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HomeMy WebLinkAbout155 CHESTNUT AVE; ; PC2018-0010; PermitPermit No: PC2018-0010 Work Class: Lot #: Project #: Construction Type Orig. Plan Check U: Plan Check U: Residential DEV2017-0195 Status: Applied: Issued: PermitFinal Close Out: Inspector: Final Inspection: Closed - Finaled 03/05/2018 06/05/2018 05/04/2020 PERMIT REPORT rc ityof Carlsbad Print Date: 05/04/2020 Job Address: 155 Chestnut Ave Permit Type: BLDG-Plan Check Parcel No: 2042341500 Valuation: $0.00 Occupancy Group: # Dwelling Units: Bedrooms: Bathrooms: Project Title: KIM RESIDENCE REMODEL Description: KIM: MAIN DWLG 199 SF LIV ADDITION & 911 SF REMODEL W/ 149 SF PORCH & 76 SF DECK & DEMO 242 SF EXISTING GARAGE I/I NEW 734 SF DETACHED GARAGE WITH 602 SF ADU ABOVE GARAGE W/ 410 SF DECK Owner: KIM S HYUNG 155 Chestnut Ave CARLSBAD, CA 92008-3107 310-408-3281 FEE AMOUNT MANUAL BUILDING PLAN CHECK FEE -- $1,163.82 Total Fees: $ 1,163.82 Total Payments To Date: $ 1,163.82 Balance_Due:$0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov Page 1 of 1 THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: 0 PLANNING 0 ENGINEERING 0 BUILDING 0 FIRE 0 HEALTH 0 HAZMATIAPCD Building Permit Application Plan Check No. -Yj10 City of 1635 Faraday Ave., Carlsbad, CA 92008 Est. Value 'LI L_2' - Carlsbad Ph: 760-602-2719 Fax: 760-602-8558 Plan Ck. DeposIt email: building@carlsbadca.gov www.carlsbadca.gov Date IswPPP JOB ADDRESS I SUITE#/SPACE#/UNIT# APN 155 Chestnut Ave I I 204 - 234 - 15 - 00 CT/PROJECT A - I-cT LOT # IPHASE# I C OF UNITS 10 BEDROOMS I A BATHROOMS I TENANT BUSINESS NAME CONSTR. TYPE I 0CC. GROUP Addition.of,4&quare feet of new habitable space to an exist1iig.9j square foot one-story single family residence, demolition àf an existing one-car garage and contruction of a detached two-car garage, with a new 602 square foot acessory dwelling unit above the garage. I I I I YESEP. NOG I YES NOD I YESNO APPLICANT NAME PROPERTY OWNER NAME Hyung Kim Hyung Kim ADDRESS ADDRESS 155 Chestnut Ave 155 Chestnut Ave Cliv STATE ZIP Cliv STATE ZIP PHONE Carlsbad CA 92008 Carlsbad CA 92008 310-408-3281 FAX PHONE 310.408.3281 FAX DESIGN PROFESSIONAL CONTRACTOR BUS. NAME ADDRESS ADDRESS 1-3-3;tj1 I '1Y'-W rr -r'-"c'? IPHONE I FAX PHONE IFAX I 7(o TcL-or7 I 'EMAIL I ;v-.es 2 I dow cOr EMAIL (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, Improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he Is licensed pursuant to the provisions of the Contractors Ucense 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 oenaltv of not more than five hundred dollars (55001). Workers' Compensation Declaration:! here by affirm under penalty of pe4uiy one of the following declarations: RI have and will maintain a certificate of consent to seif.lnsure 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 carrier 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. (J 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 (11,100,000), In addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, Interest and attorney's fees. CONTRACTOR SIGNATURE 0 AGENT DATE - I hereby affirm that! am exempt from Contractor's License Law for the following reason: I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business 'and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). (J 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). [J lam exempt under Section Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. JYes Drio 2.1(have I have not) signed an application fora building permit for the proposed work. 3.1 have contracted with the fotowing person (firm) to provide the proposed construction (include name address! phone! contractors' license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work(include name! address I phone! contractors' license number): I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name! address! phone! type of work): PROPERTY OWNER SIGNATURE t/2 /C__ []AGENT DATE 3 // JJ .PE RM .tI T S JO N LY . Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? I] Yes 0 No lathe applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? DYes CI 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 APPUCANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. CONSTRUCTION LENDING AGENCY 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 I' IceilifythatI have read the application and state thatthe above Information is correct and thatthe Information on t6e plans Is accurate. I agreft complirwith all CrWordinances and State laws ielalingtobuildingconstruction. I herebyauthodee representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I AIM AGREE TOSAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA- An OSHA permit is required for excavations over 50' deep and demolition or construction of structures over 3stories in height EXPIRATION: Every permit issued by the Building 011icial under the provisions of this Code shall expire by limitation and become null and void ff the building orwork authorized bysuch permit is not commenced within 180 days from the date of such pemiitoritthe building or work authorized by such permit is suspended or abandoned at any time after the work is commenced fore period of 180 days (Section 106.4.4 Urrifomi Building Code). ..'APPLICANT'S SIGNATURE \_i. (,L, DATE 3 - - IT EsGil A SAFEbuilt Company DATE: 06/01/18 0 APPLICANT U JURIS. JURISDICTION: City of Carlsbad PLAN CHECK#.: PC2018-0010 SET: IV PROJECT ADDRESS: 155 Chestnut Ave. PROJECT NAME: Addition, Remodel, New Garage with ADU and New Porch for Kim Residence LI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. LI The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. LI The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. LI 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: Hyung Kim EsGil staff -did not advise the applicant that the plan check has been completed. LI EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Hank Kim Telephone #: 310-408-3281 Date contacted: / (by)) Email: hank.s.kimgmail.com Mail Telephone Fax In Person REMARKS Applicant to add note on 81S-3 clouded in red, and remove notc~ By: Javier Snider (RM) Enclosures: EsGil 06/01/18 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil A SAFEbuttCompany DATE: 05/21/18 q APPLICANT JURISDICTION: City of Carlsbad (tl JURIS. PLAN CHECK #.: PC2018-0016 SET: III PROJECT ADDRESS: 155 Chestnut Ave. PROJECT NAME: Addition, Remodel, New Garage with ADU and New Porch for Kim Residence The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. LI The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans aresubmitted for recheck. LI 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: Hyung Kim LI EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Hank Kim Telephone #: 310-408-3281 -' Date contacted: SIZZI I' (b-.8) Email: hank.s.kim@gmail.com ail Telephone Fax In Person F REMARKS: By: Javier Snider (RM) Enclosures: EsGil 05/15/18 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad PC2018-0010 05/21118 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. PLANS 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. 2. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). Plans deviating from conventional wood frame construction shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations. (California Business and Professions Code). To be reverified. EXITS, STAIRWAYS, AND RAILINGS 20. Guards (Section R312). Noticed that structural sheets refer to architectural plans for guard detailing. Please note that d) Shall be detailed to show capability to resist a concentrated load of 200 pounds in any direction along the top rail. Table R301.5. Structural sheets and details were not submitted with the plans. I could not verify moment resisting connection based on architectural drawings. Engineer of record to provide and reference guard connection to framing. Please show evidence that a safety factor of 4 has been incorporated into the design. FOUNDATION REQUIREMENTS 58. Show depth of existing perimeter footing to be used for new 2-story structure. Also, please dimension new perimeter for Garage/ADU. Cfty of Carlsbad PC2018-0010 05/21/18 59. Note on plans that surface water will drain away from building and show drainage pattern. The grade shall fall a minimum of 6" within the first 10 feet. Section R401.3. Note: "The grade shall fall a minimum of 6" within the first 10'." 60 Show on plans that wood shall be 6" minimum above finish grade. Section R404.1.6. Foundation anchorage in Seismic Design Categories C, Do, Di and D2. In addition to the requirements of Section R403.1.6, the following requirements shall apply to wood light-frame structures in Seismic Design Categories Do, Di and 02 and wood light-frame townhouses in Seismic Design Category C. R403.1.6.1 Interior braced wall plates shall have anchor bolts spaced at not more than 6 feet on center and located within 12 inches of the ends of each plate section when supported on a continuous foundation. Interior bearing wall sole plates shall have anchor bolts spaced at not more than 6 feet on center and located within 12 inches of the ends of each plate section when supported on a continuous foundation. MECHANICAL To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes No 0 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 Javier Snider (RM) at EsGil Corporation. Thank you. EsGil A SAFEbui1tCompariy DATE: May 10, 2018 U APPLICANT 14'JURIS. JURISDICTION: City of Carlsbad PLAN CHECK#.: PC2018-0010 SET:II PROJECT ADDRESS: 155 Chestnut Ave. PROJECT NAME: Addition, Remodel, New Garage with ADU and New Porch for Kim Residence - LI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. LI The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. LI The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. LI 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: Hyung Kim LI EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Hank Kim Telephone #: 310-408-3281 Date contacted: 5110 119 (by—) Email: hank.s.kimgmail.com 6 :!RE~M~ARKS. iITelephone Fax In Person By: Rich Moreno Enclosures: EsGil May 3, 2018 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad PC2018-0010 May 10, 2018 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current PLANS 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. 2. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). Plans deviating from conventional wood frame construction shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations. (California Business and Professions Code). To be reverified. Please provide an index section on the cover sheet of the plans. Plan index section did was not updated for structural sheets. GENERAL RESIDENTIAL REQUIREMENTS Sleeping rooms shall have a window or exterior door for emergency escape. Section R310. See Master bedroom. Windows must have an openable area of at least 5.7 square feet, with the minimum openable width 20" and the minimum openable height 24". The minimum height and width dimensioning were correct, but the minimum opening area must also meet the 5.7 sq-ft requirement Glazing in the following locations should be shown on the plans as safety glazing material in accordance with Section R308.4: City of Carlsbad PC2018-0010 May 10, 2018 b. Glazing in the walls/doors facing or containing bathtubs, showers where the bottom exposed edge of the glazing is less than 60" above the standing surface. Exception: Glazing that is more than 60", measured horizontally, from the water's edge of a bathtub. See Windows C on plans. EXITS, STAIRWAYS, AND RAILINGS 20. Guards (Section R312). Noticed that structural sheets refer to architectural plans for guard detailing. Please note that d) Shall be detailed to show capability to resist a concentrated load of 200 pounds in any direction along the top rail. Table R301.5. Structural sheets and details were not submitted with the plans. I could not verify moment resisting connection based on architectural drawings. Engineer of record to provide and reference guard connection to framing. STRUCTURAL Structural sheets were missing from set. Please provide on resubmittal. The following items from jst set still remain. A) I could not review the structural plans on this submittal, but please detail lateral force transfer from cantilevered wall section to diaphragm for exterior wall at roof deck. Please coordinate structural plan sheets with architectural sheets. See window locations at 2nd floor for Main residence and ADU for example. Show stud size, height and spacing on the plans. Maximum allowable stud heights shall be per Table R602.3(5). Provide ADU trellis framing on resubmittal. Also provide and reference lateral calculations or knee bracing for structure. If not deferred: Provide truss details and truss calculations for this project. Specify truss identification numbers on the plans. If not deferred: Please provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i.e., a "review" stamp on the truss calculations or a letter). CBC Section 107.3.4.1. Balconies and decks shall be designed for 150% of the live load (60 psf) required by Table 1607.1. CBC Table 1607.1, as amended by emergency building standards. Provide longitudinal and traverse grid lines for structural documents. Increase in Forces Due to Irregularities for Seismic Design Categories D. For structures assigned to Seismic Design Category D and having a horizontal structural irregularity of Type 1a, 1b, 2, 3, or in ASCE 7-10 Table 12.3-1 or a vertical structural City of Carlsbad PC2018-0010 May 10, 2018 irregularity of Type 4 in Table 12.3-2, the design forces determined from Section 12.8.1 shall be increased 25 percent for connections of diaphragms to vertical elements and to collectors and for connections of collectors to the vertical elements. Collectors and their connections also shall be designed for these increased forces unless they are designed for the Iload combinations with over strength factor of Section 12.4.3.2, in accordance with ASCE Section 12.10.2.1. Provide calculations for over strengthened joist supporting shear wall. Provide and reference deck floor framing to residence fastening detail. Provide and reference location and type of vertical hold-downs to resist overturning at 2ns floor. No framing information was provided for stairs. please show stringer size, stringer to joist/beam connections and connection hardware information on resubmittal. Provide roof deck framing plans. please note that for parapets acting as guard, sufficient detailing must be provided to justify fastening to resist moment from guard requirement. Detail braced wall connections, including roof and floor diaphragms, to braced walls. Section R602.10.8. Could not locate where T-2 calculations were added to l st floor shear load for ADU. Detail and reference all shear locations with a detail showing shear extending to floor/roof sheathing. Detail to include edge nailing of roof diaphragm to members below. Minimum; 2 details required i.e. when shear walls are perpendicular to roof framing/trusses (blocking panels) and when shear walls are parallel to roof framing members. No sure how detail 16/S3.1 pertains to this framing plan. The plans shall indicate that special inspection will be provided for the following work. (CBC Chapter 17 and Section 107.2) Expansion/Epoxy anchors. Periodic special inspection should be provided for anchors installed in hardened concrete. Section 1705.3. 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. Show depth of existing perimeter footing to be used for new 2-story structure. Also, please dimension new perimeter for Garage/ADU. City of Carlsbad PC2018-0010 May 10, 2018 59. Note on plans that surface water will drain away from building and show drainage pattern. The grade shall fall a minimum of 6" within the first 10 feet. Section R401.3. 60 Show on plans that wood shall be 6" minimum above finish grade. Section R404.1.6. Foundation anchorage in Seismic Design Categories C, Do, Di and D2. In addition to the requirements of Section R403.1.6, the following requirements shall apply to wood light-frame structures in Seismic Design Categories Do, Di and D2 and wood light-frame townhouses in Seismic Design Category C. R403.1.6.1 Interior braced wall plates shall have anchor bolts spaced at not more than 6 feet on center and located within 12 inches of the ends of each plate section when supported on a continuous foundation. Interior bearing wall sole plates shall have anchor bolts spaced at not more than 6 feet on center and located within 12 inches of the ends of each plate section when supported on a continuous foundation. If Affected: Show minimum underfloor access of 16" x 24". Section R408.4. If affected: Show minimum underfloor ventilation equal to 1 sq. ft. for each 150 sq. ft. of underfloor area. One such opening shall be within 3' of each corner of the building. Section R408.1. MECHANICAL 64. Show on the plans the location, type and size (Btu's) of all heating and cooling appliances or systems. Show unit rating on plans. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes No L3 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 Rich Moreno at EsGil Corporation. Thank you. EsGil A SAFEbui1t'Company DATE: Mar 19, 2018 U APPLICANT JURIS. JURISDICTION: City of Carlsbad PLAN CHECK#.: PC2018-0010 SET:I PROJECT ADDRESS: 155 Chestnut Ave. PROJECT NAME: Addition, Remodel, New Garage with ADU and New Porch for Kim Residence fl The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list -----and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Hyung Kim E EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Hank Kim Telephone #: 310-408-3281 Date contacted: 3I Ii Fr (by—&8) Email: hank.s.kim©gmail.com Fax In Person E1 REMARKS: By: Rich Moreno Enclosures: EsGil Mar 8, 2018 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad PC2018-0010 Mar 19, 2018 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK #.: PC2018-0010 JURISDICTION: City of Carlsbad PROJECT ADDRESS: 155 Chestnut Ave. FLOOR AREA: Addition: 1311 sq-ft Remodel: 914 sq-ft ADU: 734 sq-ft Porch: 384 sq-ft Garage:734 sq-ft REMARKS: DATE PLANS RECEIVED BY JURISDICTION: Mar 5, 2018 DATE INITIAL PLAN REVIEW COMPLETED: Mar 19, 2018 FOREWORD (PLEASE READ): STORIES: 2 HEIGHT: 22-ft DATE PLANS RECEIVED BY ESGIL CORPORATION: Mar 8, 2018 PLAN REVIEWER: Rich Moreno This plan review is limited to the technical requirements contained in the California version of the International Residential Code, International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 2016 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2015 IRC, 2015 IBC, 2015 UPC, 2015 UMC and 2014 NEC. The above regulations apply, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2015 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., elan sheet number, specification section. etc. Be sure to enclose the marked up list when you submit the revised plans. Pity of Carlsbad PC2018-0010 Mar 19, 20 18 [DO NOT PAY - THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK #.: PC2018-0010 PREPARED BY: Rich Moreno DATE: Mar 19, 2018 BUILDING ADDRESS: 155 Chestnut Ave. BUILDING OCCUPANCY: R-3/U BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Remodel 914 city est 411,625 Addition 1311 ADU 734 Garage 734 Porch 384 Air Conditioning I Fire Sprinklers TOTAL VALUE 411,625 Jurisdiction Code 1cb IBY Ordinance 1997 UBC Building Permit Fee I 1997 UBC Plan Check Fee Type of Review: El Complete Review El Structural Only I $1,733.661 I $1,126.881 Repetitive Fee Repeats El Other Hourly Hr. @ * EsGil Fee I $988.191 Comments: Sheet 1 of 1 Pity of Carlsbad PC2018-0010 Mar 19, 2018 PLANS Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 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. 2. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). Plans deviating from conventional wood frame construction shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations. (California Business and Professions Code). Specify on the Title Sheet of the plans the gross floor area of each element of this project, including dwelling, garage, carport, patio, deck and balcony. Section R106.2. Areas noted on plans do not match areas on permit application. Please provide an index section on the cover sheet of the plans. ADU note on the cover sheets states that ADU will not be part of permit. is this correct? On the cover sheet of the plans, specify any items that will have a deferred submittal (trusses, fire sprinklers/alarms, etc.). Additionally, provide the following note on the plans: "Submittal documents for deferred submittal items shall be submitted to the registered design professional in responsible charge, who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official." Pity of Carlsbad PC2018-0010 Mar 19, 2018 FIRE PROTECTION 9. Please indicate on the plans whether the existing residence has a fire sprinkler system installed. If so, then provide a note stating that any additions/alterations will be provided with an automatic residential fire sprinkler system. Section R313.2. 10. Please verify with city's fire department whether fire sprinklers will be required for this project. 11. Exterior walls and projections shall comply with one of the following tables. Section R302. 1. Please review and address the following specific concerns: Use this table if the building DOES NOT have an automatic fire sprinkler system. Exterior Wall Element Mm. Fire Rating Min. Fire Separation Distance (Fire-Resistance Rating) 1-hour, with exposure <5 feet Walls from both sides (Not Fire Rated) 0 hours a 5 feet Not Allowed N/A <2 feet Projections (Fire-Resistance Rating) 1-hour on the 2: 2 feet to 5 feet underside a (Not Fire Rated) 0 hours a5feet Not Allowed N/A <3 feet 25% maximum of wall 0 hours 3 feet Wall Openings area Unlimited 0 hours 5 feet Penetrations All See Sec. R302.4 <5 feet None required 5 feet a May be reduced to 0 hours on the underside of the projection if fireblocking is provided from the wall's top plate to the underside of the roof sheathing. Use this table if the building DOES have an automatic fire sprinkler system. Exterior Wall Element 'Mm. Fire Rating Fire Separation Min . Distance Walls (Fire-Resistance Rating) 1-hour, with exposure from both sides <3 feet (Not Fire Rated) 0 hours k 3 feet Projections Not Allowed N/A <2 feet (Fire-Resistance Rating) 1-hour on the underside a 2,2 feet to 3 feet (Not Fire Rated) 0 hours 3 feet Wall Openings Not Allowed N/A <3 feet Unlimited 0 hours 3 feet Penetrations All See Sec. R302.4 <3 feet I None required 1 3 feet a May be reduced to 0 hours on the underside of the projection if fireblocking is provided from the wall's top plate to the underside of the roof sheathing. 12. Projections, including eaves, must be at least 24" from a property line. Table R302.1. Pity of Carlsbad PC2018-0010 Mar 19, 2018 13. Show locations of permanently wired smoke alarms with battery backup, per Section R314: Inside each bedroom. Outside each separate sleeping area in the immediate vicinity of the bedrooms. C) On each story, including basements. d) Such smoke alarm locations shall comply with the following: They shall be not less than 3' from the door opening of a bathroom. They shall be at least 20' from a cooking appliance. They shall be at least 3' from supply registers of heating/cooling systems. They shall be at least 3' from the tip of the blade of a ceiling-mounted fan. NOTE: When more than one :smoke alarm is required to be installed, the alarm devices shall be interconnected in such a manner that the actuation of one alarm will activate all of the alarms in the unit. 14. In existing buildings, when alterations, repairs or additions requiring a permit occur (or when one or more sleeping rooms are added), the dwelling unit shall be provided with smoke alarms located as required for new dwellings; the smoke alarms shall be interconnected and hard wired. Exception: Smoke alarms in existing areas need not be interconnected and hard wired where the alterations or repairs do not result in the removal of interior wall or ceiling finishes exposing the structure, unless there is an attic, crawl space, or basement available which could provide access for hard wiring and interconnection without the removal of interior finishes. Section R314.8.1. 15. In dwelling units within which fuel-burning appliances are installed (and in dwelling units having attached garages), show the locations of permanently wired carbon monoxide alarms with battery backup, per Section R315: Outside each separate sleeping area in the immediate vicinity of the bedrooms. On each story, including basements. NOTE: When more than one carbon monoxide alarm is required to be installed, the alarm devices shall be interconnected in such a manner that the actuation of one alarm will activate all of the alarms in the unit. 16. When alterations, repairs or additions are proposed for dwelling units within which fuel-burning appliances are installed (and in dwelling units having attached garages), the dwelling unit shall be provided with carbon monoxide alarms located as required for new dwellings; the carbon monoxide alarms shall be interconnected and hard wired. Exception: Carbon monoxide alarms in existing areas need not be interconnected and hard wired where the alterations or repairs do not result in the removal of interior wall or ceiling finishes exposing the structure, unless there is an attic, crawl space, or basement available which could provide access for hard wiring and interconnection without the removal of interior finishes. Section R315.2. Pity of Carlsbad PC2018-0010 Mar 19, 2018 GENERAL RESIDENTIAL REQUIREMENTS 17. Sleeping rooms shall have a window or exterior door for emergency escape. Section R310. See Master bedroom. Windows must have an openable area of at least 5.7 square feet, with the minimum openable width 20" and the minimum openable height 24". The bottom of the clear opening shall not exceed 44" above the floor. Do not measure to the window sill. This generally applies to windows that have a height of 3' or less. See the figure below to see the correct method of measurement. 18. Glazing in the following locations should be shown on the plans as safety glazing material in accordance with Section R308.4: Glazing in doors. Glazing in the walls/doors facing or containing bathtubs, showers where the bottom exposed edge of the glazing is less than 60" above the standing surface. Exception: Glazing that is more than 60", measured horizontally, from the water's edge of a bathtub. See the figure below. Bathtub, whirlpool tub Sc S( 0 In. or Section view SG = Safety glazing required Measurements are to exposed glazing All glass railings, regardless of height, above a walking surface (including structural baluster panels and nonstructural in-fill panels). CONTINUED Pity of Carlsbad PC2018-0010 Mar 19, 2018 d) Glazing adjacent to a door where the nearest vertical edge of the glazing is within a 24" arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60" above the walking surface. Exceptions: Glazing in walls on the latch side of and perpendicular to the plane of the door in a closed position. Glazing in walls on the push side of and perpendicular to the plane of the door in a closed position (hinge side). Glazing that is adjacent to the fixed panel of patio doors. EXITS,. STAIRWAYS, AND RAILINGS 19. Landings at exterior doors. There shall be a landing or floor on each side of each exterior door. The width of each landing shall not be less than the door served and have a minimum! or 36-inches measured in the direction of travel. Exterior landings shall be permitted to have a slope not to exceed %-inch per foot. Landings or finished floors shall not be more than 1.5 inches lower than the top of the threshold for outward swinging exterior doors or 7.75" for doors that do not swing outwards. R311.3. 20. Guards (Section R312). Noticed that structural sheets refer to architectural plans for guard detailing. Please note that: Shall be installed along open-sided walking surfaces that are located more than 30" above the floor or grade below. Shall have a height of 42" (may be 34" along the sides of stairs). Openings between railings shall be less than 4". The triangular openings formed by the riser, tread and bottom element of a guardrail at a stair shall be less than 6". Shall be detailed to show capability to resist a concentrated load of 200 pounds in any direction along the top rail. Table R301.5. 21. Provide stairway and landing details. Section R311.7. Maximum rise is 7-3/4" and minimum run is 10", measured from the nosing projection. Where there is no nosing, the minimum run is 11". Minimum headroom is 6-8". Minimum width is 36". The greatest riser height within any flight of stairs shall not exceed the smallest by more than 3/8 inch. The greatest tread depth within any flight of stairs shall not exceed the smallest by more than 3/8 inch. 22. Open risers are only permitted if the opening between treads does not permit the passage of a 4" diameter sphere. Section R311.7.5.1. 23. A nosing (between %" and 1-W) shall be provided on stairways with solid risers. Exception: No nosing is required if the tread depth is at least 11 inches. Section R311.7.5.3. City of Carlsbad PC2018-0010 Mar 19, 2018 24. Handrails (Section R311.7.8): Shall be provided on at least one side of each stairway with four or more risers. Handrails and extensions shall be 34" to 38" above nosing of treads and be continuous. The handgrip portion of all handrails shall be not less than 11% inches nor more than 2 inches in cross-sectional dimension. See Section R311.7.8.3 for alternatives. Handrails projecting from walls shall have at least 1-V2 inches between the wall and the handrail. Ends of handrails shall be returned or shall have rounded terminations or bends. 25. Every stairway landing shall have a dimension, measured in the direction of travel, at least equal to the stairway width. If a door occurs at the landing, such dimension need not exceed 36 inches. Section R311.7.6. Exception: At the top of an interior flight of stairs, provided a door does not swing over the stairs. 26. The walls and soffits of the enclosed usable space under stairs shall be protected on the enclosed side with 1A-inch gypsum board. Section R302.7. ROOFS/DECKS/BALCONIES 27. Egress door requires a minimum width of 32-inches. Per Section 311.2. 28. Wood balconies and decks that support moisture-permeable floors shall be provided with an impervious moisture barrier system under the moisture-permeable floor, with positive drainage. CBC Section 2304.12.2.5, as amended by emergency building standards. 29. Enclosed framing in wood exterior balconies and decks shall be provided with openings that provide a net free cross ventilation area not less than 1/150 of the area of each separate space. CBC Section 2304.12.2.6, as amended by emergency building standards. 30. Specify on the plans the following information for the deck/balcony surfacing materials, per Section RI 06.1 .1 Manufacturer's name and product name/number. ICC approval number, or equal. 31. Specify on the plans the following information for the roof materials, per Section R106.1.1: Manufacturer's name and product name/number. ICC approval number, or equal. City of Carlsbad PC2018-0010 Mar 19, 2018 Show location of attic access with a minimum size of 22"x30", unless the maximum vertical headroom height in the attic is less than 30". Access must be provided to each separated attic area (if over 30 sq. ft.), shall be located in a hallway or other readily accessible location and 30" headroom clearance is required above the opening. Section R807.1. Note on the plans: "Attic ventilation openings shall be covered with corrosion-resistant metal mesh with 1/16" minimum to ¼" maximum openings. Section R806.1. Show the required ventilation for attics (or enclosed rafter spaces formed where ceilings are applied directly to the underside of roof rafters). The minimum vent area is 1/150 of attic area (or 1/300 of attic area if at least 40% (but not more than 50%) of the required vent is located no more than 3' below the ridge). Show on the plans the area required and area provided.. Section R806.2. a) When using a radiant barrier, California energy design affects the attic ventilation area requirement: If using the Prescriptive method for energy compliance, then the attic vent area must be at the 1/150 area: If using the Performance method, either the 150 or 300 areas may be used, as documented on the energy forms. Section RA4.2.1. GARAGE AND CARPORTS 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). Garages beneath habitable rooms shall be separated by not less than 5/8" Type X gypsum board. Section R302.6. Unless garage is for the exclusive use of ADU, please show that walls and floors separating units shall have a sound transmission class (STC) of not less than 50. Additionally, floors must have an impact insulation class (lIC) rating of not less than 50. CBC Section 1207. Show the location of and provide details of the listed wall and floor/ceiling assemblies, and indicate the listing agency and listing number for the tested ratings. Provide a note on the plans stating: "Penetrations of fire-resistive walls, floor-ceilings and roof-ceilings shall be protected as required in CRC Section R302.4." Floor assemblies separating units in a duplex shall be of one-hour fire resistive construction (½-hour if the building has an automatic sprinkler system). Provide details of the assemblies. Section R302.3. Such assemblies shall extend to and be tight to the exterior wall, where applicable. STRUCTURAL Please coordinate structural plan sheets with architectural sheets. See window locations at 2nd floor for Main residence and ADU for example. Show stud size, height and spacing on the plans. Maximum allowable stud heights shall be per Table R602.3(5). City of Carlsbad PC2018-0010 Mar 19, 2018 Provide ADU trellis framing on resubmittal. Also provide and reference lateral calculations or knee bracing for structure. If not deferred: Provide truss details and truss calculations for this project. Specify truss identification numbers on the plans. If not deferred: Please provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i.e., a "review" stamp on the truss calculations or a letter). CBC Section 107.3.4.1. Balconies and decks shall be designed for 150% of the live load (60 psf) required by Table 1607.1. CBC Table 1607.1, as amended by emergency building standards. Provide longitudinal and traverse: grid lines for structural documents. Increase in Forces Due to Irregularities for Seismic Design Categories D. For structures assigned to Seismic Design Category 0 and having a horizontal structural irregularity of Type Ia, Ib, 2, 3, or in ASCE 7-10 Table 12.3-1 or vertical structural irregularity of Type 4 in Table 12.3-2, the design forces determined from Section 12.8.1 shall be increased 25 percent for connections of diaphragms to vertical elements and to collectors and for connections of collectors to the vertical elements. Collectors and their connections also shall be designed for these increased forces unless they are designed for the 1load combinations with over strength factor of Section 12.4.3.2, in accordance with ASCE Section 12.10.2.1. Provide calculations for over strengthened joist supporting shear wall. Provide and reference deck floor framing to residence fastening detail. Provide and reference location and type of vertical hold-downs to resist overturning at 2ns floor. No framing information was provided for stairs. please show stringer size, stringer to joist/beam connections and connection hardware information on resubmittal. Provide roof deck framing plans. please note that for parapets acting as guard, sufficient detailing must be provided to justify fastening to resist moment from guard requirement. Detail braced wall connections, including roof and floor diaphragms, to braced walls. Section R602.10.8. Could not locate where T-2 calculations were added .to 1st floor shear load for ADU. City of Carlsbad PC2018-0010 Mar 19, 2018 54. Detail and reference all shear locations with a detail showing shear extending to floor/roof sheathing. Detail to include edge nailing of roof diaphragm to members below. Minimum 2 details required i.e. when shear walls are perpendicular to roof framing/trusses (blocking panels) and when shear walls are parallel to roof framing members. 55. No sure how detail 16/S3.1 pertains to this framing plan. 56. The plans shall indicate that special inspection will be provided for the following work. (CBC Chapter 17 and Section 107.2) a) Expansion/Epoxy anchors. Periodic special inspection should be provided for anchors installed in hardened concrete. Section 1705.3. FOUNDATION REQUIREMENTS 57. 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. 58. Show depth of existing perimeter footing to be used for new 2-story structure. Also, please dimension new perimeter for Garage/ADU. 59. Note on plans that surface water will drain away from building and show drainage pattern. The grade shall fall a minimum of 6" within the first 10 feet. Section R401.3. 60. Show on plans that wood shall be 6" minimum above finish grade. Section R404.1.6. 61. Foundation anchorage in Seismic Design Categories C, Do, Di and D2. In addition to the requirements of Section R403.1.6, the following requirements shall apply to wood light-frame structures in Seismic Design Categories Do, Di and D2 and wood light-frame townhouses in Seismic Design Category C. R403.1.6.1 Interior braced wall plates shall have anchor bolts spaced at not more than 6 feet on center and located within 12 inches of the ends of each plate section when supported on a continuous foundation. Interior bearing wall sole plates shall have anchor bolts spaced at not more than 6 feet on center and located within 12 inches of the ends of each plate section when supported on a continuous foundation. 62. If Affected: Show minimum underfloor access of 16" x 24". Section R408.4. 63. If affected: Show minimum underfloor ventilation equal to 1 sq. ft. for each 150 sq. ft. of underfloor area. One such opening shall be within 3' of each corner of the building. Section R408.1. MECHANICAL 64. Show on the plans the location, type and size (Btu's) of all heating and cooling appliances or systems. City of Carlsbad PC2018-0010 Mar 19, 2018 65. Every dwelling unit shall be provided with heating facilities capable of maintaining a room temperature of 68 degrees F at a location 3 feet above the floor and 2 feet from exterior walls in all habitable rooms. Show basis for compliance. CRC 303.9. 66. Show the minimum 30" deep unobstructed working space in front of the attic installed furnace. Section CIVIC Section 304.1. 67. The access opening to attics must be large enough to remove the largest piece of mechanical equipment and be sized not less than 30" x 22". CIVIC Section 304.4. 68. Note that passageway to the mechanical equipment in the attic shall be unobstructed, have continuous solid flooring not less than 24 inches wide, and be not more than 20 feet in length from the access opening to the appliance. CIVIC Section 304.41. 69. Show a permanent electrical receptacle outlet and lighting fixture controlled by a switch located at the entrance for furnaces located in an attic. CIVIC Section 304.4.4 70. Detail the dryer exhaust duct design from the dryer to the exterior. The maximum length is 14 feet with a maximum of two 90-degree elbows or provide the manufacturer's duct length specification description on the plans: Include the dryer specifications (manufacturer, model, and fuel type) as well as the duct description (size and type). CIVIC Section 504.4.2. 71. Specify on the plans the following information for the fireplace(s): Manufacturer's name/model number and ICC approval number, or equal. Show the height of the factory-built chimney above the roof and the horizontal clearances per listing approval. Chimneys shall extend at least 3' above the highest point where it passes through a roof and at least 2' higher than any portion of a building within a horizontal distance of 10 feet. CIVIC Section 802.5.4. C) Note on the plans that approved spark arrestors shall be installed on all chimneys. CRC Section R1003.9. d) Decorative shrouds shall not be installed at the termination of chimneys for factory-built fireplaces, except where such shrouds are listed and labeled for use with the specific system and installed in accordance with the manufacturer's installation instructions. Section CRCI 004.3. PLUMBING 72. Show water heater size (1st hour rating), type, and location on plans. Note: For both new dwellings and additions the Energy Standards (150.0(n)) requires a gas input rating of 200,000 Btu for both tank and instantaneous gas water heaters. (Also) Provide a gas piping design for the gas system. 73. Note on the plans that "combustion air for fuel burning water heaters will be provided in accordance with the Plumbing Code". 74. The fuel-fired water heater is shown installed in a bedroom/bathroom. Detail compliance with CPC 504.1: 1) A direct vent style of water heater 2) Specify it is to be installed in a. sealed enclosure with a listed, gasketed, self-closing, and latchable door with a threshold. City of Carlsbad PC2018-0010 Mar 19, 2018 In the garage, provide an adequate barrier to protect the water heater from vehicle damage. CPC Section 507.13. Show the T and P relief valve at the water heater and the discharge pipe size and routing to the exterior. CPC Section 608.3. An instantaneous water heater is shown on the plans. Please include a gas pipe sizing design (isometric or pipe layout) for all gas loads. a) 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). Show the shower stall can accommodate a 30" circle and has a minimum floor area of 1,024 sq. in. CPC Section 408.6. Dimension on the plans the 30" clear width required for the water closet compartment and the (minimum) 24" clearance required in front of the water closet. CPC 402.5. Provide a note on the plans: The control valves in showers, tub/showers, bathtubs, and bidets must be pressure balanced or thermostatic mixing valves. CPC Sections 408, 409, 410. Specify on the plans: Water conserving fixtures: New water closets shall use no more than 1.28 gallons of water per flush, kitchen faucets may not exceed 1.8 GPM, lavatories are limited to 1.2 GPM, and showerheads may not exceed 2.0 GPM of flow. CPC Sections 407,408,411,412. ENERGY CONSERVATION Instantaneous water heaters shall have isolation valves on both the cold and the hot water piping leaving the water heater complete with hose bibs or other fittings on each valve for flushing the water heater when the valves are closed. ES 110.3 All domestic hot water piping to have the following minimum insulation installed: 1/2" pipe (1/2" insulation); %" pipe (1" insulation); 1" to 14/2" pipe (144" insulation). CPC 609.11 & ES 150.00) a) Additionally, the Y2"hot water pipe to the kitchen sink, and the cold water pipe within 5' of the water heater both require 1" minimum insulation. ES 150.00) Include on the Title Sheet of the plans the following statement: "Compliance with the documentation requirements of the 2016 Energy Efficiency Standards is necessary for this project. Registered, signed, and dated copies of the appropriate CFI R, CF2R, and CF3R forms shall be made available at necessary intervals for Building Inspector review. Final completed forms will be available for the building owner." Note or provide the following design requirements for gas water heaters installed to serve individual dwelling units: ES 150.0(n) a) Gas piping sizing based upon a minimum input of 200,000 btu/hr. city of Carlsbad PC2018-0010 Mar 19, 2018 A condensate drain installed no higher than 2" above the base of the heater that also allows for gravity drainage. The "B" vent installed in a straight position from the room containing the water heater to the roof termination. (For future possible sleeving for high efficiency heater venting.) A 120 volt receptacle accessible to the heater installed within 3'. MISCELLANEOUS All new residential buildings, including additions, require a soils report. An update letter is required if the report is more than 3 years old. If a room addition is less than 500 sq. ft. in area and only one story, then a soils report is not required. The maximum allowable soil bearing value used in any design must be 1500 psf for this exception. Overflow roof drains shall terminate in an area where they will be readily visible and will not cause damage to the building. If the roof drain terminates through a wall, the overflow drain shall terminate 12" minimum above the roof drain. Policy 84-35. For gas piping under slabs that serve kitchen island cooktops, see Policy 91-46 for special sleeve and clean-out requirements. If special inspection is required, the designer shall complete the city's "Special Inspection Agreement" form found at the end of this list. If CalGreen requires a Waste Management Plan, the applicant shall submit the Carlsbad special form found at the end of this list. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: YesO NoD 93. 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 Riàh Moreno at EsGil Corporation. Thank you. City of Carlsbad PC2018-0010 Mar 19. 2018 Table 2 -Actual Waste (To be completed after constriction.) MATERIALS lbs. of waste taken to LANDFILL lbs. 01 waste RE-USED or RECYCLED Waste Hauling Company or Re-Use Method (complete only If different than Table 1) Asphalt/Concrete Brick/ Masonry Cardboard Drywall Landscape Debris Lumber/ Wood Metals Mixed Waste Tmsh/ Garbage Othcr TOTAL lbs.: Actual Percentage Re-Used or Recycled Official Use Only 050% Goal Achieved 050% Goal Not Achieved 0 AlternatIve Compliance Achieved Penalty PaId $_____________ Reviewed / Approved by EXAMPLE: Use the following example as a guide to completIng this form MATERIALS lbs. of waste to be r01ren to IANDFIU. lbs. of waste to be RE.USEDor RECYCLED Waite Hauling Company or Re-Use Method Mpbe1tCcnueta 0 2000 A'&Ct-iay.Ltis.t Co. anklMasoy Wa 450 WM / RE-M5ed %vick ov-site Cardboard a iso AB-C, "V U11" Co. 1iywaU 0 So AP601-111II&INA Co. taudscapeDebns 0 120 MuLckfd ERe.ued oit.sLte Lwub&1 Wood 500 0 Wastt MExttfnt Metals 300 200 WM /AtCHf1 Mixed Waste 1500 0 WM Trash1zbsge 300 0 WM Other Pool 4t4it 0 900 i.tsed as CrisId a.ase ov.-sLte TOTAL lbs.: 2700 i38" Percentage to be Re-Used or Recycled 59 % Formula, Total Re-used or Rectded X 100 96 RoUsed or Recycled (Total Combined Waste) 3870 X 100 m 59% RoUsed or Recycled (2700+ 3870) Since 59% exceeds the minimum requIrement of 50%, this plan compiles. Page 2e12 - -. HI Add - - Valuation Croup Valuation Type SQFT I' Factor 7 Value Dwellings."1 1,308 P 169.50. $2210.706.00 vj . Tenant Iimr Vj [Stores &Ci 911 46.5:11 $42,370.51 Private Gar V] Wood .Frarmi V 734 P .3-6.98 $27,143.32 - Iirconditc V All 13:0.8 P 5.39' $7,050.12 - Fire Sprinki v [All - 2V 219 4.01 $8,89&19 - : Patio j V Wood Frarn V - 302. P 12.33 $3,723.55 > [All V 76 P 2003 $1,522 28 - . tO1OJ \JOJU IU 4.U)L2 — . mtaF VaFLie.: 1$31'2,414.18 i L %f- - -- OK - Lif Cancel] .i:• . . .. . I ----I Ill lull Ulil .....1...J I I .L...L.. L L..... UIUIIL I UI]IUUuIIIIuIU•II full lU I j.kJLI1I aiPerntVaIuation Add Value. Valuation Group Valuation Type SQF1I Factor Value Dwellings ITYpe 602. 5) 141.76 $85:,,339i.5:2. V Wo* Fire Sprinki I I 6.02. P 4.0i $2,414.02 Air conditk All v 602 5) 5:.39 20. 0:3. $8,212.30 ) :De k(woc vj All 410 LJO Total. Vakie: 991 [$,210.62 I tj Cancel. Plan Check Response Plan Check #PC2018-0010 1)fr!4/17Ifl1 R Project: I Kim Residence Client: IGTH Cycle Issue # IResponse: I Location: 39 Structual plans updated to coordinate with Arch'l S1,S2,S2.1 40 Stud height per architecural sections, spacing per details 1,2,5,8,& S2.0 10/S3.0; 1,2,3,8,10,11,12,13,15,16,17,18 on S3.1 1 41 Trellis framing added to back deck on exsiting and front deck S2.1 garage building 42 Per truss supplier 43 To be provided upon completion by truss supplier 441 Balcony design updated for floor 11=60psf 2134,2135,2136 46 No horizontal irregularites occur 47 Joist support shear wall does not occur. All transfer occurs at beams I I I I 48 Detail for deck attachment already occurs. See details 8 and 11/S3.1 49 M5T48 strap is referneced at all locaitons where 2nd floor 3/S0.1 breaks stud wall, at holddown SOP 1 1 511 Roof deck framing plan already occurs on S2.1 (1 3/4"x 117/8" LVL Iat16"O/C) I I I I 521 No braced wall lines are being proposed. Shear wall design provided based on MFRS 5310k I 54 Roof framing and floor framing details show shear transfer for S2.0,S2.1, S3.1 both joist/truss parallel and perp to wall. I 55 Structural outlooker at galbe end wall (ie. where truss runs parallel I to wall) I I I I 56ISee sheet SO.3, already occuring in plans I 57To be provided I I I 58IExisitng foundation specified to be 6" minimum per table 1809.7 53.0 59I Per Arch'l I I I I 601 Details already provide for 8" min grade to framing per IBC 611 No prescriptive braced wall lines... RcIvED M14y 0 201,q CITYQF BUILDINRLSBAD Horizontal Load Test - Form # EF.03.007.HRZ.RI Railing System Load/Deflection Testing Test Type: Horizontal Load to 200 lbs per IBC 2006 section 1607.7.1.1 I Submitted I By: I I KET I Date I I 04/09/10 Test Focus (Part #s): Sentry 1/2" laminated glass Railing Type: Single pane of laminated glass Railing Specifications: 42" x 48" pane of glass, 5' GR2450H, PG2450, Load placed at 46" height 0. 4, Test Method: 400 lbf load per ASTM standards 1 Test Specifications per ASTM E985: Results: Safety Factor of 2.0 Pre Load System Calculations: 200 (lbf) Load Qbf) ______ Displacement (in.) r b N/A Midrail N/A Preload 1.87 Released lest Load 100 (lbf) RTL 0 0 0 0.0000 200 0.896 0.8960 flltimate lest Load 400 (lbf) 300 1.908 1.9080 350 2.433 2.4330 Deflection ASTM E985 _Specifications _Per ULT 2.988 2.9880 Max Deflection (h/12) = 3.5 in RD 0.166 0.1660 Residual Deflection (AtRTL) 20% of MD =.5 in NOTES: Midrail at 0 lbf = 1.988 in Loads were adjusted to be equivalent to a 42" load test, ex. 2001bf*42"/46"1831bf = new preload Potentiometer cannot be zeroed, so calculations are done manually CONCLUSIONS: Horizontal test of 1/2" laminated glass passed ASTM Standards Laminated Glass 3.5000 - 3.0000 2.5000 2.0000 1.5000 1.0000 0.5000 0.0000 1.2 3 4 5 6 RTL = 1, 1831bf = 2, 2741bf = 3, 3201bf = 4, ULT = 5, RD = 6 Lij Initial Setup Preload of 183 lbf (Actual Deflection of 1.87 in) (Equivalent to 200 lbf) Release Test Load 2 lbf - Ultimate Test Load of 365 lbf (Actual Deflection of 2.988 in) (Equivalent to 400 lbf) Deflection at ULT Residual Deflection at 92 lbf 92 (Actual Deflection of .166 in) STORK® Materials Technology Mr. Pat Hutchinson R & B Wagner, Inc. 10600 West Brown Deer Road Milwaukee, WI 53224 Stork Technimet, Inc. Failure Analysis• Materials Testing• Product Evaluation 3200 S. 166th Street New Berlin, Wisconsin 53151-4141 USA Telephone :(262) 782-6344 Toll Free :(600) 726-6385 Telefax :(262) 782-3653 E-Mail : stork.technimet@stork.com Website : www.storktechnimet.com '2 ( 14 "I) 41 Report No. 0710-21490 EVALUATION OF RAILING BASE SHOE JIM Rob M. Evans "Fla" October 16, 2007 It is our policy to retain components and sample remnants for a minimum of 30 days from the report date, after which time they may be discarded. The data herein represents only the item(s) tested. This report shall not be reproduced, except in full, without prior permission of Stork Technimet, Inc. Stork Technimet, Inc. is an operating unit of Stork Materials Technology By., Page 1 of 12 Amsterdam, The Netherlands, which is a member of the Stork group. STORK® Materials Technology Stork Technimet, Inc. DESCRIPTION AND PURPOSE R&B Wagner requested that Stork Technimet evaluate a base shoe used in commercial railings. The base shoe was a 4 inch tall, 2.5 inch wide aluminum channel. Each base shoe was four feet long, and had four countersunk holes through the bottom, spaced 12 inches apart. This base shoe is designed to be used with a 1/2 inch thick, tempered glass panel as an infill. The infill is secured to the base shoe with plastic isolators and Panel GripsTM. The base shoes were tested according to ASTM E 935, "Standard Test Methods for Performance of Permanent Metal Railing Systems and Rails for Buildings." Generally, this specification is used to evaluate an entire railing, but was used to evaluate the base shoe only for this work. A steel railing was substituted for the glass panel, per the request of R&B Wagner, so that larger loads could be safely applied to the base shoe. The deflection was to be measured at the top of the rail, and evaluated against the criteria in ASTM E 985, Standard Specifications for Permanent Railing Systems and Rails for Buildings. CONCLUSIONS Three base shoes were tested with the substitute steel railing, two samples with a corner load, and one sample with a center load. One additional base shoe was tested with a glass panel and a center load. Deflections ranged from 1.18 inches to 1.54 inches at 365 pounds. These were less than the maximum allowable. The residual deflections after the four tests ranged from 0.06 to 0.18 and were less than the maximum allowable residual deflection for each test. The three steel samples were over loaded to 550 pounds. The deflections ranged from 2.66 to 2.92 inches. The glass sample was over loaded to 485 pounds and the deflection was 2.37 inches. The deflection in the base shoe was measured and deflections ranged from 0.007 to 0.064 inches. The deflection of the base shoe using a steel panel was greater than the deflection using a glass panel. PROCEDURE AND RESULTS Four aluminum base shoes were tested in general accordance with ASTM E935. All of the tests were performed at R&B Wagner's facility in Butler, Wisconsin. In normal service, the infill is a half-inch thick glass panel measuring 42 inches by 48 inches. For three of these tests, a steel railing was substituted. For one test, a half inch thick glass panel measuring 40 inches by 62 inches was used. The railing was installed by R&B Wagner personnel using standard procedures for each test. On one side of the railing, four large plastic isolators were placed in the base shoe. Four sets of small isolators and aluminum Panel GripSTM were placed opposite of the large isolators and tightened. Report No. 0710-21490 October 16, 2007 Page 2 of 12 Electronic angina! Philip M. Dindinger, P.E. Senior Engineer STORK® Materials Technology Stork Technimet, Inc. For each test, load was applied to the railing using a winch and a turnbuckle, and the load was measured with a load cell. The displacement was measured as near as practical to the load application point with a "String Pot" or Linear Displacement Transducer (LDT). The load was applied and the deflection was measured at a height of approximately 42 inches, corresponding to the top of a typical railing. In addition, the deflection at the top of the base shoe was measured. For the sample tested with a glass panel, blocks of wood were used with c-clamps to distribute the clamping pressure. Load was applied to the c-clamp above the top of the glass at approximately 42 inches. Photographs of the test setups are provided as Figures 1 through 12. For each test, a preload of 180 pounds was applied and held for two minutes. The preload was then released to half, or 90 pounds. This was considered to be the zero point per ASTM E935. The load was then applied in increments of approximately 50 pounds using the winch or tightening the turnbuckle until the desired load was achieved. Load and displacement were recorded continuously with an eDAQ portable data acquisition system. The load-displacement plots for each sample are provided as Figures 13 through 16. The displacements at 365 pounds varied from 1.18 to 1.54 inches for the samples. Two tests were run with the load applied at the top corner, and two at the top center. ASTM E 985 defines different deflection criteria for center loading and end loading. The results of the tests are listed in Table 1. If you have any questions concerning the contents of this report, please contact me. It should be noted that it is our policy to retain components and sample remnants for 30 days from October 16, 2007, after which time they will be discarded. If you would like to make alternate arrangements for disposition of the material, please let me know. This project shall be governed exclusively by the General Terms and Conditions of Sale and Performance of Testing Services by Stork Technimet, Inc. a Wisconsin business corporation d.d. March 22, 2004. In no event shall Stork Technimet, Inc. be liable for any consequential, special or indirect loss or any damages above the cost of the work. Respectfully submitted, Electronic angina! ,(( L Rob M. Evans Mechanical Engineer jah Report No. 0710-21490 October 16, 2007 Page 3 of 12 STORK® Materials Technology Stork Technimet, Inc. Table I Load-Deflection Test Results Deflections (inches) Test Infill Load Point At 365 Allowable Residual Allowable At 550 lbs. at 90 lbs. Residual lbs. I Steel Corner 1.18 3.50 0.16 0.50 2.92 2 Steel Corner 1.27 3.50 0.15 0.50 2.70 3 Steel Middle 1.40 2.25 0.18 0.45 2.66 4 Glass Middle 1.54 2.25 0.06 0.45 NA Report No. 0710-21490 October 16, 2007 Page 4 of 12 STORK® Materials Technology Stork Technimet, Inc. Fig. I - An overall view of the first test setup is shown. The load was applied near the corner of the rail. Fig. 2 - An alternate view of the first test setup is shown. Report No. 0710-21490 October 16, 2007 Page 5 of 12 STORK® Materials Technology Stork Technimet, Inc. Fig. 3 - A close-up view of the load and deflection measurement point is shown. The deflection was measured from the back in the first test. Fig. 4 - A close-up view of the deflection measurement point on the shoe is shown. The deflection was measured from the back in the first test. Report No. 0710-21490 October 16, 2007 Page 6 of 12 STORK® Materials Technology Stork Technimet, Inc. Fig. 5 - An overall view of the first test setup is shown. The load was applied near the corner of the rail. Fig. 6 - A close up view of the load and deflection measurement point is shown. The deflection was measured from the front in the second test. Report No. 0710-21490 October 16, 2007 Page 7 of 12 STORK® Materials Technology Stork Technimet, Inc. Fig. 7 - A close-up view of the deflection measurement point on the shoe is shown. The deflection was measured from the front in the second test. Fig. 8 - An overall view of the third test setup is shown. The load was applied near the middle of the rail. Report No. 0710-21490 October 16, 2007 Page 8 of 12 STORII® Materials Technology Stork Technimet, Inc. Fig. 9 - A close up view of the load and deflection measurement point is shown. The deflection was measured from the front in the third test. Fig. 10 - A close-up view of the deflection measurement point on the shoe is shown. The deflection was measured from the front in the third test. Report No. 0710-21490 October 16, 2007 Page 9 of 12 a STORK® Materials Technology Stork Technimet, Inc. - ow Fig. 11 - An overall view of the fourth test setup is shown. The load was applied near the middle of the glass panel. Fig. 12- A close up view of the load and deflection measurement point is shown. Wood blocks were used to distribute the load. Deflection was measured from the front in the fourth test. Report No. 0710-21490 October 16, 2007 Page 10 of 12 STORK® Materials Technology Stork Technimet, Inc. Sample 1- Load-Deflection With Steel Panel Corner Load Soo 500 400 5 a 5 0300- 200- 0 100 0 0 0.5 1 1.5 2 2.5 3 Displacement (Inches) Fig. 13 - A plot of load versus deflection for sample one with a steel railing. The load was applied to the upper corner and the displacement measured from the back. Sample 2- Load-Deflection With Steel Panel Corner Load 0 0.5 1 1.5 2 2.5 3 Displacement (inches) Fig. 14 - A plot of load versus deflection for sample two with a steel railing. The load was applied to the upper corner and the displacement measured from the front. Report No. 0710-21490 October 16, 2007 Page 11 of 12 600 500 400 S C a & 300 200 100 0 STORK® Materials Technology Stork Technimet, Inc. Sample 3 - Load-Deflection With Steel Panel Center Load . 500 400 5 C K 300 • 200 100 0 0.5 1 1.5 2 2.5 3 Displacement (Inches) Fig. 15 - A plot of load versus deflection for sample three with a steel railing. The load was applied to the upper center and the displacement measured from the front. Sample 4 - Load-Deflection With Glass Panel Center Load 0 0.5 1 1.5 2 2.5 Displacement (Inches) Fig. 16 - A plot of load versus deflection for sample four with a glass panel. The load was applied to the upper center and the displacement measured from the front. Report No. 0710-21490 October 16, 2007 Page 12 of 12 600 500 400 S C a a 300 S 3 200 100 0 R & B Wagner, Inc RECEIVED MAY 30 2018 CITY OF CARLSBAD BUILDING DIVISION Series: Panel Grip 2 Aluminum Balustrade Railing System 1z Client Package Fenestration Testing Laboratory 8148 N.W. 74" Avenue Medley, Florida 33166 Phone: (305) 885-3328 Fax: (305) 885-3329 Toll: (888) 819-7877 Remote Offices: Schaumburg, Illinois (312) 253-7203 Las Vegas, NV (702) 922-7142 Tampa, FL (813) 200-5886 Pensacola, FL (850) 454-1734 Houston, TX (281) 763-0401 pewmis -tXXO - r Quality Accuracy Assurance Fenestration Testing Laboratory, Inc. 8148 N.W. 74th Avenue Medley, FL 33166 Phone: (305) 885-3328 Fax: '305) 885-3329 (888)819-7877 e-mail: clientservices@ftl-inc.com www.ftl-inc.com Report Date: 10/1/2015 Completion Date: 8/27/2015 Expiration Date: 8/27/2025 Page No. Page lof 6 Lab. Number: 8659 Project Number: 15-5732 OFFICIAL TEST REPORT MANUFACTURER: R & B Wagner, Inc SPECIFICATIONS: California Building Code ASTM E1996 ANSI Z97.1, concentrated load ADDRESS: 10600 West Brown Deer Road PROJECT: R & B Wagner, Inc Milwaukee, Wisconsin 53224 Table of Contents Sample A-i Page Rev Description of Test Sample 2 Glazing 2 Additional Information 2 Test Sample Installation 2 Results Sample A-i Concentrated Load Test CBC section 1607.8.1 3 Concentrated Load Test CBC section 1607.8.1.1 3 Drop Test ANSI Z97.1 4 Large Missile Impact ASTM E1996 5 Revision Table 5 Notes Table 6 Remarks Table 6 Quality Accuracy Assurance Fenestration Testing Laboratory, Inc. 8148 N.W. 74th Avenue Medley, FL 33166 Phone: (305) 885-3328 Fax: (305) 885-3329 (888) 819-7877 e-mail: c11entserv1cesCaft1.inc.com www.ftl.irtc.com Report Date: 10/1/2015 Completion Date: 8/27/2015 Expiration Date: 8/27/2025 Page No. Page 2of6 Lab. Number: 8659 Project Number: 15-5732 CCl1IAI TECT DCDflDT DESCRIPTION OF SAMPLE Model Designation: Series: Panel Grip 2 Aluminum Balustrade Railing System Overall Size: 12-2 1/16" (146 1/16") by 3-7 13/16" (43 13/16") high Sample A-i Glazing Glazing Location Glazing Material Glazing Compound Compound Color All three lites *13/16" nominal laminated glass none n/a composed of (2) 3/8" tempered glass Interlaying Film: *0.060" DuPont SentryGlas ' Laminator: **Oldcastle Glazing Method: The glass was secured using a single row of **panelGripTM located 3 3/4", 111/8", 23 3/8", 32 1/2",411/8", 53 1/4", 64 1/16", 74 11/16", 83 1/8",92 15/16", 1011/16", 111", 122 3/4", 131", and 1413/8" from left. Each **panelGripTM is secured using one 1/4-20 by 11/2" long socket head machine screws with washer and nut. Pocket glazed at the top with a 1" glazing penetration using glazing tape on the interior, exterior and glazing pocket. Daylight Opening: I Right lite: 47 5/8" by 38 5/16" high Left and center lite: 47 7/16" by 38 5/16" high Additional Information The sample was testing using a 146 1/16" long stainless steel hand rail. Sample Installation The sample was installed into a 4,000 psi concrete test slab. The shoe base was installed using a single row 5/8" by 1/8" HWH wedge bolts located 2 1/8", 6 3/4", 12 3/4", 18 9/16", 24 3/4", 30 5/8", 36 3/4", 42 5/8",48 5/8", 543/4", 60 3/4", 66 3/4", 72 3/4", 78 3/4", 84 3/4", 903/4", 96 7/8", 102 3/4", 114 5/8", 120 3/4", 126 3/4", 132 5/8", 138 5/8" and 143 5/8" from left. Quality Accuracy Assurance Fenestration Testing Laboratory, Inc. 8148 N.W. 74th Avenue Medley, FL 33166 Phone: (305) 885-3328 Fax: (305) 885-3329 (888) 819-7877 e-mail: clientservicesCft1-inc.com wwwjtl-inc.com Report Date: 10/1/2015 Completion Date: 8/27/2015 Expiration Date: 8/27/2025 Page No. Page 3of6 Lab. Number: 8659 Project Number: 15-5732 OFFICIAL TEST REPORT Sample: A-i I Temperature: 83°F Barometric Reading: 29.98 inches Hg of Test -Title Load Notes Concentrated Load Test 600.0 lbs As per CBC section 1607.8.1. A horizontal load was applied on center of the hand rail I II II I 1 . 0 II I I II II I I 0 II I I Reading#J Deflection - Permanent Set Results Add. Info -- 1 1.629" None Passed 2 - 0.069" 0.018" Passed Sample: A- I_ Temperature: 83°F Barometric Reading: 29.98 inches Hg Title of Test Load Notes. - - Concentrated Load Test 200.0 lbs As per CBC section 1607.8.1.1. A horizontal load was applied at the corner of the hand rail I H II I I II II . I I II II . I 16 I.. .. - .. ._I Reáding# Deflection Permanent Set Results Add. Info 1 1.062" 0.062" Passed Quality Accuracy Assurance Fenestration Testing Laboratory, Inc. 8148 N. IV. 74th Avenue Medley, FL 33166 Phone: (305) 885-3328 Fax: (305) 885-3329 (888) 819-7877 e-mail: clientservicesftl-inc.com wwwjtl-inc.com Report Date: 10/1/2015 Completion Date: 8/27/2015 Expiration Date: 8/27/2025 Page No. Page 4of6 Lab. Number: 8659 Project Number: 15-5732 flflIAI TFT RFPART Sample: A-i I Temperature: 79F I Barometric Reading: 29.99 inches Hg Title of Test Notes Drop Test As per CBC section 2407.1.4.1 I I I •@ I 1 I.: Ii II I II II I II II I H II I II H I Drop # Results 1 Passed Impacted center of lite. After impact the glass did not break. 2 Passed Impacted center of lite. After impact the glass did not break. 3 Passed Impacted center of lite. After impact the glass did not break. I Quality Accuracy Assurance Fenestration Testing Laboratory, Inc. 8148 N.W. 74th Avenue Medley, FL 33166 Phone: (305) 885-3328 Fax: (305) 885-3329 (888) 819-7877 e-mail: clientservicesCdftl.inc.com wwwjtl-tnc.com Report Date: 10/1/2015 Completion Date: 8/27/2015 Expiration Date: 8/27/2025 Page No. Page 5of6 Lab. Number: 8659 Project Number: 15-5732 I flIriAI TT DDflRT Sample: A-i I Temperature: 83.1°F Barometric Reading: 30.01 inches Hg Title of Test Notes Large Missile Impact Test___ Missile Weight Missile 9.25 pounds 2" by 4" by 92" long - I I I® ii . - - II II I II I II '® II I !!© Impact Speed Results - Add. Info 1 - 49.6 ft/sec Passed 2 49.8 ft/sec Passed 3 49.9 ft/sec Passed 4 50.0 ft/sec Passed 5 49.8 ft/sec Passed 6 - 49.9 ft/sec Passed Revision Description Author I Effective Date 0 Initial Release Ms. Iliana Sanchez 1 10/1/2015 Quality Accuracy Assurance Fenestration Testing Laboratory, Inc. 8148 N.W. 74th Avenue Medley, FL 33166 Phone: (305) 885-3328 Fax: (305) 885-3329 (888) 819-7877 e-mail: clientservices(uftl.inc.corn wwwftl-inc.com Report Date: 10/1/2015 Completion Date: 8/27/2015 Expiration Date: 8/27/2025 Page No. Page 6of6 Lab. Number: 8659 Project Number: 15-5732 OFFICIAL TEST REPORT Notes * designates measurements by laboratory ** as per manufacturer Drawings referenced in this document are an integral part of this report, therefore, are required when distributing this test report. Test results obtained represent the actual value of the tested specimens and do not constitute opinion, endorsement or certification by this laboratory. This test report is considered the exclusive property of the client named herein and is applicable to the sample tested. This report may not be reproduced without the. approval of Fenestration Testing Laboratory, Inc. At conclusion of above tests, there was no apparent damage to fasteners and after impact the glass did break, but remained in place andl there wasn't any apparent tear in the inter layer film. Test specimens were covered with 1.5 mil plastic sheeting to seal from air leakage when load test were performed, however this had no effect on above results. Remarks Detailed drawings will be retained by Fenestration Testing Laboratory for a period of one year from the original test date, and test report for a period of four years. Due to the code cycle change it is recommended that this report be evaluated during the lifespan of this document. This product was tested in accordance with the California Building Code (2013) concentrated load tests sections 1607.8.1, 1607.8.1.1 and 1607.8.1.2. I This-product was tested in accordance with ANSI Z-97.1-09 (CBC section 2407.4.1) with no deviations. I This product was tested in accordance with the ASTM E1996-09 (CBC section 2407.1.4.2) with no deviations. Testing was conducted as per instructions received from the manufacturers company representative. I Witnessed by: FENESTRATION TESTING LABORATORY, INC. Ms. Idalmis Ortega, P.E. Technicians: Mr. Manny Sanchez Mr. Harold Anacona Chief Executive Officer Mr. Gerresse Lee Page 1 of 73 _Ljqj _ STRUCTURAL CONSULTING ENGINEERS BOZEMAN, MT P. (406) 582-791 1 F. (406) 587-0673 SAN DIEGO, CA P. (858) 273-3158 F. (858) 270-1978 STUCTUAL CALCULATIONS Project. Kim Residence Remodel Pl an Check: 100% elan Check *1 response ate:4-21-I8 Location: Chestnut Drive, Carlsbad CA *ifExP:9_30_19 /1 I'- Op C At. I Prepared for: Graham Haines San Diego, C4 Page 2 of 73 I cJ=JEE1J - aS ft1r ,U e ar ? 77 D r, .2 c?tJ 22 ) rT 12" 1• ? I vl y - c - ;..) ,1 •li (a- 1.'.' ,4 SAN DIEGO caIiforna BOZEMAN montana 406.582.7911 Fax:4E1B.587.0673 San Diego CA Project Title: Kim Residence remodel addition Bozeman MT Engineer: Project ID: LFUIM V= using the Settings' menu item Project Descr: and then: using the Printing & Title Blocke selection. Title Block Line 6 Printed: 21 FEB 2018, 8:52AM Wood Beam - - File D:1SH0P2017Grahim Kim. adsbt4-CALCULA11ONSKlM cBi6 1. ENERCAIC, INC. 1983-2017, Buitd:10.17.12.10, Ver.10.17.12.1O I Description: RB1 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 875 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - 875 psi Ebend- xx 1300 ksi Fc - Pill 600 psi Eminbend - xx 470 ksi Wood Species •: Douglas Fir - Larch (North) . Fc - Perp 625 psi Wood Grade : No.2 Fv 170 psi • Ft 425 psi Density 30.58pcf V Beam Bracing : Beam is Fully Braced against lateral-torsional buckling V - • V - 0(0.21) 9 9 Lr(O.28) 9 9 4x6 Span = 4.0 ft V V - Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0150, Lr = 0.020 ksf, Tributary Width = 14.0 ft ESGNSUMMARY Maximum Bending Stress Ratio = 0.4691 Section used for this span 4x6 fb : Actual 666.45psi FB : Allowable = 1,421 .88 psi Load Combination V -'1-I Location of maximum on span = 2.000ft Span # where maximum occurs Span # I Maximum Deflection Maximum Shear Stress Ratio 0.278: 1 Section used for this span 4x6 fv:Actual = 59.08 psi Fv : Allowable = 212.50 psi Load Combination 4D+Lr'+1 Location of maximum on span = 3.547 ft Span # where maximum occurs = Span #1 Max Downward Transient Deflection 0.026 in Ratio = 1866 >=240 Max Upward Transient Deflection 0.000 in Ratio = 0<240 Max Downward Total Deflection 0.045 in Ratio = 1066>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V . Cd C FN C, Cr Cm C t CL M fb Fb V fv F'v .10*1 0.00 0.00 0.00 0.00 Length =4.Oft 1 0.279 0.166 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.42 285.62 1023.75 0.32 25.32 153.00 1.300 1.00 1.00 1.00 1.00 1.00 0.00 . 0.00 0.00 0.00 Length =4.Oft 1 0.251 0.149 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.42 285.62 1137.50 0.32 25.32 170.00 -'04.r*H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =4.0ft 1 0.469 0.278 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.98 666.45 1421.88 0.76 59.08 212.50 +0+S41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 000 0.00 0.00 Length =4.Oft 1 0.218 0.130 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.42 285.62 1308.13 0.32 25.32 195.50 4040.75OLr90.750L4H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.402 0.238 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.84 571.24 1421.88 0.65 50.64 212.50 San Diego CA Project Title: Kim Residence remodel addition A4M.• Bozeman MT Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 21 FEB 2018. 8:52AM Wood Beam File = D:SHOP 2017Graham THKim-Cai1sbad\4-CALCULATl0NSKlM CB.ec6 ENERCAIC. INC. 1983-2017, Build:10.17.12.10, Ver.10.17.12.10 Description: RBI Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C 1 Cr Cm C t CL M fb F'b V fv Fv i0+0.750L+0.750S#1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =4.Oft 1 0.218 0.130 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.42 285.62 1308.13 0.32 25.32 195.50 I040.60W4H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =4.oft 1 0.157 0.093 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.42 285.62 1820.00 0.32 25.32 272.00 4040.70E4H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =4.Oft 1 0.157 0.093 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.42 285.62 1820.00 0.32 25.32 272.00 '090.750Lr4O.750L40.450W4H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =4.0ft 1 0.314 0.186 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.84 571.24 1820.00 0.65 50.64 272.00 4040.750L40.750540.450W4H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =4.oft 1 0.157 0.093 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.42 285.62 182000 0.32 25.32 272.00 4090.750L+0.750S40.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =4.Oft I 0.157 0.093 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.42 285.62 1820.00 0.32 25.32 272.00 *0.60D'0.60W.0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =4.oft 1 0.094 0.056 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.25 171.37 1820.00 0.19 15.19 272.00 40.60D40.70E40.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =4.oft 1 0.094 0.056 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.25 171.37 1820.00 0.19 15.19 272.00 EOver aIiMiiimum Deflections Load Combination Span Max. "-" Defi Location in Span Load Combination Max. °+" Dell Location in Span *0.i4j*H 1 0.0450 2.015 0.0000 0.000 [ierticaI Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.980 0.980 Overall MiNimum 0.560 0.560 40*1 0.420 0.420 404*I 0.420 0.420 404.r*1 0.980 0.980 .O+S*1 0.420 0.420 4040.750Lr+0.750L*H 0.840 0.840 4040.750L40.750S4H 0.420 0.420 4040.60W4H 0.420 0.420 40+0.70E#1 0.420 0.420 *D90.750Lr40.750L40.450W+H 0.840 0.840 4040.750L.0.750540.450W*l 0.420 0.420 4040.750L40.750S40.5250E41 0.420 0.420 40.60D40.60W40.60H 0.252 0.252 .0.60D.0.70E*0.60H 0.252 0.252 D Only 0.420 0.420 Lr Only 0.560 0.560 LOnly S Only WOnly E Only H Only San Diego CA Project Title: Bozeman MT Engineer: using the 'Settings" menu item Project Descr: and then using the 'Printing & Title Block' selection. Title Block Line 6 Wood Beam - - F81 Kim Residence remodel addition Project ID: Pnnted: 21 FEB 2018, 8:52AM ENERcALc, INC. 1983-2017, Build:10.17.12.10, Ver.10.17.12.10 Description: RB2 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 1300 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - 1300 psi Ebend- xx 1600 ksi Fc - Pril 925 psi Eminbend - xx 580 ksi Wood Species : Douglas Fir - Larch (North) Fc - Perp 625 psi Wood Grade : No.1 Fv 170 psi Ft 675 psi Density 30.58pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling - - 0(0.12) Lr(O.16) 9 9 6x8 Span= 7.0 ft I' - - Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0150, Lr = 0.020 ksf, Tributary Width = 8.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.2461 Section used for this span 6x8 fb:Actual = 399.13psi FB : Allowable = 1,625.00psi Load Combination +D-tr+I-1 Location of maximum on span = 3.500ft Span # where maximum occurs = Span # 1 Maximum Deflection Maximum Shear Stress Ratio Section used for this span fv : Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs slrTI.] = 0.138:1 6x8 = 29.39 psi = 212.50 psi 40+Lr+H = 6.387 ft = Span #1 Deflection Max Downward Transient Deflection 0.028 in Ratio = 2989 >=240 Max Upward Transient Deflection 0.000 in Ratio = 0<240 Max Downward Total Deflection 0.049 in Ratio = 1708>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 E!!!1M! Fi&Ses fóidbiñitiónsJ Load Combination Segment Length Span U Max Stress Ratios M V C C IN C i Cr Cm C CL Moment Values M fb Fb V Shear Values fv Fv .1.0+11 0.00 0.00 0.00 0.00 Length =7.oft 1 0.146 0.082 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.74 171.05 1170.00 0.35 12.60 153.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.0ft 1 0.132 0.074 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.74 171.05 1300.00 0.35 12.60 170.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.oft 1 0.246 0.138 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.72 399.13 1625.00 0.81 29.39 212.50 90+S4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.Oft 1 0.114 0.064 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.74 171.05 1495.00 0.35 12.60 195.50 -440.750Lr40.750L-l+1 1.000 1.00 11.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.oft 1 0.211 0.119 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.47 342.11 1625.00 0.69 25.19 212.50 San Diego CA Bozeman MT LIJ "ag using the Settings menu item and then using the Printing & Title Block" selection. Title Block Line 6 Wood Beam Description: RB2 Project Title: Kim Residence remodel addition Engineer: Project ID: Project Descr: Printed: 21 FEB 2018, 8:52AM INC. 1983-2017. Build:10.17.12.10. Ver.10.17.12.10 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M v Cd CFN C1 Cr Cm C t CL M fb Pb fv F'v s040.750L+0.750S41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.oft 1 0.114 0.064 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.74 171.05 1495.00 0.35 12.60 195.50 *040.60W#I 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.Oft 1 0.082 0.046 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.74 171.05 2080.00 0.35 12.60 272.00 4040.70E41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.Dft 1 0.082 0.046 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.74 171.05 2080.00 0.35 12.60 272.00 +040.750Lr+0.750L40.450W4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.oft 1 0.164 0.093 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.47 342.11 2080.00 0.69 25.19 272.00 +040.750L40.750S40.450W4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.oft 1 0.082 0.046 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.74 171.05 2080.00 0.35 12.60 272.00 4040.750L40.750S40.5250E9H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.Oft 1 0.082 0.046 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.74 171.05 2080.00 0.35 12.60 272.00 40.60D+0.60W40.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.oft 1 0.049 0.028 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.44 102.63 2080.00 0.21 7.56 272.00 '.0.60D'0.70E40.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.0 ft 1 0.049 0.028 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.44 102.63 2080.00 0.21 7.56 272.00 Overall Maximum Deflections Load Combination Span Max. Defi Location in Span Load Combination Max. W Defi Location in Span 404141 1 0.0492 3.526 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.980 0.980 Overall MiNimum 0.560 0.560 iO*H 0.420 0.420 4041*1 0.420 0.420 +0*1r41 0.980 0.980 .+0+S41 0.420 0.420 +0'+0.750Lr40.750L*l 0.840 0.840 .040.750L40.750S41 0.420 0.420 4040.60W#I 0.420 0.420 4090.70E4H 0.420 0.420 +040.750Lr+0.750L40.450W+H 0.840 0.840 .+0'+0.750L40.750S40.450W41 0.420 0.420 '040.750L40.750Ss0.5250E41 0.420 0.420 40.60D+0.60W90.60H 0.252 0.252 60D'0.70E40.60H 0.252 0.252 D Only 0.420 0.420 Lr Only 0.560 0.560 L Only S Only W Only E Only H Only San Diego CA Bozeman MT (J'E using the 'Settings" menu item IJEP1I1IIL'Ie1 and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Project Title: Kim Residence remodel addition Engineer: Project ID: Project DesCr: Printed: 21 FEB 2018, 8:52AM INC. 1983-2017. Build:10.17.12.10. Ver.10.17.12.10 Description : RB3 CODE REFERENCES Calculations per,. NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 875 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - 875 psi Ebend- xx 1300 ksi - Fc - PrIl 600 psi Eminbend - xx 470 ksi Wood Species : Douglas Fir - Larch (North) Fc - Perp 625 psi Wood Grade. : No.2 Fv 170 psi Ft 425 psi Density 30.58pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Q 0(0.045) Lr(O.06) 46 Span = 6.0 ft Service loads entered. Load Factors will be applied for calculations. Uniform Load: 0 = 0.0150, Lr = 0.020 ksf, Tributary Width = 3.0 ft EDES'GavSUMMARY Maximum Bending Stress Ratio = 0.226 I Section used for this span 4x61 fb : Actual = 321.32:psj FB : Allowable = 1,421 .88psi Load Combination +D+Lr-+1-f Location of maximum on span = 3.000ft Span # where maximum occurs = Span # 1 Maximum Deflection Maximum Shear Stress Ratio 0.099: 1 Section used for this span 4x6 fv : Actual = 20.96 psi Fv: Allowable = 212.50 psi Load Combination +D+Lr+H Location of maximum on span = 0.000 ft Span # where maximum occurs = Span #1 Deflection Max Downward Transient Deflection 0.028 in Ratio= 2580 >=240 Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.049 in Ratio = 1474>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 M ix- irnum Fii&Sftés -se s 6F Co-a Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C IN C i Cr Cm C t CL M fb Fb V fv Fv 4041 0.00 0.00 0.00 0.00 Length =6.oft 1 0.135 0.059 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.20 137.71 1023.75 0.12 8.98 153.00 +D+L41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.oft 1 0.121 0.053 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.20 137.71 1137.50 0.12 8.98 170.00 404141 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.Oft 1 0.226 0.099 1.25 1.300 1.00: 1.00 1.00 1.00 1.00 0.47 321.32 1421.88 0.27 20.96 212.50 +0+541 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.oft 1 0.105 0.046 1.15 1.300 1.00 1.00 1.00 -1.00 1.00 0.20 137.71 1308.13 0.12 8.98 195.50 40'+O.750Lr'+0.750L#1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.Oft 1 0.194 0.085 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.41 275.42 1421.88 0.23 17.97 212.50 San Diego CA Bozeman MT ifJt! using the Settings menu item and then using the Printing & Title BloclC selection. Project Title: Kim Residence remodel addition Engineer: Project ID: Project Descr: I me blocK tine o Pnnted: 21 FEB 2018. 8:52AM Wood Beam File = D:SHOP 2017Graham TH\Kim-Cai1sbad4-GALCULATlONSKlM CB.ec6 ENERcAIC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 Description : RB3 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C 1 Cr Cm C CL M lb Pb V Iv F'v .0+0.750L+0.750S+Fl 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.oft 1 0.105 0.046 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.20 137.71 1308.13 0.12 8.98 195.50 4040.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.Oft 1 0.076 0033 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.20 137.71 1820.00 0.12 8.98 272.00 +0*0.70E4H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.Oft 1 0.076 0033 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.20 137.71 1820.00 0.12 8.98 272.00 040.750Lr40.750L40.450W4l . 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.oft 1 0.151 0.066 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.41 275.42 1820.00 0.23 17.97 272.00 *0+0.750L+0.7505*0.450W41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.oft 1 0.076 0033 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.20 137.71 1820.00 0.12 8.98 272.00 +0+0.750L+0.7505+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.oft 1 0.076 0.033 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.20 137.71 1820.00 0.12 8.98 272.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.oft 1 0.045 0.020 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.12 82.63 1820.00 0.07 5.39 272.00 +0.60Di0.70E*0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.Oft 1 0.045 0.020 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.12 82.63 1820.00 0.07 5.39 272.00 TOëIlMãimum Deflections D. Load Combination Span Max. V Defi Location in Span Load Combination Max. W Defi Location in Span 1 0.0488 3.022 0.0000 0.000 [Vertical Ritions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.315 0.315 Overall MINimum 0.180 0.180 40441 0.135 0.135 0.135 0.135 +0+Lr+H 0.315 0.315 +0+S'41 0.135 0.135 400.750Lr'0.750L+41 0.270 0.270 40s0.750L+0.7505+41 . 0.135 0.135 +0+0.60W+fl 0.135 0.135 +0+0.70E+H 0.135 0.135 *0+0.750Lr+0.750L+0.450W*H 0.270 0.270 D+0.750L+0.750S+0.450Ws+1 0.135 0.135 +0+0.750L+0.7505+0.5250E*I 0.135 0.135 +0.60D+0.60W+0.60H 0.081 0.081 +0.60D+0.70E+0.60H 0.081 0.081 DOnly 0.135 0.135 LrOnly 0.180 0.180 L Only S Only WOnly E Only H Only San Diego CA You can change this area using the 'Settings" menu item tjIiIII!1ITiJ and then using the "Printing & Title Block' selection. Title Block Line 6 Project Title: Kim Residence remodel addition Engineer: Project ID: Project Descr: Printed: 26 APR 2018. 11:10AM INC. 1983-2017. Build:10.17.12.10, Ver.10.17.12.10 Description: R134 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 1,000.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - 1,000.0 psi Ebend- xx I ,300.0ksi Fc - PrIl 1,000.0 psi Eminbend - xx 1 ,300.0ksi Wood Species : Fc - Perp 1,000.0 psi Wood Grade : Fv 65.0 psi Ft 65.0 psi Density 34.opcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.04) Lr(O.1 4x12 Span= 19.0 ft '1 E lidLis 1 Service loads entered. Load Factors will be applied for calculations. Uniform Load: 0 = 0.0080, Lr = 0.020 ksf, Tributary Width = 5.0 ft EDESIGN SUMMARY Maximum Bending Stress Ratio = 0.821: 1 Maximum Shear Stress Ratio = 0.564:1 Section used for this span 4x12 Section used for this span 4x12 lb : Actual = 1,026.84psi fv : Actual 45.86 psi FB : Allowable 1 ,250.00psi Fv : Allowable = 81.25 psi Load Combination . 4O4tr+1- Load Combination 40+Lr*I Location of maximum on span = 9.500ft Location of maximum on span = 18.099 ft Span # where maximum occurs = Span # I Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.546 in Ratio = 417 '=240 Max Upward Transient Deflection 0.000 in Ratio = 0<240 Max Downward Total Deflection 0.765 in Ratio = 298>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 EMiiniith Fói&Stresses Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C C FN C1 Cr Cm C t CL M lb Fb V fv F'v 'D•'•ll 0.00 0.00 0.00 0.00 Length = 19.0 ft 1 0.326 0224 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.81 293.38 900.00 0.34 13.10 58.50 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.oft 1 0.293 0202 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.81 293.38 1000.00 0.34 13.10 65.00 01rH 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.01t 1 0.821 0564 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.32 1,026.84 1250.00 1.20 45.86 81.25 .0+5*1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 19.0 ft 1 0.255 0175 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.81 293.38 1150.00 0.34 13.10 74.75 4040.750Lr40.750L44 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 19.0 ft 1 0.675 0A64 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.19, 843.48 1250.00 0.99 37.67 81.25 San Diego CA M rta-ghln You can change this area using the 'Settings' menu item and then using the "Printing & Title Block selection. Project Title: Kim Residence remodel addition Engineer: Project ID: Project Descr: iire UIOCK une o Printed: 26 APR 2018, 11:10AM Wood Beam .. File =D:tSHOP20I7tGráhin THJ(irñCàiIsbàdt4-CALCULATlONStKlM CB.ic6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 I IUT!'HIMsDI9isJ. Licensee :-SHOP ENGINEERING Description: R84 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C1 Cr Cm C CL M lb Pb V lv F'v +040.750L.+O.750S4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 19.0 ft 1 0.255 0i75 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.81 293.38 1150.00 0.34 13.10 74.75 +040,60W41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 19.0 ft 1 0.183 0126 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.81 293.38 1600.00 0.34 13.10 104.00 *D*0.70E*H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.Oft 1 0.183 0126 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.81 293.38 1600.00 0.34 13.10 104.00 +040.750Lr4O.750L40.450W4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.oft 1 0.527 0362 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.19 843.48 1600.00 0.99 37.67 104.00 +040.750L40.750S90.450W41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.oft 1 0.183 0.126 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.81 293.38 1600.00 0.34 13.10 104.00 4040.750L40.750S40.5250E4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 19.0 ft 1 0.183 0.126 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.81 293.38 1600.00 0.34 13.10 104.00 40.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 19.0 ft 1 0.110 0.076 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.08 176.03 1600.00 0.21 7.86 104.00 40.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.Oft 1 0.110 0.076 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.08 176.03 1600.00 0.21 7.86 104.00 flOverav Maximum Diflitions 1 Load Combination . Span Max. Dell Location in Span Load Combination Max. Dell Location in Span 404.r4H 1 0.7648 9.569 0.0000 0.000 r-W-Aki-I Re-actions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.330 1.330 Overall MiNimum 0.950 0.950 +041 0.380 0.380 40+141 0.380 0.380 1.330 1.330 'O+S4I 0.380 0.380 s0"0.750Lr+0.750L41 1.093 1.093 4040.750L+0.750S+H 0.380 0.380 4040.60W#I 0.380 0.380 s'040.70E41 0.380 0.380 4040.750Lr+0.750L40.450W*l . 1.093 1.093 +040.750L40.750S40,450W41 0.380 0.380 +040.750L40.750S40.5250E#I 0.380 0.380 40.60D+O.60W4601-1 0.228 0.228 .0.60D+0.70E.0.60H 0.228 0.228 O Only 0.380 0.380 Lr Only 0.950 0.950 LOnly. S Only W Only E Only I-I Only San Diego CA You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Project Title: Kim Residence remodel addition Engineer: Project ID: Project Descr: - - - I iue blOCK tine 0 - Pnnted: 26 APR 2018, 11:16AM Ioo Wd Beam File = D:SHOP 2017tGiaham THCarIsbadt4-cALCULATlONSM caecs L . ENERCALC, INC. 1983-2017, Build:10.17.12.10. Ver10.17.12.10 Description: RB5 EbbEkEFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 1.0000 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - 1.0000 psi Ebend- xx 1,300.0ksi Fc - Pril 1.0000 psi Eminbend - xx I ,300.0ksi Wood Species : Fc - Perp 1.0000 psi Wood Grade : Fv 65.0 psi Ft 65.0 psi Density 34.opcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling - - - - - D(0.016tLr(o.04) 04 Span =6.oft I I Service loads entered. Load Factors will be applied for calculations. Uniform Load: 0 = 0.0080, Lr = 0.020 ksf, Tributary Width = 2.0 ft flbEsiGwsuMMAY - Maximum Bending Stress Ratio = 0.3391 Maximum Shear Stress Ratio = 0.229 :1 Section used for this span 4x4 Section used for this span 4x4 lb : Actual = 423.18psi fv : Actual = 18.62 psi FB Allowable = 1,250.00psi Fv: Allowable = 81.25 psi Load Combination +D+Lr+Hl Load Combination +D+Lr+H Location of maximum on span = 3.000tt Location of maximum on span 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.072 in Ratio = 997 '=240 Max Upward Transient Deflection 0.000 in Ratio = 0<240 Max Downward Total Deflection 0.101 in Ratio = 712>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 EMäimum Foices &Stresses Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C Cr Cm C t CL M lb Fb V lv Fv iO*I 0.00 0.00 0.00 0.00 Length =6.Oft 1 0.134 O091 0.90 .1.000 1.00 1.00 1.00 1.00 1.00 0.07 120.91 900.00 0.04 5.32 58.50 40+L-I+4 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.Oft 1 0.121 002 1.00 1.000 1.00 1.00 1.00 1.00 1.00 :0.07 120.91 1000.00 0.04 5.32 65.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.oft 1 0.339 0.229 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.25 423.18 1250.00 0.15 18.62 81.25 40+S4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.0ft 1 0.105 0.071 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.07 120.91 1150.00 0.04 5.32 74.75 4040.750Lr-.O.750L4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.0ft 1 0.278 0.188 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.21 347.62 1250.00 0.12 15.29 81.25 San Diego CA Project Title: Kim Residence remodel addition ag I • You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the 'Printing & Title Block" selection. Title Block Line 6 Printed: 26 APR 2018. 11:16AM vvOO earn FiIiD:SHOP2O17tGàhaiTFfKiiii-Cii1sbjdt4-CALCULA11ONStKIMCB.èc6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver.10.17.12.10 Lic. Licensee SHOP ENGINEERING Description: RB5 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C C FN C1 Cr Cm C t CL M fb Fb V fv F'v +040.750L+0.75054H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.0ft 1 0.105 0.071 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.07 120.91 1150.00 0.04 5.32 74.75 s'090.60W*H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.Oft 1 0.076 0.051 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.07 120.91 1600.00 0.04 5.32 104.00 4040.70E*l 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.oft 1 0.076 0.051 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.07 120.91 1600.00 0.04 5.32 104.00 4040.750Lr40.750L40.450W41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.oft 1 0.217 0.147 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.21 347.62 1600.00 0.12 15.29 104.00 *090.750L+0.750S40.450W#I 1.000 1.00 1.00 1.00 tOO 1.00 0.00 0.00 0.00 0.00 Length =6.oft 1 0.076 0.051 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.07 120.91 1600.00 0.04 5.32 104.00 '040.750L40.750S40.5250E*l 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.oft 1 0.076 0.051 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.07 120.91 1600.00 0.04 5.32 104.00 40.60D+0.60W40.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.oft 1 0.045 0.031 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.04 72.55 1600.00 0.03 3.19 104.00 40.60D40.70E40.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.oft 1 0.045 0.031 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.04 72.55 1600.00 0.03 3.19 104.00 Overall Maximum Deflections Load Combination Span Max. "-" Defi Location in Span Load Combination Max. "i-" Defi Location in Span 1 0.1010 3.022 0.0000 0.000 Vertical Reactions - - - Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.168 0.168 Overall MiNimum 0.120 0.120 +041 0.048 0.048 +04.+H 0.048 0.048 0.168 0.168 0.048 0.048 '040.750Lr40.750L41 0.138 0.138 s040.750L90.750541 0.048 0.048 4090.60 W#1 0.048 0.048 +0+0.70E41 0.048 0.048 4090.750Lr40.750L+0.450W*l 0.138 0.138 4040.750L40.750540.450W41 0.048 0.048 4040.750L40.750540.5250E4H 0.048 0.048 90.60D90.60W90.60H 0.029 0.029 4060D40.70E+0.60H 0.029 0.029 O Only 0.048 0.048 LrOnly 0.120 0.120 L Only S Only WOnly E Only H Only San Diego CA Project Title: Kim Residence remodel addition You can change this area Engineer: Project ID: Lni using the Settings menu item Project Descr: and then using the 'Printing & Title Block selection. Title Block Line 6 Printe 24 APR 2018, 2:27PM Wood Beam - - -- File = D:SHOP2017Grahasn THiCadsbad4-CALCULA11ONSIOMCBic6 I ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver.1O.17.12.10 Description: 2B4 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 1,300.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - 1,300.0 psi Ebend- xx 1,600.0ks1 Fc - Prll 925.0 psi Eminbend - xx 580.0ks1 Wood Species : Douglas Fir - Larch (North) Fc - Perp 625.0 psi Wood Grade : No.1 Fv 170.0 psi Ft 675.0 psi Density 30.580pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(O.06) L(O.24) 0 10 6x8 Span= 11.0 ft - Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0150, L = 0.060 ksf, Tributary Width = 4.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.8121 Section used for this span 6x8 fb : Actual 1,056.00psi FB : Allowable = 1 ,300.aopsi Load Combination Location of maximum on span = 5.500 ft Span # where maximum occurs = Span # 1 Maximum Deflection Maximum Shear Stress Ratio 0.314 :1 Section used for this span 6x8 fv:Actual = 53.43 psi Fv: Allowable = 170.00 psi Load Combination +0+141 Location of maximum on span = 10.398ft Span # where maximum occurs = Span #1 Deflection Max Downward Transient Deflection 0.257 in Ratio= 513>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.321 in Ratio = 410 >=240 Max Upward Total Deflection 0.000 in Ratio = .0<240 EMiiiiFoces &St fcWLiid iiis Load Combination Segment Length Span# Max Stress Ratios M V C C FN C Cr Cm C t CL Moment Values M fb Fb V Shear Values fv Fv 0.00 0.00 0.00 0.00 Length= 11.0 ft 1 0.181 0.070 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.91 211.20 1170.00 0.29 10.69 153.00 40+L4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 11.0 ft 1 0.812 0.314 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.54 1,056.00 1300.00 1.47 53.43 170.00 4041r4+1 1.000 1.00 1.00 1.00 1.00 1.00 . 0.00 0.00 0.00 0.00 Length =11.oft 1 0.130 0.050 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.91 211.20 1625.00 0.29 10.69 212.50 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 11.0 ft 1 0.141 0.055 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.91 211.20 1495.00 0.29 10.69 195.50 40-+0.750Lr40.750L41-1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 11.0 ft 1 0.520 0.201 1.25 1.000 1.00 1.00 1.00 11.00 1.00 3.63 844.80 1625.00 1.18 42.74 212.50 San Diego CA Project Title: Kim Residence remodel addition ag 1 • You can change this area UEFJ using 'Settings' • Engineer: Project Descr: Project ID: the menu item and then using the Printing & Title Block selection. Title Block Line 6 Printed: 24 APR 2018, 2:27PM Wood Beam File= D.tSH0P2017tGrahim TH10Cadsbadt4-CALCuL0Nstl0McB.ec6 . ENERCALC, INC. 19832017, Build:10.17.12.10, Ver.10.17.12.10 Lic. Licensee SHOP ENGINEERING Description: 2B4 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C C FN C i Cr Cm C CL M tb Pb V N Fv 4040.750L40.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.oft 1 0.565 0.219 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.63 844.80 1495.00 1.18 42.74 195.50 +040.60W4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.oft 1 0.102 0.039 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.91 211.20 2080.00 0.29 10.69 272.00 4040.70E#I 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.102 0.039 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.91 211.20 2080.00 0.29 10.69 272.00 .040.750Lr4O.750L40.450W*I 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.oft 1 0.406 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.63 844.80 2080.00 1.18 42.74 272.00 +O+0.750L40.750S40.450W+FI 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.oft 1 0.406 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.63 844.80 2080.00 1.18 42.74 272.00 'O+0.750L+0.750S40.5250E41 1.000 1.00i 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.oft 1 0.406 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.63 844.80 2080.00 1.18 42.74 272.00 .0.60D40.60W40.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.061 0.024 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.54 126.72 2080.00 0.18 6.41 272.00 40.60040.70E40.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.oft 1 0.061 0.024 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.54 126.72 2080.00 0.18 6.41 272.00 roiIriirn Deflechons 1 Load Combination Span Max. °-° Deli Location in Span Load Combination Max. s- Deli Location in Span 1 0.3213 5.540 0.0000 0.000 retiifRiatioiii Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.650 1.650 Overall MINimum 1.320 1.320 0.330 0.330 +O*141 1.650 1.650 4041*1 0.330 0.330 0.330 0.330 '0'0.750Lr4O.750L*I 1.320 1.320 +0+0.750L40.750541 1.320 1.320 4040.60W*I 0.330 0.330 4040.70E*I 0.330 0.330 +040.750Lr40.750L40.450W4H 1.320 1.320 0s0.750L+0.750S40.450W4H 1.320 1.320 s0s0.750L+0.750S*0.5250E*I 1.320 1.320 4060D40.60W+0.60H 0.198 0.198 4060D40.70E40.60H 0.198 0.198 O Only 0.330 0.330 Lr Only LOnly 1.320 1.320 S Only W Only E Only H Only San Diego CA . Project Title: r Tag You can change this area Engineer: using the 'Settings' menu item Project Descr: 1JEJIIE1PIEJ and then using the 'Printing & Title Block' selection. Kim Residence remodel addition Project ID: -- i we blOCK Line 0 Printed: 27 APR 2018. 12:35PM Wood Beam File = D:SHOP 2017tGraham THV(im sbad4-CALCULA11ONStKiM CB.ec6 ENERCALC, INC. 1983-2017, Bu0d:10.17.12.10, Ver.10.17.12.10 Description: STRINGER CODE REFERENCES Calculations per NOS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 725 psi E: Modulus of Elasticity Load Combination IBC 2015 . Fb - 725 psi Ebend- xx 1300 ksi Fc - Pill 700 psi Eminbend - xx 470ksi Wood Species : Douglas Fir - Larch (North) Fc - Perp 625 psi Wood Grade : No.2 Fv . 170 psi Ft 475 psi Density 30.58pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling p 9 0(0.016) L(0.08) 2x6 Span = 7.0 ft F Ap lied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0080, L = 0.040 ksf, Tributary Width = 2.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.99Q I Section used for this span 2x6 lb : Actual = 933.02 psi FB : Allowable 942.50psi Load Combination 40t*l Location of maximum on span • 3.500ft Span # where maximum occurs Span # 1 Maximum Deflection Maximum' Shear Stress Ratio 0.315:1 Section used for this span 2x6 N : Actual = 53.51 psi Fv: Allowable = 170.00 psi Load Combination 40+L+H Location of maximum on span = 6.566 ft Span # where maximum occurs = Span #1 Max Downward Transient Deflection 0.161 in Ratio = 522 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.193 in Ratio= 435 >=240 Max Upward Total Deflection 0.000 in Ratio = 0<240 rMiimum Foicii&Stresses föi LCiii Load Combination Segment Length Span # Max Stress Ratios M V C C FN C i Cr Cm C t CL Moment Values M lb Pb V Shear Values lv Fv +0+H 0.00 0.00 0.00 0.00 Length =7.oft 1 0.183 0.058 0.90 1.300 1.09 1.00 1.00 1.00 1.00 0.10 155.50 848.25 0.05 8.92 153.00 4041+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.oft I . 0.990 0.315 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.59 933.02 942.50 0.29 53.51 170.00 +04.r4H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.0ft 1 0.132 0.042 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.10 155.50 1178.13 0.05 8.92 212.50 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.0ft 1 0.143 0.046 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.10 155.50 1083.88 0.05 8.92 195.50 4O40.750Lr40.750L'+l 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.oft 1 0.627 0.199 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.47 738.64 1178.13 0.23 42.36 212.50 San Diego CA (~agge,`IM jj You can change this area using the Settings' menu item and then using the "Panting & Title Block selection. Project Title: Kim Residence remodel addition Engineer: Project ID: Project Descr: - title block Line 6 Pnnted: 27 APR 2018, 12:35PM Wood Beam File D:SHOP 2O17tGraham THU(irn-Cai1sbath4-CALCULA110NStKlM CBec6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver.10.17.12.10 Description: STRINGER Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd CFN C1 Cr Cm C CL M fb F'b V fv F'v *D*0.750L+0.7505+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.Oft 1 0.681 0.217 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.47 738.64 1083.88 0.23 42.36 195.50 *D40.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.0ft 1 0.103 0.033 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.10 155.50 1508.00 0.05 8.92 272.00 sOs0.70E41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.oft 1 0.103 0.033 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.10 155.50 1508.00 0.05 8.92 272.00 +040.750Lr40.750L40.450W41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.oft 1 0.490 0.156 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.47 738.64 1508.00 0.23 42.36 272.00 040.750L40.750S40.450W*I 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.Oft 1 0.490 0.156 1.60 1.300 1.00 1.00 1.00' 1.00 1.00 0.47 738.64 1508.00 0.23 42.36 272.00 +040.750L40.750S40.5250E41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.oft 1 0.490 0.156 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.47 738.64 1508.00 0.23 42.36 272.00 40.60D40.60W40.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 1 0.00 Length 7.0ft 1 0.062 0.020 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.06 93.30 1508.00 0.03 5.35 272.00 40.60D90.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.062 0.020 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.06 93.30 1508.00 0.03 5.35 272.00 rOfl'Miiimum DifIions 1 Load Combination Span Max. V Defi Location in Span Load Combination Max. °+" Defi Location in Span 1 0.1929 3.526 0.0000 0.000 [ViiiRiions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.336 0.336 Overall MiNimum 0.280 0.280 +041 0.056 0.056 40+441 0.336 0.336 04.r#1 0.056 0.056 40+541 0.056 0.056 +0.O.750Lr*0.750L*H 0.266 0.266 *D+0.750L+0.7505+fi 0.266 0.266 *D+0.60W#I 0.056 0.056 *O+0.70E+fi 0.056 0.056 iO+0.750Lr+0.750L+0.450W#1 0.266 0.266 +D+0.750Li0.750S+0.450W'Fl 0.266 0.266 i0+0.750L+0.7505+0.5250E#1 . 0.266 0.266 .0.60D+0.60WiO.60H 0.034 0.034 .0.60D+0.70E+0.60H 0.034 0.034 D Only 0.056 0.056 LrOnly L Only 0.280 0.280 S Only W Only E Only H Only -)t--,inn C Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs = 0.360:1 6x10 61.20 psi = 170.00 psi 4IJ44-H = 10.237 ft = Span #1 San Diego CA riEag You can change this area using the Settings menu item and then using the "Printing & Title Blocks selection. Title Block Line 6 Wood Beam Project Title: Kim Residence remodel addition Engineer: Project ID: Project Descr: Pnnted: 24 APR 2018. 2:24PM INC. 1983-2017. 8uild:10.17.12.10. Ver:10.17.12.10 Description : 2B5 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 1,300.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb- 1,300.0 psi Ebend-xx 1,600.0ksi Fc - PrIl 925.0 psi Eminbend - xx 580.0 ksi - Wood Species : Douglas Fir - Larch (North) Fc - Perp 625.0 psi Wood Grade : No.1 Fv 170.0 psi Ft 675.0 psi Density 30.580pcf - Beam Bracing •: Beam is Fully Braced against lateral-torsional buckling 0(0.09) L(O.36) 9 9 9 9 9 6x10 Span = 11.0 ft r-ApVliqd Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D =0.0150. L = 0.060 ksf, Tributary Width = 6.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.759. 1 Section used for this span 6x10 fb : Actual = 987.26p5i FB : Allowable = 1 ,300.oOpsi Load Combination 404U*I Location of maximum on span = 5.500ft Span # where maximum occurs = Span # I Mvim, im flfIcrfirr, Max Downward Transient Deflection 0.190 in Ratio = 695 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.237 in Ratio = 556 '=240 Max Upward Total Deflection 0.000 in Ratio = 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C i Cr Cm C t CL . M fb Fb V IV F'v *0-41 0.00 0.00 0.00 0.00 Length =11.oft 1 0.169 0.080 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.36 197.45 1170.00 0.43 12.24 153.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0ft 1 0.759 0.360 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.81 987.26 1300.00 2.13 61.20 170.00 04x-*I 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 11.0 It 1 0.122 0.058 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.36 197.45 1625.00 0.43 12.24 212.50 -.0+541 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 11.0 It 1 0.132 0.063 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.36 197.45 1495.00 0.43 12.24 195.50 -.0*0.750Lr*0.750L#i 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 11.0 It 1 0.486 0.230 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.45 789.81 1625.00 1.71 48.96 212.50 Wood Beam Descption: 285 San Diego CA jJ You can change this area using the Settings menu item and then using the 'Printing & Title Block selection. Title Block Line 6 Project Title: Kim Residence remodel addition Engineer: Project ID: Project Descr: Printed: 24 APR 2018. 2:24PM INC. 1983-2017, Build:10.17.12.10, Ver10.17.12.10 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C Cr Cm C t CL M fb Fb V tv Fv 1'040.750L40.750S41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.528 0.250 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.45 789.81 1495.00 1.71 48.96 195.50 4040.60WIH 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 11.0 ft 1 0.095 0.045 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.36 197.45 2080.00 0.43 12.24 272.00 +040.70E41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 11.0 It 1 0.095 0.045 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.36 197.45 2080.00 0.43 12.24 272.00 4040.750Lr4O.750L40.450W*I 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.oft 1 0.380 0.180 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.45 789.81 2080.00 1.71 48.96 272.00 '040.750L40.750S40.450W4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.oft 1 0.380 0.180 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.45 789.81 2080.00 1.71 48.96 272.00 sD40.750L40.7505+0.5250E*H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 It 1 0.380 0.180 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.45 789.81 2080.00 1.71 48.96 272.00 40.60DI0.60W40.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 11.0 It 1 0.057 0.027 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.82 118.47 2080.00 0.26 7.34 272.00 40.60D*0.70E40.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 11.0 It 1 0.057 0.027 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.82 118.47 2080.00 0.26 7.34 272.00 r Ovir 1 Load Combination Span Max. V Defi Location in Span Load Combination Max. +° Defi Location in Span 1 0.2371 5.540 0.0000 0.000 [Vertical Reactions Support notation Far left is #1 Values in KIPS - Load Combination Support 1 Support 2 Overall MAXimum 2.475 2.475 Overall MINimum 1.980 1.980 *044 0.495 0.495 *D*1*H 2.475 2.475 *D.i4.r*H 0.495 0.495 s'O+S*H 0.495 0.495 *0*0.750Lr*0.750L44 1.980 1.980 *0'0.750L*0.750541 1.980 1.980 i0*0.60W41 0.495 0.495 *0*0.70E41 0.495 0.495 +D*0.750Lr*0.750L*0.450W41 1.980 1.980 '0*0.750L*0.7505*0.450W#1 1.980 1.980 *D*0.750L*0.7505*0.5250E44 1.980 1.980 *060D*0.60W*0.60H 0.297 0.297 +0.60D0.70E+0.60H 0.297 0.297 D Only 0.495 0.495 LrOnly L Only 1.980 1.980 S Only WOnly E Only H Only Maximum Shear Stress Ratio Section used for this span fv : Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs = 0.175:1 3.125x12 = 46.27 psi = 265.00 psi +D+L+H = 11266ff Span #1 San Diego CA jJ You can change this area L In U. using the Settings menu item JNk4,Jg-JJk4Jff1E Mk and then using the 'Printing & Title Block selection. Title Block. Line 6 Wood Beam Project Title: Kim Residence remodel addition Engineer: Project ID: Project Descr: Pnnted: 24 APR 2018, 2:26PM INC. 1983-2017. Build:10.17.12.10. Ver.10.17.12.10 Description: 2136 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2400 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb- 1850 psi Ebend-xx 1800ksi Fc - Pril 1650 psi Eminbend - xx 950 ksi Wood Species : OF/OF Fc - Perp 650 psi Ebend- yy 1600ksi Wood Grade :24F - V4 Fv 265 psi Eminbend - yy 850 ksi Ft 1100 psi Density 31.2pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling - - - - - - 9 9 9 0(0.045) L(0.18) 3.125x12 Span = 12.250 ft F 'I - 1 Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0150, L = 0.060 ksf, Tributary Width = 3.0ff EDESIGNsUMMARY Maximum Bending Stress Ratio = 0.281:1 Section used for this span 3.125x12: fb : Actual = 675.28psi FB : Allowable = 2400.00psi Load Combination . Location of maximum on span = 6.125-ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.113 in Ratio = 1297 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.142 in Ratio = 1038 >=240 Max Upward Total Deflection 0.000 in Ratio = 0<240 Miimum F&Stresses f6L i6i 1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C i Cr Cm C t CL M fb Fb V fv Fv 4041 0.00 0.00 0.00 0.00 Length =12.250ft 1 0.063 0:039 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.84 135.06 2160.00 0.23 9.25 238.50 +0+141 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.250ft 1 0.281 0.175 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.22 675.28 2400.00 1.16 46.27 265.00 '0sLr4I 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.250ft 1 0.045 0:028 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.84 135.06 3000.00 0.23 9.25 .331.25 +0+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.250ft 1 0.049 0.030 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.84 135.06 2760.00 0.23 9.25 304.75 4040.750Lr40.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.250 It 1 0.180 0.112 1.25 1.000 1.00 1.00 1.00 11.00 1.00 3.38 540.23 3000.00 0.93 37.02 331.25 San Diego CA You can change this area U&--1U1= using the 'Settings menu item and then using the Printing & Title Block selection. Title Block. Line 6 Wood Beam Project Title: Kim Residence remodel addition Engineer: Project ID: Project Descr: Printed: 24 APR 2018, 2:26PM INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 Description: 286 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C IN C i Cr Cm C t CL M lb Pb V Iv Fv +D'0.750L40.750841 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.250ft 1 0.196 0.121 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.38 540.23 2760.00 0.93 37.02 304.75 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.250 It 1 0.035 0.022 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.84 135.06 3840.00 0.23 9.25 424.00 40+0.70E4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.250 It 1 0.035 0.022 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.84 135.06 3840.00 0.23 9.25 424.00 .O'0.750Lr40.750L40.450W4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.250 It 1 0.141 0.087 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.38 540.23 3840.00 0.93 37.02 424.00 4040.750L40.750540.450W4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.250 It 1 0.141 0.087 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.38 540.23 3840.00 0.93 37.02 424.00 'D40.750L+0.750S90.5250E41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.250 It 1 0.141 0.087 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.38 540.23 3840.00 0.93 37.02 424.00 +0.60D+0.60Ws0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.250 It 1 0.021 0.013 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.51 81.03 3840.00 0.14 5.55 424.00 90.600*0.70E*0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.250 ft 1 0.021 0.013 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.51 81.03 3840.00 0.14 5.55 424.00 verall Deflections 1 Load Combination Span Max. °- Defi Location in Span Load Combination Max. "+° Dell Location in Span 4O4I4ft 1 0.1416 6.170 0.0000 0.000 [êiiëiFRiiions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.378 1.378 Overall MINimum 1.103 1.103 0.276 0.276 1.378 1.378 *041.r4H 0.276 0.276 0.276 0.276 4O+0.750Lr90.750L*l 1.103 1.103 4040.750L40.75054H 1.103 1.103 *O'0.60W*l 0.276 0.276 4040.70E4fl 0.276 0.276 4040.750Lr4O.750L40.450W4H 1.103 1.103 '040.750L40.750S90.450W4H 1.103 1.103 +O.+0.750L'0.750S4O.5250E4l 1.103 1.103 40.60D40.60W40.60H 0.165 0.165 +0.60D+0.70Es0.60H 0.165 0.165 D Only 0.276 0.276 LrOnly LOnly 1.103 1.103 S Only WOnIy E Only H Only Wood Beam San Diego CA J You can change this area using the 'Settings menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Project Title: Kim Residence remodel addition Engineer: Project ID: Project Descr: 26 APR 2018, 10:36AM INC. 1983-2017. Bu8d:10.17.12.10. Ver.10.17.12.10 Description: 2B7 CODE REFERENCES Calculations per NDS 2015; IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 875 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - 875 psi Ebend- xx 1300 ksi Fc - PrIl 600 psi Eminbend - xx 470 ksi Wood Species : Douglas Fir - Larch (North) Fc - Perp 625 psi Wood Grade : No.2 . Fv 170 psi Ft 425 psi Density 30.58pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling - D(0.285) Lr( 9 0.26) L(O.24) 9 4x8 Span = 5.50 ft F c A'iiiLIs - - Service loads entered. Load Factors will be applied for calculations. - Uniform Load: D = 0.2850, Lr = 0.260, L = 0.240, Tributary Width = 1.0 ft DEIGN SUMMARY Maximum Bending Stress Ratio 0.6871 Maximum Shear Stress Ratio = 0.394 :1 Section used for this span 4x8 Section used for this span 4x8 fb : Actual = 976.71 psi fv : Actual = 83.80 psi FB : Allowable = 1,421 .88 psi Fv: Allowable = 212.50 psi Load Combination '-D+0.750Lr+0.750L+H Load Combination +O+0.750Lr+0.750L#I Location of maximum on span 2.750ft Location of maximum on span = 4.898 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.037 in Ratio= 1771 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.095 in Ratio = 697>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces &Séiis Load Combination Segment Length Span # Max Stress Ratios M V C C IN C i Cr Cm C t CL Moment Values M lb Fb V Shear Values fv Fv 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.412 0.237 0.90 1.300 1.00 1.00 1.00 1.00 1.00 1.08 421.76 1023.75 0.61 36.18 153.00 +0+141 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =5.50ft 1 0.683 0.392 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.99 776.93 1137.50 1.13 66.66 170.00 01r#t 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.567 0.326 1.25 1.300 1.00 1.00 1.00 1.00 1.00 2.06 806.53 1421.88 1.17 69.20 212.50 +O+S4I 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.322 0.185 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.08 421.76 1308.13 0.61 36.18 195.50 s0+0.750Lr+0.750L41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.687 0.394 1.25 1.300 1.00 1.00 1.00 1.00 1.00 2.50 976.71 1421.88 1.42 83.80 212.50 San Diego CA You can change this area LfK5J= WD using the "Settings menu item and then using the'Printing & Title Block4 selection. Title Block Line 6 Wood Beam Project Title: Kim Residence remodel addition Engineer: Project ID: Project Descr: Punted: 26 APR 2018. 10:36AM INC. 1983-2017, Build:10.17.12.10. Ver.10.17.12.10 Description: Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C IN C i Cr Cm C t CL M fb Pb V fv Fv 4040.750L90.750S411 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 5.50ft 1 0.526 0.302 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.76 688.14 1308.13 1.00 59.04 195.50 +0+0.60W+fl 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.232 0.133 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.08 421.76 1820.00 0.61 36.18 272.00 +0+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.232 0.133 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.08 421.76 1820.00 0.61 36.18 272.00 *0+0.750Lr+0.750L+0.450Ws+1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =5.50ft 1 0.537 0.308 1.60 1.300 1.00 1.00 1.00 1.00 1.00 2.50 976.71 1820.00 1.42 83.80 272.00 40+0.750L+0.7505+0.450W41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =5.50ft 1 0.378 0.217 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.76 688.14 1820.00 1.00 59.04 272.00 +0s0.750L+0.7505+0.5250Es+I 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =5.501t 1 0.378 0:217 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.76 688.14 1820.00 1.00 59.04 272.00 40.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =5.50ft 1 0.139 0.080 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.65 253.06 1820.00 0.37 21.71 272.00 +060D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =5.50ft 1 0.139 0.080 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.65 253.06 1820.00 0.37 21.71 272.00 [bFiIMimum Difáëi,ons - 1 Load Combination Span Max. Deft Location in Span Load Combination Max. W Deft Location in Span 4040.750Lr+0.750L40.450W4H 1 0.0946 2.770 0.0000 0.000 {iiiRitions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.815 1.815 - Overall MiNimum 0.660 0.660 0.784 0.784 4041+11 1.444 1.444 +041r+H 1.499 1.499 +0+5+H 0.784 0.784 +0'0.750Lr+0.750L+11 1.815 1.815 +0+0.750L+0.750S+ll 1.279 1.279 +0+0.60W+Fl 0.784 0.784 +0+0.70E41 0.784 0.784 0+0.750Lr+0.750L+0.450Ws11 1.815 1.815 *0+0.750L+0.750S+0.450W41 1.279 1.279 +0+0.750L+0.7505+0.5250E+41 1.279 1.279 +0.60D+0.60W+0.60H 0.470 0.470 +0.60D+0.70E+0.60H 0.470 0.470 D Only 0.784 0.784 LrOnly 0.715 0.715 L Only 0.660 0.660 S Only WOnly E Only II Only San Diego CA. Bozeman MT %~E) LFUTM W using the 'Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Kim Residence remodel addition Engineer: Project ID: Project Descr: Pnnled: 21 FEB 2018, 8:52AM Wood Beam = D:SHOP INC. 1983-2017, Build:10.17.12.10, Ver.10.17.12.10 Description: 2131 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2900 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - 2900 psi Ebend- xx 2000 ksi Fc-Pi1l 2900 psi Eminbend - xx 1016.535ksi Wood Species : Trus Joist Fc - Perp 625 psi Wood Grade : Parallam PSL 2.OE Fv 290 psi Ft 2025 psi Density 45.05pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0.195) L(O.52) - p 3.5x11.25 Span= 12.0 ft Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0150, L = 0.040 ksf, Tributary Width = 13.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.721:1 Section used for this span 3.5x11.25 lb : Actual 2,091 .89p5i FB : Allowable = 2,900.00psi Load Combination 4O41.41-I Location of maximum on span = 6.000ft Span # where maximum occurs = Span # 1 Maximum Deflection Maximum Shear Stress Ratio 0.477 :1 Section used for this span 3.5x11.25 N : Actual = 138.38 psi Fv : Allowable = 290.00 psi Load Combination +O+L+H Location of maximum on span = 0.000 ft Span # where maximum occurs = Span #1 Max Downward Transient Deflection 0.294 in Ratio = 490 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.404 in Ratio = 356 >=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 rMiiiiiiii F6s &Stresses f67LCiti&i Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C i Cr Cm C t CL M fb Fb V fv F'v 90441 0.00 0.00 0.00 0.00 Length =12.oft 1 0.219 0.145 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.51 570.51 2610.00 0.99 37.74 261.00 4091.441 . 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.721 0.477 1.00 1.000 1.00 1.00 1.00 1.00 1.00 12.87 2,091.89 2900.00 3.63 138.38 290.00 *0*Lr4l 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.0 ft 1 0.157 0.104 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.51 570.51 3625.00 0.99 37.74 362.50 +O+S+fl 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.0 ft 1 0.171 0.113 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.51 570.51 3335.00 0.99 37.74 333.50 40.0.750Lr.0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.0 ft 1 0.472 0.312 1.25 1.000 1.00 1.00 1.00 1.00 1.00 10.53 1711.54 3625.00 2.97 113.22 362.50 San Diego CA Bozeman MT LF:71j= W using the 'Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Project Title: Kim Residence remodel addition Engineer: Project ID: Project Descr: Pnnted: 21 FEB 2018, 8:52AM INC. 1983-2017, Build:10.17.12.10, Ver.10.17.12.10 Description : 2B1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C i Cr Cm C t CL M fb Fb V Iv F'v *040.750L+0.750S*H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.0 It 1 0.513 0.339 1.15 1.000 1.00 1.00 1.00 1.00 1.00 10.53 1,711.54 3335.00 2.97 113.22 333.50 +D*0.60W41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.0 It 1 0.123 0.081 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.51 570.51 4640.00 0.99 37.74 464.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.0 It 1 0.123 0.081 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.51 570.51 4640.00 0.99 37.74 464.00 +D40.750Lr40.750L.0.450W4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.0 It 1 0.369 0.244 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.53 1,711.54 4640.00 2.97 113.22 464.00 4D40.750L'+0.750S40.450W*H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.0 It 1 0.369 0.244 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.53 1,711.54 4640.00 2.97 113.22 464.00 *D*0.750L40.750540.5250EIH 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.0 It 1 0.369 0.244 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.53 1,711.54 4640.00 2.97 113.22 464.00 40.600.i0.60W40.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.0 It 1 0.074 0.049 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.11 342.31 4640.00 0.59 22.64 464.00 40.60D40.70E40.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.0 It 1 0.074 0.049 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.11 342.31 4640.00 0.59 22.64 464.00 Overall Maximum Deflections Load Combination Span Max. "-" Defi Location in Span Load Combination Max. "+" Dell Location in Span 1 0.4040 6.044 0.0000 0.000 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.290 4.290 Overall MiNimum 3.120 3.120 +0*1 1.170 1.170 4.290 4.290 *D+Lr+H 1.170 1.170 ."O+S*fl 1.170 1.170 4040.750Lr+0.750L41 3.510 3.510 4040.750L+0.750S41 3.510 3.510 *040.60W+H 1.170 1.170 D40.70E4H 1.170 1.170 4040.750Lrs0.750L+0.450W4H 3.510 3.510 4040.750L40.750S40.450W4H 3.510 3.510 O0.750L40.750S40.5250E4H 3.510 3.510 .0.60D+0.60W.0.60H 0.702 0.702 40.60D40.70E40.60H 0.702 0.702 0 Only 1.170 1.170 LrOnly LOnly 3.120 3.120 S Only WOnly E Only H Only San Diego CA Bozeman MT Lnilv W using the "Settings' menu item MINOR and then using the 'Printing & Title Block' selection. Title Block Line 6 Wood Beam Project Title: Kim Residence remodel addition Engineer: Project ID: Project Descr: Printed: 21 FEB 2018, 8:53PM ENERcAIc, INC. 1983-2017, Build:10.17.12.10, Ver.10.17.12.10 Description : 282 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 875 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - 875 psi Ebend- xx 1300 ksi Fc - PrIl 600 psi Eminbend - xx 470 ksi Wood Species : Douglas Fir - Larch (North) Fc - Perp 625 psi Wood Grade : No.2 Fv 170 psi Ft 425 psi Density 30.58pc1 Beam Bracing • : Beam is Fully Braced against lateral-torsional buckling - D(0.308) Lr(0.28) Q0.26) 9 - - - 9 - 9 9 4x6 Span = 4.0 ft Li- - - Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.3080, Lr= 0.280, L= 0.260, Tributary Width = 1.0 It INSUMMARV Maximum Bending Stress Ratio = 0.6821 Section used for this span 4X6: fb : Actual = 969.75:psi FB : Allowable = 1,421 .88 psi Load Combination +040.750Lr-+0.750L4H Location of maximum on span = 2.000ift Span # where maximum occurs = Span # 1 Maximum Deflection Maximum Shear Stress Ratio 0.405: 1 Section used for this span 4x6 fv :Actual = 85.97 psi Fv : Allowable = 212.50 psi Load Combination -+O-+0.75OLr-e0.750L+H Location of maximum on span = 3.547 It Span # where maximum occurs = Span #1 Max Downward Transient Deflection 0.026 in Ratio = 1866 "=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.0651n Ratio = 733 >=240 Max Upward Total Deflection 0.000 in Ratio = 0<240 EMimiForces &'Stresses föiL iiii Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span 4 M V C C F,', C i Cr cm c t CL M fb Fb V N F'v 0.00 0.00 0.00 0.00 Length =4.0 ft 1 0.409 0.243 0.90 1.300. 1.00 1.00 1.00 1.00 1.00 0.62 418.91 1023.75 0.48 37.14 153.00 4041.441 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =4.oft 1 0.679 0.403 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.14 772.53 1137.50 0.88 68.49 170.00 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =4.Oft 1 0.562 0.334 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.18 799.74 1421.88 0.91 70.90 212.50 +0+541 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =4.oft 1 0.320 0.190 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.62 418.91 1308.13 0.48 37.14 195.50 4040750Lr40.750L4fI . 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =4.0ft 1 0.682 0.405 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.43 969.75 1421.88 1.10 85.97 212.50 San Diego CA Project Title: Kim Residence remodel addition ag • Bozeman MT Engineer: Project ID: • using the 'Settings' menu item Project Descr: and then using the 'Printing & Title Block' selection. Title Block Line 6 Printed: 21 FEB 2018, 8:53AM vvOO earn File THKim-cthisbadwcALcuLAT1oNsKIMcBic6 --1111 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver.1O.17.12.10 IUTit''EsI.5sIs1trLsJ. Licensee: S -HOP ENGINEERING Description : 2B2 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C i Cr Cm C CL M fb Pb V Iv F'v 4040.750L40.750S*l 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =4.oft 1 0.523 0.310 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.01 684.13 1308.13 0.78 60.65 195.50 4040.60Ws+t 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =4.oft 1 0.230 0.137. 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.62 418.91 1820.00 0.48 37.14 272.00 40+0.70E4H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =4.0lit 1 0.230 0.137 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.62 418.91 1820.00 0.48 37.14 272.00 4040.750Lrs0.750L40.450W4H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =4.oft 1 0.533 0.316 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.43 969.75 1820.00 1.10 85.97 272.00 'O+0.750L40.750S40.450W4H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =4.Oft 1 0.376 0.223 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.01 684.13 1820.00 0.78 60.65 272.00 +0'0.750L40.750S40.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =4.oft 1 0.376 0.223 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.01 684.13 1820.00 0.78 60.65 272.00 +0.60D*0.60W.0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =4.oft 1 0.138 0.082 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.37 251.35 1820.00 0.29 22.28 272.00 +0.60D*0.70E.0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =4.oft 1 0.138 0.082 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.37 251.35 1820.00 0.29 22.28 272.00 [OWMiimum Diflhons Load Combination Span Max. '-' Defi Location in Span Load Combination Max. '+ Defi Location in Span '040.750Lr40.750L40.450W4H 1 0.0655 2.015 0.0000 0.000 {VéiticaiRitions -- Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.426 1.426 Overall MINimum 0.520 0.520 404+1 0.616 0.616 404L4fI 1.136 1.136 40#t.r#t 1.176 1.176 .+0+S4I 0.616 0.616 +040.750Lr40.750L41 1.426 1.426 I040.750L40.750SsH 1.006 1.006 +040.60W*l 0.616 0.616 4040.70E+H 0.616 0.616 *040.750Lr+0.750L40.450W1H 1.426 1.426 l'040.750L+0.750540.450WsH 1.006 1.006 *040.750L40.750540.5250Ei+I 1.006 1.006 0.60Ds0.60W+0.60H 0.370 0.370 40.600+O.70E40.60H 0.370 0.370 D Only 0.616 0.616 LrOnly 0.560 0.560 L Only 0.520 0.520 S Only W Only E Only H Only San Diego CA Bozeman MT t using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Wood Beam Project Title: Kim Residence remodel addition Engineer: Project ID: Project Descr: Punted: 21 FEB 2018. 8:53AM INC. 1983-2017, Build:10.17.12.10. Ver10.17.12.10 Description: 2B3 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 875.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - 875.0 psi Ebend- o I ,300.0ks1 Fc - Prll 600.0 psi Eminbend - xx 470.0ks1 Wood Species : Douglas Fir - Larch (North) Fc - Perp 625.0 psi Wood Grade : No.2 Fv 170.0 psi Ft 425.0 psi Density . 30.580pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buàkling 0(0.09) Lr(O.06) L(0.12) 9 9 - 4x6 Span = 6.0 ft F EiidLipp ids - - Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.090, Lr = 0.060, L = 0.120, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.565 1 Section used for this span 4x6 lb : Actual = 642.64p5i FB : Allowable = 1,137.50p5i Load Combination +D+L4H Location of maximum on span = 3.000.ft Span # where maximum occurs Span # 1 Maximum Shear Stress Ratio Section used for this span N : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.247 :1 4x6 = 41.92 psi = 170.00 psi 40+L+H = 0.000 ft Span #1 Maximum Deflection Max Downward Transient Deflection 0.056]n Ratio = 1290 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.105 in Ratio = 688 >=240 Max Upward Total Deflection 0.0001n Ratio = 0<240 rMiiImui1Forces &Stresses f Cbiitions i Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C IN C i Cr Cm C t CL M lb Fb V fv F'v 4041 0.00 0.00 0.00 0.00 Length =6.oft 1 0.269 0.117 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.41 275.42 1023.75 0.23 17.97 153.00 +0+141 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.0ft 1 0.565 0.247 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.95 - 642.64 1137.50 0.54 41.92 170.00 +0+1-r4 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.Oft 1 0.323 0.141 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.68 459.03 1421.88 0.38 29.95 212.50 +0+541 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.oft 1 0.211 0.092 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.41 275.42 1308.13 0.23 17.97 195.50 4040.750Lr90.750L4H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.oft 1 0.484 0.211 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.01 688.55 1421.88 0.58 44.92 212.50 San Diego CA Project Title: Kim Residence remodel addition ag • Bozeman MT Engineer: Project Descr: Project ID: • using the Settings menu item and then using the Printing & Title Block selection. Title Block Line 6 Printed: 21 FEB 2018, 8:53AM Wood earn - Ie=D:SH0P201Grám T}4KmsbàdCALCuONSKlMcB.ec6 1111 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver.10.17.12.10 Lic. # : KW-06009705 Licensee SHOP ENGINEERING Description : 283 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C t CL M fb Fb V fv Pv 4040.750L40.750S4H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.Oft 1 0.421 0.184 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.81 550.84 1308.13 0.46 35.94 195.50 .D'0.60W#t 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.oft 1 0.151 0.066 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.41 275.42 1820.00 0.23 17.97 272.00 *040.70E4H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.0ft 1 0.151 0.066 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.41 275.42 1820.00 0.23 17.97 272.00 '040.750Lr40.750L40.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.0ft 1 0.378 0.165 1.60 1.300 1.00 1.00 1.00 P1.00 1.00 1.01 688.55 1820.00 0.58 44.92 272.00 +O40750L40.750540.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.Oft 1 0.303 0.132 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.81 550.84 1820.00 0.46 35.94 272.00 'O40.750L40.750S40.5250E4H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.Oft 1 0.303 0.132 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.81 550.84 1820.00 0.46 35.94 272.00 '0.60D40.60W.0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.0ft 1 0.091 0.040 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.24 165.25 1820.00 0.14 10.78 272.00 +0.60D'0.70E40.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.oft 1 0.091 0.040 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.24 165.25 1820.00 0.14 10.78 272.00 flbverafl Maximum Defltions Load Combination Span Max. -" Defi Locatbn in Span Load Combination Max. '+ Defi Location in Span '0+0.750Lr4O.750L40.450W41 1 0.1046 3.022 0.0000 0.000 [Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support I Support 2 Overall MAXimum 0.675 0.675 Overall MiNimum 0.360 0.360 0.270 0.270 9O4.*I 0.630 0.630 0.450 0.450 0.270 0.270 4040.750Lr40.750L#t 0.675 0.675 4090.750L+0.750S4t 0.540 0.540 +D.0.60W4l 0.270 0.270 4040.70E4H 0.270 0.270 '040.750Lr40.750L40.450W4H 0.675 0.675 '040.750L40.750S90.450W+H 0.540 0.540 4040.750L40.7505+0.5250E1+t 0.540 0.540 40.60D40.60W+0.60H 0.162 0.162 '0.60D0.70E*0.60H 0.162 0.162 D Only 0.270 0.270 LrOnly 0.180 0.180 L Only 0.360 0.360 S Only WOnly E Only H Only Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs = 0.227:1 2x6 = 38.53 psi = 170.00 psi -+O+L+H = 0.000 ft = Span #1 San Diego CA Project Title: Kim Residence remodel addition Bozeman MT Engineer: Project ID: k=_ Lr-1J2CV U"'~ using the 'Settings' menu item Project Descr: I!1i1II!JE1 and then using the 'Printing & Title Block' selection. Title Block Line 6 Printed: 21 FEB 2018, 8:53AM F Wood Beam - - Ale=0:5HOP2017tGràhim Ki idsb4-CALCULATIONSKIMCBi6 ENERCAIC, INC. 1983-2017, Build:10.17.12.10, Ver.10.17.12.10 I IUT!t'A'EuIftIs1WJ. Description : DJ-1 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 875.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - 875.0 psi Ebend- xx 1 ,300.0ksi Fc - Pl 600.0 psi Eminbend - xx 470.0 ksi Wood Species : Douglas Fir - Larch (North) Fc - Perp 625.0 psi Wood Grade : No.2 Fv 170.0 psi Ft 425.0 psi Density. 30.580pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling - - - I---, -- - - ,- -. - - 0(0.01995) L(O.0532) 0 . 8 2x6 ci? Snn = R670 ft AliJiii1s - Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0150, L = 0.040 ksf, Tributary Width = 1.330 ft EDEsiGfsLMMAR', Maximum Bending Stress Ratio = 0.567:1 Section used for this span 2x6 fb : Actual 645.49psi FB :Allowable = 1,137.50psi Load Combination +04.41 Location of maximum on span = 3.335 ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.088 in Ratio = 908 >=360 Max Upward Transient Deflection 0.000 in Ratio = O360 Max Downward Total Deflection 0.121 in Ratio = 660 >=240 Max Upward Total Deflection 0.000 in Ratio = 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C i Cr Cm C t CL M fb Pb V fv F'v 104H 0.00 0.00 0.00 0.00 Length = 6.670 ft 1 0.172 0.069 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.11 176.04 1023.75 0.06 10.51 153.00 '04.41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =6.670ft 1 0.567 0.227 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.41 645.49 1137.50 0.21 38.53 170.00 'O'Lr#I 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.670 ft 1 0.124 0.049 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.11 176.04 1421.88 0.06 10.51 212.50 -'0+541 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.670 ft 1 0.135 0.054 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.11 176.04 1308.13 0.06 10.51 195.50 .0'0.750Lr4O.750L#1 1.300 1.00 1.00 1.00 laD 1.00 0.00 0.00 0.00 0.00 Length = 6.670 ft 1 0.371 0.148 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.33 528.13 1421.88 0.17 31.52 212.50 San Diego CA Project Title: Kim Residence remodel addition Bozeman MT Engineer: Project ID: using the Settings menu item Project Descr: and then using the 'Printing & Title Blocks selection. Title Block Line 6 Pnnted: 21 FEB 2018, 8:53AM Wood Beam - FiIeD:SHOP 2017Grahani THIX flsbad4-CALCULA11ONSKIMCaec6 ENERCALC. INC. 1983-2017. Build:10.17.12.10. Ver.10.17.12.10 1 Description: DJ-1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C IN C i Cr Cm C t CL M tb F'b V fv F'v +D'0.750L40.750S4H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.670 ft 1 0.404 0.161 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.33 528.13 1308.13 0.17 31.52 195.50 4040.60W4FI 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.670 ft 1 0.097 0.039 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.11 176.04 1820.00 0.06 10.51 272.00 4D40.70E4H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 6.670ft 1 0.097 0.039 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.11 176.04 1820.00 0.06 10.51 272.00 *D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.670 ft 1 0.290 0.116 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.33 528.13 1820.00 0.17 31.52 272.00 +D.O.750L40.750S40.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.670 ft 1 0.290 0.116 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.33 528.13 1820.00 0.17 31.52 272.00 4040.750L40.750S40.5250E4H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.670 ft 1 0.290 0.116 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.33 528.13 1820.00 0.17 31.52 272.00 .0.60Ds0.60W.0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.670 ft 1 0.058 0.023 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.07 105.63 1820.00 0.03 6.30 272.00 .0.60D'0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.670 ft 1 0.058 OO23 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.07 105.63 1820.00 0.03 6.30 272.00 Overall Maximum bifliions Load Combination Span Max. Defi Location in Span Load Combination Max. "+ Dell Location in Span 4041441 1 0.1212 3.359 0.0000 0.000 [!éiiii Rimcitions I Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.244 0.244 Overall MINimum 0.177 0.177 40441 0.067 0.067 *04.44-I 0.244 0.244 *04.r*H 0.067 0.067 *D+S44-J 0.067 0.067 -'O*0.750Lr-+0.750L44-I 0.200 0.200 *D0.750L*0.750S*41 0.200 0.200 4040.60 W*4 0.067 0.067 +D0.70E*H 0.067 0.067 +040.750Lr40.750L+0.450W4H 0.200 0.200 +040.750L40.750S40.450W4fI 0.200 0.200 -'O-+0.750L*0.750S*0.5250E*H 0.200 0.200 .0.60D*0.60W*0.60H 0.040 0.040 .0.60D+0.70E-+0.60H 0.040 0.040 D Only 0.067 0.067 LrOnly LOnly 0.177 0.177 S Only W Only EOnly H Only San Diego CA Project Title: ag Bozeman MT Engineer: L19JIN DiE using the °Settings menu item Project Descr: and then using the Printing & Title Block selection. Title Block Line 6 Wood Beam FiIe Kim Residence remodel addition Project ID: Printed: 21 FEB 2018, 8:53AM ENERCAIC, INC. 1902017, Build:10.17.12.10, Ver.10.17.12.10 Descilption: RB4 OEE4EAICES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2900 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - 2900 psi Ebend- xx 2000 ksi Fc - Pill 2900 psi Eminbend - xx 1016.535ksi Wood Species : Trus Joist Fc - Perp 625 psi Wood Grade : Parallam PSL 2.OE Fv 290 psi - Ft 2025 psi Density 45.05pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling p D(0.1951L(0.52) 3.5x11.25 Span = 10.0 ft Applied Loads - Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0150, L = 0.040 ksf, Tributary Width = 13.0 ft EPSIGNLSUMMARY Maximum Bending Stress Ratio 0.501:1 Section used for this span 3.5x11.25 fb : Actual 1,452.70 psi FB : Allowable = 2,900.00 psi Load Combination . Location of maximum on span = 5.000ft Span # where maximum occurs = Span # 1 Maximum Deflection Maximum Shear Stress Ratio 0.384: 1 Section used for this span 3.5x11.25 fv : Actual 111.34 psi Fv : Allowable = 290.00 psi Load Combination 40414H Location of maximum on span = 0.000ft Span # where maximum occurs = Span #1 Max Downward Transient Deflection 0.142 in Ratio= 846 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0(360 Max Downward Total Deflection 0.195 in Ratio = 615 >=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Mi,dmuth Forces &Stresses Load Combination Segment Length Span # Max Stress Ratios M V C C IN C i Cr Cm C t CL Moment Values M fb Pb V Shear Values fV F'v +0*1 0.00 0.00 0.00 0.00 Length =10.Oft 1 0.152 0.116 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.44 396.19 2610.00 0.80 30.36 261.00 1.000 1.00 1.00 1.00 1.00 1.00 , 0.00 0.00 0.00 0.00 Length = 10.0 ft 1 0.501 0.384 1.00 1.000 1.00 1.00 1.00 1.00 1.00 8.94 1,452.70 2900.00 2.92 111.34 290.00 *04x*I 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 10.0 It 1 0.109 0.084 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.44 396.19 3625.00 0.80 30.36 362.50 4O+S*H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 10.0 ft 1 0.119 0.091' 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.44 396.19 3335.00 0.80 30.36 333.50 '00.750Lr+0.750L*l 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.0 ft 1 0.328 0.251 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.31 1,188.57 3625.00 2.39 91.09 362.50 San Diego CA Bozeman MT Lpli= - using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Kim Residence remodel addition Engineer: Project ID: Project Descr: I itie blOCk Line b Printed: 21 FEB 2018, 8:53AM 'Mood Bea" FiieD:SHOP2017tGraham THKimdsbadt4.ALCULA11ONStKiMCBec6 VW ENERCAIC, INC. 1993-2017, Build:10.17.12.10, Ver.1O.17.12.1O Descnption: RB4 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M fb Pb V fv Fv *D*0.750L*0.7505*H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00000 0.00 Length= 10.0 ft 1 0.356 0.273 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.31 1188.57 3335.00 2.39 91.09 333.50 *D0.60W*I 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.oft 1 0.085 0.065 1.60 1.000 laD 1.00 1.00 1.00 1.00 2.44 396.19 4640.00 0.80 30.36 464.00 ..0*070E41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 10.0 ft 1 0.085 0.065 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.44 396.19 4640.00 0.80 30.36 464.00 *0*0.750Lr*0.750L+0.450W*t 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.oft 1 0.256 0.196 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.31 1,188.57 4640.00 2.39 91.09 464.00 +0*0.750L*0.750S*0450W*H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1O.oft 1 0.256 0.196 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.31 1,188.57 4640.00 2.39 91.09 464.00 *0*0.750L*0.750S*0.5250E*1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.0 ft 1 0.256 0.196 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.31 1,188.57 4640.00 2.39 91.09 464.00 *0.60D*0.60W*0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.oft 1 0.051 0.039 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.46 237.71 4640.00 0.48 18.22 464.00 ..060D*0.70E0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 10.0 ft 1 0.051 0.039 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.46 237.71 4640.00 0.48 18.22 464.00 flOverali Maximum Diflions Load Combination Span Max. "-" Dell Location in Span Load Combination Max. "+" Dell Location in Span 40*141 1 0.1948 5.036 0.0000 0.000 [ VéiiIReictions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.575 3.575 Overall MiNimum . 2.600 2.600 0.975 0.975 40+L+H 3.575 3.575 *0+Lr4 0.975 0.975 *0+S4I 0.975 0.975 eD*0750Lr*0750L41 2.925 2.925 *0*0750L*0.750541 2.925 2.925 +0*0.60W*I 0.975 0.975 *Ds0.70E*fl 0.975 0.975 *0*0.750Lr*0.750Ls0.450W41 2.925 2.925 *Di0750L*0.750S*0450W+H 2.925 2.925 *D*0750L*0.750S*05250E4I 2.925 2.925 *0.60D*0.60W*0.60H 0.585 0.585 - *0.60D*070E*0.60H 0.585 0.585 D Only 0.975 0.975 Lr Only L Only . 2.600 2.600 S Only W Only E Only I-I Only. San Diego CA r7==) r~aggej3n You can change this area using the Setting? menu item and then using the Pnting & Title Block selection. Title Block Line 6 Wood Beam Project Title: Kim Residence remodel addition Engineer: Project ID: Project Descr: Pnnled: 26 APR 2018. 10:18AM INC. 1983-2017, Build:10.17.12.10, Ver.10.17.12.10 Description: R135 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 875.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - 875.0 psi Ebend- xx 1 ,300.0ksi Fc - PrIl 600.0 psi Eminbend - xx 470.0 ksi Wood Species : Douglas Fir - Larch (North) Fc - Perp 625.0 psi Wood Grade : No.2 Fv 170.0 psi Ft 425.0 psi Density 30.580pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 4x12 Span = 18.0 ft EIiiL I Service loads entered. Load Factors will be applied for calculations. Uniform Load: D =0.0150, L = 0.040 ksf, Tributary Width = 2.0 ft EDESIGN SUMMARY Maximum Bending Stress Ratio = 0.7521 Section used for this span 4x12 fb : Actual = 724.11psi FB : Allowable = 962.50psi Load Combination +D.4I Location of maximum on span = 9.000ft Span # where maximum occurs = Span # I Maximum Deflection Maximum Shear Stress Ratio 0.199 :1 Section used for this span 4x12 fv : Actual = 33.86 psi Fv : Allowable = 170.00 psi Load Combination 40+L+H Location of maximum on span = 17.080 ft Span # where maximum occurs = Span #1 Max Downward Transient Deflection 0.352 in Ratio = 613 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.484 in Ratio = 446 >=240 Max Upward Total Deflection 0.000 in Ratio = 0<240 Load Combination Segment Length Span # Max Stress Ratios M V C C FN C i Cr Cm C t CL Moment Values M fb Fb V Shear Values fv F'v +0*1 0.00 0.00 0.00 0.00 Length =18.oft 1 0.228 0.060 0.90 1.100 1.00 1.00 1.00 1.00 1.00 1.22 197.49 866.25 0.24 9.23 153.00 4041*1 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =18.oft 1 0.752 0.199 1.00 1.100 1.00 1.00 1.00 1.00 1.00 4.46 724.11 962.50 0.89 33.86 170.00 4D41r4H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =18.oft 1 0.164 0.043 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.22 197.49 1203.13 0.24 9.23 212.50 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =18.oft 1 0.178 0.047 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.22 197.49 1106.88 0.24 9.23 195.50 D0.750Lr0.750L#I 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.0 ft 1 0.492 0.130 1.25 1.100 1.00 1.00 1.00 1.00 1.00 3.65 592.46 1203.13 0.73 27.70 212.50 San Diego CA Project Title: Kim Residence remodel addition ag • You can change this area k=~ LF-1J= Engineer: Project ID: using the Settings menu item Project Descr: 1IiJIIEIIME1 and then using the Pnting & Title Block' selection. Title Block Line 6 Printed: 26 APR 2018, 10:18AM vvOO earn - - ................. FiIiD:SHoP2017GrnhthiTHlJ(iirtsbid\4-cALCULATIoNStKJMCaec6 ENERcALc, INC. 1902017, Build:10.17.12.10, Ver.10.17.12.10 Iic. # : KW-06009705 Licensee Description: RB5 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C i Cr Cm C t CL M fb Pb V fv F'v +090.750L*0.750541 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =18.Oft 1 0.535 0.142 1.15 1.100 1.00 1.00 1.00 1.00 1.00 3.65 592.46 1106.88 0.73 27.70 195.50 4040.60W4H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =18.0ft 1 0.128 0.034 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.22 197.49 1540.00 0.24 9.23 272.00 O40.70E*l 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =18.oft 1 0.128 0.034 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.22 197.49 1540.00 0.24 9.23 272.00 4040.750Lr40.750L40.450W*H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =18.oft 1 0.385 0.102 1.60 1.100 1.00 1.00 1.00 1.00 1.00 3.65 592.46 1540.00 0.73 27.70 272.00 4040.7501-4750540.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 18.0 ft 1 0.385 0.102 1.60 1.100 1.00 1.00 1.00 1.00 1.00 3.65 592.46 1540.00 0.73 27.70 272.00 4040.750L+0.750S90.5250E#1 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 18.0 ft 1 0.385 0.102 1.60 1.100 1.00 1.00 1.00 1.00 1.00 3.65 592.46 1540.00 0.73 27.70 272.00 40.60D40.60W40.60H . 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.0 ft 1 0.077 0.020 1.60 1.100 1.09 1.00 1.00 1.00 1.00 0.73 118.49 1540.00 0.15 5.54 272.00 0.60D0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.0 ft 1 0.077 0020 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.73 118.49 1540.00 0.15 5.54 272.00 Overall Maximum ifiions - Load Combination Span Max. - Defi Location in Span Load Combination Max. Defi Location in Span 40+4+H 1 0.4841 9.066 0.0000 0.000 - Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.990 0.990 Overall MiNimum 0.720 0.720 *OsH 0.270 0.270 4D44B 0.990 0.990 40sLr441 . 0.270 0.270 0.270 0.270 *040.750Lr4O.750L4H 0.810 0.810 4040.750L+0.750S*I 0.810 0.810 D40.60W*l 0.270 0.270 4040.70E4H 0.270 0.270 '040.750Lr40.750L+0.450W#1 0.810 0.810 4040.750L'+0.750S+0.450W+H 0.810 0.810 'D.0.750L40.750S40.5250E41 0.810 0.810 .0.60D*0.60W+0.60H 0.162 0.162 4060D+0.70E+0.60H 0.162 0.162 D Only 0.270 0.270 Lr Only. L Only 0.720 0.720 S Only WOnly E Only H Only Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs = 0.186:1 1.75x11.87 = 52.99 psi = 285.00 psi +1J+L+H = 21.0361t = Span #1 San Diego CA Bozeman MT Ei1 J1!1 using the 'Settings' menu item and then using the 'Printing & Title Block" selection. Wood Beam Project Title: Kim Residence remodel addition Engineer: Project ID: Project Descr: Pñnted: 21 FEB 2018. 8:53AM INC. 1983-2017. Build:10.17.12.10. Ver.10.17.12.10 Description : RA - flbEREEAEAfCES I Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2,600.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - 2,600.0 psi Ebend- xx I ,900.0ksi Fc - Pl 2,510.0 psi Eminbend - xx 965.71ksi Wood Species : Trus Joist Fc - Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi - Ft 1,555.0 psi Density 42.opcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0.01995) L(O.0532) 9 9 9 9 9 1.75x11.87 Span =22.oft E AIiiLis Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0150, L = 0.040 ksf, Tributary Width = 1.330 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.4971 Section used for this span 1.75x11.87 fb:Actual = 1,291.21 psi FB : Allowable = 2,600.00 psi Load Combination 40-t#H Location of maximum on span = 1 1.000 ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.608 in Ratio= 434 >=360 Max Upward Transient Deflection 0.000 in Ratio= • 0<360 Max Downward Total Deflection 0.836 in Ratio= 315 >=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Miimum Forces Load Combination Segment Length Span # Max Stress Ratios M V C C IN C i Cr Cm C t CL Moment Values M fb Fb V Shear Values tv F'v *044-I 0.00 0.00 0.00 0.00 Length =22.oft 1 0.150 0.056 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.21 352.15 2340.00 0.20 14.45 256.50 40+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =22.oft 1 0.497 0.186 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.43 1,291.21 2600.00 0.73 52.99 285.00 -+0-+lr4l 1.000 1.00 1.00 1.00 1.00 1.00 - 0.00 0.00 0.00 0.00 Length =22.Oft 1 0.108 0.041 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.21 352.15 3250.00 0.20 14.45 356.25 *0+S*H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =22.0ft 1 0.118 0.044 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.21 352.15 2990.00 0.20 14.45 327.75 *0*0.750Lr*0.750L*I 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.0 ft 1 0.325 0.122 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.62 1,056.44 3250.00 0.60 43.36 356.25 San Diego CA Project Title: Kim Residence remodel addition rT_a9A • Bozeman MT Engineer: Project ID: using the Settings menu item Project Descr: and then using the Printing & Title Block selection. Title Block Line 6 Printed: 21 FEB 2018, 8:53AM [Wood earn - - File= ENERCAIC, INC. 1983-2017, Build:10.17.12.10, Ver.10.17.12.10 Lic. Licensee -:-SHOP ENGINEERING Description: RJ1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C, Cr Cm C t CL M lb Fb V lv F'v *0+0.750L+0.750S,H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =22.oft 1 0.353 0.132 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.62 1,056.44 2990.00 0.60 43.36 327.75 *0*0.60W#I 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 DOD Length = 22.0 ft 1 0.085 0.032 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.21 352.15 4160.00 0.20 14.45 456.00 *0*0.70E#1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =22.oft 1 0.085 0.032 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.21 352.15 4160.00 0.20 14.45 456.00 4040.750Lr+0.750L40.450W4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =22.oft 1 0.254 0.095 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.62 1,056.44 4160.00 0.60 43.36 456.00 .+0*0.750L.+0.750S*0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =22.oft 1 0.254 0.095 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.62 1,056.44 4160.00 0.60 43.36 456.00 '040.750L40.750S90.5250E#1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =22.oft 1 0.254 0.095 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.62 1,056.44 4160.00 0.60 43.36 456.00 *0.60D*0.60Ws0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =22.0ft 1 0.051 0.019 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.72 211.29 4160.00 0.12 8.67 456.00 +0.60D*0.70E*0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =22.0ft 1 0.051 0.019 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.72 211.29 4160.00 0.12 8.67 456.00 EOIFMiimum biflètions Load Combination Span Max. - Dell Location in Span Load Combination Max. + Dell Location in Span 1 0.8358 11.080 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.805 0.805 Overall MiNimum 0.585 0.585 *041 0.219 0.219 0.805 0.805 0.219 0.219 0.219 0.219 *D*0.750Lr+O.750L*H 0.658 0.658 +0*0.750L*0.7505*H 0.658 0.658 +D*0.60W41 0.219 0.219 - *0*0.70E41 0.219 0.219 +0*0.750Lr*0.750L*0.450W*H 0.658 0.658 sD'0.750L*0.750S*0.450W41 0.658 0.658 *0*0.750L-+0.7505*0.5250EiH 0.658 0.658 *0.60D*0.60W*0.60H 0.132 0.132 *0.60D*0.70E*0.60H 0.132 0.132 D Only 0.219 0.219 Lr Only L Only 0.585 0.585 S Only WOnly E Only H Only San Diego CA Project Title: Bozeman MT Engineer: LFii using the 'Settings' menu item Project Descr: and then using the 'Printing & Title Block' selection. Wood Beam FiIe= Description: 2137 CODE REFERENCES Kim Residence remodel addition Project ID: Printed: 21 FEB 2018, 8:53AM ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2900 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - 2900 psi Ebend- xx 2000 ksi Fc - Prll 2900 psi Eminbend - xx 1016.535ksi Wood Species : Trus Joist Fc - Perp 625 psi Wood Grade : Parallam PSL 2.0E Fv 290 psi Ft 2025 psi Density 45.05pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling - - D(0.195)L(O.52) 9 5.25x20 Span = 25.0 ft -- - . AjIiiCids ' Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0150, L = 0.040 ksf, Tributary Width = 13.0'ft EPE~SlqN~$OWMARY Maximum Bending Stress Ratio = 0.6991 Section used for this span 5.25x20 fb:Actual = 1,915.18psi FB : Allowable = 2,740.14 psi Load Combination . 404L4H Location of maximum on span 12.500ft Span # where maximum occurs Span # I Maximum Deflection Maximum Shear Stress Ratio 0.382 : I Section used for this span 5.25x20 fv :Actual = 110.90 psi Fv : Allowable = 290.00 psi Load Combination +D+L-+H Location of maximum on span = 23.358 ft Span # where maximum occurs = Span #1 Max Downward Transient Deflection 0.657 in Ratio = 456 >=360 Max Upward Transient Deflection 0.000: in Ratio = 0<360 Max Downward Total Deflection 0.903 in Ratio = 332 >=240 Max Upward Total Deflection 0.000 in Ratio = 0<240 [Miimum Forces &'Stresses f6FLCiiLis1 Load Combination Segment Length Span # Max Stress Ratios M V C C FN C i Cr Cm C t CL Moment Values M fb Fb V Shear Values fv F'v .OsH . 0.00 0.00 0.00 0.00 Length =25.oft 1 0.212 0.116 0.90 0.945 1.00 1.00 1.00 1.00 1.00 15.23 522.32 2466.13 2.12 30.25 261.00 +D4s.H 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =25.oft 1 0.699 0.382 1.00 0.945 1.00 1.00 1.00 1.00 1.00 55.86 1,915.18 2740.14 7.76 110.90 290.00 4041r4H 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =25.Oft 1 0.152 0.083 1.25 0.945 1.60 1.00 1.00 1.00 1.00 15.23 522.32 3425.18 2.12 30.25 362.50 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =25.oft 1 0.166 0.091 1.15 0.945 1.00 1.00 1.00 1.00 1.00 15.23 522.32 3151.16 2.12 30.25 333.50 - +Ds0.750Lrs0.750L41 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =25.0ft 1 0.457 0.250 1.25 0.945 1.00 1.00 1.00 1.00 1.00 45.70 -1,566.96 3425.18 6.35 90.74 362.50 San Diego CA Project Title: Kim Residence remodel addition (4f agel3n Bozeman MT Engineer: Project ID: using the 'Settings menu item Project Descr: and then using the 'Printing & Title Block selection. - - - Title Block Line 6 Punted: 21 FEB 2018, 8:53AM Wood Beam FiIe= D:SHOP 2017Grahith THKiñiCadsbd4-CALCULATI0NSKlMCB.èc6 ENERCALC, INC. 1983-2017, Build:10.17.12.10. Ver.10.17.12.10 Description: 2B7 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C i Cr Cm C t CL M fb Pb V N F'v *O*0.750Ls0.750S41 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 25.0ft 1 0.497 0.272 1.15 0.945 1.00 1.00 1.00 1.00 1.00 45.70 1566.96 3151.16 6.35 90.74 333.50 040.60 WsH 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =25.oft 1 0.119 0.065 1.60 0.945 1.00 1.00 1.00 1.00 1.00 15.23 522.32 4384.22 2.12 30.25 464.00 4040.70E+H 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =25.oft 1 0.119 0.065 1.60 0.945 1.00 1.00 1.00 1.00 1.00 15.23 522.32 4384.22 2.12 30.25 464.00 *040.750Lr40.750L40.450W4H 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =25.oft 1 0.357 0.196 1.60 0.945 1.00 1.00 1.00 1.00 1.00 45.70 1,566.96 4384.22 6.35 90.74 464.00 040.750L40.750S40.450W4l 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =25.oft 1 0.357 0.196 1.60 0.945 1.00 1.00 1.00 1.00 1.00 45.70 1,566.96 4384.22 6.35 90.74 464.00 +D40.750L.+0.750S40.5250E41 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =25.oft 1 0.357 0.196 1.60 0.945 1.00 1.00 1.00 1.00 1.00 45.70 1566.96 4384.22 6.35 90.74 464.00 40.60D+0.60W+0.60H 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 25.0 ft 1 0.071 0039 1.60 0.945 1.00 1.00 1.00 1.00 1.00 9.14 313.39 4384.22 1.27 18.15 464.00 40.60D40.70E40.60H 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 25.0 ft 1 0.071 0.039 1.60 0.945 1.00 1.00 1.00 1.00 1.00 9.14 313.39 4384.22 1.27 18.15 464.00 Load Combination Span Max. "- Defi Location in Span Load Combination Max. +° Defi Location in Span *D4'H 1 0.9030 12.591 0.0000 0.000 flvii c-ai Ritions 7 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 8.938 8.938 Overall MiNimum 6.500 6.500 2.438 2.438 404141 8.938 8.938 +O*1r41 2.438 2.438 2.438 2.438 '040.750Lr40.750L4H 7.313 7.313 sO+0.750L40.750S4H 7.313 7.313 2.438 2.438 4040.70E41 2.438 2.438 4O'0.750Lr40.750L40.450W4H 7.313 7.313 *040.750L+0.750540.450W41 7.313 7.313 4040.750L40.750540.5250E+H 7.313 7.313 40.60D.0.60W*0.60H 1.463 1.463 40.60D40.70E40.60H 1.463 1.463 D Only 2.438 2.438 Lr Only L Only 6.500 6.500 S Only WOnly E Only H Only San Diego CA Bozeman MT u5i= using the "Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Wood Beam Project Title: Kim Residence remodel addition Engineer: Project ID: Project Descr: Printed: 21 FEB 2018, 8:53AM INC. 1983-2017. 8uild:10.17.12.10. Ver10.17.12.10 Description: 2B8 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2,900.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb- 2,900.0 psi Ebend-xx 2,000.0ksi Fc- Pill 2,900.0 psi Eminbend -xx 1,016.54ksi Wood Species : Trus Joist Fc - Perp 625.0 psi Wood Grade : Parallam PSL 2.OE Fv 290.0 psi Ft 2,025.0 psi Density 45.050pc1 Beam Bracing : Beam is Fully Braced against lateral-torsional buckling - 3.5x20 Span =18.oft AIiiL1s Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 - Uniform Load: D = 0.0150, L = 0.040 ksf, Extent = 4.0 ->> 18.0 ft, Tributary Width = 11.0 ft Point Load: D=9.ok@4.oft EbEsIGN SUMMARY - - Maximum Bending Stress Ratio = 0.7991 Maximum Shear Stress Ratio = 0.761 :1 Section used for this span 3.5x20 Section used for this span 3.5x20 fb : Actual . = 2,188.74 psi fv : Actual 220.58 psi FB : Allowable = 2,740.14 psi Fv : Allowable = 290.00 psi Load Combination 40'U*l Load Combination +0i4+H Location of maximum on span = 6.109ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # I Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.198 in Ratio = 1089 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.528 in Ratio = 408 >=240 Max Upward Total Deflection 0.000 in Ratio = 0<240 FThfliimum Fóes &Stre `Ss -es Load Combination Segment Length Span # Max Stress Ratios M V C C IN C i Cr Cm C t CL Moment Values M fb F'b V Shear Values fv F'v 0.00 0.00 0.00 0.00 Length =18.Oft 1 0.659 0.648 0.90 0.945 1.00 1.00 1.00 1.00 1.00 31.59 1,624.39 2466.13 7.90 169.25 261.00 *D+L.+H 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.0 ft 1 0.799 0.761 1.00 0.945 1.00 1.00 1.00 1.00 1.00 42.56 2,188.74 2740.14 10.29 220.58 290.00 sD+Lr4H 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 18.0 It 1 0.474 0.467 1.25 0.945 1.00 1.00 1.00 1.00 1.00 31.59 1,624.39 3425.18 7.90 169.25 362.50 San Diego CA Project Title: Kim Residence remodel addition ag • Bozeman MT Engineer: Project Descr: Project ID: - using the Setting? menu item and then using the 'Printing & Title Block" selection. Title Block Line 6 Punted: 21 FEB 2018, 8:53AM 00 earn FiIe=D:SH0P2017Gsaharn THlKim.Cai1sbad\4-CALCUl.A11oNSKlMCaec6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 IUTitTA'fIMiIi1tLiI. --Licens-ee SHOP ENGINEERING Description : 2B8 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span U M V Cd C FN C i Cr Cm C CL M fb Pb V tv F'v 40+S+H 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 18.0 ft 1 0.515 0.507 1.15 0.945 1.00 1.00 1.00 1.00 1.00 31.59 1,624.39 3151.16 7.90 169.25 333.50 *040.750Lr*0.750L4H 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 18.0 ft 1 0.590 0.573 1.25 0.945 1.00 1.00 1.00 1.00 1.00 39.27 2,019.49 3425.18 9.70 207.75 362.50 .D'0.750L+0.7505+H 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 18.0 ft 1 0.641 0.623 1.15 0.945 1.00 1.00 1.00 1.00 1.00 39.27 2,019.49 3151.16 9.70 207.75 333.50 4040.60W41 . 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =18.oft 1 0.371 0.365 1.60 0.945 1.00 1.00 1.00 1.00 1.00 31.59 1,624.39 4384.22 7.90 169.25 464.00 40+0.70E41 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =18.oft 1 0.371 0.365 1.60 0.945 1.00 1.00 1.00 1.00 1.00 31.59 1,624.39 4384.22 7.90 169.25 464.00 4040.750Lr40.750L40.450W4H 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =18.oft 1 0.461 0.448 1.60 0.945 1.00 1.00 1.00 1.00 1.00 39.27 2019.49 4384.22 9.70 207.75 464.00 +040.750L40.750S40.450W41 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.0 It 1 0.461 0.448 1.60 0.945 1.00 1.00 1.00 1.00 1.00 39.27 2,019.49 4384.22 9.70 207.75 464.00 '040.750L40.7505'0.5250E41 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.0 ft 1 0.461 0.448 1.60 0.945 1.00 1.00 1.00 1.00 1.00 39.27 2,019.49 4384.22 9.70 207.75 464.00 40.600.0.60W.0.60H 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.0 ft 1 0.222 0219 1.60 0.945 1.00 1.00 1.00 1.00 1.00 18.95 974.63 4384.22 4.74 101.55 464.00 +060D*0.70E*0.60H 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =18.oft 1 0.222 0.219 1.60 0.945 1.00 1.00 1.00 1.00 1.00 18.95 974.63 4384.22 4.74 101.55 464.00 Overall Maximum Deflections Load Combination Span Max. fln Defi Location in Span Load Combination Max. +° Defi Location in Span 'O4sH 1 0.5282 8.606 0.0000 0.000 Vertucal_Rict,ons - Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 10.294 7.176 Overall MiNimum 2.396 3.764 7.898 3.412 *O9t*H 10.294 7.176 +Otr4l 7.898 3.412 'D+S41 7.898 3.412 40+0.750Lr40.750L4H 9.695 6.235 +Os0.750L40.750S4H 9.695 6.235 40+0.60W*H 7.898 3.412 +040.70E#i 7.898 3.412 4Os0.750Lr40.750L40.450W4H 9.695 6.235 '040.750L+0.750S40.450W*H 9.695 6.235 +O40.750L0.750S40.5250E4l 9.695 6.235 40.60D40.60W+0.60H 4.739 2.047 +0.60D+0.70E40.60H 4.739 2.047 0 Only 7.898 3.412 Lr Only L Only 2.396 3.764 S Only WOnly E Only H Only San Diego CA ag Bozeman MT M using the Settings menu item and then using the Printing & Title Block selection. Title Block Line 6 Wood Column Project Title: Kim Residence remodel addition Engineer: Project ID: Project Descr: Printed: 21 FEB 2018, 8:53AM INC. 1983-2017, Build:10.17.12.10, Ver.10.I7.12.10 Description: POST AT 288 Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: IBC 2015 rGiiaI Information 1 Analysis Method: Allowable Stress Design Wood Section Name 4x8 End Fixities Top & Bottom Pinned Wood GradinglManuf. Graded Lumber Overall Column Height 9 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width 3.50 in Allow Stress Modification Factors Wood Species Douglas Fir - Larch (North) Exact Depth 7.250 in Cf or Cv for Bending 1.30 Wood Grade No.1 Area 25.375 inA2 Cf or Cv for Compression 1.050 Fb + 1200 psi Fv 170 psi Ix 111.148 mM Cf or Cv for Tension 1.20 Fb - 1200 psi Ft 825 psi ly 25.904 mM Cm: Wet Use Factor 1.0 Fc - PrIl 1000 psi Density 30.58 P Ct: Temperature Factor 1.0 Fc - Perp 625 psi Cfu : Flat Use Factor 10 E: Modulus of Elasticity... x-x Bending y-y Bending Axial Kf: Built-up columns 1.0 NDS 15.3.2 Basic 1600 1600 1600 ksi Use Cr: Repetitive? No Minimum 580 580 Brace condition for deflection (buckling) along columns: X-X (width) axis: Unbraced Length for X-X Axis buckling = 9 ft, K = 1.0 V-V (depth) axis: Unbraced Length for X-X Axis buckling = 9 it K = 1.0 LApplied Loads 1 Service loads entered. Load Factors will be applied for calculations. Column self weight included: 48.498 lbs * Dead Load Factor AXIAL LOADS... Axial Load at 9.0 ft, D = 9.0 k rDEsIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.8307:1 Maximum SERVICE Lateral Load Reactions.. Load Combination -+041 Top along V-V 0.0 k Bottom along V-V 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 It Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along V-V 0.0 in at 0.0 it above base Applied Axial 9.049k for load combination: n/a Applied Mx 0.0: k-ft Applied My 0.0k-ft Along X-X 0.0 in at 0.0 It abovebase Fc : Allowable 429.257 psi for load combination : n/a Other Factors used to calculate allowable stresses PASS Maximum Shear Stress Ratio = 0.0:: 1 Bending Compression Tension Load Combination 40.60D40.70E-+0.60H Location of max.above base 9.0 ft Applied Design Shear 0.0 psi Allowable Shear 272.0 psi LLoad oiiination Results - Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +041 0.900 0.454 0.8307 PASS 0.0 ft 0.0 PASS 9.0 It +D+L41 1.000 0.417 0.8141 PASS 0.0ft 0.0 PASS 9.0 It -+0+Lr+H . 1.250 0.345 0.7872 PASS 0.oft 0.0 PASS 9.0 ft +1J-'-S+H 1.150 0.371 0.7962 PASS 0.0ft 0.0 PASS 9.0 ft -+0-+0.750Lr40.750L+H 1.250 0.345 0.7872 PASS 0.oft 0.0 PASS 9.0 ft 4040.750L40.7505+H 1.150 0.371 0.7962 PASS - 0.oft 0.0 PASS 9.0 ft 4040.60W+H 1.600 0.277 0.7667 PASS 0.oft 0.0 PASS 9.0 It +040.70E-'+l 1.600 0.277 0.7667 PASS 0.0ft 0.0 PASS 9.0 ft -+0-+0.750Lr-+0.750L-+0.450W41 1.600 0.277 0.7667 PASS 0.oft 0.0 PASS 9.0 ft -+0-+0.750L-+0.750S-+0.450W41 1.600 0.277 0.7667 PASS 0.0ft 0.0 PASS 9.0 It 4040.750L40.750540.5250E#I 1.600 0.277 0.7667 PASS 0.0ff 0.0 PASS 9.0 ft -+0.60D-+0.60W-+0.60H 1.600 0.277 0.460 PASS 0.0ff 0.0 PASS 9.0 It San Diego CA Project Title: Kim Residence remodel addition M=) A M C ----) Bozeman MT Engineer: Project ID: using the "Settings" menu item Project Descr: 111111111191111 and then using the "Printing & Title Block" selection. Title Block Line 6 Punted: 21 FEB 2018, 8:53AM I Wood Column -- ENERLC, INC. 1982017, Build:10.17.12.10, Ver:10.17.12.10 I Lic. -Lic-ensee : SHOP ENGINEERING Description: POST AT 268 Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +0.60040.70E+0.60H 1.600 0.277 0.460 PASS 0.0ff 0.0 PASS 9.0 ft [-Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction k V-V Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments Load Combination @ Base @ lop @ Base @ Top @ Base @ Base @ Top @ Base @ Top s041 9.048 ..0*L*H 9.048 4041r+Fl 9.048 9.048 4040.750Lr40.750L4F1 9.048 4D40.750L+0.750S+H 9.048 4040.60 Will 9.048 4040.70E4fl 9.048 4040.750Lr40.750L40.450W4H 9.048 '0'0.750L40.750S+0.450W4H 9.048 s040.750L*0.750S.I0.5250E4H 9.048 +0.60D.0.60W40.60H 5.429 +0.60D+0.70E*0.60H 5.429 D Only 9.048 LrOnly L Only S Only WOnly E Only H Only TMáimum Deflections for Load Combinations 1 Load Combination Max. X-X Deflection Distance Max. V-V Deflection Distance tD4I 0.0000 in 0.000 ft 0.000 in 0.000 ft 0.0000 in 0.000 ft 0.000 in 0.000 ft .04.ri+l 0.0000 in 0.000 ft 0.000 in 0.000 ft .i0+S4I 0.0000 in 0.000 ft 0.000 in 0.000 ft 40.0.750Lr+0.750L*l 0.0000 in 0.000 ft 0.000 in 0.000 ft 4040.750L40.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft 4040.60W*l 0.0000 in 0.000 ft 0.000 in 0.000 ft +0+0.70E+41 0.0000 in 0.000 ft 0.000 in 0.000 ft 4040.750Lr4750L.0.450W4H 0.0000 in 0.000 ft 0.000 in 0.000 ft '0.0.750L40.750S.0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft 4040.750L*0.750S40.5250E,H 0.0000 in 0.000 ft 0.000 in 0.000 ft s0.60D.0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D*0.70E40.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft San Diego CA Project Title: Kim Residence remodel addition Bozeman MT Engineer: Project ID: using the Settings menu item Project Descr: and then using the 'Printing & Title Block selection. Title Block Line 6 Printed: 21 FEB2018, 8:53AM [Wood Column - File =D:SHOP20I7 Kim Graharn TH-Cartsbad\4 KlM -CALCULA11ONSCB.ec6 '. ENERCALC, INC. 1983-2017, Build:10.17.12.10, Vèr.1O.17.12.1O I Description : POST AT - ,1 ,LoadlX 4x8 3.50 in San Diego CA Bozeman MT AM using the Settings menu item and then using the Printing & Title Block selection. Title Block Line 6 Wood Beam Project Title: Kim Residence remodel addition Engineer: Project ID: Project Descr: Pnnted: 21 FEB 2018, 8:53AM INC. 1902017. Build:10.17.12.10, Ver.10.17.12.10 Description: 2B9 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + . 2,900.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - 2,900.0 psi Ebend- xx 2,000.0ksi Fc - Prll 2,900.0 psi Eminbend - xx 1,016.54ksi Wood Species : Trus Joist Fc - Perp 625.0 psi Wood Grade : Parallam PSL 2.0E Fv 290.0 psi Ft 2,025.0 psi Density 45.050pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0.15) L(0.4) 9 7 9 3.5x9.5 Span =9.oft - Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0150, L = 0.040 ksf, Tributary Width = 10.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.43111 Section used for this span 35x9:5 fb : Actual = 1,269.33 psi FB : Allowable 2,900.00 psi Load Combination 4&t-*l Location of maximum on span = 4.500ft Span # where maximum occurs Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.318 :1 3.5x9.5 = 92.09 psi = . 290.00 psi = 8.212 ft = Span #1 Maximum Deflection Max Downward Transient Deflection 0.119 in Ratio = 909 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0(360 Max Downward Total Deflection 0.163 in Ratio = 661 >=240 Max Upward Total Deflection 0.000 in Ratio = 0(240 Miimum Forces &Stresses f6dbiti5i Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C i Cr Cm C t CL M fb Fb V N F'v 404+1 . 0.00 0.00 0.00 0.00 Length =9.Oft 1 0.133 0.096 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.52 346.18 2610.00 0.56 25.12 261.00 40+L4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.oft 1 0.438 0.318 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.57 1,269.33 2900.00 2.04 92.09 290.00 *0tr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.0ft 1 0.095 0.069 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.52 346.18 3625.00 0.56 25.12 362.50 40+S4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.Oft 1 0.104 0.075 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.52 346.18 3335.00 0.56 25.12 333.50 s0.0.750Lr40.750L91-I 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.oft 1 0.286 0.208 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.56 1,038.54 3625.00 1.67 75.35 362.50 San Diego CA r= ( Mg 4M Bozeman MT using the Setting? menu item and then using the Printing & Title Block selection. Title Block Line 6 Wood Beam Project Title: Kim Residence remodel addition Engineer: Project ID: Project Descr: Pñnted: 21 FEB 2018. 8:53AM INC. 1983-2017. Bulld:10.17.12.10, Ver.10.17.12.10 Description : 289 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C C FN C 1 Cr Cm C t CL M lb Pb V lv F'v .'O*0.750L*0.750S41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.0ft 1 0.311 0.226 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.56 1,038.54 3335.00 1.67 75.35 333.50 *D*0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.oft 1 0.075 0.054 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.52 346.18 4640.00 0.56 25.12 464.00 *040.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.oft 1 0.075 0.054 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.52 346.18 4640.00 0.56 25.12 464.00 *090.750Lr40.750L.0.450W4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.oft 1 0.224 0.162 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.56 1,038.54 4640.00 1.67 75.35 464.00 4D40.750L90.750S40.450W4F1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 9.0ft 1 0.224 0.162 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.56 1038.54 4640.00 1.67 75.35 464.00 4D+0.750L40.750S40.5250E41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.oft 1 0.224 0.162 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.56 1,038.54 4640.00 1.67 75.35 464.00 40.60D40.60W40.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.oft 1 0.045 0.032 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.91 207.71 4640.00 0.33 15.07 464.00 40.60D40.70E40.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 It 1 0.045 0.032 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.91 207.71 4640.00 0.33 15.07 464.00 Overall Maximum Deflections Load Combination Span Max. Defi Location in Span Load Combination Max. Defi Location in Span 1 0.1633 4.533 0.0000 0.000 Vertical Reactions - - Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2:475 2.475 Overall MiNimum 1.800 1.800 0.675 0.675 2.475 2.475 0.675 0.675 0.675 0.675 D40.750Lr40.750L4H 2.025 2.025 +D'0.750L+0.750S4H 2.025 2.025 '040.60WsH 0.675 0.675 s040.70E*H 0.675 0.675 +040.750Lr40.750L40.450W41 2.025 2.025 4040.750L+0.750S40.450W*I 2.025 2.025 4040.750L40.750S40.5250E+H 2.025 2.025 +0.60D.0.60W+0.60H 0.405 0.405 0.60D*0.70E.0.60H 0.405 0.405 D Only 0.675 0.675 LrOnly L Only 1.800 1.800 S Only WOnly E Only H Only San Diego CA Project Title: rig= r ag Bozeman MT Engineer: Itiff=_ LT:ITM DiE using the Settings menu item . Project Descr: and then using the Printing & Title Block selection. Title Block Line 6 Wood Beam - Filer Kim Residence remodel addition Project ID: Pfinted: 21 FEB 2018. 8:53AM INC. 1902017. Buitd:10.17.12.10. Ver.10.17.12.10 Description : 2B10 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 875 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - 875 psi Ebend- xx 1300 ksi Fc - PrIl 600 psi Eminbend - xx 470 ksi Wood Species : Douglas Fir - Larch (North) Fc - Perp 625 psi Wood Grade : No.2 Fv 170 psi Ft 425 psi Density 30.58pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling F 0(29) = 3.0 ft AliL.icis - - Service loads entered. Load Factors will be applied for calculations. Uniform Load: 0 = 0.0150, L = 0.040 ksf, Tributary Width = 5.0 ft Point Load : D=2.90k@1.oft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.76S I Section used for this span 4x8 fb : Actual = 783.35psi FB : Allowable = 1,023.75 psi Load Combination 4041-I Location of maximum on span = 1.007ft Span # where maximum occurs = Span # 1 Maximum Shear Stress Ratio - Section used for this span fv :Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.773: 1 4x8 = 118.27 psi = 153.00 psi 4041 = 0.000 ft = Span #1 Maximum Deflection Max Downward Transient Deflection 0.003 in Ratio = 14188>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.020 in Ratio= 1769 >=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 EMiiiiiiiiii Forces &Stresses f6FL Cbiriitions I Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C IN C i, Cr Cm C t CL M lb Fb V N F'v 0.00 0.00 0.00 0.00 Length =3.oft 1 0.765 0.773 0.90 1.300 1.00 1.00 1.00 1.00 1.00 2.00 783.35 1023.75 2.00 118.27 153.00 404*I 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =3.oft 1 0.758 0.758 1.00 1.300 1.00 1.00 1.00 1.00 1.00 2.20 861.91 1137.50 2.18 128.88 170.00 4041*1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =3.oft 1 0.551 0.557 1.25 1.300 1.00 1.00 1.00 1.00 1.00 2.00 783.35 1421.88 2.00 118.27 212.50 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =3.oft 1 0.599 0.605 1.15 1.300 1.00 1.00 1.00 1.00 1.00 2.00 783.35 1308.13 2.00 118.27 195.50 San Diego CA Project Title: Kim Residence remodel addition AM • Bozeman MT Engineer: Project ID: using the Settings menu item Project Descr: MINIM and then using the "Printing & Title Block" selection. Title Block Line 6 Punted: 21 FEB 2018, 8:53AM earn [Wood File D:SHOP 2017Graham THKim-CarIsbadt4-cALcULATIONStKIM CB.ec6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver.10.17.12.10 Lic. Licensee SHOP ENGINEERING Description: 2B10 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C i Cr Cm C t CL M fb F'b V tv F'v 4040.750Lr40.750L41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =3.0ft 1 0.592 0.594 1.25 1.300 1.00 1.00 1.00 1.00 1.00 2.15 842.27 1421.88 2.14 126.23 212.50 .040.750L40.75054H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =3.oft 1 0.644 0.646 1.15 1.300 1.00 1.00 1.00 1.00 1.00 2.15 842.27 1308.13 2.14 126.23 195.50 '040.60W#1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.430 0.435 1.60 1.300 1.00 1.00 1.00 1.00 1.00 2.00 783.35 1820.00 2.00 118.27 272.00 4040.70E4H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.430 0.435 1.60 1.300 1.00 1.00 1.00 1.00 1.00 2.00 783.35 1820.00 2.00 118.27 272.00 4040.750Lr40.750L40.450W4fl 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =3.oft 1 0.463 0.464 1.60 1.300 1.00 1.00 1.00 1.00 1.00 2.15 842.27 1820.00 2.14 126.23 272.00 40s0.750L40.750S40.450W'H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =3.oft 1 0.463 0.464 1.60 1.300 1.00 1.00 1.00 1.00 1.00 2.15 842.27 1820.00 2.14 126.23 272.00 4040.750L40.750540.5250E41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =3.oft 1 0.463 0.464 1.60 1.300 1.00 1.00 1.00 1.00 1.00 2.15 842.27 1820.00 2.14 126.23 272.00 40.60D40.60W.0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =3.oft 1 0.258 0.261 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.20 470.01 1820.00 1.20 70.96 272.00 *0.60D*0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =3.oft 1 0.258 0.261 1.60 1.300 1.00100 1.00 1.00 1.00 1.20 470.01 1820.00 1.20 70.96 272.00 L Overall Maximum Deflections Load Combination Span Max. "-" Dell Location in Span Load Combination Max. °+" Dell Location in Span 404+fI 1 0.0203 1.391 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.346 1.379 Overall MINimum 0.300 0.300 4041 2.046 1.079 4O+L4I 2.346 1.379 04.r*l 2.046 1.079 +0+S4$ 2.046 1.079 4040.750Lr90.750L41 2.271 1.304 '040.750L40.750S#1 2.271 1.304 +0+0.60W41 2.046 1.079 .0*0.70E#1 2.046 1.079 '040.750Lr40.750L+0.450W4H 2.271 1.304 +0'0.750L+0.750S+0.450W41 2.271 1.304 '040.750L40.750S40.5250E+H 2.271 1.304 +0.60040.60W+0.60H 1.228 0.648 .60D'0.70E+0.60H 1.228 0.648 DOnly 2.046 1.079 Lr Only L Only 0.300 0.300 S Only W Only E Only H Only San Diego CA Project Title: Bozeman MT . Engineer: Ii i1t using the "Settings" menu item Project Descr: and then using the Printing & Title Block selection. Wood Beam File Description : 2B11 CODEREFERENCES Kim Residence remodel addition Project ID: Pnnted: 21 FEB 2018, 8:53AM INC. 1983-2017, Build:10.17.12.10, Ver.10.17.12.10 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 1,000.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - 1,000.0 psi Ebend- xx 1,300.0 ksi Fc - PrIl 1,000.0 psi Eminbend - xx 1,300.0 ksi Wood Species : Fc - Perp 1,000.0 psi Wood Grade : Fv 65.0 psi Ft 65.0 psi Density 34.opcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(O.06)L(0.16) 9 9 4x6 Span =4.0 ft E .1i1 Lds - Service loads entered. Load Factors will be applied for calculations. Uniform Load: 0 = 0.0150, L = 0.040 ksf, Tributary Width = 4.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio 0.2991 Section used for this span 4x6 fb : Actual = 299.22 psi FB : Allowable = 1,000.00 psi Load Combination +D.+Ui4-I Location of maximum on span = 2.000ft Span # where maximum occurs Span # 1 Maximum Shear Stress Ratio Section used for this span fv:Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.408 :1 4x6 = 26.53 psi = 65.00 psi O+L4I = 3.547 ft = Span #1 Maximum Deflection Max Downward Transient Deflection 0.015 in Ratio = 3266 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.020 in Ratio = 2375 >=240 Max Upward Total Deflection 0.000' in Ratio = 0<240 Exirnum Fóicéi&'Stresses Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M, V C C FN C 1 Cr Cm C t CL M tb Fb V fV F'v 40*1 0.00 0.00 0.00 0.00 Length =4.oft 1 0.091 0.124 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.12 81.61 900.00 0.09 7.23 58.50 404U*I 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =4.oft 1 0.299 0.408 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.44 299.22 1000.00 0.34 26.53 65.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =4.oft 1 0.065 0.089 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.12 81.61 1250.00 0.09 7.23 81.25 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =4.oft 1 0.071 0.097 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.12 81.61 1150.00 0.09 7.23 74.75 .040.750Lr4O.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =4.oft 1 0.196 0.267 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.36 244.82 1250.00 0.28 21.70 81.25 San Diego CA Project Title: Kim Residence remodel addition Bozeman MT Engineer: Project ID: tI using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Pnnted: 21 FEB 2018, 8:53AM Wood Beam File D:tSHOP2017tGraham THtKiiCaffsbadt4-CALcULA11oNStKlMCaec6 I ENERcALc. INC. 1983-2017. Build:10.17.12.1O. Ver.10.17.12.10 Description : 2B11 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C i Cr Cm C t CL M fb F'b V fv F'v +0+0.750L+0.750541 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =4.0ft 1 0.213 0.290 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.36 244.82 1150.00 0.28 21.70 74.75 *0+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =4.oft 1 0.051 0.070 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.12 81.61 1600.00 0.09 7.23 104.00 *0+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =4.0ft 1 0.051 0,070 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.12 81.61 1600.00 0.09 7.23 104.00 +0.+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 4.0ft 1 0.153 0209 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.36 244.82 1600.00 0.28 21.70 104.00 4040.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =4.oft 1 0.153 0.209 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.36 244.82 1600.00 0.28 21.70 104.00 40+0.750L+0.750S+0.5250E41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =4.oft 1 0.153 0.209 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.36 244.82 1600.00 0.28 21.70 104.00 40.60D40.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 4.0ft 1 0.031 0.042 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.07 48.96 1600.00 0.06 4.34 104.00 40.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 4.0ft 1 0.031 0.042 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.07 48.96 1600.00 0.06 4.34 104.00 flOänMi-ximum DiflEiuons -er Load 1 Combination Span Max."-" Defi Location in Span Load Combination Max. "+" Defi Location in Span 404141 1 0.0202 2.015 0.0000 0.000 r Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.440 0.440 Overall MINimum 0.320 0.320 4041 0.120 0.120 40+141 0.440 0.440 +041r+H 0.120 0.120 +0+S4I 0.120 0.120 .+0+0.750Lr*0.750L*H 0.360 0.360 +0+0.750L+0.750S41 0.360 0.360 .040.60W#1 0.120 0.120 +0+0.70E41 0.120 0.120 +0+0.750Lr+0.750L+0.450W41 0.360 0.360 .040.750L40.750S40.450W.+4-I 0.360 0.360 +0+0.750L*0.7505+0.5250E41 0.360 0.360 +0.60D40.60W+0.60H 0.072 0.072 +0.60D*0.70E*0.60H 0.072 0.072 DOnly 0.120 0.120 LrOnly L Only 0.320 0.320 S Only WOnly E Only H Only ç! - 1IEIfl cBlifornlu Rfl7FMAN montana 1406.582.7911 Fax:4Ub.5B7.DE EN G INEER I NG 7'U ' R!R?711 Fx 4DH1K1iTh Vail H/w ADJ 260 #/FT 260 #/FT #DIV/0! 260 #/FT #DIV/0! 260 #/FT #DIV/0! 260 #/FT #DIV/0! 260 #/FT #DIV/0! I 0 # Vunit #DlV/0! Segment Length V(ASD) Perf Wall Vtotal Wall Tag LA= LB= LC= LD= LD= 0 V(A)= V(B)= V(C)= V(D)= V(D)= #DlV/0' #DlV/0! #DlV/0! #DlV/0! #DlV/0! #DlV/0! #DlV/0! #DlV/0! 0 #DlV/0! #DlV/0! #DlV/0! 0 #DlV/0! #DIV/0! #DIV/0! 0 #DlV/0! #DIV/0! #DIV/0! 0 #DlV/0! #DIV/0! I #DlV/0I Location: 1st V(asd) Wall Tag A B C 0 D Vall= H/w ADJ ##### #/FT #DIV/0! ##### #/FT #DlV/0! ##### #/FT #DIV/0I ##### #/FT #DIV/0! ##### #/FT #DIV/0! Date Project: Kim Residence Shearwall Design: HFLOOR= 8 ft SHEAR LINE IL I Location: Roof Wasd= 4200 #/FT Trib= 0.5 ft V(asd) 2100 # Vunit 128.598 Wall Tag Segment Length V(ASD) Perf Wall Vtotal Wall A LA= 16.33 vwall 128.60 147.81 147.81 6E B LB= 0 V(B)= 0.00 0.00 0.00 6E C Lc= 0 V(C)= 0.00 0.00 0.00 6E D LD= 0 V(D)= 0.00 0.00E E LD= 0 V(D)= E00 0.00 0.00 6E F LD= 0 V(D) 0.00 0.00 0.00 6E Location: 2nd HFLOOR= 8 ft Wasd 3160 #/ft V(asd) Wall Tag A B C D E F 3680 # Vunit 225.767 Segment Length V(ASD) Perf Wall Vtotal Wall Tag LA= LB= Lc= LD= Le= 16.3 V(A)= V(B)= V(C)= V(D)= 225.77 259.50 259.50 0.00 0.00 0.00 0.00 6E 0 0.00 0.00 6E 0 0.00 0.00 6E 0 0.001 0.00 6E 1 0.001 0.00 6E /aII H/w ADJ 260 #/FT 260 #/FT #DlV/0! 260 #/FT #DlV/0! 260 #/FT #DlV/0! 260 #DlV/01 HFLOOR= 10 ft Wasd 201 #/ft Vail H/w ADJ 260 #/FT 260 #/FT #DIV/0! 260 #/FT #DIV/0! 260 #/FT #DIV/01 260 #/FT #DIV/01 260 #/FT #DIV/0! I 0 # Vunit #DIV/0! Segment Length V(ASD) Perf Wall Vtotal Wall Tag LA= LB= LC= LD= LD= 0 V(A)= V(B)= V(C)= V(D)= OV(D)= #DIV/0! #DIV/0! #DIV/0! #DlV/0! #DlV/0! #DIV/0! #DIV/0! #DlV/01 0 #DlV/01 #DlV/0! #DIV/0! 0 #DlV/0' #DlV/0! #DIV/0! #DlV/0! #DlV/0! #DlV/01 0 #DIV/0' #DlV/0! #DIV/0! Location: 1st V(asd) Wall Tag A B C D 0 Vall= H/w ADJ ##### #/FT #DlV/0! ##### #/FT #01 VIOl ##### #/FT #DIV/0! ##### #/FT #DIV/0! ##### #/FT #DlV/0! Datefl ft4IJ [E.5 riJ Project: Kim Residence Shearwall Design: HFLOOR= 8 ft SHEAR LINE Location: Roof Wasd= 4200 #/FT Trib= 0.5 ft V(asd) 2100 # Vunit 104.167 Wall Tag Segment Length V(ASD) Perf Wall Vtotal Wall A LA= 20.16 vwall 104.17 125.50 125.50 6E B LB= 0 V(B)= 0.00 0.00 0.00 6E C Lc= 0 V(C)= 0.00 0.00 0.00 6E D LD= 0 V(D)= 0.00 0.00 0.00 6E E LD= I 0 V(D) 0.00 0.00 0.00 6E F LD= 1 0 V(D)= 0.00 0.00 0.00 6E Location: 2nd HFLOOR= 8 ft Wasd 3160 #/ft V(asd) Wall Tag A B C D E I 3680 # Vunit 225.767 Segment Length V(ASD) Perf Wall Vtotal Wall Tag LA= LB= Lc= LD= Le= 16.3 V(A)= V(B)= V(C)= V(D)= 225.77. 293.20 293.20 0.00 0.00 0.00 0.00 4E 0 0.00 0.00 6E 0 0.00 0.00 6E 0 0.00 0.00 6E 1 0 1 0.001 0.00 6E H/w ADJ 260 #/FT 260 #/FT #DIV/0! 260 #/FT #DlV/0! 260 #/FT #DIV/0! 260 #DIV/0! HFLoOR= 10 ft Wasd 201 #/ft Date Project: KIM RESIDENCE Shearwall Design: HFLOOR Location: oof Iw= IR V(asd) I 800 # Vunit Wall Tag Segment Lent A LA= 3.5 V(A)= B LB= 3.5 V( C Lc= 3.5 V(c)= 0 LD= 0 V(D)= E LD= 0 V(D)= F LD= 0 V(D)= 0 8 SHEAR LINE 80 #/FT Trib Width= 10 ft ROOF TO 2ND 76.1905 = V(ASD) Perf Wall Vtotal Wall Tag VaIi H/w ADJ 87.07 87.07 87.07_6E 260 #/FT 0.875 87.07 87.07 87.07_&E 260 #/FT 0.875 87.07 87.07 87.07 6E 260 #/FT 0.875 #DIV/0! #DIV/0! [ff.p.LV/JJ ##### #/FT #DIV/0! P #DIV/O! #DIV/0! Lk1V/]J ##### #/FT #DIV/0! #DIV/0! #DIV/01 ##### #/FT #DIV/0' #DIV/0! ##### #DIV/0! 1 HOIDDOWN Location 2 1= foundation, 2=floor Wall Tag Mot(ft-# DL(#/ft Mres(ft-# Mnet(ft-# Rxn @ HD Holddown Req'd A 2438.1 140 336 -2102.1 601 MST27 B 2438.1 140 336 -2102.1 601 MST27 C 2438.1 210 504 -1934.1 553 MST27 D #DIV/0! 0 0 #DIV/01 #OIV/01 #DlV/0! E #DIV/0' 0 0 #DIV/0! #DIV/0! #DIV/01 F #DIV/01 0 0 #DIV/01 #DIV/0! #DlV/0! Date2J,g ri Project: KIM RESIDENCE Shearwall Design: HFLOOR= 8 SHEAR LINE I lle= I i Location: Roof W= 60 41/FT Trib Width= 10 ft 2ND TO FND V(asd) 1400 41 Vunit 466.667 Wall Tag Segment Length V(ASD) Perf Wall Vtotal Wall Tag VaII H/w ADJ A LA= 3 V(A)= 622.22 622.22 622.22 2E 640 41/FT 0.75 B LB= 0 V(B)= #DIV/O! #DIV/0! #DIV/01 #DIV/0! #41414141 #/FT #DIV/OI C Lc= 0 V(C)= #DIV/0! #DIV/0! #DIV/O' #DIV/0! ##### #/FT #DIV/0! D LD= 0 V(D)= #DIV/0! #DIV/0! #DIV/O! #DIV/01 ##### #/FT #DIV/01 E LD= 0 V(D)= #DIV/0! #DIV/0! #DIV/01 I #DIV/01 1##### #/FT #DIV/0! F LD= 0 V(D)= #DIV/01 #DIV/0' #DIV/0! I #DIV/0' 1##### 41/FT #DIV/0! 0 #DIV/0! ##### #DIV/01 HOLDOOWN Location 2 1= foundation, 2=floor Wall Tag Mot(ft-# DL(#/ft Mres(ft-# Mnet(ft-# Rxn @ HD Holddown Req'd A 14933.3 120 288 -14645.3 4882 MST48 B #DIV/0! 0 0 #DIV/0! #DIV/0! #DIV/0! C #DIV/0! 0 0 #DIV/O! #DlV/0! #DIV/0! D #DIV/0! 0 0 #DlV/0! #DIV/0! #DIV/0! E #DlV/01 0 0 #DIV/01 #DIV/0! #DIV/0! F #DlV/01 0 0 #DIV/0! #DIV/0! #DIV/0! 1 F 0 # Vunit #DIV/0' Segment Length V(ASD) Perf Wall Vtotal Wall Tag LA= LB= LC= LD= LD= 0 V(A)= V(B)= V(C)= V(D)= V(D)= #DIV/01 #DIV/01 #DIV/0! #DIV/0' #DIV/01 #DIV/0! #DIV/0! #DIV/0! 0 #DIV/01 #DIV/01 #DIV/01 0 #DIV/01 #DIV/0! #DIV/0! 0 #DIV/0! #DIV/0! #DIV/0! 0 #DIV/0! #DIV/0! #DIV/0! Location: 1st V(asd) Wall Tag A B C D D Vall= H/w ADJ ##### #/FT #DIV/0! ##### #/FT #DIV/0! ##### #/FT #DIV/0' ##### #/FT #DlV/0! ##### #/FT #DIV/0! Date d( _ _ Project:KlM RESIDENCE Shearwall Design: HFLOOR= 9 ft SHEAR LINE IT Location: Roof Wasd= 80 #/FT Trib= 25 ft V(asd) 2000 # Vunit 200 Wall Tag Segment Length V(ASD) Perf Wall Vtotal Wall A LA= 10 vwall 200.00 200.00 200.00 6E B LB= 0 V(B)= 0.00 0.00 0.00 6E C Lc= 0 V(C)= 0.00 0.00 0.00 6E D LD= 0 V(D)= 0.00 0.00 0.00 6E E LD= 0 V(D)= 0.00 0.00 0.00 6E F LD= 0 V(D)= 0.00 0.00 0.00 6E Location: 2nd HFLOOR= 8 ft Wasd 40 #/ft 2e= I ii Vail H/w ADJ 260 #/FT 260 #/FT #DIV/0! 260 #/FT #DIV/0! 260 #/FT #DlV/0! 260 #/FT #DlV/0! 260 #/FT #DlV/01 V(asd) Wall Tag A B C D E F 3000 # Vunit 300 Segment Length V(ASD) Perf Wall Vtotal Wall Tag LA= LB= Lc= LD= Le= 10 V(A)= V(B)= V(C)= V(D)= 300.00 300.00 300.00 0.00 0.00 0.00 0.00 4E 0 0.00 0.00 6E 0 0.00 0.00 6E 0 0.00 0.00 6E 1 0.001 0.00 6E Vail H/w ADJ 350 #/FT 260 #/FT #DlV/0! 260 #/FT #DIV/0! 260 #/FT #DIV/0! 260 #DIV/0! HFLooR= 10 ft Wasd 104 #/ft Location: 2nd HFLOOR= 8 ft Wasd 40 #/ft E aII H/w ADJ 260 #/FT 260 #/FT #DIV/0! 260 #/FT #DIV/0! 260 #/FT #DIV/0! 260 #DIV/0! F 1800 V(asd) Wall Tag # Vunit 138.462 Segment Length V(ASD) Perf Wall Vtotal Wall Tag LA= LB= Lc= LD= Le= 13 A B C D V(A)= V(B)= V(C)= V(D)= 138.46 179.82 179.82 0.00 0.00 0.00 0.00 6E 0 0.00 0.00 6E 0 0.00 0.00 6E 0 0.00 0.00 6E 1 0 1 0.001 0.00 6E I 0 # Vunit #DlV/0! Segment Length V(ASD) Perf Wall Vtotal Wall Tag LA= LB= LC= LD= LD= 0 V(A)= V(B)= V(C)= V(D)= V(D)= #DlV/0! #DIV/01 #DIV/0! #DlV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/01 0 #DlV/0! #DIV/0! #DIV/01 0 #DIV/0! #DIV/0! #DIV/01 0 #DIV/0! #DIV/0' #DIV/0' 0 #DlV/0! I #DIV/0! #DIV/0! Location: 1st V(asd) Wall Tag A B C D D Date423, Project:KIM RESIDENCE Shearwall Design: HFLOOR= 9 ft SHEAR LINE IT I Location: Roof Wasd= 80 #/FT Trib= 15 ft V(asd) 1200 # Vunit 92.3077 Wall Tag Segmer t Length V(ASD) Perf Wall Vtotal Wall A LA= B LB= C Lc= D LD= E LD= LD= 13 vwall V(B)= V(C)= V(D)= V(D)= V(D)= 0.00 F 92.31 119.88 119.88 0.00 0.00 0.00 0.00 6E 0 0.00 0.00 GE 0 0.00 0.00 6E 0 0.00 0.00 0 0.00 0.00 P6E 0 0.00 0.00 VaII H/w ADJ 260 #/FT 260 #/FT #DlV/0! 260 #/FT #DIV/0! 260 #/FT #DIV/0! 260 #/FT #DlV/0! 260 #/FT #DIV/0! HFLOOR= 10 ft Wasd 104 #/ft H tN I N EEPIN / 4 3 california RfliFMANmontanaI' 40B582.7911 Fax:4065B1.UE ENWNEEPNE RR7MAN -montana,I 4a6.582.79-Ii Fax:406.137.0 R i - t; .. - 1st Page 610f73 1. 9:. Date2Q1, Project: KIM GARAGE 0==~~ Omm Shearwall Design: Location: Roof V(asd) 793.5 Wall Tag A La= B LB= C Lc= D LD= E LD= F LD= HFIOOR= 8 SHEAR LINE I 21e= I 1.331 W= 69 #/FT Trib Width= 11.5 ft ROOF TO 2ND Vunit 91.5225 ment Length V(A) V(B)= V(C)= V(D)= V(D)= V(D)= V(ASD) JPerfWall 91.52 #DIV/0! #DIV/0! #DIV/01 #DIV/01 #DIV/0! #DIV/0! 181.75 #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! Vtotal Wall Tag 241.73 6E #DIV/0! j/J #DIV/0! Jv/JJ #DIV/0! 1(IJ7P1J #DIV/01 F#jjYi/iJJ #DIV/O! /j] Vaii 260 #/FT ##### #/FT ##### # / F T ##### #/FT ##### #/FT ##### #/FT 8.67 0 0 0 0 0 0 HOLDDOWN Location 2 1= foundation, 2=floor Wall Tag Mot(ft-# DL(#/ft Mres(ft-# Mnet(ft-# Rxn @ HD Hoiddown Req'd A 16766.2 346.8 832.32 -15933.9 1838 M5127 B #DIV/0' 0 0 #DIV/0! #DIV/0! #DIV/0! C #DIV/0! 0 0 #DIV/0! #DIV/0! #DlV/0! D #DIV/0! 0 0 #DIV/0! #DIV/0! #DIV/0! E #DIV/0! 0 0 #DIV/0! #DIV/0! #DIV/0! F #DIV/0! 0 0 #DIV/0! #DIV/0! #DIV/0! Date9 _ _ ProjectKim Garage 3 e= I 1.331 Shearwall Design: HFLOOR= 8 ft SHEAR LINE IT I Location: lRoof Wasd= 790 #/FT Trib= 1 ft V(asd) 790 # Vunit 107.776 Wall Tag Segment Length V(ASD) Perf Wall Vtotal Wall A LA= 7.33 vwall 107.78 107.78 143.34 6E B LB= 0 V(B)= 0.00 0.00 0.00 6E C Lc= 0 V(C)= 0.00 0.00 0.00 6E 0 LD= 0 V(D)= 0.001 0.001 0.00 6E E LD= 0 V(D)= 0.00 0.00 0.00 6E F LD= 0 V(D)= 0.00 0.00 0.006E Location: 2nd HFLoOR= 8 ft Wasd 1010 #/ft Vai H/w ADJ 260 u/FT 260 #/FT #DIV/0! 260 u/FT #DlV/0! 260 #/FT #DIV/0! 260 u/FT #DIV/0! 260 #/FT #DIV/0' V(asd) Wall Tag A B C D E F 1800 # Vunit 245.566 Segment Length V(ASD) Perf Wall Vtotal Wall Tag LA= LB= Lc= LD= Le= 7.33 V(A)= V( V(C)= V(D) 245.57 245.57 326.60 0.00 0.00 0.00 0.00 4E 0 0.00 0.00 6E 0 0.00 0.00 6E 0 0.001 0.00 6E 0 1 0.001 0.00 6E IaII H/w ADJ 260 u/FT 260 u/FT uDlV/0! 260 u/FT uDIV/0! 260 #/FT uDIV/0! 260 #DIV/0! HFLoOR= 10 ft Wasd 104 u/ft F 0 # Vunit #DIV/0! Segment Length V(ASD) Perf Wall Vtotal Wall Tag LA= LB= LC= LD= LD= 0 V(A)= V(B)= V(C)= V(D)= V(D)= #DIV/0! #DIV/0' #DIV/0! #DIV/0! #DIV/0! #DIV/0' #DIV/0! #DlV/0! 0 #DIV/01 #DIV/0I #DlV/0! 0 #DIV/0! #DIV/0' #DIV/0! 0 #DIV/0! #DIV/0! i u0IV/01 0 uDlV/0! #DIV/0! #DIV/0! Location: 1st V(asd) Wall Tag A B C D D IalI= H/w ADJ t#### u/FT #DIV/0! U#### #/FT #DIV/0! u### u/FT #DIV/0! u### u/FT #DIV/0! u### u/FT #DIV/0! • _ _ HFLooR= 8 SHEAR LINE T i]e= I 1.331 W= 67 #/FT Trib Width= 15 ft 2ND TO FND U Vunit 110.708 Segment Length V(ASD) Perf Wall Vtotal Wall Tag Vail H/w ADJ 16.25 V(A)= 110.71 176.94 235.33 E 260 #/FT 0 V(B)= #DIV/Ol #DIV/01 #DIV/0! (LV/ØJ ##### U/FT #DIV/01 O V(C)= #DIV/0! #DIV/0! #DIV/0! QJ/J ##### U/FT #DIV/01 0 V(D)= #DIV/0! #DIV/0! #DIV/0! IL'7ZjJI ##### U/FT #DIV/01 0 V(D)= #DIV/0! #DIV/01 #DIV/01 pj/öJ ##### U/FT #DIV/0! 0 V(D)= #DIV/0! #01 VIOl #DIV/0! DJ7]J ##### U/FT #DIV/01 0 #DIV/01 ##### #DIV/0' 1 Date9l,g Project: KIM GARAGE Shearwall Design: Location: Roof V(asd) 1799 Wall Tag A LA= B LB= C Lc= D LD= E LD= F LD= _nflup Big= Location 1 1= foundation, 2=floor Wall Tag Mot(ft-# DL(#/ft Mres(ft-# Mnet(ft-# Rxn @ HD Holddown Req'd A 30592.3 650 1560 -29032.3 1787 HDU2 B #DIV/01 0 0 #DIV/01 #DlV/01 #DIV/0! C #DIV/0! 0 0 #DIV/0! #DIV/0! #DIV/01 D #DIV/01 0 0 #DIV/01 #DIV/0! #DIV/01 E #DIV/0! 0 0 #DIV/0! #DIV/0! #DIV/01 F #DIV/0! 0 0 #DIV/01 #DIV/01 #DIV/01 DateJ,g 1 Project: KIM GARAGE Shearwall Design: HFLooR Location: IRoof Iw= V(asd) I 793.5 # Vunit Wall Tag Segment Lent A LA= 9 V(A)= B LB= 0 V(B)= C Lc= 0 V(C)= D LD= 0 V(D)= E LD= 0 V(D)= F LD= 0 V(D)= 0 t'(ASD) Perf Wall 88.17 88.17 #DIV/0' #DIV/01 #DIV/01 #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/01 #DIV/0! #DIV/0! #DIV/0! I 1.33J ROOF TO 2ND Vtotal Wall Tag VaII= H/w ADJ 117.26 6E 260 #/FT #DIV/0! #DIV/0! ##### 41/FT #DIV/0! #DIV/0! #DIV/01 #41414141 41/FT #DIV/01 #DIV/0! #DIV/0! ##### 41/FT #DIV/01 #DIV/0! #DIV/01 ##### 41/FT #DIV/01 #DlV/01 I #DIV/0! 1##### 41/FT #DIV/01 #41414141 #DIV/0' 8 SHEAR LINE L lle= 69 #/FT Trib Width= 11.5 ft 88.1667 HOLDDOWN Location 2 1= foundation, 2=floor Wall Tag Mot(ft-# DL(#/ft Mres(ft-# Mnet(ft-# Rxn @ HD Holddown Req'd A 8442.84 360 864 -7578.84 842 MST27 B #DIV/01 0 0 #DIV/0! #DIV/01 #DIV/0! C #DIV/01 0 0 #DIV/01 #DIV/0! #DIV/0! D #DIV/0! 0 0 #DIV/0! #DIV/0! #DIV/0! E #DIV/01 0 0 #DIV/0' #DIV/01 #DIV/01 F #DIV/0! 0 0 #DIV/0! #DIV/01 #DIV/01 Date 1 Project: KIM GARAGE Shearwall Design: HFL00R Location: IRoof Iw= V(asd) I 1807 # Vunit Wall Tag Segment Lent A LA= 3.5 V(A)= B LB= 0 V(B)= C Lc= 0 V(C)= D LD= 0 V(D)= E LD= 0 V(D)= F Lo= 0 V(D) 0 8 SHEAR LINE L I 1.331 78 #/FT Trib Width= 13 ft 2ND TO FND 516.286 V(ASD) Perf Wall Vtotal Wall Tag VaII - 590.04 590.04 784.75 IT2M 640 #/FT #DIV/0! #DIV/0! #DIV/01 /,JJ ##### #/FT #DIV/0! #DIV/0! #DIV/0! /J] ##### #/FT #DIV/01 #DIV/0! #DIV/0! jffi/9 ##### #/FT #DIV/01 #Dlv/o! #Dlv/o! #pLV/ ##### #/FT #DIV/0! #DIV/01 #DIV/0! [L/JJ ##### #/FT #DIV/0' H/wADJ 0.875 #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! Location 1 1= foundation, 2=floor Wall Tag Mot(ft-# DL(#/ft Mres(ft-# Mnet(ft-# Rxn @ HD Holddown Req'd A 21973.1 140 336 -21637.1 6182 HDU8 B #DIV/0! 0 0 #DIV/0! #DIV/0! #DIV/0! C #DIV/0! 0 0 #DIV/0' #DlV/0! #DIV/0' D #DIV/0! 0 0 #DIV/0! #DIV/0! #DIV/0! E #DIV/0! 0 0 #DIV/0' #DIV/0! #DIV/0! F #DIV/0! 0 0 #DlV/0' #DIV/0! #DIV/0! r 0 # Vunit #DIV/0! Segment Length V(ASD) Perf Wall Vtotal Wall Tag LA= LB= LC= LD= LD= 0 V(A)= V(B)= V(C)= V(D)= V(D)= #DIV/0! #DIV/0! #DlV/0! #DlV/0! #DIV/0! #DIV/0! #DIV/01 #DIV/0! 0 #DIV/0! #DIV/0! #DIV/01 0 #DIV/0! #DIV/0! #DIV/0! 0 #DIV/0! #DIV/0! #DIV/0! 0 #DIV/01 #DIV/0! #DIV/0! Location: 1st V(asd) Wall Tag A B C D D VaII= H/w ADJ ##### #/FT #DIV/0! ##### #/FT #DIV/0! ##### #/FT #DIV/0! ##### #/FT #DIV/0! ##### St/FT #DIV/0! Date _ ProjectKim Garage ENS IN EEP ING, Shearwall Design: HFLOOR= 8 ft SHEAR LINE IL I Location: Roof Wasd= 790 #/FT Trib= 1 ft V(asd) 790 # Vunit 75.2381 Wall Tag Segment Length V(ASD) Perf Wall Vtotal Wall A LA= 10.5 vwall 75.24 90.65 120.56 6E B LB= 0 V(B) 0.00 0.00 0.00 6E C Lc= 0 V(C)= 0.00 0.00 0.00 6E D Lo= 0 V(D)= 0.00 0.00 0.00 6E E LD= 0 V(D)= 0.00 0.00 0.00 6E F LD= 0 V(D)= 0.00 0.00 0.00 6E Location: 2nd - HFLOOR= 8 ft Wasd 1010 #/ft 2 9= I 1.331 Vail H/w ADJ 260 #/FT 260 #/FT #DIV/0! 260 #/FT #DIV/0! 260 #/FT #DIV/0! 260 #/FT #DIV/0! 260 #/FT #DIV/0! V(asd) Wall Tag A B C D E F 1800 # Vunit 171.429 Segment Length V(ASD) Perf Wall Vtotal Wall Tag LA= LB= Lc= LD= Le= 10.5 V(A)= V(B)= V(C)= V(D)= 171.43 171.43 228.00 0.00 0.00 0.0016E 0.0016E 6E 0 0.00 0.00 6E 0 0.00 0.00 6E 0 0.00 0.00 1 0 1 0.001 0.00 /a11 H/w ADJ 260 #/FT 260 #/FT #DIV/0! 260 #/FT #DIV/0! 260 #/FT #DIV/0! 260 #DIV/0! HFLooR= 10 ft Wasd 104 #/ft I 0 St Vunit #DIV/0! Segment Length V(ASD) Perf Wall Vtotal Wall Tag LA= LB= LC= LD= LD= 0 V(A)= V(B)= V(C)= V(D)= OV(D)= #DlV/0! #DlV/0! #DlV/0! #DlV/0! #DIV/0! #DlV/0! #DIV/011 #DlV/0! 0 #DlV/0! #DlV/0! #DlV/0! 0 #DlV/0! #DlV/0! #DlV/0! 0 StDlV/0! #DlV/0! #DlV/0! #DlV/0! #DlV/0! #DIV/0! Location: 1st V(asd) Wall Tag A B C D D Vall= H/w ADJ ##### St/FT StDlV/0! #St### St/FT StDlV/0! #St### St/FT #DIV/0! ##### St/FT StDIV/0! St#StSt# St/FT StDlV/0! Date _ ProjectKim Garage Shearwall Design: HFLOOR= 8 ft SHEAR LINE IT I Location: Roof Wasd= 790 #/FT Trib= 1 ft V(asd) 790 # Vunit 107.776 Wall Tag Segment Length V(ASD) Perf Wall Vtotal Wall A LA= 7.33 vwall 107.78 107.78 143.34 6E B LB= 0 V(B)= 0.00 0.00 0.00 6E C Lc= 0 V(C)= 0.00 0.00 0.00 6E D LD= 0 V(D)= 0.00 0.00 0.00 6E E LD= I 0 V(D)= 0.00 0.00 0.00 6E F LD= 0 V(D) 0.00 0.00 0.00 6E Location: 2nd HFLOOR= 8 ft Wasd 1010 Oft 3 e= I 1.331 Vail H/w ADJ 260 #/FT 260 #/FT #DIV/0! 260 #/FT #DIV/0! 260 St/FT #DIV/0! 260 St/FT #DIV/0! 260 St/FT #DIV/0! V(asd) Wall Tag A B C D E F 1800 St Vunit 245.566 Segment Length V(ASD) Perf Wall Vtotal Wall Tag 1A LB= Lc= LD= Le= 7.33 V(A)= V(B)= V(C)= V(D)= 245.57 245.57 326.60 0.00 0.00 0.00 0.00 4E 0 0.00 0.00 6E 0 0.00 0.00 6E 0 0.00 0.00 6E 1 0 1 0.001 0.00 6E Vail H/w ADJ 260 St/FT 260 St/FT #DlV/0! 260 St/FT #DlV/0! 260 St/FT #DlV/0' 260 #DlV/0! HFLOOR= 10 ft Wasd 104 St/ft Shearwall Design: HFLooR Location: IRoof ---1 W= V(asd) I 1807 # Vunit Wall Tag Segment Lent A LA= 3.5 V(A)= B LB= 0 V(B)= C Lc= 0 V(C)= D LD= 0 V(D)= E LD= I 0 V(D)= F LD= I 0 VD Date 1 Project: KIM GARAGE 8 SHEAR LINE L I 1.331 78 #/FT Trib Width= 13 ft 2ND TO FND 516.286 I - - I - -- - I -- V(ASD) Perf Wall Vtotal Wall Tag VaII 590.04 590.04 784.75 12M 640 #/FT #DIV/0! #DIV/0! #DIV/0! J/JJ ##### #/FT #DIV/0! #DlV/0! #DIV/0! LVJ ##### #/FT #DIV/0! DIV/0! #DIV/0! LV/J ##### #/FT #DIV/0! #DlV/0! #DIV/0! jJ//JJ ##### #/FT #DIV/01 #DlV/0! #DIV/0! T/J ##### #/FT #DlV/0! H/w ADJ 0.875 #Dlv/0 I #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0 I I,1I11I,1 Location 1 1= foundation, 2=floor Wall Tag Mot(ft-# DL(#/ft Mres(ft-# Mnet(ft-# Rxn @ HD Holddown Req'd A 21973.1 140 336 -21637.1 6182 HDU8 B #DlV/0! 0 0 #DlV/0! #DlV/0! #DIV/0! C #DIV/0! 0 0 #DIV/0! #DIV/01 #DIV/0! D #DIV/0! 0 0 #DIV/0! #DIV/0! #DIV/0! E #DIV/0! 0 0 #DIV/0' #DIV/0! #DlV/0! F #DIV/0! 0 0 #DIV/0! #DIV/0! #DIV/0! I 0 St Vunit #DIV/0! Segment Length V(ASD) Perf Wall Vtotal Wall Tag LA= LB= LC= LD= LD= OV(A)= V(B)= V(C)= V(D)= V(D)= #DIV/0! #DlV/0! StDIV/0! #DlV/0! #DIV/0! #DlV/0! StDIV/0! #DIV/0! 0 #DIV/01 #DIV/0! #DIV/0' 0 #DIV/0! #DIV/0! #DIV/01 0 #DIV/0! #DlV/0! #DIV/01 0 #DIV/0! #DIV/0! #DIV/O! Location: 1st V(asd) Wall Tag A B C D D VaIl= H/w ADJ #St### St/FT StDIV/0! StSt### St/FT #DIV/0! #St### St/FT StDIV/0! #St### St/FT #DIV/0! #St### St/FT #DIV/0! DateJ ProjectKim Garage Shearwall Design: HFLOOR= 8 ft SHEAR LINE IL I Location: Roof Wasd= 790 #/FT Trib= 1 ft V(asd) 790 St Vunit 75.2381 Wall Tag Segment Length V(ASD) Perf Wall Vtotal Wall A LA= 10.5 vwall 75.24 90.65 120.56 6E B LB= 0 V(B)= 0.00 0.00 0.00 GE C Lc= 0 V(C)= 0.00 0.00 0.00 GE D LD= 0 V(D)= 0.00 0.00 0.00 6E E LD= 0 V(D)= 0.00 0.00 0.00 6E F LD= 0 V(D)= 0.00 0.00 0.00 6E Location: 2nd - HFLOOR= 8 ft Wasd 1010 St/ft 2 = I 1.331 Vail H/w ADJ 260 St/FT 260 St/FT #DIV/0! 260 St/FT #DIV/0' 260 St/FT #DIV/0! 260 St/FT #DIV/0' 260 #/FT #DIV/0! V(asd) Wall Tag A B C D E I 1800 St Vunit 171.429 Segment Length V(ASD) Perf Wall Vtotal Wall Tag LA= LB= Lc= LD= Le= 10.5 V()= V(B) V(C)= V(D)= 171.43 171.43 228.00 0.00 0.00 0.00 0.00 GE 01 0.00 0.00 6E 0 0.00 0.00 GE 0 0.001 0.00 GE 1 0 1 0.001 0.00 GE Vail H/w ADJ 260 St/FT 260 St/FT StDIV/0! 260 St/FT StDIV/0! 260 St/FT StDlV/0! 260 StDIV/0! HFLOOR= 10 ft Wasd 104 St/ft DatewAW109 ftJ ti;: ri Project: KIM GARAGE Shearwall Design: HFLooR Location: IRoof Iw= V(asd) I 793.5 # Vunit Wall Tag Segment Lent A LA= 9 V(A)= B LB= 0 V(B)= C Lc= 0 V(C)= 0 LD= 0 V(D)= E LD= 0 V(D)= F LD= 0 V(D)= 0 8 SHEAR LINE L lle= I 1.331 69 #/FT Trib Width= 11.5 ft ROOF TO 2ND 88.1667 - V(ASD) Pert Wall Vtotal Wall Tag Vail 88.17 88.17 117.26 6E 260 St/FT #DlV/0! #DlV/0! #DlV/0I JZØJ] ##### St/FT #01 V/a! #DlV/0! #DIV/0! pjvzj ##### St/FT #DlV/0! #DlV/0! #DIV/0! Dj/] ##### #/FT #DlV/0! #DlV/01 #DIV/0! iij ##### St/FT #DlV/0! #DlV/0! #DIV/0! (J/jj ##### St/FT #DlV/0! HOL000WN Location 2 1= foundation, 2=floor Wall Tag Mot(ft-# DL(#/ft Mres(ft-# Mnet(ft-# Rxn @ HD Holddown Req'd A 8442.84 360 864 -7578.84 842 MST27 B #DIV/0! 0 0 #DIV/0! #DIV/0' #DlV/0! C #DIV/0! 0 0 #DIV/0! #DIV/0! #DIV/0! D #DIV/0! 0 0 #DIV/0! #DIV/0' #DIV/0! E #DIV/0! 0 0 #DIV/0! #DIV/0! #DIV/0! F #DIV/0! 0 0 #DIV/0! #DIV/0! #DIV/0! Date" Project: Kim Garage Shearwall Design: HFLOOR Location: IRoof Iw= V(asd) I 793.5 # Vunit Wall Tag Segment Len A LA= 3 V(A)= B LB= 0 V(B)= C Lc= 0 V(C)= 0 LD= 0 V(D)= E LD= 0 V(o) F LD= 0 V(D)= G LD= 0 V(D)= H LD= 0 V(D) H1rbIIJ 8 SHEAR LINE 69 #/FT Trib Width= 11.5 ft Roof to 2ND 264.5 = V(ASD) Perf Wall Vtotal Wall Tag VaII H/w ADJ 352.67 352.67 469.05 2E 490 #/FT 0.75 #DIV/0! #DIV/07 #DIV/0! #DIV/0' ##### #/FT #DIV/0! #DIV/0! #DIV/0! #DIV/O! #DIV/01 ##### #/FT #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! ##### #/FT #DIV/0! #DIV/O! #DIV/O! #DIV/0! #DIV/0! ##### #/FT #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! ##### #/FT #DIV/01 #DIV/0! #DIV/0! #DIV/0! #DIV/0! ##### #/FT #DIV/0! #DIV/0! I #DIV/0! #DIV/0! #DIV/0! ##### #/FT #DIV/0! 1 HOLDDOWN Location 2 1= foundation, 2=floor Wall Tag Mot(ft-# DL(#/ft Mres(ft-# Mnet(ft-# Rxn @ HO Hoiddown Req'd A 11257.1 240 576 -10681.1 3560 MST27 B #DIV/0! 0 0 #DIV/0! #DIV/01 #DIV/0! C #DIV/0! 0 0 #DIV/0! #DIV/0! #DIV/0! D #DIV/0! 0 0 #DIV/0! #DIV/0! #DIV/0! E #DlV/0! 0 0 #DIV/0! #DIV/0! #DIV/0! F #DIV/0! 0 0 #DIV/0! #DIV/0! #DlV/0! _H1rbr 8 SHEAR LINE I 11= I 1.331 67 #/FT Trib Width= 15 ft 2ND TO FND Vunit 110.708 t Length V(ASD) Perf Wall Vtotal Wall Tag Vail H/w ADJ V(A) 110.71 176.94 235.33 E 260 #/FT V(B)= #DIV/0! #DIV/0! #DIV/01 ##### #/FT #DIV/0! V(C)= #DIV/0! #DIV/0! #DIV/0' ff/.j ##### #/FT #DIV/0! V(D)= #DIV/0! #DIV/01 #DIV/0! I7J ##### #/FT #DIV/0! V(D)= #DIV/0! #DIV/0! #DIV/01 JJ/J ##### #/FT #DIV/0! V(D)= #DIV/01 #DIV/0! #DiV/01 Qj//i]J ##### #/FT #DIV/01 #DIV/0! ##### #DIV/0' 1 Date/,Q Project: KIM GARAGE Shearwall Design: HFLOOR Location: IRoof Iw= V(asd) I 1799 # Wall Tag Segmen A LA= 16.25 B LB= 0 C Lc= 0 0 LD= 0 E Lo= 0 F LD= 0 0 HOLDDOWN Location 1 1= foundation, 2=floor Wall Tag Mot(ft-# DL(#/ft Mres(ft-# Mnet(ft-# Rxn @ HD Holddown Req'd A 30592.3 650 1560 -29032.3 1787 HDU2 B #DIV/01 0 0 #DIV/0! #DIV/0I #DIV/0! C #DIV/01 0 0 #DIV/0! #DIV/01 #DIV/0! D #DIV/0! 0 0 #DIV/0' #DIV/01 #DIV/0! E #DIV/01 0 0 #DIV/01 #DIV/0! #DIV/0! F #DIV/0! 0 0 #DIV/0! #DIV/0! #DIV/01 SIERRA (5T AEjCES INC. GEOTECHNICAL • GEOLOGY • HYDROGEOLOGY e MATERIALS TESTIN&.. INSPECTION Hank Kim "''o Ap vri 11'P2 )018 155 Chestnut Avenue Ci7, r?O/g Carlsbad, CA 92008 SO/fr, I4/ Subject: GEOTECHNICAL INVESTIGATION 'SiQ 155 Chestnut Avenue - (APN 204-234-15-00) Carlsbad, California We herein submit the results of our geotechnical investigation for the proposed improvements to the single-family residence to be constructed on the subject property. The purpose of this study was to assess the geologic and geotechnical constraints to development provide geotechnical recommendations relative to the future development of the proposed project and review prepared structural plans for conformance to the geotechnical environment. Based upon our field and laboratory investigation, engineering analyses and professional judgment, it is our opinion that the property is suitable for construction of the proposed improvements provided the recommendations included within this report are incorporated into the design and carried out during construction. The primary geologic and geotechnical constraint to development of the subject property is the potential seismic hazard associated with ground shaking from nearby regional faults. The conclusions and recommendations presented herein are considered site specific and based upon the subsurface conditions encountered at the locations of the explorations. They should not be extrapolated to other areas or used for other projects. We appreciate the opportunity to be of service to you. Should you have any questions regarding this report, please do not hesitate to contact us. Respectfully, Thomas A. Platz Principal Engineer PE 41039 (exp 3/31/2019) SIERRA GEOTECHNICAL Joseph A. Adler Principal Geologist CEG 2198 (exp 3/31/2019) (fJOSEPHLt MRON ADLER N02198 (1 . CERTIFIED - * ENGINEERING * GEOLOGIST \ .•.51 's.Op CA%.*0 CARLSBAD OFFICE: 7040 AVENIDA ENCINAS, SUITE 104-469, CARLSBAD, CA 92011. Phn: (760) 937-4608 BISHOP OFFICE: 169 WILLOWSTREET, BISHOP, CA 93514 • Phn: (760) 937-4789 MAMMOTH OFFICE: P0 BOX 5024, MAMMOTH LAKES, CA 93546 • Phn: (760) 937-4608 www'sasi. SIERRA 5T61ASRJCES INC. GEOTECHNICAL INVESTIGATION FOR 155 CHESTNUT AVENUE CARLSBAD, CALIFORNIA APRIL 20, 2018 PROJECT NO. 3.31500 Prepared By: SIERRA GEO TECHNiCAL SERVICES, INC. 7040 AVENIDA ENCINAS, SUITE 104-469 CARLSBAD, CA 92011 (760) 937-4608 4 ir SIERRA OTIL[f ARrES INC. TABLE OF CONTENTS PAGE PURPOSE AND SCOPE OF SERVICES..............................................................................................1 SITE DESCRIPTION................................................................................................................................1 PROJECT DESCRIPTION.......................................................................................................................2 GEOLOGIC AND GEOTECHNICAL SITE CONSTRAINTS..........................................................2 S. GEOLOGY AND SUBSURFACE CONDITIONS............................................... 2 5.1 Regional Geologic Setting.................................................................................................2 5.2 Subsurface Exploration.....................................................................................................3 5.2.1 Surficial Soils (Undocumented Fill and Topsoil) ........................................3 5.2.2 Old Paralic Deposits ................................................................................................3 5.3 Groundwater .......................... - .............................................................................................. 4 FAULTING ................................................... - .............................................................................................. 4 GROUND MOTION...................................................................................................................................5 SECONDARY EARTHQUAKE EFFECTS...........................................................................................5 8.1 Ground Rupture....................................................................................................................6 8.2 Soil Lurching ................................................................. .........................................................6 8.3 Liquefaction and Seismically Induced Settlement.................................................6 8.4 Tsunamis..................................................................................................................................6 LANDSLIDES ................................................................................ 7 FLOOD HAZARDS...................................................................... 7 EXPANSIVE SOILS..................................................................... 7 CORROSIVITY OF SOILS TO CONCRETE AND STEEL 7 CONCLUSIONS............................................................................ 8 RECOMMENDATIONS..........................................................................................................................9 14.1 Earthwork ............................................................................................................................... 9 14.2 Site Preparation..................................................................................................................9 14.3 Remedial Grading...............................................................................................................9 14.4 Preliminary Foundation Preparation and Design...........................................10 14.4.1 Foundations.....................................................................................................11 14.4.2 Anticipated Static Settlement...................................................................11 14.4.3 Foundation Construction............................................................................12 14.5 Foundation Setback......................................................................................................12 14.6 Concrete Slab-on-Grade Floors ............................................................................... 12 SIERRA TJA5RFES INC. DRAINAGE . 14 QUALITY CONTROL..........................................14 LIMITATIONS ........................................................................................................................................ 15 REFERENCES.......................................................-...............................................................................16 LIST OF ATTACHMENTS FIGURE 1 VICINITY MAP FIGURE 2 REGIONAL FAULT MAP FIGURE 3 SITE GEOLOGIC MAP FIGURE 4 SUBSURFACE LOCATION MAP FIGURE 5 TSUNAMI INUNDATION MAP APPENDICES APPENDIX A EXPLORATORY TEST LOGS APPENDIX B LABORATORY TESTING APPENDIX C GENERAL EARTHWORK AND GRADING RECOMMENDATIONS SIERRA A I CES INC April 20,2018 Project No. 3.31500 Page 1 1. PURPOSE AND SCOPE OF SERVICES This report presents the results of our geotechnical investigation for the proposed addition and remodel to the existing residence, and new garage with accessory dwelling to be constructed at 155 Chestnut Avenue in Carlsbad, California (Figure 1). The purpose of this study was to obtain information on the subsurface conditions within the project area; to evaluate the competency of the soils to support the proposed structure(s); evaluate data relative to site geologic and seismic hazards; evaluate data relative to foundation design; and provide conclusions and recommendations for grading, foundation design, and construction of the proposed structure(s) as influenced by subsurface conditions. Specifically, our scope of work consisted of: A review of readily available published and unpublished geotechnical literature, topographic maps, geologic maps, fault maps, and aerial photographs. Performance of a subsurface exploration consisting of logging and sampling of two hand dug exploratory test pits. Laboratory testing of representative soil samples obtained during our field investigation to evaluate soil properties for design purposes. Geologic . and geotechnical evaluation and analysis of the collected field and laboratory data. Preparation of this written report presenting the results of our findings, conclusions, geotechnical recommendations, and construction considerations for the proposed development. 2. SITE DESCRIPTION The site area is located on the south side of Chestnut Avenue, approximately 250-feet east of the intersection of Carlsbad Boulevard and Chestnut Avenue in the City of Carlsbad, San Diego County, California (33.1528; -117.3484) (Figure 1). More specifically, the site area is made up of a generally flat, 0.14-acre rectangular parcel which is presently occupied by a one story, single-family residence with detached garage. The property is bordered by developed properties on each side. Vegetation is minimal and consists of grass and a few trees and shrubs. SIERRA I L rH 11 ASjCES INC April 20,2018 Project No. 3.31500 Page 2 PROJECT DESCRIPTION Based upon a review of the project architectural and.foundation plans prepared by Graham Haines Sketch and Design, revision date 3/5/2018, and Shop Engineering, dated 2/15/2018, the proposed project will consist of the construction of a wood framed second story addition and remodel of the existing residence, construction of a wood framed detached garage with a second story accessory dwelling unit to be located near the rear of the property, associated utilities, and other appurtenances. The existing garage will be removed. Grading will be minor with the structures sitting at near or existing grades. Foundations systems for the main home will primarily utilize the existing shallow concrete footings but will be retrofit to accommodate for the increased loads. Concrete spread footings and grade beams will also be employed. Existing footing dimensions where measured were 12-inches deep x 11.5-inches wide. Foundations for the new garage will include shallow concrete perimeter footings and spread footings with a concrete slab-on- grade. Neither a basement nor retaining walls are planned. Per Sheet SO.3, Foundation Note 3, the maximum allowable bearing pressure used in the design of footings was 1500 psf. GEOLOGIC AND GEOTECHNICAL SITE CONSTRAINTS. Geotechnical constraints to development include the potentiall for strong ground shaking along the nearby Newport-Inglewood-Rose Canyon fault zoiie, Oceanside section, located offshore and approximately 4.7 mi (7.5 km) west of the site (Figure 2). S. GEOLOGY AND SUBSURFACE CONDITIONS 5.1. Regional Geologic Setting The project site is located within the coastal portion of the Peninsular Ranges Geomorphic Province of southern California. The Peninsular Ranges form a northwest-trending geomorphic province that occupies the southwestern corner of California and extends southeastward to form the Baja California peninsula. The province is characterized by mountainous terrain on the east composed mostly of Mesozoic igneous and metamorphic rocks, and relatively low-lying coastal terraces to the west, underlain by late Cretaceous-age, Tertiary-age, and Quaternary-age sedimentary units. SIERRA C1111A I CEs INC April 20,2018 Project No. 3.31500 Page 3 The site area, is located on the western margin of the coastal terrain and is predominantly underlain by interfingered granular strandline, estuarine, and beach deposits, which overly a marine wave-cut terrace (Kennedy and Tan, 2007) (Figure 3). 5.2 Subsurface Exploration Our subsurface exploration was conducted on April 4th, 2018 and consisted of logging and sampling of two hand dug exploratory test pits within the proposed building areas. In-place density and moisture as well as bulk soil samples were obtained from the excavations at selected intervals. The samples were then transported to our in-house geotechnical laboratory for testing. The approximate locations of the exploratory test pits are shown on Figure 4. Logs are included in Appendix A. Geotechnical laboratory testing of representative soil samples included gradation, and maximum density (Proctor). In-situ dry density and moisture content test results, acquired via nuclear density gauge, are presented on the test pit logs in Appendix A. The results of the other laboratory tests performed are presented in Appendix B. Generalized descriptions of the materials encountered during our subsurface exploration are provided in the following sections. Logs of the subsurface conditions encountered in the test pits are provided in Appendix A. 5.2.1. Surficial Soils (Undocumented Fill and Topsoil) Shallow surficial soils were encountered in Test Pit TP-1 up approximately 9-inches below existing grade. These materials consisted of generally consisted of a light to medium reddish-brown and grayish-brown, dry to damp, loose, silty, very fine to fine sand, minor roots. This material is not considered suitable for the support of foundations and should be removed from all structural areas. 5.2.2 Old Paralic Deposits Middle to late Pleistocene-aged paralic deposits were encountered below the suficial soils in TP-1 and at grade in TP-2. In general, this material SIERRA cTçAjRCES ic April 20,2018 i Project No. 3.31500 Page 4 consisted of a dark reddish-brown moist, medium dense, silty, very fine to fine sand (Unified Soil Classification Symbol: SM). Based on laboratory analysis and in-place density, relative compaction of this material varied from approximately 71 to 75-percent. This material is considered suitable for foundation support provided the foundation and earthwork recommendations provided within this report are adhered to during site development. 5.3 Groundwater Neither a groundwater table, nor groundwater seepage, nor mottling of the on-site soils, indicative of seasonal periods of groundwater flow, was encountered during our field investigation. Groundwater is not anticipated to be encountered during site development due to the location of the site with respect to overall drainage. Shallow wet soils from rain could however be encountered during grading depending upon the time of the year in which the site is excavated. If saturated soils are encountered during site grading, SGSI should be contacted so that we may evaluate seepage/moisture conditions and provide appropriate mitigation recommendations. 6. FAULTING The site is not located within an Alquist-Priolo Earthquake Fault zone. The nearest known active fault is the Newport-Inglewood-Rose Canyon fault zone, Oceanside section, located offshore and approximately 4.7 mi (7.5 km) west of the subject site (Figure 2). Based on our review of the referenced geologic maps aerial photographs, and our site reconnaissance, the subject site is not underlain by known active or potentially active faults (i.e., faults that exhibit evidence of ground displacement in the last 11,000 years and 2,000,000 years, respectively). Carlsbad is located within a seismically active region, and earthquakes have the potential to cause ground shaking of significant magnitude. Carlsbad lies within a medium-low probabilistic peak ground acceleration zone. SIERRA INC April 20,2018 Project No. 3.31500 Page 5 Site coordinates of latitude 33.1528; -117.3484 were acquired using the computer program Google Earth. Table I presents the seismic parameters for use in preparing a Design Response Spectra for the site. The site class is D, "Stiff Soil", based upon visual observations and in-place densities from soils within the test pits. TABLE I SEISMIC PARAMETER 2010 ASCE 7 (w/march 2013 errata) RECOMMENDED VALUE (g) Site Class D Fa 1.036 Fv 1.555 Ss 1.161 Si 0.445 SMS 1.202 SM1 0.692 SDS 0.802 SDI 0.461 PGA 0.463 PGAM 0.480 Occupancy Category II Seismic Design Category (SDC) D Conformance to the above criteria for strong ground shaking does not constitute any kind of guarantee or assurance that significant structural damage or ground failure will not occur during a large magnitude earthquake. Design of structures should comply with the requirements of the governing jurisdictions, building codes, and standard practices of the Association of Structural Engineers of California. 0_07.1 NJAIVM 11 Secondary effects that can be associated with severe ground shaking following a relatively large 'earthquake include shallow ground rupture, soil lurching, liquefaction, seiches, landslides, lateral spreading, and dynamic settlement. These secondary effects of seismic shaking are discussed in the following sections. IDRA WtI ASRitCES INC April 20,2018 Project No. 3.31500 Page 6 8.1 Ground Rupture Ground surface rupture results when the movement along a fault is sufficient to cause a gap or break along the upper edge of the fault zone on the surface. Our review of available geologic literature indicated that there are no known active, potentially active, or inactive faults that transect the subject site. 8.2 Soil Lurching Soil lurching refers to the rolling motion on the ground surface by the passage of seismic surface waves. Effects of this nature are likely to be most severe where the thickness of soft sediments varies appreciably under structures. In its present condition, the potential for lurching at the site is considered low based upon site geology and findings from the excavations. 8.3 Liquefaction and Seismically Induced Settlement Liquefaction of cohesionless soils can be caused by strong vibratory motion due to earthquakes. Research and historical data indicate that loose granular soils and non-plastic silts that are saturated by a relatively shallow groundwater table are susceptible to liquefaction. Based on the relatively dense nature of the underlying earth materials and the absence of shallow groundwater, it is our opinion that the potential for liquefaction and seismically induced settlement to occur at the site is considered very low. In addition, the potential for ground failures associated with liquefaction, i.e post liquefaction reconsolidation, sand boils, and lateral spreading are considered insignificant. 8.4 Tsunamis Tsunamis are long wavelength seismic sea waves (long compared to the ocean depth) generated by sudden movements of the ocean bottom during submarine earthquakes, landslides, or volcanic activity. Based on a review of the Tsunami Inundation Map for Emergency Planning, Oceanside/San Luis Rey Quadrangles (CalEMA, CGS,USC, June 2009) the site is not located within a tsunami inundation area (Figure 5). SIERRA (T rt SEIR10ES INC April 20,2018 %X J Project No. 3.31500 Page 7 LANDSLIDES Based on our review of published landslide hazard maps, geologic maps, and aerial photographs, as well as our site reconnaissance, landslides or indications of deep seated slope instability were not observed at the project site. Further, the site area is generally flat and there are no significant slopes in close proximity, nor are there any planned as part of the proposed project. Landslides are therefore not a design consideration. FLOOD HAZARDS Based upon a review of the FEMA Flood Insurance Rate Map, 06073C0763G (May, 2012); the site is located in Zone X - outside the 0.2% annual chance flood plain. EXPANSIVE SOILS Expansive soils are soils that swell when subjected to moisture. Shrink/swell potential is the relative change in volume to be expected with changes in moisture content; that is, the extent to which the soil shrinks as it dries or swells when it gets wet. The extent of shrinking and swelling is influenced by the amount and kind of clay in the soil. Shrinking and swelling of soils causes' damage to building foundations, roads, and other structures. Soils in the immediate vicinity of the site are granular and generally very low to non- expansive. CORROSIVITY OF SOILS TO CONCRETE AND STEEL The National Association of Corrosion Engineers (NACE) defines corrosion as "deterioration of a substance or its properties because of a reaction with its environment." From a geotechnical viewpoint, the "environment" is the prevailing foundation soils and the "substances" are reinforced concrete foundations or various types of metallic buried elements such as piles, pipes, etc., which are in contact with or within close vicinity of the soil. Based upon our knowledge of site soils near the subject site, the sulfate content of the paralic deposits are generally considered "negligible" (Table 4.2.1 of AC! 318). However, soil resistivity values typically indicate a moderate corrosion potential, for metal piping in contact with soil. Cathodic protection or use of galvanized pipes and coated steel should be used. SIERRA WHNJJIA SRitCES INC April 20,2018 Project No. 3.31500 Page 8 13. CONCLUSIONS Based upon the results of this study, it is our opinion that geologic hazards at the site area are nominal and any future construction within, is feasible from a geologic and geotechnical standpoint. The following more explicitly summarize our findings. Seismic hazards at the site may be caused by ground shaking during seismic events on regional active faults. Accordingly, the potential for relatively strong seismic ground motions should be considered in the project design. The nearest known active regional fault is the Newport-Inglewood-Rose Canyon fault zone, Oceanside section, located offshore and approximately 4.7 mi (7.5 km) west of the subject site. . Evidence of past soil failures, or landslides on the site were not encountered. Groundwater was not encountered during our field investigation. Groundwater is not anticipated to be encountered during site development due to the location of the site with respect to overall drainage. The project site is underlain by shallow surficial soils and old paralic deposits. The surficial soils are considered unsuitable for structural support and shall be removed from all structural areas. The old paralic deposits are considered suitable for foundation support. The depth of the unsuitable soils is based upon the areas observed during the field investigation. It should be anticipated that the overall depth of the unsuitable materials exposed during construction may vary from that encountered in the test excavations. Reasonably continuous construction observation and review during site grading and foundation installation allows for evaluation of the actual soil conditions and the ability to provide appropriate revisions where required during construction. Excavations will be achievable using standard earthmoving equipment. Concrete in contact with the existing earth material at the site is expected to be subject to negligible sulfate exposure. However, metal components in contact with soils at the site are expected to be subject to moderate corrosion due to relatively low soil resistivity values. Cathodic protection or use of galvanized pipes and coated steel should be used. 9 This study did not include an environmental review of the site area. áb SIERRA OTffCHNJçA~E RIc ESINc April 20,2018 \ Project No. 3.31500 Page 9 14. RECOMMENDATIONS The following recommendations should be adhered to during site development. These recommendations are based on empirical and analytical methods typical of the standard of practice in California. If these recommendations appear not to cover any specific feature of the project, please contact our office for additions or revisions to the recommendations. 14.1 Earthwork Earthwork should be performed in accordance with the General Earthwork and Grading Specifications in Appendix C and the following recommendations. The recommendations contained in Appendix C are general grading specifications provided for typical grading projects. Some of the recommendations may not be strictly applicable to this project. The specific recommendations contained in the text of this report supersede the general recommendations in Appendix C. 14.2 Site Preparation Prior to grading, the proposed structural improvement areas (i.e. all structural fill, pavements areas and structural building, etc.) of the site should be cleared of surface and subsurface obstructions, including vegetation. Vegetation and debris should be disposed of offsite. Holes resulting from removal of buried obstructions, which extend below the recommended removal depths described herein or below finished site grades (whichever is lower) should be filled with properly compacted soil. Should existing underground utilities be encountered they should be completely removed and properly backfilled. Alternatively, if the utility is not within the influence zone of the foundation it may be abandoned in place by fully grouting the pipe. 14.3 Remedial Grading Based upon the proposed construction and the information obtained during the field investigation, we anticipate that the proposed structures will be founded on continuous and/or spread footings, which are supported by competent old paralic deposits. The following grading and earthwork recommendations are based upon the limited geotechnical investigation performed and should be verified during construction by our field representative. SIERRA 5 INC April 20,2018 Project No. 3.31500 Page 10 Garage and ADU: The newly proposed garage area is underlain by approximately 9-inches of surficial materials considered unsuitable for the support of structural loads. Over-excavation and removal of these materials and replacement with compacted fill will be required. Excavations should extend to at least 12-inches below grade to a minimum horizontal distance of 3-feet laterally beyond the footings. The removal bottom should be observed and tested by the geotechnical consultant prior to placement of any overlying fill. The removal bottom shall be moisture conditioned and compacted to a minimum of 95-percent of the laboratory maximum dry density per ASTM D1557. Home Retrofit Foundations: Excavations for the retrofit to existing footings and any new pad or strip footings shall be accomplished per plan. All footing bottoms shall however be observed and tested as needed by the geotechnical consultant prior to placement of any reinforcing steel. Site soils are suitable for use as compacted fill as long as they are processed in accordance with the recommendations in Appendix C. Approved fill soils should be placed in thin lifts (6 to 8-inches loose thickness) and moisture conditioned to at least optimum moisture content. All fill should be compacted to ,a minimum of 95-percent of the laboratory maximum dry density per ASTM D1557. For any paved parking and/or permeable paver areas and other improvements a 1- foot removal is recommended depending: on site conditions (i.e. depth of root zone, and depth of disturbance which may have locally deeper removal depths). The removal bottom should be observed and tested as needed by the geotechnical consultant prior to placing fill soils. 14.4 Preliminary Foundation Preparation and Design The following preliminary recommendations are presented as minimum design recommendations; they are not intended to supersede design by the structural engineer. Preliminary foundations should be designed in accordance with structural considerations and the following recommendations. Upon the completion of the grading and structural plans, Sierra Geotechnical Services Inc. should review the foundation loads and embedment to confirm the implementation of the recommendations herein. SIERRA Jr H jQASE'RJCFS INC April 20,2018 Project No. 3.31500 Page 11 14.4.1 Foundations Shallow, spread or continuous footings may be used to support the proposed structure provided they are founded entirely upon properly compacted fill, or competent native deposits. Continuous and isolated column foundations should be sized according to the allowable soil bearing pressures shown in Table II below. The pressures shown on Table II are for dead loads plus long-term live load. TABLE II- Allowable Soil Bearing Pressures Allowable Soil Bearing Lateral Passive Resistance Pressure (psi) (psf/ft) FS =3.0 FS =1.5 1,500 150 An allowable coefficient of friction of 0.25 may be used between the concrete and the underlying soil. When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one-third. In addition, when passive resistance is calculated, the upper one foot of soil should be neglected unless the ground surface is covered by pavement. Footings may be constructed according to California Building Code requirements regarding width (minimum 12-inches). Exterior and interior foundations shall be founded within compacted fill or competent native soils. Exterior foundations shall have a minimum embedment depth of 12-inches below outside adjacent grade. Interior foundation depths shall also be a minimum of 12-inches below adjacent grade. 14.4.2 Anticipated Static Settlement We estimate that the proposed structure(s), designed and constructed as recommended herein, and founded in compacted fill will undergo total settlement on the order of 1 inch. Differential settlement on the order of ½ inch over a horizontal span of 40 feet should be expected for compacted fills over formational materials. The total settlement of the conventional foundations bearing into competent native deposits is anticipated to be less than Y2-inch. April 20,2018 SIERRA CT)A jCFS INC Project No. 3.31500 Page 12 14.4.3 Foundation Construction Based upon our observations and past experience relative to the general site area, very low expansive soils exist onsite. The following preliminary recommendations assume very low to low expansive soils near finish pad grade. Footings should be designed in accordance with the structural engineer's requirements. Exterior and interior foundations shall be founded within compacted fill or competent native soils. All footing excavations should be observed by a representative of SGSI prior to placement of reinforcing steel, in order to assure proper embedment into suitable soils. Footing trenches should not have any rocks or boulders protruding into the trench bottom. Soft soil. pockets created by rock removal during foundation excavation shall be replaced with approved fill material, and compacted to 95-percent of the material's maximum dry density. Site soils are suitable for use as compacted fill as long as they are processed in accordance with the recommendations in Appendix C. Approved fill soils should be placed in thin lifts (max 8-inches loose thickness) and moisture conditioned to at least optimum moisture content. All fill should be compacted to a minimum of 95-percent of the laboratory maximum dry density per ASTM D1557. Any import soils shall be tested for suitability in advance by the project Geotechnical Engineer. Earth fill material shall not contain more than 1- percent of organic materials (by volume). Imported fill shall have a maximum plasticity index of 12, and a liquid limit less than 40 when measured in accordance with ASTM D 4318. 14.5 Foundation Setback Utility trenches that parallel or nearly parallel structural footings should not encroach within a 1:1 plane extending downward and outward to a lateral distance of 5-feet from the outside edge of the bottom of the footing. 14.6 Concrete Slab-on-Grade Floors Interior: Building slabs may be supported either on-grade by compacted fill or competent native deposits. Cut/fill transitions below slabs should be avoided. b '':1i SIERRA (TIH A)SJRCES INC April 20,2018 Project No. 3.31500 ' i Page 13 Subgrade soils should have a very low expansion potential (El < 20). Slabs should be designed for anticipated loading. Slab thickness shall meet the requirements of the Structural Engineer of record. Likewise, control joints and reinforcement should be designed by the Structural Engineer. Concrete slabs should be underlain by a vapor barrier/retarder (Stego Wrap or equivalent - 10 mil minimum thickness), which is in turn, underlain by a single layer of filter fabric (Mirafi) over a 4-inch layer of 3,4" crushed stone. The filter fabric will help protect the vapor barrier from puncture. All penetrations and laps in the moisture barrier should be appropriately sealed. The membrane should have a high puncture resistance and should be installed so that there are no openings or holes. All seams should be overlapped and sealed at the laps per the manufacturers recommendations. Where pipes extend through the membrane, the barrier should be sealed to the pipes. Moisture retarders can reduce, but not eliminate moisture vapor movement from the underlying soils up through the slab. We recommend that the floor coverings installer test the moisture vapor flux rate prior to attempting application of the flooring. "Breathable" floor coverings should be considered if the vapor flux rates are high. A slip-sheet should be used if crack sensitive floor coverings are planned. The use of reinforcement in slabs and foundations will generally reduce the potential for drying and shrinkage cracking. However, some cracking may be expected as the concrete cures. Concrete cracking and/or spalling is often aggravated by a high cement ratio, high or low concrete temperature at the time of placement, small nominal aggregate size, rapid moisture loss,, or the addition of water during placement. The use of low slump concrete (not exceeding 4-inches at the time of placement), a water- cement ratio no greater than 0.45 by weight, and proper curing methods can reduce the potential for shrinkage cracking. Exterior Concrete Flatwork: Concrete flatwork should be a minimum 4-inches in thickness, and should be supported by very low expansion subgrade soils (El < 20). Flatwork should be reinforced with #3 rebar placed at slab mid-height on 24-inch centers, both ways. Crack control joints should be used and should have a maximum spacing of 5-foot on center each way for sidewalks, and 10-foot on center each way for slabs. Actual crack control joints should be designed by the project Civil Engineer. A vapor retarder is not needed. Dila SIERRA TIA)RCES INC April 20,2018 1! Project No. 3.31500 Page 14 UJONFULTM Roof, pad, and slope drainage should be diverted away from slopes and structures to suitable discharge areas by non-erodible devices (e.g., gutters, downspouts, concrete swales, etc.). Positive drainage adjacent to structures should be established and maintained. Positive drainage may be accomplished by providing drainage away from the foundations of the structure at a gradient of 5-percent or steeper for a distance of 10-feet or more outside the building perimeter, or 2-percent or steeper for a distance of 10-feet or more outside the building perimeter if paved. 16. QUALITY CONTROL The recommendations in this report are based on limited subsurface information. The nature and extent of variation across the site may not become evident until construction. If variations are exposed during construction, it may be necessary to re-evaluate our recommendations. SIERRA JTIAR&ES INC April 20,2018 I.) JJ Project No. 3.31500 Page 15 17. LIMITATIONS This document has been prepared for the sole use and benefit of our client. The conclusions of this document pertain only to the site(s) investigated. The consulting provided, and the contents of this document may not be perfect. Any errors or omissions noted by any party reviewing this document and/or any other geologic or geotechnical aspects of the project should be reported to this office in a timely fashion. The client is the only party intended by this office to directly receive this advice. Unauthorized use of or reliance on this document constitutes an agreement to defend and indemnify Sierra Geotechnical Services Incorporated from and against any liability, which may arise as a result of such use or reliance, regardless of any fault, negligence, or strict liability of Sierra Geotechnical Services Incorporated. Conclusions presented herein are based upon the evaluation of technical information gathered, experience, and professional judgment. Other consultants could arrive at different conclusions and recommendations. Final decisions on matters presented are the responsibility of the client and/or the governing agencies. No warranties in any respect are made as to the performance of the project. Please also note that our evaluation was limited to assessment of the geologic aspects of the project, and did not include evaluation of structural issues, environmental concerns or the presence of hazardous materials. fr MGM ICHIJASE!R'pS INC April 20,2018 Project No. 3.31500 Page 16 18. California Geological Survey, 1999, Seismic Shaking Hazard Maps of California: Map Sheet 48. California Building Standards Commission, 2016, California Building Code, Title 24, Part 2, Volumes 1 and 2, California Emergency Management Agency, California Geological Survey, University of Southern California, 2009, Tsunami Inundation Map for Emergency Planning, State of California - County of San Diego, Oceanside/San Luis Rey Quadrangle. Hart, Earl W., and Bryant,. William A 1999. Fault-rupture Hazard Zones in California, California Geological Survey Special Publication 42, 38p. Jennings, C.W., 2010, Fault Activity Map of California and Adjacent Areas: California Geological Kennedy, M.P. and Tan, S.S, 2007, Geologic Map of the Oceanside 30' x 60' Quadrangle, San Diego County, California: California Geological Survey, Scale 1:100,000 United States Federal Emergency Management Agency (FEMA), Flood Insurance Rate Map (FIRM), Map Number 06073C1357G, May, 2012. United States Geological Survey, 2017, US Seismic Design Maps, World Wide Web, https://earthquake.usgs.gov/designmaps/beta/us/. - 2 - - - ; 7 '5 81 1' 1p Pyoi5cr SITE 7' ., tF.i 0. .1. • .5 . '/ \•'._ - I - - N ' - '/ 1 _. , - --- - .) 4 7 - . L _- -• '7 \ '.'•ji;. ---- • - -- J 1__--__,_, ' \ .* :•.. -. -t SOURCE: F ZO. Jc. C$J iti A. Crr Go SVcy. Ct FAULT AC1 511Y = - AT1V Y 1PrnJZCT REGIONAL FAULT MAP 7 5 7¼ SftRA tICA 1R ,CS INC. l - , r-• id a. \ •• q:- J4\tr 40 Of fk 00 'Tt;;Q £ 0 \\• \ ,A: / \ ' \ \•. \ - - 1 '.. \ \ J\1 .., I •• 4 ...- -' •\ \ \ ----"- \ '\ '• - - . ' .-. ' •1 • -. (--• -. - - o . S \ M • 16 Arr \k Tsunami Inundation Map for Emergency Planning June 1, 2009 Oceanside Quadrangle/San Luis Rey Quadrangle MAP EXPLANATION -"s-- Tsunami Inundation Line PRDJECTu TSUNAMI INUNDATION HAZARD MAP 3 - 155 CHESTNUT A VENUE Tsunami Inundation Area _____________________________________________________ SIERRA SfH A .R1[CI!S . APPENDIX A EXPLORATORY TEST PIT LOGS A subsurface field investigation was performed on April 4, 2018 that included hand excavation of two exploratory test pits. Soil materials were visually classified in the field according to the Unified Soil Classification System (USCS). Logs of the exploratory test pits are presented herein. Representative soil samples were obtained during the field investigation -for laboratory testing (Appendix B). The approximate location of the exploratory test pits is shown on the Subsurface Location Map (Figure 4). SIERRA GEO TECHNICAL SERVICES INC. 7040AVENIDA ENCINAS, SUITE 104-469 CARLSBAD, C4 92011 TEST PIT LOGS JOB NO: 3.31500 PROJECT: 155 Chestnut Avenue DATE: 4/4/2018 LOGGED BY: -J& EQUIP: Hand Dug Excavations U.S.C.S. DRY TEST GROUP SAMPLE PERCENT DENSITY PIT DEPTH SYMBOL DEPTH MOISTURE (pcf) DESCRIPTION LILL 1 0- 7" SM Light to medium reddish-brown, dry to damp, loose, silty, very fine to coarse SAND, with minor gravels. 7"-9" SM 9" - 38" SM 12" 5.9 90.8 38" 4.9 95.1 TOPSOIL Dark grayish-brown, moist, medium dense, silty, very fine to fine SAND, with minor roots. (Old lawn area?) OLD PARALIC DEPOSITS Dark reddish-brown, moist, medium dense, silty, very fine to fine SAND. Massive, friable. Total Depth - 38' No groundwater. Location: South side property, rear yard. See Figure 4. OLD PARALIC DEPOSITS 2 0- 25" SM Dark reddish-brown, moist, medium dense, silty, very fine to fine SAND. Massive; friable. ------------------------------------------------------------ Total Depth - 2½ No groundwater. Location: 3' North of SW corner or residence. See Figure 4. Notes: Footing dimension measured from TP-2. Footing is 12" deep x 11.5" wide. APPENDIX B LABORATORY TESTING Laboratory tests were performed on the representative test samples to provide a basis for development of design parameters. Soil materials were visually classified in the field according to the Unified Soil Classification System (USCS). Laboratory tests were performed in general accordance with the American Society of Testing and Materials (ASTM) procedures. The results of our laboratory testing are presented herein. USCS classifications are presented on the test pit logs (Appendix A). Selected samples were tested for the following parameters: Classification Soils were visually and texturally classified in accordance with the Unified Soil Classification System (USCS) in general accordance with ASTM D 2488. In-Place Moisture and Density Tests The moisture content and dry density of relatively undisturbed samples obtained from the exploratory test pits were evaluated in general accordance with ASTM D 2937. The test results are presented on the test pit logs in Appendix A. Gradation Analysis Gradation analysis tests were performed on a selected representative soil sample in general accordance with ASTM D 422. These: test results were utilized in evaluating the soil classifications in accordance with the USCS. Proctor Density Tests The maximum dry density and optimum moisture content of selected representative soil samples were evaluated using the Modified Proctor method in general accordance with ASTM D 1557. **Soil samples will be discarded 30 days after the date of this report unless this office receives a specific request and fee to retain the samples for a longer period. SIERRA GEO TECHNICAL SERVICES GEOTECHNICAI. • GEOLOGY • HYDROGEOLOGY • ENVIRONMENTAL • MINING • MATERIALS Caltrans Lab #214 AMRL Lab #2460 CCRL Lab #2081 DSA LEA Lab #189 MAXIMUM DENSITY-MOISTURE CURVE (PROCTOR) LP act Name IProjectII• 155 Chestnut Ave, Carlsbad, California 3.31500 L1=111111111111111111 Deliver Date 4/6/2018 [.111 UT1lriiZT. __________ '••ur .•••. ••••• •••• U•1UIUL1•U••UUSlR• uuutu•irnu•ua•uu•• •••u tulv&,IL IONNEENEEN • ! uu•ii iiu &i•u• ••••• ____ ••••• rti •••u•••• *, ••••• ..... ••••••ui•uaui•u•u••u uii• i•u•u•• ii•L1•••••• •••• ••••••u•uti•u•uu• •••U• u•i u•n ••••• u•ii• ii•L11 I•••• Laboratory Data: Soil & Wet Percent Dry Mold Max. Dry Optimum Test # Mold (lb) Mold (lb) Soil (lb) Density (pcf) Moisture Density (pci) Volume (ci) Density (pci) Moisture (%) 13.934 1 9.696 4.238 128.4 1 5.8 121.3 0.03300 I 127.3 I 9. 2 - 14.078 9.696 4.382 132.8 7.2 123.9 With Rock Correction 3 - 14.278 9.696 4.582 138.8 9.1 127.3 4 - 14.224 9.696 4.528 137.2 11.2 123.4 5 Note: ZAV=Zero Air Voids per Specific Gravity of Soil Solids TóLPEC2OS9 INC PARTICLA' SIZA' DISTRIBUTION REPORT PER AS7M 1ET MElWOOS 02487 & 06913 SIEVE SIZE 100 90 50 70 60 50 40 30 20 10 0 100 10 1 at 0.01 0.001 PAR7ICLE SIZE IN MIUJMEFERS K .>3 K GRA 1,n K SAND K FiNES Coarse Pine Coarse Medium Fine Silt CYay 0 0 0.5 0.2 19.4 59.4 20.5 n/a SIEVE PERCENT PERCENT 5PECYF7EV PASS? SIZE RETAINED PASSING PERCENT (Yes or No) 3 SOIL OESCRIP17ON 21/2 SI/fr SAND 2 7-1/2- _______ _______ _______ _______ A TTERBERC LIMITS 1. PL= 0 LL.= 0 P1= NP 3/4 0 lOt) 1/2, 0.4 99.6 COEFFICIENTS 3/8 - - 0= n/a D= 0.312 D= 0.242 No. 4 0.5 99.5 O= 0.700 015= n/a 010= n/a No. 8 - - C, ii/ê Cc n/a No. 10 0.7 99.3 No. 16 - - CLASS/F/CA liON No. 20 1.5 9&5 USGS sw MSI11O = n/e No. JO £4 96 No. 40 20.1 79.9 . REMARKS Na 50 - - Specific Gmtety (per AS1M 0854) = n/a No. 60 56.4 4.16 No. 100 722 27.8 Na 140 76.6 234 No. 200 79.5 20.5 PROJECT. 155 chestnut Ave. Can'sbad CLIENT. Hank Kim SIERb IC SRS. INC. SAMPLE DEPTH. MATERIAL. fS at 7-3' Native CEO iF IN/CAL CECLOCY 0(INDWA IER MiNING MA7ERIALS SAMPLE DATE. 41612018 TESTED BY- MMIAH 87J 873 NCW.IN MAIN S1REE7 SUIiF 154 81.9/OR, CALIFORNIA 93514 P0 80% 5024 MAMMOTH LAKES CALIFORNIA 93546 JOB NO, REVIEWED BY, 3.31500 00/IA - APPENDIX C EARTHWORK AND GRADING RECOMMENDATIONS These earthwork and grading specifications are for the grading and earthwork shown on the approved grading or construction plan(s) and/or indicated in the geotechnical report(s). Earthwork and grading should be conducted in accordance with applicable grading ordinances, the current California Building Code, and the recommendations of this report. The following recommendations are provided regarding specific aspects of the proposed earthwork construction. These recommendations should be considered subject to revision based on field conditions observed by the geotechnical consultant during grading. Geoteclinical Consultant of Record Prior to commencement of work, the owner shall employ the Geotechnical Consultant of Record. The Geotechnical Consultant shall be responsible for reviewing the approved geotechnical report(s) and accepting the adequacy of the preliminary geotechnical findings, conclusions, and recommendations prior to the commencement of grading or construction. During grading and earthwork operations, the Geotechnical Consultant shall observe, map, and document the subsurface exposures to verify the geotechnical design assumptions. If the observed conditions are found to be significantly different than the interpreted assumptions during the design phase, the Geotechnical Consultant shall inform the owner, recommend appropriate changes in design to accommodate the observed conditions, and notify the review agency where required. Subsurface areas to be geotechnically observed, mapped, elevations recorded, and/or tested include natural ground, after it has been cleared for receiving fill but before it has been placed, bottoms of all "remedial removal areas, all key bottoms, and benches made on sloping ground to receive fill. The Geotechnical Consultant shall observe the moisture-conditioning and processing of the subgrade and fill materials and perform relative compaction testing of fill to determine the attained level of compaction. The Geotechnical Consultant shall provide the test results to the owner and the contractor on a routine and frequent basis. The Earthwork Contracto The Earthwork Contractor shall be solely responsible for performing the grading in accordance with the plans and specifications. The Earthwork Contractor shall review and accept the plans, geotechnical report(s) and these Specifications prior to the commencement of grading. The Earthwork Contractor shall have the sole responsibility to provide adequate equipment and methods to accomplish the earthwork in accordance with applicable grading codes and agency ordinances, these Specifications, and the recommendations in the approved geotechnical report(s) and grading plan(s). If, in the opinion of the Geotechnical Consultant unsatisfactory conditions, such as unstable soil, improper moisture condition, inadequate compaction, adverse weather, etc... are resulting in a quality of work less than required in these Specifications, the Geotechnical Consultant shall reject the work and may recommend to the owner that construction be stopped until the conditions are rectified. Site Prenaratlo General: Site preparation includes removal of deleterious materials, unsuitable materials, and existing improvements from areas where new improvements or new fills are planned. Deleterious materials, which include vegetation, trash, and debris, should be removed from the site and legally disposed of off-site. Unsuitable materials include loose or disturbed soils, undocumented fills, contaminated soils, or other unsuitable materials. The Geotechnical Consultant shall evaluate the extent of these removals depending on specific site conditions. Earth fill material shall not contain more than 1-percent of organic materials (by volume). Nesting of the organic materials shall not be allowed. If potentially hazardous materials are encountered, the contractor shall stop work in the affected area, and a hazardous material specialist shall be informed immediately for proper evaluation and handling of these materials prior to continuing to work in that area. As presently defined by the State of California, most refined petroleum products (gasoline, diesel fuel, motor oil, grease, coolant etc...) have chemical constituents that are considered to be hazardous waste. As such, the indiscriminate dumping or spillage of these fluids onto the ground may constitute a misdemeanor, punishable by fine and/or imprisonment and shall not be allowed. Any existing subsurface utilities that are to be abandoned should be removed and the trenches backfihled and compacted. If necessary, abandoned pipelines may be filled with grout or slurry cement as recommended by, and under the observation of, the Geotechnical Consultant. Excavation Excavations, as well as over-excavation for remedial purposes, shall be evaluated by the Geotechnical Consultant during grading. The actual extent of removal shall be determined by the Geotechnical Consultant based on the field evaluation of exposed conditions during grading. Where fill-over-cut slopes are to be graded, the cut portion of the slope shall be made, evaluated, and accepted by the Geotechnical Consultant prior to placement of materials for construction of the fill portion of the slope, unless otherwise recommended by the Geotechnical Consultant. In addition to removals and over-excavations recommended in the approved geotechnical report(s) and the grading plan, soft,, loose, dry, saturated, spongy, organic-rich, highly fractured, or otherwise unsuitable ground shall be over- excavated to competent ground as evaluated by the :Geotechnical Consultant during grading. All areas to receive fill, including removal and processed areas, key bottoms, and benches, shall be observed, mapped, elevations recorded, and/or tested prior to being accepted by the Geotechnical Consultant as suitable to receive fill. The Contractor shall obtain a written acceptance from the Geotechnical Consultant prior to fill placement. A licensed surveyor shall provide the survey control for determining elevations of processed areas, keys, and benches. Fill Compaction The onsite soils are suitable for placement as compacted fill provided the organics, oversized rock (greater than 6-inches in diameter) and deleterious materials are removed. Rocks greater than 6-inches and less than 2-feet in diameter can be placed in the bottom of deeper fills or approved areas provided they are selectively placed in such a manner that no large voids are created. All rocks shall be placed a minimum of 4-feet below finish grade elevation unless used for landscaping purposes. Any import soils shall be tested for suitability in advance by the project Geotechnical Engineer. After making the recommended removals prior to fill placement, the exposed ground surface should be scarified to a depth of approximately 12-inches, moisture conditioned as necessary, and compacted to at least 95-percent of the maximum dry density obtained using ASTM D1557 as a guideline. Surfaces on which fill is to be placed which are steeper than 5:1 (Horizontal to vertical) should be benched so that the fill placement occurs on relatively level ground. For parking areas and other improvements a one-foot removal is recommended depending on site conditions (i.e. depth of root zone, and depth of disturbance which may have locally deeper removal depths). The removal bottom should be observed (tested as needed) by the geotechnical consultant prior to placing fill soils. The upper 12-inches of subgrade material along with the Class II Aggregate Base and the Asphaltic concrete shall be compacted to a minimum of 95-percent of the materials maximum dry density as determined by ASTM D1557. The subgrade and aggregate base shall be moisture-conditioned and compacted to 95-percent of the material's maximum dry density as determined by ASTM D1557 to a depth of 12-inches. All fill and backfill to be placed in association with the proposed construction should be accomplished slightly over optimum moisture content using equipment that is capable of producing a uniformly compacted product throughout the entire fill lift. Fill materials at less than optimum moisture should have water added and the fill mixed to result in material that is uniformly above optimum moisture content. Fill materials that are too wet can be .aerated by blading or other satisfactory methods until the moisture content is as required. The wet soils may be mixed with drier materials in order to achieve an acceptable moisture content. The fill and backfill should be placed in horizontal lifts at a thickness appropriate for equipment spreading, mixing, and compacting the material, but generally should not exceed eight inches in thickness. No fill soils shall be placed during unfavorable weather conditions. When work is interrupted by rains, fill operations shall not be resumed until the field tests by the geotechnical engineer indicate that the moisture content and density of the fill are as previously specified. Slopes All slopes shall be compacted in a single continuous operation upon completion of grading by means of sheepsfoot or other suitable equipment, or all loose soils remaining on the slopes shall be trimmed back until a firm compacted surface is exposed. Slope compaction tests shall be made within one foot of slope surface. Cut and fill slopes shall be a maximum of 2:1 (horizontal to vertical) unless approved by the Geotechnical Consultant. Planting and irrigation of cut and fill slopes and/or installation of erosion control and drainage devices should be completed due to the erosion potential of the soil. Teinnorary Excavations Temporary excavation shall be made no steeper than 1:1 (horizontal to vertical). The recommended slope for temporary excavations does not preclude local raveling and sloughing. Where wet soils are exposed, flatter excavation of slopes and dewatering may be necessary. In areas of insufficient space for slope cuts, or where soils with little or no binder are encountered, shoring shall be used. All large rocks exposed above temporary cuts shall be removed prior to foundation excavation. In addition any rocks exposed during development from raveling and sloughing should be removed immediately. All excavations should comply with the requirements of the California Construction and General Industry Safety Orders and the Occupational Safety and Health Act and other public agencies having jurisdiction. Utility Trench Backfill All utility trenches in structural areas shall be compacted to a minimum of 90-percent per ASTM D1557. All trenches in non-structural areas shall be compacted to a minimum of 85-percent per ASTM D1557. All material used for utility trench backfill shall be approved by the Geotechnical Engineer prior to placement. All bedding and backfill of utility trenches shall be done in accordance with the applicable provisions of Standard Specifications of Public Works Construction. Bedding material shall have a Sand Equivalent greater than 30 (SE>30). The bedding shall be placed to 1-foot over the top of the conduit and densified by jetting. Backfill shall be placed and densifledto a minimum of 90-percent of maximum from 1-foot above the top of the conduit to the surface. Lift thickness of utility trench backfill shall not exceed those allowed in the Standard Specifications of Public Works Construction unless the Contractor can demonstrate to the Geotechnical Consultant that the fill lift can be compacted to the minimum relative compaction by his alternative equipment and method. Regulations of the governing agency may supersede the above, and all trench excavations should conform to all applicable safety codes. The Contractor shall follow all OSHA and Cal/OSHA requirements for safety of trench excavations. ilr~cityof Community & Economic Development Carlsbad CERTIFICATION OF SCHOOL FEES PAID the City, the applicant, and the appropriate school districts and returned to the rmit. .The City will not issue any building permit without a completed school fee DEV2017-0195, KIM RESIDENCE REMODEL Plan Check No.: PC2018-0010 Project Address: 155 CHESTNUT AVE Assessor's Parcel No.: 2042341500 Project Applicant: KIM HYUNG (Owner Name) Residential Square Feet: New/Additions: 1,308 SF Second Dwelling Unit: 602 SF Commercial Square Feet: New/Additions: City Certification: City of Carlsbad Building Division Date: 03/05/2018 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. 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: 'L1 1keIAe_€c.,L,LL.. Title: )~±Sv4kje' Date: IIi I I Name of School District: CAflLSBAD UNIFIED SCHOOL DISTRICT ____________________________________ Phone: G22 ti. CAMINO RCAIS Building Division (131) . CARLSBAD, CA 92009 1635 Faraday Avenue I Carlsbad, CA 92008 1 760-602-2719 1 760-602-8558 fax I building@carlsbadca.gov El This form mt be City prior form. C Project NoN Name: RI Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 xli 66 F—I San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Katherine Marcelja (By Appt.only) Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 City of Carlsbad PC2018-0010 'I//V 1 0% 110 nvana ,.: ()p- AD °' << SPECIAL INSPECTION eveloDment Services Building Division CITY OF AGREEMENT 1635 Faraday Avenue 760-602-2719 CARLSBAD B-45 In accordance with Chapter 17 of the California Building Code the following must be completed when work being performed requires special inspection, structural observation and construction material testing. bt/57 'rojectlPermit: PC 0/ O olD Project Address: / £5 t5'0. r4-nut ,4. 77_ba A. THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNERIAUTHORIZED AGENT. Please check if you are Owner-Builder Q. (If you checked as owner-builder you must also complete Section B of this agreement.) Name: (Please print) f(4 Jj24 Aj#VI (First) (M.l.) (Last) Mailing Address, _/5 i'../57('zef_At vC .((_r-/..rh'a S_h.00 r Email:- Ot oclk i k ;wi_cjii,,,'/._(d-i_. Phone: _S?1 a __772 C. I am: Property Owner OProperty Owner's Agent of Record DArchitect of Record 0Engineer of Record State of California Registration Number Expiration Date: AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, construction materials testing and off-site fabrication of building components, as prescribed in the statement of special inspections noted on the approved plans and, as required by the California Building Code. Signature: E___--- Date: //1 r B. CONTRACTOR'S ST= owner-bbuilder. SPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor / builder / Contractor's Company Please check if you are Owner-Builder 0 Name: (Please print) (First) Mailing Address: Email: Phone:, State of California Contractors License Number: Expiration Date: I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. I will provide a final report /letter in compliance with CBC Section 1704.1.2 prior to requesting final inspection. B-45 Page 1 of 1 Rev. 08/11 PERMIT REPORT C11* City of Carlsbad Print Date: 05/04/2020 Permit No: PREV2018-0265. Job Address: 155 Chestnut Ave Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revisi Status: Closed - Finaled Parcel No: 2042341500 . Applied: 10/18/2018 Valuation: $0.00 Lot U: Issued: 11/20/2018 Occupancy Group: Project U: DEV2017-0195 PermitFinal U Dwelling Units: Construction Type Close Out: 05/04/2020 Bedrooms: Inspector: Bathrooms: Orig. Plan Check U: PC2018-0010 Final PlanCheck#: Inspection: Project Title: KIM RESIDENCE REMODEL Description: KIM: CHANGE DIRECTION OF STAIRS & ENTRY DOOR LOCATION Applicant: Owner: - RANK KIM KIM SHYUNG . . 155 Chestnut Ave 155 Chestnut Ave Carlsbad, CA 92008-3107 CARLSBAD, CA 92008-3107 . 310-408-3281 FEE AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE $35.00 MANUAL BUILDING PLAN CHECK FEE $281.25 Total Fees: $ 316.25 Total. Payments To Date: $ 316.25 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov Page 1 of 1 rCityof Carlsbad PLAN CHECK REVISION OR DEFERRED SUBMITTAL APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Original Plan Check Numbe-0/ t,O( 0 Plan Revision Number PiI2n1O2Jib Project Address /~7 Ck2c+vw General Scope of Revision/Deferred Submittal: Ck#re -• ci1tfr'S e,iL kic 1t1pe, CONTACT INFORMATION: Name i•I-'i k- 4tI Phone 310 '3 'i2( Fax________________ Address_1 ST Cst' - City Cot,- (1 4& J Zip Email Address h,4,1 k. ~'.. k tk. t9 44 ( c,ovt Original plans prepared by an architect or engineer, revisions must be sign e d & stamped by that person. 1. Elements revised: [0-Plans 0 Calculations 0 Soils 0 Energy 0 Other 2. Describe revisions in detail 3. List page(s) where each revision is shown hLt ( vWc- P 1t 2 —'tr f,-*,e 'frI e W (I ,4. , cLO ,) Ct 105 Li) Ck ,i e- T Ji to 9 6 . Tyks-e% 70 f'47 0 -) M1 Joov ,&oeJ #o tjom-n t ç er4 A- 2- 14%14- Does this revision, in any way, alter the exteriorof the project? Yes 0 No Does this revision add ANY new floor area(s)? D Yes IP No Does this revision affect any fire related issues? Yes D No * Is this a complete set? Yes No 5Signature jAtA/- Date ro_rf r (< 1635 Faraday Avenue, Carlsbad, CA 92008 th: 760-602- 2719 Fax-760-602-8558 Em&building@carlsbadca.gov www.carlsbadca.gov EsGil A SAFEbuRtCompany DATE: 11/15/18 JURISDICTION: Carlsbad PLAN CHECK #.: CBPC20'18-001O.rev(2018-0265) PROJECT ADDRESS: 157 Chestnut Avenue PROJECT NAME: Plan Revision for the Kim Residence. O APPLICANT ' r:i JURIS. SET: II The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: VN EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Ha Kim j Telephone #: 310 408 3281 Date contacted: / (by:()) Email: hank.s.kimgmaiI.com Mail TeIephgT( Fax In Person LI REMARKS: By: Javier Snider Enclosures: EsGil 11/09/18 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 EsCul ASAFEbuiitCornpany DATE: 10/29/18 JURISDICTION: Carlsbad PLAN CHECK #.: CBPC2018-001Q.rev(2018-0265) PROJECT ADDRESS: 157 Chestnut Avenue ,11 APPLICANT '4uRIS. SET:I PROJECT NAME: Plan Revision for the Kim Residence. The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when. minor deficiencies identified below are resolved and checked by building department staff. LI The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. 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: Hank Kim Fj EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Hank Kim Telephone #: 310 408 3281 Date contacted: (by1Email: hank.s.kim©gmail.com fMaiI Y'TelephoneV Fax In Person LI REMARKS: By: Javier Snider Enclosures: EsGil 10/22/18 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 --'Carlsbad CBPC2018-00 10.rev(20 18-0265) 10/29/18 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK #.: CBPC2018-0010.rev(2018-0265) JURISDICTION: Carlsbad PROJECT ADDRESS: 157 Chestnut Avenue FLOOR AREA: STORIES: HEIGHT: REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 10/29/18 FOREWORD (PLEASE READ): DATE PLANS RECEIVED BY ESGIL CORPORATION: 10/22/18 PLAN REVIEWER: Javier Snider This plan review is limited to the technical requirements contained in the California version of the International Residential Code, International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 2016 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2015 IRC, 2015 IBC, 2015 UPC, 2015 UMC and 2014 NEC. The above regulations apply, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2015 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, 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 CBPC20 18-00 10.rev(20 18-0265) 10129/18 PLANS Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. 2. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). Plans deviating from conventional wood frame construction shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations. (California Business and Professions Code). STRUCTURAL Sheet 83.1 noted on revision permit, but not included in revised plans. Sheet S2.0 does not show BCI. It only shows TJI's, are BCI's still being proposed? Please provide calculation for RB6 located on sheet S2.1, New Garage framing plan. MISCELLANEOUS To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Carlsbad CBPC20 18-00 10.rev(20 18-0265) 10/29/18 Have changes been made to the plans not resulting from this correction list? Please indicate: Yes No C1 9. The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Javier Snider at EsGil. Thank you. Carlsbad CBPC2018-0010.rev(2018-0265) 10/29/18 (DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: CBPC2018- 0010.rev(2018-0265) PREPARED BY: Javier Snider DATE: 10/29/18 BUILDING ADDRESS: 157 Chestnut, Avenue BUILDING OCCUPANCY: R-3 BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code I I #NA 1997 UBC Building Permit Fee 1997 UBC Plan Check Fee [j Type of Review: 0 Complete Review o Structural Only Repetitive Fee L!i Repeats * Based on hourly rate O Other Hourly 2.5 Hrs. @ * EsGil Fee $90.00 I $225.00I Comments: Sheet of 1 7jr / Vi çc?M 87.11673 SAN DIED celitnrniu BDZEMAN mnntana 4116.582.7911 Fax: 41165 o3c } [fi You can change this area 41, San Diego CA 1I O C. ________ U using the Settings" menu item and then using the Trinting & Isla Ivan man Tide Block selection. Project Title: Kim Residence remodel addition Engineer Project ID: Project Descr Printed: 4 NOV 2018, 9:35AM Wood Beam File INC. 1983-2018, Build:10.18.10.10 Description: RB6 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design . Fb + 2900 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - 2900 psi Ebend- xx 2000 ksi Fc - Prll 2900 psi Eminbend - xx 1016.535ks1 Wood Species : Trus Joist Fc - Perp 625 psi Wood Grade : Parallam PSL 2.OE Fv Ft 290 psi 2025 psi Density 45.07pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(018) L(072) 9 35x9.5 Span = 9.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0150, L = 0.060 ksf, Tributary Width = 12.0 ft DESIGN SUMMARY _______________ ____________ i*ir.iipS] Maximum Bending Stress Ratio = 0.7981 Maximum Shear Stress Ratio = 0.558: 1 Section used for this span 3.5x9.5 Section used for this span 3.5x9.5 lb : Actual = 2,314.29psi fv : Actual = 161.89 psi FB : Allowable = 2,900.00ps1 Fv : Allowable = 290.00 psi Load Combination 40+14H Load Combination Location of maximum on span = 4.750ft Location of maximum on span = 8.737 ft Span # where maximum occurs = Span #1 Span # where maximum occurs = Span #1 Maximum Deflection Max Downward Transient Deflection 0.265 in Ratio = 429>=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.332 in Ratio = 343 >=240 Max Upward Total Deflection 0.000 in Ratio = 0<240 Load Combination Max Stress Ratios Segment Length Span U M V C C FN c i Cr Maximum Forces & Stresses for Load Combinations Cm C t CL Moment Values M lb Pb V Shear Values fv Pv 404H 0.00 0.00 0.00 0.00 Length =9.50ft 1 0.177 0.124 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.03 462.86 2610.00 0.72 32.38 261.00 *D-t-'H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.50 ft 1 0.798 0.558 1.00 1.000 1.00 1.00 1.00 1.00 1.00 10.15 2,314.29 2900.00 3.59 161.89 290.00 +0'Lr-.H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.501t 1 0.128 0.089 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.03 462.86 3625.00 0.72 32.38 362.50 404841 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.501t 1 0.139 0.097 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.03 462.86 3335.00 0.72 32.38 333.50 9040.750Lr-'0.750L41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.50ft 1 0.511 0.357 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.12 1,851.43 3625.00 2.87 129.51 362.50 .040.750L40.750S41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.50 ft 1 0.555 0.388 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.12 1,851.43 3335.00 2.87 129.51 333.50 Mi San Diego CA Project Title: Kim Residence remodel addition .j [)] rff.). You can change this area Engineer: ____________ using the "Settings menu item Project ID: and then using the "Pnnting & Project Descr _____________________ litle Block' selection. Printed: 4 NOV 2018. 9:35AM File= = A-1WAL -1%IM uu.eco. Wood Beam Software coovilahi ENERCALC. INC. 1983-2018 BuiId:1O.18.10.1O Description: 111316 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C 1 Cr Cm C t CL M th Pb V Iv Pv 00.60WH 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.50 it 1 0.100 0.070 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.03 462.86 4640.00 0.72 32.38 464.00 40+0.70E4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.50 It 1 0.100 0.070 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.03 462.86 4640.00 0.72 32.38 464.00 -+D0.750Lt0.75010.450W*H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.50 ft 1 0.399 0.279 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.12 1,851.43 4640.00 2.87 129.51 464.00 00.750L40.750S*0.450W*H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.50ft 1 0.399 0.279 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.12 1,851.43 4640.00 2.87. 129.51 464.00 *D+0.750L*0.750S*0.5250E41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.50 ft 1 0.399 0.279 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.12 1851.43 4640.00 2.87 129.51 464.00 -.0.60D40.60W-+0.601-1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.50ft 1 0.060 0.042 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.22 277.71 4640.00 0.43 19.43 464.00 .+0.60D-+0.70E-4601-1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.5011 1 0.060 0.042 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.22 277.71 4640.00 0.43 19.43 464.00 Overall Maximum Deflections Load Combination Span Max. Dell Location in Span Load Combination Max. Dell Location in Span 404141 1 0.3317 4.785 0.0000 0.000 Vertical Reactions -. Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.275 4.275 Overall MINimum 3.420 3.420 -+041 0.855 0.855 +04141 4.275 4.275 0.855 0.855 ..0-+S-+H 0.855 0.855 *D-+0.750Lr-+0.750L41 3.420 3.420 *D-+0.7501--+0.750S*H 3.420 3.420 *D-+0.60W41 0.855 0.855 +D*0.70E41 0.855 0.855 +D40.750Lr40.750L*0.450W41 3.420 3.420 +D40.750L-+0.750S-+0.450W41 3.420 3.420 .iD*0.750L+0.750S-'0.5250E-+H 3.420 3.420 40.60D-+0.60W-+0.60H 0.513 0.513 -'0.60D+0.70E-+0.60H 0.513 0.513 D Only 0.855 0.855 lrOnly L Only 3.420 3.420 S Only W Only E Only H Only Date:11/4/2018 Project: KIM GARAGE Wal Ow ENS L:NEERIN E Shearwall Design: HFLOOR= 12 ft SHEAR LINE Tj 4l Location: ROOF W= 1540 U/FT Trib Width= Io5 ft V(asd) i77O U Vunit 118.462 Wall Tag Se.ieit Lngth?' V(A5D) Perf WaIV Vt&al S Wall Tag VaII= H/w ADJ A LA= i6.5 V(A)=. 118.46 118.46 154.00 6E 260 U/FT B LB= V(B)= 0.00 #DIV/0! #DIV/0! #DIV/OtJ 260 U/FT UDIV/01 :C Lc= Wio V(C), 0.00 #DIV/01 #DIV/01 4DIV/01 260 U/FT #DIV/0! D LD= 50 V(D)= 0.001 UDIV/01 I #DIV/0! #blV/O! 260 U/FT #DIV/0! E LD= J0 V(E)= 0.001 #DIV/01 #DIV/01 d UDIV/0! #DIV/ofl 260 U/FT #DIV/0! F b= V(F)= 0.00[ #DIV/01 [#Dlv/o' 260 U/FT UDIV/0' 0.00 260 #DIV/01 HOIDDOWN Location 2 1= foundation, 2=floor Wall Tag Mot(ft-# DL(#/ft Mres(ft-# Mnet(ft-U Rxn @ HD Hoiddown Req'd A 12012 754 2714.4 -9297.6 1430 MST27 B UDIV/01 0 0 #DIV/01 #DIV/01 #DIV/01 C UDIV/01 0 0 UDlV/0! #DIV/01 #DIV/01 D #DIV/O! 0 0.#DIV/01 #DIV/0! #DIV/01 E #DIV/01 0 0 UDIV/01 UDIV/01 #DIV/01 F UDIV/0! o 0 #DIV/0! UDIV/01 #DIV/01 PERMIT REPORT (bty of Carlsbad Print Date: 05/04/2020 Job Address: 155 Chestnut Ave Permit Type: BLDG-Permit Revision Parcel No: 2042341500 Valuation: $0.00 Occupancy Group: # Dwelling Units: Bedrooms: Bathrooms: Permit No: PREV2019-0134 Work Class: Residential Permit Revisi Status: Closed - Finaled Applied: 07/03/2019 Lot #: Issued: 09/10/2019 Project #: DEV2017-0195 PermitFinal Construction Type Close Out: 05/04/2020 Inspector: Orig. Plan Check #: PC2018-0010 Final Plan Check #: Inspection: Project Title: KIM RESIDENCE REMODEL Description: KIM: REMOVE 1,112 SF OF SECOND STORY FROM HOME AND 149 SF OF PORCH (MAIN DWELLING ADDITION WILL ONI BE 199 SF) Owner: KIM SHYUNG - 155 Chestnut Ave CARLSBAD, CA 92008-3107 310-408-3281 FEE AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE $35.00 MANUAL BUILDING PLAN CHECK FEE $506.25 Total Fees: $ 541.25 Total Payments To Date : $ 541.25 - Balance Due: $0.00 1! Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov Page 1 of 1 PLAN CHECK REVISION OR Development Services ( City of DEFERRED SUBMITTAL Building Division Ccirisbad APPL'CAT'O'' 1635 FaradayAvenue ' " 760-602-2719 B-I 5 www.carlsbadca.gov Original Plan Check Number ?(f 2 018 00 10 Plan Revision Number P \J01 9 0139 Project Address cs/ General Scope of Revision/Deferred Submittal: ° '.1 e- I sf' (7' a Id /i, '.i,. CONTACT INFORMATION: Name _j-k1 'fr1 1 1 VL/1 Phone ) 0- ?.-€? Fax Address / cc Cti e#v AV City _'/ _ IZip_ Email Address hi 144 / : C) j*a; L Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: ,il Plans LI Calculations LI Soils L1 Energy LI Other 2. Describe revisions in detail 3. List page(s) where each revision is shown j've. se,,J 1I-0,-i. )ewod-c,.( 1'1't. pc.-e- c/-4tOOY cfe4 av fbi- 6&AaId Does this revision, in any way, alter the exterior of the project? Yes LI No Does this revision add ANY new floor area (s)? LI Yes No Does this revision affect any fire related issues? LI Yes No Is this a complete1set? Yes LI No Signature (J-1/ (1}' Date 7— 1635 Faraday Avenue, Carlsbac A 92008 : 760-602-2719 Fax: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov. EsGil A SAFEbui1tCompany DATE: 8/8/2019 JURISDICTION: City of Carlsbad PLAN CHECK #.: PC2018-0010.PREV2019-0134 L~Z~4 e,6 fftJ- A ve- PROJECT ADDRESS: Cl APPLICANT U JURIS. SET: II PROJECT NAME: Revised Main Residence Plans to Single Story SFD The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Hyung Kim Eli EsGil staff did not advise the applicant that the plan check has been completed. Z EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Hank Kim Telephone #: 310-408-3281 Date contacted: (by: ) Email: hank.s.kimgmaiI.com Mail Telephone Fax In Person LI REMARKS: By: Richard Moreno Enclosures: EsGil 7/30/2019 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad PC20 18-0010.PREV2O 19-0134 8/8/2019 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. PLANS 1. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 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. 2. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). To be reverified on final 3. Plans deviating from conventional wood frame construction shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations. (California Business and Professions Code). To be reverified on final No window callout for Bedroom I to check for egress/ light and ventilation requirement. Missing callouts on Bedroom 2. Show on the plan the amperage of the electrical service, the location of the service panel and the location of any sub-panels. If the service is over 200 amperes, submit a single line diagram, panel schedules, and provide service load calculations. An ADU may have a separate utility service installed, or sub fed via existing service with adequate capacity. ADU's require electrical load calculations per CEC 220.83 to justify existing electrical service size is adequate. A separate (detached building with a separate foundation and slab) ADU requires a separate ground electrode system per CEC 250.32 City of Carlsbad PC20 18-00 10.PREV2O 19-0134 8/8/2019 MISCELLANEOUS To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes L3 No U The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Richard Moreno at EsGil. Thank you. I i EsG11 A SAFEbuiItCompany DATE: 711812019 0 APPLICANT U JURIS. JURISDICTION: City of Carlsbad PLAN CHECK #.: PC2018-0010.PREV2019-0134 SET: I PROJECT ADDRESS: 155 Chestnut Ave. PROJECT NAME: Revised Main Residence Plans to Single Story SFD The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. LI The plans transmitted herewith will substantially comply with the jurisdiction's building codes When minor deficiencies identified below are resolved and checked by building department staff. LI The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. LI 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: Hyung Kim EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Hank Kim Telephone #: 310-408-3281 Date contacted: (by: ) Email: hank.s.kimgmail.com Mail Telephone Fax In Person LI REMARKS: By: Richard Moreno Enclosures: EsGil 7/9/2019 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-468 • Fax (858) 560-1576 City of Carlsbad PC20 18-00 10.PREV2O 19-0134 - 7/18/2019 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK #.: PC2018-0010.PREV2019-0134 JURISDICTION: City of Carlsbad PROJECT ADDRESS: 155 Chestnut Ave. FLOOR AREA: Addition: 199 sq-ft Remodel: 914 sq-ft Porch/Deck: 235 sq-ft REMARKS: DATE PLANS RECEIVED BY JURISDICTION: Mar 5, 2018 DATE INITIAL PLAN REVIEW COMPLETED: 7/18/2019 STORIES: 1 (Main Residence Only) HEIGHT: 12-ft DATE PLANS RECEIVED BY ESGIL CORPORATION: 7/9/2019 PLAN REVIEWER: Richard Moreno 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 2016 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2015 IRC, 2015 IBC, 2015 UPC, 2015 UMC and 2014 NEC. The above regulations apply, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2015 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, 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. City of Carlsbad PC20 18-00 10.PREV2O 19-0134 7/18/2019 . PLANS Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 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. 2. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). Plans deviating from conventional wood frame construction shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations. (California Business and Professions Code). On the cover sheet of the plans, specify any items that will have a deferred submittal (trusses, fire sprinklers/alarms, etc.). Additionally, provide the following note on the plans: "Submittal documents for deferred submittal items shall be submitted to the registered design professional in responsible charge, who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official." GENERAL RESIDENTIAL REQUIREMENTS Glazing in the following locations should be shown on the plans as safety glazing material in accordance with Section R308.4: Glazing in doors. Glazing adjacent to a door where the nearest vertical edge of the glazing is within a 24" arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60" above the walking surface. City of Carlsbad PC20 18-0010.PREV2O 19-0134 7/1812019 c) Glazing in the walls/doors facing or containing bathtubs, showers, hot tubs, spas, whirlpools, saunas, steam rooms and indoor/outdoor swimming pools where the bottom exposed edge of the glazing is less than 60" above the standing surface. Exception: Glazing that is more than 60", measured horizontally, from the water's edge of a bathtub, hot tub, spa, whirlpool or swimming pool. See the figure below. Bathtub, whirlpool tub Sc s 0 In. 'or Section view SG = Safety glazing required Measurements are to exposed glazing Several elements on the architectural floor plans seem to have CADD errors. See window callout location, door openings, wall discontinuity issues. Etc. please revise as needed. I could not determine electrical/plumbing requirements in bathroom between Bedroom I and 2 because of text layering. No window callout for Bedroom I to check for egress/ light and ventilation requirement. FOUNDATION REQUIREMENTS Show minimum underfloor ventilation equal to 1 sq. ft. for each 150 sq. ft. of underfloor area. One such opening shall be within 3' of each corner of the building. Section R408.1. Show that new areas shall be provided with an underfloor passage for each of the underfloor areas. See R408.4. The following locations shall require the use pressure-preservative treated wood (Section R317.1): a) Wood joists or the bottom of a wood structural floor when closer than 18" (or wood girders when closer than 12") to exposed ground. City of Carlsbad PC20 18-0010. PREV2O 19-0134 7/18/2019 MECHANICAL 12. Show on the plans the location, type and size (Btu's) of all heating and cooling appliances or systems. 13. Every dwelling unit shall be provided with heating facilities capable of maintaining a room temperature of 68 degrees F at a location 3 feet above the floor and 2 feet from exterior walls in all habitable rooms. Show basis for compliance. CRC 303.9. 14. Show the minimum 30" deep unobstructed working space in front of the attic installed furnace. Section CMC Section 304.1. 15. Detail the installation requirements necessary when installing a central heating furnace opening into a bedroom or bathroom (per CMC Section 904.1): Non-direct vent appliance: Listed gasketed self closing and latching door assembly with a threshold and with all combustion air supplied from the outdoors. The furnace closet shall be dedicated to the furnace only and will have no other uses. Or Specify that the appliances are of the direct vent style. 16. The access opening to attics must be large enough to remove the largest piece of mechanical equipment and be sized not less than 30" x 22". CMC Section 304.4. 17. Note that passageway to the mechanical equipment in the attic shall be unobstructed, have continuous solid flooring not less than 24 inches wide, and be not more than 20 feet in length from the access opening to the appliance. CMC Section 304.41. 18. Show a permanent electrical receptacle outlet and lighting fixture controlled by a switch located at the entrance for furnaces located in an attic. CMC Section 304.4.4 19. Detail the dryer exhaust duct design from the dryer to the exterior. The maximum length is 14 feet with a maximum of two 90-degree elbows or provide the manufacturer's duct length specification description on the plans: Include the dryer specifications (manufacturer, model, and fuel type) as well as the duct description (size and type). CMC Section 504.4.2. 20. Specify on the plans the following information for the fireplace(s): Manufacturer's name/model number and ICC approval number, or equal. Note on the plans that approved spark arrestors shall be installed on all chimneys. CRC Section R1003.9. Decorative shrouds shall not be installed at the termination of chimneys for factory-built fireplaces, except where such shrouds are listed and labeled for use with the specific system and installed in accordance with the manufacturer's installation instructions. Section CRC 1004.3. City of Carlsbad PC20 18-00 10.PREV2O 19-0134 7/18/2019 ELECTRICAL 21. Show on the plan the amperage of the electrical service, the location of the service panel and the location of any sub-panels. If the service is over 200 amperes, submit a single line diagram, panel schedules, and provide service load calculations. PLUMBING 22. An instantaneous water heater is shown on the plans. Please include a gas pipe sizing design (isometric or pipe layout) for all gas loads. a) 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). table was provided on the cover sheet of the plans, but no selection was made. ENERGY CONSERVATION 23. Energy design states that main residence will have slab on grade. Plans show raised floor. 24. Note or provide the following design requirements for gas water heaters installed to serve individual dwelling units: ES 150.0(n) Gas piping sizing based upon a minimum input of 200,000 btu/hr. A condensate drain installed no higher than 2" above the base of the heater that also allows for gravity drainage. The "B" vent installed in a straight position from the room containing the water heater to the roof termination. (For future possible sleeving for high efficiency heater venting.) A 120 volt receptacle accessible to the heater installed within 3'. 25. Instantaneous water heaters shall have isolation valves on both the cold and the hot water piping leaving the water heater complete with hose bibs or other fittings on each valve for flushing the water heater when the valves are closed. ES 110.3 26. All domestic hot water piping to have the following minimum insulation installed: 1/2" pipe (1/2" insulation); 3h" pipe (1" insulation); 1" to 1-W pipe (14/2" insulation). CPC 609.11 & ES 150.00) a) Additionally, the 1/2" hot water pipe to the kitchen sink, and the cold water pipe within 5' of the water heater both require 1" minimum insulation. ES 150.00) Residential ventilation requirements: ES I 50.0(o)/ASHRAE 62.2 27. 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. City of Carlsbad PC20 18-00 10.PREV2O 19-0134 7/18/2019 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. CalGreen 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 and Sane rating) 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. a) All fans installed to meet all of the preceding ventilation requirements must be specified at a noise rating of a maximum I "Sone" (continuous use) or 3 "Sane" (intermittent). . MISCELLANEOUS Overflow roof drains shall terminate in an area where they will be readily visible and will not cause damage to the building. If the roof drain terminates through a wall, the overflow drain shall terminate 12" minimum above the roof drain. Policy 84-35. For gas piping under slabs that serve kitchen island cooktops, see Policy 91-46 for special sleeve and clean-out requirements. If special inspection is required, the designer shall complete the city's "Special Inspection Agreement" form found at the end of this list. If CalGreen requires a Waste Management Plan, the applicant shall submit the Carlsbad special form found at the end of this list. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes No U 37. 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 Richard Moreno at EsGil Corporation. Thank you. City of Carlsbad PC20 18-0010.PREV2O 19-0134 7/18/2019 CITY OF CARLSD/-%D SPECIAL INSPECTION AGREEMENT B-45 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov In accordance with Chapter 17 of the California Building Code the following must be completed when work being performed requires special Inspection, structural observation and construction material testing. 'roject(Permit: Project Address: THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNERIAUTHORIZED AGENT. Please check if you are Owner-Builder 0. (If you checked as owner-builder you must also complete Section B of this agreement) Name: (Please print) (MI.) (Lest) (First) Mailing Address: Email: Phone:. I am: OProperty Owner UProperty Owner's Agent of Record DArchitect of Record UEngineer of Record State of California Registration Number Expiration Date: AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, construction materials testing and off-site fabrication of building components, as prescribed in the statement of special inspections noted on the approved plans and, as required by the California Building Code. Signatu Date: CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor / builder / owner-builder. Contractors Company Name: Please check if you are Owner-Builder 0 Name: (Please print) (First) (MI.) (Last) Mailing Address: Email Phone: State of California Contractor's License Number: Expiration Date: I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. Lw!!! provide a final report I letter In, compliance with CBC Section 1704.1.2 nrlor to reauestlna final inspection. Signature: Date: 5-45 Page 1 of 1 Rev. 08/11 City of Carlsbad PC20 18-0010. PREV2O 19-0134 7118/2019 Development Services $rCity of WASTE MANAGEMENT Building Division Carlsbad PLAN 1635 Faraday Avenue 760-602-2719 B59 v,ww.carlsbedca.gov Owner Contractor Job AddrS:______ Phone Ptamber____________________________________________ Permit Estimated Cast of Project $________________________________ Type of Project: a New Construction Cl Remodel or TI. (jRosldentlal Commercial []Demolition (chock all that apply) 0 Other Non4rnzardous construction waste generated during the course of this project shall be recycled and/or salvaged for re-use at a minimum of 50% per CALGrecn Sec. 5.408.1.. Failure to comply may result in a penally fee up to $1,000. For projects which consist of mainly equipment and/or racking, that have a combined weight of new construction disposal that does not exceed 2 lbs per square That of building area affected by this permit, may be deemed to meet the 50% minimum requirement upon approval of Building Department. ALTERNATIVE FORMS OF COMPLIANCE: (It selected, do not complete Tables I & 2 below) Cl Construction waste shall not exceed 2 lbs. per sf. of area. All receipts shall be provided to the Build ing Official prior to final. (This option not applicable for most construction projects.) Square feet of construction area X 2 lbs. = lbs. of allowable waste. 0 I plan on using a WASTE MANAGEMENT roll-off bin. All receipts shall be provided to the Building Official prior to final. Table I - Estimated Waste (To be filled out prior to permit Issuance - referto example on Page 2.) MATERIALS lbs. of waste to betaken to LANDFILL lbs. of waste to be RE4JSEDor RECYCLED Waste Hauling Company orRe.Use Method Asphalt/ Concrete Brick/ Masonry Cardboard Drywall Landscape Debris Lumber / Wood Metals Mixed Waste Trash I Garbage Other TOTAL lbw Estimated Percentage to be Re-Used or Recycled __ I certify that the Information provided herein, to the best of my knowledge, Is true and correct contractor crONe5r tp,tnt name) contractor cr Owner lsejwuue) Date Official Use Only 0 Plan Approved 0 Plan Denied 0 Project Valuation Approved Reviewed / Approved by:____________________________________ Page to? 2 City of Carlsbad PC20 18-0010. PREV2O 19-0134 7118/2019 Table 2-Actual Waste (To be completed after construction.) MATERIALS lbs. of waste token to LANDFILL lbs. of waste RE-USED or RECYCLED Waste Hauling Company or Re-Use Method (complete only If different than Table 1) Asph2lt/ Concrete Erick/ Masonly Cordboard Drywall Landscape Debris Lumber/ Wood Metals Mixed Waste Trash/ Garbafa Other: TOTAL lbs.: Actual Percentage Re-Used or Recycled Official Use Only 050% Goal Achieved 050% Goal Not Achieved []Alternative Compliance Achieved Penalty Paid $_________________ Reviewed / Approved by EXAMPLE: Use the following example as a guide to corn pietlng this form. MATERIALS lbs. of wsoto to be token to IANDPIU. lbs. of waste to be RE-USED CYCLED Wore Harding Company or Re-Use Method Aspbalt/Concreta 0 OOO ACl-L4List Co. Bzick F Maxoaxy im 450 WM / me-wed SrEde, o.-ite Cerdboad co mywail 0 50 AC. "PIAUKA Co. badscapeDsbns o M.tLckd Re-ttced b-t Lumber Wood 500 0 WOt2 M2e-.tei Metols zoo 200 WM/ At, CfoittU.g Mised Waste ioo o WM Trash Garbage zoo o WM 011e1 Pool 4eiite 0 300 t4Sed as Crtt.cht4 Sase TOTAL lbs.: 27Q0 Percentage to be Re-Used or Recycled 59 % Formula: Total Re-used or Recycled X 100 = % Re4Jsed or Recycled (Total Combined Waste) 3870 X 100 = 59% Re-Used or Recycled (27004- 3870) Since 59% exceeds the minimum requirement of 50%, this plan compiles. Page 2012 - City of Carlsbad PC2018-001O.PREV2019-0134 7/18/2019 (DO NOT PAY— THIS IS NOT AN INVOICE) VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK #.: PC2018- 0010.PREV2019-0134 PREPARED BY: Richard Moreno DATE: 7/18/2019 BUILDING ADDRESS: 155 Chestnut Ave. BUILDING OCCUPANCY: R-3/U BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Remodel 914 city est Addition 199 Porch 235 Air Conditioning 1 Fire Sprinklers TOTAL VALUE Jurisdiction Code 1cb IBY Ordinance 1997 UBC Building Permit Fee [j 1997 UBC Plan Check Fee [!J I $506.25 I Type of Review: 0 Complete Review 0 Structural Only o Repetitive Fee Repeats * Based on hourly rate 0 Other Hourly EsGil Fee 4.5 Hrs.@* $90.00 I $405.00 Comments: Sheet 1 of 1 iiREVIEW MEMO: 91 CITY LOG No: - PC2018-0010 . JOB ADDRESS: 155 Chestnut, Carlsbad, Ca. DAfEi Y_!91?P1.._.. . .- PROJECT: - Kim Residence Addition: . . PLANS ORIGINALLY CHECKED BY: Paul Dan @ City of Carlsbad RESPONSE FROM: Graham Haines- , The following is related to a Planning Department Consistency review submittal. The original approval was for a remodel and addition to an existing residence as well as the addition of a detached garage and accessory dwelling unit. The addition to the existing home was for a small area of ground level, and an entire second story. The owner wishes to just remodel the proposedfirst floor area and not build anything on the second story, for the existing house. The footprint now being proposed matches that of the approved, however, a fireplace has been added in the setback per allowed requirements. The detached garage and àdu would remain as per plans, as its construction is complete already. The site plans provided will show the current proposed square footatges. Details 03 & 04 of sheet Al will show the originally proposed addition of 1112 s.f. and porches of 149 s.f. removed. All other revisions to the proposed are interior room layouts within the footprint. The exterior style and most windows and doors remained in the same locations as originally approved. .. If there are additional questions or comments, please feel free to contact me at you, earliest convenience. . , • . Best Regards; • Graham Haines 760.402.0197 gthaines(icloiid.com . . 1 JUL 03 2019 ?øi4 PCSD Engineering Corp. 3529 Coastview Ct Carlsbad, CA 92010 Telephone 760-207-1885 Structural Design Calculations Residential Addition Client Hank Kim 155 Chestnut Avenue Carlsbad, CA 92008 Project Kim Residence 155 Chestnut Avenue Carlsbad, CA 92008 Paul S. Christenson RCE C57182, exp. 12/31/19 June 3, 2019 PCSD File #: 19-166 WA019.. 0r3'( Paul Christenson San Diego Engineering 3529 Coastview Ct - Carlsbad, CA 92010 Telephone (760) 207-1885 - Email: paul.pcsd©gmail.com 1.0 Design Criteria: Kim Residence 19-166 Code: 2016 California Building Code - ASCE 7-10 Timber: Douglas Fir-Larch (DF-L), WWPA or WCLIB 2x Wall Framing: DF-L #2 (unless noted otherwise) 2x Rafters & Joists: DF-L #2 Posts & Beams: DF-L #1 " is Glue-Lam Beams: Simple Span: Grade 24F-V4 (DF/DF) Cantilevers: Grade 24F-V8 (DF/DF) Sheathing: Min. APA-Rated Sheathing, Exposure 1, Plywood or OSB (U.N.O.) Engineered Framing Wood I-Joists: TJl 110,210,230,360,560 ICC ESR-1 153 LVL, PSL 1.9E Microllam, 2.OE Parallam ICBO ER-4979 Concrete: Compressive Strength © 28 days per ASTM C39-96: Footings: f = 2500 psi Grade Beams: f'c = 3000 psi Concrete Block: Grade N-I per ASTM C90-95, f'm = 1500 psi per ASTM E447-92 Mortar: Type S Mortar Cement per ASTM C270-95, Min. f'm = 1800 psi © 28 days. Grout: Coarse Grout w/ 3/8" Max. Aggregate per ASTM C476-91, Min. f'm = 2000 psi © 28 days. Reinforcing Steel: #4 & Larger: ASTM A615-60 (Fy = 60 ksi) #3 & Smaller: ASTM A615-40 (Fy = 40 ksi) Structural Steel: 'W' Shapes: ASTM A992, Fy= 50-65 ksi Plates, Angles, Channels ASTM A36, Fy = 36 ksi Tube Shapes: ASTM A500, Grade B, Fy= 46 ksi Pipe Shapes: ASTM A53, Grade B, Fy=35 ksi Welding Electrodes: Structural Steel: E70-16 A615-60 Rebar: E90 Series Bolts: Sill Plate Anchor Botls & Threaded Rods Steel Moment & Braced Frames: Soils: 1500 psf Bearing Pressure References: A307 Quality Minimum A325 (Bearing, U.N.O.) .,J. i. . Ya memff 3529 Coastview Ct - Carlsbad, CA 92010 .i•5,, .' . I eiepnone ((bU) zui-ioo - maii: JOB 19-166 SHEET NO OF_________ CALCULATED BY PSC DATE6/3/19 CHECK BY DATE SCALE 2.0 LOAD LIST 2.1 Roof (Vaulted) Roofing 5.0 psf 15/32" Sheathing 2.0 psf Roof Framing 2.8 psf 5/8" Gyp. Bd. 2.8 psf Insulation and Misc. 1.4 psf ZDL = 14.0 psf LL = 20.0 psf Total Load = 34.0 psf 2.2 Roof (w/ ceiling) Roofing 5.0 psf 15/32" Sheathing 2.0 psf Roof Framing 2.8 psf Insulation and Misc. 1.2 psf DL = 11.0 psf LL = 20.0 psf Total Load = 31.0 psf 2.3 Ceiling Ceiling Joists 1.3 psf 5/8" Gyp. Bd. 2.8 psf Insulation and Misc. 1.9 psf DL = 6.0 psf LL = 10.0 psf Total Load = 16.0 psf 2.4 Walls Exterior Wall Interior Wall 7/8" Stucco 15/32" Sheathing 2x4 Studs @ 16" o.c. 5/8" Gypsum Bd. Misc. 9.0 psf 1.5 psf 1.1 psf 2.8 psf 0.6 psf DL 15.0 psf 1/2" Gyp. Bd. (2 Sides) 2x4 Studs @ 16" o.c. Misc. 4.6 psf 1.1 psf 2.3 psf DL 8.0 psf USGS APPLICATION S 1.161 S 0.445 Fa= 1.04 F= 1.56 R= 6.5 1= 1.00 h= 15.00 Occupancy Category: 2 Site Class: D SEISMIC DESIGN CATEGORY S (11.6 ASCE 705) S I >0.04 (11.4.1 ASCE 7-05) Ss>015 $auf7,te,7Jw 1a)y 90 3529 Coastview Ct - Carlsbad, CA 92010 2O1-18 - Email: paul.pcsdcgmail.com JOB 19-166 SHEET NO OF_________ CALCULATED BY PSC DATE 6/3/19 CHECK BY DATE SCALE 2.0 LOAD LIST (CONTI 2.5 Floor Floor Cover 5.5 psf Sheathing 2.3 psf 2x F.J. 3.1 psf 5/8" Gyp. Bd. 2.8 psf Insulation and Misc. 1.3 psf ZDL = 15.0 psf £LL = 40.0 psf Total Load = 55.0 psf 2.6 Wind Ps = AKzt*l*Ps30 (ASCE 7-Equation 6-I) P = 39.1 psf - P = 23.5 psf (*0.6 ASD) 2.7 Seismic SMs = FS SMS = 1.203 SDS = (2/3) SMS (11.4-3) SDS= 0.802 Cs- 5DS (Rh) Cs = 0.123 WIND PARAMETERS Basic Wind Speed = 110 mph Exposure Cat = D A = 1.47 (fig. 6-3) Ps30 = 26.6 psf (fig. 6-3) Kzt = 1.00 (fig. 64) I = 1.0 (table 11.5-1) USE: V= CSWDL V= 0.123 WDL Equation 12.8-1 Applies T2 = C * (h)°75 = 0.152 Ta < (0.8)Ts, OK Is = SDI/SDs. 0.461 k= 1.0 Ta<0.5 Seismic Design Category: D ASD BASE SHEAR VASD- - CSWDL 1.4 VASD= 0.088 WDL corn Seismic: V = CSWDL S= 1.161 F0 = 1.0 R= 6.50 V= 0.088Wt"p ) 3529 Coastview Ct - Carlsbad, CA 92010 Pal JOB 19-166 SHEET NO OF________ CALCULATED BY PSC DATE 6/3/19 CHECK BY DATE SCALE I etepnone (mu) zu!-1bSb - mail: 5.0 Lateral Design & Analysis Wind: P = A Kzt I PS30 (ASCE7- Equation 6.I) A = 1.47 (fly. 6-3) Kzt = 1.0 (fly. 6-4) Ps30= 26.6 psf (fig. 6-3) I = 1.0 (table 11.5-I) P = 23.5 psf Wind Loads P = 23.5 psfx Trib Area Roof Level Direction: N / S = 23.5 psf x 170 sq. ft.= 3988 lbs. Direction: E / W = 23.5 psf x 280 sq. ft. = 6569 lbs. Roof Weight Roof Wt. = 14.0 psf x 1450 sq. ft. = 20300 lbs. Exterior Wall Wt = 15.0 psf x 730 sq. ft. = 10950 lbs. Interior Wall Wt = 8.0 psf x 650 sq. ft.= 5200 lbs. Ceiling Wt = 6.0 psf x 0 sq. ft. = 0 lbs. Total Trib. WR = 36450 lbs. Total Seismic Dead Load: Wt = 36450 lbs. ASD Base Shear: V = 0.088 * Wt:= 3212 lbs. (IBC Equation 12.8-I) S1 = 0.445 F= 1.6 1= 1.00 (p - Redundancy) Criteria 1st Story Each Story Resists> 35% Base Shear: satisfied Any Shear Wall wl (h/l)>1 .0 is < 33% Story Force: satisfied Apartments 9 Viii \ \ \ Map data 02019 6/5/2019, 9:00:57 PM ASCE7-10 11 D - Stiff Soil 06'2' VZO Google Date Design Code Reference Document Risk Category Site Class 1* OSHPD Kim 19-166 155 Chestnut Ave, Carlsbad, CA 92008, USA Latitude, Longitude: 33.1529281, -117.34849529999997 Value Description 1.161 MCER ground motion. (for 0.2 second period) 0.445 MCER ground motion. (for lOs period) 1.202 Site-modified spectral acceleration value 0.692 Site-modified spectral acceleration value 0.802 Numeric seismic design value at 0.2 second SA 0.461 Numeric seismic design value at 1.0 second SA Value Description D Seismic design category 1.036 Site amplification factor at 0.2 second 1.555 Site amplification factor at 1.0 second 0.463 MCEG peak ground acceleration 1.037 Site amplification factor at PGA 0.48 Site modified peak ground acceleration 8 Long-period transition period in seconds 1.161 Probabilistic risk-targeted ground motion. (0.2 second) 1.242 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration 1.536 Factored deterministic acceleration value. (0.2 second) 0.445 Probabilistic risk-targeted ground motion. (1.0 second) 0.451 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. 0.624 Factored deterministic acceleration value. (1.0 second) 0.597 Factored deterministic acceleration value. (Peak Ground Acceleration) 0.935 Mapped value of the risk coefficient at short periods Type SS Si SMS SMI SOS 01 Type SDC F8 F PGA FPGA PGAM T1 SsRT SsUH SsD S1RT S1UH SID PGAd CRS Type Value Description CR1 0.987 Mapped value of the risk coefficient at a period of 1 s J 1.00 0.75 CO 0.50 CO 0.25 0.00 0.0 2.5 5.0 7.5 Period, T (sec) - Sa(g) MCER Response Spectrum 1.0 ZM CO CO 0.5 0.0 5.0 75 Period, T (sec) - Sa(g) Design Response Spectrum DISCLAIMER While the information presented on this website is believed to be correct, SEAOC /OS jjQ and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this webstie. FORTE17A MEMBER REPORT PASSED Roof Level, Roof: Patio RB-i 1 piece(s) 4 x 8 Douglas Fir-Larch No. 1 Overall Length: 710 7' 3" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Acted @ LocatiOn Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 824 @ 2" 5206 (3.50") Passed (16%) -- 1.0 D + 1.0 Lr (All Spans) Shear (Ibs) 636 @ 10 3/4" 3806 Passed (17%) 1.25 1.0 D + 1.0 Ii (All Spans) Moment (Ft-lbs) 1480 @ 3' 11" 4152 Passed (36%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defi. (in) 0.045 @ 3' 11" 0.375 Passed (L/999+) -- 1.0 D + 1.0 Ii (All Spans) Total Load Dell. (In) 0.079 @ 311" 1 0.500 1 Passed (1/999+) -- 1.0 D + 1.0 Is (All Spans) Deflection criteria: U. (1/240) and IL (1/180). Top Edge Bracing (Lu): lop compression edge must be braced at 7' 10" 0/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 7' 10' 0/c unless detailed otherwise. Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Total 1 - Stud wall - SPF 350" 3.50" 1.50" 354 470 824 Blocking 2- Stud wall - SPF J_3.50" 3.50" 1.50" 354 470 824 Blocking eioceing panels are assumed to carry no loads applied directly above them and the Full load Is applied to the member being designed. Vertical Loads Location (Side) Tributary Width Dead (0.90) Roof Live (non-snow: 1.25) Comments 0 - Self Weight (PIF) 0 to 710" N/A 6.4 -- 1 - Uniform (PSF) 0 to 7' 10" (Top) 6' 14O 20.0 Default load Member Notes Patio Edge Beam Notes System: Roof Member Type: Flush Beam Building Use: Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch : 0/12 Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support Information have been provided by ForteWEB Software Operator () SUSTAINABLE FORESTRY INITIATh/E Weyerhaeuser ForteWEB Software Operator 30b Notes Paul Christenson PCSD Engineering (760) 207-1885 paul.pcsd@gmaiicom 6/5/2019 3:20:42 AM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: 19-166 Kim Page 2 I 4 1FORTE1 MEMBER REPORT PASSED Roof Level, Roof: Patio Gable RB-2 1 piece(s) 4 x 8 Douglas Fir-Larch No. 1 Overall Length: 15'7" .1' EE1 I1 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LOF Load: Combination (Pattern) Member Reaction (Ibs) 596 @ 2" 7656 (3.50) Passed (8%) -- 1.0 D + 1.0 Lr (All Spans) Shear (Ibs) 389 @ 10 3/4" 2741 Passed (14%) 0.90 1.0 D (All Spans) Moment (Ft-lbs) 1640 @ 7'9 1/2" 2989 Passed (55%) 0.90 1.0 D (All Spans) Live Load Defi. (In) 0.129 @ 7' 9 1/2" 0.762 Passed (1/999+) -- 1.0 D + 1.0 Ii (All Spans) Total Load Defi. (in) 0.492 @ 7' 9 1/2" 1.017 Passed (1/372) -- 1.0 0 + 1.0 Lr (All Spans) Deflection criteria: IL (L/240) and TL (1/180). "Top Edge Bracing (Lu): Top compression edge must be braced at 15'7" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 15' 7" 0/c unless detailed otherwise. Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Total 1 - Column - SPF 3.50" 3.50" 1.50" 440 156 596 None 2- Column - SPF 3.50" 3.50" 1.50" 440 156 596 None - Vertical Loads Location (Side) Tributary Width Dead (0.90) Roof Live (non-snow: 1.25) comments 0-Self Weight (PLF) 0 to 157" N/A 6.4 -- 1 - Uniform (PSF) 0 to 15'7" (Front) 1' 50.0 20.0 Default Load System: Roof Member Type: Drop Beam Building Use: Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch : 0/12 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document.library. product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator A 7A\ SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser ForteWEB Software Operator 30b Notes Paul Christenson PCSD Engineering (760) 207-1885 pauI.pcsdgmaiicom 6/5/2019 3:20:42 AM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: 19-166 Kim Page 3 I 4 1 FORTE Ifl MEMBER REPORT PASSED Floor Level, Floor: Flush Beam 3 piece(s) 2 x 6 Douglas Fur-Larch No. 1 Overall Length: 7'4" 6' 9" EI All locations are measured from the outside face of left support (Or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LOF Load: Combination (Pattern) Member Reaction (Ibs) 1198 @ 2° 4303 (2.25") Passed (28%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 981 @9" 2970 Passed (33%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 2060 @ 3'8" 2458 Passed (84%) 1.00 1.0 D + 1.0 L (All Spans) Uve Load Defi. (in) 0.122 @ 3'8" 0.175 Passed (1/687) -- 1.0 D + 1.0 L (All Spans) Total Load Defi. (in) 0.171 @ 3'8" 0.350 Passed (1/490) -- 1.0 D + 1.0 L (All Spans) Deflection criteria: 1.1 (11480) and TL (1/240). Top Edge Bracing (Lu): Top compression edge must be braced at 7' 2" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 7' 2° o/c unless detailed otherwise. Applicable calculations are based on NDS. Supports V Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Stud wall - SPF 3.50° 2.25° 1.50° 352 880 1232 11/4" Rim Board 2-Stud wall - SPF 3.50° 2.25° 1 1.50° 352 880 1232 11/4" Rim Board Rim Board Is assumed to carry all loads applied directly above it, bypassing the member being designed. Vertical Loads , Location (Side) . Tributary Width Deed (0.90) Floor Live (1.00) Comments 0- Self Weight (PLF) 1 1/4° to 7' 2 3/4" N/A 6.3 - 1 - Uniform (PSF) 0 to 7'4" (Front) 6' 15.11 40.0 Default Load System : Floor Member Type: Flush Beam Building Use: Residential Building Code: IBC 2015 Design Methodology : ASD Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator A 0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser ForteWEB Software Operator Job Notes Paul Christenson PCSD Engineering (760) 207-1885 paul.pcsd@gmail.com 6/5/2019 3:20:42 AM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: 19-166 Kim Page 4/ 4 ies/rjroz"eajii,n jm JOB SHEET NO 19-166 OF_______ CALCULATED BY PSC DATE 6/3/19 - Xv 3529 Coastview Ct - Carlsbad, CA 92010 CHECK BY SCALE DATE Telephone (760) 207-1885 - Email: paul.pcsd@gmail.com - ((; = C) w = - - - - L H ft. LY 11 L I__ __ _ If A A I V Q III-I CALCNORT • 5.1 Lateral Design & Analysis - 1st Story Shear Walls . a '. ________ LLUU••II LLLUU•______ ••uu•ti NONE u•uu•ti _ ____ __ •••uu•ti ••uu•rzi ••••••. vow 4,o 4yz'nee6va 3529 Coastview Ct - Carlsbad, CA 92010 --• ieiepnone ((bU) zui'-i utso - maii: 5.1 Lateral Design & Analysis (cont.) Gridline (7') , 50 % ( 3988 x 0.50 = 1994 #) 1994 lbs. V = 16 ft. = 125 plf OTF 1246 lbs. JOB 19-166 SHEET NO OF_________ CALCULATED BY PSC DATE 6/3/19 CHECK BY DATE SCALE A USE 4x4 wi HDU2 Gridline (7) o % ( 3988 x 0.50 = 1994 #) 1994 lbs V 13 ft. = 153 plf OTF = 1534 lbs. />\ USE 4x4 WI HDU2 ifV'4tenowi fayo 3529 Coastview Ct - Carlsbad, CA 92010 ieiepnone (760) 207-1655 - Email: paul.pcsd©gmail.com JOB 19-166 SHEET NO OF_________ CALCULATED BY PSC DATE 6/3/19 CHECK BY DATE SCALE 5.1 Lateral Design & Analysis (cont.) Gridline () , 50 % ( 6569 x 0.50 = 3285 #) 3285 lbs. V = 5 ft. = 657 plf WS OTF 6569 lbs. RF= 700 x 0.9 630 Use WSW 2-14x10 & 1-12x10 HDF = 5939 lbs. Use SB I anchor for WSW24 Use 58 7/8 anchor for WSW 12 Gridline ('ii) 25 % ( 6569 x 0.25 = 1642 #) 1642 lbs. /\ V = 6.9 ft. = 238 plf OTF = 2380 lbs. USE 4x4 WI HDU2 Gridline (?) 25 % ( 6569 x 0.25 = 1642 #) 1642 lbs. /\ V = 8 ft. = 205 plf OTF = 2053 lbs. . USE 4x4 w/ HDU2 -I 3529 Coastview Ct - Carlsbad, CA 92010 JOB 19-166 SHEET NO OF_________ CALCULATED BY PSC DATE 6/3/19 CHECK BY DATE SCALE - tmaii: .com 6.0 FOUNDATION DESIGN 6.1 CONTINUOUS FOOTING w = 1000 plf width= 1000 plf = 0.667 ft (MIN.) => 8 INCHES (MIN.) 1500 psf ASBP = 1500 psf ' -I 15 "WIDE CONTIN. FIG WI I -# 4 TOP AND BOTTOM &EMBED. 12 INTO UNDISTURBED SOIL (MIN.) 6.2 MAX POINT LOAD ON FOOTING 'all 1500 * 15 * 36 12 12 _Nj I_W_I Ii. 2(D*) •i P.11 = 5625 lbs 6.3 PAD DESIGN PAD SIZE LOAD P1 30 "SQUARE x 12 "THK = 1500 * 30" (23) W/ 3 -# 4 EACH WAY = 9375 lbs