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HomeMy WebLinkAbout1289 FOREST AVE; ; PC160038; PermitV. ratyof' - - C arlsbad Print Date: 05/24/2018 Permit No: PC160038 Job Address: 1289 Forest Ave Per'rnit Type: BLDG-Migrated Work Class: BLDG-Migrated Status: Closed - Finaled Parcel No: . 1561100800 Lot #: Applied: 06/15/2016 Valuation: $ 0.00 Reference #: Issued: 05/01/2017 Occupancy Group: - Construction Type Permit 05/24/2018 Finaled: # Dwelling Units., Bathrooms: Inspector: Bedrooms:' Orig. Plan Check #: - Final Plan Check #: Inspection: Project Title: . , / Description: EDWARDS: NEW 640 SF 2ND DWELLING UNIT OVER GARAGE-WITH STAIRS, DEMO EXIST 305 SF REC ROOM & BUILDNE 138 SF REC RM @ 1ST FLOOR, ADD 67 SF TO EXIST GARAGE & ATTACHING TO MAIN HOME Owner: .. - . - TRUST EDWARDS MARIAN R LIVING TRUST 10-02-13 - 1289 Forest Ave CARLSBAD, CA 92008 - FEE -, AMOUNT Total Fees: : - Total Payments To Date : Balance Due: :- * ' - -- I ,,- Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov I ,1 APPLICATION MISSING - FOR THIS PROJECT , ( - LI r4 EsGil Corporation In Partnership with government for Building Safety DATE: 12/28/2016 JURISDICTION: CARLSBAD PLAN CHECK NO.: PC16-0038 SET: II PROJECT ADDRESS: 1289 FOREST AVENUE O APPLICANT U JURIS. U PLAN REVIEWER U FILE PROJECT NAME: SFR ADDITION/ REMODEL & 2ND UNIT ADDITION The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's 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 Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. - The applicant's copy of the check list has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed Person contacted: Telephone #: Date contacted (by: ) Email: Mail Telephone Fax In Person REMARKS: All sheets of plans must beQkd by the person responsible for their preparation. (California Business and Professions Cod By: Ali Sadre (by AG) Enclosures: EsGil Corporation LI GA LI EJ LI MB [1 PC 12/27/2016 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 EsGil Corporation In Partners flip with government for(Building Safety DATE: JUNE 23, 2016 JCANT J URIS. JURISDICTION: CARLSBAD 0 PLAN REVIEWER FILE PLAN CHECK NO.: PC16-0038 SET: I PROJECT ADDRESS: 1289 FOREST AVENUE PROJECT NAME: SFR ADDITION/ REMODEL & 2ND UNIT ADDITION LII The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. LII The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: STEVE RAGAN EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: STEVE RAN Telephone #: 858-442-3522 Date contacted: (,> - (by4r') Email: srdesiqnsincqmail.com Q MaiIy Telephone Fax In Person - REMARKS: By: ALl SADRE, S.E. Enclosures: EsGil Corporation LI GA LI EJ CI MB C] PC 6/16 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 GENERAL PLAN CORRECTION LIST JURISDICTION: CARLSBAD PLAN CHECK NO.: PC16-0038 PROJECT ADDRESS: 1289 FOREST AVENUE CONSTRUCTION = V-B; STORIES = TWO; HEIGHT = 24'; OCCUPANCY = R3/U; LIVING ADD = 443; 2ND UNIT ADD = 640; GAR. ADD = 67; SPRINKLERS = NO DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL CORPORATION: 6/16 JUNE 23, 2016 REVIEWED BY: ALl SADRE, S.E. FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. 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. The approval of the plans does not permit the violation of any state, county or city law. 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 sTW 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. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. 1. Clearly dimension building setbacks from property line on the site plan. Section Ri 06.2. A reminder that the stairs can not project into the 5' side-yard setback. 2. Please indicate on the plans whether the existing residence has a fire sprinkler system installed. If so, then provide a note stating that any additions/alterations will be provided with an automatic residential fire sprinkler system. Sec. R313.2. 3. The City Policy requires a soils report for ALL 2' story additions. No exceptions: please don not resubmit without a soils report. 4. Please show dryer vent to the outside. Sheet A-2.0. 5. On Sheet A-3.0, revise keynote #15 to state gal/flush for the water closets, as opposed to 4-T6gal/flush as noted. 6. On Sheet E-2.0, please show a GFCI outlet in the bathroom. 7. Please show the electrical panel (or sub-panel) size and amperage for the 2nd unit and the main house. 8. Provide stairway and landing details. Section R311.7: Maximum rise is 7.34' and minimum run is 10", measured from the nosing projection. Where there is no nosing, the minimum run is 11". Minimum headroom is 6-8". C) Minimum width is 36". d) The greatest riser height within any flight of stairs shall not exceed the smallest by more than 3/8". The greatest tread depth within any flight of stairs shall not exceed the smallest by more than 3/8". 9. Open risers are only permitted if the opening between treads does not permit the passage of a 4" diameter sphere. Section R311.7.5.1. 10. A nosing (between %" and 11.4") shall be provided on stairways with solid risers. Exception: No nosing is required if the tread depth is mm. 11". Sec. R311.7.5.3. 11. Handrails (Section R311.7.7): Shall be provided on at least one side of each stairway with four or more risers. Handrails and extensions shall be 34" to 38" above nosing of treads and be continuous. C) The handgrip portion of all handrails shall be not less than 1-1/4" nor more than 2" in cross sectional dimension. See Section R311.7.8.3 for alternatives. Handrails projecting from walls shall have at least 1-1/2' between the wall and the handrail. Ends of handrails shall be returned or shall have rounded terminations or bends. 12. Guards (Section R312): Shall have a height of 42" (may be 34" along the sides of stairs). Openings between railings shall be less than 4". C) Shall be detailed to show capability to resist a concentrated load of 200 pounds in any direction along the top rail. Table R301.5. Show details and references on plans. Wall assemblies separating units in a duplex shall be of one-hour fire resistive construction. Provide details of all rated assemblies and approval #s on plans. Such wall assemblies shall extend to the underside of the roof sheathing as applicable. Sec. R302.3. Floor assemblies separating units in a duplex shall be of one-hour fire resistive construction. Provide details of the assemblies. Sec. R302.3. Such assemblies shall extend to and be tight to the exterior wall, where applicable. The supporting construction of fire-rated floor assemblies shall have an equal or greater fire-rating. Section R302.3.1. Provide a note on plans stating: "Penetrations of fire-resistive walls, floor-ceilings and roof-ceilings shall be protected as required in CRC Section R302.4." Walls and floors separating units in a duplex shall have a sound transmission class (STC) of not less than 50. Additionally, floors must have an impact insulation class (IIC) rating of not less than 50. CBC Section 1207. Show the location of and provide details of the listed wall and floor/ceiling assemblies, and indicate the listing agency and listing number for the tested ratings. For duplexes only: The Title Sheet or Site Plan should clearly indicate if any portion of the project is in a noise critical area (CNEL contours of 60 dB) as shown on the City's General Plan. If no portion of the project is within a noise critical area, provide a note on the Title Sheet stating: "This project is not within a noise critical area (CNEL contour of 60 dB) as shown on the General Plan". For duplexes only: If the project is located in noise critical areas (CNEL contours of 60 dB) as shown on the City or County's General Plan, then an acoustical analysis showing that the proposed building has been designed to limit noise in habitable rooms to CNEL of forty-five dB is required. Where windows must be closed to comply, it is necessary to provide mechanical ventilation capable of providing at least two air changes per hour. Provide design. On the cover sheet of plans, specify any items that will have a deferred submittal (trusses, fire sprinklers/alarms, etc.). Additionally, provide the following note on the plans: "Submittal documents for deferred submittal items shall be submitted to the registered design professional in responsible charge, who shall review them and forward them to the building official with a notation indicating that the deferred documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred items shall NOT be installed until their design and documents have been approved by the building official." Provide truss details and truss calculations for this project. Specify truss identification numbers on the plans. Alternatively, specify on plans if they are being deferred on the cover sheet of the plans. Please provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i.e., a "review" stamp on the truss calculations or a letter). CBC Section 107.3.4.1. A reminder that all non-structural sheets of plans need to be signed by the project drafter. 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 ALl SADRE, S.E. at EsGil Corporation. Thank you. [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: PC 16-0038 PREPARED BY: ALl SADRE, S.E. DATE: JUNE 23, 2016 BUILDING ADDRESS: 1289 FOREST AVENUE BUILDING OCCUPANCY: R3/U; V-B BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) LIVING ADD 443 166.81 73,897 2ND UNIT ADD 640 166.81 106,758 GARAGE ADD 67 36.40 2,439 DECK ADD 171 19.71 3,370 STAIRS 85 19.71 1,675 Air Conditioning 1083 5.31 5,751 Fire Sprinklers TOTAL VALUE 193,891 Jurisdiction Code 1GB IBy Ordinance Bldg. Permit Fee by Ordinance I I $959.76 Plan Check Fee by Ordinance I $623.84 I Type of Review: m Complete Review o Structural Only 0_Repetitive Fee E Other Repeats Hourly Hr. @ * EsGil Fee I Comments: n addition to the above fee, an additional fee of $86 is due (1hour@$86/hr.)5F aIGreen review. Sheet lofi macvalue.doc + - PLAN CHECK Community & Economic 1t 01 REVIEW Development Department Carlsbad 16 TRANSMITTAL Carlsbad www.carlsbadca.gov DATE: 06/16/2016 PROJECT NAME: EDWARDS FAMILY ADDITION AND 2ND DW PROJECT ID:PC160038 PLAN CHECK NO: 1 SET#: 1 ADDRESS: 1289 FOREST AVE APN: 1561100800 VALUATION: $129,778 SCOPE OF WORK: 2ND DWELLING F-1 This plan check review is complete and has been APPROVED by: LAND DEVELOPMENT ENGINEERING DIVISION Final Inspection by Construction Management & Inpection Division is required: Yes LI No 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: SRDESIGNSINC.COM To determin status by one of the divisions listed below, please contact 760-602-2719. LAND DEVELOPMENT 760-602-2750 Chris Sexton FT Chris Glassen Greg Ryan 760-602-4624 760-602-2784 760-602-4663 Chris.Sexton@carlsbadca.gov Christopher.Glassen@carlsbadca.gov Gregory. Ryan@carlsbadca.gov Gina Ruiz Linda Ontiveros Cindy Wong 760-602-4675 . 760-602-2773 760-602-4662 Gina.Ruiz@carlsbadca.gov Linda.Ontiveros@carlsbadca.gov Cynthia.Wong@carlsbadca.gov ValRay Nelson F-1 Dominic Fieri 760-602-2741 760-602-4664 ValRay.Marshali@carlsbadca.gov Dominic.Fieri@carlsbadca.gov I, U. EDWARDS FAMILY ADDITION AND 2ND Dfi PLAN CHECK NO # 1 77jI Outstanding issues are marked with 1Z1 . Items that conform to permit requirements are marked with Zi or have intentionally been left blank. 1. SITE PLAN NO CITY Provide a fully dimensioned site plan drawn to scale. Show: OWNED LJ rn North arrow Driveway widths EASEMENTS El LZJ Existing & proposed structures Existing or proposed sewer lateral Existing street improvements LIII] LIII] Existing or proposed water service EJ LZIIII Property lines (show all dimensions) Liii LII] Submit on signed approved plans: LIII LII Easements DWG No. LIII LI] Right-of-way width & adjacent streets Show on site plan: LI L:l Drainage patterns and proposed site elevations. Show all high points. LIIJ =Building, pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. IIuI] =ADD THE FOLLOWING NOTE: Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building". LIIIII LIII Existing & proposed slopes and topography LIIIJ =Size, location, alignment of existing or proposed sewer and water service(s) that serves the project. Each unit requires a separate service; however, second dwelling units and apartment complexes are an exception. LII LIII Sewer and water laterals should not be located within proposed driveways, per standards. Include on title sheet: L211 Site address L2II Assessor's parcel number Legal description/lot number LIII] For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. LIII LI Show all existing use of SF and new proposed use of SF. Example: Tenant improvement for 3500 SF of warehouse to 3500 SF of office. Lot/Map No.: Subdivision/Tract: Reference No(s): SEC 31114w*SWQ*DOC94631888 IN W H OF E-36 Page 2 of 6 REV 6/01/12 EDWARDS FAMILY ADDITION AND ZJ PLAN CHECK NO# 1 DISCRETIONARY APPROVAL COMPLIANCE N/A = 1= Project does not comply with the following engineering conditions of approval for project no.: ALREADY TAKEN DEDICATION REQUIREMENTS cJ c: Dedication for all street rights-of-way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 24.00000 pursuant to Carlsbad Municipal Code Section 18.40.030. M Dedication required as follows: IMPROVEMENT REQUIREMENTS EI =All needed public improvements upon and adjacent to the building site must be constructed PLEASE at time of building construction whenever the value of the construction exceeds PROVIDE A $120,000.00, pursuant to Carlsbad Municipal Code Section 18.40.040. TITLE REPORT OR GRANT LIII Public improvements required as follows: DEED TO DRAFT NIA AGREEMENT. Construction of the public improvements must be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee, so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the city prior to issuance of a building permit. J Future public improvements required as follows: E-36 , Page 3 of 6 REV6/01/12 I I-I EDWARDS FAMILY ADDITION AND 2ND DW PLAN CHECK NO # 1 GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 15.16 of the Municipal Code. EJ=Inadequate information available on site plan to make a determination on grading requirements. Include, accurate grading quantities in cubic yards (cut, fill, import, export and remedial). This information must be included on the plans. If no grading is proposed write: "NO GRADING" Eli j Grading Permit required. NOTE: The grading permit must be issued and rough grading approval obtained prior to issuance of a building permit. L1111 Eli Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) All required documentation must be provided to your Engineering Construction Inspector The inspector will then provide the engineering counter with a release for the building permit. Eli E2J No grading permit required. LJ EEl Minor Grading Permit required. See additional comments for project- specific requirements. MISCELLANEOUS PERMITS LIII RIGHT-OF-WAY PERMIT is required to do work in city rig ht-of way and/or private work adjacent to the public right-of-way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. [El] Right-of-way permit required for: *ANY WORK BEING DONE WITHIN THE PUBLIC RIGHT OF WAY* E-36 Page 4of6 REV 6/01/12 EDWARDS FAMILY ADDITION AND 2ND JJ PLAN CHECK NO # 1 7. STORM WATER Construction Compliance f Project Threat Assessment Form complete. EIJ Enclosed Project Threat Assessment Form incomplete. Eli LII Requires Tier 1 Storm Water Pollution Prevention Plan (E-29). Please complete attached form and return (SW Requires Tier 2 Storm Water Pollution Prevention Plan. Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city. Post-Development (SUSMP) Compliance LII LII Storm Water Standards Questionnaire. 1111 LII Project is subject to Standard Storm Water Requirements. See city Standard Urban Storm Water Management Plan (SUSMP) for reference. LIJ Indicate areas of impervious surfaces (patios,waikway, etc. ) and pervious areas (landscaping). -I LII Project needs to incorporate low impact development strategies throughout in one or more of the following ways: LII Rainwater harvesting (rain barrels or cistern) LII Vegetated Roof LII Bio-retentions cell/rain garden LII Pervious pavement/payers LII Flow-through planter/vegetated or rock drip line LII Vegetated swales or rock infiltration swales LII Downspouts disconnect and discharge over landscape LII Other: E-36 Page 5 of 6 REV 6/01/12 Required fees have been entered in building permit. Drainage fee applicable Added square feet Added square footage in last two years? EJ yes O no Permit No. Permit No. Project built after 1980 no Impervious surface > 50% []yes F-1 no Impact unconstructed facility F-1 yes Eli no Fire sprinklers required yes LII no (is addition over 150' from center line) Upgrade yes Elno No fees required 9. FEES EEl ETI -I MW LII EDWARDS FAMILY ADDITION AND 2ND DW PLAN CHECK NO # 1 8. WATER METER REVIEW Domestic (potable) Use DOES NOT EEl What size meter is required? MEET Where a residential unit is required to have an automatic fire extinguishing system, the minimum meter size shall be a 1' meter. UPGRADE NOTE: the connection fee, SDCWA system capacity charge and the THRESHHOLD water treatment capacity charge will be based on the size of the meter necessary to meet the water use requirements. LEJ jJ For residential units the minimum size meter shall be 5/8", except where the residential unit is larger than 3,500 square feet or on a lot larger than one quarter (1/4) acre where the meter size shall be 3/4' 10. ADDITIONAL COMMENTS Attachments: J Engineering Application E1 Storm Water Form EEJ Right-of-Way Application/ Info. EIJ Reference Documents E-36 Page 6of6 REV 6/01/12 Fee Calculation Worksheet sss ENGINEERING DIVISION Prepared by: Date: GEO DATA: LFMZ: I B&T: Address: Bldg. Permit #: Fees Update by: Date: Fees Update by: Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: Sq.Ft./Units EDU's: Types of Use: Sq.Ft./Units EDU's: Types of Use: Sq.Ft./Units EDU's: Types of Use: Sq.Ft./Units EDU's: ADT CALCULATIONS: List types and square footages for all uses. Types of Use: Sq.Ft./Units ADT's: Types of Use: Sq.Ft./Units * ADT's: Types of Use: Sq.Ft./Units ADT's: Types of Use: Sq.Ft./Units ADT's: FEES REQUIRED: Within CFD: DYES (no bridge & thoroughfare fee in District #1, reduces Traffic Impact Fee) E.i NO 1. PARK-IN-LIEU FEE: LJNW QUADRANT [] NE QUADRANT L]SE QUADRANT [3W QUADRANT ADT'S/UNITS: X FEE/ADT: I 2.TRAFFIC IMPACT FEE: ADT'S/UNITS:, X FEE/ADT: . I 3. BRIDGE & THOROUGHFARE FEE: El DIST. #1 E]DIST.#2 EJDIST.#3 (USE SANDAG)ADT'S/UNITS X FEE/ADT: I 4, FACILITIES MANAGEMENT FEE ZONE: ADT'S/UNITS: X FEE/SQ.FT./UNIT: 5. SEWER FEE EDU's X FEE/EDU: BENEFIT AREA: EDU's X FEE/EDU: DRAINAGE FEES: PLDA: [3JHIGH [31 MEDIUM [I]LOW ACRES: X FEE/AC: POTABLE WATER FEES: UNITS I CODE I CONN. FEE I METER FEE I SDCWA FEE I TOTAL ***This may not represent a comprehensive list of fees due for this project. Please contact the Building division at (760) 602-719 for a complete listing of fees*** PLANNING' . ENGINEERING FIRE PREVENTION 760-602-4610 . .760-602-2750 . . 760-602-4665 Chris Sexton Chris Glassen .. .GregR'añ 760-602-4624 760-602-2784 760-602-4663 Chris.Sexton@carisbadca.gov Christopher.GIassencarlsbadca.gov , Gregory.Ryan@carlsbadca.gov Gina Ruiz ValRay Marshall Cindy Wong, ; - 760-602-4675 . - - - , 760-602-2741 . 1760-602-4662' Gina.Ruiz@carlsbadca.ov ,-.. ValRay.Marshall@carlsbadca.gov - Cynthia.Wong@carisbadca.gov Linda Ontiveros Dominic Fieri 760-602-2773 .' -' 760-602-4664 Linda.Ontiveros@carlsbadca.gov , Dorninic.Fieri@carIsbadca.gov Remarks Or • . . . . . .. - .,* '4 , PLANNING DIVISION Development Services BUILDING PLAN CHECK Planning Division CITY OF REVIEW CHECKLIST 1635 Faraday CARLSBAD 7 P-28' www.car1sbadca_.20v (760) 602-4610 V. e - I -. - •- . 4, * . '' - . - -r •. 4 .4 ' DATE: 6-21-16 PROJECT NAME: PROJECT ID: PLAN CHECK NO PC 16-38 SET# I ADDRESS 1289 Forest Av APN 156-110-08-00 4 This plan check review is, complete and has been APPROVED by the Planning Division 1 .4 By Chris Sexton • A Final Inspection by the Planning Division IS required Yes Z No 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 srdesignsinc@gmaii.com For questions or clarifications on the attached checklist please contaót the following revieweas marked,: Plan Check No. PC 16-38 Address 1289 Forest Ay Date 6-21-16 Review #1 Planner Chris Sexton Phone (760) 602-4624 APN: 156-110-08-00 Type of Project & Use: addition to sfr/new sdu Net Project Density: 1.0 DU/AC Zoning: R-1- General Plan: R-4 Facilities Management Zone: 1. 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: Z Item Complete LI Item Incomplete - Needs your action El LI Environmental Review Required: YES LI NO LI TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: LI LI Discretionary Action Required: YES LI NO [I] 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: Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES D NO 0 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): [1 LI Habitat Management Plan Data Entry Completed? YES LI NO LI If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE!) LI LI Inclusionary Housing Fee required: YES LI NO E] (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES LI NO LI (NP/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) LI LI LI Housing Tracking Form (form P-20) completed: YES LI NO E] N/A LI P-28 Page 2 of 3 07/11 Site Plan: Z El El 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 Applicability: YES E] NO E] Project complies: YES LI NOD .. Zoning: 1. Setbacks: Front: Required 20' Shown 20' Interior Side: Required LZ Shown 7.2' stairs westerly side yard encroach 2 feet into setback allowed per Yards section Street Side: Required Shown Rear: Required 14.4' Shown 144 Top of slope: Required Shown LI LI 2. Accessory structure setbacks: Front: - Required Shown Interior Side: Required Shown Street Side: Required Shown Rear: Required Shown Structure separation: Required Shown LI. LI LII 3. Lot Coverage: Required <40% Shown LI LII LI 4. Height: Required <30' with mm. 3:12 roof pitch Shown <24' with less than 3:12 roof pitch LI LI LI 5. Parking: Spaces Required 2 Shown (breakdown by uses for commercial and industrial projects required) Residential SDU Space Required 1 Shown LI LI 6. Floor Area Ratio: Required N/A Shown .N/A LI LI LI Additional Comments 1) Please provide the lot coverage. The lot coverage cannot exceed 40%. 2) Please indicate on the site plan where the parking space for the second dwelling unit will be located. 3) Please fill out and sign attached form P-20. 4) Does existing garage encroach 2 feet into setback? If so, the single-family residence is considered existing nonconforming. Per Section 21.48, if the structure is existing nonconforming only 40% of the existing square footage or 640 square feet can be added whichever is less. If over 40% is being added, a Nonconforming Construction Permit will need to be applied for. The cost Id $710.00. OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE P-28 Page 3of3 07/11 4 4 I... ocoo zoB m6) O_z ZZ0)0 OD - ZM I _ = 18'-8" AG - 00 B ( Bl - - ( - _______________ _________ _____ lu = =I= L - - - - AF 10-2" A1 'oE8o -m .-4 m ' mo MM I— OD 0 orr 0(00 z ROOF TRUSS LAYOUT EDWARDS RESIDENCE -to - > -('( 1289 FORESTAVE. : STONETRUSS I CARLSBAD, CA 760-521-4918 -. (0 0, 951.255-6958 ALPINE Alpine, an ITW Company 8351 Rovana Circle Sacramento, CA 95828 Phone: (800)877-3678 (916)387-0116 Fax: (916)387-1110 sacseals@itwbcg.com I( lilt IJilllauIJ,l. stomer Stone Truss Job Number: A101 ,Description: EDWARDS RESIDENCE iress: 1289 FOREST AVE. City, State, Zip: CARLSBAD, CA 92008 _k JiJ iiytiiiiii 'll(l Ia. sign Code: CBC 2013 Res View Version: 15.01.01.0611.00 JRef#: 1VRS92820001 id Standard: ASCE 7-10 Wind Speed (mph): 110 Roof Load (psI): 20.00-19.00-0.00- Floor Load (psf): None 10.00 This package contains a job notes page, 7 truss drawings and 0 details. Item Seal # Truss 1 176.16.1116.39500 AGSCISGABLE 3 176.16.1117.10493 AFSCISWIFILL 5 176.16.1117.16557 BGSCISGABLE 7 176.16.1117.24270 B1 SCIS Item Seal # Truss 2 176.16.1116.41957 ASCIS 4 176.16.1117.14620 STUB SCISWIFILL 6 176.16.1117.18970 BSCIS Printed 6/24/2016 11:17:53 AM 8'lO"S 1878 108 A Maximum Reactions (Ibs), or "PLF Loc R /U IRw /Rh IRL 1W A 139 /42 /75 I- /36 /5.5 A" 114 /18 /70 I- I- /106 0" 66 /13 /42 I- I- /106 M 139 /42 /77 I- I- /5.5 Wind reactions based on C&C A Min Brg Width Req = 1.5 A Min Brg Width Req = - Q Min Brg Width Req = - M Min Brg Width Req = 1.5 Bearings A, A, 0, & M are a rigid surface. 06/24/2016 Job Number. A101 Ply: 1 SEQN: 19224 / 115 GABL Cust: R9282 JRef: 1VRS92820001 EDWARDS RESIDENCE Qty: 1 FROM: RB DrwNo: 176.16.1116.39500 Truss Label: AG SCIS GABLE I CWC 06/2412016 48" 94" 14' 18'8" 48" 48" 48" 4'8" H- 28" - 14" - H- 2'S" -H (TYP) 4X4 G 90 NT I' 8'10"8 8'lO"S Loading Criteria (pot) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 19.00 Speed: 110 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 49.00 Mean Height: 20.26 ft NCBCLL: 10.00 TCDL: 84 psf Soffit 2.00 BCDL: 6.0 psf Load Duration: 1.25 MWFRS Parallel Dist 0 to h/2 Spacing: 24.0" C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Lumber Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1&Bet(g) Webs 2x4 DF-L Standard(g) :Lt Stub Wedge 2x4 OF-L Standard(g): :Rt Stub Wedge 2x4 DF-L Standard(g): Plating Notes Connectors in green lumber (g) designed using NDS/TPI reduction factors. All plates are 2X4 except as noted Loading Truss designed to support 0-0-0 top chord outlookers and cladding load not to exceed 10.00 PSF one face and 24.0' span opposite face. Top chord must not be cut or notched. Bottom chord checked for 10.00 psf non-concurrent live load. Purtins In lieu of rigid ceiling use purlins to brace BC @ 113" OC. Wind Member design based on both MWFRS and C&C. Additional Notes See DWGS A1153OENC1O1O14, GBLLET1N1014, & GABRST101014 for gable wind bracing requirements. Shim all supports to solid bearing. 8108 9,4" Snow Criteria (Pg,Pf in PSF) Defl1CSl Criteria Pg: NA Ct: NA CAT: NA PP Deflection in bc L/defl L/# Pt: NA Ce: NA VERT(LL): 0.008 F 999 240 Lu: NA Cs: NA VERT(TL): 0.034 F 999 180 Snow Duration: NA HORZ(LL): 0.003 F - - HORZ(TL): 0.012 F - - Code! Misc Criteria Creep Factor: 2.0 Bldg Code: CBC 2013 Res MaxTC CSl: 0.109 TPl Std: 2007 Max BC CSI: 0.088 Rep Factors Used: No Max Web CSI: 0.973 FT/RT:20(0)/0(0) Plate Type(s): WAVE 1 VlEWVer. 15.01.01C.0611.00 I Members not listed have forces less than 375# ""WARNING"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! ""IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building it Safety Information, by TPl and SBCA) handling safety practices prior to performing these functions. Installers shall provide temporary CS(.. Unless noted olherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a progeny 91d ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSl sections P3,.87 or 10, ,le. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. efer to 60A-Z for standard plate positions. a division of I failure to build the 'TPI 1,or for handhrig shippir any structure is the respons acceptance 9f prOfesslonr i or cover page n. The suitability Stone Truss 507 Jones Road CA 92054 ALPINE ssnwmuwfy 8351 Rovana Circle Sacramento, CA 95828 8108 8108 9,4" 1828 I A Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL 1W A 936 /181 /561 1- /36 /5.5 E 936 /181 /561 I- I- /5.5 Wind reactions based on C&C A Min Brg Width Req = 1.5 E Min Big Width Req = 1.5 Bearings A & E are a rigid surface. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp A-B 561-2983 C-D 377 -2493 B-C 378 -2493 D-E 561 -2983 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - F 2770 -477 F - E 2770 - 477 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B - F 228 -402 F-D 228 -402 C-F 1060 -50 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: Ni Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code I Misc Criteria Bldg Code: CBC 2013 Res TPI Std: 2007 Rep Factors Used: No FT/RT:20(0)/0(0) Plate Type(s): WAVE DeflICSl Criteria PP Deflection in bc L/defl L/# VERT(LL): 0.164 F 999 240 VERT(TL): 0.658 F 340 180 HORZ(LL): 0.081 F - - HORZ(TL): 0.327 F - - Creep Factor. 2.0 Max TC CSI: 0.986 Max BC CSI: 0.988 Max Web CSI: 0.431 VIEW Ver. 15.01.01 C.061 1.00 Job Number: A101 Ply: 1 SEQN: 19221 / T14 SCIS Cust: R9282 JRef: 1VRS92820001 EDWARDS RESIDENCE Qty: 8 FROM: RB DiwNo: 178.16.1116.41957 Truss Label: A SCIS I / CWC 06/24/2018 4'3 48" 94' 14' 1833 413 m 48" 48" 433 w4X6 C Ile Ai 5 5 Loading Criteria (psi) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 19.00 Speed: 110 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 49.00 Mean Height: 20.26 ft NCBCLL: 10.00 TCDL 8.4 psf Soffit 2.00 BCDL: 6.0 psf Load Duration: 1.25 MWFRS Parallel Dist 0 to h/2 Spacing: 24.0" C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Lumber Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1&Bet(g) Webs 2x4 DF-L Standard(g) It Stub Wedge 2x4 DF-L Standard(g): :Rt Stub Wedge 2x4 DF-L Standard(g): Plating Notes Connectors in green lumber (g) designed using NDS/TPI reduction factors. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Purlins In lieu of rigid ceiling use purlins to brace BC @ 110" OC. Wind Member design based on both MWFRS and C&C. "WARNING READ AND FOLLOW ALL NOTES ON THIS DRAWING! ""IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t S8fety Information, by TPl and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary BUS!. Unless noted otherwisetop chord shall have propeily attached structural sheathing and bottom chord shall have a properly qid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, 87 or blO, tIe. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. efer to 60A-Z for standard plate positions. Of failure to build the 'TPI 1, or for handling. sFtippir any structure is the respons acceptance of prOfessions i or cover ag n. The s puitaebility Lrainoj5S page and these web sues: Stone Truss 507 Jones Road CA 92054 ALPINE mnwceeur 8351 Rovana Circle Sacramento, CA 95828 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. G-K 1213 -13.3 Job Number. AI01 Ply: 1 SEQN: 19237 I T17 GABL Cust: R9262 JRef: 1VRS92820001 EDWARDS RESIDENCE Qty: 1 FROM: RB DrwNo: 176.16.1117.10493 Truss Label: AF SCIS W/FlLL I I / CWC 08/24/2016 4814 i 94' 13112 166" 4814 472 472 4814 -28" (TYP) 1L 4110 4814 4814 4110 A 472 9,4" 14014 1828 5. 4X6 G Loading Criteria (psi) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 19.00 Speed: 110 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 49.00 Mean Height: 20.26 ft NCBCLL: 10.00 TCDL: 8.4 psf Soffit: 2.00 BCDL: 6.0 psf Load Duration: 1.25 MWFRS Parallel 01st: 0 to h12 Spacing: 24.0" C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Lumber Top chord 2x4 DF-L #1&Bet(g) Bot chord 2x4 DF-L #1&Bet(g) Webs 2x4 DF-L Standard(g) :W2 2x4 DF-L #1&Bet(g): :Lt Stub Wedge 2x4 DF-L Standard(g): Rt Stub Wedge 2x4 DF-L Standard(g) Special Loads -(Lumber Dur.Fac.=1.25 I Plate Dur.Fac.=1.25) TC- From 87 pIt at 0.00 to 103 plf at 8.50 TC- From 80 plf at 8.50 to 80 plf at 9.33 TC-From 80plfat 9.33t0 80plfat 18.67 BC- From 20 plf at 0.00 to 20 pIt at 9.33 BC- From 20 pIt at 9.33 to 20 plf at 18.67 Plating Notes Connectors in green lumber (g) designed using NDS/TPI reduction factors. All plates are 2X4 except as noted. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Purlins In lieu of rigid ceiling use purlins to brace BC @ 113" OC. Wind Member design based on both MWFRS and C&C. Snow Criteria (Pg,PfinPSF) DefhlCSl Criteria Pg: NA Ct NA CAT: NA PP Deflection in bc Lldefl L/# Pf: NA Ce: NA VERT(LL): 0.161 E 999 240 Lu: NA Cs: NA VERT(TL): 0.702 E 319 180 Snow Duration: NA HORZ(LL): 0.073 J - - HORZ(TL): 0.317 J - - Code / Misc Criteria Creep Factor: 2.0 Bldg Code: CBC2013Res MaxTCCSl: 0.845 TPI Std: 2007 Max BC CSI: 0.898 Rep Factors Used: No Max Web CSI: 0.493 FT/RT:20(0)/0(0) Plate Type(s): WAVE VIEW Ver. 15.01.01C.0611.00 Additional Notes See DWGS Al 1530ENC101014, GBLLET1N1014, & GABRST101014 for gable wind bracing requirements. A Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL 1W A 1029 /181 /561 I- /36 /5.5 I 970 /181 /561 I- I - /5.5 Wind reactions based on C&C A Min Brg Width Req = 1.5 I Min Big Width Req = 1.5 Bearings A & I are a rigid surface. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp A-D 479-3054 G-H 429 -2703 0 - G 433 -2698 H-1 474 -2983 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-M 2814 -388 K-J 2793 -405 M-K 2863 -390 J-1 2754 -394 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANr* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Safety Information, by TPI and SBCA) fOr safety practices prior to performing these functions. Installers shall provide temporary BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly id ceiling. Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 810, ile. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. efer to 60A-Z for standard plate positions. failure to build the I or cover page n. The suitability Stone Truss 507 Jones Road CA 92054 ALPINE mnwccMoa 8351 Rovana Circle Sacramento, CA 95828 a division of 'II-I 1,ortorr acceptance any structure Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N) Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code! Misc Criteria Bldg Code: CBC 2013 Res TPI Std: 2007 Rep Factors Used: No FT/RT:20(0)/0(0) Plate Type(s): WAVE Deft/CSI Criteria PP Deflection in bc Udefl L/# VERT(LL): -0.012 C 999 240 VERT(TL): 0.044 C 999 180 HORZ(LL): 0.005 C - - HORZ(TL):-0.014 C - - Creep Factor. 2.0 MaxTCCSl: 0.114 Max BC CSI: 0.087 Max Web CSI: 0.933 A Maximum Reactions (lbs) or "PLF Loc R IU /Rw /Rh /RL 1W M 20 148 I- 1- /148 /5.5 L 260 /60 /165 I- I. /4.6 L* 69 /17 /43 I- I- /106 H 125 /36 /68 I- I- /5.5 Wind reactions based on C&C M Min Brg Width Req = 1.5 L Min Brg Width Req = 1.5 L Min Brg Width Req = - H Min Big Width Req = 1.5 Bearings M, L, L, & H are a rigid surface. VIEW Ver. 15.01.01 C.0611.00 I Members not listed have forces less than 375# Job Number. A101 Ply: 1 SEQN: 19246 / T18 GABL Gust: R9282 JRef: 1VRS92820001 EDWARDS RESIDENCE thy: 1 FROM: RB DrwNo: 176.16.1117.14620 Truss Label: All STUB SCIS W/FILL I / CWC 06/24/2016 I--- 12 4 "- 454 B 8'10"5 1518 11O•5"8. 810'S Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 19.00 Speed: 110 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category. II Des Ld: 49.00 Mean Height: 20.26 ft NCBCLL: 10.00 TCDL: 8.4 psf Soffit: 2.00 BCDL: 6.0 psf Load Duration: 1.25 MWFRS Parallel Dist U to h/2 Spacing: 24.0 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Lumber Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1&Bet(g) Webs 2x4 DF-L Standard(g) :Rt Stub Wedge 2x4 DF-L Standard(g): Plating Notes Connectors in green lumber (g) designed using NDS/TPI reduction factors. All plates are 2X4 except as noted. Loading Truss designed to support 0-0-0 top chord outlookers and cladding load not to exceed 10.00 PSF one face and 24.0" span opposite face. Top chord must not be cut or notched. Bottom chord checked for 10.00 psf non-concurrent live load. Purlins In lieu of rigid ceiling use purlins to brace BC @ 113" OC. Wind Member design based on both MWFRS and C&C. Additional Notes See DWGS A11S3OENC1O1O14, GBLLETlN1014, & GABRST101014 for gable wind bracing requirements. Shim all supports to solid bearing. **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Stone TWOS I .*IMpORTANr* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 507 Jones Road Trusses require extreme care in fabricating handlingshipping installing and bracing. Refer to and follow the latest edition of CSl (Building CA 9 IComponent Safety Information by TPI ana'SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have property attached structural sheathing and bottom chord shall have a properly lattached riaid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI Sections B3, B7 or B1O, las applicable. Appiy plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. efer to drawings 160A-Z for standard plate positions. ALPINE I Alpine, a division of ITW Buildina Components Group Inc. shall not be responsible for any deviation from this drawing any failure to build the =4nwWtoa= I truss in conformance with ANSI 1 or for handling. shippmn? installation and bracing of trussesA seal on this dra1ng or cover pane 8351 Rovana Circle I I isting this drawina Indicates acceptance of ororessiona engineerina responsibility solely for the desnhown. The suitability I land use of this 'awing or any structure is the responsibility of the Building Designer per ANSI/TPI I For n.nr infn,matinn sea this Ohs nenerai notes owen and these web sites: ALPINE: w.aioineitw.com: TPI: .tDinst.oro: SBCA: .sbtindustrv.com: ICC: wmr.iccsafe.om Sacramento, CA 95828 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NI Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code! Mist; Criteria Bldg Code: CBC 2013 Res TPI Std: 2007 Rep Factors Used: No FTIRT:20(0)/0(0) Plate Type(s): WAVE Defl!CSI Criteria PP Deflection in bc L/defl L/# VERT(LL): -0.000 E 999 240 VERT(TL): 0.000 E 999 180 HORZ(LL): 0.001 L - - HORZ(TL): 0.002 T - - Creep Factor. 2.0 Max TC CSI: 0.056 Max BC CSI: 0.043 Max Web CSI: 0.034 A Maximum Reactions (lbs) or"PLF Loc R /U /Rw /Rh /RL /W A 130 /38 /70 I- /31 /5.5 A" 96 /14 /62 I- I- /90.0 P" 82 /21 /52 I- I- /90.0 K 130 /38 /70 I- I- /5.5 Wind reactions based on C&C A Min Brg Width Req = 1.5 A Min Brg Width Req = - P Min Brg Width Req = - K Min Brg Width Req = 1.5 Bearings A, A. P. & K are a rigid surface. VIEW Ver. 15.01.01C.061 1.00 I Members not listed have forces less than 375# Job Number: A101 Ply: I SEON: 19241 / T13 GABL Cust: R9282 JRef: 1VRS92820001 EDWARDS RESIDENCE Qty: 2 FROM: RB DrwNo: 176.18.1117.16557 Truss Label: BG SCIS GABLE I / CWC -- 08/2412016 7118 1511" 7'11"8 I 7'11"8 F- 278 --- 14" - (TYP) w4X4 12 F I' 7'6 PA 5'• 15' 5"p 5•' 15'58 15"l 1" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 19.00 Speed: 110 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 49.00 Mean Height: 20.03 ft NCBCLL: 10.00 TCDL: 8.4 psf Soffit 2.00 BCDL: 6.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Lumber Top chord 2x4 DF-L #1 &Bet(g) Bot chord 2x4 DF-L #1&Bet.(g) Webs 2x4 OF-L Standard(g) :Lt Stub Wedge 2x4 DF-L Standard(g): :Rt Stub Wedge 2x4 DF-L Standard(g): Plating Notes Connectors in green lumber (g) designed using NDSITPI reduction factors. All plates are 2X4 except as noted. Loading Truss designed to support 0-0-0 top chord outlookers and cladding load not to exceed 10.00 PSF one face and 24.0" span opposite face. Top chord must not be cut or notched. Bottom chord checked for 10.00 psf non-concurrent live load. Purlins In lieu of rigid ceiling use purlins to brace BC © 97" OC. Wind Member design based on both MWFRS and C&C. Additional Notes See DWGS Al 1530ENC101014, GBLLETlN1014, & GABRST101014 for gable wind bracing requirements. Shim all supports to solid bearing. WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWINGI Stone Truss "IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 507 Jones Road Trusses require extreme care in fabricating handliqg, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building CA 92054 Component Safety Information by TPI an a fabricating, rot safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted oTherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propeny attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 83 87 or B1O, as applicable. Apply olates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. efer to drawings 160A-Z for standard plate positions. ALPINE Alpine a division of ITW Buildina Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the mmc truss in conformance with ANSI 1 or for handIinshippina, installation and bracing of trussesA seal on this drawing or cover pane 8351 Rovana Circle listing this drawina, Indicates acceptance of pro ssionaT englneerina responsibility solely for the design shown. The suitability, and use of this drawing for any structure Is the responsibility of the Building Designer per ANSI/TPI I Sec.2. For more information see this iob's generei notes page and these web sites: ALPINE: w.eIpineitw.com: TPI: www.tpinstorg; SBCA: wwe.sbcindustry.com: ICC: www.iccsafe.orn Sacramento, CA 95828 - Job Number. AI01 Ply: 1 SEON: 19214 I T12 SCIS Gust: R9282 JRef: 1VRS92820001 EDWARDS RESIDENCE Qty: 7 FROM: RB DrwNo: 176.161117.18970 Truss Label: B SCIS I I CWC 0612412016 4" 7118 15611 15111" 105 77•3 771 415 5X6 12 B I I In TB J L 12 76 7118 76" 15'5"8 A ,56 ~1 511 Loading Criteria (psf) TCLL: 20.00 TCDL: 19.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 49.00 NCBCLL: 10.00 Soffit 2.00 Load Duration: 1.25 Spacing: 24.0" Wind Criteria Wind Std: ASCE 7-10 Speed: 110 mph Enclosure: Closed Risk Category: II EXP: C Mean Height 20.03 ft TCDL: 8.4 psf BCDL: 6.0 psf MWFRS Parallel Dist 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pt: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code! Misc Criteria Bldg Code: CBC 2013 Res TPI Std: 2007 Rep Factors Used: No FT/RT:20(0)/0(0) Plate Type(s): WAVE Deft/CSI Criteria PP Deflection in bc L/defl L. VERT(LL): 0.089 0 999 240 VERT(TL): 0.359 D 532 180 HORZ(LL): 0.046 D - - HORZ(TL): 0.183 D - - Creep Factor. 2.0 Max TIC CSI: 0.635 Max BC CSI: 0.579 Max Web CSI: 0.331 VIEW Ver: 115.01.01 C.061 1.00 A Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W A 798 /174 /477 I- /31 /5.5 C 798 /174 /477 I- I- /5.5 Wind reactions based on C&C A Min Brg Width Req = 1.5 C Min Brg Width Req = 1.5 Bearings A & C are a rigid surface. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 431 -2258 B-C 430 -2258 Lumber Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1&Bet.(g) Webs 2x4 DF-L Standard(g) :Lt Stub Wedge 2x4 DF-L Standard(g): :Rt Stub Wedge 2x4 DF-L Standard(g): Plating Notes Connectors in green lumber (g) designed, using NDS/TPI reduction factors. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Purlins In lieu of rigid ceiling use purlins to brace BC @ 97" OC. Wind Member design based on both MWFRS and C&C. Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - D 2072 -329 D - C 2072 -328 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. B-D 814 -3 *WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Stone Truss I *1MPORTANr. FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 507 Jones Road I Trusses require extreme care in fabricating handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building CA 92054 Conponenf Safety Information by TPI an a SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing oer BCSI. Unless noted oTherwise top chord shall have properly attached structural sheathing and bottom chord shall have a pro any attached rigid ceiling. Locations shown fo cermanent lateral restraint of webs shall have bracing installed per BCSI sections 83, B7 or B1O, las applicable Apply alates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. efer to drawings 160A-Z for standard plate positions. _1L_FDIrsJE I Alpine, a division of ITW Buildina Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the I Itruss in conformance with ANSI 1 or for handling shiopina, installation and bracing of trussesA seal on this drawing or cover paae 8351 Rovana Circle I I listing this drawing Indicates acceptance of pro aeons engineerino responsibility solely for the des shown. The suItbiIIty I land use of this drawing for any structure is the responsibility of the Building Designer per ANSIITPI I Sec.2. I For more information see this lob's General notes paGe and these web sites: ALPINE: .atpineitw.com: TPi: wew.tpinstoro: SBCA: waw.sbdndustry.com: CC: w.iccsafe.orq Sacramento, CA 95828 Job Number. A101 Ply: I SEQN: 19219 1 TIO SCIS Cust: R9282 JRef: 1VRS92820001 EDWARDS RESIDENCE Qty: 7 FROM: RB DrwNo: 176.16.1117.24270 Truss Label: Bi SCIS I / CWC 06/24/2016 4610 8118 1446 19•110 4610 4414 5'4"14 5'6"10 4X6 12 D t7"8 1112X4 G 1112X4 71-5 Lumber Top chord 2x4 DF-L #1&Bet.(g) Bot chord 20 DF-L #1 &Bet(g) Webs 2x4 DF-L Standard(g) :Lt Slider 20 DF-L Standard(g): BLOCK LENGTH = 2.514' 3116 A 4414 Loading Criteria (psi) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 19.00 Speed: 110 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 49.00 Mean Height: 19.87 It NCBCLL: 10.00 TCDL: 8.4 psf Soffit 2.00 BCDL: 6.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h12 Spacing: 24.0 C&C Dist a: 3.00 It Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Plating Notes Connectors in green lumber (g) designed using NOS/TPI reduction factors. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Member design based on both MWFRS and C&C. Additional Notes In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 107 0.00 8.96 BC 105 8.96 19.79 Apply puilins to any chords above or below fillers at 24" OC unless shown otherwise above. 4610 5610 52" 8118 1462 1982 14 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Defl1CSl Criteria PP Deflection in bc L/defl L/# A Maximum Reactions (Ibs) Loc R / U I Rw I Rh / RL /W A 993 /188 1595 / - /47 /5.5 Pf: NA Ce: NA VERT(LL): 0.193 E 999 240 Lu: NA Cs: NA VERT(TL): 0.777 E 305 180 F 1005 /184 /607 I- I- /3.0 Snow Duration: NA HORZ(LL): 0.090 G - - Wind reactions based on C&C HORZ(TL): 0.361 G - - Creep Factor: 2.0 A Min Brg Width Req = 1.5 F Min Brg Width Reg = 1.5 Code! Mist: Criteria Bldg Code: CBC 2013 Res Max TC CSI: 0.486 Bearings A & F are a rigid surface. TPI Std: 2007 Rep Factors Used: No FTIRT20(0)/0(0) Max BC CSI: 0.970 Max Web CS 0 938 Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Plate Type(s): WAVE 1 A - B 519 -3212 0- E 444 -2910 B-C 506-3146 E-F 614 -4147 VIEW Ver: 15.01.01C.0611.00 C-D 465-2893 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-1 2966 -401 H-G 3951 -540 I-H 2995 -411 G-F 3943 -530 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. 0-H 1341 -117 H-E 239 -1180 06/24/2016 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING? *.lMpoRTANr. FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling, shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building it Sfety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall prQvide temporary BLS!.. Unless noted obherwise,top chord shall have property attached structural sheathing and bottom chord shall have a properly 9:d ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or blO, tIe. Apply plates to each face, ot truss and position as shown above and on the Join Details, unless noted otherwise. lefer to 60A-Z for standard plate positions. from this drawing,aily failure to build the aeal on this drawing or cover page toth_clQsJgn shown. The suitability, a division of rii'i i,orrorii acceptance any structure Stone Truss 507 Jones Road CA 92054 ALPINE OflWNY 8351 Rovana Circle Sacramento, CA 95828 LIMITED GEOTECHNICAL EVALUATION FOR 1022 GRAND AVENUE CARLSBAD, CALIFORNIA PREPARED FOR Ms. MARIAN Edwards 1289 FOREST AVENUE CARLSBAD, CALIFORNIA 92008 PREPARED BY GEOTEK, INC. 1384 POINSETTIA AVENUE VISTA, CALIFORNIA 92081 PC160038 PROJECT No. 3496-SD GEOTECHNICAL I ENVI 1289 FOREST AV EDWARDS: NEW 640 SF 2ND DWELLING UNIT OVER GARAGE-WITH STAIRS, DEMO EXIST 305 SF REC ROOM & BUILD NEW 138 SF REC RM @ 1ST FLOOR, ADD 67 SF TO EXIST GARAGE & ATTACHING TO MAIN HOME 1561100800 12/21/2016 PCI 60038 GeoTek,Inc 1384 Poinsettia A iiJ Suit A Vista, CA 92081 8505 (760) 599-0509 Office (760).599-05,93 Fax www.geotekiisa.coñi September 8, 2016 Project No. 3496-SD Ms. Marian Edwards 1289 Forest Avenue Carlsbad, California 92008 Subject: Limited Geotechnical Evaluation 1289 Forest Avenue Carlsbad, California We are pleased to provide herein the results of our limited geotechnical evaluation for the subject site located 1289 Forest Avenue, Carlsbad, California. This report presents the results of our evaluation and discussion of our findings. In our opinion, planned site development appears feasible from a geotechnical viewpoint provided the recommendations presented herein are incorporated into the design and construction. tax The opportunity to be of service is sincerely appreciated. If you should have any questions, please do not hesitate to call our office. Respectfully Submitted, GeoTek, Inc. Timo('Metcalfe, CEG 1142 Principal Geologist Distribution: (4) Addressee CA OF C OF tiilback RCE 35007 Senior Project Engineer GEOTECHNICAL I ENVIRONMENTAL I MATERIALS Ms. Marian Edwards Limited Geotechnical Evaluation 1289 Forest Avenue, Carlsbad, California Project No. 3496-SD September 8, 2016 Page i TABLE OF CONTENTS 1. PURPOSE AND SCOPE OF SERVICES .........................................................................................................1 2. SITE DESCRIPTION AND PROPOSED DEVELOPMENT .......................................................................... 1 2.1 SITE DESCRIPTION ......................................................................... . ............................................................... 1 2.2 PROPOSED DEVELOPMENT.............................................................................................................................2 3. FIELD STUDY AND LABORATORY TESTING...........................................................................................2 3.1 SITE WORK .................................................................................................................................................... 2 3.2 LABORATORY TESTING .................................................................................................................................2 4. GEOLOGIC AND SOILS CONDITIONS ........................................................................................................3 4.1 REGIONAL SETTING ....................................................................................................................................... 3 4.2 GENERAL SOIL CONDITIONS..........................................................................................................................3 4.3 SURFACE AND GROUND WATER.....................................................................................................................3 4.3.1 Surface Water......................................................................................................................................3 4.3.2 Groundwater.......................................................................................................................................3 4.4 FAULTING AND SEISMICITY...........................................................................................................................4 4.4.1 Seismic Design Parameters ............................................................ ...................................................... 4 4.5 OTHER SEISMIC HAZARDS.............................................................................................................................4 5. CONCLUSIONS AND RECOMMENDATIONS.............................................................................................5 5.1 GENERAL.......................................................................................................................................................5 5.2 EARTHWORK CONSIDERATIONS.....................................................................................................................5 5.2.1 Site Clearing and Preparation............................................................................................................5 5.2.2 Engineered Fills ....................................................... ...................... . ..................................................... 6 5.2.3 Removal Recommendations ................................................................................................................6 5.2.4 Removal Bottoms.................................................................................................................................6 5.2.5 Excavation Characteristics.................................................................................................................6 5.2.6 Import soil...........................................................................................................................................6 5.2.7 Trench Excavations and BacicJIll ............... . ......................................................................................... 7 5.3 DESIGN RECOMMENDATIONS ........................................................................................................................7 5.3.1 Foundation Design Criteria................................................................................................................8 5.3.2 Moisture and Vapor Retarding System .............................................................................................10 5.3.3 Concrete Construction......................................................................................................................11 5.4 POST CONSTRUCTION CONSIDERATIONS .....................................................................................................11 5.4.1 Landscape Maintenance and Planting..............................................................................................11 5.4.2 Drainage...........................................................................................................................................12 5.5 PLAN REVIEW AND CONSTRUCTION OBSERVATIONS...................................................................................12 INTENT .............................................................................................................................................................. 12 LIMITATIONS..................................................................................................................................................13 SELECTED REFERENCES............................................................................................................................14 ENCLOSURES Figure I - Regional Geologic Map G E 0 T E K Ms. Marian Edwards Project No. 3496-SD Limited Geotechnical Evaluation September 8, 2016 1289 Forest Avenue, Page I I. PURPOSE AND SCOPE OF SERVICES The purpose of the herein study was to evaluate the prevailing geotechnical conditions at the site relative to the anticipated site improvements. Services provided for this study included the following: ) Research and review of readily available geologic data and general information pertinent to the site, ' On site observations, excavation of four (4) hand auger borings and sample collection, > Laboratory analysis of a sample obtained on the site, > Geologic and geotechnical analyses of the data obtained, > Compilation of this geotechnical report which presents our findings, conclusions, and recommendations for construction of the proposed site improvements. 2. SITE DESCRIPTION AND PROPOSED DEVELOPMENT 2.1 SITE DESCRIPTION The subject site is located at 1289 Forest Avenue in Carlsbad, California (see Figure I). The parcel is APN 156-110-08. It lies on the south side of Forest, immediately south of its intersection with Cipriano Lane. The site is occupied by a single level residential structure, built in the late 1950's to early 1960. It appears the house has concrete perimeter foundation and framed floor some internal post supports are likely. The existing garage is detached and there is a swimming pool in the rear yard. The site is elevated about three feet above the adjacent site to the west via a retaining wall apparently along the property line. Topography can be described as being generally flat. Drainage appears to be directed partially toward Forest and partially toward adjacent properties to the west and northwest. C EOTEK Ms. Marian Edwards Project No. 3496-SD Limited Geotechnical Evaluation September 8, 2016 1289 Forest Avenue, Page 2.2 PROPOSED DEVELOPMENT Plans provided to us indicate that planned construction consists of expanding the existing garage adding a second story and connecting the garage to the existing residence. 3. FIELD STUDY AND LABORATORY TESTING 3.1 SITE WORK A limited field study performed consisting of advancing two (2) hand-excavated auger borings to maximum depths of approximately four (4) feet by GeoTek's representative. A bulk sample was obtained from the boring spoils. The excavations encountered rather loose dark red brown silty sand, which transitioned to lighter denser material materials at depth. There was approximately 2 feet of old fill near the western side of the garage and about one foot to the east. Immediately below the fill was topsoil of similar composition that varied up which was about 2 feet thick underlain by old paralic deposits. The upper surface of the reasonably competent paralic deposits were at depths of about 3.5 feet on the west side of the garage and 3 feet on the east. Observed moisture contents were typically considered to be slightly moist to moist. 3.2 LABORATORY TESTING Laboratory testing was performed on the bulk sample collected on site. Expansion Index An Expansion Index test was performed in general accordance with ASTM Test Method D 4829. Test results indicate an El of 6 which is classified as a "very low" expansion potential. Chemical Analyses We have performed numerous tests for water-soluble sulfate on nearby projects which indicate the sulfate content in the paralic deposits are generally less than 0.02% indicating them to be typically "not applicable" (i.e. negligible) per Table 4.2. I of ACI 318. The soil resistivity and pH typically indicate a corrosion potential, particularly if metal piping will be in contact with soil. If buried metal piping is planned additional testing is recommended. G EOTE K Ms. Marian Edwards Project No. 3496-SD Limited Geotechnical Evaluation September 8, 2016 1289 Forest Avenue, Pa 4. GEOLOGIC AND SOILS CONDITIONS 4.1 REGIONAL SETTING The subject site is situated within the coastal section of the Peninsular Ranges Geomorphic Province of California. The Peninsular Ranges province occupies the southwestern portion of the state of California. The Peninsular Ranges contain the deeply eroded remnants of a single continuous volcano-plutonic arc that formed during the Mesozoic. The Peninsular Ranges' dominant structural features are northwestward trending fault blocks. The Peninsular Ranges province is bounded by the Transverse Ranges Province to the north, the Colorado Desert Province to the east, Mexico to the south, and the Pacific Ocean to the west. Included within the province are the offshore islands of Santa Catalina, San Clemente, and Santa Barbara. Major mountain ranges within the province include the San Jacinto, Santa Ana, Santa Rosa, Agua Tibia, and Laguna Mountains. The highest elevation is found at San Jacinto Peak (10,805- feet) in the San Jacinto Mountains. Summit elevations generally decrease to the west. Slopes in the western portion of the province are gentler, similar to the Sierra Nevada. Drainage is generally provided by the San Diego, San Dieguito, San Luis Rey, Santa Margarita, Santa Ana, and San Jacinto Rivers. 4.2 GENERAL SOIL CONDITIONS Based on the exposed conditions, site reconnaissance, and review of published geologic maps, and our general knowledge of the area based on nearby experience the site is underlain by paralic deposits. The paralic deposits overlie sedimentary bedrock units of the Tertiary Santiago Formation. The paralic deposits likely exceed 20 feet in thickness. 4.3 SURFACE AND GROUND WATER 4.3.1 Surface Water If encountered during the earthwork construction, surface water on this site is likely the result of onsite precipitation. Proper site drainage to minimize ponding of water should be provided and is under the purview of the Civil Engineer. 4.3.2 Groundwater There is no evidence that near surface groundwater is present on the site. The depth to groundwater is likely in excess of 40 feet. G EOTE K Ms. Marian Edwards . = Project No. 3496-SD Limited Geotechnical Evaluation , '.• September 8, 2016 1289 Forest Avenue. - * . Page 4 - - - . - 4.4 FAULTING AND SEISMICITY - The geologic structure of the entire southern California area is dominated mainly by northwest-trending faults associated with the San Andreas system. The site is in a seismically active region. No active or potentially active fault is known to exist at this sit; 'the site is neither situated within an "A!quist-Priolo" Earthquake Fault Zone, nor within a State M California .Seismic Hazards Zone. No local agencies have identified a hazard zone for the Site.- 4.4.1 Seismic Design Parameters . * The site is located at approximately 33.1725 Ltitude and -117.3433 Longitude. Site spectral accelerations (Ss and Si), for 0.2 and 1.0 second periods for a Class "C" site, were determined from the USGS Website, Earthquake Hazards, Program, Interpolated Probabilistic Ground Motion for the Conterminous 48 States by Latitude/Longitude, 2010 ASCE 7 (with March 2013 errata). The Class C site designation is considered appropriate. The results are presented in the following table: SITE SEISMIC PARAMETERS ' Mapped 0.2 sec Period Spectral Acceleration, S5 - 1.134 Mapped 1.0 sec Period Spectral Acceleration, Si . 0.435 Site Coefficient for Site Class "C", Fa 1.00 Site Coefficient for Site Class "C", Fv 1.365 Maximum Considered Earthquake Spectral 1.134 Response Acceleration for 0.2 Second: SMS Maximum Considered Earthquake Spectral '0.594 Response Accelei-ation for 1.0 Second, SM I 5% Damped Design Spectral Response 0.756 Acceleration Parameter at 0.2 Second, SDs 5% Damped Design Spectral Response 0.396 Acceleration Parameter at I second, SDI a OTHER SEISMIC HAZARDS The site is in an area of gently sloping -terrain urderlain by paralic deposits and Santiago Formation at depth. No evidence of ancient landslides or slope instabilities at this site was observed during our study-6r through general- research. No mapped landslides are in the immediate area of the site Thus the potential for landslides or slope instability near the site is considered negligible The potential for secondary seismic ha±ards of seiche and tsunami are considered to be negligible due to Site elevation (- 130 fèetMSL) and distance from an open body of water. - V ' - '' V - ,•, * r GEOTEK' Ms. Marian Edwards Project No. 3496-SD Limited Geotechnical Evaluation September 8, 2016 1289 Forest Avenue, Page 5 Based on the relatively dense nature of the near surface units and the lack of shallow groundwater table, the potential for liquefaction and associated dynamic settlement is considered to be negligible. S. CONCLUSIONS AND RECOMMENDATIONS 5.1 GENERAL The proposed construction appears feasible from a geotechnical viewpoint provided that the following recommendations are incorporated into the design and construction phases of development. Recommendations are provided assuming both raised floor and slab-on-ground type construction. In areas of slab on grade surficial soils should be recompacted in accordance with the recommendations that follow. In areas with raised floors surficial soils should be removed and recompacted or footings may be extended through surficial soils and into the reasonably Un- weathered paralic deposits. Underpinning of the existing footings is recommended where additional loads are planned. 5.2 EARTHWORK CONSIDERATIONS It is our understanding that no grading is currently planned. If performed then earthwork and grading should be performed in accordance with the applicable grading ordinances of the City of Carlsbad, the 2013 California Building Code (CBC), and recommendations contained in this report. 5.2.1 Site Clearing and Preparation In areas of planned grading or improvements, the site should be cleared of existing improvements, vegetation, roots, trash and debris, and the debris properly disposed of offsite. Holes resulting from site clearing, tree removal, etc. should be observed by the project geotechnical consultant prior to replacement with engineered fill materials. Efforts should be made to check for old foundations and/or sanitary pits and leach lines. If present these elements should be removed and replaced with properly compacted, low expansive fill materials. The onsite soils, including the upper twelve (I 2) inches of soil, are considered suitable for reuse as engineered fill provided they are free from vegetation, debris and other deleterious material. 6 E O.T ,E K Ms. Marian Edwards Project No. 3496-SD Limited Geotechnical Evaluation . September 8, 2016 1289 Forest Avenue, Page 6 The earthwork contractor should take all precautions deemed necessary during site grading and trenching to maintain adequate safety measures and working conditions. 5.2.2 Engineered Fills Engineered fill materials should be moisture conditioned to optimum moisture content or slightly above and compacted in horizontal lifts not exceeding 8" in loose thickness to a minimum relative compaction of 90% as determined in accordance with laboratory test procedure ASTM D 1557. 5.2.3 Removal Recommendations In areas where new slab-on-grade construction is planned, surficial soils should be removed to a depth of 3 feet or to at least 12 inches below the bottom of the planned footings whichever is deepest. The criterion that yields the greater removal will govern. Minimally, removals on the order of 3 feet below existing grades should be anticipated. Unsuitable soil removals should extend a minimum horizontal distance of 3 feet or the depth of removal, whichever is greater, outside the proposed foundation. Depending on actual field conditions encountered during grading, locally deeper areas of removal may be recommended. 5.2.4 Removal Bottoms The bottom of all removals should be scarified to a minimum depth of eight (8) inches, brought to at or above optimum moisture content, and then compacted to minimum project standards prior to fill placement. The remedial excavation bottoms of should be observed by a GeoTek representative prior to scarification. The resultant voids from remedial grading/overexcavation should be filled with materials placed in accordance with Section 5.2.2 of this report. 5.2.5 Excavation Characteristics Excavation in the onsite soil materials is expected to be easy using light-duty grading equipment in good operating condition. Clean sand may pose some difficulties. 5.2.6 Import soil Import soils are expected to be needed to achieve final grade. Import soil should be available at least three (3) days prior to being brought on site to allow for testing. Import should be very low expansive and reasonably similar in nature to on site soil. GEOTE K Ms. Marian Edwards Project No. 3496-SD Limited Geotechnical Evaluation September 8, 2016 1289 Forest Avenue, Page 7 5.2.7 Trench Excavations and Backfill In general, temporary excavations within the onsite materials should be stable at 1:1 (H:V) inclinations for cuts less than 5 feet in height. Where this condition occurs, the trenches may need to be sloped back at flatter inclinations and the slope face cleaned of loose materials and properly protected. Onsite soils generally classify as "Type C" soils per OSHA guidelines. Trench excavations should conform to Cal-OSHA regulations. The contractor should have a competent person, per OSHA requirements, on site during construction to observe conditions and to make the appropriate recommendations. Utility trench backfill should be compacted to at least 90% relative compaction (as determined per ASTM D 1557). Under-slab trenches should also be compacted to project specifications. Where applicable, based on jurisdictional requirements, the top 12 inches of backfill below subgrade for road pavements should be compacted to at least 95 percent relative compaction. Onsite materials may not be suitable for use as bedding material, but will be suitable as backfill provided particles larger than 3± inches are removed. Compaction should be achieved with a mechanical compaction device. Ponding or jetting of trench backfill is not recommended. If backfill soils have dried out., they should be thoroughly moisture conditioned prior to placement in trenches. 5.3 DESIGN RECOMMENDATIONS Alternative recommendations are provided for foundation support these will be referred to as Case I, Case 2 and Case 3 as follows: I) Removal and recompaction of the existing fill and topsoil could be performed to provided higher bearing capacity, where foundation required underpinning this could be combined with extending the underpinned areas into dense paralic deposits. From a practical standpoint this may not be the preferred option. Compact the bottom of all footing excavations to obtain 90% relative compaction. Where underpinning of existing footings is required excavations should extend to paralic deposits. Areas with new slabs should also be compacted to tighten the surface following vegetation removal although not specific removal is recommended Use I 200psf vertical bearing on the existing soil with footing a minimum of 18 inches deep. Areas with new slabs should also be compacted to tighten the surface following vegetation removal although not specific removal is recommended G E 07 E K. Ms. Marian Edwards Project No. 3496-SD Limited Geotechnical Evaluation September 8, 2016 1289 Forest Avenue, Page 8 5.3.1 Foundation Design Criteria Foundation design criteria for a conventional foundation system, in general conformance with the 2013 CBC, are presented below. Based on the Expansion Index test results of less than 10, onsite soils near subgrade may be classified as "very low" expansive soils (El20). Below are typical design criteria based on a "very low" expansion potential. These minimal recommendations and are not intended to supersede the design by the structural engineer. A summary of our foundation design recommendations for one and two-story structures are presented below: MINIMUM DESIGN REQUIREMENTS DESIGN PARAMETER 0:50:520 Foundation Depth or Minimum Perimeter Beam Per CBC minimum with Depth based on lowest grade within 5 feet and Depth (inches below lowest adjacent grade) depths indicated above Foundation Width (Inches) Per CBC minimum Minimum Slab Thickness (inches) 4 (actual) Minimum Slab Reinforcing No. 3 rebar 18" on-center, placed in the middle 1/3 of the slab or equivalent Minimum Footing Reinforcement Two (4) No. 4 Reinforcing Bars- One (I) top and one (I) bottom Presaturation of Subgrade Soil below Slabs 100% / 12 inches (Percent of Optimum/Depth in Inches) - It should be noted that the above recommendations are based on soil support characteristics only. The structural engineer should design the slab and beam reinforcement based on actual loading conditions. The following criteria for design of foundations should be implemented into design: 5.3.1.1 Bearing Capacity Case I: For footings placed in uniform engineered fill or paralic deposits and removals performed as recommended in Section 5.2.3.1 a net allowable bearing capacity of 2,000 pounds per square foot (psf) may be used for design of continuous and perimeter footings 12 inches deep and 12 inches wide, and pad footings 24 inches square and 12 inches deep. This value may be increased by 200 pounds per square foot for each additional 12 inches in depth and 13'E 0 T .E K Ms. Marian Edwards Project No. 3496-SD Limited Geotechnical Evaluation September 8, 2016 1289 Forest Avenue, Page 9 100 pounds per square foot for each additional 12 inches in width to a maximum value of 2500 psf. Additionally, an increase of one-third may be applied when considering short-term live loads (e.g. seismic and wind loads). Case 2: Where footing bottoms are recompacted a net allowable bearing capacity of 1,500 pounds per square foot (psf) may be used for design of continuous and perimeter footings 18 inches deep and 12 inches wide, and pad footings 24 inches square and 18 inches deep. This value may be increased by ISO pounds per square foot for each additional 12 inches in depth and 100 pounds per square foot for each additional 12 inches in width to a maximum value of 2000 psf. Additionally, an increase of one-third may be applied when considering short-term live loads (e.g. seismic and wind loads). Case 3: For footings placed in the existing soil without recompaction a net allowable bearing capacity of 1200 pounds per square foot (psf) may be used for design of continuous and perimeter footings 12 inches deep and 12 inches wide, and pad footings 24 inches square and 12 inches deep. No increases for width or depth are recommended. An increase of one-third may be applied when considering short-term live loads (e.g. seismic and wind loads). 5.3.1.2 Design Settlement Value Based on our evaluation, structural foundations may be designed to withstand a total settlement of approximately 3/4 inch and maximum differential settlement of one-half of the total settlement. It should be noted that settlement may occur at the connection points between the existing and new foundation elements which should be considered in design and construction. This is likely regardless of the support method selected. 5.3.1.3 Lateral Resistance For footings founded on engineered fill materials the passive earth pressure may be computed as follows: Case I: An equivalent fluid having a density of 250 psf per foot of depth, to a maximum earth pressure of 2,500 psf. A coefficient of friction between soil and concrete of 0.30 may be used with dead load forces. When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one-third. Cases 2 & 3: An equivalent fluid having a density of ISO psf per foot of depth, to a maximum earth pressure of 1,500 psf. A coefficient of friction between soil and concrete of 0.30 may be used with dead load forces. When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one-third. G E 0 YE K Ms. Marian Edwards Project No. 3496-SD Limited Geotechnical Evaluation September 8, 2016 1289 Forest Avenue. Page 10 5.3.1.4 Miscellaneous Foundation Recommendations A grade beam, 12 inches wide by 18 inches deep (minimum), should be utilized across large openings. The base of the grade beam should be at the same elevation or deeper than the bottom of the adjoining footings. To minimize moisture penetration beneath the slab on grade areas, utility trenches should be backfilled with engineered fill, lean concrete or concrete slurry where they intercept the perimeter footing or thickened slab edge. Soils from the footing excavations should not be placed in the slab-on-grade areas unless properly compacted and tested. The excavations should be free of loose/sloughed materials and be neatly trimmed at the time of concrete placement. 5.3.2 Moisture and Vapor Retarding System A moisture and vapor retarding system should be placed below slabs-on-grade where moisture migration through the slab is undesirable. Guidelines for these systems are provided in the 2013 California Green Building Standards Code (CALGreen) Section 4.505.2 and the 2013 CBC Section 1910.1. It should be realized that the effectiveness of the vapor retarding membrane can be adversely impacted as the result of construction related punctures (e.g. stake penetrations, tears, punctures from walking on the aggregate layer, etc.). These occurrences should be limited as much as possible during construction. Thicker membranes are generally more resistant to accidental puncture than thinner ones. Products specifically designed for use as moisture/vapor retarders may also be more puncture resistant. It is GeoTek's opinion that a minimum 10 mu thick membrane with joints properly overlapped and sealed should be considered, unless otherwise specified by the slab design professional. Moisture and vapor retarding systems are intended to provide a certain level of resistance to vapor and moisture transmission through the concrete, but do not eliminate it. The acceptable level of moisture transmission through the slab is to a large extent based on the type of flooring used and atmospheric conditions. Ultimately, the vapor retarding system should be comprised of suitable elements to limit migration of water and reduce transmission of water vapor through the slab to acceptable levels. The selected elements should have suitable properties (i.e. thickness, composition, strength, and permeance) to achieve the desired performance level. Consideration should be given to consulting with an individual possessing specific expertise in this area for additional evaluation. G EOT E K Ms. Marian Edwards Project No. 3496-SD Limited Geotechnicat Evaluation September 8, 2016 1289 Forest Avenue, Page Li 5.3.3 Concrete Construction 5.3.3.1 General Concrete construction should follow the CBC and ACI guidelines regarding design, mix placement and curing of the concrete. If desired, GeoTek can provide quality control testing of the concrete during construction. 5.3.3.2 Concrete Soluble Sulfate The water-soluble sulfate content of the nearby soil samples indicates that the paralic deposits have negligible or "not applicable" sulfate content, per Table 4.2.1 of ACI 3 18. Based upon the test result, no special concrete mix design provisions with regard to minimum compressive strength, cement type, or water/cement ratio are required to resist sulfate attack. 5.3.3.3 Concrete Flatwork Exterior concrete flatwork may be poured directly on compacted native soils. Driveways should be a minimum of 5 inches thick and reinforced with should a minimum of No 3 reinforcing bars place 18 inches on center in two directions. Other flatwork should be a minimum of 4 inches thick and maybe be reinforced with 6x6 No 6 WWM or No. 3 reinforcing bars place 24 inches on center in two directions. Control joints should be placed at approximately 24 times the thickness of the slab. 5.4 POST CONSTRUCTION CONSIDERATIONS 5.4.1 Landscape Maintenance and Planting Water has been shown to weaken the inherent strength of soil. Positive surface drainage away from graded slopes should be maintained and only the amount of irrigation necessary to sustain plant life should be provided for planted slopes. Controlling surface drainage and runoff, and maintaining a suitable vegetation cover can minimize erosion. Plants selected for landscaping should be lightweight, deep-rooted types that require little water and are capable of surviving the prevailing climate. Overwatering should be avoided. The soils should be maintained in a solid to semi-solid state as defined by the materials Atterberg Limits. Care should be taken when adding soil amendments to avoid excessive watering. Leaching as a method of soil preparation prior to planting is not recommended. G EOTE K Ms. Marian Edwards Project No. 3496-SD Limited Geotechnical Evaluation September 8, 2016 1289 Forest Avenue, Page 12 5.4.2 Drainage The need to maintain proper surface drainage and subsurface systems cannot be overly emphasized. Positive site drainage should be maintained at all times. Drainage should not flow uncontrolled down any descending slope. Water should be directed away from foundations and not allowed to pond or seep into the ground. Drainage should be directed toward approved area(s) and not be blocked by other improvements. 5.5 PLAN REVIEW AND CONSTRUCTION OBSERVATIONS We recommend that vary from those addressed herein that site improvement, grading, specifications, and foundation plans be reviewed by this office prior to construction to check for conformance with the recommendations of this report. We also recommend that GeoTek representatives be present during site grading and foundation construction to check for proper implementation of the geotechnical recommendations. These representatives should perform at least the following duties: Observe site clearing and grubbing operations for proper removal of unsuitable materials. Observe and test bottom of removals prior to fill placement. Evaluate the suitability of on-site and import materials for fill placement, and collect soil samples for laboratory testing where necessary. Observe the fill for uniformity during placement including utility trenches. Also, test the fill for field density and relative compaction. Observe and probe foundation materials to confirm suitability of bearing materials. Compaction should be tested if Case 2 is used for foundation design. If requested, GeoTek will provide a construction observation and compaction report to comply with the requirements of the governmental agencies having jurisdiction over the project for the site. We recommend that these agencies be notified prior to commencement of construction so that necessary construction permits can be obtained. 6. INTENT It is the intent of this report to aid in the preliminary design for the proposed improvements. Implementation of the advice presented in Section 5 of this report is intended to reduce risk associated with construction projects. The professional opinions and geotechnical advice contained in this report are not intended to imply total performance of the project or guarantee that unusual or variable conditions will not be discovered during or after construction. E 0 T E K Ms. Marian Edwards Project No. 3496-SD Limited Geotechnical Evaluation September 8, 2016 1289 Forest Avenue. Page 13 The scope of our evaluation is limited to observation of existing excavation and near surface condition. This evaluation does not and should in no way be construed to encompass any areas beyond the specific area of proposed improvements as indicated to us by the client. Further, no evaluation of any existing site improvements is included. The scope is based on our understanding of the project and the client's needs, and geotechnical engineering standards normally used on similar projects in this region. 7. LIMITATIONS The materials observed on the project site appear to be representative of the area; however, soil and bedrock materials vary in character between excavations and natural outcrops or conditions exposed during site construction. Site conditions may vary due to seasonal changes or other factors. GeoTek, Inc. assumes no responsibility or liability for work, testing or recommendations performed or provided by others. Since our recommendations are based on the site conditions observed and encountered, and laboratory testing, our conclusions and recommendations are professional opinions that are limited to the extent of the available data. Observations during construction are important to allow for any change in recommendations found to be warranted. These opinions have been derived in accordance with current standards of practice and no warranty is expressed or implied. Standards of practice are subject to change with time. GEOTAE K Ms. Marian Edwards Project No. 3496-SD Limited Geotechnical Evaluation September 8, 2016 1289 Forest Avenue Page 14 8. SELECTED REFERENCES ASTM, 2011, "Soil and Rock: American Society for Testing and Materials," vol. 4.08 for ASTM test methods D-420 to D-5876,; and vol. 4.09 for ASTM test method D-5877 to latest. California Code of Regulations, Title 24, 2013 "California Building Code," 3 volumes. California Division of Mines and Geology (CDMG), 2008, "Guidelines for Evaluating and Mitigating Seismic Hazards in California," Special Publication I I 7A GeoTek, Inc., In-house proprietary information. Seismic Design Values for Buildings (http://earthguake.usgs.gov/research/hazmaps/design). Geologic Map of the Oceanside 30' X 60' Quadrangle, California, Compiled by Michael P. Kennedy and Siang S. Tan, 2005 Digital Preparation by Kelly R. Bovardl, Rachel M. Alvarez land Michael J. Watson I U.S. Geological Survey, Department of Earth Sciences, University of California, Riverside (7city of Cdr-Isbad Community & Economic Development CERTIFICATION OF SCHOOL FEES PAID RECEIVED MAY 0 12017 CITY OF CARLSBAD This form must be completed by the City, the applicant, and the appropriate school the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project No. & Name: Plan Check NO.: PC160038 (0B162339) Project Address: 1287 FOREST AV Assessor's Parcel No.: 1561100800 Project Applicant: MARIAN EDWARDS (Owner Name) Residential Square Feet: New/Additions: Second Dwelling Unit: 640 Commercial Square Feet: New/Additions: City Certification: City of Carlsbad Building Division Date: 12/30/2016 Certification of Applicant/Owners. The person executing this declaration (Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner veloper of Ahe above described project(s), or that the person executing this declaratiA is uthonzed to sign on behalf of the Owner. Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 x1166 San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Nancy Dolce (By Appt. only) Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. The' undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SignE Title: 6225 EL CAMINO REAl. Name of School District: ____________________________________ Phone: (ô) Y3/ 'z CARLSBAD, CA 92009 Building Division 1635 Faraday Avenue I Carlsbad, CA 92008 1 760-602-2719 1 760-602-8558 fax I building@carlsbadca.gov BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Erosion Control Sediment Control BMPs Tracking Non-Storm Water Waste Management and Materials BMPs Control BMPs Management BMPs Pollution Control BMPs c Best Management Practice' C W B = . C a, C, 3 - (BMP)Descnption—* , fl 1 ° :6 ' lu a' CASOA Designation - 10 a, w w a 1)1 '0 Ill LN 1)1 - T ' 7 Construction Activity CCI vGradtng/SollDtoturbonce = Trenching/Eucovation -rj" - -- -- - - Stockpiling Wing/Boring oncrete/AsphaltSowcutting -- - - - - - - - - - - - - - - - - - - Concrete Flotwork Paving 'nduit/Pipe InstallatIon .-_ - tucco/Mortar Work Waste Disposal g/L toginay Down Area Equipment Maintenance and Fueling Hazardous Substance Use/Storage ewatering 1 IS te Access Across Dirt Other (list): Instructions: Check the box to the left of all applicable construction activity (first column) expected to occur during construction. Located along the top of the BMP Table is o list of BMP's with It's corresponding California Stormwater Quality Association (CASQA) designation number. Choose one or more BMPs you intend to use during construction from the list. Check the box where the chosen activity row intersects with the BMP column. Refer to the CASQA construction handbook for information and details of the chosen BMPs and how to apply them to the project. STORM WATER COMPLIANCE FORM TIER I CONSTRUCTION SWPPP E-29 SW STORM WATER POLLUTION PREVENTION NOTES ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPs WHEN RAIN IS EMINENT. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY INSPECTOR AFTER EACH RUN—OFF PRODUCING RAINFALL. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT (40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY REGULATIONS. OWNERS CERTIFICATE: I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (aMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID THE MOBIUZA11ON OF POLLUTANTS SUCH AS SEDIMENT AND TO AVOID THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION AC11V111E5 UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. 1e gAT/;,A/ OWNER(S)/OM4ER'S AGENT NAM (PRINT) 2 OWNER f)/0 bs AG T NAM (SIGNA11JRE DA'TE E-29 SHOW THE LOCATIONS OF ALL CHOSEN BMPs ABOVE ON THE PROJECTS SITE PLAN/EROSION CONTROL PLAN. SEE THE REVERSE SIDE OF THIS SHEET FOR A SAMPLE EROSION CONTROL PLAN. -BMP's are subject to field inspection- Page 1 of 1 PROJECT' INFORMATION Site Address: Assessor's Parcel Number. Emergency Contact: Name: 24 Hour Phone: Construction Threat to Storm Water Quality (Check Box) D MEDIUM Ct LOW REV 02/16 -BMP's are subject to field inspection- \ 7212 6600#S BOX xx a xx xx xx FOR m4MsmoNro- I GRIVTTY FLOW (lw) 6 )UD OPW7V SCALE: 4 SIORM DRAW FORCE WIN f-(TID7REWN .1 - Cwm OPAMS 14 CURB TPA415RM _PM DE15-X roll 4' ___ - \\'s'•, 9L JflJ NOR% F mo TO; 'Ul IIIP4R ZJ /i, IIi(J M2 i 17 I 91 INS (city of Carlsbad DETERMINATION OF PROJECT'S SWPPP TIER LEVEL AND CONSTRUCTION THREAT LEVEL E-32 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov I'm applying for: 0 Grading Permit flBuilding Permit o Right-of-way permit 0 Other Project Name:Ettrn-t7S IZE/LLWroject ID: - DWG #ICB# Address: APN Disturbed Area: Ac Section 1: Determination of Project's SWPPP Tier Level SWPPP (Check applicable criteria and circle the corresponding SWPPP Tier Level, then go to section 2) Tier Level Exempt - No Threat Prolect Assessment Criteria My project is in a category of permit types exempt from City Construction SWPPP requirements. Provided no significant grading proposed, pursuant to Tablel, section 3.2.2 of Storm Water Standards, the following permits are exemptfrom SWPPP .eq..irem.....- ......................................................................................... . Exempt > Electrical > Patio > Mobile Home > Plumbing > Spa (Factory Made) Fire Sprinkler > Mechanical > Re Roofing Sign > Roof Mounted Solar Array Tier 3- Significant Threat Assessment Criteria - (See Construction General Permit (CGP) Section l.B)* U My project includes construction or demolition activity that results in a land disturbance of equal to or greater than one acre including but not limited to clearing, grading, grubbing or excavation; or, U My project includes construction activity that results in land disturbance of less than one acre but the construction activity is part of a larger common plan of development or the sale of one or more acres of disturbed land surface or, U My Project is associated with construction activity related to residential, commercial, or industrial Tier 3 development on lands currently used for agriculture; or U My project is associated with construction activity associated with Linear Underground/overhead Projects (LUP) including but not limited to those activities necessary for installation of underground and overhead linear facilities (e.g. conduits, substructures, pipelines, towers, poles, cables, wire, towers, poles, cables, wires, connectors, switching, regulating and transforming equipment and associated ancillary facilities) and include but not limited to underground utility mark out, potholing, concrete and asphalt cutting and removal, trenching, excavation, boring and drilling, access road, tower footings/foundation, pavement repair or replacement, stockpile/borrow locations. U Other per CGP Tier 2- Moderate Threat Assessment Criteria: My project does not meet any of the Significant Threat Assessment Criteria described above and meets one or more of the following criteria: U Project requires a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15.16 of the Carlsbad Municipal Code); or, U Project will result in 2,500 square feet or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas and project meets one or more of the additional following criteria: Tier 2 located within 200 feet of an environmentally sensitive area or the Pacific Ocean; and/or, disturbed area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical; and/or disturbed area is located along or within 30 feet of a storm drain inlet, an open drainage channel or watercourse; and/or construction will be initiated during the rainy season or will extend into the rainy season (Oct. 1 through Apr. 30). TiV1- Low Threat Assessment Criteria I My project does not meet any of the Significant or Moderate Threat criteria above, is not an exempt permit type per above and the project meets one or more of the following criteria: . ter results in some soil disturbance; and/or includes outdoor construction activities (such as roof framing, saw cutting, equipment washing, material _stockpiling, _vehicle _fueling, _waste _stockpiling) Items listed are excerpt from CGP. CGP governs criteria for triggers for Tier 3 SWPPP. Developer/owner shall confirm coverage under the current CGP and any amendments, revisions and reissuance thereof. E-32 Page 1 of 2 Rev. 2/16/16 SWPPP Section 2: Determination of Project's Construction Threat Level Tier (Check applicable criteria under the Tier Level as determined in section 1, circle Construction Level the corresponding Construction Threat Level, then complete the Threat Level signature block below) Exempt - Not Applicable - Exempt Tier 3— High Construction Threat Assessment Criteria: M/ Proiect meets one or more of the following: - U Project site is 50 acres or more and grading will occur during the rainy season U Project site is located within the Buena Vista or Agua Hedionda Lagoon watershed, inside or within 200 feet of an environmentally sensitive area (ESA) or discharges directly toanESA . High U Soil at site is moderately to highly erosive (defined as having a predominance of soils Tier 3 with USDA-NRCS Erosion factors kf greater than or equal to 0.4) U Site slope is 5 to 1 or steeper U Construction is initiated during the rainy season or will extend into the rainy season (Oct. 1 -April 30). U Owner/contractor received a Storm Water Notice of Violation within past two years Tier 3 - Medium Construction Threat Assessment Criteria Medium U All projects not meeting Tier 3 High Construction Threat Assessment Criteria Tier 2 - High Construction Threat Assessment Criteria: My Proiect meets one or more of the following: U Project is located within the Buena Vista or Agua Hedionda Lagoon watershed, inside or within 200 feet of an environmentally sensitive area (ESA) or discharges directly to an ESA U Soil at site is moderately to highly erosive (defined as having a predominance of soils High with USDA-NRCS Erosion factors kr greater than or equal to 0.4) Tier 2 U Site slope is 5 to 1 or steeper U Construction ig initiated during the rainy season or will extend into the rainy season (Oct. 1-Apr. 30). U Owner/contractor received a Storm Water Notice of Violation within past two years U Site results in 10,000 sq. ft. or more of soil disturbance Tier 2 - Medium Construction Threat Assessment Criteria Medium O My project does not meet Tier 2 High Threat Assessment Criteria listed above Tier 1 - Medium Construction Threat Assessment Criteria: My Proiect meets one or more of the following: . U Owner/contractor received a Storm Water Notice of Violation within past two years Medium U Site results in 500 sq. ft. or more of soil disturbance Tier I U Construction will be initiated during the rainy season or will extend into the rainy season (Oct.1-April 30) Tier 1 - Low Construction Threat Assessment Criteria . Low U My project does not meet Tier 1 Medium Threat Assessment Criteria listed above I certify to the best of my knowledge that the above statements are true and correct. I will prepare and submit an appropriate tier level SWPPP as determined above prepared in accordance with the City SWPPP Manual. I understand and acknowledge that I must adhere to and comply with the storm water best. management practices pursuant to Title 15 of the Carlsbad Municipal Code and to City Standards at all times during construction activities for the permit type(s) checked above. The City Engineer/Building Official may authorize minor variances from the Construction Threat Assessment Criteria in special circumstances where it can be shown that a lesser or higher SWPPP Tier Level is warranted. - Owner/Owner's Authorized Agent Name: Title: Owner/Owners Authorized Agent Signature: Date: City Concurrence: (For city Use Only) Yes No By:. - Date: Project ID: E-32 Page 2 of 2 Rev. 2/16/16 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov This form, signed and completed, and all receipts for the recycled materials shall be submitted to the Building Inspector prior to Final Inspection Site Development Mandatory 4.106.2 A plan is developed and implemented to manage storm water drainage during construction. ' (x) 4.106.3 The site shall beplarined and developed to keep surface water away from buildings. (X) Construction plans shall indicate how site grading or a drainage system will manage all surface water flows. Energy Efficiency 4.201.1 .Lbw-rise residential buildings shall meet or exceed the minimum standard design required by -(X) the California Energy Standards Water Efficiency and Conservation Indoor Water Use 4.303.1 indoor water yse.shall be reduced by at least 20 percent using one of the following methods: (x) 1: 4Witer saving fixtiires or flow restrictors shall be used. , 7/01/2011 2. A 20 percent reduction in baseline water use shall be demonstrated. 4.303.2 When using the calculation method specified in Section 4.303.1, multiple showerheads shall not (X) exceedmaximum flow rates. 7/01/2011 .4.303.3 Plumbing fixtures (water closets and urinals) and fittings (faucets and shower heads) shall (X) comply with specified performance requirements. 7/01/2011 Outdoor.Water Use 4.304.1 Automatic irrigation systems controllers installed at the time of final inspection shall be weather- (X) based. Enhanced Durability and Reduced Maintenance 4.406.1 Joints and openings. Annular spaces around pipes, electric cables, conduits or other openings in plates at exterior walls shall be protected against the passage of rodents by closing such openings (x) with cement mortar, concrete masonry or similar method acceptable to the enforcing agency. Construction Waste Management Plan 4.408.1 A minimum of 65 percent of the construction waste generated at the site is diverted to recycle or (x) salvage. Recycled material receipts from approved recyclers must be attached to this form. 4.408.2 Where a local jurisdiction does not have a construction and demolition waste management (x) ordinance, construction waste management plan, per form B-59, shall be submitted for approval to the enforcing agency. Building Maintenanèe and Operation 4.4101 An operation and maintenance manual shall be provided to the building occupant or owner. (X) Environmental Quality Fireplaces 4.503.1 Any installed gas fireplace shall be a direct-vent sealed-combustion type. Any installed woodstove or pellet stove shall comply with US EPA Phase II emission limits where applicable. , (x) Woodstoves, pellet stoves and fireplaces shall also comply with applicable local ordinances. B-51 • : Page.1 of 2 Rev5/17 I + 3' , 4_- 4 -. Pollutant Control 4.504.1 Duct openings and other related air distribution component openings shall be covered (x) during construction. 4.504.2.1 Adhesive, sealants and caulks shalt be compliant with VOC and other toxic compound (x) limits. - (X) 4.504.2.2 Paints, stains and other coatings shall be compliant with VOC limits. (x) 4.504.2.3 Aerosol paints and coatings shall be compliant with product weighted MIR limits for ROC and other toxic compounds.. - (x) 4.504.2.4 Documentation shall be provided to verify that compliant VOC limit finish materials - have been used. . (X) 4.504.3 Carpet and carpet systems shall be compliant with VOC limits. 4.504.4 50 percent of floor area receiving resilient flooring shall comply with VOC-emission limits (X) defined in the Collaborative for High Performance Schools (CHIPS) Low-emitting Materials List or be certified under the Resilient Floor Covering Institute (RFCl) FloorScore program. '' (x) 4.504.5 Particleboard, medium density fiberboard (MDF) and hardwood plywood used in interior finish systems shall comply with low formaldehyde emission standards. Interior Moisture Control : 4.505.2 Vapor retarder and capillary break is installed at slab on grade foundations. (X) 4.505.3 Moisture content of building materials used in wall and floor framing is checked before (X) enclosure. - Indoor Air Quality and Exhaust 4.506.1 Exhaust fans which terminate outside the building are.provided in every bathroom. (x.) Environmental Comfort ' 4.507.1 Whole house exhaust fans shall have insulated louvers or covers which close when the (x) fan is off. Covers orlouvers shall have a minimum insulation value of R-4.2. 4.507.2 Duct systems are size, designed, and equipment is selected using the following • -, methods: . (X) Establish heat loss and héàt gain values according to ACCA Manual J or equivalent. - Size duct systems according to ACCA 29-D (Manual D) or equivalent Select heating and cooling equipment according to ACCA 36-S (Manual S) or equivalent. Installer and Special Inspector Qualifications - 702.1 HVAC system installers are trained and certified in the proper installation of HVAC (X) systems. . . .702.2 Special inspectors employed by the owner must be qualified and able to demonstrate . (X) competence in the discipline they are inspecting. I, as the professional responsible for this project, certify that, to the best of my knowledge, the mandatory items listed on this form have been incorporated into the project in order to comply with Title 24, Part 11 of the 2016 California-Green Building Standards. All receipts for recycled materials have been attached to this form. Project Address: VV 7 ct lM.. • Plan Check Number: C t 2+ 3 Print Name: MtsJ - ' ' Signe License Number:' 1l') Date: - 3 B-51 Page2of2 - Rev. 5/17 001- Iity of Carlsbad Print Date: 05/24/2018 Permit No: PREV2017-0207 Job Address: 1289 Forest Ave Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revisi Status: Closed - Finaled Parcel No: 1561100800 Lot #: ., Applied: 09/13/2017 Valuation $0.00 Reference # Issued 09/28/2017 Occupancy4Group Construction Type Permit 05/24/2018 - Finaled: # Dwelling Units Bathrooms , Inspector Bedrooms: Orig. Plan Check #: PC160038 Final - -' Plan Check #: Inspection: Project Title: I Description ED WARDS: CHANGE STAIRWAY CONFIGURATION 1/ REVISE FOUNDATION PLANS Owner TRUST EDWARDS MARIAN R LIVING TRUST - -. 10-02-13,-. - -. 1289 Forest Ave CARLSBAD, CA 92008 . - . 1- FEE ., -. - AMOUNT BUILDING PLAN CHECK ADMIN FEE $35.00 MANUAL BUILDING PLAN CHECK FEE $300.00 Total Fees: $ 335.00 Total Payments To Date: $ 300.00 - Balance Due: $35.00 - _r - -• 1 . . 4 \* 4 •1 . - '_,- . - Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 760-602-2700 1 760-602-78560 f I www.carlsbadca.gov (City of Carlsbad PLAN CHECK REVISION OR DEFERRED SUBMITTAL APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Original Plan Check Number - 11O 3i Plan Revision Number P1EYzono21J General Scope of Revision/Z~e~~iWttal: AAP i51,-/'!517A!4 151-AF2 CONTACT INFORMATION: Email Address Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: M Plans -Calculations LI Soils LI Energy Other 2. Describe revisions in detail 3. List page(s) where each revision is shown q0 A1Ek1 SCA&MOMAJ& 42AP11MAI, t5lAllf< FWLL I/U 44t ,th-r /AJ 1-11V/RI( 1A Does this revision, in any way, alter the exterior of the project? Does this revision add ANY new floor area(s)? 0-Yes Does this revisio affe any fire related issues? LI Yes Is this a complisqC) E's No eSignature LINo Date LI No 1635 Faraday Avenue, Cafsb/d, CA 92008 : 760-602- 2719 f: 760-602-8558 Email: building@carlsbadca.gov 1 v-' www.carlsbadcagov EsGil Corporation In (Partnership 'with government for (Buitling Safety DATE: SEPT. 22, 2017 0 APPLICANT URIS. JURISDICTION: CARLSBAD 0 PLAN REVIEWER 0 FILE V PLAN CHECK NO.: PC16-0038 (REV. #1)-PREV2O17-0207_ SET: I 'V PROJECT ADDRESS: 1289 FOREST AVENUE . V PROJECT NAME: SFR ADDITION/ REMODEL & 2ND UNIT ADDITION The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdictions building codes. 71 The plans transmitted herewith will substantially comply with the jurisdiction's • V codes V when minor deficiencies identified below are resolved and checked by building department staff. V V V The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected 'and resubmitted for a complete recheck. V V The check list transmitted herewith is for your information. The plans are being held at EsGil V Corporation until corrected plans'are submitted for recheck. V The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. LII V The applicant's copy of the check list has been sent to: V ,V• V - STEVE RAGAN EsGil Corporation Vstaffdid not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: STEVE RAGAN V V V' Telephone #: 858-442-3522' V VV Date contacted: (by: 1r4' ' V , Email: srdesiqnsinccthiail,corn V V Mail Telephone Fax In Person •V ' - - - , REMARKS Misc floor plan revisions are under this permit ,.All sheets and ilisjTh çaffected Updated plans & calculations subimttèd for review and approval By: ALl SADRE, S.E. V 'Enclosures: V V V V V V EsGil Corporation V , V , - V •, V V V [I-GA 'LI EJ LI MB LI PC '9/17 . 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 V 4 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: PC 16-0038 (REV. #1) - PREV 2017-0207 PREPARED BY: ALl SADRE, S.E. DATE: SEPT. 22, 2017 BUILDING ADDRESS: 1289 FOREST AVENUE BUILDING OCCUPANCY: R3/U; V-B BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) LIVING ADD 443 2ND UNIT ADD 640 GARAGE ADD 67 DECK ADD 171 STAIRS 85 Air Conditioning 1083 Fire Sprinklers TOTAL VALUE Jurisdiction Code ICB IBY Ordinance Bldg. Permit Fee by Ordinance vj Plan Check Fee by Ordinance I $300.00I Type of Review: 0 Complete Review j Structural Only 0 Other 0 Repetitive Fee Repeats Hourly 2 Hrs. @ * EsGil Fee $120.00 I $240.00 Based on hourly rate . Comments: - . Sheet 1 of 1 macvalue.doc + V VV V V• - Vr •.- V VVV I - . -. . - - - •, Edwards Addition 1289 Forest Avenue Carlsbad, CA 92008 Structural Calculations - 16074 FESSI OR 37 C10- OFC V V - .• V V Quails Engineering Structural Engineering Services •V • - - V.- - V V - - V VV - V..•V - V V V , • - V - - - - V V•• - - rV Quails Engineenng - Sheet Structural Engineering Services Project Edwards Residence Job # 16074 Engineer B Quails Date 7 DESIGN BASIS r * GOVERNING CODE 2013 CBC CONCRETE = 2500 PSI (MINllvfUM) REINFORCING STEEL ASIM A615, F 60 KSI MASONRY;'fm = 2000 PSI (MINIMUM) SAWN LUMBER. DOUG FIR LARCH, ALLOWABLE UNIT STRESSES PER 2013 CBC ENGINEERED WOOD BOISE CASCADE OR EQUIVALENT BU WOOD 'T JOISTS - ICC-ESR 1336 BC VERSALAM 2 OE/LVL/LSL - ICC-ESR 1040 4 4- 4- 4 . 1 - 4* PROJECT SCOPE Project consists of a proposed two-story addition to an existing two story single family residence located at 1289 Forest Avenue Carlsbad, CA 92008. The proposed residence is primarily constructed utilizing wood frame construction with a combination of 2x metal plated roof. trusses at the new upper roof and 2x stick framing at the lower roof. The foundation will be typical slab on grade with turned down perimeter footings. There has been a soils report provided for this project by Geotek dated September 8, 2016 therefore the foundation design will be based on the recommendations of the project geotechnical engineer. -4 I - I I / 4 4 4 .4 I- (4 Quails. Engi.I:.eerii..g Structural Engineering Services 4403 Manchester Avenue Suite 2031 Encinitas, CA 92024 September 30, 2016 Marian Edwards Project Edwards Residence 1289 Forest Avenue Carlsbad, CA 92008 Edwards Residence Truss Letter Dear Ms. Marinn Edwards: In accordance with your request, we have compared the roof framing plan, prepared by our office, and the roof truss manufacturer's roof truss calculations, prepared by Alpine dated June 24, 2016, for the above referenced project. We also compared the roof framing plan, prepared by our office and the roof truss layout, prepared by Stone Truss dated June 24, 2016. Specifically, we were asked to verify that the roof truss manufacturer's truss layout is in general conformance to the truss layout shown on the approved structural drawings. Based on our review of the documents, we have determined that the roof truss manufacturer's truss layout generally conforms to the roof framing plan on the approved structural drawings prepared by our office. We realize that there may be some items of interest to you that have not been discussed in this letter. Therefore, we encourage you to contact us with any additional questions you may have. Respectfully submitted, Brian Quails P.E. Principal Quails Engineering Quails Engineering Sheet Structural Engineering Services Project w.4 i Job # I & 01 # Engineer 19. 621 Date Design Loads Pitched Roof Floor. Dead Load (DL) Dead Load (DL) - Roofing 10.0 psf - — Flooring - 4.0 psf . 1/2" Plywood 1 8 psf 3/4" Plywood 23 psf Truss Framing 40 psf Framing. 20 psf Insulation 0.5 psf . Insulation 0.5 psf -, 1/2" Gyp Bd. 22 psf 5/8" Gyp Bd. 30 psf Mech./Elec. - .0.5 psf . Mech./Elec. 1.5 psf . Misc. - 1.0 psf Misc. 1.7 psf DL. 20.0 psf •- — - DL 15.0 psf Live Load (IL) . Live Load (IL) JJ• =• 20.0 psf (Reducible) LL Y = 40.0 psf DL+LL 40.0 psf. EDL+LL= .55.0 psf ,. A - - Walls.- StudWalis Exterior Walls' 150 psf, ' Interior Walls 70 psf k Allowable Soils Bearing Pressute ASBP =1,000 psf @ 18 inches belowlowest adjacent finished grade. . Seismic: - . Site Class: D •.. . . •. S5 1135 . Fa = 1.05 S=1.187 S=-.0.79 :- S1 = 0.436 Fv = 1.56 SM: 0.681 SDI = 045 Response Redundar Cs Cs Occupancy Importance Mod. Factor Factor, S05/(R/I) - Category. Factor, I . R rho (LRFD) (ASD) ..• II - 1.00 6.5 1.3 0.158 0.113 . . * ........ * . r •-• - . Wind Load. (ASD) Basic Wind Speed-!110 mph Exposure:C Importance Factor A.00 1vI''F'RS P (06 Lambda' xKxIxP,1, Lambda 7 129 - 137 psf 10 pm = 177 Components & Cladding P(06) Lambda xK,xIxP,, P o = 272 211 psf A . --. .-t-._ .•- - A a.." ... - - "A . . • - - .- - - . - A -- A r - — -- C -t Quails EngIneerIng StmctutaJ Eugineenug Sev*ces - Project Engineer. * _ Sheet t) w -A S Job # I 07 f Brian Quails Date Vertical Design Level F' ,4J1q DL = psf Lp. psf IL 400 psf Member: 10 -i f 7,u qotT 1' i= Use (O i--4 I 4' V = lbs Va5 = __________lbs RL = lbs = ft-lbs Ma5 = ft-lbs = lbs Leq'd jn4 in4 Member. F - P't rot'i 4& w1= kô 4 - p1= * P2 - * Use: lbs Van = __________lbs RL = lbs M = ft-lbs M = ft-lbs 4 = lbs Leq'd = in4 I = in4 -. - Member____________ c., Yt7u7 w1= - w2= - 1 . Use. 4' 4' lbs vau lbs = lbs M = ft-lbs M —7, ft-lbs IR; = ' lbs Ireq d = jn4 in4 Member. 4 W1 w2= -. - - - P2 * - Use: - 4' 4' V lbs V = ' lbs IkL = lbs M ''ft-lbs Man = ft-lbs lbs Ite(d = in4 I = in '.- - - - -: - Vertical Design Level: ViL.1 M / S DL = psf LR Q psf IL L'= 4o psf Member._F -J - , , = - W2= - - - - Use = Ste 00 Abs V211 = ?3/0 lbs - = 7..O 0 lbs M = 131060 ft-lbs M3n = 3 ft-lbs 7400 lbs Ld t 7- - ' 0 5. Member. f 13- 1.- A, 9 / (/q/2 Vm,,= 3-71-0 lbs V211 = __________lbs R1. = 377 D lbs M = ) 1 8! 2. ft-lbs M = - ft-lbs RR 'It? lbs Leq'd iY? 'i' Member. F3 ' .::t(z a el P2= Use V 2 'Z lbs V85 lbs 4' 4' RL = lbs M. = /0, +0 ft-lbs Man 'f3 5 ft-lbs Rn. = lbs Leq'd = 8 1in4 1 = / 2_O ( Ifl4 'Member' -. - : 4 - .: P1 Use vffm = lbs 1185 = lbs 41 4' RL = lbs M = ft-lbs M8a = __________ft-lbs Rn. lbs Ifl4 I = Ifl4 1 4 H ;Sheet:4 Project --job #: Engineer Brian Qualls Date: Quails EngineerIng Sheet StuctutaiEnnegse,v1ce Project O A4 Ch Job #: I(P 7 Engineer Brian Quails Dates Vertical Design Level FC1L Pt4 "1 W( D1= ( psf LR 2- psf L- psf Member y C/sq&lc + 1=to k u//Z., / i& 2-7 Pi Use: V. lbs V = lbs RL—IOJI(e lbs • ft-lbs RR 011 lbs ('_4 I = in4 Member Wl= 7,x T—(~-t4 T76)1' ( P2 - II Use: 3t4- )C#1' L4 5 V. = 6 t3 9 bs ' Vajj iø lbs lbs Mm '!,/?O'ftLlbs ft-lbs RR =.3 lbs I=qd in4 I = _'4 t in4 Member_ • P2= Use V = il = lbs = lbs =___________ ft-lbs Mu= ft-lbs RR- = lbs Itec(d = - in4 in4 Member. W,= lJ '1 - S P2 Use: V = _ - lbs lbs RL = lbs M = ft-lbs Ma = ft-lbs RR = lbs Ireqci = 1fl in4 (F ®Bolse Cascade Single 14" BCI® 60-20 DF JoistFJ-1 _______ Dry 12 spans Right cantilever 1 0/12 slope June 6 2016 06:57:36 BC CALC® Design Report 18 OCS I Repetitive I Glued & nailed construction Build 4516 File Name BC CALC Edwards Job Name Description: DesignsFJ-1 Address Specifier. City, State, Zip: - . : - Designer Customer, ' Company: - Code reports: ESR-1 336 -. Misc: 4 ci7 BO - 20-00-00 - . 03-00-00 Bi - - - . Total Horizontal Product Length = 23-00-00 Reaction Summary (Down I Uplift) (Ibs) - Bearing Live Dead - Snow Wind Roof Live BO, 2-112". 537/12 386/0 141/27 . BI, 3-1/2" •. . - - 702/0. . 674/0 . ' 247 /0 Live Dead Snow Wind Roof Live OCS Load Summary Tag Description Load Type Ref. Start End 100% . 90% 115% 160% 125% I Standard Load Unf. Area (lb/ftA2) 1 00-00-00 23-00-00 40 15 . - - 16 2 '. Conc. Pt. (Ibs) L 04-06-00 04-06-00 .. 300 180 - n/a 3 . Conc. Pt. (lbs) - L 23-00-00 23-00-00 . 300 .. . 180 n/a Controls Summary' Value % Allowable Duration Case Location Pos. Moment 3,863 ft-lbs L51.9% 100% 2 ,- . 08-05-14 Neg. Moment -. ,; -1,575 ft-lbs , 16.9% . . 125% 7 20-00-00 - - Neg. Moment . '-1,575 ftlbs : 16.9% 125% ...7 20-00-00 . End Reaction 923 lbs 68.4% 100% 2 00-00-00 Int. Reaction ' -. . 1,376 lbs '50% .100% . I 20-00-00 . . . .. - End Shear 908 lbs 47 2% 100% 2 00-02-08 Cont.Shear 845 lbs 439% 100% 1 - 19-10-04 4 Total Load Dell. . .11591 (0.403") 40.6% - . n/a 2 09-07-03 Live Load Deft. . . 1/858(0.278) 55.9%- n/a 11 - 10-00-08 -, -. Total Neg. Defi.- 2x11561 (-0.128") 42.8% n/a - 2 23-00-00 Max Deft. 0.403" 40.3% n/a - 2 09-07-03 Cant Max Dell -0 128" - 12.8% n/a , 2 23-00-00 Span I Depth - 17 n/a n/a 0 00-00-00 Bearing Supports %Allow %Allow Dim. (LxIN) . Value Support Member Material . -- BO Wall/Plate 2-1/2" x 2-5/16" 923 lbs . n/a, 68.4% Unspecified . .. , BI Wall/Plate 3-1/2" x 2-5/16' 1,376 lbs n/a 50% Unspecified Cautions Design assumes Top and Bottom flanges to be restrained. Notes - 4- Page lof2 - ®Bolise cascade Single 14" BCI® 60-20 M Jo2tFJ-1 Dry 12 spans I Right cantilever 0/12 slope _______ June 6 2016 06:57:36 BC CALC® Design Report 16 OCS I Repetitive f Glued & nailed construction Build 4516 File Name BC CALC Edwards Job Name Description Designs\FJ-1 Address Specifier City, State Zip , Designer Customer Company: - Code reports: ESR-1336 Misc: Design meets Code minimum (1)240) Total load deflection criteria. Disclosure Design meets User specified (1)480) Live load deflection criteria.. - , Completeness and accuracy of input must Design meets arbitrary (1") Maximum total load deflection criteria. be verified by anyone who would rely on Design meets arbitrary (1") Cantilever Maximum total load deflection criteria.- Calculations assume Member is Fully Braced. particular application. Output here based on building code-accepted design Composite El value based on 23/32" thick OSB sheathing glued and nailed to member. : properties and analysis methods. Design based on Dry Service Condition. Installation of Boise Cascade engineered Deflections less than 1/8" were ignored in the results. wood products must be in accordance with current Installation Guide and applicable - building codes. To obtain Installation Guide or ask questions, please call - - (800)232-0788 before Installation - - BC CALC® BC FRAMER® MS ALLJOIST® BC RIM BOARD-. Sd® BOISE GLULAM. SIMPLE FRAMING I. SYSTEM®, VERSA-LAM®, VERSA-RIM - - • PLUS® VERSA-RIM®, 1 1 VERSA-STRAND® VERSA-STUD® are trademarks of Boise Cascade Wood ProductsLLC t I 4 t - 4 2- 4.. - - - 4 F p , 4 4 - p 4 - p 4 a. 1. .2 * ®Bolso Cascade Single 14" BCI® 6500-1.8 DF J6ustFJ-2 Dry 1 2 spans I Right cantilever 1 0/12 slope June 6, 2016 06:57:21 BC CALC® Design Report I 16 OCS I Repetitive I Glued & nailed construction - Build 4516 File Name BC CALC Project Job Name: - - •- Desciiption:.Desigrss\FJ-2 Address Specifier City State, Zip:, Designer Customer Company Code reports: ESR-1336 - -- Misc: .4 4 4 ¶ t- .,'.. - . . 1 •4. 18-00-00 02-00-00 80 B1 Total Horizontal Product Length= -- Reaction Summary (Down I Uplift) (ibs) Bearing Live - -, Dead - Snow Wind Roof Live - - BO, 2-1/Z' - 431/7 126/0 - . - -0/20 BI 3-1/2' 536/0 494/0 180/0 Live . Dad Snow Wind Roof Live . OCS Load Summary - . - . •-- . . Tag Description Load Type Ref. Start End 100% 90%- 115% 160% 125% I Standard Load - Unf. Area (lbFft2) L 00400-00 18-00-00 40 - 15 2 Conc. Pt (Ibs) L 18-00-00 18-00-00 260 160 n/a Controls Summary - Value - % Allowable Duration- Case Location - - -, Pos. Moment - 2,033 ft-lbs -38.1% - 100%., - 2 - 07-07-06 Neg. Moment . -880 ft-lbs - 13.2% - 125% 4 - 16400-00 Neg.Moment -880 ft-lbs . 13.2% 125% . - 4 ;16-00-00 End Reaction - 557 lbs 41.2% 100% - 2 -. 00-00-00 Int Reaction 1,030 lbs 396% 100% 1 16-00-00 End Shear .. 541 lbs - .. 28.1% 100% 2,.-- - . 00-02-08 . -- Cont. Shear 613 lbs 31.8% - 100% -. - 1 15-10-04 Total Load Defi. - L/1,128 (0.169") . 21.3% - n/a 2 - 07-11-02 . Live Load Defl. . U1,356 (0.14") 35.4% - n/a . - 9 - - 08-00-06 . . -. Total Neg. Dell 2xL/1,998 (-0.042-) n/a n/a 2 - 18-00-00 Max Defi. . - 0.169" . - . 16.9% n/a 2 -07-11-02 . Cant. Max Dell. - - -0.042". n/a - - -n/a 2 . - 18-00-00 - - Span / Depth 13.6 n/a n/a - 0 00-00-00 %Allow %Miow Bearing Supports Dim. (Lx W) Value Support Member Material 80 WalllPlate 2-1/2" x2-9/16" 557 lbs - - n/a 41.2% Unspecified 81 - Wall/Plate . 3-1/2"x 2-9/16" 1,030 lbs --- n/a 39.6% Unspecified Cautions - Design assumes Top and Bottom flanges to be restrained Notes - - - -- - - - -•- . --.- - -. (I -4 - - - - - . - Page lof2 ®Boise Cascade Single 14" BCI® 6500-1.8 OF JoistFJ-2 Dry 1 2 spans I Right cantilever f 0/12 slope _______ June 6, 2016 06:57:21 BC CALC® Design Report I 16 OCS I Repetitive I Glued & nailed construction Build 4516 File Name BC CALC Project Job Name Description: DesignsFJ-2 Address Specifier City, State, Zip:, • Designer Customer Company Code reports: ESR-1336 ' • Misc: Design meets Code minimum (L/240) Total load deflection criteria Disclosure Design meets User specified (L1480) Live load deflection criteria. - Completeness and accuracy of Input must Design meets arbitrary (1") Maximum total load deflection criteria. - be verified by anyone who would rely on Design meets kbitrary (1") Cantilever Maximum total load deflection criteria •output as evidence of suitability for Calculations assume Member is Fully Braced. - particular application. Output here based on building code-accepted design Composite El value based on 23/32" thick OSB sheathing glued and nailed to member. - properties and analysis methods. Design based on Dry Service Condition. • Installation of Boise Cascade engineered Deflections less than 1/8" were ignored in the results 'wood products must be In accordance with current Installation Guide and applicable building codes. To obtain installation Guide - or ask questions, please call (800)232788 before installation. BC CALC® BC FRAMER® AJS - ALUOIST® BC RIM BOARD BCI@ - BOISE GLULAMIU, SIMPLE FRAMING • SYSTEM®, VERSA-LAMS, VERSA-RIM - - . . - . . . . PLUS®, VERSA-RIM®; - VERSATRAND®, VERSA-STUDS are' - trademarks of Boise Cascade Wood - . . . - .• Products L.L.C. -. .•- . - .• .-,' t -' -' . •,- - ' . c'- -. '---, .. - ,. - - 4 -' - . . •• .-••. .- - - ' • .' . , j ••_ U - - • t -.- - - . - - • - 1• •"- ,, - - - . . . - -, * -U• ., . -- • r - -.. .-.-.- -• - . - Quails Engineering Sheet to Suctural Engineedng Services Ptoiect '1) W' Job #: Engine= Date Lateral Dealg Seismic V=cW 0. 1(,; 'V • . W= Total Dead Load ' -, Diaphragm '7(, ( jZ.K 2Op5I Exterior Walls. .ôT-94 ,c• interior Walls to 4 E ?c IV C)J - - z -zI,7o lbs - Dph1fl 14 7.-,k15Ot 1504Z700 Exterior Walls qô1cofj0 ,c2 IOOt. Interior WA f -H! ?.-O , foO 715-6o lbs TotalDeadLoad= 24j 1 f() +2'1 5&O 4qOQ 11 BaseSheatVC8W= 0.(('?,3,oi Verrtcal Thson Wb.- V ('bs) Area (ft2) . Vpsf. Roof '217 :..o,co .4 Floor O-fo 72? ': H. - . Wind Ch P=I.1psf - . . •• RQQI N—St;7psfx 9/ a .-E, W=I;,Ipsfx fi.. - ; o floor N—S1psfx 0 /3.I'2. 4G L4 E—WI7psfx. -.9/2,'2.' - /8 .4-O Cumlaüve - N—S=f •2-v--Cr :,1.1(t_OAfrAow O Jkif-A I * Quails Engineering I - Sheet I Sftuetu*al Engineering Simcs Project t WA Job # /4p 'y -. . Engineer . • OLIAjtS,Date:- Sheazwali Design Leek QQ - - Direction N Vr (Unit Shear) 4.4 psI ................. • - . - - - .. . I' - Gridline: - .- . . . / /'F(7-V f( . ,, ft2 - F (Lateral Load) f&1'f'' '7(0 lbs- SWType .E V (Unit Lateral Load) =_--- '1(c)/It - 'lf' V2u _2-CPC) p11 H:W Adjustment (Vicxh/2w) .. Of HD Type: ''/'C'04 - Overturning Force OK by inspection -' Tau = lbs L__ft Uphft __lbs Gridline: - = .._.--._-_-..ft' A(rr1b.Area)= (f.7 ,( -z7--,. ___.ft -, - F (Lateral Load) = _- ____"_fOG?_lbs SW Type. _(2'.& * ' • .fOG V If (Unit Lateral Load) . - p11 . Van= Of HW Adjustment (Vgix h/2v) = - - Of Hi) Type Overturning Force - OK by inspectiop Ta11 = lbs .-, L _ft Uplift= _t'7 1 nWme = 9 '5 (3 ft A (Tnb Area) = / ( ( ft2 - - ' F (Lateral Load) = 10 lbs SW Type. VpIf (Unit Lateral Load) = _. - ."1 (C)1(3_5_p11 - Van p11 H:W Adjustment (Vpixh/2w)z - r - 'p11 HD Type: Overturning Force 40K by inspection - - Tan = - ' - lbs L=_ ft. Uplift lbs GndIine :. A (Tub Area) = Z ft2 F (Lateral Load) ' ' (06 f'/'- lbs SW Type:C - V,if (Unit Lateral Load) -' 10 G f(6' ("e s, p11 Van,= - - - p'1 FLW Adjustment (Vpirx h/2w) p11 HI) Type. 4, Overturning Force OK by inspection - Tan = lbs L_L._ft - Uplift=., - -. 4 - • - 1bs : -- -- ..,- ' . -•- ,- .- . Shearwall Design Level:- 9001- Direction: V Vç (Unit Shear): psf £c. Gridline: ft A1çrrib.Area)= I' f7 F (Lateral Load) = _/ (ft f/c3 lbs Vpif (Unit Lateral Load) = 4 / plf FEW Adjustment (Vpwx h/2w) pif Overturning Force OK by inspection . L. ft Uplift= .-lbs Gridline: L = I•7 ___ft Arib. Area) = tt2417+27$34.lHft2 F. (Lateral Load) = ) ?C) _lO4_1 lbs SW Type. (€7 JL- Vpif (Unit Latel Load) = 10_1_/ I _/f8 __pif Vafl _plf. HW Adjustment (Viixh/2w) = - Of HD Type: (fl1Sr-'/0 Overturning Force A OK by inspectioi Tau = 9 5 lbs L = - ft Uplift = H8 I 41'zX?K7 _ 2 _____ /1/4 _lbs KV 'jx $L'6 -fl0 )i HI) RIC Gridline:_______ = ______ : - 1I-_ '?a?$WC77(1 At (Trib. Area) 14)12- ri 4-7 _ Z q z- _2 V F. (Lateral Load) = 2 9 fo lbs SW Type. (E V1,If (Unit Lateral Load) = 1'1-• _Pif V.0 ___ V Plf RW Adjustment (V1,irh/2w)= 2i k __-:3(5'.plf HD Type: 'C2. Overturning Force OK by inspection T111 = 35__lbs L=ft Uplift %3IC9 _(X?cI___)_lbs - - LvcI ; v'* I + I) Gridline: - 1 = - 170 e-- r. tf 4 rd k.0 A (rrib. Area) = - ft2 SW Type:' Vall #c) plf HD Type: #'v 7 Ta = lbs Quails Engineering SucuEngve. Project r-bwt - - nginex g. Qi4LLc Sheet: job #: gco'7 •f- Date: F. (Lateral Load) = lbs Vii(Utht Lateral Load) = ______pif H:W Adjustment (V1,jxh/2w) = : Overturning Force _OKbyinspection ft Uplift = ________lbs SW Type: -_piE HD Type: T= - lbs - I Quails Engineering Sheet _JI_ SiructlEngü*eezIngSerirIces : * Project -. . job #: /(io'74 Engineer s? G,4it Date She axwafl Design Level Fc F,U 1 w c, Direction. V (Unit Shear) 3' psf Gndlnie A (mb Area) = 20 -2-40 ft2 F (Lateral Load) ='1(0 # - / 2 7, lbs SW Type V1,ir(Unit Lateral Load) = 12 21Los eZ pif vn=__ 0 _pIf H:W Adjustment (Vlfxh/2w)= Of HD Type: A Overturning Force • _.21 OK by inspection TA = ___________lbs L_ft Uphft= lbs Gridirne C... = _________________________ft A (Tnb Area) = (Lo (2.- )C 70 ft2 * F(LateraILoad) IOG4 Z'O ' 1574 lbs. SW Type: • V,ic (Unit Latera1Load) (571t '74 pif V811 1CZ C2 . plf FLW Adjustment (Vffxh/2w) _.._-_• _plf. HDType:147 /t- Overturning Force 'OK by inspection Tan = ___________lbs L=_ft Uplift lbs Gndlme lw= +4/7ç 91 75 ft A çl'rib Area) = ft2 F (Lateral Load) =I 0 1J9 Z 3 /19 £ lbs SW Type. VI( (Unit Lateral Load) i19 ,-_- . • RW Adjustment (Vgjx h/2w) Of Hi) Type:' ype 4i /~.CO IC) Overturning Force . OK by inspection • TO = ___________lbs 1, uplift Uplift 2.2.) ()(7 9IS)? '7O& lbs Gndhne 1, = 1' ft A (fib Area) = 40 off t- ft2 F (Lateral Load) = _ID ( Cl + ' G' 2-- I 9 lbs SW Type: _______ •-• Vv (Unit Lateral Load) = _/ 'f t pif Van =_ 01 pif HM Adjustment (V 1rx h/2w) = - pif HI) Type Overturning Force . - OKbyinspetion- . To _________lbs L_ft Uplift lbs -. Quails Engineering Sheet Sauctund Rag' services Project Job #: /( ' 4 Engineer: Q v4 Date: Shearwali Design LeveL F.4 ' Direction: 1V' Vf(UnitShear): (, 0 Gridline: L = ft . A. j1 )= F. (Lateral Load) = __3 + 2-3 5 lbs SW Type Vff (Unit lateral Load)= p11 Van pif H:W Adjustment (Vicz h/2w) = - Of HD Type _/ t 1 Overturning Force OK by inspection T211 = _f 57C lbs J. ft. uplift lbs Gndhne 4- lv= ft A (Inb. Area) 1-4)17- f2 Z */'Z- xfç - ft2 F. (Lateral Load) = _JO 'fl f5 (0 lbs SW Type. _( ê Vpff(Umt Lateral Load) 3g /-i -plf v= 740 i1 RW Adjustment (V,wx h/2w) =. .. _p11 HI) Typd i!f VZ Overturning Force - - OK by inspection: Ta11 0 75__lbs L=_ft Uplift _ itiS' _____lbs Gndhne A (I'nb. Area) (4" j )')C lCD ___Z_1+_ft2 - Fx (lateral Load) = 7(_+7Z+>(,'71' __lbs SWType: 4E Vplf (Unit Lateral Load) = ___i'S 0 7 7 (0 p11. Van 3 plf H:WAdjustment (V,icih/2w) = 3 I I p11 HI) Type:/V L. Overturnng Force .. OK by inspection Tan = _- lbs L,=—ft Uphft '7C.I 't7'1 Ibs Gridline 1 = - ft A(rnbArea)= ft2 F. (Lateral Load) = . lbs . SW Type: Vgj (Unit Lateral Load) .* _-.... _pif Va11 . plf RWAdjustnient (V1irx h/2w) p11 HI) Type:. Overturning Force - . 9K by inspection Tau = lbs L = ft Uplift = _ - lbs - 1 • - Quails Engineering Title Edwards Addition . Page: 3 4403 Manchester Avenue #203 - Job U I : Dsgnr. Andrew Lelja Date: 1 AUG 2017 Encintlas, CA 92024 - Description.... .. . -. 760452.9257 3'4" Cantilever Wail - Gridline G - This Wall in File: e:\Dropbox\2016 Jobs\16074 - Edwards Addition - Ragan\Caicuiations\32 lnch.RPX RetainPro (C) 1987-2016. Build 11.16.03.31 Ucense: KW.06059916 - CantHevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530.13 License To: Quails Enqineering 8w/#4@16" A Solid Grout 8 ReWM #48.in • - :. - . _______ . • - @108 73_ - . - - * .• . .4 - - . -- -• - . _ - . • - I- -I 4 -4. Quails Engineering Title Edwards Addition Page: 1, 4403 Manchester Avenue 6203 Job # I : Dsgnr Andrew Lelja Date: 1 AUG 2017 Encintlas, CA 92024 . Description.... 760452-9257 - . - 3'.6" Cantilever Wall - Gridline G . This Wall in File: e:\Dropbox,2016 Jobs\16074- EdwardiAddltion - RaganCalculations'32 inch.RPX RetalnPro - (c) 1987-2046, Build 11.16.03.31 License: KW4600916 Cantilevéred Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: Quails Engineering. - I Criteria Soil Data Retained Height = 3.50 It Allow Soil Bearing 1,200.0 psf 474 . Wall height above SO . Equivalent Fluid Pressure Method ' Active Heel Pressure = 32.0 psf/ft.. Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Passive Pressure = 200.0 psf/ft Water height over heel = - 0.0 It Soil Density, Heel ' = 110.00 pcf . . Soil Density, Toe '. 0.00 pcf FootlngjjSoilFriction=. 0.350 .. . . Soil height to ignore for passive pressure = 12.00 in . . . . I Surcharge Loads . I I Lateral Load Applied to Stem I [Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load 11 = 0.0 Adjacent Footing Load = 0.0 lbs Used To Resist Sliding & Overturning ...Height to Top = 0.00 It Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom. = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning Load Type .. ''= Wind (W) - Wall to Ftg CL Dist 0.00 ft I Axial Load Applied to Stem . . (Service Level) Footing Type * Line Load Axial Dead Load = 180.0 lbs Base Above/Below Soil Wind on Exposed Stem = . - 0.0 pat at Back of Wall = 0.0 ft Axial Live Load . = 60.0 lbs . Axial Load Eccentricity 0.0 in (Service Level) - f'ns' Ratio - . . .0 .300 I Design Summary I I Stem Construction Bottom : Wall Stability Ratios Stem OK . .. Design Height Above Ftc ft= 0.00 - Overturning = . 1.97 OK Wall Material Above "HV = Masonry Slab Resists All Sliding! Design Method = - ASD - Thickness = - .8:00 Total Bearing Load 1,100 lbs Reber Size -..=- # 4 ...resuitant sec. = 3.71 in - Reber Spacing -- = 16.00 . Soil Pressure @ Toe = 882 psf OK . ber ed at . - = . Center . . Design Data Soil Pressure © Heel 88 psf OK ft/5 + - = 0.376 l Allowable = 1,200 psf Soil Pressure Less Than Allowable . . Total Force tThSection - .- . ACI Factored @ Toe 1,235 psf . Service Level lbs = 236.7 .' . . ACI Factored @ Heel - 124 psf - Strength Level lbs = .. - . • Footing Shear @ Toe = 5.3 psi OK . MTenL.Actual Footing Shear © Heel . = 0.0 psi OK . ft-# - 2999 - Allowable . 75.0 psi Strength Level ft4_ ,- . g -. -. Sliding Celce . . . . Moment..Allowable - = 8395 Lateral Sliding Force = 458.2 lbs Shear...ActuaI Service Level . psi = .., 5.3 . Strength Level psi . . - . - - . Shear .... Allowable . psi = 45.6 . . Wall Weight . pat 84.0 - - - * Reber Depth 'd' . in = 3.75 - -; - . . . Masonry Data - I'm * psi = 11500 - Fs - psi 20,000 Solid Yes Vertical component of active lateral soil pressUre IS -Mod ular 0r o9,n, . , -. 21.48 . NOT considered in the calculation of soil bearing Short Term Factor = 1.000 * 4 Load Factors Equiv. Solid Thick. in= 760 Building Code CBC 2016,ACl Masonry Block Type, = Normal Weight Dead Load . 1.200 Masonry Design Method = ASD .- •: Live Load 1.600 ' Concrete Data Earth, H -. 1.600 fc Psi = . Wind, W 1.000 Fy psj -- -Seismic, E . . 1.000 I ,- Quails Engineering .•• - ritie Edwards Addition • - Page: 2 '1 4403 Manchester Avenue #203 . - .,. Job # I : Dsgnr Andrew Leija - •. Date:, 1 AUG 2017 Encintlas, CA 92024 ' Description.... 760-652-9257 3-6 Cantilever Wall - Gridline G This Wail In File: e:Dropbox2016 Jobs16074 -Edwards Addition - RaganCaicuiations\32 inch.RPX - RetainPro (C) 1987-2016, Build 11.16.03.31 - License: KW4SO5SSIG Cantilevered Retaining Wall Code: CBC 2016,ACl 318-14,ACi 530-13 License To: Quails Enqineering Concrete Stem Rebar Area Details Footing Dimensions & Strengths I I - F Footing Design Results - Toe Width = 1.60 It - TOO Heel Heel Width = 0.67 Factored Pressure .=' 1,235 124 psf . . Total Footing Width = 2.27, , Mu: Upward .. .1,246 0 ft-#' Footing Thickness - = 18.00 in Mu': Downward ' = 418. 0 ft-# . 4 . . Key Width = .. 0.00 In Mu: Design = 829 0 ft# 1 . Key Depth . = 0.00 'Actual 1-Way Shear = 5.27 0.00 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 75.00 0.00 psi 1 . Toe Reinforcing = #4 @ 8.00 in .'. .. fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Specd Footing Concrete Density 150.00 pcf Key Reinforcing = #4 @8.00 in Mm. As % 0.0018 Cover Top 2.00 Btm= 3.00 In - © @ Other Acceptable Sizes & Spacings Toe: Not req'd: Mu c phi*5lambda*sqrt(fc)*Sm . • . . 4. . 1 . • Heel: Not req'd: Mu < phi5*lambda*sqrt(14c)*Sm . - Key No key defined . .- - •. - . . - - . Min footing T&S reinf Area 0.88 1n2'- - 4 Min footing T&S reinf Area per foot 0.39 1n2 nt If one layer of horizontal bars:. If two layers of horizontal bars: . 1 • . #4@ 6.17 in . #4@ 12.35 in .,#5 9.57 in . #519.14In - #6@ 13.58 In. #6@ 27.16 In I Summary of Overturning & Resisting Forces & Moments OVERTURNING . . RESISTING..... Force Distance Moment - - - Force Distance Moment Item lbs ft ft4 . 4 lbs It ft-#- Heel Active Pressure 400.0 1.67 666.7 Soil Over Heel 2.27 . Surcharge over Heel . 58.2 2.50 145.5' Sloped Soil Over Heel Surcharge Over Toe = . . -. Surcharge Over Heel . 2.27 - Adjacent Footing Load = . . . ,. Adjacent Footing Load . ..'. -. Added Lateral Load 'Axial Dead Load on Stem = 180.0 . 1.93 348.0 Load Stem Above Soil * Axial Live Load on Stem 60.0 , 1.93 . 1180 t Soil Over Too - - Surcharge Over Toe 4 Total 458.2 O.T.M. - - 812.1. Stem Weight(s) 350.3 1.93 . . 677.2.. t . . .. • Earth @ Stem Transitions= : - .. Footing Weighi ' 510.0 1.13 4 5780 ReslstlngiOveituming Ratio . 1.97 Key Weight = , Vertical Loads used for Soil Preêsure = 1,100.3 lbs , Vert. Component - 'Total 1,040.3 lbs R.M." - 1,603.2 Axial live load NOT included in total displayed or used for overturning - resistance, but is Included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. ' . . . ••. .,-,• 4 . . 4 . - Vertical component of active lateral soil pressure IS NOT considered i 4 - . the calculation of Overturning Resistance.4 - . -. . . . . •. --- ... - 4- .' ,. -t.. Tilt I I Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) 4 - •• •: ,. \.•- .4 - -, . - . . . .. . ,. _; - Soil Spring Reaction Modulus 2500 pcI Horizontal Deft @ lop of Wall (approximate only) 0.045 In T- •.. - • -' - . The above calculation is not valid if the heel soil bearina oressure exceds that of the toe, • ."' 1 - because the wall would then tend to rotate into the retained soil. . 4 . . 1.. 4 , . .. 4 -. 1 •• . I- , • - .14• • I • • 1 4., -.4 - 4. 4- . 4 • - .4_ -:--• . . . . - 2 _ . - - I, - -4 . - • 4- - * it . . -I _'l • 4 -; Quails Engineering Sheet I Structural Engineering Services Project Job #: 1føO7 4 Engineer I4 L. L Date. - • -. • FOUNDATION DESIGN AllowableSoileBearingCapaêity 1000 psf(Mtt') Use: 15 inch wide Foundation design -b = 15 -18 inch deep footing with d = 18 2 #4 top and bottom I.. - * 4 Allowable max line load . wbxASBP = 1250pIf - Allowable max point load P.= b x 2d x ASBP = 3750 lbs Spread footing design - * P=b2 xASBP foot square footing with3#4 each way btin 4000 lbs P2.5 = 2.5 foot square footing with 3 #4 each way ® btzn P= 62501bs J3= 3 foot square footing with4#4each way btm P= 90001bs F3.5 = 35 foot square footing with 4 #4 each way @ btm P= 122501bs F4 4 foot square footingwith5#4 each way btm P, = 16000 lbs . F5= S foot square footing with6#4 each way btm P. 250001bs Vjc Pow%r LiGj . - • - R( #)L V77o w. —'L)c) ri'oc 13r,n,cc-nb,..1 g(t-i—i) 1O1)(. * > 2), Txir *- =0 P_2_5". 4 A I- - S .•.-- •• A 4 . - •