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Home My WebLink About1734 MALLOW CT; ; CBR2019-0460; PermitBuilding Permit Finaled Residential Permit Print Date: 09/29/2025 Job Address: Permit Type: Parcel #: Valuat ion: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: 1734 MALLOW CT, CARLSBAD, CA 92011-5122 BLDG-Residential 2155163200 $20,509.84 Work Class: Track#: Lot#: Project#: Plan#: Construction Type: Orig. Plan Check#: Plan Check#: Addition Permit No: Status: ("city of Carlsbad CBR2019-0460 Closed -Fina led Applied: 02/27/2019 Issued: 04/16/2019 Finaled Close Out: 09/29/2025 Final Inspection: INSPECTOR: York, Paul Collins, Michael Alvarado, Tony Burnette, Pa ul Description: ILIC: ADD 42 SF ENTRY// CONVERT 188 SF ATTIC TO BATHROOM & ADD NEW ROOF STRUCTURE// 44 SF BALCONY AT FRO OF HOUSE// 360 SF ADDITION AT BACK OF HOUSE (1ST AND 2ND FLOOR)// REPLACE/CHANGE EXISTING PATIO COVER Applicant: SANJA ILIC 1734 MALLOW CT CARLSBAD, CA 92011 (760) 672-0543 FEE BUILDING PERM IT FEE ($2000+) BUILDING PLAN CHECK FEE (BLDG) Property Owner: SANJA ILIC 1734 MALLOW CT CARLSBAD, CA 92011 (760) 672-0543 ELECTRICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION MECHANICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL PLUMBING BLDG RESIDENTIAL NEW/ADDITION/REMODEL SB1473 GREEN BUILDING STATE STANDARDS FEE STRONG MOTION-RESIDENTIAL SWPPP INSPECTION FEE TIER 1 -Medium BLDG SWPPP PLAN REVIEW FEE TIER 1 -MEDIUM Total Fees: $972.97 Total Payments To Date: $972.97 Balance Due: AMOUNT $212.53 $148.77 $41.00 $175.00 $39.00 $49.00 $1.00 $2.67 $246.00 $58.00 $0.00 Please t ake 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 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov C cityof Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION B-1 PI an Check Cf)R_,2Ql9-04\.o() Est. Value 2o,t:CA- PC Deposit --------- Date ....;..2._-X;...._71_-_,_19__._ __ Job Address A 1-3 4 kA-Lt..,O lXI Gd Suite: __ / ___ APN: __________ _ CT/Project#: _________ Lot#: ____ Fire Sprinklers: yes/ no Air Conditioning: yes/ no ~Addition/New: 4-;2.. living SF, 'L\\...\ Deck SF,~---Patio SF, ___ Garage SF Is this to create an Accessory Dwelling Unit? Yes/ No New Fireplace? Yes@, if yes how many? __ ~ Remodel: \ fs g SF of affected area Is the area a conversion or change of use ?Q No 0 Pool/Spa: ____ SF Additional Gas or Electrical Features? ___________ _ □ Solar: ___ KW, ___ Modules, Mounted: Roof/ Ground, Tilt: Yes/ No, RMA: Yes/ No, Battery: Yes/ No Panel Upgrade: Yes/ No D Reroof: ------------------------------------ □ Plumbing/Mechanical/Electrical Only: ________________________ _ ~ Other: \~<a ~ Roof ~n,u,_re , re{1QC O rdLl")t APPLICANT (PRIMARY CONTACT) Name: SP.NJ A l (.., I C... Address: \3::J.½ t:1PclA,0 W c..,( City: c.J\"(2., L S. ~d) State: c,e Zip: ¾ I I Phone: ?:: bo 6 'J:2-o C4: 1 -< d/1 Email: S 'A N')A l (...,LL-§) W l h A I k ~ (DtJ PROPERTY OWNER Name: S~'J{),-l'-1 c_ Address: \';\ '?:. 7. MA u......O vO 4 City: Ch <-~--,a--e. 9 State: CA Zip: 71-D / 7 Phone: dPO 6 -=t2-0 5 'fj Email: S. PiN JA \ L.,I L ,§> a:,..o'i' H {>, I'--c.-.::) f] DESIGN PROFESSIONAL CONTRACTOR BUSINESS Name:Q.,D{?,GR1 ~-SEtN'-¢ . f UlL f G~fulvc M'-Ji°me: ________________ _ Address: 2~'-,,3~G: UJVIC.01:z::N i Q ff'" ' Address: ________________ _ City: C&?rt?,..L ~ l} P<1) State: 00 Zip: Cf 2-c>0 ~ City: _______ State: ___ Zip: ______ _ Phone: ! 6 I !;\ t{J g 6 lie :J / Phone: _______________ _ Email: p.,oa ~@>FVLLfE~~r£61110 •W r, Email: __________________ _ Architect State License: __________ _ State License: ______ Bus. 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 Ph: 760-602-2719 Fax: 760-602-8558 Ema il: Building@carlsbadca.gov 8-1 Page 1 of 2 Rev. 06/18 ( OPTION A): WORKERS'COMPENSATION DECLARATION: I hearby affirm under penalty of perjury one of the following declarations: 0 I have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. 0 I 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 No. _______________ Expiration Date: __________ _ 0 Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to be come subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to $100,000.00, in addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. CONTRACTOR SIGNATURE: [JAGENT 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). ~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). 0 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. 0 Yes O 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 followin ns to provide the work indicated (include name / address/ phone / type of work): OWNER SIGNATURE: DATE: '1 l-6 / 1o { '1 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? 0 Yes O No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 Yes O No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 Yes O No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. APPLICANT CERTIFICATION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. 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 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). APPLICANT SIGNATURE: ~~ 1635 Faraday Ave Carlsbad, CA 92008 ~==9{Fax: 760-602-8558 DATE: 2</l/o? v 11 I Email: Building@carlsbadca.gov B-1 Page 2 of 2 Rev. 06/18 PERMIT INSPECTION HISTORY for (CBR2019-0460) Application Date: 02/27/2019 Owner: SANJA ILIC Permit Type: BLDG-Residential Work Class: Addition Issue Date: 04/16/2019 Subdivision: CARLSBAD TCT#72-34 UNIT#03 Status: Closed -Finaled Expiration Date: 01/05/2024 IVR Number: 17358 Address: 1734 MALLOW CT CARLSBAD, CA 92011 -5122 Scheduled Date Actual Inspection Type Start Date Inspection No. Inspection Primary Inspector Reinspection Inspection 02/14/2024 04/15/2024 Status Checklist Item COMMENTS BLDG-Building Deficiency BLDG-18 Exterior lath/Drywall Checklist Item 135087-2020 COMMENTS Passed Paul Burnette BLDG-Building Deficiency 02/14/2024 BLDG-Final Inspection Checklist Item BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final BLDG-Final Inspection Checklist Item BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final 239410-2024 COMMENTS Failed Tony Alvarado No entry for final inspection review 245228-2024 COMMENTS Partial Pass Tony Alvarado 4/15/2024-(Partial Final) 1. Pending 1st level bay window scope of installation workmanship-failed due to water damage by subcontractor bay window installation (Andersen Window Company). Homeowner Dr. Sanja Ilic has reached out to Andersen Window Installation Company to repair framing, thermal insulation, and stucco wire lath and stucco. 2. SWPPPS and BMPS-OK. Monday, September 29, 2025 Passed Yes Passed Yes Reinspection Passed No No No No Re inspection Passed Yes Yes Yes Yes Complete Incomplete Incomplete Page 5 of 5 PERMIT INSPECTION HISTORY for (CBR2019-0460) Application Date: 02/27/2019 Owner: SANJA ILIC Permit Type: BLDG-Residential Work Class: Addition Issue Date: 04/16/2019 Subdivision: CARLSBAD TCT#72-34 UNIT#03 Status: Closed -Finaled Expiration Date: 01/05/2024 IVR Number: 17358 Address: 1734 MALLOW CT CARLSBAD, CA 92011 -5122 Scheduled Date Actual Inspection Type Start Date Inspection No. Inspection Primary Inspector Reinspection Inspection Status BLDG-83 Roof Sheating, 128166-2020 Passed Michael Collins Complete Exterior Shear (13, 15) Checklist Item COMMENTS Passed BLDG-Building Deficiency Rear addition only. Yes BLDG-13 Shear Panels-HD (ok Yes to wrap) BLDG-15 Roof Yes Sheathing-Reroof 06/18/2020 06/18/2020 BLDG-14 130521-2020 Failed Michael Collins Re inspection Incomplete Frame/Steel/Bolting/We lding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready. See card. No BLDG-Building Deficiency Deck joists not per plan. No BLDG-Building Deficiency See card. No 06/30/2020 06/30/2020 BLDG-34 Rough 131474-2020 Cancelled Michael Collins Reinspection Incomplete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Cancelled No BLDG-84 Rough 131543-2020 Passed Michael Collins Complete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 6/30/20, rear additions at Lower & Upper Yes Frame-Steel-Bolting-Welding floors, see card for exhaust duct (Decks) termination, (6/18/20) BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout 6/30/20 Yes BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical 6/30/20 Yes BLDG-34 Rough Electrical Yes BLDG-44 6/30/20 Yes Rough-Ducts-Dampers BLDG-44 Yes Rough-Ducts-Dampers 07/07/2020 07/07/2020 BLDG-16 Insulation 132043-2020 Passed Michael Collins Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency 7/07/20, Lower/upper rear addition. Yes 08/07/2020 08/07/2020 BLDG-17 Interior 135086-2020 Passed Paul Burnette Complete Lath/Drywall Monday, September 29, 2025 Page 4 of 5 PERMIT INSPECTION HISTORY for (CBR2019-0460) Application Date: 02/27/2019 Owner: SANJA ILIC Permit Type: BLDG-Residential Work Class: Addition Issue Date: 04/16/2019 Subdivision: CARLSBAD TCT#72-34 UNIT#03 Status: Scheduled Date 02/18/2020 02/28/2020 04/30/2020 05/07/2020 05/1 9/2020 05/20/2020 Closed -Finaled Expiration Date: 01/05/2024 IVR Number: 17358 Address: 1734 MALLOW CT CARLSBAD, CA 92011-5122 Actual Inspection Type Start Date Inspection No. Inspection Primary Inspector Reinspection Inspection Status 02/18/2020 BLDG-17 Interior 119630-2020 Passed Tony Alvarado Complete Lath/Drywall BLDG-27 Shower 119642-2020 Passed Tony Alvarado Complete Pan/Tubs 02/28/2020 BLDG-11 120800-2020 Passed Tony Alvarado Complete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency February 28, 2020: Yes 1. Deputy inspector/special inspector letter -report verified and filed with city records. 2. Geologist/geotechnical engineer certified pad and footing bottoms (typical) Verified report/letter filed with city records- approved. BLDG-12 Steel/Bond 120801-2020 Passed Tony Alvarado Complete Beam 04/30/2020 BLDG-14 126148-2020 Failed Michael Collins Relnspection Incomplete Frame/Steel/Bolting/We lding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Deck joists not per plan. No 05/07/2020 BLDG-13 Shear 126882-2020 Failed Michael Collins Reinspectlon Incomplete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Complete all trades No BLDG-14 126881-2020 Failed Michael Collins Reinspection Incomplete Frame/Steel/Bolting/We !ding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency See card. No BLDG-Building Deficiency Deck joists not per plan. No 05/19/2020 BLDG-13 Shear 127945-2020 Cancelled Michael Collins Reinspection Incomplete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Complete all trades No 05/20/2020 BLDG-24 Rough/Topout 128167-2020 Partial Pass Michael Collins Reinspect ion Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency Waste/ vent at 2nd floor restroom only Yes BLDG-Building Deficiency Yes Monday, September 29, 2025 Page 3 of 5 PERMIT INSPECTION HISTORY for (CBR2019-0460) Permit Type: BLDG-Residential Application Date: 02/27/2019 Owner: SANJA ILIC Work Class: Addition Issue Date: 04/16/2019 Subdivision: CARLSBAD TCT#72-34 UNIT#03 Status: Closed -Finaled Expiration Date: 01/05/2024 Address: 1734 MALLOW CT IVR Number: 17358 CARLSBAD, CA 92011-5122 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 08/05/2019 08/05/2019 BLDG-14 099702-2019 Partial Pass Paul York Reinspection Incomplete Frame/Steel/Bolting/We lding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-24 Rough/Topout 099703-2019 Partial Pass Paul York Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 09/06/2019 09/06/2019 BLDG-21 103252-2019 Partial Pass Paul York Reinspection Incomplete Underground/Underflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 09/30/2019 09/30/2019 BLDG-14 105810-2019 Failed Paul York Re inspection Incomplete Frame/Steel/Bolting/We lding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency No 10/03/2019 10/03/2019 BLDG-13 Shear 106519-2019 Passed Paul York Complete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 10/08/2019 10/08/2019 BLDG-18 Exterior 106803-2019 Failed Paul York Reinspectlon Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency No 10/21/2019 10/21/2019 BLDG-14 108150-2019 Passed Paul York Complete Frame/Steel/Bolting/We lding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency No 10/28/2019 10/28/2019 BLDG-18 Exterior 108851-2019 Passed Paul York Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 11/04/2019 11/04/2019 BLDG-17 Interior 109647-2019 Partial Pass Tony Alvarado Re inspection Incomplete Lath/Drywall Monday, September 29, 2025 Page 2 of 5 Building Permit Inspection History Finaled {city of Carlsbad PERMIT INSPECTION HISTORY for (CBR2019-0460) Application Date: 02/27/2019 Owner: SANJA ILIC Permit Type: BLDG-Residential Work Class: Addition Issue Date: 04/16/2019 Subdivision: CARLSBAD TCT#72-34 UNIT#03 Status: Closed -Finaled Expiration Date: 01/05/2024 IVR Number: 17358 Scheduled Actual Inspection Type Inspection No. Inspection Date Start Date Status 04/18/2019 04/18/2019 BLDG-SW-Pre-Con 089273-2019 Passed Checklist Item COMMENTS BLDG-Building Deficiency 06/07/2019 06/07/2019 BLDG-11 094081-2019 Passed Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS BLDG-Building Deficiency BLDG-12 Steel/Bond 094082-2019 Passed Beam Checklist Item COMMENTS BLDG-Building Deficiency 07/29/2019 07/29/2019 BLDG-14 098907-2019 Cancelled Frame/Steel/Bolting/We lding (Decks) Checklist Item COMMENTS BLDG-Building Deficiency 07/30/2019 07/30/2019 BLDG-14 098980-2019 Withdrawn Frame/Steel/Bolting/We lding (Decks) Checklist Item COMMENTS BLDG-Building Deficiency 08/02/2019 08/02/2019 BLDG-24 Rough/Topout 099653-2019 Partial Pass Checklist Item COMMENTS BLDG-Building Deficiency BLDG-84 Rough 099473-2019 Partial Pass Combo(14,24,34,44) Checklist Item COMMENTS BLDG-Building Deficiency BLDG-1 4 Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers Monday, September 29, 2025 Address: 1734 MALLOW CT CARLSBAD, CA 92011-5122 Primary Inspector Reinspection Paul Burnette Passed No Paul York Passed Yes Paul York Passed Yes Paul York Re inspection Passed No Paul York Reinspection Passed No Paul York Reinspection Passed Yes Paul York Reinspection Passed Yes Yes Yes Yes Yes Inspection Complete Complete Complete Incomplete Incomplete Incomplete Incomplete Page 1 of 5 Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnlcal I Environmental & Construction Engineering I Civil Engineering I Surveying INSPECTION REPORT PAGE OF 1 --- CTE JOB NO. 10-14985T REPORT NO. PROJECT NAME _IL_l...::C_R..:...es.:....id.:....e.:....n...::c..:..e ______ _ INSPECTION MA TE RIAL IDENTIFICATION ADDRESS 1734 Mallow Court, Carlsbad, Ca. □ CONCRETE CONC. MIX NO. & lb/in2 □ REINF. STEEL GROUT MIX NO. & lb/in2 ARCHITECT □ MASONRY MORT AR TYPE & lb/in2 ENGINEER ANP Engineering □ P.T. CONCRETE REINF. STEEL GR./SIZE CONTRACTOR _O_w_n_e_r __________ _ □ FIELD WELDING STRUCTURAL STEEL OTHER □ SHOP WELDING HIGH-STRENGTH BOLT INSPECTION DATE _5_-3_1_-1_9 _________ _ □ BATCH PLANT MASONRY BLOCK PLAN FILE/OTHER ...::S..:...-1 __________ _ □ EXP. ANCHOR OTHER Epoxy -Simpson SET -XP BLDG. PERMIT/OTHER _C_B_R2_0_1_9_-0_4_60 _____ _ □ OTHER MATERIAL SAMPLING 0 CONCRETE 0 MORTAR 0 GROUT 0 FIREPROOFING 0 MASONRY BLOCK 0 REINFORCING STEEL 0 STRUCTURAL STEEL 0 BOLTS 0 OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. Arrived on site per client's request for Epoxy/ dowel installation. • Location -(2) locations, (1) at front entry, landing, (15) #4 rebar 16" on center with 2" bend, 30" on center, 9" embed epoxied into footing per S-1/3 foundation detail. Grid lines -1-3 / B.5-D. (1) at back landing near sliding glass doors. (6) #4 rebar 18" on center with 6" embed epoxied into footing, per S-1/1, Strong wall footing detail, grid lines -A-B / 6. • Material -Simpson SET -XP, expiration date 3-27-20, per ICC ESR-2508. Verified all holes for depth, brushed and blown clean prior to epoxy placement. • Inspection, material, installation per provided approved plans and job specifications. No discrepancies found. Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. PRINTED NAME CERTIFICATION NO. John Norby ICC -5242680 SIGNATURE ---+aJ--'-t 1n_~..:...._--1-}_ 1 __ _ r I 1441 Montiel Road, Suite 115 I Escondido, CA92026 I Ph (760) 746-4955 I Fax (760) 746-9806 I www.cte-lnc.net EX. 4x6 POST ECCQ CONT. ✓. EsG1I A SAf-Ebu It Cc,mp~ny DATE: 03/ 11/ 19 JURISDI CTION: Carlsbad ::J APPLICANT ~RIS PLAN CHECK#.: CBR2019-0460 PROJECT ADDRESS: 1734 Mallow Court SET I PROJECT NAME: Addtion for the Ilic Residence □ □ □ □ □ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is fo r your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant th at the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacte~ {b-Telephone #. _ Date contacted: ---~-) Email Mali Telephone Fax In Person REMARKS: (1) Show a W P/GFCI outlet in the front of the resi1~and at the new balcony. (2) Provide a light on the new ba lcony. \.J/ By: Javier Snider Enclosures. EsGil 03/04/19 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 • Carlsbad CBR2019-0460 03/11/19 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Javier Snider BUILDING ADDRESS: 1734 Mallow Court BUILDING OCCUPANCY: R-3 BUILDING PORTION Air Conditioning Fire Sprinklers TOTAL VALUE Junsd1ct1on Code cb I 1997 UBC Building Permit Fee j 1997 UBC Plan Check Fee Type of Review r Repet1t1ve Fee 1 ..,. Repeats ,.. Comments: p AREA Valuation ( Sq. Ft.) Multiplier By Ordinance ..... ..... Com plete Review r Other r Hourly EsGil Fee PLAN CHECK#.: CBR2019-0460 DATE: 03/ 11/ 19 Reg. VALUE (S) Mod. 20,509 ~ 20,509 L r Structural Only L $129.42 -~ Sheet 1 of 1 ANP ENGINEERING INC. 4682 Iowa street #207 San Diego, CA 92116 Client: Dr. Sanja Ilic Structural Calculations for: Remodeling plus entry addition and Attic conversion At 1734 Mallow Ct. \ Carlsbad, CA 92011 page one of 22 -- 0~ ~~-~ ~ ~I~ p -7 A -- wet signature Date: February 20, 2019 CBR2019-0460 1734 MALLOW CT IUC ADD 42 SF ENTRY// CONVERT 188 SF ATTIC TO BATHROOM & ADD NEW ROOF STRUCTURE // 44 SF BALCONY AT FRONT OF HOUSE 2155163200 2/27/2019 CBR2019-0460 DESIGN LOADS for 1734 Mallow Ct., Carlsbad, CA 92011 Roof D.L. = 10 psf (Comp. Shingles) Roof live load = 20 psf Floor D.L. = 12 psf Wind Speed = 110 mph I= 1.0 Zone A= 21 psf Seismic Design Category D 1=1.0 R= 6.5 Sds=0.764 Soil Bearing Pressure= 1500 psf sandy clay Ceiling DL = 5 psf Floor Live load = 40 psf Exposure C Zone C= 14 psf Risk category II Soil Site Class = D Cs=0.12 page 2 Active pressure = 35 pcf Coef. of Friction= 0.1 Passive Pressure = 100 pcf Use 2# 4 top and bottom rebar and min. 12"X18" footings for this project GOVERNING CODE STRUCTURAL STEEL: WELDING: LUMBER: LGLULAMS: VERSA LAM CMU CONCRETE COLD FORM STEEL Design Criteria Sheet 3 of 13 Project: Sanja Ilic 1734 Mallow Ct .. Carlsbad, CA 92011 2016 CBC OR 2016 CRC FY=S0 KSI (A572-S0) 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 E70 TYPICAL 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'm= 2500 PSI PER ESR 1155-P L _j + :;. . , , . . . • -- ·- · " ' + I. . . . -- " _J Q Q ,, () ,, t,; \J 1~ ..• .- -~ .-z . ~ '· ,/ {'> ·+ \' ) ' ,J , - - l./ ', er ' ~ ~-· .. : J 0 t- · \ ,,; - · II vD -, - : ; . 4 \J ) Q ~ ~ {' · -( "' t · - a. -- ,, ti "' ~ f" \ _) j• <<I \, _/ _.J 0 ' (; J 5 ,: ' ~ j ,. ~ ( :: _ } () o- · _ f. ·cr - 1 ~ ~ _J 2 t1 ,. . ,j ~ - - -. ' J: : • p 1-~ -- :; ., • \, .: \ ) r- 1:r ; (' ( ) + +· +· 0 :: ~ QL -t - - i~~ +- \. 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J I 0 "$ .. . . p ANP ENGINEERING INC. 4682 IOWA 3207 SAN DIEG, CA 92116 ntle Block Line 6 Multiple Simple Beam Wood Beam Design : RJ BEAM Size : Project Title: Engineer: Project ID: Project Oescr: Pnnted: 21 FEB 2019, 2:21PM File= C:\Users\ANPLAP-1\0OCUME-1\SANJA ILIC.e<:6 . Software cop • htENERCALC, INC. ~983-2019, BLiild:10.18.12.31 _- Calculations per NOS 2015, IBC 2015, CBC 2016, ASCE 7-10 2x8, Sawn, Fully Braced Using Allowable Stress Design with IBC 2012 Load Combinations, Major Axis Bending Douglas Fir -Larch Wood Grade : No.2 Wood Species : Fb -Tension Fb -Compr 900.0 psi Fe -Prfl 1,350.0 psi Fv 180.0 psi Ebend-xx 900.0 psi Fe -Perp 625.0 psi Ft 575.0 psi Eminbend -xx 1,600.0ksi 580.0ksi Density 31.210 pcf Applied Loads Unif Load: D = 0.0150, Lr= 0.020 k/ft, Trib= 2.0 ft Design Summary Max fb/Fb Ratio = lb : Actual: 0.252; 1 391 .53 psi at 1,552.50 psi +D+Lr+H Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.125 : 1 28.16 psi at 225.00 psi +D+Lr+H Q .L 0.11 0.11 J.r 0.14 0.14 Wood Beam Design : RB BEAM Size : 3.500 ft in Span # 1 6.417 ft in Span# 1 Y':i. .ti ax cIons Transient Downward 0.029 in Total Downward 0.050 in 1684 >240 Ratio 2947 >360 Ratio LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Upward Ratio LC: +D+Lr+H 0.000 in 9999 LC: Calculations per NOS 201.5, IBC 2015, CBC 2016, ASCE 7-10 6x10, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations, Major Axis Bending Douglas Fir -Larch Wood Grade : No.1 Wood Species : Fb -Tension Fb -Compr 1350 psi Fe -Prll 925 psi Fv 170 psi Ebend-xx 1350 psi Fe -Perp 625 psi Ft 675 psi Eminbend -xx 1600 ksi 580ksi Density 31.21pcf Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0150, Lr= 0.020 k/ft, Trib= 7.0 ft Design Summary Max fb/Fb Ratio = fb : Actual : Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : 0.472; 1 785.43 psi at 6.500 ft in Span # 1 1,664.62 psi +D+Lr+H 0.198 : 1 42.09 psi at 12.220 ft in Span# 1 212.50 psi +D+Lr+H Q .L 'ti. Max Reactions (k) Left Support 0.76 I.[ 0.91 0.91 Right Support 0.76 ,._ sx10 X 13.0 ft !:!. ax ec ions Transient Downward 0.144in Total Downward 0.263 in 592 >240 Ratio 1084 >360 Ratio LC: Lr Only Transient Upward 0.000 In Ratio 9999 LC: Total Upward Ratio LC: +D+Lr+H 0.000 ln 9999 LC: /'\Nt' l:Nl.,;INl:l:KINI,:; INl;. 4682 IOWA 3207 SAN DIEG, CA 92116 Title Block Line 6 . Multiple Simple Beam Wood Beam Design : RH1 BEAM Size: Project Title: Engineer: Project ID: Project Descr: l t Printed. 21 FEB 2019. 2:21PM FIie = C:\Users\ANPLAP-1\00CUME-1\SANJA ILIC.ec6 . Softwafe oopyrlght ENERCALC, INC. ·1983-2019, -Buitd:10.18.12.31 . Calculations per NOS 2015, IBC 2015, CBC 2018, ASCE 7-10 4x6, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations, Major Axis Bending Wood Species : Douglas Fir -Larch Wood Grade : No.2 Fb -Tension 900 psi Fe -Prtl 1350 psi Fv 180 psi Ebend-xx 1600 ksl Density 31.21 pcf Fb -Compr 900 psi Fe -Perp 625 psi Ft 575 psi Eminbend -xx 580 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0150, Lr = 0.020 k/ft, Trib= 8.0 ft Design Summarv Max fb/Fb Ratio = fb : Actual : Fb : Allowable : load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : 0.415 • 1 603.91 ps( at 1.453.n psi +D+Lr+H 0.202 : 1 45.39 psi at 225.00 psi +D+Lr+H Q .b Max Reactions {k) Left Support 0.31 .Lr 0.40 0.40 Right Support 0.31 Wood Beam Design: FJ BEAM Size : 2.500 ft in Span# 1 4.550 ft in Span # 1 5.0 ft !--·-··--------------------·-----1 .!::! ax lions Transient Downward 0.029 in Total Downward 0.052 in 1159 >240 Ratio 2059 >360 Ratio LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Upward Ratio LC: +O+Lr+H 0.000 in 9999 LC: Calculatlons per NOS 2015, IBC 2015, CBC 2016, ASCE 7-10 2x8, Sawn, Fully Braced Using Allowable Stress Design with IBC 2012 Load Combinations, Major Axis Bending Wood Species : Douglas Fir -Larch Wood Grade : No.2 Fb -Tension 900.0 psi Fe -Prtl 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 Unif Load: D = 0.0120, L = 0.040 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = fb : Actual : Fb : Allowable : 0.937; 1 1,163.41 psi at 7.000 ft in Span# 1 1,242.00 psi 1,600.0ksi 580.0 ksi Density 31.210 pcf fl Load Comb : Max fv/FvRatio == fv : Actual : +D+L+H 0.257 : 1 14.0 ft Fv : Allowable : Load Comb : Max Reactions {k) Left Support Right Support 46.19 psi at 13.440 ft in Span # 1 180.00 psi +D+L+H Q .!. 'ti. f 0.08 0.28 0.08 0.28 .!::! Ratio Transient Upward Ratio 0.456 in Total Downward 0.593 in 283 >240 LC: +D+L+H 368 >360 Ratio LC: LOnly 0.000 in 9999 LC: Total Upward Ratio 0.000 in 9999 LC: ANt-' tN\.:ilNtt:KIN(;; INl,;. 4682 IOWA 3207 SAN DIEG, CA 92116 Title Block Line 6 Multipl~ Simple ~eam ... ,.:. Wood Beam Design : FB1 BEAM Size : Project Title: Engineer: Project ID: Project Descr: {2 Printed: 21 FEB 2019, 2:21PM , FIie = C:IUserslANPLAP;-1\00CUME-1\SAN-JA 1LIC,ec6 ... • Software.i:opyr'iglit ENERCA~C; INC .. '1983-2019, Build:10:111112. 3j , ' Calculations per NPS 2015, IBC 2015, CBC 2016, ASCE 7-10 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations, Major Axis Bending Wood Species : Douglas Fir -Larch Wood Grade : No.1 Fb -Tension 1,350.0 psi Fe -Prll 925.0 psi Fv 170.0 psi Ebend-xx 1,600.0 ksi Density 31.210 pcf Fb • Compr 1,350.0 psi Fe -Perp 625.0 psi Ft 675.0 psi Emlnbend -xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0120, L = 0.040 k/ft, Trib"' 1.0 ft Point: D = 0.80, Lr= 0.90 k@ 7.0 ft Design Summary Max fb/Fb Ratio = fb : Actual : Fb : Allowable : Load Comb : 0.824; 1 1,376.35 psi at 6.977 ft in Span# 1 1,670.30 psi Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support +D+Lr+H 0.187: 1 39.80 psi at 12.393 ft In Span# 1 212.50 psi +D+0. 750Lr+0. 750L+H Q ~ L! ~ f. 0.51 0.26 0.42 0.57 0.26 0.48 Wood Beam Design : FH1 BEAM Size : !i ax ectIons 6x8 13.0 ft Transient Downward 0.229 in Total Downward 0.482 in Ratio 680 >360 Ratio 323 >240 LC: Lr Only C: +D+0. 750Lr+0. 750L +H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: CJlcuhttions per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 4x8, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations, Major Axis Bending Wood Species : Douglas Fir -Larch Wood Grade : No.2 Fb -Tension 900 psi Fe -PrU 1350 psi Fv 180 psi Ebend-xx Fb -Compr 900 psi Fe -Perp 625 psi Ft 575 psi Eminbend • xx 1600ksi 580ksi Density 31.21 pcf Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.0120, L = 0.040 k/ft, Trib= 7.0 ft Unif Load: D"' 0.0160 k/ft, Trib= 9.0 ft Unif Load: D = 0.0150, Lr = 0.020 k/ft, Trib= 4.50 ft Design Summary Max fb/Fb Ratio = fb : Actual : Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : 0.611 ; 1 710.58 pSI at 1,162.21 psi +D+L+H 0.363 : 1 65.26 psi at 180.00 psi +D+L+H Q J. .I.[ Max Reactions (k) Left Support Right Support 0.75 0.70 0.23 0.75 0.70 0.23 2.500 ft in Span # 1 4.400 ft in Span # 1 5.0 ft ax e ctions Transient Downward 0.022 In Total Downward 0.046 in 1299 >240 Ratio 2695 >360 Ratio LC: L Only Transient Upward 0.000 in Ratio 9999 LC: Total Upward Ratio LC: +D+L+H 0.000 in 9999 LC: ANt-' t:NulNtl::KINl:i IN~. 4682 IOWA 3207 SAN DIEG, CA 92116 Title Block Line 6 Multiple Simple Beam ,.,,.:. Wood Beam Design : DJ BEAM Size: Project Title: Engineer: Project ID: Project Descr: (3 Printed. 21 FEB 2019, 2:21PM FIie = C:\UserslANP.LAP-1\00CUME-1\SANJA ILIC.ec:6 , Software copvlight ENERCAtC. INC .. 1983-2019, Build:10.18.12.31 . Calculations per NOS 2015, IBC 2015, CBC 2016, ASCE 7-10 2x8, Sawn, Fully Braced Using Allowable Stress Design with IBC 2012 Load Combinations, Major Axis Bending Douglas Fir -Larch Wood Grade : No.2 Wood Species : Fb -Tension Fb -Compr 900.0 psi Fe -PrH 1,350.0 psi Fv 180.0 psi Ebend-xx 900.0 psi Fe -Perp 625.0 psi Ft 575.0 psi Eminbend -xx 1,600.0 ksi 580.0ksi Density 31 .210pcf Applied Loads Unit Load: D = 0.0120, L = 0.060 k/ft, Trib= 1.330 ft Design Summary Max fb/Fb Ratio = fb : Actual : 1,205~1:~~f 1at Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) left Support Right Support 1,242.00 PSI +D+L+H 0.342 : 1 61.48 psi at 180.00 psi +D+L+H Q !, 0.08 0.42 0.08 0.42 Lr Wood Beam Design : DB 1 BEAM Size : 5.250 ft in Span # 1 9.905 ft in Span # 1 YY. Jj 10.50 ft ax ,ons Transient Downward 0.288 in Total Downward 0.345 in 364 >240 Ratio 437 >360 Ratio LC: l Only Transient Upward 0.000 in Total Upward Ratio 9999 Ratio LC: LC: +D+L+H 0.000 in 9999 LC: Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 2-2x10, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 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 lo loads UnHoad: D = 0.0120, L = 0.060 k/ft, Trib= 5.50 ft Design Summary Max fb/Fb Ratio = fb : Actual : Fb : Allowable : Load Comb : Max fv/FvRatio = fl/: Actual : Fv : Allowable : load Comb : 225~s~3p~f 1at 981 .79 psi +D+L+H 0.150:1 26.95 psi at 180.00 psi +D+l+H 2.000 ft In Span # 1 0.000 ft in Span# 1 ax c 10ns 1,600.0ksi 580.0ksi Density -----.; 31.210pcf Max Reactions (k) Left Support Q .L 'ti. .E. .t:! Transient Downward 0.006 in Total Downward 0.007 in 6527 >240 Righi Support 0,14 0.66 0.14 0.66 Ratio Transient Upward Ratio 7952 >360 Ratio LC: LOnly 0.OO0in 9999 LC: Total Upward Ratio LC: +D+L+H 0.000 in 9999 LC: /"\l"lr' C.N\,,:,ll'fCCM.lt'tlU fNV. 4682 IOWA 3207 SAN DIEG, CA 92116 Project Title: Engineer: Project ID: Project Descr: t4 Title Block Line 6 Printed: 21 FEB 2019, 2:21 PM Multiple Simple Beam ,.,,.:. FIie = C:\UserslANPi.AP~1\00CUME~11SANJA 1LIC.ec6 .. SoftWare. • ht ENERCALC, INC. 1983-2019, Build:10.18.12.31 . Wood Beam De~ign : DB2 BEAM Size : 7x11.875, VersaLam, Fully Braced • Using Allowable Stress Design with IBC 2012 load Combinations. Major Axis Bending Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Wood Species : Fb -Tension Fb • Compr Boise Cascade Wood Grade : Versa Lam 2.0 3100 West 3,100.0 psi Fe• Pr11 3,000.0 psi Fv 285.0 psi Ebend-xx 2,000.0 ksi 3.100.0 psi Fe -Perp 750.0 psi Ft 1,950.0 psi Eminbend -xx 1.036.83 ksi Density 41 .760 pcf Applied Loads Beam self weight calculated and added to loads Unifload: D=0.170, Lr =0.040k/ft, Trib= 1.0ft Unit Load: D = 0.0150. Lr= 0.020 k/ft, 0.0 to 5.50 ft, Trib= 2.0 ft Unif Load: D = 0.0150, Lr = 0.020 k/ft, 16.0 to 20.0 ft, Trib= 1.0 ft Point: D = 0.140, L = 0.660 k@ 5.50 ft Point: D = 0.140, L = 0.660 k@ 16.0 ft Design Summary Max fb/Fb Ratio = fb : Actual : Fb ; Allowable ; Load Comb : Max fv/FvRatio = fv : Actual: Fv : Allowable : Load Comb : 0.325; 1 1,006.30 psi at 9.600 ft in Span# 1 3,100.00 psi +D+L+H 0.170 : 1 48.39 psi at 19.067 ft in Span# 1 285.00 psi +D+L+H .Q .b I.[ Max Reactions (k) Left Support 2.22 0.61 0.60 Right Support 2.17 0.71 0.50 Wood Beam Design : DB3 BEAM Size : Ratio Transient Upward Ratio 0.128 in Total Downward 0.562 in 1875>360 Ratio 426 >240 LC: L Only C: +D+0.750Lr+0.750L+H 0.000in 9999 LC: Total Upward Ratio 0.000 in 9999 LC: Calculations per NDS 2D15i IBC 2015, CBC 2016, ASCE 7-10 4x8, Sawn, Fully Unbraced Using Allowable Stress Design with !BC 2012 Load Combinations. Major Axis Bending Wood Species : Douglas Fir -Larch Wood Grade : No.2 Fb -Tension 900 psi Fe· Prll 1350 psi Fv 180 PS! Eb~nd-xx Fb • Compr 900 psi Fe -Perp 625 psi Ft 575 psi Em1nbend • xx 1600 ksi 580ksi Density 31.21 pcf Applied Loads Beam self weight calculated and added 10 loads Unif Load: D = 0.160 k/ft, 4.0 ft to 6.0 ft, Trib= 1.0 ft Unif Load: D = 0.0120, L = 0.040 k/ft, 4.0 to 6.0 ft, Trib= 10.0 ft Unit Load: D = 0.0150, Lr= 0.020 k/ft, 4.0 to 6.0 ft, Trib= 1.0 ft Point: D = 0.140, L = 0.660 k @4.0 ft Design Summary Max fb/Fb Ratio = lb : Actual : Fb : Allowable : Load Comb : Max fv/FvRatio = fv ; Actual : Fv : Allowable : Load Comb : 0.680 • 1 788.74 psi at 4.000 ft in Span# 1 1.160.76 psi +D+L+H 0.423: 1 76.1 3 psi at 180.00 psi +D+L+H Q L !J 5.400 ft in Span # 1 Max Reactions (k) Left Support Right Support 0.16 0.35 0.01 0.60 1.11 0.03 !:! -----.__J ax ,ons Transient Downward 0.041 in Total Downward 0.060 in 1202 >L Ratio Transient Upward Ratio 1736 >360 Ratio LC: L Only 0.000 in 9999 LC: Total Upward Ratio LC: +D+L+H 0.000 in 9999 LC: 1\l'W t:N~INt::t:KINU INI.,;. 4682 IOWA 3207 SAN DIEG, CA 92116 Title Block Line 6 Multiple Simple Beam .. , .. :. Wood Beam Design : D84 BEAM Size: Project Title: Engineer: Project ID: Project Descr. ts Printed: 21 FEB 2019. 2:21PM File= C:\Users\AN~p:..1\00CIJME~1"ISANJA ILIC.~ . Software ' ht ENERCALC, INC. 1983-2019,.Build:10,1!!,12.31 . Calculations per NOS 2015, IBC 2015, CBC 2016, ASCE 7-10 7x11 .875, Versalam, Fully Braced Using Allowable Stress Design with IBC 2012 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 2.0 3100 West Wood Species : Fb -Tension Fb -Compr 3,100.0 psi Fe • Prfl 3,000.0 psi Fv 285.0 psi Ebend-xx 2,000.0 ksi 3,100.0 psi Fe · Perp 750.0 psi Ft 1,950.0 psi Eminbend -xx 1,036.83 ksi Density 41 .760 pcf Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.080, Lr= 0.040 k/ft, Trib= 1.0 ft Unif Load: D = 0.0150, Lr = 0.020 k/ft, 0.0 to 5.50 ft, Trib= 2.0 ft Unit Load: D = 0.0150, Lr= 0.020 k/ft, 16.0 to 20.0 ft, Trib"' 2.0 ft Point: D = 0.140, L = 0.660 k@ 5.50 ft Point: D = 0.60, Lr"' 0.030, L"' 1.10 k@ 20.0 ft Point: D = 0.140, L "'0.660 k@ 16.0 ft Design Summary Max fb/Fb Ratio = fb : Actual : Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : 0.311 ·1 962.81 psf at 12.687 ft in Span# 1 3,100.00 psi +D+L+H 0.221 : 1 62.99 psi at 21 .047 ft in Span # 1 285.00 psi +D+L+H .Q. b l.r Max Reactions (k) Left Support 1.51 0.78 0.66 Right Support 1.95 1.65 0.63 Wood Beam Design : ENTRY HOR D 0.030) Lr(0.040I". ..... D(0.080) Lr(0.040) I ·- 7x11_875 22.0 ft D~O.O 9.~)' . ---1-, 4'. ··•--.. --, !::! ax actions Transient Downward Ratio 0.244 in Total Downward 0.666 in 1081 >360 Ratio 396 >240 LC: L Only C: +D+0.750Lr+0.750L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Calculations per NOS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 4x6, Sawn, Fully Unb~ced_ . . . . . Using Allowable Stress Design with IBC 2012 Load Combinations, MaJor Axis Bending Wood Species : Douglas Fir -Larch Wood Grade : No.2 900.0 psi Fe. Pr11 1,350.0 psi Fv 180.0 psi Ebend-xx Fb -Tension Fb • Compr Applied Loads 900.0 psi Fe. Perp 625.0 psi Ft 575.0 psi Eminbend • xx Unif Load: D = 0.0150, Lr= 0.020 k/ft, T rib= 5.50 ft Design SummaN Max fb/Fb Ratio = lb : Actual : Fb : Allowable : Load Comb: Max fv/FvRatio = fv : Actual : Fv : Allowable : 3.000 ft in Span # 1 5.560 ft in Span # 1 ax ns 1,600.0ksi 580.0ksi Density 31.210 pcf Load Comb: Max Reactions (k) Left Support 0.406 ; 1 589.09 psi at 1,452.09 psi +D+Lr+-H 0.171:1 38.40 psi at 225.00 psi +O+Lr+H .Q !. Lr 0.33 0.33 w. !::! Transient Downward 0.042 in Total Downward 0.073 in 990 >240 0.25 Ratio 1733 > 360 Ratio Right Support 0.25 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 In Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: ~m--C:.l'j\.:,INt:C:.KINl> IN\.,. 4682 IQWA 3207 SAN DIEG, CA 92116 Tltle Block Line 6 Project Title: Engineer: , Project ID: Project Descr: Printed: 11 FEB 2019, 3:59PM ASCE Seismic ·ease Shear • File" C:\Users'IINPlAP~1\D(,)CUM.E-1\SANJA IUC.ec6 . ,., .. :. Soflwarv •• ENERCALC, INC. lm.2019. Buid:10.18.12.31 . 1734 MALLOW CT. Risk Category Risk CategOI}' of Building or Other Structure : 'II' : All Buildings and other structures except those listed as CategOI}' I, Ill, and IV Seismic Importance Fact>r = Gridded Ss & S1values ASCE-7-10 Standard Max. Ground Motions, 5% Damping : Ss 1.0679 g, 0.2 sec response S 1 0.3945 g, 1.0 sec response Site Class, Site Coeff. and Design Category Site Classification •o• : Shear Wave Velocity 600 to 1,200 ft/sec Site Coefficients Fa & F v (using stnilght./ine interpo/8/ion from table values) Maximum Considered Earthquake Acceleration Deslgn Spectral Acceleration Seismic Design CalegOI}' Resisting System SMS=Fa'Ss S Mi = Fv 'S1 Bearing Wall Systems Fa Fv Latitude = Longitude = Location: Carlsbad, CA 92013 = D = 1.07 = 1,61 " 1.146 " 0,636 " 0,764 " 0.424 = D St>= 0.75 33.017 deg North 116.846 deg West Basic Seismic Force Resisting System ... 13.Ught-frame (wood) walls sheathed wtwood structural panels rated for shear resistance. Response Modification Coefflcieot ' R ' 6,50 System Overstrenglh Factor • Wo • = 2,50 ' Deflection Amplification Factor 'Cd ' = 4.00 NOTE! See ASCE 7-10 for all applicable footnotes. Building height Limits : Category 'A & B' Limit: Category 'C' Limit Category ·o· Limit: CategOI}' 'E' Limit CategOI}' 'F' Limit No Limit No Limit Limit= 65 Limit = 65 Umit=65 Calculations per ASCE 7-10 ASCE 7-10, Page 2, Table 1.5-1 ASCE 7-10, Page 5. Tabla 1.5-2 ASCE 7-10 11.4.1 ASCE 7-10 Table 20.3-1 ASCE 7-10 Table 11.4-1 & 11.4-2 ASCEl-10 Eq. 11,4-1 ASCE 7-10 Eq, 11.4-2 ASCE 7-10 Eq. 11.4.J ASCE 7-10 Eq. 11.4-4 4SCE7-10 Table 11.6-1 &-2 ASCE 7-10 Table 12.2-1 Lateral Force Procedure ASCE 7-to Section 12.8.2 Equivalent Lateral Force Procedure The 'Equivalent Lateral Force Procedure· is being used according to the provisions of ASCE 7-10 12.8 Determine Building P.eriod Use ASCE 12.8-7 S1ructure Type for Buikling Period Calculation: All Other Structural Systems • Ct· value = 0.020 • hn • : Height from base to highest level = 22.0 ft • x • value = 0.75 ·Ta · Approximate fundemental period using Eq. 12.8•7 : 'TL•: Long-period transition period per ASCE 7-10 Maps 22-12-> 22-16 Ta = Ct. (hn. X) = 0.203 sec 8.000 sec Building Period 'Ta ' Calculated from Approximate Method selected • Cs • Res onse Coefficient S os Short Period Desgn Spectral Response = 0.764 From Eq. 12.8-2, Preliminary Cs • R •: Response Modification Factor = 6.50 From Eq. 12.8-3 & 12.8-4 , Cs need not exceed •I': Seismic Importance Factor = 1 From Eq. 12,8-5 & 12.8-6, Cs not be less than User has 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 ~lsmic Base Shear c, • 0.1175 from 12.a.1.1 W ( see Sum WI below ) = 0.00 k Seismic Base Shear V = Cs • W = 0.00 k = 0.203 sec ASCE 7-10 Section 12.8.1.1 = 0.118 = 0,321 = 0.034 = 0.1175 ASCE 7-10 SectJon 12.8.1 ANt-' t:NGINt:t:KINl:i ING. 4682 IOWA 3207 SAN DIEG, CA 92116 Title Block line 6 Project Title: Engineer: Project ID: Project Descr: Printed: 11 FEB 2019, 4 01 PM ASCE 7-10 Wind Forces Chpt 28, Pt2 & Chpt 30; Pt2 F:Jle = C~\ANRI..AP-lll)()CUME-1\SANJA IUC.ec6 . Software ENERCALC, IN<;. 1983-2019, Buid;t0.18.12.31 .. Description: -1734 MALLOW CT. Anal ical Values V : Basic Wind Speed per Sect 26.5-1 A, B or C Roof Rise:Run Ratio Occupancy per Table 1.5-1 Exposure Categoiy per 26.7 MRH : Mean Roof Height Lambda : per Figure 28.6-1, Page 305 Effective Wind Area of Component & Cladding Roof pitch for cladding pressure User specified minimum design pressure Topographic Factor Kzt per 26.8 LHD : Least Horizontal Dimension a = max (0.04 • LHO, 3, roo(0.10 • LHD, 0.4*MRH}) Desi n Wind Pressures Horizontal Pressures ... Zone: A = Zone: 8 = Vertical Pressures ... Zone: E = Zone: F = Overhangs ... Zone: Eoh = -29.80 psi -20.64 psf --41.67 psf 85.0 mph 4:12 II Exposure C 20.0 ft 1.29 10.0 ft'2 0 to 7 degrees 10.0 psi 1.00 Zone: Zone: Zone: Zone: Zone: ft 3.00ft C D = G H = Goh = All Buildings and other structures except those listed as Category I, 111, and IV Calculations per ASCE 7-10 'Lambda' is interpolated between height tab/ular values. max (0.04 • LHD, 3, min(0.10 • LHD, 0.4*MRH}) -20.64 psf -15.74 psi -32.64 psf ASCE 7-10 Section 28.6.4 Minimum Design Wind Loads requires that the load effects of the design wind pressures from Section 28.6.3 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 Hare equal to O psf. Design Wind Pressure = Lambda • Kzt • Ps30 per Eq 30.f>.1 Roof Zone 1: Positive: Negative: RoofZone2: Positive: Negatlve : RoofZone3 : Positive: Negative : Wall2one4 : Positive: Negative : Wa11Zone5 : Positive: Negative : Roof Ovemang Zone 2: Roof Overhang Zone 3: 11.481 psi -28.122 psf 11.481 psf -47.085 psf 11.481 psi -70.950 psf 28.122 psf -30.444 psf 28.122 psf -37.539 psf -40.506 psf -66.564 psf ({ o·o F Cw-~-~~ \ 4->< t ~) lq b ) =-IS f 5 F -& )( f >W'!-QS,,... ~ Z6) i )( I b] :' 14 ob -:::_ f O /Y tt-JT-'(\]'~=(Ct l + 'i) ix 10] ~ 1% ::.. ~ ,, To "f'ftj ~--'~D~ 'D. \.. "=-2.. 9 /✓ , ~t-z, DR CA-z.l 1 G ) I Ex T. W4-U--s -== w x z..... +Cr x 1 '-x. vyl "I,) :t.rv,_ W,'r-LLs ~ 4 + ~ x '- T0ThL flt,or'( LoA.'b hi_ ~~ ~ ' w: --l, l<o o l::: Z-9 tl 1~3 4e-~ UP 4& , -4 14 L\, I ~ 75 °'._07 q,, 0 '. ,gbs ~a .. 1,4 C.5 c!'-D-\ Z.. fp _ rz-:::. fu _)(q -z. 4 .. ~ . ~~, ~DT V "' 1 'S X ~ I '2...=..-°I ~ 0 13 -- w I 1-J D '2()tJ t; ~ .;-_, ~4. "3 K ~-~~ '2._1 p<; ~ Zo tJ €:. c -;l~ • ~ x ~ • c; -=-'{ 4 r 5 ~ -- s l A·tJJPr n.,, ~ . _ . i E"--V\{ ~i rz t ·c.:floN --f =-_ CJ l t Ro o~ ~lD ~ V6 -:::.. l ~ x «l . .ii -=e-4 ~ o < v-r, N J:) w· tt,J 1) U--z... '2.-X o .. , x s; __ , t'!':-, a ... 2. . • w nn) ~ ~ + ~ ) C ~) 1-4 ,=_9 z. 1- <p 2-ci-z-4 ..:..4 ::27, , !h (). -r-. t-lt .. -=-q2.4 'K 8 ~ 7 3q L-- (8o 'A-M -=:-(7X l 6+~-SX1~ )~xD.b=-'?~~ . 2-- vpLl Fr 6 S-'3 o -:--3JJ S" -==..18 b S l 6 tits£ ~-1sr~ 36 er) .7_ N j) ?-Loo~ V' :2-480 + l4 )(?ft X 4. l + 1_q X2-G ><4~ 1 ~-~.(; J L ' "2-· z_ , W I ~ D -;. Cf 24 t \ G;,. S X. q X \ 4 -::...300 3 > Sd-SM LG ·v::: 300 3 ~ 2-...:=-\ ~ o I < \ -S, D \ Lo • %£2-_ss W \·Bx 8 eSR-fGl1 1'-l-s -P, e ecTc o rJ Ex,.sTiNG-SH&R wiA-Us .~E ~BQJA.f\~£ ESR-1679 I Most Widely Accepted and Trusted Page 12 of 38 TABLE 7-ALLOWABLE ASD IN.PLANE SHEAR (LBS) FOR SIMPSON SSW PANEL ON 1ST STORY RAISED WOOD FLOOR SYSTEMS1-2A5 2o/L~ ,,. :S.lsml.c Wlncf . ., W,aff ,Model : -Allo',ll,able ASD' Drift at Uplift.at • Allpw~• ASO . • Drlft:at t1pJlft at . . Stiear'Load v ., ~Allowable ·' · Allowable. Sheatload·V · Allc,wat,Je • (lbs) . ·SheaJr~lnf Shear:' (lbs) • 111>s): . Allowable Shear (in) • ·sh_••~ (lbs) SSW12x7 525 0.30 6,110 525 0.30 6,110 SSW15x7 1,385 0.35 11,980 1,385 0.35 11,980 SSW18x7 1,830 0.27 11,950 1,830 0.27 11,950 SSW21x7 2,100 0.21 11,015 2,100 0.21 11,015 SSW24x7 2,450 0.17 10,740 2,450 0.17 10,740 ., SSW12x8 ;450 0.36' C : 6,105 · ., C ,,450 .·,,0.39 · _,,6,:105.,; .. . SSW15x8 ' 1,185 0.42 11.,945 '1.1{}5' 0,42' " 11,945 ·SSW18x8 . '.\57~, ,, ~ --~ '·0.33 ;,_ .. 11;950 '-.. 1,,570'·.'. ., .. ·o'.33 ·' • ' . 1'1,950" .' ~ . '· SSW~1x8 1,95:> .. ; ' 0.27 11.~55 1.,955 .. ~21-· .. ·t~.955 .. '' -· ' .. SSW24x8·· 2,340 0:23. ·11;955, • 2,'340 -6:23·· •• ~-· ·1_1:~5 SSW12x9 400 0.42 6,125 400 0.42 6,125 SSW15x9 1,050 0.47 11,945 1,050 0.47 11,945 SSW18x9 1,390 0.38 11,945 1,390 0.38 11,945 SSW21x9 1,735 0.31 11,975 1,735 0.31 11,975 SSW24x9 2,075 0.26 11,965 2,075 0.26 11,965 : ,, SSW12x10 .. 360 , ' 0.48 6,1 40 360 (l.48 6,140 .. ·' .. ···ssw 1sx10 '. -885 '. 0.~2 , 11;~0 .. ,.945 ., . •. '. .. , 0.56 , . ' 1'1;980 ,· · . . ~SWJax10· ' 1,250 0.44 . -11,965· 1,250 . , .. 0.44 , . 11.~~-- '•· ~SW21x10 1,555 0.33 11,,96S'.: ,; (555; ;,~ :: . ... . :'• 0.33 .. · ,,·1:~ss • : . ., ·' ·' ~-• ' SSW2~x10 -1,860 ·o.30 u·.~···.: ',1;66() 0~30 C ,·•: ·. 11.~ ; ' SSW15x11 780 0.58 10,900 855 0.63 11,945 SSW18x11 1,135 0.50 11,975 1,135 0.50 11,975 SSW21x11 1,410 0.40 11 ,950 1,410 0.40 11,950 SSW24x11 1,690 0.34 11,970 1,690 0.34 11,970 _.S.$W15x1~ .. . ·, '. 670-o.~ 10:230 -:· 785. 0.74 . 11',985 \ '_. ';:S~Bx,1.2 . . • •, 1,035' . . -0,55 . 1-1,935 ' · '1,035 . ✓--• .,, ' ··-. 0:55. -1~,l:}35 . .. SSW21x12· 1,290 • -0:45· C .. 11:~so 1-.290 ., 0.45 11,950 SSW2<4x12 ·' 1)>45 . ,. 0.38 ., . 1.1,969 · .-1,545 • •• 0.38 .. :11 ,960 .. SSW18x13 955 0.60 11,945 955 0.60 11,945 SSW21x13 1,190 0.50 11,960 1,190 0.50 11,960 SSW24x13 1.425 0.42 11,965 1,425 0.42 11,965 For SI: 1 inch = 25.4 mm, 1 lb= 4.45 N. 'Loads are applicable to 1st Story Raised Wood Floor Installations supported on concrete or masonry foundations. 2Minlmum standard strength anchor botts requlred. Ekutm.Z of this report provides SSW Af3 anchor bolt information and anchorage solutions. "Tabulated anchor tension (upllrt) loads assume no resisting axial (vertical downward) load. Anchor rod tension at design shear load and Including the effect of axlal load may be determined using the following equation: T,. ((V x h) /BJ. P/2 , where: T = Anchor rod tension load (lbs) V = design shear load (lbs) h c Strong-Wall height described in Table 1 (In) P = applied axial load (lbs) uniformly distributed B • Anchor bolt centerline dimension (In) (67/8 inches for SSW12, 91/, Inches for SSW15, 121/, inches for SSW18. 151/4 Inches for SSW21, and 18'/, inches for SSW24) 'Allowable shear loads assume a maximum first floor joist depth of 12 Inches. For allowable shear load with joists up to 16 Inches deep, table values must be multiplied by 0.93 for SSW12x models aoo 0.96 for other SSW widths. 5Allowable shear loads are besed on 1,000 lbs. total uniformly distributed axial load acting on tho entire panel In combination with the shear load. For allowable shear loads at 2,000 lbs. uniformly distributed axial load, table values musl be mulllplied by 0.92 for SSW12x models, and 0.96 for other SSW widths. ·-I ( I ~At i) 5 5' A-~D l8' N ° ~G-~1 ~X\sTi"1G-S'J-+£A:-·R WA-Lls Af.,e.-5H-oWN -p E.f< ~x ,sr;f'l·c,_ PBZM 1T S'-E"r. N _5 7) tl £-CT/oN . ~~vv RA-Kt W·J\-··Ll-W-+f tCH (S Ae'>ot,\T 1'3!-'\\I IS A-DatD To M~TUf -EX. 'ST,~6-S+te../t~ WA-U- ON &R \{) U tJ £ \~ ~rvD ~o~, .. ( \ \ G-r-<to utJ ~ A I ~f A--S A-Bo~ T /6 . 1s + ,-, \-~-3~ 7S' oF ~~ w·ArLLS. pc(2._Cp-f ~ .s4 tWf~~ LD~-D 1 5 f'tJol ItJC..(eef\-SSb 1-41 e1'\5TJN'6-~ooF f}(<.E~ :-17t i l44-tl"3,X\~f/'5k(b =-14 5-£ ~o7J f< LL-N f)) -z... --Z-3 )( t '2... + 11 X' I:> t '2..5:.J =:.. 77 7 £: )( f. s Tl N' G-- . ~ !82-_, W to o ~ 15 Ll)G-: ·c::.. l 45 G x t S" t-11 7 x \ 7-rf! '8 X ?.-+ 4 'B f-S8 2 I b ){~ +-S-'5 ) t ~f-35 f'Z-4t1 6 )fox \3.S J $Jv-~ c: 'l.-(84'D-\-q32..4 +4-z.z24+\£1 bo"S =-· ~ q) q_ 'l ~ N~w A-Dt)tT to NAL Fl-cc>YZ LOA-~ :;:coox \ L-+Q4+ l 4) "'l )( 1 ~ =-"S 5 40 16 ':'/ , $S"--r·O ,,-j ~ /o l '(\_c.r-'2 •. .Qr~.-= " ~too= \c:>4) \ lo< I 0/0 ~9~~3 • STORM WATER POLLUTION PREVENTION NOTES 1. ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPs WHEN RAIN IS EMINENT. 2. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY INSPECTOR AFTER EACH RUN-OFF PRODUCING RAINFALL. 3. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. 4. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT ( 40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. 5. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. 6. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. 7. THE CITY INSPECTOR SHALL HAVE THE AU THORI TY TO ALTER THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY REGULATIONS. OWNER'S CERTIFICATE: I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO AVOID THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. OWNER S E-29 RE STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE -Erosion Control Sediment Control BMPs '\ Tracking Non-Storm Water Wa&e Management and Materials BMPs Control BMPs Management BMPs Pollution Control BMPs C ..... C C 0 ..... 0 0 :;:; C C "'O :;:; :;:; CJl 0 Cl,) "'O Cl,) "'O V) C u u C C CJl E C E C ..... 0 ::::, ::::, 0 'o ·.:::: .Q-0 0 0 E ..... .b .... :;:; .... Cl,) ::::E "'O V) CJl .... Cl,) ..... C ::::, >, CJl C Cl) .... Cl,) C V) V) V) 0 ·.:::: '-r:::r .... 0 C CJl a. Cl,) C ·.:::: C v, C > .... w Cl,) 0 Best Management Practice* ~ .!:: Oc, 0 CD ·c.. .... 0 Cl,) 0 .... c.:> Cl,) .:::: C :;:; V) ~ V) .... Cl,) 0 C <.) .... <.) Cl,) ..... Cl,) 0 ..... ..c C I-V) 0 "'O Q) V) ::::E C Cl) C (BMP) Description ➔ V) u Cl,) Cf) ·5 Cl,) E V) CJl Cl,) CJl CD 00 C CJl C "'O V) 3:: C 0 ::J Cl,) -.;; Cl,) Cl,) ~ Cl,) ..... 0 0 ~c .... 0 -ow "'O >, 0 V) CC 0 > :;:; ::::, .... u C 0 0 CD Cf)·-CJl 0 --Cl,)'-. <.) Cl,) 0 0 CJl Cl,) Cl,) o E ::::E 0 CJl 0 C Cl,) O'.: E 0 ..... N V) ~ 0 u O"I:.:; Cl,) Cl,).!:: ~~ 0 = ..__ ~ Cl,) X Cl,) E ~ a. a.. 0 Cl,) 0 LL E ..!L. Q) ..... ::::, .0 ::.= V) ::.= ~ '-:;:; C 0 ::0 UC .... 0 ·.:::: ..!L. .... CJl ..... "'O ..C C Cl,) u .... Cl,)::::, "'O ·-Cl,) ·-"'O Cl,) u 0 Cl,) .... Cl,) ..... "'O 0 0 ..., __ a. 'o Cl,) > Cl,) u .... ..., .0 .... .0 0 ~> a; ·-0 ..... u :'=c •-C 0 Cl,) C ..... 0 ..... ..... 0 0 .... 0 0 ..... .0 0 .!:, 0 0 0 0 CJl .8 0 0 .... 0 g.. 0 ..c Cl,) o...., 0 0 a. 0 oo Cl,) 0 .... Cl,) ..c .... 0 ..... .... ..., C Cl,)_ ..... c.:> ~ WO en vi Cf) <.) Li: c.:> Cfl> Cf) Cf) a.. Cf)_ Cf) O'.: 3:: a.. 0...0 a.. >U ::::E Cf) ::::E Cf) Cf) <.) Cf) ::::E CASQA Designation ➔ co --.t-co 0 N I'") r---co ~ N I'") -.t-lO r---0) --I'") LO <D r------I I I I I I I I I I I I I I I I I I I I I I I <.) <.) <.) <.) w w w w w w w w g: g: Cf) Cf) Cf) Cf) ::::E ::::E ::::E ::::E i Con&ruction Activity w w w w Cf) Cf) Cf) Cf) Cf) Cf) Cf) Cf) z z z z ~ ~ ~ 3:: ~ Gradinq/Soil Disturbance x" X T renchina/Excavation Stockpilinq Drillina/Borina Concrete/ Asphalt Sawcuttinq Concrete Flotwork Povinq Con duit/Pipe Installation Stucco/Mortar Work Waste Disposal Staqinq/Loy Down Area Eauioment Maintenance and Fuelina Hazardous Substance Use/Storaae Dewotering Site Access Across Dirt Other (list): Instructions: 1. Check the box t o the left of all applicable construction activity ( first column) expected to occu r during construction. 2. Located along the top of the BMP Tobie is a list of BMP's with it's corresponding California Stormwater Quality Association (CASQA) designation number. Choose one or more BMPs you intend to use during construction from the list. Check the box where the chosen activity row intersects with the BMP column. 3. Refer to the CASQA construction handbook for information and details of the chosen BMPs and how to apply them to the project. PROJECT INFORMATION Site Address: I}> 1 r\. P..(.....c...0 rP c..f Assessor's Parcel Number:--------- Emergency Contact: Name: SP.."' 4 p.., I t-l '- 24 Hour Phone: a00 {o';)-2. OSt 3 Construction Threat to Storm Water Quality (Check Box) 0 MEDIUM O LOW Cl,) ..... V) 0 3::..., C V) Cl,) ::::, E 0 Cl,) ~ CJl 0 0 NC oo :r: ::::E <D I i Cl,) ..... V) 0 ..... 3:: C Cl,) Cl,) E ..... Cl,) ~ CJl uo cc oo U::::E co I i Page 1 of 1 REV 11 /17 {.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 issue any building permit without a completed school fee form . Project# & Name: Permit #: CBR2019-0460 Project Address: 1734 MALLOW CT Assessor's Parcel#: 2155163200 ----R----EC~E~,~v ~e-t--"lto- Project Applicant: SANJA ILIC -------------------(Owner Name) OCT 2 5 2019 Residential Square Feet: CITY OF CARLSBAD New/Additions: _59_0 ________ .B;..;:U'""l.a...LD_lN_G_D_I_V_lS_I_O_N __ Second Dwelling Unit: ------------------- Commercial Square Feet: New/Additions: City Certification: City of Carlsbad Building Division Date: 10/24/2019 Certification of ApplicanUOwners. 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. [Z] Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 D Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 x1166 D San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) D San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Katherine Marcelja (By Appt.only) D Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 SCHOOL DISTRICT SCHOOL Fl!I! C!RTIFICATJ:ON (To be completed by the •chool dl1trlct(1}) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREM ENTS 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 facilities. 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 Officia~~ ~ ooA,tCt(Yv, •1 ( ~A. t ~() U2.-~Gu.."'-~\l~'f\~ Title: :=;_., , ~ t:: ·, ~ P:CY:\ rk--.vt 4'1:-,,. Date: I O _ as--1 c:1 Name of School District: CARLSBAD UNIFIED SCHOOL DISTRICT Community & Econom1,w~~0~ulldlng Division 1635 Faraday Avenue I Carlsbad, CA 92008 I 760-602-2719 I 760-602-85 I bulldlng@carlsbadca.gov Building Permit Finaled Revision Permit Print Date: 09/29/2025 Job Address: 1734 MALLOW CT, CARLSBAD, CA 92011-5122 Permit No: Status: {cityof Carlsbad PREV2021-0092 Closed -Finaled Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revision Parcel #: Valuation: Occupancy Group: #of Dwelling Units: 2155163200 Track#: $20,509.84 lot#: Project #: Plan#: Bedrooms: Construction Type: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: Orig. Plan Check#: CBR2019-0460 Plan Check#: Description: ILIC: CONVERT TRELLIS TO DECK Applica nt: SANJA ILIC 1734 MALLOW CT CARLSBAD, CA 92011 (760) 672-0543 FEE BUILDING PLAN CHECK REVISION ADMIN FEE MANUAL BLDG PLAN CHECK FEE Property Owner: SANJA ILIC 1734 MALLOW CT CARLSBAD, CA 92011 (760) 672-0543 Total Fees: $166.25 Total Payments To Date: Building Division $166.25 Applied: 06/28/2021 Issued: 07/08/2025 Finaled Close Out: 09/29/2025 Final Inspection: INSPECTOR: Balance Due: AMOUNT $35.00 $131.25 $0.00 Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov ~ Cicyof Carlsbad PLAN CHECK REVISION OR DEFERRED SUBMITTAL APPLICATION B-15 De velopme nt Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Original Plan Check Number ~2()}(\-%QOr1an Revision Number ?Rf Y~-cx:;8 2- Project Address \7:?:rl: CT\:>--,\ \C'i,J,) General Scope of Revision/Def erred Submittal: _'\-'-""""'<;::....:l-~l ~=--'T\'.J~ _ ____.:D=-t:-=--C~t,<_=--------=:::..!....:~N..:.....:!'.6~v=-~-- r 1a e ......::i ~"'~"' a~ CONTACT INFORMATION: Name _$ ~ ~ (_ Phone J-6? ~ )-l OJ~ 1 Fax .,___ _______ _ Address \~'1. \ ~ Ll::= City ~~ Zip t!/1._::::,\ / Email Address ---=-~__,_f\...J._~)"---A---'-\ _L-_l_L_""-"'c.......:...~ _ __J<"iL....:_rt_;,A__:.l_L-_, --=Co=--=-_J_ ________ _ Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: @..Plans d5:a-Calculations D Soils D Energy D Other 4. 5. 6. 7. 2. 3. Describe revisions in detail List page(s) where each revision is shown rJ~vtf '7\'1 h 2CM_ r~rv6~ , Does this revision, in any way, after the exterior of the project? ~ Yes 0 No Does this revision add ANY new floor area(s)? D Yes Does this revision affect any fire related issues? D Yes Date ~&B-I--J --=~-=---,i_:::_j ~_l--=----:.)_ I 7 Ph: 760-602-27 19 Fax: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov DATE: July 16, 2021 JURISDICTION: Carlsbad ✓. EsG1I A SAFEbuilt Company □ APPLICANT □ JURIS. PLAN CHECK#.: CBR2019-0460 Rev 1 (PREV2021-0092) __ SET: I PROJECT ADDRESS: 1734 Mallow Ct PROJECT NAME: Ilic Residence Addition, Patio Cover, Roof Deck 0 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: 0 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: Date contacted: Mail Telephone (by: Telephone #: ) Email: Fax In Person 0 REMARKS: Rev 1 includes trellis over patio to deck. PLEASE NOTE THAT ONLY ONE SET OF SHEETS AFFECTED BY THIS CHANGE WERE SUBMITTED (A-3, A-4,A-6, A-8, E-1, E-2, S-1, S-2 and S-4) By: Abe Doliente EsGil 7 /1 /2 1 Enclosures: Original set of approved plans. 9320 Chesapeake Drive, Suite 208 ♦ San Diego, Californ ia 92 123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 Carlsbad CBR2019-0460 Rev 1 (PREV2021-0092) July 16, 2021 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK#.: CBR2019-0460 Rev 1 (PREV2021-0092) PREPARED BY: Abe Doliente BUILDING ADDRESS: 1734 Mallow Ct BUILDING OCCUPANCY: R3 BU ILDING AREA Valuation PORTION ( Sq. Ft.) Multiplier Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance 1997 UBC Building Permit Fee ,.. , ---- 1997 UBC Plan Check Fee -3 Type of Review: □ Complete Review D Repetitive Fee ,.. I Repeats • Based on hourly rate Comments: D Other Q Hourly EsGil Fee DATE: July 16, 2021 Reg. VALUE ($) Mod . D Structural Only 11Hr.@ * ======$1=o=s=.o:o s1os.001 Sheet 1 of 1 ANP ENGINEERING INC .. 4682 Iowa street #207 San Diego, CA 92116 Client Dr. Sanja Ilic . Structural_ Calculations -~~-·,:.'·., 1.-.. U t u:; f-< .. for: F.&i.iil-tl811J.r. I . •■-~tt·t•" ■aai tt_r 3t:er ttbk.:...:..,__ • ,,... ,. • ~t 1734 Mallow Ct. Th~-b-LS ~ {;) \{) lC::r.k • Carlsbad, CA 92011 • CQN· V ~(t St O ('.(, page one~~:~ • wet signature Date: February 20, 2019 1~A{~, I :z. t PREV2021-0092 1734 MALLOW CT ILIC: CONVERT TRELLIS TO DECK 2155163200 CBR2019-0460 6/28/2021 PREV2021-0092 > 1--0 DESIGN LOADS-for 1734 Mallow Ct., Carlsbad, CA 92011 Roof D.L. = 10 psf (Comp. Shingles) Roof live load = 20 psf Floor D.L. = 12 psf Wind Speed = 110 mph I= 1.0 Zone A= 21 psf Seismic Design Category D I =1.0 R= 6.5 Sds=0.764 Ce_iling DL = 5 psf Floor live load = 40 psf Exposure c Zone C= 14 psf Risk category II Soil Site Class = D •• Cs=0.12 · page 2 Soil -Bearing Pressure = 1500 psf sandy clay Active pressure = 35 pcf Passive Pressure.= 100 pcf Coef. of Friction= 0.1 Use 2# 4 top and bottom rebar and min. 12"X18" footings forth is project GOVERNING CODE STRUCTURAL STEEL: WELDfNG: LUMBER: LGLULAMS: VERSA LAM CMU CONCRETE COLD FORM STEEL Design Criteria Sheet 3of 13 Project: Sanja Ilic 1734 Mallow Ct.. Carlsbad, CA 92011 2016 CBC OR 2016 CRC FY=S0 KSI (A572-SQ) STRU.CTURAL SHAPES FY=36 kSI .FOR PLATES .. FY=46 KSI STRUCTURAL TUB.ING (ASOO) FY=3.5 KSI STRUCTURAL PIPE Fy= 33 KSI for Cold form Steel E70TYPICAL DOµG,LAS 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 NORMA~ WEIGHT (F'm= 2500 PSI PER ESR 1155•P ! 1 i I I r· - I I T- ·' i -.j -----; -·· i .. +·· ' . i. -•· ! i : . ·--~ .• . .• i I I • : . L ---. --·1 i I I I I ! . L __ I ! I j r··-··t· ..... : _; ___ +--' i I j -!---+ • : l _____ i . ..I. j !--.. ! ' l ---• --i ' i - . -•I•••-'-• -• - -.. -: ---·- ! : ; ' ···-: ·- . ' ... : --·-·--· ... - : I .t .. -; -- ... 1 I I i i' ---.. I ! ' I -, I I I. . -•-·: -- i . •• ••-•---•ru I ······• . . I . !----; . LI___ I I I I .. !-i I . -·--·,----·; - j • ; I I----' . -.----· . . --: ---' I --·· ·-·-·: ·•·•' ---_I ! ; ---···, - I -i _J __ • -! : ··+ i i ! ... I .. -~----- ' .. ----:-- ' • i -• 1' i -----. I ! ··--1 ! ' j ----I - ' i . --: --·· -' I . i --- ; I i - -: .. -!. . ,-r I ! -••' -•. I ! f __ .. • .. .. J. ..•.. I··-· ., r· •• --· : -, l I I :-i I I I ' i I I ---, ! : I l ; • I -I ·1i ---1-.. -! I I I : ·, .. . . ,.---·.• I .:, •••• -!• • I ! ·--· - I I I : .. I ! ! i I .I --~ -... ' ' I ·-'-·· i ·. •· i ... -'- . i···-!· • I ! • - \ I ! \---:, . --l · -- ' 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 & TIiie Bloc!( selection. Trtle Block Line 6 Description : Wood Beam Design : OJA Project Title: Engfneer: Project ID: Project Descr: Pr,nloJ: 15 APR 2021, 2:35PM Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size.: .2xa, Sawn, Braced @ Mid Span 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.2 900.0 psi Fe -Pr11 1,350.0 psi Fv 180.0 psi Ebend-xx 900.0 psi • Fe -Perp 625.0 psi Ft 575.0 psi Eminbend -xx Applied Loads Unif Load: D "'0.010, L"' 0.060 kin. 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·: 0.947 • 1 1,056,74 psi' at 1,115.84 psi +D+L 0.278 : 1 48.97 psi at 180.00 psi +D+L Q !. !.r Max Reactions (k) Left Sl.!Pl)Ort Right Support 0.06 0.35 0.06 0.35 Wood Beam Design : • OBA 5.750 ft in Span# 1 0.000 _ft In Span # 1 ti a>< elections Transient Downward 0.311 In 443 LC: t. Only Ratio Transient Upward Ratio 0.000 in 9999 LC: 1,600.0 ksi 580.0 ksl Density 31210 pcf Total Downward 0.363 In Ratio 379 LC: +D+l Total Upward 0.000 in Ratio 9999 LC: Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : Wood Species : Fb-Tension Fb -Compr Applied Loads 6x10, Sawn, Fu!ly Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Douglas Fir-Larch Wood Grade :· No.1 1,350.0 psi Fe -Pr11 925.0 psi Fv 170.0 psi Ebend-xx 1,350.0 psi Fe -Perp 625.0 psi Ft 675.0 psi Eminbend -xx Beam self weight calculated and added to loeds Unif Load: D = 0.010, L = 0.060 kin. Trib= 6.0 ft Unlf Load: D = 0,050 l</ft, Tnb= 1.0 ft 1,600.0 ksl 580.0 ksi Density 31.210 pcf Design Summary ,-------------------···---------------, Max fb/Fb Ratio = lb : Aciual: 0.652 · 1 872.71 psr at 1,339.51 psi +D+L Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual: Fv : Allowable : load Comb : Max Reactions (k) Left Support Right Support 0.344: 1 58.50 psi at 170.00 psi +D+L Q .L.. !.r 0.61 j .80 0.61 1.80 5,000 ft in Span # 1 9.233 n. in Span# 1 w. f ti Ma~ De ct ons Transient Downward Ratio 6x10 10.0 ft 0.130 In 926 LC: L Only Transient Upward 0.0001n Ratio 9999 LC: Total Downward 0.173 In Ratio 692 LC: +D+l Total Upward 0.000 In Ratio 9999 LC: ' . Trtle Block Line 1 You can change this area using the •settings" menu item and then using the 0Printing & Title Block: selection. • TIile Block Line 6 . Code· Refetences : · • Project Title: Engineer: Project ID: . : Project Descr: Calculations per ACI 318-14,.IBC.2018, CBC,2019, ASCE 7-16 Load Combinations Used _:-ASCE 7~16 • • •. General lnfor:mation • Material Properties • fc : Concrete 28-day srength fy : Rebar Yield Ee : c·oncrete Elastic Mocillus Concrete Density <P Values Flexure Shear . Analysis Settingt • Min Steel % Bending Reinf. Min Allow% Temp Reinf. Min. Overturning Safety Facb Min. Sliding Safety Factor Add Fig Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal WI fl?" Soil Pressi.re Use Pedestal wt for stability, mooi & shear , Dimensions Width parallel to X-X Axis· Lenglfl 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 Bolian of footing = Reinforcing Bars parallel to X-X Axis Number of Bars Reinforcing BIi" Srze = Bars parallel to Z-Z Axis Number of' Bars = Reinforcing Bar'Size = Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requii119 Closer Sep11ration # Bars required Mlhin zone # Bars required on each side of zone ·Applied Loads P : ColllTlnload :;; OB : Overt,urden :;; M-xx = M-zz = V-x - V-z = = = :;; D 2.0 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.750 ::: = 0.00180 1.0 : 1 Soll Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passr.<e Resistance (for Sliding) SoiVConcrete Friction Coeff. Increases.based on footing Depth Footing base depth below soil surface . Allow press. increase per foot of depth when footingbase is below = 1.0 : 1 Increases based on footing plan dimension 2.0 fl 2.0 ft 18.0 in in in in 3.0 in . 3.0 #: 5 n/a n/a .n/a Lr Yes Allowable pressure increase per foot of depth Yes No Yltlen max. length or wkfh is g-eater than No s w 0.60 1.80 = = = = -. = = = = E 1.50 ksf ·No 250.0 pcf 0.20 1. o·tt H ksf ft • ksf ft k ksf k-ft k-ft k k TIile Block Line 1 You can change this area using the 'Settings• menu item and then using the 'Printing & Tille Block" selection. Title Block Line 6 "'t/1 . ProJect Tille: Engineer: Project ID: Project Oescr: Printed. 15 APR 2021, 3:14PM DESCRIPTION: TYPICAL FOOTING ---=o=-=E=-=s;;..,G;::.;Nc..:....::s..:cuc:..:;M:.:.:.M;;..A;;..R:....:Y ___________________________ 11111•11wo1b.._ Min. Ratio PASS 0.2450 PASS nla PASS nla PASS nla PASS rJa PASS n/a PASS 0.006760 PASS 0.006760 PASS 0.006760 PASS 0.006760 PASS n/a PASS 0.0 PASS rJa PASS rJa PASS n/a Detailed Results Soll Bearing Rotation Axis & Load Combination .. .- X-X. 0 OnlY Z-2, D Ontv Overturning Stability Rotation Axis & Load Combination ... Footing Has NO Overt\Kning Sliding stability Force .b.ppllcation Axis Load Combination ... Footing Has NO Sli<ing Footing Flexure Flexure Axis & Load C<:>mbination X-X. +1.400 X-X, +1 .400 X-X. +1.20D+0.SOLr X-X, +1.200+0.SOLr Z-Z. +1 .400 Z-Z. +1 .400 Z-Z, + 1.20D+0.50Lr Z-Z. +1.20D+0.50lJ One Way Shear Load Combination ... +1.40D + 1200+0 501.J Two-Way "Punching• Shear Load Combination ... +1.400 +120D+0.50lJ Item Soil Bearing Overturning • X-X Overturning -Z-Z Sliding -X-X Sliding · 2-Z Uplift Z Flextre (+X) . Z Flexure (-X) • X Flexire (+Z) X Flexure (-Z) 1-way Shear (+X) 1-way Shear (-X) 1-way Shear (+Z) 1-way Shear (-Z) 2-way Punching Applied 0.3675 ksf 0.0 k-ft 0.0 k-ft 0.0 k 0.0 k 0.0 k 0.2025 k-ftlfl 0.2025 k-fVft 02025 k-fVft 0.2025 k-fVft 0.0 psi 0.0 psi 0.0 psi 0.0 psi 1.108 psi Xecc Zecc Gross Allowable (m) Mu k-ft 1.50 1.50 0.1050 0.1050 0.2025 0.2025 0.1050 0.1050 0.2025 0.2025 Vu@-X Ml 0.0 0.0 n/a Overturning Moment Sliding Force Side Tension Surface +Z Bottom .z Bottom +Z . Bottom -Z Bottom -X Bottom +X Bottom ·X Bottom ~x Bottom Vu@+X Vu@ -Z Capacity 1.50 ksf 0.0 k-ft 0.0 k-11 0.0 k 0.0 k 0.0 k 29.957 k-ft/ft 29.957 k-fVft 29.957 k-11111 29.957 k-ft/ff 67.082 psi 0.0 psi 67.082 psi 67.082 psi 67.082 psi Governing Load Combination D Only about Z-Z axis No Overtt.rning No Overturning No Sliding No Sliding NoUpijft +1 .20D+0.SOl..r +1.200+0.50Lr +1 .200+0.50Lr + 1.200+0.50Lr nla nla nla rJa +1.200+0.SOLr Actual Soil Bearing Stress@ Location Bottan, -Z Top, +Z Leif, -X Righi, +X Actual / Allow Ratio 0.3675 0.3675 n/a n/a 0.245 0.245 n/a n/a 0.3675 0.3675 Resisting Moment S1ability Ratio status Al units k Resisting Force stability Ratio Status As Req'd Gvm. As Act\Jal As Phl'Mn Status in•2 in"2 in•2 k-fl 0.3888 Min Temp% 0.4650 29.957 OK 0.3888 Min Temp% 0.4650 29.957 OK 0.3888 Min Temp% 0.4650 29.957 OK 0.3888 Min Temp% 0.4650 29.957 OK 0.3888 Min Temo % 0.4650 29.957 OK 0.3888 MinTemo% 0.4650 29.957 OK 0.3888 Min Temp% 0 4650 29.957 OK 0.3888 Min Temo % 0.4650 29.957 OK Vu@+Z Vu:Max PhiVn Vu /Phi•Vn Status 0.OOosi O.DOosi 0.00 psi 0.00 psj O.OOpsi 67.08 psi 0.00 OK o.ooosi O.OO osi 0.00 psi 0.00 psi o.oo osl 67.08 psi 0.00 OK AH units k Vu Phi'Vn Vu / Phi•Vn Status 0.57 PSI 134.16osi 0.004283 OK 1.11 psi 134.16osi 0.008259 OK Building Permit Finaled Revision Permit Print Date: 09/29/2025 Job Address: 1734 MALLOW CT, CARLSBAD, CA 92011-5122 Permit No: Status: (city of Carlsbad PREV2019-0207 Closed -Finaled Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revision Parcel#: 2155163200 Track#: Valuation: $0.00 Lot #: Occupancy Group: Project#: #of Dwelling Units: Plan#: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: Construction Type: Orig. Plan Check#: CBR2019-0460 Plan Check #: Applied: 10/15/2019 Issued: 01/17/2020 Finaled Close Out: 09/29/2025 Final Inspection: INSPECTOR: Description: Applicant: ILIC: ADDING 360 SF ADDITION AT BACK OF HOUSE (1ST AND 2ND FLOOR)/ REPLACE/CHANGE EXISTING PATIO COVER Property Owner: SANJA ILIC SANJA ILIC 1734 MALLOW CT 1734 MALLOW CT CARLSBAD, CA 92011 CARLSBAD, CA 92011 (760)672-0543 (760)672-0543 FEE AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE $35.00 MANUAL BLDG PLAN CHECK FEE $531.75 Total Fees: $566.75 Total Payments To Date: $566.75 Balance Due: $0.00 Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov ( City of Carlsbad PLAN CHECK REVISION OR DEFERRED SUBMITTAL APPLICATION Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov B-15 Original Plan Check Number 66f3 'd 0(9-o?-f(or, Plan Revision Number r-:Rev~6 IQ-Q;)Oy Project Address 1 d: :> lf [):')_ A-l-v() W c.:f Cf\ '.h.,.q11 General Scope of Revision/Deferred Submittal: __________________ _ CONTACT INFORMATION: Name ~ A N :->-A. Address \, 3-~ j l L-L c__ Fax~--------- Email Address ~A t:J --:l A I l--t c._ ;6) ~ (1 A 1 L • City U\g,,t, i »::-A? Zip c.o:N Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: u2( Plans [2f Calculations D Soils ~ergy D Other 4. 5. 6. 7. 2. Describe revisions in detail Does this revision, in any w ay, after the exterior of the project? Does this revision add A NY new floor area(s)? [2( Yes Does this revision affect any fire related issues? D Yes Is this a complete set? ifves D No 0Yes 0 No ~o 1635 Faraday Avenue Date Fax: 760-602-8558 www.carlsbadca.gov 3. List page{s) where each revision is shown 0 No lo K:INGI ! IIISPECTIOII SEllVICEIS ! SPECIAL INSPECTION DAILY REPORT 3406 Texas Street San Diego, CA, 92104 619-261-9022 desmond@Kingisi.com www.Kingisi.com Special lnspection Reports shall be prepared on a Daily Basis. All Non-Compliant conditions must be reported lMMEDIATELY to the Superintendent. Each Inspection Report shall be completed and signed by the Special lnspector conducting the Inspection / Testing. Project Name: Sanja llic Buildina Permit #: Proiect Location: 17'>,l Uol"'~ f't ('o,l~k o,< Contractor: Tony lopez construction Sub-Contractor: Inspection / Material Description Samoles Ticket No#: Approved Drawings; Work Inspected: AirTemo: General Notes, Date: 02/27 /20 Time Amved: 0700 Hours: 4 Time Deoarted: Architect Full Perspective Engineer: ANP !concrete Temo : Mins. ls1umo : I I Inspection and observatimr continues-for epoxy dowerplacement-fonear Se , 78" D,a holes w1th-5' + em e men ,no exs,s in concre e , I o es were own ..c....-_ ___:__:__;_.:__ ____________ _ ouLwitb cornpre.sse.c:laiI...brusbed.Jben.rebla.wn.pdor..Ja._aochor...dow.eLplacemeoL._ ________ _ impsoRs-Xi::>-batGh-#N-l-OOGG§4467, ex13 G9/O6/2+,Per IGG/-ESR 2508 Rebar secure iea,aebns bem removed rior to cit inspecc::...:..:.c1O:..:.n ___ _ RepGr-t-emailed t0 supe!'. sanjailiG@h0tmaikGom ---------------- WORK: WAS NOT THE WORK INSPECTED: PIP NOT MEET INSPECTED CE WITH THE REQUIREMENTS OF THE APP ~ MATERIAL SAMPLING: WAS. WAS NQI ~ Signature of Special Inspector: Print Name: CERTIFICATION #: INSPECTED IN ACCORDANCE WITH THE REQUIREMENTS OF THE APPROVED DOCUMENTS. LAB ID ATTACHED, SAMPLES SCHEDULED FOR PICK-UP Signature of Superintendent: F I ELD REPORT Proiect Name Ilic Residence Addition Proiect Address 1734 Mallow Court, Carlsbad Contractor Click here to enter text. Subcontractor Click here to enter text. D Reinforced Concrete D Pre-Stressed Concrete D High Strength Bolts D Non-Desrructive Testing 181 Footing Observation D Asphalt Obs/Testing Material/Equipment: ·w CHR.ISTIAN WHE8-Ell ENG I NEER.I NG CWE# Pennit# .A.rcbltect Engineer D Rein forced Masonrv D □ Mechanical Anchors □ □ Soil Obs/Testing □ Arrived on site, as requested, to provide the following services: Observation of foundation excavations for the rear residence addition: 2190701 Eooxv Anchors D Fireproofing □ Roofing □ • The footing excavations were completed upon arrival. Contractor was on site setting forms and rebar . Date: 2/26/20 I Page 1 of 1 Proiect File # Shoo Weltlin<> D Field Weldin2 Wood/Metal Shear D Waterproofing Building Envelope □ • The footing excavations observed arc minimally dimensioned and founded into proper bearing strata (Santiago formation) in accordance with the project geotechnical report. • The excavated bottom of the footing probes firm and unyielding . From a geotechnical perspective, the conventional footings excavations observed today are considered suitable. All 1005e, sloughed material should be removed prior to placement of concrete. If rain occurs between the time of our visit and the placement of concrete for the footings, CWE should be contacted to re-observe the foundation excavations. NOTED DISCREPANCIES -The items noted below were observed to be in non-conformance with the approved project documents and will require correction or the design engineer's review for approval: NOTICE: Unless otherwise stated, the work observed was, to the besr of my knowledge, in compliance with the approved project documents. It should be noted that the work reported as being observed, tested, and opinions expressed arc solely for the benefit of our client and rhar our presence and the sc.rvices provided do not relieve the contractor from its obllization to meet contractual requirements. W~att :6arthQ!Qm~ lnsp~~utt Inspector/Technician Name Certi.ication # Initial Distribution: Reviewer Name Certi.ication # Rev1ewr:?s "Signature Reviewed Distribution: 3980 H o me Ave nu e ♦ San D iego, CA 921 05 ♦ 619 -550 -1 700 ♦ FAX 619-550-1701 M.QO!, Rev, 4/16/ 14 DATE: 1/16/2020 JURISDICTION: Carlsbad ✓. EsG1I A SAFEbuilfCompany ~t PPLICANT 1 JURIS. PLAN CHECK#.: CBR2019-0460(PREV2019-0207) ____ SET: V PROJECT ADDRESS: 1734 Mallow Ct PROJECT NAME: Ilic Residence Addition, Patio Cover, & Roof Deck D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. l:8J 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 requested items 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: [:8J EsGil staff did l"!Ot advise the applicant that the plan check has been completed. D EsGil staff did advise the applicant that the plan check has been completed. cgj Remarks: lsets Ill, IV and V were slip sheets only. The City set ne to be progressively slip- sheeted into Set II for a complete, approved set (as I have one he Owner Sets -I have written the set# each page came from at the bottom right co o each sheet in the Owner set for assista_nfe). Two sets of Set V slip sheets were subm1 ed I ctly to Esgil. The City V set is included.'¥/) The red-clouded note on sheet A4 needs to be d on the City Set. Thank you ! By: Tamara Fischer for Chris Shaver EsGil 1/16/2020 d I b \ d""O ~ Enclosures: Originally approved plans 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 DATE: 1/15/2020 JURISDICTION: Carlsbad ✓. EsG1I A SAFEbuill Company □ APPLICANT □ JURIS. PLAN CHECK#.: CBR2019-0460(PREV2019-0207) ____ SET: IV PROJECT ADDRESS: 1734 Mallow Ct PROJECT NAME: Ilic Residence Addition, Patio Cover, & Roof Deck D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ~ The check list transmitted herewith is for your information. The plans are being held at EsGil until requested items 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 : Sanja Ilic, Pirouz Etemad 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: Sanja Ilic Telephone#: (760) 672-0543 Date contacted : (by: ) Email: sa njailic@hotmail.com. pirouzetemad@gmail.com Mail Telephone Fax In Person ~ REMARKS: This plan check is based on the plans received in our office on 1/13/2020 (not the revised S1 emailed to me on 1/14/2 020). By: Tamara Fischer for Chris Shaver EsGil 1/13/2020 Enclosures: 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 Carlsbad CBR2019-0460(PREV2019-0207) 1/15/2020 PLANS 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. 1. Sheet A-6 is not signed in this set. Designer may sign it at the City counter once all other corrections are resolved or a new, signed sheet may be submitted. THE SOIL REPORT WAS RECEIVED. THE FOLLOWING CORRECTIONS APPLY: 2. Provide the following specific note on the foundation plan as the soils engineer recommended that he review the fo undation excavations: "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." 3. Please show that all new footings are to be founded minimum 24" below finish pad grade and extend at least 24" into competent Santiago Formation per soil report page 5. 4. Please show that all new isolated footings have a minimum width of 24" per soil report recommendations on page 5. 5. Please revise the details to show that all footing reinforcing is to be #5 per soil report page 5. CONTINUED Carlsbad CBR2019-0460(PREV2019-0207) 1/15/2020 6. Please revise the slab underlayment specifications to match the soil report recommendatio ns on Page 8. 7. Detail 17/S4 shows 18" depth at existing footings. Per my conversation with the soil engineer (Mr. Adler), if the existing footings in the areas where a second floor is being added do not comply with the soil report (they do not as shown in this detail), they must be altered to comply. Please provide detailing for interior and exterior conditions and reference the details at all locations where the second floor is being added. 8. Once all corrections above have been made, please provide a letter from the soils engineer confirming that the foundation plan and details have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents. The emailed letter I received on 1/14/2020 was prior to some of the required corrections being made. MISCELLANEOUS 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 EsGil. Thank you. DATE: 12/6/ 19 JURISDICTION: Carlsbad ✓. EsG1I A SAFEbuilt'Company □ APPLICANT □ JURIS. PLAN CHECK#.: CBR2019-0460(PREV2019-0207) ____ SET: III PROJECT ADDRESS: 1734 Mallow Ct PROJECT NAME: Ilic Residence Addition, Patio Cover, & Roof Deck 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 bu ilding 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. 0 The check list transmitted herewith is for your information. The plans are being held at EsGil until requested items 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. 0 The applicant's copy of the check list has been sent to: Sanja Ilic D 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: Sanja Ilic Telephone#: (760) 672-0543 contacted: \1..'-°) (by~ Email: sanjailic@hotmail.com Telephone ax In Person By: Tamara Fischer for Chris Shaver EsGil 11/25/19 Enclosures: 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1 576 Carlsbad CBR2019-0460(PREV2019-0207) 12/6/19 PLANS 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. THESE ARE THE REMAINING REQUIREMENTS. PER MY COMMUNICATIONS WITH THE ENGINEER-OF-RECORD (MR ETEMAD) ABOUT THESE REMAINING ITEMS, THE REQUESTED DOCUMENTS MAY BE EMAILED TO ME AT TFISCHER@ESGIL .COM (UNLESS THE PLANS NEED TO BE REVISED, IN WHICH CASE THE ABOVE PROCEDURES SHOULD BE FOLLOWED). THANK YOU. 1. The Engineer-of-Record needs to please provide a sealed and signed letter stating that the foundation design meets minimum requirements per the CBC. 2. The Engineer-of-Record needs to please provide a signed and sealed copy of the set II calculation revisions. MISCELLANEOUS 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 Tamara Fischer for Chris Shaver at EsGil. Thank you. DATE: Nov. 15, 2019 JURISDICTION: Carlsbad ✓. EsG1I A SAFEbuilt'Company □ APPLICANT □ JURIS. PLAN CHECK#.: CBR2019-0460(PREV2019-0207) ____ SET: II PROJECT ADDRESS: 1734 Mallow Ct PROJECT NAME: Ilic Residence Addition, Patio Cover, & Roof Deck 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. l::8J 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. l::8J The applicant's copy of the check list has been sent to: Sanja Ilic D EsGil staff did not advise the applicant that the plan check has been completed. l::8J EsGil staff did advise the applicant that the plan check has been completed. ;;~~(~~i;.u.,~'<:lll.l·a Ilic Telephone#: (760) 672-0543 By: Chris Shaver EsGil y:l=(b Email: sanjailic@hotmail.com In Person Enclosures: 11/7/2019 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 Carlsbad CBR2019-0460(PREV2019-0207) Nov. 15,2019 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. PLANS 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. 2. All sheets of plans must be signed by the person responsible for their preparation . (California Business and Professions Code). This will be verified on each submittal. 3. Plans deviating from conventional wood frame construction shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations. (California Business and Professions Code). This will be verified on each submittal. 4. Organize the sheets to be in the correct order (cover sheet in front). Sheet A9 is upside down and backwards; please revise. GENERAL RESIDENTIAL REQUIREMENTS 7. Specify on the plans the following information for the pre-manufactured bay window, per Section R106.1.1: b) ICC approval number, or equal. Provide an ICC approval number for the proposed bay window. Carlsbad CBR2019-0460(PREV2019-0207) Nov. 15,2019 8. Glazing in the following locations should be shown on the plans as safety glazing material in accordance with Section R308.4: See windows at the top of the spiral staircase. Callout the window at the top of the spiral stairs (grid 9) as safety glazing. ROOFS/DECKS/BALCONIES 11 . Specify on the plans the following information for the roof materials of the patio cover, per Section R106.1.1: ESR-1274 is expired. a) Manufacturer's name and product name/number. b) ICC approval number, or equal. c) Specify system type if numerous systems are available. ESR 1274 is still shown on the plans; provide an up-to-date ICC approval number for the roofing material. 12. Specify on the plans the following information for the roof materials of the spiral staircase enclosure, per Section R 106 .1 .1: a) Manufacturer's name and product name/number. b) ICC approval number, or equal. ESR 1372 could not be found for verification. 14. Show the sizes/locations of roof drains and overflows for the roof deck. Section R903.4. Show crickets directing water to the roof drains. 15. Overflow roof drains shall terminate in an area where they will be readily visible and will not cause damage to the building. If the roof drain terminates through a wall, the overflow drain shall terminate 12" minimum above the roof drain. Policy 84-35. Clarify the overflow note on A-5; overflow drains should be 2" above roof surface. R903.4. Also, detail 6/A-5 does not show a gap for drainage. 16. Show the required ventilation for attics (or enclosed rafter spaces formed where ceilings are applied directly to the underside of roof rafters). The minimum vent area is 1/150 of attic area (or 1/300 of attic area if at least 40% (but not more than 50%) of the required vent is located no more than 3' below the ridge). Show on the plans the area required and area provided . Section R806.2. a) When using a radiant barrier, California energy design affects the attic ventilation area requirement: If using the Prescriptive method for energy compliance, then the attic vent area must be at the 1 /150 area: If using the Performance method, either the 150 or 300 areas may be used, as documented on the energy forms. Section RA4.2.1. Carlsbad CBR2019-0460(PREV2019-0207) Nov. 15,2019 i) Provide ventilation for the staircase enclosure. ii) Callout detail 3/A-6 in an applicable location for reference. iii) Coordinate the ventilation/insulation with what is shown on the T24 (R-30). 18. Where eave vents are installed , insulation shall not block the free flow of air. A minimum of 1" of air space shall be provided between the insulation and the roof sheathing. To accommodate the thickness of insulation plus the required 1" clearance, member sizes may have to be increased for rafter-ceiling joists. Section R806.3. The response referenced 6/A-5 but no information could be found. STRUCTURAL 20. Provide framing for the spiral staircase enclosure at the roof level; this should include header, rafters, etc. Specify the wall sheathing for the staircase enclosure. Also, address any overstrength factors for 08-5. 21 . The calculations for the deck beams (DB-5, DB-6) show a roof live load reduction but do no meet the requirements for this reduction according to the ASCE?-10 , Section 4.7.2. Revise calculations and coordinate the sizes of these beams with the plans. Specify the construction grade of 08-5; is this a Vlam? 26. Provide calculations, with an overstrength factor included, for the 3 ½"x 11 ¼" V.L. beam along grid 9 on the floor framing plan . Coordinate the size of this beam; calcs show 11 7/8". ENERGY CONSERVATION 39. The energy design and the plans show R-30 insulation beneath the proposed roof deck, but with the ripping of the deck joists, R-30 does not look to fit. How is this being addressed? Coordinate the wall insulation shown on the plans (R-13) with the energy design (R-15). Carlsbad CBR2019-0460(PREV2019-0207) Nov. 15,2019 MISCELLANEOUS To speed up the review process, note on this list (or a copy) where each correction item has been addressed , i.e., plan sheet, note or detail number, calculation page, etc. 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 th is 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 Chris Shaver at EsGil. Thank you. DATE: Oct. 29, 2019 JURISDICTION: Carlsbad ✓. EsG1I A SAFEbuilfCompany □ APPLICANT □ JURIS. PLAN CHECK#.: CBR2019-0460(PREV2019-0207) ____ SET: I PROJECT ADDRESS: 1734 Mallow Ct PROJECT NAME: Ilic Residence Addition, Patio Cover, & Roof Deck D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ~ The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ~ The applicant's copy of the check list has been sent to: Sanja Ilic 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: Sanja Ilic Telephone#: (760) 672-0543 Date contacted : (by: ) Email: sanjailic@hotmail.com Mail Telephone 0 REMARKS: By: Chris Shaver EsGil Fax In Person Enclosures: 10/17/2019 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 Carlsbad CBR2019-0460(PREV2019-0207) Oct. 29, 2019 /DO NOT PAY-THIS JS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad 0460(PREV2019-0207) PREPARED BY: Chris Shaver BUILDING ADDRESS: 1734 Mallow Ct BUILDING OCCUPANCY: R3/U BUILDING AREA Valuation PORTION ( Sq. Ft.) Multiplier Addition 552 169.50 Deck 300 20.03 Patio Cover 643 12.33 Air ConditioninQ Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordln1nc1 j 1997 USC Building Permit Fee G::J j 1997 use Plan Check Fee G Type of Review: i,;;-Complete Review r Repetitive Fee "'I Ej Repea1s ,, Comments: r Other r Hourly EsGII F-,, PLAN CHECK#.: CBR2019- DATE: Oct. 29, 2019 Reg. VALUE ($) Mod. r Structural Only 93,606 6,014 7,925 107,545 7 , $42&.407 Sheet 1 of 1 Carlsbad CBR2019-0460(PREV2019-0207) Oct. 29, 2019 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK#.: CBR2019-0460(PREV2019-0207) JURISDICTION: Carlsbad PROJECT ADDRESS: 1734 Mallow Ct FLOOR AREA: Addition= 552.25 SF Deck = 300.25 SF Patio Cover= 642.75 SF REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 10/15/2019 DATE INITIAL PLAN REVIEW COMPLETED: Oct. 29, 2019 FOREWORD (PLEASE READ): STORIES: 2 = Roof Deck HEIGHT: 27.5' DATE PLANS RECEIVED BY ESGIL CORPORATION: 10/17/2019 PLAN REVIEWER: Chris Shaver This plan review is limited to the technical requirements contained in the California version of the International Residential Code, International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled . This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 2016 edition of the California Code of Regulations (Title 24), wh ich adopts the following model codes: 201 5 IRC, 2015 IBC, 201 5 UPC, 2015 UMC and 2014 NEC. The above regulations apply, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 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. plwe note on this 11st (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 11st when you submit the revised plans. Carlsbad CBR2019-0460(PREV2019-0207) Oct. 29, 2019 PLANS 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 Ti:K2 corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning , Engineering and Fire Departments until review by EsGil is complete. 2. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). This will be verified on each submittal. 3. Plans deviating from conventional wood frame construction shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations. (California Business and Professions Code). This will be verified on each submittal. 4. Organize the sheets to be in the correct order (cover sheet in front). 5. All markings on the plans should be permanent (no pen); see sheet S1 (slab thickness) and S3 (deck joist spacing). 6. Check the area tabulations for the propose patio cover, deck and addition, and update accordingly. When scaling the drawings, I found different values. GENERAL RESIDENTIAL REQUIREMENTS 7. Specify on the plans the following information for the pre-manufactured bay window, per Section R 106 .1 .1 : a) Manufacturer's name and product name/number. b) ICC approval number, or equal. 8. Glazing in the following locations should be shown on the plans as safety glazing material in accordance with Section R308.4: See windows at the top of the spiral staircase. Carlsbad CBR2019-0460(PREV2019-0207) Oct. 29, 2019 a) Glazing adjacent to a door where the nearest vertical edge of the glazing is within a 24" arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60" above the walking surface. Exceptions: i) Glazing in walls on the latch side of and perpendicular to the plane of the door in a closed position. ii) Glazing in walls on the push side of and perpendicular to the plane of the door in a closed position (hinge side). iii) Glazing that is adjacent to the fixed panel of patio doors. b) Glazing in individual fixed or operable panels that meet all of the following conditions: i) Exposed area of an individual pane is greater than 9 square feet, and: ii) Exposed bottom edge is less than 18" above the floor, and : iii) Exposed top edge is greater than 36" above the floor, and: iv) One or more walking surfaces are within 36" horizontally of the plane of the glazing. c) All glass railings, regardless of height, above a walking surface (including structural baluster panels and nonstructural in-fill panels). d) Glazing where the bottom exposed edge is less than 36" above the plane of the adjacent walking surface of stairways, landings and ramps. e) Glazing adjacent to the landing at the bottom of a stairway, where the glazing is less than 36" above the landing and within 60" horizontally of the bottom tread. EXITS, STAIRWAYS, AND RAILINGS 9. Specify on the plans the following information for the Juliet balconies at the 2nd floor bedroom addition, per Section R 106.1 .1: a) Manufacturer's name and product name/number. b) ICC approval number, or equal. ROOFS/DECKS/BALCONIES 10. 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. 11 . Specify on the plans the following information for the roof materials of the patio cover, per Section R106.1.1: ESR-1274 is expired a) Manufacturer's name and product name/number. Carlsbad CBR2019-0460(PREV2019-0207) Oct. 29, 2019 b) ICC approval number, or equal. c) Specify system type if numerous systems are available. 12. Specify on the plans the following information for the roof materials of the spiral staircase enclosure, per Section R 106.1 .1: a) Manufacturer's name and product name/number. b) ICC approval number, or equal. 13. Specify roof slope on the plans for the spiral staircase enclosure. 14. Show the sizes/locations of roof drains and overflows for the roof deck. Section R903.4. 15. Overflow roof drains shall terminate in an area where they will be readily visible and will not cause damage to the building. If the roof drain terminates through a wall, the overflow drain shall terminate 12" minimum above the roof drain. Policy 84-35. 16. Show the required ventilation for attics (or enclosed rafter spaces formed where ceilings are applied directly to the underside of roof rafters). The minimum vent area is 1 /150 of attic area ( or 1 /300 of attic area if at least 40% (but not more than 50%) of the required vent is located no more than 3' below the ridge). Show on the plans the area required and area provided. Section R806.2. a) When using a radiant barrier, California energy design affects the attic ventilation area requirement: If using the Prescriptive method for energy compliance, then the attic vent area must be at the 1/150 area: If using the Performance method , either the 150 or 300 areas may be used, as documented on the energy forms. Section RA4.2.1. 17. Enclosed rafter spaces do not require venting if the following specific insulation design is used, per Sections R806.5/EM3.9.6: ♦ If the insulation is air-penneable and it is installed directly below the roof sheathing with rigid board or sheet insulation with a minimum R-4 value installed above the roof sheathing. (or) • If the insulation is air-lmpenneable and it is in direct contact with the underside of the roof sheathing. (or) • If two layers of insulation are installed below the roof sheathing: An alr- lmpenneable layer in direct contact with the underside of the roof sheathing and an additional layer of air penneable insulation installed directly under the air- impermeable insulation. 18. Where eave vents are installed, insulation shall not block the free flow of air. A minimum of 1" of air space shall be provided between the insulation and the roof sheathing. To accommodate the thickness of insulation plus the required 1" clearance, member sizes may have to be increased for rafter-ceiling joists. Section R806.3. Carlsbad CBR20 l 9-0460(PREV2019-0207) Oct. 29, 2019 19. Note on the plans: "Attic ventilation openings shall be covered with corrosion-resistant metal mesh with 1 /16" minimum to ¼" maximum openings. Section R806.1. STRUCTURAL 20. Provide framing for the spiral staircase enclosure at the roof level; this should include header, rafters, etc. 21 . The calculations for the deck beams (DB-5, DB-6) show a roof live load reduction but do no meet the requirements for this reduction according to the ASCE7-10 , Section 4.7.2. Revise calculations and coordinate the sizes of these beams with the plans. 22. Update the calculations for FB-2 to show the correct span; the calculations show 15' but then use 12'. 23. Specify the construction grade for Versa-Lam beams shown on the plans. 24. The wind analysis for the residence shows a basic wind speed of 85 mph for the residence; is this value already reduced from 110 mph? If not, update calculations to show 110 mph. 25. The 14'-6" shear wall along grids E-F at the roof level does not fit on the wall line shown; revise. 26. Provide calculations, with an overstrength factor included , for the 3 ½"x 11 ¼" V.L. beam along grid 9 on the floor framing plan. 27. Update detail 12/S-4 to show the correct post size and size of knee braces (6x6 according to framing plan). The knee bracing should also be shown in both directions at mid spans and corners. 28. Provide calculation to justify knee bracing size, length, bolt size, bolt embedment, etc., and show information on the plans. 29. Update detail 11/S-4 to show the patio roof framing. How are the rafters being connected to the residence? 30. Provide a connection detail for the 2x4 trellis members, which look to be attached to the residence. 31 . Show the 2x4 trellis joist spacing on the plans (6" o.c.). 32. Update detail 2/S-4 to show the 4x8 floor joists; the detail currently shows 2x. 33. Update detail 5, 6, and 7/S-4, called out on the roof plan, to show the guard rail condition. Carlsbad CBR2019-0460(PREV2019-0207) Oct. 29, 2019 34. Provide a hold down detail and retrofit hold-down detail or specify where this can be found on the plans. MECHANICAL 35. Please provide listing information for the outdoor cooking appliance, to verify clearance to combustibles and overhead protection. If this is an unlisted appliance, it cannot be installed beneath a combustible overhead . CMC Section 921.0. ELECTRICAL 36. Provide an electrical plan for the proposed roof deck and spiral staircase enclosure. 37. A balcony, deck, or porch that is accessible from the interior of the dwelling will require a minimum of one receptacle outlet. CEC 210.52(E) (3). This receptacle must be GFCI protected. 38 Show at least one wall switch-controlled lighting outlet to be installed in every habitable room; in bathrooms, hallways, stairways, attached garages, and detached garages with electric power; and at the exterior side of outdoor entrances or exits. At interior stairways show 3-way switching for lighting outlets at each floor level where there are six or more steps. CEC Article 210.?0(A). See the opening to the roof deck, spiral staircase (top & bottom) and at the extedor of the proposed slider of the addition. ENERGY CONSERVATION 39. The energy design and the plans show R-30 insulation beneath the proposed roof deck, but with the ripping of the deck joists, R-30 does not look to fit. How is this being addressed? MISCELLANEOUS 40. On the elevations, provide a height dimension for the finished floor of the roof deck 41 . To speed up the review process, note on this list (or a copy) where each correction item has be.en addressed, i.e., plan sheet, note or detail number, calculation page, etc. 42. 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: Carlsbad CBR2019-0460(PREV2019-0207) Oct. 29, 2019 Yes □ No □ 43. 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 Chris Shaver at EsGil. Thank you. May 15,2020 To: City Of Carlsbad Building Inspection ANPENGINEERING INC. 3204 Carleton $1reet SAN DIEGO, CA 92106 (619) 281 2448 Re: Construction clarification for 1734 Mallow Court To whom it may concern: This letter is state that 2Xl2@ 16" on center deck joists called out on the drawings could be substituted with the followings: . 2XI0@ 16" on center joist where span is limited to 12' and 2X10@ 12" on center for span is limited to 14'-9". Please see attached fix it detail for 3" notched joist supporting bathroom. If you should have an questions or addition concerns, please contact me at (85 8) 204-1631. Pirouz Ete RECORD cor~ \ r . -, k :~J - y...__i Ni/1. -~-' . .i 5:/t-~/ io._ RECoRD co;:::-I .. I-.... -:-.. --· :.. ANP ENGINEERING INC. 4682 Iowa street #207 San Diego, CA 92116 Client: Dr. Sanja Ilic Structural Calculations P.1)·.;>ft ]) £ Q. K for: Remodeling plus I 'addition and ,,uic ss I •; n At 1734 Mallow Ct. Carlsbad, CA 92011 I\ pageoneoJ,2125 -- 'ti. ~ ~~ \ \ ~~ -- wet signature Date: February 20, 2019 qJ7A/l9 ~ <J Ge>~-,ol ~ ... O'f&oo PRe>.1o101</· .. Od DESIGN LOADS for 1734 Mallow Ct., Carlsbad, CA 92011 Roof D.l. = 10 psf (Comp. Shingles) Roof live load = 20 psf Floor D.l. = 12 psf Wind Speed = 110 mph I= 1.0 Zone A= 21 psf Seismic Design Category D I =1.0 R=6.5 Sds=0.764 Soil Bearing Pressure = 1500 psf sandy clay Ceiling DL = 5 psf Floor live load = 40 psf Exposure C Zone C= 14 psf Risk category II Soil Site Class = D Cs=0.12 page 2 Active pressure= 35 pcf Coef. of Friction = 0.1 Passive Pressure = 100 pcf Use 2# 4 top and bottom rebar and min. 12"X18" footings for this project GOVERNING CODE STRUCTURAL STEEL: WELDING : LUMBER: LGLULAMS: VERSA LAM CMU CONCRETE COLD FORM STEEL Design Criteria Sheet 3 of 13 Project: Sanja Ilic 1734 Mallow Ct .. Carlsbad, CA 92011 2016 CBC OR 2016 CRC FY=SO KSI {A572-S0) 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'm= 2500 PSI PER ESR 1155-P l 7 3 -1:: N A-t.d,ovv' Q. T-· ·srr-N J.A-J:-L/.G Rro f" T) eCk 4 . )).Jo1sr( D.J'f:) j SpttN ~ 1 S 1 N\/'r-'Y----. d.'"M 1;, = t·r. 2-s-_ J2 =?; ,5 ~ vJ-z._ 1; 33( \ 4-T Go) -:::: d. ~ _ =-H • 2-s--\-.:-Ao S 11 R =-<,1 ~ 1 +a"4 -s • 4.::-C.41 M_ 7t:,,._:sb4 tA$~ ~X.L12-@ te_ ~Ct_c_ . b .. J2, ---- s pA-N ==---l'2--~_p ...• W2 \?33(\4tGo)- cl .. -t' ., 'S 1 '--t&;. vs v\ 1V1 I Y1 -1 • '-' --3 -o, d..LV< :::.. l 1-2-~ -£ ~ 9. I S' ti R = 0.11 t•4B (1 ~, /"'\ t \A . \\ t.AvS t::.. 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E: ?S: s~l 1i. ~ V.L l a I o o) vt - "'1fl> ENGl'fEERING INC. ~raNA~7 SAN DIEG, CA 92116 Title Block Line 6 Multiple Simple Beam ,., Description : NEW ROOF DECK Wood Beam Design : &,J1 BEAM Size : °"!JiedTdle: E • P=: Project Descr: Printed: 29 SEP 2019. 7:32PM Fie,. C:IUNnl\AHPl.AP-1\DOCUME-1'ENERCA-1\IUC.ec6 . SoftMre~ENERCALC, INC.1~2019, Build:10.18.12.31 . Calculations per NOS 201&. IBC 2015, CBC 2011, ASCE 7-10 1.50 X 9.50, Sawn, Fully 8raceo Using Allowable Stress Desrgn with IBC 2012 Load Combinations. Major Axis Bendmg Wood Specin : Douglas Fir -Larch Wood Grade : No 2 Fb -Tenslon 900.0 psi Fc-Prfl 1.350.0 psi Fv 180.0 psi Ebend-xx Fb -Compr 900.0 psi Fe-P9rp 625.0 psi Ft 575.0 psi Emlnbend -xx 1.600.0 kal 580.0 kai Density 31 210 pcf Applied Loads Unif Load: 0 = 0 0140. L = 0 060 klft Tnb= 1.0 t: De§lanSumma,y Max fblFb Ratio = 0.972 • 1 1b : Adual : 1.106.93 pal at Fb : Allowable : 1.136.50 psi 7.500 ft In Span # 1 Load Comb : +D+L +H Max fv/FvRatio = 0.292: 1 fv : Actual : 52.58 psi at Fv : Alowable : 180.00 psi 0 000 ft in S~n # 'i Load Comb : +D+L +H Max Reactions (k) Q .L, ~~ 0.11 0.45 ._.... 0.11 0.45 LL Wood Beam Design : ~{J' '2-. BEAMSlze : 'Hth#@%f~ , i~ o ro.01401 uo oso, fit#tfaiv,!~ ~ t1 1.60X9.50 15.0 ft Transient Downward O .401 In Tocal Downward 0.494 in 364 >2AO Ratio 449 >360 Ratio LC: L Only TraMient Upward 0.000 In Total Upward Ratio 9999 Ratio LC· +D+L+H 0.000 in 9999 Cak:ulallo.,. ,_ NOS 201&. IBC 2015, C8C 2011. ASCE 7-10 1.50 X 9.50, Sawn, Fully i:sracec Using Allowable Stress Design with IBC 2012 load Combinations. Major Axis Bendrn; Wood Species: Douglas Fir -Larch Wood Glade: Ne.::: Fb -Tension 900 psi Fe -Prll 1350 psi Fv 180 psi Ebend-xx Fb . Compr 900 P8i Fe -P9rp 625 psi Ft 575 psi Eminbend -xx 1600 kai 580ksi Density 31 .21 pcf Apolied Loads Unrf Load: D = 0.01 40, L = 0.060 kilt. Trib= 1.330 !: Design Summaa Max fblFb Ratio = tb : Actual : Fb : Alowllble : LoadComb : Mu fvlFvRatio • fv : A.dual : Fv : Alowable : Load Comb : 0.828 • 1 942.21 pa( at 6.000 ft In Span # 1 1 138.50 pei +D+L+H 0.302: 1 54-29 psi at 11.240 ft in Span # 1 180.00 pal +D+L+H Max Reac:tions (k) .12 L 0.48 0.48 w. l.eft&,lpport 0.11 Right Support 0.11 0 \0 018621 L\0.07980) P-WtitfZit I i Ntwtif#P ii E tir~ 1.SOX9.SO ~ A !i 12.0 ft TraMient Downward Ratio 0. 218 in Total Downward 0.269 in 534 >240 559 >3e0 Ratio LC. l On:y Transient Upward 0.000 In Ratio 9999 LC . Total Upward Ratio LC +D+l+H 0.000 in 99&9 LC: ~ ENGINEERING INC. ~tc:NIA'J207 SAN OIEG, CA 92116 Title Block Line 6 Multiple Simple Beam I • I I••. Wood Beam Design p~S ~Tdle: Engineer: Profec! ID: Project Descr: \ \ Printed: 29 SEP 2019. 7:32PM Fie= C:~11DOCUME-11ENERCA-1\IUC.ec6 . ~ ENERCALC, NC.1983-2019, Buld:10.18.12.31 . C.tculatlons per NOS 2015, IBC 2015, CBC 2019, ASCE 7-10 4x12, Sawn, Fully IJnbraceo Using Allowable Stress Design with IBC 2012 Load Combi'lations. Major Axis Bending Wood Species : Douolas Fir -Larch Wood Grade: No.2 BEAM • 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 Emlnbend -xx Applied Loads Unii Load: D = 0 0140. L = 0.060 k/ft. Trib= 4.5G fl •.,--.if Load: D = 0.20. Lr= 0.050 kfft. Trib= 1.0 f'. QeskrJ SunmaO'. Max fb/Fb Ratio = tb : Actual : Fb : AIIDw8ble : LoadCOmb : Max fv/FvRatio = fy : Actual : Fv : AIIDw8ble : 0.303 • 1 270.73 ~ at 892.40 psi +D+L+H 2.500 ft In Span# 1 4.067 ft In Span # 1 A 1.600.0 ksi 580.0 ksi 31 .210 pcf LoadCOmb : Max Reactions (k) 12 0.177: 1 31 .81 psi at 180.00 psi +D+L+H .L l,( Y:t Ii .!:1 s Transient Dowliward 0. 006 in Tolal Downward 0 011 In 5290 >2-40 LeftS~ 0.66 Right Support 0.66 o.68 o.·1~ 0.68 0.1::: Ratio 9999 >360 Ratio LC: L Only Transient Upward 0.000 in Total Upward Ratio 9999 Ratio LC:+O+L+H 0.000 In 9999 Wood Beam Design : ~ Calcldaaona per NOS 2015, IBC 2015, CBC 2019, ASCE 7-10 BEAM Size : 3.Sx11 .25, VersaLam, Fully Unoracec Using Allowable Stress Design with IBC 2012 Load Combir.ations. Major Axis Bending Wood Species : Boise Cascade Wood Grade : Versa Lam 2.0 3100 Wes~ Fb -Tension 3100 psi Fe -Pr1I 3000 psi Fv 285 pal Ebend-xx 2000 ksi Fb•Compr 3100 psi Fe-Perp 750psi Ft 1950 psi Emlnbend •xx530120482 ksi Apolied Loads Beam sei! weight calculaied and added to 1oads _;nrf Load: D = 0.0140. L ", 0.060 k,'ft, Trib= 0.50 ft Feint: D = 0 660, Lr= 0. ~30. L" O.?O k@, 5.0 ft Design Summary Max fblFb Ratio s 0.334 • 1 tb : Actual: 933.60 psf at Fb;Allow9ble : 2.797.42 pai 5.000 ft in Span# 1 Load COmb : +D+L +H Max fv/FvRatio = 0 .164 : 1 fv : Actual : 46.71 psi at Fv : AIIDw8ble : 285.00 psi 0.000 ft in Span # 1 0(0.00701 l \O 0301 3.5x11.25 H5.0 ft Dendy 41.76 ptf Load COmb : . +D+L+H Max Reac:tionS (k) Q I. l,( Ii Transient Downward 0.130 in Total Downward 0.238 In Rig'-!ftht~~ 0.58 0.6G 0.01< ____.. 0.36 0.46 C.04 Ratio 1388 >380 Ratio LC: L Only Transient Upward 0.000 in Total Upward Ratio 9999 Ratio LC. 754 >2.-0 LC· +D+l+H 0.000 in 9999 LC: ~ ENGINEERING INC. ~fONA'J207 SAN DIEG, CA 92116 TIiie Blodc Line 6 Multiple Simple Beam Wood Beam Design : fQB ( ~Tille: E - ~: Descr: Printed: 29 SEP 2019. 7:32PM Fie= C~\AHPI.AP--1\00CUIE-1V:NERCA~1\l.JC.d . ~ ENERCALC, INC. tNS-20111, Buld:10.18.12.31 . Calcua-aona per ND8 2.015, IBC 2.01&, CBC 201&, ASCE 7-10 B Size : 6x10, Sawn, Fully lmoracec Using Allowable Stress Design with IBC 2012 Load Combinations. Major Axis Benaing Wood Species : Douglas Fir -Larcn Wood Grade : No 1 Fb -Tention 1350 psi Fe -Prl 925 psi Fv 170 psi Blend-xx Fb -Compr 1350 psi Fc-Perp 625 psi R 675 psi Eminbend -xx 1600ksl 580 ksi Dendy 31.21 pct ADolied Loads Beam self wei9ht calc-J1a!ed and added to toads ,_.,;,f !..oao. D = C.010. Lr = 0.020 ltift Tribz ~ .SC ''. Design Summary Max fblFb Ratio = fb ; Actual : Fb : Allowable : LoadComb : Max fv/FvRatio .. fv : Actual : Fv : Allowable : LoadComb : 0.486· 1 802.00 pal at 9.750 It in Soan # 1 1.648.66 psi +D+Lr+H 0.1 41: 1 29.95 pei· at 18.720 ft in Span# 1 212.50 psi +D+Lr+H Max Reectiona (k) g 1. 1l 0.6b 0.68 Left Sl!PPC)rt O .45 Right Support 0.45 Wood Beam Design : ~ "2- tt D10.0350) LnO 0701 W licf#P14@~ :==; 8><10 19.50 ft Trwlent DowllWllld Ratio 0.364 in Total Downward 3.605 In 386 >180 642 >360 Ratio LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 In Total Upward 0.000 In Ratio 9999 Ratio 9999 ••. _..,_ Cale• ....... per NOS 2.016, l8C 201&, CBC 2011, ASCE 7-10 BEAM Size : 6x10, Sawn, Fully Unbracec Using Allowabie Stress Design with IBC 2012 Load Corr>binations. Major Axis Bending Wood Species: Douglas Fir -Larch Wood Grade : Ne ' Fb -Tension 1350 psi Fe -PT11 925 psi Fv 170 psi Ebend-xx Fb -Compr 1350 psi Fe -Perp 625 psi Ft 67 5 psi Eminbend • xx 1600 ksi 580ksl 31 .21 pcf ADplied Loads Beam self wei9nt caicu1ated and added to loads vr:ri Load. D == 0.010. Li== 0.020 l<ift. Trio= 1 ~ W ~ DNiqnSw,na,y Max 1b1Fb Ratio • fb : Actual : Fb :Aloiwabtlt : L.oadComb : Max fv/FvRatio = fy : Actual : Fv:Alowable : LoadComb : 0.189; 1 316.57 pel at 1.675.56 psi +D+Lr+H 0.131:1 27.93 pei at 212 50 psi +D+Lr+H MaxRNdlons (~) Q 1. 1l 0.81 0.81 Left&,ppo,t 0.44 Right Support 0.44 3.500 ft In Span # 1 6.230 ft In Span# 1 ti 0•0 1150, Lr<O 2301 CIX10 7.0 ft 0.0201n Total ~ Transient ~ Ratio 4228 >360 Ratio 0.031 In 2729 >180 LC: Lr Oniy LC: +0---Lr+H Transient Upward o. 000 In Total Upward 0.000 in Ratio 9999 Ratio 9999 _..,.,, ENGINEERING INC. "882IONA3207 SAN DIEG, CA 92116 Trtle Blodc Line 6 Multiple Simple Beam 1. I •• Wood Beam Design : ®\-\ BEAM Size : °'oiectTitle: Engineer: Project ID: Project Deaa: Printed: 29 SEP 2019. 7:32PM Fie= C:\Uaenl\ANPI.AP-flOOCUME-1\ENERCA-1\lllC.ec:6 . Soliw.e~ENERCALC. NC. 1983-2019, Build:10.18.12.31 . cafculatlona per NOS 2015, IBC 2015, CBC 2011, ASCE 7-10 4x6, Sawn. Fully Unbracec Using Allowable Stress Design with IBC 2012 Load Combinations. Major Axis Beno,nf, Wood Species : Douglas Fir -Larch Wood Grade : Nc.'2 Fb-Tension 900.0 ~ Fe-Prll 1,350.0 psl Fv 180.0 psi Ebend-xx 1,600.0k&i Fb-Compr 900.0 pa, Fe-Perp 625.0 psi Ft 575.0 psi Eminbend . xx 580.0 kai Density 31 210 pcf Applied Loads l!nif Load: D = 0.0140, L = 0.060 klit, Trib= 0.70 ft Design Summary Max fbJFb Ratio -lb : Actual : Fb : Allowebla : L..oadComb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : 0.399 • 1 454.54 psi at 1.1 63.50 psi +D+L+H 0.168:1 • 30.28 psi at 180.00 psi +D+L+H .12 L Max Reactions (k) Left Support Right~ 0.33 0.:.:i 0.33 0.13 3.000 ft in Span # 1 5.560 ft In Span# 1 w. Wood Beam Design : ®\-t 2-- .!:I. D(o.oo§a§1 \.Qb.0420; 4x6 6 .0 ft Transient Downward 0. 0 ~ 6 in Total Downward c,. 057 In Ratio 4540 >360 Ratio 1256 >24'0 LC: L Oniy LC: +D+L+h Transient Upward 0.000 In Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: \..C. Cai4c:o41Ck>na per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size : 4x8, Sawn. Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations. Maior Axis Bending Wood Species: Douglas Fir -Larch Wood Grade: No.2 Fb -Tension 900.0 psi Fe -Prl 1,350.0 psi Fv 180.0 psi Ebend-xx 1.600.0 ksl Fb -Compr 900.0 psi Fe· Perp 625.0 psi Ft 575.0 psi Emlnbend • xx 580.0 ksl Density 31.210 pcf Apolled Loads •..:nii Load. i) = 0.0140 L = 0.060 k,'ft, Trib= 7.50 ii ,..;nif Load. i) = 0. \0 k,'ft fob=a 1.,j ~ De§kl1summart Max 1blFb Ratio • lb : Actual: Fb : Allowable : t.oadComb : Max fv/FvRatio "' fv : Actual : Fv : Allowable : L..oadComb : 0.486 • 1 565.25 psf at 1.163.34 psi +D+L+H 0.322: 1 58.00 psi at 180.00 psi +D+L+H Max ReactionS (k) .12 Lefts~ o.43 !. 0.95 L!: Right Support 0 .43 0.95 2.100 ft in Span# 1 0.000 ft In Span # 1 w .ti 4"8 4.2011 Transient Downward 0.018 in Total Downward 0.026 in Ratio 2829 >360 Ratio ~ 944 >24'0 LC: L Only I LC: +D+L-1-H Transient UpW8fd 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: ANP ENGINEERING INC. 4682 t<:N/A 3207 SAN OIEG, CA 92116 Title Block Line 6 i Multiple Simple Beam ,. , .... \/Vood Beam Design : l\>]l{ 3 Project TIiie: Enqineer: Project ID: ProjectDescr: l 4 Printed: 29 SEP 2019. 7:32Pi,1 Fie= C.~IANPl.AP-1\00CUME-1aERCA-1~•.ec:6 . SOftWse ~ ENERCALC, NC. 1983-2018, Bulld:10.111.12.31 . Calculatlons per NOS 2015, l8C 2015, CBC 2016, ASCE 7-10 4x8, Sawn. Fuliv Unorace-. Using Allowable Stress Design with !BC 2012 Load Combinations. Major Axis Ben::1m-~ Wood Speciel : Douolas Fir -Larch Wood Grade : N0 ? BEAM Size : Fb . Tension 900.0 pei Fe · Prtl 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 Applifdl,oeds Unif load: D ~ 0.0i40. L = 0.060 k/ft. Trib= 5.0 -• . 1h Lead: D = 0.050 !<ift. Trib= 1.0 ft ;·01nt D = 0.40. Lr== 0.040, L = 0.50 k @. 1.0 ft QuiaJSummary Max 1b1Fb Ratio "' tb : Adual : Fb :Alowable : LoadComb: Max fv/FvRatio = fv : Adual : Fv : Allowable : 0.481; 1 559.96 p111 at 1,163.34 psi +D+L+H 0.432: 1 77.73 psi at 180.00 psi +D+L+H 1.596 ft In Span # 1 0.000 ft in Span# 1 1.600.0kal 580.0kal Density 31.210 pcf L.oadComb : Max ReactionS (k) D. b .Lr Ji Transient Downward O. 017 in Total Downward 0.025 in 1965 >240 Left Support 0. 56 Right Support O .35 1.01 Q,c,.., 0.1s o.c·. Ratio 2985 >360 Ratio LC: L On!y Transient lJpw8fd 0.000 In Total Upward Ratio 9999 Ratio i.C: LC: +D+L+n 0.000 in 9999 LC: Wood Beam Design : 1f j C.lculatlona per ND8 2011, l8C 2011, CBC 2018, ASCE 7-10 BEAM Size : 4x10, Sawn, Fully Braced '..'sing Allowable Stress Design with IBC 2012 Load Combinations. Major Axis Bending Wood Species : Douglas Fir -Larch Wood Grade: No.2 Fb. Tension 900 C psi Fe -Pr1I 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksl 580.0 ksi Density 31.210 pct Fb. Compr 900.0 psi Fe· Perp 625.0 psi Ft 575.0 psi Emlnbend -xx Applied Loads 3eam self we1oht calculated and added to !oads '.:n,i Load: D = 0.G30 i<..-it. inb= ,.::J ': Des/an Summary Max fbJFb Ratio = fb : Actual : 0.100· 1 111.25S-at 1.117.S0psl +D+H Fb : AlloWable : LoadComb : Max fv/FvRatio = fv : Actual : Fv : Allowable : LoadComb : Ma Re8ctions (k) uftS~ Right Support 0.0 45 : 1 7.26 psi at 162.00 psi +D+H Q i 0.1$ 0.,9 1l 5.000 ft in Span# 1 9.233 ft in Soan # 1 w. !! 0 (0 030• 4x10 10.0 ft Transient Downwafd 0.000 in Total Downward ~ Transient Upwll1d Ratio 99SS >380 Ratio LC: C.000 in Total Upward 9999 Ratio :..c. 0.023 ln 5293 >2-40 LC:+D+!-l 0.000 In 9999 -VIPENGltEERINGINC. ~IONA3207 SAN DIEG, CA 92116 TllleBfod(Une6 Multiple S"ample Beam 'Oetrcnp'fion : ·--~vood ;Beam :eest,gn :: ~Title: Engineer: Project ID: Project Descr: 15 Printed: 29 SEP 2019. 7:31PM Fla =C:W..S\MIPI.AP-11X>CUME-1'ENERCA-1'11UC.d . SoilNl9 SIERcn.t:, NC. 1"3-20111, Buld:10.11.12.31 . Celc:ulaliolll per,NDS 2011. l8C 2011. cac 2011, MCE 7-10 BEAM Size : 4x8, Sawn, FuHy tstac.eu Using Attowable Stress Design with !BC 2012 Loao Combinations. Major Axis Ben<iing Wood Species : Ooug_las Fir -larch Wood ~ : No 2 Fb -Tension :90010 psi Fe -Prll 1.350:0 psi Fv ·t 80:0 pet Ebefld.. x,c 1;600'.0ksi '580:0ksi Density s1 :210 pct Fb. Compr 900.0 psi Fe · P8f1) '625:0 psi A '515:0 psi Emlnbend -xx Applied Loads Unifload'. 0 ,d).0120, L = O.OdO kift. Trib= 1.330 fi Design Summary Max tbJFb Ratio = 0.566; 1 fb : Actual : '751 .27 pat Ill 7 :500 ft In :5pan1J 1 Fb : Allowable : ·t:~5.50 psi load Comb : +~+LH'ff Max fv/FvRatio = .0. tS7 : 1 fv : 'Actual : :28:2'1 psi at 0.000 ft in-Span # , Fv : AIIOwable : 11!0.00 pei DC0 01596) LC0.05320! t • flft@:Z) ~x8 15.0ft Load Comb : +LHL-tif.i Max Reac:tionS (k) 12 L left Sl!PP()lt 0.12 0. <4<, .I,[ Y:!. H T.....,.. Downward l0,34~ In Total Downwarc:I Ratio 525 >360 Ratio .0,~i!S in 404 >180 Right Support 0.12 0.4<. LC: L Only Transient Upward ,0:000 in ToCBI Upward Ratio '9999 Ratio LC: +O+l+H :o:ooo In 19999 W.ood .Beam .De.sip.: .FJ2 f J" -z_ CalcUllllor-, per N>S 2015. IBC 2015. CBC 2011, ASCE 7-10 BE.AM Size : 2x8, Sawn, Fully i:srace<; Using Allowable Stress Design with IBC 2012 l oad Combinations, Major Axis Sending Wood Soecin : Douglas Fir -l arch Wood Grade : Nc.2 Fb. 'rens!On 'il0e •pal Fe -Prl 'lase psi Fv t!i88 pe1 £bend-xx Fb -Compr 900 psi Fe· Perp 625 psi Ft :575 pei Emlnbend • xx Applied Lqad§ Unif Load: 0 = 0.0120. L = 0.040 k.'ft. fob= 1.J.30 f: Deaign Summary 1.600 ksi 580 ksl Denally Max fblFb Ratio = 0.9:t5 • 1 fb : Actual : 1.136.82 pa( at ·e:000 ft ifrSpan ·# 1 Fb : Allowable : :I ,2;42:00 pei •r·fif®til?Z O/'0 01596) L(0 05320\ S ;·wtd:liM~y , I ·mt¥1r!£t!i~- Load COmb : ·-t'Ot'.L +H A Max fv/FvRalio = '0.28'6 : 1 fv : Actual : 51:51 pei at 1'1.400 ft ln,$pen # 1 Fv : Allowable : 'f-80:EJO pal Load Comb : +D-i:L +.H Max Reactiona (1() J2 L L8ft Support :.1>.1Ul :o:a-2 Right Support 'O.!l'O o:32 J.l w .!;f 2d 12.01\ Tiansient Downward 0.327 in Total Downward 0.426 In Ratio ,439 >360 Ratio '.l..:C:•L·Only Translelll Upward 0 .000 in Ratio 9999 CC: Total Upward Ratio :LC: .t!O<l'Le!iH 0.000 In ~ LC: ,c.. 411P ENGINEERING INC. <1682 IOWA-3207 SAN OIEG, CA 92116 TIie Block Une 6 I llulliple Simple eeam e 555916& ~ i9eam ~11 :: lRl!l'll f5I Cl?oiec:tTlde: ~~: Project Descr: Printed: 29 SEP 2019. 7:31PM Fla= C:~'()OCLIIIE-1'ENERCA-1~.edl • J Sollllal'II = ENERCALC, INC. 11D-20111, Buid:10.18.12.31 • et ril&W· es calculattona.per-NDI 2015, BC 2011, CBC 201.1,.AICE 7-10 BEAM Sae: 6.50 X 7.50, Sawn, Fully Unbra~ Using Allowable Stress Oes,go with ASCE 7-10 load Combinations, MajOf' Axis Benak:~ Wood Species : Douglas flr -l arch Wood Grade : No 2 Fb -T enaion ;im){fl l)II Fe:: -Pril fl ;550 ID psi Fv fl.:ll~l(I) .psi Ebend-xx Fb -Compr :.9'0MJ psi Fe-Perp •6l15!0 psi Ft -5'7'5:~,psi Eminbend -.xx !I iBGlGl i© ksi :580!0ksi Density :S11 ,!!)l) pd Apolied Loads Unif load. D = 0.0140. l = 0.060 k.llL Tfib= Hi ti ':.:niWLoad: ;il).=(!)iiJ!lWk'fft'iliiitl: 1t illlft i!Jnlfuoail: 'D ='Oi&.150. 1tw=(0;0201k'.fft.'!fr1b=:5f0!f! P..vrm: E = ;).54,J ~-@3.(: f Pfllgn SUmmaty Max fb,'fb Ratio = Q;9U; 1 tb : Actual : 1 ;02'4.39 JJ8I at 6:000 ft In Spanc# 1 Fb : Allowable : :1.:t20,4.1 pal Load Comb : +[;)+0. 75()lr.t,().700L Max fv/FvRatio = tD...2llZ : 1 ~ : Actual : ~'.()2 pa; at 11.400 ft inS;,an # i Fv : Allowable : 2251DD pal Load Comb : -+D+0:750cr+0:750L Max ReactionS (k) .12 .L Le § Left S&§lport :1 :on ro:-ae roc&0 Right SUpport 1,0~ :0:36 •~h60 w tt 8.50X7.50 12.0 ft Tranliant Downwmd :o.'1,28 in Total Downward Ratio ~'11:~ >360 Ratio '3&6 >180 ".'.C: 'l,r:Q>nly :l!C: 'flQ'1'0.·'15Ol.:r"'0.750L Transient Upward 0.000 In Total Upward 0.000 in Ratio 9999 Ratio 9999 '"""" Cale,....,. par ND8 201&. IBC 2011, CBC 2011. ASCE 7-10 BEAM Size : 6x8, Sawn. Fullv Unbrace.; Using Allowable Stress Design with tac 2012 Load C-Omblnations. Major Axis Bending Wood Species : ~las Fir -larch Wood Grade : No.' Fb -Ten.ion ITTl5'E) pai Fe:: -Prl ;g25 psi Fv rmm pai 'Ebend-xx :r.soo u1 ·580 kai Density ~.:271 pd Fb -Compr ·:t.3!10 psi Fe -Perp t62S psi Ft ·675 psi :Emlnbend -xx Appffd Loads Unit load: 0 = O.o140. L = 0,040 klft, Too= 1.0 r, ~dim: n = H.>. L = un:,@':.o·r Design Summary Max fblFb Ratk> C fi,-908 • 1 fb : Actual : ·L21'S!93 pai at ·31500 ft in!S.pan-.11 -~ Fb : Alowable : :t~.29 pal Load Comb : ""ll>'<'L Max fv/FvRatio = ·D.38.!3 : 1 fV : Actual : '55.'l'5 pal at 0:'000 ft ln'Span-# :i fy: Allowable : 1JO,OO pal Load Comb : -+ll>-+'L MaXReadlons Ck) ll I. &.l ~ W J;. Left Suooort 0.83 0.9\i Right S'upport 0.33 0.4'9 0 (0.0140l LIO 040• 12 .0 ft t! Traneient ~.-<I <0.2CiM In Total ~ Ratio 715 >360 Ratio LC: L Only Tran.ient Upward 1€l:00e In Tolal Upward Ratio '9999 Ratio LC· ..0264 in 396 >180 LC: +O.,.._ ,0,000 In ·9999 LC· NIP ENGINEERING INC. ~IOWA.3207 SAN DtEG, CA 92116 Title Block Line 6 11tffpb Si :;le Bazm Pro;ectTitle: ~ ID: Proied Deacr: 17 Printed: 29 SEP 2019. 7:31PM Fie •C:~IX>ClNE-1BIEACA-1WJC.d J ~ ~ BEACAI..C. INC. 1113-2018, a.t:10.11_ 12.31 • ·terw e· F H \ eaaa~.,... .. 2011. BC 2015, cac 2011. ASCE 1-11 BEAM Size : 3.5d-', Venal.am, F•"""' Unbraced Using AMowabte Stress~ wilh l8C 2012 Load Combinations. Map-Axis Bendmg Wood Spedea : Boise Cascade Wood Grade : v~a l am 2.0 3100 Wew Fb-'Tension :».n:ml!D pal Fe-Prtl :1\~!m psi Fv 2fflili) s-1 a.no-llX ~fffl!DlDksl Fb -Compr ~.:rmim psi Fe -Perp -~uiro s-1 Ft ':\ illfil)!D pal Emlnbend • llX ':\ lml'5ilra kal Density --4Tliilfro pd Af¥t"f4Loads &.TI S8f weight caculaled and aooed to IOaOS vmlf~: .Ll-=~cm;m. iL-=tCllllmitflft::rtitt>:=i7.00lat lmtlli!ratl. '.ill-='..fl(()'l'lfll. IL =(IJ!ffiIDilfftt:fl'rifu: il!filYtt UniH.oad: D = 0.20 k/ft, T 111>= 1.0 t. Poot 0=0_8:};1, l =1.0k@1.0n Desia1 Summaty Max fblFb Ratio = Et-166 • 1 1b : Actual : 1.329-7.S pal' at 4:320 ft in Span f.1 Fb : Alowable : 2!fi6/IY! pal Load Comb : ·..ro♦.l-"+1 Max fv/FvRatio ,. iD.414111 : 1 fv : Adual: t2§,Cti pal at 7:.860 ft in-Span.#~ Fv : Allowable : ZllffifllJ psi l.ollct Comb : -'fiD+.L+H Max Reac:tionS (k) Q .!. LL ~ ~ ~ Left SIJpport :2 !fill -1:.2S Right &ipport :\.~ :SM!l Ji Trarl9Nll1t Downward ·ll:ll-75 in Total Downward Ratio il,-aw) >360 Ratio ;Jif$l >180 J.iC:il.•IDnlv iJ.iC:· -,i,Bi+ii."fr.l Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio gggg WCM:ld:S.-De:rrip • ~ ~ ld 2.-catc:-tWf ...... SIS ND8 2011. IBC 2811, CBC 2011, ASCE 7-10 BEAM Sim : 3.5x9.5, Versal.am, uUyUnbraeed Using Allowable Stress Design witt118C 2012 load Combinations. Mai<,I' Axis Bendmg Wood SpeciN : Boise Cascade Wood Grade : Ver$& Lam 2.0 3100 w~ Fb • Tension :.S.'lt:fJ.0!0 pal Fe -PrG :Ml.©.l!lID psi Fv 1!8Ml s-1 Ebend-xx 2ro_QW~0 ks1 Fb. Compr :s.~'.EltlfC:l pal Fe -Perp ·;r§ll,C:l psi Ft n :i!m>!C:l pe1 Emlnbend-xx n f056i8'2 ksl Denalty -#tl..:7-60 pcf .Appledl,oads Beam ~ weioht ~la!ed and added to klao~ i,iiliffll..ffl: IID--=tllrotW. :L .:::roroffllllo'ft. Tfrtib= i7. :ffilift Jnttfa,ao: 10 ::::mo,,,iro ,L -:::'Oiff001(fft,-rr.iib=i7!50itt lJnff L:Jad: -0 = ~.20-i:lf.. Trlb= ~ .0 f Dea/gnSumma,y Max fb/Fb Ratio = D.Hi; 1 1b : Actual: 1, 1JM.3,ll pel at 3 ,000 ft in$pan-# 1 Fb : Alowable : ..i\194.1 IM pal l!oad Comb : 'fl-0♦-l<l!M Max fv.lFvRatio = fllAl5 : 1 1v : Actual : ·31-5.:64 pai at :5220 ft In :Span # 1 Fv : Alowable : J!!l5!111l pei Loact Comb : --tO+.L-+.H ~Reedions (k) 12 J. lieft~ it:2n ;i!;ES ~ &ipport 1 :zn ,2:25 .I,[ Ji Traiaient Dowl...-CS ro;o-411 in Total DcMnwald :0!008 in ~ >180 Ratio 1lB'I' >360 Ratio Transient Upwaro Ratio O.OOOin 9999 Total Upward Ratio t!C: 114!lP!!l-K!tl! 0.000 In 9999 l!C: .;;,HP ENGtNEERING INC. ~tOWA.3207 SAN DIEG, CA. 92116 Title Block Line 6 Multiple Simple Beam ,.,,.:. Descriotion : NEW ROOF DECK Wood Beam Design ; 0-jl BEAM Size : D~Trtle: Engineer. Projec! ID: Project Descr: Printed· 29 SEP 2019. 7:32PM Fiie = C:\Usera\ANPIAP~1\DOCUME~1\ENERCA~1\ILIC.ec6 . Software oopyright ENERCALC, INC. 1983-2019, Build:10.18.12.31 . Catculatlons per NDS 2015, IBC 2015, CBC 2018, ASCE 7-10 1.50 X 9.50, Sawn, Fully 8 racer., Us•ng Al'owab1e Stress Design with iBC 2012 Lo?.d Cc.,nbmafor,s. Ma1or Axis Bena,,,g Wood Species : 9ou;,las F,, -Larch Wood Grade : N~ ? Fb • Tension Fb -Compr 900 0 psi Fe • Pr1I 1 35l• C psi Fv 18(. 0 psi Ebend· xx 900.0 psi Fe• Perp 625 0 psi Ft 575 O psi Emlnbend • xx 1K:O.O ksi 580 Oksi Density Applied Loads U1if L~ad D "C 0'4{J Design Summary Max fb/Fb Ratio = lb : Actual : Fb : Allowable : load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : 0.972 · 1 1 106 93 psf at 1, ,3€.~0 psi TD+L-'-H 0 292 : 1 52.58 psi at 180 Gu psi +D->l-tH Max Reactions (k) Left Support 12 J. LL 0 • 1 0Ab Right Support 0 1 1 OAS ~ SCO ft in Spar,#·, 0.000 ft in Soan # 1 'ii. .E A 1.50 X 9.50 A 15.0 ft 1-----------------------·-------, '----TC::-:Oefledions .Ii Transient Downward Ratio J.CQl in Total Downward 0 ~g,\ in JM >240 449 >360 Ratio LC L Onlv Transient Upward O 000 In Ratio 9999 Total Upward Ratio L':. , O+l.+11 0 OOC' In 9999 -----------=----------------------------------------Wood Beam Design : @rr l- Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size : 1.S0 X 9.50. Sawn, Fuliv Bral~C:, • l.J~ing Allo"'labte Str&s& Design willr IBC 2::J12 Lo~d Combinations Mc1ior t>.xrs 8e~G1'1? Wood Species : Dcuf)la~ Fir -La•:;~ Wood Grade : i,:,~ : Fb • Tension Fb • Compr S0O psi Fe· Pr11 1350 psi Fv 1&0 psi Ebend-xx 1600ksi 580ksl Density 31 21 pcf 900 psi Fe · Perp 6:«S psi Ft 575 psi Eminbend -xx Applied Loads 'Jn,f Lead. G"' C 0 ·140, L = 0 QOC f;'fl. Tr:b=-~ 33J t Design Summary Max fb/Fb Ratio = 1b : Actual : Fb : Allowable : Load Comb : Max fv/FvRatio = fv: Actual : Fv : Allowable : Load Comb : 0.828; 1 S42 21 psi at 6 000 ft in Span /f-1 i 138 50 psi +D.,.L·H 0.302: 1 54.29 psi at 11 21,0 ft in Span ;, ~ 180.CO psi +v+l.-'-H Q. J. l.l Yi. .E Max Reactions (k) Left Sl!Pport G.1 l 0.48 Right Support 0.11 0.48 o,o oiae2, :..10 07980\ A 1.50 X 9.50°. A I ~ 12.0 ft I L_'.··-------l Max Oefledsons ---------------__., tl Transient Downward 0. 21 & in Total Downward o 769 in 534 >240 Ratio 659 >360 Ratio _c ~ On!y !.C. +D+'-~H Transient Upward 0.000 In Total Upward O 000 in Ratio 99~9 Ratio 989,· LC· .-.NY ENGINEERING INC. 468710WA3207 SAN DIEG, CA 92116 Title Block Line 6 l Multiple Simple Beam t .1 ,.,. Wood Beam Design 0!03S Dr'liect Trtle: Engineer. Project ID: Project Descr: Printed: 29 SEP 2019. 7.32PM ----File= C:1Users\ANPLAP~1\00CUME~1\ENERCA~1\IUC.ec6 . SoftwareOO!))'ligllt ENERCALC, INC. 1983-2019, Buid:10.18.12.31 Calculations per NOS 2015, IBC 2015, CBC 2016, ASCE 7-10 -BEAM Size : 4x12, Sawn, Fu1ly linorace;;. Using AHowabie Stress Gesigr, wi!h !BC 2012 Load Combinations. MaJor Axis Ber.d,n.,; Dc,uglas Fir -La:cr Wood Grade : N0.7 Wood Species : Fb -Tension Fb -Compr 9CO.O psi Fe -Pr11 1.350.0 psi Fv 180.0 psi Ebend-xx 900.0 psi Fe -Perp 625 O psi Ft 575.0 psi Eminbend -xx 1.500.0ksi 580.0 ksl Density 31 210 pcf Applied Loads un;i Load. D "-0 0140. L"' 0.060 k,1t. Tnb=-4.50:, ;·~;,~/ ~oad· D::. C 2C. L/ -0.05G f:if~, Tn~'=-1 ·: ~: Design Summary Max fb/Fb Ratio = fb: Actual : 0.303; 1 270.73 psi at 892.40 psi +D+l. .. H Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.177: 1 3i .81 psi at 'i80 00 psi +D.._l_.n .12 1. 0.66 0.b6 0.56 0.6~ .Lr 0. 1:, ;) 1~'. 2. 500 ft io Span It ~ 4.067 ft In Spa1\;; 1 w .E. ~ A r--------------·------! _J Max Detledions Transient Downward Ratio 0.006 in Total Downward 9999 >360 Ratlo C Cl! 1 in 5290 >240 Transient Upward Ratio LC· L Only 0.000 In 9999 Total Upward Ratio LC· +0·!-1.+H G.000 In 9999 Wco<l Beam Design: E!}~b --------------·-·-------------------- ________ Calculations per NOS 2016, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size : 3.5x11.25, VerSaLam: Funy UnOracec Using Allow?.~1!e Stress Design wi'(h !BC 2012 Load Gombinaiions Majer A:t1s Benomr; S..1i,;e Catcade Wood Grade : Vers:. Lafl" 2.0 :1100 1/Je•., Wood Species : Fb -Tension Fb-Compr 3 ·1 CO psi Fe -Pr1I 3000 psi Fv 285 psi Ebend-xx 2000 ksi 3100 psi Fc-Perp 750 psi Ft 195J psi Eminbend-xx530120482ksi Density 41 76 pcf Applied Loads 8eam self wei011t c0ict;latea :.na adced ;c :oacs ,.!'lit Load D ~ 0.01'1Ci. l.; 0 i),30 kif!. Trio= 0.50 fl Pe-11:t D '= O.i,,60 Lr = 0.1:JG. l." ;_, 70 k@? 5 C, ft Des/an Summary Max fb/Fb Ratio = tb : Actual : 0.334; 1 933.60 psi at 2,797.A2 psi +D+L+H 5.000 ft in Soa~, #-: Fb : Allowable : Load Comb: Max fv/FvRatio = tv : Actual : Fv : Allowable : Load Comb : 0.164: 1 46.:1 psi at 285.00 psi .;.D-•L•H !. Max Reactions (k) .12 Left Support o 58 0.69 o.o;,, Right Support o 36 o 46 o e,,1 O.OOC ft in Span# 1 Yi. E D!O 00701 l.10 030' ~ 15.0 ft ~--------------------1 H Max Defiectlons Transient Downward 0.130 1n Total Downward Ratio 13a8 >360 Ratio 0.236 in 754 >240 LC .;o+LH~ Transient Upward Ratio Li"· L Oniy O.OOOin 9999 LC Total Upward Ratio 0.000 in 9999 t.C J\NP ENGINEERING INC. 4682 IOWA :µ01 SAN DIEG, CA 92116 0 roiect Trtle: Engineer: Project ID: Project Descr: Title Block Line 6 Printed: 29 SEP 2019. 7:32PM --------------·--------· ---·FIie = C:\Uaen.\ANPlAP-1\DOCUME-1\ENERCA-1\ILIC.ec6 . Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2019, Build:10.18.12.31 Wood Beam Design : P5 ( Calculatioml per NOS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size : 6x10, Sawn. Fuily i.moraceo • Using .Allowable Stress Design ,.,,i!h IBC 2012 i..miJ Combmaliom,. Major A:..is Elend1nfi Doua!as Fir -Larch Wood Grade : No ' Wood Species : Fb -Tension Fb -Compr • 1350 psi Fe· Pr1I 925 psi Fv 170 psi Ebend-xx ~ 350 psi Fe -Perp 625 psi Ft 675 psi Eminbend -xx 1600ksi 580ksl Density 31 21 pcf Applied Loads Be-.im c,eil ws1ph1 caicu1ate:i and Jddei:J t0 ioads .Jf:i~ LO'eIO· D:: c.ei·10 ~r:: 0.02G ~-ft. T1·•~-:, ~( ,, Design Summary Max fb/Fb Ratio = tb : Actual : Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : AlloWable : Load Comb : 0.486; 1 302.0ops, at 9.750ft in Spar,#1 1.fi4s.ec psi +D.A..~~~·+f 0:141 :1 29.95 psi at 18.7:?.0 ft in Soan #, 212 50 psi • +C,"'Lr+H Q .!.. Max Reactions (k) Left Support Right Support 0.45 0.45 I.! 0.6~ o.s:j 1 ~riif }'£0 ;·' ~-;;; A DtO 03501 Lro0.070l -~~:;,·~,_ .. 5 6x10 A 1---------·--. t 1ii\#t1B.j-:::.;, 3 JI ---·--------1 19.50 ft Max Deflections --------------------·· tl Transient Downward Ratio 0.3€4 in Total Downward 06115 in 3So >1 80 64 2 > 360 Ratio LC. Lr Oniy Trsnsient Upward 0.000 in Ratio 9999 Total Upwsrd Ratio LG· +D ... l.r+H 0.000 in qggg ::,...\,. ... -----·-----------------·-----------·-------·-------·--------- Wood Beam Design : ~ -z.. Calculations per NOS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size : ·sx10, Sawn,' Fuilv _u...,.'n_o_r_a_C_l!_c:-_ ----·-- Using ,'lltowable Stress Design with ISC 2012 Load Combi:ir,ition':l. Majer Axis Eie!,Otn,: Wood Species : Dougl.is Fir .. li:Fct·, Wood Grade : Ne ' 1350 psi Fe -Pr1I 925 psi Fv 170 psi Ebend-xx 1600ksi 580 ksl Density 31.21 pcf Fb -Tension Fb-Compr 1 :'150 psi Fe -Perp 625 psi Ft 675 psi Eminbend -xx Applied Loads i3e~rn ¼-If weipllt calccJi:::?te:1 and add\>d to loacs iJr,f LO,xl. u =::; C 10 Design Summary Max fb/Fb Ratio = tb : Actual : Fb : Allowable : load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : load Comb : o.1ag. 1 '.316.57 psf at 1.£75.56 psi +D·•·Lr+H 0, i :J1 : 1 27 .93 psi at 212.50 psl +D+u+H .12 J. J.r Max Reactions (k) left Support 044 0 ~-..,, Right Support 0.44 o.a1 6.230 ft in S::,ari # 1 .s '!:i.. o,o 1150) !.r,o.:!301 1 A ex10 A 7.0 ft 1------·. ---------. .!:! -uaxOetlealon_s _____ , ___________ _ 0.020 in Total Downward 0.031 in Transient Downward Ratio 42?.8 >360 Ratio 2:29 >180 LC: '._,-Qr;v LC: •Q·tLr+:---! Transient Upward 0. 000 in Total Upward O 000 In Ratio ~ggg Ratio 99tl9 ,..NP ENGINEERING INC. 468f IOWA ~207 SAN DIEG, CA 92116 Title Block Line 6 1 1\llu!tiple Simple Beam Wood Beam Design : ~'1 BEAM Size : 0 -oiect Title: Engineer: Project ID: Project Descr: Pnnted 29 SEP 2019. 7·32PM File= C:\Uaers\ANPlAP~100CUME~1\ENERCA~1IILIC.ec6 . ~re copyright ENERCALC, INC. 1983-2019, Build:10.18.12.31 . catculatlons per NOS 2015, IBC 2015, CBC 2016, ASCE 7-10 4x6, Sawn. Fuliy l.lnoract,r.. Us1ng Allcwat-le Strei.s Desi9n with 18C 2Ci12 Load C..imi:J:nations, Major Axis Benons Douala:-, Fir -Larct-Wood Grade : N(:."' Wood Species : Fb -Tension Fb-Compr ADDlied Loads ·eoo.O psi Fe -Pr11 1,J50.0 psi Fv 180.0 psi Ebend-xx f.00.0 psi Fe -Perp 625.0 psi Ft 575.0 psi Eminbend -xx Unif LOi!O D,, O.OW1, :.. = 0.0&'.) YJft. T1 ib= ~-''-,, 1 800.0 ksi 580.0ksl Density 31 210pcf 1 Design summary Max fb/Fb Ratio = 1b : Actual : Fb : Allowable : Load Comb: Max fv/FvRatio = fv : Actual : Fv : Allowable : O.JSS; 1 454 54 psi at 3 OIJO ft in Span # 1 0 ., 5~.!:0 psi ,._D+L+:i 0.168: 1 3C.28 psi at 1ac.o;:; psi +D+L+!·, :, 5~0 ft In Soar. # 1 :--.---------D-(c_.o_o_sa __ s4_•;_•~-q-0_04_2_0_1 _______ .·_·'_~_"~---.o, I Max Deflections-Load Comb : Max Reactions (k) Left Support Right Support Q 1. C.33 0.33 fl·•,, ......... !.r. Y:i. .Ii Transient Downward 0.01G in Total Downward 0.057 in Ratio 4540 >360 Ratio 1266 >240 LC: ·•D+l +r-> LC: L Onlv Transient Upward o ooo in Ratio 9999 ;_c.;, Total Upward Ratio 0.000 in 9989 Wood Beam Design : Cu>-\-+ '2.-- BEAM SIZ :·-e-·. _____ ____,,,F __________________ Ca_lc_ulatl_ons_...,;per:....__N_D_S_2_0_1......:..5, IBC 2015, CBC 2016, ASCE 7-10 4x8, Sawn. ully Unbraced Using Allowabie Stress Design wiH, l8C 2Gi2 Lead Combi'lafions. il.<1ajor Axis 8f!nding Wood Species : Douq1as Fir -La•c-h Wood Grade : No.2 800 0 psi Fe -Prtl l ,350 G psi Fv 180.0 psi Ebend-xx 1 500.0 ksi 580.0 ksi Density 31 210 pcf Fb -Tension Fb -Compr 900 O psi Fe -Perp 625.0 psi Ft 575.0 psi Eminbend -xx Applied Loads :.'nH 1.oarJ· D = O.(Wl l =-C 0€0 kt Tnh"' -5(' :t .jn~: Lcao: :) :: C ;,· ~:~. fi-;t}:.. : , ... Design Summary Max fb/Fb Ratio = lb : Actual : 0.480; 1 565 25 psi at i .163.34 psi ~D+L+l-i Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : load Comb : Max Reactions {k) Left Support Righi Support 0.322 : 1 58.00 psi at 1eo.00 psi ... D+LTH Q. !, .Le. 0.43 0.% 0.43 0.95 2 100ft in Snan # 1 0.000 fl In Spa!-~ , ~ f L .0. 1----------------------l --Max~-Defled~~~. 1::1. Transient Downward Ratio ---------------~ 0.016 in Total Downward 0.026 in 2829 >360 Ratio 1 E'44 >240 i..C: L Only LC· +D+l.+H Transient Upward O 000 in Total Upward O 000 In Ratio 9999 Ratio 999~1 LC· 1-c· ANP ENGINEERING INC. ~2 IOWA ;}207 SAN DIEG, CA 92116 Trtle Block Line 6 ! Multiple Simple Beam ·.vood Beam Desiqn : iv]}t 3 4x8. Sawn. Fuliv unorc1ce- Project ntle: Engineer: Project ID: Project Descr: l4 Printed: 29 SEP 2019. 7·32p:' F'lle = C:\UseralANPlAP-1 \00CUME-1\ENERCA-1\ILIC.e<:6 . Software copyrlgtrt ENERCALC, INC. 1983-2019, Build:10.18.12.31 . Calculations per NDS 2015, !BC 2015, CBC 2016, ASCE 7-10 BEAM Size : Using Allow2bte Stress Design with !BC 2012 LoaC\ Combir.aiIons. lv'ajor Axis Ben-~:~:· Douo!as Fir -La•·:"!": Wood Grade : N·0 ·: Wood Species : Fb -Tension Fb-Compr eoo.o psi Fe -Pr1I 1.350.u psi Fv , ao.o psi Ebend-xx 900.0 psi Fe -Perp 62::>.O psi Ft 575.0 psi Eminbend -xx 1 600.0 ksi 500.Oksi Density 3, 210 pcf Applied Loads Crif Load· D = 0 C140 ... = :)060 k,'f\, l"'b=:; ·, ' .0ir Loac. D =-O C50 k/tt. Trib= 1 01 .::-::FH: D = 0.40 ~r = O.04'..I L -0.50 k (pl 1.0 ft Design Summary Max fb/Fb Ratio = fb : Actual : 0.431 ; 1 5511.96 pst at 1 ,63.34 psi +D+L~H 1. 596 ft in Soari # 1 Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : 0.432-: 1 77 ,3 psi at 180 00 psi .. D+L+h Max Reactions (k) .0. .L Left Support 0.56 'I O 1 G.u-> Right Support C.35 0 7':-C .-:: Wood Beam Design : T j D GOO ft in S::ia'1 # : E _Max_~--~~------l __ J ti Transient Downward 0017 in Total Downward o 026 in 1955 >240 Ratio 2985 >360 Ratio LC: L Oriiy LC· .;D-'-1.·•' Transient Upward 0.000 in Total Upward 0.000 in Ratio 8899 Ratio 9999 Calculations per NOS 2015, IBC 2016, CBC 2011, ASCE 7-10 BEAM Size: 4x1O. Sawn, Fully Braced 1.,-:.::19-Allow~bte Stress Design wi~!' 1BC :::'012 Load Combmation&. Maior Axis Bending Wood Species : Douatas Fir -Larch Wood Grade : No 2 Fb -Tension • 900.0 psi Fe -Prll 1.350.0 psi Fv 180 O psi Ebend-xx Fb -Compr 900.0 psi Fe -Perp 625.0 psi Ft 575.0 psi Eminbend -xx Applied Loads 3eam se!f 'l'te.iorit c3lcula•e.d and addec lri 1:.1ads ,.::1:~ loal)· 0 :.: U.C~0 '.<..•H T .·:~:.. ~. ~; ., 1,60:l.O ksl 580 Oksi Design summa,y o,o 030, Max fb/Fb Ratio = fb : Actual : Fb : Allowable : Load Comb : 0.-~00;1 1~1.2: psi at 1,;17 80 psi -()+i-; 5.000 ft in Sea,, it-, A 4x10 Density 31'210pcf Max fv/FvRatio = fv : Actual : 0.045 : 1 7.26 psi at 152.00 psi -D~l-< 9.233 ft in Soan:. , j 10.0 ft I I-------------------------l Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support .0. .L "Ji.. E I ---~s 11 Transient Downward Ratio Transient Upward Ratio 0 OCO in Total Downward 9999>360 Ratio 0 OOOin 9999 Total Upward Ratio Q.023 In 5283 >240 0.000 in 9999 L '· ~ ENGINEERING INC. 4682 IONA 3207 SAN DIEG, CA 92116 DroiectTltle: Engineer. Pr0f8ci ID: ProJect Descr: 15 Title Block Line 6 I Multiple Simple Beam Printed. 29 SEP 2019 7:31PM -----------------,Fie=-=....,,.C~:\Us«&-,---,-,IAN--=PlAP--.,...,.,=--c1\DOC=""-,-u-ME--1-\E=N·ERCA-111LIC.ec6 . Software oopyright ENERCALC, INC. 11183-2019, Build: 10. 18. 12.31 Descriptior. : ·Wood Beam Design : ~JI Calculations per NDS 2015, IBC 2015, CBC 2018, ASCE 7-10 BEAM Size : 4x8. Sawn. Fully bracec.. Using Atiowable Stress Design with IBC 2012 Load Combm,itions, MaJor Axis Benc,r,~ Wood Species : Doug1as Fir -La'cr. Wood Grade : N? '.? Fb -Tension 900 0 psi Fe -Prll 1 350 0 psi Fv 180 0 psi Ebend-xx 1.600.0ksi 580 Oksi Density 31.210 pcf Fb -Compr 900.0 psi Fc -Perp 625.0 psi Ft 575.0 psi Emlnbend -xx ADD{ied Loads urn! 1..oau· o = 0.0120 L = O J<lll k. ft. T nb= 1 :no 1, Design Summary Max fb/Fb Ratio = 1b : Actual : Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) 12 76?~~ 6~ 1at 1 345 50 psi -.D+l +H 0.157 : 1 . 28.21 psi at 180.00 psi -.D+L·H .!.c Left Support 0. f2 Right Support O i 2 L Q.4<., 0.4C 7 500 ft in Spa,, # 1 0 000 ft in Soari # ' ~ w. E Woo ct Beam Design : ;: J~ FJ2- BEAM Size : A .!i D10 015961 L(0.053201 -,.~ ~·;.~.~,_ --~; ! • ':'1:;,.·.,. 4x8 15.0 ft Max Defledions Transient Downward 0 343 in Total Downward GA.45 In Ratio 525 >360 Ratio 404 >180 LC· L Onlv LC:+D+l+H Transient Upward 0.000 In Total Upward 0.000 in Ratio 9999 Ratio 9999 Calculations per NOS 2015, IBC 2015, CBC 2018, ASCE 7-10 ---2xEi". Sawn, Fully tSracc,. Using Allowable Stress Desig1 with IBC 2012 Load Combinations Ma1or Axis Sencinc; Wood Species : Douolas Fir • Larch Wood Grade : Nv : Fb -Tension ·900 psi Fe -Prll 1350 psi Fv 180 psi Ebend-xx i600 k.si 580ksi Density 31.21 pd Fb -Compr 900 psi Fe -Perp 625 psi Ft 575 psi Emlnbend -xx Applied Loads U:11f Load: D = '.J.0~20 Design Summary Max fb/Fb Ratio = 1b : Actual : Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : load Comb : t = 0.040 k.il fnt,= i .3"3C t, 0.915 • 1 1.136.82 ps( at 6 000 ft in Span # 1 ~ .:?42.00 psi +D➔L-rH 0.286: 1 51.5~ psi at 't 1 400 ft in S:n1r.1t ~ 180.00 psi +D•L+H Max Reactions (k) Left Support Q b Lr Yi. .t Right Support 0.10 ,0.3?. 0.10 C.32 I i Oro 015961 L(O 05320\ I ,e,,ilii[~~~~~~:::ii 2xB II 12.0 ft 1--------------1 ·--~ ti Transient Downward 0.327 in Total Downward 0 426 In 23tl >180 Ratio 439 >360 Ratio IC. L Ont)" Transient Upward O 000 In Ratio 9999 LC:- Total Upward Ratio LC. +DH.+H 0.000 in 999£< LC .-:NP ENGINEERING INC. ~21OWA~207 SAN DIEG, CA 92116 0 roiect Trtle: Engineer: Pro;ect ID: Project Descr: Title Block Line 6 ---------------------------=c---=.-:.,.-;----,-.,...,.-,,=-:--,-=-~=-=~P-==ri,,..nt..,,ed,,,:,,_,2~9 =-S=-EP,---,20,-::1-,-9.=-7_:-=31_P_M-,. I Multiple Si~ple Beam Fe " c :\Ueers1ANPLAP-1'lX>CUME--11ENERCA-111LtC.ecS • ~ copyright ENERCALC, INC. 11183-2019, Bulld:10.18.12.31 wood ·Beam Design : F81 Calculations per NOS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size : 6.50 X 7.50, Sawn, Fully Unorace-.. Usir.g Allowa!::!e Stress Design with ASCE 7-1 0 Load Ccmbcr.at1ons Major Ax.s Bena er; Wood Species : Douolas Fir -Larch Wood Grade : N(' 2 Fb -Tension 900.0 psi Fe -Prll 1.350 0 psi Fv ·:·80:0 psi Ebend-xx Fb -Compr 900 0 psi Fe -Perp 625.C psi Ft 575.0 psi Eminbend -xx 1.600:0 ksi 580 Oksi Density 31.210 pcf Applied Loads Unifload D::: C.0140 L" 0 Oi:-0 Kif! Trib:e ;_(; r .1:iit Loao O = 0.080 ~/ft. Trio= :.G fl 0:ilT Load· D::: 0.0150. Lr= 0.0?0 k.lft T;itr-5 (1 f Design Summary Max fb/Fb Ratio = 0.914; 1 1b: Actual : 1,024.39 psi at 6.000 ft In Spar:# 1 Fb : Allowable ; 1 , 120 41 psi load Comb ; · ... D+u. 750Lr+O 750L Max fv/FvRatio = 0.213: 1 fv ; Actual : 4 8 02 psi at ~ ~ .400 ft In Soan # 1 Fv ; Allowable : 225 00 psi Load Comb : +D+0.750Lr ... 0.750L Max Reactions (k) Q .L .Lr § Left Support 1 :0·1 ·o:36 0.60 Right Support 1 01 '.J.36 0 60 w. Wood Beam Design : F62 F'6-i- E C.4S C 1€ Max Delledlons .ti Transient Downward O 126 in Total Downward 0.371 in '3/J!l >180 Ratio 1122 >360 Ratio C LrOnly LC. +D+0.750u+O 750L Transient Upward 0.000 In Total Upward O 000 in Ratio 9999 Ratio 99S9 Calculations per NOS 2015, IBC 2015, CBC 2015, ASCE 7-10 BEAM Size : axs. Sawn, Fuliy lJnorac,,-, ----_ ------- Using Allowable Stress Design with IBC 2012 Load Combinations. MaJor Axis Benom9 Wood Species : Douala-:; Fir -Larcfi Wood Grade : Ne • 1350 psi Fe -Prll S25 psi Fv i?O psi Ebend-xx 1oooksi 580ksl Density ·31 ,2, pcf Fb-Tension Fb-Compr 1350 psi Fe -Perp 625 psi Ft 675 psi Eminbend -xx Applied Loads :Jntf load: D::: O.C 140, :. = (1.040 !<-ft. Trio= 1.t.-• Design Summary Max fb/Fb Ratio = 1b : Actual : Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : ANowable : Load Comb : 0.908; 1 ~ . .2H:.93 ps1 at 1.340.29 psi •D+L 0.383: 1 55 '1 5 psi at 170.00 psi +D+i... .D l. Lr Max Raactions (k) Left Support Right Support 0.83 ·J_~.,, o.33 o.t.; ~ 000 ft in Span # 1 O.OOC ft in Spar. # 1 E DIC 0140\ LIO 040, I ~ =---z~~ ·-··t~ axe A I I I L__ .ti 12.0 ft ------------l Max Deflections Transient Downward 0.20~ in Total Downward Ratio 71 S >360 Ratio LC: L Only Transient Upward 0.000 In Ratio ~999 Total Upward Ratio 0.364 in 3~ >180 LC· +Cr,,_ 0:000 in 9999 LC. ANP ENGINEERING INC. -468210WA3207 SAN DIEG, CA 92116 Project Trtle: Enijineer: Project ID: Project Descr: Title Block Line 6 P!'inted: 29 SEP 2019. 7:31Pf.' --------------------·---.----------,F=1e-.,-=c,.,.:\U""aers-.,.,W.~PlAP-,.,...,.,=-,1=100C==ur.E-1\ENERCA-111uc.ec6 . I Multiple Simple Beam Software copyright ENERCALc. 1NC. 1983-2019. Build:10.1e.12.31 . ,.,,.:. Calculations per NOS 2015, IBC 2015, CBC 20111, ASCE 7-10 BEAM Size : 3.5x14, VersaLam, Fully Unorac.9c Using Allowable Stress Design with IBC 2012 Load Combmat1ons Ma)or AlClS Sena,~ Wood Species : Boise Gasca/ii; Wood Grade: Versa Lam 2 O 3100 W"'°'' Fb· Tension Fb-Compr 3 roo:o psi Fe -Pr11 3 000.0 psi Fv ·2a5 ·o psi Ebend-xx 2:000 o ksi 3 100.0 psi Fe -Perp 750.0 psi Ft 1 950.0 psi Eminbend -xx 1,035 83 ksi Apo/led Loads aearn self we•ohl caiculated and acideo 10 10c0;. 1.:Jll!f,1..1:,-'.lQ. ,J -=-0,9-128 l = iH14J,k!f!, TliD= 7:!i() It J•ir 1..cad. i:.., = 0 014() _ = L.0£,J klft Trib= 7.50 It Unif Lcac. D = 0.2C r.it!. Tno=; .:J ~ Po;nt D = 0 830. L = i :: <@ • '-· ~ Design Summary Max tb/Fb Ratio = fb : Actual : Fb ; Allowable : Load Comb : 0.440 : 1 A 3.5x14 Density Max fv/FvRatio = fv : Actual : Fv : Allowable : 125.46 psi at 7.860 ft in Soan #, 285.00 psi I-----------"-9=.0....:.ft;.._ _______ _ Load Comb : <-D+L+H Max Reactions (le) .Q .L "!i. Left Support 2.58 4.26 l:t lllix Oefleaions Transient Downward Ratio 0·075 in Total Downward • 4AO > 360 Ratio 41 .760 pcf () 117 in 9 -f >180 Right Support 1.93 3.49 Transient Upward Ratio r• l Oniv O.OOO in 9999 Total Upward Ratio LC +D""1..+H 0000 in ~99c. Wo.od Beam Design : ~ C H 2-----Calculations per NDS 2015, IBC 2015, CBC 20111, ASCE 7-10 BEAM Size : 3.5x9.5, Versa·-La-m-,-tFut-u-llv Unbracec~ -•• Wood Species : Using AHowab1e Stress Design ..,..-ilh IBC 2012 Load Combina:icns Maior Axis Bendin;. Bois° C:>sCclrl!!! Wood Grade : Ver"-?. Lam?. I) 310C V,;0 • Fb • Tension Fb-Compr 3.1 00.0 psi Fe -Prtl 3 000 0 psi Fv 285.0 psi Ebend-xx 2,000.0 ksi 3.100 0 psi Fe-Perp 750.0 psi Ft 1.950.0 psi Eminbend -xx 1.036.83 ksi Apolied Loads Bea~ se'! 11,~1or.t caict•laied an:, ildd:>d to ,oac• J:tiT :.oat 'D -O.CT2C. L = v.040 klf:.'Tri!)= 7 50ft unr Load. C = Q.014G L -0.0001-.ift Tri:;,,· i'.50 ft Design Summary Max tb/Fb Ratio = fb : Actual : Fb : Allowable : Load Comb : Max fv/FvRatio = fv ; Actual : Fv : Allowable : Load Comb : 0.389 • 1 1 184.3'l psf at 3,041 .8€ psi •D+L+H C.406: 1 115.~ psi at 285 .. 00 psi +D+L+H 3 000 fl in Soan # 1 5.220 ft in Span # • Mai OefleaxiiiC• =-~-::-;:::18,---- Density 41 760 pcf Max Reactions (k) Left Support Q 1 1.21 2,25 l.( Yi. !:1 Transient Downward o o~ In Total Downward o 068 In Right Support 1.21 2.25 Ratio rc37 >360 Ratio .,.o5i >180 Transient Upward Ratio ,, L Onlv LC· +D+L+H C.000 in 9999 L(.; Total Upward Ratio 0000 In 99S9 ANP ENGINEERING INC. 4682 IOWA 3.207 SAN DIEG, CA 92116 Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: Printed: 11 FEB 201 9, 3:59PM ASCE Seismic Base Shear Rl\t-=-C.'\Userswe..AJ>,-1\QOC\Jt.E-1\SANJA llJC.ecli • ~ • ' ENERCAI.C. INC. 1983-20f9, Bliid:10.18.12.3\ . .. ,,.:. 1734 MALLOW CT. Risk Cat,goJY Calculations per ASCE 7-10 Risk ca1ego1y of Building or Other Structure : 'II' : AU Buildings and other structures except those listed as CategOI)' I, Ill, and IV Seismic Importance Feci>r = Gridded s. & s1v.iu-. ASCE-7-10 standard Max. Ground Motions, 5% Da~ing : S s = 1.0679 g, 0.2 sec response S 1 0.3945 g, 1.0 sec response Site Class, Site Coeff. and Design Category Site Classification 'D' : Shear Wave Veloci1y 600 to 1,200 fl/sec Site Coefficients Fa & Fv (using straight-line Interpolation from tllble vllitles) Maximum Considered Earthqual<e Acceleration Deslgn Spectral Acx:sleratlon Seismic Design Category Resisting System S MS =Fa' Ss S Ml= Fv' S1 Bearing Wall Systems Fa Fv Latitude = Longitude = Location : Carlsbad, CA 92013 = D = 1.07 = 1.61 = 1.146 0.636 = 0.764 = 0.424 D S1>=0.75 33.017 deg North 116.846 deg West Basic Seismic Force Resisting System ... 13.UghHrame (wood) wells sheathed wtwood structural panels l'l18d for shear resistance. Response Modification Coefficient ' R ' System Ove!slrength Factor • Wo • Deflection Amplification F ador • Cd • = NOTE! See ASCE 7-10 for a// applicable footnotes. 6.50 Building height Limits : 2.50 , Category 'A & B' Limit: ca1ego1y ·c· unit 4 .oo ca1egory ·o· Limit CategOI)' ·e· Limit CalegOI)' 'F' Limit No Limit No limit Limit= 65 Limit = 65 Limit = 65 ASCE 7-10, Page 2, Table 1.5-1 ASCE 7-10, Page 5, Table 1.5-2 ASCE 7-10 11.4.1 ASCE 7-10 Tllble 20.3-1 ASCE 7-10 Tllble 11.4-1 & 11.4-2 ASCE 7-10 Eq. 11.4-1 ASCE 7-10 Eq. 11.4-2 ASCE 7-10 Eq. 11.4-3 ASCE 7-10 Eq. 11.4-4 4SCE 7-10 Table 11.6-1 &-2 ASCE 7-10 Table 12.2-1 Laterjll Force Procedure ASCE 7-10 S9dion 12.8.2 Equivalent Lateral Force Procedure The 'Equivalent Lateral Force Procedure' is being used according to the provisions ofASCE 7-10 12.8 Determine Building Period Use ASCE 12.8-7 S1ructure Type for Building Period Calculation : AU Other Structural Systems 'Ct• vakle = 0.020 • hn ' : Height from base to highest level = 22.0 ft • x • value 0.75 •Ta• Approximale fundemental period using Eq. 12.8-7 : 'TL' : Long-period bansition period per ASCE 7 -10 Maps 22-12-> 22-16 " Cs " Respoose Coefficient S os Short Period Design Spectral Response = • R': Response Modification Factor = • I • : Seismic Importance Factor = 0.203 sec 8.000 sec Buik!lng Period 'Ta' Calculated from Approximate Method selecled 0.764 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.S-5 & 12.8-6, Cs not be less than User has selected ASCE 12.8.1.3 : Regular structure, Cs : Seismic Rtlf)Onse Coefficient "' Lns than 5 Stories 111d with T cc;: 0.5 uc, SO Ss c,, 1.5 for Cs calculation Seismic Base Shaar Cs• 0.1175 from 12.8.1.1 W ( see Sum Wi below ) = Seismic Base Shear V = Cs • W = 0.00 k 0.00 k = 0.203 sec ASCE7-10 Section 12.8.1.1 = 0.118 = 0.321 = 0.034 = 0.1175 ASCE 7-10 Section 12.8.1 ANP ENGINEERING INC. 4682 IOWA 3207 SAN DIEG, CA 92116 Tille Block Line 6 Description : -1734 MALLOW CT. Analytical Values V : Basic Wind Speed per Sect 26.5-1 A, B or C Roof Rise:Run Ratio Occupancy per Table 1.5-1 Exposure Category per 26. 7 MRH : Mean Roof Height Lambda: per Figure 26.6-1, Page 305 Effective Wind Area of Component & Cladding Roof pitch for daddlng pressure User specified minimum design pressure Topographic Factor Kzt per 26.8 LHD : Least Horizontal Dimension a= max (0.04 • LHD, 3, mln(0.10 • LHD, 0.4'MRH)) Design Wind Pressures Horizontal Pressures ... Zone: A = Zone: B = Vertical Pressures ... Zone: E = Zone: F = Overhangs ... Zone: Eoh = -29.80 psi -20.64 psi -41.67 psf 85.0 mph 4:12 II Exposure C 20.0ft 1.29 10.011"2 0 to 7 degrees 10.0 psf 1.00 ft 3.00 ft Zone: C Zone: D Zone: G = Zone: H = Zone: Goh = Project Title: Engineer: Project ID: Project Descr: Printed: 11 FEB 2019, 4:01PM 'F.ii!! = C~'.ANPIAP;,,1~--1\SANJA ll..lC~ , ~-· • • • E~~c. JNC. 1983-20;W, Bui~o.1a.ml ., All Buildings and other structures except those listed as Category I, Ill, and IV Calculations per ASCE 7-10 "Lambda' is interpolated between height tablular values. max (0.04 • LHD, 3, min(0.10 • LHD, 0.4'MRH)) -20.64 psf -15.74 psi -32.64 psi ASCE 7-10 Section 28.6.4 Minimum Design Wind Loads requires that the load effects of the design wind pressures from Section 28.6.3 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 O equal to +8 psf, while assuming ps for Zones E, F, G, and Hare equal to O psf. Component & Cladding-Design Wind Pressures Design WI/Id Pressure= L8171bda • Kzt • Ps30 per Eq 30.5-1 Roof Zone 1: Positive: Nega1ive : RoofZone2 : Positive: Negattve : Roo1Zone3 : Positive : Negative : WaPZone4 : PositiVe: Negative: Wa11Zone5 : Positive : Negative: Roof Overhang Zone 2: Roof Overhang Zone 3: 11.481 psi -28.122 psi 11.461 psi -47.085 psf 11.481 psi -70.950 psi 28.122 psf -30.444 psf 28.122 psi -37.539 psi -40.506 psi ~6.564 psi '({ ·oo F ~~__p.,~ \ 4-><(~) 1'1 £) :... IS f .S F _& )Cf. WA-U...$ ,:.. t Z8) t )(. I "-] : I 4 £ -:::_ ( 0 ff tt-fT~ vJ'kU$ = [(t If '-I ) ix lo] 7° 1.% :-_ £j ;- To 1frT ~ D \Z-'D .. \ • -=:... 2.. 9 /I/ , ~l.---() DY<. CA-z.1ttb) EXT. W,t--l.Ls c. .to x2-. +~ x t(.x~<t() !..tv ,_ W ,4s-lL S ~ 4 f ~ X '- T 0TltL F~oY<. U:,A-u h,.: ~~ ~ ' w: .-t, l<,ool:: ~9 t1 1~3 4-~ ' z+tl) 4~ ~ ~l 4 ~,' Z-75 O{ 07_ 9.0 '· ~"DS ;.::011lC4 t 5 ~ o-, z.. F p 12!-~ fu .)( q z 4., ~ '"vD,-ct DT V -l ~ x~ , "2-=-°I ~ o 13 ..- yJ l t-J D 7 o tJ ~ .As.--=-s4. "3 -<a. b ~ Q.. t rs ~ Zo µ € e. -;l 2. • ~ XO • G -=-'{ 4 rs ~ -=-- -- : k~l • 1 N-.5-DrR~T, otJ WER-A-L-A-fJ-~s 1 s : G!,.,{ i -i) l I N€ E+ F Q_o..__ =-'2.. s )( L,XO. I::. S<' b , ~'fS Lf-qo 1 V -~-x3-z-,t LS~ 1 2-) 4 ~q=-rz_4oo i £4-J!= 2-2--' : WrND-= i~.s-x t)( l--4=-~-7s,<(;s _E;:"J:..~ fY1 LC : <?); z,4-00~ (\4--\-tl.) :::_-q2. ff}-< . -&_ ! o AT: M -=-<t.t2K I ~,a-_ ~ ~ .-~ 3 ?-. • '/ ~ 1 ,,.. 3o'S "l.... : R~ M •«=-t_Z--oot 7? > x_12.) '½ x o.{. =-, ~ 11 £ ;urt1,r=~~ ... : G--~ u D ~ I. it~ft; ~ H l • • -• -••.• -~ -... --. . -•-·· IV tt ~-f-x1'-\?JtXt4 )4-C\~53 lb >w 1N D __ W ,_Mi)~ ~x ~~tisx ~•~=1:35 1 'l) ~ e.s 3 * s .'.:::::_ t 71 ~ . Io. ·r~·11 ~ ~~--s-i;: B-_£8~4 - ' I , [<. M--=-(!n,$D +bx~) ~;,<.o.t= ZL3D ~pL.q~ r-=-4i~oo~-s-~--~-o <.~2,0 . I Us£ \"\STA-3~(__V) • • I -.. ~L.-t c A-DDl. 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Ill c ~ ti.~. l~1 {)1 -t _,&_ I i Q , .. T~ M., :::.. Z-4 0 0 )(_ B i= L ~/ '2-0 t) . . ' "Z,_ :R~"'1,.::-. ¥oa x. 1~ JK.D~-'-::_ 4 3t.-•O : 'Z----/ :·vrl,)F--t,,z l48Bo~ 1).S-:::.../i.q4 (b ... (}.Se HD \A.'L +5;'8'fis' A-, Bn CCS . . ' - ESR-1679 Most Widely Accepted and Trusted Page 12 ot 38 TABLE 7-ALLOWABLE ASD IN.PLANE SHEAR (LBS) FOR SIMPSON SSW PANEL ON 1ST STORY RAISED WOOD FLOOR SYSTEMS •.2.4,5 SSW12'.7 525 0.30 6,110 525 0.30 6,110 SSW15x7 1,385 0.35 11,980 1,385 0.35 11,980 SSW18x7 1,830 0.27 11,950 1,830 0.27 11,950 SSW21x7 2,100 0.21 11,015 2,100 0.21 11,015 SSW24x7 2,450 0.17 10,740 2,450 0.17 10,740 . "'ft,9$51• ,' I, . :< 2·,_340 SSW12x9 400 0.42 0,42 6,125 6,125 400 SSW15x9 1,050 0.47 0.47 11,945 11,945 1,050 SSW18x9 1,390 0.38 0.38 11,945 11,945 1,390 SSW21x9 11,975 1,735 1,735 0.31 0.31 11,975 SSW24x9 2,075 0.26 11,965 2,075 0.26 11 ,965 SSW15x11 780 0.58 10,900 855 0,63 11,945 SSW18x11 1,135 0.50 11,975 1,135 0.50 11,975 SSW21x11 1,410 0.40 11,950 1,410 0.40 11,950 SSW24x11 1,690 0.34 11,970 1,690 0.34 11,970 SSW18x13 955 0.60 11,945 955 0.60 11,945 SSW21x13 1,190 0.50 11,960 1,190 0.50 11,960 SSW24x13 1,425 0.42 11 ,965 1,425 0.42 11,965 For SI: 1 Inch " 25.4 mm, 1 lb = 4.45 N. 'Loads are appllcable to 1st Story Raised Wood Floor installations suppo,ted on concrete or masonry foundations. zMlnlmum standard strength anchor bolts reQuired. Ellllim.1 of this report proYides SSW AB anchor bolt information and anchorage solutions. "Tabulated andlor tension (uplift) loads assume no resisting axial (vertical downward) load. Anchor rod tension at design shear IOaCI and lncluCllng trle e"8ct of aJ<lal load may be determined using the following equation: T = !(V x h) I BJ· P/2 . where: T = Anchor rod tension load (lbs) v = design shear load (lbs) h = Strong.Wall height described in Table 1 (in) P = applied axial load (lbs) uniformly distributed B = Anchor bolt centerline dimension (In) (67/e inches tor SSW12, 91/◄ inches for SSW15, 121'4 Inches for SSW18, 151/◄ Inches for SSW21, and 181/◄ inches for SSW24) •A»owable shear loads assume a maximum first floor Joist depth of 12 inches. For aRowable shear load with joists up to 18 Inches deep, table values must be multiplied by 0.93 for SSW12x models and 0.96 tor o!Mr SSW widths. • 5AJlowable shear loads are based on 1,000 lbs. total unifonnly distributed axial load acting on the entire panel in combination with the sheer load. For allowable shear loads at 2,000 lbs. unifonnly distributed axial load, table values must be multiplied by 0.92 for SSW12x rnodelS, and 0.96 for other SSW widths. .. ;r L .. I C A 'l))) 1 'T"J c; f-1 f?Loo '(<_ l -f: V l ~.: L. G f?._ , --r\ .c · ~ c __,,, 1::~--! ' ·2-0\ 0 Ve: L ;::. = 2...d.o o +-1· "lo;,, 4, 1 == I\ 4 ! o :.,.., I I WIN J)-=-/ 2 . ~'< tcx.. l 4-+-~7 ~ :'~ -zcz.,,s /):2 44·\o --c4+10)~3 ,__s A C r T--, 1 -=--3 ! > x 4 -.>'-6 =--} -o O / 7 's -1-'). ~(¥-><-14-t 144t ~_>< 14-) ~y 0, 6= 2 131 0 upL-1 FT-= ,\7·/ D ~ 4 -:..ffL3o 1 'o ~ --;) VlS E \-f T) u z_ ·vJ L flt S / B ~\Ji .. '><. \ z_} 1 A--c ;0 CT M, ~I ~ q '1 E ~-1 5£~-+ I\_ G r.rr G,-~ 1. ,i) L, N ~-H 7 13 \-1-:: '?,S3t 174 x:4. l :::_ /46"6 < vJ I N D Wt ND~ 73 s+ .Gx 1 O X ?..-\+ "".S.xlox_\4-~Z~Oo l~ 'l.J ;::;. ·;2. 2 0 D -:= I ) =-'2-D 'D ( ~ 0 -T -\-/'1. ~~~Do~'B =-17 6W ..... ., L.{~.V ,----:: / I 2--F: .• ; ~ ~ =-r9·7X \-6 1-£ .. ~. >( ~ ~ J_ 'w' o . 4-=-l 5 ~ 1 , \ ' .•.,.. I .,-I . ~ ·•. . 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O o bb f 0,. )3 Lr t (t 7 -'WZ-z-l•oo+ I 4 t 4 o 9 .)~_J)J3 5 R ( z L.-·-' + O~ 3 Lr +• 7 + ~ 73 t ~ 2.c_ I • o t b-I l.r -t 9 -S f "' S 7 E. 6-.-=:- ~5 £ 3,5\ ! l ?/cl' VL FB 2- p ~.J,, 0 t ) ? cJ f<t -:: l ob3 + 1~2- fa( 2--: o /~-3 +D ~ ·b f>-::=~~(sl! ~0,=3l-O lJSt . 8 ;x 8 Table 4-1 Minimum Uniformly Distributed Live Loads, L., and Minimum Concentrated Live Loads Apnnments (see Residential) Access floor systems Office use Computer use Armories and drill rooms Assembly areas Fixed seats (fastened 10 floor) Lobbies Movable seats Platforms (assembly) Stage floors Other assembly are:Is Balconies and decks Catwalks for maintenance access Corridors First floor Other floor~ Dining rooms and restauranrs Dwellings (see Residential) Occupancy or Use Elevator machine room grating (on area of 2 in. by 2 in. (50 mm by 50 mm]) Finish light floor plate construction (on area of I in. by I in. [25 mm by 25 mm]) Fire escapes On single-family dwellings only Fixed ladders Garages Passenger vehicles only Trucks and buses Handrails, guardrails, and grab bars Helipads Hospitals Operating rooms, laboratories Patient room,i,; Corridors above first floor Hotels (see Residenrial) Libraries Reading rooms Stack rooms Corridors above first floor Manufacturing Light Heavy Office buildings File and computer rooms shall be designed for heavjer load, based on anticipated occupancy Lobbies and first-floor corridors Offices Corridors above first floor Minimum Design Loads for Buildings and Other Structures Uniform psi (kN/m') 50 (2.4) 100 (4.79) 150 (7.18)" 60 (2.87)' JOO (4.79)" 100 (4.79)" 100 (4.79)" 150 (7.18)" I 00 (4.79)" 1.5 times the live load for the area served. Not rc~uircd 10 exceed 100 psf (4.79 k.Nlm') .. 40 (1.92) 100 (4.79) Same as occupancy served except as indicarcd 100 (4.79)" JOO (4.79) 40 ( 1.92) See Secrion 4.5 40 (l.92)""''·' See Secrion 4.5 60 (2.87)'-' nonreducible 60 (2.87) 40 (1.92) 80 (j.SJ) 60 (2.87) 150 (7.18)'·· 80 (3.83) 125 (6.00)" 250 (11.97)0 100 (4.79) 50 (2.40) 80 (3.83) Cone. lb (kN) 2.000 (8.9) 2,000 (8.9) , 300 (1.33) 300(1.33) 200 (0.89) ,1-J 1,000 (4.45) 1,000 (4.45) 1,000 (4.45) 1.000 (4.45) 1,000 (4.45) 1.000 (4.45) 2,000 (8.90) 3.000 (13.40) 2,000 (8.901 2,000 (8.90) 2,000 (8.90) c,,,.,.,.,..-.: I •- P~n.:.i rn~timuons Cell bl.ids Corridors Recreational uses Occupancy or Use Bowling alleys. poolrooms, and similar uses Dance ha.lls and ballrooms Gvmnasiums Reviewing stands, grandstands. and bleachers Stadiums and arenas with fixed sears (fastened to the floor) Residcnrial One-and two-family dwellings Uninhabitable attics without storage Uninhabitable anics with storage Habitable anics and slee ing areas All other areas except stairs All other residential occupancies Private rooms and corridors serving them Public rooms• and corridors serving them Roofs Ordinary Rat. pitched. and curved roofs Roofs used for roof gardens Roofs used for other occupancies Roofs used for other special purposes Awnings and canopies Fabric construction supported by a skelemn structure Screen enclosure support frame All other construction Primary roof members, exposed to a work floor Table 4-1 (Continuecl) Single panel point of lower chord of roof trusses or any point along primary structural members supponing roof.1 over manufacruring, smrage warehouses, and repair garages All other primary roof members All roof surfaces subject 10 maintenance workers Schools Classrooms Corridors above first floor First-Roar corridors Scuules. skylight ribs, and accessible ceilings Sidewalks, vehicular driveways. and yards subject to trucking Stairs and exit ways One-and two-family dwellings only Storage areas above ceilings Storage warehouses (shall be designed for heavier loads if required for anticipated storage) Light Heavy Stores Retail First floor Upper floors Wholesale, all floors 14 Uniform psi (kNlm') Cone. lb (kN) 40 (1.92) 100 (4.79) 75 (3.59)" 100 (4.79)" 100 (4.79)" 100 (4.79)"' 60 (2.87)"' 10 (0.48)1 20(0.9W 30 ( 1.44) . 2J 40 (1.92) 100 (4.79) 20 (0.96)" 100 (4.79) Same as occupancy served 5 (0.24) nonreducible 5 (0.24) nonreducible and based on the tributary area of the roof supported by the frame members 20 (0.96) 40 ( 1.92) 80 (3.83) 100 (4.79) 250 ( 1I.97)".P 100 (4.79) 40 ( 1.92) 20 (0.96) 125 (6.00)" 250 (11.97)" 100 (4.79) 75 (3.59) 12.5 (6.oor 200 (0.89) 2.000 (8.9) 300 ( 1.33) 300 ( 1.33) 1,000 (4.45) 1.000 (4.45) 1.000 (4.45) 200 (0.89) 8,000 (35.60)' 300' 300' 1,000 (4.45) 1,000 (4.45) 1,000 (4.45) STANDARDS 7-10 I ANP ENGINEERING INC. 4682 IOWA 3207 SAN DIEG, CA 92116 Project Title: Engineer: Project ID: Project Descr: Title Block Line 6 Printed· 31 OCT 2019 3 03PM BEAM Size: 8x8, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations, Major Axis Bending Wood Species : Fb -Tension Fb -Compr Douglas Fir -Larch Wood Grade : No.1 1350 psi Fe -Prll 925 psi Fv 170 psi Ebend-xx 1600ksi 580 ksi Density 31.21 pcf 1350 psi Fe -Perp 625 psi Ft 675 psi Eminbend -xx Applied Loads Beam self weiQhl calculated and added to loads Unit Load: D = 0.0140, L = 0.040 k/ft, Trib= 1.0 ft Point: D = 1.0, L = 1.0 k @ 3.0 ft Design Summary Max fb/Fb Ratio lb: Actual : 0.757; 1 1,022.54 psi at 1,350.00 psi +D+L+H 3.000 ft in Span # 1 Fb : Allowable : Load Comb : Max fvlFvRalio = fv : Actual : Fv : Allowable : Load Comb : 0.323 : 1 54.85 psi at 170.00 psi +D+L+H Max Reactions Left Support Right Support (k) Q !. lJ 1.00 1.10 0.40 0.50 0.000 ft in Span # 1 'tl f · .. I:! D(O 0140) L(0.040) 8x8 15.0 ti . , .. Max Deflections Transient Downward 0.275 in Total Downward 0.513 in 350 >180 LC:+D+L+H Ratio Transient Upward Ratio 654 >360 Ratio LC: L Only 0.0OOin 9999 LC: Total Upward Ratio 0.000 in 9999 LC: BEAM Size: 3.Sx9.5, Versalam, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Boise Cascade Wood Grade: Versa Lam 2.0 3100 West Wood Species : Fb -Tension Fb -Compr 3,100.0 psi Fe -Prll 3,000.0 psi Fv 285.0 psi Ebend-xx 2,000.0 ksi Density 41 .760 pcf 3,100.0 psi Fe -Perp 750.0 psi Ft 1,950.0 psi Eminbend -xx 1,036.83 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.260, Lr= 0.060, L = 0.040 k/ft, 0.0 rt to 4.50 ft, Trib= 1 0 It Unif Load: D = 0.120, L = 0.040 k/ft, 4 50 to 10.0 ft, Trib= 1.0 It Point: D = 0.660, Lr= 0.130, L = 0.70 k@ 3.50 ft Point: E eJ 30 k @ 4 50 It Design Summary Max fb/Fb Ratio = fb : Actual : Fb : Allowable : 0.485 • 1 2,209.72 psi at 4.500 ft in Span# 1 4,559.99 psi +1.112D+1.750E -a---Load Comb : Max fv/FvRalio = fv : Actual· Fv : Allowable : Load Comb: 0.314: 1 89.46 psi at 0.000 ft in Span # 1 285.00 psi +D+L Max Reactions Left Support Right Support (k) Q !. !J 0.29 0.11 'fl. l;. 0.72 0.59 1.57 0.66 1.02 0.45 I:! P£ t • .. D(0.12Ql_l.(0.040) ... ·- ax ect1ons Transient Downward 0.093 in Total Downward 0.223 in Ratio Tra nsient Upward Ratio 1292 >360 Ratio 537 >180 LC: E Only LC: +D+0.750L +0.5250E -0.093 in Total Upward 0.000 in 1292 Ratio 9999 LC: E Only ' -1.0 LC: ANP ENGINEERING INC. 4682 IOWA 3207 SAN DIEG, CA 92116 Title Block Line 6 Description : V : Basic Wind Speed per Sect 26.5-1 A, B or C Roof R1se:Run Ratio Occupancy per Table 1.5-1 Exposure Catego,y per 26.7 MRH : Mean Roof Height Lambda : per Figure 28.6-1, Page 305 Effective Wind Area of Component & Cladding Roof pilch for dadding pressure User specified minimum design pressure Topographic Factor Kz1 per 26.8 LHD : Least Horizontal Dimension a = max (0.04 'LHD, 3, min(0.10 ' LHD, 0.4'MRH)) Zone: = 34.31 ~f Zone: B = -10.00 psi Vertical Pressures ... Zone: E -29.80 psf Zone: F = -20.64 psf Overhangs .. Zone: Eoh = -41.67 psi 110.0 mph 4:12 II Exposure C 20.0ft 1.29 11'2 0 to 7 degrees 10.0 psi 1.00 Zone: Zone: Zone: Zone: Zone: ti 3.00 ti C D = G H Goh = Project Title: Engineer: Project ID: Project Descr: All Buildings and other structures except those tisted as Category I, Ill, and IV Pnmed 31 OCT 2019. 3 04PM 'Lambda' is interpolated between height tablular values. max (0.04 • LHD, 3, min(0.10. LHD, 0.4'MRH)) 22.83 psi .fo.oo psr -20.64 psf -15.74 psf -32.64 psf ASCE 7-10 Section 28.6.4 Minimum Design Wind Loads requires that the load effects of the design wind pressures from Section 28.6.3 shall not be less than a minimum load defined by assuming the pressures, ps, for zones A and C eq ual 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. Design Wind Pressure= Lambda • Kzt • Ps30 per Eq 30.5-1 Roof Zone 1: Positive: 11.481 psi Negative : -28.122 psf Roof Zone 2: Positive : 11 481 psi Negative : -47.085 psf Roof Zone 3: Positive : 11.481 psi Negative : -70.950 psi Wall Zone4 : Positive: 28.122 psi Negative : -30.444 psf Wa11Zone5: Positive : 28.1?2 psi Negative: -37.539 psf Roof Overhang Zone 2: -40.506 psi Roof Overhang Zone 3: -66 564 psf ~f.✓-J.-~,\ f \ __ 5 J) } rz E c T ' u t I LA-J ER A-L ft~ 1 t L J s l S (1 f. l }) L ~ f' I iE. E ~ 0 2..o._ ::;_ 'l. c; -,(<_ yO, \:: '><' b \.j -=--(~ y3-z__+ I? x I 2-) 4 ~~:=.-'2-4uo E+~~~ ~ ' W 1 ('f])-=. /--z_ o S" X ~->( I 4 =-"g 7 S /._5 E.+-5 01 LC i ; -z__ l o_ .. .O 7'.. 'v"' 2A o o ; ~ 1 'L) -= ;Yl-oJf:f_ < ~ o _,-I)_ -J~x 1L.><J8 =-~~ o o ty't(l'\ K · 1"; ~e. l zZ>o+ -l:$5x , z_, t -z.. z..-< o. b ::=.. 1 3, J 1 +> I -;J -.J ~1 l j p =r :::-0 - I I G ~ 1H) lirH S ,t-l .· I 74-V t1 -;-~ 1~ '<' 1'z_,.L~x14 ') A. .. C\ =...6 S3 Lb >w; No . ~~ ;?-. w 1t-{i)-=:_ ~X ~~'>(Z.\ + '-> / IC)><i4=1 3 5 '1l-:::_ 8~3 ;. i:; =-17 1 ~ 0 ,, T~ 11. ~ ~ S-3 _')( 5 -=:.(.8 2 4·· l< .. 111 --=-. fz_o , (J) t b ><I~) ·z. S )<(Oob: Z-13 0 \ 2--- \JPLtFl-::47,C00 ~ 5-:::.. 9 10 ::_2_,02() U, 5 t.. . r.. s --i A ~-C (. V ) '. .. ... . . ···_·-_: .--··-·:· ___ •··· .. -· -.. "f?C.l_~i . • J:'U., l, 2_ St'~ 112-,S'[JU;--0[{,\J{e :-_ o/1?( { ~ • ' . . . , --\J'1 l tJ.I). to:~~ --~-~<-l,3XO ~ ,-~---~f -f -~F_-__ -_ :: ___ ·_-.• -_-_-_··:· · . · A-~:z.1&~ ~ ~t{~b. ~ForlW.i~ _t> ·. • _.: •• -_ •• • -• : -• : . I 2-. . z--'s "• • ' W, N b --=..L J :1t -z_ 1 c::. 2-4 4 Jb ~--. -': --: .. -. . : --· -·. 7' -.. • _I • _l,.) . . ~ . . -. . .. ' . _, -. . ··----.. S ... .. .. • \ ,j / ·, t"I ~-~ ~~ ....... . , ·r,J,~ w-h-_,=.)< I .. --ft) :..t . --•, 0 :t~ :-z b -fs-sG, .. · ~1 $-. 'tJ-t '· .. • . -~ - I \ : ......... ..______, .. • tzooF · ~°' l 7 . 4q~ <l .:-z..' ~ 1 1'7-1 ~-4~ ·9 -4.t. 4 J.,4· 1 ---w ' ·-· -24i!3 . :ti ·,ti -£ \·,B 5 .. , . . .. . ... . . . . i • -T· ··--'-· i --j I \ i , ' [-· ·--·· i .! ---:~-. --! I ' I .. ' I ---i '' ! . i . . , ---,-. • i -· ... --•··---·---•-- .. ; •• __ -~------;---~---~-·- : ! ..... ______ , __ . '···--· -.. : ... -·-, ·-· -.-----·-,_, • ! . • ,- -·-·-, ... -r··-. ). ,!,'" --,_ - ANP ENGINEERING .INC_ 4682 IOWA 3207 SAN DIEG, CA 92116 rrtJe Block Line 6 Project Titre: Engineer: Project ID: Project Descr: }[~i~JJt'.';\~: t!:r~~11:-~~:t· ;\~~:I-;~·j":f •-:.\i~1}"}???:·.t::.~t::J .+3~:.7~~-= :~'. ~ ~\.•; )''6;~;~ ·f {T· ;:;,? ~:r·~~:: ?~,:'? ?i I ,c " KW 06006f,63 Lh c ,·s•': A'IP [M,11'.FfRING ,'K Printed: 19 NOV 2019, 1:4ePM 3.5x11.25, VensaLam, Fully Unbraced . Using Allowable Stress Design wijh ASCE 7-10 Load Comblnatlons, Major Axis Bending Wood Species : Boise Cascade • Wood Grade : Versa Lam 2.0 3100 West Fb -Tension 3,100.0 psi Fe -Prll 3,000.0 psi Fv 285.0 psi Ebend-xx 2,000.0 ksl Fb-Com pr 3,100.0 psi Fe -Perp 750.0 psi ·Ft 1,950.0 psi Eminbend -xx 1,036.83 ksl Applied Loads Beam self welght calculated and added to loads Unlf Load: D = 0.0140, L = 0.060 k/ft, Trib::: 4.50 ft Untt Load: D = 0.0150, Lr = 0.020 k/ft, Trib= 3.50 tr Un!fload~ D=0.01~k/ft, Trilr8.0ft -"_ ~l) 2 l( Pomt. W -0.570, E -2.0 k@ 1.50 ft ~ , .;> C.. Density De P~nt: SW = ..0.570, E = -2.0 k_@ 3.50 ft ~-• -· __ ··--·-_s1qn ummary ------J -.... =.-- Maxfb/Fb Ratio = 0.097 · 1 ---fb : Actual : 461.98 psf at 1.500 ft in Span# 1 ~ • ~ Fb : Allowable : 4,775.64 psi ---· --·-- Load Comb: +J,1090+1.750E+H_ Max fv/FvRatio = 0.199 : 1 3.sx11.2s fv : Actual : 90.59 psi at 3.483 ft in Span fl 1 ___ .Ji.DJL..... ___ ---'--i Fv : Allowable : 456.00 psi Load Comb : +1.109D+1 .750E+H Max Reactions (k) Q . !: .Lr ~ • 'ti. g Left Support 0.64 0.68 0.18 0.23 0.80 tl ax e ions Transient Downward Ratio 0.005 in Total Downward 9999 >360 Ratio 41.760pcf 0.009 lri 6715 >180 Right Support 0.64 0.68 0.18 -0.23 -0.80 LC: L Only . LC:+D+L+H Transient Upward -0.001 In Ratio 9999 Total Upward Ratio • LC: E Only 3.5x11.25, Versalam, Fully Unbraced • Using Allowable.Stress Design wijh ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Boise Cascade Wood Grade : Versa Lam 2.0 3100 West Fb -Tension 3,100.0 psi Fe -Pr1I 3,000.0 psi Fv 285.0 psi Eben<!-xx 2,000.0 ksl Fb -Compr 3,100.0psl Fc -Perp 750.0psi Ft 1,950.0psi Eminbend-xx 1,036.83ksi Applied Loads Beam self weight calculated and addE)d to loads Unif Load: D = 0.0140, L = 0.000 k/ft, Trib= 0.670 ft Unif Load: D = 0.0150, Lr = 0.020 k/11, 0.0 to 5.0 ft, Trib= 3.50 ft Unit Load: D = 0.0160 k/ft, 0.0 to 6.0 ft, Trib::: 8.0 ft D r, j/ Point: W = 0.230, E = 2.0 k @5.0 ft tEt---\AS t ·""" t"., Design Summary Max fb/Fb Ratio = fb : Actual : Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable·: Load.Comb :· 0.647 • 1 2,334.30 psf at 5.000 ft in Span # 1 3,608.70 psi +1.109D+1.750E+H 0.270 : 1 123.03 psi • at 0.000 ft in Span# 1 456.00psl. +1.109D+1.750E+H Density Max Reactions (k) Left Support .Q t Lr § li 0.253 In_ Total Downward 0.99 0.30 0.29 Ratio 711 >360 Ratio '0.000 in 9999 LC: 41.760pcf 0.285 In 631 >180 Right Support 0.35 0.30 0.06 'ti. 0.15 0.08 .E 1.33 0.67 Transient Upward Ratio LC: E Only 0.000in 9999 LC: LC: +D+0.70E+H ) Total Upward 0.000 In •. Ratio 9999 LC: w CHR.ISTIAN WHEELER. E N C IN EE RIN C REPORT OF LIMITED SOIL INVESTIGATION ILIC RESIDENCE ADDITION 1734 MALLOW COURT CARLSBAD, CALIFORNIA PREPARED FOR SANJA ILIC 1734 MALLOW COURT CARLSBAD, CALIFORNIA 91910-7910 PREPARED BY CHRISTIAN WHEELER ENGINEERING 3980 HOME A VENUE SAN DIEGO, CALIFORNIA 92105 r ' JAN 1 3 2020 CITY Of-CAr<LSBAD BUILDING DiVlSION 3980 H ome Avenue+ San D iego, CA 92 1 05 + 6 1 9 -550-17 00 + f.AX 6 1 9 -550-1 7 01 fRtV2o1cr -0207- • , , , , 1 , , , t , , I I ! I I I I I I I I t I I I I I I I I I I I I I I I I I f January 8, 2020 Sanja Ilic 1734 Mallow Court Carlsbad, California 92011 w CHR.ISTIAN WHEELER. E C l E ER I C Subject: Report of Limited Soil Investigation Ilic Residence Addition, 1734 Mallow Court, Carlsbad, California Dear Mrs. Ilic: CWE 2190701.01 In accordance with your request and our proposal dated December 11, 2019, we have completed a limited soil investigation for a proposed addition to be constructed at the subject property. We are presenting herewith a report of our findings and recommendations. It is our opinion and judgment that no geotechnical conditions exist at or in the vicinity of the subject property t hat would preclude the construction of the proposed addition, provided the recommendations included in this report are implemented. If you have any questions after reviewing this report, please do not hesitate to contact our office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, CHRISTIAN WHEELER ENGINEERING D aniel B. Adler, RCE #36037 Daniel J. Flowers, CEG #2686 DBA:djf ec: sanjailic@hotmail.com 3 9 8 0 H o m e .-\ v e n u e + S a n D i ego , C .-\ 9 2 I O 5 + 6 1 9 -5 5 0 -1 7 0 0 + F .-\ X 6 I 9 -5 5 0 -I 7 0 I 'I TABLE OF CONTENTS Page Introduction and Project D escriptio n ..................................................................................................... 1 Scope of Services ..................................................................................................................................... 2 Findings .................................................................................................................................................. 3 Site Description ................................................................................................................................... 3 General Geology and Subsurface Conditions ...................................................................................... 3 Geologic Setting and Soil D escription ............................................................................................. 3 Artificial Fill/Topsoil .................................................................................................................. 3 Santiago Formation ...................................................................................................................... 4 Groundwater ................................................................................................................................... 4 Conclusions ............................................................................................................................................ 4 Recommendations .................................................................................................................................. 5 Foundations ........................................................................................................................................ 5 General ............................................................................................................................................ 5 Dimensions .................................................................................................................................. 5 Bearing Capacity ........................................................................................................................... 5 Footing Reinforcing ...................................................................................................................... 5 Lateral Load Resistance ................................................................................................................. 5 Foundation Excavation Observation ................................................................................................. 6 Settlement Characteristics ............................................................................................................... 6 Expansive C haracteristics .................................................................................................................. 6 Foundation Plan Review .................................................................................................................. 6 Seismic Design Factors .................................................................................................................... 7 On-Grade Slabs ................................................................................................................................... 7 General ............................................................................................................................................ 7 Interior Floor Slabs ........................................................................................................................... 7 Under-Slab Vapor Retarders ............................................................................................................ 8 Compaction and Method of Filling .................................................................................................. 8 Surface Drainage .............................................................................................................................. 8 Limitations ............................................................................................................................................. 9 Review, Observation and Testing ....................................................................................................... 9 Uniformity of Conditions ................................................................................................................. 10 Change in Scope ................................................................................................................................ 10 Time Limitations .............................................................................................................................. 10 Professio nal Standard ........................................................................................................................ 10 Client's Responsibility ...................................................................................................................... 11 Field Explorations ................................................................................................................................ 11 Labo ratory Testing ............................................................................................................................... 12 TABLES Table I ATTACHMENTS Seismic Design Parameters, 2016 CBC CWE 2190701.01 Ilic Residence Addition 1734 Mallow Court Carlsbad, California FIGURES Figure 1 PLATES Plate 1 APPENDICES Appendix A Appendix B Appendix C TABLE OF CONTENTS (Cont.) Site Vicinity Map, Follows Page 1 Site Plan & Geotechnical Map Subsurface Explorations Laboratory Test Results References CWE 2190701.01 Illic Residence Addition 1734 Mallow Court Carlsbad, California , , , , , 1 , , , , 1 1 1 t 1 1 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I l I I I I I I I I I I t I I w HR.ISTIA WHEELER. E N G I NEER.I NC LIMITED SOIL INVESTIGATION ILIC RESIDENCE ADDITION 1734 MALLOW COURT CARLSBAD, CALIFORNIA INTRODUCTION AND PROJECT DESCRIPTION This report presents the results of a limited soil investigation performed for a proposed addition to a residence located at 1734 Mallow Court, Carlsbad, California. The following Figure No. 1 presents a vicinity map showing the location of the property. We understand that the subject project will consist of the construction of a two-story addition northeast of t he existing structure and a deck. It is anticipated that the proposed addition will be of wood-frame construction, supported by new shallow foundations and incorporating a conventional concrete on-grade floor slab. No significant grading is anticipated for the proposed construction. To assist in the preparation of this report, we were provided with a set of construction plans prepared by Full Perspective and APN Engineering, dated May 6, 2013. A copy of a proposed foundation plan included in the set was used as a base map for our Site Plan and Geologic Map, and is included in Plate No. 1 of this report. This report has been prepared fo r the exclusive use of Sanja Ilic, and her design consultants, for specific application to the project described herein. Sho uld the project be modified, the conclusions and recommendations presented in this repo rt should be reviewed by Christian Wheeler Engineering for conformance with our recommendations and to determine whether any additional subsurface investigation, laboratory testing and/or recommendations are necessary. Our professional services have been performed, our findings obtained and our recommendations prepared in accordance with generally accepted engineering principles and practices. This warranty is in lieu of all other warranties, expressed or implied. 3 9 8 0 H o m e ;\ v e n u e + S a n D i e g o , C :\ 9 2 I O 5 + 6 1 9 -5 5 0 -I 7 0 0 + F .-\ X 6 1 9 -5 5 0 -l 7 0 I . ' f f I J I ! ' $ ! : i p l I -.: C 0 AViOIO Ooh Elttn~mo,y School ,,, ' 'I,'.' .. ----·-·-·-·-----·----...... --- ' DATE: JANUARY 2020 BY: SRO SITE VICINITY c OpenS1ree1Map contributors 1 p " 0 '\, c .. nnneoun i \ Ull'r.a,,ur,,~ ......... ' \ ·" ' '· --' ~--✓• ... _\ p --------... ~"'•-.:........ .' ., ILIC RESIDENCE ADDITION 1734 MALLOW COURT CARLSBAD, CALIFORNIA JOB NO.: FIGURE NO.: 2190701.01 J ,ti' f ! ' I~ l ,I' l Ci,tttNl4' ~------~ ✓" I ' ' I I 0 I f ' -- J j ; I " ! ,....,.,.,~ ~ CHRJSTIAN WHEELER E 1 GINEE RING 1 1 1 1 1 1 1 1 1 I 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I CWE 2190701.01 January 8, 2020 Page No. 2 SCOPE OF SERVICES Our limited soil investigation consisted of surface reconnaissance, subsurface exploration, obtaining representative soil samples, laboratory testing, and analysis of the field and laboratory data. O ur scope of service did not include assessment of hazardous substance contamination, recommendations to prevent floor slab moisture intrusion or the formation of mold within the structures, evaluation or design of storm water infiltration facilities, or any other services not specifically described in the scope of services presented below. More specifically, the intent of our proposed investigation was to: • Excavate 1 hand-dug test pit and extend 3 hand-augured boring to explore the existing soil conditions and collect representative soil samples. • Backfill the test pit with the removed soil. It should be noted that the soil will not be compacted and will have to be removed and replaced as compacted fill or concrete during the future construction. • Evaluate, by laboratory tests and our past experience with similar soil types, the engineering properties of the various soil strata that may influence the proposed construction, including bearing capacities, expansive characteristics and settlement potential. • Provide the se ismic design parameters in accordance with the 2016 edition of the Cali fo rnia Building Code. • Discuss potential construction difficulties that may be encountered due to soil conditions, gro undwater or geologic hazards, and provide geotechnical recommendations to mitigate identified construction difficulties. • Provide site preparation and grading recommendations for the anticipated work, as necessary. • Provide foundation recommendations for the type of construction anticipated and develop soil engineering design criteria for the recommended foundation designs. • Provide a limited soil investigation report presenting the results of our investigation, including a plot plan showing the location of our subsurface explorations, excavation logs, laboratory test results, and our conclusions and recommendations for the proposed project. Although a test fo r the presence of soluble sulfates within the soils that may be in contact with reinforced concrete was performed as part of the scope of our services, it should be understood , I 1 1 1 I I I I I I • I I I I I I I I I I I I I I I I I I I CWE 2190701.01 January 8, 2020 Page No. 3 Christian Wheeler Engineering does not practice corrosion enginee ring. If a corrosivity analysis is considered necessary, we recommend that t he client retain an engineering firm that specializes in t his field to consult with them on this matter. The results of our sulfate testing should only be used as a guideline to determine if additional testing and analysis is necessary. FINDINGS SITE DESCRIPTION The subject site consists of a rectangular-shaped lot located at 173 4 Mallow Court, Carlsbad, California. The site presently suppo rts a single-family residential structure. The property is bounded on the sout h by Mallow Court and is otherwise bounded by residential properties. Topographically, the lot is near flat-lying however, an approximately 18-foot-high slope ascends from the rear of the lot to the neighboring property to the no rth. According to Google® Earth, the house pad is at an elevation of about 117 feet. GENERAL GEOLOGY AND SUBSURFACE CONDITIONS GEOLOGIC SETTING AND SOIL DESCRIPTION: The project site is located in the Coastal Plains Physiographic Province of San Diego County and is primarily underlain Tertiary-age Santiago Formation and thin veneer of artificial fill/topsoil. The geologic units that underlie the subject property are described below in order of increasing age: ARTIFICIAL FILL/TOPSOIL (Qaf): A thin layer of undifferentiated artificial fill/topsoil was encountered underlying the area of the property investigated. As encountered in the subsurface explorations, these materials extend to a maximum depth of about ¾-foot below existing grade. Deeper artificial fill/topsoil may exist in areas of the site not investigated. The artificial fill/topsoil consisted of brown and brown to olive gray, very moist , very loose, silty sand with clay (SM). The artificial fill/topsoil was judged to have a low expansion potential (EI between 21 and 50). CWE 2190701.01 January 8, 2020 Page No. 4 SANTIAGO FORMATION (Tsa): Tertiary-age sedimentary deposits of the Santiago Formation were encountered underlying the artificial fill/topsoil materials in the area of the site investigated. In general, the formational soil encountered consisted of olive gray to orangish- brown and light brown, moist, dense and very dense, clayey sand/sandy clay (SC-CL). The Santiago Formation deposits were fo und to have a high expansion potential (EI = 92). GROUNDWATER: No groundwater or seepage was encountered in our subsurface explorations. H owever, groundwater related problems are not anticipated to affect the site upon completion of the proposed construction. It should be recognized that minor groundwater seepage problems might occur after construction and landscaping are completed, even at a site where no ne were present before construction. T hese are usually minor phenomena and are often the result of an alteration in drainage patterns and/or an increase in irrigation water. Based on the anticipated construction and the permeability of the on-site soils, it is our opinion that any seepage problems that may occur will be minor in extent. It is further our opinion that these problems can be most effectively corrected on an individual basis if and when they occur. CONCLUSIONS In general, it is our professional opinion and judgment that the subject property is suitable for the construction of the proposed addition provided the recommendations presented herein are implemented. The main geotechnical conditions affecting the proposed project consists of potentially compressible artificial fill/topsoil and the highly expansive Santiago Formation. It is our understanding t hat the footprint of the proposed addition was excavated to a depth of about 1 foot below adjacent grade. The excavation was partially backfilled with very loose soils. This material is unsuitable for the support of settlement sensitive improvements and will have to be removed in its entirety. CWE 2190701.01 January 8, 2020 Page No. 5 RECOMMENDATIONS FOUNDATIONS GENERAL: Based on our findings and engineering judgment, the proposed structure and deck may be supported on new conventional shallow continuous and isolated spread footings extending into the competent Santiago Formation. The fo llowing recommendations are considered the minimum based on the anticipated soil conditions, and are not intended to be lieu of structural considerations. All foundations should be designed by a qualified engineer. DIMENSIONS: Spread footings supporting the proposed structure and deck should be embedded at least 24 below lowest adjacent finish pad grade and extend at least 24 inches into the competent Santiago Formation, whichever is more. Continuous and isolated footings sho uld have a minimum width of 12 inches and 24 inches, respectively. BEARING CAPACITY: Spread footings with the minimum dimensions provided in the previous paragraph may be designed for an allowable soil bearing pressure of 1,500 po unds per square foot (psQ. This may be increased by one-third fo r combinations of temporary loads such as those due to wind or seismic loads. FOOTING REINFORCING: Reinforcement requirements for foundations should be provided by a structural designer. However, based on the expected soil conditions, we recommend that the minimum reinforcing for continuous footings consist of at least 2 No. 5 bars positioned near the bottom of the footing and 2 No. 5 bars positioned near the top of the footing. New footings located adjacent to existing footings should be doweled as recommend by the structural designer. LATERAL LOAD RESISTANCE: Lateral loads against foundations may be resisted by friction between the bottom of the footing and the supporting soil, and by the passive pressure against the footing. The coefficient of friction between concrete and soil may be considered to be 0.25. The passive resistance may be considered to be equal to an equivalent fluid weight of 250 pounds per cubic foot. These values are based on the assumption t hat the footings are poured tight against undisturbed soil. If a combination of the passive pressure and friction is used, the friction value should be reduced by one- third. CWE 2190701.01 January 8, 2020 Page No. 6 FOUNDATION EXCAVATION OBSERVATION: All footing excavations should be observed by C hristian Wheeler Engineering prior to placing of forms and reinforcing steel to determine whether the foundation recommendations presented herein are followed and that the foundation soils are as anticipated in the preparation of this report. All footing excavations should be excavated neat, level, and square. All loose or unsuitable material should be removed prior to the placement of concrete. SETTLEMENT CHARACTERISTICS: The anticipated total and differential footing settlement is expected to be less than about 1 inch and ¾ inch in 40 feet, respectively, provided the recommendations presented in this report are followed. It should be recognized that minor cracks normally occur in concrete slabs and foundatio ns due to concrete shrinkage during curing or redistribution of stresses, therefore some cracks should be anticipated. Such cracks are not necessarily an indication of excessive vertical movements. H owever, it should be recognized that there is a higher than typical potential fo r differential settlements for additio ns. It is further our opinion that these conditions may result in cosmetic distress that may be easily repaired, and not result in significant structural distress to the structure. EXPANSIVE CHARACTERISTICS: The prevailing foundation soils are assumed to have a high expansive potential (EI=92). The recommendations within this report reflect this condition. FOUNDATION PLAN REVIEW: The final foundation plan and accompanying details and notes should be submitted to this office for review. The intent of our review will be to verify that the plans used for construction reflect the minimum dimensioning and reinforcing criteria presented in this section and that no additional criteria are required due to changes in the fo undation type or layout. It is not our intent to review structural plans, notes, details, or calculations to verify that the design engineer has correctly applied the geotechnical design values. It is the respo nsibility of the design engineer to properly design/specify t he fo undations and other structural elements based on the requirements of the structure and considering the information presented in this report. 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I CWE 2190701.01 January 8, 2020 Page No. 7 SEISMIC DESIGN FACTORS The seismic design factors applicable to the subject site are provided below. The seismic design factors were determined in accordance with the 2016 California Building Code. The site coefficients and adjusted maximum considered earthquake spectral respo nse acceleration parameters are presented in the following Table I. TABLE I: SEISMIC DESIGN FACTORS Site Coordinates: Latitude 33.099° Longitude -117.271° Site C lass C Site C oefficient Fa 1 Site Coefficient Fv 1.383 Spectral Response Acceleration at Short Periods Ss 1.072 g Spectral Response Acceleration at 1 Second Period S1 0.414g SMS=f aSs 1.072 g SM1=fvS1 0.574 g Sos= 2/3*SMs 0.715 g So1=2/3*SM1 0.383 g Probable ground shaking levels at the site could range fro m slight to moderate, depending on such factors as the magnitude of the seismic event and the distance to the epicenter. It is likely that the site will experience the effects of at least one moderate to large earthquake during the life of the proposed improvements. ON-GRADE SLABS GENERAL: It is our understanding that the floor system of the proposed addition will consist of a concrete slab. The following recommendations are considered the minimum slab requirements based on the soil conditions and are not intended in lieu of structural considerations. These recommendations assume that the site preparation recommendations contained in this report are implemented. INTERIOR FLOOR SLABS: The minimum slab thickness should be 5 inches (actual) and the slab should be reinforced wit h at least No. 4 bars spaced at 12 inches on center each way. Slab reinforcement should be supported on chairs such that the reinforcing bars are positioned at mid- height in the floo r slab. The slab reinforcement should extend down into the perimeter footings at I I I I I I I I I I I I I I I I I I I I I I I I L I I I I I I I I I I I I I I I I t I t I t I I I I I I I I I I I I I I I I I I I I CWE 2190701.01 January 8, 2020 Page No. 8 least 12 inches. Slabs adjacent to existing footings should be doweled as recommended by the project structural designer. UNDER-SLAB VAPOR RETARDERS: The following recommendations apply to conventional slabs-on-grade. Steps should be taken to minimize the transmission of moisture vapor from the subsoil through the interior slabs where it can potentially damage the interior floor coverings. Local industry standards typically include the placement of a vapor retarder, such as plastic, in a layer of coarse sand placed directly beneath the concrete slab. Two inches of sand are typically used above the plastic. The vapor retarder should be at least 15-mil Stegowrap® or similar material with sealed seams and should extend at least 12 inches down t he sides of the interior and perimeter footings. The sand should have a sand equivalent of at least 30, and contain less than 10% passing the N umber 100 sieve and less than 5% passing the Number 200 sieve. The membrane should be placed in accordance with the recommendation and consideration of ACI 302, "Guide for Concrete Floor and Slab Construction" and ASTM El643, "Standards Practice for Installation of Water Vapor Retarder Used in Contact with Earth or G ranular Fill Under Concrete Slabs." It is the flooring contractor's responsibility to place floor coverings in accordance with the flooring manufacturer specifications. COMPACTION AND METHOD OF FILLING In general, all structural fill placed at the site should be compacted to a relative compaction of at least 90 percent of its maximum laboratory dry density as determined by ASTM Laboratory Test D1557. Fills should be placed at or slightly above optimum moisture content, in lifts 6 to 8 inches thick, with each lift compacted by mechanical means. Fills should consist of approved earth material, free of trash or debris, roots, vegetation, or other materials determined to be unsuitable by the Geotechnical Consultant. Fill material should be free of rocks or lu mps of soil in excess of 3 inches in maximum dimension. Utility trench backfill within 5 feet of the proposed structures and beneath all concrete flatwork or pavements should be compacted to a minimum of 90 percent of its maximum dry density. SURFACE DRAINAGE The drainage around the proposed improvements should be designed to collect and direct surface water away from proposed improvements toward appropriate drainage facilities. Rain gutters with CWE 2190701.01 Jan uary 8, 2020 Page No. 9 downspo uts that discharge runoff away from the structure into controlled drainage devices are recommended. The ground around the proposed improvements should be graded so that surface water flows rapidly away from the improvements without ponding. In general, we recommend that the ground adjacent to structure slope away at a gradient of at least 5 percent for a minimum distance of 10 feet. If the minimum distance of 10 feet cannot be achieved, an alternative method of drainage runoff away from the building at the termination of the 5 percent slope will need to be used. Swales and impervious surfaces that are located within 10 feet of the building should have a minimum slope of 2 percent. It is essential that new and existing drainage patterns be coordinated to produce proper drainage. Drainage patterns provided at the time of construction should be maintained throughout the life of the proposed improvements. Site irrigation should be limited to the minimum necessary to sustain landscape growth. Over watering should be avoided. Should excessive irrigation, impaired drainage, or unusually high rainfall occur, zones of wet or saturated soil may develop. LIMITATIONS REVIEW, OBSERVATION AND TESTING The recommendations presented in this report are contingent upon o ur review of final plans and specifications. Such plan s and specifications should be made available to the geotechnical engineer and engineering geologist so that they may review and verify their compliance with this report and with the California Building Code. It is recommended that C hristian Wheeler Engineering be retained to provide continuous soil engineering services during the earthwork operations. This is to verify compliance w ith the design concepts, specifications or recommendations and to allow design changes in t he event that subsurface conditions differ from those anticipated prior to start of construction. 1 I I I I I I I I I J I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I l I I I I I I I I 1 I I I 1 1 I I CWE 2190701.01 January 8, 2020 Page No. 10 UNIFORMITY OF CONDITIONS The recommendations and opinions expressed in this report reflect our best estimate of the project requirements based on an evaluation of the subsurface soil conditions encountered at the subsurface exploration locations and on the assumption that the soil conditions do not deviate appreciably from those encountered. It should be recognized that the performance of the foundations and/ or cut and fill slopes may be influenced by undisclosed or unforeseen variations in the soil conditions that may occur in the intermediate and unexplored areas. Any unusual conditions not covered in this report that may be encountered during site development should be brought to the attention of the geotechnical engineer so that he may make modifications if necessary. CHANGE IN SCOPE This office should be advised of any changes in the project scope or proposed site grading so that we may determine if the recommendations contained herein are appropriate. This should be verified in writing or modified by a written addendum. TIME LIMITATIONS The findings of this report are valid as of this date. Changes in the condition of a property can, however, occur with the passage of time, whether they be due to natural processes or the work of man on this or adjacent properties. In addition, changes in the Standards-of-Practice and/ or Government Codes may occur. Due to such changes, the findings of this report may be invalidated wholly or in part by changes beyond our control. Therefore, this report should not be relied upon after a period of two years without a review by us verifying the suitability of the conclusions and recommendations. PROFESSIONAL STANDARD In the performance of o ur professional services, we comply with that level of care and skill ordinarily exercised by members of our profession currently practicing under similar conditions and in the same locality. The client recognizes that subsurface conditions may vary from those encountered at the locations where our borings, surveys, and explorations are made, and that our data, interpretations, , , , 1 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I CWE 2190701.01 January 8, 2020 Page No. 11 and recommendations be based solely on the information obtained by us. We will be responsible for those data, interpretations, and recommendations, but shall not be responsible for the interpretations by others of the information developed. Our services consist of professional consultation and observation only, and no warranty of any kind whatsoever, express or implied, is made or intended in connection with the work performed or to be performed by us, or by our proposal for consulting or other services, or by our furnishing of oral or written reports or findings. CLIENT'S RESPONSIBILI1Y It is the responsibility of the Client, or her representatives, to ensure that t he information and recommendations contained herein are brought to the attention of the structural engineer and architect fo r the project and incorporated into the project's plans and specifications. It is further thei r responsibility to take the necessary measures to ensure that the contractor and his subcontractors carry out such recommendations during construction. FIELD EXPLORATIONS Four subsurface explorations were excavated on Dece mber 13, 2019 at the locations indicated on the Site Plan and Geotechnical Map included herewith as Plate No. 1. These explorations consisted of 1 hand-dug test pit and 4 hand-augured borings. The fieldwork was conducted under the observation and direction of our enginee ring geology personnel. The explorations were carefully logged when made. The logs are presented on Appendix A. The soils are described in accordance w ith the Unified Soils Classification. In addition, a verbal textural description, the wet color, the apparent moisture, and the density or consistency is provided. The density of granular soils is given as very loose, loose, medium dense, dense or very dense. The consistency of silts or clays is given as either very soft, soft, medium stiff, stiff, very stiff, or hard. Relatively undisturbed chunk and bulk samples of the earth materials encountered were collected and transported to our laboratory for testing. I I I 1 I I I I I I I I I I I I I I I I I l I I I I I I I t I I I I I I i I I I I I I I I I I t I I I I I I I I I I I I I I I I I I • CWE 2190701.01 January 8, 2020 Page No. 12 LABO RA TORY TESTING Laboratory tests were performed in accordance with the generally accepted American Society for Testing and Materials (ASTM) test methods or suggested procedures. A brief description of the tests performed and the subsequent results are presented in Appendix B. I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I SITE PLAN AND GEOLOGIC MAP 0 20' 40' t..-I I SCALE: 1" • 20' CWE LEGEND eij P-1 APPROXIMATE TEST PIT LOCATION $ HA-3 APPROXIMATE HANO AUGER LOCATION SlE£. ARTIFICIAL FILL OVER Tsa SANTIAGO FORMATION IUC RESIDENCE ADDITION 11H \.1ALLOW' COURT CARLSBAD. CALIFORNIA ~ 1-D_A_TE __ JA_N_UA_R_Y 1_02_0 -+J-◊B_N_O_., __ '_'"'_'0_1.0_1 --1 l I IRL-fl" \1111111 R I ..,.(,l',,ll"-1,,. BY SD Pl.ATE NO., rl' • Appendix A Subsurface Explorations I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I LOG OF TEST PIT P-1 c.I SPT Date Logged: Logged By: Existing Elevation: Finish Elevation: 0 -- 0.5-- 1-- -- 1.S-- -- 2-- 2.5-- -- 3-- 3.5-- -- 4-- 4.5-- -- 5.5-- 6-f- 6.5-f- 7.5-f- Notes: SM SCI CL 12/13/19 DJF NIA NIA Equipment: Hand tools Auger Type: NIA Drive Type: NIA Depth to Water: NIA SUMMARY O F SUBSURFACE CONDITIONS (based on Unified Soil Classification System) Toesoil: Brown, very moist, very loose, very fine-to medium-grained, SILTY SAND with clay, abundant roots. Santiago Formation (Tsa): Olive gray to orangish-brown, moist, dense, very fine-to medium-grained, CLAYEY SAND/SANDY CLAY. Very dense. Test pit terminated at 1.5 feet. No groundwater or seepage encountered. ST MD so, SA HA SE Pl CP ;z 'Z' 0 8 i::-~ ~ Ill iJ: ;z .£ ~e Symbol Legend ILIC RESIDENCE ADDITION 1734 MALLOW COURT CARLSBAD, CALIFORNIA Groundwater Level During Drilling Samele T~ and Laborato!)'. Test Legend Modified c.Iifonua Sompla CIC Chunk Su.ndard Pe.nnruioo Tm DR Drive Ring Shelby Tube Mu Density OS Direct Shear Soluble Sulhta Con Con,olidation Sieve Analysis EI &pansion Inda Hydrometer R.Val Resistance Value Sand Eqwvaknt Chi Soluble Chlondes Plan;.ity Inda Ra pH & Rautivity Coll,pseP0t<otial SD Sample Density Ill # t: ;z ~ ~ 0 ~I "' ~~ 0 ~c-I- Ill g~ ...,J 0 ~ 0. :id j~ ~ s >-~E Oo c.: ::l o# "' cc ~u 0 U~ CK 20.0 109.0 CK w Groundwater Level After Drilling Apparent Seepage DATE: JANUARY 2020 JOB NO.: 2190701.01 CHR.lSTIAN WHEB..ER. No Sample Recovery Non-Representative Blow Count rocks oresentl BY: SRO I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I ENGi [[fl.ING APPENDIX: A-1 I I I I I I I I I I I I I I I I I I I I I I I 1 I I 1 I I I I LOG OF HAND AUGER HA-1 g i= "" ~ Cl 0 -- o.5-~ _,_ 1.5-- -- 2-- -- 2.5-- -- 3-- -- 3.5-- -- 4-- 4.5 -'- 5-,- 5.5-'- 6.5-- 7-- 7.5-~ Date Logged: Logged By: Existing Elevation: Finish Elevation: ~ z 0 i:::: § ~ J SM SC/ CL Notes: 12/13/19 DJF NIA NIA Equipment: Hand tools Auger Type: NIA Drive Type: NIA Depth to Water: NIA SUMMARY OF SUBSURFACE CONDITIONS (based on Unified Soil Classification System) Artificial Fill n at): Brown to olive gray, very moist, very loose, very fine-to medium-graiined, SIL TY SAND with clay. Fills recently placed after rains. Santiago Formation (fsa): Olive gray to orangish-brown, moist, dense, very fine-to medium-grained, CLAYEY SAND/SANDY CLAY. Very dense. Practical refusal at 2 feet. No groundwater or seepage encountered. Saml!le Tr~ and Laborato!)'. Test ~end c.l Modified California Sampler CK Chunk SPT Standard Pcnetr.ation Test DR Drive Ring ST Sh.Iby Tube MD Max Density DS Direct Shear SO< Soluble Sulfates Con Consolidation SA Sieve Analysis EI Ez-pansion lndcz HA Hydrometer R-Val Resistance Value SE Sand Equivalent Chi Soluble Chlorides PI Plasticity Index R"' pH & Resistivity CP Collapse PotcntW SD Sample Density ~-.;-~ 'ii t z ;,,. 0 i:z:: i:::: ,£ ~ i~ ,.,, ~§ ~ ~~ ~ 15 C' ;;:i,.,, ... :!l~ Cl~ ~ ~ "" ~ :5 ~ O;-, z ..2 ~ ;,,. ~~ ~e Oo i:z:: ~ 0 'ii ,.,, p::i ::s u Cl U- CK CK Symbol Legend ILIC RESIDENCE ADDITION 2 Groundwater Level During Drilling 1734 MALLOW COURT y Groundwater Level After Drilling CARLSBAD, CALIFORNIA '' Apparent Seepage DATE: JANUARY 2020 JOB NO.: 2190701.01 * No Sample Recovery ** Non•Rcprcscntativc Blow Count /rocks orescnt) BY: SRO APPENDIX: A-2 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I tR CHRISTIAN WHEELER ENG INEERING I I I I I I I I I I LOG OF HAND AUGER HA-2 Date Logged: Logged By: Existing Elevation: Finish Elevation: ~ z g 0 i:::: ~ < :> f;l ~ Q 1-'l 0 -,_ 0.5-- -- 1-- -- l.S--- -'-- 2-.._ -.._ 2.5-._ -- 3-'-- -._ 3.5-._ -- 4-'-- -'-- 4.5-._ -- 6-- -- 6.5-- -- 7-- -- 7.5-- Notes: I V, V, ~ ~ SM SC/ CL 12/13/19 DJF 100' 100' Equipment: Hand tools Auger Type: NIA Drive Type: NIA Depth to Water: NIA SUMMARY OF SUBSURFACE CONDITIONS (based on Unified Soil Classification System) Lawn and Associated Topsoil : Brown, moist, very loose, very hnc-to medium-graiined, SIL TY SAND with abundant roots. Santiago Formation (fsa): Orangish-brown, moist, very dense, very fine-to medium-grained, CLAYEY SAND/SANDY CLAY. Practical refusal at 1.5 feet. No groundwater or seepage encountered. Sample TyPC and Laboratory Test Legend c.J Modifd California s.mp1,, ex Chunk ~r ~~:~n Test OR Drive Rine MD Mu:Dmsity DS Direct Shear SO< Soluble Sulf.u.es Con Consolidation SA Sieve Analysis El Expansion Inda HA Hydromct.t:r R.Va) Resistance Value SE Sand Equi..Jent Chi Solubl• Chlorides Pl Pluticitylnda Ra pH&Raut;vny CP CollapK Pount;.J SD s.mp1. Om.tty z -;;-1-'l 'ii t z 0 8 ~ 0 i::::-!~ V, ~~ i! 1-'l 15 c:- ..-l Q5 "" :.: -~ :s ~ ~ s ;,.. ~e Oo "' ~o ~ V, IC ::;; u Q ui., ~ ~ ~ V, 01--~s Symbol Legend ILIC RESIDENCE ADDffiON ~ Groundwater Level During Drilling 1734 MALLOW COURT ?: Groundwater Level After Drilling CARLSBAD, CALIFORNIA 11 Apparent Seepage DATE: JANUARY 2020 JOB NO.: 2190701.01 " No Sample Recovery w CHR.ISTIAN WHEELER. ENG I NEER.ING "* Non-Representative Blow Count /rock., nresentl BY: SRD APPENDIX: A-3 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I LOG OF HAND AUGER HA-3 g i: Q., ~ Q 0 -...... 0.5-'- -- 1-- 1.5-- 2.5-...... 4.5 _,_ 5-1- 5.5-'- 6.5 -~ 7.5-'-- Date Logged: Logged By: Existing Elevation: Finish Elevation: g z 0 i::: < ; ~ SM SCI CL Notes: 12/13/19 Equipment: Hand tools DJF Auger Type: NIA 100' Drive Type: NIA 100' Depth to Water: NIA SUMMARY OF SUBSURFACE CONDITIONS (based on Unified Soil Classification System) Topsoil: Brown, very moist, very loose, very tine-to medium-grained, SIL TY SAND . Santiago Formation Qsa): Orangish-brown, moist, dense, very fine-to medium-grained, CLAYEY SAND/SANDY CLAY. Light brown to orangish-brown, very dense. Practical refusal at 3 feet. No groundwater or seepage encountered. Sample Tree and Laboratory Test Legend Cal Modified California S=plu CK Chunk ~~T ~~:i:rtntion Test DR Drive Ring MD Mu Density OS Direct Shear SO< Solubk Sulh"' Con ConJOlidation SA Sieve Ao.alysis El E.zpansionlnda HA Hydrometer R.Va1 Resistance Value SE S:,.nd Equivalent Chi Soluble Chloride, Pl Plasticity Inda Res pH & Resistivity CP Collap,,Pownial SD S=pl,Dcmity Z-.;-~ ~ ~ z >, 0 8 ~ 0 c:.:: i:::-~f <Jl ~g ~ il j a'jc-g~ Q., g l!?~ Q~ j ~ ~ >, ~~ ~e Oo c:.:: ~o ~ <Jl c:Q ~u Q u ~ Symbol Legend ILIC RESIDENCE ADDITION 2 Groundwater Level During Drilling 1734 MALLOW COURT .Y Groundwater Level After Drilling CARLSBAD, CALIFORNIA '' Apparent Seepage DATE: JANUARY 2020 JOB NO.: 2190701.01 * No Sample Recovery CHR.ISTIAN WHEELER. ENG INEERING ** Non-Representative Blow Count BY: SRO APPENDIX: A-4 /rocks nrescntl I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Appendix B Laboratory Test Results I I I I I I I ' I I I I I I I I I I I I l I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I .. Laboratory tests were performed in accordance with the generally accepted American Society for Testing and Materials (ASTM) test methods or suggested procedures. Brief descriptions of the tests performed are presented below: a) CLASSIFICATION: Field classifications were verified in the laboratory by visual examination. The final soil classifications are in accordance with the U nified Soil Classification System and are presented on the exploration logs in Appendix A. b) MOISTURE-DENSITY: MO ISTURE-DENSITY: In-place moisture contents and dry densities were determined for a selected soil sample in accordance with A TM D 188. The results are summarized in the subsurface exploration logs presented in Appendix A. c) EXPANSION IN DEX TEST: Expansion index tests were performed on a selected remolded soil sample in accordance with ASTM D 4829. w l I IRISl"IA I W I 1111.1 R INC.I IIRI <. ILIC RESIDENCE ADDITION 1734 MALLOW COURT, CARLSBAD, CALIFORNIA LAB SUMMARY BY: DBA I DA TE: JAN 2020 I REPORT NO.:2190701.01 I FIGURE NO.: B-1 1 1 1 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I . -' .. LABORATORY TEST RESULTS ILIC RESIDENCE ADDITION 1734 MALLOW COURT CARLSBAD, CALIFORNIA EXPANSION INDEX TESTS (ASTM D4829) Sample Location Initial Moisture: Initial Dry Density Final Moisture: Expansion Index: CWE 2190701.01 Test Pit P-1 @ ½'-4½' 13.1% 100.3 pcf 27.8 % 92 (High) January 8, 2020 Plate N o. B-2 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I • f( ,. Appendix C References , , , , 1 , 1 , 1 1 , 1 , o I I I I I I t I I I I I I I I I I I I I I I I I I I I I I I I I I I I I t I I I I I \ I I I I I I I I I CWE 2190701.01 January 8, 2020 Appendix C-1 REFERENCES American Society of Civil Engineers, ASCE 7 Hazard Tool, https:/ /asce7hazardtool.online Full Perspective and APN Engineering, Miscellaneous Plan Set, A Second Floor Residential Addition for Ms. Sanja Ilic, 1734 Mallow Court, Carlsbad, CA 92011, dated May 6, 2013. Kennedy, Michael P. and Tan, Siang S., 2007, Geologic Map of the Oceanside 30'x60' Quadrangle, California, California Geologic Survey, Map No. 2 Tan, S.S., Giffen, G.G., 1995, Landslide Hazards in the N orthern Part of the San Diego Metropolitan Area, San Diego County, Califo rnia, California Division of Mines and Geology Open-File Report 95- 04 Weber, Harold F., 1982, Recent Slope Failures, Ancient Landslides, and related Geology of the N orth- Central Coastal Area, San Diego County, CA, DMG Open-File Report 82-12 1 I t I I I I I I I I I I I I l I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Building Permit Finaled Revision Permit Print Date: 09/29/2025 Job Address: 1734 MALLOW CT, CARLSBAD, CA 92011-5122 Permit No: Status: {city of Carlsbad· PREV2019-0061 Closed -Finaled Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revision Parcel#: Valuation: Occupancy Group: #of Dwelling Units: 2155163200 Track#: $0.00 Lot#: Project#: Plan#: Bedrooms: Construction Type: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: Orig. Plan Check#: CBR2019-0460 Plan Check #: Description: ILIC:CUTBACK THEEAVEOVERTHEGARAGE Applicant: SANJA ILIC 1734 MALLOW CT CARLSBAD, CA 92011 (760) 672-0543 FEE BUILDING PLAN CHECK REVISION ADMIN FEE MANUAL BUILDING PLAN CHECK FEE Property Owner: SANJA ILIC 1734 MALLOW CT CARLSBAD, CA 92011 (760) 672-0543 Total Fees: $147.50 Total Payments To Date: Building Division $147.50 Applied: 03/25/2019 Issued: 04/16/2019 Finaled Close Out: 09/29/2025 Final Inspection: INSPECTOR: Balance Due: AMOUNT $35.00 $112.50 $0.00 Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov ( 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 NumberC B a2. u I 1-04 ?,o Plan Revision Number Pg-0,.1 c) O ( q ~ OOlo { Project Address ( ~ Z Lf H.AulO \0 ~ GAfJ-L ~~'? CA 1~ I 1 General Scope of Revision/Deferred Subm,ittal: __________________ _ CONTACT INFORMATION: Phone )fu 01a2, OS4 3 Fax-'---------- Address I}-~ 1 (\ B: l..i.,.:)w cJ( City ~12 L ~ at;) YJ Zip rv I Email Address ~ ~ rv-::,f>r I L--L L Q tt-9 \ h. A I LA. 0 t} Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: D Plans D Calculations O Soils O Energy D Other 2. 3. Describe revisions in detail List page(s) where each revision is shown ~1"\.D vi tv , f c ·v,T1 ,,v & ~ Cit-{r\Jl.j 111/7~ 0 .A tt.1"6 v<"l \ / 4. Does this revision, in any way, alter the exterior of the project? ~Yes 0 No 5. Does this revision add ANY new floor area(s)? D Yes 6. Does this revision affect any fire related issues? D Yes 7. ~Yes Date J/ :LL-/ '\? l 7 Ph: 760-602-27 19 Fax: 760-602-8558 Email: building@car/sbadca.gov www.carlsbadca.gov ✓. EsG1 I A SAFEbu1lt Company DATE: April 1, 2019 JURISDICTION: Carlsbad D APPLICANT D JURIS. PLAN CHECK#.: CBR2019-0460 (PREV2019-0061) ____ SET: I PROJECT ADDRESS: 1734 Mallow Court PROJECT NAME: Addtion for the Ilic Residence □ □ □ □ □ □ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person . The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. ~Cl\ ,¥ Person contacted: / (\ J , Telephone#: ✓. ,\ f .l'~,,/ Date contacted: _jfb~Email: \J'\ ~o MaH Telephone Fax In Person ~~ 6• ~ REMARKS: ' ~-~ :l' ~~b By: Kat Frankowski EsGil 3/22/2019 Enclosures: ~tJ Id ~~ 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92 123 ♦ (858) 560-1468 ♦ Fax (858) 560-1 576 Carlsbad CBR2019-0460 (PREV2019-0061) April 1, 2019 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad (PREV2019-0061) PLAN CHECK#.: CBR2019-0460 PREPARED BY: Kat Frankowski BUILDING ADDRESS: 1734 Mallow Court BUILDING OCCUPANCY: BUILDING AREA Valuation PORTION ( Sq . Ft.) Multiplier Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance 1997 UBC Building Permit Fee E 1997 UBC Plan Check Fee ,.. , Type of Review: □ Complete Review D Repetitive Fee 3 Repeats • Based on hourly rate D Other 0 Hourly EsGil Fee Comments: Fee for revision = 1 hr DATE: April 1, 2019 Reg. VALUE ($) Mod. D Structural Only 1 IHr.@ * ======$=9=o ·=o:o $90.001 Sheet of