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HomeMy WebLinkAbout2630 VISTOSA PL; ; PC2018-0046; PermitPrint Date: 03/27/2020 ob Address: 2630 Vistosa P1 Permit Type: BLDG-Plan Check Parcel No: 2162506300 Valuation: $0.00 Occupancy Group: # Dwelling Units: Bedrooms: Bathrooms: PERMIT REPORT (rC ty of Carlsbad Permit No: PC2018-0046 Work Class: Residential Status: Closed - Finaled Applied: 10/22/2018 Lot #: Issued: 05/09/2019 Project #: DEV2018-0166 PermitFinal Construction Type Close Out: 03/27/2020 Inspector: Orig. Plan Check #: Final Plan Check #: Inspection: Project Title: KENNY RESIDENCE Description: KENNY: 4,006 SF LIV, 807 SF GARAGE, 1,221 SF PATIO (ADU REMOVED FROM SCOPE) Owner: COOWNER GERRY AND LIZ KENNY 2630 Vistosa P1 CARLSBAD, CA 92009 FEE AMOUNT MANUAL BUILDING PLAN CHECK FEE -- $1,756.00 Total Fees: $ 1,756.00 Total Payments To Date: $ 1,756.00 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 (City o f Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION B-I pcOfg- ooqr0 Plan Check Est. Value PC Deposit Date IOIcc'LIi iobAddress 2(3O V67b64 RZ,9C8 Suite: APN: 9!11,0-?-50-063 Cl/Project ., L- Lot #: Fire Sprinklers: isy no Air Conditioning: j/ no BRIEF DESCRIPTION OF WORK: Addition/New: 40i7& Living SF, Deck SF, Patio SF, Sc 7 Garage SF Is this to create an Accessory Dwelling Unit New New Fireplace?Y No, if yes how many? / E] Remodel: SF of affected area Is the area a conversion or change of use? Yes / No U Pool/Spa: SF Additional Gas or Electrical Features? Solar: KW, ______ Modules, Mounted: Roof / Ground, Tilt: Yes / No, RMA: Yes / No, Battery: Yes / No Panel Upgrade: Yes / No El Reroof: U Plumbing/Mechanical/Electrical Only: El Other: QflrOd Ar33 çm ?rf APPLICANT (PRIMARY) PROPERTY OWNER Name: 641,4',eE Bull, Z, //W Name: 2 W, 0 EL/,'9816,2J /1iA/4 Address: 4/271/Y)4S77 SL1/t2 i2 Address: 6700!)Pn660- 9iefMy4/ City: /We'101,ard _State: 64 zip: 92562- City: C3T,eL554O State: C4 Zip: '12,0 0) Phone: '5/-_4'/-22O Phone: Email: i1O bw/W'c - C Email:______________________________ DESIGN PROFESSIONAL CONTRACTOUINESS Name: 104L'64(&2O/ o4'ci,c P Name: Address: -3549-3 Vo,MA/.O,4' cJ,/'CLg Address: 572ê7'Scvrj'4 City: bh.O'M,Q _State: CA Zip: 9255 City: 4',t4'iefI_jøf??4 Zip: 562- Phone: 95/_ 634_Z i1 Phone: 95/-_24 Email: di'e ,e7" Email: /P7 1604 Architect State License: C-_2.579 3 State Licei:?4''' Bus. Licens (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he/she is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code} or that he/she is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permitsubjects the applicant to a civil penalty of not more than five hundred dollars ($5001). 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov B-i Page 1 of 2 Rev. 06/18 (OPTION A): WORKERS'COMPENSATION DECLARATION: I hearby affirm under pnalty of perjury one of the following declarations: 0 I have and will maintain a certitIte of consent to self-insure for workers' compensation provided by Section work which this permit is issued. Wf've and will maintain workers compensation, tion 3700 of the Lab The Labor Code, for the performance of the of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: In ço pany ame: 57-'176' C//'J5fl71441 Policy No. 90432 6 3 - Expiration Date>Z2,91.9 oCUAAO - 0 Certificate of Exemption: I certify that in the perfor of the work for which this permit is issu hail not employ any person in any manner so as to be come subject to the workers' compensation Laws of C Ia. ARNING: Failure to s ure workers compensatlo rage is unlawful, and shall subject an employer to criminal penalties and civil fines up to $100, 0.0 ,ln a Mon the to e f compensation, damages as prow for In Section 3706 of the Labor Code, Interest and attorney's fees. CONTRACTOWSIGURE: [ENT DAT . P 22/2/c1 (OPTION B): OWNER-BUILDk DECLARATION: I hereby affirm that! am exempt from Contractor's License Law for the following reason: O I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for 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). Inas owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The ractor'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). 111am exempt under Section Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 Yes ONO I (have / have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address I 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 / phone / contractors' license number): S. I will provide some of the work, but I have contracted (Wed) the o wing persons to provide the work indicated (include name / address I phone / type of work): OWNER SIGNATURE: C_'.-s DAGENT DATE:S 1 9 zl q CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agencyforthe performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name: Lender's Address: ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 Yes ONO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? DYes 0 No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? DYes O NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. APPLICANT CERTIFICATION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST-ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OFTHIS PERMIT.OSHA: An OSHA permit is required for excavations over5'O' deepand demolition or construction of structures over3 stories in height. EXPIRATION: Every permit issued by t he derthe provision this Codeshall expire by limitation and become null and void if the building or work authorized by such permit is not commenced wit e date of ch pa it r if the bull ung or work authorized by such permit is suspended or abandoned at anytime after the work iscommencedforape tionlO . .4Unif ilding e). APPUCANT SIGNATURE: _DATE: 1635 Faraday Ave Carlsba Ph: 760-602-2719 Fax: 760-602-8558 Email: BuildingtcarIsbádca.gov B-I Page 2 of 2 Rev. 06/18 EsCad A SAFEbullf Company DATE: 4/24/2019 U APPLICANT U JURIS. JURISDICTION: City of Carlsbad PLAN CHECK#.: PC2018-0046 SET: IV PROJECT ADDRESS: 2630 & 2632 Vistosa P1. PROJECT NAME: New Dwelling with Attached ADU and Garage 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 'iit'4s enclosed for the jurisdiction to forward to the applicant contact person. E The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has en completed. Person contacted: 1pj11one #: Date contacted: _" (by: 7f) Email: Mail Telephone Fax in'Pon LII REMARKS: By: Richard Moreno Enclosures: EsGil 4/15/2019 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 / EsGil A SAFEbui1tCornpany DATE: 3/25/2019 U APPLICANT U JURIS. JURISDICTION: City of Carlsbad PLAN CHECK #.: PC2018-0046 SET: III PROJECT ADDRESS: 2630 & 2632 Vistosa P1. PROJECT NAME: New Dwelling with Attached ADU and Garage The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. LII 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. Eli 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: Dave Madden El 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,: Dave Madden Telephone #: 951-634-2712 Date contacted: Mail Telephone El] REMARKS: By: Rich Moreno EsGil (by: ) Email: davedmarchitect.net Fax In Person Enclosures: 3/14/2019 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad PC2018-0046 3/25/2019 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 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 to once again be signed by the person responsible for their preparation on re-submittal. (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). 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. No response. 3125: No soil's report was received with plans. The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: No response. 3125: No soil's report was received with City of Carlsbad PC2018-0046 3/25/2019 plans. The building pad was prepared in accordance with the soils report, The utility trenches have been properly backfilled and compacted, and The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." No response. 3125: No soil's report was received with plans. 12. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (when required by the soil report). No response. 3/25: No soil's report was received with plans. PLUMBING 36. An instantaneous water heater is shown on the plans. Please include a gas pipe sizing design (isometric or pipe layout) for all gas loads. The gas pipe sizing for a tank type water heater shall be based upon a minimum 199,000 Btu gas input rating. Energy Standards 150.0(n). No response. 3/25. PLEASE PROVIDE SINGLE LINE OR ISOMETRIC DESIGN. ENERGY CONSERVATION 55. Electric Vehicle Charging: Note on the plans that electrical vehicle supply equipment (EVSE) rough-in only is required in one and two-family dwellings and townhomes with attached garages. The EVSE rough-in consists of a minimum 1" conduit extending from the main panel to a junction box where the EVSE receptacle box will be provided. The main service panel must be sized to accommodate a future 208/240 Volt 40 ampere dedicated branch circuit. California Green Code 4.106.4. Show on electrical plans. 57. 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. City of Carlsbad PC2018-0046 3/25/2019 Have changes been made to the plans not resulting from this correction list? Please indicate: Yes U No 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. City of Carlsbad PC2018-0046 3/2512019 C(~'^City of WASTE MANAGEMENT Development Services Building Division ar1sbaJ PLAN 1635 Faraday Avenue 760-502-2719 B59 www.cailsbadca.gov owner Contractur: Job Address: Phone Numbcr____________________________________________ Permit # Estimated Cost or Project, $ Type of Project: a NOW constructIon 0 Remodel or Ti. []Residential Commmcial 0 Demolition (check all that apply) Q Other Non4iazatxious constauclion waste generated dwlng the course of this project shall be recycled and/or salvaged for re-usa at a minimum of 50% per cALGrcen Sec. 5.408.1. Failure to comply may result In a penalty, fee up to $1,000. For projects which consist of mainly equipment and/or racking, that have a combined weight of now construction disposal that does not exceed 2 lbs per square foot of building area affected by this permit, may be deemed to moot: the 50% minimum requirement upon approval of Building, Department. ALTERNATIVE FORMS OF COMPLIANCE: (If selected, do not complete Tables I & 2 below) 0 construction waste shall not exceed 2 lbs. per sf. of area. All receipts shall be ptovlded to the Building 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 1 plan on using a WASTE MANAGEMENT toll-off bin. All receipts shall be provided to the Building Official prior to final. Table I - Estimated Waste tTo be filled out prior to permit Issuance -refer to example on Page 2.) MATERIALS lb& of waste to be ttikentO LANDFILL lbs. of waste tobe RE-USED or RECYCLED Waste Hauling Company or Re-Use Method Asphalt/ Concrete Brick/ Masonry Cardboard Drywall Landscape Debris Lumber/Wood Metals Mtsed Waste Trash / Grnbajfe Other TOTAL lbs; Estimated Percentage to be Re-Used or Recycled % 1 certify that the information provided herein, to the best of my knowledge, Is true and correct. contractor or Ormer (print name) Contractor or (Mnsr(stfflswfej Date Official Use Only o Plan Approved 0 Plan Denied 0 Project Valuation Approved Reviewed / Approved by Page loS 2 City of Carlsbad PC2018-0046 3/25/2019 Table 2-Actual Waste (Tobecomp!ctcciaftcrcoflstnictlon.) MATERIALS IbG or waste taken to LANDFILL tbs. of waste RE-USED or RECYCLED Waste Hauling company or Re-Use Method (complete only If different than Table 1) Asphalt/ Concrete Stick/ Masonry Cardboard Drywall Landscape Debris Lumber! Wood Metals Mixed Waste Trash/ Garbage Other: TOTAL lbs: Actual Percentage Re-Used or Recycled Official Use Only 050% Goal Achieved D 50% Goal Not AchIeved. []Alternative Compliance Achieved Penalty Paid S Reviewed / Approved by EXAMPLE: Use the following example as a guide to completing this form. MA1'EIALS tbs. of woire to be taken to LANDIFIM tbs. of waste to be o Waste Hauling Company or Re-Use MeThod lConcrete RE-USED Asphalt 0 000 ACQLtuttt Co. Brick (Masonry i.00 450 WM / R-I&ed vLcI. ovc.te Cardboard o A.11. r, Pte Ltt Co. ThysaU 50 ,ttC f42itttvtt Co. Landscape Debns o M4Okg i-ted bs-f.t Lumberi Wood SOD 0 Wa$kf M,Atit.t Metals 300 200 WM / /t& HA 'At Mixed Waste isoo o WM Trash I C-arbare zoo a wvt Other: Foot 4u mtte 0 ,00 lued its CrLtsk4 Sase ov.-site TOTAL lbs.: 7-O0 350 Percentage to be Re-Used or Recycled 59 % Formula: Total: Roused or Recycled X 100 % Re4Jsed or Recycled (Total combined Waste) 3870 X 100 = 59% Re-Used wRccycled (2700 + 3870) Since 59% exceeds the minimum requirement of 50%. this plan complies. Page 2o?2 EsGi l A SAFEbuiLttompany DATE: 2/13/2019 U APPLICANT U JURIS. JURISDICTION: City of Carlsbad PLAN CHECK#.: PC2018-0046 SET: II PROJECT ADDRESS: 2630 & 2632 Vistosa P1. PROJECT NAME: New Dwelling with Attached ADU and Garage 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: Dave Madden Empire Built 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: Empire Built Dave Madden Telephone #: 951 461 2260 951-634-2712 Date contacted: (by: ) Email: infoCdemDirebuiItinc.com; ohuck.truittemDirebuiltinc.com davecdmarchitect. net Mail Telephone Fax In Person LI REMARKS: By: Rich Moreno Enclosures: EsGil 2/4/2019 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad PC2018-0046 2113/2019 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. Response list was not provided with set II of plans submitted. Many of the corrections on the first submittal still apply to set II as no justification or clarification was provided with a response. Please provide response list with set Ill. 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 to once again be signed by the person responsible for their preparation on re-submittal. (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). Please update index section on the cover sheet to include all sheet on plan set. Section was not updated. ROOFS/DECKS/BALCONIES 6. Show location of attic ventilation on roof plan. not shown on roof plans. CONCRETE AND MASONRY City of Carlsbad PC2018-0046 2/13/2019 Show height and construction details of all masonry or concrete walls. Section R404. No response FOUNDATION REQUIREMENTS No foundation shown for exterior fireplace. No response 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. No response - The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: No response The building pad was prepared in accordance with the soils report, The utility trenches have been properly backfilled and compacted, and The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." No response Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (when required by the soil report). No response Provide Slab on grade information on foundation plans. No response Note post base and cap connectors being proposed for posts to beam connections. No response Provide and reference detail for 4x12 base connections. No response STRUCTURAL Please provide longitudinal and traversal grid lines on structural plans. No response Check bearing for 4-point bearing truss just below beam 10 and beam 9. No response Beam 12/13 pad footing is undersized. Also, beam 13 support is missing on foundation plans. by observation of framing plans, beam 13 will be eccentrically loaded on pad footing shown. No response City of Carlsbad PC2018-0046 2/13/2019 Same for beam 14. No response Roof slope on architectural plans is 5/12. See wind load calculations. No response Lateral analysis shows that wind controls in the N-S direction, but calculations state that seismic controls. Please clarify. No response Provide gravity and lateral analysis for free standing exterior fireplace. No response Check support post for beams 8's support I reaction. No response Detail sheets show details for stairs? No response There were no connection details provided for architectural awnings shown on architectural plans. please provide framing and connection details on resubmittal. No response MECHANICAL Show on the plans the type and size (Btu's) of all heating and cooling appliances or systems. Energy design only show one split unit being proposed. please clarify. Note system size in BTUs on plans. No response Every dwelling unit shall be provided with heating facilities capable of maintaining a room temperature of 68 degrees F at location 3 feet above the floor and 2 feet from exterior walls in all habitable rooms. Show basis for compliance. CRC 303.9. Still applies 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. No response Isomer wood-burning fireplaces (ICC ESR-2316) cannot be installed with doors. Energy Standards 150.0(e) requires metal or glass doors to cover the entire firebox opening. Please review and revise as needed. No response PLUMBING 36. An instantaneous water heater is shown on the plans. Please include a gas pipe sizing design (isometric or pipe layout) for all gas loads. The gas pipe sizing for a tank type water heater shall be based upon a minimum 199,000 Btu gas input rating. Energy Standards 150.0(n). No response City of Carlsbad PC2018-0046 2/13/2019 RESIDENTIAL GREEN BUILDING STANDARDS No response to calgreen section The California Building Standards Commission has adopted the Green Building Standards Code and must be enforced by the local building official. The following mandatory requirements for residential construction must be included on your plans. CGC Section 101.3. The Standards apply to newly constructed residential buildings, along with additions/alterations that increase the building's conditioned area, volume or size. CGC Section 301.1.1. Provide a sheet on the plans labeled "Green Building Code Requirements" and include the following notes as applicable. Electric Vehicle Charging. Note on the plans that electrical vehicle supply equipment (EVSE) is required in NEW one and two-family dwellings and townhomes with attached garages. Include the following information on the plans: A minimum size 1" conduit originating from a panel or service having a spare 40 ampere 240-volt capacity terminating in a box located near the location of the future EV charger. CGC 4.106.4. Storm water drainage/retention during construction. Note on the plans: Projects which disturb less than one acre of soil shall manage storm water drainage during construction by one of the following: A. Retention basins. B. Where storm water is conveyed to a public drainage system, water shall be filtered by use of a barrier system, wattle or other approved method. CGC Section 4.106.2. Grading and paving. Note on the plans that site grading or drainage system will manage all surface water flows to keep water from entering buildings (swales, water collection, French drains, etc.). CGC Section 4.106.3. Exception: Additions not altering the drainage path. Indoor water use. Show compliance with the following table, per CGC Section 4.303.1. FIXTURE FLOW RATES FIXTURE TYPE MAXIMUM FLOW RATE Water closets 1.28 gallons/flush Urinals (wall-mounted) 0.125 gallon/flush Urinals (others) 0.5 gallon/flush Showerheads 1.8 gpm @ 80 psi Lavatory faucets 1.2 gpm @ 60 psi' Kitchen faucets 1.8 gpm @ 60 psi City of Carlsbad PC2018-0046 2113/2019 Metering faucets I 0.25 ciallons er cycle I 1• Lavatory faucets shall not have a flow rate less than 0.8 gpm at 20 psi. Note on the plans that when a shower is provided with multiple shower heads, the sum of flow to all the heads shall not exceed 1.8 gpm @ 80 psi, or the shower shall be designed so that only one head is on at a time. CGC Section 4.303.1.3.2. Note on the plans that landscape irrigation water use shall have weather or soil-based controllers. CGC Section 4.304.1. Recycling. Note on the plans that a minimum of 65% of construction waste is to be recycled. CGC Section 4.408.1. Recycling. Note on the plans that the contractor shall submit a Construction Waste Management Plan, per CGC Section 4.408.2. Operation and maintenance manual. Note on the plans that the builder is to provide an operation manual (containing information for maintaining appliances, etc.) for the owner at the time of final inspection. CGC Section 4.410.1. Note on the plans that the gas fireplace(s) shall be a direct-vent sealed- combustion type. Woodstove or pellet stoves must be US EPA Phase II rated appliances. CGC Section 4.503.1. Pollutant control. Note on the plans that during construction, ends of duct openings are to be sealed, and mechanical equipment is to be covered. CGC Section 4.504.1. Pollutant control. Note on the plans that VOC's must comply with the limitations listed in Section 4504.3 and Tables 4.504.1, 4.504.2, 4.504.3 and 4.504.5 for: Adhesives, Paints and Coatings, Carpet and Composition Wood Products. CGC Section 4.504.2. Interior moisture control. Note on the plans that concrete slabs will be provided with a capillary break. CGC Section 4.505.2.1. Interior moisture control. Note on the plans that the moisture content of wood shall not exceed 19% before it is enclosed in construction. The moisture content needs to be certified by one of 3 methods specified. Building materials with visible signs of water damage should not be used in construction. The moisture content must be determined by the contractor by one of the methods listed in CGC Section 4.505.3. Indoor air quality. Note on the plans that bathroom fans shall be Energy Star rated, vented directly to the outside and controlled by a humidistat. CGC 4.506.1. City of Carlsbad PC2018-0046 2113/2019 Note on the plans that prior to final inspection the licensed contractor, architect or engineer in responsible charge of the overall construction must provide to the building department official written verification that all applicable provisions from the Green Building Standards Code have been implemented as part of the construction. CGC 102.3. ENERGY CONSERVATION Electric Vehicle Charging: Note on the plans that electrical vehicle supply equipment (EVSE) rough-in only is required in one and two-family dwellings and townhomes with attached garages. The EVSE rough-in consists of a minimum 1" conduit extending from the main panel to a junction box where the EVSE receptacle box will be provided. The main service panel must be sized to accommodate a future 208/240 Volt 40 ampere dedicated branch circuit. California Green Code 4.106.4. 57. 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. No response Residential Enemy Lighting Requirements: ES 150.0(k) All installed luminaires shall be high-efficacy in accordance with ES TABLE 150.0-A. Light sources that are not marked "JA8-2016-E" shall not be installed in enclosed luminaires. ES 150.0(k) In bathrooms, garages, laundry rooms, and utility rooms at least one luminaire shall be controlled by a vacancy sensor. Dimmers or vacancy sensors shall control all LED style luminaires. Two exceptions: Fixtures installed in hallways or (closets under 70 square feet). Recessed can light fixtures shall be IC listed, air-tight labeled, and not be equipped with a standard medium base screw shell lamp holder. ES 150.0(k) SF0 outdoor lighting fixtures that are attached to a building are required to be high efficacy, be manually on/off switch controlled, and have both motion sensor and photocell control. See ES 150.0(k) 3 for additional control options. Residential ventilation requirements: ES 150.0(o)/ASHRAE 62.2 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 PC2018-0046 2/13/2019 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. CaiGreen 4.506.1. Exception: Control by a humidistat is not required if the bathroom exhaust fan is also the dwelling whole house ventilation. Mechanical whole house ventilation must be provided. Identify the fan providing the whole house ventilation (complete with CFM and Sone 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. 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 "Sone" (intermittent). Mandatory Mechanical design requirements: ES 150.0 70. Mechanical system sizing from ASHRAE, SMACNA, or ACCA. See ES 150.0(h) I for information. 7.1 Installed air conditioner and heat pump outdoor condensing units shall have a clearance of at least (5) feet from the outlet of any dryer exhaust duct termination. If using the Prescriptive energy design, CZ's 8-14 are required to have a WHF (whole house fan) shown on the floorplans. Additions 1,000 sq. ft. or less do not require a WHF. ES 150.1(c)12 Include the following "solar ready" requirements on the plans: Solar Zone (area and location/Additionally, see CRC R324 or CBC 3111) and the potential inverter and metering equipment locations, the future pathways available between the solar zone and equipment and a minimum 200 ampere electrical service size. ES 110.10 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. City of Carlsbad PC2018-0046 2/13/2019 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 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. City of Carlsbad PC2018-0046 2/13/2019 (City of WASTE MANAGEMENT Development Services Building Division PLAN 1635 Faraday Avenue ar1sbad B-59 www.catisbadca.gov 760-602-2719 Owner Contractor: Job AddreSS: Phone ttombor:____________________________________________ Permit # __________________________________ Estimated Cost ofiProJect $_______________________________ Type of Project a New constructIon (:]Remodel or T.l. Residential 0 CommercIal o Demolition (check all that apply) f Other Non4iazardous 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 Soc. 5.408.1. Failure to comply may result in a penalty 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 perequare foot 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: (II selected, do not complete Tables I & 2 below) o Construction waste shIl not exceed 2 lbs. per sf. of area. All receipts shall be provided to the Building Official prior to final. (This option not applicable for most construction projects.) Square feet of construction area ___ X 2 lbs. lb& 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 bofilled out prior to permit issuance - refer to example on Page 2) MATERIALS lbS. of wastO to be token to LANDFILL lbs. of wdsta to be RE-USEDor RECYCLED Waste Hauling Company or Re-Use Method Asphalt, Concrete Brick / Masonly Cardboard Drywall Landscape Debris Lumber/ Wood Metals Mtxed Wage Trash / Garbage Other TOTAL Ibs 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 or Owner carat name) cantracw or Owner spa Lure) Date Official Use Only 0 Plan Approved 0 Plan Denied []Project Valuation Approved Reviewed / Approved ' City of Carlsbad PC2018-0046 2/13/2019 Table 2-Actual Waste (To be completed after construction.) MATERIALS lbs. or waste taken to LANDFILL lbs. of waste RE-USED or RECYCLED Waste Hauling Company or Re-Use Method Ccomplete only If different than Table 1) Asphalt/ Concrete Brick/ Masonry Cardboard Drywall Landscape Debris Lumber/Wood Metals Mixed Waste Trash/Garbage 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 completing this form. MATERLALS lbv. of wait to be iden to lbs. of wedtoto be RE-USED or RECYCLED Wade Hauling Company a: Re-We Mihcd LANDFILL Mpha!t/Coocretu 00D Co. Sick lMasczy 450 WM / R2-L4e BvtcIe Osi-te Cardboard 0 ISO At. r- tiv Ldl vL& Co. D!ywafl 0 50 ADC 1191AUKA Co Landscape Debits REeG( cs-gtg Lumber Wcod 500 a watt Mentt Metal; 300 200 WM /AC I-tot4Lst.cj Mixed Waule zsoo 0 WM Trash IGiibaga Soo 0 WM Osher PeM eiUVAP. 0 3U0 i.tsed as Crit.cli& 3-cIs!e o-site TOTAL lbs.: 00 Percentage to be Re-Used or Recycled 59 % Formula- Total Re-used or Recycled X 100 % Re-Used or Recycled (Total Combined Waste) 3870 X 100 = 59% Re-Used or Recycled (2700+ 3870) Since 59% exceeds the minimum requirement of 50%, this plan compiles. Page 2 at 2 EsGil A SAFEbuilf Company DATE: 10/31/2018 JURISDICTION: City of Carlsbad PLAN CHECK #.: PC2018-0046 PROJECT ADDRESS: 2630 & 2632 Vistosa P1. SET: I U APPLICANT JURIS. PROJECT NAME: New Dwelling with Attached ADU and Garage 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: Empire Built 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: Empire Built;CI4t1OI Telephone #: 951-461-2260 Date co cted ,0(3IIIr(bY_Z' Email: info@empirebuiltinc.com Fax In Person 11113 '' cav g!E 4td ITeIephone, By: Rich Moreno Enclosures: EsGil 10/23/2018 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad PC2018-0046 10/31/2018 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK #.: PC2018-0046 JURISDICTION: City of Carlsbad PROJECT ADDRESS: 2630 & 2632 Vistosa P1. FLOOR AREA: SFD: 3427 sq-ft ADU: 579 sq-ft Garage: 807 sq-ft Patio: 1269 sq-ft REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 10/22/2018 DATE INITIAL PLAN REVIEW COMPLETED: 10/31/2018 STORIES: 1 HEIGHT: 12-ft DATE PLANS RECEIVED BY ESGIL CORPORATION: 10/23/2018 PLAN REVIEWER: Rich 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 lRC, 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 PC2018-0046 10/31/2018 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: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. 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 to once again be signed by the person responsible for their preparation on re-submittal. (California Business and Professions Code). 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). 4. Please update index section on the cover sheet to include all sheet on plan set. 5. Provide a fully dimensioned site plan drawn to scale. Section R106.2. Note setbacks on sides, rear and front side of building. Please include the following: Property lines/easements. Streets/alleys. Existing and proposed buildings and structures. ROOFS/DECKS/BALCONIES 6. Show location of attic ventilation on roof plan. 7. Please note that each attic space requires an attic access. Framing plans show that attic space will not provide a clear passage from one side to the next. Where attic will restrict the vertical passage to less than 30-inches between attic spaces, a new attic access shall be provided per Section R807. I. City of Carlsbad PC2018-0046 10/31/2018 CONCRETE AND MASONRY 8. Show height and construction details of all masonry or concrete walls. Section R404. FOUNDATION REQUIREMENTS 9. No foundation shown for exterior fireplace. 10. 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. 11. The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor reqUesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: The building pad was prepared in accordance with the soils report, The utility trenches have been properly backfilled and compacted, and The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." 12. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (when required by the soil report). 13. Provide Slab on grade information on foundation plans. 14. Note post base and cap connectors being proposed for posts to beam connections. 15. Provide and reference detail for 4x12 base connections. STRUCTURAL 16. Please provide longitudinal and traversal grid lines on structural plans. 17. Check bearing for 4-point bearing truss just below beam 10 and beam 9. 18. Beam 12/13 pad footing is undersized. Also, beam 13 support is missing on foundation plans. by observation of framing plans, beam 13 will be eccentrically. loaded on pad footing shown. a) Same for beam 14. City of Carlsbad PC2018-0046 10/31/2018 Please show truss spans on dining/family room area. Coordinate right support of beam 11 on foundation plans. Roof slope on architectural plans is 5/12. See wind load calculations. Lateral analysis shows that wind controls in the N-S direction, but calculations state that seismic controls. Please clarify. Show drag truss noted on detail 309 on plans. Drag lines are shown connecting North and South diaphragms, but there doesn't appear to be any collectors for E-W at end of drag truss to beam 11. Provide gravity and lateral analysis for free standing exterior fireplace. Check support post for beams 8's support I reaction. Detail sheets show details for stairs? There were no connection details provided for architectural awnings shown on architectural plans. please provide framing and connection details on resubmittal. MECHANICAL Show on the plans the location, type and size (Btu's) of all heating and cooling appliances or systems. Energy design only show one split unit being proposed. please clarify. Note system size in BTUs on plans. Every dwelling unit shall be provided with heating facilities capable of maintaining a room temperature of 68 degrees F at location 3 feet above the floor and 2 feet from exterior walls in all habitable rooms. Show basis for compliance. CRC 303.9. 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. 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 City of Carlsbad PC2018-0046 10/31/2018 33. 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. 34. Isomer wood-burning fireplaces (ICC ESR-2316) cannot be installed with doors. Energy Standards 150.0(e) requires metal or glass doors to cover the entire firebox opening. Please review and revise as needed. ELECTRICAL 35. Per CEC Article 210.11(C)3, note on the plans that bathroom circuiting shall be either: A 20-ampere circuit dedicated to each bathroom, or At least one 20 ampere circuit supplying only bathroom receptacle outlets. PLUMBING 36. 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). 37. 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 1.8 GPM of flow. CPC Sections 407, 408,411,412. RESIDENTIAL GREEN BUILDING STANDARDS The California Building Standards Commission has adopted the Green Building Standards Code and must be enforced by the local building official. The following mandatory requirements for residential construction must be included on your plans. CGC Section 101.3. The Standards apply to newly constructed residential buildings, along with additions/alterations that increase the building's conditioned area, volume or size. CGC Section 301.1.1. Provide a sheet on the plans labeled "Green Building Code Requirements" and include the following notes as applicable. 38. Electric Vehicle Charging. Note on the plans that electrical vehicle supply equipment (EVSE) is required in NEW one and two-family dwellings and townhomes with attached garages. Include the following information on the plans: A minimum size 1" conduit originating from a panel or service having a spare 40 ampere 240-volt capacity terminating in a box located near the location of the future EV charger. CGC 4.106.4. City of Carlsbad PC2018-0046 10/3112018 Storm water drainage/retention during construction. Note on the plans: Projects which disturb less than one acre of soil shall manage storm water drainage during construction by one of the following: A. Retention basins. B. Where storm water is conveyed to a public drainage system, water shall be filtered by use of a barrier system, wattle or other approved method. CGC Section 4.106.2. Grading and paving. Note on the plans that site grading or drainage system will manage all surface water flows to keep water from entering buildings (swales, water collection, French drains, etc.). CGC Section 4.106.3. Exception: Additions not altering the drainage path. Indoor water use. Show compliance with the following table, per CGC Section 4.303.1. FIXTURE FLOW RATES FIXTURE TYPE MAXIMUM FLOW RATE Water closets 1.28 gallons/flush Urinals (wall-mounted) 0.125 gallon/flush Urinals (others) 0.5 gallon/flush Showerheads 1.8 gpm @ 80 psi Lavatory faucets 1.2 gpm @ 60 psi' Kitchen faucets 1.8 gpm @ 60 psi Metering faucets 0.25 gallons per cycle 1• Lavatory faucets shall not have a flow rate less than 0.8 gpm at 20 psi. Note on the plans that when a shower is provided with multiple shower heads, the sum of flow to all the heads shall not exceed 1.8 gpm @ 80 psi, or the shower shall be designed so that only one head is on at a time. CGC Section 4.303.1.3.2. Note on the plans that landscape irrigation water use shall have weather or soil-based controllers. CGC Section 4.304.1. Recycling. Note on the plans that a minimum of 65% of construction waste is to be recycled. CGC Section 4.408.1. Recycling. Note on the plans that the contractor shall submit a Construction Waste Management Plan, per CGC Section 4.408.2. Operation and maintenance manual. Note on the plans that the builder is to provide an operation manual (containing information for maintaining appliances, etc.) for the owner at the time of final inspection. CGC Section 4.410.1. City of Carlsbad PC2018-0046 10/31/2018 Note on the plans that the gas fireplace(s) shall be a direct-vent sealed- combustion type. Woodstove or pellet stoves must be US EPA Phase II rated appliances. CGC Section 4.503.1. Pollutant control. Note on the plans that during construction, ends of duct openings are to be sealed, and mechanical equipment is to be covered. CGC Section 4.504.1. Pollutant control. Note on the plans that VOC's must comply with the limitations listed in Section 4.504.3 and Tables 4.504.1, 4.504.2, 4504.3 and 4.504.5 for: Adhesives, Paints and Coatings, Carpet and Composition Wood Products. CGC Section 4.504.2. Interior moisture control. Note on the plans that concrete slabs will be provided with a capillary break. CGC Section 4.505.2.1. Interior moisture control. Note on the plans that the moisture content of wood shall not exceed 19% before it is enclosed in construction. The moisture content needs to be certified by one of 3 methods specified. Building materials with visible signs of water damage should not be used in construction. The moisture content must be determined by the contractor by one of the methods listed in CGC Section 4.505.3. Indoor air quality. Note on the plans that bathroom fans shall be Energy Star rated, vented directly to the outside and controlled by a humidistat. CGC 4.506.1. Note on the plans that prior to final inspection the licensed contractor, architect or engineer in responsible charge of the overall construction must provide to the building department official written verification that all applicable provisions from the Green Building Standards Code have been implemented as part of the construction. CGC 102.3. ENERGY CONSERVATION Electric Vehicle Charging: Note on the plans that electrical vehicle supply equipment (EVSE) rough-in only is required in one and two-family dwellings and townhomes with attached garages. The EVSE rough-in consists of a minimum 1" conduit extending from the main panel to a junction box where the EVSE receptacle box will be provided. The main service panel must be sized to accommodate a future 208/240 Volt 40 ampere dedicated branch circuit. California Green Code 4.106.4. 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 City of Carlsbad PC2018-0046 10/31/2018 56. All domestic hot water piping to have the following minimum insulation installed: 1A" pipe (1/2" insulation); W pipe (1" insulation); 1" to 1-W pipe (1-W 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 150.0(j) 57. 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 drains 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'. 58. Below grade hot water piping is required to be installed in a waterproof and non- crushable sleeve or casing that allows for replacement of both the piping and insulation. Residential Enerav Lighting Requirements: ES 150.0(k) 59. All installed luminaires shall be high-efficacy in accordance with ES TABLE 150.0-A. Light sources that are not marked "JA8-2016-E" shall not be installed in enclosed luminaires. ES 150.0(k) 60. In bathrooms, garages, laundry rooms, and utility rooms at least one luminaire shall be controlled by a vacancy sensor. 61. Dimmers or vacancy sensors shall control all LED style luminaires. Two exceptions: Fixtures installed in hallways or (closets under 70 square feet). 62. Recessed can light fixtures shall be IC listed, air-tight labeled, and not be equipped with a standard medium base screw shell lamp holder. ES 150.0(k) 63. SFD outdoor lighting fixtures that are attached to a building are required to be high efficacy, be manually on/off switch controlled, and have both motion sensor and photocell control. See ES 150.0(k) 3 for additional control options. Residential ventilation requirements: ES 150.0(o)/ASHRAE 62.2 64. 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 PC2018-0046 10/31/2018 Bathrooms require exhaust fans (minimum 50 cfm) to be ducted to the exterior. A bathroom is defined "as a room with a bathtub, shower, or spa or some similar source of moisture" Residential bathroom exhaust fans shall be energy star rated and shall be control by a humidistat capable of an adjustment between 50 and 80% humidity. CaiGreen 4.506.1. Exception: Control by a humidistat is not required if the bathroom exhaust fan is also the dwelling whole house ventilation. Mechanical whole house ventilation must be provided. Identify the fan providing the whole house ventilation (complete with CFM and Sone 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 "Sone" (intermittent). Mandatory Mechanical design requirements: ES 150.0 Mechanical system sizing from ASHRAE, SMACNA, or ACCA. See ES 150.0(h) I for information. Installed air conditioner and heat pump outdoor condensing units shall have a clearance of at least (5) feet from the outlet of any dryer exhaust duct termination. If using the Prescriptive energy design, CZ's 8-14 are required to have a WHF (whole house fan) shown on the floorplans. Additions 1,000 sq. ft. or less do not require a WHF. ES 150.1(c)12 Include the following "solar ready" requirements on the plans: Solar Zone (area and location/Additionally, see CRC R324 or CBC 3111) and the potential inverter and metering equipment locations, the future pathways available between the solar zone and equipment and a minimum 200 ampere electrical service size. ES 110.10 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. If CalGreen requires a Waste Management Plan, the applicant shall submit the Carlsbad special form for this at this end of this list. City of Carlsbad PC2018-0046 10/31/2018 For gas piping under slabs that serve kitchen island cooktops, see Policy 91-46 for special sleeve and clean-out requirements. 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 77. 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. City of Carlsbad PC2018-0046 10/31/2018 Development Services ("City of WASTE MANAGEMENT Building Division Carlsbad. PLAN 1635 Faraday Avenue 760602.2719 B59 v,ww.carlsbadca.gov Owner Contractor. Job Add Phone Number___________________________________ Permit # ________________________________ Estimated Cost of Project $_____________________________ Type of Project 0 New Construction onomodol orTJ. Residential 0 Commercial 0Demolition (check all that apply) 0 Other Non-hazardous construction waste generated during the course of this project shall be recycled and/or salvaged for ro-ue at a minimum of 50% per CALGreen Sec. 5.408.1. Failure to comply may result in a penalty fee up to $1.000. For projects which consist of mainly equipment and/or racking, that have a combined weight of now construction disposal that does not exceed 2 lbs per square foot 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: (if selected, do not complete Tables 1. & 2 below) O Construction waste shall not exceed 2 lbs. per sf. of area. All receipts shall be provided to the Building 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 1- Estimated Waste (To be filled out prior to permit Issuance, refer to example on Page 2.) MATERIALS lbs. of waste to be taken to LANDFILL lbs. of waste to be E4JSEDor RECYCLED Waste Hauling company or RoUse Method Asphalt, Concrete Bickf Masonry cardboard Drywall Lanaipe Debris Lumber/ Wood Metals MIxed Waste Trash / Garbage Other TOTAL lb 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. con mae) conuacta'or Oier(stgnaujre) Date Official Use Only 0 Plan Approved 0 Plan Denied 0 Project Valuation Approved Reviewed / Approved by: Page to? 2 City of Carlsbad PC2018-0046 10/31/2018 Table 2- Actual Waste (To be completed after construction.) MATERIALS lbs. of waste taken to LANDFILL lbs. of waste RE-USED or RECYCLED Waste HaullngCompanyorRe.Use Method (complete only It different than Table 1) Asphalt/ Concrete Brlckf Masonry rdboard Otywall Landscape Debris Lumber/Wood Metals Mixed Waste Trash/ Gatbage Other. TOTAL lbs: Actual Percentage Re-Used or Recycled Official Use Only 050% Goal Achieved [J 50% Goal Not Achieved 0 Altormitivo Compliance Achieved Penalty Paid $______________ Reviewed / Approved by! EXAMPLE: Use the following example as a guide to completing this form. MATERIALS of war?. to be taken to LANDFILL Ibr. of warte to be RE-USED or RECYCLED War?. Haiag Company or Re-Use Method AspbaklCouaete 0 2000 AH9I4LtYI4 Co. Brick IM.sonry 450 WM/ t-ied svick Ov.L!2 crdboazd 0 ISO ARC l-IpLdtA an. ThyaU 0 50 AC.i-t2kLLCo. LiindscepeDthns 0 10 Mukked o-st Lumberl Wood soD o WCISLI MtDEtEst Metals 300 200 WM /ACHOidt4 Mixed Waste 1500 0 WM Trasb!xbage 300 0 WM Other: T'ODL 414bi.ite 0 900 (4.ced as CrixIi4 B.ase otLtg TOTAL lbs.: 2700 3970 Percentage to be Re-Used or Recycled59 % Formula: Total Roused or Reeled X 100 % Re-Used or Recycled (Total Combined Waste) 3870 X 100 59% Re-Used or Recycled (2700+ 3870) Since 59% exceeds the minimum requ!rcment of 50%, this plan compiles. Pa 2a?2 City of Carlsbad PC2018-0046 10/31/2018 (DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK #.: PC2018-0046 PREPARED BY: Rich Moreno DATE: 10/31/2018 BUILDING ADDRESS: 2630 & 2632 Vistosa P1. BUILDING OCCUPANCY: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod.. VALUE ($) Dwelling 4006 141.76 567,891 Garage 807 36.98 29,843 Patio/Porch 1269 12.33 15,647 Fireplace 2 3,373.05 6,746 Air Conditioning 4006 5.39 21,592 Fire Sprinklers TOTAL VALUE 641,719 Jurisdiction Code Icb IBY Ordinance I 1997 UBC Building Permit Fee V 1997 UBC Plan Check Fee f' Type of Review: El Complete Review Structural Only E:] Repetitive Fee Repeats 0 Other o Hourly Hr. © * EsGiI Fee $1,502.591 V 06 Comments: Sheet 1 of 1 C, PLANNING DIVISION Development Services BUILDING PLAN CHECK Planning Division vr.v or: REVIEW CHECKLIST 1635 Faraday Avenue C (760) R' SB A D P 28 (760) 602-4610 - DATE: 3/20/19 PROJECT NAME: KENNY PROJECT ID: APN: 2162506300 PLAN CHECK NO: PC2018-0046 SET#: 3 ADDRESS: 2630 VISTOSA PL This plan check review is complete and has been APPROVED by the PLANNING Division. R EC E V- D By: SARAH CLUFF APR 112019 A Final Inspection by the PLANNING Division is reuire yesJroj BULDNG DIVISI( You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: INFO@EMPIREBUILTINC.COM For questions or clarifications on the attached checklist please contact the following reviewer as marked: Gina Ruiz 760.6024675 Gina.Ruiz@carisbadca.gov Sarah Cluff 760-602-4619 Sarah.Ciuff@carlsbadca.gov PLANNING DIVISION Development Services BUILDING PLAN CHECK Planning Division CITY OF REVIEW CHECKLIST 1635 Faraday Avenue C (760) 'LSB A D P 28 (760) 602-4610 1% - www.carIsbadca.ov Plan Check No. PC2018-0046 Address 2630 VISTOSA PL Date 3/20/19 Review # 3 Planner SARAH CLUFF Phone (760) 6024619 APN: 2162506300 Type of Project & Use: SFR Net Project Density: DU/AC Zoning: P-C(MP149: R-1) General Plan: &4 Facilities Management Zone: CFD (in/out) #_Date of participation:_____ Remaining net dev acres:_____ (For non-residential development: Type of land use created by this permit: REVIEW #: 1 2 3 Legend: Item Complete Jitem Inciinpiete - Needsjuractiàn Z 0 0 Environmental Review Required: YES 0 NO 0 TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: 0 0 Discretionary Action Required: YES 0 NO 0 TYPE APPROVALJRESO. NO. DATE PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action.. Conditions of Approval: _____ Z 0 0 Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES.D NO CA Coastal Commission Authority? YES .Q NOD If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego, CA 921084402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): IZ 0 0 . Habitat Management Plan - Data Entry Completed? YES 0 NO 0 If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Energov 0 0 IncIusionary Housing Fee required: YES 0 NO E] (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES 0 NO 0 For construction of inclusionary units, email notification provided to HNS?: YES 0 NO 0 (Email Susan Steinkemp in HNS with project number and contact info) 0 0 0 Housing Tracking Form (form P-20) completed: YES Z NO E] N/A 0 r?:EiPER PLANCHECK I BELOW, LOT WIDTH IS MEASURED ALONG THE RADIUS OF THE INTERIOR FRONT YARD SETBACK RATHER THAN THE PROPERTY LINE AS PROVIDED. PLEASE UPDATE LOT WIDTH AND SIDE AND REAR YARD SETBACKS ACCORDINGLY 67 E1Il W'1 W11 MW111 I'U 10I IT, l 1,1 rm1•Ira's AMAI U's I!U-]-Zb 0 NTdw!I 1 _ PROVIDE LEGEND FOR SHEET A 1.0 TO CONFIRM THE 6 FOOT HIGH WOOD FENCE IS LOCATED OUTSIDE OF FRONT YARD SETBACKS. El:ED Provide a fully dimensional site plan drawn to scale Show North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of- way width, existing topographical lines (including all side and rear yard slopes). Provide legal description of property and assessor's parcel number. City Council Policy 44— Neighborhood Architectural Design Guidelines 0 0 1. Applicability: YES 0 NO 0 Z 0 0 2. Project complies: YES 0 NOD Zoning: I • I '* i 1,] .Tb U II ,] W YYl II! moral -.1-1 U Wài YYi I ii U! WI I ..,1I .1 1.1 J ) 1 - k • - IT, Y7&'*1U EmVIT04UI LYY1& ,] !'d I rY& b I! I 1I r .J J VII ATM U !U ci. V riri' is PM - W PLANCHECK 1: Front: Required 20' Shown 20' Interior Side: Required 10% DT LOT WIDTH = 5.319' Shown 4j Street Side: Required --- Shown _______ J qO%t5t WifftTi Top of slope: Required Shown P-28 Page 3 of 5 07/11 000 2. Accessory structure setbacks: PLANCHECK 3: GUEST QUARTERS ARE ATTACHED PLANCHECK 1: ADU IS ATTACHED. Front: Required Shown Interior Side: Required Shown Street Side: Required Shown Rear: Required Shown Structure separation: Required Shown UPDATE LOT 'COVE WELL. 5,585 SF, PLI O0/u ALLOWED ON LOT COVERAGE. PLANCHECK2: I ER CMC 21.04354 Str )F OF UVING.SPACEJ 0 EQUALS 5,585:sF AGE CALCULATION S THE NOT VEINCLU TWr .W I Wa\VJ ii• 1frA i !r\vvi!]. ,rwIi V' E. O Z 0 4. Height: PLANCHECK 1: SHEET A 5.0 SHOWS A 5:12 PITCH, BUT MAXIMUM HEIGHT IS NOT DECLARED. FROM GRADE THE BUILDING IS SCALED AT 20.5'. Required 24 MAX FLAT: 30' MAX W/MIN 3:12 PITCH Shown 19'8 1/4"' Z 0 0 5. Parking: Spaces Required 2 Shown 2: MEETSI INTERIOR SF REQUIREMENTS (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown I J i [. • I 'T ! '& UI (' I 1I -1 U LTI (Z rvy iw i .1'] 'Z- I! I - P-28 Page 4 of 5 07/11 SIR fIII t'u i-.v i; ,i OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE P-28 Page 5 of 5 07/11 • 1 RESPnMSF - PLANNING DIVISION BUILDING PLAN CHECK Development Services W75 CI.TV' REVIEW CHECKLISTqn0_>. Planning Division 1635 FaFadayAvenue t':ADI A D (760)602-4610 - www.carlsbadca.gov - DATE: 2/6/19 PROJECT NAME: KENNY PROJECT ID: APN: 2162506300 PLAN CHECK NO: PC2018-0046. SET#: 2 ADDRESS: 2630 VISTOSA PL This plan check revièwis comilete and has been APPROVED by the PLANNING b Division.kO By: SARAH CLUFF A Final Inspection by the PLANNING Division is required Q Yes No 0 You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. This plan check review is NOT COMPLETE-Items, missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. an Check Comments have been sent to: INFO@EMPIREBUILTINCCOM For questions or clarifications on the attached checklist please contact the following reviewer ats marked: PLANNING DIVISION BUILDING PLAN CHECK Development Services <qep Planning Division CITY OF REVIEW CHECKLIST 1635 Faraday Avenue CAR LSBAD P-28 (760) 602-4610 www.carlsbadca.gov Plan Check No. PC201 8-0046 Address 2630 VISTOSA PL Date 2/6/19 Review #2 Planner SARAH CLUFF Phone (760) 602-4619 APN: 2162506300 Type of Project & Use: SFR Net Project Density: DU/AC Zoning: P-C(MP149: R-1) General Plan: 4 Facilities Management Zone: CFD (in/out) #_Date of participation: Remaining net dev acres:_____ (For non-residential development: Type of land use created by this permit: ) REVIEW #: 1 2 3 Legend: Item Complete El Item Incomplete - Needs your action D 0 Environmental Review Required: YES El NOD TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: 19 0 0 Discretionary Action Required: YES 0 NO 0 TYPE APPROVAL/RESO. NO. DATE____ PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: 0 0 Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES 0 NO CA Coastal Commission Authority? YES 0 NO 0 If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): Z D D Habitat Management Plan Data Entry Completed? YES 0 NO 0 If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Energov Z 0 D Inclusionary Housing Fee required: YES 0 NO 0 (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES 0 NO 0 For construction of inclusionary units, email notification provided to HNS?: YES 0 NO 0 (Email Susan Steinkemp in HNS with project number and contact info) 0 D 0 Housing Tracking Form form P-20) completed: YES [] NO E] N/A 0 Site Plan: PLANCHECK 2: PER PLANCHECK 1 BELOW, LOT WIDTH IS MEASURED ALONG THE RADIUS OF THE INTERIOR FRONT YARD SETBACK RATHER THAN THE PROPERTY LINE AS PROVIDED. PLEASE UPDATE LOT WIDTH AND SIDE AND REAR YARD SETBACKS ACCORDINGLY. TRELLIS AWNING PER OWNER ON SHEET A-6.1 MUST BE INCLUDED ON SITE PLAN AND MEET SETBACKS AS WELL. :PLANCHECK 1: ON SITE PLAN SHEET A-1.0, DECLARE AND DIMENSION LOT WIDTH PER ATTACHED CMC 21 .04.263 Lot width. DECLARE AND DIMENSION SETBACKS PER PARAGRAPH 1 BELOW. PROVIDE LEGEND FOR SHEET A 1.0 TO CONFIRM THE 6 FOOT HIGH WOOD FENCE IS LOCATED OUTSIDE OF FRONT YARD SETBACKS. D 0 0 Provide a fully dimensiOnal site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of- way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). Provide legal description of property and assessor's parcel number. City Council Policy 44— Neighborhood Architectural Design Guidelines 0 0 1. Applicability: YES 0 NO 0 Z 0 0 2. Project complies: YES 0 NOD Zoning: 0 0 0 1. Setbacks: PLANCHECK 2: UPDATE SITE PLAN WITH CORRECTED LOT WIDTH AND SIDE AND REAR YARD SETBACK MEASUREMENTS. SEE ATTACHMENTS, ALSO PROVIDED PREVIOUSLY, TO ACCURATELY CONVEY YOUR REAR LOT LINE. MY COLLEAGUE IS WORKING ON THE GRADING PERMIT WITH ENGINEER KHALED FARAH, AT 951-440-9227, WHO HAS DISCUSSED THE POSSIBILITY OF A SIDE YARD SWAP FOR THE. SETBACKS ON THIS PROPERTY. PLEASE REACH OUT TO HIM TO CONFIRM BOTH PLANS ARE ON THE SAME PAGE, THEN WE CAN DISCUSS HOW TO ACHIEVE THIS SIDE YARD SWAP ON THE SITE PLANS THROUGH UTILIZING THE FOLLOWING SECTION OF CMC 21.10: 21.10.070 Side yards. PLANCHECK 1: SEE ATTACHED "DETERMINING THE LOCATION OF A REAR YARD LOT LINE" DOCUMENT TO ASSIST IN ADDITION OF DIMENSIONED SETBACKS. Front: Required 20' Shown Interior Side: Required 10% LOT WIDTH Shown PROVIDE CORRECTION Street Side: Required Shown Rear: Required 20% LOT WIDTH Shown PROVIDE CORRECTIO Top of slope: Required Shown Z 0 El 2. Accessory structure setbacks: ADU IS ATTACHED. Front: Required Shown - Interior Side: Required Shown - Street Side: Required Shown - Rear: Required Shown - Structure separation: Required Shown - El 0 0 3. Lot Coverage: PLANCHECK 2: SQUARE FOOTAGE OF STUCTURES UNDER ROOF ON SHEET A-1.0 IS MISCALCULATED AS 5,565 SF AS IT SHOULD TOTAL 5,585 SF. 5,585 SF IS OVER THE MAXIMUM 40% ALLOWED ON THIS LOT. PLEASE PROVIDE REDESIGNED PLANS TO MEET LOT COVERAGE. TRELLIS AWNING PER OWNER P-28 Page 3 of 4 07/11 FN ON SHEET A-61 MUST BE INCLUDED IN OVERALL LOT COVERAGE CALCULATION AS WELL PLANCHECK 1 LOT COVERAGE AND OVERALL LOT SIZE ARE NOT SHOWN PLEASE PROVIDE A LINE ITEM CALCULATION SHOWING THE SUM OF THE SQUARE FOOTAGE OF THE FOOTPRINT OF EVERY—PROPOSED COVERED STRUCTURE DIVIDED BY THE OVERALL LOT SIZE. PER THE TITLE SHEET AND A 1.0, ALL COVERED STRUCTURES SHOULD INCLUDE THE RESIDENCE, ADU, GARAGE, PORCH AND PATIO = 6,082 SF LOT COVERAGE IS NOT TO EXCEED 40%, PLEASE DOCUMENT CALCULATION TO CONFIRM Required MAX 40% Shown CORRECT CALCULATION Required 24' MAX FLAT: 30' MAX W/MIN 3:12 PITCH Shown 19,81/4" El El 5. Parking: Spaces Required 2 Shown 2: MEETS INTERIOR SF REQUIREMENTS (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown 0 0 0 Additional Comments PLANCHECK 2 PLEASE REACH OUT TO ME DIRECTLY TO DISCUSS HOW TO ADDRESS THESE CORRECTIONS.'.WE CAN ARRANGE A PHONE CALL OR IN PERSON APPOINTMENT SHEET A-2.0 ONLY SHOWS A WETBAR FOR THE CASITA THOUGH A COMPLETE KITCHEN IS REQUIRED FOR AN ACCESSORY DWELLING UNIT (ADU). PLEASE SEE THE FOLLOWING DEFINITIONS OF AN .ADU, 21.04.121 Dwelling unit, accessory., WHICH STATES AN ADU IS, "A dwelling that provides complete independent living facilities for one or more persons, Iincluding permanent provisions for living, sleeping, eating, cooking and sanitation" ALSO SEE THE DEFINITION OF A KITCHEN FOR WHAT COMPONENTS MUST BE INCLUDED, 21,04.200 Kitchen.. A FULL KITCHEN MUST BE SHOWN TO BE INCLUDED WITH YOUR NEXT SUBMITTAL IN ORDER TO BE ALLOWED THE ACCESSORY DWELLING UNIT. REQUIRED TO BE RECORDED (STAFF WILL CREATE THE DOCUMENT FOR RECORDATION). PLANNING WILL NOT BE ABLE TO PROVIDE APPROVAL OF THE BUILDING PERMIT UNTIL THE: NOTICE OF RESTRICTION IS RECORDED ON THE PROPERTY. PLANCHECK 1: PLEASE COMPLETE AND RETURN THE ATTACHED Housing: Tracking Form (form P- 20) WITH YOUR NEXT RESUBMIrrAL, OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE P-28 Page 4 of 4 07/11 NEL0N ENGINEFS Building Department Submittal Kenny Res idence Vistosa Place Carlsbad, California . Sign Date: March 01, 2019 IMM NO 67,6318A Exp. 6/20 Alt Job #: i PC20180046 2630 VISTOSA PL KENNY:(MAIN) 3,427 S - LIV. öuI St- (iANA(i, 1.21 SF 43180 Business Park Dr., Suite PATIO// (ADU) ATTACHED 579 SF LIV Phone 951.695.7101 .1 DEV2018-0166 2162506300 4/11/2019 PC2018-0046 Plan 1 Project #: 181520 Date: 3/1/2019 I General Notes for Structural Calculations: I Project #: 181520 Soils Report By: TED Project Name: Kenny Residence Soils Report #: TBD Designer: Eddy Aguilar Soils Report Date: TBD Code: 2016 CBC Jurisdiction: TBD I Design Loads: I Roof: Tile Slope: 5 :12 Floor: Without Concrete Topping Roofing Material: Concrete Tile 10.0 Sheathing: 15/32" sheathing 1.5 Roof Framing: Trusses at 24" 0/c 3.0 Drywall: 5/8" drywall 2.5 Miscellaneous: Additional 3.0 Total Dead Load = 20.01 Finish Floor: Carpet/Tile 5.0 Sheathing: 23/32" sheathing 2.0 Floor Joist: I-joists at 19.2" 0/c 3.0 Drywall: 5/8" drywall 2.5 Miscellaneous: Additional 1.5 Total Dead Load =1 14.01 Floor Roof Deck Live Loads (psf): 1 40 20 6o I Lateral Shear: 2016 California Building Code I Shear Wall Schedule Per AF & PA SDPWS Table 4.3A S.W.Type 6 4 3 2 1 Seismic Capacity (pit) 260 350 490 600 870 Wind Capacity (pit) 350 530 685 895 1215 5/8" Diameter Anchor Bolts 14" Long at 14" Long at 14" Long at 14" Long at 14" Long at Sheathing thickness 3/8" 3/8" 3/8" 3/8" 15/32" Struct. I Edge Nailing 8d at 6" o/c 8d at 4" o/c 8d at 3" 0/c 8d at 2" o/c iod at 2" 0/c Field Nailing 8d at 12" o/c 8d at 12" o/c 8d at 12" o/c 8d at 12" 0/c iod at 12" 0/c Sill Plate 2x 2X 2X 2x 3x Notes: These values are for Douglas Fir-Larch with a stud spacing of 16" o.c. Wood structural panel shall meet the requirements of DOC PSi or PS2. All Panel edges to be backed with 2x or wider framing member. Where panels are applied to both faces of wall and nail spacing is less than 6" o.c., panel joints shall be offset to fall on different framing members or framing shall be 3x or wider and nails staggered on each side. For shear wall Type i, provide a single 3x minimum member for foundation sill plates. For shear wall Types 3, 2, and 1, provide minimum 3X posts or blocking at adjoining panel edges. Stagger nails at 2" O.C. Edge Nailing. Provide 3" x 3" X .229" steel plate washers at each Shear Wall anchor bolt. Nails for Sole Plate Nailing (S.P.N.) to be 16d sinker nails (3-1/4" x .148" dia.) or longer. 2 Project #: 181520 Date: 3/1/2019 I Horizontal: Roof and Floor Sheathing I Sheathing thickness Sheathing Edge/Boundary Nailing Field Nailing Roof at 24" 0/c Floor at 16" 0/c Floor at 19.2" 0/c Floor at 24" 0/c 15/32" 23/32" 23/32" 23/32" P112 O T&G Sheathing, iii 32/16 T&G Sheathing, P11 40/20 T&G Sheathing, P1148/24 8d at 6" 0/c iod at 6" 0/c iod at 6" o/c iod at 6" 0/c 8d at 12" 0/c iod at 10" 0/c iod at 10" o/c iod at 10" 0/c Notes: All roof and floor sheathing to be Exposure I or Exterior. Refer to CBC Tables 2304.7(1), 2304.7(2), 2304.7(3), 2304.7(4) and 2304.7(5). Note, 7/16 sheathing is not structurally acceptable for roof sheathing. For floor sheathing, wood structural panel shall be underlayerment grade. All Floor sheathing shall be glued to framing. For floor sheathing, panel edges shall have approved T&G joints or shall be supported with blocking. Not required when light weight concrete is placed over subfloor. I Structural Composite Lumber (SCL) Structural Composite Lumber, "SCL," include engineered lumber by Trus Joist, Louisiana Pacific, Boise Cascade, or Roseburg Forest Products. All lumber noted as "SCL" must have the design values noted below. Beam Width <= 3.5" Fb Fv E BCI Versa-Lam .2800-LVL 2800 285 2.0 BCI Versa-Lam ,3100-LVL 3100 285 2.0 BCI Versa-Lam 2650-LVL 2650 285 1.7 BCI Versa-Lam 2600-LVL 2600 285 1.9 1.9E LP Gang-Lam - LVL 2650 285 1.9 2.OE LP Gang-Lam - LVL 2950 290 2.0 TJI Parallam - PSL 2900 290 2.0 TJI Timberstrand - LSL 2325 310 1.6 1.8E Roseburg-RigidLam-LVL 2600 285 1.8 2.OE Roseburg-RigidLam-LVL 2900 285 2.0 Beam Width > 3.5" Fb Fv E BCI Versa-Lam. 3100-LVL 3100 285 2.0 2.OE LP Gang-Lam - LVL 2950 290 2.0 TJI Parallam - PSL 2900 290 2.0 2.OE Roseburg-RigidLam-LVL 2900 285 2.0 Project #: 181520 Date: 3/1/2019 Beam/Header Calculation Beam No. 1 Description: Rear of Bedroom i Span Length: 6 ft. Uniform Distributed Load: DL (psi) LL (psi) Tributary (ft.) DL (p11) LL (p11) Total (pit) Roof: 20 20 20 /2+ 2 240 240 480 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 2 + 0 28 0 28 Deck: 14 60 0 /2+ C) 0 0 0 Self Weight: 9.5 9.5 Total = 277.453 240 517.5 Partially Distributed Load: Distance from support 1 = 0.0 DL (psi) LL (psi) Tributary (ft.) DL (p11) LL (ph) Total (pit) Roof: 20 20 0 /2+ 0 0 0 0 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 0 + 0 0 0 . 0 Deck: 14 60 0 /2+ 0 0 0 0 Total= 0 0 0 Point Loads: DL (phi) LL (pit) Total (p11) Dist. from support 1 (ft) Point Load 1: 0 0 0 0 Point Load 2: 0 0 0 0 Load Results: Support 1 (lbs.): 1,552 Support 2 (lbs.): 1,552 Max Moment (ft-lbs.): 2329 = 27.94 in-k Allowable Deflection = L / 360 0.20 in. Section Pronerties:. Design Values: Fb= 1350 . psi Fv = 170 psi E= 1.6 xio"6 psi Calc. Def. = 0.12 in. Actual I Required % Used S (in') = 27.7 S (in3) =Moment/ 1.25 * Fb = 16.6 . 60% A (in 2)= 30.3 A (in 2)= 1.5 * V / 1.25 * Fv = 11.0 36% I (in4) = 76.3 I (in4) = 5*M*LA2 / 48*E*d = 47.2 62% I Provide: 1 - 6 x 6 DOUG FIR-L #1 I 4 Project #: 181520 Date: 3/1/2019 Beam/Header Calculation Beam No. 2 Span Length: 10 ft. Uniform Distributed Load: Description: Right of Garage DL (psf) LL (psf) Tributary (ft.) DL (pit) LL (p11) Total (pit) Roof: 20 20 2 /2+ 2 60 60 120 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 2 + 0 28 0 28 Deck: 14 6o C) /2+ 0 0 0 0 Self Weight: 16.3 16.3 Total = 104.328 6o 164.3 Partially Distributed Load: Distance from support 1 = 0.0 DL (psf) LL (psf) Tributary (ft.) DL (pit) LL (pit) Total (pit) Roof: 20 20 0 /2+ 0 0 0 0 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 0 +'.. 0 0 0 0 Deck: 14 6o 0 /2+ 0 0 0 0 Total= 0 0 0 Point Loads: DL (pit) LL (pit) Total (pit) Dist. from support 1 (ft) Point Load i: 0 0 0 0 Point Load 2: 0 0 0 0 Load Results: Design Values: Support 1 (lbs.): 822 Fb = 1350 psi Support 2 abs.): 822 Fv = 170 psi Max Moment (ft-lbs.): 2054 = 24.65 in-k E = 1.6 x io"6 psi Allowable Deflection = L / 360 = 0.33 in. Caic. Def. = o.o6 in. Section Prouerties: Actual Required % Used S On') = 82.7 S (in 3) =Moment/ 1.25 * Fb = 14.6 18% A On') = 52.3 A (in2) = 1.5 * V / 1.25 * Fv = 5.8 11% I (in4) = 393.0 I (1n4) = 5*M*LA2 / 48*E*d = 69.3 i8% I Provide: 1 - 6 x 10 DOUG FIR-L #1 I 5 Design Values: Fb = 1350 psi Fv = 170 psi E = 1.6 x 10A6 psi Calc. Def. = 0.10 in. Project #: 181520 Date: 3/1/2019 Beam/Header Calculation Beam No. 3 Description: Right of Oarage Span Length: 10 ft. Uniform Distributed Load: DL (psi) LL (psi) Tributary (ft.) DL (p11) LL (p11) Total (p11) Roof: 20 20 8 /2+ 2 120 120 240 Floor: 14 40 0 /2+ 0 - 0 0 0 Wall: 14 0 2 + 0 28 0 28 Deck: 14 60 0 /2+ 0 0 0 0 Self Weight: 16.3 16.3 Total = 164.328 120 284.3 Partially Distributed Load: Distance from support 1= o.o DL (psi) LL (psi) Tributary (ft.) DL (p11) LL (p11) Total (p11) Roof: 20 20 0 /2+ 0 0 0 0 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 0 + 0 0 0 0 Deck: 14 60 0 /2+ 0 0 0 0 Total= 0 0 0 Point Loads: DL (p11) LL (p11) Total (p11) Dist. from support 1 (ft) Point Load i: 0 0 0 0 Point Load : 0 0 0 0 Load Results: Support '(lbs.): 1,422 Support 2 (lbs.): 1,422 Max Moment (ft-lbs.): 3554 = 42.65 in-k - Allowable Deflection = L / 36o = 0.33 in. Section Properties: Actual Required % Used S (in 3) = 82.7 S (in3) =Moment/ 1.25 * Fb = 25.3 31% A (in 2)= 52.3 A (in 2)= 1.5 * V / 1.25 * Fv = 10.0 19% I (in4) = 393.0 I (in4) = 5*M*L2 / 48*E*d = 120.0 31% I Provide: i - 6 x 10 DOUG FIR-L #1 I Design Values: Fb = 1350 psi Fv= 170 psi E= 1.6 x1oA6 psi Calc. Def. = 0.05 in. Project #: 181520 Date: 3/1/2019 Beam/Header Calculation Beam No. 4 Description: Right of Dining Span Length: 4 ft. Uniform Distributed Load: DL (psi) LL (psi) Tributary (ft.) DL (p11) LL (p11) Total (plO Roof: 20 20 43 /2+ 2 465 465 930 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 2 + 0 28 0 28 Deck: 14 60 0 /2+ 0 0 0 0 Self Weight: 9.5 9.5 Total = 502.453 , 465 967.5 Partially Distributed Load: Distance from support i = 0.0 DL (psi) LL (psi) Tributary (ft.) DL (p10 LL (p11) Total (p11) Roof: 20 20 0 /2+ 0 0 0 0 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 0 + 0 0 0 0 Deck: 14 60 0 /2+ 0 0 0 0 Total= 0 0 0 Point Loads: - DL (p11) LL (p11) Total (p11) Dist. from support 1 (ft) Point Load 1: 0 o 0 0 Point Load 2: 0 0 0 C) Load Results: Support 1 (lbs.): 4935 Support 2 (lbs.): 1,935 Max Moment (ft-lbs.): 1935 = 23.22 in-k Allowable Deflection = L / 36o = 0.13 in. Section Properties: Actual Required % Used S (0) = 27.7 5 (0) =Moment/ 1.25 * Fb = 13.8 50% A (in 2)= 30.3 A (in 2)= 1.5 * V / 1.25 * Fv = 13.7 45% 1(m 4) = 76.3 I (in4) = 5*M*LA2 / 48*E*d = 26.1 34% I Provide: 1 - 6 x 6 DOUG FIR-L #1 I 7 IN] Beam No. 5 Span Length: 4 'ft. Uniform Distributed Load: Beam/Header Calculation Description: Front of Master Bdrm, Project #: 181520 Date: 3/1/2019 DL (psi) LL (psi) Tributary (ft.) DL (p11) LL (p10 Total (p11) Roof: 20 20 8 /2+ 2 120 120 240 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 2 + 0 28 0 28 Deck: 14 60 o /2+ 0 0 0 0 Self Weight: 9.5 9.5 Total = 157.453 120 277.5 Partially Distributed Load: Distance from support 1= 0.3 DL (psi) LL (psi) Tributary (ft.) DL (p11) LL (p11) Total (p11) Roof: 20 20 14 /2+ 0 135 135 270 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 0 + 0 0 0 0 Deck: 14 60 0 /2+ 0 0 0 0 - Total = 135 135 270 Point Loads: DL (p11) LL (p11) Total (p11) Dist. from support 1 (ft) Point Load 1: 3.470 0 3469.53 0.25 Point Load 2: -0 0 0 0 Load Results: Design Values: Support '(lbs.): 3,873 Fb = 1350 psi Support 2 (lbs.): 774 Fv = 170 psi Max Moment (ft-lbs.): 1376 = 16.51 in-k E = 1.6 x io"6 psi Allowable Deflection = L / 360 = 0.13 in. Calc. Def. = 0.03 in. Section Properties: Actual Required % Used S On) = 27.7 S (in3) =Moment/ 1.25 * Fb = 9.8 35% A (in 2)= 30.3 A (in 2) 1.5 * V / 1.25 * Fv = 27.3 90% I (in4) = 76.3 I (in4) = 5*M*LA2 / 48*E*d = 18.6 24% I Provide: '1 - 6 x 6 DOUG FIR-L#i I Project #: 181520 Date: 3/1/2019 Beam/Header Calculation Beam No. 6 Description: Front of Patio Snan Length: 7 ft. Uniform Distributed Load: DL (psi) LL (psi) Tributary (ft.) DL (p10 LL (p11) Total (p11) Roof: 20 20 8 /2+ 2 120 120 240 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 2 + 0 28 0 28 Deck: 14 6o 0 /2+ 0 0 0 0 Self Weight: 12.9 12.9 Total = 160.891 120 280.9 Partially Distributed Load: Distance from support i= 0.0 DL (psi) LL (psi) Tributary (ft.) DL (p11) LL (p11) Total (p11) Roof: 20 20 0 /2+ 0 0 0 0 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 0 + 0 0 0 0 Deck: 14 60 0 /2+ 0 0 0 0 Total= 0 0 0 Point Loads: DL (p11) LL (p11) Total (p11) Dist. from support 1 (ft) Point Load 1: o o o 0 Point Load 2: 0 o 0 0 Load Results: Support 1 (lbs.): 983 Support 2 (lbs.): 983 Max Moment (ft-lbs.): 1720 = 20.65 in-k Allowable Deflection = L / 360 = 0.23 in. Section Properties: Design Values: Fb = 1350 psi Fv= 170 psi E = 1.6 x io"6 psi Calc. Def. = 0.05 in. Actual Required % Used S On) = 51.6 S (in 3) =Moment/ 1.25 * Fb = 12.2 24% A (in 2)= 41.3 A (in 2)= 1.5 * V / 1.25 * Fv = 6.9 17% I (in4) = 193.4 I (in4) = 5*M*LA2 / 48*E*d = 40.6 21% I Provide: 1 - 6 x 8 DOUG FIR-L#i I 9 Project #: 181520 Date: 3/1/2019 Beam/Header Calculation Beam No. 7 Description: Left of Master Bdrm Span Length: 12 ft. Uniform Distributed Load: DL (psf) LL (psf) Tributary (ft.) DL (p11) LL (p11) Total (p11) Roof: 20 20 4 /2+ 0 40 40 80 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 2 + 0 28 0 28 Deck: 14 60 0 /2+ 0 0 0 0 Self Weight: .. 23.0 23.0 Total = 90.9688 40 131.0 Partially Distributed Load: Distance from support 1 = 6.o DL (psf) LL (psf) Tributary (ft.) DL (p11) LL (p11) Total (p11) Roof: 20 20 41 /2+ 0 405 405 810 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 0 + 0 0 0 0 Deck: 14 60 0 /2+ 0 0 0 0 Total = 405 405 810 Point Loads: DL (p11) LL (plo Total (p10 Dist. from support 1 (ft) Point Load 1: 5,638 0 5638.34 6 Point Load : C 0 0 0 Load Results: Support 1 (lbs.): 7,250 Support 2 (lbs.): 4,820 Max Moment (ft-lbs.): 27474 = 329.68 in-k Allowable Deflection = L / 36o = 0.40 in. Section Properties: Design Values: Fb= 2900 psi Fv= 285 psi E= 2.0 x1oA6 psi Calc. Def. = 0.30 in. Actual Required % Used S (in3) = 171.5 S (in 3) =Moment/ 1.25 * Pb = 90.9 53% A (in 2)= 73.5 A (in 2)= 1.5 * V / 1.25 * Fv = 30.5 42% I On') = 1200.5 I (in4) = 5*M*LA2 / 48*E*d = 890.1 74% I Provide: i - 5.25 x 14 SCL I 10 Project #: 181520 Date: 3/1/2019 Beam/Header Calculation Beam No. 8 Description: Left of Patio Span Length: 18 ft. Uniform Distributed Load: DL (psf) LL (psi) Tributary (ft.) DL (p11) LL (p11) Total (p11) Roof: 20 20 2 /2+ 2 60 6o 120 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 2 + 0 28 0 28 Deck: 14 60 C) /2+ C) 0 0 0 Self Weight: 23.0 23.0 Total = 110.969 6o 171.0 Partially Distributed Load: Distance from support 1 = 11.0 DL (psi) LL (psi) Tributary (ft.) DL (plO LL (p11) Total (p11) Roof: 20 20 9 /2+ 0 90 90 180 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 0 + 0 0 0 0 Deck: 14 60 0 /2+ 0 0 0 0 Total= 90 90 180 Point Loads: DL (p11) LL (p11) Total (p11) Dist. from support 1 (ft) Point Load 1: 1,342 0 1342.46 ii. Point Load 2: C) 0 0 0 Load Results: Design Values: Support 1 (lbs.): 3,436 Fb = 2900 psi Support 2 (lbs.): 2,964 Fv = 285 psi Max Moment (ft-lbs.): 17919 = 215.02 in-k E = 2.0 x io"6 psi Allowable Deflection = L / 36o = 0.60 in. Calc. Def. = 0.44 in. Section Properties: Actual Required % Used S (in 3) = 171.5 S (in 3) =Moment/ 1.25 * Fb = 59.3 35% A (in2) = 73.5 A (in2) = 1.5 * V / 1.25 * Fv = 14.5 20% I (in 4) = 1200.5 I (in4) = 5*M*LA2 / 48*E*d = 870.8 73% I Provide: 1 - 5.25 x 14 SCL I 11 Project #: 181520 Date: 3/1/2019 Beam/Header Calculation Beam No. 9 Span Length: 12 ft. Uniform Distributed Load: Description: Left of Family DL (psf) LL (psi) Tributary (ft.) DL (p10 LL (pit) Total (p11) Roof: 20 20 25 /2+ 0 245 245 490 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 2 + 0 28 0 28 Deck: 14 60 o /2+ 0 0 0 0 Self Weight: 23.0 23.0 - Total= 295.969 245 541.0 Partially Distributed Load: Distance from, support 1= 7.3 DL (psi) LL (psi) Tributary (ft.) DL (p11) LL (pit) Total (p11) Roof: 20 20 35 /2+ 0 345 345 690 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 0 + 0 0 0 0 Deck: 14 6o 0 /2+ 0 0 0, 0 Total = 345 345 690 Point Loads: DL (p11) LL (pit) Total (pit) Dist. from support 1 (It) Point Load 1: 3,074 0 3074.12 7.25 Point Load 2: 0 0 0 0 Load Results: Design Values: Support 1 (lbs.): 7,954 Fb = 2900 psi Support 2 (lbs.): 6,614 Fv = 285 psi Max Moment (ft-lbs.): 27392 = 328.71 in-k E = 2.0 x 10A psi Allowable Deflection = L / 36o = 0.40 in. Calc. Def. = 0.30 in. Section Properties: Actual Required % Used S (in 3) = 171.5 5 On') =Moment/ 1.25 * Fb = 90.7 53% A (in 2)= 73.5 A (in 2)= 1.5 * V / 1.25 * Fv = 33.5 46% I (in 4) = 1200.5 I (in4) = 5*M*LA2 / 48*E*d = 887.5 74% Provide: 1 - 5.25 x 14 SCL I 12 Project #: 181520 Date: 3/1/2019 Beam/Header Calculation Beam Nb. 10 Span Length: 14.5 ft. Uniform Distributed Load: Description: Right of Family DL (psi) LL (psi) Tributary (ft.) DL (p11) LL (p11) Total (p11) Roof: 20 20 36 /2+ 0 355 355 710 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 2 + 0 28 0 28 Deck: 14 60 0 /2+ 0 0 0 0 Self Weight: 23.0 23.0 Total = 405.969 355 761.0 Partially Distributed Load: Distance from support 1= 0.0 DL (psi) LL (psi) Tributary (ft.) DL (p11) LL (p11) Total (p11) Roof: 20 20 0 /2+ 0 0 0 0 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 0 + 0 0 0 0 Deck: 14 60 . 0 /2+ 0 0 0 0 Total= 0 0 o Point Loads: DL (p11) LL (plO Total (p11) Dist. from support 1 (ft) Point Load i: 0 0 o 0 Point Load 2: C) 0 0 0 Load Results: Design Values: Support '(lbs.): 51517 Fb = 2900 psi Support 2 (lbs.):. 5,517 Fv = 285 psi Max Moment (ft-lbs.): 19999 = 239.99 in-k E = 2.0 x 10A6 psi Allowable Deflection = L / 36o = 0.48 in. Caic. Def. = 0.32 in. Section. Properties: Actual Required % Used S (in') = 171.5 S On') =Moment/ 1.25 * Fb = 66.2 39% A (in 2)= 73.5 A (in 2)= 1.5 * V / 1.25 * Fv = 23.2 32% I (inn) = 1200.5 I (in4) = 5*M*L2 / 48*E*d 783.0 65% I Provide: 1 - 5.25 X 14 SCL I 13 Project #: 181520 Date: 3/1/2019 Beam/Header Calculation Beam No. ii Description: Rear of California Room Scan Length: 5 ft. Uniform Distributed Load: DL (psi) LL (psi) Tributary (ft.) DL (p10 LL (p10 Total (p11) Roof: 20 20 26 /2+ 0 260 260 520 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 2 + 0 28 0 28 Deck: 14 60 C) /2 + 0 0 0 0 Self Weight: 15.6 15.6 Total = 303.586 260 563.6 Partially Distributed Load: . Distance from support 1= 0.0 DL (psi) LL (psi). Tributary (ft.) DL (pit) LL (pit) Total (pit) Roof: 20 20 0 /2+ 0 0 0 0 Floor: 14 40 0 /2 + 0' 0 0 0 Wall: 14 0 0 + 0 0 0 0 Deck: 14 6o 0 /2+ 0 0 0 0 Total= 0 0 0 Point Loads: DL (pit) LL (p11) Point Load 1: '1.1,637 0 Point Load 2: 0 0 Load Results: Support '(lbs.): 11,883 Support 2 abs.): 2,573 Max Moment (ft-lbs.): 6998 = 83.98 in-k Allowable Deflection = L / 36o = 0.17 in. Section Properties: Total (p11) Dist. from support 1 (It) 11637.4 0.5 0 0 Design Values: Fb= 2900 psi Fv= 285 psi E = 2.0 x 10A psi Caic. Def. = 0.04 in. Actual Required % Used S (in 3) = 79.0 S (in 3) :Moment/ 1.25 * Fb = 23.2 29% A (in 2)= 49.9 A (in 2)= 1.5 * V / 1.25 4 Fv = 50.0 100% I (in 4) = 375.1 I (in4) = 5*M*LA2 / 48*E*d = 94.5 25% I Provide: 1 - 5.25 x 9.5 SCL I 14 Project #: 181520 Date: 3/1/2019 Beam/Header Calculation Beam No. 11.1 Description: Rear of California Room Span Length: 5 ft. Uniform Distributed Load: DL (psi) LL (psi) Tributary (ft.) DL (pit) LL (p11) Total (plO Roof: 20 20 26 /2+ 0 260 260 520 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 2 + 0 28 0 28 Deck: 14 60 C) /2+ 0 0 0 0 Self Weight: 9.5 9.5 Total = 297.453 260 557.5 Partially Distributed Load: Distance from support 1 = 0.0 DL (psi) LL (psi) Tributary (ft.) DL (pit) LL (p11) Total (pit) Roof: 20 20 0 /2+ 0 0 0 0 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 0 + 0 01 0 0 Deck: 14 60 0 /2+ 0 0 0 0 Total= 0 0 0 Point Loads: DL (pit) LL (p11) Total (p11) Dist. from support 1 (ft) Point Load i: 0 0 0 0 Point Load 2: C) 0 0 C) Load Results: Support 1 (lbs.): 4394 Support 2 (lbs.): 1,394 Max Moment (ft-lbs.): 1742 = 20.90 in-k Allowable Deflection = L / 36o = 0.17 in. Section Properties: Design Values: Pb = 1350 psi Fv= 170 psi E = 1.6 x 1o^6 psi Caic. Def. = o.o6 in. Actual Required % Used S (in 3) = 27.7 S (in 3) =Moment/ 1.25 * Pb = 12.4 I 45% A (in 2)= 30.3 A (in 2)= 1.5 * V / 1.25 * Fv = 9.8 33% I (in 4) = 76.3 I (in4) = 5*M*L2 / 48*E*d = 29.4 39% I Provide: 1 - 6 x 6 DOUG FIR-L #1 I 15 Project #: 181520 Date: 3/1/2019 Beam/Header Calculation Beam No. 12 Description: Front of California Room Span Length: 34.5 ft. Uniform Distributed Load: DL (psi) LL (psi) Tributary (ft.) DL (p11) LL (p11) Total (p11) Roof: 20 20 2 /2+ 2 60 60 120 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 2 + 0 28 0 28 Deck: 14 60 0 /2+ 0 0 0 0 Self Weight: 70.5 70.5 Total =• 158.547 60 218.5 Partially Distributed Load: Distance from support 1 = 0.0 DL (psi) LL (psi) Tributary (ft.) DL (p11) LL (p11) Total (pit) Roof: 20 20 0 /2+ 0 0 0 0 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 0 + 0 0 0 0 Deck: 14 6o 0 /2+ 0 0 0 0 Total= 0 0 0 Point Loads: DL (p11) LL (p11) Point Load 1: 0 0 Point Load 2: 0 0 Load Results: Support 1 abs.): 3,770 Support 2 abs.): 3,770 Max Moment (ft-lbs.): 32516 = 390.19 in-k Allowable Deflection = L / 300 = 1.15 in. Section Properties: Total (p11) Dist. from support 1 (ft) 0 0 0 C) Design Values: Fb= 2400 psi Fv= 240 psi E= 1.8 xio"6 psi Caic. Def. = 0.47 in. Actual Required % Used S (in') = 790.1 S (in 3) =Moment/ 1.25 * Fb = 130.1 16% A (in 2)= 225.8 A (in 2)= 1.5 * V / 1.25 * Fv = 18.8 8% I (in 4) = 8296.3 I (in4) = 5*M*LA2 / 48*E*d = 3365.4 41% I Provide: 1 - 10.75 x 21 GLU-LAM I 16 Project #: 181520 Date: 3/1/2019 Beam/Header Calculation Beam No. 13 Description: Left of California Room Span Length: 7.5 ft. Uniform Distributed Load: DL (psf) LL (psi) Tributary (ft.) DL (p11) LL (p11) Total (p10 Roof: 20 20 40 /2+ 0 400 400 800 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 0 + 0 0 0 0 Deck: 14 60 0 /2+ 0 0 0 0 Self Weight: 19.8 19.8 Total = 419.766 400 819.8 Partially Distributed Load: Distance from support I = 0.0 DL (psi) LL (psi) Tributary (ft.) DL (p11) LL (p11) Total (pif) - Roof: 20 20 0 /2+ 0 0 0 0 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 0 + 0 0 0 0 Deck: 14 60 0 /2+ 0 0 0 0 Total= 0 0 0 Point Loads: DL (p11) LL (plf) Total (p11) Dist. from support 1 (ft) Point Load 1: 0 o o 0 Point Load 2: C) o 0 0 Load Results: Support '(lbs.): 3,074 Support 2 (lbs.): 3,074 Max Moment (ft-lbs.): 5764 = 69.17 in-k Allowable Deflection = L / 360 = 0.25 in. Section Properties: Design Values: Fb = 1350 psi Fv = 170 psi E= 1.6 xloA6 psi Calc. Def. = 0.05 in. Actual Required % Used S (in') = 121.2 S (in') =Moment/ 1.25 * Fb = 41.0 34% A (in 2)= 63.3 A (in 2)= 1.5 * V / 1.25 * Fv = 21.7 34% I (in 4) = 697.1 I (in4) = 5*M*LA2 / 48*E*d = 145.9 21% I Provide: 1 - 6 x 12 DOUG FIR-L #1 17 Project #: 181520 Date: 3/1/2019 Beam/Header Calculation Beam No. 14: Description: Right of California Room Span Length: 7 ft. Uniform Distributed Load: DL (psi) LL (psi) Tributary (ft.) DL (pit) LL (p11) Total (plO Roof: 20 20 42 /2+ 0 415 415 830 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 0 + 0 0 0 0 Deck: 14 60 0 /2+ C) 0 0 0 Self Weight: 19.8 19.8 Total = 434.766 415 849.8 Partially Distributed Load: Distance from support 1 = 0.0 DL (psi) LL (psi) Tributary (ft.) DL (pit) LL (p10 Total (p10 Roof: 20 20 0 /2+ 0 0 0 0 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 0+ 0 0 0 0 Deck: 14 60 0 /2+ 0 0 0 0 Total= 0 0 0 Point Loads: DL (p11) LL (p10 Point Load 1: 0 0 Point Load : 0 0 Load Results: Support 1 (lbs.): 2,974 Support 2 (lbs.): 2,974 Max Moment (ft-lbs.): 5205 = 62.46 in-k Allowable Deflection = L / 36o = 0.23 in. Section Properties: Total (pit) Dist. from support 1 (ft) 0 • 0 0 0 Design Values: Fb = 1350 psi Fv= 170 psi - E= 1.6 xloA6 psi Caic. Def. = 0.04 in. Actual Required % Used S (in3) = 121.2 S (in3) =Moment/ 1.25 * Fb = 37.0 31% A (in 2)= 63.3 A (in2) = 1.5 * V/ 1.25 * Fv = 21.0 33% I (in4) = 697.1 I (in4) = 5*M*L2 / 48*E*d = 123.0 18% I Provide: 1 - 6 x 12 DOUG FIR-L #1 I 18 Project #: 181520 Date: 3/1/2019 Beam/Header Calculation Beam No. 13 Description: Front of Bedroom i Span Length: 6 ft. Uniform Distributed Load: DL (psi) LL (psf) Tributary (ft.) DL (pit) LL (pit) Total (p11) Roof: 20 20 28 /2+ 0 280 280 560 Floor: 14 40 0 /2+ 0 0 0 0 Wail: 14 0 2 + 0 28 0 28 Deck: 14 60 o /2+ 0 0 0 0 Self Weight: 9.5 9.5 Total = 317.453 280 597.5 Partially Distributed Load: Distance from support 1= 0.0 DL (psi) LL (psi) Tributary (ft.) DL (pit) LL (pit) Total (pit) Roof: 20 20 0 /2+ 0 0 0 0 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 0 + 0 0 0 0 Deck: 14 60 0 /2+ 0 0 0 0 Total = 0 0 0 Point Loads: DL (pit) LL (pit) Total (pit) Dist. from support 1 (ft) Point Load 1: 0 0 0 0 Point Load 2: 0 0 0 C) Load Results: Support 1 (lbs.): 19792 Support 2 (lbs.): 1,792 Max Moment (ft-lbs.): 2689 = 32.26 in-k Allowable Deflection = L / 36o = 0.20 in. Section Properties: Design Values: Fb= 1350 psi Fv.= 170 psi E= 1.6 xloAó psi Caic. Def. = 0.14 in. Actual Required % Used S (in3) = 27.7 S (0) =Moment/ 1.25 * Fl, 19.1 69% A (in 2)= 30.3 A (in 2)= 1.5 * V / 1.25 * Fv = 12.7 42% I in) = 76.3 I (in4) = 5*M*LI%2 / 48*E*d = 54.4 71% I Provide: 1 - 6 x 6 DOUG FIR-L #1 I 19 Project #: 181520 Date: 3/1/2019 Beam/Header Calculation Beam No. 14 Description: Front of Patio Span Length: 6 ft. Uniform Distributed Load: DL (psi) LL (psi) Tributary (ft.) DL (p11) LL (p11) Total (pit) Roof: 20 20 6 /2+ 2 100 100 200 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 2 + 0 28 0 28 Deck: 14 60 0 /2+ 0 0 0 0 Self Weight: 9.5 9.5 Total = 137.453 100 237.5 Partially Distributed Load: Distance from support 1 = 0.0 DL (psi) LL (psi) Tributary (ft.) DL (pit) LL (p11) Total (p11) Roof: 20 20 0 /2+ 0 0 0 0 Floor: 14 40 0 /2+, 0 0 0 0 Wall: 14 0 0 + 0 0 0 0 Deck: 14 6o 0 /2+ 0 0 0 0 Total = 0 0 0 Point Loads: DL (p11) LL (pit) Total (p11) Dist. from support 1 (ft) Point Load i: o o 0 0 Point Load 2: 0 0 0 0 Load Results: Support 1 abs.): 712 Support 2 (lbs.): 712 Max Moment (ft-lbs.): 1069 = 12.82 in-k Allowable Deflection = L / 360 = 0.20 in. Section Properties: Design Values: Fb = 1350 psi Fv = 170 psi E= 1.6 xioA6 psi Calc. Def. = 0.06 in. Actual Required % Used S (in 3) = 27.7 S (0) =Moment/ 1.25 * Fb = 7.6 27% A (in 2)= 30.3 A (in 2)= 1.5 * V / 1.25 * Fv = 5.0 17% I (in) = 76.3 I (in4) = 5*M*LA2 / 48*E*d = 21.6 28% ( I Provide: 1 - 6 x 6 DOUG FIR-L#i 20 Project #: 181520 Date: 3/1/2019 Beam/Header Calculation Beam No. 15 Description: Front of Patio Span Length: 12 ft. Uniform Distributed Load: DL (psf) LL (psf) Tributary (ft.) DL (p11) LL (plf) Total (plf) Roof: 20 20 2 /2+ 2 60 60 120 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 2 + 0 28 0 28 Deck: 14 6o 0 /2+ 0 0 0 0 Self Weight: 12.9 12.9 Total = 100.891 6o 160.9 Partially Distributed Load: Distance from support 1 = 0.0 DL (psf) LL (psf) Tributary (ft.) DL (plf) LL (p11) Total (p11) Roof: 20 20 0 /2+ 0 0 0 0 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 0 + 0 0 0 0 Deck: 14 6o 0 /2+ 0 0 0 0 Total= 0 0 0 Point Loads: DL (plf) LL (p11) Total (p11) Dist. from support 1 (ft) Point Load 1: o 0 0 0 Point Load 2: C) 0 0 0 Load Results: Support 1 (lbs.): 965 Support 2 abs.): 965 Max Moment (ft-lbs.): 2896 = 34.75 in-k Allowable Deflection = L / 360 0.40 in. Section Properties: Design Values: F'b = 1350 psi Fv= 170 psi E = 1.6 x 1oA6 psi Calc. Def. = 0.24 in. Actual Required % Used 5 (in 3) = 51.6 5 (in 3) =Moment/ 1.25 * Fb = 20.6 40% A (in 2)= 41.3 A (in 2)= 1.5 * V / 1.25 * Fv = 6.8 17% I (in 4) = 193.4 I (in4) = 5*M*LA2 / 48*E*d = 117.3, 61% I Provide: 1 - 6 x 8 DOUG FIR-L #1 I. 21 Project #: 181520 Date: 3/1/2019 Beam/Header Calculation Beam No. is Description: Above Entry Span Length: 12 ft. - Uniform Distributed Load: DL (psf) LL (psf) Tributary (ft.) DL (p11) LL (p11). Total (pit) Roof: 20 20 11 /2+ 0 110 110 220 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 2 + 0 28 0 28 Deck: 14 6o o /2+ 0 0 0 0 Self Weight: 12.9 12.9 Total = 150.891 110 260.9 Partially Distributed Load: Distance from support 1= 0.0 DL (psf) LL (psf) Tributary (ft.) DL (p11) LL (p11) Total (p11) Roof: 20 20 0 /2+ 0 0 0 0 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 0 + 0 0 0 0 Deck: 14 60 0 /2+ 0 0 0 0 Total= 0 0 0 Point Loads: DL (plt) LL (pit) Total (pit) Dist. from support 1 (ft) Point Load i: 0 0 0 0 - Point Load 2: C) 0 0 0 Load Results: . - Design Values: Support 1 (lbs.): 1,565 Fb = 1350 psi Support 2 (lbs.): 1,565 Fv = 170 psi Max Moment (ft-lbs.): 4696 = 56.35 in-k E = 1.6 x io"6 psi Allowable Deflection = L / 36o = 0.40 in. Calc. Def. = 0.39 in. Section Pronerties: Actual Required % Used S (in') = 51.6 S (in 3) =Moment/ 1.25 * Fb = 33.4 65% A (in 2)= 41.3 A (in 2)= 1.5 * V / 1.25 * Fv = 11.0 27% I On') = 193.4 I (in4) = 5*M*LA2 / 48*E*d = 190.2 98% I Provide: 1 - 6 x 8 DOUG FIR-L #1 I 22 Project #: 181520 Date: 3/1/2019 Seismic Analysis Risk Category= II Site Class = D Importance Factor, 'E = 1.00 Response Modification Factor, R = 6.5 S= 1.0530 (Per Soils Report) S= 0.407 (Per Soils Report) Fa = 1.o8 (Table 1613.3.3(1)) F, = 1.59 (Table 1613.3.3(2)) Sms = 1.14 (Eq 16-37; Fa Ss) SMI = 0.65 (Eq 16-38; Fv x S1) SDS = 0.76 (Eq 16-39; 2/3 x SMS) SD. = 0.43 (Eq 16-40; 2/3 x SM1) SDC5 = D (Table 1613.3.5(1)) SDC1 = D (Table 1613.3.5(2)) ISeismic Design Category DI = Cr = 0.02 (Table 12.8-2) C5 = 0.12 (Eq 12.8-2; S0s / (R/lE)) h = 16 C.Max = 0.42 (Eq 12.8-3 & 12.8-4; S01 / ((R/lE) x T)) T = o.16 (Eq 12.8-7; Cr X (h)') Csmin = 0.01 (Eq 12.8-5 & 12.8-6) TL = 6 (Figure 22-12) rho = 1.30 V = 0.12 x W (Eq 12.8-1; Cs x W) Dead Load at Roof = 20 psf Roof [Walls = 10 psf I 30 psf V/1.4= 0.083263 xW ASD Dead Load at Floor = 14 psf Floor Walls = 20 psf 134 psf 23 Project #: 181520 Date: 3/1/2019 Wind Analysis Basic Wind Speed, V (mph) = 110 Topography Factor, K, = Importance Factor, I = 1.00 Length of Building, L (ft) = Exposure Category = C Width of Building, B (ft) = Mean Roof Height, h (ft) = 16 Roof Slope = Gust Effect Factor, G = 0.85 Wind Load Factor, ca = Horizontal - Roof ci>io° q1 (psf) = 23.70 h/L = 0.23 q = 22.62 1 70 135.5 5 /12 1.3 Cp windward - C leeward C windward + P (windward-) P (windward+) P (leeward) I P Total Roof -0.25 -0.60 0.25 -4.99 1 5.08 1 -12.09 117.17 Horizontal - Wall Height 1, Kd qz Cpcwin jwarp Cp (leeward) P(windward) P (leeward) P Total Wall 0-15 0.85 085 22.38 o.80 -0.50 15.22 -10.07 25.29 20 0.90 0.85 23.70 0.80 -0.50 16.11 -10.07 26.18 25 0.94 0.85 24.75 o.80 -0.50 16.83 -10.07 26.90 30 098 0.85 25.80 0.80 -0.50 17.55 -10.07 27.62 40 104 0.85 27.38 o.80 -0.50 18.62 -10.07 28.69 50 I 1.09 0.85 0.851 28.70 0.80 -0.50 19.52 -10.07 29.59 6o 113 29.75 0.80 -0.50 20.23 -10.07 30.30 (UPLIFT) Vertical -Roof and quo° o -h/2 h/2 - h h - 2h >2h Pinternal -18.13 -18.13 -10.07 -6.04 -3.63 Wind Loads Roof Roof at 2nd Floor= P *fi)*16 - 10 ) = 80.4 plf Wall at 2nd Floor = P * w 10 - 5 ) = 98.6 ON Load Sum at 2nd Floor = 179.0 pif 24 Project #: 181520 Date: 3/1/2019 Shear Wall Analysis Shear Line i Descriution: Left: of Casita Bedrrorn Wall A B C D E F G H I Total Length 8 8 Seismic Load Unit Load (psf) Tributary Load (lbs.) W (ft) I D (ft)/2 3.25 28 74/2 3364 3.25 8 4/2 52 3.25 16 30/2 779 0 0 0 0 0 0 0 Load This Level = Ez~Lateral Load From Above = Total Load = Wind Load Unit Load (pit) Tributary Load (lbs.) D (ft)/2 178.98 78/2 6980 0 0 0 0 0 0 0 0 0 Load This Level = 6980 Lateral Load From Above = 0 Total Load= 6980 Shear WaIL Total Load (lbs.) Total Wall Length (ft) Line Load (,ll) SW Type I Capacity (pif) I - Seismic 4195 8.00 524.4 2 I 600 Gov. Wind 6980 8.00 872.5 2 895 Overturning Moment Arm Resisting Dead Load L= 8.oft. IH= 3.0.0 ft. I IR= 8ft./2 IW= ioft. IF= 0ft./2 OTM (ft.-lbs.) 41955 (E) I 69803 (W) Net Moment (ft.-lbs.) 37731(E) I 65579(W) RM (ft.-lbs.) 0.6xDL= I 4224 Uplift From Above (lbs.) o(E) I 0()N) Wind Uplift (lbs.) -361 F471 Total Uplift (lbs.) 6 (B) I 8558 (W) or Hold Down wl 4X6 Post 25 Project#: 181520 Date: 3/1/2019 Shear Wall Analysis Shear Line Description: Right of Den & Left of Family Wall A B C D E F G H I Total Length 4 15 - 19 Seismic Load Unit Load (psf) Tributaiy Load (lbs.) W (ft) I D (ft)/21 3.25 28 7.4/2 3364 3.25 8 4/2 52 3.25 16 30/2 779 3.25 70 40/2 4546 0 0 0 0 0 0 Wind Load Unit Load (p11) Tributary Load (lbs.) D (ft)/2 178.98 78/2 6980 178.98 40/2 3580 0 0 0 0 0 0 0 0 Load This Level = 1 87421 Load This Level = 10560 Lateral Load From Above = 01 Lateral Load From Above = 0 Total Load = 87421 Total Load = 10560 Plate Height = io Pier Length = 4 Reduction Factor = o.8o Shear Wall _________ Type I I Total Total Load Total Wall Length(ft) Line Load (plf) SW Type I Capacity (p11) I I Seismic I_8742 19.00 460.1 1 2 _480 I_Gov. Wind I_10560 19.00 555.8 3 _685 I Overturning Moment Arm Resisting Dead Load ___________ L=4.0 ft. IH=_10.0 ft. I IR=44ft./2 W=loft. IF= _oft./2 OTM(ft.-lbs.) RM(ft.-lbs.) Wind Uplift (lbs.) 18403(E)I_22231 (W) 0.6 x DL =_I_2760 -980 Net Moment (ft.-lbs.) Uplift From Above (lbs.) Total Uplift (lbs.) 15643(E)I_19471 (W) 0(E) I o (W) 3911 (E)I_5848 (W) Governing Load Strap or Hold Down Capacity (11!-L::::d Foundation I 5848 - HDQ8 7630 26 Project#: 181520 Date: 3/1/2019 Shear Wall Analysis Shear Line 3 Descrintion: Left of Garage & Right of Master Bath Wall A B C D E F G H I Total Length 4 8 12 Seismic Load Unit Load (psf) Tributary Load (lbs.) W (ft) D (ft)/2 3.25 70 40/2 4546 3.25 281 18/2 818 0 0 0 0 0 0 0 0 Load This Level = 5364 Lateral Load From Above = 0 Total Load= 5364 Plate Height = io Pier Length = 4 Wind Load Unit Load (p11) Tributary Load (lbs.) D (ft)/2 178.98 I0/2 3580 178.98 18/2 1611 0 0 0 0 0 0 0 0 Load This Level = 5190 Lateral Load From Above = 0 Total Load = 5190 Reduction Factor = o.8o Shear WalLIyp - Total Load (lbs.) Total Wall Length (ft) Line Load (plO I SW Type I I Capacity (plO Seismic 5364 12.00 447.0 I 2 I 480 . -Gov- Wind 5190 12.00 432.5 I I 530 Overturning Moment Arm Resisting Dead Load L = 4.0 ft. IH = 10.0 ft. I IR = 44 ft./ 1W = iøft. 'IF= OTM (ft.-lbs.) 17882(E) I 17301(W) Net Moment (ft.-lbs.) 15122(E) I 14541(W) RM (ft.-lbs.) 0.6 x DL = I '2760 Uplift From Above (lbs.) O(E) I o(W) Wind Uplift -980 Total Uplift (lbs.) 3780 (E) I 4616 (W) 27 Project #: 181520 Date: 3/1/2019 Shear Wall Analysis Shear Line 4 Description: Right: of Garage Wall A B C D E F G H I Total Length 2 2 4 Seismic Load Unit Load (psi) Tributary Load (lbs.) W (ft) I D (ft)/2 3.25 28 .18/2 818 0 0 0 0 0 0 0 0 0 oau [his Level = Lateral Load From Above = 0 Total Load = 818 Plate Height = 7 Pier Length = 2 Wind Load Unit Load (p11) Tributary Load (lbs.) D (ft)/2 178.98 18/2 1611 0 0 0 0 0 0 0 0 0 Load This Level = thu Lateral Load From Above = 0 Total Load = 1611 Reduction Factor = 0.57 Shear WalLIyp I I Total Load ____(lbs.) Total Wall Length (ft) Line Load (p11) SW Type Capacity (p11) I I Seismic I_8i8 4.00 204.6 3 I_280 I_Gov. Wind I_i6ii 4.00 402.7 4 I_530 I Overturning Moment Arm Resisting Dead Load L=2.Oft.IH=_io.oft. R=44ft./2 W=ioft.IF= _oft./2 OTM (ft.-lbs.) RM (ft.-lbs.) Wind Uplift (lbs.) 4092 (E)I_8054 (W) 0.6 x DL =_I_690 1 -490 Net Moment (ft.-lbs.) Uplift From Above (lbs.) Total Uplift (lbs.) 3402 (E) I 7364 (W) o(E)I_o(W) L 1701 (E)I_4172 (W) Governing Load Strap or Hold Down Capacity (lbs.) Foundation I 4172 HDU5 5645 28 Project #: 181520 Date: 3/1/2019 Shear Wall Analysis Shear Line 5 DescriDtion: Rear of Garage Wall A B C D E F G H I Total Length 12 12 Seismic Load Unit Load (psf) Tributary Load (lbs.) W (ft) D (ft)/2 3.25 74 28/2 3364 3.25 4 8/2 52 3.25 54 28/2 2455 0 0 0 0 0 0 0 Loau iflis Level = 5071 Lateral Load From Above = 0 Total Load = 5871 Wind Load Unit Load (p11) Tributary Load(lbs.) D (ft)/2 178.98 28/2 2506 0 0 0 0 0 0 0 0 0 Loaclihis Level = 250b Lateral Load From Above = 0 Total Load = 2506 Shear Wall Tvne I I Total Load Total Load Total Wall Length (ft) Line Load (plO SW Type I Capacity (plO I_- - Seismic I_5871 .00 489.3 3. Gov. Wind I_2506 H112.00 208.8 6I_350 _490 Overturning Moment Arm Resisting Dead Load L=12.o ft. IH=10.o ft. I_R=8ft./2 JW=io ft. I]F=_oft./2 OTM(ft.-lbs.) RM(ft.-lbs.) Wind Uplift (lbs.) [ _58711 (E)I_25057 (W) 0.6 x DL =_I_9504 -541 Net Moment (ft.-lbs.), Uplift From Above (lbs.) Total Uplift (lbs.) 49207 (E)I_15553 W) o(E)I_0(W) 4101(E I_1837 (W) 29 Project #: 181520 Date: 3/1/2019 Shear Wall Analysis Shear Line 6 Description: Front of Garage & Bedroom L Wall A B C D E F G H I Total Length 8 16 24 Seismic Load Unit Load (psf) Tributary Load (lbs.) W (ft) I D (ft)/2 3.25 74 28/2 3364 3.25 4 8/2 52 3.25 54 28/2 2455 3.25 44 42/2 3000 3.25 30 22/2 1072 3.25 6 8/2 78 0 0 0 0 Load This Level = 10021 Lateral Load From Above = 0 Total Load = _10021 Wind Load Unit Load (p10 Tributary Load (lbs.) D (ft)/2 178.98 28/2 2506 178.98 42/2 3759 0 0 0 0 0 0 0 0 Load This Level = b264 Lateral Load From Above = 0 Total Load= 6264 Shear Wall Tvne Total Load (lbs.) Total Wall Length (ft) Line Load (ph) I __I SW Type I Capacity (plf) - Seismic 10021 24.00 417.5 I_I_490 Gov. Wind 6264 24.00 261.0 _6 _350 Overturning Moment Arm Resisting Dead Load L= 8.0ft. IH= 10.0 ft. I J R= 8ft./2 IW= ioft. IF= 0ft./2 OTM (ft.-lbs.) RM (ft.-lbs.) Wind Uplift (lbs.) 33404 (E)I_20881(W) 0.6 x DL =_I_4224 -361 Net Moment (ft.-lbs.) Uplift From Above (lbs.) Total Uplift (lbs.) 29180 (E) I 16657 (W) o (E) I (W) 3647 (E)I_2443(W) Governing Load Strap or Hold Down Capacity Foundation I 3647 STHDI4/HTT4 3815 30 Project #: 181520 Date: 3/1/2019 Shear Wall Analysis Shear Line 7 Descrintion: Front of Master Bdrm Wall A B C D E F G H I Total Length & 8 Seismic Load Unit Load (psf) Tributaiy Load (lbs.) W (ft) D (ft)/2 3.25 44 42/2 3000 3.25 30 22/2 1072 3.25 6 8/2 78 0 0 0 0 0 0 Load This Level = 4150 Lateral Load From= = 0 Total Load = 4150 Wind Load Unit Load (pit) Tributary Load (lbs.) D (ft)/2 178.98 42/2 3759 0 0 0 0 0 0 0 0 0 Load This Level = 3759 Lateral Load From Above = 0 Total Load = LE 3759 Shear Wall Type Total Load (lbs.) Total Wall Length (ft) Line Load (p10 SW Type I Capacity (plt) - Seismic 4150 8.00 518.8 1 2 I_600 Gov. Wind 3759 8.00 469.8 1 4 I_530 Overturning Moment Arm Resisting Dead Load L=8.o ft. IH=_io.oft. I IR=8ft./2 )W=ioft. IF= _oft./2 OTM(ft.-lbs.) RM(ft.-lbs.) Wind Uplift (lbs.) 41500(E)I_37586 (W) o.6 x DL =_I_4224 P -361 Net Moment (ft.-lbs.) Uplift From Above (lbs.) Total Uplift (lbs.) 37276(E)I_33362(W) 0(E)I_o (W) 4660(E)I_4531(W) Governing Load 1_Strap or Hold Down _Capacity (lbs.) IFoundation I_4660 J HDU5 5645 31 Project #: 181520 Date: 3/1/2019 Foundation Analysis Condition No. 1 Description: Rear of Bedroom 1 A.B.P. = ' 1500 psf Slab Thickness = 4 " Footing Dimensions 1-Story Footing = 12 x 12 Post Width = 3.5 " 2-Story Footing = 15 x 18 Uniform Distributed Load: DL (psi) LL (psi) Tributary (ft.) DL (p11) LL (p11) Total (p11) Roof: 20 20 20 /2+ 2 240 240 480 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 10 + 0 140 0 140 Deck: 14 60 0 /2+ 0 0 0 0 Total= 380 240 620 Continuous Footing Design: Required Footing Width: 620 / ( 1500 - 50 ) = 0.43 ft Allowable Point Load at Continuous Footing: 1-Story = 1500 * ((2* 12 + 4 )+ 3.5) * 12 / 144 = 4438 lbs. 2-Story = 1500 * ((2* 18 + 4 )+ 3.5) * 15 / 144 = 7422 lbs. Pad Footing Design: Pad Allowable Width/ Depth Rebar Requirements Number Pt. Load Length 1 5100 LB 24 x 18 w/ () #4 Bottom Each Way 2 7950 LB 30 x 18 w/ (4) #4 Bottom Each Way 3 11475 LB 36 x i.8 w/ () #4 Bottom Each Way 4 15600 LB 42 X 18 w/ (6) #4 Bottom Each Way 5 20400 LB 48 x 18 w/ () #4 Bottom Each Way 6 25800 LB 54 x 18 w/ () #4 Bottom Each Way 7 31875 LB 6o x 18 w/ (8) #4 Bottom Each Way 8 38175 LB 66 x 19 w/ (9) #4 Bottom Each Way 9 45000 LB 72 x 20 w/ (ii) #4 Bottom Each Way 10 52275 LB 78 x 21 w/ (12) #4 Bottom Each Way 32 N N EL N B II B) NE BR B t*,t.o IZr: 2.0 rs: o.3 5bS: Z4PO WP 676 1.9 bts'-' foacs fp: °_± (&)'p f 6.4(l.o)(Z.o) (IwcoL6:) (—i- : t'3 IøSOS to Lip ,•, '16q0 La 1'm• o. s7oi 'I6W -' use 1,. I.o4.3339 2 V.333-I5 e.2. 5')S 6v: 0.2. 660 (14 1oA .V> k 0.6 —. 04 O'h I 0.1j4 D. Oto.('.?) - I:) + ro•? S. vc 0.74,: 6 t2.5L8 T 3.2'r 1S T'Si0,.itz i4 4. v d9.75•(b.7Ji: di,4.#L.i I" (/T= .s 5. qj R 1)'€,•p*-' V 6t2.' e.I& (Z IO3.51L ill ,. q 2. -B 0 1z. 11014. 51 (,.'o c.s.....a) ENE Description: Beam 12/13 Post pRçes Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 6x12 End Fixities Top Pinned, Bottom Fixed Wood GradinglManuf. Graded Lumber Overall Column Height 10.0 ft Wood Member Type Sawn (Llf for non-slender calcu!arions) Exact Width 5.50 in Allow Stress Modification Factors Wood Species Douglas Fir - Larch Exact Depth 11.50 in CforCv for Bending 1.0 Wood Grade No.1 Area 63.250 in A2 Cf or Cv for Compression 1.0 Fb+ 1,000.0 psi Fv 180.0 psi lx 697.07 inA4 Cf or Cv for Tension 1.0 Fb - 1,000.0 psi Ft 675.0 psi 1y 159.443 inA4 Cm : Wet Use Factor 1.0 Fc - Pill 1,500.0 psi Density 31.20 pcf ct : Temperature Factor 1.0 Fc - Perp 625.0 psi Axial 1,700.0 ksi rui use dIAVI 1.0 'f: Built-up columns 1.0 NOS '15.31 Use Cr: Repetitive? No Brace condition for deflection (buckling) along columns: X.X (width) axis: Fully braced against buckling along X-X Axis Y-Y (depth) axis: Fully braced against buckling along Y-Y Axis E: Modulus of Elasticity... x-x Bending y-y Bending Basic 1,700.0 1,700.0 Minimum 620.0 620.0 LApplied Loads __ Service loads entered Load Factors will be applied for calculations Column self weight included : 137.042 lbs * Dead Load Factor AXIAL LOADS... Axial Load at 10.0 ft, D = 3.770 k Axial Load at 10.0 ft, Yecc = 6.0 in, 0 = 3.074 k EDES!GNS OWN, RY Bending & Shear Check Results PASS Max. Axiäl+Bending Stress Ratio 0.1740:1 Load Combination +D+H Governing NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 Location of max.above base 9.933 ft At maximum location values are Applied Axial 6.981 k Applied Mx -1.522 k-ft Applied My 0.0 k-ft Fc: Allowable 1,350.0 psi PASS Maximum Shear Stress Ratio = 0.02250:1 Load Combination +D+H Location of max.above base 10.0 ft Applied Design Shear 5.468 psi Allowable Shear 162.0 psi Maximum SERVICE Lateral Load Reactions.. Top along V-V 0.2306 k Bottom along v-v 0.2306 It Top along X-X . 0.0 k Bottom along X-X 0.0 It Maximum SERVICE Load Lateral Deflections... AlongY-V -0.008301 in at 6.711 ft above base for load combination: +D+H Along X-X 0.0 in at 0.0 ft above base for load combination: nla. Other Factors used to calculate allowable stresses Bending Compression ]jg Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 1.000 0.1740 PASS 9.933 ft 0.02250 PASS 10.0 ft +D+L4H 1.000 1.000 0.1560 PASS 9.933ft 0.02025 PASS 10.0 ft +D+Lr+H 1.250 1.000 0.1240 PASS 9.933 ft 0.01620 PASS 10.0 ft +D+5+H 1.150 1.000 0.1351 PASS 9.933 ft 0.01761 PASS 10.0 ft +D+0.750Lr+0.750L+H 1.250 1.000 0.1240 PASS 9.933 ft 0.01620 PASS 10.0 ft +D+0.750L+0.750S+H 1.150 1.000 0.1351 PASS 9.933-ft 0.01761 PASS 10.0 ft +D+0.60W+H 1.600 1.000 0.09625 PASS 9.933 ft 0.01266 PASS 10.0 ft +D+0.70E+H 1.600 1.000 0.09625 PASS 9.933 ft 0.01266 PASS 10.0 ft +D+0.750Lr+0.750L+0.450W+H 1.600 1.000 0.09625 PASS 9.933 ft 0.01266 PASS 10.0 ft +D+0.750L+0.750S+0.450W+H 1.600 1.000 0.09625 PASS 9.933 ft 0.01266 PASS 10.0 ft +D+0.750L+0.750S+0.5250E+H 1.600 1.000 0.09625 PASS 9.933 ft 0.01266 PASS 10.0 ft )Iumn Description: Beam 12/13 Post Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.60W+0.60H 1.600 1.000 0.05724 PASS 9.933 ft 0.007594 PASS 10.0 ft +0.60D+0.70E+0.60H 1.600 1.000 0.05724 PASS 9.933 ft 0.007594 PASS 10.oft Note Only non zero reactions are listed X-X Axis Reaction It Y-Y Axis Reaction Axial ReactiOn My - End Moments k-ft Mx - End Moments Load Combination @ Base @ Top © Base @ Top © Base © Base @ Top © Base © Top +D+H -0.231 0.231 6.981 -0.768 +D+L+H -0.231 0.231 6.981 . -0.768 +D+Lr+H -0.231 0.231 6.981 -0.768 +D+S+H -0.231 0.231 6.981 -0.768 +D+0.750Lr+0.7501+H -0.231 0.231 6.981 -0.768 +D+0.750L+0.750S+H -0.231 0.231 6.981 -0.768 +D+0.60W+H -0.231 0.231 6.981 -0.768 +D+0.70E+H -0.231 0.231 6.981 -0.768 +D+0.750Lr+0.7501+0.450W+H -0.231 0.231 6.981 -0.768 +D+0.750L+0.750S+0.450W+H .0.231 0.231 6.981 -0.768 +D+0.750L+0.750S+0.5250E+H -0.231 0.231 6.981 -0.768 +0.60D+0.60W+0.60H -0.138 0.138 4.189 -0.461 +0.60D+0.70E+0.60H -0.138 0.138 4.189 -0.461 O Only -0.231 0.231 6.981 -0.768 LrOnly - LOnly S Only WOnly E Only H Only F.IMP11-046,14- Deflectlons foLoCmblnations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft -0.008 in 6.711 ft +D+L+H 0.0000 in 0.000 ft -0.008 in 6.711 It +D+Lr+H 0.0000 in 0.000 ft -0.008 in 6.711 It +D+S+H 0.0000 in 0.000 It -0.008 in 6.711 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft -0.008 in 6.711 ft +D+0.7501+0.750S+H 0.0000 in 0.000 It -0.008 in 6.711 It +D+0.60W+H 0.0000 in 0.000 ft -0.008 in 6.711 ft +D+0.70E+H 0.0000 in 0.000 ft -0.008 in 6.711 It +D+0.750Lr+0.7501+0.450W+H 0.0000 in 0.000 It -0.008 in 6.711 ft +D+0.7501+0.750S+0.450W+H 0.0000 in 0.000 ft -0.008 in 6.711 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft -0.008 in 6.711 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 It -0.005 in 6.711 It +0.600+0.70E+0.60H 0.0000 in 0.000 It -0.005 in 6.711 ft D Only 0.0000 in 0.000 It -0.008 in 6.711 ft Lr Only 0.0000 in 0.000 It 0.000 in 0.000 It L Only 0.0000 in 0.000 ft . - 0.000 in 0.000 ft S Only 0.0000 in 0.000 It 0.000 in 0.000 ft W Only 0.0000 in 0.000 It 0.000 in 0.000 It E Only 0.0000 in 0.000 ft 0.000 in 0.000 It H Only 0.0000 in 0.000 ft 0.000 in 0.000 It I Description: Beam 12/13 Post 1 Y 3J71O74k Loads are total entered value. Arrows do not reflect absolute direction. Description: Beam 12/13 Fooling ' OodeReferences Calculations perACl 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 iIIñfjn - Material Properties Soil Design Values f'c : Concrete 28 day strength 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy: Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight No Ec: Concrete Elastic Modulus 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.350 (p Values Flexure = 0.90 Shear 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.50 It Min Steel % Bending Reini. = Allow press. increase per foot of depth = ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.0 : Mm. Sliding Safety Factor = 1.0 : I Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears : Yes = ksf - Add Pedestal Wt for Soil Pressure : No when max. length or width s greater than i = ft Use Pedestal wt for stability, mom & shear : No Width parallel to X-X Axis = 3.0 ft Length parallel to Z-Z Axis = 3.0 ft Footing Thickness = 18.0 in Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis : in Height - in Rebar Centerline to Edge of Concrete... at Bottom of footing 3.0 in L i ¼; 4Bm, Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Size - 6.0 = # 4 = 6.0 = #4 Bandwidth Distribution Check (ACI 15.4.4.2) i Direction Requiring Closer Separation n/a . # Bars required within zone n/a # Bars required on each side of zone n/a Apphed Loads D Lr L S W E H P: Column Load = 6.981 k OB: Overburden = ksf M-xx k-ft M-zz -0.7680 k-ft V-x k V-z = k Description: Beam 12/13 Footing Mm. Ratio Item Applied Capacity Governing Load Combination PASS 03740 Soil Bearing 1.161 ksf 1.50 ksf +D+0.750L+0.750S+0.5250E+H about Z PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 17.458 Overturning - Z-Z 0.7680 k-ft 13.408 k-ft +D+H PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.05895 Z Flexure (+X) 1.043 k-ft 17.686 k-ft +1.40D+1.60H PASS 0.07920 Z Flexure (-X) 1.401k-ft 17.686 k-ft +1.40D+1.60H PASS 0.06908 X Flexure (+Z) 1.222 k-ft 17.686 k-ft +1.400+1.60H PASS 0.06908 X Flexure (-Z) 1.222 k-ft 17.686 k-ft +1.40D+1.60H PASS 0.01466 1-way Shear (+X) 1.204 psi 82.158 psi +1.40D+1.60H PASS 0.02206 1-way Shear (-X) 1.812 psi 82.158 psi +1.400+1.60H PASS 0.01836 1-way Shear (+Z) 1.508 psi 82.158 psi +1.40D+1.60H PASS 0.01836 1-way Shear (-Z) 1.508 psi 82.158 psi +1.40D+1.60H PASS 0.05551 2-way Punching 9.122 psi 164.317 psi +1.40D+1.60H Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress © Location Actual / Allow Load Combination... Gross Allowable (in) Bottom, -z Top, +Z Left, -x Right, +X Ratio X-X, +D+H 1.50 n/a 0.0 0.9932 0.9932 n/a n/a 0.662 X-X, +D+L+H 1.50 n/a 0.0 0.9932 0.9932 n/a n/a 0.662 X-X, +D'Lr+H 1.50 n/a 0.0 0.9932 0.9932 n/a n/a 0.662 X-X. +D+S+H 1.50 n/a 0.0 0.9932 0.9932 n/a n/a 0.662 X-X, +D+0.750Lr+0.750L+H 1.50 n/a 0.0 0.9932 0.9932 n/a n/a 0.662 X-X, +D+0.750L+0.750S+H 1.50 n/a 0.0 0.9932 0.9932 n/a n/a 0.662 X-X, +D+0.60W+H 1.50 We 0.0 0.9932 0.9932 n/a n/a 0.662 X-X, +D+0.70+ 1.50 n/a 0.0 0.9932 0.9932 n/a n/a 0.662 X-X, +D+0.750Lr+0.750L+0.450W+H 1.50 n/a 0.0 0.9932 0.9932 n/a n/a 0.662 X-X, +D+0.750L+0.750S+0.450W+H 1.50 n/a 0.0 0.9932 0.9932 n/a n/a 0.662 X-X, +D+0.750L+0.750S+0.5250E+H 1.50 n/a 0.0 0.9932 0.9932 n/a n/a 0.662 X-X. +0.600+0.60W+0.60H 1.50 n/a 0.0 0.5959 0.5959 n/a n/a 0.397 X-X, +0.60D+0.70E+0.60H 1.50 n/a 0.0 0.5959 0.5959 n/a n/a 0.397 Z-Z, +D+H 1.50 4.031 n/a n/a n/a 1.161 0.8253 0.774 Z-Z, +D+L+H 1.50 -1.031 n/a n/a n/a 1.161 0.8253 0.774 Z-Z, +D*Lr+H 1.50 -1.031 n/a n/a n/a 1.161 0.8253 0.774 Z-Z, +D+S+H 1.50 -1.031 n/a n/a n/a 1.161 0.8253 0.774 Z•Z, +D+0.7501r+0.750L+H 1.50 -1.031 n/a n/a n/a 1.161 0.8253 0.774 Z-Z, +D+0.750L+0.7505+H 1.50 -1.031 n/a n/a n/a 1.161 0.8253 0.774 Z-Z, +D+0.60W+11 1.50 -1.031 n/a n/a n/a 1.161 0.8253 0.774 Z-Z, +D+0.70+H 1.50 -1.031 n/a n/a n/a 1.161 0.8253 0.774 Z-Z, +D+0.750Lr+0.750L+0.450W+H 1.50 -1.031 n/a n/a n/a 1.161 0.8253 0.774 Z-Z, +D+0.750L+0.7505+0.450W+H 1.50 -1.031 n/a n/a n/a 1.161 0.8253 0.774 Z-Z, +D+0.750L+0.750S+0.5250E+H 1.50 -1.031 n/a n/a n/a 1.161 0.8253 0.774 Z-Z, +0.600+0.60W+0.60H 1.50 -1.031 n/a n/a n/a 0.6966 0.4952 0.464 Z-Z, +0.60D+0.70E+0.60H 1.50 -1.031 n/a n/a n/a 0.6966 0.4952 0.464 Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X, +D+H None 0.0 k-ft Infinity OK X-X, +D+L+H None 0.0 k-ft Infinity OK X-X, +DLr+H None 0.0 k-ft Infinity OK X-X, +D+S+H None 0.0 k-ft Infinity OK X-X. +D+0.7501i+0.750L+H None 0.0 k-ft Infinity OK X-X, +D+0.750j+0.7505+H None 0.0 k-ft Infinity OK X-X, +D+0.60W+H None 0.0 k-ft Infinity OK X-X, +D+0.70E+H None 0.0 k-ft Infinity OK X-X, +D+0.7501r+0.750L+0.450tJtj+H None 0.0 k-ft Infinity OK X-X, +D+0.750L+0.7505+0.450W+H None 0.0 k-ft Infinity OK ing nis Description: Beam 12/13 Footing =Vert LE Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio - Status X-X, +D+0.750L+0.750S+0.5250E+H None 0.0 k-ft - Infinity OK X-X, +0.60D+0.60W+0.60H None 0.0 k-ft Infinity OK X-X, +0.600+0.70E+0.60H None 0.0 k-ft Infinity OK Z-Z, +D+H 0.7680 k-ft 13.408 k-ft 17.458 OK Z-Z, +D+L+H . 0.7680 k-ft 13.408 k-ft 17.458 OK Z-Z, +D+Lr+H 0.7680 k-ft 13.408 k-ft 17.458 OK Z-Z, +D+S+H 0.7680 k-ft 13.408 k-ft 17.458 OK Z-Z. +D+0.750Lr+0.750L+H 0.7680 k-ft 13.408 k-ft 17.458 OK Z-Z. +D+0.750L+0.7505+H 0.7680 k-ft 13.408 k-ft 17.458 OK Z-Z. +D+0.60W+H 0.7680 k-ft 13.408 k-ft 17.458 OK Z-Z, +D+0.70E+H 0.7680 k-ft 13.408 k-ft 17.458 OK Z-Z, +D+0.750Lr+0.750L+0.450W+H 0.7680 k-ft 13.408 k-ft 17.458 OK Z-Z, +D+0.750L+0.750S+0.450W+H 0.7680 k-ft 13.408 k-ft 17.458 OK Z-Z, +D+0.750L+0.750S+0.5250E+H 0.7680 k-ft 13.408 k-ft 17.458 OK Z-Z. +0.60D+0.60W+0.60H 0.4608 k-ft 8.045 k-ft 17.458 OK Z-Z, +0.60D+0.70E+0.60H 0.4608 k-ft ,8.045 k-ft 17.458 OK All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding nFIeiire Flexure Axis & Load Combination Mu Side Tension As Reqd Gym. As Actual As Phi*Mn Status k-ft Surface inA2 in A2 InA2 k-ft X-X, +1.40D+1.60H 1.222 +Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X, +1.40D+1.60H 1.222 -Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X, +1.200+0.50Lr+1.60L+1.60H 1.047 +Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 1.047 -Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X•X, +1.20D+1.60L+0.505+1.60H 1.047 +Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X. +1.200+1.60L+0.50S+1.60H 1.047 -Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X, +1.20D+1.60Lr+0.50L+1.60H 1.047 +Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X•X, +1.20D+1.60Lr+0.50L+1.60H 1.047 -Z Bottom 0.3888 Min Temp % 0.40 17.686.. OK X-X, +1.20D+1.60Lr+0.50W+1.60H 1.047 +Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X. +1.20D+1.60Lr+0.50W+1.60H 1.047 -Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X. +1.200+0.50L+1.605+1.60H 1.047 +Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X, +1.20D+0.50L+1.60S+1.60H 1.047 -Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X, +1.20D+1.60S+0.50W+1.60H 1.047 +Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X, +1.20D+1.60S+0.50W+1.60H 1.047 Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X. +1.20D+0.50Lr+0.50L+W+1.60H 1.047 +Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X, +1.20D+0.5OLr+0.50L+W+1.60H 1.047 -Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X. +1.20D+0.50L+0.50S+W+1.60H 1.047 +Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X, +1.20D+0.50L+0.50S+W+1.60H 1.047 -Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X, +1.20D+0.50L+0.20S+E+1.60H 1.047 +Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X, +1.20D+0.50L+0.205+E+1.60H 1.047 -Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X, +0.90D+W+0.90H 0.7854 +Z Bottom 0.3888 Min Temp % 0.40 V 17.686 OK X-X, +0.900+W+0.90H 0.7854 -Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X, +09++090H 0.7854 +Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X, +0.90D+E+0.90H 0.7854 -Z Bottom 0.3888 Min Temp % 0.40 17.686 OK Z-Z, +1.40D+1.60H 1.401 -X Bottom 0.3888 Min Temp % 0.40 17.686 OK Z-Z. +1.40D+1.60H 1.043 +X Bottom 0.3888 Min Temp % 0.40 17.686 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 1.201 -X Bottom 0.3888 Min Temp % 0.40 17.686 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 0.8936 +X Bottom 0.3888 Min Temp % 0.40 - 17.686 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 1.201 -X Bottom 0.3888 Min Temp % 0.40 17.686 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 0.8936 +X Bottom 0.3888 Min Temp % 0.40 17.686 OK Z-Z, +1.20D+1.60Lr+0.50L+1.60H 1.201 -X Bottom 0.3888 Min Temø % 0.40 17.686 OK Z-Z, +1.20D+1.60Lr+0.50L+1.60H 0.8936 +X Bottom 0.3888 Min Temp % 0.40 17.686 OK Z-Z. +1.20D+1.60Lr+0.50W+1.60H 1.201 -X Bottom 0.3888 Min Temp % 0.40 17.686 OK Z-Z, +1.20D+1.6OLr+0.50W+1.60H 0.8936 +X Bottom 0.3888 Min Temp % 0.40 17.686 V OK Z-Z, +1.20D+0.50L+1.60S+1.60H 1.201 -X Bottom 0.3888 Min Temp % 0.40 17.686 OK Z-Z, +1.20D+0.50L+1.60S+1.60H 0.8936 +X Bottom 0.3888 Min Temp % 0.40 17.686 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 1.201 -X Bottom 0.3888 Min Temp % 0.40 17.686 OK 3é6aI F6öti. Description: Beam 12/13 Footing Z•Z, +1.200+1.60S+0.50W+1.60H 0.8936 +X Bottom 0.3888 Min Temp % 0.40 17.686 OK neraIFootin ... Description: Beam 12/13 Footing ..T Flexure Axis & Load Combination Mu Side Tension As Reqd Gym. As Actual As PhiMn Status k-ft Surface in A2 ,nA2 in A2 k-ft Z-Z, +1.20D+0.50Lr+0.50L+W+1.60H 1.201 -X Bottom 0.3888 Min Temp % 0.40 17.686 OK Z-Z, +1.200+0.50Lr+0.50L+W+1.60H 0.8936 +X Bottom 0.3888 Min Temp % 0.40 17.686 OK Z-Z, +1.20D+0.50L+0.50S+W+1.60H 1.201 -X Bottom 0.3888 Min Temp % 0.40 17.686 OK Z-Z. +1.20D+0.50L+0.50S+W+1.60H 0.8936 +X Bottom 0.3888 Min Temp % 0.40 17.686 OK Z-Z, +1.20D+0.50L+0.20S+E+1.60H 1.201 -X Bottom 0.3888 Min Temp % 0.40 17.686 OK Z-Z, +1.20D+0.50L+0.20S+E+1.60H 0.8936 +X Bottom 0.3888 Min Temp % 0.40 17.686 OK Z-Z, +0.90D+W+0.90H 0.9005 -X Bottom 0.3888 Min Temp % 0.40 17.686 OK Z-Z, +0.90D+W+0.90H 0.6702 +X Bottom 0.3888 Min Temp % 0.40 17.686 OK Z-Z. +0.90D+E+0.90H 0.9005 -X Bottom 0.3888 Min Temp % 0.40 17.686 OK Bottom 0.3888 Min Temp % 0.40 17.686 OK EOne Way Shear, Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu! Phi*Vn Status +1.40D+1.60H 1.81 psi 1.20 psi 1.51 psi 1.51 psi 1.81 psi 82.16 psi 0.02 0.00 +1.20D+0.50Lr+1.60L+1.60H 1.55 psi 1.03 psi 1.29 psi 1.29 psi 1.55 psi 82.16 psi 0.02 0.00 +1.20D+1.60L+0.50S+1.60H 1.55 psi 1.03 psi 1.29 psi 1.29 psi 1.55 psi 82.16 psi 0.02 0.00 +1.20D+1.60Lr+0.50L+1.60H 1.55 psi 1.03 psi 1.29 psi 1.29 psi 1.55 psi 82.16 psi 0.02 0.00 +1.20D+1.60Lr+0.50W+1.60H 1.55 psi 1.03 psi 1.29 psi 1.29 psi 1.55 psi 82.16 psi 0.02 0.00 +1.20D+0.50L+1.60S+1.60H 1.55 psi 1.03 psi 1.29 psi 1.29 psi 1.55 psi 82.16 psi 0.02 0.00 +1.20D+1.60S+0.50W+1.60H 1.55 psi 1.03 psi 1.29 psi 1.29 psi 1.55 psi 82.16 psi 0.02 0.00 +1.20D+0.50Lr+0.50L+W+1.60H 1.55 psi 1.03 psi 1.29 psi 1.29 psi 1.55 psi 82.16 psi 0.02 0.00 +1.20D+0.50L+0.50S+W+1.60H 1.55 psi 1.03 psi 1.29 psi 1.29 psi 1.55 psi 82.16 psi 0.02 0.00 +1.20D+0.50L+0.20S+E+1.60H 1.55 psi 1.03 psi 1.29 psi 1.29 psi 1.55 psi 82.16 psi 0.02 0.00 +0.900+W+0.90H 1.17 psi 0.77 psi 0.97 psi 0.97 psi 1.17 psi 82.16 psi 0.01 0.00 +0.90D+E+0.90H 1.17 psi 0.77 psi 0.97 psi 0.97 psi 1.17 psi 82.16 psi 0.01 0.00 ynPunchIng_Shear ..- All units k Load Combination... Vu Phi*Vn Vu! Phi*Vn Status +1.400+1.60H 9.12 psi - 164.32 psi 0.05551 OK +1.20D+0.5OLr+1.60L+1.60H 7.82 psi 164.32 psi 0.04758 OK +1.200+1.60L+0.505+1.60H 7.82 psi 164.32 psi 0.04758 OK +1.200+1.60Lr+0.50L+1.60H 7.82 psi 164.32o5i 0.04758 OK +1.200+1.60Lr+0.50W+1.60H 7.82 psi 164.32o51 0.04758 OK +1.200+0.50L+1.60S+1.60H 7.82 psi 164.32 psi 0.04758 OK +1.200+1.60S+0.50W+1.60H 7.82 psi 164.32 psi 0.04758 OK +1.200+0.50Lr+0.50L+W+1.60H 7.82 psi 164.32 psi 0.04758 OK +1.200+0.50L+0.50S+W+1.60H 7.82 psi 164.32 psi 0.04758 OK +1.200+0.50L+0.20S+E+1.60H 7.82 psi 164.32osi 0.04758 OK +0.90D+W+0.90H 5.86 psi 164.32psi 0.03569 OK +0.90D+E+0.90H 5.86 psi 164.32ps1 0.03569 OK General 'F Footing ENERCALC, INC. 1983-2017, Build:6.17.3.29, Vur:6.17.531 IIUTi.WEiIfIMIHII. Description: Fireplace Foundation Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information - Material Properties Soil Design Values ft : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing 1.50 ksf fy: Rebar Yield = 40.0 ksi Increase Bearirg By Footing Weight = No Ec: Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Deisity = 145.0 pcf Soil/Concrete Friction Coeff. = 0.350 cp Values Flexure = 0.90 Shear 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface 1.50 it Min Steel % Bending Reinf. = Allow press. increase per foot of depth = ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = it Mitt Overturning Safety Factor 1.0 : Mitt Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears : Yes . . = ksf Add Pedestal Wt for Soil Pressure : No when max. length or wioth is greater than = ft Use Pedestal wt for stability, mom & shear : No Dimensions Width parallel to X-X Axis 5.0 ft Length parallel to Z-Z Axis 5.0 ft Footing Thickness 18.0 in .....--.._. ........ ... px: parallel to X-X Axis = Pedestal dimensions... in pz : parallel to Z-Z Axis = in . Height - Rebar Centerline to Edge of Concrete... in -. t I at Bottom of footing = 3.0 in -• - ...... Reinforcing 5O" Bars parallel to X-X Axis - Number of Bars - 10.0 R&nforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars 10.0 Renforcing Bar Size = # 4 F : Bandwidth Distribution Check (ACI 15.4.4.2) I' ' Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D Lr L S W E H P: Column Load = 1.276 k OB : Overburden = ksf M-xx k-ft M-zz 2.178 k-ft V-x = 0.6225 k V-z = k Description: Fireplace Foundation [oEsiUy - I11IS] Mm. Ratio Item Applied Capacity Governing Load Combination PASS 0.2769 Soil Bearing 0.4154 ksf 1.50 ksf +D+0.750L+0.7505-0.5250E+H about Z- PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 5.394 Overturning - Z.Z 3.112 k-ft 16.784 k-ft +D+H PASS 6.034 Sliding - X-X 0.6225 k 3.756 k +D+H PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.03725 Z Flexure (+X) 0.6588 k-ft 17.686 k-ft +1.40D+1.60H PASS 0.0120 Z Flexure (-X) 0.2122 k-ft 17.686 k-ft +1.40D+1.60H PASS 0.01263 X Flexure (+Z) 0.2233 k-ft 17.686 k-ft +1.40D+1.60H PASS 0.01263 X Flexure (-Z) 0.2233 k-ft 17.686 k-ft +1.40D+1.60H PASS 0.01930 1-way Shear (+X) 1.585 psi 82.158 psi +1.40D+1.60H PASS 0.007216 1-way Shear (-X) 0.5929 psi 82.158 psi +1.40D+1.60H PASS 0.006040 1-way Shear (+Z) 0.4962 psi 82.158 psi +1.40D+1.60H PASS 0.006040 1-way Shear (-Z) 0.4962 psi 82.158 psi +1.40D+1.60H PASS 0.01122 2-way Punching 1.844 psi 164.317 psi +1.40D+1.60H RA Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual! Allow Load Combination... Gross Allowable (in) Bottom, -z lop, +Z Left, -x Right, +X Ratio X-X, +D+H 1.50 We 0.0 0.2685 0.2685 n/a n/a 0.179 X-X, +D+L+H 1.50 n/a 0.0 0.2685 0.2685 n/a n/a 0.179 X-X, +D+Lr+H . 1.50 n/a 0.0 0.2685 0.2685 n/a We 0.179 X-X, +D+S+H 1.50 n/a 0.0 0.2685 0.2685 n/a n/a 0.179 X-X, +D+0.750Lr+0.750L+H 1.50 n/a 0.0 0.2685 0.2685 n/a n/a 0.179 X-X, +D+0.750L+0.750S+H 1.50 n/a 0.0 0.2685 0.2685 n/a n/a 0.179 X-X, +D+0.60W+H 1.50 n/a 0.0 0.2685 0.2685 n/a n/a 0.179 X-X, +D+0.70E+H 1.50 n/a 0.0 0.2685 0.2685 n/a n/a 0.179 X-X, +D-70+H 1.50 n/a 0.0 0.2685 0.2685 n/a n/a 0.179 X-X. +D+0.750Lr+0.750L+0.450W+H 1.50 n/a 0.0 0.2685 0.2685 n/a n/a 0.179 X-X, +D+0.750L+0.750S+0.450W+H 1.50 n/a 0.0 0.2685 0.2685 n/a n/a 0.179 X-X, +D+0.750L+0.7505+0.5250E+H 1.50 n/a 0.0 0.2685 0.2685 We n/a 0.179 X-X, +D+0.750L+0.7505-0,5250E+H 1.50 n/a 0.0 0.2685 0.2685 n/a n/a 0.179 X-X, +0.600+0.60W+0.60H 1.50 n/a 0.0 0.1611 0.1611, We n/a 0.107 X-X. +0.600+0.70E+0.60H 1.50 n/a 0.0 0.1611 0.1611 n/a n/a 0.107 X-X,+0.60D-0.70E+0.60H 1.50 n/a 0.0 0.1611 0.1611 We n/a 0.107 Z-Z, +D+H 1.50 5.562 n/a We We 0.1217 0.4154 0.277 Z-Z, +D+L+H 1.50 5.562 n/a n/a n/a 0.1217 0.4154 0.277 Z-Z, +D+Lr+H 1.50 5.562 n/a n/a We 0.1217 0.4154 0.277 Z-Z, +D+S+H 1.50 5.562 n/a n/a We 0.1217 0.4154 0.277 Z-Z, +D+0.750Lr+0.750L+H 1.50 5.562 n/a We n/a 0.1217 0.4154 0.277 Z•Z, +D+0.750L+0.750S+H 1.50 5.562 We n/a n/a 0.1217 0.4154 0.277 Z-Z, +D+0.60W+H 1.50 5.562 n/a .• n/a n/a 0.1217 0.4154 0.277 Z-Z, ++070E+H 1.50 5.562 We n/a n/a 0.1217 0.4154 0.277 Z-Z, +D-0.70E+H 1.50 5.562 n/a n/a n/a 0.1217 0.4154 0.277 Z-Z, +D+0.750Lr+0.750L+0.450W+H 1.50 5.562 n/a n/a n/a 0.1217 0.4154 0.277 Z-Z, +D+0.750L+0.7505+0.450W+H 1.50 5.562 n/a n/a n/a 0.1217 0.4154 0.277 Z-Z. +D+0.750L+0.750S+0.5250E+H 1.50 5.562 n/a n/a n/a 0.1217 0.4154 0.277 Z-Z, +D+0.750L+0.750S-0.5250E+H 1.50 5.562 n/a We n/a 0.1217 0.4154 0.277 Z-Z, +0.60D+0.60W+0.60H 1.50 5.562 n/a . n/a n/a 0.0730 0.2492 0.166 Z-Z, +0.600+0.70E+0.60H 1.50 5.562 n/a We n/a 0.0730 0.2492 0.166 Z-Z, +0.60D-0.70E+0.60H 1.50 5.562 n/a n/a We 0.0730 0.2492 0.166 ..S....,.a.S.....,.a.. Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X, +D+H None 0.0 k-ft Infinity OK X-X, +D+L+H None 0.0 k-ft Infinity OK X-X, +D+Lr+H None 0.0 k-ft Infinity OK X-X, +D+S+H None 0.0 k.ft Infinity OK r Description: Fireplace Foundation -....-----. OvedurningStabihty... Rotation Axis. & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X, +D+0.7501j+0.750L+H None 0.0 k-ft Infinity OK X-X, +D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X, +D+0.60W+H None 0.0 k-ft Infinity OK X-X, +D+0.70E+H None 0:0 k-ft Infinity OK X-X, +D+0.750Lr+0750L+0.450W+H None 00 k-ft Infinity OK X-X, +D+0.750L+0.750S+0.450W+H None 00 k-ft Infinity OK X-X, +D+0.750L+0.750S+0.5250E+H None 00 k-ft Infinity OK X-X, +0.60D+0.60W+0.60H None 00 k-ft. Infinity OK X-X, +0.60D+0.70E+0.60H None 0.0 k-ft Infinity OK Z-Z, +D+H 3.112 k-ft 16:784 k-ft 5.394 OK Z-Z, +D+L+H 3.112 k-ft 16:784 k-ft 5.394 OK Z-Z, +D+Lr+H 3.112 k-ft 16.784 k-ft 5.394 OK Z-Z. +D+S+Hl 3.112 k-ft 16.784 k-ft 5.394 OK Z-Z, +D+0.750Lr+0750L+H 3.112 k-ft 16.784 k-ft 5.394 OK Z-Z. +D+0.750L+0.750S+H . 3.112 k-ft 16.784 k-ft 5.394 OK Z-Z. +D+0.60W+H 3.112 k-ft 16.784 k-ft 5.394 OK Z-Z. +D+0.70E+H 3.112 k-ft 16.784 k-ft 5.394 OK Z-Z, +D+0.750Lr+0.750L+0.450W+H 3.112 k-ft 16.784 k-ft 5.394 OK Z-Z, +D+0.750L+0.750S+0.450W+H 3.112 k-ft 16.784 k-ft 5.394 OK Z-Z, +D+0.750L+0.750S+0.5250E+H 3.112 k-ft 16.784 k-ft 5.394 OK Z-Z, +0.60D+0.60W+0.60H 1.867 k-ft 10.070 k-ft 5.394 OK Z-Z, +0.60D+0.70E+0.60H 1.867 k-ft 10.070 k-ft 5.394 OK All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status X-X, +D+H 0.6225 k 3.756 k 6.034 OK X-X, +D+L+H 0.6225 k 3.756 k 6.034 OK X-X, +D+Lr+H 0.6225 k 3.756k 6.034 OK X-X, +D+S+H 0.6225 k 3.756k 6.034 OK X-X, +D+0.750Lr+0.750L+H 0.6225 k 3.756k 6.034 OK X-X. +D+0.750L+0.750S+H 0.6225 k 3.756 k 6.034 OK X-X. +D+0.60W+H 0.6225 k 3.756 k 6.034 OK X-X, +D+0.70E+H 0.6225 k 3756 k 6.034 OK X-X, +D+0.750Lr+0.750L+0.450W+H 0.6225 k 3.756k 6.034 OK X-X, +D+0.7501L+0.750S+0.450W+H . 0.6225 k 3.756 k 6.034 OK X-X, +D+0.7501L+0.7505+0.5250E+H 0.6225 k 3.756 k 6.034 OK X-X. +0.60D+0.60W+0.60H 0.3735 k 2.816k 7.540 OK X-X, +0.60D+0.70E+0.60H 0.3735 k 2.816k 7.540 OK Z-Z. +D+H 0.0 k 3.756 k No Sliding OK Z-Z, +D+L+H 0.0 k 3.756 k No Sliding OK Z-Z, +D+Lr+H 0.0 k 3.756k No Sliding OK Z-Z. +D+S+I-I 0.0 It 3.756k No Sliding OK Z-Z, +D+0.750Lr+0.750L+H 0.0 k 3.756k No Sliding OK Z-Z. +D+0.750L+0.750S+H 0.0 k 3.756k No Sliding OK Z-Z, +D+0.750L+0.750S+0.450W+H 0.0 k 3756k No Sliding OK Z-Z, +D+0.750L+0.7505+0.5250E+H 0.0 It 3756k No Sliding OK Z-Z, +0.60D+0.60W+0.60H 0.0 k 2:816 k No Sliding OK Z-Z, +0.60D+0.70E+0.60H 0.0 k 2:816 k No Sliding OK Z-Z, +D+0.60W+H 0.0 k 3156 k No Sliding OK Z-Z, +D+0.70E+H 0.0 It 3:756k No Sliding OK Z-Z,+O.75OLr+O.750L+0.450W+H 0.0 k 3:756k No Sliding OK Footing Flexure .......... .. ......... ......4........ Flexure Axis & Load Combination Mu Side Tension As Reqd Gym. As Actual As PhiMn Status k-ft Surface in ,12 in A2 in 2 k-ft X-X, +1.40D+160H 0.2233 +Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X, +1.40D+160H 0.2233 -Z Bottom 0.3888 Min, Temp % 0.40 17.686 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 0.1914 +Z Bottom 0.3888 Min Temp % 0.40 117.686 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 0.1914 -Z Bottom 0.3888 Min Temp % 0.40 117.686 OK X-X, +1.20D+1:60L+0.50S+1.60H 0.1914 +Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X, +1.20D+1.60L+0.50S+1.60H 0.1914 -Z Bottom 0.3888 Min Temp % 0.40 17.686 OK Description: Fireplace Foundation Flexure Axis & Load Combination Mu Side Tension As Reqd Gym. As Actual As PhiMn Status k-ft Surface inA2 inA2 in A2 k-ft X-X, +1.200+1.60Lr#0.50L+1.60H 0.1914 +Z Bottom 0.3888 Min Temp % 0.40 17.686 OK U. +1.20D+1.60Lr+0.50L+1.60H 0.1914 -Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X. +1.20D+1.60Lr+0.50W+1.60H 0.1914 +Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X, +1.20D+1.60Lr+0.50W+1.60H 0.1914 -Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X, +1.20D+0.50L+1.60S+1.60H 0.1914 +Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X. +1.20D+0.50L+1.60S+1.60H 0.1914 -Z Bottom 0.3888 Min Temp %. 0.40 17.686 OK X-X. +1.200+1.60S+0.50W+1.60H 0.1914 +Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X, +1.20D+1.60S+0.50W+1.60H 0.1914 -Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X, +1.20D+0.50Lr+0.50L+W+1.60H 0.1914 +Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X, +1.200+0.50Lr+0.50L+W+1.60H 0.1914 -Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X. +1.20D+0.50L+0.50S+W+1.60H 0.1914 +Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X, +1.20D+0.50L+0.50S+W+1.60H 0.1914 -Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X, +1.200+0.50L+0.20S+E+1.60H 0.1914 +Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X. +1.20D+0.50L+0.20S+E+1.60H 0.1914 -Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X. +0.90D+W+0.90H 0.1436 +Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X. +0.90D+W+0.90H 0.1436 -Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X, +0.90D+E+0.90H 0.1436 +Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X, +09++0.9 0.1436 -Z Bottom 0.3888 Min Temp % 0.40 17.686 OK Z-Z, +1.40D+1.60H 0.2122 -X Top 0.3888 Min Temp % 0.40 17.686 OK Z-Z. +1.40D+1.60H 0.6588 +X Bottom 0.3888 Min Temp% 0.40 17.686 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 0.1819 -X Top 0.3888 Min Temp % 0.40 17.686 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 0.5647 +X Bottom 0.3888 Min Temp % 0.40 17.686 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 0.1819 -X Top 0.3888 Min Temp % 0.40 17.686 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 0.5647 +X Bottom 0.3888 Min Temp % 0.40 . 17.686 OK Z-Z, +1.20D+1.60Lr+0.50L+1.60H 0.1819 -X Top 0.3888 Min Temp % 0.40 17.686 OK Z-Z, +1.20D+1.60Lr+0.50L+1.60H 0.5647 +X Bottom 0.3888 Min Temp % 0.40 17.686 OK Z-Z. +1.20D+1.60Lr+0.50W+1.60H 0.1819 -X Top 0.3888 Min Temp % 0.40 17.686 OK Z-Z. +1.20D+1.60Lr+0.50W+1.60H 0.5647 +X Bottom 0.3888 Min Temp % 0.40 17.686 OK Z-Z, +1.20D+0.50L+1.60S+1.60H 0.1819 -X Top 0.3888 Min Temp % 0.40 17.686 OK Z-Z. +1.20D+0.50L+1.60S+1.60H 0.5647 +X Bottom 0.3888 Min Temp % 0.40 17.686 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 0.1819 -X Top 0.3888 Min Temp % 0.40 17.686 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 0.5647 +X Bottom 0.3888 Min Temp % 0.40 17.686 OK Z-Z, +1.20D+0.50Lr+0.50L+W+1.60H 0.1819 -X Top 0.3888 Min Temp % 0.40 17.686 OK Z-Z. +1.20D+0.50Lr+0.50L+W+1.60H 0.5647 +X Bottom 0.3888 Min Temp % 0.40 17.686 OK Z-Z. +1.20D+0.50L+0.50S+W+1.60H 0.1819 -X Top 0.3888 Min Temp % 0.40 17.686 OK Z-Z, +1.20D+0.50L+0.50S+W+1.60H 0.5647 +X Bottom 0.3888 Min Temp % 0.40 17.686 OK Z-Z. +1.20D+0.50L+0.20S+E+1.60H 0.1819 -X Top 0.3888 Min Temp % 0.40 17.686 OK Z-Z, +1.20D+0.50L+0.20S+E+1.60H 0.5647 +X Bottom 0.3888 Min Temp % 0.40 17.686 OK Z-Z, +0.90D+W+0.90H 0.1364 -X Top 0.3888 Min Temp % 0.40 17.686 OK Z-Z. +0.90D+W+0.90H 0.4235 +X Bottom 0.3888 Min Temp % 0.40 17.686 OK Z-Z, +0.90D+E+0.90H 0.1364 -X Top 03888 Min Temp % 0.40 17.686 OK Z-Z,+0.90D+E+O.90H 0.4235 +X Bottom 0.3888 Min Temp % 0.40 17.686 OK [One Way Shear * Load Combination... Vu @ -x Vu @ +X Vu @ -z Vu @ +Z Vu:Max Phi Vn Vu! Phi*Vn Status +1.40D+1.60H 0.59 psi 1.59 psi 0.50 psi 0.50 psi 1.59 psi 82.16 psi 0.02 0.00 +1.20D+0.50Lr+1.60L+1.60H 0.51 psi 1.36 psi 0.43 psi 0.43 psi 1.36 psi 82.16 psi 0.02 0.00 +1.20D+1.60L+0.50S+1.60H 0.51 psi 1.36 psi 0.43 psi 0.43 psi 1.36 psi 82.16 psi 0.02 0.00 +1.20D+1.6OLr+0.50L+1.60H 0.51 psi 1.36 psi 0.43 psi 0.43 psi 1.36 psi 82.16 psi 0.02 0.00 +1.200+1.6OLr+0.50W+1.60H 0.51 psi 1.36 psi 0.43 psi 0.43 psi 1.36 psi 82.16 psi 0.02 0.00 +1.20D+0.50L+1.60S+1.60H 0.51 psi 1.36 psi 0.43 psi 0.43 psi 1.36 psi 82.16 psi 0.02 0.00 +1.20D+1.60S+0.50W+1.60H 0.51 psi 1.36 psi 0.43 psi 0.43 psi 1.36 psi 82.16 psi 0.02 0.00 +1.20D+0.5OLr+0.50L+W+1.60H 0.51 psi 1.36 psi 0.43 psi 0.43 psi 1.36 psi 82.16 psi 0.02 0.00 +1.200+0.50L+0.50S+W+1.60H 0.51 psi 1.36 psi 0.43 psi 0.43 psi 1.36 psi 82.16 psi 0.02 0.00 +1.20D+0.50L+0.20S+E+1.60H 0.51 psi 1.36 psi 0.43 psi 0.43 psi 1.36 psi 82.16 psi 0.02 0.00 +0.900+W+0.90H 0.38 psi 1.02 psi 0.32 psi 0.32 psi 1.02 psi 82.16 psi 0.01 0.00 +0.90D+E+0.90H 0.38 psi 1.02 psi 0.32 psi 0.32 psi 1.02 psi 82.16 psi 0.01 0.00 ________ [Two-Way PunchingShii All units k Load Combination... Vu Phi*Vn Vu! Phi*Vn Status +1.40D+1.60H 1.84 psi 164.32psi 0.01122 OK +1.20D+0.50Lr+1.60L+1.60H 1.58 psi 164.32 psi 0.009618 OK Description: Fireplace Foundation rTwo.w"PLflhingShe .......T.JTH. All units k Load Combination... Vu Phi*Vn Vu! Phi*Vn Status +1.20D+1.60L+0.505+1.60H 1.58 psi 164.32psi 0.009618 OK +1.20D+1.60Lr+0.50L+1.60H 1.58 OSi 164.32psi :0009618 OK +1.20D+1.60Lr+0.50W+1.60H 1.58 DSi 164.32psi 0.009618 OK +1.200+0.50L+1.605+1.60H 1.58 psi 164.32psi 0.009618 OK +1.200+1.60S+0.50W+1.60H 1.58 psi 164.32psi 0.009618 OK +1.20D+0.5OLr+0.50L+W+1.60H 1.58 psi 164.32psi 0.009618 OK +1.20D+0.50L+0.50S+W+1.60H 1.58 osi 164.32os1 0.009618 OK +1.20D+0.50L+0.2+E+1.60H 1.58 osi 164.32os1 0.009618 . OK +0.90D4W+0.90H 1.19 psi 164.32psi 0.007213 OK +0.90D+E+0.90H . 1.19 psi 164.32ps1 0.007213 OK RECEIVED MAR 132019 Building Department Submittal CITY OF CARLSBAD SI BUILDING DI' Kenny' Residence Vistosa Place Carlsbad, California (c:) Sign Date: March 01, 2019 E SS, No. C76318.#..Ili~ 6/20 IVI OF C Job#: 181520 43180 Business Park Dr., Suite 200, Temecula, CA 92590 - - - Phone 951.695.7101 Fax 951.848.0917 Iv V. ro k 6- Plan it Project #: 181520 Project Name: Kenny Residence Designer: Eddy Aguilar Code: 2016 CBC Soils Report By: TBD Soils Report #: TBD Soils Report Date: TBD Jurisdiction: TBD Project #: 181520 Date: 3/1/2019 I General Notes for Structural Calculations: I I Design Loads: I Roof: Tile Slope: 5 12 Floor: Without Concrete Topping Roofing Material: Concrete Tile 10.0 Sheathing: 15/32" sheathing 1.5 Roof Framing: Trusses at 24" 0/c 3.0 Drywall: 5/8" drywall 2.5 Miscellaneous: Additional 3.0 Total Dead Load =1 20.01 Finish Floor: Carpet/Tile 5.0 Sheathing: 23/32" sheathing 2.0 Floor Joist: I-joists at 19.2" o/c 3.0 Drywall: 5/8" drywall 2.5 Miscellaneous: Additional 1.5 Total Dead Load =1 14.01 Floor Roof Deck Live Loads (psf): 1 40 20 6o I Lateral Shear: 2016 California Building Code I Shear Wall Schedule Per AF & PA SDPWS Table 4.3A .W. Type 6 4 3 2 1 Seismic Capacity (plf) 260 350 490 600 870 Wind Capacity (p11) 350 530 685 895 1215 5/8" Diameter Bolts Anchor 14" Long at 14" Long at 14" Long at 14" Long at 14" Long at Sheathing thickness 3/8" 3/8" 3/8" 3/8" 15/32" Struct. I Edge Nailing 8d at 6" o/c 8d at 4" a/c 8d at 3" o/c 8d at 2" 0/c iod at 2" 0/c Field Nailing 8d at 12" o/c 8d at 12" 0/c 8d at 12" a/c 8d at 12" o/c iod at 12" o/c Sill Plate 2X 2x 2X 2X 3x Notes: These values are for Douglas Fir-Larch with a stud spacing of 16" o.c. Wood structural panel shall meet the requirements of DOC PSI or PS2. All Panel edges to be backed with 2x or wider framing member. Where panels are applied to both faces of wall and nail spacing is less than 6" o.c., panel joints shall be offset to fall on different framing members or framing shall be 3x or wider and nails staggered on each side. For shear wall Type i, provide a single 3x minimum member for foundation sill plates. For shear wall Types 3,2, and 1, provide minimum 3x posts or blocking at adjoining panel edges. Stagger nails at 2" o.c. Edge Nailing. Provide 3" x 3' x .229" steel plate washers at each Shear Wall anchor bolt. Nails for Sole Plate Nailing (S.P.N.) to be Ad sinker nails (3-1/4" x .148" dia.) or longer. 2 Project #: 181520 Date: 3/1/2019 I Horizontal: Roof and Floor Sheathing I Sheathing thickness Sheathing - Edge/Boundary Nailing Field Nailing Roof at 24" 0/c Floor at 16" 0/c Floor at 19.2" 0/c Floor at 24" 0/c 15/32" 23/32" 23/32" 23/32" P112 O T&G Sheathing, P11 32/16 T&G Sheathing, P1140/20 T&G Sheathing, P1148/24 8d at 6" o/c iod at 6" o/c iod at 6" o/c iod at 6" o/c 8d at 12" o/c iod at 10" a/c iod at 10" o/c iod at 10" 0/c Notes: All roof and floor sheathing to be Exposure I or Exterior. Refer to CBC Tables 2304.7(1), 2304.7(2), 2304.7(3), 2304.7(4) and 2304.7(5). Note, 7/16' sheathing is not structurally acceptable for roof sheathing. For floor sheathing, wood structural panel shall be underlayennent grade. All Floor sheathing shall be glued to framing. For floor sheathing, panel edges shall have approved T&G joints or shall be supported with blocking. Not required when light weight concrete is placed over subfloor. I Structural Composite Lumber (SCL) I Structural Composite Lumber, "SCL," include engineered lumber by Trus Joist, Louisiana Pacific, Boise Cascade, or Roseburg Forest Products. All lumber noted as "SCL" must have the design values noted below. Beam Width < = 3.5" Fl, Fv E BCI Versa-Lam 2800-LVL 2800 285 2.0 BCI Versa-Lam 3100-LVL ' 3100 285 2.0 BCI Versa-Lam 2650-LVL 2650 285 1.7 BCI Versa-Lam 2600-LVL 2600 285 1.9 1.9E 12 Gang-Lam - LVL 2650 285 1.9 2.OE LP Gang-Lam - LVL 2950 290 2.0 TJI Parallam - PSL 2900 290 1 2.0 TJI Timberstrand - LSL 2325 310 1.6 1.8E Roseburg-RigidLam-LVL 2600 285 1.8 2.oE Roseburg-RigidLam-LVL 2900 285 2.0 Beam Width>3.5" Pb Fv E BCI Versa-Lam 3100-LVL 3100 285 2.0 2.OE LP Gang-Lam - LVL 2950 290 2.0 TJI Parallam - PSL 2900 290 2.0 2.OE Roseburg-RigidLam-LVL 2900 285 2.0 Project #: 181520 Date: 3/1/2019 Beam/Header Calculation Beam No. i Description: Rear of Bedroom 1 Span Length: 6 ft. Uniform Distributed Load: DL (psf) LL (psf) Tributary (ft.) DL (plO LL (plO Total (p10 Roof: 20 20 20 /2+ 2 240 240 480 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 2 + 0 28 0 28 Deck: 14 6o 0 /2+ 0 0 0 0 Self Weight: 9.5 9.5 Total = 277.453 240 517.5 Partially Distributed Load: Distance from support 1 = 0.0 DL (psf) LL (psf) Tributary (ft.) DL (p11) LL (p11) Total (plO Roof: 20 20 0 /2+ 0 0 0 0 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 0 + 0 0 0 0 Deck: 14 6o 0 /2+ 0 0 0 0 Total= 0 0 0 Point Loads: DL (p10 LL (p10 Total (plO Dist. from support 1 (ft) Point Load i: 0 0 0 0 Point Load 2: 0 0 0 0 Load Results: Design Values: Support 1 (lbs.): 1,552 Fb = 1350 psi Support 2 (lbs.): 1,552 Fv = 170 psi Max Moment (ft-lbs.): 2329 = 27.94 in-k E = 1.6 x io'6 psi Allowable Deflection = L / 36o = 0.20 in. Cale. Def. = 0.12 in. Section Properties: Actual Required % Used S On') = 27.7 S (in3) =Moment/ 1.25 * Pb = 16.6 60% A (in 2)= 30.3 A (in 2)= 1.5 * V / 1.25 * Fv = 11.0 36% I (in) = 76.3 I (in4) = 5*M*LA2 / 48*E*d = 47.2 62% I Provide: 1 6 x 6 DOUG FIR-L #1 4 Project #: 181520 Date: 3/1/2019 Beam/Header Calculation Beam No. 2 Description: Right of Garage Span Length: io ft. Uniform Distributed Load: DL (psf) LL (psf) Tributary (ft.) DL (p10 LL (p11) Total (p10 Roof: 20 20 2 /2+ 2 6o 60 120 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 2 + 0 28 0 28 Deck: 14 6o 0 /2+ 0 0 0 0 Self Weight: 16.3 16.3 Total = 104.328 6o 164.3 Partially Distributed Load: Distance from support 1 = 0.0 DL (psf) LL (psf) Tributary (ft.) DL (pil) LL (plf) Total (plO Roof: 20 20 0 /2+ 0 0 0 0 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 0 + C) 0 0 0 Deck: 14 6o 0 /2+ C) 0 0 0 Total= 0 0 0 Point Loads: - DL (plO LL (p10 Total (plO Dist. from support 1 (ft) Point Load i: 0 0 0 0 Point Load 2: 0 0 0 0 Load Results: Design Values: d Support 1 (lbs.): 822 Pb = 1350 psi Support 2 (lbs.): 822 Fv= 170 psi Max Moment (ft-lbs.): 2054 = 24.65 in-k E = 1.6 x 10A6 psi Allowable Deflection = L / 36o = 0.33 in. Calc. Def. = 0.06 in. Section Properties: Actual Required % Used S (in 3) = 82.7 S (in3) =Moment/ 1.25 * Pb = 14.6 18% A (in 2)= 52.3 A (in 2)= 1.5 * V / 1.25 * Fv = 5.8 11% I (in4) = 393.0 I (in4) = 5*M*L2 / 48*E*d = 69.3 18% Provide: 1 - 6 x 10 DOUG FIR-L #1 I 5 Desian Values: lb = 1350 psi Fv = 170 psi E= 1.6 xloA6 psi Calc. Def. = 0.10 in. Project #: 181520 Date: 3/1/2019 Beam/Header Calculation Beam No. 3 Description: Right of Garage Span Length: U) ft. Uniform Distributed Load: DL (psf) LL (psf) Tributary (ft.) DL (p11) LL (p11) Total (p11) Roof: 20 20 8 /2+ 2 120 120 240 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 2 + 0 28 0 28 Deck: 14 6o 0 /2+ 0 0 0 0 Self Weight: 16.3 16.3 Total = 164.328 120 284.3 Partially Distributed Load: Distance from support 1 = 0.0 DL (psf) LL (psf) Tributary (ft.) DL (p11) LL (p11) Total (ph) Roof: 20 20 0 /2+ 0 0 0 0 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 0 + 0 0 0 0 Deck: 14 6o 0 /2+ 0 0 0 0 Total= 0 0 0 Point Loads: DL (p11) LL (p11) Total (p11) Dist. from support 1 (ft) Point Load 1: 0 o o 0 Point Load 2: 0 o o 0 Load Results: Support '(lbs.): 1,422 Support 2 (lbs.): 1,422 Max Moment (ft-lbs.): 3554 = 42.65 in-k - Allowable Deflection = L / 36o = 0.33 in. Section Properties: Actual Required % Used S (in3) = 82.7 5 (in) =Moment/ 1.25 * Pb = 25.3 31% A (in 2)= 52.3 A (in 2)= 1.5 * V / 1.25 * Fv = 10.0 19% I (in4) = 393.0 I (int)= 5*M*LA2 / 48*E*d = 120.0 31% I Provide: 1 - 6 x 10 DOUG FIR-L #1 I Project #: 181520 Date: 3/1/2019 Beam/Header Calculation Beam No. 4 Span Length: 4 ft. Uniform Distributed Load: Description: Right of Dining DL (psi) LL (psi) Tributary (ft.) DL (pit) LL (pit) Total (pit) Roof: 20 20 43 /2+ 2 465 465 930 Floor: 14 40 C) /2+ 0 0 0 0 Wail: 14 0 2 + 0 28 0 28 Deck: 14 60 0 /2+ 0 0 0 0 Self Weight: 9.5 9.5 Total = 502.453 465 967.5 Partially Distributed Load: Distance -from support 1 = 0.0 DL (psi) LL (psi) Tributary (ft.) DL (pit) LL (pit) Total (pit) Roof: 20 20 0 /2+ 0 0 0 0 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 0 + C) 0 0 0 Deck: 14 60 0 /2+ 0 0 0 0 Total= 0 0 0 Point Loads: DL (pit) LL (pit) Total (pit) Dist. from support 1 (ft) Point Load i: a a 0 C) Point Load 2: 0 0 0- 0 Load Results: Design Values: Support 1 (lbs.): 1,935 Support 2 abs.): 1,935 Max Moment (ft-lbs.): 1935 = 23.22 in-k Allowable Deflection = L / 36o = 0.13 in. Section Properties: Pb = 1350 psi Fv= 170 psi E= 1.6 xloA6 psi Caic. Def. = 0.05 in. Actual Required % Used S (in 3) = 27.7 S (in3) =Moment/ 1.25 * Pb = 13.8 50% A (in 2)= 30.3 A (in 2)= 1.5 * V / 1.25 * Fv = 13.7 45% I (in 4) = 76.3 I (in4) = 5*M*L2 / 48*E*d = 26.1 34% I Provide: 1 - 6 x 6 DOUG FIR-L #1 I 7 Project #: 181520 Date: 3/1/2019 Beam/Header Calculation Beam No. 5 Description: Front of Master Bdnn Span Length: 4 ft. Uniform Distributed Load: DL (psi) LL (psi) Tributary (ft.) DL (p11) LL (pit) Total (pif) Roof: 20 20 8 /2+ 2 120 120 240 Floor: 14 40 C) /2+ 0 0 0 0 Wall: 14 0 2 + 0 28 0 28 Deck: 14 6o 0 /2+ 0 0 0 0 Self Weight: 9.5 9.5 Total = 157.453 120 277.5 Partially Distributed Load: Distance from support 1 =• 0.3 DL (psi) LL (psi) Tributary (ft.) DL (pit) LL (pit) Total (p11) Roof: 20 20 14 /2+ 0 135 135 270 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 C) + 0 0 0 0 Deck: 14 60 0 /2+ C) 0 0 0 Total = 135 135 270 Point Loads: DL (p11) LL (p11) Total (p11) Dist. from support 1 (ft) Point Load 1: 3,47() 0 3469.53 0.25 Point Load 2: 0 0 0 0 Load Results: Design Values: Support '(lbs.): 3,873 Fl, = 1350 psi Support 2 (lbs.): 774 Fv = 170 psi Max Moment (ft-lbs.): 1376 = 16.51 in-k E = 1.6 x 10A 6 psi Allowable Deflection = L / 360 = 0.13 in. Calc. Def. = 0.03 in. Section Properties: Actual Required % Used S (in3) = 27.7 S (in3) =Moment/ 1.25 * Fb = 9.8 35% A (in 2)= 30.3 A (in 2)= 1.5 * V / 1.25 * Fv = 27.3 90% I (ink) = 76.3 I (in4) = 5*M*LA2 / 48*E*d = 18.6 24% I Provide: 1 - 6 x 6 DOUG FIR-L #1 I 8 Project #: 181520 Date: 3/1/2019 Beam/Header Calculation Beam No. 6 Description: Front of Patio Span Length: 7 ft. Uniform Distributed Load: DL (psf) LL (psf) Tributary (ft.) DL (p11) LL (p10 Total (p10 Roof: 20 20 8 /2+ 2 120 120 240 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 2 + 0 28 0 28 Deck: 14 60 0 /2+ 0 0 0 0 Self Weight: 12.9 12.9 Total = 160.891 120 280.9 Partially Distributed Load: Distance from support 1= 0.0 DL (psf) LL (psf) Tributary (ft.) DL (p10 LL (pit) Total (ph) Roof: 20 20 0 /2+ 0 0 0 0 Floor: 14 40 0 /2+. 0 0 0 0 Wall: 14 0 0 + .0 0 0 Deck: 14 6o 0 /2+ 0 0 0 0 Total= 0 0 0 Point Loads: DL (pit) LL (pit) Total (pit) Dist. from support 1 (ft) Point Load i: 0 0 0 0 Point Load 2: 0 0 0 0 Load Results: Design Values: Support 1 Ohs.): 983 Pb = 1350 psi Support 2 Ohs.): 983 Fv = 170 psi Max Moment (ft-lbs.): 1720 = 20.65 in-k E = 1.6 x io'o psi Allowable Deflection = L / 360 = 0.23 in. Calc. Def. = 0.05 in. Section Properties: Actual Required % Used S (in 3) = 51.6 S (in3) =Moment/ 1.25 * Pb = 12.2 24% A (in 2)= 41.3 A (in2) = 1.5 * V / 1.25 * Fv = 6.9 17% I (in 4) = 193.4 I (inn) = 5*M*LI%2 / 48*E*d = 40.6 21% I Provide: 1 - 6 x 8 DOUG FIR-L #1 I Project #: 181520 Date: 3/1/2019 Beam/Header Calculation Beam No. 7 Description: Left of Master Bdrm Span Length: 12 ft. Uniform Distributed Load: DL (psf) LL (psf) Tributary (ft.) DL (pif) LL (pit) Total (pit) Roof: 20 20 4 /2+ 0 40 40 80 Floor: 14 40 0 /2+ C) 0 0 0 Wail: 14 0 2 + 0 28 0 28 Deck: 14 6o 0 /2+ 0 0 0 0 Self Weight: 23.0 23.0 Total = 90.9688 40 131.0 Partially Distributed Load: Distance from support 1 = 6.0 DL (psf) LL (psf) Tributary (ft.) DL (pit) LL (pit) Total (pit) Roof: 20 20 41 /2+ 0 405 405 810 Floor: 14 40 0 /2+ 0 0 0 0 Wail: 14 0 0 + 0 0 0 0 Deck: 14 6o 0 /2+ 0 0 0 0 Total = 405 405 810 Point Loads: DL (pit) LL (pit) Total (pit) Dist. from support 1 (ft) Point Load 1: 5,638 o - 5638.34 6 Point Load : 0 0 0 Load Results: Support 1 (lbs.): 7,250 Support 2 (Ibs.): 4,820 Max Moment (ft-lbs.): 27474 = 329.68 in-k Allowable Deflection = L / 36o = 0.40 in. Section Properties: Desian Values: Fb= 2900 psi Fv= 285 psi E = 2.0 x 10A6 psi Caic. Def. = 0.30 in. Actual Required % Used S (in') = 171.5 S (in3) =Moment/ 125 * Fb = 90.9 53% A (in 2)= 73.5 A (in 2)= 1.5 * V / 1.25 * Fv = 30.5 42% I (in 4) = 1200.5 I (in4) = 5*M*LA2 / 48*E*d = 890.1 74% I Provide: 1 - 5.25 x 14 SCL I 10 Project #: 181520 Date: 3/1/2019 Beam/Header Calculation Beam No. 8 Description: Left of Patio Span Length: 18 ft. Uniform Distributed Load: DL (psi) LL (psi) Tributary (ft.) DL (p11) LL (p11) Total (pit) Roof: 20 20 2 /2+ 2 60 60 120 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 2 + 0 28 0 28 Deck: 14 60 0 /2+ 0 0 0 0 Self Weight: 23.0 23.0 Total = 110.969 6o 171.0 Partially Distributed Load: Distance from support 1 = 11.0 DL (psi) LL (psi) Tributary (ft.) DL (p11) LL (p11) Total (p11) Roof: 20 20 9 /2+ 0 90 90 18o Floor: 14 40 0 /2+ 0 0 0.. 0 Wall: 14 0 () + 0 0 -0 0 Deck: 14 60 0 /2+ 0 0 0 0 - Total= 90 90 180 Point Loads: DL (ph) LL (pit) Total (ph) Dist. from support 1 (ft) Point Load 1: 1,342 0 1342.46 11 Point Load 2: 0 0 0 0 Load Results: Support '(lbs.): 3,436 Support 2 (lbs.): 2,964 Max Moment (ft-lbs.): 17919 = 215.02 in-k Allowable Deflection = L / 360 0.60 in. - Section Properties: DesiEn Values: Fb = 2900 psi Fv= 285 psi E= 2.0 xloA6 psi Caic. Def. = 0.44 in. Actual Required % Used S (in 3) = 171.5 S (in3) =Moment/ 1.25 * Fb = 59.3 35% A (in') = 73.5 A (in 2)= 1.5 * V / 1.25 * Fv = 14.5 20% I (in4) = 1200.5 I (in4) = 5*M*L%2 / 48*E*d = 870.8 73% I Provide: 1 - 5.25 x 14 SCL . I 11 Project #: 181520 Date: 3/1/2019 Beam/Header Calculation Beam No. 9 Description: Left of Family Span Length: .12 ft. Uniform Distributed Load: DL (psf) LL (psi) Tributary (ft.) DL (pif) LL (pit) Total (pit) Roof: 20 20 25 /2+ 0 245 245 490 Floor: 14 40 C) /2+ 0 0 0 0 Wall: 14 0 2 + 0 28 o 28 Deck: 14 60 0 /2+ 0 0 0 0 Self Weight: 23.0 23.0 Total = 295.969 245 541.0 Partially Distributed Load: . Distance from support 1 = 7.3 DL (psi) LL (psi) Tributary (ft.) DL (pit) LL (pit) Total (pit) Roof: 20 20 35 /2+ 0 345 345 690 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 0 + 0 0 0 0 Deck: 14 6o o /2+ 0 0 0 0 Total = 345 345 . 690 Point Loads: DL (pit) LL (pit) Total (pit) Dist. from support 1 (ft) Point Load 1: 3,074 . 0 3074.12 7.25 Point Load : 0 0 0 0 Load Results: Support 1 (lbs.): 7,954 Support 2 (lbs.): 6,614 Max Moment (ft-ibs.): 27392 = 328.71 in-k Allowable Deflection = L / 36o = 0.40 in. Section Properties: Design Values: Fb= 2900 psi Fv = 285 psi E = 2.0 x 1oA6 psi Calc. Def. = 0.30 in. Actual Required % Used S (in 3) = S (in3) =Moment/ 1.25 * Fb = 90.7 53% A (in') = 73.5 A (in 2)= 1.5 * V / 1.25 * Fv = 33.5 46% I (in 4) = 1200.5 I (in4) = 5*M*L2 / 48*E*d = 887.5 74% I Provide: 1 - 5.25 X 14 SCL I 12 Project #: 181520 Date: 3/1/2019 Beam/Header Calculation Beam No. 10 Description: Right of Family Span Length: '14.5 ft. Uniform Distributed Load: DL (psf) LL (psf) Tributary (ft.) DL (p11) LL (p11) Total (p11) Roof: 20 20 36 /2+ 0 355 355 710 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 2 + 0 28 0 28 Deck: 14 60 0 /2+ 0 0 0 0 Self Weight: 23.0 23.0 Total = 405.969 355 761.0 Partially Distributed Load: - Distance from support 1= 0.0 DL (psf) LL (psf) Tributary (ft.) DL (pit) LL (pit) Total (pit) Roof: 20 20 0 /2+ 0 0 0 0 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 0 + 0 0 0 0 Deck: 14 60 0 /2+ 0 0 0 0 Total= 0 0 0 Point Loads: DL (p11) Point Load i: 0 Point Load : 0 Load Results: Support 1 (lbs.): 52517 Support 2 (lbs.): 5,517 Max Moment (ft-lbs.): 19999 Allowable Deflection = L / 36o = Section Properties: LL (pit) 0 0 = 23999 in-k 0.48in. Total (p11) Dist. from support 1 (ft) 0 C) 0 0 Design Values: Fb= 2900 psi Fv= 285 psi E= 2.0 xloA6 psi Caic. Def. = 0.32 in. Actual Required % Used S (in 3) = 171.5 S (in3) =Moment/ 1.25 * Pb = 66.2 39% A (in 2)= 73.5 A (in 2)= 1.5 * V / 1.25 * Fv = 23.2 32% I (in 4) = 1200.5 I (in4) = 5*M*LA2 / 48*E*d = 783.0 65% I Provide: ' 1 - 5.25 x 14 SCL I 13 Project #: 181520 Date: 3/1/2019 Beam/Header Calculation Beam No. ii Description: Rear of California Room Span Length: 5 ft. Uniform Distributed Load: DL (psf) LL (psf) Tributary (ft.) DL (p11) LL (plf) Total (plO Roof: 20 20 26 /2+ 0 260 260 520 Floor: 14 40 C) /2+ 0 0 0 - 0 Wall: 14 0 2 + 0 28 0 28 Deck: 14 60 0 /2+ 0 0 0 0 Self Weight: 15.6 15.6 Total = 303.586 260 563.6 Partially Distributed Load: Distance from support 1= 0.0 DL (psf) LL (psf) Tributary (ft.) DL (p10 LL (plO Total (plO Roof: 20 20 0 /2+ 0 0 0 0 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 0 + C) 0 0 0 Deck: 14 60 0 /2+ 0 0 0 0 Total= 0 0 0 Point Loads: DL (p11) LL (plO Total (p11) Dist. from support 1 (ft) Point Load 1: 11,637 0 11637.4 0.5 Point Load 2: 0 0 0 0 Load Results: Design Values: Support 1 (lbs.): 11,883 Fb = 2900 psi Support 2 (lbs.): 2,573 Fv = 285 psi Max Moment (ft-lbs.): 6998 = 83.98 in-k E = 2.0 x io"6 psi Allowable Deflection = L / 360 0.17 in. Calc. Def. = 0.04 in. Section Pronerties: Actual Required % Used S (in 3) = 79.0 S (in 3) =Moment/ 1.25 * Fb = 23.2 29% A (in 2)= 49.9 A (in 2)= 1.5 * V / 1.25 * Fv = 50.0 100% I (in') = 375.1 I (in4) = 5*M*L2 / 48*E*d = 94.5 25% I Provide: 1 - 5.25 x 9.5 SCL I 14 Desian Values: Pb = 1350 psi Fv= 170 psi E= 1.6 x10A6 psi Caic. Def. = 0.06 in. Project #: 181520 Date: 3/1/2019 Beam/Header Calculation Beam No. 11.1 Description: Rear of California Room Span Length: 5 ft. Uniform Distributed Load: DL (psf) LL (psf) Tributary (ft.) DL (p11) LL (p11) Total (p11) Roof: 20 20 26 /2+ 0 260 260 520 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 2 + 0 - 28 0 28 Deck: 14 60 0 /2+ 0 0 0 0 Self Weight: 9.5 9.5 Total = 297.453 260 557.5 Partially Distributed Load:: Distance from support 1 = 0.0 DL (psf) LL (psf) Tributary (ft.) DL (plO LL (plO Total (plO Roof: 20 20 0 /2+ 0 0 0 0 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 0 + 0 0 0 0 Deck: 14 6o 0 /2+ 0 0 0 0 Total= 0 0 0 Point Loads: DL (p11) LL (plO Total (p11) Dist. from support 1 (ft) Point Load 1: 0 o o 0 Point Load : 0 o o 0 Load Results: Support 1 (lbs.): 1,394 Support 2 (lbs.): 1,394 - Max Moment (ft-lbs.): 1742 = 20.90 in-k Allowable Deflection = L / 36o = 0-17.m. Section Properties: Actual Required % Used S (0) = 27.7 S (in3) =Moment/ 1.25 * Pb = 12.4. 45% A On') = 30.3 A (in') = 1.5 * V / 1.25 * Fv = 9.8 33% I (in) = 76.3 I (in4) = 5*M*LA2 / 48*E*d = 29.4 39% I Provide: 1 - 6 x 6 DOUG FIR-L #1 15 Project #: 181,520 Date: 3/1/2019 Beam/Header Calculation Beam No. 12 Description: Front of California Room Span Length: 34.5 ft. Uniform Distributed Load: DL (psf) LL (psf) Tributary (ft.) DL (pif) LL (pif) Total (p10 Roof: 20 20 2 /2+ 2 60 60 120 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 2 + 0 28 0 28 Deck: 14 60 0 /2+ 0 0 0 0 Self Weight: 70.5 70.5 Total = 158.547 6o 218.5 Partially Distributed Load: Distance from support 1 = 0.0 DL (psf) LL (psf) Tributary (ft.) DL (p10 LL (plO Total (p10 Roof: 20 20 0 /2+ 0 0 0 0 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 C) + C) 0 0 0 Deck: 14 60 C) /2+ 0 0 0 0 Total= 0 0 0 Point Loads: DL (plO LL (p10 Total (pl0 Dist. from support 1 (ft) Point Load i: 0 0 0 0 Point Load 2: 0 0 0 0 Load Results: Design Values: Support 1 (lbs.): 3,770 Support 2 (lbs.): 3,770 Max Moment (ft-lbs.): 32516 Allowable Deflection = L / 36o = Section Properties: = 390.19 in-k 1.15 in. Fb= Fv= E= Caic. Def. = 2400 psi 240 psi 1.8 x 10A6 psi 0.47 in. Actual Required % Used S (in') = 790.1 5 (in') =Moment/ 1.25 * Fb = 130.1 16% A (in 2)= 225.8 A (in') = 1.5 * V / 1.25 * Fv = 18.8 8% I (in4) = 8296.3 I (in4) = 5*M*LA2 / 48*E*d = 3365.4 41% I Provide: 1 - 10.75 x 21 GLU-LAM I 16 IN] Beam No. 13 Span Length: 7.5 ft. Uniform Distributed Load:: Beam/Header Calculation Description: Left of California Room Project #: 181520 Date: 3/1/2019 DL (psf) LL (psf) Tributary (ft.) DL (plo LL (plO Total (plO Roof: 20 20 40 /2+ 0 400 400 800 Floor: 14 40 C) /2+ 0 0 0 0 Wall: 14 0 0 + 0 0 0 0 Deck: 14 60 0 /2+ 0 0 0 0 Self Weight: 19.8 19.8 Total = 419.766 400 819.8 Partially Distributed Load: Distance from support 1= 0.0 DL (psf) LL (psf) Tributary (ft.) DL (pli) LL (plO Total (plO Roof: 20 20 0 /2+ 0 0 0 0 Floor: 14 40 o /2+ 0 0 0 0 Wall: 14 0 0 + 0 0 0 0 Deck: 14 60 0 /2+ 0 0 0 0 Total= 0 0 0 Point Loads: DL (p11) LL (pit) Total (p11) Dist. from support 1 (ft) Point Load i: 0 0 0 0 Point Load 2: 0 0 0 0 Load Results: Design Values: Support 1 (lbs.): 3,074 Fb = 1350 psi Support 2 (lbs.): 3,074 Fv = 170 psi Max Moment (ft-lbs.): 5764 = 69.17 in-k E = 1.6 x io"6 psi Allowable Deflection = L / 36o = 0.25 in. Caic. Def. = 0.05 in. Section Pronerties: Actual Required % Used S (0) = 121.2 S (0) =Moment/ 1.25 * Pb = 41.0 34% A (in 2)= 63.3 A (in 2)= 1.5 * V / 1.25 * Fv = 21.7 34% I (in 4) = 697.1 I (in4) = 5*M*L2 / 48*E*d = 145.9 21% I Provide: 1 - 6 x 12 DOUG FIR-L #1 I 17 Project #: 181520 Date: 3/1/2019 Beam/Header Calculation Beam No. 14 Description: Right of California Room Span Length: 7 ft. Uniform Distributed Load:: DL (psf) LL (psf) Tributary (ft.) DL (p11) LL (p10 Total (plO Roof: 20 20 42 /2+ 0 415 415 830 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 0 + 0 0 0 0 Deck: 14 60 0 /2+ 0 0 0 0 Self Weight: 19.8 19.8 Total = 434.766 415 849.8 Partially Distributed Load: Distance from support 1= 0.0 DL (psf) LL (psf) Tributary (ft.) DL (plf) LL (plO Total (plO Roof: 20 20 0 /2+ 0 0 0 0 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 0 + 0 0 0 0 Deck: 14 6o 0 /2+ 0 0 0 0 Total= 0 0 0 Point Loads: DL (p11) LL (p11) Total (plO Dist. from support 1 (ft) Point Load i: 0 0 0 0 Point Load 2: 0 0 0 0 Load Results: Support 1 (lbs.): 2,974 Support 2 (lbs.): 2,974 Max Moment (ft-lbs.): 5205 = 62.46 in-k Allowable Deflection = L / 36o = 0.23 in. Section Properties: Desian Values: Pb = 1350 psi Fv= 170 psi E= 1.6 xloA6 psi Caic. Def. = 0.04 in. Actual sRequired % Used S (in3) = 121.2 S (in3) =Moment/ 1.25 * Pb = 37.0 31% A (in 2)= 63.3 A (in 2)= 1.5 * V / 1.25 * Fv = 21.0 33% I (inn) = 697.1 I (in4) = 5*M*LA2 / 48*E*d = 123.0 18% I Provide: 1 - 6 x 12 DOUG FIR-L #1 1 18 Project #: 181520 Date: 3/1/2019 Beam/Header Calculation Beam No. 13 Description: Front of Bedroom 1 Span Length: 6 ft. Uniform Distributed Load: DL (psi) LL (psi) Tributary (ft.) DL (pit) LL (p11) Total (pit) Roof: 20 20 28 /2+ 0 280 280 560 Floor: 14 40 C) /2 + 0 0 0 0 Wail: 14 0 2 + 0 28 0 28 Deck: 14 6o 0 /2+ 0 0 0 0 Self Weight: 9.5 9.5 Total = 317.453 280 597.5 Partially Distributed Load: Distance from support 1= 0.0 DL (psi) LL (psi) Tributary (ft.) DL (pit) LL (pit) Total (pit) Roof- • - 20 20 0 /2+ 0 0 0 0 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 C) + 0 0 0 0 Deck: 14 60 C) /2+ 0 0 0 0 Total= 0 0 0 Point Loads: DL (p11) LL (p11) Total (p11) Dist. from support 1 (ft) Point Load i: 0 0 0 C) Point Load 2: 0 0 0 0 Load Results: Design Values: Support 1 (lbs.): 1,792 Pb = 1350 psi Support 2 (lbs.): 1,792 Fv = 170 psi Max Moment (ft-lbs.): 2689 = 32.26 in-k E = 1.6 x io"6 psi Allowable Deflection = L / 36o = 0.20 in. Caic. Def. = 0.14 in. Section Pronerties: Actual Required % Used S On') = 27.7 S (in3): =Moment/ 1.25 * Pb = 19.1 69% A (in 2)= 30.3 A (in 2)= 1.5 * V / 1.25 * Fv = 12.7 42% I (in 4) = 76.3 I (in4) = 5*M*LA2 / 48*E*d = 54.4 71% I Provide: 1 - 6 x 6 DOUG FIR-L #1 I 19 Project #: 181520 Date: 3/1/2019 Beam/Header Calculation Beam No. 14 Description: Front of Patio Span Length: 6 ft. Uniform Distributed Load: DL (psi) LL (psi) Tributary (ft.) DL (p11) LL (p11) Total (p11) Roof: 20 20 6 /2+ 2 100 100 200 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 2 + 0 28 0 28 Deck: 14 60 0 /2 + 0 0 0 0 Self Weight: 9.5 9.5 Total = 137.453 100 237.5 Partially Distributed Load: Distance from support 1 = 0.0 DL (psi) LL (psi) Tributary (ft.) DL (p11) LL (p11) Total (p11) Roof: 20 20 0 /2+ 0 0 0 0 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 0 + 0 0' 0 0 Deck: . . 14 60 0 /2+ 0 0 0 0 Total= 0 0 0 Poitit Loads: DL (p11) LL (ph) Total (ph) Dist. from support 1 (ft) Point Load i: o 0 0 0 Point Load 2: 0 0 0 0 Load Results: Support '(lbs.): 712 Support 2 (lbs.): 712 Max Moment (ft-lbs.): 1069 = 12.82 in-k Allowable Deflection = L / 360 = 0.20 in. Section Properties: Desien Values: Pb = 1350 psi Fv= 170 psi E = 1.6 x 10A6 psi Calc. Def. = o.06 in. Actual Required . % Used S (in 3) = 27.7 S (in') =Moment/ 1.25 * Pb = 7.6 27% A (in 2)= 30.3 A (in) = 1.5 * V / 1.25 *Fv = 5.0 17% I (in 4) = 76.3 I (in4) = 5*M*L2 / 48*E*d = 21.6 28% I Provide: 1 - 6 x 6 DOUG FIR-L #1 I IN 20 Project #: 181520 Date: 3/1/2019 Beam/Header Calculation Beam No. 1,5 Description: Front of Patio Span Length: .12 ft. Uniform Distributed Load: DL (psf) LL (psf) Tributary (ft.) DL (p11) LL (p11) Total (p10 Roof: 20 20 2 /2+ 2 60 60 120 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 2 + 0 28 0 28 Deck: 14 60 0 /2 + 0 0 0 0 Self Weight: 12.9 12.9 Total = 100.891 6o 160.9 Partially Distributed Load: Distance from support 1= 0.0 DL (psf) LL (psi) Tributary (ft.) DL (ph) LL (phi) Total (phi) Roof: 20 20 0 /2+ 0 0 0 0 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 0 + 0 0 0 0 Deck: 14 60 0 /2+ 0 0 0 0 Total= 0 0 0 Point Loads: DL (p10 LL (ph) Total (p10 Dist. from support 1 (ft) Point Load i: 0 0 0 0 Point Load : 0 0 0 0 Load Results: Support 1 (lbs.): 965 Support 2 (lbs.): 965 Max Moment (ft-lbs.): 2896 = 34.75 in-k Allowable Deflection = L / 36o = 0.40 in. Section Properties: DesiEn Values: Fb= 1350 psi Fv= 170 psi E = 1.6 x 10A6 psi Caic. Def. = 0.24 in. Actual Required % Used S On') = 51.6 S On') =Moment/ 1.25 * Fb = 20.6 40% A On) = 41.3 A (in2) = 1.5 * V / 1.25 * Fv = 6.8 17% I (in 4) = 193.4 I (in4) = 5*M*LA2 / 48*E*d = 117.3 61% I Provide: 1 - 6 x 8 DOUG FIR-L#i I 21 Project #: 181520 Date: 3/1/2019 Beam/Header Calculation Beam No. 18 Description: Above Entry Span Length: .12 ft. Uniform Distributed Load: DL (psf) LL (psf) Tributary (ft.) DL (p11) LL (plO Total (p11) Roof: 20 20 Ii /2+ 0 110 110 220 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 .2 + 0 28 0 28 Deck: 14 6o 0 /2+ 0 0 0 0 Self Weight: 12.9 12.9 Total = 150.891 110 260.9 Partially Distributed Load: Distance from support 1= 0.0 DL (psi) LL (psi) Tributary (ft.) DL (p11) LL (p11) Total (p11) Roof: 20 20 0 /2+ 0 0 0 0 Floor: 14 40 0 /2+ 0 0 0 . 0 Wall: 14 0 C) + 0 0 0 0 Deck: 14 60 C) /2+ 0 0 0 0 Total= 0 0 0 Point Loads: DL (p11) LL (p11) Total (p11) Dist. from support 1 (ft) Point Load i: C) 0 0 0 Point Load 2: 0 0 0 0 Load Results: Support 1 (lbs.): 1,565 Support 2 (lbs.): 1,565 Max Moment (ft-lbs.): 4696 = 56.35 in-k Allowable Deflection = L / 36o = 0.40 in. Section Properties: Design Values: Pb = 1350 psi Fv= 170 psi E= 1.6 x1OA6 psi Calc. Def. = 0.39 in. Actual Required % Used S On-) = 51.6 S (in 3) =Moment/ 1.25 * Pb = 33.4 65% A (in2) = 41.3 A (in 2)= 1.5 * V / 1.25 * Fv = 11.0 27% I (in 4) = 193.4 I (in4) = 5*M*L2 / 48*E*d = 190.2 98% I Provide: 1 - 6 x 8 DOUG FIR-L #1 I 22 Project #: 181520 Date: 3/1/2019 Seismic Analysis Risk Category= II Site Class = D Importance Factor, 'E = 1.00 Response Modification Factor, R = 6.5 S= 1.0530 (Per Soils Report) S= 0.407 (Per Soils Report) Fa = i.08 (Table 1613.3.3(1)) Fv = 1.59 (Table 1613 .3 .3(2)) 5MS = 1.14 (Eq 16-37; Fa X S5) SM1 = 0.65 (Eq 16-38; Fv x SJ SDs = 0.76 (Eq 16-39; 2/3 x SMS) SDI, = 0.43 (Eq 16-40; 2/3 x SM1) SDC5 = D (Table 1613.3.54)) SDC1 = D (Table 1613.3.5(2)) I Seismic Design Category = DI Cr = 0.02 (Table 12.8-2) Cs = 0.12 (Eq 12.8-2; SDS / (RIlE)) hn = 16 Csmax = 0.42 (Eq 12.8-3 & 12.8-4; SD1 / ((R/lE) x T)) T = 0.16 (Eq 12.8-7; Cr x (h)x) Cmin = 0.01 (Eq 12.8-5 & 12.8-6) TL = 6 (Figure 22-12) rho = 1.30 V = 0.12 x (Eq 12.8-1; Cs x W) V /1.4 = 0.083263 X W ASD Dead Load at Roof = 20 Dead Load at Floor = 14 psf Roof Walls = 10 Floor qsf Walls = 20 ps 30 . I 34 psf 23 ) Project #: 181520 Date: 3/1/2019 Wind Analysis Basic Wind Speed, V (mph) = no Topography Factor, Y.,t = Importance Factor, I = 1.00 Length of Building, L (ft) = Exposure Category = C Width of Building, B (ft) = Mean Roof Height, h (ft) = 16 Roof Slope = Gust Effect Factor, G = 0.85 Wind Load Factor, ca = Horizontal - Roof g>io° q, (psf) = 23.70 h/L = 0.23 q = 22.62 1 70 135.5 5 /12 1.3 ICy windward - Cp leeward I C windward + I P (windward-) P (windward+) P (leeward) I P Total Roof -0.25 1 -o.6o 1 0.25 1 -4.99 1 5.08 1 -12.09 117.17 Horizontal - Wall Height K K(j Iz Cp(windward) Cppeeward) P (windward) P (leeward) P Total Wall 0-15 085 0.85 22.38 0.80 -0.50 15.22 -10.07 25.29 20 0.90 0.85 23.70 0.80 -0.50 16.11 -10.07 26.18 25 0.94 085 24.75 0.80 -0.50 16.83 -10.07 26.90 30 0.98 085 25.80 0.80 -0.50 17.55 1 -10.07 27.62 40 4 0.85 27.38 0.80 -0.50 18.62 -10.07 28.69 50 1.09 0.85 28.70 0.80 -0.50 19.52 -10.07 29.59 60 1.13 085 29.75 o.8o -0.50 20.23 -10.07 30.30 (UPLIFT) Vertical - Roof and g<io° 0 .h/2 h/2 - h h - 2h >211 Pintemal -18.13 -18.13 -10.07 -6.04 -3.63 Wind Loads Roof Roof at 2nd Floor= P * * 16 - 10 ) = 80.4 Of Wall at 2nd Floor = P * ci" 10 - 5 ) = 98.6 plf Load Sum at 2nd floor = 179.0 plf 24 (I Project #: 181520 Date: 3/1/2019 Shear Wall Analysis Shear Line I Description: Left: of Casita Bedrrom Wall A B C D E F G H I Total Length 8 8 Seismic Load Unit Load (psf) Tnbutary Load (lbs.) W (ft) D (ft)/2 3.25 28 74/21 3364 3.25 8 4/21 52 3.25 :16 30/2 779 0 0 0 0 0 0 ~77- 0 Load el 4195 Lateral Load From Above = 0 Total Load = _4195 Wind Load Unit Load (plf) Tributary Load (lbs.) D (ft)/2 178.98 78/2 6980 0 0 0 0 0 0 0 0 0 Load This Level = 6980 Lateral Load From Above = _0 Total Load= 6980 Shear Wall Type Total Load abs.) Total Wall Length (ft) Line Load (pit) SW Type I Capacity (pit) I - Seismic 4195 8.00 524.4 2 I_600 Gov. Wind 6980 8.00 872.5 2 _895 Overturning Moment Arm Resisting Dead Load L=8.oft.IH=io.oft. I IR=8ft./2 JW=ioft. IF= _oft./2 OTM (ft.-lbs.) RM (ft.-Ibs.) Wind Uplift (lbs.) 41955 (E)I_69803(W) o.6 x DL =_I_4224 1 -361 Net Moment (ft.-lbs.) Uplift From Above (lbs.) 1 1 Total Uplift (lbs.) 37,731 (E) I 65579 (W) o ()I_o (N) 1 1 4716 E)I_8558 (W) Governing Load Strap or Hold Down Capacity (lbs.) Foundation I 8558 HDO8 w/ 4X6 Post 9230 25 Project #: 181520 Date: 3/1/2019 Shear Wall Analysis Shear Line 2 Description: Right of Den & Left of Family Wall A B C D E F G H I Total Length 4 15 19 Seismic Load Unit Load (psfl Tributary Load (lbs.) W ft: I D ft)/2 3.25 28 74/2 3364 3.25 8 4/2 52 3.25 :16 30/2 779 3.25 70 40/2 4546 0 0 0 0 0 .0 Load This Level = 8742 Lateral Load From Above = 0 Total Load = 8742 Plate Height = 10 Pier Length = 4 Wind Load Unit Load (p10 Tributary Load (lbs.) D (ft)/2 178.98 78/2 6980 178.98 40/2 3580 0 0 0 0 0 0 Load This Level = 10560 Lateral Load From Above = _0 Total Load= 10560 Reduction Factor = 0.80 Shear Wall Tvne Total Load (tbs.) Total Wall Length (ft) Line Load (pit) SW Type I Capacity (p1±) I - Seismic 8742 19.00 460.1 2 I_480 Gov. Wind 10560 19.00 555.8 3 I_685 Overturning Moment Arm Resisting Dead Load L=4.oft.IH=_io.o ft. j _R=ft./2 W=io ft. IF=_oft./2 OTM (ft.-lbs.) RM (ft.-lbs.) Wind Uplift (lbs.) 18403(E)I_22231 (W) o.6 x DL =_I_2760 -980 Net Moment (ft.-lbs.) Uplift From Abovk (lb Total Uplift (lbs.) 15643(E)I_19471(W) o (E)I_a 3911 (E I_5848(W) Governing Load StraporHold Down _Capacity (Ibs.) [Foundation I_5848 HDQ8 _7630 26 Project #: 181520 Date: 3/1/2019 Shear Wall Analysis Shear Line 3 Description: Left: of Garage & Right of Master Bath Wall A B C D E F G H I Total Length 4 8 12 Seismic Load Unit Load (psf) Tributary Load (lbs.) W (ft) D (ft)/2 3.25 70 40/2 4546 3.25 28 18/2 818 0 0 0 0 0 0 0 0 Load This Level = 5364 Lateral Load From Above = 0 Total Load = 5364 Plate Height = 10 Pier Length = 4 Wind Load Unit Load (p1±) Tributary Load (lbs.) D (ft)/2 178.98 40/2 3580 178.98 18/2 1611 0 0 0 0 0 0 0 0 Load This Level = 5190 Lateral Load From Above = 0 Total Load = 5190 Reduction Factor = o.8o Shear Wall ________ Tvne I I Total Load ____(lbs.) Total Wall Length (ft) Line Load (p10 I SW Type I Capacity (p1±) - Seismic I_5364 12.00 447.0 I_2 I_480 Gov. Wind _5190 12.00 432.5 I_I_530 Overturning Moment Arm Resisting Dead Load L= 4.Oft. IH= io.o ft. I R= 44ft./2IW ioft. IF= ofL/2 OTM (ft.-lbs.) RM (ft.-lbs.) Wind Uplift (lbs.) 17882 (E) I n (W) 0.6 x DL =_I_2760 -980 Net Moment (ft.-lbs.) Uplift From Above (lbs.) I I Total Uplift (lbs.) 15122 (E) I 14541(W) 1 o(El)I_o W) 1 1 3780(E)I_4616 Governing Load Strap or Hold Down Capacity (lbs.) Foundation I 4616 HDU5 5645 27 Project #: 181520 Date: 3/1/2019 Shear Wall Analysis Shear Line 4 Description: Right of Garage Wall A B C D E F G H I Total Length 2 2 Seismic Load Unit Load (psf) Tributary Load (lbs.) W (ft) D (ft)/2 3.25 28 18/2 818 0 0 0 0 0 0 0 0 0 Wind Load Unit Load (p10 Tributary Load (lbs.) D (ft)/2 178.98 18/2 1611 0 0 0 0 0 0 0 0 0 ..oaci Virus Level = oaci inis Level = loll Lateral Load From Above = 0 Lateral Load From Above = 0 Total Load = 818 Total Load = 1 1611 Plate Height = 7 Pier Length = 2 Reduction Factor = 0.57 Shear Wall ypg I Total Load I (lbs.) Total Wall Length (ft) Line Load (p10 I SW Type I Capacity (p11) I - Seismic I 818 4.00 204.6 I I 280 Gov. Wind I thu 4.00 402.7 I I 530 Overturnine Moment Ann Resisting Dead Load L= 2.Oft. IH= 10.oft. I IR= 44ft./2 IW= ioft. IF= 2ft./2 OTM (ft.-lbs.) RM (ft.-lbs.) Wind Uplift (lbs.) 4092 (E) I 8054 (W) o.6 x DL = I 690 -490 Net Moment (ft.-lbs.) Uplift From Above (lbs.) Total Uplift (lbs.) 3402 (E) I 7364 (W) 1 o (E) I o(W) 1701 (E) I 4172 28 Project #: 181520 Date: 3/1/2019 Shear Wall Analysis Shear Line 5 Descplion: Rear of Garage Wall A B C D E F G H I Total Length 12 12 Seismic Load Unit Load (psf) Tributary Load (lbs.) W (ft) I D (ft)/2 3.25 74 28/2 3364 3.25 4 8/2 52 3.25 54 28/2 2455 0 0 0 0 0 0 0 Load This Level = 571 Lateral Load From Above = 0 Total Load = 5871 Wmd Load Unit Load (p1±) Tributary Load (lbs.) D (ft)/2 178.98 28/2 2506 0 0 0 0 0 0 0 LOaclifliS Level = I 2500 Lateral Load From Above = o Total Load = _2506 Shear Wall Type I Total Load I (lbs.) Total Wall Length (ft) Line Load (p10 SW Type I Capacity (p1±) I - Seismic I 5871 12.00 489.3 3 I 490 Gov. Wind I 2506 12.00 208.8 6 I 350 Overturning Moment Arm I Resisting Dead Load L= 12.0 ft. I H = 10.0 ft. IR= 8ft./2 JW ioft. IF= oft./2 OTM (ft.-lbs.) RM (ft.-lbs.) Wind Uplift (lbs.) 58711 (E) _L 25057 (W) o.6 x DL = I 9504 1 -541 Net Moment (ft.-lbs.) Uplift From Above (lbs.) Total Uplift (lbs.) 49207 (E) I 15553 (W) o (E) I 1 4101(E) I 1837 ('W) 29 Project #: 181520 Date: 3/1/2019 Shear Wall Analysis Shear Line 6 Descption: Front: of Garage & Bedroom i Wall A B C D E F G H I Total Length 8 16 24 Seismic Load Unit Load (psf) Tnbutaiy Load (lbs.) W (ft) I D (ft)/2 3.25 74 28/2 3364 3.25 4 8/2 52 3.25 54 28/2 2455 3.25 44 42/2 3000 3.25 30 22/2 1072 3.25 6 8/2 78 0 0 0 0 Load 1ffi5 Level = 10021 Lateral Load From Above = 0 Total Load = 1 10021 Wind Load Unit Load (plf) Tributary Load (lbs.) D (ft)/2 178.98 28/2 2506 178.98 42/2 3759 0 0 0 0 0 0 AO LOadlifliS Level = 1 0204 Lateral Load From Above = I 0 Total Load = 1 6264 Shear Wall Type I Total Load I Total Wall (ft) Line Load (plf) SW Type I Capacity (p11) I I I Seismic I_(lbs.)I Length I_10021 I_24.00 417.5 3 I_490i Wind I_6264 I_24.00 261.0 6 I_350 I Overturning Moment Arm Resisting Dead Load L=8.0 ft.IH=10.0ft.I_R=8ft./2 fL W=loft..IF=o/2 OTM (ft.-lbs.) RM (ft.-lb s.) Wind Uplift (lbs.) 33404 (E)I_20881 (W) o.6 x DL =_I_4224 -361 Net Moment (ft-lbs.) Uplift From Above (lbs.) Total Uplift (lbs.) 29180 (E)I_16657 W) 0(E) I o(W) 3647 (E)I_2443 W) Governing Load Strap or Hold Down Capacity (lbs.) Foundation I 647 I STHD14/HTT4 3815 30 Project #: 181520 Date: 3/1/2019 Shear Wall Analysis Shear Line 7 DescriDtion: Front of Master Bdrrn Wall A B C D E F G H I Total Length 8 8 Seismic Load Unit Load (psi) Tributary Load (lbs.) W (ft) D (ft)/2 3.25 441 42/2 3000 3.25 30 22/2 1072 3.25 6 8/2 78 0 0 0 0 0 0 Load This Level = 4150 Lateral Load From Above = _0 Total Load = 4150 Wind Load Unit Load (p11) Tributary Load (lbs.) D (ft)/2 178.98 42/2 3759 0 0 0 0 0 0 0 Load This Level = 3759 Lateral Load From Above = 0 Total Load = _3759 Shear Wall Type - Total Load (lbs.) Total Wall Length (ft) Line Load (pit) SW Type I I Capacity (pit) I - Seismic 4150 8.00 518.8 2 I 600 Gov. Wind 3759 8.00 469.8 4 I 530 Overturning Moment Arm Resisting Dead Load L= 8.oft. IH= 10.0 ft. I IR= 8ft./2 IW= ioft. IF= oft./2 OTM (ft.-lbs.) RM (ft.-lbs.) Wind Uplift (lbs.) 41500 (E) I 37586 (W) o.6 x DL = I 4224 1 -361 Net Moment (ft.-lbs.) Uplift From Above (lbs.) Total Uplift (lbs.) 37276 (E) I 33362 0(E) I W) 4660 (E) I 4531 Governing Load Strap or Hold Down Capacity IFoundation I 4660 HDU5 5645 31 Project #: 181520 Date: 3/1/2019 Foundation Analysis Condition No. 1 Description: Rear of Bedroom 1 A.B.P. = ioo psf Slab Thickness = 4" Footing Dimensions 1-Story Footing = 12 x 12 Post Width = 3.5 H 2-Story Footing = 15 x 18 Uniform Distributed Load: DL (psf) LL (psf) Tributary (ft.) DL (plf) LL (pif) Total (p11) Roof: 20 20 20 /2+ 2 240 240 480 Floor: 14 40 0 /2+ 0 0 0 0 Wall: 14 0 10 + C) 140 0 140 Deck: 14 60 0 /2+ 0 0 0 0 Total = 380 240 620 Continuous Footing Design: Required Footing Width: 626 / ( 1500 - 50 ) = 0.43 ft Allowable Point Load at Continuous Footing: i-Story = 1500 * ((2* 12 + 4 )+ 3.5) * 12 / 144 = 4438 lbs. 2-Story = 1500 * ((2* 18 + 4 )+ 3.5) * 15 / 144 = 7422 lbs. Pad Footing Design: Pad Number Allowable Pt. Load Width/ Length Depth Rebar Requirements 1 5100 LB 24 x w/ () #4 Bottom Each Way 2 7950 LB 30 x .18 w/ (4) #4 Bottom Each Way 3 11475 LB 36 x 18 w/ (5) #4 Bottom Each Way 4 15600 LB 42 x 18 w/ (6) #4 Bottom Each Way 5 20400 LB 48 x 18 w/ (') #4 Bottom Each Way 6 25800 LB 54 x 18 w/ (i) #4 Bottom Each Way 7 31875 LB óo x 18 w/ (8) #4 Bottom Each Way 8 38175 LB 66 x ig w/ (9) #4 Bottom Each Way 9 45000 LB 72 x 20 w/ (ii) #4 Bottom Each Way 10 52275 LB 78 x 21 w/ (12) #4 Bottom Each Way 32 N N E L. N KIM a JN ale RM it pow No" 57izi4vi1i-. 1.0 filp OAK It? ; LO 1 0.0 5bS w Ii4'O4 - sj3M, Ots'#- /c,,u4 ,L . jP b.(t.o)(Z.O (eL6) (4) : 1p33 L'3 :S6.s It 4j ciii. 134-2.) 1d,,i p •( (2.o)f.o)0'fSb1-6) : o. 'o Ip W( '.'9.33)i13 V541 Cho Peg& 1,. lo(4ro.373 (.9 2 N N.LS.O N NQ INN N N N I_o, i,_quoo..c O•t O1ht o.1ii, Coto. ID •• —p • .JVJ 6k) '6. 03') r04i D &.'° r •Th, O.?' L. V 0.74 4Z2.5b I'd ID ) 4. £Q5 67 T= LI QT .s r(o.E1)) 5. TI . V s.t? tz•' tJ I2 Io3.51g., N fz rz.o'4.g (,40 17FJ'S'.u') Description: Beam 12/13 Post r- . .. ode References L Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 r-----................ rGeneraI' Information - Analysis Method: Allowable Stress Design Wood Section Name 6x12 End Fixities lop Pinned, Bottom Fixed . Wood Grading/Manuf. Graded Lumber Overall Column Height 10.0 It Wood Member Type Sawn (Used for non-slender calculations ) Exact Width 5.50 in Allow Stres Modification Factors Wood Species Douglas Fir - Larch Exact Depth 11.50 in Cf or Cv for Bending 1.0 Wood Grade No-1 Area 63.250 inA2 Cf or Cv for Compression 1.0 Fbi. 1,000.0 psi Fv 180.0 psi Ix 697.07 inA4 Cf orCv for Tension 1.0 Fb - 1,000.0 psi Ft 675.0 psi ly 159.443 , Cm : Wet Use Factor 1.0 Fc - PHI 1,500.0 psi Density - 31.20 pcf ct : Temperature Factor 1.0 Fc - Perp 625.0 psi Cfu : Rat Use Factor 1.0 E: Modulus of Elasticity x-x Bending y-y Bending Axial Kf: Buiti-up columns 1.0 NDS 15.3.2 Basic 1,700.0 1,700.0 1,700.0 ksi Use Cr: Repetitive? No Minimum 620.0 620.0 Brace condition for deflection (buckling) along columns: X-X (width) axis: Fully braced against buckling along X-X Axis V-V (depth) axis: Fully braced against buckling along V-V Axis - -- 4; Service loads entered. Load Factors will be applied for calculations. Column self weight included :137.042 lbs * Dead Load Factor AXIAL LOADS... Axial Load at 10.0 ft, 0 = 3.770 k Axial Load at 10.0 It, Yecc = 6.0 in, D = 3.074 k rNSRY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.1740:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+H Top along V-V 0.2306 k Bottom along V-V 0.2306 k Governing NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 9.933 It Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along V-V -0.008301 in. at 6.711 It above base Applied Axial 6.981 k for load combination: +D+H Applied Mx Applied My -1.522 k-ft 0.0 k-ft Along X-X 0.0 in at 0.0 It above base Fc: Allowable 1,350.0 psi for load combination: n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio = 0.02250 :1 Bendina Compression tQfl5iQfl Load Combination +D+H Location of max.above base 10.0 It Applied Design Shear 5.468 psi - Allowable Shear 162.0 psi 1. Maximum Axial + Bending _Stress _Ratios MaximumShearRatios Load Combination C o C p Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 1.000 0.1740 PASS 9.933 It 0.02250 PASS 10.0 ft +D+L+H 1.000 1.000 0.1560 PASS 9.933 ft 0.02025 PASS 10.0 ft +D+Lr+H 1.250 1.000 0.1240 PASS 9.933 ft 0.01620 PASS 10.0 It +D+S+H 1.150 1.000 0.1351 PASS 9.933 It 0.01761 PASS 10.0 ft +D+0.750Lr+0.750L+H 1.250 1.000 0.1240 PASS 9.933 ft 0.01620 PASS 10.0 ft +D+0.750L+0.7505+H 1.150 1.000 0.1351 PASS 9.933 It 0.01761 PASS 10.0 It +D+0.60W+H 1.600 1.000 0.09625 PASS 9.933 ft 0.01266 PASS 10.0 It +D+0.70E+H 1.600 1.000 0.09625 PASS 9.933 111 0.01266 PASS 10.0 It +D+0.750Lr+0.750L+0.450W+H 1.600 1.000 0.09625 PASS 9.933 It 0.01266 PASS 10.0 It +D+0.750L+0.7505+0.450W+H 1.600 1.000 0.09625 PASS 9.933 It 0.01266 PASS 10.0 It +D+0.750L+0.750S+0.5250E+H 1.600 1.000 0.09625 PASS 9.933 ft 0.01266 PASS 10.0 It Descnption: Beam 12/13 Post 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 +0.60D+0.60W+0.60H 1.600 1.000 0.05724 PASS 9.933 ft 0.007594 PASS 10.0 ft i-0.60D+0.70E+0.60H 1.600 1.000 0.05724 PASS 9.933 ft 0.007594 PASS 10.0 ft ''J Note Only non zero reactions are listed X-X Axis Reaction It Y-Y Axis Reaction Axial Reaction My End Moments k-ft Mx - End Moments Load Combination @ Base @ Top © Base © Top © Base © Base © Top © Base © Top +D+H -0.231 0.231 6.981 -0.768 +D+L+H -0.231 0.231 6.981 -0.768 +D+Lr+H -0.231 0.231 6.981 -0.768 +D+S+H -0.231 0.231 6.981 -0.768 +D+0.750Lr+0.750L+H -0.231 0.231 6.981 -0.768 +D+0.750L+0.750S+H -0.231 0.231 6.981 -0.768 +D+0.60W+H -0.231 0.231 6.981 -0.768 +D+0.70E+H -0.231 0.231 6.981 -0.768 +D+0.750Lr+0.7501+0.450W+H -0.231 0.231 6.981 -0.768 +D+0.750L+0.750S+0.450W+i-1 -0.231 0.231 6.981 -0.768 +D+0.750L+0.750S+0.5250E+H -0.231 0.231 6.981 -0.768 +0.60D+0.60W+0.60H -0.138 0.138 4.189 -0.461 +0.60D+0.70E+0.60H -0.138 0.138 4.189 -0.461 DOnly -0.231 0.231 6.981 -0.768 Lr Only L Only S Only WOnly E Only H Only EMaxumum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H 0.0000 in 0.000 It -0.008 in 6.711 It +D+L+H 0.0000 in 0.000 ft -0.008 in 6.711 It +D+Lr+H 0.0000 in 0.000 It -0.008 in 6.711 It +D+S+H 0.0000 in 0.000 ft -0.008 in 6.711 It +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft -0.008 in 6.711 It +D+0.750L+0.750S+H 0.0000 in 0.000 ft - -0.008 in 6.711 It +D+0.60W+H 0.0000 in 0.000 ft -0.008 in 6.711 It +D+0.70E+H 0.0000 in 0.000 ft -0.008 in 6.711 It +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft -0.008 in 6.711 It +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 It -0.008 in 6.711 It +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft -0.008 in 6.711 It +0.60D+0.60W+0.60H 0.0000 in 0.000 ft -0.005 in 6.711 It +0.60D+0.70E+0.60H 0.0000 in 0.000 ft -0.005 in 6.711 ft DOnly 0.0000 in 0.000 ft -0.008 in 6.711 It 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 It S Only 0.0000 in 0.000 ft 0.000 in 0.000 It 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 It Descption: Beam 12/13 Post V 177HW4k Loads are total entered value. Arrows do not reflect absolute direction. Description: Beam 12/13 Footing Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 JJinfio Material Properties . Soil Design Values ic: Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy: Reber Yield = 40.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pci Concrete Density = 145.0 pci Soil/Concrete Friction Coeff. = 0.350 p Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.50 It Min Steel % Bending Reinf. Allow press. increase per foot of depth ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = ft Mm. Overturning Safety Factor = 1.0 :1 Mm. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears : Yes when max. length or width s greater than i . ksf Add Pedestal Wt for Soil Pressure : No It Use Pedestal wt for stability, mom & shear : No ens Width parallel to X-X Axis 3.0 ft Length parallel to Z-Z Axis 3.0 It . Footing Thickness = 18.0 in Pedestal dimensions... px : parallel to X-X Axis = in pz : parallel to Z-Z Axis : in Height - in Reber Centertine to Edge of Concrete... at Bottom of footing = 3.0 in Bars parallel to X-X Axis Number of Bars - 6.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis ..- .. Number of Bars = 6.0 Reinforcing Bar Size # 4 Bandwidth Distribution Check (ACI 15.4.4.2) ., .' Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Fids D Lr L $ W E H P: Column Load = 6.981 k OB : Overburden . ksf M-xx k-ft M-zz = -0.7680 k-ft V-x = k V-z = k Description: Beam 12/13 Footing ENEEMEMEM Mm. Ratio Item Applied Capacity Governing Load Combination PASS 0.7740 Soil Bearing 1.161 ksf 1.50 ksf +D+0.750L+0.7505+0.5250E+H about Z- PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 17.458 Overturning - Z-Z 0.7680 k-ft 13.408 k-ft +D+H PASS n/a Sliding. - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.05895 Z Flexure (+X) 1.043 k-ft 17.686 k-ft +1.40D+1.60H PASS 0.07920 Z Flexure (-X) 1.401k-ft 17.686 k-ft +1.40D+1.60H PASS 0.06908 X Flexure (+Z) 1.222 k-ft 17.686 k-ft +1.40D+1.60H PASS 0.06908 X Flexure (-Z) 1.222 k-ft 17.686 k-ft +1.40D+1.60H PASS 0.01466 1-way Shear (+X) 1.204 psi 82.158 psi +1.40D+1.60H PASS 0.02206 1-way Shear (-X) 1.812 psi 82.158 psi +1.40D+1.60H PASS 0.01836 1-way Shear (i-Z) 1.508 psi 82.158 psi +1.40D+1.60H PASS 0.01836 1-way Shear (-Z) 1.508 psi 82.158 psi i-1.40Di-1.60H PASS 0.05551 2-way Punching 9.122 psi 164.317 psi +1.40D+1.60H Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual! Allow Load Combination... Gross Allowable (in) Bottom, -z lop, i-Z Left, -x Right, +X Ratio X-X. +D+H 1.50 n/a 0.0 0.9932 0.9932 n/a n/a 0.662 X-X. +D+L+H 1.50 n/a 0.0 0.9932 0.9932 n/a n/a 0.662 X-X, +D+Lr+H 1.50 n/a 0.0 0.9932 0.9932 n/a n/a 0.662 X-X, +D+S+H 1.50 n/a 0.0 0.9932 0.9932 n/a n/a 0.662 X-X, +D+0.750Lr+0.750L+H 1.50 h/a 0.0 0.9932 0.9932 n/a n/a 0.662 X-X, +D+0.750L+0.750S+H 1.50 n/a 0.0 0.9932 0.9932 n/a n/a 0.662 X-X, +D+0.60W+H 1.50 n/a 0.0 0.9932 0.9932 n/a n/a 0.662 X-X, +D+0.70E+H 1.50 n/a 0.0 0.9932 0.9932 n/a n/a 0.662 X-X, +D+0.750Lr+0.750L+0.450W+H 1.50 n/a 0.0 0.9932 0.9932 n/a n/a 0.662 X-X, +D+0.750L+0.7505+0.450W+H 1.50 n/a 0.0 0.9932 0.9932 n/a n/a 0.662 X-X, +D+0.750L+0.750S+0.5250E+H 1.50 n/a 0.0 0.9932 0.9932 n/a n/a 0.662 X-X. +0.60D+0.60W+0.60H 1.50 n/a 0.0 0.5959 0.5959 n/a n/a 0.397 X-X. .p0.60D+0.70E+0.60H 1.50 n/a 0.0 0.5959 0.5959 n/a n/a 0.397 Z-Z. +D+H . 1.50 -1.031 n/a n/a n/a 1.161 0.8253 0.774 Z-Z, +D+L+H 1.50 -1.031 n/a n/a n/a 1.161 0.8253 0,774 Z-Z, +D+Lr+H 1.50 -1.031 n/a n/a n/a 1.161 0.8253 0.774 Z-Z, +D+S+H 1.50 -1.031 n/a n/a n/a 1.161 0.8253 0.774 Z-Z, +D+0.750Lr+0.750Li-H 1.50 -1.031 n/a n/a n/a 1.161 0.8253 0.774 Z-Z, +D+0.750L+0.750S+H 1.50 -1.031 n/a n/a n/a 1.161 0.8253 0.774 Z-Z, +D+0.60W+H 1.50 -1.031 n/a n/a n/a 1.161 0.8253 0.774 Z-Z, +D+0.70E+H 1.50 -1.031 'n/a n/a n/a 1.161 0.8253 0.774 Z-Z, +D+0.750Lr+0.750L+0.450W+H 1.50 -1.031 n/a n/a n/a 1.161 0.8253 0.774 Z-Z, +Di-0.750L+0.750S+0.450Wi-H 1.50 -1.031 n/a n/a n/a 1.161 0.8253 0.77.4 Z-Z. +D+0.750L+0.7505+0.5250E+H 1.50 -1.031 n/a n/a n/a 1.161 0.8253 0.774 Z-Z, +0.60D+0.60W+0.60H 1.50 -1.031 n/a n/a n/a 0.6966 0.4952 0.464 Z-Z, +0.60D+0.70E+0.60H 1.50 -1.031 n/a n/a n/a 0.6966 0.4952 0.464 roiiisiibiiit Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X. +D+H None 0.0 k-ft Infinity OK X-X, +D+L+H None 0.0 k-ft Infinity OK X-X, +D+Lr+H None 0.0 k-ft Infinity OK X-X. +D+S+H None 0.0 k-ft Infinity OK X-X. +D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X, +D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X. +D+0.60W+H None 0.0 k-ft Infinity OK X-X. +D+0.70E+H None 0.0 k-ft Infinity OK X-X. +D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinity OK X-X. +D+0.750L+0.750S+0.450W+H None 0.0 k-ft Infinity OK Description : Beam 12/13 Fooling Oe ilityJ Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X. +D+0.750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OK X-X, +0.60D+0.60W+0.60H None 0.0 k-ft Infinity OK X-X, +0.60D+0.70E+0.60H None 0.0 k-ft Infinity OK Z-Z. +D+H 0.7680 k-ft 13.408 k-ft 17.458 OK Z-Z, +D+L+H 0.7680 k-ft 13.408 k-ft 17.458 . OK Z-Z, +D+Lr+H 0.7680 k-ft 13.408 k-ft 17.458 OK Z-Z, +D+S+H 0.7680 k-ft 13.408 k-ft 17.458 OK Z-Z. +D+0.750Lr+0.750L+H 0.7680 k-ft 13.408 k-ft 17.458 OK Z-Z, +D+0.750L+0.750S+H 0.7680 k-ft 13.408 k-ft 17.458 OK Z-Z, +D+0.60W+H 0.7680 k-ft 13.408 k-ft 17.458 OK Z-Z. +D+0.70E+H 0.7680 k-ft 13.408 k-ft 17.458 OK Z-Z. +D+0.750Lr+0.750L+0.450W+H 0.7680 k-ft 13.408 k-ft 17.458 OK Z-Z. +D+0.750L+0.750S+0.450W+H 0.7680 k-ft 13.408 k-ft 17.458 OK Z-Z, +D+0.750L+0.750S+0.5250E+H 0.7680 k-ft 13.408 k-ft 17.458 OK Z-Z, +0.60D+0.60W+0.60H 0.4608 k-ft 8.045 k-ft 17.458 OK Z-Z, +0.60D+0.70E+0.60H 0.4608 k-ft 8.045 k-ft 17.458 OK ES Tii / All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Flexure Axis & Load Combination Mu Side Tension AsReqd Gym. As Actual As Ph Status k-ft Surface W2 W2 W2 k-ft X-X. +1.40D+1.60H 1.222 +Z Bottom 0.3888 Min lemp% 0.40 17.686 OK X-X.+1.40D+1.60H 1.222 -z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 1.047 +Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X. +1.20D+0.50Lr+1.60L+1.60H 1.047 .-Z Bottom 0.3888, Min Temp % 0.40 17686 OK X-X. +1.20D+1.60L+0.50S+1.60H 1.047 +Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X, +1.20D+1.60L.+0.50S+1.60H 1.047 -Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X, +1.20D+1.60Lr+0.50L+1.60H 1.047 +Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X. +1.20D+1.60Lr+0.50L+1.60H 1.047 -Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X. +1.20D+1.60L40.50W+1.60H 1.047 +Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X, +1.20D+1.60Lr+0.50W+1.60H 1.047 -Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X, +1.20D+0.50L+1.60S+1.60H 1.047 +Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X. +1.20D+0.50L+1.60S+1.60H 1.047 -Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X. +1.20D+1.60S+0.50W+1.60H 1.047 +Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X, +1.20D+1.60S+0.50W+1.60H 1.047 -Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X, +1.20D+0.50Lr+0.50L+W+1.60H 1.047 +Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X, +1.20D+0.50Lr+0.50L+W+1.60H 1.047 -Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X, +1.20D+0.50L+0.505+W+1.60H 1.047 +Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X, +1.20D+0.50L+0.505+W+1.60H 1.047 -Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X, +1.20D+0.50L+0.205+E+1.60H 1.047 +Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X, +1.20D+0.50L+0.205+E+1.60H 1.047 -Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X, +0.90D+W+0.90H 0.7854 +Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X. +0.90D+W+0.90H 0.7854 -Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X. +0.90D+E+0.90H 0.7854 +Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X, +0.90D+E40.90H 0.7854 -Z Bottom 0.3888 Min Temo % 0.40 17.686 OK Z-Z. +1.40D+1.60H 1.401 -X Bottom 0.3888 Min Temp% 0.40 17.686 OK Z-Z. +1.40D+1.60H 1.043 +X Bottom. 0.3888 Min Temo % 0.40 17.686 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 1.201 -X Bottom 0.3888 Min Temp % 0.40 17.686 OK Z-Z. +1.20D+0.50Lr+1.60L+1.60H 0.8936 +X Bottom 0.3888 Min Temo % 0.40 17.686 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 1.201 -X Bottom 0.3888 Min Temp % 0.40 17.686 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 0.8936 +X Bottom 0.3888 Min Temp % 0.40 17.686 OK Z-Z, +1.20D+1.60Lr4.50L+1.60H 1.201 -X Bottom 0.3888 Min Temp % 0.40 17.686 OK Z-Z, +1.20D+1.60Lr+0.50L+1.60H 0.8936 +X Bottom 0.3888 Min Temp % 0.40 17.686 OK Z-Z, +1.20D+1.60Lr40.50W+1.60H 1.201 -X Bottom 0.3888 Min Temp % 0.40 17.686 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60H 0.8936 +X Bottom 0.3888 Min Temo% 0.40 17.686 OK Z-Z, +1.20D+0.50L+1.605+1.60H' 1.201 -X Bottom 0.3888 Min Temo % 0.40 17.686 OK Z-Z. +1.20D+0.50L+1.605+1.60H 0.8936 +X Bottom 0.3888 Min Temp % 0.40 17.686 OK Z-Z. +1.20D+1.60S+0.50W+1.60H 1.201 -X Bottom 0.3888 Min Temp % 0.40 17.686 OK F!:IG.!U'IUiIi'J :1 Ilk ENJCA Descption: Beam 12/13 Footing Z-Z, +1.20D+1.60S+0.50W+1.60H 0.8936 +X Bottom 0.3888 Min Temo % 0.40 17.686 OK Description: Beam 12/13 Footing rFiiFli Flexure Axis & Load Combination Mu Side Tension AsReqd Gym. As Actual As Pun Status Z-Z, +1.20D+0.50Lr+0.50L+W+1.60H 1.201 -x Bottom 0.3888 Min Temp % 0.40 17.686 OK Z-Z. +1.20D+0.50Lr.+0.50L+W+1.60H 0.8936 +X Bottom 0.3888 Min Temp % 0.40 17.686 OK Z-Z, +1.20D+0.50L+0.50S+W+1.60H 1.201 -X Bottom 0.3888 Min Temp % 0.40 17.686 OK Z-Z, +1.20D+0.50L+0.50S+W+1.60H 0.8936 +X Bottom 0.3888 Min Temp % 0.40 17.686 OK Z-Z, +1.20D+0.50L+0.20S+E+1.60H 1.201 -X Bottom 0.3888 Min Temp % 0.40 17.686 OK Z-Z, +1.20D+0.50L+0.20S+E+1.60H 0.8936 +X Bottom 0.3888 Min Temp % 0.40 17.686 OK Z-Z, +0.900+W+0.90H 0.9005 -X Bottom 0.3888 Min Temp % 0.40 17.686 OK Z-Z, +0.900+W+0.90H 0.6702 +X Bottom 0.3888 Min Temp % 0.40 17.686 OK Z-Z, +0900+E+0.90H 0.9005 -X Bottom 0.3888 Min Temp % 0.40 17.686 OK Z:Z..9D±EO 0,6702 +X Bottom 0.3888 Min Temp % 0.40 17.686 OK Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu! Phi*Vn Status +1.40D+1.60H 1.81 psi 1.20 psi 1.51 psi 1.51 psi 1.81 psi 82.16 psi 0.02 0.00 +1.20D+0.50Lr+1.60L+1.60H 1.55 psi 1.03 psi 1.29 psi 1.29 psi 1.55 psi 82.16 psi 0.02 0.00 +1.200+1.60L+0.50S+1.60H 1.55 psi 1.03 psi 1.29 psi 1.29 psi 1.55 psi 82.16 psi 0.02 0.00 +1.20D+1.60Lr+0.50L+1.60H 1.55 psi 1.03 psi 1.29 psi 1.29 psi 1.55 psi 82.16 psi 0.02 0.00 +1.200+1.60Lr+0.50W+1.60H 1.55 psi, 1.03 psi 1.29 psi 1.29 psi 1.55 psi 82.16 psi 0.02 0.00 +1.20D+0.50L+1.60S+1.60H 1.55 psi 1.03 psi 1.29 psi 1.29 psi 1.55 psi 82.16 psi 0.02 0.00 +1.20D+1.60S+0.50W+1.60H 1.55 psi 1.03 psi 1.29 psi 1.29 psi 1.55 psi 82.16 psi 0.02 0.00 +1.20D+0.50Lr+0.50L+W+1.60H 1.55 psi 1.03 psi 1.29 psi ' 1.29 psi 1.55 psi 82.16 psi 0.02 0.00 +1.20D+0.50L+0.50S+W+1.60H 1.55 psi 1.03 psi 1.29 psi 1.29 psi 1.55 psi 82.16 psi 0.02 0.00 +1.20D+0.50L+0.20S+E+1.60H 1.55 psi 1.03 psi 1.29 psi 1.29 psi 1.55 psi 82.16 psi 0.02 0.00 +0.90D+W+0.90H 1.17psi 0.77 psi 0.97 psi 0.97 psi 1.17psi 82.16 psi 0.01 0.00 +0.90D+E+0.90H ________ 1.17psi 0.77 psi 0.97 psi 0.97 psi 1.17psi 82.16 psi 0.01 0.00 rTwo Way"P unch ing' Shear All units k Load Combination... Vu Phi*Vn Vu! Phi*Vn Status +1.40D+1.60H 9.12 psi 164.32osi 0.05551 OK +1.20D+0.50Lr+1.60L+1.60H 7.82 psi 164.32 psi 0.04758 OK +1.20D+1.60L+0.50S+1.60H 7.82 psi 164.32 psi 0.04758 OK +1.20D+1.60Lr+0.50L+1.60H 7.82 psi 164.32 psi 0.04758 OK +1.20D+1.60Lr+0.50W+1.60H 7.82 osi 164.32 psi 0.04758 OK +1.20D+0.50L+1.60S+1.60H 7.82 psi 164.32 psi 0.04758 OK +1.20D+1.60S+0.50W+1.60H 7.82 psi 164.32 psi 0.04758 OK +1.20D+0.50Lr+0.50L+W+1.60H 7.82 psi 164.32psi 0.04758 OK +1.20D+0.50L+0.50S+W+1.60H 7.82 psi 164.32si 0.04758 OK +1.201)+0.50L+0.20S+E+1.60H 7.82 osi 164.32 osi 0.04758 OK +0.90D+W+0.90H 5.86 psi 164.32psi 0.03569 OK +0.900+E+0.90H . 5.86 psi 164.32ps1 0.03569 OK Description: Fireplace Foundation ces *4J Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 Material Properties Soil Design Values fc: Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy: Reber Yield = 40.0 ksi Increase Bearing By Footing Weight = No Ec: Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. 0.350 p Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.50 It Min Steel % Bending Reinf. = Allow press. increase per foot of depth = ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = It Min. Overturning Safety Factor = 1.0 :1 Mm. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears : Yes = ksf Add Pedestal Wt for Soil Pressure : No when max. length or width s greater than i = ft Use Pedestal wt for stability, mom & shear : No DSEE ijs Width parallel to X-X Axis = 5.0 ft Length parallel to Z-Z Axis = 5.0 It Footing Thickness = 18.0 in Pedestal dimensions... px : parallel to X-X Axis in pz: parallel to Z-Z Axis : in Height - in Reber Centeiline to Edge of Concrete... at Bottom of footing = 3.0 in KL Reinforcing Bars parallel to X-X Axis Number of Bars - Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Size = 10.0 # 4 = 10.0 #4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation We # Bars required within zone n/a # Bars required on each side of zone n/a dL i D Lr L S W E H P: Column Load 1.276 k OB : Overburden ksf M-xx k-ft M-zz = 2.178 k-ft V-x 0.6225 k V-z = k Description : Fireplace Foundation I 187, E CSX iflJTT Mm. Ratio Item Applied Capacity Governing Load Combination PASS 0.2769 Soil Bearing 0.4154 ksf 1.50 ksf +D+0.750L+0.750S-0.5250E+H about Z-9' PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 5.394 Overturning - Z-Z 3.112 k-ft 16.784 k-ft +D+H PASS 6.034 Sliding - X-X 0.6225 k 3.756 k +D+H PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS We Uplift 0.0 k 0.0 k No Uplift PASS 0.03725 Z Flexure (+X) 0.6588 k-ft 17.686 k-ft +1.40D+1.60H PASS 0.0120 Z Flexure (-X) 0.2122 k-ft 17.686 k-ft +1.40D+1.60H PASS 0.01263 X Flexure (+Z) 0.2233 k-ft 17.686 k-ft +1.40D+1.60H PASS 0.01263 X Flexure (-Z) 0.2233 k-ft 17.686 k-ft +1.400+1.60H PASS 0.01930 1-way Shear (+X) 1.585 psi 82.158 psi +1.40D+1.60H PASS 0.007216 1-way Shear (-X) 0.5929 psi 82.158 psi +1.400+1.60H PASS 0.006040 1-way Shear (+Z) 0.4962 psi 82.158 psi +1.40D+1.60H PASS 0.006040 1-way Shear (-Z) 0.4962 psi 82.158 psi .i-1.40D+1.60H PASS 0.01122 2-way Punching 1.844 psi 164.317 psi +1.40D+1.60H Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual! Allow Load Combination... Gross Allowable (in) Bottom, -z Top, +Z Left, -x Right, +X Ratio X-X. +D+H 1.50 We 0.0 0.2685 0.2685 n/a n/a 0.179 X-X, +D+L+H 1.50 n/a 0.0 0.2685 0.2685 n/a n/a 0.179 X-X, +D+Lr+H 1.50 n/a 0.0 0.2685 0.2685 n/a n/a 0.179 X-X, +D+S+H 1.50 n/a 0.0 0.2685 0.2685 n/a n/a 0.179 X-X, +D+0.750Lr+0.750L+H 1.50 n/a 0.0 0.2685 0.2685 n/a n/a 0.179 X-X, +D+0,750L+0.750S+H 1.50 n/a 0.0 0.2685 0.2685 n/a n/a 0,179 X-X, +D+0.60W+H 1.50 n/a 0.0 0.2685 0.2685 n/a n/a 0.179 X-X, +D+0.70E+H 1.50 n/a 0.0 0.2685 0.2685 n/a n/a 0.179 X-X, +D-0.70E+H 1.50 n/a 0.0 0.2685 0.2685 n/a n/a 0.179 X-X, +D+0.750Lr+0.750L+0.450W+H 1.50 n/a 0.0 0.2685 0.2685 n/a n/a 0.179 X-X, +D+0.750L+0.750S+0.450W+H 1.50 n/a 0.0 0.2685 0.2685 n/a n/a 0.179 X-X. +D+0.750L+0.750S+0.5250E+H 1.50 n/a 0.0 0.2685 0.2685 n/a n/a 0.179 X-X. +D+0.750L+0.750S-0.5250E+H 1.50 n/a 0.0 0.2685 0.2685 n/a We 0.179 X-X.+O.60D+0.60W+D.60H 1.50 n/a 0.0 0.1611 0.1611 n/a We 0.107 X-X, .i.0.60D+0.70E+0.60H 1.50 n/a 0.0 0.1611 0.1611 n/a - n/a 0.107 X-X,+O.60D-0.70E+O.60H 1.50 n/a 0.0 0.1611 0.1611 n/a We 0.107 Z-Z, +D+H 1.50 5.562 n/a n/a n/a 0.1217 0.4154 0.277 Z-Z, +D+L+H 1.50 5.562 n/a n/a n/a 0.1217 0.4154 0.277 Z-Z, +D+Lr+H 1.50 5.562 n/a n/a n/a 0.1217 0.4154 0.277 Z-Z, +D+S+H 1.50 5.562 n/a n/a n/a 0.1217 0.4154 0.277 Z-Z, +D+0.750Lr+0.750L+H 1.50 5.562 n/a n/a n/a 0.1217 0.4154 0.277 Z-Z, +D+0.750L+0.750S+H 1.50 5.562 n/a n/a n/a 0.1217 0.4154 0.277 Z-Z, +D.i-0.60W+H 1.50 5.562 n/a n/a n/a 0.1217 0.4154 0.277 Z-Z. +D+0.70E+H 1.50 5.562 n/a ri/a n/a 0.1217 0.4154 0.277 Z-Z, +D-0.70E+H 1.50 5.562 n/a n/a n/a 0.1217 0.4154 0.277 Z-Z, +D+0.750Lr+0.750L+0.450Wi-H 1.50 5.562 n/a n/a n/a 0.1217 0.4154 0.277 Z-Z, +D+0.750L+0.750S+0.450W+H 1.50 5.562 n/a n/a n/a 0.1217 0.4154 0.277 Z-Z, +D+0.750L+0.750S+0.5250E+H 1.50 5.562 n/a n/a n/a 0.1217 0.4154 0.277 Z-Z, +D+0.750L+0.750S-0.5250E+H 1.50 5.562 n/a n/a n/a 0.1217 0.4154 0.277 Z-Z, +0.60D.i-0.60W+0.60H 1.50 5.562 n/a n/a n/a 0.0730 0.2492 0.166 Z-Z. +0.600.i-0.70E40.60H 1.50 5.562 n/a n/a n/a 0.0730 0.2492 0.166 Z-Z, +0.60D-0.70E+0.60H 1.50 5.562 n/a We n/a 0.0730 0.2492 0.166 Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X. +D+H None 0.0 k-ft Infinity OK X-X. +D+L+H None 0.0 k-ft Infinity OK X-X. +D+Lr+H None 0.0 k-ft Infinity OK X-X, +Di-S+H None 0.0 k-ft Infinity OK Description: Fireplace Foundation Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X. +D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X. +D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X, +D+0.60W+H None 0.0 k-ft Infinity OK X-X. +D+0.70E+H None 0.0 k-ft Infinity OK X-X, +D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinity OK X-X, +D+0.750L+0.750S+0.450W+H None 0.0 k-ft Infinity OK X-X, +D+0.750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OK X-X, +0.60D+0.60W+0.60H None 0.0 k-ft Infinity OK X-X, +0.60D+0.70E+0.60H None 0.0 k-ft Infinity OK Z-Z. +D+H 3.112 k-ft 16.784 k-ft 5.394 OK Z-Z. +D+L+H 3.112k-ft 16.784 k-ft 5.394 OK Z-Z, +D+Lr+H 3.112k-ft 16.784 k-ft 5.394 OK Z-Z. +D+S+H 3.112k-ft 16.784 k-ft 5.394 OK Z-Z. +D+0.750Lr+0.750L+H 3.112k-ft 16.784 k-ft 5.394 OK Z-Z. +D+0.750L+0.750S+H 3.112k-ft 16.784 k-ft 5.394 OK Z-Z. +D+0.60W+H 3.112k-ft 16.784 k-ft 5.394 OK Z-Z, +D+0.70E+H 3.112k-ft 16.784 k-ft 5.394 OK Z-Z. +D+0.750Lr+0.750L+0.450W+H 3.112k-ft 16.784 k-ft 5.394 OK Z-Z. +D+0.750L+0.750S+0.450W+H 3.112 k-ft 16.784 k-ft 5.394 OK Z-Z, +D+0.750L+0.750S+0.5250E+H 3.112k-ft 16.784 k-ft 5.394 OK Z-Z. +0.60D+0.60W+0.60H 1.867 k-ft 10.070 k-ft 5.394 OK Z-Z. +0.60D+0.70E+0.60H 1.867k-ft 10.070 k-ft 5.394 OK SbdiijbiIii All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status X-X, +D+H 0.6225 k 3.756 k 6.034 OK X-X. +D+L+H 0.6225k 3.756 k 6.034 OK X-X. +D+Lr+H 0.6225 k 3.756 k 6.034 OK X-X, +D+S+H 0.6225 k 3.756 k 6.034 OK X-X, +D+0.750Lr+0.750L+H 0.6225 k 3.756 k 6.034 OK X-X, +D+0.750L+0.750S+H 0.6225 k 3.756 k 6.034 OK X-X, +D+0.60W+H 0.6225 k 3.756 k 6.034 OK X-X, +D+0.70E+H 0.6225 k 3.756 k 6.034 OK X-X, +D+0.750Lr+0.750L+0.450W+H 0.6225 k 3.756 k 6.034 OK X-X, +D+0.750L+0.750S+0.450W+H 0.6225 k 3.756 k 6.034 OK X-X. +D+0.750L+0.750S+0.5250E+H 0.6225 k 3.756 k 6.034 OK X-X. +0.60D+0.60W+0.60H - 0.3735 k 2.816 k 7.540 OK X-X. +0.60D+0.70E+0.60H 0.3735 k 2.816 k 7.540 OK Z-Z, +D+H ... 0.0 k 3.756 k No Sliding OK Z-Z. +D+L+H 0.0 k 3.756k No Slidina OK Z-Z, +D+Lr+H 0.0 k 3.756k No Sliding OK Z-Z. +D+S+H 0.0 k 3.756k No Sliding OK Z-Z, +D+0.750Lr+0.750L+H 0.0 k 3.756k No Sliding OK Z-Z, +D+0.750L+0.750S+H 0.0 k 3.756k No Sliding OK Z-Z, +D+0.750L+0.750S+0.450W+H 0.0 k 3.756k No Sliding OK Z-Z, +D+0.750L+0.7505+0.5250E+H 0.0 k 3.756k No Sliding OK Z-Z, +0.60D+0.60W+0.60H 0.0 k 2.816k No Sliding OK Z-Z, +0.60D+0.70E+0.60H . 0.0 k 2.816k No Sliding OK Z-Z. +D+0.60W+H 0.0 k 3.756k No Sliding OK Z-Z, +D+0.70E+H 0.0 k 3.756k No Sliding OK Z-Z. +D+0.750Lr+0.750L+0.450W+H 0.0 k 3.756k No Sliding OK Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Reqd Gym. As Actual As PhiMn Stétus k-ft Surface InA2 .inA2 InA2 k-ft X-X. +1.40D+1.60H 0.2233 +Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X, +1.40D+1.60H 0.2233 -z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X, -i-1.20D+0.50Lr+1.60L+1.60H 0.1914 +Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X, +1.20D+0.5OLr+1.60L+1.60H 0.1914 -Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X, +1.20D+1.60L+0.50S+1.60H 0.1914 +Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X. +1.20D+1.60L+0.505+1.60H 0.1914 -Z Bottom 0.3888 Min lemp% 0.40 17.686 OK Description: Fireplace Foundation EI T Flexure Axis & Load Combination Mu k-ft Side Tension Surface As Reqd inA2 Gym. As in"2 Actual As InA2 PhiMn k-ft Status X-X, +1.20D+1.60Lr+0.50L+1.60H 0.1914 +Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X, +1.20D+1.60Lr+0.50L+1.60H 0.1914 Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X. +1.20D+1.60Lr+0.50W+1.60H 0.1914 +Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X, +1.20D+1.60Lr+0.50W+1.60H 0.1914 -z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X, +1.20D+0.50L+1.60S+1.60H 0.1914 +Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X, +1.20D+0.50L+1.60S+1.60H 0.1914 -z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X, +1.20D+1.60S+0.50W+1.601-1 0.1914 +Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X, +1.20D+1.60S+0.50W+1.60H 0.1914 -Z Bottom 0.3888 Min Temp % - 0.40 17.686 OK X•X, +1.20D+0.50Lr+0.50L+W+1.60H 0.1914 +Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X, i-1.20D+0.50Lr+0.50L+W+1.60H 0.1914 -Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X, +1.20D+0.50L+0.50S+W+1.60H 0.1914 +Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X, +1.20D+0.50L+0.50S+W+1.60H 0.1914 -Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X, +1.20D+0.50L+0.20S+E+1.6011 0.1914 +Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X. +1.20D+0.50L+0.20S+E+1.60H 0.1914 -Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X.+0.90D+W+0.90H 0.1436 +Z Bottom 0.3888 Min Tem% 0.40 17.686 OK X-X. i-0.90D+W+0.90H 0.1436 -Z Bottom 0.3888 Min Temo % 0.40 17.686 OK X-X,+0.90D+E+0.9011 0.1436 +Z Bottom 0.3888 Min Temp % 0.40 17.686 OK X-X,+0.90D+E+0.90H 0.1436 -Z Bottom 0.3888 Min Temp % 0.40 17.686 OK Z-Z, +1.40D+1.60H 0.2122 -X Top 0.3888 Min Temp % 0.40 17.686 OK Z-Z,+1.40D+1.60H 0.6588 +X Bottom 0.3888 Min Temp% 0.40 17.686 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 0.1819 -X Top 0.3888 Min Temp % 0.40 17.686 OK Z-Z. +1.20D+0.50Lr+1.60L+1.60H 0.5647 +X Bottom 0.3888 Min Temp % 0.40 17.686 OK Z-Z. +1.20D+1.60L+0.50S+1.60H 0.1819 -X Top 0.3888 Min Temp % 0.40 17.686 OK Z-Z. +1.20D+1.60L+0.50S+1.6011 0.5647 +X Bottom 0.3888 Min Temo % 0.40 17.686 OK Z-Z. +1.20D+1.60Lr+0.50L+1.60H 0.1819 -X Toø 0.3888 Min Temp % 0.40 17.686 OK Z-Z, +1.20D+1.60Lr+0.50L+1.60H 0.5647 +X Bottom 0.3888 Min Temp % 0.40 17.686 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60H 0.1819 -X Top 0.3888 Min Temp % 0.40 17.686 OK Z-Z. +1.20D+1.60Lr+0.50W+1.60H 0.5647 +X Bottom 0.3888 Min Temp % 0.40 17.686 OK Z-Z, +1.20D+0.50L+1.60S+1.60H 0.1819 -X Top 0.3888 Min Temp % 0.40 17.686 OK Z-Z, +1.20D+0.50L+1.60S+1.60H 0.5647 +X Bottom 0.3888 Min Temp % 0.40 17.686 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 0.1819 -X Top 0.3888 Min Temp % 0.40 17.686 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 0.5647 +X Bottom 0.3888 Min Temp % 0.40 17.686 OK Z-Z, +1.20D+0.50Lr+0.50L+W+1.60H 0.1819 -X Top 0.3888 Min Temp % 0.40 17.686 OK Z-Z, +1.20D+0.50Lr+0.50L+W+1.60H 0.5647 +X Bottom 0.3888 Min Temp % 0.40 17.686 OK Z-Z, +1.20D+0.50L+0.50S+W+1.60H 0.1819 X ToD 0.3888 Min Temp % 0.40 17.686 OK Z-Z. +1.20D+0.50L+0.50S+W+1.60H 0.5647 +X Bottom 0.3888 Min Temp % 0.40 17.686 OK Z-Z, +1.20D+0.50L+0.20S+E+1.60H 0.1819 X TOD 0.3888 Min Temp % 0.40 17.686 OK Z-Z, +1.20D+0.50L+0.20S+E+1.60H 0.5647 +X Bottom 0.3888 Min Temp % 0.40 17.686 OK Z-Z. +0.90D+W+0.90H 0.1364 -X Top 0.3888 Min Temp % 0.40 17.686 OK Z-Z, +0.90D+W+0.90H 0.4235 +X Bottom 0.3888 Min Temp % 0.40 17.686 OK Z-Z, +0.90D+E+0.90H 0.1364 -X Top 0.3888 Min Temp % 0.40 17.686 OK ... Z-Z. +0.90D+E+0.9011 0.4235 +X Bottom 0.3888 Mm Temp % 0.40 17.686 OK EOne Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu! Phi'Vn Status +1.40Di-1.60H 0.59 Psi 1.59 Psi 0.50 psi 0.50 psi 1.59 Psi 82.16 psi 0.02 0.00 +1.20D+0.50Lr+1.60L+1.60H 0.51 psi 1.36 psi 0.43 psi 0.43 psi 1.36 psi 82.16 psi 0.02 0.00 +1.20D+1.60L+0.50S+1.60H 0.51 psi 1.36 psi 0.43 psi 0.43 psi 1.36 psi 82.16 psi 0.02 0.00 +1.20D+1.60Lr+0.50L+1.60H 0.51 psi 1.36 psi 0.43 psi 0.43 psi 1.36 psi 82.16 psi 0.02 0.00 +1.20D+1.60Lr+0.50W+1.60H 0.51 psi 1.36 psi 0.43 psi 0.43 psi 1.36 psi 82.16 psi 0.02 0.00 +1.20D+0.50L+1.60S+1.60H 0.51 psi 1.36 psi 0.43 psi 0.43 psi 1.36 psi 82.16 psi 0.02 0100 +1.20D+1.60S+0.50W+1.60H 0.51 psi 1.36 psi 0.43 psi 0.43 psi 1.36 psi 82.16 psi 0.02 0.00 +1.20D+0.50Lr+0.50L+W+1.60H 0.51psi 1.36 psi 0.43 psi 0.43 psi 1.36 psi 82.16 psi 0.02 0.00 +1.20D+0.50L+0.50S+W+1.60H 0.51 psi 1.36 psi 0.43 osi 0.43 psi 1.36 psi 82.16 psi 0.02 0.00 +1.20D+0.50L+0.20S+E+1.60H 0.51 psi 1.36 psi 0.43 psi 0.43 psi 1.36 psi 82.16 psi 0.02 0.00 +0.90D+W+0.90H 0.38 psi 1.02 psi 0.32 psi 0.32 psi 1.02 psi 82.16 psi 0.01 0.00 +0.90D+E+0.90H . o.39 osi . 1.02 psi 0.32 psi 0.32 psi 1.02 psi 82.16 psi 0.01 0.00 ETw Way "Punching" Shr All units k Load Combination... Vu Phi*Vn Vu! Phi*Vn Status +1.40D+1.60H 1.84 psi 164.32øsi 0.01122 OK +1.20D+0.50Lr+1.60L+1.60H 1.58 pSi 164.32 psi 0.009618 OK Description: Fireplace Foundation _______________ ______ All units k Load Combination... Vu Phi*Vn Vu! PhiVn Status +1.20D+1.60L+0.50S+1.60H 1.58 psi . 164.32 psi 0.009618 OK +1.20D+1.60Lr+0.50L+1.60H 1.58 psi 164.32 psi 0.009618 OK +1.20D+1.60Lr+0.50W+1.60H 1.58 osi 164.32 osi 0.009618 OK +1.20D+0.50L+1.60S+1.60H 1.58 osi 164.32 osi 0.009618 OK +1.20D+1.60S+0.50W+1.60H 1.58 psi 164.32 psi 0.009618 OK +1.20D+0.50Lr+0.50L+W+1.60H 1.58 psi 164.32 psi 0.009618 OK +1.20D+0.50L+0.50S+W+1.60H 1.58 psi 164.32 psi 0.009618 OK +1.20D*0.50L+0.20S+E+1.60H 1.58 psi 164.32 osi 0.009618 OK +0.90D+W+0.90H 1.19 psi 164.32ps1 0.007213 OK +0.90D+E+0.90H 1.19 psi 164.32psi 0.007213 OK Date: To: Job No.: Sheet: Re: July 30, 2019 Dave Madden Dave Madden Architects 1520-05 1018 Revised Opening at The Patio Please find attached sketches of the revised framing and foundation plans for the above mentioned project. At the Patio where the wall opening has been revised to L = 16'-0" clear span and a top hung sliding wall system is to be installed it is structurally acceptable to Install an HSS 16x4x5/8 header with a nailer at the base of the beam per detail 418. The post to bean connection is to occur per detail 417. Where the concrete pads need to be retro-fitted it is structurally acceptable to Increase the size of the pad footings per detail 118. Refer to the attached sketches for further clarification. Feel free to contact our office with any questions, 951-695-7101. Nelson Engineers David T. Nelson Jr. President e r'~r7~? f®r C:76318:4' I c,'-' ft;?6V9W0-00%4(D NELSON ENGINEERS 43180 Business Park Dr., Suite 200, Temecula, CA 92590 1 T 951.473.7426 1 F 951.848.0917 1 www.nelsonenglneers.com PT BEARING TRUSS 309 AUGN DR 13 419 3-PT BEARING TRUSS 110 305 A -I \ a a, Lo 301 ROOF FRAMING PLAN- SCALE: 1/4" = cf)\ 5 (°No. C76318?0) g Exp. 6/20 101 > / 101 :-j is (101 '•e / £E 'OESSi0.,. .14 Et FOUNDATION PLAN No. C76318?' SCALE: 1/4" = Exp. 6/20 ' "x8x4 / ALIGNED I STEEL PER PLAN PLATE PLAN VIEW POST TO BEAM 417 FLUSH BE, PER PLAN DOUBLET PLATE PEI PLAN () 4x CONT. WOOD NAILER ON TOP OF BM. 1/2" NELSON STUD @ 24" O.C. MAX. USE 5!8"ø STUD@ 12" O.C. BELOW SHEAR WALL & © MOMENT FRAME 2x OR 1 3/4" SCL SIDE NAILER WHERE NEEDED (c) OPTION SIDE NAILER WHERE NEEDED () TWO ROWS OF 3/4" M.B. MAX. SPACING @24" O.C. STAGGERED NAILER AT STEEL BEAM SOLID BL TO HEADE SSi%. JAQ !2f C. No. C76318?0I rrl Exp. 6/20 CONVERSION CHART 4161 SHEA HSS PER PLAN Il V POST ABO - - BTC-P4-GF PER PER PLAN 04 Al ; SC -- STEEL PLATE BOLT FLANGE TO ........................... J'STEEL DOUBLE TC PLATE PER PLATE PLAN NOTCH TOP OF L 4" MIN. POST, MIN. W=4" I , (2) ' 0 MACHINE SECTION L.._... 7 BOLTS, FLANGE J TO POST HSSPER 001 ....JI 0 PLAN , POST PER PLAN SQUASH BL FLOOR SY 114 BETWEEN x 8 x 4 ________ 2" ALIGNED P' STEEL PER PLAN PLATE PLAN VIEW POST TO BEAM 14171 FLUSH BEA PER PLAN '90F ss/0 110 No. C7631&°rn Exp. 6/20 1112" MIN p. 122 MISPLACED HOLDOWN REPAIR 117 REB/ EXTENI SHOWN CONT. F REINF. I 3U 3 91P SECTIO #4REBAR TOP & BOTTOM wl SIMPSON SET-XP EPDXY NEW PAD EXTEN SHOWf FOOTING EXISTING PAD FOOTING PAD FOOT ING CONT. I REINF. SETIO 123 CONC. PAD RETRO-FIT F00 #oE SS/0 0 cNo. C76318' Exp. 6/20 ' Cl Project Title: Engineer: Project ID: Project Descr: Punted: 16 JUL 2019. 10:48AM DESCRIPTION: Beam 11 CODE REFERENCES Calculations per AISC 360-10. IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam Is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksl Bending Axis: Major Axis Bending Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading tinifonn Load: D = 0.3540, Lr = 0.260 kIlt, Tnbutary Width = 1.0 it Point Load: D =6.820, Lr= 5.820k @10.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.342:1 Maximum Shear Stress Ratio = 0.043:1 Section used for this span HSS16x4x5I8 Section used for this span HSS16x4x5I8 Ma: Applied 79.234k-ft Va : Applied 12.678 k Mn! Omega: Allowable 231.786k-ft VnlOmega : Allowable 297.604 k Load Combination fO4I.r4H Load Combination +D+ljiH Location of maximum on span 9.977ft Location of maximum on span 18.000 It Span 6 where maximum occurs Span #1 Span B where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.117 In Ratio = 1,851 >=360 Max Upward Transient Deflection 0.000 In Ratio = 0 <360 Max Downward Total Deflection 0.259 in Ratio = 834 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span B M V Mmax + Mmax - Ma Max Mnx Mnxl0mega Cb Rm Va Max Vnx Vnx!Omega 41>111 Dsgn. La 18.0011 1 0.186 0.024 43.02 43.02 387.08 231.79 1.00 1.00 7.10 497.00 297.60 404L4H Dagn. I = 16.0011 1 0.186 0.024 43.02 43.02 387.08 231.79 1.00 1.00 7.10 491.00 297.60 40911+H Dsgn. 1 = 18,00 ft 1 0.342 0,043 79.23 79.23 387.08 231.79 1.00 1.00 12.68 497.00 297.80 '.0*8411 Dsgn. L = 18.00 ft 1 0.186 0.024 43.02 43.02 387.08 231,79 1.00 1.00 7.10 497.00 297.60 4D40.750Lr40.750L4H Dsgn. L = 18.00 ft 1 0.303 0.038 70.18 70.18 387.08 231.79 1.00 1.00 11.28 497.00 291.60 4040.750L40,750S4H Dsgn. L= 18.00 ft 1 0.186 0.024 43.02 43.02 387.08 231.79 1.00 1.00 7.10 497.00 297.60 4040.60W4H Dsgn. I = 18.00 ft 1 0.186 0.024 43.02 43.02 387.08 231.79 1.00 1.00 7.10 497.00 297.60 4040.7OE4H Dsgn. L= 18.00111 1 0.186 0.024 43.02 43.02 387.08 231.79 1.00 1.00 7.10 497.00 297.60 4040.750Lr40.750L40.450W411 Dsgn. I = 18.00 It 1 0.303 0.038 70.18 70.18 387.08 231.79 1.00 1.00 11.28 497.00 297.60 4040.7501-40.750S40.450W4H Dsgn. I = 18.00 ft 1 0.186 0.024 43.02 43.02 387.08 231.79 1.00 1.00 7.10 497.00 297.60 4Di0.750L+0.750S40.5250E4H Project Title: Engineer Project ID: Project Oescr PrInted: 16 JUL 2019. 10:46AM USCRlPTlON: Beam 11 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span 8 M V Mmax + Mmax- Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx VnxlOmega Degn. L = 18.00 ft 1 0.186 0.024 43.02 43.02 387.08 231.79 1.00 1.00 7.10 497.00 297.60 40.60D40.60W40.60H Degn. L= 18.00 ft 1 0.111 0.014 25.81 25.81 387.08 231.79 1.00 1.00 4.26 497.00 297.60 .0.60D40.70E40.60H osgn.L= 18.00ff 1 0.111 0.014 25.81 25.81 387.08 231.79 1.00 1.00 4.26 497.00 297.60 Overall Maximum Deflections - Load Combination Span Max. Dell Location In Span Load Combination Max. 'e Dell Location In Span .O4Lr4H 1 0.2591 9.206 0.0000 0.000 Vertical Reactions Support notation: Far left Is #1 Values In KIPS Load Combination Support 1 Support 2 Overall MAXimum 11.384 12.678 Overall MiNimum 3.875 4.263 40411 6.458 7.104 .0.L4H 6.458 7.104 .D.Lr.H 11.384 12.678 .0.641 6.458 7.104 4040.750Lr40.750L.H 10.153 11.284 .D.0.750L.0.7505.H 6.458 7.104 4D40.60W.H 6.458 7.104 .D40.70E-4i 6.468 7.104 40.0.750Lr40.750L.0.450W4H 10.153 11.284 .040.750L40.7508.0.450W41 6.458 7.104 4040.750L40.750S90.5250E411 6.458 7.104 .0.601).0.60W.0.60H 3.875 4.263 40.60D.0.7OE40.60H 3.875 4.263 DOnly 6.458 7.104 LrOnly 4.927 5.573 I Only S Only W Only E Only H Only Redlands Consultants & Associates &ee44z'/5-916mèz7j 04.11.2019 ENGINEERING DEPARTMENT DEVELOPMENT SERVICE 1616 FARADAY AVE. CARSBAD, CA 92010 Re: ROUGH GRADE CERTIFICATION; KENNY'S RESIDENCE PROJECT ADDRESS: 2630 VISTOSA AVE. APN: 216-250-63-00 PD2018-0022 I GR2018-0037 I DWG 514-4a To whom it may concern, This letter shall confirm that the above site has been graded in accordance with the approved grading plan including location of property corners for proper building location, location and slope ratio for all manufactured slopes, location and elevation of building pads and positive building pad drainage. The placement of the building pad and the pad elevation as shown below are in conformance with grading plans as approved by the City of Carlsbad A field inspection was performed on 04.07.2019 and showed that the pad was graded to be in conformance with the plans as follows: Pad Elevation As-built Elevation Approved Plan Elevation 211.3 211.28 The pad elevation and the pad placement fall within the standards of care for grading practices and tolerances. The building is suitable for building construction as related-to the preceding items. Sincerely. Civil Engineer: Khaled S. Farah Reg. No: 83128 RECEQVED Exp. 03-31-2021 APR 112019 CITY OF CARLSBAD BULDNG DIVISION ri 621 S. Buena Vista St., Redlands, CA 92373, Tel: 951440.9227, Fax: 909.271.3230, email: RCA.RCA@LIVE.COM 9O1OOL ( Date: To: Job No. Sheet: Re: April 3,2019 RECEIVED Rich Moreno APR 112019 EsGil CITY OF C'ARLSBAD 181520-04 BUILDI NG DIVISION 1 of 1 Plan Check PC208-0046 (2' check) 2630 &2632 Vistosa P1. The following items are specific responses to the plan check corrections for the above mentioned project. All revised items have been clouded under delta 3 on the plans for clarity. Foundation Requirements: io. To be provided by the soils engineer. The foundation plan has been revised to comply with the soil report's recommendations. ii. A note was added to the foundation plan as part of delta 2. 12. To be provided by the soils engineer. Feel free to contact our office with any questions, 953.-695-7101- Nelson Engineers Eddy Aguilar Project Engineer NELSON ENGINEERS 43180 BUsiness Park.b Sute200,TemecuIa, CA 02596 1 T-951,4717426. F951 wwwneIsonengiheers.com. Fc,3z6) g~- 00(4 10 Ptincipal GeOlogist/Engineer Distribution: (4) Addressee April 9, 2019 Project No., 18694-30 Gerry, and Liz Kenny 8009 Paseo Arrayan Carlsbad, CA 92009 Subject: Geologic and Soils Engineering Review of Foundation Plans, Proposed Kenny Residence, Assessor's. Parcel Number 216-650-63-00, 2630 Vistosa Place, City of Carlsbad, San Diego County, California Reference: CW Soils, Inc., 201:8, Preliminaiy, Geotechnical interpretive Report, Proposed Kenny Residence, Assessor's Parcel Number 216-650-63-00. Located on Vistosa Place. City qfcarishad, San Diego County, California, dated November 2, 2018. Pursuant to your request, CW Soils has reviewed the Foundation Plans prepared. by Nelson EngineersSheetNós. SN-I, SD-1.0 and Si-I .0 dated April 3. 2019. Thepurpose. of our review was to evaluate the plans with regard. to the geologic and soils engineering recommendations outlined in the referenced report Our review indicates that. the geqiogic and soils engineering recOmmendatioiis outlined in the referenced report have been incorporated into the aforementioned plans. CW Soils appreciates the opportunity to offer our services on this project. If we can be of further assistance, please do not hesitate to contact the undersigned at your convenience. Respectfully submitted, CW Soils OFES\ E. Lu I ••.: ' 'j'... NO. C371 re- CIVIL CA RECEIVED APR 112019 CITY 0 CL3AD BUILDG DV3I0N CWSOILS, 23251 Kent Court, Murrieta, CA 92562 951-3043935 ec OLC) I'E J__0C5k_t6 PRELIMINARY GEOTECHNICAL INTERPRETIVE REPORT PROPOSED KENNY RESIDENCE ASSESSOR'S PARCEL NUMBER 216-650-63-00 LOCATED ON VISTOSA PLACE, CITY OF CARLSBAD SAN DIEGO COUNTY, CALIFORNIA PROJECT NO. 18694-10 NOVEMBR 2, 2018 cwst 23251 K* PC2018-0046 .Murrieta, (11 9511-3& 2630 VISTOSA PL KENNY:(MAIN) 3.427 SF LIV, 807 SF GARAGE, 1,221 SF CWSZ PATIO// (ADU) ATTACHED 579 SF LIV DEV2018-0166 2162506300 4/11/2019 PC20I 8-0046 November 2, 2018 Project No. 18694-10 Mr. Chuck Truitt EMPIRE BUILT, INC. 41667 Ivy Street, Suite A Murrieta, CA 92562 Subject: Preliminary Geotechnical Interpretive Report, Proposed Kenny Residence, Assessor's Parcel Number 216-650-63-00, Located on Vistosa Place, City of Carlsbad, San Diego County, California In accordance with your request, CW Soils is pleased to present our preliminary geotechnical interpretive report for the proposed single family residence, Assessor's Parcel Number 216-650-63-00, located on Vistosa Place in the City of Carlsbad, San Diego County, California. Our services were completed in accordance with the scope of work described in our proposal, dated May 16, 2018. The purpose of our work was to evaluate the nature, distribution, andengineering properties of the geologic formations underlying the site with respect to the proposed improvements. CW Sol the opportunity to offer our services on this project. If we can be of further assistance, plea doiot hesitate to contact the undersigned at your convenience. RespTly submitted, ir CW oils NO ,G, . fl Principal Geologist/Engineer . CIv- iI I!) Distribution: (4) Addressee CW S01 15 I Ken' (-intrt. Murrie. cA 925625 •304_39i.c TABLE OF CONTENTS INTRODUCTION .1 SITEDESCRIPTION ............................................................................................................................................ 1 PROPOSED DEVELOPMENT .......................................................................................................................1 FIELD EXPLORATION AND LABORATORY TESTING............................................................................1 FieldExploration ...............................................................................................................................................1 LaboratoryTesting............................................................................................................................................3 FINDINGS..............................................................................................................................................................3 RegionalGeology ...............................................................................................................................................3 LocalGeology.....................................................................................................................................................3 AerialPhotographs............................................................................................................................................3 Faulting...............................................................................................................................................................4 CONCLUSIONS AND RECOMMENDATIONS...............................................................................................4 General................................................................................................................................................................4 Earthwork...........................................................................................................................................................4 GradingOperations.......................................................................................................................................4 Clearingand Grubbing.................................................................................................................................4 Excavation Characteristics ...........................................................................................................................6 Groundwater..................................................................................................................................................6 GroundPreparation ......................................................................................................................................6 ImportSoils....................................................................................................................................................6 CompactedFill Placement ............................................................................................................................6 TemporaryBackcuts .....................................................................................................................................6 CutAreas........................................................................................................................................................7 GeotechnicalObservations............................................................................................................................7 PostGrading Considerations............................................................................................................................7 Slope Landscaping and Maintenance ..........................................................................................................7 SiteDrainage ................................................................................................................................................... 7 UtilityTrenches..............................................................................................................................................7 SEISMICDESIGN PARAMETERS ...................................................................................................................8 GroundMotions.................................................................................................................................................8 Secondary Seismic Hazards..............................................................................................................................9 Liquefaction and Lateral Spreading................................................................................................................9 GroundSubsidence............................................................................................................................................9 PRELIMINARY FOUNDATION DESIGN RECOMMENDATIONS............................................................9 General................................................................................................................................................................9 AllowableBearing Values ...............................................................................................................................10 Settlement.........................................................................................................................................................10 LateralResistance ............................................................................................................................................. 10 Expansive Soil Considerations........................................................................................................................10 Low Expansion Potential (Expansion Index of 21 to 50) .............................................................................10 ConventionalFootings .............................................................. . .................................................................. 11 BuildingFloor Slabs ....................................................................................................................................11 Post Tensioned Slab/Foundation Design Recommendations.......................................................................12 Structural Setbacks and Building Clearance................................................................................................13 FoundationObservations................................................................................................................................13 Corrosivity .14 RETAINING WALLS .15 Active and At-Rest Earth Pressures...............................................................................................................15 SubdrainSystem ..............................................................................................................................................15 TemporaryExcavations..................................................................................................................................16 RetainingWall Backfill ............................................................................................................................. ....... 16 EXTERIOR. CONCRETE ................................................................................................................................... 16 SubgradePreparation .....................................................................................................................................16 FlatworkDesign ................................................................................................................................................16 GRADING PLAN REVIEW AND CONSTRUCTION SERVICES..............................................................17 REPORTLIMITATIONS .................................................................................................................................. 17 Attachments: Figure 1 - Vicinity Map Figure 2.— Regional Geologic Map APPENDIX A - References APPENDIX B - Field Exploration APPENDIX C - Laboratory Analysis APPENDIX D - Seismicity APPENDIX E - General Earthwork and Grading Specifications Plate 1 - Geotechnical Map CW SO.I.E.S, 23251 Kent Court, M:urrieta, CA. 92562 951-304-3935 cwsoil&com INTRODUCTION This report prepared by CW Soils, presents the preliminary interpretive geotechnical evaluation for the proposed improvements. The purpose of our work was to evaluate the nature, distribution, and engineering properties of the geologic formations underlying the site with respect to the proposed improvements. Furthermore, we have included grading and foundation design recommendations based on the information you provided. SITE DESCRIPTION The site is located on Vistosa Place in the City of Carlsbad, San Diego County, California. The subject property is surrounded by single family residences. The general location of the subject property is illustrated on Figure 1 - Vicinity Map. The subject property consists of undeveloped land with relatively flat terrain. Topographic relief at the subject property is relatively low. Vegetation at the site includes sparse to moderate amounts of annual weeds/grasses/ground cover, along with some scattered small trees. PROPOSED DEVELOPMENT Based on our understanding of the proposed project, one building pad positioned in the central region of the site is planned. The proposed residential development is anticipated to consist of a wood, concrete, or steel framed one- and/or two-story structure utilizing slab on grade construction with associated streets, landscape areas, and utilities. Formal plans have not been prepared and await the conclusions and recommendations of this report. FIELD EXPLORATION AND LABORATORY TESTING Field Exploration Subsurface exploration at the subject property was performed on September 19, 2018. Hand equipment was mobilized to advance 3 test pits throughout the project area to a maximum depth of 1 feet, due to practical refusal. Classification and logging of the soils encountered during the field exploration were performed in general accordance with the Standard Practice for Description and Identification of Soils (Visual-Manual Procedure) of ASTM D 2488. Earth material descriptions may have been reconciled to reflect laboratory test results with regard to ASTM D 2487 or re-examination in the laboratory. Descriptive logs and the Log Symbols & Terms explanation sheet are presented in Appendix B. Associated with the subsurface exploration was the collection of disturbed bulk samples and/or relatively undisturbed samples of soils for laboratory testing and analysis. The samples were placed in sealed containers and transported to the laboratory for testing and analysis. The exploratory locations and geologic conditions at the subject property are illustrated on Plate 1 - Geotechnical Map. V T rl4l tft HT. ,'r11-3 e.! 4;*11p a - - J Approximate Site Location lz 40% AA- .- e .. ' •1 ? _____ •, ; --.j. .'... '... -. t •... . - - - j* .. ••. . . p 7-- .• : zv 1 REFERENCE : Google Earth (Version 7.1.5.1557) [Software]. Mountain View, CA: Google Inc. (2015). CW 18694-10 VICINTY MAP Not to Scale II FIGURE 1 Laboratory Testing Maximum dry density/optimum moisture content, expansion potential, pH, resistivity, sulfate content, and chloride content were determined for selected samples of soils, considered representative of those noted during the field exploration. The laboratory test results are reflected throughout the Conclusions and Recommendations of this report. Summaries of the test results and brief descriptions of laboratory test criteria are presented in Appendix C. FINDINGS Regional Geology Regionally, the project is located in the Peninsular Ranges Geomorphic Province of California. The Peninsular Ranges are characterized by northwest trending sediment filled elongated valleys divided by steep mountain ranges. Associated with and subparallel to the northwest trending San Andreas Fault, are the San Jacinto Fault, Newport-Inglewood Fault, and the Whittier-Elsinore Fault zones. The northwest trend of the province has played a major role in shaping the dominant structural geologic features in the region as well. The Penis Block forms the eastern boundary of the Elsinore Fault, while the west side is comprised of the Santa Ana Mountains. The Penis Block is in turn bounded to the east by the San Jacinto Fault. The Peninsular Ranges Province and the Transverse Range Province are separated by the northern perimeter of the Los Angeles basin, which is formed by a northerly dipping blind thrust fault. The low lying areas within the Peninsular Ranges Province are principally made up of Tertiary and Quaternary non-marine alluvial sediments consisting of alluvial deposits, sandstones, claystones, siltstones, conglomerates, and occasional volcanic units. The mountainous regions are primarily made up of Pre-Cretaceous, metasedimentary, and metavolcanic rocks along with Cretaceous plutonic rocks of the Southern California Batholith. A map illustrating the regional geology is presented on Figure 2 - Regional Geologic Map. Local Geology The most relevant local geologic units expected to be present at the site are summarized in this section. A general description of the dominant soils that form the geologic units is provided below: Middle Eocene Santiago Formation (map symbol Tsa): Santiago Formation bedrock was encountered from the surface to the full depth of our exploration. These materials primarily consisted of light brown to very light grayish brown, fine to medium grained sandstone with varying amounts of silt and clay. These materials were generally noted to be slightly moist, moderately hard to hard and massive. Aerial Photographs A review of aerial photographs was performed during our geotechnical evaluation. No strong geomorphic expressions suggestive of recent faulting, such as linear topography, offset streams/drainage courses, lines of natural springs, or fault scarps, were interpreted to project through the proposed project area during our review of the aerial photographs of the subject property. Aerial photographs from different time periods and various scales that were utilized in our geomorphic interpretations include the following from Google Earth dated May 1994, September 1996, October 2002, January 2006, June 2009, November 2012, April 2015, and January 2018. November 2, 2018 3 CWSoils Faulting Significant ground shaking will likely impact the site within the design life of the proposed project, due to the project being located in a seismically active region. The geologic structure of the entire southern California area is dominated by northwest-trending faults associated with the San Andreas Fault system. The San Andreas Fault system accommodates for most of the right lateral movement associated with the relative motion between the Pacific and North American tectonic plates. The subject property is not located within an Alquist-Priolo Fault Rupture Hazard Study Zone, established by the State of California to restrict the construction of habitable structures across identifiable traces of known active faults. No active faults are known to project through the proposed project. As defined by the State of California, an active fault has undergone surface displacement within the past 11,700 years or during the Holocene epoch. The nearest known "active faults" are part of the Rose Canyon system about -P9.6 kilometers distant (USGS Earthquake Hazards Program, Unified Hazard Tool for Conterminous U.S. 2014 (v4. 1.1) Deaggregation), capable of producing horizontal ground accelerations of -7.01 (USGS, 2002). CONCLUSIONS AND RECOMMENDATIONS General From a geotechnical point of view, the subject property is considered suitable for the proposed improvements, provided the design information and conclusions and recommendations herein are incorporated into the plans and are implemented during construction. Earthwork Grading Operations Grading operations are subject to the provisions of the 2016 California Building Code (CBC), including Appendix J Grading, as well as all applicable grading codes and requirements of the appropriate reviewing agency. Grading operations should also be conducted in accordance with applicable requirements of our General Earthwork and Grading Specifications within the final appendix of this report, unless more conservative recommendations are provided herein. Clearing and Grubbing Areas undergoing grading operations should be stripped of vegetation including trees, grasses, weeds, brush, shrubs, or any other debris and properly disposed of offsite. Laborers should be employed to remove roots, branches, or other deleterious materials during grading operations. CW Soils should be notified in a timely manner in order to provide observations during Clearing and Grubbing operations. Any buried foundations or unanticipated conditions should be brought to our immediate attention to consider whether adjustments are necessary. November 2, 2018 4 CWSoils - .. -- -.- .- -- -- -. -. ---- - -- . -- -- - - Approximate Site Location - - I / \- _, - - LJ Reference: Kennedy, M.P., et all, 2007, Geologic Map of the Oceanside 30'x 60' Quadrangle, California, U.S. Geological Survey, Department of Earth Sciences, University of California, Riverside. 18694-10 REGIONAL GEOLOGIC MAP Not to Scale ______ FIGURE 2 Excavation Characteristics Based on our experience with similar projects in similar settings, the near surface soils, will be readily excavated with conventional earth moving equipment appropriately selected for the task to be performed. The amount of excavation difficulty is often a function of the degree of weathering, type of excavation, rock lithology, and amount of fracturing within the bedrock. In general, bedrock becomes harder and more difficult to excavate with increasing depth. Groundwater Groundwater was not observed during the field exploration conducted to a maximum depth of 1 feet in all three test pits. Ground Preparation In areas to receive compacted fill, the removal of low density, compressible soils, such as any undocumented artificial fill, should continue until firm competent bedrock is encountered. Removal excavations should be verified by the project engineer, geologist or their representative. Prior to placing compacted fills, the exposed bottom should be scarified to a depth of 6 inches or more, watered or air dried as necessary to achieve near optimum moisture content and then compacted to a minimum of 90 percent of the maximum dry density as determined by ASTM D1557-12. Unless finished grades need to be raised, remedial grading should not be necessary. The entire foundation should founded into bedrock that is anticipated to be near the surface throughout the proposed building area. Import Soils If needed to achieve final design grades, all potential import materials should be non-expansive, free of deleterious/oversize materials, and approved by the project soils engineering consultant prior to delivery onsite. Compacted Fill Placement Well mixed soils should be placed in 6 to 8 inch maximum (uncompacted) lifts, watered or air dried as necessary to achieve uniform near optimum moisture content and then compacted to a minimum of 90 percent of the maximum dry density as determined by ASTM D1557-12. Temporary Backcuts With regard to excavation safety, it is the responsibility of the grading contractor to follow all Cal-OSHA requirements. Adequate slope stability to protect adjacent developments must be maintained, temporary backcuts for canyon removals, stabilization fills, and/or keyways may be needed. It is imperative that grading schedules minimize the exposure time of the unsupported excavations. Temporary backcuts should be observed by the engineering geologist or his representative during grading/construction operations. November 2, 2018 6 CWSoils Cut Areas In cut areas where low density surficial soils such as any undocumented artificial fills, topsoil, colluvium and/or alluvium are not removed in their entirety, the entire building area should be overexcavated a minimum of 2 feet below the proposed foundations and replaced with compacted fill. Final determination of building areas that require overexcavation should be determined in the field by an experienced representative of CW Soils. Geotechnical Observations Clearing operations, removal of unsuitable materials, and general grading procedures should be observed by the project soils consultant or his representative. Compacted fill should not be placed without prior bottom observations being conducted by the soils consultant or his representative to verify the adequacy of the removals. The project soils consultant or his representative should be present to observe grading operations and to check that the minimum compaction requirements are being obtained. In addition, verification of compliance with the other grading recommendations presented herein should be provided concurrently. Post Grading Considerations Slope Landscaping and Maintenance Provided all drainage provisions are properly constructed and maintained, the gross stability of graded slopes should not be adversely affected. However, satisfactory slope and building pad drainage is essential for the long term performance of the site. Concentrated drainage should not be allowed to flow uncontrolled over any descending slope. As recommended by the project landscape architect, engineered slopes should be landscaped with deep rooted, drought tolerant maintenance free plant species. Site Drainage Maintaining control over drainage throughout the site is important for the long term performance of the proposed improvements. We recommend roof gutters or equivalent roof collection system for proposed structures. Pad and roof drainage should be routed in non-erosive drainage devices to driveways, adjacent streets, storm-drain facilities, or other locations approved by the building official. Drainage should not be allowed to pond on the building pad or near any foundations. Planters located within retaining wall backfill should be sealed to prevent moisture intrusion into the backfill. Planters located next to structures should be sealed to the depth of the footings. Drainage control devices require periodic cleaning, testing and maintenance to remain effective. Building pad drainage should be designed to meet the minimum gradient requirements of the CBC, to divert water away from foundations. Utility Trenches All utility trench backfill should be compacted at near optimum moisture to a minimum of 90 percent of the maximum dry density as determined by ASTM D1557-12. Trench backfill should be placed in approximately 6 to 8 inch maximum loose lifts and then mechanically compacted with a hydro-hammer, a sheepsfoot, pneumatic tampers, or similar equipment. Within pavement areas, the upper 6 inches of November 2, 2018 7 CWSoils subgrade materials for utility trench backfill should be compacted to 95 percent of the maximum dry density determined by ASTM D1557-12. The utility trench backfill should be observed and tested by the project soils engineer or their representative to verify that the minimum compaction requirements have been obtained. Where utility trenches undercut perimeter foundations, all utility trenches should be backfihled with compacted fill, lean concrete, or concrete slurry. When practical, interior or exterior utility trenches that run parallel to structure footings should not be located within a 1:1 (h:v) plane projected downward from the outside bottom edge of the footing. SEISMIC DESIGN PARAMETERS Ground Motions Tb resist the effects of design level seismic ground motions in order to prevent collapse (1% probability of collapse in 50 years), structures are required to be designed and constructed in accordance with the 2016 California Building Code Section 1613. The design is reliant on the site class, risk category (I, II, III, or 1V), and mapped spectral accelerations for short periods (Ss) and a 1-second period (Si). Based on data and maps jointly compiled by the United States Geological Survey (USGS) and the California Geological Survey (CGS), spectral accelerations for the subject property were generated via a software application provided by the USGS website, Earthquake Hazards Program. The data summarized in the following table is based on the Maximum Considered Earthquake Geometric Mean (MCEcj) with 5% damped ground motions having a 2% probability 'of being exceeded in 50 years (2,475 year return period). The seismic design parameters were determined by a combination of the site class, mapped spectral accelerations, on site soil/rock conditions, and risk category. The compilation of seismic design parameters found below are considered appropriate for implementation during structural design. The USGS Design Summary Report is included in Appendix D. - PARA1IETER FACTOR Site Location Latitude: 33.0828 Longitude: -117.2539 Site Class (1613.3.2 of 2016 CBC, Chapter 20 of ASCE 7) D Mapped Spectral Accelerations for short periods SS (g) 1.054 Mapped Spectral Accelerations for 1-Second Period S (g) 0.407 Maximum Considered Earthquake Spectral Response Acceleration for Short Periods ms 1.137 Maximum Considered Earthquake Spectral Response Acceleration for 1-Second Period ml 0.649 Design Spectral Response Acceleration for Short Periods SDS (g) 0.758 Design Spectral Response Acceleration for 1-Second Period SDI (g) 0.432 Seismic Design Category D Importance Factor Based on Occupancy Category II November 2, 2018 8 CWSoils A probabilistic seismic hazard assessment for the site was conducted in accordance with the 2016 CBC, Section 1803.5.12. The probabilistic seismic hazard maps and data files were jointly prepared by the United States Geological Survey (USGS) and the California Geological Survey (CGS). Actual ground shaking intensities at the subject property may be substantially higher or lower based on complex variables such as the near source directivity effects, depth and consistency of soils, topography, geologic structure, direction of fault rupture, seismic wave reflection, refraction, and attenuation rates. The estimated probabilistic peak ground acceleration at the site is, PGA = 0.412. Secondary Seismic Hazards Secondary effects of seismic shaking include several types of ground failure as well as induced flooding. Ground failure that could occur as a consequence of severe ground shaking, include landslides, ground lurching, shallow ground rupture, and liquefaction/lateral spreading. The likelihood of occurrence of each type of ground failure depends on the severity and distance from the earthquake epicenter, topography, geologic structure, groundwater conditions, and other factors. All of the secondary effects of seismic activity listed above are considered to be unlikely, based on our experience, subsurface exploration, and laboratory testing. Seismically induced flooding is normally associated with a tsunami (seismic sea wave), a seiche (i.e., a wave-like oscillation of surface water in an enclosed basin that may be initiated by a strong earthquake) or failure of a major reservoir or retention system up gradient of the site. As a result of the site being at an elevation of more than 200 feet above mean sea level and being more than 2 miles inland from the nearest coastline of the Pacific Ocean, the potential for seismically induced flooding due to a tsunamis is considered remote. The likelihood of induced flooding due to a seiche overcoming a dam's freeboard is considered remote. In addition, it is considered remote that any major reservoir up gradient of the subject property would be compromised to a point of failure. Liquefaction and Lateral Spreading The three requirements for liquefaction to occur include seismic shaking, poorly consolidated cohesionless sands, and groundwater. Liquefaction results in a substantial loss of shear strength in loose, saturated, cohesionless soils subjected to earthquake induced ground shaking. Potential impacts from liquefaction include loss of bearing capacity, liquefaction related settlement, lateral movements, and surface manifestation in the form of sand boils. The potential for design level earthquake induced liquefaction and lateral spreading to occur beneath the proposed structures is considered very low to remote due to the shallow bedrock. Ground Subsidence Groundwater or oil withdrawal from soils can cause a permanent collapse of pore space previously occupied by the fluid. The consolidation of subsurface sediments resulting from fluid withdrawal may cause the ground surface to subside, potentially resulting in differential subsidence which can significantly damage engineered structures. Since excessive withdrawal of fluids is not anticipated in the vicinity of the proposed project, the potential for subsidence is considered low to remote. PRELIMINARY FOUNDATION DESIGN RECOMMENDATIONS General Shallow foundations are considered feasible for support of the proposed structures, provided grading and construction are performed in accordance with the recommendations of this report. Foundation recommendations November 2, 2018 9 CWSoi1s are provided in the following sections. Graphic presentations of relevant information and recommendations are also included on Plate 1 - Geotechnical Map. Allowable Bearing Values An allowable bearing value of 2,000 pounds per square foot (psi) is recommended for design of 12 inch wide continuous footings founded at a minimum depth of 12 inches below the lowest adjacent final grade and 24 inch square pad footings. This value may be increased by 20 percent for each additional 1-foot of width and/or depth to a maximum value of 2,500 psf. Recommended allowable bearing values include both dead and frequently applied live loads and may be increased by one third when designing for short duration wind or seismic forces. Settlement We estimate that the maximum total settlement of the footings will be less than approximately 3/4 inch, based on the anticipated loading and the settlement characteristics of the underling earth materials. Differential settlement is expected to be about V2 inch over a horizontal distance of approximately 20 feet, for an angular distortion ratio of 1:480. The majority of the settlement is anticipated to occur during construction or shortly after the initial application of loading. The above settlement estimates are based on the assumption that the grading and construction are performed in accordance with the recommendations presented in this report. Additionally, the project soils consultant or his representative will be provided the opportunity to observe the foundation excavations. Lateral Resistance Passive earth pressure of 250 psf per foot of depth to a maximum value of 2,500 psf may be used to establish lateral bearing resistance for footings. A coefficient of friction of 0.36 times the dead load forces may be used between concrete and the supporting soils to determine lateral sliding resistance. When combining passive and friction for lateral resistance, the passive component should be reduced by one third. In no case shall the lateral sliding resistance exceed one-half the dead load for clay, sandy clay, sandy silty clay, silty clay, and clayey silt. The above lateral resistance values are based on footings for an entire structure being placed directly against bedrock. - Expansive Soil Considerations The preliminary laboratory test results indicate that the onsite soils exhibit an expansion potential of LOW as classified by the 2016 CBC Section 1803.5.3 and ASTM D4829-03. Additional, testing for expansive soil conditions should be conducted upon completion of rough grading and prior to construction. The following recommendations should be considered the very minimum requirements, for the soils tested. It is common practice for the project architect or structural engineer to require additional slab thickness, footing sizes, and/or reinforcement. Low Expansion Potential (Expansion Index of 21 to 50) Our laboratory test results indicate that the soils onsite exhibit a LOW expansion potential as classified by the 2016 CBC Section 1803.5.3 and ASTM D4829-03. As such, the CBC specifies that slab on grade foundations (floor slabs) resting on soils with expansion indices greater than 20, require special design considerations per the November 2, 2018 10 CWSoils 2016 CBC Sections 1808.6.1 and 1808.6.2. The design procedures incorporate the thickness and plasticity index of the various soils within the upper 15 feet of the proposed structure. We have assumed an effective plasticity index of 12, for preliminary design purposes. Conventional Footings Exterior continuous footings should be founded at the minimum depths below the lowest adjacent final grade (i.e. minimum 12 inch depth for one-story, minimum 18 inch depth for two-story, and minimum 24 inch depth for three-story construction). Interior continuous footings for one-, two-, and three- story construction may be founded at a minimum depth of 12 inches below the lowest adjacent final grade. In accordance with Table 1809.7 of the 2016 CBC, all continuous footings should have a minimum width of 12, 15, and 18 inches, for one-, two-, and three-story structures, respectively, and should be reinforced with a minimum of two (2) No. 4 bars, one (1) top and one (1) bottom. Exterior pad footings intended to support roof overhangs, such as second story decks, patio covers and similar construction should be a minimum of 24 inches square and founded at a minimum depth of 18 inches below the lowest adjacent final grade. The pad footings should be reinforced with a minimum of No. 4 bars spaced a maximum of 18 inches on center, each way, and should be placed near the bottom-third of the footings. Building Floor Slabs Building floor slabs should be a minimum of 4 inches thick. All floor slabs should be reinforced with a minimum of No. 3 bars spaced a maximum of 18 inches on center, each way, supported by concrete chairs or bricks to ensure desired mid-depth placement. Based on an assumed effective plasticity index of 12, the project architect or structural engineer should evaluate minimum floor slab thickness and reinforcement in accordance with 2016 CBC Section 1808.6.2. Building floor slabs with moisture sensitive or occupied areas, should be underlain by a minimum 10- mil thick moisture barrier to help reduce the upward migration of moisture from the underlying soils. The moisture barrier should be properly installed using the guidelines of ACI publication 318-05 and meet the performance standards of ASTM E 1745 Class A material. Prior to placing concrete, it is the responsibility of the contractor to ensure that the moisture barrier is properly placed and free of openings, rips, or punctures. As an option for additional moisture protection and foundation strength, higher strength concrete, such as a minimum compressive strength of 5,000 pounds per square inch (psi) in 28-days may be used. In addition, a capillary break/vapor retarder for concrete slabs should be provided in accordance with CALGreen. Ultimately, the design of the moisture barrier system along with recommendations for concrete placement and curing are the purview of the foundation engineer, factoring in the project conditions provided by the architect and owner. Garage floor slabs should be a minimum of 4 inches thick and should be reinforced in a similar manner as living area floor slabs. Garage floor slabs should be placed separately from adjacent wall footings with a positive separation maintained with % inch minimum felt expansion joint materials and quartered with weakened plane joints. A 12 inch wide turn down founded at the same depth as adjacent footings should be provided across garage entrances. The turn down should be reinforced with a minimum of two (2) No. 4 bars, one (1) top and one (1) bottom. Prior to placing concrete, the subgrade soils below all floor slabs should be pre-watered to achieve a moisture content that is at least equal or slightly greater than optimum moisture content. The moisture November 2, 2018 11 CWSoils content should penetrate a minimum depth of 6 inches into the subgrade soils. The pre-watering should be verified by CW Soils during construction. Post Tensioned Slab/Foundation Design Recommendations In lieu of the proceeding foundation recommendations, post tensioned slabs may be used for the proposed structures. Post tension foundations are generally considered to be a better foundation system, but may be slightly higher in overall cost. The foundation engineer may design the post tensioned foundation system using the following Post Tensioned Foundation Slab Design table. These parameters have been provided in general accordance with Post Tensioned Design. Alternate designs addressing the effects of expansive soils are allowed per 2016 CBC Section 1808.6.2. When utilizing these parameters, the foundation engineer should design the foundation system in accordance with the allowable deflection criteria of applicable codes. It should be noted that the post tensioned design methodology is partially based on the assumption that soils moisture changes around and underneath post tensioned slabs, are only influenced by climate conditions. With regard to expansive soils, moisture variations below slabs are the major factor in foundation damage. However, the design methodology does not take into account presaturation, owner irrigation, or other non-climate related influences on the moisture content of the subgrade soils. In recognition of these realities, we modified the soils parameters obtained from this methodology to help account for reasonable irrigation practices. Additionally, the slab subgrades should be presoaked to a depth of 12 inches and maintained at above optimum moisture until placing concrete. Furthermore, prior to placing concrete, the subgrade soils below all floor slabs and perimeter footings should be presoaked to achieve moisture contents at least 1.0, 1. 1, 1.2, and 1.3 times optimum to depths of 6, 12, 18, and 24 inches for Low, Medium, High, and Very High expansion potential soils, respectively. The moisture content should penetrate to a minimum depth of 24 inches into the subgrade soils. The pre-watering should be verified and tested by CW Soils. Ponding water near the foundation can significantly change the moisture content of the soils below the foundation, causing excessive foundation movement and detrimental effects. Our recommendations do not account for excessive irrigation and/or incorrect landscape designs. To prevent moisture infiltration below the foundation, planters placed adjacent to the foundation should be designed with an effective drainage system or liners. Some lifting of the perimeter foundation should be expected even with properly constructed planters. Future owners should be informed and educated of the importance in maintaining a consistent level of moisture within the soils around structures. Potential negative consequences can result from either excessive watering or allowing expansive soils to become too dry. Expansive soils will shrink as they dry, followed by swelling during the rainy winter season or when irrigation is resumed, causing distress to site improvements. November 2, 2018 12 CWSoils Post Tensioned Foundation Slab Design Expansion Index Low' Percent Finer than 0.002 mm in the <20 percent (assumed) Fraction Passing the No. 200 Sieve Clay Mineral Type Montmorillonite (assumed) Thomthwaite Moisture Index -20 Depth to Constant Soil Suction 7 feet Constant Soil Suction P.F. 3.6 Moisture Velocity 0.7 inch/month Center Lift Edge moisture 5.5 feet. variation distance, em 2.0 inches Center _lift, _Ym Edge Lift Edge moisture 3.0 feet variation distance em 0.8 inches Edge _lift, _Ym Soluble Sulfate Content for Design of Negligible Concrete Mixtures in Contact with Soils Modulus of Subgrade Reaction, k (assuming presaturation as indicated 200 pci below) Minimum Perimeter Foundation 12 Embedment Perimeter Foundation Reinforcement . -- Under Slab Moisture Barrier and Sand 10-mil thick moisture barrier meeting the requirements of a ASTM E 1745 Class A Layer material Assumed for design purposes or obtained by laboratory testing. Recommendations for foundation reinforcement are ultimately the purview of the foundation/structural engineer based upon the soils criteria presented in this report and structural engineering considerations. Structural Setbacks and Building Clearance Structural setbacks are required by the 2016 California Building Code (CBC). No additional structural setbacks are required due to geologic or soils conditions within the site. Improvements constructed near natural or properly compacted engineered slopes can, over time, be affected by natural processes including gravity forces, shrink/swell processes, weathering, and long term secondary settlement. As a result, the CBC requires that structures be setback or footings deepened to resist the influence of these processes. For structures that are planned near ascending and descending slopes, the footings should be embedded to satisfy the requirements presented in the 2016 CBC, Section 1808.7. Foundations are required to be founded in accordance with the Foundation Clearances from Slopes Detail (CBC, 2016), which is illustrated in the last Appendix of this report. Foundation Observations Prior to the placement of forms, concrete, or steel, all foundation excavations should be observed by the geologist, engineer, or his representative to verify that they have been excavated into competent bearing materials, in accordance with the 2016 CBC. The foundations should be excavated per the approved plans, moistened, cleaned of all loose materials, trimmed neat, level, and square. Moisture softened soils should be removed prior to steel November 2, 2018 13 CWSoils or, concrete placement. Soils from foundation excavations should be removed from slab on grade areas, unless they have been properly compacted and tested. Corrosivity Corrosion is defined by the National Association of Corrosion Engineers (NACE) as "a deterioration of a substance or its properties because of a reaction with its environment." From a soils engineering point of view, the "substances" are the reinforced concrete foundations or buried metallic elements (not surrounded by concrete) and the "environment" is the prevailing soils in contact with them. Many factors can contribute to corrosivity, including the presence of chlorides, sulfates, salts, organic materials, different oxygen levels, poor drainage, varying soils consistencies, and moisture content. It is not considered practical or realistic to test for all of the factors which may contribute to corrosivity. The level of chlorides considered to be significantly detrimental to concrete is based upon the industry recognized Caltrans standard "Bridge Design Specifications". Under subsection 8.22.1 of that document, Caltrans established that "Corrosive water or soil contains more than 500 parts per million (ppm) of chlorides". Based on limited testing, the onsite soils tested have chloride contents less than 500 ppm. Therefore, specific requirements resulting from elevated chloride contents are not required. When the soluble sulfate content of soils exceeds 0.1 percent by weight, specific guidelines for concrete mix design are provided in the 2016 CBC Section 1904 and in ACI 318, Section 4.3 Table 4.3.1!. Based on limited testing, the onsite soils are classified as having a negligible (less than 0.10 % by weight) sulfate exposure condition, in accordance with Table 4.3.1. Therefore, structural concrete in contact with onsite soils should utilize Type I or II. The onsite soils in contact with buried steel should be considered mildly (2,000 to 10,000 Ohms-cm) corrosive based on our laboratory testing of resistivity. Additionally, pH values below 9.7 are recognized as being corrosive to most common metallic components including, copper, steel, iron, and aluminum. The pH values for the soils tested were lower than 9.7. Therefore, any steel or metallic materials that are exposed to the soils should be encased in concrete or other remedies applied to provide corrosion protection. For structures utilizing post tensioned systems, the post tensioning cables should be encased in concrete and/or encapsulated in accordance with the Post Tensioning Institute Guide Specifications. If post tensioning cable end plate anchors and nuts are exposed, they should also be protected. If the anchor plates and nuts are recessed into the edge of the concrete slab, the recess should be filled in with a non-shrink, non-porous, moisture-insensitive epoxy grout so that the anchorage assembly and the end of the cable are completely encased and isolated from the soils. A standard non-shrink, non-metallic cementatious grout may be used only when the post tension anchoring assembly is polyethylene encapsulated, similar to that offered by Hayes Industries, LTD or O'Strand, Inc. It should be noted that CW Soils are not corrosion engineers and the test results for corrosivity are based on limited samples thought to be representative. The grading operations may blend various soils together and/or unveil soils with higher corrosive properties. This blending or imported material could alter and increase the detrimental properties of the onsite soils. Thus, it is important that additional testing near final grades for chlorides and sulfates along with testing for pH and resistivity be performed upon completion of the grading operations. Laboratory test results are presented in Appendix C. November 2, 2018 14 CWSoils RETAINING WALLS Active and At-Rest Earth Pressures Retaining wall foundations may be designed in accordance with the recommendations provided in the Preliminary Foundation Design Recommendation section of this report. For design of retaining walls up to 6 feet high, the table below provides the minimum recommended equivalent fluid pressures. The active earth pressure should be used for design of unrestrained retaining walls, which are free to tilt slightly. The at-rest earth pressure should be used for design of retaining walls that are restrained at the top, such as basement walls, curved walls with no joints, or walls restrained at corners. For curved walls, active pressure may be used if tilting is acceptable and construction joints are provided at each angle point and at a minimum of 15 foot intervals along the curved segments. SSU (p OW, III feet h,gli) 9 PSSURE T • I BKSLOPLCONDITLON - Active Earth Pressure 43 63 At-Rest Earth Pressure 60 95 Hydrostatic pressure behind the retaining walls has not been taken into account when calculating the parameters provided. Therefore, the subdrain system is a very important part of the design. If additional loads are being applied within a 1:1 plane projected up from the heel of the retaining wall footing, due to surcharge loads imposed by other nearby walls, structures, vehicles, etc., then additional pressure should be added to the above earth pressures to account for the expected surcharge loads. In order to minimize surcharge loads and the settlement potential of nearby structures, the footings for the structure can be deepened below the 1:1 plane projected up from the heel of the retaining wall footing. Upon request and under a separate scope of work, more detailed analyses can be provided to address retaining wall designs with regard to value engineering, stepped retaining walls, actual retaining wall heights, actual backfill inclinations, specific backfill materials, higher retaining walls requiring earthquake design motions, etc. Subdrain System To prevent the buildup of hydrostatic pressure behind the proposed retaining walls, we recommend a perforated pipe and gravel subdrain system be provided behind all retaining walls. The subdrain system should consist of 4 inch minimum diameter Schedule 40 PVC or ABS SDR-35 perforated pipe, placed with the perforations facing down. The pipe should be surrounded by a minimum of 1 cubic foot per foot of 3/4- or 1 /2 inch open graded gravel wrapped in Mirafi 140N or equivalent filter fabric, to prevent infiltration of fines and subsequent clogging of the subdrain system. In addition, the retaining walls should be adequately coated on the backfilled side of the walls with a proven waterproofing compound by an experienced professional to inhibit infiltration of moisture through the walls. November 2, 2018 15 CWSoils Temporary Excavations All excavations should be made in accordance with Cal-OSHA requirements. CW Soils is not responsible for job site safety. Retaining Wall Backfill Retaining wall backfill materials should be approved by the soils engineer or his representative prior to placement as compacted fill. Retaining wall backfill should be placed in lifts no greater than 6 to 8 inches, watered or air dried as necessary to achieve near optimum moisture contents. All retaining wall backfill should be compacted to a minimum of 90 percent of the maximum dry density as determined by ASTM D1557. When practical, retaining wall backfill should be capped with a paved surface drain. EXTERIOR CONCRETE Subgrade Preparation Subgrade soils underlying concrete flatwork should be compacted at near optimum moisture to a minimum of 90 percent of the maximum dry density as determined by ASTM test method D1557-12. Prior to placing concrete, the subgrade soils should be moistened to at least optimum or slightly above optimum moisture content (see table below)-. Pre-watering of the soils prior to placing concrete will promote uniform curing of the concrete and minimize the development of shrinkage cracks. The higher the expansion potential of the onsite soils the longer it will take to achieve the recommended presaturation. Therefore, the procedure and timing should be planned in advance. Flatwork Design Cracking within concrete flatwork is often a result of factors such as the use of too high of a water to cement ratio and/or inadequate steps taken to prevent moisture loss during the curing of the concrete. However, minor cracking within concrete flatwork is normal and should be expected. It should be noted that the reduction of slab cracking is often a function of proper slab design, concrete mix design, placement, curing, and finishing practices. We recommend the adherence to the guidelines of the American Concrete Institute (Ad). When placed over expansive soils, exterior concrete elements are susceptible to lifting and cracking. When this occurs with highly expansive soils, the detrimental impacts can be significant and may necessitate the removal and replacement of the affected improvements. In order to reduce the potential for unsightly cracking, we suggest a combination of presaturation of the subgrade soils, reinforcement, restraint, and a layer of granular materials. Although these measures may not completely eliminate distress to concrete improvements, the application of these measures can significantly reduce the distress caused by expansive soils. The degree and extent the measures recommended in the following table are applied depend on: The expansion potential of the subgrade soils. The 'practicality of implementing the measures (such as presaturation). The benefits verse the economics of the measures. The project owner should perform a cost/benefit analysis on the factors to determine the extent the measures will be applied to each project. The expansive potential of the onsite soils should be considered LOW. November 2, 2018 16 CW Soils W cick it4tWi : r •r (ON Ilti ( IION MEXPA\S1O\ I\I1J - t)SJ4, N LRLO% LOW* \J} DI M 11 flICH IWERYH1Gth' Slab Thickness, Minimum 3.5 inches ' 3.5 inches 4 inches 4 inches 4.5 inches Subbase, Gravel Layer NA NA Optional 3 inches 4 inches Presaturation, Relative to Pre-wet Optimum 1.1 x Optimum 1.2 x Optimum 1.3 x Optimum Optimum Moisture Content NA 6 inches Deep 12 inches Deep 18 inches Deep 24 inches Deep Joint, Maximum Spacing, 10 feet or less 10 feet or less 8 feet or less 6 feet or less 6 feet or less (joint to extend 'A slab) Optional No. 3 Rebar No. 3 Rebar Reinforcement, Mid-Depth NA NA (WWF 6 x 6 24" On Center 24" On Center W1.4 x W1.4) Both Ways Both Ways Restraint, Slip Dowels NA NA Optional Across Cold Across Cold Mid-Depth _____________ Joints Joints The use of a granular layer for exterior slabs is primarily intended to facilitate presaturation and subsequent construction operations by providing a working surface over the saturated soils and to help retain the moisture. Where these factors are insignificant, the layer may be omitted. GRADING PLAN REVIEW AND CONSTRUCTION SERVICES This report has been prepared for the exclusive use of EMPIRE BUILT and their authorized representative. It is unlikely to contain sufficient information for other parties or other uses. CW Soils should be provided the opportunity to review the final design plans and specifications prior to construction, in order to verify that the recommendations have been properly incorporated into the project plans and specifications. If CW Soils is not accorded the opportunity to review the project plans and specifications, we are not responsibility for misinterpretation of our recommendations. We recommend that CW Soils be retained to provide soils engineering and engineering geologic services during the grading and foundation excavation phases of work, in order to allow for design changes in the event that the subsurface conditions differ from those anticipated prior to construction. CW Soils should review any changes in the project and modify the conclusions and recommendations of this report in writing. This report along with the drawings contained within are intended for design input purposes only and are not intended to act as construction drawings or specifications. In the event that conditions during grading or construction operations appear to differ from those indicated in this report, our office should be notified immediately, as appropriate revisions may be required. REPORT LIMITATIONS Our services were performed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable soils engineers and geologists, practicing at the time and location this report was prepared. No other warranty, expressed or implied, is made as to the conclusions and professional advice included in this report. Soils vary in type, strength, and other engineering properties between points of observation and exploration. Groundwater and moisture conditions can also vary due to natural processes or the works of man on this or adjacent properties. As a result, we do not and cannot have complete knowledge of the subsurface conditions November 2, 2018 17 CWSoils beneath the proposed project. No practical study can completely eliminate uncertainty with regard to the anticipated geologic and soils engineering conditions in connection with a proposed project. The conclusions and recommendations within this report are based upon the findings at the points of observation and are subject to confirmation by CW Soils based on the conditions revealed during grading and construction operations. This report was prepared with the understanding that it is the responsibility of the owner, to ensure that the conclusions and recommendations contained herein are brought to the attention of the other project consultants and are incorporated into the plans and specifications. The owners' contractor should implement the recommendations in this report and notify the owner as well as our office if they consider any of the recommendations presented herein to be unsafe or unsuitable. November 2, 2018 18 CWSoils APPENDIX A REFERENCES APPENDIX A References Benton Engineering, Inc., 1970, Final Report on Compacted Filled Ground Lots 411 to 432, inclusive, Lots 437, 438 444, 455, 466, 470, 471, 473, 488 to 493, inclusive, La Costa South Unit No. 6, San Diego County, California County Permit No. L5569, dated August 3, 1970. California Building Standards Commission, 2016, 2016 California Building Code, California Code of Regulations Title 24, Part 2, Volume 2 of 2, Based on 2015 International Building Code. California Geological Survey, 2008, Guidelines for Evaluating and Mitigating Seismic Hazards in California, Special Publication 117A, September 11, 2008. California Geological Survey, 2018, Earthquake Fault Zones A Guide for Government Agencies, Property Owners /Developers, and Geoscience Practitioners for Assessing Fault Rupture Hazards in California, Special Publication 42, 2018. Hart, Earl W. and Bryant, William A., 1997, Fault Rupture Hazard Zones in California, CDMG Special Publication 42, revised 2003. Kennedy, M.P., S.S. Tan, 2005, Geologic Map ofthe San Diego 30'x 60' Quadrangle, California, U.S. Geological Survey, Department of Earth Sciences, University of California, Riverside. National Association of Corrosion Engineers, 1984, Corrosion Basics An introduction, page 191. Southern California Earthquake Center (SCEC), 1999, Recommended Procedures for Implementation of DMG Special Publication 117, Guidelines for Analyzing and Mitigating Liquefaction Hazards in California, March. USGS Earthquake Hazards Program, Unified Hazard Tool for Conterminous U.S. 2014 (v4.1.1) Deaggregation Program. November 2, 2018 2 CWSoils APPENDIX B FIELD EXPLORATION Project: KennyResidence Project No.: 18694-10 Equip.: Hand I Logged by: CEW I Date: 9-19-18 Sample Depth (fl) Classification Dry Density (pcf) Moisture (%) Graphic Log: North Wall Scale: I"= 1' Orientation: NA Elevation (ft): NA No. A - Middle Eocene Santiago Formation (T.sa): Bag l© 0-1 - - - SANDSTONE; very light grayish brown, slightly moist, moderately hard to hard, massive 0-1 - - - - LDCDth (feet): 1 No Groundwater Test Pit 1 Project: Kenny Residence Project No.: 18694-10 Equip.: Hand Logged by: CEW I Date: 9-19-18 Sample Depth (fi) Classification Dry Density (pcf) Moisture (%) Graphic Log: North Wall Scale: I"= 1' Orientation: NA Elevation (ft): NA A - Middle Eocene Santiago Formation (Tsa): * - 0 - - - - SANDSTONE; light brown to very light grayish brown, slightly moist, moderately hard, massive Total Depth (feet): I No Groundwater (feet) Test Pit 2 Test Pit 3 APPENDIX C LABORATORY PROCEDURES AND TEST RESULTS APPENDIX C Laboratory Procedures and Test Results Our laboratory testing has provided quantitative and qualitative data involving the relevant engineering properties of the representative soils selected for testing. Representative samples were tested using the guidelines of the American Society for Testing and Materials (ASTM) procedures or California Test Methods (CTM). Soil Classification: The soils observed during exploration were classified and logged in general accordance with the Standard Practice for Description and Identification of Soils (Visual-Manual Procedure) of ASTM D 2488. Upon completion of laboratory testing, exploratory logs and sample descriptions may have been reconciled to reflect laboratory test results with regard to ASTM D 2487. Expansion Index: The expansion potential of representative samples was evaluated using the guidelines of ASTM D 4829. The test results are presented in the table below. kTX() Nx~ L I E 0001',",N I ~BM AS& I TP-1 ® 0-1 feet I SANDSTONE I 28 LOW I Minimum Resistivity and pH Tests: Minimum resistivity and pH tests of select samples were performed using the guidelines of CTM 643. The test results are presented in the table below. ..LU(.ATlOS $. __..... I)ES€RlFfiO.:.. 'j RI JSTJ\ IT ubm-ciii TP-1 ( 0-1 feet SANDSTONE I 59 - I 3.860 Soluble Sulfate: The soluble sulfate content of select samples was determined using the guidelines of CTM 417. The test results are presented in the table below. SAMPLE MATIRJAJ CONTENT — - I jkgr LUL ti L DEScR1FTJO1 0u b seight ' I 1 TEE - — - TP-1 @ 0-1 feet SANDSTONE I 0.002 I Negligible I Chloride Content: Chloride content of select samples was determined using the guidelines of CTM 422. The test results are presented in the table below. APPENDIX D SEISMICITY USGS Design Maps Detailed Report ASCE 7-10 Standard (33.08280N, 117.2539°W) Site Class D - "Stiff Soil", Risk Category I/Il/Ill Section 11.4.1 - Mapped Acceleration Parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain S) and 1.3 (to obtain 5). Maps in the 2010 ASCE-7 Standard are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 11.4.3. From Figure 22-1 Ell Ss = 1.054 g From Figure 22-2 Ell S1 = 0.407 g Section 11.4.2 - Site Class The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Chapter 20. Table 20.3-1 Site Classification Site Class VS OF Nth S. Hard Rock >5,000 ft/s N/A N/A Rock 2,500 to 5,000 ft/s N/A N/A Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: - Plasticity index P1> 20, Moisture content w ~t 40%, and Undrained shear strength S. < 500 psf F. Soils requiring site response analysis in See Section 20.3.1 accordance with Section 21.1 For SI: lft/s = 0.3048 m/s llb/ft2 = 0.0479 kN/m2 Section 11.4.3 - Site Coefficients and Risk-Targeted Maximum Considered Earthquake (M.CER) Spectral Response Acceleration Parameters Table 11.4-1: Site coefficient F Site Class Mapped MCE R Spectral Response Acceleration Parameter at Short Period S :5 0.25 Ss = 0.50 Ss = 0.75 Ss = 1.00 Ss 2t 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S For Site Class = D and S = 1.054 g, F. = 1.078 Table 11.4-2: Site Coefficient F Site Class Mapped MCE Spectral Response Acceleration Parameter at 1-s Period S :5 0.10 S1 = 0.20 S1 = 0.30 S1 = 0.40 S ~: 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S1 For Site Class = D and S = 0.407 g, F. = 1.593 Equation (11.4-1): SMS = FaSs = 1.078 x 1.054 = 1.137 g Equation (11.4-2): S 1 = 17S1 = 1.593 x 0.407 = 0.649 g Section 11.4.4 - Design Spectral Acceleration Parameters Equation (11.4-3): SDs = % S 5 = % x 1.137 = 0.758 g Equation (11.4-4): SDI = % S 1 = % x 0.649 = 0.432 g Section 11.4.5 - Design Response Spectrum From Figure 22-12' T1 = 8 seconds Figure 11.4-1: Design Response Spectrum TcTS1 Sts (O.4+O.6TIT0 0.432. 7,=O.114 T's 0.5.-,o 1Q00 PtvIud T (s.t Sj = .1.137 = 0.649 T0J14 T5:057i Lt100 Section 11.4.6 - Risk-Targeted Maximum Considered Earthquake (MCER) Response Spectrum The MCER Response Spectrum is determined by multiplying the design response spectrum above by 1.5. Ikrt4 T (sd Section 11.8.3 - Additional Geotechnical Investigation Report Requirements for Seismic Design Categories D through F From figure 22-7' PGA = 0.412 Equation (11.8-1): PGAM = FPGAPGA = 1.088 x 0.412 = 0.448 g Table 11.8-1: Site Coefficient FpGA Site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA Class PGA :5 PGA = PGA = PGA = PGA 2: 0.10 0.20 0.30 0.40 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of PGA For Site Class = D and PGA = 0.412 g, FPGA = 1.088 Section 21.2.1.1 - Method 1 (from Chapter 21 - Site-Specific Ground Motion Procedures for Seismic Design) From Figure 22-17 E53 CRS = 0.963 From Figure 22-18161 CR1 = 1.021 Section 11.6 - Seismic Design Category Table 11.6-1 Seismic Design Category Based on Short Period Response Acceleration Parameter VALUE OF SDs RISK CATEGORY lorll III IV S05 <O.167g A A A 0.167g S S,s < 0.33g B B C 0.33gSS05 <0.50g C C D 0.5OgSS 5 D D D For Risk Category = I and S55 = 0.758 g, Seismic Design Category = D Table 11.6-2 Seismic Design Category Based on 1-S Period Response Acceleration Parameter VALUE OF S01 RISK CATEGORY IorII III IV S01 < 0.067g A A A 0.067g S S01 < 0.133g B B C 0.133g S SDI < 0.20g C C D 0,20g:5 SDI D D D For Risk Category = I and S01 = 0.432 g, Seismic Design Category = D Note: When S1 is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and Ill, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category "the more severe design Category in accordance with Table 11.6-1 or 11.6-2" = D Note: See Section 11.6 for alternative approaches to calculating Seismic Design Category. References Figure 22-1: https ://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22- 1. pdf Figure 22-2: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-2.pdf Figure 22-12: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-12.pdf Figure 22-7: https :1/earthquake. usgs.gov/hazards/designmaps/downloads/pdfs/20 1O_ASCE-7_Figure_22-7. pdf Figure 22-17: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22- 17.pdf Figure 22-18: https://earthquake. usgs.gov/hazards/designmaps/downloads/pdfs/ 20 10_ASCE-7_Figure_22-18.pdf APPENDIX E GENERAL EARTHWORK AND GRADING SPECIFICATIONS CW SOILS General Earthwork and Grading Specifications General Intent: The following General Earthwork and Grading Specifications are intended to provide minimum requirements for grading operations and earthwork These General Earthwork and Grading Specifications should be considered a part of the recommendations contained in the geotechnical report(s). If they are in conflict with the geotechnical report(s), the specific recommendations in the geotechnical report shall supersede these more general specifications. Observations made during earthwork operations by the Geotechnical Consultant may result in new or revised recommendations that may supersede these specifications and/or the recommendations in the geotechnical report(s). The Geotechnical Consultant of Record: The Owner shall retain a qualified Consultant of Record (Geotechnical Consultant), prior to commencement of grading operations or construction. 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 the grading operations or construction. Prior to commencement of grading operations or construction, the Owner shall coordinate with the Geotechnical Consultant, and Earthwork Contractor (Contractor) to schedule sufficient personnel for the appropriate level of observation, mapping, and compaction testing. During earthwork and grading operations, the Geotechnical Consultant shall observe, map, and document the subsurface conditions to confirm assumptions made during the geotechnical design phase of the project. Should the actual conditions differ significantly from the interpretive assumptions made during the design phase, the Geotechnical Consultant shall recommend appropriate changes to accommodate the actual conditions, and notify the reviewing agency as needed. The Geotechnical Consultant shall observe the moisture conditioning and processing of the excavations and fill operations. The Geotechnical Consultant should perform periodic compaction testing of engineered fills to verify that the required level of compaction is being accomplished as specified. cwsoiis.com a The Earthwork Contractor: The Earthwork Contractor (Contractor) shall be qualified, experienced, and knowledgeable in earthwork logistics, preparation and processing of excavations to receive compacted fill, moisture conditioning, processing of fill, and compacting fill. The Contractor shall be provided with the approved grading plans and geotechnical report(s) for his review and acceptance of responsibilities, prior to commencement of grading. The Contractor shall be solely responsible for performing the grading in accordance with the approved grading plans and geotechnical report(s). The Contractor shall inform the Owner and the Geotechnical Consultant of work schedule changes at least 24 hours in advance of such changes so that appropriate personnel will be available for observation and testing. Assumptions shall not be made by the Contractor with regard to whether the Geotechnical Consultant is aware of all grading operations. It is the sole responsibility of the Contractor to provide adequate equipment and methods to accomplish the grading operations in accordance with the applicable grading codes and agency ordinances, these specifications, and the recommendations in the approved grading plan(s) and geotechnical report(s). Any unsatisfactory conditions, such as unsuitable soils, poor moisture conditioning, inadequate compaction, insufficient buttress keyway size, adverse weather conditions, etc., resulting in a quality of work less than required in the approved grading plans and geotechnical report(s), the Geotechnical Consultant shall reject the work and may recommend to the Owner that grading operations be stopped until operations are corrected, at the sole discretion of the Geotechnical Consultant. Preparation of Areas for Compacted Fifi Clearing and Grubbing: Vegetation, such as brush, grass, roots, and other deleterious materials shall be sufficiently removed and properly disposed in a method acceptable to the Owner, Geotechnical Consultant, and governing agencies. The Geotechnical Consultant shall evaluate the extent of these removals on a case by case basis. Soils to be placed as compacted fill shall not contain more than 1 percent organic materials (by volume). No compacted fill lift shall contain more than 10 percent organic matter. If potentially hazardous materials are encountered, the Contractor shall stop work and exit the affected area, and a hazardous materials specialist shall immediately be consulted to evaluate the potentially hazardous materials, prior to continuing to work in that area. It is our understanding that the State of California defines most refined petroleum products (gasoline, diesel fuel, motor oil, grease, coolant, etc.) as hazardous waste. As such, indiscriminate dumping or spillage of these fluids may constitute a misdemeanor, punishable by fines and/or imprisonment, and shall be prohibited. cwsoiis.coi.n The contractor is responsible for all hazardous waste related to his operations. The Geotechnical Consultant does not have expertise in this area. If hazardous waste is a concern, then the Owner should contract the services of a qualified environmental Processing: Exposed soils that have been observed to be satisfactory for support of compacted fill by the Geotechnical Consultant shall be scarified to a minimum depth of 6 inches. Exposed soils that are not satisfactory shall be removed or alternative recommendations may be provided by the Geotechnical Consultant. Scarification shall continue until the exposed soils are free of oversize material and the working surface is reasonably uniform, flat, and free of uneven features that would inhibit uniform compaction. The soils should be moistened or air dried as necessary to achieve near optimum moisture content, prior to placement as engineered fill. Overexcavation: The Typical Cut Lot Detail and Typical Cut/Fill Transition Lot Detail, included herein provide graphic illustrations that depicts typical overexcavation recommendations made in the approved grading plan(s) and/or geotechnical report(s). Keyways and Benching: Where fills are to be placed on slopes steeper than 5:1 (horizontal to vertical), the ground shall be thoroughly benched as compacted fill is placed. Please see the three Typical Keyway and Benching Details with subtitles Cut Over Fill Slope, Fill Over Cut Slope, and Fill Slope for graphic illustrations. The lowest bench or smallest keyway shall be a minimum of 15 feet wide (or Y2 the proposed slope height) and at least 2 feet into competent soils as advised by the Geotechnical Consultant. Typical benching shall be excavated a minimum height of 4 feet into competent soils or as recommended by the Geotechnical Consultant. Fill placed on slopes steeper than 5:1 should be thoroughly benched or otherwise excavated to provide a flat subgrade for the compacted fill. If unstable earth materials are encountered or anticipated the need for a buttress/stabilization fill may be required, see Typical Buttress/ Stabilization Detail herein. Evaluation/Acceptance of Bottom Excavations: All areas to receive compacted fill (bottom excavations), including removal excavations, processed areas, keyways, and benching, shall be observed, mapped, general elevations recorded, and/or tested prior to being accepted by the Geotechnical Consultant as suitable to receive compacted fill. The Contractor shall obtain a written acceptance from the Geotechnical Consultant prior to placing compacted fill. A licensed surveyor shall provide the survey control for determining elevations of bottom excavations, processed areas, keyways, and benching. The Geotechnical Consultant is not responsible for erroneously located, fills, subdrain systems, or excavations. cwsoils.coin Fill Materials General: Soils to be used as compacted fill should be relatively free of organic matter and other deleterious substances as evaluated and accepted by the Geotechnical Consultant. Oversize: Oversize material is rock that does not break down into smaller pieces and has a maximum diameter greater than 12 inches. Oversize rock shall not be included within compacted fill unless specific methods and guidelines acceptable to the Geotechnical Consultant are followed. For examples of methods and guidelines of oversize rock placement see the enclosed Typical Oversize Rock Disposal Detail. The inclusion of oversize materials in the compacted fill shall only be acceptable if the oversize material is completely surrounded by compacted fill or thoroughly jetted granular materials. No oversize material shall be placed within 10 vertical feet of fmish grade or within 2 feet of proposed utilities or underground improvements. Import: Should imported soils be required, the proposed import materials shall meet the requirements of the Geotechnical Consultant. Well graded, very low expansion potential soils free of organic matter and other deleterious substances are usually the most desirable as import materials. It is generally in the Owners best interest that potential import soils are provided to the Geotechnical Consultant to determine their suitability for the intended purpose. Prior to starting import operations, at least 48 hours should be allotted for the appropriate laboratory testing to be performed. Fill Placement and Compaction Procedures Fill Layers: Fill materials shall be placed in areas prepared to receive engineered fill in nearly horizontal layers not exceeding 8 inches in loose thickness. Thicker layers may be accepted by the Geotechnical Consultant, provided field density testing indicates that the grading procedures can obtain adequate compaction. Each layer of fill shall be spread evenly and thoroughly mixed to obtain uniformity within the soils along with a consistent moisture throughout the fill. Moisture Conditioning of Fill: Soils to be placed as compacted fill shall be watered, dried, blended, and/or mixed, as needed to obtain relatively uniform moisture contents that are at or slightly above optimum. The maximum density and optimum moisture content tests should be performed using the guidelines of the American Society of Testing and Materials (ASTM test method D1557-00). Compaction of Fill: After each layer has been moisture conditioned, mixed, and evenly spread, it should be uniformly compacted to a minimum of 90 percent of the cwsoils.corn maximum dry density as determined by ASTM test method D1557-00. Compaction equipment shall be adequately sized and be either specifically designed for compaction of soils or be proven to consistently achieve the required level of compaction. Compaction of Fill Slopes: In addition to normal compaction procedures specified above, additional effort to obtain compaction on slopes is needed. This may be accomplished by backrolling of slopes with sheepsfoot rollers as the fill is being placed, by overbuilding the fill slopes, or by other methods producing results that are satisfactory to the Geotechnical Consultant. Upon completion of grading, compaction of the fill and the slope face shall be a minimum of 90 percent of maximum density per ASTM test method D1557-00. Compaction Testing of Fill: Field tests for moisture content and density of the compacted fill shall be periodically performed by the Geotechnical Consultant. The location and frequency of tests shall be at the Geotechnical Consultant's discretion. Compaction test locations will not necessarily be random. The test locations may or may not be selected to verify minimum compaction requirements in areas that are typically prone to inadequate compaction, such as close to slope faces and near benching. Frequency of Compaction Testing: Compaction tests shall be taken at minimum intervals of every 2 vertical feet and/or per 1,000 cubic yards of compacted materials placed. Additionally, as a guideline, at least one (1) test shall be taken on slope faces for each 5,000 square feet of slope face and/or for each 10 vertical feet of slope. The Contractor shall assure that fill placement is such that the testing schedule described herein can be accomplished by the Geotechnical Consultant. The Contractor shall stop or slow down the earthwork operations to a safe level so that these minimum standards can be obtained. Compaction Test Locations: The approximate elevation and horizontal coordinates of each test location shall be documented by the Geotechnical Consultant. The Contractor shall coordinate with the Surveyor to assure that sufficient grade stakes are established. This will provide the Geotechnical Consultant with the ability to determine the approximate test locations and elevations. The Geotechnical Consultant can not be responsible for staking erroneously located by the Surveyor or Contractor. A minimum of two grade stakes should be provided at a maximum horizontal distance of 100 feet and vertical difference of less than 5 feet. Subdrain System Installation Subdrain systems shall be installed in accordance with the approved geotechnical report(s), the approved grading plan(s), and the typical details provided herein, such as the Typical cwsoils.com Canyon Subdrain System Detail, etc. The Geotechnical Consultant may recommend additional subdrain systems and/or changes to the subdrain systems described herein, with regard to the extent, location, grade, or materials depending on conditions observed during grading or other factors. All subdrain systems shall be surveyed by a licensed land surveyor, with the exception of retaining wall subdrain systems, to verify line and grade after installation and prior to burial. Adequate time should be allowed by the Contractor to complete these surveys. Excavation All excavations and overexcavations shall be evaluated by the Geotechnical Consultant during grading operations. Any remedial removal depths indicated on the geotechnical maps are estimates only. The actual removal depths and extent shall be determined by the Geotechnical Consultant based on the field observations of exposed conditions during grading operations. Where fill over cut slopes are planned, the cut portion of the slope shall be excavated, evaluated, and accepted by the Geotechnical Consultant prior to placement of the fill portion of the proposed slope, unless specifically addressed by the Geotechnical Consultant. Typical details for cut over fill slopes and fill over cut slopes are provided herein. Foundation excavations should be made in accordance with the Foundation Clearances from Slopes Detail unless otherwise specified by the site specific recommendations by the Geotechnical Consultant. Trench Backfill The Contractor shall follow all OHSA and Cal/OSHA requirements for trench excavation safety. Bedding and backfill of utility trenches shall be done in accordance with the applicable provisions in the Standard Specifications of Public Works Construction. Bedding materials shall have a Sand Equivalency more than 30 (SE>30). The bedding shall be placed to 1 foot over the conduit and thoroughly jetting to provide densification. Backfill should be compacted to a minimum of 90 percent of maximum dry density, from 1 foot above the top of the conduit to the surface. Jetting of the bedding materials around the conduits shall be observed by the Geotechnical Consultant. The Geotechnical Consultant shall test trench backfill for the minimum compaction requirements recommended herein. At least one test should be conducted for every 300 linear feet of trench and for each 2 vertical feet of backfill. For trench backfill the lift thicknesses 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 compaction requirements by the alternative equipment or method. cwsoiis.com TYPICAL CUT LOT DETAIL I REMOVE UNSUITABLE MATERIA p-ORIGINAL GRADE PROPOSED GRADE-.,,./ 1:1 PROJECTION TO COMP ETTINU I TEARTH MATERIALS 5 FEET MIN BUT VARIES 1:1 PROJECTION TO COMPETENT EARTH MATERIALS NOTE; REMOVAL BOTTOMS SHOULD BE GRADED WITH A MINIMUM 2% FALL TOWARDS STREET OR OTHER SUITABLE AREA (AS DETERMINED BY THE GEOTECHNICAL CONSULTANT) TO AVOID PONI)ING BELOW THE BUILDING NOTE: WHERE DESIGN CUT LOIS ARE EXCAVATED ENTIRELY INTO COMPETENT EARTH MATERIALS, OVEREXCAVATION MAY STILL BY NEEDED FOR HARD-ROCK CONDITIONS OR MATERIALS WITH VARIABLE EXPANSION POTENTIALS TYPICAL CUT/ FILL TRANSITION LOT DETAIL - G3 r' 0G '•;.: 1:1 PROJECTION TO . >4 - ,/'COMPETENT MATERIALS 5 FEET MIN BUT VARIES BENCHING NOTE: WHERE DESIGN CUT LOTS ARE EXCAVATED ENTIRELY INTO COMPETENT MATERIALS, OVEREXCAVATION MAY STILL BY NEEDED FOR HARD-ROCK CONDITIONS OR MATERIALS WITH VARIABLE EXPANSION POTENTIALS TYPICAL KEYWAY & BENCHING DETAIL FILL SLOPE CONTACT BETWEEN SUITABLE AND UNSUITABLE MATERIALS TO BE REMOVED VARIES (4 FEET TYPICAL) 1:1 PROJECTION TO COMPETENT EARTH MATERIALS FROM PROPOSED TOE OF SLOPE 1:1 TEMPORARY VARIES (8 ...ETIYCALJ 2.0 FEET KEYWAY DIMENSIONS PER GEOTECHNICAL CONSULTANT / GEOLOGIST (TYPICALLY H/2 OR 15 FEET MIN.) KEYWAY BOTTOM SHOULD DESCEND INTO SLOPE NOTES: NATURAL SLOPES STEEPER THAN 5:1 (H:V) MUST BE KEYED AND BENCHED INTO COMPETENT EARTH MATERIALS TYPICAL BUTTRESS/ STABILIZATION DETAIL OVEREXCAVATION OF PAD, AS RECOMMENDED BY GEOTECHNICAL CONSULTANT 15.0 FEET 4 INCH PERFORATED PVC PROPOSED 4 INCH SOLID PVC OUTLET TYPICAL BENCHING 4INCH PVC PERFORATED BACKDRAIN 4 INCH SOLID PVC MAX 10 FEET fr1111 BENCHING KEYWAY DIMENSIONS PER GEOTECHNICAL CONSULTANT / GEOLOGIST (TYPICALLY H/2 OR 15 FEET MIN) KEYWAY BOTTOM DESCENDING INTO SLOPE ...— STEEPER THAN 1:1 PRoCrED PLANE NO I!.II FILTER >ARIC (MIRAFI 140N OR AP AL 'I'RFORATED PVC PIPE WiTH ' PER1ORATIONS FACING DOWN / 12 INCH MIN OVERLAP, \ / SECURED EVERY 6 FEET \ SCHEDULE 40 SOLID PVC OUTLET PIPE,\ SURROUNDED BY COMPACTED FILL OUTLETS \ 100 FEET ON CENTER ORLESS- * uü . 5 CUBIC FEET / FOOT OF 34 I Y2 INCH OPEN / GRADED ROCK ug it irisII 5 TYPICAL KEYWAY & BENCHING DETAIL FILL OVER CUT SLOPE NATURAL VARIES FEET TYPICAL) CONTACT BETWEEN SUITABLE AND UNSUITABLE EARTH MATERIALS To BE REMOVED CUT SLOPE PSIilNOT (8 FEET KEYWAY DIMENSIONS PER GEOTECHNICAL CONSULTANT / GEOLOGIST (TYPICALLY H/2 OR 15 FEET MN.) KEYWAY BOTTOM SHOULD DESCEND INTO SLOPE NOTES: NATURAL SLOPES STEEPER THAN 5:1 (H:V) MUST BE KEYED AND BENCHED INTO COMPETENT EARTH MATERIALS THE CUT SLOPE MUST BE CONSTRUCTED FIRST TYPICAL KEYWAY & BENCHING DETAIL CUT OVER FILL SLOPE CONTACT BETWEEN SUITABLE AND UNSUITABLE MATERIALS TO BE REMOVED • . . PROPOSED GRADE .• NATURAL GRADE I ___ S .1 PROPOSED GRADE—S •.. ........ .P OVERBUILT COMPACrEDFILL:).c' . ...... \ : TOBECUTBACK OVERBUILD AND CUT BACK TO - H THE PROPOSED GRADE - OJECrION TO TT NTMATERIA TEMPORARY 11 CUT .•, - — . .- ..—.... /5; •' '. — - — . '1'' •( ' II I 'Hill IIIII . . .. .I.• .., •dS... .F •.. i... Ill 2.O FEET MIJ 15.0 FEET KEYWAY DIMENSIONS PER CEOTECHNICAL CONSULTANT / GEOLOGIST (TYPICALLY H/2 OR 15 FEET MIN) NOTE: KEYWAY BOTTOM SHOULD DESCEND INTO SLOPE NATURAL SLOPES STEEPER THAN 5:1 (H:V) MUST BE S KEYED AND BENCHED INTO COMPETENT MATERIALS \ TYPICAL CANYON SUBDRAIN SYSTEM DETAIL CONTACT BEIWEEN SUITABLE AND UNSUITABLE T FILTER FABRIC (MIRAFI 140N OR APPROVED 6 INCH COLLECIR PIPE (SCHEDULE 40 PERFORATED PVC PIPE - wrrH PERFORATIONS PAcN)qwNr7' / 12 INCHES MIN. OVERLAP, SECURED EV+Y 6 FEET-1 9 CUBIC FEET / FOOTOF-Y4-14INCH OPEN GRADED ROCK ne 6INC*,MIN rT / / -6 INCH Mu TYPICALLY 10.0 FEET FEET TYPICAL CANYON SUBDRAIN OUTLET FILTER FABRIC (MIRAPI 140N OR APPROVED EQUIVALENT).... NOTES: 1-CONTINUOUS RUNS IN EXCESS OF 500 FEET LONG WILL REQUIRE AN 8 INCH DIAMETER PIPE 2 -FINAL 20 FEET OF PIPE AT OUTLET WILL BE SOLID AND BACKFILLED WITH COMPACTED FINE-GRAINED MATERIAlS 6 INCH SOLID PVC -------2% US INCH OPEN GRAD ROCK FEET MEN INCH SOLID INCH PERFORATED SCHEDULE 40 PVC PIPE FOUNDATION CLEARANCES FROM SLOPES DETAIL TOP OF AT LEAST THE SMALLER OF H/3 AND 40 FEET. PACE OF FOOTING :V V FACE OF AT LEAST THE SMALLER OF H/2 AND 15 FEET V M TOE OF / I I / I / / \ 1•1 I Ik r I i(h pi TP1 '<\ ------.. tTs arA - - - J 1/ - if i2 I I I - -: :::-•' LEGEND Locations are Approximate Geologic Units Tsa — Eocene Santiago Formation Symbols III - Exploratory Test Pit TP-1 REFERENCE: DMA, 2018, Site Plan, October 12, 2018. Norih Proposed Lenny Residence I 18694-10 GEOTECHNICAL MAP 1" 2018 PLATE 1 (city of Carlsbad CERTIFICATION OF SCHOOL FEES PAID This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City to Issuing a building permit. The City will not issue any building permit without a completed school fee form. Project No. & Name: AYo9 im Carlsbad Unifie M d School gp Plan Check No.: czoia.00s 6225 RLSBAD CarlsbaSo Project Address: 2630 VISTOSA PL & 2632 VISTOSA 101 Phone: (760) 4DI VISION ,16 Assessor's Parcel No.: 2162506300 [] ElIClilitaS Union School District 101 South Rancho Santa Fe Rd Project Applicant COOWNER GERRY AND LIZ KENNY Encinitas, CA 92024 (Owner Name) Phone: (760) 944-4300 x1166 Residontial Square Feet: [] San Dieguito Union H.S. District New/Additions: 3,427 SF Li .6 64 '1. ( <,K 684 Requeza Dr. Encinitas, CA 92024 Second Dwelling Unit 579 SF 'tO Phone: (760) 753-6491 Ext 5514 (By Appt. Only) Commercial Square Feet:FM--13an Marcos Unified Sch. District New/Additions: 255 Pico Ave Ste. 100 San Marcos, CA 92069 City Certification: City of Carlsbad Building Division Date: 10/24/2018 Phone: (760) 290-2649 Contact Katherine Marceija Certification of Applicant/Owners. The person executing this declaration ("Owner) certilles (By Apptonly) 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 Vista Unified School District payment and pay the additional fee if Owner requests an increase in the number of 1234 Arcadia Drive dwelling units or square footage after the building permit is issued or if the initial Vista CA 92083 determination of units or square footage is found to be incorrect, and that (2) the Owner IS Phone: (760) 726-2170 x2222 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 duty authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school fadhities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other plicabie school mitigation determined by the School District. The City may issue building permits for this project.. Signature of Authorized School District Official: Title: Date: II(3 ,(g Name of School District &LLiuiL, LL#U &hpne: 7('d. -t/IOC) Building Division 1635 Faraday Avenue I Carlsbad, CA 92008 1 760-602-2719 1 760-602-8558 fax I building@carlsbadca.gov City of ______ Caf-Isbad This form must be completed by die City, die applicant and the appropriate school districts and returned to the City prior - to Issuinn a hi.1I.4inn n..,W The ('II,. ..HI .. ..A. HAI .. - ___._. -. -- - — ,.-. ....-. . .. .... rn.y IIunu..0 WIWUU wmpieuu saio Project No. & Name: Plan Check No.: PC20184)046 Project Address: 2630 VISTOSA PL & 2632 VISTOSA PL Assessor's Parcel No.: 2162506300 Project Applicant COOWNER GERRY AND UZ KENNY (Owner Name) Residential Square Feet New/Additions: 3,427 SF ' 14.0 Qlp Second Dwelling Unit 579 SF Commercial Square Foot New/Additions: City Certification: City of Carlsbad Building Division Date: 10/24/2018 Certification of AppllcantlOwners. The person executing this declaration (Owner) certifies under penalty of penury 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 detenninatlon of units or square footage is found to be incorred. and that (2) the Owner is Me owneddeveloper of the above described project(s). or that the person executing this declaration Is authorized to sign on behalf of the Owner. IVIAT CITY OF CAPD VIS ION Carlsbad CA 92009 Phone: (760) 331-5000 EN Encinitas Union School D's bict 101 South Reecho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 x1166 [J San Disgulto Union H.S. District 684 Requeza Dr. Endnitas, CA 92024 Phone: (760) 753-6491 Ext 5614 (By Appt Only) San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact Katherine Marceija (By Apptonly) Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 ,2222 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 devoloper, builder, or owner has satisfied the obligation for schaul faculties. This Is to certify that the applicant tinted on page I has paid all amounts or completed other, applicable school mitigation &trc-.lnsd by the School District. The City may issue building permits for this project. Signature of Authorized School District Official: Title: John Addleman Date: 11 /1k i/b' DIM Ur of Pnning & pol1gtht aL"erneflt .%VJflIjm Phone: Name of Scho Building Division 1635 Faraday Avenue I Carlsbad, CA 92008 1 760-602-2719 1 760-602-8558 fax I buildIng)cartsbadca.gov (City of Carlsbad SEWER DISTRICT£CERTIFICATION 3 [j] Leucadia Wastewater District E3 Vallecitos Water District 1960 La Costa Ave. 201 Vallecitos de oroR EC E IVE Carlsbad, CA 92009 San Marcos, CA 92069 (760) 753-0155 (760) 744-0460 MAY 0 9 2019 The following project has been submitted for building permits: CITY OF CAR LS BAD BUILDING DIVISION Plan check No.: Permit No.: PC2018-0046 Property Owner: —COOWNER GERRY AND LIZ KENNY - - - - - Project Address: 2630 VISTOSA PL Assessor's Parcel No: 2162506300 Project Description: KENNY:(MAlN) 3,427 SF UV, 807 SF GARAGE, 1,221 SF PATIO /I (ADU) ATTACHED 579 SF LIV City Certification: City of Carlsbad Building Division Date: October 24,2018 Please indicate in the space below that the owner has entered into an agreement to have your agency provide public sewer service to the premises, and/or if the existing service Is adequate for this project and all required conditions have been satisfied. Permits will not be issued until this form is completed and returned to our office. This space to be completed by Dlst'lctPersonnel I certify the district requirements for sewer service have been satisfied. Approved by: Date: 31s.t(iot FIELD SERVICES SPECIA Title: LIST Community & Economic Development -Building Division 1635 Faraday Avenue, Carlsbad, CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov City of Carlsbad Valuation Worksheet Building Division Permit No: I Address Assessor Parcel No. Date By Type of Work Area of Work Multiplier VALUE SFD and Duplexes 4,006 $141.76 $567,890.56 Residential Additions $169.50 " $0.00 Remodels / Lofts $46.51 $0.00 Apartments & Multi-family $126.35 $0.00 Garages/Sunrooms/Solariums 807 $36.98 $29,842.86 Patio/Porch 1,269 $12.33 $15,646.77 Enclosed Patio $20.03 $0.00 Decks/Balconies/Stairs $20.03 $0.00 Retaining Walls, concrete,masonry $24.65 $0.00 Pools/Spas-Gunite $52.39 $0.00 TI/Stores, Offices $46.51 $0.00 TI/Medical, restaurant, H occupancies $64.72 $0.00 Photovoltaic Systems/ # of panels $400.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 Fire Sprinkler System 4,813 $3.94 $18,963.22 Air Conditioning - commercial $6.37 I $0.00 Air Conditioning - residential 4,006 $5.31 . $21,271.86 Fireplace/ concrete, masonry $4,961.73 $0.00 Fireplace/ prefabricated Metal 1 $3,373.05 $3,373.05 $0.00 $0.00 TOTAL Valuation: $656,988 Comm/Res (CIR): C Building Fee $2,508.00 I Plan Check Fee $1,755.601 Strong Motion Fee $138.00 Green Bldg. Stand. Fee $24.00 Green Bldg PC Fee $170.00 License Tàx/PFF $22,994.59 License Tax/PFF (in CFD.) $11,957.19 CFD ) Plumbing $62.00 Mechanical $42.00 Electrical $41.00 El CFD Ed Yes (PFF=1.82%) Ell No (PFF = 3.5%) Land Use: Density: Improve. Area: Fiscal Year: Annex. Year: Factor: CREDITS PFF and/or CFD Explanation: