The URL can be used to link to this page

Home My WebLink About2738 GLASGOW DR; ; CBR2022-2951; PermitBuilding Permit Finaled Residential Permit Print Date: 07/01/2024 Job Address: Permit Type: Parcel #: Valuation: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: 2738 GLASGOW DR, CARLSBAD, CA 92010-6535 BLDG-Residential 2081110300 $17,292.00 Work Class: Track#: Lot#: Project#: Plan#: Construction Type: Orig. Plan Check#: Plan Check#: Alteration Permit No: Status: Applied: Issued: {city of Carlsbad CBR2022-2951 Closed -Expired 08/17/2022 02/10/2023 Finaled Close Out: Final Inspection: INSPECTOR: Alvarado, Tony Description: CASS: KITCHEN/DINING STRUCTURAL REMODEL {300SF)//PATIO COVER (446 SF) Applicant: WAYNE HAWKINS 31941CORYDON S~ #358 LAKE ELSINORE, CA 92530-8529 (760) 521-9085 FEE BUILDING PLAN CHECK PATIO -FRAME WITH COVER & WALLS REMODEL-RESIDENTIAL-OTHER Property Owner: CO-OWNERS BRANDON AND MEGHAN CASS 2738 GLASGOW DR CARLSBAD, CA 92010-6535 SB1473-GREEN BUILDING STATE STANDARDS FEE STRONG MOTION -RESIDENTIAL (SMIP) Total Fees: $1,388.90 Total Payments To Date: $1,388.90 Contractor: WAYNE HAWKINS 31941 CORYDON ST, # 358 LAKE ELSINORE, CA 92530-8529 (760) 521-9085 Balance Due: AMOUNT $312.65 $592.00 $481.00 $1.00 $2.25 $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 t o timely follow that procedure w ill 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 t o this, or as to which the statute of limitation has previously otherwise expired. Building Division EXPiRED PERMIT PERMIT HAS EXPIRED 1:•, ACCORDANCE wrrn C.B.C. SECTION 106.4.4 AS ~MENDED BY C.M.C.18.04.030 DATE ~// SIGNATURE ~ id_. 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov Page 1 of 1 ( City of Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION B-1 Plan Check Est. Value PC Deposit Cf?g2CZ-2..-295 f Date iZFfrtE Job Address_2 __ 7 ......... 3 __ 6 ___ 6_/~_~ __ 0_W_1J __ G;......._ ___ Unit: ___ APN: _______ _ CT/Project #: _________________ Lot #:. ____ Vear Built: _...,J_i......_8"_1/......_ ____ _ BRIEFDESCRIPTIONOFWORK: :Reev:>Jt ; rt+-!"J-i'~(iL_ lfJaj( ~ +., 0t)f'/I J uf }) LMi • j J?. ~ o ~ 0 New SF : Living SF,. ____ Deck SF,. ___ Patio SF.30& Garage SF __ _ Is this to create an Accessory Dwelling Unit? O Y -_ N New Fireplace? O YCl)-,N , if yes how many? ___ _ D Remodel: 6 ct) SF of affected area Is the area a conversion or change of use? 0 YO N 0 Pool/Spa: ____ SF Additional Gas or Electrical Features? IJ--.DJ E/~c... -t"r i, L 5fD\J.-( □Solar: ___ KW,. ___ Modules, Mounted:0Roof OGround, Tilt:() YO N, RMA: 0 YON, Battery:OYO N, Panel Upgrade: Ov ON Electric Meter number: ------------ Other: Cf J,O I 0 Zip: ____ _ DESIGN PROFESSIONAL CONTRACTOR OF RECORD Name:. _________________ Business Name: lj~w I< ~ ~ c_ Address: Address: 2 I 4 i[ I c0 ;; rib vi > t: ~_<' 5 City: State: __ Zip:.____ City: £...,,3--(-.g @bl~ate: er;-Zip: 1a )-?--o Phone: Phone: 7' o -5,) I -q., }J Email: Email: v/t,,,__y.1-<. f/4-i,vk, •tf !'>W); 1......-1 Q c; ~ti Architect State License: CSLB License #: 1 d ft q '> f Class:. _ _.!3-., ____ _ carlsbad Business License# (Required):. _______ _ APPLICANT CERT/FICA T/ON: I certify that I have read the application and state that the above information is correct and that the information of the plans is accurate. I ,,.~, ,, rompJy w;<h o/1 Ofy ,,,;,,,~, oad s,o,e ?;;''. K", ;/:•; mMISrulctGioNn. •• ~ / 17/ J 1 NAME (PRINT}= Lw o...1 ,j.l, tI11:. vv ,l ,J ~ /!-/MJJ.lfav DATE: ____ _ 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email: Building@carlsbadca.gov REV. 04122 THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: ______ _ A BUILDING PERMIT CAN BE ISSUED TO EITHER A STATE LICENSED CONTRACTOR OR A PROPERTY OWNER. IF THE PERSON SIGNING THIS FORM IS AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LETTER IS REQUIRED PRIOR TO PERMIT ISSUANCE. (OPTION A): LICENSED CONTRACTOR DECLARATION: lherebyaffirmunderpenaltyofperjurythatlamlicensedunderprovisionsofChapter9(commencingwithSectionlOOO)ofDivision3 of the Business and Professions Code, and my license is inf u/l force and effect. I also affirm under penalty of perjury one of the fol lowing declarations (CHOOSE ONE): 01 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. PolicyNo. ____________________________________________ _ -OR- DI have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Company Name: -------------------------• Policy _____________________________ Expiration Date: ________________ _ Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000.00, in addition t he to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name: _______________________ Lender's Address: _______________________ _ CONTRACTOR CERTIFICATION: The applicant certifies that all documents and plans clearly and accurately show all existing and proposed buildings, structures, access roads, and utilities/utility easements. All proposed modifications and/or additions are dearly labeled on the site plan. Any potentially existing detail within these plans Inconsistent with the site plan are not approved for construction and may be required to be altered or removed. The city's approval of the application is based on the premise that the submitted documents and plans show the correct dimensions of; the property, buildings, structures and their setbacks from property lines and from one another; access roads/easements, and utilities. The existing and proposed use of each building as stated Is true and correct; all easements and other encumbrances to development have been accurately shown and labeled as well as all on-site grading/site preparation. All Improvements existing on the prope were completed accordance with all regulations In existence at the time of their construction, unless otherwise noted. NAME (PRINT): ---11,1,--...,,.._;....____,_ ___ SIGNATURE: W().,t vt.-< JJ.,1wk.i~DATE: s/11 /;)-a;-1_ "d I tter of authorization on contractor letterhead. -OR- (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: 0 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). -OR- DI, 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). -OR- D I am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: AND, 0 FORM B-61 "Owner Builder Acknowledgement and Verification Form" is required for any permit issued to a property owner. By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder if it has not been constructed in its entirety by licensed contractors./ understand that a copy of the applicable law, Section 7044of the Business and Professions Code, is available upon request when this application is submitted orat the following Web site: http: I lwww.leginfo.ca.gov/ ca/aw.html. OWNER CERTIFICATION: The applicant certifies that all documents and plans clearly and accurately show all existing and proposed buildings, structures, access roads, and utilities/utility easements. All proposed modifications and/or additions are clearly labeled on the site plan. Any potentially existing detail within these plans Inconsistent with the site plan are not approved for construction and may be required to be altered or removed. The city's approval of the application Is based on the premise that the submitted documents and plans show the correct dimensions of; the property, buildings, structures and their setbacks from property lines and from one another; access roads/easements, and utllltles. The existing and proposed use of each building as stated is true and correct; all easements and other encumbrances to development have been accurately shown and labeled as well as all on-site grading/site preparation. All Improvements existing on the property were completed in accordance with all regulations in existence at the time of their construction, unless otherwise noted. NAME (PRINT): SIGN: __________ DATE: ______ _ Note: If the rson si nin above is an authorized a ent for the ro owner include form B-62 sl owner. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email: Building@carlsbadca.gov 2 REV. 04/22 Building Permit Inspection History Finaled {cityof Carlsbad Permit Type: Work Class: Status: Scheduled Date 03/0912023 PERMIT INSPECTION HISTORY for (CBR2022-2951) BLDG-Residential Alteration Closed -Finaled Actual Inspection Type Start Date 03/09/2023 BLDG-11 Foundation/Ftg/Piers (Rebar) Checklist Item Application Date: 08/17/2022 Issue Date: 02/10/2023 Expiration Date: 06/24/2024 IVR Number: 42691 Inspection No. Inspection Status 205226-2023 Passed COMMENTS Owner: CO-OWNERS BRANDON AND MEGHAI\ CASS Subdivision: CARLSBAD TCT#76-12 Address: 2738 GLASGOW DR CARLSBAD, CA 92010-6535 Primary Inspector Relnspectlon Inspection Tony Alvarado Complete Passed BLDG-Building Deficiency March 9, 2023: Yes 1. SWPPPS, erosion and sediment control measures and devices installed and maintained correctly -verified and approved. 2. Foundation/footing-underpinning and steel reinforcement rebar, per engineered plans and detail specifications, located at exterior rear yard loadbearing exterior wall to accommodate new sliding glass door unit -approved per plan. 3. Interior structural remodel and alteration to existing kitchen and dining room locations, rough frame inspection, per engineered plans and detail specifications -approved. 4. New engineered shear wall design added to reinforce existing existing load bearing exterior wall, per engineered plans and detail specifications -approved. BLDG-12 Steel/Bond Beam 205227-2023 Passed Tony Alvarado Checklist Item BLDG-Building Deficiency COMMENTS March 9, 2023: 1. SWPPPS, erosion and sediment control measures and devices installed and maintained correctly -verified and approved. 2. Foundation/footing-underpinning and steel reinforcement rebar, per engineered plans and detail specifications, located at exterior rear yard loadbearing exterior wall to accommodate new sliding glass door unit-approved per plan. 3. Interior structural remodel and alteration to existing kitchen and dining room locations, rough frame inspection, per engineered plans and detail specifications -approved. 4. New engineered shear wall design added to reinforce existing existing load bearing exterior wall, per engineered plans and detail specifications -approved. Complete Passed Yes Monday, July 1, 2024 Page 1 of 3 PERMIT INSPECTION HISTORY for (CBR2022-2951) Permit Type: BLDG-Residential Application Date: 08/17/2022 Owner: CO-OWNERS BRANDON AND MEGHAf\ CASS Work Class: Alteration Status: Closed -Finaled Issue Date: 02/10/2023 Expiration Date: 06/24/2024 IVR Number: 42691 Subdivision: CARLSBAD TCT#76-12 Address: 2738 GLASGOW DR CARLSBAD, CA 92010-6535 Scheduled Date Actual Inspection Type Start Date Inspection No. Inspection Status Primary Inspector Reinspection Inspection Monday, July 1, 2024 BLDG-13 Shear Panels/HD (ok to wrap) 205228-2023 Passed Tony Alvarado Checklist Item BLDG-Building Deficiency COMMENTS March 9, 2023: 1. SWPPPS, erosion and sediment control measures and devices installed and maintained correctly -verified and approved. 2. Foundation/footing-underpinning and steel reinforcement rebar, per engineered plans and detail specifications, located at exterior rear yard load bearing exterior wall to accommodate new sliding glass door unit -approved per plan. 3. Interior structural remodel and alteration to existing kitchen and dining room locations. rough frame inspection, per engineered plans and detail specifications -approved. 4. New engineered shear wall design added to reinforce existing existing load bearing exterior wall, per engineered plans and detail specifications -approved. BLDG-84 Rough Combo(14,24,34,44) 205099-2023 Passed Tony Alvarado Checklist Item BLDG-14 Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers COMMENTS March 9, 2023: 1. SWPPPS, erosion and sediment control measures and devices installed and maintained correctly -verified and approved. 2. Foundation/footing-underpinning and steel reinforcement rebar, per engineered plans and detail specifications, located at exterior rear yard loadbearing exterior wall to accommodate new sliding glass door unit -approved per plan. 3. Interior structural remodel and alteration to existing kitchen and dining room locations, rough frame inspection, per engineered plans and detail specifications -approved. 4. New engineered shear wall design added to reinforce existing existing load bearing exterior wall, per engineered plans and detail specifications -approved. Passed Yes Passed Yes Yes Yes Yes Complete Complete Page 2 of 3 PERMIT INSPECTION HISTORY for (CBR2022-2951) Permit Type: BLDG-Residential Application Date: 08/17/2022 Owner: CO-OWNERS BRANDON AND MEGHAN CASS Work Class: Alteration Issue Date: 02/10/2023 Subdivision: CARLSBAD TCT#76-12 Status: Closed -Finaled Expiration Date: 06/24/2024 Address: 2738 GLASGOW DR IVR Number: 42691 CARLSBAD, CA 92010-6535 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspectlon Inspection Date Start Date Status NOTES Created By TEXT Created Date Angie Teanio 760-521-9085 Wayne 03/08/2023 BLDG-SW-Inspection 205224-2023 Partial Pass Tony Alvarado Reinspection Incomplete Checklist Item COMMENTS Passed Are inactives slopes properly Yes stabilized? Are areas flatter than 3:1 Yes covered or protected? Are sediment controls properly Yes maintained? Are erosion control BMPs Yes functioning properly? Are natural areas protected Yes from erosion? Do basins appear to be Yes maintained as required? Are perimeter control BMPs Yes maintained? Is the entrance stabilized to Yes prevent tracking? Have sediments been tracked Yes on to the street? Have materials collected Yes around the storm drains? Has sediment accumulated on Yes impervious surfaces? Are dumpsters and trash Yes receptacles covered? Has trash/debris accumulated Yes throughout the site? Are stockpiles and spoils Yes protected from runoff? Are all storage areas clean Yes and maintained? Were spills/leaks observed Yes during the inspection? 03/14/2023 03/14/2023 BLDG-18 Exterior 205581-2023 Passed Tony Alvarado Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes Monday, July 1, 2024 Page 3 of 3 True Nortl1 COMPLIANCE SERVICES November 30, 2022 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. City of Carlsbad -FINAL REVIEW City Permit No: CBR2022-2951 True North No.: 22-018-187 Carlsbad, CA 92008 Plan Review: Residential -Remodel Address: 2738 Glasgow Dr, Carlsbad, CA Applicant Name: Wayne Hawkins Applicant Email: waynehawkhawkins@gmail.com OCCUPANCY AND BUILDING SUMMARY: Occupancy Groups: R-3 Occupant Load: NIA Type of Construction: V-B Sprinklers: No Stories: 2 Area of Work (sq. ft.): 2,004 sq. ft. The plans have been reviewed for coordination with the permit application. Valuation: Confirmed Scope of Work: Confirmed Floor Area: Confirmed Attn: Building & Safety Department, True North Compliance Services, Inc. has completed the final review of the following documents for the project referenced above on behalf of the City of Carlsbad: J. Drawings: One (I) copy dated November 2, 2022, by The Boca Studio. 2. Structural Calculations: One (1) copy dated July 24, 2022, by ANP Engineering. The 2019 California Building, Mechanical, Plumbing, and Electrical Codes (i.e., 2018 IBC, UMC, UPC, and 201 7 NEC, as amended by the State of California), 2019 California Green Building Standards Code, 2019 California Existing Building Code, and 2019 California Energy Code, as applicable, were used as the basis of our review. Please note that our review has been completed and we have no further comments, however, we bring the following to your attention: 1. In order to expedite the permitting process, we have made annotations (in red ink) to Sheet T-1. 2. Approved on the following condition: CAP Form required prior to permit issuance. True North Compliance Services, Inc. 3939 Atlantic Avenue Suite 116, Long Beach, CA 90807 T / 562. 733.8030 .. We have enclosed the above noted documents bearing our review stamps for your use. Please call if you have any questions or if we can be of further assistance. Sincerely, True North Compliance Services Review By: Amar Hasenin -Plan Review Engineer ANP ENGINEERING INC. 3204 Carleton street San Diego, CA 92106 Client: Mr. Ben Cass C ITY PROJECT Cass Remodeling and Patio Cover Addition project At 2738 Glasgow Drive Carlsbad, CA 92010 Date: July 24, 2022 CBR2022-2951 2738 GLASGOW DR CASS: KITCHEN/DINING STRUCTURAL REMODEL (300SF)//PATIO COVER (308 SF) 2081110300 8/17/2022 CBR2022-2951 page 2 DESIGN LOADS for Cass residence@ 2738 Glasgow drive, Carlsbad, CA 92010 Roof D.L. = 9 psf (Comp. Shingles) Ceiling DL = 5 psf Roof Live load = 20 psf Floor O.L. = 14 psf Wind Speed = 94 mph I= 1.0 Zone A= 15.4 psf Seismic Design Category D I =1.0 Fa=l.2 no test/soil report Sds=0.83 Soil Bearing Pressure = 1500 psf sandy clay Active pressure= 35 pcf Coef. of Friction= 0.1 Floor Live load = 40 psf Exposure C Zone C= 10.3 psf Risk category II Soil Site Class= D R= 6.5 Cs=0.127 say 0.13 Passive Pressure= 100 pcf Use 2# 5 top and bottom rebar and min. 12"x24" footings for this project See calculations for patio cover footings GOVERNING CODE STRUCTURAL STEEL: WELDING: LUMBER: LGLULAMS: VERSA LAM CMU (fm=2000 psi) CONCRETE Sheet 3 of 21 Project: Cass Remodeling and patio cover 2738 Glasgow Dr. Carlsbad, CA 92010 Design Criteria 2019 CBC OR 2019 CRC FY=S0 KSI (A572-50) STRUCTURAL SHAPES FY=36 kSI FOR PLATES FY=46 KSI STRUCTURAL TUBING (AS00) FY=35 KSI STRUCTURAL PIPE Fy= 33 KSI for Cold form Steel E70TYPICAL DOUGLAS FIR LARCH #2 OR BETTER 24F-V4 FOR SIMPLE SPAN 24F-V8 FOR CANTILEVERS 3100 PSI (ESR-1030) NORMAL WEIGHT CONCRETE UNITS PER ASTM C90 NORMAL WEIGHT (F'c= 2500 PSI) 1. J. I I ' 7-·---~h-9t-: -,--r--r---1 •-l ----;-~-,! ,_ 1 ·1. _I !. i -• · ·--·--~I ... . Q_y.Y. _D-J~~ 1~--. -~ .) . \ ,_J.__ -CB . -.. ft-. l . -J I I . I j \ 1~, ---rifidrL I-+-1--r 1-4\-i I r-1 i __ . I I --1 I I I • t .................. , . .l_ ' ---i ,1 ---: ~. ~~ :! : __ :_ -)b1™:-~ _: :~ -iq(¥ 'o'--I -------· t -----~-__ L __ LI L-1-1-__ L I J -:-;r=J -. -~ r J 1 -t :+--Hr -I I I _ . -I __ j ······-I .. ,1 . . . .. ---' . . -' . . I . . --. .. . I I . . -.. _,· -, ~-4--1----+-+-?lr I i I ! __ 11 --, ,. ~; l I _. __ . -~--t-+-+-.-. I I I f ' ' I J · I-.. . -I It~ I i _ _I . ,__ ~~ l,.J;.-.~ . -~ _ _ .1 'T I _ I l · . L "">II~~-f O • • I •• · • : •• , --i l j l. ·1 --.-. -•""'-·" I . -I . I . i •• -+. j · ·J-; :1 -I ~· __ J: -_l . I---· -J I I T. -. 1 -. - 1 1__-_____ -___ ·'----~-_____ -_-t----~-----1· _J _t __ l __ ~[1· ( ___ l -1 _ l .. ---· --.. ·-----... --. ----·· l I J. -1 • I I I. . I _ I • I .1 __________ ----t·---______ J _______ I J I ... L .. i I 1-_L l t ___ !_J .I .I. ,-l __ J ___ ·-· --···•----1 --I ___ J .l . -----1 .L _ .I ... ·I I . J. i , , I ·-I . j -.l . L . ---· ---·---. -. I -I J . -~ I I . l . . I I I I I l I I J i~.t+ 1 r_r1 _=lJ __ d-:--J +__j -Lt --/· H ·~ I I· I I l • I I --· ••--••••----•--•---•--••-••-•-••---••--•-•---•--•-•--~• .,.••-•--•------ ...,). ·-----'--•····--··--..... -............... --·-· .... --····•-•· .... . --" ·--. i::----·-· . -.. ---..... - . ' -·-·-· -• -•-·•-·-· --·--·---·-· ··•· ----·-• . .... ,, ----·----·•• --.. -· -·-_,._ ... -·-.. •• ...... . .. .. .... ,J. .............. ·--· ....... •. ..... . .............. --............ --·-. ·---·-· ·---·· ·(. ...... -• • ·-·-···--.... --··--.... \ --•• ;-. -: -.--····-· .. ·---·· -• --1---t:--. _,_.,......... .. . ·-· .... . .. --.: \ .-.~ ··-------• .. ··-·· ···--·--.. ---....... _.. . .... --..... _ ... - ···----. ·---------··•··. ··-·· .......... __ --------..... ---··-·---··-·•· ·•-· ..... , ~· ..... '·'(--··-·· .. •··· .. ···•·-··-······ .......... -............. . ·----• ---· --__ , ___ ·-·-·---···· ---··· ·-·-·---· -·-·--•·-·• -· ---· . ···--.... --··-. ·-·-· ---• --• • ----• • ·---. -· .. --.... -.. -----........ ··--' . -. ., . -.... . •••• ·•---• ·-.... ---·····--... ···--· .. -.. -··· -· -··-··-·--,--- . . . . . C -·· ............... --...... ·-··· .. -·-.• .. -. -.... . . ·-. -·· .. -. . .. . --··· . ·- -···· • ·-···--....................... --·--·--........ -··--· .. ···-· ... •·-·•·· ----·· ·-.......... -·---•·•. ········--···-. ·-- ___ ···-··· .. -··----•-·• -·-•... ··-·· -·••·· .... ·-··-··· ........ ·-.... ··-· ................... ·-·---··. -···---........... . .. , '1 .. .. ·: . .. ... .. ... . .... , .. "i'--· .......... ·-. -· .• :· .. -· ,·· •. :~-~-... . .. : .... ··:· .-~-.! ............ _ --_-·r "(itle Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & TIUe Block" selection. • Title Block Line 6 Descri tion : FLQOR MEMBERS Wood Beam Design : FB1 Project Title: Engineer: Project ID: Project Descr: ry Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 4x6,"Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Douglas Fir-Larch Wood Grade : No.2 Wood Species : Fb-Tension Fb-Compr 900.0 psi Fe -Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 31.210 pcf 900.0 psi Fe -Perp 625.0 psi Ft 575.0 psi Eminbend -xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.0140, L = 0.040 klft, Trib= 6.0 ft Unif Load: D = 0.0140, Lr= 0.020 k/1!, Trib= 10.0 ft Unif Load: D = 0.10 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.839 • 1 lb : Actual : 978.03 psf at Fb : Allowable : 1,165.03 psi 2.250 ft in Span # 1 Load Comb : +D+L Max fv/FvRatio = 0.443 : 1 fv : Actual : 79.69 psi at Fv : Allowable : 1 BO. 00 psi 0.000 ft in Span # 1 Load Comb : +D+L Max Reactions (k) .I:! l, l.l Left Support 0.74 0.54 0.45 Right Support 0.74 0.54 0.45 'ti. t! Max U6nect1ons Transient Downward 0.029in Ratio 1883 LC: LOnly Transient Upward 0. ooo in Ratio 9999 LC: Total Downward 0.079 In Ratio 686 LC: +D+0.750Lr+0.750L Total Upward Ratio 0.000 in 9999 LC: Wood Beam Design : FB2 Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 4x16, Sawn, Fully Unbraced • Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : Douglas Fir-Larch Wood Grade : No.2 Fb -Tension 900 .. 0 psi Fe -Prll 1,350.0 psi Fv 180.0 psi Ebend-xx Fb -Compr 900.0 psi Fe -Perp 625.0 psi Ft 575.0 psi Eminbend -xx Applied Loads Beam self weight calculated and added to loads Unlf Load: D = 0.050 k/ft, 0.0 to 4.50 ft, Trib= 1.0 ft Point: D = 0.80, Lr= 0.50, L = 0.60 k@ 4.50 ft Design Summary Max fb/Fb Ratio = fb : Actual : 0.511 • 1 437.81 psf at 856.40 psi +D+L 4.495 ft ln Span# 1 Fb : Allowable : Load Comb: Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.181 : 1 32.66 psi at 180.00 psi +D+L .12 !. Lr 0.83 0.41 0.34 0.37 0.19 0.16 0.000 ft in Span # 1 'ti. !:\ Max Deflections Transient Downward 0.033in 5296 LC: L Only O.000in 9999 LC: Ratio Transient Upward Ratio 1,600.0ksl 580.0ksi Density 31 .210 pcf Total Downward 0.103 In Ratio 1696 LC: +D+0.750Lr+0.750L Total Upward 0.000 in Ratio 9999 LC: Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Trtle Block" selection. Title Block line 6 Wood Beam Design: FJ1 Project Title: EnQineer: Proiect ID: Project Descr: Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 4x_16, Sawn, Fully Unbraced . Using Allowable Stress Design with ASCE 7-16 Load Combinations Major Axis Bending Wood Species : Douglas Fir-Larch Wood Grade : No.2 Fb -Tension. 900.0 psi Fe -Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Fb -Compr 900.0 psi Fe -Perp 625.0 psi Ft 575.0 psi Eminbelld -xx 580.0 ksi Density 31.210pcf Applied Loads • Point: D = 0.240, Lr= 0.20 k @4.50 ft Design Summary Max fb/Fb Ratio = fb : Actual : Fb : Allowable : load Comb: Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : 120°sn~i 1at ,1,042.13 psi +D+lr 0.038: 1 8.53 psi at 225.00 psi +D+Lr .Q !,, Max Reactions (k) left Support 0.17 I.! 0.14 0.06 Right Support 0.07 4.495 ft in Span # 1 0.000 ft in Span# 1 'ti. • .tl Max □e11ectlons Transient Downward 0.011 in Ratio 9999 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward Ratio Total Upward Ratio 0.024 in 7221 LC: +D+Lr 0.000 in 9999 LC: Wood Beam Design : FB3 Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 3.5x11.875, Versalam, Fully Unbra~ed . Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : Fb -Tension Fb-Compr Boise Cascade Wood Grade : Versa Lam 3100 ' 3,100.0 psj Fe -Prll 3.000.0 psi Fv 285.0 psi Ebend-xx 2,000.0 ksi 3,100.0 psi Fe -Perp . 750.0 psi Ft . 2,100.0 psi Emlnbend -xx 1,036.83 ksi Density Applied Loads Beam self weight calculated and added to loads Unlf Load: D = 0.0140, L = 0.040 k/ft, Trib:= 7.20 ft Unif Load: D = 0.170, Lr= 0.140 k/ft, Trib:= 1.0 ft Unit Load: D = 0.050 k/ft, Trib:= 1.0 ft Design Summary Max fb/Fb Ratio = fb : Actual: Fb : Allowable : Load Comb : Max fv/FvRatio = fv: Actual : Fv : Allowable : Load Comb : 0.471 • 1 1,368.74 psf at 5.500 ft In Span# 1 2,908.37 psi +D+L 0.357: 1 101.83 psi at 10.047 ft in Span# 1 285.00 psi +D+l Q J. !J: J:1 Max Deflections Transient Downward Ratio 0.098 in 1353 Total Downward Ratio 41 .760 pct 0.221 in 596 Max Reactions (k) Left Support Right Support 1.83 1.58 0.77 1.83 1.58 0.77 LC: L Only LC: +D+0.750Lr+0.750L Transient Upward 0.000 in Ratio 9999 LC: Total Upward Ratio 0.000 In 9999 LC: 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 Design : fh1 Project Title: Engineer. Project ID: Project Descr: Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 3.5x9.5 VersaLam, Fully Unbraced Using Alfowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : Boise Cascade Wood Grade: Versa Lam 3100 BEAM Size : Fb -Tension 3,100.0 psi Fe -Pr11 3,000.0 psi Fv 285.0 psi Ebend-xx 2,000.0 ksi Fb-Compr • 3,100.0 psi Fc-Perp 750.0psl Ft . 2,100.0psi Emlnbend -xx 1,036.83ksi Density 41 .760 pcf Applied Loads Beam self weight calculated and added lo loads Unif Load: D = 0.0140, L = 0.040 k/ft, Trib= 7.50 ft Unif Load: D = 0.0140, LI= 0.020 k/ft, Trib= 7.0 ft Unit Load: D = 0.160 k/ft, Trib= 1.0 fl Design Summary Max fb/Fb Ratio = lb: Actual : Fb : Allowable : Load Comb : Max fv/FvRatio = fv: Actual : Fv : Allowable : Load Comb: 0.516 • 1 1,552.37 psf at 3,006.56 psi +D+L 0.396: 1 112.88 psi at 285.00 psi ·+o+L Q b I.!: Max Reactions (k) Left Support Right Support 1.68· 1.35 0.63 1.68 1.35 0.63 4.500 ft in Span# 1 0.000 ft in Span# 1 ti Max =11=1ons Transient Downward 0.089in Ratio 1213 LC: L Only Transient Upward 0.000 In Ratio 9999 LC: Total Downward 0.209 In Ratio 517 LC: +D+0.750Lr+0.750L Total Upward Ratio 0.000 in 9999 LC: Jitie Block Line 1 Yoo can change this area using the 'Settings' menu item and !hen using the 'P~nting & Title Block' selection. Title CASS REMODELING CA 2010 Project Title: Engineer: Project ID: Project Descr: Risi< Category of Building or Other Structure : &!ismlc lmpol1anoe Factor 'II' : Aff Buildings and other structures except those listed as Category i. Ill. and IV Max. Ground Molions, 5% Damping : Ss 1.0355 g, 0.2 sec response S 1 = 0.4009 g, 1.0 sec response Latltude Longitude = Location : Carlsbad, CA 9'2009 33.098 deg No/th 117.267 deg West Calculations per ASCE 7-16 ASCE 7-16, Page 4, Table 1.6-1 ASCE 7-16, Page 5, Table 1.5-2 ASCE 7-1611.4.2 Conforms'to ASCE 7 Section 12.8.1.3: Regular structure with period of 0.5 s or less, SOS limited to max of 0. 7'SDS or 1.0 for calrulaUon of Cs. Site Class, Site Coeff. and Design Category Site Classification 'D' : Shear Wave Velocity 600 to 1,200 ff/sec Site Coefficients Fa & Fv Fa Fv = D (By Default per 11.4.3) 1.20 ASCE 7-16 Table 20.3-1 ASGE 7-16 Table 11.4-1 & 11.4-2 (using stra/ghl.fllle interpolation from table values) 1.80 Maximum Considered Earthquake Acceleration 1.243 0.722 Design Spectral AcceleraUon 0.828 ~ 0.481 D Basic Seismic Force Resisting System ... Response ModlfJCation Coefficient • R • System Overs1renglh Fader • Wo • Deflection Amplification Factor • Cd • Bearing Wall Systems 15.Light•frame (wood) walls sheathed wlwood structural panels rated for shear resistance. NOTE! See ASCE 7-16 for an applicable footnotes. ~;1 -.s~·-""i ". ""',.It .. ''. B.50 Building height Uml1s: • 2 .50 Category 'A & B' Um!t Category ·c• Limit 4.00 Category 'D' Limit Category 'E' Limit: Category 'F' Limit No Limit No limit Limit= 65 Limit= 65 Limit= 65 Equivalent Lateral Force Procedure The 'Equivalent Lateral Force Procedure' is being used according to the provisions of ASCE 7 -16 12.8 .~:m-k'•~~r'i..'llW['i:lu"'lr.a·,·~ .. ~i.1ttl'.l::{r]l~;~_·~::IB:;;;~~4;~ «"c'1~~~-~'!lffli'R .. ••. :r.,~1e~r:1~1 ,c:·~-;~~3rg.,~ .. ~~;tm~~; Structure Type for Building Period Calculation : All Other Structural Systems ' C1 • value 0.020 • hn ' : Heigh! from base to highest level = 26.0 ft 0.230 sec 8.000 sec • x • value 0.75 •Ta• Approximate fundemenlal period using Eq. 12.8-7: Ta = Ct• (hn • x) = 'TL": Long-period transition period per ASCE 7-16 Maps 22-14 -> 22-17 S oS: Short Period Design Spectral Response • R • : Response Modification Factor ' I ' : Seismic lmpoitanoe Factor = = = 0.828 6.50 1 From Eq. 12.8-2, Preliminary Cs From Eq. 12.8-3 & 12.8-4 , Cs need not exceed· From Eq. 12.8-5 & 12.8-6, Cs not be less than User ha$ selected ASCE 12.8.1.3: Regular structure, Cs : Seismic Response Coefficient = Less than 5 Stories and with T «= 0.5 sec, SO Ss <= 1.5 for Cs calculation ASCE 7-16 Eq. 11.4-1 ASCE 7-16 Eq. 11.4-2 ASCE 7-16 Eq. 11.4-3 ASCE 7-16 Eq. 11.4-4 ASCE 7-16 Table 11.6-1 &-2 ASCE 7-16 Table 12 2-1 ASCE 7-16 Section 12.a2 Use ASCE 12.8-7 0.230 sec ASCE 7-16 Section 12.8.1.1 = 0.127 = 0.322 = 0.036 0.1274 L Title Block Line 1 You can change this are.a. using the • Settings' menu ite·m and then using the 'Printing & Title Block' selection. Title Une6 General Design Values 94.0 mph 10.0 psi Project TJ!le: Enaineer: ProJect ID: Project Descr: Calculations per ASCE 7-16 V : Basic Wind Speed per Sect 26.5-1 or 2 User specified minimum des~n pressure Occupancy per Table 1.5-1 11 All Buildings and other structures excepl those listed Exposure Category per 26.7 Topographic Factor Kzt per 26.8 'Lambda' ls interpolated between height tab/utar values. Main Force Resisting System Values MRH : Mean Roof Height Roof Rise:Run Ratio Lambda MWFRS: per Figure 26.8-1 Design Wind Pressures Hortzontal Pressures ... Zone: A = Zone: B = Vertical Pressures ... 25.72 psi .,o.oo psi -22.33 psi Zone: E = Zone: F = • -15.57 psi Overhangs ... Zone: Eoh = . -31.29 psf Exposure C 1.00 23.0 ft 4:12 1.33 Zone: C Zone: D = Zone: G Zone: H Zone: Goh = Component & Cladding Values Effective Wind Area of Component & Cladding Roof pftch for cladding pressure LHD : Least Horizontal Dimension a= max (0.04 • LHD, 3, min(0.10 • LHD, 0.4'MRH)) 10.0 ft'2 Flat/Hip/Gable Roof ft 3,00 ft Lambda Component & Cladding : per Figure 30.4-1 1.29 17.16 psf :m:oo;1 -15.57 psi -11 80 psi -24.42 psi ASCE 7-16 Section 28.5.4 Minimum Design Wind Loads requires that the load effects of the design wind pressures from Section 28.5.3 shall not be less than a minimum load defined by assuming the pressures, ps, for zones A and C equal to +16 psf, Zones Band D equal to +8 psf, while assuming ps for Zones E, F, G, and H are equal to O psf. Component & Cladding Design Wind Pressures Design Wind Pressu/'8 = Lambda • Kzt • Ps30 per Eq 30. 4-1 Roof Pressures ~ Negative Overhang Pressures ti.~ Zone 1 10.000 -33.411 psf Zone 1 ... psf Zone 1' 10.000 -19.221 psf Zone 1' ... psi Zone2 10.000 -43.989 psi Zone 2 -37.023 psi Zone 2e .... psf Zone2e ... psf Zone 2n --psf Zone2n ... psi Zone2r -.... psi Zone2r ... psi Zone3 10.000 -59.985 psi Zone3 -50.181 psi Zone3e --ps1 Zone 3e ... psf Zone3r ... psi Zone 3r ... psf Wall Pr,ssures Wal1Zone4: psi .... : There is no value in Figure 30.4-1 Tabular Values Wa11Zone5: psi .l ' . . ..... .. . . -! -------·-- . ·--·· -· . --•· -· . ' -. ----·-· .. . .. ---. ----. . • -✓-·-;·---· ---··• ···-· • --·--• • -----· ---·--·-·---·-·-···-·-· • --··-.. • •••• ·---••• --------•• -·--1-··-- ---•• .. -• ,.. ••-• -••••• .. ,.•••-• ,o,,•r •••-• -•••• •-••••-•-• •-•••· -• ••••--••• ••• • -• •••••-•• •-• •• ••••••• ,o••• • • •• ---·---··-·-·-·· ·--·····-··-----····· .. ··-· ·----·--···--··-·----··--....... -·--··---···-·· ·····-· ····-... ·-•··-·•· ··-·· ···-r -·-·•--- -------1p, ... :1~1~1w+1--rh-l--~~~-t~t--1 -1--1-1-1-+-.----+-r---+--t--+----· --··---....... -------·---·-----. --• ---·-·--· . --· .... J .. -t . -··· .... ... --··--·· . . ... -.. -· I-· . -· -------------···---····-··---· ----------·--------·-· .... -- -• -...... ------· • ----· --•• ·-· --•• -• .,...... • ----•------• + • -... - ·~ --· ··-···,·-.. -··-.... ---··•·· .. --·-·· -·--·· •· .. ---· .... -·· . . . -.. . . . -. .. ·1 ---··-· ·•-. ···:·-. --·1··· -.. . . . . . . ... . ... . . . . . . ... . ·-. -.. ····· .. . . ... . . . -. . ... -... --. . .. . t . . . .. .. . . . . - -·-· --·· ·-· ~ ·-·-----------------··-·---·----•---- -,.-·;:i•···· ...• ······-··· ·-··· .•.•..••.... ····-··"• -•• -------------.. . -.. --·• ---· . ··-·--. -.. ---..• ..... ....... . .. \ . ...... . ..... ····· .. ······-······ ··-···· ....... . N ' • • • •• • • • •• •• • -• • 0 • • •• •• • • .. . . . ' -.... -. ... . -. -. . .. ... -·· . . .. -. -·---••·• ... . . ..... - .. .. . .. -.. . .. . -... --.. -·-. .. -.... . . ' . .. -... -. . . . ·• .. -... . . ' ..... ··•·•· -. . . --,. - . . . . . ·--. . .. -- . . ··• .. .. . . . --~-I-- .. -. . ' . ·--· -.:.._, • .,_......,. ----------- ·~ ----------~--. -·-•--:.~ -----. -----.. _---: .1 - t :~:~ ~ ~j_\ --~---, •• _L-___ :_ -• :-· . -_: = -. ·:~.l-~ = .: --~ --~ ~ : l -L . : -T . . . . . •-----_J ·~ ·:~~,--~ ............... -.............. -~-.... ::.~ .·.:~. -....... • .. ·-·.:~ ---·· -. -•• .. :·:I].··-~ • • • •• -• • • •• • • • • . ·I I . -. . . ... .. . . .. .. -. . . . . . ·I --·1;;-.,·····,--·-J.··-·---····--···-···-·· ... ···-· ···'··-···'-··'···········-J __ J ........ I···.· . . . I __ --'---·~··-· __ .•.•. 1 -··--··· •.• _ •. .1. _ .. LJ . -·· .. J.-·-1 I .. I _ • .I I l _ L_ -:t ·l:--L t:TJ ----rl-1---l+r ++-! \ l -----i I ,· 1 j !-L --1 l J --.. ! I ! J L I .L I . I i I. i i ! I I 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 Descri tion : PATIO COVERMEMBERS Wood Beam Design : RJ Project Title: Engineer: Project ID: Project Descr: t7 BEAM Size : Calculatlons per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 2x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-1.6 Load Combinations, Major Axis Bending Wood Species : Fb -Tension Fb-Compr Douglas Fir-Larch Wood Grade : No.2 900.0 psi Fe -Prll 1,350.0 psi: Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 31.210 pcf 900.0 psi Fe -Perp 625.Q psi Ft 575.0 psi Eminbend -xx 580.0 ksi Applied Loads Unifload: D=0.0160, Lr=0.020k/ft, Trib=2.0fl Design Summary Max fb/Fb Ratio = fb: Actual: Fb : Allowable : Load Comb: Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : 0.302 · 1 406.21 psi at 1,346.39 psi +D+Lr o·.1sa : 1 37.75 psi at 225.00 psi +D+Lr 12 I. Max Reactions (kl Left Support 0.09 J.r 0.11 0.21 Right Support 0.17 2.670 ft in Span # 1 5.550 ft in Span # 1 .E ax e ons l:1 Transient Downward 0.026 in Total Downward 0.047 in Ratio 2769 Ratio 1538 LC: Lr Only LC: +D+Lr Transient Upward -0.017 in Total Upward -0.030 In Ratio 2886 Ratio 1602 LC: Lr Only LC: +D+Lr ·wood Beam Design: RB1 Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 6x14, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood· Species : Douglas Fir-Larch Wood Grade : No.1 BEAM Size : Ft:1 -Tension 1,350.0 psi Fe -Pr11 925.0 psi Fv 170.0 psi Ebend-xx Fb -Compr 1,350.0 psi Fe -Perp 625.0 psi Ft 675.0 psi Emlnbend -xx Applied Loads Beam seij weight calculated and added to loads Unlf Load: D = 0.0190, Lr = 0.020 k/ft, Trlb= 6.0 ft Design Summary Max fb/Fb Ratio = lb : Actual: Fb : Allowable : Load Comb: Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb: 0.456 · 1 740.35 psf at 1,624.46 psi +D+Lr 0.21~: 1 44.85 psi at 21.2.50 psi +D+Lr Q J. Max Reactions (k) Left Support 1.81 .b[ 1.67 1.09 Right Support 1.18 9.880 ft in Span # 2 4.000 ft In Span# 1 Yi ~ Max Detractions l:1 Transient Downward 0.1 76 in Ratio 1298 LC: Lr Only Transient Upward -0.104 in Ratio 916 LC: Lr Only 1,600.0 ksi 580.0ksi Density 31.210 pcf Total Downward 0.366 in Ratio 622 LC: +D+Lr Total Upward -0.218 in Ratio 440 LC: +D+Lr l'itle 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 Design: CB1 Project Title: Engineer: Project ID: Project Descr: Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 8x16, Sawn, Fully Unbraced . Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : Fb • Tension Fb -Compr Douglas Fir-Larch Wood Grade : No.2 875.0 psi Fe• Prll 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi 875.0 psi Fe -Perp 625.0 psi Ft 425.0 psi Eminbend -xx 470.0 ksi Density 31 .210 pcf Applied Loads Point: D = 1.60, Lr= 2.20 k@ 14.0 ft Design Summary Max fb/Fb Ratio = fb : Actual: Fb : Allowable : Load Comb : Max fv/FvRatio = fv: Actual: Fv : Allowable : Load Comb: 0.995 · 1 • 1,062.89 psf at 14.000 ft in Span# 1 1,068.42 psi .-D+Lr 0.115: 1 24.52 psi at 0,.000 ft in Span# 1 . 212.50 psi i-O+Lr D L Max Reactions {k) Left Support 01!0 -!l 1.10 1.10 'ti. Right Support 0.80 !:! Max uenect1ons Transient Downward 0.577 In Ratio 581 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward Ratio Total Upward Ratio 0.997 in 336 LC: +D+Lr 0.000 in 9999 LC: Wood Beam Design : CB2 Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 4x12, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : Douglas Fir-Larch Wood Grade :. No.2 BEAM Size: Fb -Tension 875.0 psi Fe -Pr11 600.0 psi Fv 170.0 psi Ebend-xx Fb -Compr 875.0 psi Fe -Perp 625.0 psi Ft 425.0 psi Eminbend -xx Applied Loads Beam sett weight calculated and added to loads Unlf Load: D = 0.0130, Lr= 0.020 l<Jlt, Trib= 8.0 It Design Summary Max fb/Fb Ratio = lb : Actual : Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : 0.304; 1 354.38 psi at 1,164.65 psi +D+Lr 0.219: 1 • 46.60 psi at 212.50 psi +D+Lr .Q l. Max Reactions (k) Left Support 0.41 IJ 0.58 1.50 Right Support 1.06 9.000 ft in Span # 1 8.100 ft In Span # 1 Y:J. g Max uenections l:! Transient Downward 0.024 In Ratio 4577 LC: Lr Only Transient Upward -0.002 in Ratio 9999 LC: Lr Only 1,300.0 ksi 470.0 ksi Density 31.210pcf Total Downward 0.040 in Ratio 2687 LC: +D+Lr Total Upward -0.003 in Ratio 9999 LC: +D+Lr ' T~tle Block Line 1 You can change \his area using the 'Settings' menu-item and then using the 'Printing & Title Block' selection. Ti 6 DESCRIPTION: typical footing for patio cover Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used: ASCE 7-16 General Information Material Properties f c : Concrete 28 day strength fy : Rebar Yield Ee : Concrete Elastic Modulus Concrete Density cp Values Flexure Shear Analysis Settings Min Steel % Bending Rein!. Min Allow% Temp Rein!. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Seil 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 fooling = 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 # 2.50 ksi 60.0 ksi 3,122.0 ksl 145.0 pcf 0.90 0.750 0.00180 1.0: 1 = 1.0: 1 3.50 ft 2.20 ft 24.0 In In In In 3.0 In 4.0 5 Yes Yes No ·No # 6.0 5 # Bars required within zone Bars along 2-Z Axis 77.2% # Bars required on each side of zone 22.Bo/o Applied Loads D Lr P : Column Load = 2.50 2.0 OB : Overburden = M-xx M-zz V-x = V-z = Project Title: Engineer: Project ID: Project Descr: Soil Design Values Allowable Soll Bearln~ = 2.0 ksf Increase Bearing By ooting Weight No Soil Passive Resistance (for Sliding) 250.0 pcf Soll/Concrete Friction Coeff. 0.30 Increases based on footing Depth 2.0 ft Footing base depth below soil surface = Allow press. Increase per foot of depth ksf when footing base Is below ft Increases based on footing plan dimension Allowable pressure increase per foot of depth ksf when max. length or width is greater than = ft L s w E H k ksf ----·-k-ft 3.40 k-11 ··-----·· 0.40 k l( Tftle BIOCK Line 1 You can change this area using the 'Settlngs' menu item and then using the 'Printing & Title Block' selection. Title Block Li typical footing for patio cover DESIGN SUMMARY Min. Ratio Item PASS 0.6320 Soil Bearing PASS n/a Overturning -X-X PASS 1.690 Overturning -Z-Z PASS 6.971 Sliding -X-X PASS n/a SUding-Z-Z PASS n/a Uplift PASS 0.08076 Z Flexure ( +X) PASS 0.08076 Z Flexure (-X) PASS 0.006450 X Flexure (+Z) PASS 0.006450 X Flexure (-Z) PASS nla 1-way Shear (+X) PASS 0.0 1-way Shea (-X) PASS n/a 1-way Shear (+Z) PASS n/a 1-way Shear (-ZJ PASS n/a 2-way Punching Detailed Results Soil Bearing Rotation Axis & Load Combination ... Gross Allowable X-X. +O+Lr 2.0 X-X. +D+0.70E 2.0 X-X . ..0-0.70E 2.0 X-X. +0+0.5250E 2.0 X-X. ..0-0.5250E 2.0 X-X. +0.60D+0.70E 2.0 X-X. +0.60D-0.70E 2.0 Z-Z. +D+Lr 2.0 Z-Z. +0+0.70E 2.0 Z-Z. +0-0.70E 2.0 Z-Z . ..o+0.5250E 2.0 Z-Z. +D-0.5250E 2.0 Z-Z. +0.600+0.70E 2.0 Z-Z. +0.60D-0.70E 2.0 Overturning Stablllty • Rotation Axis & Load Combination ... X-X. +O+Lr X-X. +0+0.70E X-X. +D-0.70E X-X. +0+0.5250E X-X. +O-0.5250E X-X. -+-0.60D-+-0.70E X-X. -+-0.60D-0.70E Z-Z. +O+Lr 2-Z. +0+0.70E Z-Z, +D-0.?0E Z-Z. +0+0.5250E Z-Z. +D-0.5250E Z-Z. +0.60D+0.70E Z-Z. +0.60D-0.70E Sliding Stability Force Application Axis Load Comblnatlon ... X-X. +O+Lr X-X . ..o+0.70E X-X. +D-0.70E Applied 1.264 ksf 0.0 k-ft 2.940 k-ft 0.280 k 0.0 k 0.0 k 4.166 k-fl/ft 4.166 k-fl/ft 0.3143 k-fl/ft 0.3143 k-ft/ft 0.0 psi 0.0 psi 0.0 psi 0.0 psi 2.615 psi Xecc Zecc (in) nla 0.0 n/a 0.0 n/a 0.0 n/a 0.0 nla 0.0 n/a 0.0 n/a 0.0 0.0 n/a 7.454 n/a -7.454 n/a 5.591 nla -5.591 n/a 12.423 nla -12.423 n/a Overtumln Moment None None None None None None None None 2.940 k.ft 2.940 k-ft 2.205 k•ft 2.205 k-fl 2.940 k-fl 2.940k-ft Sliding Force 0.0 k 0.280 k -0.280 k Project Title: Engineer: Project ID: Project Descr: Capacity 2.0 ksf 0.0 k-ft 4.970 k-ft 1.952 k 0.0 k 0.0 k 51.582 k-fl/ft 51.582 k.fVl1 48.725 k-Mt 48.725 k-fttrl 75.0 psi 0.0 psi 75.0 psi 75.0 psi 75.0 psi 2-o Governing Load Combination ..0-0.70E about Z-Z axis No Overturning +0.60D+0.?0E +0.60D+0.70E No Sliding No Uplift +1.360D+2.50E +1.360D-2.50E +1.20O+0.50Lr +1.20D+0.50Lr n/a n/a n/a n/a +1.360D+2.50E Actual Soll Bearing StreH ~ Location Actual / Allow Bottom, -Z T~, +Z Le , -X Righi, +X Ratio 0.8744 0.8744 n/a n/a 0.437 0.6147 0.6147 n/a n/a 0.307 0.6147 0.6147 n/a n/a 0.307 0.6147 0.6147 n/a n/a 0.307 0.6147 0.6147 n/a n/a 0.307 0.3688 0.3688 nla n/a 0.104 0.3688 0.3688 nla n/a 0.184 n/a nla 0.8744 0.8744 0.437 n/a n/a 0.0 1.264 0.632 n/a n/a 1.264 0.0 0.632 n/a nla 0.1287 1.101 0.551 n/a n/a 1.101 0.1287 0.551 n/a n/a 0.0 1.194 0.597 n/a nla 1.194 0.0 0.597 Resistin Moment StabH' Ratio Status 0.0k-ft lnfinltv OK 0.0 k-fl lnfinilv OK 0.0 k-ft lnfinitv OK O.Ok..ft lnfinitv OK 0.0 k-ft lnfinitv OK 0.0 k-ft lnfinltv OK 0.0 k-ft lnfinitv OK 0.0k-fl lnfinltv OK 8.283 k.ft 2.817 OK 8.283 k-ft 2.817 OK 8.283 k-ft 3.756 OK 8.283 k-fl 3.756 OK 4.970 k-fl 1.690 OK 4.970 k..ft 1.690 OK All units k Resisting Force Stability Ratio Status 3.120 k No Slidina OK 2.520 k 9.0 OK 2.520 k 9.0 OK • Tftle Block Line 1 You can change this area using the • Settings' menu item and then using the 'Printing & TIiie Block' selectloo. Ti Line 6 Sliding Stability Force Application Axis Load Combination ... X-X . ..0+0.5250E X-X. +0--0.5250E X-X. +0.60D+0.70E X-X. +0.60D--0.70E Z-2.-tO+lr Z-2. +D+0.70E Z-Z. -00.70E Z-2, +D+0.5250E Z-2, -00.5250E 2-2, +0.60D+0.70E 2-2. +0.60D--0.70E Footing Flexure Flexure Axis & Load Combination X-X. +1.200+0.501.r X-X, +1.20D+0.50Lr X-X, +1.360D+2.50E X-X, +1.360D+2.50E X-X. +1.360D-2.50E X-X. +1.3600-2.50E Z-2, +1.200+0.SOLJ Z-2. +1.20D+0.50Lr Z-Z. +1.360D+2.50E Z-Z. +1.3600+2.50E Z-Z. +1.360D-2.50E 2-Z, +1 .360D-2.SOE One Way Shear Load Combination ... +1.20D+0.50Lr +1.3600+2.SOE +1.360D-2.50E Two-Way •Punching• Shear Load Combination ... +1.20D+0.50Lr +1.360D+2.50E +1.360D-2.SOE Project Title: Engineer: Project ID: ProJect Descr: All units k Sliding Force Resisting Force . Stability Ratio Status 0.210 k 2.520 k 12.0 OK --0.210 k 2.520 k 12,0 OK 0.280 k 1.952 k 6.971 OK -0.280 k 1.952 k 6.971 OK 0,0 k 3.770 k No Slidina OK 0,0 k 3.170 k No Slldina OK 0.0 k 3.170 k NoSlidino OK 0,0 k 3.170 k NoSlidlna OK 0.0 k 3.170 k No Slldlna OK 0.0 k 2.602 k No Slidino OK O.Ok 2.602k No Slidina OK Mu Side Tension As Req'd Gvrn. As Actual As Phl'Mn Statu& k-ft Surface in'2 1n•2 ln'2 k-lt 0.3143 +Z Bottom 0.5184 Min Terna% 0.5314 48,725 OK 0.3143 -2 Bottom 0.5184 Min Temoo/o 0.5314 48.725 OK 0.2671 +Z Bottom 0.5184 MlnTemo% 0.5314 48.725 OK 0.2671 -2 Bottom 0.5184 Min Temo % 0.5314 48.725 OK 0.2671 +Z Bottom 0,5184 MinTemo% 0.5314 48.725 OK 0.2671 -Z Bottom 0.5184 MlnTemo% 0.5314 48,725 OK 0.7955 -X Bottom 0.5184 MinTemo% 0.5636 51.582 OK 0.7955 +X Bottom 0.5184 MinTemoo/o 0.5636 51.582 OK 0.6039 -X Too 0.5184 Min Terna% 0.5636 51.582 OK 4,166 +X Bottom 0.5184 Min Terna% 0.5636 51.582 OK 4,166 ·X Bottom 0.5184 MinTemoo/o 0.5636 51.582 OK 0,6039 +X Too 0.5184 Min Temo% 0.5636 51.582 OK Vu@ -X Vu@+X Vu @-Z Vu@+Z Vu:Max PhiVn Vu/PhrVn Status o.ooosi 0.00 osi 0.00 osl 0.00 osi 0.00 osi 75.00 osi 0.00 OK O.OOosi O.OOosi 0.00 osl 0.00 osi 0.00osi 75.00 osi 0.00 OK O.OOosl O.OOosl 0.00 osi 0.00 os\ O.OOosl 75.00 osi 0.00 OK AU units k vu· PhrVn Vu/ Phi-Vn Status 1.36 osl 150.00osl 0.00907 OK 2.62 OSI 150.00osi 0.01743 OK 2.62 OSI 150.00osi 0.01743 OK