maximum location values are ... Va: Applied Vn I Omega : Allowable Load Combination Results 0.005257: 1 +D+L+H 0.0 ft 0.9899 k 188.303 k 0.0 k-ft 39.421 k-ft 0.0 k-ft 39.421 k-ft 0.0: 1 0.0 0.0 ft 0.0 k 0.0 k Mi!ximum ~ii!I + Bengiog Sk~§§ Bi!lio~ Cbx Load Combination Stress Ratio Status Location +O+H 0.002 PASS 0.00ft 1.00 +D+L+H 0.005 PASS 0.00ft 1.00 +D+Lr+H 0.002 PASS 0.00ft 1.00 +D+S+H 0.002 PASS 0.00ft 1.00 +D+0.750Lr+0.750L +H 0.004 PASS 0.00 ft 1.00 +D+0.750L+0.750S+H 0.004 PASS 0.00ft 1.00 +D+0.60W+H 0.002 PASS 0.00ft 1.00 +D+0.750Lr+0.750L +0.450W+H 0.004 PASS 0.00 ft 1.00 +D+0.750L +0.750S+0.450W+H 0.004 PASS 0.00ft 1.00 +0.60D+0.60W+0.60H 0.001 PASS 0.00ft 1.00 +D+0.70E+0.60H 0.002 PASS 0.00ft 1.00 +D+O. 750L +O. 750S+0.5250E+H 0.004 .PASS 0.00ft 1.00 +0.60D+0.70E+H 0.001 PASS 0.00ft 1.00 Maximum Load Reactions •. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum Load Deflections ... 0.0 k 0.0 k 0.0 k 0.0 k Along Y-Y 0.0 in at 0.0ft above base for load combination : Along X-X 0.0 in at 0.0ft above base for load combination : Maximum ll!!§s1r Bi!fiQ§ Cby Kxl.x/Rx KyLy/Ry Stress Ratio Status Location ·1.00 50.53 50.53 0.000 PASS 0.00 ft 1.00 50.53 50.53 0.000 PASS 0.00ft 1.00 50.53 50.53 0.000 PASS 0.00ft 1.00 50.53 50.53 0.000 PASS 0.00ft 1.00 50.53 50.53 0.000 PASS 0.00ft 1.00 50.53 50.53 0.000 PASS 0.00 ft 1.00 50.53 50.53 0.000 PASS 0.00ft 1.00 50.53 50.53 0.000 PASS 0.00ft 1.00 50.53 50.53 0.000 PASS 0.00ft 1.00 50.53 50.53 0.000 PASS 0.00ft 1.00 50.53 50.53 0.000 PASS 0.00ft 1.00 50.53 50.53 0.000 PASS 0.00ft 1.00 50.53 50.53 0.000 PASS 0.00ft Steel Column l,l1t : DESCRIPTION: Exisiting Column Check Maximum Reactions Load Combination +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L +0.750S+H +D+0.60W+H +O+0. 750Lr+0.750L +0.450W+H +D+0. 750L +0.750S+0.450W+H +0.60D+0.60W+0.60H +D+0. 70E+0.60H +D+O. 750L +0.750S+0.5250E+H +0.60D+0.70E+H DOnly Lr Only LOnly SOnly WOnly EOnly H Only Extreme Reactions Item Extreme Value Axial@Base Maximum Minimum Reaction, X-X Axis Base Maximum Minimum Reaction, Y-Y Axis Base Maximum Minimum Reaction, X-X Axis Top Maximum Minimum Reaction, Y-Y Axis Top Maximum Minimum Moment, X-X Axis Base Maximum Minimum Moment, Y-Y Axis Base Maximum Minimum Moment, X-X Axis Top Maximum Minimum Moment, Y-Y Axis Top Maximum Minimum Axial Reaction @Base 0.329 0.990 0.329 0.329 0.825 0.825 0.329 0.825 0.825 0.197 0.329 0.825 0.197 0.329 0.661 Axial Reaction @Base 0.990 0.329 0.329 0.329 0.329 0.329 0.329 0.329 0.329 0.329 0.329 0.329 0.329 0.329 0.329 0.329 0.329 Maximum Deflections for Load Combinations Load Combination Max. X-X DeflecHon +D+H 0.0000 In +O+L+H 0.0000 In +D+Lr+H 0.0000 in +D+S+H 0.0000 in +0+0.750Lr+0.750L+H 0.0000 In +D+0. 750L +0. 750S+H 0.0000 In +0+0.60W+H 0.0000 in +O+0. 750Lr+0.750L +0.450W+H 0.0000 in +0+0.750L+0.750S+0.450W+H 0.0000 in +0.600+0.60W+0.60H 0.0000 in +0+0.70E+0.60H 0.0000 in +D+0. 750L +0. 750S+0.5250E+H 0.0000 in +0.60D+0.70E+H 0.0000 In DOnly 0.0000 in X-X Axis Reaction @Base @Top X-X Axis Reaction @Base @Top Distance 0.000 ft 0.000 fl 0.000 fl 0.000 ft 0.000 11 0.000 fl 0.000 ft 0.000 ft 0.000 fl 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 fl Project Title: Engineer: Project ID: Project Descr: k Y-Y Axis Reaction @Base @Top Y-Y Axis Reaction @Base @Top Max. Y-Y Deffect1011 0.000 in 0.000 in 0.000 in 0.000 in 0.000 In 0.000 in 0.000 In 0.000 In 0.000 In 0.000 in 0.000 in 0.000 In 0.000 In 0.000 in 42 Note: Only non-zero reactions are listed. Mx -End Moments k•ft My· End Moments @Base @Top @Base @Top Mx -End Moments k-ft @Base @Top Distance 0.000 ft 0.000 fl 0.000 fl 0.000 ft 0.000 fl 0.000 ft 0.000 ft 0.000 fl 0.000 fl 0.000 fl 0.000 ft 0.000 fl 0.000 fl 0.000 ft My -End Moments @Base @Top Steel Column 1,111 : DESCRIPTION: Exisiling Column Check Maximum Deflections for Load Combinations Load Combination Lr Only LOnly SOnly WOnly EOnly HOnly Steel Section Properties : Depth Design Thick Width Wall Thick Area Weight Ycg Sketches C: 0 0 <O = Max. X-X Deflection 0.0000 in 0.0000 in 0.0000 in 0.0000 In 0.0000 In 0.0000 in HSS6x6x3/8 6.000 In lxx 0.349 in s xx 6.000 in Rxx 0.375 in Zx 7.580 in-'2 I yy 27.406 pit Syy Ryy 0.000 in +Y ".. ~·Load 1 .. 6.00in Project Title: Engineer: Project ID: 43 Project Descr: Distance Max. y.y Deflectlon Distance 0.000 ft 0.000 in 0.000 ft 0.000 ft 0.000 in 0.000 ft 0.000 ft 0.000 In 0.000 ft 0.000 ft 0.000 in 0.000 ft 0.000 ft 0.000 in 0.000 ft 0.000 ft 0.000 In 0.000 ft 39.50 in-'4 64.600 fn•4 13.20 in-'3 2.280 In 15.800 ln•3 39.500 ln•4 C 22.100 in•3 13.200 ln-'3 2.280 in L +X . ~ I . . ' ~FORTE"U MEMBER REPORT Level, Floor: Joist 1plece(s}51/4" x 18" 2.2E Parallam® PSL@ 16" OC Overall Length: 16' 10 5/8" + 0 ~ 16'4 5/8" [j] All locatlons are measured from the outside race of left support (or left cantilever end). All dimensions are horizontal. Design Results, ., ,Adu!II O l.ocatlon . , lll1ow,cl ,.; Member Reaction (lbs) 3061@ 2" 5742 (1,75") Shear (lbs) 2815@ 1' 9" 18270 Moment (Ft-lbs) 19321 @8' 65497 Uve load Dell. (in) 0.155 @8' 0.5S2 Total Load Def!. (In) 0,160@8' 0.828 TI-Pro~ Rating 70 40 • Deftedlon a1t!!f1a: U. (L/360) and Tl (L/210). • Allowed moment does not ref1ecl the adjustment for the beam slablllty factor. , A structural analysis of the d<dt has not been perlormed. '-"~•-it ;1i\;.;;;. "'tl>f i;o,,c1: ~inatlo" ~)' ,,, Passed (53%) -1.0 D + 1.0 L (All Spans) Passed (15%) 1.00 1.0 D + 1.0 L (All Spans) Passed (29%) 1.00 1.0 D + 1.0 L (All Spans) Passed (1/999+) -1.0 D + 1.0 L (All Spans) Passed (1/999+) -1.0 D + 1.0 L (All Spans) Passed -- , Deflectlon analysis Is based on compo,tte action with a single layer of 23/32" Weyerhaeuser Edge~ Panel (21" Span Rating) that Is glued and nailed down. • Additional conslderalions for the TJ.l'ro~ Rating Include: None. Top Edge (lu) Bottom Edge (Lu) 16' 8" 0/C •Maximum allowable bracing Intervals based on applied load. I • UnKonn (PSf) 2 • Point (lb) 3 • Point (lb) @ \.}''-%· + 0 PASSED 44 system : Floor Memberl'\'J)e: Joist Building Use : Residential BuOding Code : !BC 2018 ll<slgn Methodology : ASD Weyemaeuser warrants that the sizing of Its products wll be In accordance with Weyerhaeuser product design afteria and published design values. Weyemaeuser expressly dlsdalms any odler warranties related to the software. Use of this softwa,e Is not Intended to draJmvent the need for a design professional as determined by the authority having ju-. The designer ol n,a,rd, bulld01 or mimer Is responsible to assu,e that this calculatlon Is oornpatlble with the overall project. AQ:essories (Rim Board, Bloddng Panels and Squash Blocks)""' net designed by this software. Products manufactured at Weyerhaeuser fllc:ilitles are third-party certffied to sustainable rorestty S1andards. Weyerhaeuser Engineered Lumber Products haYe been evaluated by ICC-t:5 under evaluation reports ESR-1153 Ol1d ESR· 1387 and/or -In accoraanca with applicable ASTM slandards. For current code evaluation reports, Weyerhaeuser pmdud rlU!r.lture and Installation details refer to www.weyerhaewer.a,m/woodpn,d~doa,ment·llbrary. The pn,duct appllcalx><1, Input design loads, dimensions and support lnronnatlon have been provided by ForteWEB Softwa,e Operator ForteWEI Software Operator Job Notes 9/17/2020 10:03:24 PM UTC ForteWEB v3.0, Engine: VB.1.3.1, Data: VB.0.0.0 File Name: Fresco Awning Page 1 / 1 Kayla Hoover Horrocks Eng lneers A I Weycrhaemcr + 0 MEMBER REPORT Level, Wall: Header 1 plece(s) 4 x 12 Douglas Fir-Larch No. 1 Overalf l ength: 6 s· + 0 PASSED 45 All locations are measured from tne outside face of left support (or left cantilever end), All dimensions are horlzontal. Desian Results, .. ,, -:;;, ~ "~ 0 Loc:iijon ¾ Allowel( Member Reaction llbs) 3142@0 3281 (1.50") Shear (lbs) 133@ 1' 3/4" 4725 Moment (Ft-lbs) 319@ 3' 2 1/2' 6768 Uve load Defl. (In) 0.002 @ 3' 2 1/2' 0.214 Total I.Dad Defl. (In) 0.003 @ 3' 2 1/2" 0.321 • Deffectlon critD1a: LL (l/360) and n (1./240), • Allowed moment doe< not reflect the adjustment for the beam stability fa-. • Applicable calC1Jlatlons are based on NOS. 1 -Tl1mmer -OF 2 -Trimmer -OF Lateral Brilc::ln11l Top Edge (Lu) eottDmEdge(Lu) 6' 5" o/c •Maximum ollowable bracing lni..vals based on applied load. 1 -Uniform (PSF) 2 -Point (lb) k:~f:. i' l(eoutt ilij,.; Jf" Passed (96%) - Passed (3%) 1.00 Passed (5%) 1.00 Passed (1./999+) - Passed (1./999+) - Lt!a~~!ililllon(Patl>in\) ) i6Jio .~. 1.0 D + 1.0 L (All Spans) 1.0 D + 1.0 L (All Spans) 1.0 D + 1.0 L (All Spans) 1.0 D + 1.0 L (All Spans) 1.0 D + 1.0 L (All Spans) S)stl!m:Wo!I Member Type : Header Building Use : Residential Building Code : !BC 2018 Design .Methodology : ASO Weyemaeuser wam,nts that the sizing of Its pn>duds wiU be In IICXOl'dance with Weyemaeuser product design a1teria and published de<lgn values. Weyerhaeuser expressly disclaims ony other wamintlf!s related to the software. Use of this software Is not Intended to clra,mvent the need for a design professional as detennlned by the aut/l<>rilY having jurisdiction, The designer of record, builder or framer Is responslble to assure that tllls c:alCIJlatlon Is compatlble with the overall projed. ~ (Rim Board, Bloddng Panels and Squash Blcdcs) are not designed by tllls sot\ware. Products manufactured at Weyemaeusc,r fadlltles are tlllrd-j)arty certffled to sustainable fON!Slry standards. Weyerhaeuser Engineered Lumber Products have been ev,1luated by ICC-ES tM1der evaluatlon reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM stMdards. For a,rrent code evaluatfon reports, Weyerhaeuser product literature and lnstaRatton details refer to www.weyerhaeuser,m,nfwoodp,odudsfdocument-flbrary. The product oppllcatfon, Input de,1gn loods, dimensions and support Information have been provkled by ForteWEB Software Ope111tor I ForteW£B SOftware Operator Job Notes Kayla Hoover Horn>d<s Engineers A Weyerhaeuser 9/17/2020 11:05:54 PM UTC ForteWEB v3.0, Engine: VB.1.3.1, Data: VB.0.0.0 File Name: Fresco Awning Pagel/1 PERMIT REPORT Revision Permit Print Date: 04/26/2021 Job Address: 264 CARLSBAD VILLAGE DR, (city of Carlsbad Permit No: PREV2020-0125 Status: Closed -Finaled Permit Type: BLDG-Permit Revision CARLSBAD, CA 92008-2915 Work Class: Commercial Permit Revis Parcel#: 2032321600 Track#: Applied: 09/09/2020 Valuation: $0.00 Lot#: Issued: 12/02/2020 Occupancy Group: Project#: DEV2017-0020 Finaled Close Out: 04/26/2021 #of Dwelling Units: Bedrooms: Bathrooms: Project Title: FRESCO RESTAURANT Plan#: Construction Type: Orig. Plan Check#: CBC2019-0609 Plan Check#: Inspector: PBurn Final Inspection: Description: 264 FRESCO: ADDED OPEN STAIRWAY// SECTION AND ELEVATION UPDATES// ADDED WATER HEATER// ADDED LIGHTS ON CEILING PLAN FEE BUILDING PLAN CHECK REVISION ADMIN FEE FIRE Plan Review Per Hour -Office Hours MANUAL BLDG PLAN CHECK FEE Property Owner: DINITTO PROPERTIES INC EMERINDA DINITTO 518 KNOTS LN CARLSBAD, CA 92011 (760) 213-1691 Total Fees: $1,487.50 Total Payments To Date: Building Division $1,487.50 CoApplicant: JASON BOOTH 120 E AVENI DA CORNELIO SAN CLEMENTE, CA 92672-3205 (949) 374-6072 Balance Due: 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov AMOUNT $35.00 $1,190.00 $262.50 $0.00 Page 1 of 1 C cityof Carlsbad PLAN CHECK REVISION OR DEFERRED SUBMITTAL APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Original Plan Check Number CBC2019-0609 Project Address 264 Carlsbad Village Dr Plan Revision Number General Scope of Revision/Deferred Submittal: Previously enclosed stairway is now proposed as open. minor electrical, modified window type. added sections sheet. Water Heater changed CONTACT INFORMATION: Name George Gilli Phone 619 306-2289 ________ Fax,__ _______ _ Address 2404 Broadway #300 Email Address geogilli@yahoo.com City San Diego Zip 92102 Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: [i] Plans [i] Calculations D Soils D Energy D Other 2. 3. Describe revisions in detail List page{s) where each revision is shown Stairway #2 proposed as open A 1 . 0, A 1 .1 ,A2. 0 New section+ updated sections+ elevs A3.0 A4.0 A4.1 Lights added on RCP A2.2, E2.0 Water Heater P1 .0 P1 .1 P2.0 4. Does this revision, in any way, alter the exterior of the project? Iii Yes D No 5. Does this revision add ANY new floo r area/s)? D Yes [i] No 6. Does this revision affect any fire related issues? [i] Yes 0 No 7. Is this a complete set? [i] Yes Q No(. : ) -r----.-. ~Signature I ' Date 9/8/20 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 7 60-60?-27 19 1 Fax: 7 60-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov DATE: September 22, 2020 JURISDICTION: Carlsbad -J ✓• EsG1I l\ SAFEbuilt Cornp.11~y r PLICANT RIS. PLAN CHECK#.: CBC2019-0609 Rev 1 (PREV2020-0125) __ SET: I PROJECT ADDRESS: 264 Carlsbad Village Dr PROJECT NAME: RESTAURANT ADDITION FOR DINITTO PROPERTIES, INC ~ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted:herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: ~ EsGil staff did not advise the applicant that the plan check has been completed. D EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted:~ /1--t{ Z--O(bfi--r' ) Email: Mail Telephone Fax In Person ~ REMARKS: Revision includes enclosed stairway# 2 as open under delta 4. By: Abe Doliente EsGil 9/11/20 Enclosures: Original set of approved plans. 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 Carlsbad CBC2019-0609 Rev 1 (PREV2020-0125) September 22, 2020 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK#.: CBC2019-0609 Rev 1 (PREV2020-0125) PREPARED BY: Abe Doliente BUILDING ADDRESS: 264 Carlsbad Village Dr BUILDING OCCUPANCY: BUILDING AREA Valuation PORTION ( Sq. Ft.) Multiplier Revision 1 Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance ----------------------1 1997 UBC Buildin Permit Fee .... I g 1997 UBC Plan Check Fee ~-;. l Type of Review: □ Complete Review DATE: September 22, 2020 Reg. VALUE ($) Mod. I . D Structural Only D Repetitive Fee --· ..;.7 Repeats D Other 0 Hourly EsGil Fee 21 Hrs.@* ======$1=o=s=.o:o $210.00\ * Based on hourly rate Comments: Sheet 1 of 1 Title Block Line 1 You can change this area using the ·settings• menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Column 1;1t. I DESCRIPTION: Steel post supporting B-1 Code References Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Steel Section Name : Analysis Method : TS6x6x3/8 Allowable Strength Proj eel Title: Engineer: Project ID: Project Descr: Printed: 7 DEC 2019, 7: 11 PM File= C:\Users\amgad\OOCUME•1\ENERCA·1\fresco resturanl.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.12 . Overall Column Height 10 ft Top & Bottom Fixity Top Pinned, Bottom Fixed Steel Stress Grade Fy : Steel Yield Brace condition for deflection (buckling) along-columns : E : Elastic Bending Modulus Applied Loads 36.0 ksi 29,000.0 ksi Column self weight included : 292.888 lbs • Dead Load Factor AXIAL LOADS ... Axial Load at 10.0 ft, D = 4.220, L = 29.0 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are .. Pa : Axial 0.2197 : 1 +D+L+H 0.0 ft X-X (width) axis : Lu for buckling ABOUT Y-Y Axis: 9.5 fl, K = 1 Y-Y (depth) axis : Fully braced against buckling ABOUT X-X Axis Service loads entered. Load Factors will be applied for calculations. Maximum Load Reactions .. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum Load Deflections ... k k k k ' Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied 33.513 k 152.523 k 0.0 k-ft 30.180 k-ft 0.0 k-ft AlongY-Y in at for load combination : ft above base > Mn-y / Omega : Allowable PASS Maximum Shear Stress Ratio= Load Combination Location of max.above base At maximum location values are ... Va : Applied Vn / Omega : Allowable Load Combination Results 30.180 k-ft 0.0 : 1 0.0 0.0 ft 0.0 k 0.0 k Along X-X in at for load combination : ft above base I- ~ 0 Maximum Shear Ratios Load Combination Maximum Axial + Bending Stress Ratios Stress Ratio Status Location Cbx Cby Kxlx/Rx Kyl y/Ry Stress Ratio Status Location Maximum Reactions Axial Reaction X-X Axis Reaction k Load Combination @Base @Base @Top Extreme Reactions Axial Reaction X-X Axis Reaction k Item Extreme Value @Base @Base @Top Maximum Deflections for Load Combinations Load Combination Steel Section Properties Max. X-X Deflection Distance TS6x6x3/8 RECEIVFD SEP O 9 2020 CITY OF CAHLSbAO BUILDING 01\'ISION Y-Y Axis Reaction @Base @Top Y -Y Axis Reaction @Base @Top Max. Y-Y Deflection Note: Only non-zero reactions are listed. Mx -End Moments k-ft My -End Moments @Base @Top @Base @Top Mx -End Moments k-ft @Base @Top Distance My -End Moments @Base @Top Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Column fOII, I DESCRIPTION: Steel post supporting B-1 Steel Section Properties Depth Web Thick Width Wall Thick Area Weight Ycg Sketches C 0 0 (0 TS6x6x3/8 6.000 in I xx 0.000 in Sxx 6.000 in R xx 0.375 in Zx 8.080 in'2 I yy 29.289 plf S YY R yy 0.000 in +Y ' Load 1 / 6.00in Project Title: Engineer: Project ID: Project Descr: Printed: 7 DEC 2019, 7:11PM File= C:\Userslamgad\DOCUME-1\ENERCA-1\fresco N1sturant.ec6 . Software copynght ENERCALC, INC. 1983-2019, Build:12.19.11.12 . 41.60 in'4 68.500 in'4 13.90 in'3 2.270 in 16.800 in'3 41.600 in'4 13.900 in'3 = 2.270 in +X Title Block Line 1 You can change this area using the 'Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: Printed: 7 DEC 2019. 7:11PM Wood Beam File= C:\Users\amgad\DOCUME-1\ENERCA-1\tresoo resturont.ec6 . Software copyright ENERCALC. INC. 1983-2019, Build:12.19.11.12 . foll• I DESCRIPTION: B-4 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb+ Fb- 2,900.0 psi 2,900.0 psi 2,900.0 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing : Trus Joist : Parallam PSL 2.2E Fc -Pr11 Fe -Perp Fv Ft : Beam is Fully Braced against lateral-torsional buckling D0.181 L1.21 7x20 Span= 16.0 ft 625.0 psi 290.0 psi 2,025.0 psi Ebend-xx 2,200.0 ksi Eminbend -xx 1 , 118. 19 ksi Density 45.070pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.1810, L = 1.210 , Tributary Width = 1.0 ft, (Floor load) D_ESIGN SljMMARY Maximum Bending Stress Ratio Section used for this span 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 = = = = = 0.431: 1 7x20 1,180.65psi 2,740.14psi +D+L+H 8.000ft Span# 1 0.175in 0.000 in 0.207 in 0.000 in Maximum Shear Stress Ratio Section used for this span Ratio = Ratio = Ratio= Ratio= Load Combination Location of maximum on span Span # where maximum occurs 1098>=360 0<360 926 >=180 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd CFN Ci c, Cm Ct CL M fu +D+H Length = 16.0 ft O.Q75 0.059 0.90 0.945 1.00 1.00 1.00 1.00 1.00 7.19 184.99 +D+L+H 0.945 1.00 1.00 1.00 1.00 1.00 Length = 16.0 ft 0.431 0.337 1.00 0.945 1.00 1.00 1.00 1.00 1.00 45.91 1,180.65 +D+Lr+H 0.945 1.00 1.00 1.00 1.00 1.00 Length = 16.0 ft 0.054 0.042 1.25 0.945 1.00 1.00 1.00 1.00 1.00 7.19 184.99 +D+S+H 0.945 1.00 1.00 1.00 1.00 1.00 Length = 16.0 ft 0.059 0.046 1.15 0.945 1.00 1.00 1.00 1.00 1.00 7.19 184.99 +D+O. 750Lr+0.750L +H 0.945 1.00 1.00 1.00 1.00 1.00 Length = 16.0 ft 0.272 0.213 1.25 0.945 1.00 1.00 1.00 1.00 1.00 36.23 931 .74 +D+0.750L +0.750S+H 0.945 1.00 1.00 1.00 1.00 1.00 Length = 16.0 ft 0.296 0.232 1.15 0.945 1.00 1.00 1.00 1.00 1.00 36.23 931.74 +D+0.60W+H 0.945 1.00 1.00 1.00 1.00 1.00 = = = = F'b 0.00 2466.13 0.00 2740.14 0.00 3425.18 0.00 3151.16 0.00 3425.18 0.00 3151.16 0.00 Desi n OK V 0.00 1.43 0.00 9.13 0.00 1.43 0.00 1.43 0.00 7.21 0.00 7.21 0.00 0.337 : 1 7x20 97.85 psi 290.00 psi +D+L+H 14.365ft Span# 1 Shear Values fv 0.00 F'v 0.00 15.33 261.00 0.00 0.00 97.85 290.00 0.00 0.00 15.33 362.50 0.00 0.00 15.33 333.50 0.00 0.00 77.22 362.50 0.00 0.00 77.22 333.50 0.00 0.00 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam ttfl• I DESCRIPTION: B-4 Load Combination Max Stress Ratios Segment Length Span# M V Length= 16.0 ft 1 0.042 0.033 +D+0. 750Lr+0. 750L +0.450W+H Length = 16.0 ft 1 0.213 0.166 +D+0. 750L +0.750S+0.450W+H Length = 16.0 ft 1 0.213 0.166 +0.60D+0.60W+0.60H Length= 16.0 ft 0.025 0.020 +D+0.70E+0.60H Length = 16.0 ft 0.042 0.033 +D+0. 750L +0.750S+0.5250E+H Length = 16.0 ft 1 0.213 0.166 +0.60D+0.70E+H Length= 16.0 ft 1 0.025 0.020 Overall Maxi mum Deflections Load Combination +D+L+H Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L +H +D+0.750L +0.750S+H +D+0.60W+H +D+0. 750Lr+0. 750L +0.450W+H +D+0.750L +0.750S+0.450W+H +0.60D+0.60W+0.60H +D+0.70E+0.60H +D+0.750L +0.750S+0.5250E+H +0.60D+0.70E+H DOnly Lr Only L Only S Only WOnly E Only H Only Span 1 Project Title: Engineer: Project ID: Project Descr: Printed: 7 DEC 2019, 7:11PM File= C:\Userslamgad\OOCIJME•1\ENERCA-1\fresco resturanl.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.12 . Moment Values Shear Values Cd CFN Ci Cr Cm Ct CL M lb F'b V fv F'v 1.60 0.945 1.00 1.00 1.00 1.00 1.00 7.19 184.99 4384.22 1.43 15.33 464.00 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.945 1.00 1.00 1.00 1.00 1.00 36.23 931 .74 4384.22 7.21 77.22 464.00 0.945 1.00 1.00 1.00 100 1.00 0.00 0.00 0.00 0.00 1.60 0.945 1.00 1.00 1.00 1.00 1.00 36.23 931.74 4384.22 7.21 77.22 464.00 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.945 1.00 1.00 1.00 1.00 1.00 4.32 111.00 4384.22 0.86 9.20 464.00 0.945 1.00 1.00 1.00 100 1.00 0.00 0.00 0.00 0.00 1.60 0.945 1.00 1.00 1.00 1.00 1.00 7.19 184.99 4384.22 1.43 15.33 464.00 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.945 1.00 1.00 1.00 1.00 1.00 36.23 931 .74 4384.22 7.21 77.22 464.00 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.945 1.00 1.00 1.00 1.00 1.00 4.32 111.00 4384.22 0.86 9.20 464.00 Max."-" Deft Location in Span Load Combination Max."+" Deft Location in Span 0.2073 8.058 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 11.479 11.479 9.680 9.680 1.799 1.799 11.479 11.479 1.799 1.799 1.799 1.799 9.059 9.059 9.059 9.059 1.799 1.799 9.059 9.059 9.059 9.059 1.079 1.079 1.799 1.799 9.059 9.059 1.079 1.079 1.799 1.799 9.680 9.680 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: Printed: 7 DEC 2019, 7:11PM Wood Beam File= C:\Userslamgad\OOCUME·11ENERCA·11lresco resturant.ectl . Software copyright ENERCA!.C, INC. 1983-2019, Build:12.19.11.12 . · lift• t DESCRIPTION: B-3 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb + Fb- 2,900.0 psi 2,900.0 psi 2,900.0 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing 1 : Trus Joist : Parallam PSL 2.2E Fc -Prll Fe• Perp Fv Ft : Beam is Fully Braced against lateral-torsional buckling D 0.181 L 1.21 7x20 Span = 19.80 ft 625.0 psi 290.0 psi 2,025.0 psi Ebend-xx 2,200.0ksi Eminbend • xx 1, 118. 19 ksi Density 45.070pcf l A lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.1810, L = 1.210, Tributary Width= 1.0 ft, (Floor load) DESIGN S_UM/rfARY Maximum Bending Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Dov.mward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = = 0.66Q 1 7x20 1,808.06 psi 2,740.14psi +D+L+H 9.900ft Span# 1 0.410in 0.000 in 0.486 in 0.000 in Maximum Shear Stress Ratio Section used for this span Ratio = Ratio = Ratio = Ratio= Load Combination Location of maximum on span Span # where maximum occurs 579>=360 0<360 488 >=180 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb +D+H Length = 19.80 ft 0.115 0.076 0.90 0.945 1.00 1.00 1.00 1.00 1.00 11.02 283.30 +D+L+H 0.945 1.00 1.00 1.00 1.00 1.00 Length= 19.80 ft 0.660 0.437 1.00 0.945 1.00 1.00 1.00 1.00 1.00 70.31 1,808.06 +D+Lr+H 0.945 1.00 1.00 1.00 1.00 1.00 Length = 19.80 ft 0.083 0.055 1.25 0945 1.00 1.00 1.00 1.00 1.00 11.02 283.30 +D+S+H 0.945 1.00 1.00 1.00 1.00 1.00 Length = 19.80 ft 0.090 0.060 1.15 0.945 1.00 1.00 1.00 1.00 1.00 11.02 283.30 +D+O. 750Lr+0.750L +H 0.945 1.00 1.00 1.00 1.00 1.00 Length = 19.80 ft 0.417 0.276 1.25 0.945 1.00 1.00 1.00 1.00 1.00 55.49 1,426.87 +D+O. 750L +O. 750S+H 0.945 1.00 1.00 1.00 1.00 1.00 Length = 19.80 ft 0.453 0.300 1.15 0.945 1.00 1.00 1.00 1.00 1.00 55.49 1,426.87 +D+0.60W+H 0.945 1.00 1.00 1.00 1.00 1.00 Desi n OK = 0.437: 1 7x20 = 126.64 psi = 290.00 psi +D+L+H = 0.000 ft = Span# 1 Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 2466.13 1.85 19.84 261.00 0.00 0.00 0.00 0.00 2740.14 11.82 126.64 290.00 0.00 0.00 0.00 0.00 3425.18 1.85 19.84 362.50 0.00 0.00 0.00 0.00 3151.16 1.85 19.84 333.50 0.00 0.00 0.00 0.00 3425.18 9.33 99.94 362.50 0.00 0.00 0.00 0.00 3151.16 9.33 99.94 333.50 0.00 0.00 0.00 0.00 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam tit t • I DESCRIPTION: B-3 Load Combination Max Stress Ratios Segment Length Span# M V Length = 19.80 fl 1 0.065 0.043 +D+O. 750Lr+O. 750L +0.450W+H Length= 19.80 fl 1 0.325 0.215 +D+O. 750L +O. 750S+0.450W+H Length= 19.80 ft 1 0.325 0.215 +0.60D+0.60W+0.60H Length = 19.80 fl 0.039 0.026 +D+0.70E+0.60H Length= 19.80 fl 0.065 0.043 +D+0.750L +0.750S+0.5250E+H Length= 19.80 fl 1 0.325 0.215 +0.600+0. 70E+H Length= 19.80 ft 1 0.039 0.026 Overall Maximum Deflections Load Combination +D+L+H Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L +H +D+O. 750L +0.750S+H +D+0.60W+H +D+O. 750Lr+O. 750L +0.450W+H +D+O. 750L +0.750S+0.450W+H +0.60D+0.60W+0.60H +D+0.70E+0.60H +D+O. 750L +0.750S+0.5250E+H +0.60D+0.70E+H D Only Lr Only L Only S Only WOnly E Only H Only Span 1 Project Title: Engineer: Project ID: Project Descr: Printed: 7 DEC 2019, 7:11PM File= C:\Users\amgad\OOCUME•1\ENERCA•1\lresco resturant.ec6 . SoftWare copyright ENERCAI.G, INC. 1983-2019, Build: 12.19.11.12 . . Moment Values Shear Values Cd CFN Ci Cr Cm Ct CL M fb F'b V fv F'v 1.60 0.945 1.00 1.00 1.00 1.00 1.00 11.02 283.30 4384.22 1.85 19.84 464.00 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.945 1.00 1.00 1.00 1.00 1.00 55.49 1,426.87 4384.22 9.33 99.94 464.00 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.945 1.00 1.00 1.00 1.00 1.00 55.49 1,426.87 4384.22 9.33 99.94 464.00 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.945 1.00 1.00 1.00 1.00 1.00 6.61 169.98 4384.22 1.11 11.91 464.00 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.945 1.00 1.00 1.00 1.00 1.00 11.02 283.30 4384.22 1.85 19.84 464.00 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.945 1.00 1.00 1.00 1.00 1.00 55.49 1,426.87 4384.22 9.33 99.94 464.00 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.945 1.00 1.00 1.00 1.00 1.00 6.61 169.98 4384.22 1.11 11.91 464.00 Max.•.• Den Location in Span Load Combination Max. •+• Oen Location in Span 0.4861 9.972 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 14.205 14.205 11.979 11.979 2.226 2.226 14.205 14.205 2.226 2.226 2.226 2.226 11.210 11.210 11.210 11.210 2.226 2.226 11.210 11.210 11.210 11.210 1.335 1.335 2.226 2.226 11.210 11.210 1.335 1.335 2.226 2.226 11.979 11.979 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: Printc-0: 7 DEC 2019, 7:1 i PM Wood Beam F'ile: C:\Users\amgad\OOCUME-1\ENERCA-1\fresco res1uran!.ec6 • Software copyrighl ENERCALC, INC. 1983-2019, Bulld:12.19.11.12 • 1;11. I DESCRIPTION: B-1 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-1 0 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb + Fb - 2900 psi 2900 psi 2900 psi E : Modulus of Elasticity Fe -Pru Wood Species : Trus Joist Fe -Perp Wood Grade : Parallam PSL 2.2E Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.236l L(1 .56) 7x20 Span = 20.0 ft 625 psi 290 psi 2025 psi Ebend-xx 2200 ksi Eminbend -xx 1118.19 ksi Density 45.07pcf l A lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.2360, L = 1.560 , Tributary Width= 1.0 ft, (Floor load) DESIGN SUMMARY ·Maximum Bending Stress Ratio Section used for this span 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 Defleclion = = 0.86l 1 7x20 2,365.48psi 2,740.14psi +D+L+H Maximum Shear Stress Ratio Section used for this span 10.000ft Span# 1 0.550 in Ratio= 0.000 in Ratio = 0.649 in Ratio= 0.000 in Ratio= Load Combination Location of maximum on span Span # where maximum occurs 436>=360 0<360 369 >=180 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb +D+H Length = 20.0 ft 0.146 0.096 0.90 0.945 1.00 1.00 1.00 1.00 1.00 13.99 359.77 +D+L+H 0.945 1.00 1.00 1.00 1.00 1.00 Length = 20.0 ft 0.863 0.571 1.00 0.945 1.00 1.00 1.00 1.00 1.00 91.99 2,365.48 +D+Lr+H 0.945 1.00 1.00 1.00 1.00 1.00 Length= 20.0 ft 0.105 0.069 1.25 0.945 1.00 1.00 1.00 1.00 1.00 13.99 359.77 +D+S+H 0.945 1.00 1.00 1.00 1.00 1.00 Length = 20.0 ft 0.114 0.075 1.15 0.945 1.00 1.00 1.00 1.00 1.00 13.99 359.77 +D+0.750Lr+0.750L +H 0.945 1.00 1.00 1.00 1.00 1.00 Length = 20.0 ft 0.544 0.360 1.25 0.945 1.00 1.00 1.00 1.00 1.00 72.49 1,864.05 +D+0.750L +0.750S+H 0.945 1.00 1.00 1.00 1.00 1.00 Length = 20.0 ft 0.592 0.391 1.15 0.945 1.00 1.00 1.00 1.00 1.00 72.49 1,864.05 +D+0.60W+H 0.945 1.00 1.00 1.00 1.00 1.00 Desi n OK = 0.571 : 1 7x20 = 165.47 psi = 290.00 psi +D+L+H = 0.000 ft = Span# 1 Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 2466.13 2.35 25.17 261.00 0.00 0.00 0.00 0.00 2740.14 15.44 165.47 290.00 0.00 0.00 0.00 0.00 3425.18 2.35 25.17 362.50 0.00 0.00 0.00 0.00 3151.16 2.35 25.17 333.50 0.00 0.00 0.00 0.00 3425.18 12.17 130.39 362.50 0.00 0.00 0.00 0.00 3151.16 12.17 130.39 333.50 0.00 0.00 0.00 0.00 Title Block Line 1 You can change this area using the 'Settings" menu item and then using the 'Printing & Title Block" selection. Title Block Line 6 Wood Beam ,0 11 . t DESCRIPTION: B-1 Load Combination Max Stress Ratios Segment Length Span# M V Length = 20.0 ft 1 0.082 0.054 +D+O. 750Lr+0.750L +0.450W+H Length = 20.0 ft 1 0.425 0.281 +D+0.750L +0.750S+0.450W+H Length = 20.0 ft 1 0.425 0.281 +0.60D+0.60W+0.60H Length = 20.0 ft 0.049 0.033 +D+O. 70E+0.60H Length = 20.0 ft 0.082 0.054 +D+O. 750L +0.750S+0.5250E+H Length = 20.0 ft 1 0.425 0.281 +0.60D+0.70E+H Length = 20.0 ft 1 0.049 0.033 Overall Maximum Deflections Load Combination +D+L+H Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L +H +D+0.750L +0.750S+H +D+0.60W+H +D+0.750Lr+0.750L +0.450W+H +D+O. 750L +0.750S+0.450W+H +0.60D+0.60W+0.60H +D+0.70E+0.60H +D+O. 750L +0.750S+0.5250E+H +0.60D+0.70E+H D Only Lr Only L Only S Only WOnly EOnly H Only Span Project Title: Engineer: Project ID: Project Descr: Printed: 7 DEC 2019, 7:11PM Fite= C:\Users\,amgad\DOCUME-1\ENERCA-l\tresco resturanl.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build.:12.19.11.12 . Moment Values Shear Values Cd CFN Ci Cr Cm Ct CL M lb F'b V Iv F'v 1.60 0.945 1.00 1.00 1.00 1.00 1.00 13.99 359.77 4384.22 2.35 25.17 464.00 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.945 1.00 1.00 1.00 1.00 1.00 72.49 1,864.05 4384.22 12.17 130.39 464.00 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.945 1.00 1.00 1.00 1.00 1.00 72.49 1,864.05 4384.22 12.17 130.39 464.00 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.945 1.00 1.00 1.00 1.00 1.00 8.39 215.86 4384.22 1.41 15.10 464.00 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.945 1.00 1.00 1.00 1.00 1.00 13.99 359.77 4384.22 2.35 25.17 464.00 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.945 1.00 1.00 1.00 1.00 1.00 72.49 1,864.05 4384.22 12.17 130.39 464.00 0.945 1.00 1.00 1.00 1.00 100 0.00 0.00 0.00 0.00 1.60 0.945 1.00 1.00 1.00 1.00 1.00 8.39 215.86 4384.22 1.41 15.10 464.00 Max.'-' Defl Location in Span Load Combination Max. '+" Den Location in Span 0.6489 10.073 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 18.398 18.398 15.600 15.600 2.798 2.798 18.398 18.398 2.798 2.798 2.798 2.798 14.498 14.498 14.498 14.498 2.798 2.798 14.498 14.498 14.498 14.498 1.679 1.679 2.798 2.798 14.498 14.498 1.679 1.679 2.798 2.798 15.600 15.600 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: Printed: 7 DEC 2019, 7:11PM Wood Beam File = C:\Users\amgad\OOCUME-1\ENERCA-1\fresco resturanl.e<:6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.12 . DESCRIPTION: B-2 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb + Fb - 2,900.0 psi 2,900.0 psi 2,900.0 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing : Trus Joist : Parallam PSL 2.2E Fc -Prll Fe -Perp Fv Ft : Beam is Fully Braced against lateral-torsional buckling D 0.18 L 1.2 5.25x20 Span = 20.0 ft 625.0 psi 290.0 psi 2,025.0 psi Ebend-xx 2,200.0ksi Eminbend -xx 1,118.19 ksi Density 45.070pcf l Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.180, L = 1.20 , Tributary Width= 1.0 ft, (Floor load) DESIGN SUMMARY Desi n OK Maximum Bending Stress Ratio = 0.884. 1 Maximum Shear Stress Ratio = 0.584 : 1 Section used for this span 5.25x20 Section used for this span 5.25x20 = 2,422.05psi = 169.43 psi = 2,740.14psi = 290.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 10.000ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.564 in Ratio = 425>=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.664 in Ratio = 361 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 ----·•-----· ------- Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 20.0 ft 0.148 0.098 0.90 0.945 1.00 1.00 1.00 1.00 1.00 10.64 364.91 2466.13 1.79 25.53 261.00 +D+L+H 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 0.884 0.584 1.00 0.945 1.00 1.00 1.00 1.00 1.00 70.64 2,422.05 2740.14 11.86 169.43 290.00 +D+Lr+H 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 0.107 0.070 1.25 0.945 1.00 1.00 1.00 1.00 1.00 10.64 364.91 3425.18 1.79 25.53 362.50 +D+S+H 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 0.116 0.077 1.15 0.945 1.00 1.00 1.00 1.00 1.00 10.64 364.91 3151.16 1.79 25.53 333.50 +D+O. 750Lr+O. 750L +H 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 0.557 0.368 1.25 0.945 1.00 1.00 1.00 1.00 1.00 55.64 1,907.77 3425.18 9.34 133.45 362.50 +D+0.750L +0.750S+H 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 20.0 ft 0.605 0.400 1.15 0.945 1.00 1.00 1.00 1.00 1.00 55.64 1,907.77 3151.16 9.34 133.45 333.50 +D+0.60W+H 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Title Block Line 1 You can change this area using the "Settings' menu item and then using the 'Printing & Title Block" selection. Title Block Line 6 Wood Beam t ♦tt, I DESCRIPTION: B-2 Load Combination Max Stress Ratios Segment Length Span# M V Length = 20.0 ft 1 0.083 0.055 +D+0. 750Lr+0. 750L +0.450W+H Length = 20.0 fl 1 0.435 0.288 +D+0. 750L +0.750S+0.450W+H Length= 20.0 fl 1 0.435 0.288 +0.60D+0.60W+0.60H Length= 20.0 ft 0.050 0.033 +D+0.70E+0.60H Length= 20.0 ft 0.083 0.055 +D+0.750L +0.750S+0.5250E+H Length = 20.0 ft 1 0.435 0.288 +0.60D+0.70E+H Length = 20.0 ft 1 0.050 0.033 Overall Maximum Deflections Load Combination +D+L+H Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L +H +D+0.750L +0.750S+H +D+0.60W+H +D+0. 750Lr+0. 750L +0.450W+H +D+0.750L +0.750S+0.450W+H +0.60O+0.60W+0.60H +O+0.70E+0.60H +D+0.750L +0.750S+0.5250E+H +0.60D+0.70E+H D Only Lr Only L Only S Only WOnly E Only H Only Span Project Title: Engineer: Project ID: Project Descr: Cd CFN Ci Cr Cm Ct CL 1.60 0.945 1.00 1.00 1.00 1.00 1.00 0.945 1.00 1.00 1.00 1.00 1.00 1.60 0.945 1.00 1.00 1.00 1.00 1.00 0.945 1.00 1.00 100 1.00 1.00 1.60 0.945 1.00 1.00 1.00 1.00 1.00 0.945 1.00 1.00 1.00 1.00 1.00 1.60 0.945 1.00 1.00 1.00 1.00 1.00 0.945 1.00 1.00 1.00 1.00 1.00 1.60 0.945 1.00 1.00 1.00 1.00 1.00 0.945 1.00 1.00 1.00 1.00 1.00 1.60 0.945 1.00 1.00 1.00 1.00 1.00 0.945 1.00 1.00 1.00 1.00 1.00 1.60 0.945 1.00 1.00 1.00 1.00 1.00 Max."-" Defl Location in Span Load Combination 0.6644 10.073 Support notation : Far left is #1 Support 1 14.129 12.000 2.129 14.129 2.129 2.129 11.129 11.129 2.129 11.129 11.129 1.277 2.129 11.129 1.277 2.129 12.000 Support 2 14.129 12.000 2.129 14.129 2.129 2.129 11.129 11.129 2.129 11.129 11.129 1.277 2.129 11.129 1.277 2.129 12.000 Primed: 7 DEC 2019, 7:11PM File= C:\Userslamgad\OOCUME-1\ENERCA-1\fresco resturanl.ec6 . Software copyright ENERCALC, INC .. 1983--2019, Build:12.19.11.12 . Moment Values Shear Values M fb F'b V fv F'v 10.64 364.91 4384.22 1.79 25.53 464.00 0.00 0.00 0.00 0.00 55.64 1,907.77 4384.22 9.34 133.45 464.00 0.00 0.00 0.00 0.00 55.64 1,907.77 4384.22 9.34 133.45 464.00 0.00 0.00 0.00 0.00 6.39 218.95 4384.22 1.07 15.32 464.00 0.00 0.00 0.00 0.00 10.64 364.91 4384.22 1.79 25.53 464.00 0.00 0.00 0.00 0.00 55.64 1,907.77 4384.22 9.34 133.45 464.00 0.00 0.00 0.00 0.00 6.39 218.95 4384.22 1.07 15.32 464.00 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 General Footing 1•11 0 I DESCRIPTION: Footing for B-1 Code References Calculations per ACI 318-11 , IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-16 General Information Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ee : Concrete Elastic Modulus Concrete Density <p Values Flexure Shear Analysis Setting! Min Steel % Bending Reinf. Min Allow% Temp Rein!. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Fig Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel to X-X Axis Length parallel to Z-Z Axis Footing Thickness Pedestal dimensions ... px : parallel to X-X Axis pz : parallel to Z-Z Axis Height = = = = Rebar Centerline to Edge of Concrete ... at Bottom of footing = Reinforcing Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis = Number of Bars = Reinforcing Bar Size = = = = = = = Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone A lied Loads # # 3.0 ksi 60.0 ksi 3,122.0 ksi 145.0 pct 0.90 0.750 = = 0.00180 = = 4.0 ft 4.0 ft 30.0 in in in in 3.0 in 9.0 6 9.0 6 n/a n/a n/a 1.0: 1 1.0 : 1 Yes Yes No No D Lr P : Column Load = 4.20 OB : Overburden = M-xx = M-zz = V-x = V-z = Project Title: Engineer: Project ID: Project Descr: Primed: 7 DE.C 2019, 7:11PM File= C:\Users\amgad\OOCUME-1\ENERCA-1\fresco resturanl.ec6 . Software copyright ENERCAI.C, INC. 1983-2019, Build:12.19. 11.12 . Soil Design Values Allowable Soil Bearin~ Increase Bearing By ooting Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coe ff. Increases based on footing Depth Footing base depth below soil surface Allow press. increase per foot of depth when footing base is below Increases based on footing plan dimension Allowable pressure increase per foot of depth when max. length or width is greater than )..lt$HWl~ .. -•t L s w 29.0 = = = = = = = = E 2.0 ksf No 250.0 pct 0.30 3.50 ft 0.250 ksf 1.0 ft H ksf ft k ksf k-ft k-ft k k Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 General Footing DESCRIPTION: Footing for B-1 Project Title: Engineer: Project ID: Project Descr: Printed: 7 DEC 2019, 7:11PM File= C:\Userslamgad\OOCUME·11ENERCA-1\fresoo resturant.ec6 • Software copyright ENERCAI.C, INC. 1983-2019, Build:12.19.11.12 . --...:D::..:E::..:S::..:l-=G.:...:N...:S:...:U:..:.M:...:M.:...:A...:R:..:...:...Y ___________________________ _j ... ilf¥it•iil•#-IIIII__ Min. Ratio Item PASS 0.9707 Soil Bearing PASS n/a Overturning -X-X PASS n/a Overturning -Z-Z PASS n/a Sliding-X-X PASS n/a Sliding -Z-Z PASS n/a Uplift PASS 0.05545 Z Flexure ( + X) PASS 0.05545 Z Flexure (-X) PASS 0.05545 X Flexure (+Z) PASS 0.05545 X Flexure (-Z) PASS n/a 1-way Shear (+X) PASS 0.0 1-way Shear (-X) PASS n/a 1-way Shear ( + Z) PASS n/a 1-way Shear (-Z) PASS n/a 2-way Punching Detailed Results Soil Bearing Rotation Axis & Load Combination ... Gross Allowable X-X, +D+H 2.625 X-X. +D+l +H 2.625 X-X, +D+lr+H 2.625 X-X. +D+S+H 2.625 X-X. +D+O. 750Lr+0. 750l +H 2.625 X-X. +D+O. 750L +O. 750S+H 2.625 X-X. +D+0.60W+H 2.625 X-X, +D+O. 750lr+0. 750l +0.450W+H 2.625 X-X, +D+O. 750l +O. 750S+0.450W+H 2.625 X-X, +0.60O+0.60W+0.60H 2.625 X-X, +D+0.70E+0.60H 2.625 X-X. +D+O. 750l +0. 750S+0.5250E+H 2.625 X-X. +0.60O+0.?0E+H 2.625 Z-Z, +D+H 2.625 Z-Z, +D+l+H 2.625 Z-Z. +D+lr+H 2.625 Z-Z. +D+S+H 2.625 Z-Z. +D+0. 750lr+0.750l +H 2.625 Z-Z. +D+0. 750l +0. 750S+H 2.625 Z-Z. +D+0.60W+H 2.625 Z-Z. +D+0. 750Lr+0. 750L +0.450W+H 2.625 Z-Z. +D+0. 750L +0. 750S+0.450W+H 2.625 Z-Z. +0.60D+0.60W+0.60H 2.625 Z-Z. +D+0.70E+0.60H 2.625 Z-Z. +D+0. 750l +0. 750S+0.5250E+H 2.625 Z-Z. +0.60O+0.?0E+H 2.625 Overturning Stability Rotation Axis & Load Combination ... Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination ... Footing Has NO Sliding Applied 2.548 ksf 0.0 k-ft 0.0 k-ft 0.0 k 0.0 k 0.0 k 6.430 k-ft/ft 6.430 k-ft/ft 6.430 k-ft/ft 6.430 k-ft/ft 0.0 psi 0.0 psi 0.0 psi 0.0 psi 12.109 psi Xecc Zecc (in) n/a 0.0 nla 0.0 nla 0.0 nla 0.0 n/a 0.0 nla 0.0 nla 0.0 nla 0.0 nla 0.0 n/a 0.0 n/a 0.0 nla 0.0 n/a 0.0 0.0 n/a 0.0 n/a 0.0 n/a 0.0 n/a 0.0 n/a 0.0 n/a 0.0 n/a 0.0 n/a 0.0 n/a 0.0 n/a 0.0 n/a 0.0 n/a 0.0 n/a Overturning Moment Sliding Force Capacity 2.625 ksf 0.0 k-ft 0.0 k-ft 0.0 k 0.0 k 0.0 k 115.961 k-ft/ft 115.961 k-ft/ft 115.961 k-ft/ft 115.961 k-ft/ft 82.158 psi 0.0 psi 82.158 psi 82.158 psi 82.158 psi Governing Load Combination +D+L +H about Z-Z axis No Overturning No Overturning No Sliding No Sliding No Uplift +1.20D+0.50Lr+1.60L +1.60H +1.20D+0.50Lr+1.60L +1.60H +1.20D+0.50Lr+1.60L +1.60H +1.20D+0.50Lr+1.60L +1.60H nla n/a nla n/a +1.20D+0.50Lr+1.60L +1.60H Actual Soil Bearing Stress @ Location Actual / Allow Bottom, -Z Top, +Z left, -X Right, +X Ratio 0.7350 0.7350 n/a n/a 0.280 2.548 2.548 nla n/a 0.971 0.7350 0.7350 nla n/a 0.280 0.7350 0.7350 n/a n/a 0.280 2.094 2.094 n/a n/a 0.798 2.094 2.094 n/a n/a 0.798 0.7350 0.7350 nla n/a 0.280 2.094 2.094 n/a n/a 0.798 2.094 2.094 nla n/a 0.798 0.4410 0.4410 nla n/a 0.168 0.7350 0.7350 n/a n/a 0.280 2.094 2.094 n/a n/a 0.798 0.4410 0.4410 n/a n/a 0.168 n/a n/a 0.7350 0.7350 0.280 n/a n/a 2.548 2.548 0.971 n/a n/a 0.7350 0.7350 0.280 n/a n/a 0.7350 0.7350 0.280 n/a n/a 2.094 2.094 0.798 n/a n/a 2.094 2.094 0.798 n/a n/a 0.7350 0.7350 0.280 n/a n/a 2.094 2.094 0.798 n/a n/a 2.094 2.094 0.798 n/a n/a 0.4410 0.4410 0.168 n/a n/a 0.7350 0.7350 0.280 n/a n/a 2.094 2.094 0.798 n/a n/a 0.4410 0.4410 0.168 Resisting Moment Stabili~ Ratio Status All units k Resisting Force Stability Ratio Status Title Block Line 1 Project Title: You can change this area Engineer: using the 'Settings' menu item Project ID: and then using the 'Printing & Project Descr: Title Block' selection. Title Block Line 6 Printed: 7 DEC 2019, 7:11PM General Footing Fife= C:\Userslamgad\DOCUME-1\ENERCA-1\tresco resturant.ec6 . Soflware C • ht ENERCALC, INC. 1983-2019, Build:12.19.11.12 . 1.11. I DESCRIPTION: Footing for B-1 Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phl'Mn Status k-ft Surface in'2 in'2 in'2 k•ft X-X. +1.40D+1.60H 0.7350 +Z Bottom 0.6480 Min Temp% 0.990 115.961 OK X-X. +1.40D+1.60H 0.7350 -Z Bottom 0.6480 Min Temp% 0.990 115.961 OK X-X. +1.20D+0.50Lr+1.60L +1.60H 6.430 +Z Bottom 0.6480 Min Temp% 0.990 115.961 OK X-X. +1 .20D+0.50Lr+1.60L +1.60H 6.430 -Z Bottom 0.6480 Min Temp% 0.990 115.961 OK X-X. +1.20D+1.60L +0.50S+1.60H 6.430 +Z Bottom 0.6480 Min Temp% 0.990 115.961 OK X-X. +1.20D+1.60L +0.50S+1 .60H 6.430 -Z Bottom 0.6480 Min Temp% 0.990 115.961 OK X-X. +1.20D+1.60Lr+L +1.60H 4.255 +Z Bottom 0.6480 Min Temp% 0.990 115.961 OK X-X. +1.20D+1.60Lr+L +1.60H 4.255 -Z Bottom 0.6480 Min Temp% 0.990 115.961 OK X-X. +1.20D+1.60Lr+0.50W+1.60H 0.630 +Z Bottom 0.6480 Min Temp% 0.990 115.961 OK X-X. +1.20D+1.60Lr+0.50W+1.60H 0.630 -Z Bottom 0.6480 Min Temp% 0.990 115.961 OK X-X. +1 .20D+L +1.60S+1.60H 4.255 +Z Bottom 0.6480 Min Temp% 0.990 115.961 OK X-X. +1.20D+L +1.60S+1 .60H 4.255 -Z Bottom 0.6480 Min Temp% 0.990 115.961 OK X-X. +1.20D+1 .60S+0.50W+1.60H 0.630 +Z Bottom 0.6480 Min Temp% 0.990 115.961 OK X-X. +1.20D+1 .60S+0.50W+1.60H 0.630 -Z Bottom 0.6480 Min Temp% 0.990 115.961 OK X-X. +1.20D+0.50Lr+L +W+1.60H 4.255 +Z Bottom 0.6480 Min Temp% 0.990 115.961 OK X-X. +1.20D+0.50Lr+L +W+1.60H 4.255 -Z Bottom 0.6480 Min Temp% 0.990 115.961 OK X-X. +1.20D+L +0.50S+W+1.60H 4.255 +Z Bottom 0.6480 Min Temp% 0.990 115.961 OK X-X. +1.20D+L +0.50S+W+1.60H 4.255 -Z Bottom 0.6480 Min Temp % 0.990 115.961 OK X-X, +0.90D+W+1 .60H 0.4725 +Z Bottom 0.6480 Min Temp % 0.990 115.961 OK X-X. +0.90D+W+1.60H 0.4725 -Z Bottom 0.6480 Min Temp % 0.990 115.961 OK X-X. +1.20D+L +0.20S+E+1.90H 4.255 +Z Bottom 0.6480 Min Temp % 0.990 115.961 OK X-X. +1.20D+L +0.20S+E+1.90H 4.255 -Z Bottom 0.6480 Min Temp% 0.990 115.961 OK X-X. +0.90D+E+0.90H 0.4725 +Z Bottom 0.6480 Min Temp% 0.990 115.961 OK X-X. +0.90D+E+0.90H 0.4725 -Z Bottom 0.6480 Min Temp% 0.990 115.961 OK Z-Z. +1.40D+1.60H 0.7350 -X Bottom 0.6480 Min Temp% 0.990 115.961 OK Z-Z. +1.40D+1.60H 0.7350 +X Bottom 0.6480 Min Temp% 0.990 115.961 OK Z-Z. +1.20D+0.50Lr+1.60L +1.60H 6.430 -X Bottom 0.6480 Min Temp % 0.990 115.961 OK Z-Z. +1.20D+0.50Lr+1.60L +1.60H 6.430 +X Bottom 0.6480 Min Temp% 0.990 115.961 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 6.430 -X Bottom 0.6480 Min Temp% 0.990 115.961 OK Z-Z, +1.20D+1.60L +0.50S+1.60H 6.430 +X Bottom 0.6480 Min Temp% 0.990 115.961 OK Z-Z, +1.20D+1.60Lr+L +1.60H 4.255 -X Bottom 0.6480 Min Temp% 0.990 115.961 OK Z-Z. +1.20D+1.60Lr+L +1 .60H 4.255 +X Bottom 0.6480 Min Temp % 0.990 115.961 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60H 0.630 -X Bottom 0.6480 Min Temp% 0.990 115.961 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60H 0.630 +X Bottom 0.6480 Min Temp% 0.990 115.961 OK Z-Z. +1.20D+L +1.60S+1.60H 4.255 -X Bottom 0.6480 Min Temp% 0.990 115.961 OK Z-Z. +1.20D+L +1.60S+1.60H 4.255 +X Bottom 0.6480 Min Temp% 0.990 115.961 OK Z-Z. +1.20D+1.60S+0.50W+1.60H 0.630 -X Bottom 0.6480 Min Temp% 0.990 115.961 OK Z-Z. +1.20D+1.60S+0.50W+1.60H 0.630 +X Bottom 0.6480 Min Temp% 0.990 115.961 OK Z-Z. +1.20D+0.50Lr+L +W+1.60H 4.255 -X Bottom 0.6480 Min Temp% 0.990 115.961 OK Z-Z, +1.20D+0.50Lr+L +W+1.60H 4.255 +X Bottom 0.6480 Min Temp% 0.990 115.961 OK Z-Z. +1.20D+L +0.50S+W+1.60H 4.255 -X Bottom 0.6480 Min Temp% 0.990 115.961 OK Z-Z. +1.20D+L+0.50S+W+1.60H 4.255 +X Bottom 0.6480 Min Temp% 0.990 115.961 OK Z-Z. +0.90D+W+1.60H 0.4725 -X Bottom 0.6480 Min Temp% 0.990 115.961 OK Z-Z. +0.90D+W+1.60H 0.4725 +X Bottom 0.6480 Min Temp% 0.990 115.961 OK Z-Z. +1.20D+L+0.20S+E+1.90H 4.255 -X Bottom 0.6480 Min Temp% 0.990 115.961 OK Z-Z. +1.20D+L +0.20S+E+1.90H 4.255 +X Bottom 0.6480 Min Temp% 0.990 115.961 OK Z-Z, +0.90D+E+0.90H 0.4725 -X Bottom 0.6480 Min Temp% 0.990 115.961 OK Z-Z, +0.90D+E+0.90H 0.4725 +X Bottom 0.6480 Min Temp% 0.990 115.961 OK One Way Shear Load Combination ... Vu @•X Vu @+X Vu @-Z Vu @+Z Vu:Max PhiVn Vu/ Phi*Vn Status +1.40D+1.60H 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.20D+0.50Lr+1.60L +1.60H 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.20D+1.60L +0.50S+1 .60H 0.00 psi O.OOpsi 0.00 psi 0.00 psi O.OOpsi 82.16 psi 0.00 OK +1.20D+1.60Lr+L +1.60H O.OOPSi O.OOpsi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.20D+1.60Lr+0.50W+1.60H O.OOpsi 0.00 psi 0.00 psi 0.00 psi O.OOpsi 82.16 psi 0.00 OK +1.20D+L +1.60S+1.60H O.OOPSi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.20D+1.60S+0.50W+1.60H o.OOPsi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.20D+0.50Lr+L +W+1.60H O.OOPSi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.20D+L +0.50S+W+1.60H 0.00 psi 0.00 psi 0.00 Psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +0.90D+W+1.60H 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block' selection. Title Block Line 6 General Footing 1 .1 1. t DESCRIPTION: Footing for B-1 One Way Shear Load Combination ... +1.20D+L +0.20S+E+1.90H +0.90D+E+0.90H Two-Way "Punching" Shear Load Combination ... +1.40D+1.60H +1.20D+0.50Lr+1.60L +1.60H +1.20D+1.60L +0.50S+1.60H +1.20D+1.60Lr+L +1.60H +1.20D+1.60Lr+0.50W+1 .60H +1.20D+L +1.60S+1.60H +1.20D+1.60S+0.50W+1.60H +1.20D+0.50Lr+L +W+1.60H +1.20D+L +0.50S+W+1 .60H +0.90D+W+1.60H + 1.20D+L +0.20S+E +1. 90H +0.90D+E+0.90H Vu@-X Vu @+X 0.00 psi 0.00 psi 0.00 psi 0.00 psi Vu 1.38 psi 12.11 psi 12.11 psi 8.01 psi 1.19 osi 8.01 psi 1.19 psi 8.01 psi 8.01 psi 0.89 psi 8.01 psi 0.89 psi Project Title: Engineer: Project ID: Project Descr: Primed: 7 DEC 2019, 7:11PM file= C:\U,sers\amgad\OOCUME•1\ENERCA•1\fresco resturanl.ec6 . Software copyright ENERCAI.C, INC. 1983-2019, Build:12.19.11.12 • . . Vu@-Z Vu@+Z Vu:Max PhiVn Vu / Phi*Vn Status 0.00 psi 0.00 psi O.OOpsi 82.16 psi 0.00 OK 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK All units k Phi*Vn Vu / Phi*Vn Status 164.32psi 0.008423 OK 164.32psi 0.07369 OK 164.32psi 0.07369 OK 164.32psi 0.04876 OK 164.32osi 0.00722 OK 164.32psi 0.04876 OK 164.32psi 0.00722 OK 164.32psi 0.04876 OK 164.32psi 0.04876 OK 164.32psi 0.005415 OK 164.32psi 0.04876 OK 164.32osi 0.005415 OK Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: Printed: 7 DEC 2019, 7:11PM Wood Beam File= C:\Users\amgad\OOCUME~1\ENERCA--1\fresco resturant.ec6 • Software copyright ENERCAl.C, INC. 1983-2019, Bui!d:12.19.11.12 • foll• I DESCRIPTION: H-1 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb + Fb- 2,900.0 psi 2,900.0 psi 2,900.0 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing : Trus Joist : Parallam PSL 2.2E Fc -Prll Fe -Perp Fv Ft 625.0 psi 290.0 psi 2,025.0 psi : Beam is Fully Braced against lateral-torsional buckling 0(2.36) L(15.7) I D(O.h53) . V r V 5.25x16.0 Span = 7.40 ft ,j Ebend-xx 2,200.0 ksi Eminbend -xx 1, 118.19ksi Density 45.070pcf Applied Loads Service lex1ds entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.1530, Tributary Width= 1.0 ft Point Load: D = 2.360, L = 15.70 k@ 3.70 ft, (Reaction from B-1) Dl;_SIGN ~UMM~.RY Maximum Bending Stress Ratio Section used for this span 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 = = = = 0.661: 1 5.25x16.0 1,855.62psi 2,808.86psi +D+L+H 3.700ft Span# 1 Maximum Shear Stress Ratio Section used for this span 0.058 in Ratio= 0.000 in Ratio= 0.070 in Ratio= 0.000 in Ratio= Load Combination Location of maximum on span Span # where maximum occurs 1520>=360 0<360 1263 >=180 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ralios Moment Values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb +D+H Length = 7.40 ft 0.119 0.110 0.90 0.969 1.00 1.00 1.00 1.00 1.00 5.59 299.64 +D+L+H 0.969 1.00 1.00 1.00 1.00 1.00 Length = 7.40 ft 0.661 0.582 1.00 0.969 1.00 1.00 1.00 1.00 1.00 34.64 1,855.62 +D+Lr+H 0.969 1.00 1.00 1.00 1.00 1.00 Length = 7.40 ft 0.085 0.079 1.25 0.969 1.00 1.00 1.00 1.00 1.00 5.59 299.64 +D+S+H 0.969 1.00 1.00 1.00 1.00 1.00 Length = 7.40 ft 0.093 0.086 1.15 0.969 1.00 1.00 1.00 1.00 1.00 5.59 299.64 +D+0.750Lr+0.750L +H 0.969 1.00 1.00 1.00 1.00 1.00 Length= 7.40 ft 0.418 0.369 1.25 0.969 1.00 1.00 1.00 1.00 1.00 27.38 1,466.62 +D+O. 750L +O. 750S+H 0.969 1.00 1.00 1.00 1.00 1.00 Length = 7.40 ft 0.454 0.401 1.15 0.969 1.00 1.00 1.00 1.00 1.00 27.38 1,466.62 Desi n OK = 0.582 : 1 5.25x16.0 = 168.86 psi = 290.00 psi +D+L+H = 6.077ft = Span# 1 Shear Values F'b V Iv F'v 0.00 0.00 0.00 0.00 2527.97 1.61 28.68 261.00 0.00 0.00 0.00 0.00 2808.86 9.46 168.86 290.00 0.00 0.00 0.00 0.00 3511 .07 1.61 28.68 362.50 0.00 0.00 0.00 0.00 3230.19 1.61 28.68 333.50 0.00 0.00 0.00 0.00 3511 .07 7.49 133.81 362.50 0.00 0.00 0.00 0.00 3230.19 7.49 133.81 333.50 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block" selection. Title Block Line 6 Wood Beam f i ll , I DESCRIPTION: H-1 Load Combination Max Stress Ratios Segment Length Span# M V +D+0.60W+H Length = 7.40 ft 0.067 0.062 +D+O. 750Lr+0.750L +0.450W+H Length = 7.40 ft 1 0.326 0.288 +D+0.750L +0.750S+0.450W+H Length = 7.40 ft 1 0.326 0.288 +0.60D+0.60W+0.60H Length = 7.40 ft 0.040 0.037 +D+O. 70E+0.60H Length = 7.40 ft 0.067 0.062 +D+0.750L +0.750S+0.5250E+H Length = 7 .40 ft 1 0.326 0.288 +0.60D+0.70E+H Length = 7.40 ft 1 0.040 0.037 Overall Maximum Deflections Load Combination +D+L+H Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+O. 750Lr+O. 750L +H +D+O. 750L +0.750S+H +D+0.60W+H +D+O. 750Lr+O. 750L +0.450W+H +D+0.750L +0.750S+0.450W+H +0.60D+0.60W+0.60H +D+0.70E+0.60H +D+O. 750L +0.750S+0.5250E+H +0.60D+0.70E+H D Only Lr Only L Only S Only WOnly E Only H Only Span 1 Project Title: Engineer: Project ID: Project Descr: Printed: 7 DEC 2019, 7:11PM File= C:\Users\amgad\DOCUME-1\ENERCA-1\fresco resturant.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.12 • Moment Values Shear Values Cd CFN Ci Cr Cm Ct CL M lb F'b V Iv F'v 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.969 1.00 1.00 1.00 1.00 1.00 5.59 299.64 4494.17 1.61 28.68 464.00 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.969 1.00 1.00 1.00 1.00 1.00 27.38 1,466.62 4494.17 7.49 133.81 464.00 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.969 1.00 100 1.00 1.00 1.00 27.38 1,466.62 4494.17 7.49 133.81 464.00 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.969 1.00 1.00 1.00 1.00 1.00 3.36 179.78 4494.17 0.96 17.21 464.00 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.969 1.00 1.00 1.00 1.00 1.00 5.59 299.64 4494.17 1.61 28.68 464.00 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.969 1.00 1.00 1.00 1.00 1.00 27.38 1,466.62 4494.17 7.49 133.81 464.00 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 0.969 1.00 1.00 1.00 1.00 1.00 3.36 179.78 4494.17 0.96 17.21 464.00 Max."·" Defl Location in Span Load Combination Max. "+" Defl Location in Span 0.0703 3.727 0.0000 0.000 Support no1ation : Far left is #1 Values in KIPS Support 1 Support 2 9.693 9.693 7.850 7.850 1.843 1.843 9.693 9.693 1.843 1.843 1.843 1.843 7.731 7.731 7.731 7.731 1.843 1.843 7.731 7.731 7.731 7.731 1.106 1.106 1.843 1.843 7.731 7.731 1.106 1.106 1.843 1.843 7.850 7.850 MEMBER REPORT Level, Floor: Joist by bar area 1 piece(s) 14" TJI® 360 @ 12" OC Overall Length: 15' 7" + 0 All locations are measured from the outside face of left support ( or left cantilever end). All dimensions are horizontal. Design Results Actual O Location Allowed Result LDf Loa!l.:'°'Co!nbill!llion (Pattem) Member Reaction (lbs) 999@ 2 1/2" 1202 (2.25") Passed (83%) 1.00 1.0 D + 1.0 L (All Spans) Shear (lbs) 975@ 3 1/2" 1955 Passed (50%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 3738 @ 7' 9 1/2" 7335 Passed (51%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.204 @ 7' 9 1/2" 0.379 Passed (L./891) --1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.265 @ 7' 9 1/2" 0.758 Passed (L./686) --1.0 D + 1.0 L (All Spans) TJ-Pro 'M Rating 65 40 Passed ---- • oenection criteria: LL (L/480) and TL (L/240). • Top Edge Bracing (Lu}: Top compression edge must be braced at 5' 4" o/c based on loads applied, unless detailed otherwise. • Bottom Edge Bracing (Lu}: Bottom compression edge must be braced at 15' 5" o/c based on loads applied, unless detailed otherwise. • A structural analysis of the deck has not been performed. • Denection analysis is based on composite action with a single layer of 1 1/8" Panel (48" Span Rating} that is glued and nailed down. • Additional considerations for the TJ-Pro"'' Rating include: None. " Bearlr19 Lengd1 ' ,,, Loads ID Suppo,U (lbs) supports Total Available Required Dead"' FloorUve Totaf" Aa:ieUorles 1 -Stud wall -SPF 3.50" 2.25" 1.75" 234 779 1013 1 1/4" Rim Board 2 • Stud wall -SPF 3.50" 2.25" 1.75" 234 779 1013 1 1/4" Rim Board • Rim Board Is assumed to carry all loads apphed directly above It, bypassing the member being designed. ' ;;c Dead ,II FloorLlv• Vertical Load Location (Skle) ~,,, (0.90) \ ' (1.00) ;-._-.,.,~ fa C91!t~tf ·f· I -Uniform (PSF} o to 15' 7" 12" 30.0 100.0 Default Commercial Load Weverflaeuser Notes ·. . PASSED + 0 System : Floor Member Type : Joist Building Use : Commercial Building Code : !BC 2016 Design Methodology : ASD Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports E5R-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Amgad Benjamin ForteWEB Software Operator Job Notes Amgad Benjamin San Mina Engineering (949) 446-1417 ab@sanminaeng.com A Weyerhaeuser 6/7/2020 6:46:34 PM UTC ForteWEB v2.4, Engine: VB.0.1.5, Data: V7.3.2.0 File Name: Floor Joists for bar area Page 1 / 1 + 0 MEMBER REPORT Level, Floor: Joist_Fresco #2 1 piece{s) 14" Tll® 230@ 16" OC Overall le.ngth: 16 • 4 s;s· 1 s· 9 5/S" All locations are measured from the outside face of left support {or left cantilever end). All dimensions are horizontal. Design Results Actual • I.OQtiOtl Allowed Result'""'"'' l.DF Load: Comblnatk>I> (Pattern) Member Reaction {lbs) 1211@ 3 1/2" 1211 (2.37") Passed { 100%) 1.00 1.0 D + 1.0 L {All Spans) Shear {lbs} 1211@ 3 1/2" 1945 Passed { 62 % ) 1.00 1.0 D + 1.0 L {All Spans) Moment {Ft-lbs) 4785@ 8' 2 5/16" 4990 Passed {96%) 1.00 1.0 D + 1.0 L {All Spans) Live Load Oefl. {in) 0.369 @ 8' 2 5/16" 0.395 Passed {l/514} --1.0 D + 1.0 L {All Spans) Total Load Defl. {in) 0.424 @ 8' 2 5/16" 0.790 Passed {l/447) --1.0 D + 1.0 L {All Spans) TJ-Pro ™ Rating 50 40 Passed -· -- • Deflection criteria: LL (l/480) and TL (l/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 4' l" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 15' 10" o/c unless detailed otherwise. • A structural analysis of the deck has not been performed. ·y: PASSED + 0 System : Floor Member Type : Joist Building Use : Residential Building Code : !BC 2015 Design Methodology : ASD • Deflection analysis is based on composite action with a single layer or 23/32" Weyerhaeuser Edge'" Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the Tl-Pro'" Rating Include: None. llellrlnt Le.iiglf) ~ ID 5uppcitt$ (lbs) ' Suppqrts Total Avallable Required Dead floor ,I.Ive Total Accessories l • Hanger on 14" SPF beam 3.50" Hanger' 2.37" I 164 1092 1256 See note 1 1.75" 2 2 • Hanger on 14" SPF beam 3.50" Hanger' 2.37" I 164 1092 1256 See note 1 1.75"' • At hanger supports, the Total Beanng dimension ,s equal to the width of the material that Is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. • 2 Required Bearing Length / Required Bearing Length with Web Stiffeners Connector: Simpson Strong-Tie ¥e rn ,,~ ..,, support Model ,,-Seati.e~ Top~ ,, F-F-Member Fasteners Aca!norles 1 • Face Mount Hanger U3510/14 2.00" N/A 14-lOd 6-lOdxl.5 Web Stiffeners 2 • Face Mount Hanger U3510/14 2.00" N/A 14-lOd 6-lOdxl.5 Web Stiffeners Vertical Load 1 • Uniform (PSF) 0 to 16' 4 5/8" 16" 15.0 100.0 Default Load . Weverhaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Amgad Benjamin San Mina Engineering (949) 446-1417 ab@sanminaeng.com A ~ SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser 9/27/2019 8:39:31 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: Running Springs Page 1 / 1 We, 7 t..+ 1 Cisf, ·111 ~" P f., be ~""" v.t...1. -~ ••• •-¥•• .. ,,•••••-..../'--..._.,,.,-v ........ ~,..,,.,,.,----~ vJ e,ritf ~ New ~JJ_,·,J;o,I\._ b flo,:,I'/~ ~__,,....._,...._______,,--~ ~ f/40 r ;? p)(f. WQ.-{fs i.,J -::: /:to,.$ X. f 1 ,, K 1.5 + (<2'l1-4-o))cz_Jt$-'x/5" rfi/' 1 ' ' ' ' 1 , , 1 , I 1 , , , 1 , 1::.Ar- p d 1. ! 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