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HomeMy WebLinkAbout1047 CHESTNUT AVE; ; CBR2016-0492; PermitPermit No: CBR2016-0492 Work Class: Lot #: Reference U: Construction Type: Bathrooms: Orig. Plan Check U: Plan Check U: Addition Status: Applied: Issued: Permit Fina led: Inspector: Final Inspection Closed - Finaled 12/30/2016 03/30/2017 AKrog 4/13/2018 1:06:43PM cLl~_C, ity of Carlsbad Residential Permit Print Date: 04/13/2018 Job Address: 1047 Chestnut Ave Permit Type: BLDG-Residential Parcel No: 2051902400 Valuation: $272,231.09 Occupancy Group: # Dwelling Units: Bedrooms: Project Title: Description: CO WELL: 1530 SF ADDITION 11830SF REMODEL// 440 NEW GARAGE 11300SF DECK Applicant: Owner: KYRON BRIMMER TRUST COWELL LIVING TRUST 10-07-13 1047 Chestnut Ave CARLSBAD, CA 92008 760-613-7398 BUILDING PERMIT FEE $2000+ - $1,240.15 BUILDING PLAN CHECK FEE (BLDG) $868.10 ELECTRICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL $66.00 GREEN BUILDING STANDARDS PLAN CHECK $166.00 MANUAL BUILDING PERMIT FEE $48.80 MECHANICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL $92.00 PLUMBING BLDG RESIDENTIAL NEW/ADDITION/REMODEL . $182.00 561473 BUILDING STANDARDS FEE $11.00 STRONG MOTION-RESIDENTIAL $35.39 SWPPP PLAN REVIEW FEE TIER 1- MEDIUM . , $55.00 Total Fees: $2,764.44 Total Payments To Date: $2,764.44 Balance Due: $0.00 Please take NOTICE that approval of your project includes the Imposition' of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired: Li 1635 Faraday Avenue, Carlsbad, CA 92008-73141 760-602-2700 1760-602-8560 f I www.carlsbadca.gov I ThE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: PLANNING ENGINEERING BUILDING FIRE HEALTH HAZMATIAPCD Building Permit Application Plan Check No. j3f9,p, Est. Value It_,97 gj 11`111`1 Plan 1635 Faraday Ave., Carlsbad, CA 92008 CCity of Ph: 760-602-2719 Fax: 760-602-8558 Ck. Deposit ' 8(O', 11) email: building©ca rlsbadca.gov I arisbad. Date aioi Iswppp www.carlsbadca.gov JOB ADDRESS 104 i ct j uT SUITE#/SPACE#/UNrT• APN - 90 - - 0 I .)T/PROJECT#I LOT# I PHASE # 1#OFUNIT I S#BEDROOMS #BATHRO0MS I TENANT BUSINESS NAME OONST19. TYPE OcC.GROUP DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) AtctJ 1530 jZ( IvWDEL/ wvrflo 1 c: I 2aGL 1 15t O AoDrn 1T : LI _______________ EXISTING USE IPROPOSEDUSE GARAGE (SF) 1 -460 PATIOS (SF) 1 611 DECKS(SF) 'FIREPLACE f JAIRCONI~XONING lFI5pRlNKR5- F P— #. NOD YES 0 NO YES 0 NO IV APPUCANTF4AME Pdnsry Contact PROPERTY OWNER NAME ___________________________________________ ADDRESS Soo FOR-rf * ADDRESS 1047 cJo1 M. CITY STATE ZIP ZIP CITY JSTA 9200 PHONE FAX 0 14 PHONE FAX PIA EMAIL EMAIL DESIGN PROFESSIONAL 1p?oi tQ.lvy\ 1 Pc9-(fl'T CONTRACTOR BUS. NAME tL ADDRESS OO cD12 ADDRESS CITY STATE ZIP CITY STATE ZIP PHONE lit'. t._13ct % IFAX I PHONE FAX EMAIL y EMAIL I STATE UC. # STATE UC.# (Sec. 7031.5 Business and Professions Code: Any City or Countywhich requires a permitto construct, alter, improve, demolish or repair anystructure. prior to its issuance, also requires the app!icant for such permit to file a signed statementthat he 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 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)). ®r O GøOQO®LI Workers' Compensation Declaration: I hereby affirm ur,& penally of perjury one of the following declarations: I have and will maintain a certificate of consent to self-Insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain workers' 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 canter and policy number are: Insurance Co. ___ Policy No. Expiration Date This section need not be completed if the permit is for one hundred dollars ($100) or less. 0 Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage Is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), In addition to the cost of compensation, damages as provided for In Section 3708 of the Labor code, Interest and attorney's fees. CONTRACTOR SIGNATURE AGENT DATE 0000 00011alOnU000 thereby affirm that lam exempt from Contractor's License Law for the following reason: O 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 sate. 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 sate). I, as owner of the property, em 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 prqects with contractor(s) licensed pursuant to the Contractor's License Law). O I am exempt under Section ____________Business and Professions Code for this mason: 1.1 personally plan to provide the major labor and materials for consthiclion of the proposed properly improvement 0 Yes 0 No I (have / have not) signed an application fore building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address! phone / contractors' license number): 4.1 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 (have contracted (hired) the following persons to provide the work indicated (include name! address / phone/type of work): .PROPERTY OWNER SIGNATURE A44 60&V AGENT DATE 313 C) /Zorl _vem memougamewaaaowoou)(a P1300W ®&rn Is the applicant or future balding occupant required to submit a business plan, acutely hazardous materials registration fccm or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 Yes 0 No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? DYes 0 No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? DYes CI 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. —90MI'Migund -11130 mum QfG? - 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 PO(( OOO&Q®(J Icarti'thatl haev mad the applionlion and state thatthe above inform tron is comidandthattheinthsmationcn the plans isaccurate. Iaaetna,mplye4th all Cityordinances and State laws relating to buildingounstrudion. I hereby aulhcrize repesentelte of the City of Carad to enter upon the above mentioned Property for inepedion purposes. I ALSO AGREE TO SAVE. INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANYWAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA An OSHA permit is required for excavations over 50' deep and demolition or construction of structures over 3 stories in height EXPIRATION: Every permit issued by the Btnkng Official under the provisions of this Code shall expire by Imitation and become null and void ft the building or work authorized bysuch permit is not czamenced within 180 days from the date ofsuch permit or if the bang or work orbadby such pemiit r. by abandoned at any the after the work Is commenced for a period of 180 days (Section 106.4.4 UniformBuilding Code). APPLICANT'S SIGNATURE W1 P DATE vv Permit Type: BLDG-Residential Application Date: 12/30/2016 Owner: TRUST COWELL LIVING TRUST - 10-07-13 Work Class: Addition Issue Date: 03/30/2017 Subdivision: Status: Closed - Finaled Expiration Date: 08/13/2018 Address: 1047 Chestnut Ave Carlsbad, CA 92008-2510 IVR Number: 1158 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 04105/2018 04/05/2018 BLDG-Final 054002-2018 Failed Andy Krogh Reinspection Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Corrections left with contractor and noted No L on card - BLDG-Plumbing Final - -, No BLDG-Mechanical Final No - BLDG-Structural Final No BLDG-Electrical Final . No 04/10/2018 04/10/2018 BLDG-43 Air 054509.2018 Failed Andy Krogh - Reinspection Complete Cond./Furnace Set - - Checklist Item COMMENTS Passed BLDG-Building Deficiency . No BLDG-Final 054510-2018 Failed Andy Krogh Reinspection Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready 4/10 No BLDG-Building Deficiency Corrections left with contractor and noted No on card BLDG-Plumbing Final - No BLDG-Mechanical Final No BLDG-Structural Final - - No BLDG-Electrical Final No 04/13/2018 04/13/2018 BLDG-Final 054949.2018 - Passed Andy Krogh Complete Inspection Checklist Item COMMENTS Passed BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes I I - ( -I April 13,2018 - Page 3of3 Permit Type: BLDG-Residential Application Date: 12/30/2016 Owner: TRUST COWELL LIVING TRUST 10-07-13 Work Class: Addition Issue Date: ' 03/30/2017 Subdivision: Status: Closed - Finaled Expiration Date: 08/13/2018 Address: 1047 Chestnut Ave Carlsbad, CA 92008-2510 IVR Number: 1158 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date BLDG-13 Shear 043077-2017 Passed Andy Krogh Complete Panels/HO (ok to wrap) 01/10/2018 01/10/2018 BLDG-24 045560-2018 Passed Andy Krogh Complete Rough/Topout BLDG-34 Rough 045559.2018 Passed Andy Krogh . . Complete Electrical BLDG-84 Rough 045605-2018 Passed Andy Krogh Complete Combo(1424,34,44) Checklist Item COMMENTS Passed BLDG-14 Yes Frame-Steel-Bolting-welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 01/11/2018 01/10/2018 BLDG-27 Shower • 045606-2018 Passed Michael Collins Complete Pan/Tubs 01/16/2018 01/16!2018 BLDG-27 Shower 046005.2018 Passed Andy Krogh Complete Pan/Tubs BLDG-84 Rough 045819-2018 Passed Andy Krogh Complete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency ' Yes BLDG-14 Yes - Frame-Steel-Bolting-welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes " Rough-Ducts-Dampers 01/29/2018 01/29/2018 BLDG-17 Interior 07114-2018 Passed Andy Krogh Complete Lath/Drywall BLDG-18 Exterior 047194.2018 Passed Andy Krogh Complete Lath/Drywall 02/14/2018 02/14/2018 BLDG-17 Interior 048841-2018 Passed Andy Krogh Complete Lath/Drywall BLDG-23 048918-2018 Passed Andy Krogh Complete Gas/Test/Repairs - April 13,2018 Page 2of3 Permit Typo: BLDG-Residential Application Date: 12/30/2016 Owner: TRUST COWELL LIVING TRUST 10-07-13 Work Class: Addition Issue Date: 03/30/2017 Subdivision: Status: Closed - Finaled Expiration Date: 08/13/2018 Address: 1047 Chestnut Ave Carlsbad, CA 92008-2510 IVR Number: 1158 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 04/17/2017 04/17/2017 BLDG-SW-Pre-Con 019932.2017 Passed Jonathan West Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Stopped by and spoke with contractor. No 06/09/2017 06/09/2017 BLDG-22 025805.2017 Passed Jonathan West Complete Sewer/Water Service Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 06/12/2017 06/12/2017 BLDG-11 025804-2017 Passed Jonathan West Complete Foundation/Ftg/Pier s (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 11/01/2017 11/01/2017 BLDG-14 039201-2017 Failed Andy Krogh Reinspection Complete Frame/Steel/Bolting! Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Incomplete No BLDG-15 039370.2017 Passed Andy Krogh . Complete Roof/ReRoof (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency Add bottom cord truss blocking No 12/05/2017 12/05/2017 BLDG-13 Shear 042530.2017 Failed Andy Krogh Reinspection Complete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Requires special inspection, and 3x nominal No lumber at panel edges as noted in shear schedule. Requires rfi for 3x fix BLDG-84 Rough 042351.2017 Failed Andy Krogh Reinspectiân Complete Combo(14,24,3444) Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No BLDG-14 . No Frame-Steel-Bolting-Welding (Decks) - BLDG-24 Rough-Topout Nd BLDG-34 Rough Electrical No BLDG-44 No Rough-Ducts-Dampers 12/11/2017 12/11/2017 April 13, 2018 . Page 1 of 3 AVS @L' SIDE L,1 id AJ4/Lscd 4- 5rA3- j2jT f,g Hisc-D PROJECT NAME Cowell Remodel/Addition INSPECTION MATERIAL IDENTIFICATION ADDRESS 1047 Chestnut Ave CONCRETE CONC. MIX NO. & IbTin2 Carlsbad, Ca. 0 REINF. STEEL GROUT MIX NO. & IbTin2 ARCHITECT Kyron Bnmmer 0 MASONRY MORTAR TYPE & Ib1in2 ENGINEER Farah Engineering Group, Inc. 0 P.T. CONCRETE REINF. STEEL GR./SIZE CONTRACTOR Ranta Construction. 0 FIELD WELDING STRUCTURAL STEEL OTHER SHOP WELDING HIGH-STRENGTH BOLT INSPECTION DATE 12-07-2017 0 BATCH PLANT MASONRY BLOCK PLAN FILE/OTHER EXP. ANCHOR OTHER BLDG. PERMIT/OTHER CBR2016-0492 i OTHER Shear walls MATERIAL SAMPLING o CONCRETE 0 MORTAR 0 GROUT D FIREPROOFING 0 MASONRY BLOCK O REINFORCING STEEL 0 STRUCTURAL STEEL D BOLTS 0 OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. I visually inspected the shear walls that require special inspection as noted below. Location: All Mark 3, 4 and 6 shear walls. Sheathing: 15/32" category 1, span rating 32/16 OSB. Nails: 2-3/4 x.132" (8d common) collated gun nails, 2" o.c @ Mark 6, 3" @ Mark 4 and 4" @ Mark 3, E.N. & B.N. and 12" o.c. F.N. Note: The following components were checked; framing members for size and grade, shear wall lengths per plan call outs, hold down sizes and fastening, anchor bolts, nailing for size, spacing, edge distances and flush with the surface, A35's/LTP4's for spacing and fastening and 3/8"x8" lag screws per schedule spacing connecting the 2nd floor sill plates to the floor framing members. ALL COMPONENTS OF THE SHEAR WALL MEET OR EXCEED PLAN CALLOUTS AND CBC. No discrepancies were observed or noted. All work is subject to City of Carlsbad approval. I Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I PRINTED NAME Craig Bechtel 4 CERTIFICATION NO. ICC 5265295 SD-1024 SIGNATURE EsGil Corporation In cPartners/iip with government for(Building Safety DATE: 02/10/2017 LI APPLICANT LI JURIS. JURISDICTlON:Ciba' LI PLAN REVIEWER LI FILE PLAN CHECK NO.: R2016-0492 SET: II PROJECT ADDRESS: 1047 Chestnut Ave. PROJECT NAME: Dwelling Remodel and Addition for Cowell Residence The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building and fire codes. 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. 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 Corporation 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 Corporation staff did not advise the applicant that the plan check has been completed. El EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted (by: ) Email: Mail Telephone Fax In Person REMARKS: By: Ryan Murphy (for Chuck Mendenhall) Enclosures: EsGil Corporation LI GA LI EJ LI MB LI PC 02/06/2017 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil Corporation ) In Partnership with government for Bui(Iing Safety DATE: 1/12/17 U.PPLICANT U RI S. JURISDICTION: Carlsbad U PLAN REVIEWER U FILE PLAN CHECK NO.: R2016-0492 SET:! PROJECT ADDRESS: 1047 Chestnut Ave. PROJECT NAME: Dwelling Remodel and Addition for Cowell Residence The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. 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. El 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 Corporation until corrected plans are submitted for recheck. El 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: Kyron Brimmer, Architect e-mail EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Kyron Brimmer Telephone #: (760) 613-7398 ate contacted: I \ (by:Y\C.i) Email: kyronbrimmer@me.com 4 Mail \/TeIphone\ Fax In Person RE MA: m - By: Chuck Mendenhall Enclosures: EsGil Corporation EGA El EJEMB E-1 PC 1/4/17 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad R2016-0492 1/12/17 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: R2016-0492 JURISDICTION: Carlsbad PROJECT ADDRESS: 1047 Chestnut Ave. FLOOR AREA: Remodel= 830 sf STORIES: 2 Addition= 1500 sf New Garage= 440 sf HEIGHT: 24 ft approx. per CRC REMARKS: DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION: ESGIL CORPORATION: 1/4/17 DATE INITIAL PLAN REVIEW PLAN REVIEWER: Chuck Mendenhall COMPLETED: 1/12/17 FOREWORD (PLEASE READ): 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 2013 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2012 IRC, 2012 IBC, 2012 UPC, 2012 UMC and 2011 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 2012 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad R2016-0492 1/12/17 NOTE: 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: 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 Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil Corporation, 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 Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. Show locations of permanently wired smoke alarms with battery backup, per Section R314: In the lower floor Guest rm and outside the Guest Rm. Show CM detector on the lower floor outside the Guest Rm. 2. Glazing in the following locations should be shown on the plans as safety glazing material in accordance with Section R308.4: The 1 HR rated door between the house and new garage is listed as door 108 on sheet A2.04. This door is listed as type E on the door schedule with is a louvered door. A louvered door will not comply as 1 HR fire rated door. Section R302.5.1. The garage shall be separated from the residence and its attic area by not less than 1/2" gypsum board applied to the garage side (at walls). See section 3/A5.01. . Section R302.6. . FOUNDATION REQUIREMENTS Provide a copy of the project soil report. The report shall include foundation design recommendations based on the engineer's findings and shall comply with Section R401.4. If a room addition is less than 500 sq. ft. in area and only one story, then a soils report is not required. . STRUCTURAL Provide beam support beneath the post on the 2' floor at the center of the 3 point bearing girder truss at the Laundry Closet. See S-2 & S-3. Specify on sheet S-2 the sizes of Beams 4, 5 & 20 along grid line 'A' on sheet S-2 Detail the connection of the 2-7X14 PL to the 4X14 post. See beam 21 on sheet S-2. Detail the connection of beam 9 & 13 to the 4X8 post shown on sheet S-2. Carlsbad R2016-0492 1/12/17 Detail IIIFD1 is referenced where the 4X14 and 4X8 posts are supported by the spread footings. The detail does not include a positive connection between the posts and the new spread footings. PLUMBING An instantaneous water heater is shown on the plans. Please include a gas pipe sizing design (isometric or pipe layout) for all gas loads. The gas pipe sizing for a tank type water heater shall be based upon a minimum 199,000 Btu gas input rating. Energy Standards 150.0(n). ENERGY CONSERVATION Residential ventilation requirements: show on the plans the locatin of the whole house ventilation exhaust fan. Provide the mfg spcifications for the fan to show that it meets the sone rating. Kitchens require exhaust fans with a minimum 100 cfm ducted to the exterior. Detail compliance by including a complying exhaust fan or a ducted range hood to the exterior. Bathrooms require exhaust fans (minimum 50 cfm) to be ducted to the exterior. A bathroom is defined "as a room with a bathtub, shower, or spa or some similar source of moisture ". Residential bathroom exhaust fans shall be energy star rated and shall be control by a humidistat capable of an adjustment between 50 and 80% humidity. CaiGreen 4.506.1. Exception: Control by a humidistat is not required if the bathroom exhaust fan is also the dwelling whole house ventilation. Mechanical whole house ventilation must be provided. Identify the fan providing the whole house ventilation (complete with CFM) on the floorplans. For additions 1,000 square feet or less, whole house ventilation is not required. For additions over 1,000 square feet, the whole house ventilation CFM shall be based upon the entire (existing and addition) square footage, not just the addition. All fans installed to meet all of the preceding requirements must be specified at a noise rating of a maximum I "Sone" (for the continuous use calculation) or 3 "Sone" (for the intermittent use calculation). END OF REVIEW 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. The jurisdiction has contracted with Esgil Corporation 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 Chuck Mendenhall at Esgil Corporation. Thank you. Carlsbad R2016-0492 1/12/17 [DO NOT PAY - THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: R2016-0492 PREPARED BY: Chuck Mendenhall DATE: 1/12/17 BUILDING ADDRESS: 1047 Chestnut Ave. BUILDING OCCUPANCY: R3, U BUILDING PORTION AREA ( Sq. Ft.) Valuation i Multiplier . Reg. Mod. VALUE ($) addition 1530 169.50 259,335 remodel 830 46.51 38,603 New garage 440 36.98 16,271 patio 300 20.03 . 6,009 Air Conditioning Fire Sprinklers TOTAL VALUE P320,218 Jurisdiction Code Icb IBY Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: III Complete Review LiRepeUtive Fee El Other Repeats El Hourly EsGil Fee $1 ,410. 611 $916.90 .Structural Only Hr. @* Comments: Irf addition tóthe above fee, n additional fee of $43 is due (1/2hour@$861hr.Y for the CaIGreen_reviewF Sheet of 1 macvalue.doc + INEER: RAH CBR20I6-0492 1047 CHESTNUT AVE COWELL: REMODEL 1,583 SF 1ST FLOOR II ADDITION TO 1ST FLOOR 30 SF//ADD 2ND STORY TO HOME 1,371 SF FARAH ENGINEERING STRUCTURAL CALCULATIONS REMODEL/ SECOND FLOOR ADDITION FOR: COWELL RESIDENCE 1047 CHESTNUT AVE CARLSBAD, CA, 92008 ARCH.! DESIGNER: KYRON BRIMMER STRUC. JoB No: ARCH. JOB NO. DATE : 11/30/201.6 OPERATOR : BRYAN 1787 POMONA RD., UNIT K CORONA, CA 92880 2051902400 12/30/2016 CBR20I 6-0492 FARAH ENGINEERING STRUCTURALIDESIGN PAGE : 1 JOB NO.':. 16-116 TE : 11-30-16 DESIGN CRITERIA CODE : C.B.C.2O13EDITION - WIND. : EXPOSUEt WIND SPEED : 110 MPH ROOF LOAD EXTERIOR WALL Roofing.... .................... . .......... ...3.00 psf -Stucco, 7/8" ..............................10.00 psf Sheathing. 15132"pw ................. 1.50 psf. Sheathing, 15/32"ply ................ ...1.50 psf Framing for roof ........................ ...300 psf Framing - 2x4 @ 16"o.c................1.00 psf Insulation ............................... .0.50 'psf Insulation .................................. .0.50 psf framing for cl'g .......................... 0:00 psf . Finish, 5/8" dw ............................ 280 psf Finish, 112" dw, .........................2.50 psf Item ...........................................0.00 psf Mech. ,Elect. & Misc............ 1.00 psf Allowance .................................... 0.20 psf Allowance .................................0.50 psf Total Dead Load ....................16.00 psf Adjustment for slope .................. ..1.00 psf Total Dead Load ...................13.00 psf Live Load..... .... ...................... 20.00 psf Total Load ............................33.00 psf FLOOR LOAD , INTERIOR WALL Finish..................................... 2.50 psf Finish ......................................0.00 psf Sheathing, 23/32" pw ............... 2:25 psf Sheathing, .318"ply ...................... 1.00 psf Framing .. .............. ........... ......... 3:20 psf Framing ................................... 1.50 psf Insulation, ................................. 0.50 psf Insulation ......... . .................... .......0.25 psf Finish, 1/2' dw ........................ 2.50 psf Finish, 2-5/8" dw ........................5.60 psf Mech. ,Elect. & Misc ............... 0:50 psf Item .........................................0.00 psi Allowance.............................. '0.55 psf Allowance .................................... 1.65 psf Total Dead Load...... .............. 12..00 psI Total Dead Load; .................... 10.00 psf Live Load ....... ............... .........40.00 psf Total Load............................... '52.00 psf 1787 POMONA RD., UNIT K CORONA, CA 92880 TEL. :951 7381215 FAX: 951 738 1153 NUMEK or NAILS SFECIFIED BETWEEN 'SPLICING POINTS THE PLANS AND' TABLE bELOW I'GcI SINKER. NAILS AT I N.O. ON PEP, TABLE FA9AH ENGINEERING 0 STRUCTURAL DESIGN PAGE : 02. 11 EQUAL EQUAL SIMPSON' STRAP PER STEEL STRAF:SPUC PLANS AND THE TALE TTTTT'ITTTl ' TYPICAL STUDS. I LLOCATE STUD I I UNDER SPLICE NOTE: -FULLY NAIL STRAP WI I Gd SINKER OR. I Oj COMMON NAILS -NAILS SHALL BE AT LEAST 2 APART A 5 C D E F G #or Id SINKER & (2 ' I& 24 30 3r. 42 MIN; PLATE LAP 417. 4 FT. 4 ffil G FT. & FT.' & FT. ô FT. ALT STRAPW/ IGcI5INKffR. '5T22 M5TA3G 5TG224 ST23( M5T37 M5T48 M5TO TYMCAL 5FLICE AT TO? FLATh 7117 POMoNA RD UNIT K CORONA- CA 92880 TEL 951 78 1215 FAX 951 738 115 FARAH ENGINEERING' . . STRUCTURAL DESIGN PAGE :3" JOB NO. 'i'6116 DATE '12-05-16 BM #1 HbR @BEDI LENGTH 3.25 D.L. = 20.5*13 . = 267 PLF L.L. = 205*20 . = 410 PLF .. . . .USE.4X6 BM #2 HDR. @BED2 LENGTH = 3:25 D.L. = 17*13 21 PLF LI.., = 17*20. . '= '340 PLF 'USE'4X6 BM #3. ' HDR. @ OFFICE : LENGTH 8.25 . D.L. ' 7.*131*22+9*16 . . . = . 257 PLF .L. L. ' ' = 7*20+1*40 . = 180 PLF USE 6X.8 BM #4 HDR. @ OFFICE LENGTH =: 5.25 2*1.3+7.5*22+9*16 ' 335 PLF 2*20+7.5*40 . . = 340 PLF USE 6 X 6 BM #5 HDR. @ LIVING LOUNGE 'LENGTH 10.25 . . D.L. = 2*13+7.5*22+9*16 ' ' = 335 PLF 2*20+7.5*40 ' ' = 340 PLF. E = PRESSURE FR SWA' = 3268 LB =, 1' = UPLIFT FR SW . 3268 LB X•' = 9.75 USE 6X14 1767 POMONA RD., UNIT K CORONA,-CA 92880 TEL.: 951 738 1215 FAX: 951 738 1153 FARAH ENGINEERING STRUCTURAL DESIGN PAGE .: 4 JOBNb : 16-116 DATE 12-05-1.6 BM #6 FL..BM. @OFFICE LENGTH = 5.5' D L = 20 5*13+2*22+9*10 = 401 PLF L L = 20 5*20+2*40 490 PLF USE 35.X.14.0 P=LAM BM #7 FL. BM. @STAIRS. LENGTH 13' D.L.5 = 20*1 3+1*22+9*10 = 379 PLF LL 205*20+1*40 450 PLF FROM X 0". TO X = DL 16.5'1 3 +1*221+9*16 = 327 PLF L.L 16.520t1'40. = 370 PLF FROM X = 8 TO X = 13 • USE :3.5X14.0 P=LAM BM #8 FL. BM. @ OFFICE LENGTH = 155 = 7*22 = 154 PLF L.L. = 7*40 = 280 PLF FROM X=0 TO X=35' Di. = 13.5*22 = 297 PLF L.L. = 13.5*40 = 540 PLF FROM X = 3.5 TO. X 15.5' PD .L. = RIGHT REACTION FR BM #6 1140 LB PLL. = RIGHT REACTION FR.BM #6 = 1350 LB X =:3.5! PD .L. = LEFT REACTION FR BM #7 = 2510 LB PL.L. = LEFT REACTION FR BM #7 =. 2850 LB X = 3.5 USE 7.0 X 14.0 PLAM BM #9 FL. BM. @GUEST ROOM - LENGTH. = 18' = 3*22 = 66 PLF _ 3*4 = 120 PLF FROM X 0' TO X = 3.5' DL .'293 PLF. L.L. 13.540 = 540 PLF FROM X = 3.5. • TO X.=• 15:5' 3.5*22+7*12 = . 161 PLF Li. = 10.540. = 420 PLF FROM! •X ' 15.5' TO X 18 PD .L. = RIGHT REACTION FR BM #7 = 2350 LB :PL .L.: = RIGHT REACTION FR BM #7 = 2600 LB 3.5 PD.L. LEFT:REACTION FR BEAM = 1.140 LB 'PL .L.- = LEFT REACTION FR BEAM = 1350 LB =3.5' • . • USE 7.0 X 14.0 P=LAM 1787 POMONA RD., UNIT K CORONA,CA 92880 TEL. : 951738-1215 FAX: 95.1 7381153 FARAH ENGINEERING STRUCTURAL DESIGN PAGE : 5 JOB NO: 16-116- BM. #10 HDR.@ GUEST ROOM LENGTH 5.25 D.L.9*13+1*22+9*16 L.L. = 9*20+1*40 P01. RIGHT REACTION FR BM #9 PL.L = RIGHT REACTION FRBM'#9 X =2' BM #11, FL. BM. ENTRY LENGTH = T D L = 5*13+4*22+9*16 L.L. = 5*20+4*40 BM #12 FL. BM. @ENTRY LENGTH = 6.5' D.L. = 2*22 = 2*40 PD.L. = LEFT REACTION.FR BM #11 PLL. = LEFT REACTION FR BM #11 5:5' E = PRESSURE FRSW'C" 5.5 BM #13 FL. BM.ENTRY LENGTH = 16.25' DL = 95*22 L.L. 9.540 FROM X= 0' TO X = 9' DL - 3*22 L.L..= 3*4 FROM X = 9 TO •X = 1625' PD.L = LEFT REACTION FR BM #12 PL.L. = LEFT REACTION FR. BM #12 X .UAI., 12-05-16 = .283 PLF 220 PLF = 3210 LB = 5210 LB USE 5.25 X 9.5 P=LAM = 297 PLF = 260 PLF USE 3.5 X 14.0 P=LAM 44 PLF = 80 PLF = 1120 LB = 910 LB 3036 LB USE 3.5 X 14.0 P=LAM 209 PLF = 380 PLF 66 PLF = 120 PLF = 370 LB = 400 LB USE 70X14.OP=LAM 17R7 POM(ThJA R) LINIT K (OPflI\IA CA q gqqn TI1 ac-i 71R ,111s; Inv. QC4 7 40 4-1 rtl FARM ENGINEERING STRUCTURAL DESIGN PAGE :6 JOB NO. 16-116 hAT inc:is BM#14 FLBM.@PANTRY LENGTH = 8' D.L. = 3*134 35*2+9*16. 260. PLF L.L. 3*204-35*40 200 PLF LEFT CANTILEVER LENGTH D.L. = 3*13+35*2249*16 = 260. PLF L.L. . - 3*20+35*40 = 200 PLF PD.L. = .5*13*35+9*16*35. = 868 LB PL.L. = .8*20*35 = 560 LB X =2.5' USE .3.5X 14.0 P=LAM BM #15 . FL. BM.. @ KITCHEN LENGTH = 8' D.L. .= 1022 = 220 PLF L.L. = 10*40. . = 400 PLF LEFT CANTILEVER LENGTH = 2.5' D.L. = 10*22 . . = 220 PLF L.L. .= 1040 . = 400 . PLF PD.L. = 8*13*9+9*16*9 = 2232 LB PL.L = 8*20*9 . = 1440 LB X =2.5' USE 3.5 X 14.0 P=LAM BM #16 FL. B.M. KITCHEN - LENGTH = 45' DL. = 5*22 . = 143 PLF L.L. .= 6.5M0 = 260 PLF LEFT CANTILEVER LENGTH . = 2.5' D.L. = 6.5*22 . . . = 143 PLF L.L. = 6.5*40 = 260 PLF PD.L. = 8*13*55+9*16*55 . = 1364 LB PL.L. = 8*20*5.5 . = 880 LB X =2.5 USE 3.5 X 14.0 P=LAM BM 417 HDR.@KITCHEN LENGTH = .2.75' DL. =. 2*22 .= 44 PLF L.L. . = .2*40 . . = 80 PLF PD:L.. = LEFT REACTION FR BM#1 5 = 4550 LB PL.L. . = LEFT REACTION FR BM #15 = 4650 LB x =1'. USE 6X12 110( t-'OIVRJIMM KU., UI'.JII t LUXUNA, (J\ 9IU TEL. : 951 738 1215 FAX: 951 738 1153 FARAH ENGINEERING .. STRUCTURAL DESIGN PAGE 7 Joarjci. . flATF - 1-nc1R BM' #18 FL. BM. @ BALCONY LENGTH 13' D. L. = 4*22 = 88 PLF L.L. = 4*40 = 160 PLF USE 6X10 BM #19 FL.BM.@DINING LENGTH = 14" D.L. = 2*22 = 44 .PLF L.L. = 2*40 = 80, PLF CANTILEVER LENGTH = 8' D.L.- = 1*22 22 PLF L.L. = 1*40 = 40 PLF pot - = RIGHT REACTION FR BM#18 650 LB FL L = RIGHT REACTION FR BM 018 = 1040 LB X =8 USE 5.25.X 14.0 P=LAM BM #20. HDR. @ DINING LENGTH = 10125 Dl. = 3*13+11*22+9* V = 425 PLF L.L. = 3*20+11*40 = ' 500 , PLF V ' 'USE 3.5 X 14.0 P=LAM BM #21 FL. BM..@ DINING LENGTH = 24.5' DL. = 13.5*22 V = 297 PLF L.L. '13540 V , = 540 PLF FROM X = 0' TO ' X = 17.5 D.L = 7*22 , . = '154 PLF L.L. 7*40. V = 280 PLF FROM X = 17:5 TO X = 24.5 Pb.L = 'RIGHT REACTION FR'BM#lg = -'10 LB PL:L. = RIGHT REACTION FR.BM #19 -130 LB. X =13 USE (2)-7.0 X 14.0 P=LAM BM #22 FL. BM.@ENTRY LENGTH = 5' V V D L = 3*13+3*22+1*13+9*16 = 262 PLF L.L. .3*20+3*40+1*20 = ' 200 PLF V , ' USE 3.5 X14.0 P=LAM 1(( I-'UMUNA KU., UNJI K euKoNA, CA9250 . TEL. :951 738 1215 FAX: 951 738 1153 I •' I Beam, - . . Filer C:\User \bryan\DesktopENERCA-i\EC67971.EC6 Multiple imp.e earn . . ,., ENERCALC, INC. 1983-2016, Buii:6;16:10.31,Ver.6i6.10.31 -Il Description: BEAM #112.3,4,5,6,7,8,9,10 .... ..... .. . ......... - Wood Beam Design BEAM #1 . Calculations per NDS 2012 IBC 2012 CBC 2013 ASCE 7 10 BEAM Size 4x6 Sawn, Fully LJnbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species Douglas Fir - Larch Wood Grade: No.2 Fb - Tension .875.0 psi Fc. PrIl 600.0 psi Fv 170.0 psi Ebend xx 1300:0 ksi Density 32.210 pcf Fb - Compr .875.0 psi Fc -Perp 625.0 psi Ft 425:0 psi .Eminbend - xx 470.0 ksi . Applied Loads Beam self weight calculated and added to loads . . Unif Load: D0.2670, Lr0.410 k/ft irib 1.0ft Design Summary . . -. -- .........D(O2670)L(0.410) . . Max fblFb Ratio = 0:430; fb Actual 611.73 psi at 1.625 ft in Span # 1 4 - Fb : Allowable: 1,421.88 psi Load Comb: D+Lr+H . . Max fv/FvRatio 0.292.: 1 . . . I. . . .: ..." fv : Actual: 62.11 psi at 0.000 ft in Span # 1 Fv.: Allowable: 212.50 psi L 3.250 11. 4x0 Load Comb: +D+Lr+H ii Defl5o?is Max Reactions (k) 2 1,. L! a w: H . Downward L+Lr+S 0.016 in Downward Total 0.027 in Left Support, 0.44 0.67 . Right Support, 0.44 0.67 Upward L+Lr+S 0.000 in Upward Total Live Load Defl Ratio 2377 >360 Total Def( Ratio. 0.000 in 1430 >240. Wood Beam Design: BEAM #2 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size 4x6 Sawn Fully Unbraced Using Allowable Stress Design with ASCE 710 Load Combinations, Major Axis Bending Wood Species: Douglas Fir -. Larch Fb - Tension 87.5.0 psi Fc- Prll 600.0 psi Wood Grade; No.2 Fv 170.0. psi Ebend-xx 1,300.0 ksi Density 32.210 pcf Fb- Compr 875.0 psi Fc - Perp 625.0 psi Ft: 425.0 psi Eminbend - xx 470.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 02210, Lr = 0.340 k/It, Trib 1.0 ft Design Summary -- - -- ..D19.221 0) 345) Max fblFb Ratio = 0.357. 1 lb Actual 507.57 psi at 1.625 ft in Span # 1 L Fb: Allowable: 1421.88 psi . Load Comb: +D+Lr+H Max fvlFvRatid = 0.243: 1 . tv: Actual: 51.54 psi at 0.000-ft in Span # 1 325011. 4S Fv : Allowable 212.50 psi . I . -- . ....... Load Comb: +D+Lr+11 . . Max Defiictions Max Reactions k) 0 L Lr S .W E if Downward L+Lr+S 0.014 in Downward Total 0.023 in Left Support 0.37 0:55 - Upward L+Lr+S. . 0.000 in Upward Total i0.000 in Right Support 0.37 0.55 Live Load. Dell Ratio 2867 >360 Total Defi Ratio 1724 >240 Wood Beam Design BEAM #3 -. - CalcUlations per NOS 2012, iBC2012,CBC 2013,.ASCE 7-10 BEAM Size 6x8 Sawn Fully Unbraced Using Allowable'Stress Design with ASCE 7-10 Load Combinations, Maj6r Axis Bending Wood Species : Douglas Fir - Larch Fb -Tension 1,350.0 psi Fc.- Pill 925.0 psi Wood Grade : N6.1 F. 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1350.0 psi .Fc,- Perp .625.0 psi.. Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.2570, L = 0.180. k/It, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.654 1 . fb: Actual: 882.96 psi at 4:125 ft in Span #1 Fb: Allowable: 1,350.00 psi Load Comb: +IJ+L+H Max fvlFvRatio = 0.336: 1 lv: Actual: 5708 psi at 0.000.ft in Span # I Fv : Allowable: 170.00 psi Load Comb: +D+L+H Max Reactions (k) U L Lr Left Support 1.10 0.74 Right Support 1.10 0.74 0(0.2570) L(0.180) - - :.. X. 8.250 ft. 6x8 Max Oellëctions H Downward L+Lr+S 0.061 in Downward Total 0.151 in Upward L+Lr+S . 0.000 in Upward Total 0.000 in Live Load Deft Ratio 1623 >360 Total Dell Ratio 655 >240 Cl Multiple I Ui l Simple Beam ENERCALC, INC. 1983-2016, Bultd;616.10.31;Ver.6.16.10.31 Wood Beam Design BEAM #4 Calculations per NOS 2012, IBC2012, CBC'2013, ASCE 7-10 BEAM Size: 6x6, Sawn, Fully Unbraced . . Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb.- Tension , 1350.0 psi Fc - Prll 925.0 psi Fv 170.0 psi •Ebend-xx 1,600.0 ksi Density 31.20pcf Fb - Compr 1,350.0 psi Fc - Perp 1625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.3550, L = 0.340 k/It, Tnb= 1.0 ft Design Summary Max fb/Fb Ratio = 0.775; 1 fb : Actual: 1,046.01 psi at 2.625 ft in Span # 1 Fb : Allowable : 1,350:00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.444: 1 N: Actual: 75.49 psi at 4.795 ft in Span # 1 Fv: Allowable: 170.00 psi Load Comb: Max Reactions (k) Left Support 0.95 0.89 Right Support 0.95 0.89 Wood Beam Design: BEAM #5 DiO.3550 L10.34 7.....................-.... 5.250 ft. 66 MxDe16ëi6is ' Downward L+Lr+S 0.048 in Downward Total 0.099 in Upward L+Lr+S 0.000 in . Upward Total 0.000 in Live Load Deft Ratio 1315 >360 Total Defl Ratio 637 >240 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 6x14, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species :. Douglas Fir - Larch Wood Grade: No.1 Fb -Tension 1350.0 psi Fc- PrIl 925.0 psi Fv 170.0 psi Ebend-xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi ADDlied Loads Bearri self weight calculated and added to loads Unif Load: D = 0.3550 L = 0.340 k/It, Trib 1.0 ft Point: E3.268k@ 1.01 ft Point: E = -3.268 k @ 9.750 ft Design Summary Max fb/Fb Ratio 0.754 1 tb Actual Fb Allowable 1,004.29 psi at 3.724 ft in Span # 1 1,332.45 psi O(O3550)LO340i Load Comb +1 3600+L+2 50E Max fv/FvRatio = 0.543: 1 fv : Actual: 92.37 psi at 9.123 ft in Span #1 .Fv: Allowable: 170.00 psi [ 10.25011, 6x14 Load Comb: +1.360D+L+2.50E '"•" Max DèfEiTons ' .......... Max Reactions (k) P 1. Lr S w E j Downward L+Lr+S 0.047 in Downward Total 0.098 in Left Support 1.90 1.74 2.79 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.90 1.74 -2.79 Live Load Dell Ratio 2614 >360 Total Deft Ratio 1249 >240 Wood Beam Design: BEAM #6 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 3.5x14.0, Parallam PSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations.. Malor Axis Bending Wood Species: Trus Joist - Wood Grade : Parallam PSL 2.0E Fb - Tension 2,900.0 psi Fc - Prll 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pcI Fb - Compr 2900.0 psi Fc - Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi Applied Loads Beam self weight calculated and added to loads' Unif Load: D0.4010, L=0.490k1ftTrib= 1.0 ft Design Summa IC ry I LJO 4001 Maxfb/Fb Ratio = 0.147 1 lb Actual 419.17 psi at 2.750 ft in Span # 1 Fb Allowable 2,850.80 psi Load Comb: +1 .3600+L+2.50E Max fv/FvRatio = 0.178: 1 C ' Iv : Actual': 51.57 psi at 0.000 ft in Span # I Fv Allowable: 290.00 psi 6 50' '"° Load Comb: +1.360D+L+2.50E ''' Mikfleti6ns ................. Max Reactions (k) D L Is S W E H Downward L+Lr+S 0.006 in Downward Total 0.012 in Left Support 1.14 1.35 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.14 1.35 Live Load Defl Ratio 10416 >360 Total Deft Ratio 5631 >240 \0 M I File= C:\Users\bryan\oesktop\ENERcA-1\Ec67g7-1 EGG u, ip e impe earn ENERCALC, INC. 1983-2016, Bui(d:6.16.10.31.'Ver.6.16.10.31 Wood Beam Design': BEAM #7 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE,7-10 BEAM Size 3 5x14 0 Parallam PSL, Fully Urtbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations Major Axis Bending Wood Species:. Trus Joist , 'Wood Grade':. Parallam PSL 2.OE Fb - Tension 2900:0 psi Fc - PHI 2,900.0.psi 'Fv 290.0 psi Ebend- xx. 2000.0 ksi Density 45.050 ' ,pcf Fb Compr 2,900.0 psi Fc Perp 625.0 psi Ft 20250 psi Eminbend xx 1,016.54 ksi Applied Loads Beam self weight calculated and added to loàs Unif Load: D'= 0.3790, L = 0.450 k/fl, 0.0 ft to 8.0 ft,.'Trib= 1.0 ft Unit Load: D='0.3270, L 0.370 kift,,8.0'td 13.0 fi,.Trib= 1 .0 ft . Design Summan' Max fblFb Ratio = 0.733 1 O(0.3270)liO.370) D(O.379OL(O.45O) i'b Actual Fb Allowable 2 089 03 psi at 6.370 ft in Span # 1 2,850.80 psi Load Comb +1 360D+L+2 50E Max fv/FvRatio = 0.544: 1 fv : Actual 157.80 psi at 0.000 ft in Span # 1 I Fv: Allowable: .290.00 psi ' . 130 ft.35i.14 .0 - Load Comb: '+1.360D+L+250E '' Maitéffections ' . -- Max Reactions (k) Q ). r ' W ) Downward L+Lr+S - 0.171 in Downward Total 0.324 in Left Support 2.51' 2.85 . Upward L+Lr+S 0:000 in Upward Total 0.000 in Right -Support.. _..2.3.5.__.2._6.0 , Live Load Deft Ratio 910 >360 Total Defi Ratio 481 ?240 Wood Beam Design: BEAM '#8. . _______ , _____ Calculations er NDS 2012,113C 2012, CBC 2013,. ASCE 7-10 BEAM Size.': -Fu 7x14 ParallamPSL, Fully Uribraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist . ' Wood Grade : Parallam PSL 2.011Fb,- Tension 2900.0 psi Fc - Pill 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pcf Fb - Cornpr 2,900.0 psi Fc - Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.1540, L = 0.280 k/ft. 0.0 ft to 3.50 ft, Trib= 1.0 ft Unif Load:. 0 = 0.2970, L = 0.540 klft, 3.50 to 15.50 ft Trib= 1.0 ft Point: D = 1.140, L = 1.350k @3.50 ft Point: D = 2.510, L = 2.850k © 3.50 ft . Design Summary' Max fblFb Ratio = 0.737; 1 0(0 1540) L(0280) (:() fb Actual 2,102.28 psi at 5 890 ft in Span # 1 Fb Allowable 2,850.80 psi Load Comb: +D-i-L+H . I Max fv/FvRatio = 0.582: 1 . Iv : Actual,: 168.71 psi at 0.000 ft in Span # 1 i 1550 ft, 7x14 Fv: Allowable: 290.00 ps,i It Load Comb: 4D+L+H ' ' Max-Defl665hs Max Reactions (K) . Downward L+Lr+S 0.320 in Downward Total 0.544 in Left Support . 4.92 6.63 . Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 3.31 5.03 , . Live Load Defl,Ratio 581 >360 Total Defi Ratio .341 >240 Wood Beam Design: BEAM #9 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 7x14, Parallàm PSL; Fully Unbraced ' Using Allowable Stress Design with ASCE 7-10 Load. Combinations, Major Axis Bending Wood Species: Trus Joist . . . Wood Grade: Parallam PSL 2.0E Fb Tension 2.900.0 psi Fc Prll 2,900.0 psi Fv 290.0 psi Ebend xx 2,000 0 ks: Density 45.050 pcf - Fb - Compr .2,900.0 psi Fc -'Perp 625.0 psi Ft 2,025.0 psi ' Eminbend - xx 1,016.54 ksi Applied Loads , ., - Beam self weight calculated and added to loads Unif Load: D = 0.0660, L. 0120 k/It, 0.0 ft to 3.50 ft, Trib= 1.0 ft Unit Load: D .0.2930, L = 0.540 k/fl, 3.50 to 1550 It, Trib= 1.0 ft Unif Load: D = 0.1610, L = 0.420 k/ft. 15.50 to 18.0,ft, Trib=1.0 ft Point: C = 1.140, L = 1.350k @ 3.50 ft Point: 0 = 2.350, L = 2.60 k @ 3.50 ft Multiple . . File = C:\Users\bryan\Desktop\ENERCA-'1'EC6797-1.5C6 Multiple impie earn ENERCALC, NC. 1983-2016, Build:6.16.10.31Ver:6,16.10.31 -- .- - -----, ----- ,... Design Summa,y . Max fb/Fb Ratio . 0.857- 1 D(Ô293o)L(D4O D(O.11O)L(O.42Q fb Actual 244321 psi at 7.500 ft in Span #1 0(00560) L(0 Fb Allowable 2 850 80 psi - Load Comb +D+L+)-j Max fvlFvRatio = 0.603: 1 . fv Actual : 1.74.97 psi at 0.000:ft in Span# 1 18.011, 7x14 Fv Allowable: 290.00 psi L . . Load Comb: +D+L+H . . Max Max Reactions (k) D L Li S E . H Downward L+Lr+S 0.514 in Downward Total 0.863 in Left Support 4.98 669 . . Upward L+Lr+S 0.000 in Upward Total 0.000 in Right,Support 3.21 5.21 . Live Load DO Ratio. 420 >360 Total Deft Ratio 250 5240 Wood Beam Design: BEAM #10 . Calculations per NDS 2012, IBC 2012 CBC 2013, ASCE 7.10 BEAM Size: 5.25x9.5, Pa"iraillarn PSL, Fully Unbraced . . Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Trus Joist. . Wood Grade: Parallam PSL 2.OE Fb -Tension 2,90.0.0 psi Fc - Prll 2,900.0 psi Fv 290O psi Ebend- xx 2,000.0 ksi Density - 45.050 pcf' Fb.- Compr 2,900.0 psi 'Fc. - Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi Applied Loads . Beam self weight calculated and added to loads Unif Load: D = 0.2830, L = 0.220kift, Trib= 1.0 ft Point: D = 3.210, L = 5.210k @2.0 ft Design Summary - .--.......-. .: --.....-.. Max fb/Fb Ratio = 0.633: 1 ......DL02830)L(022OJ fb Actual: 1,836.05Psi at 1.995ft inSpan# 1 i Fb Allowable 2,900.00 psi Load Comb: +D+L+N . . Max fvlFvRätio = 0.639: 1 fv : Actual: 185.42 psi at 0.000 ft in Span # 1 Fv : Allowable: 290.00.psi . 5.250(1. 5.25x9.5 Load Comb +Di-L+H . _V TMc'DefléiI —.. Max Reactions (k) D L L S .E H Downward L+Lr+S 0039 in Downward Total. 0.066 in Left Support 2.77 3.80. . Upward L+Lr+S 0,000 in Upward Total 0.000 in Right Support 2.01 256 Live Load Defl Ratio 1626 >360 Total Dell Ratio 949 >240 ii,i File = C:\Usersbryan'tDesktopENERCA-.1\EC6797-1.EC6 Multiple Simple earn EN File INC. 1983-2018, Build:6.16.10.31,.Ver.6.16:10.31 Description :_BEAM #11.,12,13,14,15;16,17j8,1920 W .. -. .... -. ood Beam Desigh: BEAM #11 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: Y&14.0', Parallam PSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending WoOd Species: Trus Joist Wood Grade: Parallam PSL 2.OE Fb - Tension 2,900.0 psi Fc - PrIl 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pd Fb - Co npr 2,900.0 psi Fe - Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1016.54 ksi Applied Lo,, Beam self weight calculated and added to loads Unif Load: D = 0.2970, L = 0.260k/fl, Trib= 1.0 ft Design Summary Max thlFb Ratio = 0129 1 lb : Actual: 367.93 psi at 3.500 ft in Span # 1 Fb,: Allowable: 2850.80 psi Load Comb: +D+L+H Max fv/FvRatio = 0.142: 1 fv : Actual: 41.29 psi at 5.857 ft in Span # 1 Fv : Allowable: 290.00 psi Load Comb: +D+L+H ' Mx btions Max Reactions (k) P L Lr ii Eif Downward L+Lr+S Left Support 1.09 0.91 Upward L+Lr+S Right Support 1.09 0.91 Live Load Dell Ratio Wood Beam Design : BEAM #12 7.0 n. 3.5x 14.0 - 0.009 in Downward Total 0.019 in 0.000 in Upward Total 0.000 in 9521 >360 Total Deft Ratio 4325 >240 0(8.270) 0.260) 1, Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 35x14.0, Parallam PSL, Fully Unbraced Using Allowable Stress Design with.ASCE 7-10 Load Combinations, Major Axis Bending WoodSpecies :- Trus Joist Wood Grade: Parallam PSL 2.OE Fb - Tension 2,900.0 psi Fc Prll 2,900.0 psi Fv 290.0 psi Ebend- xx 2000.0 ksi Density 45.050 pcf Fb - Compr 2,900.0 psi Fc - Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,01.6.54 ksi Applied Londs . Beam self weight calculated and added to loads Unif Load: D=0.0440, L=0.O80klftTrib= 1.0 ft Point: D=1.120, L=0.910k@5.sOft Point: E = 3.036 k.@ 5.50 ft Design Summary I . ........... . Max fblFb Ratio = 0.328 1 0(00440)110080) fb:Actual: 934.26P51 at 5.482 ft in Span #1 ....... Fb Allowable 2,850.80 psi Load Comb +1 360D+L+2 50E Max fv/FvRatio-= 0.198: 1 fv: Actual: 57.54 psi at 0.000 ft in Span # 1 Fv: Allowable : 290.00 psi 6.500. 3.504.0 Load Comb: +1'.360D+L+2.50E Mxbefléctions .. Max Reactions (Ic) 2 1, Lr 5 W E H Downward L+Lr+S 0.009 in Downward Total 0.013 in Left Support 0.37 0.40 0.47 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.14 1.03 2.57 Live Load Defl Ratio 9062 >360 Total Defl Ratio 6197 >240 Wood Beam Design.: BEAM #13 - Calculations per NDS 2012; I8C.2012, CBC 2013, ASCE 7-10 BEAM Size: 5.25x14.0, Parallam PSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist . . Wood Grade: Parallam PSL 2.OE Fb - Tension 2,900.0 psi Fc - Pril 2,900.0 psi Fv 290.0 psi Ebend- xx 2000.0 ksi Density 45.050 pcI Fb - Co llpr 2,990.0 psi Fe - Perp 625.0 psi Ft 2,025.0 psi . Eminbend - xx 1,016.54 ksi' Applied Loads Beam self weight calculated and added to loads Unif Load: 0 = 0.2090, L = 0.380 k/fl, 0.0 ft to 9.0 ft, Trib= 1.0 ft Uif Load: 0 = 0.0660, L = 0.120 k/fl, 9.0 to 16.250 ft, Trib= 1.0 ft Point: D=0.370, L=0.40k@ 1.50 ft Design Sunjjjjy I Max fb/Fb Ratio = 0.445 1 002090 1(0 3 0(0.066g 0.380) lb :Actual: 1,269.55 psi at 6.933 ft in Span #1 ! ..L :J.... Fb Allowable 2 850 80 psi . . Load Comb +1 360D+L+2 50E I Max Iv/FvRatio = . 0.348: 1 . ,• fv : Actual: 100.91 psi at 0.000 ft in Span 1 Fv: Allowable : 290.00 psi Load Comb: - +-1.3600+L+2.50E Max Deflections Max Reactions (k) 2 I. Lr S W E H Downward L+Lr+S Left Support 1.99 3.03 . Upward L+Lr+S 16.250 it, 5.25x14.0 0.186 in Downward Total 0.307 in 0.000 in Upward Total 0.000 in Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.220, L = 0.40 klft, Trib= 1.0 ft Point: D = 2.232, L = 1.440k @ -2.50 ft Design Summary Max fbfFb Ratio = 0.495-1 fb : Actual: 1410.46 psi at 2.500 ft in Span .#I Fb: Allowable: 2,850.80 psi Load Comb: +1.360Ds-L+250E Max fv/FvRatio = 0.574: 1 fv: Actual : 166.49 psi at 1.338 ft in Span # 1 Fv : Allowible.: 290.00 psi Load Comb: +1.360D+L+2.50E Max Reactions (k) P L Li Left Support 4.55 4.65 Right Support 0.15 0.99 Wood Beam Design: BEAM #16 0(0.220) L(0.40( 2.50 ft 8.0 8. 3.504.0 Max Deflections H Downward L+Lr+S 0.022 in Downward Total 0.068 in Upward L+Lr+S . -0.003 in Upward Total -0.017 in Live Load Defi Ratio 2712 >360 Total Defi Ratio 884 >240 I4• • File=C:\Users\bryan\Desktop\ENERCA-1\EC6797-1.EC6 Multiple Liple Simple earn ENERCALC, INC. 1983-2016, Bulld:6.16.10.31, Ver:6.16. 10.31 Wood Beam Design: BEAM #14 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 3.5x14.O, Parallam PSL, FuJIy Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major.Axis Bending Wood Species: Trus Joist .•., Wood Grade:' Parallam PSL 2.OE Fb - Tension 2,900.0 psi Fc- PrIl 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 45.050pcf Fb - Compr 2,900.0 psi Fc - Perp 625.0 psi Ft 2,025.0 psi Eminberid - xx 1,016.54 ksi ADD/led Loads Beam self weight calculated and added to loads Unif Load: D =0.26(1, L = 0.20 k/ft Trib= 1.0 ft Point: D = 0.8680, L = 0.560 k @ -2.50 ft Design Summary Max fb/Fb Ratio = 0.226 1 fb': Actual: 645.06 psi at 2.500 ft in Span #1 Fb: Allowable: 2,850.80 psi Load Comb: +1.360D+L+250E Max fvlFvRatio = 0.265:1 Iv : Actual: 76.80 psi at 1.338 ft in Span # I Fv :Allow;ible: 290.00 psi Load Comb: +1.363D+L-i.2.50E Max Reactions (k) 9 .. !. ts Left Support 3.04 2.11 Right Support 0.72 0.55 Wood Beam Design: BEAM #15 0(0.260) 1(0.20 2.50 ft 8.0 ft. 3.504.0 - Max. Deffe66iis ti Downward L+Lr+S 0.007 in Downward Total 0.020 in Upward L+Lr+S 0.000 in Upward Total -0.001 in Live Load Defi Ratio 8244 >360 Total Defi Ratio 3062 >240 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 3.5x14.0, Parallam PSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade : Parallam PSL 2.OE Fb - Tension 2,900.0 psi Fc - PrIl 2900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pcf Fb - Compr 2900.0 psi Fe,- Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 3.5x14.0, Parallam PSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Parallam PSL 2.0E Fb - Tension 2900.0 psi Fe - PrIl 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Fb -Compr 2900.0 psi Fe- Perp .625.0 psi Fl 2,025.0 psi Eniihbend - xx 1016.54 ksi Applied Loads Beam self weight calculated and added to to •. Unif Load: D = 0.1430, L = 0.260 k/ft, Trib= 1.0 ft Point: D = 1.364, L = 0.880 k @ -2.50 ft - .. L#01141 I '_)tJiIIIIOI V Max fb/Fb Ratio 0.306; 1 0(0.1430) LlO.2601 fb: Actual: 873.53 psi at 2.500 ft in Span# 1 I Fb Allowable 2,850.80 psi Load Comb: +1 .360D-i-L+2.50E Max fvlFvRatio = 0.356: 1 fv : Actual: 103.19 Psi at 1.338 ft in Span #1 Fv: Allow 2.508 4.50 ft. 3.5x140ible: 290.00 psi i -. . ... - Load Comb: +1.3600+L+250E Max Deflections .. - Max Maxax Reactions (K) u ft Downward L+Lr+S 0.016 in Downward Total 0.039 in Left Support 2.98 2.78 . Upward L+Lr+S -0.003 in Upward Total -0.007 in Right Support -0.51 -0.08 Live Load Defl Ratio 3780 >360 Total Defl Ratio 1554 >240 Density 45.050 pci C in i i " FlIe=UJsers\bryan\Desktop\ENERCA-.1\EC6797--1.EC6 uiu,uulpie _Irnp.e .earn ... ENERCALC, INC. 1983-2016, Build: 6.1S.10.31, Ver:6.16.10.31 Wood Beam Design: BEAM #17 'Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 6x12, Sawn, Fully Unbraced ' Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood' Species:, Douglas Fir -Larch Wood Grade: No.1' Fb Tension 1,350.0 psi Fc PrIl 9250 psi Fv 170.0 psi Ebend xx 1,600.0 ksi Density 31.20 pcf Fb - Cornpr 1,350.0 psi Fc m Perp 625:0 psi Ft 675.0 psi Eminbend - xx 580.0ksi Applied Loads' Beam self'weight calculated and added to' loads Unif Load: D = 0.0440, L = 0.080 k/if, Trib' 1.0 ft Point: D = 4.550, L = 4.650 k @ 1.0 ft Design Summaiv . Max fb/Fb Ratio = 0.515'1 fb Actual 695.85 at 0.999 ft Span # 1 ......P19:0440) psi in . OO.O440)L(0.O8O): $ Fb Allowable 1,350.00 psi i Load Comb: +.1.360D+L+2.50E Max fv/FvRatio = '0.971 :1 fv : Actual: 165.15 psi at 0.000 ft in'Span #1 . . Fv': Allowable': 170.00 psi . ' 2.750 ii, 6x12 Load Comb': +1'360D+L+250E Max Reactions (k) Q ' i. Lt H Downward L+Lr+S 0.003 in Downward Total 0.006 in Left Support 2.97 3.07 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.73 1.80 , Live Load Defi Ratio 11250 >360 Total Defi Ratio 5709 >240 Wood Beam Design: BEAM #18 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 6x10, Sawn, Fully Unbraóed Using Allowable Stress Design with ASCE 7-10Load Combinations, Major Axis Bending Wood Species : 'Douglas Fir - Larch Wood Grade No.1 Fb - Tension 1,350.0 psi Fc - Prll 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Cornpr 1,350.0 psi' Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.0880, L = 0.1,60 k/ft,'Trib= 1.0 ft Design Summaiy Max fb/Fb .Ratio = 0.670' 1 fb : Actual: 904.18 psi at 6.500 ft in Span #1 Fb : Allowable: .1,350.00 psi Load Comb: +1.360De-L+2.50E Max 'fv/FvRatio = 0.285: 1 fv Actual: 48.45 psi at 12.220 if in.Span # 1 Fv: Allowable: 170.00 psi Load Comb: +1360D+L+250E Max Reactions (k) D L Lr Left Support 0.65 1.04 Right Support 0.65 1.04, Wood Beam Design: BEAM #19 0(0.0880) L(0.160) 13,0 ft. 8x10 Max Deflections H Downward L+Lr+S 0.164. in Downward Total, 0.266 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Dell Ratio 948 >360 Total Defi Ratio 585 >240 Calculations per NDS'2012, IBC 2012, CBC 2013, ASCE 7-10 EAM Size: 5.25x14.0, Parallam PSL, Fully 'Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Parallam PSL 2.OE Fb - Tension 2,900.0 psi Fc - Pr)) 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050pcf Fb - Cornpr 2,900.0 psi Fc - Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54.ksi Applied Loads - Beam self weight calculated and added to loads Unit Load: D = 0.0220, L = 0.040 k/ft, -8.0 ft to 0.0 ft. TO= 1.0 ft Unit Load: D = 0.0440, L = 0.080 k/ft. '0.0 to 14.0 ft. Tnb 1.0 if' Point: D = 0.650, L = 1.040 k @ -8.0 ft ' n-;- Q- .- Max S.JJlIlJJJ Y Max fb/Fb Ratio = 0.457 010. 0440) L(O' 080) fb: Actual : ' 1,303.56 psi at 8.000 ft in Span # 1 ' 0(0.0220) L(0.040) ' Fb Allowable 2,850.80 psi t Y Load Comb: +1.360D+L+2.50E Max fv/FvRatio = 0.184: 1 '8.0 ft 14.0)) 5,25x14 0 fv : Actual: 53.39 psi at '6.840 ft in Span .# 1. Fv : Allowable: 290.00 psi Load Comb: +1360D+L+250E fl'" - Max Deflectio'n's**-_ ' '' - ....... Max Reactions (k) ID L Li , S W E H Downward L+Lr+S 0.348 in Downward Total 0.579 in Left Support 1.95 2.61 ' Upward L+Lr+S -0.060 in ' Upward Total -0.098 in Right Support -0.01 -0.13 , Live Load Deft Ratio 550 >360 Total Defi Ratio 330 >240 Multiple SimpleBearn Wood Beam Design:: BEAM #20 IS File = C:\Users\bryan\Desktop\ENERCA-1\EC6797-1.ECS ENERCALC INC. 1983-2016, Build:6.16.10.31 Ver.6.16.10.31 -. CalcuIation5 per NDS 2012, IBC20121'C13C..2013, ASCE 7-10 EAM Size 35x14.0Parällam PSL, Fully Unbraced Using Allowable Stress Design with ASCE.710 Load'Combinations Major-Axis Bending .Wood Species: Trus Joist . . Wood Grade :' Parallam PSL2.OE Fb r Tension 2900 psi Fc - PrIl. 2900 psi Fv 290 psi. Ebend- xx .2000 ksi Density 45.05 pcf. Fb -Cornpr 2900 psi, Fc-Perp 625. psi Ft .2025psL Eminbend -xx 1016.535ksi Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.4250, L = 0:50 RIft, Trib= 1.0 ft Design Summary .. r--..' ......... Max fb/Fb.Ratio = 0.531-1 . I fb Actual 1,514.62 psi at 5.125 ft in Span # 1 Fb Allowable 2,850.80 psi Load Comb: +1.3600+L+2.50E . . Max fv/FvRatio = 0.460,.: 1 . .' fv Actual: 133.32. psi at .0.000 ft in Span #1 Fv.: Allowable , 290.00 psi . 10.250 ft. 3.5x14.0 Load Comb +1 360D+L+2 50E Max Deflectrons - - Max Reactions (k) Q 1. Li s W H. Downward L+Lr+S .0.07B in Downward Total d:147 in Left Support 2.26 2.56 . Upward L+Lr+S Q.000 in Upward Total . 0000. in .Right Support 2.26 2.56 . . Live Load Defi Ratio 1577 >360 Total Defi Ratio 838 >240 Di0.26201 L(O.20) 8.50il, 3.S,c14.0 Me Ts' Downward L+Lr+S 0,015:in, Downward Total 0.035 in Upward L+Lr+S - 0000 in Upward Total 0.000 in Live Load Defi Ratio 6913 >360 Total Defi Ratio 2896 >240 Multiple Simple Beam FiI = C:\Users\bryan\Desktop\ENERCA-1'Ec6797--i,EC6 . - . ENERCALC INC. 1983-2016, Build:6.16.10.31, Ver:6.16.10.31 H 'M6I0I.I13 MOHEB FARAF Description: BEAM #2122 . . . Wood Beam Design BEAM #21 _ Calculations per NDS2012, IBC 2O12 .7 CBC 2013, ASCE10 BEAM Size 140 X 14 .0, Parallam PSL Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations Major Axis Bending Wood.Species: This Joist Wood Grade : Parallam PSL 2.01EFb Tension.2.900.0 psi Fc Prll 2;900,0 psi Fv 290.0 psi Ebend xx 2,000.0 ksi Density 45.050 pcI Fb - Compr .2900.0 psi Fc -Perp 625.0 psi Ft .2,025.0 psi. Erninbend -kx. 1,016.54 ksi' Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.2970, L = 0.540k/fl, 0.0 ft to 17.50ft, Trib= 1.0 ft Unif Load D01540 L=0280 k/ft 17.50 to 24.50 ft, Trib=1 Oft Point: D'-0.010,L=..-O.130.k@ 13.0 ft Design Summary, ..___ . ... Max fb/Fb Ratio = . 0.569; 1 . . oiol'L107801 fb':.Actual : 1,621.10 si ?t..11.760 ft in Span #1 . Dl0.2970iL(0.54Oi . Fb Allowable '2,850.80 psi't T" Load Comb +D+L+H . Max fv/FvRatio = 0.251 : 1 .. 1 24.50 fl, 14.0X 14.0 Iv : Actual: , 72.77 psi at 0.000 ft in Span # 1. Fv Allowable: 290.00 psi Load Comb: +D+L+H . .-Max Deflécti Max Reactions (k) D i Lr s w E H Downward L+Lr+S 0,615 in Downward Total 1.037 in Left Support 4.24 6.29 . Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 3.53 4.99 Live Load Defi Ratio 477.>360. Total Defi Ratio 283 >240 Wood Beam Désigñ,: BEAM #22 Calculations_per NDS 2012; IBC 2012, CBC 2013, ASCE 7-10 BEAM Size 3.5x14.0, Parallam PSL Fully tinbraced Using Allowable Stress Design with ASCE 7 10 Load Combinations Major Axis Bending Wood Species: Trus Joist . . 'Wood -Grade : Parallam PSL 2.OE Fb Tension 2,900.0 psi Fc Prll 2 900 0 psi Fv 290 D psi Ebend xx 2,000.0 ksi Density 45 050 pcI Fb - Compr 2,900.0-psi Fc - Perp 625.0 psi Ft 2025.0 psi Eminbend - xx 1,016.54 ksi Applied Loads . Beam self weight calculated and added to loads Unif Load:' D = 0.2620, L = 0.20 k/ft, Trib f.0 ft Design Summary Max fb/Fb Ratio' = 0.159 1 lb : Actual: 452.45 psi at 4.250 ft 'in Span # I Fb : Allowable 2;850.80 psi Load Comb : . +D+L+H Max fv/FvRatio 0.156: 1 fv': Actual: . 45.13 psi at 7.338 ft in Span #1 Fv : Allowable: 290.00 psi L Load Comb.: +D+L+H Max Reactions (k) Q 1 Lr s W . Left Support 1.18 '0.85. Right Support 1.18 0.85 US GS. Design MapsSurnmäry Report User-Specified Input USGS-Provided Output S5 = 1.1409. = 1.1900 SOS = 0.793g S = 0.4370 S 1 = 0.6840 S0, = 0.4569 For information on how the SS and Sivalues above have been calzulated from probabilistic (risk-targeted) and deterministic ground motions In the direction of maximum horizontal response, please return to the application and select the "2009 NEHP.P"building code reference document. MCE0 Response,Spectrum 0.12 0.00 0.20 0.40 0.04 0.33 1.00 1.20 140 Leo 1.00 2.00 Period, I (ec) Design Response Spectrum 0.09 0.10 0.04 0.55 0.40 0.32 0.10. 0.05 0.00 0.00 0.20 0.60 0.00 1.00 1.20 1.40 1.00 1.00 2.00 Period. T(sec) For POAM, T1, CRS, and C5 , values, please view the detailed report. Although this Information Is product of the U.S. Geobgcal Survey, we pro'1denóv,erranty, expressed or to the accuracy of the data contained therein. The tool is not a substLutè forhriroIsubject-matto' knohedge.. FARAH ENGINEERING . STRUCTURAL DESIGN PAGE JOB NO.: 16-16 UftL 11/UIZU1b LATERAL CALCS - SECTION .1 VARIABLES: 2ND FLOOR CALCULATE FLOOR WEIGHT W2 Roof DL= 13 PSF Roof Area .2021.2 SF RoofDL*R°oof.Area 26276 LBS, Ext WaIIWt.= 16 PSF Ext WaJI=\M,*Li!/2 = 11016 LBS Ext NailLength= . 153.0 FT Ext Wall w/veneer\M..*L*H/2 = 0 LBS Ext Wall Ht 9.0 FT Int WaIl=%M.*L*H/2 . = 6480 LBS Ext Wall w/ Veneer 'J\Jt.= .0.0 PSF .Pa.rapet=\M.*L*H .0 LBS Ext Wall wl Veneer L= 0.0 FT . . Ext Wallw/Veneer Ht= . 0.0 FT . W2 . = 43772 LBS Int Wall Wt= 10 PSF Int Wall L= 144.0 FT - mt Wa Ii Ht= 9.0 FT Parapet WI= 0 PSF Parapet L= . 0.0 FT Parapet Ht 0.0 FT . 1ST. FLOOR . . CALCULATE FLOOR WEIGHT Wi" Floor DL . 12 PSF Floor=DL*Floor Areà = 19205 LBS Floor Area= 1600.4 SF Ext Wall=WL*L*H/2+FlrAbv . = 19829 LBS Ext Wall WL= 16 PSF Ext Wallveneer=Wt.*L*H/2+FlrAbv = 0 LBS Ext Wall L= . 137.7 FT .. Int Wall= \M*L*H12+FlrAbv = 15160 LBS. Ext Wall Ht= . 8.0 FT Low RoofDL*Area = 1693 LBS Ext Wall wi Veneer Wt 0.0 PSF Ext Wall Under Low Roof=Wt*L*H12 = 896 LBS Ext Wall wi Veneer L= 0.0 FT Int Wall Under Low Roof=\M*L*H/2 = 320 LBS Ext. Wall w/ Veneer Ht= . 0.0 FT Int Wall W.= 10 PSF . W 1 = 57102' LBS Int Wall L= 217.0 FT Int Wall Ht= 8.0 FT WTotaI Q+W1 = 100874 LBS Lower.RoolArea= .130.2 SF Lower Roof DL= 13 PSF Length of Ext Wall under Lower Roof= . 14.0 FT Length of Int Wall . 9,.0 FT under Lower Roof= 6.0 FT Height of Ext, Int Walls 8.0 LF 2ND. FLR 9.5 FT S ISTFLR 8.5 FT , Hi 1787 POMONA RD.. UNIT K CORONA. CA 92880. TEL. :951 738 1215 . FAX.: 951 73R 1153 FARAH ENGINEERING STRUCTURAL DESIGN PAGE. : JOB NO..:: 16-116 DATE : 11/30/2016 BASE SHEAR CALCULATIONS S DATA FROM SEISMIC.MAPS Ss 1.140 SI 0.437 FOR SITE CLASS "'D" Fa 10 Fv = 1.5 SMs SMI = 0.684 SDs(213.SMs) = 0.793 SDI(213SMI) = 0.456 CALCULATE BASE SHEAR "V': no Cs= SDI * < SDsi • RT R VARIABLES T=Ct*HnAx = 0.1891483 SEC 1= 1.0: 6.5 Cs SDI XI = 0.3708933 CtF 0.020 R* T Hn= 20.0 FT X= . 0.75 Cs = SDs XI = 0.12 H2= 18.0: USE Cs 0.122 VS=:Cs* W = 12306.604 LBS wOrking stress=V/1.4*1.3. 11421.56 LBS - redundancy factor - LATERALLOAD'PER UNIT AREA OF HORIZONTAL PROJECTION F2=V*W2*H2/(W2*H2+Wi*HI) = 7071 LB F2 (PSF)F2/RoofArea .3!PSF F1V*W1*HI./(W2*H2+W1*H1) = 4356 LB Fl (PSF)=F1/(Floor Area+Lower Area) = 2 5PSF 787 POMONA RD., UNIT K CORONA, CA 92880 TEL. :951738 1215 FAX: 951 738 1153 FARAH ENGINEERING PAGE ... JOB NO 16116 DAIb : 11r6u1u1b NS VARIABLES: 1ST. FLOOR Roof DL PSF 13 Roof Area= 655.0 SF Ext Wall Wt= 16 PSF Ext Wall L= 51.0 FT Ext Wall Ht= . 9.0 FT Ext Wall w/ Veneer \M. 0.0 PSF EtWallw/VeneerL= 0.0 FT Ext Wall WI Veneer Ht= .0.0 , FT nt Wall Wt= ' 10 PSF mt Wall L= 0.0 FT lnt Wall Ht= . 0.0 FT CALCULATE ROOF WEIGHT "Wi" S Floor=DL* Floor .Area ' = 851.5' LBS Ext WalI=Wt.*L*H/2+FlrAbv 3672 LBS Ext Wall wveneerWt.*L*H12+FIrAbv = . . . 0.00 LBS lnt Wall= Wt*L*H12+FlrAbv : = 0 LBS 12187 LBS 4.0 FT 9.5 FT Hi 787 POMONAFW., UNIT IS. UUI<UNA, A.LöU ILL.: U01 ho 1113 rMA: i,i.,o 'i IDJ FARAH ENGINEERING, S STRUCTURAL DESIGN S S PAGE :. JOB NO. 16116 DATE .11/30/2016 LATERAL ANALYSIS - SECT1C n BASE SHEAR 'CALCULATIONS DATA FROM SEISMIC MAPS: Ss = 1.140 SI = 0.437 FOR SITE CLASS "D" Fa Fv SMs SMI' SDs(2/3 SMs) SDI(213 SMI) LALCULATE BASE SHEAR 5 5 flVCS *W' . Cs SDI*I .SDs*I , S I RT ' R '.5 VARIABLES: S S S T = Ct * Hn'x 0.140857612. SEC 1.0 R= . 6.5 Cs= SDIXI ' 0.498047958 Ct= 0.020 R '!T , Hn= 13.5, FT . S X= 0.75 Cs= SDsXI = 0.122' R. => . = 0.122 S V=Cs*W S 5 1486.814 LBS working stress=VII 4*1 3 = 1380 613 LBS S , , redundancy factor - LATERAL LOAD PER UNIT AREA OF HORIZONTAL -PROJECTION ' :, , Fl (PS )=Fi/(Floor Area) S .j:.... :.t:psF 787 POMONA RD., UNIT K CORONA, CA 92880 TEL. :951 738 1215 FAX: 951 738 1153 SECTION 1 •wiNb LOADS ANALYSIS BASED ON ASCE7-10(28.6.3). PER ASCE 7-10 (28.6.): P.S.= Kzt Ps30 PROJECTDATA: 1-WIND EXPOSURE: C 2- WIND SPEED 110 MPH 3-LOAD CASE : 1 ROOF ANGLE : 14 DEGREES ROOF HEIGHT 27 FEET VARIABLES: (FROM FIGURE 28 6-1-ASCE7 10) Kzt I (FROM SECTION 26.8) Ps30 = (FROM FIGURE 28.6-1-ASCE7-10) WIND LOAD Ps = Kzt * Ps30 :VULT = 21.9 P-SF V/SD = 17.0 PSF (IBC2012-1609.3.1) VASD = VULT*/ö 23 .SECTION2 WIND LOADS ANALYSIS BASED ON ASCE7-10(28.60) PER ASCE 7-I1) (28.&1): s3() PROJECT DATA 1-WIND EXPOSURE: WIND SPEED LOAD CASE ROOF ANGLE 5-,ROOF HEIGHT VARIABLES: =1 (FROM FIGURE 28.6-1 -ASCE7-1 0) Kzt . 1 (FROM SECTION 26.8) Ps30 = 16. (FROM FIGURE 28.6-I-ASCE7-10) WIND LOAD Ps = Kzt PsO VULT = 19.4 'PSF = 15.0 PSF (IBC 2012-1609.3.1) VASD = VuLT*Jô -I SHEAR WALL SCHEDULE S.W. TYPE WALL SHEATHING SILL PLATE NAILING SILL PLATE A.B'S- ON WOOD FLOOR ON FOUNDATION DIAMETER.XIr' A ia" 318" APA RATED PLYWOODWITH.8d COMMON NAILS b AT 6" .C. AT 16 d SINNK ER A.B'S, AT 32"O.0 S 2 EDGES AND 12" O.C. FIELD........ ........ ........................... (230 PLF) AT 4" OC 16dSINNKER 5/8" DIAMETER X12" A . 15/32" APA RATED STRUCTURAL 1 PLYWOOD WITH 8d AT 3" O.0 A.B'S AT 32" O.0 COMMON NAILS AT 4" O.C. AT EDGES AND 12" O.C. FIELI (350 PLF) 16 d S1NNKER 5/8" DIAMETER X12" A . 15/32" STRUCTURAL I PLYWOOD WITH 8d COMMON NAILS AT 3" AT 3" O.0 A.B'S AT 16" O.0 O.C. AT EDGES AND 12' O.C. FIELD. (*)(550 PLF) (3X SILL PLATE) DIAM X8" LAG 5/8" DIAMETER X12" A .3/8" 15/32".STRUCTURAL I PLYWOOD WITH lOd COMMON NAILS AT 3" BOLTS @ 8" O.C. A.B'S AT 8" O.0 O.C. AT-EDGES AND IT:' &C. FIELD. (*)(665 PLF) (U.N.0) (3X SILL PLATE) DIAM X6" LAG 5/8" DIAMETER XI2" -, A 3/8" 15132" STRUCTURAL I PLYWOOD WITH lOd COMMON NAILS AT 2" BOLTS @ 8" O.C. A.B'S AT 8" O.0 6 O.C. AT EDGES AND 12" O.C. FIELD. (*) ..(870 PLF) (U.N.0) (3X SILL PLATE) (*) PROVIDE 3' NOMINAL OR WIDER.FRAMINGAT ADJOINING PANEL EDGES WITH NAILS STAGGERED FOR SHEAR PANEL TYPES 4,5 AND 6. (*) PROVIDE 3X MUD SILL PLATE WITH NAILS STAGGERED FOR SHEAR PANEL TYPES 4, 5 AND 6. * RUN PLWOOD OVER POST AND/OR APPLY PLYWOOD BEFORE BOX-OUT. SHEAR WALL VALUES FOR DIFFERENT HEIGHT-TO WIDTH RATIOS. PER 2013CBC (TABLE 4.3.4ofAF&PA sbpws): FOR DESIGN TO RESIST SEISMIC FORCES ,SHEAR WALL HEIGHT TO WIDTH RATIOS GREATER THAN 2 1,BUT NOT EXCEEDING 3.5:1, ARE PERMITTED PER TABLE 4."3 4 OF 'AF&PA SDPWS" PROVIDED THEALLOWABLESHEARVALUES IN TABcE 4.3 1 .4 OF "AE&PA SDPWS" ARE, MULTIPLIED BY 2B/H SHEAR VALUES FOR DIFFERENTH:W RATIOS (PLF) T 9 7H. . 2:1 21/4:1 21/2:1 23/4:1 3:1 31/4:1 31/2:1 30 200 180 165 150 140 130 /f\ 350 310 280 255 230 215 200 550 485 440 400 365 335 310 665 590 530 480 440. 405 380 870 770 695 630 580 535 495 rs. = LATERAL.:UUE IOSMIU Rw LATERAL DUE-TO WIND. W D.L,+ OWN \NT Uw = UPLIFT DUE TO WIND US = UPLIFT DUE TO SEISMIC p:p j FARAH, ENGINEERING PAGE : JOB NO. 16-116 DATE : 11/30/2016 UPLIFT CALCS. WPLF UPLIFT DUE TO SEISMIC • --,PERASCE 7-10:12.143.1 Us, • = [Ps*B*H . (0.60.i4SDs)*W*B*B/2]/B Ps*.H - (0.3 - 0.07SDs)*WB UPLIFT DUE TO WIND • PERCBC2013 EQ. #16-15 Uw [0 6*Pw*B*H -o 6*WB*BI2]iB 0;6*Pw*.H - 0.3*W*B US = PS*H (0.3 - 0.07SDs)*W*B Uw' 0.6*Pw*H0.3*W*B 1787 POMONA,RD.,.UNIT K CORONA, CA 92880 TEL. : 951 7381215 FAX: 951 738 1153 FARAH ENGINEERING STRUCTURAL DESIGN Shear Wall Desicin Page: SDs = 0.793 Job No.: 16-1 ?6 Date: 11-30-16, 1) 2nd For -____On GndLrne A Seismic Dia Shear (17.5*43.5+7*33)*3.5 = 3472.9 lbs = Seismic force I Wall Length = 386 p11 Wind Dia Shear = 13.5*17*21.9 5026.1 lbs Wind force / Wall Length = 558 Of Diaphragm Length = 41_0 = 41 0 ft Use Shear Type 5 Seismic force] Wall Length = ..I..;:2:3.1. pit Wind Dia Shear = 13.5*20.5*21.9 = 6060.8 lbs = Wind force / Wall Length ::39V pIt Diaphragm Length = 46.5 = 46 5 ft Use Shear Type '11i/al1 Length Height(ft) . 9.00 9.00 Dead Wt. (pit) . 183 . .: 209 . -. XI (ft) 0.00 13.00 UpiiftAbv (10) . Uplift (lb) 3036 3002 Hold Down (2)-CSI6 (2)-cSi6 I Drag (Ib) 2085 3389 Drag Detail .. - :.• ..0 . f - . : : 3) .: Seismic Dia Shear = 5 5*17 5*3 5 = 336.88 lbs = Seismic force I Walt Length = 4 plf Wind Dia Shear = 5*9*21.9 = 985.5 lbs = Wind force! Wall Length . = t36 p11 Diaphrgm Length = 16.0 . .:1O: ft Use Shear Type :3 . Height (It) 4.00 4.00 Dead Wt. (pIt) X (ft) 0.00 13.00 ......... Uplift Abv (Ib) . . . - . . . . . Uplift (lb). 109 173 Hold Down . . ...........- NO HOLDOWN NO HOLDOWN Drag (Ib) : 316 223 Drag DetaIl NOTE: FOR (DRAG DETAIL*) :.....SEE PAGE 2 OF CALCS. 1787 POMONA RD.. UNIT K CORONA. CA 92880 TEL: (951) 738-1215 FAX (951) 78-1152 FARAH ENGINEERING STRUCTURAL DESIGN Shear Wall Design Page: SDs = 0.793 Job No.: 16Xi6 Date: 11-30-16 4) 2nd Floor - On Grid Line 4 Seismic Dia Shear = (7.5*21.5+11*22)*3,5 = 1411.4 lbs = Seismic force / Wall Length = Of Wind Dia Shear = 9.5*6*21.9 = 1248.3 lbs = Wind force / Wall Length = 61 p11 Diaphragm Length = 42.0 = 4,'2.-O:.ft . Use Shear Type 3 . Wall Length (fI 7 00 I p i 1.' 1 7 0' I I I Height 9.00 6.00 6.00 Dead VVt (pif) 23& 255 255 "X" (ft) . 4.25 21.50 30.50 Uplift Abv (Ib) Uplift(1b) . 217 9 -23 HoidDown NO HOLDOWN NO:HOLDWN NO HOLDOWN Drag (lb) 143 241 151 Drag Detail. . . B •. . . . B : .• _________________ 17 54. •. •.• 2nd Floor- On Grid Line. 3 Seismic Dia Shear = (14*6.5+44*13.5)*3.5 = 2397.5 lbs = Seismic force / Wall Length = 75 p11 Wind Dia Shear = (5*8+15*11)*21.9 = 4489.5 lbs = Wind force I Wall Length . = .. . 140 pif Diaphragm Length = 42.0 = 429. ft . Use Shear Type 3 Wall.Length (It) 8 00 'Ji' 15 .p,'IJ Ii Height (It) 9.00 9.00 9.00 Dead WI. (p11) 350 350 248 . •:. , ::. 0.50 11.50 .33:50 Uplift Abv (Ib) . Uplift (Ib) 339 -528 567 Hold Down NO HOLDOWN NOHOLDOWN (1) CSI6 Drag (lb) 214 411 - 284 Drag Detail :. B* .. . B* •. : ::,. . •.. .: .: •• .6) 2nd Floor On GridLine -, .1. Seismic Dia Shear = (16*22 5+18.5*21)*3.5 = 2619.8 lbs Seismic force / Wall Length = 154 plf Wind Dia Shear = 17*7*21.9 = 2606.1 lbs = Wind force / Wall Length = : 15, p11 Diaphragm Length 35.0 . = i.; 3.0: ft Use Shear Type W011 Length (It) i 9 00 , 'I ', 3lI25 IJ ii ,' tj . , 112,00 Ii,1 ' I 2175, Height (It) 9.00 2.00 2.00 2.00 Dead WI (p11) 346 25 255 255 00 X (ft) 4.00 16.00 21.25 28.75 Uplift Abv (Ib) Uplift:(ib) ; 627 122 184 137 Hold Down (I)-CS16 NO HOLDOWN NO HOLDOWN NO HOLDOWN Drag (lb) 414 ,447 456 262 Dra9D.etailr.. :..•. ... :* ...... rB. ... ....... ..: : • ............ NOTE: FOR (DRAG DETAIL*)SEE PAGE 2 OF CALCS. 1787 POMONA RD., UNIT K CORONA, CA 92880 TEL: (951) 738-1215 FAX: (951) 738-1153 FARAH ENGINEERING STRUCTURAL DESIGN - - Shear Wall Design Page:. Ws = 0.793 Job No.: 16116 Date: 11-30-16 7) lst-Ftoor- On Grid Line A Seismic Dia Shear = (6*13+175*41)*2,5+3473 = 5461.8 lbs = Seismic force / Wall Length = p11 Wind Dia Shear = 17.5*9.5*21.9+5026 = 8666.9 lbs = Wind force /Wall Length . = .6.67: p11 Diaphragm Length = 41.0 = :..:410. ft Use Shear Type 6 Wall Length (11) 4 00 4-25 41175 I Ill Height (II) 8.00 8.00 8.00 Dead Wi. (pIt) 218 218 218 'X" (II) 12.50 26.50 36.25 Uplift Abv. (lb): ..• •. 31.a6 . Uplift (Ib) . 6334 3135 3108 Hold Down HDU8 STHDI4IHDUS DI U. Drag (lb - 5 2642 2935 2163 Drag Detail . : D* . . D - . . . S 8) 1stFIoor- On Grid Line C Seismic Dia Shear Wind Dia Shear Diaphragm Length = (17.5*46.5.10*10.5+4*38)*2.54.3588 = Seismic force / Wall Length = (10*9.5*(0.8/1.3)+10.5*9.5)*21.9+6061 = Wind force / Wall Length = 46.5 . . Use Shear Type Hardy Fr. = 5739.9 = 1913 = 9525.8 = .. 31:75 = .:..46.i5 lbs plf lbs pif ft VVall Length (if) I 09 I '1' 1 0O" Height (q) 8.00 8.00 8.00 S . Dead Wt (A 170 170 110 "X° (if) . 3.00 10.50 29.00 Uplift Abv (Ib) 5 Uplift(lb) 25346 25346 25366 Hold Down 7/8 or 1-118 BOLT 718 or 1.118 BOLT 7/8 or 1-118 BOLT S Drag (lb) 2356 3995 3380 5 Drag Detail 5 USE (3) HFX-18X8 1-1I8HS HARDY FRAME 9) . 1st-FloOr- On Grid Line 0 Seismic Dia Shear = 15*24.5*2.1+337 = 1108.8 lbs = Seismic force l Wall Length = :H92 pif Wind Dia Shear = 15*9.5*19.4+986 5 = 3750.5 lbs = Wind force I Wall Length = $13 Of Diaphragm Length = 21.0 = 2:1O. ft Use Shear Type Wall Length (if) 1200 I Height (It) 9.00 Dead W. (pIt), ::..:1:87:: 5.50 Uplift Abv. (lb) :. . . -. Uplift (lb) 1015 Hold Down STHDI4/HDU5 S -- S.. . .. .• . . Drag (lb) 982 Drag NOTE: FOR (DRAG DETAIL*) ......SEE PAGE 2 OF CALCS. POMONA RD., UNIT K CORONA, CA 92880 TEL: (951) 738-1215 FAX: (951) 738-1153 FARAH ENGINEERING STRUCTURAL DESIGN Page: SDs = 0.793 Job No.: 16116 Date: 11-30-16 iO) SeismicDiaShear = 15*24.5*2.1 = 771.75 lbs = Seismic force / Wall Length 3 plf Wind Dia Shear = 13*8.5*19.4 = 2143.7 lbs Wind force / Wall Length . = ::, A0721 plf Diaphragm Length 21.0 . . . = .•... 2t0 ft Use Shear Type dyEr. 1: not \/\.lall L..tigtIr.(ft) Height:(ft):.;.:: .!. 8.00 8.00 Dead \Nt (plt 167 Th7 0.00 9.50 Uplift Abv (lb Uplift (lb) .. 1 5095 5095 ... Hold Down 7/8 1-1/8 BOL'r t.or 7/8or 1-1/8 BOLT Drag (lb) 970 1072 Drag Detail B* B* USE (2) HFX-12X8 1-118"HS HARDY FRAME 1st-Floor - On Grid Line Cl Seismic Dia Shear = 6*22*2.5 = 330 lbs = Seismic force / Wall Length = : .......: plf Wind Dia Shear = 4*85*219 = 744.6 lbs = . Wind force / Wall Length = : .... plf Diaphragm Length = 20.0 = 2& 0 ft Use Shear Type /\/all Leiigtli (It) : : . . . . . . . . Height (ft.) .. 8.00 Dead Wt (pIe 167 Xl 0.00 Uplift Abv (Ib) Uplift (Ib) 1269 Hold Down STHDI4/HDU5 Drag (lb) 596 Drag Detail B* lst.Floor- OnOnd Line 4 Seismic Dia Shear = (6*22+9*20)*2.5+12.5*25.5*2.1+1411 = 2860.4 lbs = Seismic force I Wall Length = 94 plf Wind Dia Shear = 13*9.5*21.9+1248 = 3952.7 lbs = Wind force / Wall Length = 130 plf Diaphragm Length = 65.5 = !. 65 ft Use Shear Type . 3 Wall Length (ft) iOoo 400 4S0 1200 Héiht (fi) 8.00 8.00 8.00 9.00 Dead Wt (plo 140 140 140 30650 11.50 21.50 30.50 41.75 Uplift Abv (Ib) Uplift (lb) 408 624 596 -55 Hold Down . NO HOLDOWN 5THD141H0U5 .: STHDI4/HD5 . NO HOLDOWN . Drag (lb) 694 276 285 709 Drag Detail B . . . B NOTE: FOR (DRAG DETAIL*)SEE PAGE 2 OF CALCS. 1787 POMONA RD., UNIT K CORONA, CA 92880 TEL: (951) 738-1215 FAX: (951) 738-1153 FARAH FWGINEERING STRUCTURAL DESIGN SDs = 0.793 Shear Wall Design Page: . Job No.: 16-116 Date: 11-30-16 Seismic Dia Shear .... = (20,5*4210.5*12.5)*2.5+12.5*25*2.1+2398 = 4878.6 lbs = Seismic force / Wall Length . . 188 p11 Wind Dia Shear = 23*9.5*21.9+4490 9275.2 lbs = Wind force /Wall Length = 357 Of Diaphragm Length = 63.0 . = 63.0 ft Use Shear Type Wall Length (fi) 9 00 8 50 8 50 Height (ft) 8.00 8.00 9.00 Dead Wt (pit) 104 140 307 0.00 33.00 48.00 Uplift Abv. Uplift (Ib) 2957 3108 1145 Hold Down STHDI4/HDUS . .STHD145 SThDI4/HDU5 . Drag (lb) . 1886 1648 957 .Idy.LJtdII. .. ...................... . .....• .__________________ 14) lst.Floor - O Grid Line I Seismic Dia Shear = (14.5*41+2.5f18.5+6*8.5)*2.5+2620 = 4349.4 lbs = Seismic force I Wall Length 161 pIt Wind Dia Shear. = 16.5*9.5*21.9+2606 = ....6038.8 lbs = Wind force I Wall Length . = 2.24. plf Diaphragm Length = 35.0 . . = 35.j0. ft Use Shear Type \Ifall: 1.eri.gtt .(ft):::;IJ Height.(ft) . . 8.00 8.00 Dead VIA (plf) 140 152 px~g 0.00 29.50 Uplift Abv (Ib) Uplift(Ib) 796 1513 Hold Down D.1 11.0.).' SIHDI4IHDUS Drag (lb 1099 281 Drag DeWil . .. .B : :: . .:.;:.. :J S. :V ..;•: .. .. . .. ... .... . 15) .... •1stFIó.qr-1. O..ridLi.45.: Seismic Dia Shear = = lbs = Seismic force / Wall Length = #DIV/0' plf Wind Dia Shear = lbs = Wind force I Wall Length = #DI V/ol pif Diaphragm Length = 00 ft Use Shear Type \.t/alll...erigtt1(lt) Iji 11Il l lj1IJlI 1 I Height (ft) Dead WL (plt 'IX" Uplift Abv (Ib) Uplift (lb). .: Hold':Down Drag flrti flc+ii ••••••••••.... .:- ,, . •... NOTE: FOR (DRAG DETAIL*) ......SEE PAGE 2 OF CALCS. 1787 POMONA RD.. UNIT K CORONA, CA 92880 TEL: (951) 738-1215 FAX: (951) 738-1153 Combined Footing. File = C \Users\bryan\Desktop\ENERCA-1\EC6797-1 EC6 - ENERCALC, INC. 1983-2016, Build:6.16.10.31Ver:6.16.10.31 - Description: GRADE BEAM AT GRID C. Code References . . -.. Calculations perACi 31811 1BC 2012 CBC2OI3 ASCE7 10 Load Cothbination's Used : ASCE 7-10 General Information Material Properties Analysis/Design Settings ft : Concrete 28day strength 3 ksi Calculate footing weight as dead load? Yes fy Rebar Yield 60 ksi Calculate Pedestal weight as dead load No Ec Concrete Elastic Modulus 3122 ksi Min Steel % Bending Reinf (based on d) Concrete Density 145 pcf Pin Allow % Temp Reinf (based on thick) 0.0018 Phi Value Flexure 0.0 Min. Overturning Safety Factor 1 1 Shear: . 0.75 Mm; Sliding Safety Factor 1: 1 Soil Information . . . Allowable Soil Bearing 1.50 ksf $oil Bearing Increase - Fobting base depth below soil surface ft Increase Bearing ByFoôting Weight No Increases based Soil Passive Sliding Resistance 250 pcf Allowable pressure increase per foot ksf (Uses entry for Footing base depth below soil surface for force) when base of footing is below ft Coefficient of Soil/Concrete Friction 0.3 - It based pressure per foot when maximum length or width is great( ksf ft Mdxirnum Allowed Bearing Pressure 10 ksf (A vakie of zero implies no lünif) Adjusted Allowable Soil Bearing • 1.50 ksf (Allowable Soil Bearing adjusted for f66tingl Weight and depth & width increases as specified by user.) Dimensions & Reinforcing .-...- Distance Left of Column #1 3.0 ft Between Columns = :7.50 ft Pedestal dim S e ri&ons . i Bars left of Col #1 Count Size # As As Provided Req 0 Distance, Right ofColumn#= 5.oft Col#1 col#2 . Bottom Bars 4.0 5 1.240 1.069in. Total Footing Length = 15 50ft : 12 12i 4.0 5 1.240 0.0 i Height n Footing Width = 1.833ft • BottomBars 4.0 5 1.240 1:069 in Footing Thicknes 27.0 in Top Bars 4.0 5 1.240 1.069in' 1. Bars Right of Col #2 Rebar Center to Concrete Edge @ Top = 3 in Bottom Bars 4.0 5 1.240 1.069 in Rebar Center to Concrete. Edge @ Bottom 3 in Top Bars 4.0 5 1.240 1.069 n Applied Loads . . . .• Applied i Left Column D Lr L.. S. W E . Axial Load Downward . . •• . k Moment (+CW) = . 25.40 k-fl, Shear (+X) = . k Applied@ Right Columi . Axial Load Downward = . . k Moment(+CW). =. . 25A0 k-ft Shear (+X) . . k - - Overburden 445. N445 • -.4-45 .. 7-6 TL- ..-••.----••• .--• ..----.-- .........;-•.. c___ . --6"•.._ - C • omlneu ooing Fde C:\Users\bryan\Desktop\ENERCA-.i\EC6797-.1.EC'e S ENERCALC, INC. 1983-2016, Build:6.16.10.31, Ver:6.16.10.31 Eii-.#: KW-06003733 Licensee :-lVI0HEB.FARAH-': 'Description: GRADE BEAM AT GRID C DESIGN SUMMARY ..,. .' Design _____ Factor of Safety Item Applied Capacity Governing Load Combination PASS' 1.212 Overturning 35.560 k-ft 43.102 k-ft +0.60D+0.70E+0.60H PASSNo Sliding Sliding . 0.0k 2781 k No Sliding PASS. No Uplift Uplift ' 0.0k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.9897 Soil Bearing. 1.484 ksf ' 1.50 ksf +0.60D+0.70E+0.60H PASS 0.0910 1-way Shear- Col #1 7.477 psi 82.158 psi +1.20D+0.50L+0.20S+E+1.60H PASS 0.1208 1-way Shear - Col #2 9.922 psi .82.158 psi +120D+0.50L+0.20S+E+1.60H PASS 0.006205 2-way Punching Col #1 1.020 psi 164.317 psi ' +1.20Dt0.50L+0.20S+E+1.60H PASS 0.003332 2-way Punching - Col #2 0.5475 psi 164.31.7 psi +0.90D+E+090H PASS 0.01695 Flexure- Left of Col 1-Top -2.207k-ft 130.219 k-ft +1.20D+0.50L+0.20S+E+1.60H PASS 0.0 Flexure- Left of Col #1 - Bottom 0.0k-ft 130.219 k-ft +1,40D+160H PASS 0.05966 Flexure - Between Cols - Top -7.769k-ft ' '130219 k-ft +1.20D+0.50L+0.20S+E+1.60H . PASS 0.1694 Flexure - Between Cols - Bottom 22.054k-ft 130.219 k-ft +0.90D+E+090H PASS 0.0 Flexure- Right of Col #2-Top 0.0k-ft 130.219 k-ft +1.40D+1.60H PASS 0.1399 Flexure - Right of Col #2 - Bottor 18.221 k-ft 130.219 k-ft +0.90D+E+0.90H Soil Bearing Eccentricity Actual Soil Bearing Stress Octual / Allow Load Combinatioh Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio ' +D+H ' 9.27k 0.000 ft 0.33 ksf 0.33 ksf 1.50 ksf ' 0.218 +D+L+H 9.27k 0.000 ft 0.33 ksf 0.33 ksf 1.50 ksf 0.218 ' +D+Lr+H 9.27 k 0.000 ft 0.33 ksf 0.33 ksf 1.50 ksf 0.218 9.27 k 0.000 ft 0.33 ksf 0.33 ksf 1.50 ksf 0.218 +D+0.750Lr+0.750L+H 9.27 k 0.000 ft '033 ksf 0.33 ksf 1.50 ksf 0.218 +D+0750L+0750S+H 9.27 k 0.000 ft 0.33 ksf 0.33 ksf 1.50 ksf 0.218 +D4-0.60W+H . 9.27 k 0.000 ft 0.33 ksf .0.33 ksf 1.50 ksf 0.218 +D+070E+H . 9.27 k 3.836 ft 0.00 ksf 0.86 ksf 1.50 ksf 0.573 D+0750Lr+0750L+0450W+H 9.27 k 0.000 ft 0.33 ksf '0.33 ksf 1.50 ksf 0.218 +D+0.750L+0.750S+0.450W+H 9.27 k 0.000 ft . 0.33 ksf 0.33 ksf 1.50 ksf 0.218 +D+0750L-l.0750S+05250E+H 9.27 k 2.877 ft . 0.00 ksf 0.69 ksf 1.50 ksf 0.461 0.63D+060w+060H 5.56 k 0.000 ft 0.20 ksf 0.20 ksf 1.50 ksf 0.131 +0.60D+0.70E+0.60H 5.56 k 6.394 ft 0.00 .ksf 1.48 ksf 1.50 ksf 0.990 Overturning.Stability oments about Left Edk-ft iments about Right Ed k-ft Load Combination... Overturning Resisting .. Ratio . Overturning ' Resisting Ratio +D+H 0.00 0.00 999:000 0.00 0.00 999.000 +D+L+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+Lr+H . 0.00 0.00 999.000 0.00 0.00 999.000 +.D+S+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0750Lr+0750L-'-H 0.00 0.00 999.000 0.00 0.00 999.000 +D0.750L+0.750S+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.60W+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.70E+H 0.00 .0.00 999.000 35.56 ' 71.84 2.020 +Di-0750Lr+0750L+0450W+H 0.00 0.00 999,000 0.00 0.00 999.000 +D+0.750L+0.750S+0.450W+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750L+0.7505+05250E+H 0.00 0.00 999.000 26.67 71.84 2.694 +0.600+0.60W+060H 0.00 0.00 999.000 0.00 0.00 999.000 +060D+070E+060H 0.00 ' .0.00 , '999.000 . 35.56 43.10 1.212 Sliding Stability Load Combination Sliding Force -- Resisting Force Sliding SafetyRatuo +D+H '0.00 k. 2.78 k 999 +D+L+H 0.00 k 2.78 k 999 +D+Lr+H 0.00 k 2.78 k 999 . . -~D+S+H . 0.00 k ' 2.78 k 999 +D+0750Lr±0750L+H 0.00 k 2.78 k 999 +D+0.750L+0750S+H 0.00 k 2.78 k 999 Combined Footing, Description GRADE BEAM AT GRIP .Q Sliding Stability Load Combination... +D+0.60W+N +D+O.70E+H +D+O.75OLr+0.750L+0.450WH +D+0.750L+0.750S+0.450W+H +D+0.750L+0:750S+0.5250E+H +.Q60Df0.60W+0.60H +0.60D+0.70E+0.60H One Way Shear File C:\Usean\sktopNERCA1C67971.EC6 ENERCALC, INC: 1983-2016, Build:616.10.31 Ver.6.16.10.31,, Licensee,.:. MOHIEB:FARAE Sliding Force . . Resisting Force Sliding SafetyRatio 0.00 k . 2.78k 999 0.00 k . 2.78 k 999. 0.00 k 2.78 k 999 0.00 k 2.78k 999 0.00 k 2.78 k 999 0.00k . 1.67k 999 0.00k 1.67k 999 Punching Shear. Load Combination... Phi Vn +1 -.40D+1.60H 82.16 psi +1.20D+0.50Lr+1.60L+1.60H 82.16 psi +1 .20D+1 .60L+0.50S+1 .60H 82.16 psi +120D+1.6OLr+0.50L1.60H 82.16 psi. +1.20D+1.60Lr+0.50W+1.60H 8216 psi +1.20D+0.50L+1.60S+1.60H 82.16 psi +1.20D+1.60S+0,50W+1.60H 82.16 psi +1.20D+0.50Lr+0.50L+W+1.60H 82.16 psi +1.20D+0.50L+0.50S+W+1.60H 82.16 psi 4-1.200+0.50L+0.20S+E+1.60H 82:16 psi +0.90D+W+0.90H . 82.16 psi. +0.90D+E+0.90H 8216 psi vu:@Col #.1 ,u@Col # . PhiVn ,u © Col #1 0.01 psi 0.0.3 psi 164.32 psi 0.47 psi 0.01 psi 0.03 psi 164.32 psi 0.40ps1 0.01 psi 0:03 psi 164.32 psi 0.40 psi 0.01 psi 0.03 psi 164.32 psi 0.40psi 0.01 psi 0.03 psi 164.32 psi 0.40p5i 0.0.1 psi 0.03 psi 164:32 psi . 0.40 psi 0.01 psi 0.03 psi 164.32 psi 0.40psi 0.01 psi 0.03 psi 164.32 psi 0.40ps1 0.01 psi 0.03 psi 164.32 psi 0.40ps1 7.48 psi 9.92 psi 164.32 psi 1.02 psi 0.00 psi 0.02 psi .164.32 psi 0.30ps1 5.61 psi 9.39 psi 164.32 psi 0.76psi .iu@ Col # 0.46 psi 0.39 psi 0.39 psi 0.39 psi 0.39 psi 0.39 psi 0.39 psi 0.39 psi 0.39 psi 0.05 psi 0.29 psi 0.55 psi ' I 1 Footing ...omuIneu File = C:\Users\bryan\Desktop\ENERCA-1\EC6797-.l.EC6 ooLlng ENERCALC, INC. 1983-2016, Build:6.16.iO.31Ver.6.16.10.3i Description: GRADE BEAM AT GRID E Code Réfèrences Calculations perACI 318-11, IBC 2012, CBC 2019, ASCE 7-id Load Combinations Used :ASCE 7-10 General Information Material Properties Analysisloesign Settings fc: Concrete 28 day strength 3 ksi Calculate footing weight as dead load? Yes fy: Rebar Yield 60 ksi Calculate Pedestal weight as dead load 7 No Ec: Concrete Elastic Modulus 3122 ksi Min Steel % Bending Reinf'(based on 'd) Concrete Density 145 pcf. Min Allow % Temp Reinf (based on thick) 0.001:8 Phi' Value Flexure: 0.9 Mm. Overturning Safety Factor 1: 1 Shear 0.75 Mm. Sliding Safety Factor 1: 1 Soil Information Allowable Soil Bearing 1.5 ksf Soil Bearing Increase Footing base depthbelow soil surface No Oft Increase Bearing By Footing Weight Increases based on foo!ing Soil Passive Sliding Resistance 250 pcI Allowable pressure increase per foot 0 ksf (Uses eritnj for "Footing base depth below sql/surface" (orforce) when base of footing is below 0 ft Coefficient of Soil/Concrete Friction 0.3 Increases based on footing Width Allowable pressure increase per . foot 0 ksf when maximum length or width is great 0 ft Maximum Allowed Bearing Pressure 10 ksf (A value of zero implies no limit) Adjusted Allowable Soil Bearing 1.50 ksf (Allowable Soil Bearing arijusted.fOr footing weight and depth & width increases as specified by user). Dimensions & Reinforcing S . .. Distance Left of Column #1 = Between Columns = 2.50 ft lO.oft Pedestal dimensions.. Bars left of Col #1 Count Size ...rovidèd . As As Req'd Distance Right of Column #= ' 2.0 ft Col #1 Col #2 Bottom Bars 4.0 5 1.240 1.069 in' Total rooting Length - -i-6.0IL Sq. Dim. = 12 l2in Top Bars 4.0 5 1.240 0.0in' Height = 0 0in Bars Btwn-Cols Footing Width = 1.833ft Bottom Bars 4.0 5 1.240 1.069in Foot Thickness = Footing 27 in T A f O Bars . 1.240 1.069 A' in . . . Bars Right of Col #2 . Rebar Center to Concrete Edge @ Top = 3 in ' Bottom Bars 4.0 5 1.240 1.069 in" Rebar Center to Concrete Edge @ Bottom' = 3 in ' Top' Bars 4.0 5 1.240 1.069 in' Applied Loads Applied @ Left Column DLr ....H L S ..--w E.. Axial Load Downward ' = 0 ' 0 0 0 0 0 k. Moment (+CP = 0 0 0 0 .0 8.576 0 k-ft Shear (+X) 0 0 0 0 0 0 0 k Applied @ Right Columi Axial Load Downward = 0 0 0 0 0 0 . k Moment (+CW) = 0 0 0 0 0 8.576 0 k-ft Shear (+X) = 0 .0. 0 0 0 0 0 k Overburden . = :0 0 o ' 0 b 445 4-05 - 45 77- 44 .4-55 ' 445 :Z-6 10'-O 2-6' y . . -- .. .........- ........................ . ... S.. __ 15-0" 30. • Combined Footing File = C:\Users\bryah\Dektop'.ENERCA-l\EC6797--1.EC6 ENERCALC, INC. 1983-2016, Build:6.16.10.31,Ver.6.16.10.31 - Description: GRADE BEAM AT GRID E DESIGN SUMMARY Factor of Safety Item Applied Capacity - Governing Load Combination - PASS 3.362 Overturning 12.006 k-ft 40.366 k-ft +0.60D+0.70E+0.60H PASSNo Sliding Sliding 0.0 k 2.691 k No Sliding PASS No Uplift Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.3337 Soil Bearing 0.5005 ksf 1.50 ksf +D+0.70E+H PASS 0.03532 1-way Shear - Col #1 2.901 psi 82.158 psi 1.20D+0.50L+0.20S+E+1.60H PASS 0.03495 1-way Shear- Col #2 '2.872 psi 82.158 psi ±0.90D+E+0.90H PASS 0.004020 2-way Punching - Col #1 0.6606 psi 164.317 psi +1 .20D+O.50L+0.20S+E+1.60H PASS 0.002816 2-way Punching - Cal #2 0.4627 psi 164.317 psi +140D+1.60H PASS 0.006325 Flexure - Left of Col 41 - Top -0.8236 k-ft ' 130.219 k-ft +1.20D-f0.50L+0.20S+E+1.60H PASS 0.0 Flexure- Left of Col #1 -Bottom 0.0k-ft 130.219 k-ft -0.90D+W+0.90H PASS 0.05184 Flexure - Between Cols - Top -6.751 k-ft 130.219 k-ft 4-1.20D+0.50L+0,20S+E+160H PASS 0.05184 Flexure - Between Cols - Bottom 6.751 k-ft . 130.219 k-ft +0.90D+E+0.90H PASS '0.0 . Flexure- Right of Col #2-Top 0.0k-ft . 130.219 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.006325 Flexure - Right of Col #2 - Bottor 0.8236 k-ft 130.219 k-ft +1 .20D+0.50L+0.20S+E+1 .60H Soil Bearing . - ............ Eccentricity Actual Soil Bearing Stress Actual I Allow Load Combination Total Bearing from Ftg CL - © Left Edge @ Right Edge Allowable Ratio +D+H - 8.97k 0.000 ft 0.33 ksf 0.33 ksf 1.50 ksf 0.218 +D+L+H 8.97 k 0.000 ft 0.33 ksf 0.33 ksf 1.50ksf 0.218 +D+Lr-i-H 8,97k 0.000 ft 0.33 ksf 0.33 ksf 1.50 ksf 0.218 +D+S+H 8.97k 0.000 ft , 0.33 ksf 0.33 ksf 1.50 ksf 0.218 +D+0,750Lr+0,750L+H 8.97k 0.000 ft 0.33 ksf 0.33 ksf 1.50 ksf 0.218 +D+0.750L+0.750S+H 8.97 k 0.000 ft ' 0.33 ksf 0.33 ksf 1.50 ksf 0.218 +D+0,60W+H 8.97k 0.000 ft 0.33 ksf 0.33 ksf 1.50 ksf 0.2.18 +D+0.70E+H ' 8.97k 1.338 ft . 0.15 ksf 0.50 ksf 1.50 ksf 0.334 +D+0.750Lr+0.750L+0,450W+H .8.97 k 0.000 ft 0.33 ksf 0.33 ksf 1.50 ksf 0.218 D+0750L+07503+0.450W+H 8.97 k 0.000 ft 0.33 ksf 0.33 ksf 1.50 ksf 0.218 +D+0750L+0750S+0,5250E+H 8.97 k 1;004 ft 0.20 ksf 0.46 ksf 1.50 ksf 0.305 +0,60D+0,60W+0,60H 5,35 k 0.000 ft 0.20 ksf 0.20 ksf 1.50 ksf 0.131 +0.600+0.70E+0.60H 5.38 k 2.231 ft 0.02 ksf . 0.37'ksf 1.50 ksf 0.247 Overturning Stability oments about Left Ed k-ft iments about Right Ed k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio +D+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+L+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+Lr+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+S+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0750Lr+0750L+H 0.00 0.00 ' 999,000 0.00 .0.00 ' 999.000 +D+0.750L+0..750S+H ' 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.60W+H - . 0.00 0.00 999.000 0.00 ' 0.00 999.000 . D+0.70E+H 0.00 0.00 999.000 12.01 67.28 5.603 +D+0750Lr+0.750L+0,450W+H 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750L+07505+0.450W-M 0.00 0.00 999.000 . . 0.00 0.00 999.000 +D+0.750L+0.7505+0.5250E+H 0.00 0.00 999.000 9.00 67.28 7.471 +0.60D+0.60W+0,60H 0.00 0.00 999.000 0.00 0.00 . 999.000 +0,60D+0,70E-i-0.60H '0.00 0.00.. 999.000 . . 12.01 40.37 3.362 Sliding Stability Load Combination... .. 'Sliding Force Resisting Foràe Sliding SafetyRatio 0:00 k 2.69 k 999 +D+L+H .0.00 k 2.69.k 999 +D+Lr+H . 0.00 k 2.69 k ' 999 +D+S+H 0.00 k 2.69 k 999 +D+0750Lr+0750L+H 0.00 k ' 2.69 k 999 +D+0,750L+0,7505+H 0.00 k 2.69 k 999 c . - File = C\Users\bryan\Desktop\ENERCA-'i\EC6797--1.EC6 ornulne ooing ENERCALC, INC..1983-2016, BuiId:6.161O.31.Ver:6.16.1O.31 iát 4T1iI,k' l ! fl Description GRADE BEAM AT GRID E Sliding Stability Load Combination... Sliding Force. Resisting Force Sliding SafétyRatio - +D+0.60W+H 0.00 k 2.69 k 999 +D+O.70E+H 0.00 k . 2.69 k 999 +D+0.750Lr-~0.750L+0.450W+H 0.00 k 2.69 k 999 -D0750L+0.750S0.450W+H 0.00 k 2.69k 999. +D+0.750L+0.750S+0.5250E+H 0.00 k 2.69 k 999 +0:60D+0.60W+0.60H 0.00k 1.61.k ' 999 -i-0.600+0.70E+0.60H' 0.00 k 1.61 k 999 One Way' Shear. . . Punching Shear Load Combination Phi Vn vu .@ Cot #1 fu Cot # Ph, Vn ,u @ C0141 eu Cot #4 +140D+160H 82 16 psi 0.02 psi', 002 psi 164 32 psi 046psi 046psi +.1;200+0.50Lr+1.60L+1.60H 82.16 psi 0.02 psi 0:02 psi 164:32 psi 0.40psi 0.40 psi +i.20D+1.60L+0.50S-l-1.60H. 82.16 psi 0.02 psi 0.02 psi 164.32 psi' 0.40 psi 0.40 psi +1 20D+1 60Lr+0 50L+1 60H :82.16 psi 002 psi 002 psi 164.32 psi 0 4Opsi 040 psi -t120D+1.60Lr0.50W1.60H 82.16 psi 0.02 0.02 psi 164.32 psi 0.40ps1 . 0.40 psi +1.20D+O.50L+1.60S+1:60H 82.16 psi .0.02 psi 0.02 psi 164.32 psi 0.40psi -b.40 psi +1 200+1 60S+0 50W-i-i 60H 82.16 psi 002 psi 002 psi 164.32 psi 0 40ps1 040 psi +1.20D+0.50Lr+0.50L+W-i-1.60H 82.16 psi 0.02 psi 0.02 psi 164.32 psi 0.40psi 0.40 psi +1 20D+0 50L+0 50S+W+1 60H 82.16 psi 002 psi 002 psi 164:32 psi 0 4Opsi 040 psi +1.20D+0.50L+0.20s+E+1.60H 2.16 psi . 2.90 psi 2.87 psi 16432 psi 0.66ps1 0.13 psi +0:90D+w+0.90H 82.16 psi 0.01 pi 0.01 psi 164:32 psi 0.30psi 0.30 psi +0;90D+E+0.90H. '82.16 psi ' 2.90 psi' 2.87 psi 164.32 psi 0.56psi ' 0.03 psi '•.•'."'" -. CarIsbad Community & Economic Development 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 No. & Name: Plan Check No.: CBR2016-0492 Project Address: 1047 CHESTNUT AVE Assessor's Parcel No.: 2051902400 Project Applicant: TRUST COWELL LIVING TRUST 10-07-13 (Owner Name) Residential Square Feet: New/Additions: 1,530 Second Dwelling Unit: Commercial Square Feet: New/Additions: City Certification: City of Carlsbad Building Division Date: 03/03/2017 Certification of Applicant/Owners. The person executing this declaration ('Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. EZ Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 EJ Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 xli 66 San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) El San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Nancy Dolce (By Appt. only) [] Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school 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 Official: C',A A1kLQ (ç vvt Title: - Date: 3 ô 1 '7 Name of School District: CARLSBAD UNIFIED SCHOOL DISTRICT Phone: (()33/—.SôcZ 6225 EL CAMINO REAl. CARLSBAD, CA 92009 Building Division (City o f Carlsbad RESIDENTIAL GREEN BUILDING CODE STANDARDS MANDATORY MEASURES CERTIFICATION CHECKLIST B-51 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov This form, signed and completed, and all receipts for the recycled materials shall be submitted to the Building Inspector prior to Final Inspection. Site Development Mandatory 4.106.2 A plan is developed and implemented to manage storm water drainage during construction. (X) 4.106.3 The site shall be planned and developed to keep surface water away from buildings. (X) Construction plans shall indicate how site grading or a drainage system will manage all surface water flows. Energy Efficiency 4.201.1 Low-rise residential buildings shall meet or exceed the minimum standard design required by (X) the California Energy Standards. Water Efficiency and Conservation Indoor Water Use 4.303.1 Indoor water use shall be reduced by at least 20 percent using one of the following methods: (x) Water saving fixtures or flow restrictors shall be used. 7/01/2011 A 20 percent reduction in baseline water use shall be demonstrated. 4303.2 When using the calculation method specified in Section 4.303.1, multiple showerheads shall not (x) exceed maximum flow rates. 7/01/2011 4.303.3 Plumbing fixtures (water closets and urinals) and fittings (faucets and shower heads) shall (x) comply with specified performance requirements. 7/01/2011 Outdoor Water Use 4.304.1 Automatic irrigation systems controllers installed at the time of final inspection shall be weather- (x) based. Enhanced Durability and Reduced Maintenance 4.406.1 Joints and openings. Annular spaces around pipes, electric cables, conduits or other openings in plates at exterior walls shall be protected against the passage of rodents by closing such openings (x) with cement mortar, concrete masonry or similar method acceptable to the enforcing agency. Construction Waste Management Plan 4408.1 A minimum of 50 percent of the construction waste generated at the site is diverted to recycle or (x) salvage. Recycled material receipts from approved recyclers must be attached to this form. 4.408.2 Where a local jurisdiction does not have a construction and demolition waste management (x) ordinance, construction waste management plan, per form B-59, shall be submitted for approval to the enforcing agency. Building Maintenance and Operation 4.410.1 An operation and maintenance manual shall be provided to the building occupant or owner. (x) Environmental Quality Fireplaces 4.503.1 Any installed gas fireplace shall be a direct-vent sealed-combustion type. Any installed woodstove or pellet stove shall comply with US EPA Phase II emission limits where applicable. (X) Woodstoves, pellet stoves and fireplaces shall also comply with applicable local ordinances. B-51 Page 1 of 2 Rev. 11/15 Pollutant Control 4504.1 Duct openings and other related air distribution component openings shall be covered (X) during construction. 4.504.2.1 Adhesive, sealants and caulks shall be compliant with VOC and other toxic compound (X) limits. (x) 4.504.2.2 Paints, stains and other coatings shall be compliant with VOC limits. (X) 4.504.2.3 Aerosol paints and coatings shall be compliant with product weighted MlR limits for ROC and other toxic compounds. (X) 4.504.2.4 Documentation shall be provided to verify that compliant VOC limit finish materials have been used. (X) 4504.3 Carpet and carpet systems shall be compliant with VOC limits. 4.504.4 50 percent of floor area receiving resilient flooring shall comply with VOC-emission limits (x) defined in the Collaborative for High Performance Schools (CHPS) Low-emitting Materials List or be certified under the Resilient Floor Covering Institute (RFCI) FloorScore program. (X) 4.504.5 Particleboard, medium density fiberboard (MDF) and hardwood plywood used in interior finish systems shall comply with low formaldehyde emission standards. Interior Moisture Control 4.505.2 Vapor retarder and capillary break is installed at slab on grade foundations. (x) 4.505.3 Moisture content of building materials used in wall and floor framing is checked before (X) enclosure. Indoor Air Quality and Exhaust 4506.1 Exhaust fans which terminate outside the building are provided in every bathroom. (x) Environmental Comfort 4.507.1 Whole house exhaust fans shall have insulated louvers or covers which close when the (X) fan is off. Covers or louvers shall have a minimum insulation value of R-4.2. 4.507.2 Duct systems are sized, designed, and equipment is selected using the following methods: S (X) Establish heat loss and heat gain values according to ACCA Manual J or equivalent. Size duct systems according to ACCA 29-D (Manual D) or equivalent Select heating and cooling equipment according to ACCA36-S (Manual 5) or equivalent. Installer and Special Inspector Qualifications 702.1 HVAC system installers are trained and certified in the proper installation of HVAC (x) systems. 702.2 Special inspectors employed by the owner must be qualified and able to demonstrate (x) competence in the discipline they are inspecting. I, as the professional responsible for this project, certify that, to the best of my knowledge, the mandatory items listed on this form have been incorporated into the project in order to comply with Title 24, Part 11 of the 2013 California Green Building Standards. All receipts for recycled materials have been attached to this form. Project Address: /7efrWr AvG Plan Check Print Name: OA ?X,rn Signed: License Number: Date: o' /i3/i B-51 Page 2of2 Rev. 11/15