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HomeMy WebLinkAbout1284 PINE AVE; ; PC2019-0036; Permit:J 1 4 1111 1 I.]:I (ity of Carlsbad Print Date: 06/23/2022 Job Address: 1284 PINE AVE. CARLSBAD, CA 92008 Permit Type: BLDG-Plan Check Work Class: Residential Parcel #: 2050205700 Track #: Valuation: $0.00 Lot #: Occupancy Group: Project #: DEV13014 #of Dwelling Units: Plan #: Bedrooms: Construction Type: Bathrooms: Orig. Plan Check #: PC2019-0036 Plan Check #: Permit No: PC2019-0036 Status: Closed - Finaled Applied: 04/12/2019 Issued: 03/05/2021 Finaled Close Out: 06/23/2022 Inspector: Final Inspection: Project Title: 1284 PINE AV LOT SPLIT Description: 1284 PINE: 3,438 SF MAIN SFD / 438 SF GARAGE / 1398 DECKS/PORCH / 1,190 SF ATTACHED ADU / 479 SF ATTACHED JADU Applicant: Property Owner: PAUL LONGTON 1284 PINE AVENUE PARTNERS LLC 2909 MESA DR 1640 OCEANSIDE BLVD OCEANSIDE, CA 92054-3704 OCEANSIDE, CA 92054 (760) 458-0987 (760) 712-4533 FEE AMOUNT MANUAL BUILDING PLAN CHECK FEE $2,000.00 Total Fees: $2,000.00 Total Payments To Date: $2,000.00 Balance Due: $0.00 1635 Faraday Avenue I Carlsbad, CA 92008-7314 1 442-339-2719 1 760-602-8560 f I www.carlsbadca.gov (city of Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION B-I Plan Chec Est. Value PC Deposit Date Lf_Ic?. 19 Job Address 12'4 ?_ Suite: APN: '2' 2o 64 CT/Project #: Lot #: Fire Sprinklers: yes / no Air Conditioning: yes / no 44,4r6 S 5F Al 00 BRIEF DESCRIPTION OF WORK: '1 Addition/New: r>('JI Living SF, 51:39 Deck SF, 3(0 Patio SF, 43%' Garage SF Is this to create an Accessory Dwelling Un9ls / No New Fireplace? Yes / No, if yes how many? D Remodel: SF of affected the area a conversion or change of use? Yes I No LI Pool/Spa: SF Additional Gas or Electrical Features? O Solar: _______ KW, Modules, Mounted: Roof! Ground, Tilt: Yes / No, RMA: Yes / No, Battery: Yes /,No Panel Upgrade: Yes / No LI Reroof: El Plumbing/Mechanical/Electrical Only: LI Other: APPLICANT (PRIMARY CONTACT) PROPERTY OWNER Name: Rw( Lizr-.- Name: IZ4 P A frti...at LL Address: Z'D _&2M '. Address: 1140 ogQ(tr4? City: CQa'Y¼Z'Q- State: (Y_Zip:'?Z.O4- City: CQa4tC&..Q.State:C4Zip: 'tc64 Phone: 1 (D 45 OS1 Phone: 1L 5+0 Email:tOtGy..X _VVoL&t_ Email: PAAeQco C.. DESIGN PROFESSIONAL CONTRACTOR BUSINESS Name: t apL,.1Z Name:_____________________________ Address: Address: City: State: _Zip: City: State: Zip: Phone: Phone: Email: Email: Architect State License: ___ State License: Bus. License:_________________ (Sec. 7031.5 Business and Professions code: Any city or county which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he/she Is licensed pursuant to the provisions of the contractor's License Law (chapter 9, commending with Section 7000 of Division 3 of the Business and Professions code) or that he/she is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$5001). 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: BuiIding@carlsbadca.gov B-I Page 1 of 2 Rev. 06/18 (OPTION A): WORKERS'COMPENSATION DECLARATION: Ihearby affirm under penalty of perjury one of the following declarations: 0 I have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. 0 I have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit Is issued. My workers' compensation insurance carrier and policy number are: Insurance Company Name: Policy No. Expiration Date: 0 Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to be come subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful, and shall subject an employerto criminal penalties and civil fines up to $100,000.00, In addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, Interest and attorney's fees. CONTRACTOR SIGNATURE: LIIAGENT DATE: (OPTION 13 ): OWNER-BUILDER DECLARATION: I hereby affirm that lam exempt from Contractor's License Law for the following reason: as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). 0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). O I am exempt under Section Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 Yes 0 No I (have / have not) signed an application for a building permit for the proposed work. 3.1 have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors' license number): 4.1 plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone! contractors' license number): 5. I will provide some of the work, but I have contracted (hlrecl),gO following persons to provide the work indicated (include name I address / phone / type of work): OWNER SIGNATURE: ,It/" 4'1"." LI AGENT DATE: 2/217/1/ CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there Is construction lending agency for the performance of the work this permit Is issued (Sec. 3097 (i) Civil Code), Lender's Name: Lender's Address: ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 Yes 0 No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 Yes 0 No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 Yes 0 No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT, APPLICANT CERTIFICATION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANYWAY ACCRUE AGAINST SAID CITY INCONSEQUENCE OF THE GRANTING OF THIS PERMIT.OSHA: An OSHA permit is required for excavations over 5,0' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by th,8t1i1Th,g IcI4irovins of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced w! in 180 days fr6i th e of such pe'mlt or if the building or work authorized by such permit is suspended or abandoned at any time after the work Is commenced for a per of 10 daX. 06.4.4 Unlfo m Building Code). APPLICANT SIGNATURE: DATE: 42 (9 1635 Faraday Ave Carbad, CA 9Q0 , /Ph: 760-602-2719 Fax: 760-602-8558 Email: Buildinn@CarIsbadCa.gov B-I Page 2of2 Rev. 06/18 ccity of Carlsbad OWNER-BUILDER ACKNOWLEDGEMENT FORM B-61 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov OWNER-BUILDER ACKNOWLEDGMENT FORM Pursuant to State of California Health and Safety Code Section 19825-19829 To: Property Owner An application for construction permit(s) has been submitted in your name listing you as the owner-builder of the property located at: Site Address 2g The City City of Carlsbad ("City") is providing you with this Owner-Builder Acknowledgment and Verification form to inform you of the responsibilities and the possible risks associated with typical construction activities issued in your name as the Owner-Builder. The City will not issue a construction permit until you have read and initialed your understanding of each provision in the Property Owner Acknowledgment section below and sign the form. An agent of the owner cannot execute this notice unless you, the property owner, complete the Owner's Authorized Agent form and it is accepted by the City of Carlsbad. INSTRUCTIONS: Please read and initial each statement below to acknowledge your understanding and verification of this information by signature at the bottom of the form. These are very important construction related acknowledgments designed to inform the property owner of his/her obligations related to the requested permit activities. AZI understand a frequent practice of unlicensed contractors is to have the property owner obtain an "Owner. Luilder" building permit that erroneously implies that the property owner is providing his or her own labor and material personally. I, as an Owner-Builder, may be held liable and subject to serious financial risk for any injuries sustained by an unlicensed contractor and his or her employees while working on my property. My homeowner's insurance may not provide coverage for those injuries. I am willfully acting as an Owner-Builder and am aware of the limits of my insurance coverage for injuries to workers on my property. II. #i understand building permits are not required to be signed by property owners unless they are responsible for the construction and are not hiring a licensed contractor to assume this responsibility. Ill. 4i understand as an "Owner-Builder" I am the responsible party of record on the permit. I understand that I may protect myself from potential financial risk by hiring a licensed contractor and having the permit filed in his or her name instead of my own. IV. run derstand contractors are required by law to be licensed and bonded in California and to list their license e náibeon permits and contracts. V.~~derstancl if I employ or otherwise engage any persons, other than California licensed contractors, and the total value of my construction is at least five hundred dollars ($500), including labor and materials, I may be considered an "employer" under state and federal law. REV. 08/20 Owner-Builder Acknowledgement Continued fndfederal understand if I am considered an "employer" under state and federal law, I must register with the state government, withhold payroll taxes, provide workers' compensation disability insurance, and contribute to unemployment compensation for each "employee." I also understand my failure to abide by these la ws subject me to serious financial risk. understand under California Contractors' State License Law, an Owner-Builder who builds single.- family residential structures cannot legally build them with the intent to offer them for sale, unless all work is performed by licensed subcontractors and the number of structures does not exceed four within any calendar year, or all of the work is performed under contract with a licensed general building contractor. u nderstand as an Owner-Builder if I sell the property for which this permit is issued, I may be held liable for any financial or personal injuries sustained by any subsequent owner(s) which result from any latent construction defects in the workmanship or materials. 4understand I may obtain more information regarding my obligations as an "employer" from the Internal Revenue Service, the United States Small Business Administration, the California Department of Benefit Payments, and the California Division of Industrial Accidents. I also understand I may contact the California Contractors' State License Board (CSLB) at 1-800-321-CSLB (2752) or www.cslb.ca.gov for more information about licensed contractors. _____ am aware of and consent to an Owner-Builder building permit applied for in my name, and understand that I am the party legally and financially responsible for proposed construction activity at the following address: L-~lagree that, as the party legally and financially responsible forthis proposed construction activity, I will abide by all applicable laws and requirements that govern Owner-Builders as well as employers. t/'iagree to notify the issuer of this form immediately of any additions, deletions, or changes to any of the information I have provided on this form. Licensed contractors are regulated by laws designed to protect the public. If you contract with someone who does not have a license, the Contractor's State License Board may be unable to assist you with any financial loss you may sustain as a result of a complaint. Your only remedy against unlicensed Contractors may be in civil court. It is also important for you to understand that if an unlicensed Contractor or employee of that individual or firm is injured while working on your property, you may be held liable for damages. If you obtain a permit as Owner- Builder and wish to hire contractors, you will be responsible for verifying whether or not those contractors are properly licensed and the status of their workers' compensation coverage. Before a building permit can be issued, this form must be completed, signed by the property owner and returned to the City of Carlsbad Building Division. I declare under penalty of perjury that! have read and understand all of the information provided on this form and that my responses, including my authority to sign this form, is true and correct. lam aware that! have the option to cc'nsult with legal counsel prior to signing this form, and! have either (1) consulted with legal counsel prior to signing this farm or (2) have waived this right in signing this form without the advice of legal counsel. T--,vc A44Lu Property Owner Name (PRINT) Property Owne7Signature Date I REV. 08/20 VI Ix. X. Xl MI. RECORD COPY City of Carlsbad Lt i' LULl 420 Gcmpau Road* QcesnkJ CA2054 NSV Ofts (760) NARBETH STRUCTURAL INSPECTION f.,oOo g/i /21 ® - - Authodzed V AO El 8O 8pec3i tnspoc*or 'R$MFORcEDcONcETE 0 srct s1EaAssEMnLy 13$IV-AY4MEDAAVROMNG aMC-SMWW==ETE 0 RSP 0 Q) 0 RQRED MASONRY 0 DEEP F0WQArON 1284 Pine Ave Carlsbad, CA BUDIN PWT NUMSM PC2019-0036 " PLAN FU NUMM PREV202I-0067 iNORpGJENAME 124 Pine Ave PartnArs I C AHITECT Studio 4 GRADE. ETc.) PT & Rebar '-'1STGTh 8oF.wGR. " '' PTDU aE5GEE MAfl. W P& r-B&R GRADES MIKOR WB.DO. ErG,) GRALGrnRsroR Beach Front Only - ASTM A-416/270 K, 1/2" 7 wire strand O DOING RQRThDWO4 JD Reinforcing! Doherty Cons. - ASTM A615 #4 Grade 60 LM. RG &1E0flNG CONSTR. MADL$AMPI.ES flO ARrVM. a ME CEIALD 'w 1rS.ES'WQRX cT .x PRI.a5 PO A3S crc. PORWOrn(P pvpa ENT NOSOF IN8PEC TPUGT 00 C70NS(W906 MADE. RT O0U8TQR0UW$O&cI Erc. 9/1!21 4 hrs Arrived on site as scheduled for reinforcing steel and PT cable inspection at the listed location below. Upon arrival, a walk through inspection was performed with Doherty foreman Any discrepancies found such as clearance issues were brought to foreman's attention and fixed immediately. During inspection of deepend footing at SW side, lap joints and spacings were questionable on which detail was to be used (detail 19 or 20 on PTD). Confirmed with Charlie of Beach Front Only that detail 20 was to be used. Lap splices also confirmed to be 24' minimum per detail 19: - PT slab on grade house foundation Work installed and acceptable per plans: -correct number of PT cables, reinforcing steel bar sizes,clearances, laps and spacings. Footings also free of any excess debris. Concrete scheduled for Friday 913/21. THIS REPORT DOES NOT RELIEVE THE CONTRACTOR OF H$ RESPONSIBIU1'f TO BUILD PER THE PLANS1 SPECIFICATIONS AND ALL APPLICABLE CODES. 0(1$8PEEWAS =0 7 Daniel Moa WflHT)$OL N 0N*PPR RAM sATION DAPcUcELESEnONS0IThE UZ SUU.DING 000E, uttssamsENoT. oATE 9/1121 awwcmEm_ICC#8163949 WHJT - NSI cA)4AR- Oonfrscthr FiNK. Building Official City of Carlsbad SEP 13 2021 RECORD COPY BUILDING DIVISION W. C. HOBBS, CONSULTING ENGINEER 28411 PACHECO MISSION VIEJO, CALIFORNIA 92692 (951) 660-9800 Date: August 27, 2021 1284 Pine Partners, LLC 1284 Pine Avenue Carlsbad, California 92008 Subject: Observation of Foundation Excavations, Proposed Residence, 1284 Pine Avenue, Carlsbad, California 92008 Attention: City of Carlsbad Building Official This letter has been prepared to indicate that the foundation excavations for the proposed residence at the subject site have been observed and found to be in compliance with the minimum recommendations contained in the referenced report(s) as well as being founded into competent soils. The foundation excavations are therefor approved for the placement of construction materials in them. Foundation excavations must be maintained free of debris, loose soils, and or materials that are not part of the building foundations during the construction process. The opportunity to be of service is appreciated. Should questions or comments arise pertaining to this document, or if we may be of further service, please do not hesitate to call our office. Respectfully Submitted, W. C. HOBBS, CONSULTING ENGINEER Bill Hobbs, Civil Engin Distribution: Addressee (1) pdf electronic Attachments: None Reference: Certification of Pad, Proposed 2nd Dwelling, APN 205-020-04, Lot 9 of Tract Map No 1744, 1284 Pine Avenue, City of Carlsbad, San Diego County, California, by South Shore Testing & Environmental, WO 1931503.00U, May 9, 2016 and Update dated June 6, 2019 by W. C. Hobbs, Consulting Engineer, Project No: 19014-1. RECORD Copy SPIRO LAND SURVEYING 26100 Newport Rd. #415 Men ifee, CA 92584 City of Carlsbad SEP13 2021 BUILDING DIVISION August 26, 2021 City of Carlsbad 1635 Faraday Ave. Carlsbad, CA 92008 Attn: Public Works - Building RE: 1284 Pine Ave., Carlsbad, CA 92011 To Whom It May Concern: Spiro Land Surveying conducted a "Form and Setback Certification" for the above referenced project on August 26, 2021. The above referenced form conforms to the setback requirements per the approved plans. MOAiatthew Spir , %S. 8461 Exp. 12/31/2022 Vn Eva D ~ A SAFEbuutCornpny DATE: 7/30/2019 JURISDICTION: CARLSBAD PLAN CHECK #.: PC2019-0036 SET: III PROJECT ADDRESS: 1284 PINE AVENUE APPLICANT JURIS. PROJECT NAME: SFD + ADU FOR 1284 PINE AVE. PARTNERS, LLC The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's BUILDING codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: PAUL LONGTON EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: PAUL Date contacted: - (by') Mail Telephone Fax In Person LII REMARKS: By: Bert Domingo EsGil 7/22/2019 Telephone #: 760 458 0987 Email: PJLONGTON@GMAIL.COM Enclosures: 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 11 V EsGil A SAFEbuittCompany DATE: 7/3/2019 JURISDICTION: CARLSBAD PLAN CHECK#.: PC2019-0036 SET: 11 PROJECT ADDRESS: 1284 PINE AVENUE FJ APPLICANT Ell JURIS. PROJECT NAME: SFD + ADU FOR 1284 PINE AVE. PARTNERS, LLC The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. LII The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil 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: PAUL LONGTON EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: PAUL Telephone #: 760 458 0987 Date contacted: (by: ) Email: PJLONGTON@GMAIL.COM Mail Telephone Fax In Person LI REMARKS: By: Bert Domingo Enclosures: EsGil 6/22/2019 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD PC2019-0036 7/3/2019 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. PLANS 1. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. 2. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). This will be checked on the final. 3. Plans deviating from conventional wood frame construction shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations. (California Business and Professions Code).This will be checked on the final. GENERAL RESIDENTIAL REQUIREMENTS 7. Glazing in the following locations should be shown on the plans as safety glazing material in accordance with Section R308.4: Please show on the schedule the affected doors. Glazing in doors. Glazing adjacent to a door where the nearest vertical edge of the glazing is within a 24" arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60" above the walking surface. Exceptions: Glazing in walls on the latch side of and perpendicular to the plane of the door in a closed position. SG La SGI <60 in. k <60in. 11 I Floor Section view S( CARLSBAD PC2019-0036 7/3/2019 Glazing in walls on the push side of and perpendicular to the plane of the door in a closed position (hinge side). Glazing that is adjacent to the fixed panel of patio doors. Glazing in the walls/doors facing or containing bathtubs, showers, hot tubs, spas, whirlpools, saunas, steam rooms and indoor/outdoor swimming pools where the bottom exposed edge of the glazing is less than 60" above the standing surface. Exception: Glazing that is more than 60", measured horizontally, from the water's edge of a bathtub, hot tub, spa, whirlpool or swimming pool. See the figure below. Bathtub, whirlpool tub ,' k,t I. ,k SG = Safety glazing required Measurements are to. exposed glazing Glazing in individual fixed or operable panels that meet all of the following conditions: Please show on the schedule. Exposed area of an individual pane is greater than 9 square feet, and: Exposed bottom edge is less than 18" above the floor, and: Exposed top edge is greater than 36" above the floor, and: One or more walking surfaces are within 36" horizontally of the plane of the glazing. 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 (lIC) rating of not less than 50. CBC Section 1207. Show the location of and provide details of the listed wall and floor/ceiling assemblies, and indicate the listing agency and listing number for the tested ratings. Please show separation between the ADU and the great room. The supporting construction of fire-rated floor assemblies shall have an equal or greater fire-rating. Section R302.3.1. CARLSBAD PC20 19-0036 7/3/2019 10. 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 or County'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". Please show the recommended STC ratings on the doors/window schedules EXITS, STAIRWAYS, AND RAILINGS Guards (Section R312): Shall be detailed to show capability to resist a concentrated load of 200 pounds in any direction along the top rail. Table R301.5. Please submit calculations for the glass guardrail to include supporting elements to verify stability of the same. The referenced detail 53/S6 on sheet D-1.0 is not shown. ROOFS/DECKS/BALCONIES Enclosed framing in wood exterior balconies and decks shall be provided with openings that provide a net free cross ventilation area not less than 1/150 of the area of each separate space. CBC Section 2304.12.2.6, as amended by emergency building standards. 16. Specify roof slope on the plans. Please show on the roof deck also to verify the direction of the flow to drainage. Show the required ventilation for attics (or enclosed rafter spaces formed where ceilings are applied directly to the underside of roof rafters). The minimum vent area is 1/150 of attic area (or 1/300 of attic area if at least 40% (but not more than 50%) of the required vent is located no more than 3' below the ridge). Show on the plans the area required and area provided. Section R806.2. When using a radiant barrier, California energy design affects the attic ventilation area requirement: If using the Prescriptive method for energy compliance, then the attic vent area must be at the 1/150 area: If using the Performance method, either the 150 or 300 areas may be used, as documented on the energy forms. Section RA4.2.1. Enclosed rafter spaces do not require venting if the following specific insulation design is used, per Sections R806.5/EM3.9.6: If the insulation is air-permeable and it is installed directly below the roof sheathing with rigid board or sheet insulation with a minimum R-4 value installed above the roof sheathing. (or) CARLSBAD PC20 19-0036 7/3/2019 If the insulation is air-impermeable and it is in direct contact with the underside of the roof sheathing. (or) If two layers of insulation are installed below the roof sheathing: An air- impermeable layer in direct contact with the underside of the roof sheathing and an additional layer of air permeable insulation installed directly under the air- impermeable insulation. Where eave vents are installed, insulation shall not block the free flow of air. A minimum of 1" of air space shall be provided between the insulation and the roof sheathing. To accommodate the thickness of insulation plus the required 1" clearance, member sizes may have to be increased for rafter-ceiling joists. Section R806.3. GARAGE AND CARPORTS The garage shall be separated from the residence and its attic area by not less than V gypsum board applied to the garage side (at walls). Garages beneath habitable rooms shall be separated by not less than 5/8" Type X gypsum board. Section R302.6. Show a self-closing, self-latching door, either 1-3/8" solid core or a listed 20 minute assembly, for openings between garage and dwelling. Section R302.5.1. FOUNDATION REQUIREMENTS The soils report was done year 2012. An update letter is required if the report is more than 3 years old. Sorry but I miss the City policy. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents. STRUCTURAL Provide truss details and truss calculations for this proiect. Specify truss identification numbers on 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. CARLSBAD PC20 19-0036 7/3/2019 MECHANICAL Show how makeup air will be provided for the washer and dryer enclosure. The code requires an opening with a minimum of 100 square inches of makeup air (can be louvered door). CMC 504.4.1 The exhaust fan shown may not be applicable to the requested make up air. The fan would suck out the oxygen to help the gas burning. PLUMBING Show water heater size (1st hour rating), type, and location on plans. Note: For both new dwellings and additions the Energy Standards (150.0(n)) requires a gas input rating of 200,000 Btu for both tank and instantaneous gas water heaters. (Also) Provide a gas piping design for the gas system. Are the dryers, FAU and cooking facilities electric? If not, please complete the gas pipe sizing. An instantaneous water heater is shown on the plans. Please include a gas pipe sizing design (isometric or pipe layout) for all gas loads. The gas pipe sizing for a tank type water heater shall be based upon a minimum 199,000 Btu gas input rating. Energy Standards 150.0(n). RESIDENTIAL GREEN BUILDING STANDARDS The California Building Standards Commission has adopted the Green Building Standards Code and must be enforced by the local building official. The following mandatory requirements for residential construction must be included on your plans. CGC Section 101.3. The Standards apply to newly constructed residential buildings, along with additions/alterations that increase the building's conditioned area, volume or size. CGC Section 301.1.1. Provide a sheet on the plans labeled "Green Building Code Requirements" and include the following notes as applicable. 37. Electric Vehicle Charging. Note on the plans that electrical vehicle supply equipment (EVSE) is required in NEW one and two family dwellings and townhomes with attached garages. Include the following information on the plans: A minimum size 1" conduit originating from a panel or service having a spare 40 ampere 240 volt capacity terminating in a box located in close proximity to the location of the future EV charger. CGC 4.106.4. Please show this note near the ready EV charger CARLSBAD PC20 19-0036 7/3/2019 ENERGY CONSERVATION 46. Mechanical whole house ventilation must be provided. Identify the fan providing the whole house ventilation (complete with CFM and Sone rating) on the floorplans. For additions 1,000 square feet or less, whole house ventilation is not required. For additions over 1,000 square feet, the whole house ventilation CFM shall be based upon the entire (existing and addition) square footage, not just the addition. Please show on the plans the location of this required vent. Which one is the guest bathroom on the first floor and the powder room in the 2nd floor. All fans installed to meet all of the preceding ventilation requirements must be specified at a noise rating of a maximum I "Sone" (continuous use) or 3 "Sone" (intermittent). MISCELLANEOUS To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes Q No U The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Bert Domingo at EsGil. Thank you. EsGilV/0 A SAFEbuittCompany DATE: 4/25/2019 U APPLICANT U JURIS. JURISDICTION: CARLSBAD PLAN CHECK #.: PC2019-0036 SET:I PROJECT ADDRESS: 1284 PINE AVENUE PROJECT NAME: SFD + ADU FOR 1284 PINE AVE. PARTNERS, LLC 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. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: PAUL LONGTON EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: PAUL Telephone #: 760 458 0987 Date contacted: (by: ) Email: PJLONGTON@GMAIL.COM Mail Telephone Fax In Person REMARKS: By: Bert Domingo Enclosures: EsGil 4/15/2019 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD PC2019-0036 4/25/2019 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK #.: PC2019-0036 JURISDICTION: CARLSBAD PROJECT ADDRESS: 1284 PINE AVENUE FLOOR AREA: STORIES: HEIGHT: REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 4/25/2019 DATE PLANS RECEIVED BY ESGIL CORPORATION: 4/15/2019 PLAN REVIEWER: Bert Domingo FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the International Residential Code, International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 2016 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2015 IRC, 2015 IBC, 2015 UPC, 2015 UMC and 2014 NEC. The above regulations apply, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2015 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. CARLSBAD PC20 19-0036 4/25/2019 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK#.: PC2019-0036 PREPARED BY: Bert Domingo DATE: 4/25/2019 BUILDING ADDRESS: 1284 PINE AVENUE BUILDING OCCUPANCY: R 3/U BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) HOUSE 5139 141.76 728,505 GARAGE 438 36.98 16,197 DECKS/PORC 1398 20.03 28,002 Air Conditioning 5139 5.39 27,699 Fire Sprinklers 5577 4.01 22,364 TOTAL VALUE 822,767 Jurisdiction Code ICB IBY Ordinance I 1997 UBC Building Permit Fee V 1997 UBC Plan Check Fee V Type of Review: LII Complete Review Repetitive Fee LI Other El Repeats Hourly EsGil Fee E] Structural Only Hr. @ * I $1,833.821 Comments:- in dit of is Jue hour $ /hr.) for the CaiGreen review. Sheet 1 of 1 CARLSBAD PC20 19-0036 4/25/2019 PLANS Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. 2. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). Plans deviating from conventional wood frame construction shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations. (California Business and Professions Code). On the cover sheet of the plans, specify any items that will have a deferred submittal (trusses, fire sprinklers/alarms, etc.). Additionally, provide the following note on the plans: "Submittal documents for deferred submittal items shall be submitted to the registered design professional in responsible charge, who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official." CARLSBAD PC20 19-0036 4/25/2019 FIRE PROTECTION Show locations of permanently wired smoke alarms with battery backup, per Section R314: a) Outside each separate sleeping area in the immediate vicinity of the bedrooms. Please see bedroom # 1 on the first floor. In dwelling units within which fuel-burning appliances are installed (and in dwelling units having attached garages), show the locations of permanently wired carbon monoxide alarms with battery backup, per Section R315: a) Outside each separate sleeping area in the immediate vicinity of the bedrooms. NOTE: When more than one carbon monoxide alarm is required to be installed, the alarm devices shall be interconnected in such a manner that the actuation of one alarm will activate all of the alarms in the unit. GENERAL RESIDENTIAL REQUIREMENTS 7. Glazing in the following locations should be shown on the plans as safety glazing material in accordance with Section R308.4: a) Glazing in doors. b) Glazing adjacent to a door where the nearest vertical edge of the glazing is within a 24" arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60" above the walking surface. Exceptions: Glazing in walls on the latch side of and perpendicular to the plane of the door in a closed position. Glazing in walls on the push side of and perpendicular to the plane of the door in a closed position (hinge side). Glazing that is adjacent to the fixed panel of patio doors. c) Glazing in the walls/doors facing or containing bathtubs, showers, hot tubs, spas, whirlpools, saunas, steam rooms and indoor/outdoor swimming pools where the bottom exposed edge of the glazing is less than 60" above the standing surface. Exception: Glazing that is more than 60", measured horizontally, from the water's edge of a bathtub, hot tub, spa, whirlpool or swimming pool. See the figure below. CARLSBAD PC20 19-0036 4125/2019 Bathtub, whirlpool tub I__s. •I. S( S( 0 in. Mi Section view SG = Safety glazing required Measurements are to exposed glazing d) Glazing in individual fixed or operable panels that meet all of the following conditions: I) Exposed area of an individual pane is greater than 9 square feet, and: Exposed bottom edge is less than 18" above the floor, and: Exposed top edge is greater than 36" above the floor, and: One or more walking surfaces are within 36" horizontally of the plane of the glazing. e) All glass railings, regardless of height, above a walking surface (including structural baluster panels and nonstructural in-fill panels). f) Glazing where the bottom exposed edge is less than 36" above the plane of the adjacent walking surface of stairways, landings and ramps. g) Glazing adjacent to the landing at the bottom of a stairway, where the glazing is less than 36" above the landing and within 60" horizontally of the bottom tread. 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. The supporting construction of fire-rated floor assemblies shall have an equal or greater fire-rating. Section R302.3. 1. 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 or County'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 CARLSBAD PC20 19-0036 4/25/2019 within a noise critical area (CNEL contour of 60 dB) as shown on the General Plan". 11. 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. EXITS, STAIRWAYS, AND RAILINGS 12. Guards (Section R312): Shall be installed along open-sided walking surfaces that are located more than 30" above the floor or grade below. Shall have a height of 42" (may be 34" along the sides of stairs). Openings between railings shall be less than 4". The triangular openings formed by the riser, tread and bottom element of a guardrail at a stair shall be less than 6". Shall be detailed to show capability to resist a concentrated load of 200 pounds in any direction along the top rail. Table R301.5. Please submit calculations for the glass guardrail to include supporting elements to verify stability of the same. ROOFS/DECKS/BALCONIES 13. Enclosed framing in wood exterior balconies and decks shall be provided with openings that provide a net free cross ventilation area not less than 1/150 of the area of each separate space. CBC Section 2304.12.2.6, as amended by emergency building standards. 14. Specify roof material and application. Chapter 9. a) In California, roofing shall be a fire-retardant roof covering that is at least Class C. Section R902.1.3. 15. Specify on the plans the following information for the roof materials, per Section R106.1.1: Manufacturer's name and product name/number. ICC approval number, or equal. 16. Specify roof slope on the plans. 17. Please show the vents on the roof plans. 18. Show the sizes/locations of roof drains and overflows. Section R903.4. CARLSBAD PC20 19-0036 4/25/2019 Show the required ventilation for attics (or enclosed rafter spaces formed where ceilings are applied directly to the underside of roof rafters). The minimum vent area is 1/150 of attic area (or 1/300 of attic area if at least 40% (but not more than 50%) of the required vent is located no more than 3' below the ridge). Show on the plans the area required and area provided. Section R806.2. a) When using a radiant barrier, California energy design affects the attic ventilation area requirement: If using the Prescriptive method for energy compliance, then the attic vent area must be at the 1/150 area: If using the Performance method, either the 150 or 300 areas may be used, as documented on the energy forms. Section RA4.2.1. Enclosed rafter spaces do not require venting if the following specific insulation design is used, per Sections R806.5/EM3.9.6: If the insulation is air-permeable and it is installed directly below the roof sheathing with rigid board or sheet insulation with a minimum R-4 value installed above the roof sheathing. (or) If the insulation is air-impermeable and it is in direct contact with the underside of the roof sheathing. (or) If two layers of insulation are installed below the roof sheathing: An air- impermeable layer in direct contact with the underside of the roof sheathing and an additional layer of air permeable insulation installed directly under the air- impermeable insulation. Where eave vents are installed, insulation shall not block the free flow of air. A minimum of 1" of air space shall be provided between the insulation and the roof sheathing. To accommodate the thickness of insulation plus the required 1" clearance, member sizes may have to be increased for rafter-ceiling joists. Section R806.3. GARAGE AND CARPORTS The garage shall be separated from the residence and its attic area by not less than 1/2" gypsum board applied to the garage side (at walls). Garages beneath habitable rooms shall be separated by not less than 5/8" Type X gypsum board. Section R302.6. Show a self-closing, self-latching door, either 1-3/8" solid core or a listed 20 - minute assembly, for openings between garage and dwelling. Section R302.5.1. CARLSBAD PC20 19-0036 4/25/2019 FOUNDATION REQUIREMENTS 24. The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: The building pad was prepared in accordance with the soils report, The utility trenches have been properly backfilled and compacted, and The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." 25. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents. 26. Please submit complete foundation plan. Post Tension foundation? If so, please submit calculations also. STRUCTURAL 27. Provide truss details and truss calculations for this project. Specify truss identification numbers on the plans. 28. 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. 29. The plans shall indicate that special inspection will be provided for the following work. (CBC Chapter 17 and Section 107.2). Special inspection will be checked. MECHANICAL 30. Show on the plans the location, type and size (Btu's) of all heating and cooling appliances or systems. 31. Every dwelling unit shall be provided with heating facilities capable of maintaining a room temperature of 68 degrees F at a location 3 feet above the floor and 2 feet from exterior walls in all habitable rooms. Show basis for compliance. CRC 303.9. CARLSBAD PC20 19-0036 4/25/2019 Detail the dryer exhaust duct design from the dryer to the exterior. The maximum length is 14 feet with a maximum of two 90-degree elbows or provide the manufacturer's duct length specification description on the plans: Include the dryer specifications (manufacturer, model, and fuel type) as well as the duct description (size and type). CMC Section 504.4.2. Show how makeup air will be provided for the washer and dryer enclosure. The code requires an opening with a minimum of 100 square inches of makeup air (can be louvered door). CMC 504.4.1 PLUMBING Show water heater size (1st hour rating), type, and location on plans. Note: For both new dwellings and additions the Energy Standards (150.0(n)) requires a gas input rating of 200,000 Btu for both tank and instantaneous gas water heaters. (Also) Provide a gas piping design for the gas system. An instantaneous water heater is shown on the plans. Please include a gas pipe sizing design (isometric or pipe layout) for all gas loads. a) The gas pipe sizing for a tank type water heater shall be based upon a minimum 199,000 Btu gas input rating. Energy Standards 150.0(n). Provide a note on the plans: The control valves in showers, tub/showers, bathtubs, and bidets must be pressure balanced or thermostatic mixing valves. CPC Sections 408, 409, 410. RESIDENTIAL GREEN BUILDING STANDARDS The California Building Standards Commission has adopted the Green Building Standards Code and must be enforced by the local building official. The following mandatory requirements for residential construction must be included on your plans. CGC Section 101.3. The Standards apply to newly constructed residential buildings, along with additions/alterations that increase the building's conditioned area, volume or size. CGC Section 301.1.1. Provide a sheet on the plans labeled "Green Building Code Requirements" and include the following notes as applicable. Electric Vehicle Charging. Note on the plans that electrical vehicle supply equipment (EVSE) is required in NEW one and two family dwellings and townhomes with attached garages. Include the following information on the plans: A minimum size 1" conduit originating from a panel or service having a spare 40 ampere 240 volt capacity terminating in a box located in close proximity to the location of the future EV charger. CGC 4.106.4. CARLSBAD PC20 19-0036 4/25/2019 Note on the plans that when a shower is provided with multiple shower heads, the sum of flow to all the heads shall not exceed 1.8 gpm @ 80 psi, or the shower shall be designed so that only one head is on at a time. CGC Section 4.303.1.3.2. Grading and paving. Note on the plans that site grading or drainage system will manage all surface water flows to keep water from entering buildings (swales, water collection, French drains, etc.). CGC Section 4.106.3. Exception: Additions not altering the drainage path. Recycling. Note on the plans that a minimum of 65% of construction waste is to be recycled. CGC Section 4.408.1. ENERGY CONSERVATION Include on the Title Sheet of the plans the following statement: "Compliance with the documentation requirements of the 2016 Energy Efficiency Standards is necessary for this project. Registered, signed, and dated copies of the appropriate CF1 R, MR, and CF3R forms shall be made available at necessary intervals for Building Inspector review. Final completed forms will be available for the building owner." Instantaneous water heaters shall have isolation valves on both the cold and the hot water piping leaving the water heater complete with hose bibs or other fittings on each valve for flushing the water heater when the valves are closed. ES 110.3 All domestic hot water piping to have the following minimum insulation installed: 1/2" pipe (1/2" insulation); W pipe (1" insulation); 1" to 1-V2" pipe (1-W' insulation). CPC 609.11 & ES 150.00) a) Additionally, the 1/2" hot water pipe to the kitchen sink, and the cold water pipe within 5' of the water heater both require 1" minimum insulation. ES 150.0(j) Residential ventilation requirements: ES 150.0(o)/ASHRAE 62.2 Kitchens require exhaust fans with a minimum 100 cfm ducted to the exterior. Detail compliance by including a complying exhaust fan or a ducted range hood to the exterior. Bathrooms require exhaust fans (minimum 50 cfm) to be ducted to the exterior. A bathroom is defined "as a room with a bathtub, shower, or spa or some similar source of moisture". CARLSBAD PC20 19-0036 4/25/2019 Mechanical whole house ventilation must be provided. Identify the fan providing the whole house ventilation (complete with CFM and Sone rating) on the floorplans. For additions 1,000 square feet or less, whole house ventilation is not required. For additions over 1,000 square feet, the whole house ventilation CFM shall be based upon the entire (existing and addition) square footage, not just the addition. Please show on the plans the location of this required vent. a) All fans installed to meet all of the preceding ventilation requirements must be specified at a noise rating of a maximum I "Sone" (continuous use) or 3 "Sone" (intermittent). MISCELLANEOUS The recommended RB1 3 seems not compatible with the one shown on the roof framing plan. Please complete the shear transfer detail along line B on the roof framing plan. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes El No U The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Bert Domingo at EsGil. Thank you. psf 9.5 1.4 3.2 2.2 1.7 18.0 psf BUILDING LOADS Roof Loads Roofing (tile) Sheathing Rafters or trusses Ceiling Misc. & insulation Total Roof bL ....... Floor Loads psf Lt, wt. topping Floor Finish (carpet) 1.2 11.2 Sheathing 2.0 2.0 Joists 2.6 2.6 Ceiling 2.6 2.6 Misc. & insulation 3.6 3.6 Total Floor UL ..........................12.0 psf 22.0 psf STRUCTURAL CALCULATIONS ISSUE DATE 04/08/19 PROJECT I bescription: Single Family Client: Name: Pine St Dwelling R3 bwelling DESIGN CRITERIA Building Type: Bearing wall system Steel: ASTM A992 W-Shapes (if used) ASTM A36 rolled shapes, bars & plates Construction: Stud walls, sawn lumber ASTM A53 Grade B pipe columns wood timbers, plywood sheathing ASTM A500 Grade B HSS tube steel Grade 40 & 60 reinforcing bars Codes: 2016 CBC & 2016 CRC ASCE 07-10, 2015 Nb5 Concrete: 2,500 psi at 28 days, U.N.O. Higher strength where noted Wood: Studs - Stud grade, Standard & btr. Posts - Standard & better Masonry: 1,500 psi grade N standard weight Beams - bF#2 or better Concrete Masonry Units Joists - I-Joists GLBs - 24F-1.8E Soils & bearing: LSL - laminated strand rims and beams P/I slab design by others LVL - laminated veneer microlom beams and joists PSL - oarallel strand beams Roof Live Load (less than 4:12 pitch) ...................20 psf Floor Live Load .........................40 psf Roof Live Load (4:12 pitch or steeper) ................16 psf Balcony Live Load .....................60 psf 1.5 x L Roof Live Load (12:12 pitch or steeper) ..............12 psf Exit Live Load ...........................100 psf Exterior Walls psf Interior Walls psf psf Stucco or siding 10.0 Shear panel 2.0 Studs 1.1 Studs 1.1 1.1 Gypsum board 2.2 Gypsum board 4.4 4.4 Misc. & insulation 1.7 Misc. & insulation 2.5 2.5 Total Wall DL ............................................................15.0 psf Total Wall DL ...........................8.0 psf 10.0 psf I Swanson & Associates 17055 Via bel Campo, 5t4l S f/''ff8 'p7-7600 ] -4- 5ect1on Properties c Design Loads 2016 CBC/C1C Moment Roof Loads Floor Loads (w) Allowable Uniform Loads Nominal Actual Area Section of LbF = 1.25 LbF = 1.00 (plf) Size Size Modulus Inertia Allowable Allowable Span in feet for beam or joist sizes (b) x (d) (A) (5) (I) Shear Moment Shear Moment Normal duration Laterally fully braced, repetitive member increase for 2x members. inches in' in3 in4 (lbs) (lb-ft) (Ibs) (lb-ft) 3 ft. 4ft. sft 6ft. 7ft. 8ff. 9ft. 10 ft. lift. 12 ft. 13 ft. 14 ft. 15 ft. 16 ft. 17 ft. 18 ft. 19 ft. 2x4 15x35 525 306 536 788 211 630 169 84 4 p j4 11 8 7 5 4 3 3 2 2 6 L6 S S 2 766 SS I £6t X. S4 764 44 71 1S 1S .i.6 B4 63 48 37 29 23 19 15 13 11 9 2x8 15x 725 1088 1314 4763 1,631 1,700 1,305 1,360 1094 6$ 4 3Q 7 f4 Q9 9 76 64 53 43 35 30 25 21 Z>10 1ç~ ISS 213 2I1 2S7 1666 2 1094 820 64 451 l 24 O i62 14 115 52 72 S 5& 5i 44 2x12 15x 1125 1 c 13 25 1688 1 5 3164 4 69 17798 2O78 2531 2 96i 3411 4,259 2025 2 2729 3 4O 1094 820 1 094 820 656 547 44 7j 656 547 469 410 526 225 129 UI 97 1 1 1 3 12i 16 76 4 54 76 4x4 35x35 1225 I25 715 176 1251 4655 1,838 2668 1,005 2161 1,470 2611 804 172O 7j 4Q 152 7 176 111 74 52 36 561 S2 281 215 17 136 29 111 22 86 17 67 14 54 11 44 9 36 8 30 7 25 6 22 4x8 440 3.5 x 725 56 25 2538 2225 3066 4 1 111.15 25084 3,806 4 86 3,737 S 3,045 S 685 2,989 442 2,188 149 2 245 97 44 48 74 29 1 'i57 96 7S 62 t44 269 L9 i66 250 14 212 122 163 100 140 83 140 69 .24 58 lii 49 100 4x12 3.5 x 11.25 39.38 73.83 41528 5,906 8,459 4,725 6,768 4,375 3,281 46 l4 II1 546 65 41 447 76 32Q Z7 241 21,1 1$7 167 VQ 4x14 S S xiS 26 4628 10241 67648 6 056 1666 5 666 6 S34 4,375 3 281 2 625 1 S7 I SS 1067 645 682 664 474 404 545 303 26? 23s 211 160 4x16 3 5 x 1525 53 38 13566 1 03442 8 006 14 131 6 405 11 305 4 375 3 281 2 625 2 188 i 4 j1,7 9Q4 747 5 44 4Q 5 31,3 279 6x4 56x55 1926XPIt2S 165 2868 1,45? 2510 1150 I22 675 268 256 175 117 82 60 45 35 27 22 18 15 12 10 9 6x6 55x55 3025 2773 7626 4285 3466 3428 2773 2445 54 587 614 45.3 47 274 22 175 134 106 85 69 57 47 40 34 6x6 56 75 41.25 6166 10226 6 844 6445 4676 S 166 3 438 2 678 1650 1144 642 646 600 413 341 286 244 210 175 144 120 101 86 6x10 55 x 9.5 5225 8273 392.96 7,402 11,634 5,922 9,307 6,87 4 454 975 2068 1 1168 91,9 745 4j5 517 441 350 331 291 244 205 175 642 65 < 115 6525 12125 50707 S 050 17045 7166 12 655 6.875 5156 4125 5 031 2227 1706 1347 1001 002 768 646 667 4515 426 575 257 302 644 55 x 13 5 55 x 166 7425 0075 16706 24966 112767 2 065 8 10,519 23,188 12 556 Sa 876 8,415 10 285 18,550 27 100 6,875 5,156 6 875 5 156 4,125 3,438 2,946::"' 2319 1,32 1. 454 1 4,12 5 3 438 2,946 2,578 2 292 2 063 1702 224 1 D31 1 606 57'S 77 1265 106 440 064 Q 847 51$ 750 458 460 41, 601 1-" Timberstrand LSL rim board & 14' Timberstrand LSL 111ft 126 xli 88 1424 ~ 55 17442 5267 5207 4,206 4,166 1 035 777 621 518 444 388 345 311 2Th 231 197 157 128 105 88 74 63 14x14 LSL 1.25 x 14.0 17.50 40.83 285.83 6,196 7,129 4,958 5,703 1,035 777 621 518 444 388 345 311 282 259 239 222 173 144 121 103 14x16 LSL 125 < 160 2000 63 35 42667 7 052 0 106 6657 7 258 1,035 777 621 518 444 388 345 311 282 259 239 222 207 194 183 173 154 14x114 LSL 1.75 x 11.88 20.78 41.13 244.21 5,368 9,971 4,295 7,977 1,838 1,378 1,103 919 788 669 613 551 501 404 318 254 207 170 142 120 102 £*,44 LSL 176 x140 2450 6717 40017 6 220 13650 5,063 10020 1,838 1,378 1,103 919 788 669 613 551 501 459 424 394 339 279 233 196 167 l4xl6LSL 1,75x 16.0 28.00 74.67 597.33 7,233 17,611 5,787 14,089 1,838 1,378 1,103 919 768 689 613 551 501 459 424 394 368 345 324 293 249 34" Timberstrand LSL 34x44 LSL 3.5 x 438 1531 1117 2442 5,423 2,170 4,339 1,736 X. 1,,543 848 484 280 176 118 83 60 45 35 28 22 18 15 12 10 9 2<6 LL 26 56 10 25 1766 4850 6 616 3 257 5464 26S6 2387 1542 850 556 350 235 165 120 90 70 55 44 36 29 24 21 18 34x74 LSL 35x725 2538 3066 11115 8,987 5687 7190 4550 2485 1564 1456 1011 74.3 538 378 275 207 159 125 100 82 67 56 47 40 5x84 1,61.. 5 5x S 65 501.0 43 30 15714 10,601 22 8555 6537 2 485 1 864 1 491 1 243 1036 72 626 463 348 268 211 169 137 113 94 79 68 X. 34>(94 LSL 5*xll* LSL. 3.5 x 9.5 S 5<1125 33.25 2925 5265 7582 25007 41528 8,590 10172 13,027 17,087 6,872 5 155 10,422 14,280 6,300 4 725 6 300 4 725 2 33 2 31.6 1702 303 980 714 3,7 80 3,15 2249 1700 1421 1,161 537 891 413 657 325 540 260 432 212 352 174 290 145 242 123 203 104 173 34x114 LSL 3 5 x 1185 41.56 8226 488.41 10,737 19,941 8,590 15,953 6 300 4725 3,780 3,150 2 605 1,994 1,576 1. 276 1 048 808 635 509 413 341 284 239 203 3xI415l.. 3 5 x 140 40 00 11453 800,53 12 655 27300 10127 21640 6 300 4725 3 780 3 150 2,700 2,363 2 100 1747 £ 444 1,213 1034 833 678 558 465 392 333 3146 LSL 35x160 5600 14933 119467 14,467 35,222 11,573 28,178 6300 4,725 3,780 3,150 2,700 2,363 2,100 1,890 1718 1565 1,334 1150 0Q2 833 695 585 498 At roof loading conditions where shear or bending governs, use a 1.25 LOF adjustment to the above values. At roof loading conditions where deflection governs, use 01.15 deflection adjustment factor to the above values. Shading in the span / allowable uniform load table indicates that bending (Fb) governs. Shear governs to the left of the shading, and deflection governs to the right. LII Section Properites & Design Loads 20I6CBC/CRC Moment Roof Loads Floor Loads (w) Allowable Uniform Loads Nominal Actual Area Section of LtF = 1.25 LOP = 1.00 Allowable Allowable Span in feet for beam or joist sizes Size Size Modulus Inertia (b) x (d) (A) (5) (I) Shear Moment Shear Moment Normal duration, Laterally fully braced, repetitive member increase for 2x members. inches in' in' in' (lbs) (lb-fl) (Ibs) (lb-ft) loft, lift. 12 ft. 13 ft. 14 ft. 15 ft. 16 ft. 17 ft. 18 ft. 19 ft. 20 ft. 21 ft. 22 ft. 23 ft. 24 ft. 25 ft. 26 ft. 4" Parallam PSL 4<94P5L x9 t5tH7 16321 642 i3,Q7 953 716 551 434 347 282 233 194 163 139 119 103 89 78 69 61 54 34x114 PSL 3 5 xli 88 41.56 8226 488.41 10,044 24,878 8,035 19,902 1 1 1,077 847 678 551 454 379 319 271 233 201 175 153 135 119 106 a4x14?L 3140 $00 i433 003 1184k 33 95 47 2716 213 16 1O9 l2B 11l9 903 744 621, 523 445 381 329 286 251 221 195 173 34x16 PSL 3.5 x 160 5600 14933 119467 13,533 43,693 10,827 34,955 2 76 2 297 1 838 1 531 1 313 1148 1021 919 780 664 569 491 427 374 329 291 259 3fxtSP5L 3 5 iS 3 ø 9 I 70100 L,22 4S1 IB0 43 8 3,063 2,297 1,838 1,531 1,313 1,148 1021 919 835 766 707 656 609 533 469 415 369 ? -" Parallam PSL La 1.494 PL 2 )9 5 49 88 78 3710 103 448 43 18S 1 429 1 074 827 650 521 423 349 291 245 208 179 154 134 117 103 91 81 r- 5*x114 PSL 525 x 1188 6234 12339 732.62 15,066 37,317 12,053 29,854 2 3S 1 74 1 615 1 270 1,017 827 681 568 479 407 349 301 262 229 202 179 159 i4lSL 52lx14* Z5O 17150 1ZXr 1776 5023 14210 40743 325 2&94 2243 i92 1663 1355 1117 931 784 667 572 494 430 376 331 293 260 - .......:...:... ......'....'.°... .°......'...........'... ..'.'...:....',...'.'............ ...''''.'.."'.. ...•,...,....,.En 54x16 PSL fa8 PSI. 15 5.25 x 16.0 Z ISGI 84.00 94 50 1283 5QZ 224.00 11,792.00 I 5012 120,300 838 65,540 116,240 81872 8 27 52,432 1 1,390 49 I240 11 17 4 33Q 339 3,100 673 349 2 047 161.7 995 1417 853 1,215 737 1,050 641 561 913 799 494 437 388 703 622 553 Parallam PSL 7x114 PSL 7d4P5L 7x16 PSL 7d8 PSL 70 xli 88 70'ç40 70 x 160 70 x ISO 8313 OQ 11200 .12400 16452 2B6 298.67 37800 976.83 160067 2,389.33 3 4O0O 20,089 2368 27,067 30450 49,756 &t904 87,387 109 162 B 6114._1,905 16,071 39 805 l894 4,324 21,653 69,909 24360 87 330 1,431 1,103 867 694 565 465 388 327 278 238 206 179 157 138 122 108 3 3 433 2,153 1,694 1,356 1,103 909 757 638 543 465 402 349 306 4346 3594 3018 ZI74 2217 1807 1,489 1,241 1,046 889 762 658 573 501 269 238 212 441 390 347 5 53 4 62 3 S4 3 309 2 58 2 456 2158 1,853 1,561 1,327 1,138 983 855 748 6 86 5774 4 882 4134 3 864 3105 2 729 2417 2 186 1,889 1,620 1,399 1,217 1,065 658 583 518 938 829 737 4' Glulam GLB (24F-1.8E or 24F-V4 with standard camber) 3c9*6L8 34x114 GLB xL4tJ 3'x16 GLB 31861,9 35t95 3.5 xli 88 3514O 35x160 3 S>cLBO 3325 4156 4900 5600 630 526 8226 0.": 14933 190O 50O7 48841 80033 119467 170100 7343 13161 9,178 20,565 10821 28S3 12,367 37,333 13913 46918 874 7,343 8457 9,893 11130 1l539 16,452 22847 29,867 3734 644 496 390 312 254 209 175 147 125 107 93 81 70 62 55 49 1,316 1,0S 14 762 610 496 409 341 287 244 209 181 157 138 1829 1512 1270 1082 933 813 670 559 471 400 343 296 258 226 121 107 95 198 176 156 2389 197 9 1414 1,31.9 1Q62 93-3 27 702 597 512 442 385 337 300 242 2085 17?'?' 132 133 1173 1039 927' 83 729 630 548 479 296 262 233 422 373 332 54" Glulam GLB (24F-1.8E or 24F-V4 with standard camber) 54x14 0L9 416 &L9 54x18 GLB 824GL3 55 x 140 53 160 55 x 180 85x240 7700 8500 9900 t30O 17967 23467 29700 82800 ,.7.-. 1,257.67 . 87733 '2,673.00 33400 17,004 1433 21 863 29150 43,715 S6339 70469 121726 28849 13,603 34,972 1554?' 4-071 17 490 56 375 23320 97381 1,198 959 780 642 536 451 384 329 284 247 216 190 168 150 _2 2 798 2312 1943 1 1. 427 f,343 1 053 878 739 629 539 466 405 354 312 276 245 .3 606 950 2,504 4,134 1. 84G 1-603 1408 124S 1104 938 805 695 604 529 466 412 366 4 8i0 727 3 132 2 66 2,301 2 004 1762 161 1.392 124 1,128 990 861 753 663 587 521 7790 6256 5005 4171 3575 3128 2781 2503 2275 2085 1925 .1767 1410 1473 I33 1246 115 54 Glu-lam Girders 6 seams (24P-1.8E or 24F-V4 with standard camber) G 64x18&La 64 41,8 675 165 675x180 675 x 3IC ifL38 12150 14178 30625 36450 49413 526 83 328050 8 20931 24595 26831 31 303 71 821 84,732 113 56 19676 21,465 28043 57456 67,786 90 882 4X.x ,59 799 3 192 870 4 2 43 I 796 1 90 1419 1 263 1,083 935 814 712 627 554 493 542344823766 3209 2767 2410 2115 1876 1674 1,502 1,356 1214 1056 924 814 720 640 7 2t$ 6007 8047 A. 3 708 3280 2839 2815 2243 013 1817 16-48 1502 1,374 1262 1143 1 01 [-Joists Single use as headers 6 beams 14" 131 210 I1' TJ72102O61185I 2.06 x 14.0 00 0.00 0.00 I-1 Elsi j1256 11,256 4744 5,613 .1005 1,005 3795 4,490 304 251 411 180 1.55 35 119 105 94 84 75 65 56 49 43 38 34 I 56 50 At roof loading conditions where shear or bending governs, use a 1.25 LbF adjustment to the above values. At roof loading conditions where deflection governs, use a 1.15 deflection adjustment factor to the above values. Shading in the span/ allowable uniform load table indicates that bending (Pb) governs. Shear governs to the left of the shading, and deflection governs to the right. fl Inn tin rine T uwening Ulf/ ¼JOfi Typical Framing Elements Roof Framing Trusses @ 24' a/c (bL: 18 psf, LL: 20 psf) - - Factory Manufacturers design by others 2x Convetional Rafters & Fill Framing w = (24/12) (18 psf + 20 psf) = 76 psf 2x4 ® 24" o/c spans to 4-8" 2x6 ® 24" o/c spans to 9-10" 2x8 ® 24" o/c spans to 13-0" 2x10 ® 24" o/c spans to 164" 2x12 @ 24" o/c spans to 18-11" Floor Framing I-Joist floor joists (TrusJoist or equal) (Allowable spans per the latest span tables from iLevel, see the latest catalog & ICC-ES ESR-1387 & E5R-1153) Alternates such as Boise Cascade BCI and Louisiana Pacific LPR joists are allowed per plans, see catalogs. w = (16/12) (12 + 40 psf) = 69 psf w = (19.2/12)(12 psf + 40 psf) 83 psf Opening Headers cS Misc. Beams Hi (w i 170 plf) Roof Floor 6x4 (Max. Span:) 7-5" 7-0" 6x6 11-8" 111 -1" 6x8 15-11" 15-1" 6x10 20-2" 19-2" 6x14 28'-8" 27-2" 5*x9+ PSL 21'-4" 20-3" H2 (w i 370 plf) Roof Floor 6x4 (Max. Span:) 5-6" 4-11" 6x6 8-7" 7-8" 6x8 11-9" 10-6" 6x10 15'-6" 14-2" 5+x9 PSL 16-6" 15-8" 5*xlif PSL 20-7" 19-7" H3 (w 570 plf) Roof Floor 6x4 (Max. Span:) 4-5" 4'-0" 6x6 6-11" 6x8 9'-6" 8-6" 6x10 12-9" 11-5" 6x12 15-5" 13-10" 6x14 18-0" 16-1" 5-41x9 PSL 14-3" 13-7" 5x11 PSL 17-10" 16-11" H4 (w 770 plf) Roof Floor 6x4 (Max. Span:) 3'-10" 3-5" 6x6 6'-0" 54" 6x8 8'-2" 7'-3" 6x10 10,41" 9'-10" 6x12 13-3" 11'40" 6x14 15-6" 13-10" 5*x9+ PSL 12-11" 12-3" 5T'xllz, PSL 16-2" 15-4" H5 (w i 970 plf) Roof Floor 6x4 (Max. Span:) 3-5" 34" 6x6 54" 4-9" 6x8 7-3" 6-6" 6x10 9'-9" 8'-9" 6x12 11-10" 10-7" 6x14 13-9" 12-4" 5*x9 PSL 11,-li" 11-4" 5x11f PSL 14'-11" 14-2" H6 (w i 1170 plf) Roof Floor 6x10 (Max. Span:) 8-11" 7-11" 6x12 10-9" 9-7" 5+x94 PSL 11-3" 10-8" 5*xll* PSL 14-0" 13-4" See uniform loads table on page 2 and 3 for additional spans or load conditions not specifically addressed here. flA Iflfl I4fl rine OT Dwelling u'tiuom' Stud Column Capacity 2016 CBC/CRC a 3.1" Stud Wall Nominal Size Sill/Top Plate Max. Load 6 Ft. 7 Ft. 8 Ft. Stud Height 9 Ft. 10 Ft. 12 Ft. 14 Ft. 16 Ft. 2x4 Standard 3,281 lbs 4,136 lbs 3,288 lbs N/A 2x4 Standard 6,563 lbs 8,272 lbs 6,577 lbs N/A 2x4 Standard 9,844 lbs 12,409 lbs 9,865 lbs N/A 2x4 Stud 3,281 lbs 3,401 lbs 2,890 lbs 2,413 lbs 2,010 lbs 1,683 lbs N/A 2x4 Stud 6,563 lbs 6,801 lbs 5,781 lbs 4,826 lbs 4,019 lbs 3,367 lbs N/A 2x4 Stud 9,844 lbs 10,202 lbs 8,671 lbs 7,239 lbs 6,029 lbs 5,050 lbs N/A 2x4 bF#2 3,281 lbs 4,666 lbs 3,721 lbs 2,983 lbs 2,424 lbs 1,999 lbs 1,419 lbs 1,055 lbs N/A 2x4 bF#2 6,563 lbs 9,331 lbs 7,441 lbs 5,965 lbs 4,847 lbs 3,999 lbs 2,838 lbs 2,110 lbs N/A 2x4 bF#2 9,844 lbs 13,997 lbs 11,162 lbs 8,948 lbs 7,271 lbs 5,998 lbs 4,257 lbs 3,165 lbs N/A (1) 4x4 Standard 7,656 lbs 9,651 lbs 7,673 lbs 6,1411 bs 4,985 lbs 4,110 lbs 2,914 lbs 2,166 lbs N/A (1) 4x4 bF#1 7,656 lbs 11,783 lbs 9,353 lbs 7,479 lbs 6,068 lbs 5,001 lbs 3,545 lbs 2,635 lbs N/A (1) 4x6 bF#1 12,031 lbs 18,252 lbs 14,565 lbs 11,681 lbs 9,494 lbs 7,833 lbs 5,560 lbs 4,134 lbs N/A (1) 4x8 bF#1 15,859 lbs 23,676 lbs 19,005 lbs 15,294 lbs 12,454 lbs 10,288 lbs 7,312 lbs 5,441 lbs N/A (1) 4x10 DF#1 20,234 lbs 29,670 lbs 23,972 lbs 19,363 lbs 15,804 lbs 13,073 lbs 9,306 lbs 6,931 lbs N/A (1) 4x12 bF#1 24,609 lbs 36,085 lbs 29,155 lbs 23,550 lbs 19,221 lbs 15,900 lbs 11,318 lbs 8,429 lbs N/A 521" Stud Wall Nominal Size Sill/Top Plate Max. Load 8 Ft. 9 Ft. 10 Ft. Stud Height 12 Ft. 18 Ft. 20 Ft. 22 Ft. 24 Ft. 2x6 bF#2 5,156 lbs 8,683 lbs 7,653 lbs 6,669 lbs 5,035 lbs 2,430 lbs 1,989 lbs 1,655 lbs N/A 2x6 bF#2 10,313 lbs 17,367 lbs 15,306 lbs 13,338 lbs 10,070 lbs 4,860 lbs 3,977 lbs 3,311 lbs N/A 2x6 bF#2 15,469 lbs 26,050 lbs 22,959 lbs 20,007 lbs 15,106 lbs 7,290 lbs 5,966 lbs 4,966 lbs N/A (1) 6x4 bF#1 12,031 lbs 22,097 lbs 19,379 lbs 16,821 lbs 12,641 lbs 6,074 lbs 4,968 lbs 4,134 lbs N/A (1) 6x6 bF#1 18,906 lbs 24,795 lbs 22,955 lbs 20,918 lbs 16,823 lbs 8,657 lbs 7,134 lbs 5,966 lbs N/A (1) 6x8 bF#1 25,781 lbs 33,812 lbs 31,303 lbs 28,525 lbs 22,941 lbs 11,804 lbs 9,728 lbs 8,136 lbs N/A (1) 6x10 bF#1 32,656 lbs 40,425 lbs 37,734 lbs 34,689 lbs 28,322 lbs 14,837 lbs 12,251 lbs 10,259 lbs N/A (1) 6x12 bF#1 39,531 lbs 1 48,936 lbs 45,678 lbs 41,992 lbs 34,285 lbs 17,960 lbs 14,830 lbs 12,419 lbs N/A LSL Studs Sill/Top Plate Stud Height Nominal Size Max. Load 8 Ft. 9 Ft. 10 Ft. 12 Ft. 18 Ft. 20 Ft. 22 Ft. 24 Ft. (1) 3fx3+ 1.3E LSL 7,656 lbs 7,444 lbs 6,108 lbs 5,069 lbs 3,622 lbs N/A N/A N/A N/A (1) 3+x4+ 1.3E LSL 9,570 lbs 9,304 lbs 7,635 lbs 6,336 lbs 4,527 lbs N/A N/A N/A N/A (1) 3x5 1.3E LSL 12,031 lbs 11,697 lbs 9,598 lbs 7,966 lbs 5,691 lbs 2,609 lbs 2,122 lbs 1,759 lbs N/A (1) 3+x71 1.3E LSL 15,859 lbs 15,419 lbs 12,652 lbs 10,500 lbs 7,502 lbs 3,439 lbs 2,798 lbs 2,319 lbs N/A (1) 3fx81 1.3E LSL 1 18,867 lbs 1 18,343 lbs 15,051 lbs 12,492 lbs 8,925 lbs 4,091 lbs 3,328 lbs 2,759 lbs N/A PSL Studs Sill/Top Plate Stud Height Nominal Size Max. Load 8 Ft. 9 Ft. 10 Ft. 12 Ft. 18 Ft. 20 Ft. 22 Ft. 24 Ft. (1) 34x3+ 1.8E PSL 7,656 lbs 10,730 lbs 8,702 lbs 7,169 lbs 5,081 lbs N/A N/A N/A N/A (1) 3fx5* 1.8E P51- 11,484 lbs 16,095 lbs 13,052 lbs 10,754 lbs 7,622 lbs 3,466 lbs 2,816 lbs 2,333 lbs N/A (1) 34x7 1.8E PSL 15,313 lbs 21,460 lbs 17,403 lbs 14,339 lbs 10,162 lbs 4,621 lbs 3,755 lbs 3,110 lbs N/A (1) 5*x5 1.8E PSL 17,227 lbs 44,269 lbs 38,114 lbs 32,639 lbs 24,142 lbs 11,432 lbs 9,336 lbs 7,760 lbs N/A (1) 5x7 1.8E PSL 22,969 lbs 59,026 lbs 50,818 lbs 43,519 lbs 32,189 lbs 15,243 lbs 12,448 lbs 10,347 lbs N/A (1) 7x7 1.8E PSL 1 30,625 lbs 1 100,192 lbs 92.677 lbs 84,376 lbs 67,757 lbs 34,806 lbs 28,678 lbs 23,982 lbs N/A A5CE 7-10 Section 12.14 Simplified Alternative Seismic Loads 55 1.137 Ie = 51 0.436 Design Category 5M5 (1.05)(1.14) 1.188 Site Class = 5M1 (1.56)(0.44) = 0.682 51)5 (2/3)(1.0)(1.14) 0.792 .C2 5b1 (2/3)(0.68) = 0.455 Cd 2016 CBC, Alternate Basic Load Combinotioi 1.00 2 Story Building b 1.1 b Fa 1.0 6.5 (Fa per ASCE Table 11.4.1) 2.5 4.00 Pine Ave (Pine 3) SEISMIC ANALYSIS, Wood Frame Dwelling / Duplex 04/08/19 besian LoadinQ. Allowable Stress besiqn Base Shear Eh = (F)(SbS)(W)/R = 0.134W (0.2)(Sb5)(b) 0.158W Emh = (2.5)(QE) = 0.335W Component Interconnection (ASCE section 12.14.7.1) 0.2(Sbs)W = 0.158W Distribution of Forces 1-Story Weight Roof 26.0 psf x 0.100 2.60 psf Eh/1.4 = 0.096W Ev/1.4 = 0.113W Ev/1.4 = 0.239W E/1.4 = 0.113W Used 0.100W 0.113W 2-Story Story Weight % Weight force (Fx) Roof 26.0 psf 39% 2.60 psf Floor 40.0 psf 61% 4.00 psf 66.0 psf 6.60 psf Vbase = 66.0 psf x 0.100 = 6.60 psf Vertical Elements Length Left Walls-Upr 4.7' Left Walls-Lwr 10.4' (not used) Right Walls-Upr 4.7' Right Walls-Lwr 10.4' (not used) Left Parapet 4.3' Right Parapet 4.3' From Roof Total Horiz. Forces (W) 0.6W: Pine Ave (Pine 3) WINb ANALYSIS, Transverse section 04/08/19 Wind Speed 110 V0 d (not used) = 85 2016 CRC, Alternate Basic Load Combinations Exposure B Kd 0.85 z9 1,200 a Enclosure Enclosed Kit : 1.0 & 0.85 Risk P-1 p2 Wind Pressures Element Z Kh & K, gh & g L±) thf) Windward Walls 20.5' 0.63 16.54 0.80 8.27 14.23 Floor Height 11.2 Windward Walls 11.2' 0.57 15.13 0.80 7.31 13.27 Eave Height 20.5' (not used) Roof Height (h) 20.5' Leeward Wall 20.5' 0.63 16.54 -0.50 -10.01 -4.05 Width (B) = 120.0' (a)Roof-0 to h/2 20.5' 0.63 16.54 -0.90 -15.63 -9.68 Length(L) 54.0' (a)Roof-h/2 to h 20.5' 0.63 16.54 -0.90 -15.63 -9.68 Roof Angle (0): 9,50 (a)Roof -h to 2h 20.5' 0.63 16.54 -0.50 -10.01 -4.05 qh 16.54 (a)Roof -beyond 2h 20.5' 0.63 16.54 -0.30 -7.20 -1.24 (b)Roof-all 20.5' 0.63 16.54 -0.18 -5.51 0.45 Windward overhang bottoms 20.5' 0.63 16.54 0.80 11.25 11.25 Note: Windward Parapet 24.8' 0.66 17.47 1.50 22.27 22.27 P1 has internal pressure Leeward Parapet 24.8' 0.66 17.47 -1.00 -14.85 -14.85 P2 has internal suction Interior Pressure 20.5' 0.63 16.54 ±0.18 (2.98) (-2.98) 7.0 Cat. II Wind Left to Right Roof Elements Length Pla(plf) P1b(plf) P2a(plf) P2b(plf) Left Overhang 1.0' -23.9 -13.8 -23.9 -13.8 Left Sloping 0.0' 0.0 0.0 0.0 0.0 Flat Section 26.0' -369.9 -143.2 -215.1 11.6 Right Sloping 26.4' -229.6 -145.2 -72.6 11.8 Right Overhang 1.0' 2.9 4.6 2.9 4.6 Roof Totals Horiz. Vert. Pla (Left to Rt) 37.3 -617.5 Pib (Left to Rt) 23.1 -295.8 P2a (Left to Rt) 11.5 -307.8 P2 (Left to Rt) -2.7 13.9 Pla (Rt to Left) -65.6 -617.5 Pib (Rt to Left) -26.2 -295.8 P2a (Rt to Left) -39.8 -307.8 P216 (Rt to Left) -0.4 13.9 Code Mm. Horizontal Forces (19.3')(16 psf)+(1')(8 psf) 317 plf 0.6W = 190 plf Wind Right to Left Pla(plf) P1b(plf) P2a(plf) P2b(plf) 2.8 4.5 2.8 4.5 0.0 0.0 0.0 0.0 -226.5 -143.2 -71.6 11.6 -375.0 -145.2 -218.0 11.8 -24.2 -14.0 -24.2 -14.0 Left to Right Right to Left P1 (plf) P2 (plf) P1 (plf) P2 (plf) 38.5 66.2 46.5 18.8 75.7 137.3 103.6 42.0 46.5 18.8 38.5 66.2 103.6 42.0 75.7 137.3 95.8 95.8 63.9 63.9 63.9 63.9 95.8 95.8 37.3 11.5 0.0 0.0 461 435 424 424 277 261 254 254 Wind Load Design Force: 0.6W: Left to Right: 277 plf Right to Left: 254 plf Seismic Force: E/1.4: (54.00) (6.60) : 356 plf Seismic Governs Maximum Roof Uplift: 0,6x618 plf / 52 ft = 7.1 psf (gross) 7.1 - (0.67)(18 psf bL): 0.0 psf (no net uplift) Force distribution: Upper level : 169 plf, Lower level = 108 plf 111111111111 CON/-, PBL. 7VPPL. 7 WHERE I - "'p5M0gMIN, 'E OCCL1P5 FLL15H DEAM, £29 H17. WHERE £2C6'1JP vine ,.)T uweiiing u'-tiuoii Typical Shear Panel 2016 CBC/CRC I_i rYP'!CA L ELEMEA175 OF FE/ lIVE MOMEN I A I 5HEA F FA NEL : lommmmmmmmmom 1111111111711 F = LOAP FFOM HEAPEF OF 5EAM Wr IJAIIFOFM L OA t? OF FOOF A.5OVE Ww UNIFORM LOA L7 OF WALL A50VE Wf IJA//FOFIv/ LOAP OF FLOOF A.5OIE W5 L/N/FOFM LOAL) OF WALL SELF WEI6HT LI LJPL lET FROM 0, 7E, W, Ell. 4, 09 WW WALL , gOOF f'Ag171-I0N W/E6/1r. (w) 9' 10' gOOF 77W59 9PA,V 72PLF 91/'LF 90PLF EX7-ERIOR 112/'LF 129 PLF 140 f'LF /,vrffglog WOOL' 72 PLF 91 PLF 90 PL F INrEg/Og GYP. 64 PL 72 PL DO PLF rrne OT uweiiirig rtiuoii Shearw&l Schedule 2016 CBC/CRC U Pine 05/30/15 Guards and Railings Interior Ballustrade Base 2016 CBC/CRC all Railing Design Forces Height of Railing (location of Horiz. Force) 42 inches Vertical (Newel) Post Spacing 60 inches Horizontal Force Along Railing 20 plf Concentrated Load at Top of Post 200 lbs. Design Bending Moment at Base of Post Assembly 8400 lb.-in. Connection-- Lag Screw in Pullout CBC Load Duration Factor CD (wood connectors) 1.60 Base Plate Size 4.00 inches. Moment Arm (x) of Lag Screws 3.4 inches. Lag Screw Pullout T = C Mix/CD 1527 lbs. total Quantity of Lag Screws at Tension / Compression side of Base Plate 3 Screws Pullout Force Per Screw 509.1 lbs Each Screw Steel Base Plate and (6) 1/4" Screws From NOS Table 11.2A for Specific Gravity of 0.50, Pullout is (ber inch of embedment Screw NA. Embedment of Screw (inches) 1, 21 2.5 3 3.51 1/4 225 450 56(-675 ) 788 900 5/16 266 426 665 798 931 1064 3/8 305 407 635 915 1068 1220 7/16 3421 3911 6111 8791 11971 1368 1/2 1 3781 3781 5911 8511 11581 1512 Connection-- Wall mounted Handrail 2001b any direction 3" embedment required CBC Load Duration Factor Cb (wood connectors) 1.60 Total qty of connectors 2 no. 8 Wood Screws Lag Screw Pullout Required Capacity T = 200/2/Cb 62.50 lbs. total Design pullout strength per inch for no. 8 wood screw NOS Table 11.2B 112.00 lb per inch Minimum Embedment 1.50 inch Capacity of Anchorage = embed x Table value (per inch) 168.00 > 62.50 Mm. (2) no. 8 wood screws into blocking ] --;- PATW CfOCf )W & CfLCW Cf (RIRCf)Cf UG& ROOF & ROOF DECK FRAMING PLAN rel rel Om NAM Eon L_J Li LJ.] FLOOR FRAMING PLAN ME! It. TO Pine Steet 04/08/19 ROOF FRAMING, Single Family Dwelling 10 Typical Roof Framing: Factory Trusses @ 24" 0/c 2016 CBC, Basic Load Combinations Typical Conventional Framing: 2x rafters ® 24" o/c, see caics pg. 4 RB-10 Span = 21.5' Over Bedroom 3 (roof) (wall) (floor) (misc.) wl = (6.5/2)(38) ---(4)(15) + (19.2/12)(80) + 20 332 plf III 11111111110 111111111 TR1 IR2 Ri (Critical Ri / 1.00 LtDF = 2,865 lbs) RI (max.) = 3,131 lbs R2 (Critical R2 / 1.00 LbF = 2,865 lbs) R2 (max.) = 3,131 lbs Moment = (Critical M / 1.00 LbF = 15,399#f t) Moment (max.) = 16,829#ft 34x16 PSL beflection (ALL = L/1,062) 700/I 0.59" = L/440 RB-11 Span = 16.0' Outside Bedroom 2 (roof) (wall) (floor) (misc.) wi (3/2+1)(38) -(1)(15) +20 130 plf Ill Il{111{tlllllllllllllll IRl IR2 Ri (Critical Ri / 1.25 LbF = 832 lbs) Ri (max.) = 1,040 lbs R2 (Critical R2 / 1.25 LDF = 832 lbs) R2 (max.) = 1,040 lbs Moment (Critical M / 1.25 LbF = 3,328#ft) Moment (max.) = 4,160#ft 6x10 Deflection (ALL = L/1,637) 120/I 0.30' = L/630 RB-12 Span = 8.0' Bedroom 2 Header (roof) (wall) (floor) (misc.) wi (13.7/2+3)(38) +10 = 384 plf llllllllllllll IRl 1R2 Ri (Critical RI / 1.25 LbF = 1,230 lbs) Ri (max.) = 1,537 lbs R2 = (Critical R2 / 1.25 LbF = 1,230 lbs) R2 (max.) = 1,537 lbs Moment (Critical M / 1.25 LbF = 2,459#ft) Moment (max.) = 3,074#ft 4x8 beflection = (ALL = L/940) 22/I = 0.20" = L/482 Pine Steet ROOF FRAMING, Single Family Dwelling (Continued) 04/08/19 RB-13 Span: 20.7 Stair heodout (roof) (wall) (floor) (misc.) wi (x16.5): (19.2/12)(80) +20 : 148 plf P w2 (x16.5): (8/2)(60) +20 : 260 plf IIIlIfIIIIlIIIIIIIITITlTfl P (x:16.5): (4.5/2)(4)(15) + (4.5/2)(16.7/2)(80) [from heodout] : 1,638 lbs TR1 x TR2 I K Ri: (Critical RI / 1.00 LbF: 2,976 lbs) RI (max.): 2,976 lbs R2: (Critical R2 / 1.00 LbF: 3,574 lbs) R2 (max.) : 3,574 lbs Moment: (Critical M / 1.00 LbF: 17,028#f t) Moment (max.) : 17,028#ft 5x11 PSL beflection: (LLL: L/432) 666/I: 0.91' : L/273 RB-14 Span: 17.0' Family Room header (roof) (wall) (floor) (misc.) (Live Load Reduction L:0.88) wi (x4.1): (4)(15) + (16.7/2)(80) + 100 : 828 plf w w2 (x4.1): (4)(15) + (20.7/2)(80) + 100 : 988 plf r-rr'lTmilllllllllllll P (x:4.1): 2975.63 [from R-13] : 2,976 lbs IRl x 1R2 J, R : (Critical RI / 1.00 LbF: 9,338 lbs) Ri (max.): 9,338 lbs R2: (Critical R2 / 1.00 LbF: 8,365 lbs) R2 (max.) : 8,365 lbs Moment: (Critical M / 1.00 LbF: 38,263#ft) Moment (max.) : 38,263#ft 5x21 &LB beflection: (LLL: L/1,303) 1,115/I: 0.26" : L/776 RB-15 Span: 10.5' Family Room (roof) (wall) (floor) (misc.) wi (24/12/2)(38) + (4)(15) + (16/12/2)(80) + 20 : 171 plf Il[1[l 11111111 llllllllllll IRl TR2 (Critical Ri / 1.00 LbF: 795 lbs) Ri (max.): 830 lbs (Critical R2 / 1.00 LbF: 795 lbs) R2 (max.) : 830 lbs Moment: (Critical M / 1.00 LbF: 2,086#f t) Moment (max.) : 2,178#ft 1x14 LVL beflection: (ALL: L/7,784) 23/I: 0.06" : L/2,241 RB-16 Span: 11.5' Family Room to Office Suite (roof) (wall) (floor) (misc.) wi (x3.8): (16.7/2)(38) +(2)(8) + (20.7/2)(80) + 20 : 1,181 plf Wi Wi w2 (x3.8,x7.5): (5.5/2)(38) + (2)(8) + (20.7/2)(80) + 20 : 969 plf 3 llllllllliiiiiiii w3 (x~7.5): 2x8 +20 : 36 plf lbs IRl TR2 J' X P (x:7.5): 829.68 [from FB-15J 830 Ri: (Critical RI / 1.00 LbF: 5,238 lbs) Ri (max.) : 5,238 lbs R2: (Critical R2 / 1.00 LbF: 2,934 lbs) R2 (max.) : 2,934 lbs Moment : (Critical M / 1.00 LbF = 13,631#ft) Moment (max.) : 13,631#ft 1 7 GLB beflection: (ALL: L/1,006) 175/I: 0.23 : L/605 Pine Steet ROOF FRAMING, Single Family Dwelling (Continued) 04/08/19 RB-17 Span = 11.7' beck Hip Beam (roof) (wall) (floor) (misc.) wi = (8.3/11.7)(12.3/2)(80) + 20 369 plf _______________ w2 (x?5.6) (8.3/117)(4/2)(80) + 20 134 plf Jl Tn (0 to 11.7) z (8.3/11.7)(2x83/2)(62) 365 plf IR1 IR2 RI (Critical Ri / 1.00 LbF = 3,083 lbs) Ri (max.) = 3,083 lbs R2 (Critical R2 / 1.00 LbF = 4,185 lbs) R2 (max.) = 4,185 lbs Moment (Critical M / 1.00 LbF = 10,768#f t) Moment (max.) = 10,768#ft 3x14 LSL beflection (ALL = L/940) 175/I 0.22' L/641 Pine Steet 04/08/19 FLOOR FRAMING, Single Family Dwelling 13 Typical Floor Framing: I-joists per manufactures span tables 2016 CBC, Basic Load Combinations See plans & calcs pg. 4 for alternates FB-10 Span: 14.3' Over 2nd Unit Living loom (roof) (wall) (floor) (misc.) wi : (9)(8) + (21.7/2)(62) + 20 : 765 plf Pi 1P2 W 11 1111111 1111 11111111111 P1 (x:2.2): (6/10.5)(6)(10)(8) [from wall above] : 329 lbs IRl IR2 L X P2 (x:11.4): (21.7/2)(10)(8) [from wall above] : 1,042 lbs Ri: (Critical Ri / 1.00 LbF: 5,863 lbs) Ri (max.) : 5,863 lbs R2: (Critical R2 / 1.00 LbF: 6,189 lbs) R2 (max.) = 6,189 lbs Moment: (Critical M / 1.00 LbF: 21,073#f t) Moment (max.) : 21,073#ft 5444 GLB Deflection: (ALL L/955) 435/I: 0.35 : L/496 FB-11 Span: 9.8 Outside 2nd Unit Entry (roof) (wall) (floor) (misc.) wi (x8.4): (10+4)(15) +(12.3/2.19.2/12X80) + 20 : 850 plf T w2 w2 (x?8.4) : (10+4)(15) +(16/12+20.5/2)(80) + 20 : 1,157 plf iirrn77?i1TIlllllilll Tn (0 to 8.4): (8.3/2)(80) : 332 plf IRl 1132 J1 x > (Critical Ri / 1.00 LbF: 4,793 lbs) Ri (max.) : 4,793 lbs R2: (Critical R2 / 1.00 LbF: 5,360 lbs) R2 (max.): 5,360 lbs Moment: (Critical M / 1.00 LbF : 12,519#f t) Moment (max.) : 12,519#ft j i LSL Deflection: (LLL: L/682) 144/I: 0.30 : L/399 Pine Steet FLOOR FRAMING, Single Family Dwelling (Continued) 04/08/19 FB-12 Span = 3.0 & 1.7 Left Cantilever supports FB-11 (roof) (wall) (floor) (misc.) wl (24/12/2)(38) +(4)(15) *(1O.3/2.19.2/12)(62) + 20 537 plf I wi Ill 11111 IllIllIllIll II V 1R1 R21 w(cant) (24/12/2)(38) + (4)(15) .(1O3/2.19.2/12)(62) + 20 537 plf J3 (y:1.67) 4793.27 [from FB-111 4,793 lbs Ri = (Critical Ri / 1.00 LbF = 9,339 lbs) Ri (max.) = 9,339 lbs R2 (Critical R2 / 1.00 LbF = -2,539 lbs) R2 (max.) = -353 lbs (Max Uplift = 2,539) Moment (Critical M / 1.00 LbF = -8,725#f t) Moment (max.) = -8,725#ft 41 X.i 8 PSL beflection (ALL L/10,640) -4/1: -0.01" L/6,379 Cantilever beflection: (ALL: 2L/2,649) 19/I: 0.03" : 2L/1,541 FJ-13 Span = 15.0' Floor Joists Below Master Clost (roof) (wall) (floor) (misc.) wi = (16/12)(62) 83 plf P (x:11.7) (16/12)(12/2)(38) + (16/12)(10x8+4x15) + (16/12)(19.2/12)(80) [perp wall) = 589 lbs RI (Critical Ri / 1.00 LbF = 730 lbs) Ri (max.) = 730 lbs R2 (Critical R2 / 1.00 LbF = 1,011 lbs) R2 (max.) = 1,011 lbs Moment: (Critical M / 1.00 LDF: 3,226#f t) Moment (max.) : 3,226#ft 14" TJI 230 beflection (ALL = L/1,295) 0/I 0.26' = L/690 @ 16" 0/c FB-14 Span = 15.0' Below Master Clost (roof) (wall) (floor) (misc.) wi (xi1.7) (16/12)(62) 83 plf w2 (x11.7) (10)(8)+(4)(15) + (10.2/2,16112)(80) + 20 675 plf P (x:11.7) = (16/12)(12/2)(38) + (16/12)(10x8+4x15) + (16/12)(19.2/12)(80) [perp wall] 589 lbs Ri: (Critical Ri / 1.00 LbF = 945 lbs) Ri (max.): 945 lbs R2 (Critical R2 / 1.00 LbF = 2,750 lbs) R2 (max.) = 2,750 lbs Moment = (Critical M / 1.00 LbF: 5,403#f t) Moment (max.) = 5,403#ft 1*x14 LSL beflection (ALL L/953) 139/I 0.35" = L/517 FB-15 Span 20.5' Over Great Room (roof) (wall) (floor) (misc.) (Live Load leduction R:0.94 L:0.98) wi (x16.2) (27.3/2)(38) +(lOX15)+(0.35X10X8) + (15.3/2)(62) + 20 1,191 plf w2 (xi16.2) (14.8/2)(38) +(10)(15) +20 = 451 plf w3 (x16.2): (26.4) +(226.6) +(321.12) +20 = 594 plf P1 (x:14.0): (0.6)(11.3)(10) [perpendicular wall] = 81 lbs P2 (x:16.2) 945.19 [From FB-14] = 945 lbs Ri: (Critical Ri / 1.00 LbF: 9,550 lbs) Ri (max.): 10,696 lbs R2: (Critical R2 / 1.00 LbF= 9,957 lbs) R2 (max.) = 10,790 lbs Moment: (Critical M / 1.00 LbF: 49,972#ft) Moment (max.) = 55,545#ft beflection: (LLL: L/1,096) 2,340/I: 0.55'' = L/446 FLOOR FRAMING, Single Family bwellirig (Continued) FB-16 Span = 18.3 15 supports FB-13 Pine Steet 04/08/19 wl (xi3): w2 (x3): P (x:3.0) RI: R2: Moment: beflection (roof) (wall) (floor) (misc.) (24/12)(38) +20 96 plf (5/2)(38) +(10)(15) + (19.2/12)(62) + 20 364 plf 10864.29 [from FB-13] 10,864 lbs (Critical Ri / 1.00 LbF = 10,197 lbs) RI (max.) = 11,467 lbs (Critical R2 / 1.00 LbF: 4,387 lbs) R2 (max.) = 4,791 lbs (Critical M / 1.00 LbF = 30,620#f t) Moment (max.) = 34,192#ft (LLL: L/1,025) 978/I 0.61' L/359 744 PSL FJ-17 Span = 17.0' Floor Joists Below M. Bed to Family wall (roof) (wall) (floor) (misc.) wl : (12/12)(62) 62 plf P (x:8.8) ((12/12)x24.3/2)(38) + (12/12)(10x8+4x15) + (12/12)(19.2/12)(80) [prp wall] = 645 lbs RI (Critical RI / 1.00 LDF = 762 lbs) Ri (max.) = 762 lbs (Critical R2 / 1.00 LbF = 779 lbs) R2 (max.) = 779 lbs Moment: (Critical M / 1.00 LbF: 4,303#ft) Moment (max.) = 4,614#ft 14" TJI 230 beflection (LLL: L/1,019) 0/I 0.42' L/488 @ 12" 0/c FB-18 Span: 17.0 Below Hall Wall (roof) (wall) (floor) (misc.) wl (x8.8): (24/12/2)(38) + (10)(8)+(4)(15) + (4.5/2+12/12)(80) = 438 plf w2 (x~8.8): (12/12)(62) +20 : 82 plf P (x:8.8) = ((12/12)x24.3/2)(38) (12/12)(10x84x15) + (12/12)(192/12)(80) [parp wall) = 645 lbs RI = (Critical Ri / 1.00 LbF: 3,123 lbs) RI (max.) : 3,123 lbs (Critical R2 / 1.00 LbF: 1,714 lbs) R2 (max.) = 1,714 lbs Moment: (Critical M / 1.00 LbF: 11,668#f t) Moment (max.) : 11,668#ft 31-44 PSL beflection: (LLL: L/1,324) 287/1: 0.36'' : L/568 FB-19 Span : 7.8' Above Great Room at beck (roof) (wall) (floor) (misc.) wl : (24.3/2)(38) +(10)(15) +(9/2x20).(16/12x22'60) +20 : 1,020 plf IRl IR2 Ri: (Critical Ri / 1.00 LbF: 3,030 lbs) RI (max.) : 3,488 lbs R2: (Critical R2 / 1.00 LbF: 3,030 lbs) R2 (max.) : 3,488 lbs Moment: (Critical M / 1.00 LbF: 5,909#f t) Moment (max.): 6,801#ft 3*44 LSL beflection: (tLL: L/3,576) 50/I: 0.06'' = L/1,509 Pine Steet FLOOR FRAMING, Single Family Dwelling (Continued) 04/08/19 FB-20 Span: 17.0' beck headout (roof) (wall) (floor) (misc.) (Live Load Reduction L:0.89) (19.2/12)(62) +20 : 119 plf (10+4)(15) + (20.7/2+12/12)(80) + 20 : 1,138 plf (8)(8) +(9/2)(80) +20 : 444 plf ((12/12/2)x24.3/2)(38) • (12/12/2)(10x8.4x15) (12/12/2)(19.2/12)(80) * 3487.71 (from FB-19 & wallF 3,810 lbs 10079.08 [from RB-14] : 10,079 lbs (Critical Ri / 1.00 LbF: 6,323 lbs) Ri (max.) : 6,323 lbs (Critical R2 / 1.00 LbF: 13,148 lbs) R2 (max.) : 13,148 lbs (Critical M / 1.00 LbF: 53,568#f t) Moment (max.) : 53,568#ft 7x14 PSL (ALL: L/488) 1,290/I: 0.81' : L/253 Span: 17.0' Edge of house/ deck w1(x8.8): w2 (xi8.8,xi12.8): w3 (x~12.8): P1 (x:8.8): P2 (x:12.8): Ri: R2: Moment: beflection: FB-21 (roof) (wall) (floor) - (misc.) wi (x8.8): (5/2)(38) +(10)(15) + (19.2/12)(62) + 20 : 364 plf w2 (x8.8): (3/2)(38) +(4)(15) +(8/2)(80) +20 : 457 plf P (x:8.8): 3487.71 [from FB-19] : 3,488 lbs Ri: (Critical Ri / 1.00 LbF: 4,356 lbs) Ri (max.) : 4,642 lbs R2: (Critical R2 / 1.00 LbF: 4,941 lbs) R2 (max.) : 4,994 lbs Moment: (Critical M / 1.00 LbF: 26,163#f t) Moment (max.) : 27,853#ft beflection: (LLL: L/1,872) 719/I: 0.27" = L/758 5x18 GLB FB-22 Span: 16.1 Over Kitchen (roof) (wall) (floor) (misc.) (Live Load Reduction L:0.87) wi (x12.5): (8)(8) +(4.5)(80) +20 : 444 plf w2 (x12.5): (10+4)(15) +(15)(80) +20 : 1,430 plf P (x:12.5): 9036.55 [from R-14] : 9,037 lbs Ri: (Critical Ri / 1.00 LbF: 5,527 lbs) Ri (max.) : 5,527 lbs R2: (Critical R2 / 1.00 LbF: 12,664 lbs) R2 (max.): 12,664 lbs Moment: (Critical M / 1.00 LbF: 37,056#f t) Moment (max.) = 37,056#ft 744 PSL beflection: (ALL :L/668) 786/I: 0.49" = L/393 FB-23 Span: 16.0' Over Kitchen (roof) (wall) (floor) (misc.) wi (3/2)(38) +(4)(15) +(8/2)(80) +20 : 457 plf Ri : (Critical Ri / 1.00 LbF: 3,416 lbs) Ri (max.) = 3,416 lbs R2: (Critical R2 / 1.00 LDF: 3,416 lbs) R2 (max.) = 3,416 lbs Moment: (Critical M / 1.00 LDF: 13,664#ft) Moment (max.) : 13,664#ft 5*x18 PSL beflection: (iLL: L/2,769) 315/I: 0.12" = L/1,556 Pine Steet 04/08/19 FLOOR FRAMING, Single Family Dwelling (Continued) 17 FB-24 Span = 22.0 Over Great Room (roof) (wall) (floor) (misc.) (Live Load Reduction R:1.00 L:0.70) wl (x2) (24/12)(38) +20 96 plf w2 (x~2,x10.1) (0.65)(10)(8) + (24/2)(62) +20 816 ph w3 (x~10.1,xi18.5) (117.21) +(595.76) +(692-31) +20 1,425 plf w4 (x18.5) (93.6) +(570.4) +(714.88) +20 1,399 plf P1 (x:2.0) = 9433.44 [from FB-16 & FB-21] 9,433 lbs P2 (x:10.1) 6737.21 [from FB-20] 6,737 lbs P3 (x:18.5) 5873.02 [from FB-14 & FB-18J : 51873 lbs Ri (Critical Ri / 1.00 LbF = 18,684 lbs) Ri (max.) = 18,778 lbs R2 (Critical R2 / 1.00 LbF = 18,521 lbs) R2 (max.) = 18,521 lbs Moment: (Critical M / 1.00 LbF = 100,993#f t) Moment (max.) : 100,993#ft 03 o 24 &LB 4X beflection (ALL L/1,309) 4,773/I 0.47 L/557 FB-25 Span = 22.0' Over Great Room to Kitchen (roof) (wall) (floor) (misc.) (Live Load Reduction L:0.61) wi (x2) (24/12)(38) +20 96 plf w2 (x2,x10.1) (16/12)(80) +20 127 plf w3 (x10.1,x18.5) (125.79) +(565.24) +(709.69) +20 1,421 plf w4 (x18.5) (31.8/2)(62) +20 1,006 plf P1 (x:2.0) = 8409.61 [from FB-21 & FB-23] : 8,357 lbs P2 (x:10.1) 20073.06 [from FB-20 & FB-22] 20,073 lbs P3 (x:18.5): 1714.23 [from FB-181 : 1,714 lbs Ri (Critical Ri / 1.00 LbF = 18,615 lbs) Ri (max.) 18,615 lbs R2 (Critical R2 / 1.00 LbF = 17,133 lbs) R2 (max.) 17,133 lbs Moment: (Critical M / 1.00 LbF: 129,058#f t) Moment (max.) : 129,058#ft o43 X 24 GLB beflection (ALL L/1,074) 5,549/I 0.55 L/480 F-26 Span: 16.3' & 1.5' Right Cantilever Over Kitchen (roof) (wall) (floor) (misc.) (Live Load Reduction L:0.88) wi (x7.7): (2)(38) + (4)(15) +20 : 156 plf w2 (x7.7): (2)(38) + (10+4)(15) (16.3/2+16/12)(62) +20 : 894 plf P1 (xz7.7): 13742.9 [from FB-22J : 13,743 lbs w(cant) : (2)(38) + (10+4)(15) +(2.5/2+16112)(62) +20 : 466 plf Ri: (Critical Ri / 1.00 LbF: 9,200 lbs) Ri (max.) : 9,200 lbs (Critical R2 / 1.00 LbF: 11,982 lbs) R2 (max.) 11,982 lbs Moment: (Critical M / 1.00 LbF = 67,400#f t) Moment (max.) : 67,400#ft a x beflection: (ALL: L/1,023) 1,52511 0.36" L/544 Cantilever beflection (ALL: 2L/667) -433/I: -0.10" 2L/353 Pine Steet FLOOR FRAMING, Single Family Dwelling (Continued) 04/08/19 F-27 Span = 12.5' Great Room headers (roof) (wail) (floor) (misc.) wl (3)(38) + (2)(15) +20 164 plf III 11111 11111 ii 11110 TR1 IR2 Ri (Critical Ri / 1.25 LbF: 820 lbs) RI (max.) = 1,025 lbs R2 (Critical R2 / 1.25 LbF = 820 lbs) R2 (max.) = 1,025 lbs Moment: (Critical M / 1.25 LbF: 2,562#f t) Moment (max.) : 3,203#ft 640 Deflection (ALL = L/2,861) 56/I 0.14 = L/1,047 FB-28 Span = 12.2 Grid 4 entry (roof) (wall) (rf deck/fir) (misc.) (Live Load Reduction L:0.95) wi (x8.5): (16/2)(38) .(10)(8) +(10)(82) +20 1,224 plf W11 I P w2 (x8.5) (80)(8) +(1)(62) +20 722 plf IFffftIillliilIlIIiLr1T .rll P (x:8.5) 5238.29 [RB-16 reaction] : 5,238 lbs IRl 1R2 Ri: (Critical RI / 1.00 LbF: 7,675 lbs) Ri (max.) = 7,675 lbs R2 (Critical R2 / 1.00 LbF = 8,863 lbs) R2 (max.) = 8,863 lbs Moment: (Critical M / 1.00 LbF: 28,469#f t) Moment (max.): 28,469#ft 5*x14 PSL Deflection (ALL L/904) 375/I 0.31" = L/469 FB-29 Span: 10.5' Above Entry Porch (roof) (wall) (floor) (misc.) wi (X2): 20 20 plf P w2 (x2) = (2)(38) +(10)(15) +(3)(62) +20 : 432 plf TrrlllIlIlllilIIllllIt P (x:2.0): (4x3)(38) + (90)(15) + (3.5)(62) [Adjacent LSL] : 983 lbs IRl IR2 lx K Ri: (Critical RI / 1.00 LbF: 2,063 lbs) Ri (max.) : 2,181 lbs R2: (Critical R2 / 1.00 LbF: 2,147 lbs) R2 (max.) : 2,215 lbs Moment: (Critical M / 1.00 LbF: 5,878#f t) Moment (max.) : 6,092#ft 1+44 LSL Deflection: (ALL: L/2,072) 81/I: 0.20'' : L/626 FB-30 Span: 17.2' Above Garage (roof) (wall) (deck/fir) (misc.) wl (xi0): (22/2)(38) +(10)(8) +(3)(82) +20 : 764 plf W1 I p w2 (x10) : (11)(38) +(10)(8) +(1.6)(62) +20 : 617 plf Ii1llIillllii'i P (x:10.0): (20)(15) + (18)(62) [Adjacent LSL and HU14 Hanger] : 1,416 lbs IRl IR2 LX K— ' (Critical Ri / 1.00 LbF: 5,050 lbs) P (max.) = 6,050 lbs R2: (Critical R2 / 1.00 LbF: 4,666 lbs) R2 (max.) : 5,758 lbs Moment: (Critical M / 1.00 LbF: 23,439#ft) Moment (max.): 27,565#ft 744 PSL Deflection: (LLL: L/1,062) 720/I: 0.45'' : L/459 Pine Steet 04/08/19 FLOOR FRAMING, Single Family Dwelling (Continued) 0 FB-31 Span = 20.8 Garage Flush Beam (roof) (wall) (floor) (misc.) (Live Load Reduction L0.97) wi (x5) (2)(82) +20 184 plf P w2 (x5) (3.5)(38) +(10)(15) + (18/2)(62) +20 861 plf l-T,--'lllllI III Ill III lIII P (x5.0) 5758.37 [Reaction FB-301 5,758 lbs TRI IR2 Ri (Critical Ri / 1.00 LbF = 8,983 lbs) Ri (max.) = 9,485 lbs R2 (Critical R2 / 1.00 LbF = 8,858 lbs) R2 (max.) = 8,858 lbs Moment (Critical M / 1.00 LbF = 50,333#ft) Moment (max.) = 51,589#ft 5*x18 PSL beflection (ALL = L/746) 2,021/I 0.79 L/315 FB-32 Span = 17.6' Above Bedroom 1 near grid 5 (roof) (wall) (floor) (misc.) wi (x4.5) (17/2)(38) -(10)(15) + (2)(62) +20 617 plf Wi I 2 w2 (x4.5) (2)(62) +20 144 plf D11Tfl1IIIIIIIIIIIII,II II P (x:4.5) = (4)(38) + (20)(I5) + (26)(62) [Adjacent LSL Rim] 11984 lbs IRl TR2 Ri (Critical RI / 1.00 LbF = 3,933 lbs) Ri (max.) = 4,109 lbs R2 (Critical R2 / 1.00 LbF: 1,949 lbs) R2 (max.) = 1,949 lbs Moment (Critical M / 1.00 LbF: 13,173#ft) Moment (max.) = 13,173#ft 3144 PSL Deflection (ALL = L/1,068) 343/I 0.43' = L/493 1284 Pine (Pine 3) 04/08/19 LATERAL DISTRIBUTION-SEISMIC, Wood Frame Duplex VM71 2-5tory Portion 1-Story Load Grid Roof Floor Roof From Total Line Area Area Area Above Force (2.60 psf) (4.00 psf) (2.60 psf) (Ibs) (Ibs) Base Shear 1 Total Base Shear Upper/Roof A 541 - 1,406 8 640 1,665 C 658 1,712 D 677 1,761 E 116 302 1 98 255 2 612 L 1,591 4 1,303 3,388 5A 335 871 58 278 723 Lower __[_ A -- 541 90 1,406 3,802 B -- 640 87 1,665 4,452 C -- 658 k 78 1,712 4,548 b -- 677 96 1,761 4,721 - E -- 116 88 302 996 1 -- 98 268 2,182 3,269 includes grid 2 (55%) 2 -- 403 116 1,591 31505 collected in diaphragm at grid 1 & 3 3 -- 538 38 1,577 3,826 includes grid 2 (45%) 4 -- 836 28__— 3,388 6,803 5A -- 335 - 48 871 2,336 58 -- 278 33 723 1,921 5HARWALL ANALY5I5-SEI5MIC (f Grid Shear Wall Net Wall Wall Wall Pier WALL O.T. Resisting Elements (plf) End (O.9-O.11)x Uplift Holdown Line Force Lengths Length Shear Height H/B H/B TYPE Moment Self T Roof Walls Floor Loads Resisting from Uplift Uplift Hordwore I (Ibs) (feet) (feet) (plf) (feet) Ratio Ratio - (#-FT) Wt. Above Above Above (Ibs) Moment Above (plf) (lbs) (Simpson or Eq.) Upper/Roof A 1,406 16 2 14.4 2 22.3 63 10 0.7 2.0 4 5,754 150 40 23 280 20,512 (1,025) none B 1,665 19.4 2.3 11.1 150 10 0.5 3.0 4 16,649 105 200 200 48,223 (1,628) none c-S C 1,712 15.8 7.7 23.5 73 10 1.3 4 5,609 105 50 200 4,828 40 101 C516 E 1,761 302 10.4 11.8 2,3 15 13.9 7.0 127 43 10 10 1.0 0.8 1.6 2.5 4 4 8,110 3,021 180 50 150 50 280 280 12,081 13,558 (382) (893) C516 none Z 1 255 12 2,3 53 48 10 0.8 3.0 4 2,548 150 50 28013,977 (952) none 2 1,591 3.8 3 3.8 5.8 275 10 2.6 5 7,956 150 200 280 (2)C51628 -< 4 3,388 21.5 21.5 158 10 0.5 4 33,878 105 240 200 66,138 (1,500) none 0 5A 871 14.7 59 10 0.5 2.0 4 8,710 15040 34,239 (1,193) none SB 723 18 2.3 8.4 86 10 0.6 2.9 4 7,228 150 160 39,523 (1,794) none --1.4 In A 3,802 1 9.5 8 8 25.5 149 10 1.3 4 11,929 150 40 150 40 340 11,711 10 Sill Anchorage B 4,452 1 20 20.0 223 10 0.5 4 44,524 120 40 30 160 280 59,497 (749) HTT4_________ C 4,548 7.4 6 13.4 339 10 1.7 5 20,365 120 160 200 4,911 2,576 HTT4 4,721 19.9 2 16 26.4 179 10 0.6 2.0 4 28,573 120 360 200 50,872 (1,394) none E 996 2.5 3 2.5 3.3 299 7.5 3.0 __ 6 3,733 150 40 280 1.,018 1,086 STHb10 0 1 3269 3.8 35 5 3.8 3 5.8 207 10 2.6 4 10,361 150 50 280 3,069 1,458 5THb10 2 3,505 note (4) -TI 3 3,826 16 16.0 239 10 0.6 4 38,260 120 40120 80 200 38,783 (33) none 4 6,803 16 12 28.0 243 10 0.8 4 29,157 120 40 280 11,711 1,454 HTT4®12 only 5A 2,336 8 10 18.0 130 10 1.3 4 10,381 150 80 150 100 280 13,551 (434) Sill Anchorage C 58 1,921 1 4 3 4 3 6.4 30 _ 0 10 2.5 5 9,603 120 160 120 40 280 3,652 1,488 STHb10 __--------___ -,---- ___----- _____--------.. ---.---- ______ x Footnotes: (1) Net Length reduced-Force Transfer Around Opening(s) (2) Net Length reduced-Perforated Shearwall (3) Net Length reduced-H/B between 2:1 and 3:1 Comments: (4) Lower Level Grid 2 force collected in floor diaphragm. Force is distributed to grids 1 and 3 It vine (vine i) U4/U/I9 LATERAL bISTRIUTION- WINb, Wood Frame Duplex 22 WIND DISTRIBUTION Grid Line First Section Lineal Tributary Force Width (plf) (ft) Second Section Load Lineal Tributary From Force Width Above (pif) (ft) (Ibs) Wind Total Force (Ibs) Siesmic Force (pg. 20) (Ibs) Maximum Lateral Force (Ibs) Upper/Poof A 169 8.9 1,504 1,406 1,504 B 169 12.4 2,096 1,665 2,096 C b 169 169 19.0 17.0 2,873 3,211 -- 1,712 1,761 2,873 3,211 E169 6.0 -1,014 302 1,014 1 169 4.0 676 255676 2 169 14.0 2,366 1,5912,366 4169 20.0 3,380 3,3883,388 5A 169 11.0 1,859 8711,859 SB 169 9.0 1,521 723 1,521 Lower A 107 8.9 - 1,504 2,456 1 3,802 3,802 B 107 12.4 2,096 -3,422 1 4,4524,452 C b 107 107 17.0 19.0 2,873 3,211 4,692 --5,244 4,548 4,7215,244 4,692 E 107 6.0 1,014 1,656 9961,656 1 107 5.5 1,978 2,567 3,2693,269 2 107 11.5 2,366 3,597 3,505 3,597 3 107 10.0 1,618 2,688 3,826 -3,826 4 107 48.0 3,380 1 8,516 6,803 8,516 5A 107 11.0 1,859 3,036 2,3363,036 5B 9.0 1,521 1,521 1,9211,921 includes grid 2 (55%) collected in grid 1 & 3 rncludes'grid 2 (45%) I-1t:AI<WALL ANALYbi-WIND 0.67 x Resist Elements (.fl Grid Shear Wall Net Wall Wall Wall Pier WALL O.T. Self Roof Walls Floor End 0.67 x Uplift Holdown I Line Force Lengths Length Shear Height H/B H/B TYPE Moment Wt, Above Above Above Loads Resisting from Uplift Uplift Hardware (lbs) (feet) (feet) (plf) (feet) Ratio Ratio - (#-FT) (plf) (plf) (pif) (plf) (Ibs) Moment Above (plf) (lbs) (Simpson or Eq.) Upper/Roof ZE A 1,504 16 2 2 14.4 22.3 67 10 0.7 2.0 4 8,884 101 27 15 188 21,226 (771) none B 2,096 19.4 11.1 189 10 0.5 3.0 4 20,956 70 134 134 41,054 (1,036) none C 2,873 15.8 7.7 ---23,5 122 10 1.3 4 9,414 70 34 134 4,110 268 689 C516 D3,211 10.4 11.5 13.9 231 10 1.0 1.6 4 17,326 121 34 188 12,347 433 C516 E 1,014 11.8 1 7.0 144 10 0.8 2.5 4 10,140 101 34 188 11,543 (119) none Z 1 676 12 2 5.3 128 10 0.8 3.0 4 6,760 101 34 188 11,899 (428) none 2 2,366 3.8 3.8 5.8 410 10 2.6 5 11,830 101 134 188 2,406 2,480 (2)C51628 4 3,380 21.5 21.5 157 10 0.5 4 33,800 70 161 134 56,306 (1,047) none SA 1,859 21.4 2 14.7 127 10 0.5 2.0 418,590 101 27 29,149 (493) none 58 1,521 18 2 8.4 181 10 0.6 2.9 4 15,210 101 107 33,647 (1,024) none Lower z A 2,456 9.5 8 8 25.5 96 10 1.3 4 7,706 101 27 101 27 228 9,970 (106) Sill Anchorage B 3,422 20 20.0 171 10 0.5 4 34,224 80 27 20 107 188 50,652 (821)HTT4 C 4,692 7.4 6 13.4 350 10 1.7 5 21,009 80 107 134 4,181 2,605 HTT4 D 5,244 19.9 1 16 26.4 198 10 0.6 2.0 4 31,741 80 241 134 43,309 (723) none E 1,656 2,5 2.5 3.3 497 7.5 3.0 6 6,210 101 27 188 567 2,137 STHb1O 12,567 3.8 5 5 3.8 15.8 163 10 2.6 4 8,134 101 34 188 2,613 1,104 5THb10 2 3,597 note(4) 3 2,688 16 ____________ 16.0 168100.6 4 26,884 80278054134 33,018 (383)none 4 8,516 16 12 28.0 304 10 0.8 4 36,497 80 27 188 9,970 2,211 HTT4@12' only 5A 3,036 8 10 16.0 169 10 1.3 4 13,493 101 54 101 67 188 11,792 213 Sill Anchorage 581521 4 4 6.4 238 102.5 5 7,605 80107 6027 188 3,109 11245THb10 _ ............. -------------- ,,.................. Footnotes: (1) Net Length reduced-Force Transfer Around Opening(s) (2) Net Length reduced-Perforated Shearwall (3) Roof bL is reduced by 0 psf wind uplift Comments: (4) Lower Level Grid 2 force collected in floor diaphragm. Force is distributed to grids I and 3 I'.) CA) to the Structural Design requirements- r sShown. No exceptions taken ark Swanson, PE C44594 4 13 MArch 2014 Architectural Railing Division C.R.Laurence Co., Inc. 2503 E Vernon Ave. Los Angeles, CA 90058 SUBJ: GRS - GLASS RAIL SYSTEM - WET GLAZED OR TAPER-LOC® SYSTEM DRY-GLAZED BASE SHOES JUN 21 2019 CITY OF CA1LS9AD BUILD;NG DIv;sIo1\ The GRS Glass Rail System utilizes an aluminum extruded base shoe to anchor and support structural glass balustrades which support a variety of top rails and grab rails to construct guards and dividers. The glass may be installed in the base shoe using either wet glazing cement or the Taper-Loc® System Dry-Glaze as detailed in this report. The system is intended for interior and exterior weather exposed applications and is suitable for use in most natural environments. The GRS may be used for residential, commercial and industrial applications except for vehicle impacts. The GRS is designed for the following: On Cap / Top! Grab Rail: Concentrated load = 200 lbs any direction, any location Uniform load = 50 pif, any direction perpendicular to rail On In-fill Panels: Concentrated load = 50# on one sf. Distributed load =25 psf on area of in-fill, including spaces Wind load = As stated for the application and components (ASD level) The GRS system will meet all applicable requirements of the 2012 and 2009 International Building Code and state codes adopted from them, 2010 and 2013 California Building Code, Florida Building Code, and 2012 and 2009 International Residential Code. The GRS System complies with ASTM E 2358-04 Standard Specification for the Performance of Glass in Permanent Glass Railing Systems, Guards, and Balustrades. Aluminum components are designed in accordance with the 2005 Aluminum Design Manual. Stainless steel components are designed in accordance with SEI/ASCE 8-02 Specification for the Design of Cold-Formed Stainless Steel Structural Members. Wood components are designed in accordance with the National Design Specification for Wood Construction. Glass lights are designed in accordance with AAMA CW 12-84 Structural Properties of Glass. When constructed as recommended the guards will meet the testing requirements of ICC AC 439 Acceptance Criteria for Glass Railing and Balustrade System, ASTM E-2353-06 Standard Test Methods for Performance of Glass in Permanent Glass Railing Systems, Guards and Balustrades. This report is in support of the the approval of the system in ESR-3269. EDWARD C. ROBISON, PE, SE 10012 Crevistori Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com C.R. Laurence Glass Rail System (GRS) and Taper-Loc® 03/13/2014 Page 2 of 54 This report demonstrates the structural adequacy of the various base shoe options, mounting options and three monolithic tempered glass options. For a complete code compliant installation an appropriate cap /top rail or grab rail shall be installed, refer to the Glass Rail System Cap Rails and Grab Rails report for design information on the cap rails and grab rails. In accordance with IBC 1607.8.1 guard live loads are not to be combined with other transient loads such as wind loads. Wind loads, seismic loads and live loads may be considered separately and independently. Dead loads are to be considered when acting cumulatively with a transient load condition. For installations covered in this report dead load effects are negligible and are typically ignored. CONTENTS: Item Page Signature Page 3 Typical Installations 4 - 9 Taper-Loc® System Typ Install 10 Load Cases 11 Wind Loading 12 Glass Strength 13 -17 Taper-Loc® Dry Glaze System 18 -21 Base shoe BSS 22 -27 Base shoe BSL 28 -33 Base shoe 135T 34 Base Shoe 135A SurfaceMate 35 -36 Base Shoe B5G Green Base Shoe 37 Base ShoeB6S 38-40 Base shoe B7S 41-44 Drain Blocks 45 -48 Weld Blocks 48 Concrete Anchor adjustments 48 Surface Mounting to Wood 49 Aluminum Angle bracket for mounting to wood. 50 -51 Steel Angle bracket for mounting to wood. 52 Surface mounting to wood -interior only 53 Installation on Stairs 54 EDWARD C. ROBISON, PE, SE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com C.R. Laurence Glass Rail System (GRS) and Taper-Loc® 03/13/2014 Page 3 of 54 Signature Pageigned 03/13/2013 42123 EDWARD C. C. LICENSED PROFESSIONAL ENGINEER No_i 1 576-S (NEE EDWARD C. %p 9ff ROBISON !C, EXp:12/31/2015 EXP 04/30/2016 1 EXP 03731/2016 )Y ' LLJ No. C65883 CIV III EXP 09/30/2015 EDWARD C. ROBISON 068. CE IN k0i FIRM #F- 12044 EXP 12/31/2014 EXP 12/31/2015 jkA OF EDWARD ROB ISON STRUCTURAL No. 49757 06/ 0/2014 EXP 02/28/2015 PR GINE OREGON C. ' EXP 12/31/2014 Texas Firm # 12044 Edward C. Robison, P.E. DBA: E & L Civil Engineering 10012 Creviston DR NW Gig Harbor, WA 98329 EXP 03/31/2015 . EDWARD C.-, ROBISON EXP 11/30/2014 EDWARD C. ROBISON, PE, SE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com - C.R. Laurence Glass Rail System (GRS) and Taper-Loc® 03/13/2014 Page 4 of 54 Typical Installations: Glass TaperLoc® System or wet-glazed into base shoe. An appropriate top rail or grab rail shall be used. Residential, Commercial and Industrial Applications: ALL WIND LOADS IN THIS REPORT ARE BASED ON ASD WIND PRESSURES. SURFACE MOUNTED: Surface mounted to steel with ½" cap screws @ 12" o.c.: A 1/2" cap screw to steel 36" Height 42" Height Base Shoe Allowable wind load* 135A,135G,135S,135T 75.3 psf 55.3 psf BSL 67.7 psf 49.8 psf B6S 78.9 psf 58.0 psf B7S 82.8 psf 60.9 psf Surface mounted to steel with ½" can screws @ 6" o.c.: A 1/2" cap screw to steel 36" Height 42" Height Base Shoe Allowable wind load* BSA, BSG, BSS, B5T 150.0 psf 110.2 psf 135L 134.5 psf 98.8 psf 136S 157.2 psf 115.5 psf 137S 165.1 psf 121.3 psf *Allowable wind load may be limited by glass strength. For anchorage to concrete Surface Mounted: 3 3/8" diameter x 4" Hilti HUS-EZ (KH-EZ) in accordance with ESR-3027 or Hilti HSL-3 M8 x 3-3/4" anchor in accordance with ESR-1545. f'c = 3,000 psiB embed depth = 2.5" effective depth Concrete anchors 3.75" edge distance ABC Anchor spacing to concrete 12" O.C. Total Guard Height AFF 36" 42" Base Shoe Allowable wind load Allowable wind load B5G,B5S,B5T 42.7 psf 31.4 psf BSA 41.2 psf 30.3 psf B5L 39.0 psf 28.6 psf 136S 45.6 psf 33.5 psf 137S 47.9 psf 35.2 psf Anchor spacing to concrete 6" O.C.ABC Total Guard Height AFF 36" 42" B5G,B5S,B5T 68.6 psf 50.4 psf BSA 66.9 psf 49.2 psf BSL 61.5 psf 45.2 psf 136S 73.2 psf 53.8 psf 137S 75.7 psf 55.6 psf EDWARD C. ROBISON, PE, SE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 e1robison@narrows.com C.R. Laurence Glass Rail System (GRS) and Taper-Loc® 03/13/2014 Page 5 of 54 Surface Mounted Base Shoes: Concrete anchors at 235" edge distance ABC Anchor spacing to concrete 12" O.C. Total Guard Height AFF 36" 42" Base Shoe Allowable wind load Allowable wind load B5G,B5S,B5T 35.5 psf 26.1 psf B5A 34.0 psf 25.0 psfa B5L (3.047" min edge dist) 35.4 psf 26.0 psfa B6S 37.2 psf 27.3 psf B7S 39.1 psf 28.7 psf aDoesn't meet 50 plf live load on top rail Concrete anchors 1.75" edge distance ABC Anchor spacing to concrete 6" O.C. Total Guard Height AFF 36" 42" BSG,BSS,BST 50.8 psf 37.3 psf BSA 49.9 psf 36.6 psf B5L 45.6 psf 33.5 psf B6S 53.3 psf 53.3 psf B7S 56.0 psf 41.1 psf B75 2.35" edge distance 61.9 psf 45.5 psf A Linear interpolation between guard heights, anchor spacing and edge distances is permitted. BAdjustment for concrete strength other than Vc = 3,000 psi W'= W/X J3,000 CAdjustment for sand light-weight concrete: W'=0.6*W SURFACE MOUNTED WITH DRAIN BLOCKS ON CONCRETE Concrete anchors 3.75" edge distance ABC Anchor spacing to concrete 12" O.C. Total Guard Height AFF 36" 42" Base Shoe Allowable wind load Allowable wind load B5G,B55,B5T 41.2 psf 30.2 psf B5A 41.2 psf 30.2 psf B5L 37.0 psf 27.2 psf B6S 44.0 psf 32.3 psf B7S 50.5 psf 37.1 psf ALL WIND LOADS IN THIS REPORT ARE BASED ON ASD WIND PRESSURES. EDWARD C. ROBISON, PE, SE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com C.R. Laurence Glass Rail System (GRS) and Taper-Loc® 03/13/2014 Page 6 of 54 SURFACE MOUNTED WITH DRAIN BLOCKS ON CONCRETE Anchor spacing to concrete 6" O.C. ABC Total Guard Height AFF 36" 42" B5G, B5S, B5T 66.9 psf 49.2 psf B5A 66.9 psf 49.2 psf B5L 60.2 psf 44.2 psf B6S 71.2 psf 52.3 psf B7S 74.6 psf 54.8 psf Concrete anchors 2.35" edge distance ABC Anchor spacing to concrete 12" O.C. Total Guard Height AFF 36" 42" Base Shoe Allowable wind load Allowable wind load B5G,B5S,B5T 34.0 psf 25.0 psfa BSA 34.0 psf 25.0 psfa BSL (3.047" min edge dist) 30.6 psf 26.9 psfa B6S 36.2 psf 26.6 psf B7S 41.6 psf 30.5 psf aDoesn't meet 50 plf live load on top rail add extra anchor per 10' length Concrete anchors 2.35" edge distance ABC Anchor spacing to concrete 6" O.C. Total Guard Height 42" above finish floor. B5G, BSS, B5T 55.0 psf 40.4 psf BSA 55.0 psf 40.4 psf BSL 49.5 psf 3.6.4 psf B6S 58.4 psf 42.9 psf B7S 61.2 psf 45.0 psf A Linear interpolation between guard heights, anchor spacing and edge distances is permitted. BAdjustment for concrete strength other than Vc = 3,000 psi w'= w/x J3,000 CAdjustment for sand light-weight concrete: W'=0.6*W ALL WIND LOADS IN THIS REPORT ARE BASED ON ASD WIND PRESSURES. EDWARD C. ROBISON, PE, SE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com C.R. Laurence Glass Rail System (GRS) and Taper-Loc® 03/13/2014 Page 7 of 54 FASCIA (SIDE) MOUNTED BASE SHOE Fascia mounted to steel with ½" can screws @ 12" o.c.: 1/2" cap screw to steel 36" Height 42" Height Base Shoe Allowable wind load* B5A,B5G,B5S 68.7 psf 51.2 psf B5L 47.5 psf 35.3 psf B6S 68.7 psf 51.2 psf B7S 68.7 psf 51.2 psf Fascia mounted to steel with ½" can screws @ 6" o.c.: 1/2" cap screw to steel 36" Height 42" Height Base Shoe Allowable wind load* B5A, B5G, B5S 138.2 psf 103.0 psf BSL 95.6 psf 71.2 psf B6S 138.2 psf 103.0 psf B7S 138.2 psf 103.0 psf *Allowable wind load may be limited by glass strength. Height is from top of base shoe to top of rail. For anchorage to concrete: 3/8" diameter x 4" Hilti HUS-EZ (KH-EZ) in accordance with ESR-3027 or Hilti HSL-3 M8 x 3-3/4" anchor in accordance with ESR-1545. f'c = 3,000 psi embed depth = 2.5" effective depth Fascia Mounted Concrete anchors edge distance ½ base shoe hek!ht Anchor spacing to concrete 12" O.C. Total Guard Height AFF 36" 42" Base Shoe Allowable wind load Allowable wind load B5A, B5G, B5S 49.7 psf 37.0 psf B5L 42.0 psf 31.2 psf B6S 49.7 psf 37.0 psf B75 49.7 psf 37.0 psf Anchor spacing to concrete 6" O.C. Total Guard Height 42" above finish floor. BSA, BSG, B5S 77.1 psf 57.5 psf B5L 51.0 psf 37.9 B6S 77.1 psf 57.5 psf B7S 77.1 psf 57.5 psf Height is from top of base shoe to top of rail. ALL WIND LOADS IN THIS REPORT ARE BASED ON ASD WIND PRESSURES. EDWARD C. ROBISON, PE, SE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com C.R. Laurence Glass Rail System (GRS) and Taper-Loc® 03/13/2014 Page of 54 Fascia Mounted To wood with ½" la2 screws with 2.37" minimum embedment to wood G 2: 0.49 Anchor spacing 12" O.C. Interior or Dry locations mc 19% Total Guard Height AFF 36" 42" Base Shoe Allowable wind load Allowable wind load BSA, B5G, B5S 48.7 psf 36.3 psf B5L 41.4 psf 30.8 B6S 48.7 psf 36.3 psf B7S 48.7 psf 36.3 psf Anchor spacing 6" O.C. Total Guard Height AFF 36" 42" BSA, B5G, B5S 92.6 psf 69.0 psf BSL 77.8 psf 57.9 psf B6S 92.6 psf 69.0 psf B7S 92.6 psf 69.0 psf Anchor spacing 12" O.C. Exterior or wet locations where mc 19% Total Guard Height AFF 36" 42" Base Shoe Allowable wind load Allowable wind load BSA, BSG, BSS 34.5 psf 25.7 psf B5L 29.4 psf 21.9 B6S 34.5 psf 25.7 psf B7S 34.5 psf 25.7 psf Anchor spacing to 6" O.C. Total Guard Height AFF 36" 42" B5A,B5G,B5S 66.9 psf 49.9 psf B5L 56.8 psf 42.2 psf B6S 66.9 psf 49.9 psf B7S 66.9 psf 49.9 psf Height is from top of base shoe to top of rail. ALL WIND LOADS IN THIS REPORT ARE BASED ON ASD WIND PRESSURES. EDWARD C. ROBISON, PE, SE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com - C.R. Laurence Glass Rail System (GRS) and Taper-Loc® 03/13/2014 Page 9 of 54 Surface mounted to wood Refer to Surface Mounting Base Shoes to Wood Decks section of this report. Embedded base shoe: All base shoes: Glass strength controls for all cases when base shoes are properly embedded into concrete. OTHER GLASS HEIGHTS: The allowable wind loads may be adjusted for other light heights by: W'= W42 Hg2 Where Hg = total guard height measured from bottom of base shoe to top of cap rail in inches. ALLOWABLE LOADS ON GLASS Glass thickness Allowable wind load 36" Guard Height 42" Guard Height 1/2" 71.1 psf 52.2 psf 5/8" 114.4 psf 84.1 psf 3/4" 167.1 psf 122.8 psf MINIMUM RECOMMENDED GLASS LIGHT WIDTH Glass thickness 36" Guard Height 42" Guard Height 1/2" 24-611 2'- 10 5" 5/8" 11-711 11- 10" 3/4" 11-013 V-311 Glass thickness shall be selected as required to achieve the required wind load. For guard installations using monolithic tempered glass a cap/top rail or grab rail shall be installed supported by a minimum of 3 glass lights or otherwise supported so as to remain in place in the event of any single glass light failure. Linear interpolation of all tables is permitted. ALL WIND LOADS IN THIS REPORT ARE BASED ON ASD WIND PRESSURES. If using wind loads calculated per ASCE/SEI 7-10 the strength level wind loads must be adjusted by multiplying by 0.6 per ASCE/SEI 7-10 section 2.4 load combinations and IBC 1605.3.1. EDWARD C. ROBISON, PE, SE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com C.R. Laurence Glass Rail System (GRS) and Taper-Loc® 03/13/2014 Page 10 of 54 Taper-Loc® System Typical Installation A .I.T.T.I.F.T.T.T1I For 1/2" Fully Tempered Glass maximum glass light height = 42": Edge Distance: 2" ~ A :!~ 8 5/8"; 51mm :!~ A :!~ 219mm Center to center spacing: 7" :!~ B :!~ 14": 178mm :!~ B :!~ 356mm Panel Width/Required quantity of Taper-Loc® Plates: 6" to 14" (152 to 356mm) 1 TL Plate 14" to 28" (356 to 711 mm) 2 TL Plates 28" to 42" (711 to 1,067 mm) 3 TL Plates 42" to 56" (1,067 to 1,422 mm) 4 TL Plates 56" to 70" (1,422 to 1,778 mm) 5 TL Plates 70" to 84" (1,778 to 2,134 mm) 6 TL Plates 84" to 96" (2,134 to 2,438 mm) 7 TL Plates Minimum Glass Light Width = 6" when top rail/guardrail is continuous, welded corners or attached to additional supports at rail ends. NOTES: For glass light heights over 42" Amax and Bmax shall be reduced proportionally. Amax = 8 5/8*(42/h) = 14*(42/h) For glass light heights under 42" Amax and Bmax shall not be increased. Amin and Brnin are for ease of installation and can be further reduced as long as proper installation is achieved. For glass thicknesses greater than 1/2" Amax and Bmax may be increased as follows: 5/8" Glass Edge Distance: 2" :!~ A :!~ 13.5" Center to center spacing: 7" :!~ B 21" 3/4" Glass Edge Distance: 2" :!~ A !!~ 19" Center to center spacing: 7" :!~; B 31" EDWARD C. ROBISON, PE, SE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com Three options for glass thickness: 1/2" glass, weight = 6.46 psf 5/8" glass, weight = 8.04 psf 3/4" glass, weight = 9.35 psf C.R. Laurence Glass Rail System (GRS) and Taper-Loc® 03/13/2014 LOAD CASES: Dead load = 6.5 psf for glass 1.8 pif top rail 8.6 pif for base shoe Page 11 of 54 Loading: Horizontal load to base shoe 25 psf*H or W*H Balustrade moments Mi 25 psf*H2/2 or = w psf* H2/2 For top rail loads: M = 200#*H Mu = 50plf*H IS NON1f 50 / WIND LOAD = w psf on face area LL =25 P S F entire area including spaces / / EDWARD C. ROBISON, PE, SE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com - C.R. Laurence Glass Rail System (GRS) and Taper-Loc® 03/13/2014 Page 12 of 54 WIND LOADING For wind load surface area is full area of guard: Calculated in accordance with ASCE/SET 7-05 Section 6.5.14 Design Wind Loads on Solid Freestanding Walls and Solid Signs (or ASCE/SEI 7-10 Chapter 29.4). This section is applicable for free standing building guardrails, wind walls and balcony railings that return to building walls. Section 6.5.12.4.4 (29.6) Parapets may be applicable when the rail is along a roof perimeter. Wind loads must be determined by a qualified individual for a specific installation. p = q(GC) = qGCf (ASCE 7-05 eq. 6-26 or 7-10 eq. 29.4-1) G = 0.85 from section 6.5.8.2 (sec 26.9.4.) Cf = 2.5 *0 .8*0 .6 = 1.2 Figure 6-20 (29.4-1) with reduction for solid and end returns, will vary. Q = KK2tKdV2I Where: I = 1.0 K from Table 6-3 (29.3-1) at the height z of the railing centroid and exposure. Kd = 0.85 from Table 6-4 (Table 26-6). From Figure 6-4 (Fig 26.8-1) for the site topography, typically 1.0. V = Wind speed (mph) 3 second gust, Figure 6-1 (Fig 26.5-1A) or per local authority. Simplifying - Assuming 1.3 :!~ Cf 2.6 (Typical limits for fence or guard with returns.) For Cf= 1.3: F=qh*0.85*1.3= 1.11 qh For Cf = 2.6: F = qh*0.85*2.6 = 2.21qh Wind Load will vary along length of fence in accordance with ASCE 7-05 Figure 6-20 (29.4-1). Typical exposure factors for K with height 0 to 15' above grade: Exposure B C D K= 0.70 0.85 1.03 Centroid of wind load acts at 0.55h on the fence. Typical wind load range for I = 1.0 and Kzt = 1.0 Wind loads are ASD level. Table 1: Wind load in psf Cf = 1.3 Wind load in psf Cf = 2.60 Wind Speed B C D B C D V 0.00169V2 0.00205V2 0.00249V2 0.00337V2 0.00409V2 0.00495V2 85 12.2 14.8 17.9 24.3 29.5 35.8 90 13.7 16.6 20.2 27.3 33.1 40.1 100 16.9 20.5 24.9 33.7 36.9 49.5 110 20.5 24.8 30.1 40.7 49.5 59.9 120 24.3 29.6 35.8 48.5 58.9 71.3 130 28.6 34.7 42.0 56.9 69.1 83.7 140 33.1 40.2 48.8 66.0 80.1 97.1 Where fence ends without a return the wind forces may be as much as 1.667 times Cf--2.6 value. When I = 0.87 is applicable (occupancy category I) multiply above loads by 0.87. For wind loads based on ASCE 7-10 wind speeds, figures 26.5-1A, B and C, multiply the wind loads by 0.6 to convert to Allowable Stress Design loads. For example - Exp B with Cf = 1.3; 7-05 wind speed = 85 mph w= 12.2 psf: 7-10 wind speed= 110mph w = 0.6*20.5 = 12.3 psf (ASD wind loads typically used herein) MINIMUM WIND LOAD TO BE USED IS 10 PSF. EDWARD C. ROBISON, PE, SE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com C.R. Laurence Glass Rail System (GRS) and Taper-Loc® 03/13/2014 Page 13 of 54 GLASS BALUSTRADE GUARD RAIL TOP RAIL GLASS STRENGTH All glass is fully tempered glass conforming to the specifications of ANSI Z97.1,ASTM C 1048-04 and CPSC 16 CFR 1201. For fully tempered glass the average Modulus of Rupture F is 24,000 psi. The Safety Factor of 4.0 used herein is based on IBC Section 2407 and is 1/2 CLEAR TEMPERED GLASS applicable to live loads only. Wind load stress may be increased in accordance with IBC 2404.1 and ASTM E1300 to a maximum allowable edge stress of 10,600 psi (9,600 psi recommended for most installations). Glass lights serve as balusters to support the top rail or grab rail and WE 5HOE form the guard infill. Allowable glass bending stress: 24,000/4 = 6,000 psi. - Tension stress calculated from live loads. Bending strength of glass for the given thickness: S = 12" (t)2 = 2* (t)2 in3/ft 6 Use minimum glass thickness. For 1/2" glass S = 2*(0.469)2 = 0.44 in3/ft Maiiijve = 6,000psi*0.44 in3/ft = 2,640"#/ft = 220'# Maiiwjnd = 9,600p5i*0.44 in3/ft = 4,224"#/ft = 352'# For continuously supported cantilevered elements basic beam theory for cantilevered beams is used. Mu = u*h2/2 for uniform load W and height h or MP = P*h for concentrated load P and height h, For wind load centroid acts at 0.55h: MW = w*h2*0.55 for uniform load W and height h or For deflection: t is average glass thickness, E = 10.4x 106 psi A = (1-v2)wh4/(8Et3); w = uniform load on glass or A = (l-v2)uh3/(3Et3); u = distributed load on top rail or A = (l-v2)Ph3/(3E1); P = concentrated load on top rail, I = bt3 where b is glass width in feet. ASTM E 2358-04 limits deflection to h/12 (3.5" for 42" guard height). For comfort level it is recommended to limit deflection to 1" for 42" guard height. The IBC has no defined deflection limit. For glass wet glazed in base shoe stress is uniform across light. For the TaperLoc® system the stress may be assumed as uniform as demonstrated later in this report. EDWARD C. ROBISON, PE, SE 10012 Creviston Dr NW Gig Harbor, WA 98329 - 253-858-0855/Fax 253-858-0856 elrobison@narrows.com b2 C.R. Laurence Glass Rail System (GRS) and Taper-Look 03/13/2014 Page 14 of 54 GLASS PANELS LOADS: From UBC Table 16-B or IBC 1607.7.1 On hand rail - 2001b concentrated or 50 plf Any direction Or On panel - 25 psf horizontal load DETERMINE MAXIMUM PANEL HEIGHT ½" glass: For 50 pif distributed load: L = (M/w)= 220#'/50p1f = 4.4'= 52-3/4" Maximum Panel height for 25 psf live load L= (220#'*2/25 psf)"2 = 4.20' = 50-3/8" (1/2" glass cantilevered) for 30 psf: L = (220#'*2/30 psf)1/2 = 3.83'= 46" Maximum wind load based on glass strength w = (352#')/(0.55h2) Glass light height = 36" Calculate maximum wind load: w = (352#')/(0.55*32) = 71.1 psf 150 mph exposure D - depends on specific site conditions Glass light height = 42" Calculate maximum wind load: w = (352#')/(0.55*3.52) = 52.2 psf 140 mph exposure C or 130 mph exposure D - depends on specific site conditions Determine maximum glass light height for 150 mph exposure D wind, w= 58.7 psf h = \/(352#'/(0.55*58.7) = 3.302'= 39.62" Maximum guard total height = 39.62"+ 4" = 43.62" for 58.7 psf. For 200 lb concentrated load Worst case is load at end of panel top corner with no top rail: The load will be initially resisted by a strip = 8t For 1/2" glass = 4" The shear will transfer along the glass at a 450 angle from vertical to spread across the panel. b2 = bl+h*tan45 @ 2" from top M = 200#*2" = 400#" S = 0.22 in3 based on 6" width fb = 400#"/0.22 in3 = 1,818 psi Determine minimum panel width for 42" height EDWARD C. ROBISON, FE, SE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com C.R. Laurence Glass Rail System (GRS) and Taper-Loc® 03/13/2014 Page 15 of 54 (38" glass cantilever height) M = 200#*38" = 7,600#" S = 0.44 in3/ft and Fb = 6,000 psi 'mm = (7,600/(6,000*0.44) = 2.88' Deflection: 42" total height, 38" glass height. A = Ph3I(3Ebt3) = 200*38"3/(3*10,400,000*2.88'*0.53) = 0.98" (200# load mill width) A = uh3l(3Et3) = 50p1f*38"3/(3*10,400,000*o.53) = 0.70" (50 pif load) A = wh4/(8Et3) = 50psf/12*38"4/(8*10,400,000*0.53) = 0.84" (50 psf wind load) NOTE: FOR THE TAPER-LOC® SYSTEM INSTALLED WITHOUT WET GLAZING GLASS LOADS TYPICALLY DO NOT NEED TO BE ADJUSTED FOR STRESS CONCENTRATIONS AS DEMONSTRATED LATER IN THIS REPORT. For 5/8" glass S = 2*(0.595)2 = 0.708 in3/ft Maiiiive = 6,000p5i*0.708 in3/ft = 4,248#"/ft = 354.0#' Maliwind = 9,600psi*0.708 in3/ft = 6,797#"/ft = 566.4#' DETERMINE MAXIMUM PANEL HEIGHT 5/8" glass: For 50 pif distributed load: L = (M/w)= 354.0#'/50p1f = 7.08' Maximum Panel height for 25 psf live load L = (354.0#'*2/25 psf)1 /2 = 5.32' (5/8" glass cantilevered) Maximum wind load based on glass strength w = (354.0#'*2)I(h2) h = /(354.0#'*2/w) For surface mounted base shoe: Glass light height = 36" Calculate maximum wind load: w = (566.4#')/(0.55*32) = 114.4 psf Glass light height = 42" Calculate maximum wind load: w = (566.4#')I(0.55*3.52) = 84.1 psf Determine maximum glass light height for 150 mph exposure D wind, w= 58.7 psf h = \/(566.4#'/(0.55*58.7) = 4.189'= 4'2 1/4" Maximum guard total height = 50 114"+4" = 54 1/4" = 4' 6 1/4" for 58.7 psf. Minimum width for 200# concentrated live load and 42" guard (38" glass) height: 'mm = (7,600/4,248) = 1.789' EDWARD C. ROBISON, FE, SE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com C.R. Laurence Glass Rail System (GRS) and Taper-Loc® 03/13/2014 Page 16 of 54 Deflection: 42" total height, 38" glass height. A = Ph3/(3Ebt3) = 200*38"31(3*10,400,000*l.789'*0.6253) = 0.8" (200# load min width) A = uh3l(3Et3) = 5Oplf*38"3/(3*lO,400,000*O.6253) = 0.36" (50 pif load) A = wh4l(8Et3) = 50psf112*38"41(8*10,400,000*0.6253) = 0.43" (50 psf wind load) For 3/4" glass S = 2*(0.719)2 = 1.034 in3/ft Maiiijve = 6,000p5i*1 .034 in3/ft = 6,204"#Ift = 517'# Maliwind = 9,600psi* 1.034 in3/ft = 9,926"#Ift = 827.2'# DETERMINE MAXIMUM PANEL HEIGHT 3/4" glass: For 50 pif distributed load: L = (M/w)= 517.0#'/50p1f = 10.34' Maximum Panel height for 25 psf live load L= (517.0#'*2/25 psi)112 = 6.43'= 6' -5" (3/4" glass cantilevered) Maximum wind load based on glass strength w = (517#')/(0.55h2) h = \/[517#'/(0.55w)] For surface mounted base shoe: Glass light height = 36" Calculate maximum wind load: w = (827.2#')/(0.55*32) = 167.1 psf Glass light height = 42" Calculate maximum wind load: w = (827 .2#')/(0.55*3 .52) = 122.8 psf Determine maximum glass light height for 150 mph exposure D wind, w= 58.7 psf h = /[827.2#'I(0.55*58.7) = 5.062'= 5'3/4" = 60.75" Maximum guard total height = 60.75"+4" = 64.75" = 5'4.75" for 58.7 psf. Minimum width for 200# concentrated load and 42" guard (38" glass) height: 'mm = (7,600/(6,204) = 1.225' Deflection: 42" total height, 38" glass height. A = Ph3/(3Ebt3) = 200*3 8"/(3 * 10,400,000*1.225' *0.753) = 0.68" (200# load min width) A = uh3/(3Et3) = 50plf*38"3/(3*10,400,000*0.753) = 0.21" (50 plf load) A = wh4/(8Et3) = 50p5f/12*38"4/(8*10,400,000*0.753) = 0.25" (50 psf wind load) EDWARD C. ROBISON, PE, SE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com C.R. Laurence Glass Rail System (GRS) and Taper-Loc® 03/13/2014 Page 17 of 54 WIND BORNE DEBRIS Glass Guards located in Wind-Borne Debris Region - IBC 1609.2 When design for large missile impact loading as described in ASTM E 1996 to comply with IBC 1609.1.2 or Test Protocol Test Application Standard (TAS) 201-94 to comply with Florida Building Code Section 1626 is required laboratory testing may be required to verify system performance. Typically 3/4" or thicker laminated tempered glass is required to resist the missile impact for 42" guard height. The need for compliance with these tests is dependent on the local jurisdiction and is beyond the scope of this report. Typically since the guards are not part of the building envelope the testing is not required but when located within a wind-borne debris region consultation with the local code authority is recommended before specifying a specific glass section and the appropriate base shoe. GLASS LIGHT SPACING Glass light spacing must be adequate to assure that no direct contact occurs between the glass edges from either differential glass deflections or thermal expansion. Thermal Expansion of glass: v = 5x10 6 in/(in F°) For a typical 150F* maximum temperature range and 72" maximum glass light length: = 5x10 6 in/(in F°)*150F°*72" = 0.054" Recommended minimum specified spacing is 1/4" (%" for 1/4"glass). Glass fabrication tolerances may result in spacing smaller than specified. As-installed spacing less than 0.054" is unacceptable and should not be permitted. GLASS FLATNESS ASTM C 1048 Heat Treated Flat Glass - Kind HS, Kind FT Coated and Uncoated Glass allows 0.08" bow for 35" to 47" width. Installer should try to align bows to reduce the misfit between lights. Out of plane variation between glass lights is unavoidable but may be reduced by specifying vertically treated glass and installing glass with the tong marks inserted into the base shoe. EDWARD C. ROBISON, PE, SE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com ( R, Ltuieiicc (Lt Rail Stcin (GRH 2W 1 Ic H H Glass is clamped inside the aluminum base shoe by the Taper_LocR Shoe Setting Platc (L slmpcd piece on the back side) and two Taper-Loc Shim Plates (front side). The glass is locked in placc by the compressive forces created by the Taper-Loc ' shim plates being compressed together by the nstallation tool. Use of the calibrated installation tool assures that the proper compressive forces are developed. Until the shim plates are fully installed the glass may be moved within the base slio for adjustment. Gla s may he extracted by reversing the installat ion tool to cxtract ta1yr I )\\\ D C k( )H H( H I 100 12 Creviston Dr 'a G Harbor, WA 98 3" Hl:\ O'5I 1mInIHH 1IH\\ C.R. Laurence Glass Rail System (GRS) and Taper-Loc 03/13/2014 Page 19 of 54 The Taper-Loc® setting plate is bonded to the glass by adhesive tape to hold it in place during installation and to improve glass retention in the base shoe. Surface area of the setting plate adhered to the glass: A= 2"*3.5" = 7 in2 adhesive shear strength > 80 psi 3MTM VHB Tape Z =7 in2*80 = 5604 minimum setting plate locks into place in the base shoe by friction created by the compression generated when the shim plates are locked into place. Installation force: Tdes = 250#" design installation torque Tmax = 300#" maximum installation torque Compressive force generated by the installation torque: C = (0.2*250#"Il.0")/ sin(l.76°) C= 1,628# Frictional force of shims and setting plate against aluminum base shoe: coefficient of friction, t= 0.65 f= 2*(1,628#0.65) = 2,117# Frictional force of shims against glass: i=0.36 f= 1,628*0.36 = 586# Resistance to glass pull out: U=586# Safety factor for 200# pullout resistance = 586/200 = 2.93 For single set. Minimum recommended installation torque: 41(2*2.93)*250 = 170#" Extraction force required to remove tapers after installation at design torque: T = 250*(0.7/0.2) = 875#" EDWARD C. ROBISON, PE, SE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com C.R. Laurence Glass Rail System (GRS) and Taper-Loc® 03/13/2014 Page 20 of 54 Glass anchorage against overturning: Determine reactions of TaperLoc® plates on the glass: Assuming elastic bearing on the glass fiber reinforced polycarbonate parts the reactions will have centroids at approximately 1/6*2.55" from the upper and lower edges of the bearing surfaces: Rcu @ 1/6*2.55 = 0.425" From YM about Rc = 0 0 = M+V*(0.425"0.5") - RCB *17' Where M = V*38" substitute and simplify: 0 = V*38.925" - RCB *1.7" Solving for - RcB Rca = V*38.925/1.7 = 22.9V For CB = 3,000 psi: RCB = 3.5"*(2.55"I2)*3,000 psi/2 = 6,694# Va = 6,694/22.9 = 292# Ma = RcB*(2/3*2.55") = 11,380#" RCB = Rc +V = 6,694+292# = 6,986# At maximum allowable moment determine bending in base shoe legs: Ms = C*(0.188+2.55"I2) + RCB *(0188+255 0425) = M = 1,954*(1 .463) + 6,986 *(2.313) = 19,017#" Base shoe tributary length of leg that resists bending from load: L = 3.5"+8*0.5"+2*(3.25") = 14", This is the maximum allowable spacing of the Taper-Loc® system so represents the maximum loading condition. Strength of leg 14" length = 14,062#"* 14/12 = 16,406#" Adjustment to allowable load based on base shoe strength: Ma = 16,406/19,017*11,380 = 9,818#" Allowable Moment per lineal foot of glass rail: Ma9,818*12/14 = 8,415#" EDWARD C. ROBISON, PE, SE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com C.R. Laurence Glass Rail System (GRS) and Taper-Loc® 03/13/2014 Page 21 of 54 GLASS STRESS CONCENTRATION FROM TAPER-LOC® SYSTEM The TaperLoc® System provides a concentrated support: Stress concentration factor on glass based on maximum 14" glass width to each TaperLoc® set. Moment concentration factor CM = [1+(l-a/b)2(1-c/b)3(1-t/b)1/3]1/2 1-2' a = 2.75" (bottom of glass to top of bearing) 3.5,, b = center to center spacing of supports or width of glass. c = length of bearing glass thickness will have less than 1% change in the stress concentration so can be ignored for the three glass thicknesses. CM = [1+(1_2.75/14)2(l3.5/l4)3(l.5/l4)1/3]1/2 = 1.13 b/h = 14"/35" = 0.4" < 1 based on maximum spacing of 14" and glass height of 35" (36" rail) CM' = 1+(CM— 1)*(b/h)3 = 1.008 Since adjustment is typically under 1% it can be ignored when glass height exceeds 21" when CM' < 1.04 Fb = 6,000 Shear concentration factor: Cv = 14"/3.5"*(23.5/14) = 7.0 Fva = 3,000 psi maximum allowable shear stress Allowable Glass Loads: Ma = S*6,000/1.13 Va = t*b/7.0 For 1/2" glass, 14" high x14" TaperLoc spacing - CM' =1.13: Ma = 0.44*6,000/1.13 = 2,336"# = 194.7# Va = 0.5*14*3,000/7.0 = 3,000# Since shear load in all scenarios is under 10% of allowable it can be ignored in determining allowable bending since it has less than 1% impact on allowable bending loads or rail heights. Maximum edge distance for edge of glass to centerline of TaperLoc® plates: edes = 14/2 = 7" for design conditions (no reduction in allowable loads) em=e+ edes/2: (25*e*3.5')+25*1.17*3.52/2 = 229.6: solve fore emax = 3.5" + [229.6 - 25*1.17*3.52/2]/(25*3.5) = 10.4" (to CL of Taper-Loc® plates) EDWARD C. ROBISON, PE, SE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 e1robison@narrows.com C.R. Laurence Glass Rail System (GRS) and Taper-Loc® 03/13/2014 Page 22 of 54 B5S 2 1/2" X 4 1/8" GLASS BALUSTRADE BASE SHOE 6063-T52 Aluminum extrusion Fully tempered glass glazed in place by wet glazing cement or dry glazed with Taper-Loc® Shoe strength - Vertical legs: Glass reaction by bearing on legs to form couple. Allowable moment on legs: Ma = Si*Ft or F Ft = Fc = 12.5 ksi (ADM Table 2-23, Sec 3.4.4 and 3.4.13) Si = 12"*0.75112*/6 = 1.125 in3/ft Ma = 12.5 ksi* 1.125 in3/ft = 14,062#"/ft Leg shear strength @ groove tmrn - F= 5.5 ksi (ADM Table 2-23, Sec 3.4.20 Va11 = 0.75"*12"/ft*5.5 ksi = 49.5 k/ft Base shoe anchorage: Typical rail section: 42" high 50 pif top rail load or 25 psf panel load Mt 50plf*42" - 2,100"#/ft M 25 psf*3.5'*21" = 1,837.5"# Typical Anchor load - 12" o.c. - Ta = 2,100"#/1.25" 100# For 1/2" cap screw to tapped steel, CRL Screw part SHCS12x34 or SHCS12x1 T where tc = 0.25"; A,, = 1.107" and Ft,, = 58 ksi (A36 steel plate) Tn = 1.107"*0.25*0.6*58 ksi = 9.63 k Bolt tension strength = 0.75*67.5 ksi*0.1419 in2 = 7.18 k Since shear load is under 0.2* shear strength (Va = 2.7k) interaction can be ignored. Use 5/16" minimum for maximum load: Maximum service load: 7.18k/2 = 3,592# Maximum allowable moment for 12" on center spacing and direct bearing of base shoe on steel: M = 3,592#*[1.25"0.5*3,592/(30ksi*12)] = 4,470"# = 372.5'# per anchor Maximum allowable wind loads ½" cap screws at 12" o.c. to structural steel. 36" height: w = 372.5#'/(0.55*32) = 75.3 psf 42" height: w = 372.5#'/(0.55*3.52) = 55.3 psf Spacing for full strength of /8" glass = 4,470/6,797* 12" = 7.89" o.c. average EDWARD C. ROBISON, PE, SE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 e1robison@narrows.com C.R. Laurence Glass Rail System (GRS) and Taper-Loc® 03/13/2014 Page 23 of 54 B5S Surface Mounted Cont: Maximum allowable wind loads ½" cap screws at 6" o.c. to structural steel develops full strength of ½" and %" glass: M = 3,592#*[1.25"0.5*3,592I(30ksi*6)] = 4,454"# = 371.18'# per anchor 36" height: w = 2*371.78#'/(0.55*32) = 150 psf 42" height: w = 2*371.78#'I(0.55*3.52) = 110.2 psf For anchor into concrete: 3/8" diameter Screw-in anchor Hilti Kwik HUS-EZ (KH-EZ) /8" x 4" manufactured by Hilti in accordance with ESR-3027 or Hilti HSL-3 M8 x 3-3/4" anchor in accordance with ESR-1545. Strength calculated in accordance with ACT 318-08 Appendix D. f'>- 3,000 psi 2-1/2" effective embedment nominal depth = 3-9/16" for KH-EZ and 3-5/16" for HSL-3 ON,, = 0.65 *4,400# = 2,860# For concrete breakout strength: Nb = [ANc/ANco]ed,Nj1Jc,Ncp,NNb AN= (1.5*2.5"*2)*(1.5*2.5*2) = 56.25in2 Edge distance = 33/4" AN0= 9*2.52 = 56.25in2 - 1 '.J '—a,min - 1...)*L..)" - - 3.75 Cac = 2.5*2.5" = 6.25 = 1.0 = 1.0 (from ESR-3027) c ,= 1.0 (from ESR-3027) Nb = 24*1 .0*v'3000*2.51.5 = 5,196# NO = 56.25/56.25*1.0*1.0*1.0*5,196 = 5,196# From ESR-3027 anchor pull out does not control design ON, = 0.65*5,196# = 3,377# = øN/1.6 = 3,377#/1.6 = 2,111# Anchor steel strength will not control Since shear load is under 0.2* shear strength interaction can be ignored; ØV1 >1.6*50/0.2= 400# Moment resistance of each anchor: For surface mounted OMn = 3,377#*[1.250.5*3,377/(2*0.85*3ksi*12)] = 4,063"# = 338.5'# per anchor Ma = øM/X = 4,063"#I1.6 = 2,539"# = 211.58'# (at 1' spacing doesn't develop full allowable glass load.) Maximum allowable wind loads (ASD) for anchors at 12" o.c.: 36" height: w = 211.58#'/(0.55*32)= 42.7 psf 42" height: w = 211.58#'/(0.55*3.52)= 31.4 psf EDWARD C. ROBISON, PE, SE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com C.R. Laurence Glass Rail System (GRS) and Taper-Loc® 03/13/2014 Page 24 of 54 BSS Surface Mounted Cont: For 6" on center spacing: Minimum edge distance for 6" spacing is 3.75" ANC= (6)*(l .5*2.5*2) = 45in2 Edge distance = 3 3/4" Ncb = 45/56.25*1.0*1.0*1.0*5,196 = 4,157# ØN = 0.65*4,157# = 2,702# N = ØN/1.6 = 2,702#/1.6 = 1,689# Moment resistance for anchors at 6" on center: Omn = 2*2,702#*[1.250.5*2*2,702/(2*0.85*3ksi* 12)] = 6,516"# = 543 .03'#/ft Ma = øM11/? = 6,516"#/1.6 = 4,073"# = 339.4'#/ft NOTE: When attached to concrete alternative anchors may be designed in accordance to the anchor manufacturer's engineering reports that can develop greater strength. Maximum allowable wind loads (ASD): 36" height: w = 339.4#'/(0.55*32)= 68.6 psf 42" height: w = 339.4#'I(0.55*3.52)= 50.4 psf Determine minimum allowable edge distance for anchors at 12"on center: Minimum acceptable edge distance is 2.35" For 42" guard height ANc (1 .5*2.5"*2)*(1 .5*2.5+2.35) = 45.751n2 Minimum edge distance is 2.35" Ncb = 45.75/56.25*1.0*1.0*1.0*5,196 = 4,226# ØN = 0.65*4,226# = 2,747# N = ØN/1.6 = 2,747#/1.6 = 1,717# ØM = 2,747#*[1.250.5*2,747/(2*0.85*3ksi*12)] = 3,372"# = 281'# per anchor Ma = ØM/X = 3,372"#/1.6 = 2,108"# = 175.6 (at 1' spacing doesn't develop full allowable glass load.) Maximum allowable wind loads (ASD): 36" height: w = 175 .6#'I(0.55*32)= 35.5 psf 42" height: w = 175 .6#'/(0.55*3 .52)= 26.1 psf Determine minimum allowable edge distance for anchors at Von center: Minimum installation edge distance is 1.75" for the anchors ANC= (6)*(1 .5*2.5+1.75) = 33in2 Minimum edge distance is 1.75" Nb = 33.0/56.25*1.0*1.0*1.0*5,196 = 3,048# ØN = 0.65 *3,048# = 1,981# N = ØN/1.6 = 1,981#/1.6 = 1,238# Omn = 2*1,98l#*[1.250.5*2*1,981/(2*0.85*3ksi*12)] = 4,824"# = 402'# per anchor Ma = ØM/X = 4,824"#/1.6 = 3,015"# = 251.26'# (at 1' spacing doesn't develop full allowable glass load.) Maximum allowable wind loads (ASD): 36" height: w = 251.26#'/(0.55*32)= 50.8 psf 42" height: w = 251.26#'/(0.55*3.52)= 37.3 psf EDWARD C. ROBISON, PE, SE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com - C.R. Laurence Glass Rail System (GRS) and Taper-Loc® 03/13/2014 Page 25 of 54 135S Fascia (Side) mounted base shoe: Verify Anchor Pull through For counter sunk screw P 0 = (0.27+1.45t/D)DtFty =(0.27+1.45*.5*/.5).5*.5*16 ksi P 0 = 6,880# Pa = 6,880/3 = 2,293# Aluminum strength controls For inset bolt Shear strength: tmln - 0.25 Pnov = Ftutv'3*(Av) A = 0.25"*Jt*.75"=0.589 P,10., = 30ksilV"3*(0.589 in2)= 10.2k Dead Load DL= 3.5' *9 .5psf+ 10 .4plf = 43 .7plf Moment from dead load: MD = 43.7p1f*2.5/2 = 54.6"#/ft = 4.55'#/ft Since shear load is under 0.2* shear strength (>2.7 k) interaction can be ignored. For standard installation, 42" (46" above bottom of shoe) guard height and 50 pif top rail load ML = 46"*50p1f = 2,300"# Moment resistance of single anchor: Ma = 2,293*2" = 4,586"# = 382.17'# Required anchor spacing = 4,586/2,300 = 1.994' use 2' Maximum anchor spacing is 2' o.c. and within 1' of rail end. Maximum allowable wind loads (ASD) for ½" cap screw at 12" o.c. spacing, into steel: = 382.17-4.55 = 377 .62'#/ft 36" height: w = 377.62#'/(0.55*3.333*3.0)= 68.7 psf 42" height: w = 377.62#'/(0.55*3.5*3.833) = 51.2 psf Maximum allowable wind loads (ASD) for ½" cap screw at 6" o.c. spacing, into steel: = 2*382.174.55 = 759.79'#/ft 36" height: w = 759.79#'/(0.55*3.333*3.0)= 138.2 psf 42" height: w = 759.79#'/(0.55*3.5*3.833) = 103.0 psf EDWARD C. ROBISON, PE, SE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com C.R. Laurence Glass Rail System (GRS) and Taper-Loc® 03/13/2014 Page 26 of 54 B5S Fascia (Side) mounted base shoe cont: For anchor into concrete: 3/8" diameter Screw-in anchor Hilti Kwik HUS-EZ (KH-EZ) /8" x 4" manufactured by Hilti in accordance with ESR-3027 or Hilti HSL-3 M8 x 3-3/4" anchor in accordance with ESR-1545. Strength calculated in accordance with ACT 318-08 Appendix D. f'~ 3,000 psi 2-1/2" effective embedment ON,, = 0.65 *4,400# = 2,860# For concrete breakout strength: Ncb = AN, (1.5*2.5"*2)*(1.5*2.5+2.06") = 43.575in2 Minimum edge distance = 2.06" AN0= 9*2.52 = 56.25in2 Ca,rnin - — 1 . c*' . c"— 3.75 '— - Cac = 2.5*2.5" = 6.25 ed = 1.0 = 1.0 (from ESR-3027) 1.0 (from ESR-3027) Nb = 24*1.0*i/3000*2.51.5 = 5,196# Ncb = 43 .575156.25*1.0*1.0*1.0*5,196 = 4,025# From ESR-2526 anchor pull out does not control design = 0.65*4,025# = 2,616# = ØN/1.6 = 2,616#/1.6 = 1,635# Anchor steel strength will not control Moment resistance of each anchor: For Fascia mounted Omn = 2,616#*[2.060.5*2,616/(2*0.85*3ksi*12)] = 5,333"# = 444.42'# per anchor Ma = ØM/X = 5,333"#/1.6 = 3,333"# = 277.76'# (at 1' spacing) Maximum allowable wind loads (ASD) for 12" o.c. anchor spacing, into steel: Mw = 277.76-4.55 = 273 .21'#/ft 36" height: w = 273 .21#'I(O .55*3.333*3.0)= 49.7 psf 42" height: w = 273 .21#'I(O .55*3.833*3.5) = 37.0 psf For 6" on center spacing: Minimum edge distance for 6" spacing is 3.75" ANC= (6)*(1 .5*2.5+2.06) = 34.86in2 Edge distance = 2.06" Nb = 34.86/56.25* 1.0* 1.0* 1.0*5,196 = 3,220# ON, = 0.65*3,220# = 2,093# NS = øN/1.6 = 2,093#/1.6 = 1,308# Moment resistance for anchors at 6" on center: = 2*2,093#* [2.00.5*2*2,093/(2*0 .85*3ksi* 12)] = 8,229"# = 685 .74'#/ft EDWARD C. ROBISON, PE, SE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com C.R. Laurence Glass Rail System (GRS) and Taper-Loc® 03/13/2014 Page 27 of 54 B5S Fascia (Side) mounted base shoe cont: Ma = 0M11/X = 8,229"#/1.6 = 5,143"# = 428.59'#/ft Maximum allowable wind loads for anchors at 6" o.c.: Mw = 428.59-4.55 = 424.04'#/ft 36" height: w = 424.04#'/(0.55*3.333*3.0)= 77.1 psf 42" height: w = 424.04#'/(0.55*3.833*3.5) = 57.5 psf Fascia (Side) mounted 135S base shoe to wood: For Lag screws into solid wood (DFL, Southern Pine or equivalent density GaO.49): 1/2" Lag screws strength in per National Design Specification for Wood Construction: Required withdrawal strength for 50 pif live load on 42" rail: T = 50p1f*46"/2.06" = 1,117#/ft T'= 2,300"#/(2.060.5*1,117/(12*625psi) = 1,158# (for wood bearing) W = 367 pli embedment From NDS Table 11.2A For dry or interior applications, Cm = 1.0, CD = 1.33 e = 1,158#/(367* 1.33) = 2.37" Use 1/2" x 4" lag screws For exterior wet applications, Cm = 0.7 applies when moisture content of wood may exceed 19%,CD= 1.33 e = 1,158#/(367*1.33*0.70) = 3.39" Use 1/2" x 4" lag screws 4" screw embed depth = 4"-0.25"-0.3125 = 3.4375 Moment Strength For lags at 12" on center: For dry conditions: Ti = 3.4375*367*1.33 = 1,678# Mia = 1,678*(2.06M.5*1,678/(12*625p5i) = 3,269"#/ft = 272.41'# Mw = 272.41-4.55 = 267 .86'#/ft 36" height: w = 267 .86#'/(O .55*3.333*3.0)= 48.7 psf 42" height: w = 267 .86#'/(O .55*3.833*3.5) = 36.3 psf For wet conditions: T0 = 3.4375*367*1.33*0.7 = 1,175# Moa = 1,175*(2.060.5*11175/(12*625psi) = 2,328"#/ft = 194.04'# = 194.04-4.55 = 189.49'#/ft 36" height: w = 189.49#'/(0.55*3.333*3.0)= 34.5 psf 42" height: w = 189.49#'/(0.55*3.833*3.5) = 25.7 psf Moment Strength For lags at 6" on center: For dry conditions: 2*T1 = 2*1,678# = 3,356# Mia6" 3,356*(2.060.5*3,356/(12*625p5i) = 6,163"#/ft = 513.54'# Mw = 513.54-4.55 = 508.99'#/ft 36" height: w = 508.99#'/(0.55*3.333*3.0)= 92.6 psf 42" height: w = 508.99#'/(0.55*3.833*3.5) = 69.0 psf For wet conditions: 2*Ti = 2*1,175#= 2,350# = 2,350*(2 .060 .5*2,350/(12*625p5i) = 4,473"#/ft = 372.74'# Mw = 372.74-4.55 = 368.19'#/ft 36" height: w = 368.19#'/(0.55*3.333*3.0)= 66.9 psf 42" height: w = 368.19#'/(0.55*3.833*3.5) = 49.9 psf EDWARD C. ROBISON, PE, SE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com C.R. Laurence Glass Rail System (GRS) and Taper-Loc® 03/13/2014 Page 28 of 54 B5L Low Profile Base Shoe 6063-T52 Aluminum extrusion Fully tempered glass glazed in place with wet glazing cement. Channel depth is inadequate to accommodate the Taper-Loc® system fully within the base shoe. Shoe strength - Vertical legs: Glass reaction by bearing on legs to form couple. Allowable moment on legs: Ma = Si FY Fy = 12.5 ksi (ADM Table 2-23, Sec 3.4.4 and 3.4.13) Si = 12"*0.625112*/6 = 0.78125 in3/ft Ma = 12.5 ksi*0.78125 in3/ft = 9,766#"/ft Leg shear strength @ base tmln - 0.625 F= 5.5 ksi (ADM Table 2-23, Sec 3.4.20 Va11 = 0.625"*12"Ift*5.5 ksi = 41.25 k/ft 21/4" For 1/2" cap screw to tapped steel, CRL Screw part SHCSl2x34 or SHCS12x1 T- *t* f*T 'fl S. 'C .0 LtU where t = 0.25"; Am = 1.107" and Ft, = 58 ksi (A36 steel plate) T. = 1.107"*0.25*0.6*58 ksi = 9.63k Bolt tension strength = 0.75*67.5 ksi*0.1419 in2 = 7.18 k Since shear load is under 0.2* shear strength (Va = 2.7k) interaction can be ignored. Use 5/16" minimum for maximum load: Maximum service load: 7.18k/2 = 3,592# Maximum allowable moment for 12" on center spacing and direct bearing of base shoe on steel: M = 3,592#*[1 .l25"0.5*3,592/(30ksi*12)] = 4,023"# = 335.26'# per anchor Maximum allowable wind loads (ASD) ½" cap screws at 12" o.c. to structural steel: 36" height: w = 335.26#'I(0.55*32) = 67.7 psf 42" height: w = 335.26#'I(0.55*3.52) = 49.8 psf To develop the full strength of ½" or 5/s" glass anchor spacing must be decreased to an average spacing of: ½" glass: 67.7/71.1*12 = 11.43" o.c. 5/s" glass: 67.7/114.4* 12 = 7.10" o.c. Maximum allowable wind loads (ASD) ½" cap screws at 6" o.c. to structural steel: 36" height: w = 2*333#'/(0.55*32) = 134.5 psf 42" height: w = 2*333#'/(0.55*3.52) = 98.8 psf EDWARD C. ROBISON, PE, SE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com C.R. Laurence Glass Rail System (GRS) and Taper-Loc® 03/13/2014 Page 29 of 54 B5L Surface Mounted Continued: For anchor into concrete: 3/8" diameter Screw-in anchor Hilti Kwik HUS-EZ (KH-EZ) /8" x 4" manufactured by Hilti in accordance with ESR-3027 or Hilti HSL-3 M8 x 3-3/4" anchor in accordance with ESR-1545. Strength calculated in accordance with ACI 318-08 Appendix D. f'~!! 3,000 psi 2-1/2" effective embedment For concrete breakout strength: Ncb = [ANc/ANco]edc,Ncp,Nb ANC= (1.5*2.5"*2)*(1.5*2.5*2) = 56.25in2 Edge distance = 33/4" AN0= 9*2.52 = 56.25in2 - i ' '—a,m — Iin .J *L..)" - - 3.75 Cac = 2.5*2.5" = 6.25 Ced,N = 1.0 = 1.0 (from ESR-3027) q= 1.0 (from ESR-3027) Nb = 24*1.0*/3000*2.51.5 = 5,196# Nb = 56.25/56.25*1.0*1.0*1.0*5,196 = 5,196# From ESR-3027 anchor pull out does not control design oNn = 0.65*5,196# = 3,377# N = N/1.6 = 3,377#/1.6 = 2,111# Anchor steel strength will not control Moment resistance of each anchor: For surface mounted Omn = 3,377#*[1.1250.5*3,377/(2*0.85*3ksi*12)] = 3,705"# = 308.8'# per anchor Ma = øM/X = 3,705"#I1.6 = 2,315"# = 193.0'# (at 1' spacing doesn't develop full allowable glass load for 1/2" glass.) Maximum allowable wind loads (ASD): 36" height: w = 193 .0#'I(0.55*32)= 39.0 psf 42" height: w = 193 .0#'/(0.55*3.52)= 28.6 psf Minimum acceptable edge distance for 50p1f live load AN 2100/2315*56.2 = 50.98 bac = 50.98/(l .5*2.5"*2) - (1.5*2.5) = 3.047" Minimum edge distance is 3.047" Nb = 50.98/56.25*1.0*1.0*1.0*5,196 = 4,709# ON n = 0.65*4,709# = 3,061# N = ØN/1.6 = 3,061#/1.6 = 1,913# OMn = 3,061#*[1.1250.5*3,061/(2*0.85*3ksi*12)] = 3,367"# = 280.59'# per anchor Ma = ØM/X = 3,367"#/1.6 = 2,104"# = 175.37'# (at 1' spacing doesn't develop full allowable glass load.) EDWARD C. ROBISON, PE, SE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 e1robison@narrows.com C.R. Laurence Glass Rail System (GRS) and Taper-Loc® 03/13/2014 Page 30 of 54 BSL Surface Mounted Continued: Maximum height for 50 pif live load for 12" o.c. anchors at 3.047" edge distance: Hrnax50 = 2,104"#/50 = 42.08" Maximum allowable wind loads (ASD) at 3.047" edge distance, 12" on center: 36" height: w = 175.37#'I(0.55*32) = 35.4 psf 42" height: w = 175 .37#/(0.55*3 .52) = 26.0 psf For 6" on center spacing: AN (6)*(1.5*2.5*2) = 45in2 Edge distance = 3 3/4" Ncb = 45/56.25*1.0*1.0*1.0*5,196 = 4,157# ONn = 0.65*4,157# = 2,702# N = ØN/1.6 = 2,702#/1.6 = 1,689# Moment resistance for anchors at 6" on center: = 2*2,702#*[1.1250.5*2*2,702/(2*0.85*3ksi*12)] = 5,841"# = 486.74'#/ft Ma = øMIX = 5,841"#/l.6 = 3,651"# = 304.21'#Ift NOTE: When attached to concrete alternative anchors may be designed in accordance to the anchor manufacturer's engineering reports that can develop greater strength. Maximum allowable wind loads (ASD) for anchors at 6" o.c.: 36" height: w = 304.21#'I(0.55*32)= 61.5 psf 42" height: w = 304.21#'I(0.55*3.52)= 45.2 psf Minimum edge distance for 6" on center anchors: ANcg= (6)*(1 .5*2.5+1.75) = 33in2 Minimum allowable edge distance is 1.75" Nb = 33156.25*1.0*1.0*1.0*5,196 = 3,048# oX,= 0.65*3,048# = 1,981# N=øN/1.6= 1,981#I1.6= 1,238# 0Mn = 2*1,981#*[1.1250.5*2* 1,981/(2*0.85*3k5i*12)] = 4,329"# = 360.75'# Ma = OMA = 4,329"#/1.6 = 2,706"# = 225.47'# (at 1' spacing doesn't develop full allowable glass load.) Maximum allowable wind loads (ASD) for anchors at 6" o.c. 1.75" edge distance: 36" height: w = 225 .47#'/(O .55*32)= 45.6 psf 42" height: w = 225 .47#'/(O .55*3.52)= 33.5 psf EDWARD C. ROBISON, PE, SE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com C.R. Laurence Glass Rail System (GRS) and Taper-Loc® 03/13/2014 Page 31 of 54 B5L FASCIA (SIDE) MOUNTED BASE SHOE For side mounted base shoe the allowable loads are: Screw into steel: Dead Load DL= 3.5' *9 .5psf+ 10.4p1f = 43 .7p1f Moment from dead load: MD = 43.7p1f*2.25/2 = 49.2"#/ft = 4.1'#Ift 1/2" Countersunk screw (min - A i.9UY Pnov = FtuiV'3*(Av) A = 0.409"*rt*.75"=0.964 P0 = 30ksih/3*(0.964 in2)= 16.69k screw strength will control Ta =10.8/3 = 3.6k ASTM F 879 Cond CW Screw Ma = 3 .6k* [1 .75"O 5*3 .6k/(30kSi* 12)] Ma = 6,282#" = 523.5#' per anchor Mw = 523.5-4.1 = 519.4'#/ft Maximum allowable wind loads (ASD): 36" height: w = 519.4#'/(0.55*3'*3.292) = 95.6 psf 42" height: w = 519.4#'/(0.55*3.5*3.792) = 71.2 psf 1/2" Cap screw tj11 = 0.132 P 0 = FR/3*(A) A = 0.132"*rt*.75"= 0.3 11 in2 Pov = 30k5i/V'3*(0.311in2)= 5.4k base shoe tear through will control Pa=5.4/3= 1.8k Ma = 1.8k* [1.75"-0.5 * 1 .8k1(30kSi* 12)] Ma = 3,145.5#" = 262.1#' per anchor Mw = 262.1-4.1 = 258.0'#Ift Maximum allowable wind loads (ASD) for cap screws at 12"o.c.: 36" height: w = 258.0#'I(0.55*3'*3.292) = 47.5 psf 42" height: w = 258.0#'/(0.55*3.5*3.792) = 35.3 psf Maximum allowable wind loads for cap screws at 6"o.c.: Ma = 2*1 .8k* [1 .75"O .5*2*1 .8k/(30kSi* 12)] Ma = 6,282#" = 523.5#' per anchor Mw = 523.5-4.1 = 519.4'#/ft 36" height: w = 519.4#'I(0.55*3'*3.292) = 95.6 psf 42" height: w = 519.4#'I(0.55*3.5*3.792) = 71.2 psf EDWARD C. ROBISON, PE, SE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com C.R. Laurence Glass Rail System (GRS) and Taper-Loc® 03/13/2014 Page 32 of 54 BSL Fascia Mounted Continued: For anchor into concrete: 3/8" diameter Screw-in anchor Hilti Kwik HUS-EZ (KH-EZ) 3/s" x 4" manufactured by Hilti in accordance with ESR-3027 or Hilti HSL-3 M8 x 3-3/4" anchor in accordance with ESR-1545. Strength calculated in accordance with ACT 318-08 Appendix D. f' ~! 3,000 psi 2-1/2" effective embedment ØNsa = 0.65*4,400# = 2,860# For concrete breakout strength: Nb = [ANc/ANco}ed,Nc,Ncp,NNb ANc (1.5*2.5"*2)*(1.5*2.5+1.75") = 41.25in2 Minimum Edge distance is 1.75" AN0= 9*2.52 = 56.25in2 Ca,rnin = 1.5*2.5" = 3.75 Cac = 2.5*2.5" = 6.25 Ced,N = 1.0 = 1.0 (from ESR-3027) qcpJSJ= 1.0 (from ESR-3027) Nb = 24*1.0*\/3000*2.51.5 = 5,196# Ncb = 41.25/56.25*1.0*1.0*1.0*5,196 = 3,810# From ESR-3027 anchor pull out does not control design ONn = 0.65*3,810# = 2,577# N = ØN/1 .6 = 2,577#/1.6 = 1,548# Anchor steel strength will not control Moment resistance of each anchor: For Fascia mounted OMn = 2,577#*[1.75 0.5*2,577I(2*0.85*3ksi*12)] = 4,455"# = 371.29'# per anchor Ma = øM/X = 4,455"#/1.6 = 2,785"# = 232.06'# M = 232.06-4.1 = 227 .96'#/ft Maximum allowable wind loads (ASD) for cap screws at 12"o.c.: 36" height: w = 227 .96#'/(0.55*3'*3.292) 42.0 psf 42" height: w = 227.96#'I(0.55*3.5*3.792) = 31.2 psf For 6" on center anchors: AN,- (6)*(1 .5*2.5+1.75) = 33in2 Minimum allowable edge distance is 1.75" Ncb = 33/56.25*1.0*1.0*1.0*5,196 = 3,048# ON,, = 0.65*3,048# = 1,981# N = ØN/l .6 = 1,981#/l .6 = 1,238# ØM = 2*1,981#*[1.750.5*2* 1,981/(2*0.85*3k5i*12)] = 5,395"# = 449.54'# Ma øM/X = 5,395"#/1.6 = 3,372"# = 280.99'# M = 280.99-4.1 = 276 .89'#/ft Maximum allowable wind loads (ASD) for anchors at 6" o.c. 1.75" edge distance: 36" height: w = 276.89#'/(0.55*3*3.292)= 51.0 psf 42" height: w = 276.89#'I(0.55*3.5*3.792)= 37.9 psf EDWARD C. ROBISON, PE, SE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 e1robison@narrows.com C.R. Laurence Glass Rail System (GRS) and Taper-Loc® 03/13/2014 Page 33 of 54 BSL Fascia Mounted Continued: Fascia (Side) mounted B5L base shoe to wood: For Lag screws into solid wood (DFL, Southern Pine or equivalent density G?0.49): 1/2" Lag screws strength in per National Design Specification for Wood Construction: W = 367 pli embedment From NIDS Table 11.2A For dry or interior applications, Co, = 1.0, CD = 1.33 e = 1,158#/(367* 1.33) = 2.37" Use 1/2" x 4" lag screws For exterior wet applications, Cm = 0.7 applies when moisture content of wood may exceed 19%,CD= 1.33 e = 1,158#/(367*1.33*0.70) = 3.39" Use 1/2" x 4" lag screws 4" screw embed depth = 4"-0.25"-0.3125 = 3.4375 Moment from toprail load about bottom of base shoe: M36 = 50p1f*(36+3.75) = 1,987.5"#/ft = 190.625'#/ft M42 = 50plf*(42+3.75) = 2,287.5"#Ift = 190.625'#/ft Moment Strength For lags at 12" on center: For dry conditions: Ti= 3.4375*367* 1.33 = 1,678# Mia = 1,678*(1.750.5*1,6781(12*625pSi) = 2,749"#/ft = 229.07'# = 229.07-4.1 = 224.97'#/ft 36" height: w = 224.97#'/(0.55*3.292*3.0)= 41.4 psf 42" height: w = 224.97#'/(0.55*3.792*3.5) = 30.8 psf For wet conditions: To = 3.4375*367*1.33*0.7 = 1,175# Moa = l,175*(l .75.0.5*1,175/(12*625p5i) = 1,964"#/ft = 163.68'# M = 163.68-4.1 = 159.58'#/ft MAY ONLY BE USED FOR PRIVATE RESIDENCES WITH 6' MINIMUM LENGTH NOT ALLOWED FOR USES OTHER THAN PRIVATE RESIDENCES 36" height: w = 159.58#'I(0.55*3.292*3.0)= 29.4 psf 42" height: w = 159.58#'I(0.55*3.792*3.5) = 21.9 psf Moment Strength For lags at 6" on center: For dry conditions: 2*T1 = 2* 1,678# = 3,356# Mia6" 3,356*(1.750.5*3,356/(12*625pSi) = 5,122"#/ft = 426.85'# = 426.85-4.1 = 422.75'#Ift 36" height: w = 422.75#'/(0.55*3.292*3.0)= 77.8 psf 42" height: w = 422.75#'/(0.55*3.792*3.5) = 57.9 psf For wet conditions: 2*Ti = 2*1,175# = 2,350# M02,6" = 2,350*(1.75M.5*2,350/(12*625pSi) = 3,744"#/ft = 312.03'# = 312.03-4.1 = 307.93'#/ft 36" height: w = 307 .93#'/(O .55*3.292*3.0)= 56.8 psf 42" height: w = 307 .93#'/(O .55*3.792*3.5) = 42.2 psf EDWARD C. ROBISON, PE, SE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com C.R. Laurence Glass Rail System (GRS) and Taper-Loc® 03/13/2014 Page 34 of 54 B5T Tapered Base Shoe 6063-T52 Aluminum Shoe strength - Vertical legs: Glass reaction by bearing on legs to form couple. Allowable moment on legs: Ma = Si F Fy = 12.5 ksi (ADM Table 2-24, Sec 3.4.4) Si = 12"*0.5112*/6 = 0.5 in3/ft Ma = 12.5 ksi*0.5 in3/ft = 6,250"#Ift Leg shear strength @ base tmlfl - 0.5 F= 5.5 ksi (ADM Table 2-23, Sec 3.4.20 Va11 = 0.5"*12"!ft*5.5 ksi = 33 k/ft Can be anchored down same as the standard 2-1/2" base shoe B5S. The anchorage will have the same strength and loading characteristics. 15/8" 21/2" Embedded Base Shoe Option (All base shoe types can be used) Calculation based on base shoe embedded without any attachment to reinforcing or otherwise anchored. Reaction on concrete: Compression on top edge: 0.85 *f'c*a = M!(h-a!2) Solve for a 1/2a2-0.85f'ha - M = 0 M = 10,000#"/ft, h = 4.125", f'c = 2,500 psi 1/2a20.85*2,500*4.125a - 10,000 = 0 1/2a2-8765.625a - 10,000 = 0 using the quadratic equation to solve for a: [8765.625+!- /(8765 .6252+4*0 5* 10000)]/(2*0 .5) = 1.14" 1.14" < 1/3*4.125" therefore okay. Embedded base shoe will safely support 10,000"#/ft of moment There is no fascia mounted option for the B5T base shoe. EDWARD C. ROBISON, PE, SE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com C.R. Laurence Glass Rail System (GRS) and Taper-Loc® 03/13/2014 Page 35 of 54 B5A SurfaceMate Square Base Shoe 2-1/2" x 4-1/4" 135A Shoe is designed to be interchangeable with the 135S shoe. The B5A base shoe allowable loads are the same as for the 135S shoes for all anchor types and configurations. Refer to the BSS base shoe calculations for allowable loads and supporting calculations for the anchor type. SurfaceMate Angle Adjust Curved Blocks 4-114 106.4 r Used at each anchor bolt to allow adjustment of the BSA base shoe to plumb on an out of level or uneven substrate. When used on a steel substrate anchors and allowable loads are the same as for the B5S. lv (25.4 mm) When installed on a concrete substrate grout shall be packed solid under the base shoe or a continuous shim strip used in order to develop the full allowable loads as ' Aluminum calculated for the B5S. Angle Adjust Curved Block When installed on concrete substrate without grouting or continuous shim the allowable loads are adjusted to: - ) Aluminum For 3-3/4" anchor edge distance Horseshoe Ma = 2,111#*[1.250.5*2,111/(2*0.85*3ksi*2.25)] = Shim 2,445"# = 203.7'# per anchor Maximum allowable wind loads (ASD) for 12" spacing: 36" height: w = 203.7'#/(0.55*32) = 41.2 psf 42" height: w = 203 .7'#/(0.55*3.52) = 33.1 psf For minimum edge distance is 2.35" = 1,717#*[1.250.5* 1,717/(2*0.85*3k5i*2.25)] = 2,018"# = 168.2'# per anchor Anchor snacinn must be decreased for 42" auard heiht when 50 nlf live load atrnlies. S50-42= 2,018"#/ft/(50*42")*12 = 11.5" o.c. (use 11 anchors for 10' section) Maximum allowable wind loads (ASD) (12" o.c. spacing): 36" height: w = 168.2#'/(0.55*32) = 34.0 psf 42" height: w = 168.2#'I(0.55*3.52) = 25.0 psf (DOESN'T MEET SOPLF LIVE LOAD) B5A Surface Mounted to Concrete Continued: EDWARD C. ROBISON, PE, SE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com C.R. Laurence Glass Rail System (GRS) and Taper-Loc® 03/13/2014 Page 36 of 54 For concrete anchors at 6" on center: Refer to B5S for anchor strength calculations. For 33%" minimum edge distance OMn = 1 ,689#* [1.25-0 •5* 1,6891(2*0 .85*3k5i*2 .25)] = 1,987"# = 165.58'# per anchor Maximum allowable wind loads (ASD) (6" o.c. spacing): 36" height: w = 2*165.58#'/(0.55*32) = 66.9 psf 42" height: w = 2*165.58#'I(0.55*3.52) = 49.2 psf For 1-/4" minimum edge distance ØM = 1,238#*[1.250.5* 1,238/(2*0.85*3k5i*2.25)] = 1,481"# = 123.39'# per anchor Maximum allowable wind loads (ASD) (6" o.c. spacing): 36" height: w = 2*123.39#'I(0.55*32) = 49.9 psf 42" height: w = 2*123.39#'I(0.55*3.52) = 36.6 psf Not to be surface mounted directly to wood substrates. Fascia mount is same as for B5S. EDWARD C. ROBISON, PE, SE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com C.R. Laurence Glass Rail System (GRS) and Taper-Loc® 03/13/2014 Page 37 of 54 B5G - Green Base Shoe 6063-T52 Aluminum extrusion Shoe strength - Vertical legs: Glass reaction by bearing on legs to form couple. Allowable moment on legs: Ma = Si*Ft or F Ft = Fc = 12.5 ksi (ADM Table 2-23, Sec 3.4.4 and 3.4.13) At top 2nd cell Srnid = 12"*0.275112*/6 = 0.151 in3/ft Ma= 12.5 kSi*0.151 in3/ft= 1,891#11/ft Pa= 1,891"#/1.38" = 1,370 Of At mid-height Smici = 12"*0.346"2*/6 = 0.239 in3/ft Ma = 12.5 ksi*0.239 in3/ft = 2,993#"/ft Pa = 2,993"#/2.24" = 1,336 Of At bottom cell: Smid = 12"*0.405112*/6 = 0.328 in3/ft Ma = 12.5 ksi*0.328 in3/ft = 4,100#"/ft Pa = 4,100"#/2.83" = 1,449 plf Maximum allowable glass moment based on base shoe leg strength: Ma = 1,336p1f*2.875" = 3,841"#/ft Check leg deflection for 3 ,800"#/ft moment on rail: p = 3,800/(2.875") = 1,322p1f leff = [(0.440)+(0.355) +(0.300) 3 +(0.275) 3]/4 = 0.0444 in4/ft A = Ph3/(3E1) =1,322*2.8753/(3*10.1x106*0.0444) = 0.0233" Deflection at top: Atc = 42/2.875*0.0233 = 0.34" Leg shear strength @ groove tmln - 0.275 F= 5.5 ksi (ADM Table 2-23, Sec 3.4.20) Va11 = 0.275"*12"/ft*5.5 ksi = 18.15 k/ft Compression strength of ribs: F = 8.9-0.037(kL/r) = 8.90.037(2*0.475/(0.125/112) = 7.926 ksi P = 7,926p5i*12"*0.125" = 11,889 pif ~: 1,322 pif rib strength is adequate Attachment is same as for B5S base shoe for all uses. EDWARD C. ROBISON, PE, SE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com 13/16 (20.6 mm) 2-5/8 _(66.7 mmT 9/16' (14.3 mm) C.R. Laurence Glass Rail System (GRS) and Taper-Loc® 03/13/2014 Page 38 of 54 B6S 25/8" X 41/8" GLASS BALUSTRADE BASE SHOE Heavy Duty Square Base Shoe 6063-T52 Aluminum extrusion Fully tempered glass glazed in place, either wet glazing cement or TaperLoc®. Shoe strength - Vertical legs: Glass reaction by bearing on legs to form couple. Allowable moment on legs: 7/8 (22.2 mm) Ma = Si FY Ft = Fc = 12.5 ksi (ADM Table 2-23, Sec 3.4.4 1/2 (12.7 mm) and 3.4.13) Si = 12"*0.75112*I6 = 1.125 in3/ft Ma = 12.5 ksi *1.125 in3/ft= 14,062#"/ft Leg shear strength @ groove Lmin A - 'J .393 F= 5.5 ksi (ADM Table 2-23, Sec 3.4.20 Va11 = 0.75"*12"/ft*5.5 ksi = 49.5 k/ft Base shoe anchorage: Typical rail section: 42" high 50 plf top rail load or 25 psf panel load Mt 50plf*42" - 2,100"#/ft M = 25 psf*3.5'*21" = 1,837.5"# Typical Anchor load - 12" o.c. - Ta = 2,100"#/1.31" = 1,603# Maximum allowable moment for 1/2" cap screws (Ta = 3,592# from BSS calculations) 12" on center spacing and direct bearing of base shoe on steel: Ma = 3,592#*[1 .31"0.5*3,592/(30ksi*12)] = 4,688"# = 390.6'# per anchor Maximum allowable wind loads (ASD): 36" height: w = 390 .6#'/(O .55*32)= 78.9 psf 42" height: w = 390 .6#'/(O .55*3.52)= 58.0 psf 6" on center spacing and direct bearing of base shoe on steel: Ma = 3,592#*[1.31"0.5*3,592/(30ksi*6)] = 4,670"# = 389.14'# per anchor Maximum allowable wind loads (ASD): 36" height: w = 2*389.14#'/(0.55*32)= 157.2 psf 42" height: w = 2*389.14#'/(0.55*3.52)= 115.5 psf required spacing to develop full strength of /8" glass: s = 4,688/6,797* 12" = 8 1/4" on center average EDWARD C. ROBISON, PE, SE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com C.R. Laurence Glass Rail System (GRS) and Taper-Loc® 03/13/2014 Page 39 of 54 B6S Surface Mounted to Concrete: For anchor into concrete: 3/8" diameter Screw-in anchor Hilti Kwik HUS-EZ (KH-EZ) /8" x 4" manufactured by Hilti in accordance with ESR-3027 or Hilti HSL-3 M8 x 3-3/4" anchor in accordance with ESR-1545. Strength calculated in accordance with ACT 318-08 Appendix D. 2-1/2" effective embedment Minimum concrete strength: f' ~!! 3,000 psi ON,, = 0.65 *4,400# = 2,860# For concrete breakout strength: Ncb = [ANc/ANco]ped,Nqic ,Ncp ,NNb ANc (1.5*2.5"*2)*(1 .5*2.5*2) = 56.25in2 Edge distance = 3 3/4" AN0= 9* 2.52 = 56.25in2 Carnin — __i 1.Z. *' . "- 3.75 - Cac = 2.5*2.5" = 6.25 Ced,N = 1.0 cp = 1.0 (from ESR-3027) Cc= 1.0 (from ESR-3027) Nb = 24*1.0*/3000*2.51.5 = 5,196# Ncb = 56.25/56.25*1.0*1.0*1.0*5,196 = 5,196# From ESR-2526 anchor pull out does not control design ON, = 0.65*5,196# = 3,377# Ns = øN/1.6 = 3,377#/1.6 = 2,111# Anchor steel strength will not control Moment resistance of each anchor: For surface mounted OMn =3,377#*[l .310.5*3,377/(2*0.85*3ksi*12)] = 4,331"# = 360.9'# per anchor Ma = ØMIX = 4,331"#/1.6 = 2,707"# = 225.58'# (at 1' spacing doesn't develop full allowable glass load for 5/8" glass.) Maximum allowable wind loads (ASD) for 12" o.c. anchors: 36" height: w = 225 .58#'/(0.55*32) = 45.6 psf 42" height: w = 225 .58#'I(0.55*3.52) = 33.5 psf Minimum acceptable edge distance is 2.35" For 42" guard height and 12" o.c. spacing. AN (l.5*2.5"*2)*(l.5*2.5+2.35) = 45.75in2 Minimum edge distance is 235" Ncb = 45 .75/56.25*1.0*1.0*1.0*5,196 = 4,226# OK,= 0.65*4,226# = 2,747# N = øN/1.6 = 2,747#I1.6 = 1,717# ØM = 2,747#*[1.310.5*2,747/(2*0.85*3ksi* 12)] = 3,537"# = 294.7'# per anchor Ma = ØM/X = 3,537"#/1.6 = 2,211"# = 184.2'# (at 1' spacing doesn't develop full allowable glass load.) EDWARD C. ROBISON, PE, SE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com C.R. Laurence Glass Rail System (GRS) and Taper-Loc® 03/13/2014 Page 40 of 54 B6S Surface Mounted to Concrete continued: Maximum allowable wind loads (ASD): 36" height: w = 184.2#'I(0.55*32) = 37.2 psf 42" height: w = 184.2#'/(0.55*3.52) = 27.3 psf 6" O.C. Anchor Spacing, 3.75" edge spacing: ANC= (6)*(1 .5*2.5*2) = 45in2 Edge distance = 3 3/4" Ncb = 45/56.25*1.0*1.0*1.0*5,196 = 4,157# ON, = 0.65*4,157# = 2,702# N8 = øN/1.6 = 2,702#/1.6 = 1,689# Moment resistance for anchors at 6" on center: Omn = 2*2 ,702#*[ 1.31-0 .5*2*2,702/(2*0 .85*3k5i* 12)] = 6,560"# = 580'#/ft Ma = øM/? = 6,560"#/1 .6 = 4,350"# = 362 .5'#/ft NOTE: When attached to concrete alternative anchors may be designed in accordance to the anchor manufacturer's engineering reports that can develop greater strength. Maximum allowable wind loads (ASD): 36" height: w = 362.5#'/(0.55*32)= 73.23 psf 42" height: w = 362.5#'I(0.55*3.52) = 53.8 psf 6" O.C.Anchor Spacing, 1.75" edge spacing: ANcg= (6)*(1 .5*2.5+1.75) = 33j2 Minimum allowable edge distance is 1.75" Nb = 33/56.25*1.0*1.0*1.0*5,196 = 3,048# ONn = 0.65*3,048# = 1,981# N8 =øN/1.6= l,981#/1.6= 1,238# Omn = 2*l,98l#*[1.310.5*2*1,98l/(2*0.85*3ksi*l2)] = 5,062"# = 421.83'#/ft Ma = ØMIX = 5,062"#/1.6 = 3,164"# = 263.64'# /ft Maximum allowable wind loads (ASD) for anchors at 6" o.c. 1.75" edge distance: 36" height: w = 263 .64#'/(O .55*32)= 53.3 psf 42" height: w = 263 .64#'I(0.55*3.52) = 39.1 psf FASCIA (SIDE) MOUNTED 116S BASE SHOE For side mounted base shoe the allowable loads are the same as for the B55 shoe. Alternative anchors will provide the same allowable loads as for the 1355 base shoe therefore refer to the B55 calculations for the fascia (side) mounted options. EDWARD C. ROBISON, PE, SE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com C.R. Laurence Glass Rail System (GRS) and Taper-Loc® 03/13/2014 Page 41 of 54 B7S 2 3/4" X 4 1/8" GLASS BALUSTRADE BASE SHOE Heavy Duty Square Base Shoe 6063-T52 Aluminum extrusion Fully tempered glass glazed in place, either wet glazing cement or TaperLoc®. Shoe strength - Vertical legs: Glass reaction by bearing on legs to form couple. Allowable moment on legs: Ma = Si FY Ft = F = 12.5 ksi (ADM Table 2-23, Sec 3.4.4 and 3.4.13) Si = 12"*0.75112*/6 = 1.125 M3/ft Ma = 12.5 ksi *1. 125 in3/ft = 14,062#"/ft Leg shear strength @ groove tmln - 0.343 F= 5.5 ksi (ADM Table 2-23, Sec 3.4.20 Va11 = 0.75"*12"/ft*5.5 ksi = 49.5 klft Base shoe anchorage: Typical rail section: 42" high 50 plf top rail load or 25 psf panel load Mt 50plf*42" - 2,100"#/ft M = 25 psf*3.5'*21" = 1,837.5"# Typical Anchor load - 12" o.c. - Ta = 2,100"#/1.375" = 1,527# ½" Cap Screw to Steel Supports - See BSS for anchor strength calculation. Maximum allowable moment for 1/2" cap screws (Ta = 3,592#) 12" on center spacing and direct bearing of base shoe on steel: Ma = 3,592#*[1 .375"0.5*3,592/(30ksi*12)] = 4,921"# = 410.09'# per anchor Maximum allowable wind loads (ASD) for Cap screws at 12" o.c.: 36" height: w = 410.09#'/(0.55*32) = 82.8 psf 42" height: w = 410.09#'/(0.55*3.52) = 60.9 psf Maximum allowable wind loads (ASD) for Cap screws at 6" o.c.: Ma = 2*3,592#*[1.375"M.5*2*3,592/(30k5i*12)] = 9,806"# = 817.19'#/ft 36" height: w = 817.19#'/(0.55*32) = 165.1 psf 42" height: w = 817.19#'/(0.55*3.52) = 121.3 psf Required spacing to develop the full glass strength for wind loading (ASD): s = 9,806/9,926*6" = 5.93" o.c. EDWARD C. ROBISON, PE, SE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com C.R. Laurence Glass Rail System (GRS) and Taper-Loc® 03/13/2014 Page 42 of 54 B7S Surface Mounted Continued: For anchor into concrete: 3/8" diameter Screw-in anchor Hilti Kwik HUS-EZ (KH-EZ) /8" x 4" manufactured by Hilti in accordance with ESR-3027 or Hilti HSL-3 M8 x 3-3/4" anchor in accordance with ESR-1545. Strength calculated in accordance with ACT 318-08 Appendix D. V, ~! 3,000 psi 2-1/2" effective embedment ØNsa = 0.65*4,400# = 2,860# For concrete breakout strength: Ncb = [ANc/ANco]C ed,r'c,NCcp,NNb ANC= (1.5*2.5"*2)*(1 .5*2.5*2) = 56.25in2 Edge distance = 3 3/4" AN0 9*2.52 = 56.25in2 L-arnjn — _1 1.L *' . "- 3.75 - Cac = 2.5*2.5" = 6.25 CPed,N= 1.0 q) ,,N 1.0 (from ESR-3027) Cc,= 1.0 (from ESR 3027) Nb = 24*1.0*/3000*2.51.5 = 5,196# Ncb = 56.25156.25*1.0*1.0*1.0*5,196 = 5,196# From ESR-3027 anchor pull out does not control design = 0.65*5,196# = 3,377# N = øN/1.6 = 3,377#/1.6 = 2,111# Anchor steel strength will not control Moment resistance of each anchor: For surface mounted Omn = 3,377#*[1.3750.5*3,377/(2*0.85*3ksi*12)] = 4,550"# = 379.2'# per anchor Ma = ØM/?\. = 4,550"#/1.6 = 2,844"# = 237.0'# (at 1' spacing doesn't develop full allowable glass load for 5/8" or 3/4" glass.) Maximum allowable wind loads (ASD) for concrete anchors at 12" o.c. and 3 3/4" edge distance: 36" height: w = 237 .0#'I(O .55*32) = 47.9 psf 42" height: w = 237.0#'/(0.55*3.52) = 35.2 psf Minimum acceptable edge distance is 2.35" For 42" guard height and 12"o.c. spacing. ANc (1.5*2.5"*2)*(1.5*2.5+2.35) = 45.75in2 Minimum edge distance is 2.35" Ncb = 45.75/56.25*1.0*1.0*1.0*5,196 = 4,226# = 0.65 *4,226# = 2,747# N = 0N11/ 1.6 = 2,747#/1.6 = 1,717# = 2 ,747#* [1.3750.5*2 ,747/(2*0 .85 *3ksi* 12)] = 3,715"# = 309.6'# per anchor EDWARD C. ROBISON, PE, SE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com C.R. Laurence Glass Rail System (GRS) and Taper-Loc® 03/13/2014 Page 43 of 54 B7S Surface Mounted to Concrete Continued: Ma = ØM/?. = 3,715"#/l .6 = 2,322"# = 193.5 (at 1' spacing doesn't develop full allowable glass load.) Maximum allowable wind loads (ASD): 36" height: w = 193.5#'/(0.55*32) = 39.1 psf 42" height: w = 193 .5#'/(0.55*3.52) = 28.7 psf 6" O.C. Anchor Spacing, 3.75" edge spacing: AN (6)*(1 .5*2.5*2) = 45j2 Edge distance = 3 3/4" Nb = 45/56.25*1.0*1.0*1.0*5,196 =4,157# ON n = 0.65*4,157# = 2,702# N = ØN/1.6 = 2,702#/1.6 = 1,689# Moment resistance for anchors at 6" on center: ØM = 2*2,702#*[1.3752*0.5*2,702/(2*0.85*3ksi*12)] = 7,192"# = 599.33'#/ft Ma = ØM/X = 7,192"#/1 .6 = 4,495"# = 374 .58'#/ft NOTE: When attached to concrete alternative anchors may be designed in accordance to the anchor manufacturer's engineering reports that can develop greater strength. Maximum allowable wind loads (ASD): 36" height: w = 374 .58#'/(O .55*32) 75.7 psf 42" height: w = 374.58#'/(0.55*3.52) = 55.6 psf 6" O.C. Anchor Spacing, 235" edge spacing: ANcg= (6)*(1 .5*2.5+2.35) = 36.6in2 Edge distance = 235" Nb = 36.6/56.25*1.0*1.0*1.0*5,196 = 3,381# ON, = 0.65*3,381# = 2,198# NS = øN!1.6 = 2,198#/1.6 = 1,373# = 2*2,198#*[1.3750.5*2*2,198/(2*0.85*3ksi*12)] = 5,887"# = 490.554 Ma = øMIX = 5,887"#I1.6 = 3,679"# = 306.59'# Maximum allowable wind loads (ASD) for anchors at 6" o.c. 2.35" edge distance: 36" height: w = 306.59#'I(0.55*32)= 61.9 psf 42" height: w = 306.59#'/(0.55*3.52) = 45.5 psf EDWARD C. ROBISON, PE, SE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com C.R. Laurence Glass Rail System (GRS) and Taper-Loc® 03/13/2014 Page 44 of 54 B7S Surface Mounted to Concrete Continued: 6" O.C.Anchor Spacing, 1.75" edge spacing: ANcg= (6)*(1 .5*2.5+1.75) = 33j2 Minimum allowable edge distance is 1.75" Nb = 33/56.25*1.0*1.0*1.0*5,196 = 3,048# ON, = 0.65*3,048# = 1,981# N=ØN/1.6= 1,981#/1.6= 1,238# Omn = 2*1,981#*[1.3750.5*2*1,981/(2*0.85*3ksi*12)] = 5,320"# = 443.29'# Ma = ØM/X = 5,320"#/1.6 = 3,325"# = 277.06'# Maximum allowable wind loads (ASD) for anchors at 6" o.c. 1.75" edge distance: 36" height: w = 277 .06#'/(O .55*32)= 56.0 psf 42" height: w = 277 .06#'/(0.55*3 .52) = 41.1 psf FASCIA (SIDE) MOUNTED B7S BASE SHOE For side mounted base the allowable loads are the same as for the 2-1/2" wide shoe. Alternative anchors will provide the same allowable loads as for the 2-1/2" wide base shoe (BSS). EDWARD C. ROBISON, PE, SE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 e1robison@narrows.com C.R. Laurence Glass Rail System (GRS) and Taper-Loc® 03/13/2014 Page 45 of 54 DRAIN BLOCKS Drain blocks may be used under the base shoe to provide (9.5 mm) a water drainage path on exterior decks. Thick Leng Width allowable loads. th When used on steel substrate there is no reduction in the Not to be used on wood substrate, refer to wood attachment brackets in this report. When used on concrete the allowable loads are adjusted as follows: B5S, BSG, 115T and B5A base shoes: 2.5"x 2.25" For 3-3/4" anchor edge distance Maximum allowable wind loads (ASD) for 12" spacing: Ma = 2,111#*[1 .250.5*2,1 11/(2*0.85*3k5i*2.25)] = 2,445"# = 203.7'# per anchor 36" height: w = 203.7'#/(0.55*32) = 41.2 psf 42" height: w = 203.7'#/(0.55*3.52) = 30.2 psf Maximum allowable wind loads (ASD) for 6" spacing: Ma = 2*1,689#*[1.250.5*1,689/(2*0.85*3ksi*2.25)] = 3,974"# = 331.16'# per anchor 36" height: w = 331.16'#/(0.55*32) = 66.9 psf 42" height: w = 331 .16'#/(0.55*3.52) = 49.2 psf For minimum edge distance = 2.35" Maximum allowable wind loads (ASD) (12" o.c. spacing): M,= 1,717#*[1.250.5*1,717/(2*0.85*3ksi*2.25)] = 2,018"#= 168.2'# per anchor Anchor spacing must be decreased for 42" guard height when 50 plf live load applies. S50-42 = 2,018"#/ft/(50*42")*12 = 11.5" o.c. (use 11 anchors for 10' section) 36" height: w = 168 .2#'/(O .55*32) = 34.0 psf 42" height: w = 11/10*168.2#'/(0.55*3.52) = 27.5 psf (11 anchors per 10' section) Maximum allowable wind loads (ASD) for 6" spacing: Ma = 2*1,373#*[1.250.5*1,373/(2*0.85*3ksi*2.25)] = 3,268"# = 272.35'# per anchor 36" height: w = 272.35'#/(0.55*32) = 55.0 psf 42" height: w = 272.35'#/(0.55*3.52) = 40.4 psf EDWARD C. ROBISON, PE, SE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com C.R. Laurence Glass Rail System (GRS) and Taper-Loc® 03/13/2014 Page 46 of 54 B5L base shoe: 2.25" x 2.5" For 3-3/4" anchor edge distance Maximum allowable wind loads (ASD) for 12" spacing: Ma = 2,111#*[1 .l250.5*2,111/(2*0.85*3ksi*2.5)] = 2,200"# = 183.3'# per anchor 36" height: w = 183.3'#/(0.55*32) = 37.0 psf 42" height: w = 183.3'#/(0.55*3.52) = 27.2 psf Maximum allowable wind loads (ASD) for 6" spacing: Ma = 2*1,689#*[1.1250.5*1,689/(2*0.85*3ksi*2.5)] = 3,577"# = 298.04'# per anchor 36" height: w = 298.04#I(0.55*32) = 60.2 psf 42" height: w = 298.04'#/(0.55*3.52) = 44.2 psf For minimum edge distance is 2.35" Maximum allowable wind loads (ASD) for 12" o.c. spacing: Ma = 1,717#*[1.1250.5*1,717/(2*0.85*3ksi*2.5)] = 1,816"# = 151.3'# per anchor Anchor spacing must be decreased for 42" guard height when 50 plf live load applies. S50-42 = 1,816"#/ft/(50*42")*12 = 10-3/8" o.c. (use 12 anchors for 10' section) 36" height: w = 151.3#/(0.55*32) = 30.6 psf 42" height: w = 12/10*151.3#'/(0.55*3.52)= 26.9 psf (use 12 anchors for 10' section) Maximum allowable wind loads (ASD) for 6" spacing: Ma = 2*1,373#*[1.1250.5*1,373/(2*0.85*3ksi*2.5)] = 2,941"# = 245.12'# per anchor 36" height: w = 245.12'#/(0.55*32) = 49.5 psf 42" height: w = 245.12'#/(0.55*3.52) = 36.4 psf EDWARD C. ROBISON, PE, SE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com C.R. Laurence Glass Rail System (GRS) and Taper-Loc® 03/13/2014 Page 47 of 54 Drain Blocks Continued: B6S base shoe: 2.625"x 2.75" For 3-3/4" anchor edge distance Maximum allowable wind loads (ASD) for 12" spacing: Ma = 2,111#*[1.3120.5*2,111/(2*0.85*3ksi*2.75)] = 2,611"# = 217.56'# per anchor 36" height: w = 217.56'#/(0.55*32) = 44.0 psf 42" height: w = 217.56'#/(0.55*3.52) = 32.3 psf Maximum allowable wind loads (ASD) for 6" spacing: Ma = 2*1,689#*[1.3120.5*1,689/(2*0.85*3ksi*2.75)] = 4,229"# = 352.38'# per anchor 36" height: w = 352.38'#/(0.55*32) = 71.2 psf 42" height: w = 352.28'#/(0.55*3.52) = 52.3 psf For minimum edge distance is 2.35" Maximum allowable wind loads (ASD)(12" o.c. spacing): Ma = 1,717#* [1.312-0.5* 1,717/(2*0.85*3k5i*2.75)] = 2,148"# = 178.97'# per anchor 36" height: w = 178.97#'/(0.55*32) = 36.2 psf 42" height: w = 178 .97#'/(0.55*3 .52) = 26.6 psf Maximum allowable wind loads (ASD) for 6" spacing: Ma = 2*1,373#*[1.3120.5*1,373/(2*0.85*3ksi*2.75)] = 3,468"# = 289.03'# per anchor 36" height: w = 289.03'#I(0.55*32) = 58.4 psf 42" height: w = 289.03'#/(0.55*3.52) = 42.9 psf B7S base shoe: 2.75" x 2.625" For 3-3/4" anchor edge distance Maximum allowable wind loads (ASD) for 12" spacing: Ma = 2,111#*[1.3750.5*2,111/(2*0.85*3ksi*2.625)] = 2,736"# = 228.02'# per anchor 36" height: w = 227.3'#/(0.55*32) = 50.5 psf 42" height: w = 227 .3'#*2/3 •52 = 37.1 psf Maximum allowable wind loads (ASD) for 6" spacing: Ma = 2*1 ,689#* [1.375-0 5* 1 ,689/(2*0 .85*3k5i*2.625)]= 4,432"# = 369.31'# per anchor 36" height: w = 369.3 1'#/(0.55*32) = 74.6 psf 42" height: w = 369 .31'#/(0.55*3.52) = 54.8 psf EDWARD C. ROBISON, PE, SE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 e1robison@narrows.com C.R. Laurence Glass Rail System (GRS) and Taper-Loc® 03/13/2014 Page 48 of 54 Drain Blocks Continued: B7S base shoe: 2.75" x 2.625" For minimum edge distance is 2.35" Maximum allowable wind loads ((ASD) 12" o.c. spacing): Ma = 1,717#*[1.3750.5*1,717/(2*0.85*3ksi*2.5)] = 2,245"# = 187.1'# per anchor 36" height: w = 187.1#'*2/32 = 41.6 psf 42" height: w = 187.1#'*2/3.52 = 30.5 psf Maximum allowable wind loads (ASD) for 6" spacing: Ma = 2*1,373#*[1.3750.5*1,373/(2*0.85*3ksi*2.625)]= 3,635"# = 302.91'# per anchor 36" height: w = 302.91 '#/(0.55*32) = 61.2 psf 42" height: w = 302.91'#/(0.55*3.52) = 45.0 psf WELD BLOCKS: When attaching the base shoe to the 1i7-13 appropriate steel weld blocks the Taped Role 1/2 12.7 mm) WWWock £117 strength shall be the same as for the base 11 Ji Weld block size shall be matched to the shoe attachment to steel substrate. base shoe width. :1 CONCRETE ANCHORS ADJUSTMENTS The strength of the post installed mechanical concrete anchors are a direct function of the square root of the concrete compressive strength: Pn =ft'Jf') Thus the allowable loads shown in this report for the base shoes mounted to concrete may be adjusted for concrete strengths other than 3,000 psi by: W' = w*\,5( V'3,000 where: W = allowable wind load (ASD) calculated for the specific base shoe and anchorage X = f'; compressive strength of concrete at time the anchor is installed. Use of other post installed anchors or different embedment conditions require calculations for the specific condition. SAND LIGHT-WEIGHT CONCRETE: Allowable loads to be multiplied by 0.6 when anchors are installed in sand light-weight concrete. W'=0.6*W EDWARD C. ROBISON, PE, SE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 e1robison@narrows.com C.R. Laurence Glass Rail System (GRS) and Taper-Loc® 03/13/2014 Page 49 of 54 SURFACE MOUNTING BASE SHOES TO WOOD DECKS: The base shoe overturning resistance develops by forming a couple between the anchor tension and compression between the base shoe edge and the substrate. Wood doesn't have adequate bearing compressive strength to reliably develop the requisite compressive strength when surface mounted. The shoe may be initially installed tight and appear to perform adequately; but cyclic loading will cause permanent deformation of the wood surface and loss of anchor pretension. This will result in rotation of the base shoe and increased couple forces resulting in excessive guard deflections and possible failure. For this reason the base shoes should not be surface mounted directly to wood when moment exceeds 1 ,000"#/ft. It is recommended that whenever possible the base shoe should use the fascia mount when attaching to wood. When surface mounting to wood a steel or aluminum bar or angle may be installed on the wood surface first. The bar or angle shall be designed to safely transfer the imposed loads from the base shoe to the wood deck. Attachment to the bar or angle shall be as specified previously. Steel angle Base Shoe Base Shoe or plate bolted to wood deck with ' j7/7 '7:/'l Weld Block , -- .. uase shoe -- Steel Plate by Others anchored to the plate or angle using 1/2" cap screws into threaded weld blocks or tapped holes. EDWARD C. ROBISON, PE, SE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com C.R. Laurence Glass Rail System (GRS) and Taper-Loc® 03/13/2014 Page 50 of 54 Surface Mounting Base Shoes to Wood Decks: Aluminum Angle Bracket Welded to Base Shoe Alternative- Weld strength calculated in accordance with ADM 7.3.2 Fillet Welds Base shoe metal - 6063-T52 Angle metal- 6063-T5 Weld metal 4043 Weld size: '/4" fillet, throat =0.251V2 = 0.177" 1/4 / 1/4 Design strength: ADM 7.3.2.2 Vw =FswLwe/nu For shear through weld throat: Fsw = 11.5 ksi from ADM Table 7.3-1 V=11.5ksi*0.177"* 12"/l .95 =12,526 plf co For base metal shear failure: = 11.0 ksi from ADM Table 3.3-2 Vwb = 11.0k5i*0.25"*12"/1.95 = 16,922 plf Moment overturning of base shoe- Shear strength of weld restrains base shoe rotation about opposite corner: Ma = 12,526plf 2.5"*4/12 = 10,438"# per 4" bracket B4SE SHE BS SHOWN Li 1/2 23/4 LS5X5X3/8 6063-15 ALUMINUM ANGLE X 4 LONG @ 16 O.C. 3 #14 X3 COUNTERSUNK WOOD SCREW FOUR IN TWO ROWS Check strength of weld affected angle: From ADM Table 2-23 for allowable aluminum stresses bending of flat element - weld-affected = F,w = 6.5ksi Sf = 4*0.3752/6 = 0.09376in3 Maw = 6,500p5i* 0.09376in3 = 609"# Maximum allowable anchor force based on outward force (controls) Ru = 609"#/0.5" = 1,218# Maximum allowable moment on base shoe per 4" bracket: May = 1,218#*3"+ 609"# = 4,263"# Allowable moment per foot for brackets at 16" on center Ma = 4,263/1.3333'= 3,197"#/ft = 266 .44'#/ft Strength for continuous angle: M011 t = 4,263*12/4 = 12,789"#/ft EDWARD C. ROBISON, PE, SE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com C.R. Laurence Glass Rail System (GRS) and Taper-Loc(g 03/13/2014 Page 51 of 54 Base Shoe Welded to Aluminum Angle Continued: For wood screws into solid wood (DFL, Southern Pine or equivalent density G0.49): 1/4" Wood screws strength in per National Design Specification for Wood Construction: W = 165 pli embedment From NDS Table 11.2B For dry or interior applications, Cr,, = 1.0, CD = 1.33 Embed depth = 2" thread length typical W'= 165#/"2" 1.33) = 440# Moment resistance per screw = 440#*3" = 1,320"# Number of screws required to develop the full strength of 4" bracket: 4,263/1,320 = 3.23 Requires 4 screws. Mascrews = 4*1 ,320"# = 5,280# Bearing pressure on wood for maximum bracket moment: fB = (4,263"#!3")/(4"*2") = 178 psi ~ 625 psi Mai = 4,263/1.3333'= 3,197"#/ft = 266.44'#/ft Maximum allowable wind loads (ASD) for brackets at 16" on center spacing, dry location: 36" height: w = 266 .4'#/(O .55*32) = 53.8 psf 42" height: w = 266.4'#/(0.55*3.52) = 39.5 psf For exterior wet applications, Cm = 0.7 applies when moisture content of wood may exceed 19%,CD= 1.33 Strength of 4 screws: W" =4(0.7 1,320) = 3,696"# Mao = 3,696/1.3333' = 2,772"#/ft = 231 .00'#/ft Maximum allowable wind loads (ASD) for brackets at 16" on center spacing, exterior location: 36" height: w = 231.0'#/(0.55*32) = 46.7 psf 42" height: w = 231.0'#/(0.55*3.52) = 34.3 psf Continuous Aluminum angle- For continuous angle with screws installed in pairs each leg at 8" on center strength same as calculated for 4" bracket at 16" on center. For screw pairs at X inches on center: Maix = 12"/X*(2*1,320"#/12"/ft) = [2,640/X]'#/ft Dry locations Maox = 0.7*[2,6401X]'#/ft = [1,848/X]'#/ft Exterior locations For example: X = 4" Mai4 = [2,640/41'#/ft = 660.0'#/ft Dry locations 42" height: w = 660.0'#/(0.55*3.52) = 98.0 psf Mao4 = [1,848/4]'#/ft = 462.0'#/ft Exterior locations 42" height: w = 462.0'#/(0.55*3.52) = 68.6 psf EDWARD C. ROBISON, PE, SE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com C.R. Laurence Glass Rail System (GRS) and Taper-Loc® 03/13/2014 Page 52 of 54 Surface Mounting Base Shoes to Wood Decks: Base Shoe to Steel Angle Bracket Alternative- For ½" cap screw into tapped angle strength refer to appropriate base shoe calculations. Check angle thickness: = 30ksi (304 SS) Sf = 4*0.31252/6 = 0.0651in3 ØM = 0.9*1.25*30,000*0.065 1in3=2,197"# Maximum base shoe moment per 4" bracket: Ma = 2,197/0.5 + 2,197 = 6,591"# For ½" cap screw at 16" o.c into 4" bracket: For B5S base shoe- M = 3,592#*[1.25"0.5*3,592/(30ksi*4)] = 4,436"# = 369.69'# per anchor/bracket Wood screw pullout strength will control, see previous page. E SHE SHOWN 21/2 1/2 L5X5X5/16 STEEL ANGLE X 4 LONG HOT DIP GALV OR 304 STAINLESS @ 16O.C. 31/16 For continuous steel angle: Ma = 6,591*12/3 = 19,773"# Attachment strength is 372.5'# per cap screw, cap screw spacing may be calculated from: 5cs = (372.5'#)*12 (M '#Ift) Strength of angle attachment to deck refer to calculations for aluminum angle, previous page. #14 X3 COUNTERSUNK WOOD SCREW FOUR IN TWO ROWS Steel angle may be either A36 hot dipped galvanized or 304 or 316 stainless steel. Minimum angle thickness is 1%" based on cap screw thread engagement. EDWARD C. ROBISON, PE, SE 10012' Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com C.R. Laurence Glass Rail System (GRS) and Taper-Loc® 03/13/2014 Page 53 of 54 Surface Mounting Base Shoe to Solid Wood: Interior Locations Only x 5" Lag screws: Lag withdrawal strength in accordance with the NDS: W = 367#/in for G = 0.49 CD = 1.33 for guard applications W'= 367*1.33 = 489#/in For 3.5" embedment into solid wood: Ta = 3.5"*489#/jn = 1,712# :!~ 0.75*0.10*45,000psi/1.6 = 2,110# Bearing strength on wood fB = 625 psi For lag screws at 12"on center Mia = 1,678*(1.250.5*1,712/(12*625pSi) = 1 ,906"#Ift = 158.8'# May be used for interior private residence installations only. Minimum required length: 200#*36"I1 ,906 = 3.78' for 36" guard height minimum 4 anchors 200#*42"/1,906 = 4.41' for 42" guard height minimum 5 anchors For lag screws at 6" on center: Mia = 2*1,678*(1.250.5* 1,712/(6*625pSi) = 3,429"#/ft = 286'# May be used where 50 pif live load is applicable. Minimum length 200#*36"/3,429 = 2.1' for 36" guard height minimum 5 anchors 200#*42"/3,429 = 2.45' for 42" guard height minimum 5 anchors EDWARD C. ROBISON, PE, SE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com C.R. Laurence Glass Rail System (GRS) and Taper-Loc® 03/13/2014 Page 54 of 54 INSTALLATION ALONG STAIRS: For installations along stairs where the bottom shoe fully supports the bottom edge of the glass and the cap/grab rail is parallel to the base shoe the glass stresses and base shoe loads are the same as for the standard horizontal installation based on measuring the glass height perpendicular to the base shoe. For glass stress and live loads: When glass height is 50" then ½" gl When glass height is 64" may use When glass height is :!~ 77" may use At the maximum heights deflections v Recommend limiting glass heights to: hg < 48" for ½" glass hg ~ 56" for s/s" hg :!z~ 64" for 3/4" Verify glass thickness for wind loading. Check base shoe anchorage using the appropriate mounting type and base shoe. Irregular glass light shapes or intermittent base shoes are outside of the scope of this report. EDWARD C. ROBISON, PE, SE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com X W. C. HOBBS, CONSULTING ENGINEER 33892 COPPER LANTERN, UNIT A DANA POINT CALIFORNIA 92629 (951) 660-9800 Date: April 9, 2019 1284 Pine Partners, LLC 1284 Pine Avenue Carlsbad, California 92008 Subject: Revised Seismic Design Parameters, Proposed 2nd Dwelling, 1284 Pine Avenue, Carlsbad, California 92008 This letter report has been prepared to revised design seismic parameters to comply with 2016 California Building Code(s) and ASCE/SEI 7-16. These parameters are based on site geographic location, Soil Class D criteria and Risk Category II. The opportunity to be of service is appreciated. Should questions or comments arise pertaining to this document, or if we may be of further service, please do not hesitate to call our office. Respectfully Submitted, W. C. HOBBS, CONSULTING ENGINEER Bill Hobbs, -E 42265 Civil Enbirreer Distribution: Addressee (1) pdf Attachments: Seismic Report from ASCE, 2 pages Reference: Geotechnical Update, Proposed 2nd Dwelling, APN 205-020-04, Lot 9 of Tract Map No 1744, 1284 Pine Avenue, City of Carlsbad, San Diego County, California, by South Shore Testing & Environmental, WO 1931503.00U, May 27, 2015 kao ~qCl (am ~ :.-ASCE' Address: 1284 Pine Ave Carlsbad, California 92008 ASCE 7 Hazards Report Standard: ASCE/SEI 7-16 Elevation: 108.33 ft (NAVD 88) Risk Category: II Latitude: 33.162077 Soil Class: 0-Stiff Soil Longitude: -117.338808 \\;• Ba V 7' U r' 91 mr / LAGUNA : ' Sch \: - lidoy ry • '. • \\ -. CIae . r. - • . . .\ 0 . St i%Sch --- 69 https://asce7hazardtool.onhine/ Page 1 of 3 Tue Apr 09 2019 ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS Seismic Site Soil Class: D - Stiff Soil Results: SS 1.053 Sol : N/A S1 : 0.382 TL: 8 Fa : 1.079 PGA: 0.463 F : N/A PGA M: 0.527 SMS : 1.136 FPGA : 1.137 SM1 : N/A le : I SOS : 0.757 C, : 1.311 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Tue Apr 09 2019 Date Source: USGS Seismic Design Mans https://asce7hazardtooLonline/ Page 2 of 3 Tue Apr 092019 ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided as is" and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. https://asce7hazardtool.online/ Page 3 of 3 Tue Apr 09 2019 South Shore Testing & Environmental 23811 Washington Ave, Suite CI 10, #112, Murrieta, CA 92562 E-mail: ss.testing@aol.com Phone: (951) 239-3008 FAX: (951) 239-3122 May 27, 2015 1284 Pine Partners, LLC 1284 Pine Avenue Carlsbad, California 92008 SUBJECT: GEOTECHNICAL UPDATE Proposed 2ND Dwelling APN: 205-020-04, Lot 9 of Tract Map No 1744 1284 Pine Avenue City of Carlsbad, San Diego County, California Work Order No. 193 1503.00U Dear 1284 Pine Partners, LLC: In accordance with your request, we have performed an update to the referenced "Preliminary Geotechnical Report" (ESI, 2013) for the above referenced subject site located in the City of Carlsbad, California. It is our understanding that a 2N) dwelling was constructed on the northerly portion of the site and the former residence on the southerly portion of the site was demolished and subsequently disposed of offsite. The subject site is currently vacant and undeveloped. The purpose of our investigation was to update the engineering parameters of the onsite soils to current City of Carlsbad standards and the 2013 California Building Code (CBC). South Shore Testing and Environmental became the Engineer of Record for the subject site on May 1, 2015. We have reviewed and accepted the referenced geotechnical report as being prepared in accordance with current industry standards and guidelines at the time of its preparation. Based on our review of the previous geotechnical report (see References, Appendix A), the updated geotechnical recommendations presented in the following sections should be adhered to during site development. For our update investigation, we were provided with 10-scale "Minor Grading Plan" prepared by Kevin Bresnahan of Falibrook, California. South Shore Testing & Environmental W.O. NO. 193 1503.00U 1284 Pine Partners, LLC May 27, 2015 Page 2 SITE CONDITIONS Proposed Development: It is our understanding the subject site will be utilized for the construction of a 2ND single-family dwelling on the southerly portion of the site. We anticipate that construction will consist of typical slab-on-grade construction with continuous and isolated footings and retaining walls. Site Description: The subject site consists of a rectangular—shaped parcel of land located on the northerly side of Pine Avenue (1284) in the City of Carlsbad, San Diego County, California. The site is located in an area of predominately residential properties. The subject building pad has been previously developed as a single-family residence that has been demolished and disposed of offsite with minor grading performed to accommodate drainage after demolition. The geographical relationships of the site and surrounding area are shown on our Site Location Map, Figure 1. SUBSURFACE CONDITIONS The subject site is underlain by approximately 3.5-ft of loose to medium dense undifferentiated soiL/colluviums overlying dense late to middle Pleistocene-age marine and non-marine terrace deposits (ESI, 2013, Kennedy & Tan, 2007 and Weber, 1963). Groundwater: No groundwater seepage was encountered on the subject site to a depth of 37.6-ft (ESI, 2013) below the ground surface (bgs). The subject site is not located within a recognized groundwater basin (State of California Water Quality Control Board, 2015) and historic high groundwater is anticipated to be at least +50-ft bgs (Geotracker Website, 2015) in the vicinity of the subject site. 2013 CBC SEISMIC PARAMETERS Based on the geologic setting and soil conditions encountered, the soils underlying the site are classified as "Site Class Sc, Very Dense Soils and Soft Rock", according to the 2013 CBC. The seismic parameters according to the 2013 CBC are summarized in the following table. South Shore Testing & Environmental. W.O. No. 193 1503.00U 1284 Pine Partners, LLC May 27, 2015 Page 3 2013 CBC - Seismic Parameters Mapped Spectral Acceleration Parameters S = 1.138 and Si = 0.437 Site Coefficients Fa = 1.0 and F = 1.3 Adjusted Maximum Considered Earthquake (MCE) Spectral Response Parameters SMS = 1.138 and SM1 = 0.595 Design Spectral Acceleration Parameters SDS = 0.759 and SDI = 0.397 The corresponding value for peak ground acceleration from the design response spectrum based on the 2013 CBC seismic parameters is 0.449g. RECOMMENDATIONS Site Clearing: Prior to the commencement of site development, the subject site should be cleared of any vegetation, construction debris, existing walkways, concrete foundations, utility lines, etc., which should be hauled off-site. The client, prior to any site preparation, should arrange and attend a meeting among the grading contractor, the design engineer, the soils engineer and/or geologist, a representative of the appropriate governing authorities as well as any other concerned parties. All parties should be given at least 48 hours notice. Earthwork should be conducted in accordance with the Standard Earthwork and Grading Specifications provided in Appendix B, except where specified in this report. Site Preparation: The proposed structure should be overexcavated to remove all loose undocumented fill and colluvial soils and extend a minimum of 4-ft below the existing ground surface or 2-ft below the bottom of the deepest footing, whichever is deeper. Overexcavation should extend a minimum of 5-ft beyond the building footprint or to a distance equal to the depth of removal, whichever is greater. Removals should extend until medium dense to dense Terrace deposits are exposed throughout the removal. Prior to placement of fill the exposed earth materials should be scarified a minimum depth of 6-in, brought to near optimum moisture content and compacted to 90% relative compaction per ASTM D1557 test method. South Shore Testing & Environmental. W.O. No. 193 1503.00U 1284 Pine Partners, LLC May 27, 2015 Page 4 Fill Placement: Onsite earth materials are expected to be suitable for use as structural fill. A qualified soil engineer should test import materials to determine their feasibility for use as structural fill. Approved fill material should be placed in 6 to 8-inch lifts, brought to at least optimum moisture content, and compacted to a minimum of 90 percent of the maximum laboratory dry density, as determined by the ASTM D 1557 test method. No rocks or chunks of concrete larger than 6 inches in diameter should be used as fill material. No asphalt should be allowed in the fill and if encountered should be disposed properly off site. Rocks larger than 6 inches should either be hauled off-site or crushed and used as fill material or placed in accordance with Appendix B. Expansion Index Testing: Expansion index testing was performed on representative onsite soil sample collected during the previous investigation of the subject site (ESI, 2013). Laboratory test results indicate that the expansion index for the onsite soils is a 0, which is considered Non Expansive (Expansion Index <20 - 2013 CBC, Section 1803.5.3). Expansion testing should also be performed on imported soils prior to their approval as structural fill material and on the pad surface after remedial grading operations to confirm previous testing. Soluble Sulfate Content: Based on the previous testing of the onsite soils for soluble sulfate content testing, it is anticipated that, from a corrosivity standpoint, Type II Portland Cement can be used for construction. Previous test results (ES I, 2013) indicated that the percentage by weight of soluble sulfates of the onsite soils as 0.0125, which equates to a Negligible sulfate exposure per American Concrete Institute (Ad), 318, Table 4.3.1 (2005). Lateral Load Resistance: The following parameters should be considered for lateral loads against permanent structures founded on fill materials compacted to 90 percent of the maximum dry density. Soil engineering parameters for imported soil may vary. Equivalent Fluid Pressure for Level Backfill Active: 48 pcf Passive: 350 pcf Coefficient of friction (concrete on soil): 0.35 South Shore Testing & Environmental. W.O. No. 1931503.00U 1284 Pine Partners, LLC May 27, 2015 Page 5 If passive earth pressure and friction are combined to provide required resistance to lateral forces, the value of the passive pressure should be reduced to two thirds of the above recommendations. These values may be increased by one third when considering short-term loads such as wind or seismic forces. Allowable Safe Bearing Capacity: In competent surficial sediments an allowable safe bearing capacity of 1,500 pounds per square foot (ps may be used for design of continuous footings that maintain a minimum width of 12-inches and a minimum depth of at least 12-inches below the lowest adjacent grade. The bearing value may be increased by 10% for each additional foot of depth and/or width to a maximum of 2,300 psf. The bearing value may be increased by one-third for seismic or other temporary loads. Total settlements under static loads of footings supported on properly compacted fill materials and sized for the allowable bearing pressures are not expected to exceed 1-inch. Differential settlements between footings designed for the maximum recommended bearing value are expected to be less than one-half of the total settlement. These settlements are expected to occur primarily during construction. Soil engineering parameters for imported soil may vary. Foundation System Design: Foundation elements for any proposed structures should be founded entirely in engineered fill materials. South Shore Testing & Environmental should perform a footing inspection, prior to placement of reinforcement to insure the footing excavations and reinforcement have been constructed in accordance with the recommendations presented in this report. For one-story of equivalent structures, continuous spread footings should be a minimum of 12- inches wide and 12-inches below the lowest adjacent grade. For two-story or equivalent structures, continuous spread footings should be a minimum of 15-inches wide and 18-inches below the lowest adjacent grade. As a minimum, all footings should have one No. 4 reinforcing bar placed at the top and bottom of the footing. The slab area and footing excavations and any concrete flatwork should be pre-moistened to prior to placement of concrete. Concrete slabs, in moisture sensitive areas, should be underlain with a vapor barrier consisting of a minimum of 10.0-mil polyvinyl chloride membrane with all laps sealed. A 2-inch layer of clean sand should be placed above the moisture barrier. The 2-inches of clean sand are recommended to protect the visqueen moisture barrier and aid in the curing of the concrete. The structural engineer should design footings in accordance with the anticipated loads, the soil parameters presented in this limited geotechnical investigation and the existing soil conditions. South Shore Testing & Environmental. W.O. No. 193 1503.00U 1284 Pine Partners, LLC May 27, 2015 Page 6 Concrete Slabs-On-Grade: Sufficient fine-grained materials exists within near surface earth materials to possible create moisture problems. Therefore, we recommend that a moisture barrier be placed under any concrete slabs that might receive a moisture-sensitive floor covering. This moisture barrier should consist of a 10-mil polyethylene vapor barrier sandwiched between a 1-in layer of sand, top and bottom, to prevent puncture of the barrier and enhance curing of the concrete. Reinforcement of the slabs with No. 3 bars on 24-in centers centered in the 5-in slab is recommended. The reinforcing steel should be placed in the upper 1/3 of the slab with at least 1-inch of cover. The sub-grade below the slab should be moisture conditioned and properly compacted prior to placement of concrete. Exterior slabs may be placed directly on a properly compacted subgrade consisting of onsite soils or approved imported fill compacted to at least 90 percent relative compaction. The project architect or geotechnical engineer should continually observe all reinforcing steel in slabs during placement of concrete to check for proper location within the slab. The subgrade below the slab should be moisture conditioned and properly compacted prior to placement of concrete. The structural engineer should design all footings and concrete slabs in accordance with the anticipated loads and the soil parameters given. Retaining Walls Where retaining walls or subsurface structural walls are planned, they should be designed in accordance with the City of Carlsbad Specifications, San Diego Regional Standard Drawing No. C- 7 and the following criteria: Cohesion & Phi Values Cohesion Friction Angle (Phi) Backfill Reinforced Fill 170 29 125 pcf Retained Soil 170 29 125 pcf Foundation Soil 170 29 125 pcf The above cohesion and phi values are for the onsite materials, which are anticipated to be utilized as backfill materials. Backfill materials should be inspected by the South Shore Testing and Environmental prior to their use as backfill. Import materials or select backfill materials would require additional testing and recommendations. South Shore Testing & Environmental. W.O. No. 193 1503.00U 1284 Pine Partners, LLC May 27, 2015 Page 7 Equivalent Fluid Pressure Unrestrained Walls Restrained Walls Backfill Level 2:1 Sloping Level 2:1 Sloping Soil Type Backfill Backfill Backfill Backfill On-Site Soils 38 pcf 45 pcf 40 pcf 50 pcf Select Granular 36 pcf 43 pcf 36 pcf 48 pcf Walls subject to surcharge loads should be designed for an additional uniform lateral pressure equal to one-half the anticipated surcharge pressure in the case of restrained walls, or one-third for unrestrained walls. The wall backfill should be well drained to relieve possible hydrostatic pressures on the wall. Perforated pipe and gravel backdrains should be installed behind all retaining walls to prevent entrapment of water in the backfill. Perforated pipe should consist of 4-inch diameter PVC Schedule 40 or equivalent with the perforations facing down. The pipe should be encased in a 1- foot wide column of 1/4 to 1-1/2-inch, open graded gravel extending above the wall footing to a minimum height of 1-1/2 feet above the footing or to a height equal to one-third the wall height, whichever is greater. The gravel should be completely wrapped in filter fabric consisting of Mirafi 140N or equivalent. Solid outlet pipes should be connected to the backdrains and routed to a suitable area for discharge of accumulated water. Weep holes, if used, should be 3-inch minimum diameter and be provided at maximum intervals of 6-ft along the walls. Open, vertical masonry joints should be provided at 32-inch minimum intervals. One cubic foot of gravel should be placed behind the weep holes or open masonry joints. The gravel should be wrapped in filter fabric to prevent infiltration of fines and subsequent clogging of the gravel. Filter fabric should consist of Mirafi 140N or equivalent. Observation of Foundation Excavations In accordance with the 2013 CBC and prior to the placement of forms, concrete, or steel, all foundation excavations should be observed by the geologist, engineer, or his representative to verify that they have been excavated into competent bearing materials. The excavations should be per the approved plans, moistened, cleaned of all loose materials, trimmed neat, level, and square. Any moisture softened earth materials should be removed prior to steel or concrete placement. South Shore Testing & Environmental. W.O. No. 193 1503.00U 1284 Pine Partners, LLC May 27, 2015 Page 8 Earth materials from foundation excavations should not be placed in slab on grade areas unless the materials are tested for expansion potential and compacted to a minimum of 90 percent of the maximum dry density. Utility Trench Backfill: Utility trench backfill should be compacted to a minimum of 90 percent of the maximum dry density determined in laboratory testing by the ASTM D 1557 test method. It is our opinion that utility trench backfill consisting of on-site or approved sandy soils can best be placed by mechanical compaction to a minimum of 90 percent of the maximum dry density. The upper 1-ft of the utility trenches within streets and driveways should be compacted to a minimum of 95% of the maximum dry density. All trench excavations should be conducted in accordance with Cal-OSHA standards as a minimum. The onsite soils are generally classified as Type "C" soil in accordance with the CAL/OSHA (California, State of 2007) excavation standards. Unless specifically evaluated by the project engineering geologist, all temporary excavations should be performed in accordance with CAL/OSHA (California, State of, 2007) excavation standards for Type "C" soil. Based upon a soil classification of Type "C", the temporary excavations should not be inclined steeper than 1.5:1 (horizontal: vertical) for a maximum depth of 20-ft. For temporary excavations deeper than 20-ft or for conditions that differ from those described for Type "C" in the CAL/OSHA excavation standards, the project geotechnical engineer should be contacted. Surface Drainage: Proper surface drainage is critical to the future performance of the project. Infiltration of irrigation excess and storm runoff into the supporting soils can adversely affect the performance of the planned improvements. Saturation of a soil can cause it to lose internal shear strength and increase its compressibility, resulting in a change in the original designed engineering properties. Proper drainage should be maintained at all times. All site drainage should be collected and transferred to the street in non-erosive drainage devices. Drainage should not be allowed to pond anywhere on the site, and especially not against any foundation or retaining wall. Landscape irrigation situated within 5-ft of the building perimeter should be enclosed in protected planters and drained away from structures. Positive site drainage should be provided away from structures, pavement, and the tips of slopes to swales or other controlled drainage structures. Any building pad and pavement areas should be fine graded such that water is not allowed to pond. South Shore Testing & Environmental. W.O. No. 1931503.00U 1284 Pine Partners, LLC May 27, 2015 Page 9 Foundation Plan Review Once foundation plans are finalized, a Foundation Plan Review should be performed to review plans and confirm that the plans are in general conformance with recommendations presented in this report. Construction Monitoring Observation and testing by South Shore Testing & Environmental is necessary to verify compliance with recommendations contained in this report and to confirm that the geotechnical conditions encountered are consistent with those encountered. South Shore Testing & Environmental should conduct construction monitoring during any fill placement, footing excavation and subgrade preparation prior to placement of fill or construction materials. LIMITATIONS Our investigation was performed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable Geotechnical Engineers and Geologists practicing in this or similar localities. No other warranty, expressed or implied, is made as to the conclusions and professional advice included in this report. The report is issued with the understanding that it is used only by the owner and it is the sole responsibility of the owner or their representative to ensure that the information and recommendations contained herein are brought to the attention of the architect, engineer, and appropriate jurisdictional agency for the project and incorporated into the plans; and the necessary steps are taken to see that the contractor and subcontractors carry out such recommendations contained herein during construction and in the field. The samples taken and used for testing and the observations made are believed representative; however, soil and geologic conditions can vary significantly between test locations. The evaluation or identification of the potential presence of hazardous or corrosive materials was not part of the scope of services provided by South Shore Testing & Environmental, or its assigns. The findings of this report are valid as of the present date. However, changes in the condition of a property can occur with the passage of time, whether due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and revision as changed conditions are identified. South Shore Testing & Environmental. W.O. No. 1931503.00U 1284 Pine Partners, LLC May 27, 2015 Page 10 The firm that performed the geotechnical investigation for this project should be retained to provide testing observation services during construction to maintain continuity of geotechnical interpretation and to check that the recommendations presented herein are implemented during site grading, excavation of foundations and construction of improvements, if another geotechnical firm is selected to perform the testing and observation services during construction operations, that firm should prepare a letter indicating their intent to assume the responsibilities of project geotechnical engineer of record. Selection of another firm to perform any of the recommended activities or failure to retain the undersigned to perform the recommended activities wholly absolves South Shore Testing & Environmental, the undersigned, and its assigns from any and all liability arising directly or indirectly from any aspects of this project. This opportunity to be of service is sincerely appreciated. if you have any questions, please call. Respectfully Submitted, South Shore Testing & Environmental John P. Frey William C. Hobbs, RCE 42265 Project Geologist Civil Engineer, Expires 3-31-16 ATTACHMENTS Figure 1 - Site Location Map (2,000-scale) APPENDIX A - References APPENDIX B - Standard Earthwork & Grading Specifications South Shore Testing & Environmental. W.O. No. 193 1503.00U APPENDIX A References South Shore Testing & Environmental W.O. NO. 193 1503.00U REFERENCES Bresnahan, Kevin, P.E., Undated, "Precise Grading Plan - 829 South Pacific Street Condominiums", Sheets 1 & 2 of 2, Scale: 1" = 8'. California Building Standards Commission (CBSC), 2013, "2013 California Building Code, California Code of Regulations, Title 24, Part 2, Volume 2 of 2". California Division of Mines & Geology, 1997, "Guidelines for Evaluating and Mitigating Seismic Hazards in California", Special Publication 117. California Division of Mines & Geology, 1996, "Probabilistic Seismic Hazard Assessment for the State of California", DMG Open File Report 96-08, USGS Open File Report 96-706. City of Carlsbad, Revised August 2010, "Retaining Wall B-7" Sheets 1 & 2 of 2. Coduto, Don, P., 1994, "Foundation Design Principles and Practice", Prentice Hall, pages 637-655. ESI, 2013, "Preliminary Geotechnical Investigation, Two Residential Lots - TPM MS 13-03, 0.26 +1- Acres, Lot 9, PM 1744, APN 205-020-04, 1284 Pine Avenue, Carlsbad, California", Project No. 12-0808-PL, Dated September 5, 2013. Hart, E.W., 2000, "Fault-Rupture Hazard Zones in California", California Division of Mines and Geology Special Publication 42, CD-003 (CD-ROM Version). Houston, S. L., 1992, "Partial Wetting Collapse Predictions", Proceedings of the 7th International Conference on Expansive Soils, Vol. I, pages 302-306. Kennedy, M.P., & Tan, Siang S., 2005, "Geologic Map of the Oceanside 30 x 60 Quadrangle, San Diego County, California", California Geological Survey Regional Geologic Map, Scale: 1" = 100,000-ft. Petersen, M., Beeby, D., Bryant, W., Cao, C., Cramer, C., Davis, J., Reichie, M., Saucedo, G., Tan, S., Taylor, G., Toppozada, T., Treiman, J., and Wills, C., 1999, Seismic Shaking Hazard Maps of California", California Division of Mines and Geology Map Sheet 48, varied scales. Proceedings of the 7th International Conference on Expansive Soils, Volume I, "Foundations on Hydro-collapsible Soils, Pages 256-261. San Diego Regional Standard Drawing, August 2009, "Drawing Number C-7. State of California Water Quality Control Board Website, 2015, "Groundwater Information and Geotracker Site Information. Weber, Harold F., Jr., 1963, "Geology & Mineral Resources of San Diego County, California". California Division of Mines and Geology County Report 3, Scale" 1" = 10,560-ft. South Shore Testing & Environmental. W.O. No. 193 1503.00U APPENDIX B Standard Earthwork & Grading Specifications South Shore Testing & Environmental. W.O. No. 193 1503.00U STANDARD GRADING AND EARTHWORK SPECIFICATIONS These specifications present South Shore Testing & Environmental, standard recommendations for grading and earthwork. No deviation horn these specifications should be permitted unless specifically superseded in the geotechnicat report of the proiect or by written communication signed by the Soils Consultant. Evaluations performed by the Soils Consultant during the course of grading may result in subsequent recommendations which could supersede these specifications or the recommendations of the geotechnical report. 1.0 GENERAL 1.1 The Soils Consultant is the Owner's or Developer's representative on the project. For the purpose of these specifications, observations by the Soils Consultant include observations by the Soils Engineer, Soils Engineer, Engineering Geologist, and others employed by and responsible to the Soils Consultant. 1.2 All clearing, site preparation, or earthwork performed on the project shall be conducted and directed by the Contractor under the allowance or supervision of the Soils Consultant. 1 .3 The Contractor should he responsible for the safety of the project and satisfactory completion of all grading. During grading, the Contractor shall remain accessible. l.4 Prior to the commencement of grading, the Soils Consultant shall be employed for the purpose of providing field, laboratory, and office services for conformance with the recommendations of the geolechnical report and these specifications. It will be necessary that the Soils Consultant provide adequate testing and observations so that he may provide an opinion as to determine that the work was accomplished as specified. It shall be the responsibility of the Contractor to assist the Soils Consultant and keep him apprised of work schedules and changes so that he may schedule his personnel accordingly. 1.5 11 shall be the sole responsibility of the Contractor to provide adequate equipment and methods to accomplish the work in accordance with applicable grading codes, agency ordinances, these specifications, and the approved grading plans If, in the opinion of the Soils Consultant, unsatisfactory conditions, such as questionable soil, poor moisture condition, inadequate compaction, adverse weather, etc., are resulting in a quality of work less than required in these specifications, the Soils Consultant will be empowered to reject the work and recommend that construction be stopped until the conditions are rectified. 1.6 It is the Contractor's responsibility to provide safe access to the Soils Consultant for testing and/or grading observation purposes. This may require the excavation of test pits and/or the relocation of grading equipment. 1.7 A final report shall be issued by the Soils Consultant attesting to the Contractor's conformance with these specifications 2.0 SITE PREPARA'rtON 2.1 All \'eitctiItion and deleterious material shall be disposed of ol1siie, This removal shall be observed by the Soils Consultant and concluded prior to fill placement. 2.2 Soil, alluvium, or bedrock materials deteiiiiinecl by the Soils Consultant as being unsuitable for placeitient in compacted fills shall he removed from the site or used in open areas as determined by the Soils Consultant. Any material incorporated as a pan of a compacted till must be approved by the Soils Consultant prior to fill placement. 2.3 After the ground surface to receive fill has been cleared, it shall he scarified, disced and/or bladed by the Contractor until it is uniform and free L'rom ruts, hollows, hummocks, or other uneven features which may prevent uniform compaction. The scarified ground surface shall then be brought to optimum moisture, mixed as required, and compacted as specified. If the scarified zone is greater than twelve inches in depth, the excess shall be removed and placed in lifts not to exceed six inches or less. Prior to placing fill, the ground surface to receive fill shall be observed, tested, and approved by the Soils Consultant. 2.4 Any undergrotind structures or cavities such as cesspools, cisterns, mining shafts, tunnels, septic tanks, wells, pipe lines, or others are to be removed or treated in a manner prescribed by the Soils Consultant. 2.5 In cut-fill transition lots and where cut lots are partially in soil, colluviuni or unweathered bedrock materials, in order to provide uniform bearing conditions, the bedrock portion of the lot extending a minimum of S feet outside of building lines shall be overexcavated a minimum of 3 feet and replaced with compacted fill. Greater overexcavation could be required as determined by Soils Consultant. Typical details are attached. 3.0 COMPACTED FILLS 3.1 Material to be placed as fill shall be free of organic matter and other deleterious substances, and shalt be approved by the Soils Consultant. .Soils of poor gradation, expansion, or strength characteristics shall be placed in areas designated by Soils Consultant or shall be mixed with other soils to serve as satisfactory fill material, as directed by the Soils Consultant. Standard (iriicling and Earthwork Specifications Page 2 3.2 Rock fragments less than six inches in diameter may be utilized in the fill, provided: 'l'hcy are not placed or nested in concentrated pockets. There is a sufficient amount of approved soil to surround the rocks. The distribution of rocks is supervised by the Soils Consultant. 3.3 Rocks greater than twelve inches in diameter shall he taken off-site, or placed in accordance with the recommendations of the Soils Consultant in areas designated as suitable for rock disposal. (A typical detail for Rock Disposal is attached.) 3.4 Material that is spongy, subject to decay, or otherwise considered unsuitable shall not be used in the compacted fill. 3.5 Representative samples of materials to be utilized as compacted fill shall be analyzed by the laboratory of the Soils Consultant to determine their physical properties. If any material other than that previously tested is encountered during grading, the appropriate analysis of this material shall be conducted by the Soils Consultant before being approved as lilt material. 3.6 Material used in the compacting process shall be evenly spread, watered, processed, and compacted in thin tills not to exceed six inches in thickness to obtain a uniformly dense layer. The fill shall be placed and compacted on a horizontal plane, unless otherwise approved by the Soils Consultant. 3.7 If the moisture content or relative compaction varies from that required by the Soils Consultant, the Contractor shall rework the fill until it is approved by the Soils Consultant 3.8 Each layer shall he compacted to at least 90 percent of the maximum density in compliance with the testing method specified by the controlling governmental agency or ASTM 1557-70, whichever applies If compaction to a lesser percentage is authorized by the controlling governmental agency because of a specific land use or expansive soil condition, the area to receive fill compacted to less than 90 percent shall either he delineated on the grading plan and/or appropriate reference made to the area in the geotechnical report. 3.9 All fills shall be keyed and benched through all topsoil, colluvium, alluvium, or creep material, into sound bedrock or firm material where the slope receiving fill exceeds a ratio of live horizontal to one vemlical or in accordance with the recommendations of the Soils Consultant. 3.10 The key tbr side hill tilts shall be a minimum width of 15 feet within bedrock or firm materials, unless otherwise specified in tIme geotechnical report. (See detail attached.) 3. I I Subdicinage devices shall be constructed in compliance with the ordinances of the controlling governmental agency, or with the recommisendamioris of the Soils Consultant. (Typical Canyon Subdrain details are attached.) 3.12 The contractor will be required to obtain a minimum relative compaction ofat least 90 percent Out to the finish slope face of fill slopes, buttresses, and stabilization fills. This may be achieved by either over building the slope and cutting hack to the compacted core, or by direct compaction of the slope face with suitable equipment, or by any other procedure, which produces the required compaction approved by the Soils Consultant. 3.13 All fill slopes should be planted or protected from erosion by other methods specified in the Soils report. 3.14 Fill-over-cut slopes shall be properly keyed through topsoil, colluvium or creep material into rock or firm materials, and the transition shall be stripped of all soil prior to placing fill. (See attached detail.) 4.0 CUT SLOPES 4.1 'l'hie Soils Consultant shall inspect all Cut slopes at vertical intervals exceeding five feet. 4.2 If any conditions not anticipated in the geotechnical report such as perched water, seepage, lenticular or confined strata of a potentially adverse nature, unfavorably inclined bedding, joints or fault planes encountered during grading, these conditions shall be analyzed by the Soils Consultant, and recommendations shall be made to mitigate these problems. (Typical details for stabilization of portion Of cut slope are attached.) 4.3 Cut slopes that face in the same direction as the prevailing drainage shalt be protected from slope wash by a non-erodible interceptor swale placed at the top of the slope 4.4 Unless otherwise specified in the geotechnical report, no cut slopes shalt be excavated higher or steeper than that allowed by the ordinances of controlling governmental agencies. 4.5 Drainage terraces shalt be constructed in compliance with the ordinances of controlling governmental agencies, or with the recommendations of the Soils Consultant. Standard Grading and Earthwork Specifications Page 3 5.0 TRENCH LTACKFILLS 5.1 'French excavation shall be inspected prior to structure placement for competent bottom. 5.2 Trench excavations for utility pipes shall be hackfilled under the supervision of the Soils Consultant. 5,3 After the utility pipe has been laid, the space under and around the pipe shall be backfilled with clean sand or approved granular soil to a depth of a least one foot over the top of the pipe. The sand backfill shall be unifornily jetted into place before the controlled backfill is placed over the sand. 5.4 The on-site materials, or other soils approved by the Soils Consultant, shall be watered and mixed, as necessary, prior to placement in lifts over tht sand backfill. 5.5 The controlled backfill shall be compacted to at least 90 percent of the maximum laboratory density, as determined by the ASTM D1557-70 or th controlling governmental agency. 5.6 Field density tests and inspection of the backfill procedures shall be made by the Soils Consultant during backfilling to see that proper moisture content and uniform compaction is being maintained. The contractor shall provide test holes and exploratory pits as required by the Soil5 Consultant to enable sampling and testing. 6.0 GRADING CONTROL 6.1 Inspection of the till placement shall be provided by the Soils Consultant during the progress of grading. 6.2 In general, density tests should be made at intervals not exceeding two feet of fill height or every 500 cubic yards of fill placed. This criteria will vary depending on soil conditions and the size of' the job. In any event, an adequate number of field density tests shall he made to verify that the required compaction is being achieved. 6.3 Density tests should also be made on the native surface material to receive fill, as required by the Soils Consultant. 6.4 All clean-out, processed ground to received fill, key excavations, subdrains, and rock disposals should be inspected and approved by the Soils Consultant prior to placing any fill. It shall he the Contractors responsibility to notify the Soils Consultant when such areas will be ready for inspection. 7.0 CONSTRUCTION CONSIDERATIONS 7.1 krosion control measures, when necessary, shall be provided by the Contractor during grading and prior to the completion and construction of Permanent drainage controls. 7.2 Upon completion of grading and termination of inspections by the Soils Consti taut, no further filling or excavating, including that necessary for footings foundations, large tree wells, retaining walls, or other features shall be performed without the approval of the Soils Consultant, 7.3 Care shall he taken by the Contractor during final grading to preserve atiy berms, drainage terraces, interceptor swales, or other devices of permanent nature on or adjacent to the property. ROCK DISPOSAL DETAIL FINISH GRADE ------------------ COMPACT E 0 r-_ J•P M. F I L L SLOPE - FACE —== ------------------------------ MIN. MIN.4 ---OVERSiZE WINDROW GRANULAR SO?L To fillvoi ds, - densifkd by flooding - ----'c PROFILE ALONG WINDROW TRANSITION LOT DETAILS CUT-FILL LOT NATURAL GRO. 51 COMPACTED H L L \ --____--- - I E R EXCAVATE AND R ECOM PACT UNWEATHERED BEDROCK OR MATERIAL APPROVED BY THE GEOTECHNICAL CONSULTANT CUT LOT / - J• REMOVE - I UNSUITABLE MATERIAL NATURAL GROl. 5' MINF. - -- -----------3 6 - -7Z M IN. T OVEREXCAVATE AND RECOMPACT UNWEATHERED BEDROCK OR __J r - MATERIAL APPROVED BY THE GEOTECHN!CAL CONSULTANT NOTE: Deeper overexccvctkn and recomçf 0 shoU be performed if deermjned o be necesscry b he geotechnicc1 consultant. - Sub.drQin type shall 23. A$TM 1)1527, iI E3utadiene $tyrene ASTM ?1yYI Chloride Plastic VP approved equivalent. 5u8AlPE - OUTLET PIPES F11. Nonperkrafed Pipe, 30' IOU' Max. O.C. Horizontally, -------- BACK 30' Max, O.C. vertically 1:1 OR BENCH ING SEE ALTEFNA KEY 2' MIN. E WIDTH EQUPENT SIZE GENERALLY 15 FEET SHOULD BE I lk" Mir PROVIDED GRAVE AT THE JOINT APPRO 'POSITIVV SEAL OUTLET --2 \ 1RRAFI t40 F1LTE FA$i1C OR APPROVED EQUIVALENT FILTER MATERIAL T-CONNECTION 5% Mlr'i. - PERFORATED PIPE MIN. h 1' ALTERNATE A 3' I'.UN. 0VERLA TEMPORARYORTEMPORARY FILL LEVEL - - RECOMPACTED H.U. -- SELECT EDOIN 0 ACKFIL& MIN. NCNPE ORATED PIPE DETAIL A-A" NOTES Fill blanket, back cut, key width and key depth are subject to field change, per report/plans. o Key heel subclroin, blanket drain, or vertical drain may be required at the discretion of the geotechnica! consultant. It SUBORAIN INSTALLATION - Subdrain pipe shall be installed with perforations down or, at locations designated by e geofechnicGf consultant, shall be nonperfcrated pipe. ALTERNATE B FILTER MATERIAL Filter material shall be Class 2 permeable material per State of California Standard 5pecificati0flS or approved alternate. Class 2 grading as follows: 1 10 .3/4 3/801 No. 4 No. No. 30 No 50 No. 200 100 90-100 40-IOU 25-40 18-33 5-15 0-7 0-3 SIEVE SIZE PERCENTYASSIN Dl1\ tJ r1H\ 0 Ut: IRL FILL SLOPE -------------- ------------------ PROJECTED PLANE I to I maximum from toe \ of slope to approved REMOVE UNSUITABLE N NATURAL MATERIAL \ ---------- 41 MIN, GROUND __I BENCH BENCH E 4 (typical) VARIES 2 MIN. I5'MIN. KEY rlowEsT BENCH DEPTH (KEY) FILL OVER CUT SLOPE REMOVE. UNSUITI\E3LE M/\TEFflAL - 4-"COMPACTED -- F I L L ---r L Mi.N. BENCH h--BENCH HEIGHT 261, I (typical) VARIES NATURAL G R C) U NO - - I 5 MI N-4 LOWEST BENCH CUT FACE To be constructed prior to Fill placement NOTES: LOWEST BENCH Depth and width subject to field change based an consultant's inspection. SJDRAlNAGE E -'c* may be required at the scre1ian of the geotechnical ccnsultcnL. Alternate A-1 Alternate A-2 8"lN. Q\!ERJL.AP I z MIN. GRAVEL OR —APPROVED EQUIVALENT ID Aflerflatel M?RAFI 140 FILTER FA8RC OR APPROVED EQUIVALENT Alternate 6-2 NATURAL GROUND RE UNS M Al COMPACTE D F1 LL CH NG / 8UDRA1N TRENCH -.: SEE ALTERNATES A& SU8DRAIN Perforated Pipe Surrounded With ALTERNATE A: Filter Material FILTER MATERIAL: FILTER MATERIAL 9 ft. 3/ft. COVER 6" MlN BEDD ING 4" MIN. PERFORATED PIPE MIN. Filler maeriol shall be Class 2 permeable rnalericjl per State of California Standard Specifications, or approved alternate. Class 2 grading as Iotlows its 100 3/4" 90-100 3/8" 40-WO No.l 25-40 No. 8 18-33 No. 30 5-15 No. 50 0-? No. 200 0-3 SIEVE SIZE PERCENT PA SU8DRA1N 1 112" Gravel Wrapped ALTERNATE E3: in Filter Fabric NOTE: In addition tO th& grave!, 0utet portion c subdicin should he ec with a mininiurn of 11 long perforated pipe nected to a nonperfcrate having a minimum of 5 f length inside the wr gravel. 9 ft.. /ft. SUBDRAIN INSTALLATION - Subdrain pipe shall be installed with perforationS down or, of locations designated by the geotechnicol cons.ultant, shall be nonperforated pi p e . . , jDRAN TYPE - Stdiain type shall be ASTM D2751, SDR 23Z or ASTM 01627, Schedule 40 AcrylOflJti1e uadlene Styrene (ABS) or ASTM 03034 8DR 23.5 or ASTM 01785, SChdUk 40 polyvinal Chloride Mastic (PVC) pipe or approved equhaLant. PREUMINARY GEOTECHN1CAL INVESTIGATION Single - Lot, Residential Development 0.2 +1- Acres Lot 9, PM 1744, APN 205-020-04 1284 Pine Avenue, Carlsbad California August 20, 2012 PROJECT NO, 12-0808-PL PREPARED FOR: David Fischbach do Kevin P. Bresnahan 3031 Ridge Creek Drive - Falibrook, California 92828-2630 41659 Date Street, Ste. 4202 a Mw-riet&CA92562 • 951)46 -3111 (951)461-3133 August. 20, 2012 Project. No. 12-0808-PL 1.0 INTRODUCTION At your request, we have performed a Preliminary Geot.echnical investigation for the proposed 1 & 2 - story single family residence attached garage and access driveway at the above referenced improved site. The purpose of our investigation was to evaluate the underlying soil conditions with respect to the proposed development and to assess the geotechnical and engineering constraints that might exist considering this development. -. The 10-scale Site/Retaining Wall Plan prepared by Bresnahan Engineering, Falibrook, dated August 2012 was the basis of our field measurements, and was used to direct our field work. Plate -, 1 presents our Geotechnical data obtained during our field investigation. At the time of our investigation, the property corners had been surveyed and staked, and the east It of the site -- is occupied by an existing residence with fencing on four sides. ACCOMPANYING MAPS, ILLUSTRATIONS AND APPENDICES Index Map - (2000-scale) - Page 2 Geotechnicail Map - (10-scale) - Plate 1 (In Pocket) Regional Fault Map - (l 20 miles) - Plate 2 Appendix A - Geotechnical Boring Log Appendix B Summary of Laboratory Test Results Appendix C - General Earthwork and Grading Specifications Appendix D - References INDEX MAP 2000 4000 INDEX MAP SCALE feet OF 0.2+1 ACRES, LOT 3, PM 1744,E APN 205020-04 1234 PINE AVENUE cARLSBAD, CALIFORNIA SOURCE: LIS.G.S. 7 1/2 MIN. QUAD. SAN LUIS REY 1968 (PR 1975) 12-0808-PL - Page 2.0 SITE LOCATION/ONDITIONS The rectangular-shaped 0.438+1- acre property is located on the west side of Pine Avenue, an improved paved road in the City of Carlsbad, San Diego County, Pine Avenue bounds the property on the east, with existing houses in all remaining directions. The - Index Map (Page 2 11 presents the topographic and geographic relationships of the properly to surrounding areas. Topographically, the existing property in the area of the -. proposed development has an elevation of 105.0 to 111.3 feet. The proposed finished pad is at elevation 107.3 feet. The south side of the lot has a 4-5 foot high 2:1 (horizontal to vertical) fill slope. The lot is draining to the south to Pine Avenue via sheet flow with araclients of 2-1 percent. 3.0 PROPOSED DEVELOPMENT According to the referenced 10-scale Site/Retaining Wall Plan the 0.438+1- acre lot will he subdivided to create a "flag lot" on - the west of 0.26±/- acres. Gravity walls to a maximum height of 4.4 feet are proposed on the north, south and west side of the proposed lot. Minor grading for the proposed subdivided lot will consist of cut. and fill to a maximum of 3 feet at finished face inclinations of 2:1 (horizontal to vertical) or flatter for the pad and driveway access. Drainage will be to the south via the proposed driveway swale at i or less. The existing structure and detached garage on the south will be demolished, and a new structure constructed. 4.0 SCOPE OF SERVICES The scope of our investigation included the following A review of available data pertinent to the site. Subsurface exploration of the site utilizing 1 exploratory boring to depths as great as 37.6 feet. The boring was logged, and this log appears in Appendix A of this report. The boring was tested for in-place density utilizing the California Split-Ring Drive ASTM [12216). Representative hulk samples were obtained for testing Laboratory testing of representative earth materials to develop soil engineering parameters for the proposed development. Preparation of this report presenting our findings, conclusions and recommendations concerning site development based upon an engineering analysis of the geotechnical properties of the subsoil as determined by field and laboratory evaluation . 12-808- Page 4 5.0 LABORATORY TESTING The following tests were performed for this project in our laboratory in accordance with the American Society for Testing and Matei.:ials, the State of California Standard Specifications or contemporary practices of the soil engineering profession. 5.1 Maximum Density - Optimum Moisture Determinations - This test determines the density that a soil can be compacted to at Various contents. For each soil, there is a maximum dry density obtained and the associated optimum moisture content. The - results are used to evaluate the natural compaction control of the grading process and as an aid in developing the soil bearing capacity. This is based on ASTM Standard D1557-00 (five layer method). 5.2 In-Situ Moisture and Density These tests consisted of weighing and measuring drive ring samples from the boring in accordance with ASTM 2216. The results are used to analyze the consistency of the subsoil and aid in determining the necessary grading to prepare the pad area. 5.3 Sieve Analysis -. This test (ASTM 0422) determines the material grading of the individual particle sizes and is used in generating an enineerinq classification. 5.4 Sand Eqiivalent Testing This is a test (ASTM 02419) for the rapid determination of the relative portions of fine silt and clay materials within the soil samples, and is used for a relative comparison of soils in the de-termination of the adequate paving sections for driveways, etc. 5.5 Expansion Testing The expansion index of the soils is determined by the ASTM 04829 and is used to design foundations for anticipated expansion forces. 5.5 Direct Shear A direct shear strength test (ASTM 03080) was performed on a representative sample of the on-site soils remolded to 901, relative compaction. To simulate possible adverse field conditions, the sample was saturated prior to shearing. A saturating device was used which permitted the samples to absorb moisture while preventing volume change. This test is used to determine soil strengths for slope stability evaluations and for 12-0808-EL Page 5 foundation bearing capacity. 5.7 Soluble Sulfate A reiresentative surface sample was tested (CTM 417) to determine soluble sulfate content. The test results are used, to recommend the type and strength of concrete to he used in construction. 5.8 Soil Resistivity & pH A representative sample was obtained and tested utilizing the CTM 643 test method. The results are use to determine corrosion potential for underground metal utilities and facilities. 5.9 Chloride Content The chloride content of representative finished grade soils was tested utilizing the CTM 422 method. The results are used to - determine potential corrosion of subsurface soil. 5.10 Consolidation An in-situ sample was tested for consolidation and collapse utilizing ASTM D2535 procedures. The sample is incrementally loaded to determine compressibility. The sample is inundated with water through a porous stone during testing to determine collapse potential 6 .0 SUBSURFACE cotmITIo11S The area of the residential addition is covered by a 2-4 foot thick soil/colluvium. In--place density for the soil/coi.luvium is 103.6 pcf (87.3% relative compaction) at 5.8% moistures in 5-1 at 1.3-1.8 feet to a maximum of 113.81 pcf (95.9% relative compaction) at 6.6% moisture in B-i at 3.2-3.6 feet. The underlying Quaternary Older Marine Terrace was dense to very dense with in-place density of 113.1 pcf (95.7% relative compaction) to 118.3pcf 196.7% relative compaction) at moistures of 7 percent at depths of 5 - 8 feet in B-1 - 7.0 GOtJND WATER No ground water seepage was encountered on the site to a depth of 33.6 feet. Historic high ground water is expected to be 105-110 feet (elevation 0-5 feet) at the location of the proposed addition based on Miller, Morton, Edinqton, (1975) No evidence of seepage was seen in the natural or constructed slope Laces descending from the property to Pine Ave or on the west side of the lot. 12-0808-FL Page 6 8.0 FLOODING According to the Federal Emergency Management. Agency and the County of San Diego, the rad site is not located within the boundaries of a 100-year flood plain. No swales or drainages cross the site and no flooding hazard exists for the pad area Or access driveway from Pine Avenue. Runoff is currently directed off-site from the residence to the Pine Avenue via sheet flow and swales. 0 GEOLOGY The entire proposed additional building pad area is underlain at depths below 3-4 feet by a Quaternary Marine Terrace Miller, Morton, 'ife(, 1975). No evidence of slope instability exists at the sit.e or in the existing cut and fills slopes in adjoining areas to the north and west along Fine and Highland Avenues to a maximum height of 8-10 feet at finished face inclinations of 1.5:1 (horizontal to vertical) or flatter. The site is not included in any State or County fault hazard zone for active faulting. 10.0 SEISMIC SETTING/GROUND MOTION PAR-AMETERS The regional seismic setting is shown on Plate 2. The nearest active faults to the site include the Rose Canyon/Newport Inglewood fault 3.6 km west, the Elsinore fault 31.1 kin to the northeast, and more distant. the San Jacinto fault which is located approximately 55.8 km to the northeast. The Rose Canyon/Newport Inglewood fault because of its proximity and seismic potential to the site is the design fault when evaluating the site seismic parameters. 11,0 HISTORIC SEISMICITY During the last. 100 years in the San Diego County area, the greatest number of moderate to large earthquakes (greater than 6.0 M) have occurred along the northern portions of the Newport- Inglewood fault and Whittier Fault (Flileinan, Allen and Nordquist, 1974; Peterson, at all, 1994). The most significant earthquake epicenter within 28 miles of the site was the magnitude 5.3M on the Newport-Inglewood fault in 1933. Several historic earthquakes of magnitude 5.5 to 6.ON have occurred on the Whittier and Norwalk faults historically including the magnitude 5.9 "Whittier Narrows" earthquake in 1987 approximately 42 miles northeast. Several older earthquakes along the southward extension of the Elsinore fault have occurred to the southeast 35-50 miles. 12-0808-PL Page 7 12.0 SEISMIC EXPOSURE Although no precise method has been developed to evaluate the seismic potential of a specific fault, the available information on historic activity may be projected to estimate the future activity of the fault. This is usually done by plotting the historic activity in terms on number of events in a given time interval versus magnitude of the event. Based on such plots, - recurrence intervals for earthquakes of given magnitudes may be estimated. A probabilistic evaluation of potential seismicity for the site utiuizinq FBISKSP (Blake 1998) indicates a 10% probability of exceedanre of 0.31g in 50 years assuming all seismic sources. We have utilized strain rates of 3.5 iran/year for the Rose Canyon fault suggested by Peterson, et a? (1996), Lindvall & Rockwell (1995) to estimate the maximum moment earthquake. We estimate the maximum moment magnitude or 'design earthquake for the Rose Canyon fault to be 6.9 magnitude with a 10 possibility of exceedance in 50 years. This is in agreement with the Probabilistic model by Blake, (1998). 12.1 2007 C.B.C. Seismic Parameters: The site coordinates are N33.449, W-117.642 Per ASCE Standard 7- 05, Figures 22-3 and 22-4, the maximum considered earthquake (MCE) ground motion for the site Cla B (5% critical damping) are as follows: Nearest Active. Seismic Source (Type B Fault) - 3.2km * = 1.433 S1 0.513 = 1.0 F = 1.0 SM 1.433 SM1 0.13 SDS = 0.956 SDI = 0.342 Per ASCE Standard 7-05, Table 1, the site is classified as Site Class B- 13.0 GROUND MOTION CHARACTERISTICS The ground motion characteristics which could affect the site during the postulated maximum moment magnitude of 6.9 on the Rose Canyon fault were estimated. Available information in the literature about maximum peak bedrock acceleration and its attenuation with distance (Joyner and Borzognia, 1994), the effects of site-soil conditions on surface ground motion parameters (Seed & Idress, 1982), and site response criteria (Hays, 1980) were utilized. 12-0808-PL Paqe 8 The predominant, period of bedrock acceleration is expected to be 0.30 seconds with 20 seconds of moderate ground shaking (Bolt 1973) 14.0 SECONDARY SEISMIC HAZARDS The very dense nature of the underlying Quaternary Older Marine Terrace in the area of the proposed addition at depths as shallow as 2-4 feet, and the historic depth to ground water over 105 feet. in the area of the proposed addition precludes such secondary seismic hazards as liquefaction, lateral spreading or settlement of the ground the addition is being placed upon. The potential for seismically-triggered landslides is discussed in detail under the slope stability section. 15.0 CONCLUSIONS AND RECOMMENDATIONS 15,1 Foundation Design A strip and spread footing foundation system should provide an adequate foundation for one and two-story buildings in this site. All exterior footings should be founded a minimum of 18 inches below adjacent finished grade for two-story buildings, and 12 inches for one-story buildings. interior footings may be founded a minimum of 12 inches below finished grade. When the footings are founded in properly compacted fill or dense soil/col?uviumr an allowable bearing capacity of 1500 psf for 12 inch wide footings is acceptable for dead plus live load. This value may be increased by one-third for short term wind and seismic loading conditions. When foundations are placed in natural soils,- no cobbles over 6 inches should be left. within the base of the foundation. A typical foundation design is included in Appendix C. Two No. 4 bars. 1 top and 1 bottom is recommended as a minimum design. 15.2 Settlement Our subsurface investigation revealed that the soils beneath the proposed residential addition are loose soi.1/colluviu'm over dense older marine terrace to a depth of 3-4 feet. Footings should experience iess than 1-inch settlement with less than 1/2 inch differential settlements between adjacent footings of similar sizes and loads when the foundation soils are compacted to engineered fill standards. This settlement is based upon grading of up to 30 feet of fill over a distance of 50 feet horizontally. If thicker fills are proposed settlement could be greater and should be evaluated prior to placement. 12-0808-PL Page 9 15.3 Concrete Slabs-On-Grade Sufficient fine-grained materials Cxists within near surface earth materials to possible create moisture problems. Therefore, we recommend that a moisture barrier be placed under any concrete slabs that might receive a moisture-sensitive floor covering. This moisture barrier should consist of a 10-mil polyethylene vapor barrier sandwiched between a 1-inch layer of sand, top and -. bottom, to prevent puncture of the barrier and enhance curing of the concrete. Reinforcement of the slabs with No. 3 bars on 24- inch centers mesh centered in the 5 inch slab is recommended. The sub grade below the slab should be moisture conditioned and properly compacted prior to placement of concrete. 15.4 Expansive Soils - Soluble Sulfate Expansion testing of near-surface silty sand soils (8-1; 0-4 feet) possible at finished grades indicate that the soils in the pad area are very low expansion. No special design provisions are necessary for the foundation or concrete flat-work to resist expansion forces as shown on the Foundation and Slab Recommendations for Expansive Soils in Appendix C. This is in accordance with the U.B.C. Table 18-B-L The soluble sulfate content was 125 ppm allowing normal Type II concrete with 2500 psi strength. 15.5 Soil Resistivitv & vH The representative subsurface soil.s anticipated at finished grades were obtained and tested utilizing the CTh 643 test method. The results are pH = 7.1 and Minimum Resistivity - 2700 ohm-cm. No special provisions for buried metal utilities or facilities are required. 15.6 Chloride Content The chloride content of representative soils was dtermined utilizing the CTM 422 test method and yielded a chloride content of 145 ppm No special mitigation for corrosion of ferrous underground utilities is required. 15.7 Earthwork Shrinkage and Subsidence Shrinkage of the existing soil/coiJuvium fill will occur during grading, estimated as 4-6 Dercent when recornpacted to compacted fill standards. 12-0808-FL Page 10 15Retainingwall Design Retaining walls should be designed using the following parameters Active pressure (level backfill) 49 lb/ft /ft Active pressure (2:1 backfill) 57 lb/ft /ft Active- pressure (1 1/2:1 backfill) 92 lb/ft/ft For purpose of lateral resistance, a value of 0.35 may he used for frictional resistance. A value of 275 lb/ft. !ft may he used for passive resistance for footings placed into properly compacted fill. Frictional and passive resistance may be combined, provided the later is reduced by one-third. Special loads for dead plus actual loads should be considered in the driveway/parking area that is retained. 15.3 Lateral Loads Lateral loads in the near-surface soils are: Active - 48pounds per square foot of soil depth (psf/ft) At Rest - 59 psflft Passive - 275 psI/ft (for wood shoring) 350 psI/ft (for concrete footings) Active means movement of the structure away from the soil; at rest means the structure does not move relative to the soil (Such as a loading dock); and Passive means the structure moves into the soil. The coefficient of friction between the bottom of the footings and the native soil may be taken as .0.35. 15.10 Trench Stability The near-surface soil to a depth of 5 feet may not stand vertically when excavated. Trenches in excess of 5 feet in depth should have the sides laid hack at 1:1 in accordance with OSHA requirements. 15.11 Slope Stability The proposed and existing grading indicates the maximum rut and fill slope height is 3-4 feet at finished face inclinations of 21 or flatter at the rear and west side of the property. No slopes higher than 4 feet are planned in the area of t-he proposed addition. The high strength values allow 2:1 (horizontal to vertical) till slopes up to 30 feet. without gross or surficial instability. 12-0808-FL Page II Selection of Shear Strength Parameters The following shear strength parameter utilized for our slope stability analysis was determined by our laboratory test results as presented below: Material Friction Angle Cohesion (Cut or Fill) (Degree) lb/ft Anticipated On-Site 29.0 170 We have utilized values of 29.0 degrees and 170 lb/ft2 for older marine terrace natural slopes although it represents a conservative number, determined from a remolded saturated sample. In-situ terrace is expected to be 20% + stronger (Coduto, 1997) No evidence of slope instability exists on the site and adjoining areas including several lots with 1,5:1 (horizontal to vertical) cut slopes to 8 feet on the north side of Pine Avenue. Drainage and terracing should be in accordance with the 2010 California Building Code Chapter 18, and the City of Carlsbad Grading Ordinance. At no time should water he diverted onto the slope face in an uncontrolled and erosive fashion. Rapid erosion and rutting of the natural slopes could occur, and they should he planted with drought resistant landscaping as soon as possible. 16.0 GENERAL SITE GRADING 16.1 Clearing and Grubbing The area of the proposed fill and gravity wall backfill should be stripped of any existing vegetation and removed off-site or stockpiled in landscape areas. No boulders over 4 inches should be left in the fill areas. 16.2 Preparation of Building Pad Areas The proposed building addition will encounter loose to moderately dense existing soil to a maximum depth of 2.4-1.2 feet. The area -- of the proposed development on the west must he over excavated to firm older terrace material and replaced with engineered and compacted fill prior to wail construction. The lot is shown in transition, and this transition from cut on the north to fill on the south must he mitigated by over excavation to a minimum depth of 3.5 feet to a distance of 5 feet outside the building and gravity wall foundations. 12-0808-PL - Page 12 16.3 Preparation of Surface to Receive Compacted Fill All sufficiently dense (90 percent relative compaction) surfaces which are to receive compacted fill should be scarified to a depth of 6 inches, brought to near optimum moisture content and compacted to 90 percent relative compaction. Other softer areas must be over excavated to sufficiently dense material and recompacted. Anticipated over excavation and artificial. fill- removal would be 2.5-3.5 feet in the area of the building and gravity wall foundations. Actual depth of removal should be determined at the time of aradinq by testing. 154 Placement of Compacted Fill Compacted fill is defined as that material which will he replaced in the areas of removal due to root removal, the placement of footings and paving, and also wherever their grade is to be raised. All fill should be compacted to a minimum of 90 percent based upon 1:he maximum density obtained in accordance with ASTM D 1557-00 procedure. The area to be filled will be prepared in accordance with the preceding section. Fills placed on natural slopes of 51 (horizontal to vertical) or steeper will require a key and benching as shown in Appendix C. 16.5 Pre-Job Conference Prier to the commencement of grading, a pre-job conference should be held with representatives of the owner, developer, contractor, architect and/or engineer in attendance. The purpose of this meeting shall be to clarify any questions relating to the intent of the grading recommendations and to verify that the project -- specifications comply with recommendations of this report. 15,6 Testing and Inspection During grading, density testing should be performed by a representative of the soil engineer in order to determine the degree of compaction being obtained. Where testing indicates insufficient density, additional compactive effort shall he applied with the adjustment of moisture content where necessary, until 90 percent relative compaction is obtained. Inspection of critical grading control procedures such as keys, and installation or need for subdrains, should be made by a qualified soils engineer, and/or engineering geologist. ?2-0808-PL Page 13 16.7 Dve1opent Impact * Provided the recommendations of this report are incorporated into the design and construction of the residential project, both the proposed development and of f-site areas will be safe from geotechnical hazards. 17 GENERAL All grading should, at a minimum, to? low the "Standard Grading and Earthwork Specifications" as outlined in Appendix C, unless otherwise modified in the text of this report.. The recommendations of this report are based on the assumptions that all footings will he founded in dense, native, undisturbed soil or properly compacted fit? soil. Al]. footing excavations should be Inspected prior to the placement of concrete in order to verify that footings are founded on satisfactory soils and are free of loose and disturbed materials and fill. A?]. grading and fill placement should be performed under the testing and inspection of a representative of the soil engineer. The findings and recommendations of this report were prepared in accordance with contemporary enqineerinq principles and practice. Our recommendations are based on an interpolation of soil conditions between boring locations. Should conditions be encountered during grading, that appear to be different than those indicated by this report, this office shoui$ be notified. Respectfully Submitted, S. Pat Rymer, RCE 38709 Registration Expires 3--3?-13 fi'y1 1!Noog SPR:wis Ef1 Distribution: (3) Addressee OIVIIV Q / \;• (/1Pj - -S - - '!5S I41 \\JS A AN B / SARSTOW RIO c - ANEEg 54 _ -: /àFFR 00 \ L'- GS ,d$rAMT Los wd 4k AW SAARI ANA 6 E 1899 'MiG.3 ANZA SITE 193 I " - 5555. i HJsronrc M650+ EP10E1TERS 18)0-199,3 fe iiip d aft.eoctQrIAEG - 19 -13 pAvs L.513 W.O. No: 2 DATE: 1FIGURE LATE 2 Geotechnkai Boring Log Project Number 12-0808-PL Hole Diameter 6 8/17/2012 Project Name Bresnahan Boring Number li-I Elevation lO4.5 Equipment CME 1361 Drive Weight 1404 Drop . ! I L Logged by WLShL'rling Sampled by WLS]ierIing __ _ - - SOil JCOLLUVIUM Lth1 yellowish brown - MD j 7 03.6 (v.3 SW/St I I I QYR 6,14A silty fine to medwrn sand with minor 2-. (35 tine gravel. 0cc. fine clean sand lenses. Si. dense. El si. damp to dry. Gradual lower contact- 3 - SE 10 ll3 SWISM 4- - 0 a OLDER TERRACE Very pale brown i OYR 71 Ml) M i i fl 7j to 7/2 lntnrbedded sequence of tine to medium l. 6- CON J 2 (9 silty to dean sand. Thin clean sand interbeds 2-4 thick at tet+. 7- 19 ll3 U 24 InWbeds of si. gravelly sand at 14 1èe 4. 1-3 9.. S'* grave' bed common. Dense to very dense 10 I I-. I - 0cc, tense clean coarse sand 2 to 4' thick at 12'' -,. - 8 14-. 11 7,8 SW - 5-. Clean uniform medium sand with trace of fine gravel 16- 17- is- 1IU': 19- w i Silty, losi. silty medium sand 2-0- 21- 22- 24- 2- 411 GeoechnjcaI Descrir ! Loggedhy W.LSher Sarnpk L dby: WShe' 0 26. . 7.. OWERTERRACE-. 22 7 vy pair. brown 714 cI 26 as ~aerbeds et this damp. Minor fine grave ive clean ünii 31- 32- 33- Grae beds icreac to 34- 35- 36- Ti). NoW Sver Caving in 40- 41- 42- 43- 44- 45- 46- 47- 48- 49- 50 - ti on ing ing L 1 / Light gray IlOYR 7/2 to ji fldllfln to lwame sand k. SJ, dense io dense, A. mt sand 0% of unit overall ktt1ng )per IS feet MAXIMUM DENSITY - OPTIMUM MOISTURE DETERMINATION The maximum density was determined in accordance with ASTM Standard D1557-00. The result by full laboratory curve is; Sample Depth Maximum Optimum Location (Feet) Sd]. Description Dry Density Moisture B-i 0-3 (Soil Type A) Soil 118 .7 13.9 Light yellowish brown 10YR 6/4 silty to si. silty fine sand w/minor fine gravel B-i 5-7 (Soil Type B) Terrace 122.3 9.7 Very pale brown to gray brown 10YP. 7/3 to 712 clean fine medium sand with fine gravel SUMMARY OF EXPANSION TESTING ASTM METHOD fl429 Sample Location Depth Expansion index Expansion Potential B-i 0-4' 0 (zero) very Low SAND EQUIVALENT TESTING Sample Location Depth Sand Equivalent -- B-I 0-4 1 22 Direct Shear Test Data Job Number 12O808PL 8/20/2012 5 0 0 5 Norm Pressure--KipsJSQ, FT. Excavation Number: B-I Depth: 2-4 Saturated Test 0 = 2900 r - c 170 P5S5F. STANDARD G1TAD1NG AND EARTm'oRKsPEcrFICAT1oNS These specifications present ES.1.3 standard recommendations for grading and earthwork No deviation from these specifications should be permitted unless specifically superseded in the geotechnieal report of the project or by written comnumication signed by the geotecbnical consultant 13va1uations peiforzncd by thegeotechnieal consultant during the course of grading may result in subsequent recommendations which could supersede these specifications or the recornmeadations of the geote4wicW report 1.0 1-1 The geotechnical consultant is the oWn&s or developef a representative on the project For the purpose of these specifications, observations by the geotedmical consultant include observations by the soils engineer, geoteclinical engiwer, engiftembggeologist, and those performed by persons employed by and responsible to the gootechnical consultant 12 All clearing, site preparation, or earthwork performed on the project shall be conducted and directed by the contractor under the .supervision of the geotechnical consultant 13 The contractor should be responsible for the safety of the project and satisfictory completion of all grading, During grading, the contractor shall remain accessible. 1.4 Prior to the commencement of grading, the geotechnical consultant shall be employed for the purpose of providing fithi, laboratory, and Of services to. CotifonminCe with the rccommendtions of the geotethnical report and these specifications. It will be necessary that the gwtechnical consultant Provide adequate testing and ob rvntionsso that he may determine that the Work was accomplished as specified. It shalibe the responsibility of the contactor to assist the geotechnical consultant and keep him apprized of work schedules and changes so thathe may schedule his personnel accordingly. IS It shall be the sole responsibility of the coniractor to provide adequate equipment and methods to accomplish the work in accordanec with applicable grading codes, agency ordinances, these specifications, and the STANDARD GRADING AND EARTFfWOJU( SPECIFICATIONS PAGE 2 approved grading plans. If, in the opinion of the geotechnical consultant, unsatisfäetoiy conditions, such as questionable soil, poor moisture. condition, inadequate compaction, adverse weather, etc., are resulting in a quality of work less than required in these specifleatinas, the geotechnical consultant will be empowered to reject the work and recommend that -- construction be stopped until the conditions are rectified. 1.6 it is the contractor's responsibility to provide access to the geetedmical consultant for testing and/or grading observation purposes. This may require the excavation of test pits and/or the relocation of grading equipment. 1.7 A final report shall be issued by the gcotechnical consultant attesting to the contractor's confonnanoo with these specifications. 2.0 sm PI14RATIN 2.1 MI vegetation and deleterious material shall be disposed of off-site. This removal shall be observed by the geotechnical consultant and concluded prior to Jill placement 22 Soil, alluvium, or bedrock materials determined by the geotechoical consultant as being unsuitable for placement in compacted fills shall be removed from the site or used in open areas as determined by the geotechthcai consultant Any material incoiporated as a part of a compacted fill must be approved by the geotechnical consultant prior to fill placement- 2.3 After the ground surface to receive fill has been cleared, tit shall be scarified, disce4, or bladed by the contractor until it is uniform and free from ruts, hollows, hummocks, or other uneven features which may prevent uniform compaction. STANDARD GRADING AND ,EARTHWORK SPECIFICATIONS PAGE 3 The scarified ground surf-ace shall then be brought to optimum moisiure mixed as required, and compacted as specified. If the scarified zone is greater than twelve inches in depth, the excess shall he removed and placed -- in lifts not to exceed six inches or less. Prior to placing till, the ground surface to receive fill shall be observed, tested, and approved by the geotechnicaf consultant 2.4 Any underground structures or cavities such as cesspools, cisterns, mining shafts, tunnels, septic tanks, wells, pipe lines, or others are to be removed or treated in a manner prescribed by the geotechnical consultant. 2.5 In cut-fill transition lots and where cut tots are partially in soil, colluvium or unweathered bedrock materials, in order to provide uniform bearing conditions, the bedrock portion of the lot extending a minimum of 5 feet outside of building lines shall be overexcavation a minimum of 3 feet and replaced with compacted fill. Greater overexcavation could be req u i r e d a s determined by geotechnical consultant where deep fill of 20± feet thmsitions to bedrock over a short distance.. Typical details are given on Figure 114. 3.0 COMPACTED FILLS 3.1 Material to be placed as fill shall be free of organic matter and other deleterious substances, and shall be approved by the geotechnical consultant. Soils of poor gradation, expansion, or strength characteristics shall be placed in areas designated by gcotechnical consultant or shall be mixed with other soils to serve as satisfactory till material1 as directed by the geoteelmical consultant. STANJMRDING AND EARTI{WORKSPECWECA.TLONS PAGE 4 31 Rock . agments less than twelve inches in diameter may be utilized in the fill, provided: I They are not placed in concentrated pockets. There is a minimum of 75% overall of fine grained material to surround the rocks. The distribution of rocks is supervised by the geotechnical consultant. 3.3 Rocks greater than twelve inches in diameter shall be taken off-site, or placed in accordance with the recommendations of the geotethnical consultant in areas desimiated as suitable for rock disposal. (A typical detail for Rock Disposal is given in Figure D-2, 3.4 Material that is spongy., subject to decay, or otherwise considered unsuitable shall not be used in the compacted fill. 3.5 Representative samples of materials to be utilized as compacted fill shall be analyzed by the laboratory of the geotechnica] consultant to determine their physical properties. If any material other than that previously tested is encountered during grading, the appropriate analysis of the is material shall be conducted by the geotechnical consultant as soon as possible. 3.6 Material used in the compacting process shall be evenly spread, watered, processed, and compacted in thin lifts not to exceed six inches in thickness to obtain a uniformly dense layer. The fill shall be placed and compacted on a horizontal plane, unless otherwise approved by the geotechnical consultant. 3.7 If the moisture content or relative compaction varies from that required by the geotechnicaLconsultant, the contractor shall rework the fill until it is approved by the geotechnical consultant 3.8 Each layer shall be compacted to 90 percent of the maximum density in - compliance with the testing method specified by the controlling governmental agency or ASTM 1-557-07, whichever applies. STANDARD GRADING AND EARTHWORK SPECIFICATIONS PAGES If compaction to a lesser percentage is authorized by the controlling governmental agency because of a specific land use of expansive soil. condition, the area to receive fill compacted to less than 90 penent shall either be delineated on the grading plan or appropriate reference made to the area in the geotechnical report. 3.9 All fills shall be keyed and benched through all topsoil, colluvium alluvium, or creep material, into sound bedrock or firm material where the slope receiving fill exceeds a ratio of five horizontal to one vertical, in accordance with the recommendations of the geetedmical consultant. 3.10 The key for side bill fills shall be a minimum width oft 5 feet within bedrock or firm materials, unless otherwise specified in the geoteehaical report ( Se* detail on Figure D-3) 3.11 Subdrainage devices shall be constnicted in compliance with the ordinances of the controlling governmental agency, or with the recommendations of the geotechnieni consultant. (Typical Canyon Subdrain details are given in FigureD-4.) 3J2 The contractor will be required to obtain a minimum relative compaction of 90 percent out to the finish slope face of fill slopes, buttresses, and stabilization fills. This may be achieved by either over building the slope and cutting back to the compacted core, or by direct compaction of the slope face with suitable equipment, or by any other procedure which produces the required compaction approved by the geoteclmicai consultant 3.13 AU fill slopes should be planted or protected from erosion by other methods specified n the geotcchnical report 3.14 Fill-over-cut slopes shall be properly keyed through topsoil, colluvium or creep material into rock or firm materials, and the transition shall be stripped of all soil prior to placing tilL (See detail on Figure J)-3.) STANDARD GRADING AND EARTflWORKSPECIFICATIONS PAGE 6 4.0 CUT SLOPES 4.1 The geotechnical consultant shalt inspect all cut slopes at vertical intervals not exceeding ten feet 4.2 If any conditions not anticipated in the geoteehnicai report such as perchcd water, seepage, lenticular or confined strata of potentially adverse nature, unfavorably inclined beddin& joints or fault planes encountered during grading, these conditions shall be analyzed by the geotechriical consultant, and recommendations shall be made to mitigate these problems. (Typical details for stabilization of cut slope are given in Figures D-3a and Drn5.) 43 Cut slopes that face in the same direction as the prevailing drainage shall be protected from slope wash by a non-credible intereepter swaic placed at the top of the slope.. 4.4 Unless otherwise specified in the gc40tecbnic51 report, no cut slopes shall be, excavated higher or steeper than that allowed by the ordinances of controlling governmental agencies. 4.5 Drainage terraces shall be constructed in compliance with the ordinances of controlling governmental agencies, or with the recommendations of the geotechnical. consultant. 5.0 TRENCH BACKFILLS 5.1 Trench excavations for utility, pipes shall be backfihied under the supervision of the geotethnical consultant 5.2 After the utility pipe has been laid, the space under and around the pipe shall be bacidillad with clean sand or approved granular soil to a depth of at least one foot over the top of the pipe. The sand backfill shall be uniformly jetted into place before the controlled backfill is placed over the sand. 53 The on-site materials, or other soils approved by the geotechnical consultant shall be watered and mixed as ncce&sary prior to placement in lifts over the sand backfill. STANDARD GRADING AND EARTHWORK SPECIFICATIONS PMIE7 * 5.4 The controlled backfill shall be compacted to at least 90 percent of the maximum laboratory density as determined by the ASTI D155701or the controlling governmental agencies. 5.5 Field density tests and inspection of the back-fill procedures shall be made by the geotechnical consultant during backfiuing to see that proper moisture content and uniform compaction is being maintained. The contractor shall provide test holes and exploratory pits as required by the geotechnicai consultant to enable sampling and testing. 6.0 GRADING CONTROL 6.1 Inspection of the fill placement shall be provided by the geotechnical consultant during the progress of grading. 6.2 In general, density teats should be made at intervals not exceeding two feet of fill height or every 500 cubic yards of fill placed. This criteria will vary depending on sod conditions and the size ofthejob. In any event, an adequate number of field density tests shall be made to-verify that the required compaction is being achieved. 6.3 Density tests should also be made on the surface material, to receive fill as required by the geotechniral consultant.. 6.4 All cleanout, processed ground to receive fill, key excavations, subdrains, and rock disposals should be inspected and approved by the geotechnical consultant prior to placing any fill. It shall be the contractor's responsibility to notify the geotechnical consultant when such areas are ready for inspection. STANDARD GRADING AND EARTHWORK SPECfl?JCATh2FS PAGE 8 7.8 CONSTRUCTION CONSIDERATIONS 7.1 Erosion control measures, when neccssaiy, shall be provided by the - contractor during grading and prior to the completion and construction of pemianent drainage controls. 7.2 Upon completion of grading and termination of inspections by the geotechnical consultant, no further filling or excavation, including that necessaiy for fbotings, foundations, large tree weTh, retaining walls, or other features shall be preformed without the approval of the geotechnIcal consultant 7.3 Care shall be taken by the contractor during final grading to preserve any berms, drainage terraces, interceptor swales, or other devices of permanent -- nature on or adjacent to the property. TRANSITION LOT DETAILS !fl CUT -FILL LL iii IT;IITROuNr -- - - -- 1 MIN. - -- 30" Mltl- C'JMPACTED F I L L £ OVER EXCAVATE AND RECOMPAcI UNWEATHERED BEDROCK OR MATERIAL APPROVED BY THE GEOTECHMCAL CONSULTANT CUT LOT NATURAL GROU - - - - . REMOVE - 77- - UNSUITABLE — -. MATERIAL COMPACTED 304 OVEREXC.&VATE AND RECOMPACT - UNWEATHERED BEDROCK OR MATERtALAPPROVED BY- / THE GEOTECHNCAL CONSULTANT NOTE: - - Deeper ovecexcovatior -and recornoo-tjr shell be performed - if detrmned o be ececry by th g tec --ice conçthorI. N. BENCHING DETAILS - FILL SLOPE ACTED --:-E- 7 w PROJECTED PLANE rnoxknum from I of slope to oporoved ground - .- - REMOVE UNLE NATURAL ATERIAL GROUND W MIN. It BEiNCH BENCH HEIGHT (lypical) VARIES MI' MIN. KEY kOW'ES T B EINCH1 DEPTH (KEY) .COMPACTED NATURAL UNSUITABLE GROUND ,,--- MATERIAL .. ---I 41 MU'L. BENCH _ - H'y ENC- HEIGHT pcaI) VARIES - - 1 51 MIN- LOWEST BENCH CUT FACE To be constructed prior Ia flit pkernent NOTES tOWEST BENCH Depth and width subject to field change c.n cou{tonts inpka.. SORAINACE: E-- ncy be required at the inn ni th tflr- csIttjn FILL OVERC1JT SIJIJPE FOUNDATION AND SLAB RECOMMENDATIONS FOR EXPANSIVE SOILS - tUfl TWO-STORY REDE(flAt. MRLDINGS) XAI(SK WDEX 1 - - VERY LCflY EXPAHf,10H U3W EXPANSTON MEMM -EPA4S1014 HG AHtO4 ' ¶-*TOY IOOr04 ALL fOOT933 U t 12 WSRES EXTERIOX rono4 11 4x10f, 0UHO3 24 DMI. 1OOIHO roHQ3 INC*IU FJEE?. 1T4O o&. NTtfflon F003if3 7.1 coO1t4 1O IMA. CO*1TI)OU3. 1-410.4 tP IOOI4"03 12 l22 3Ur. 111t1 1410 4 KEOMtCl F Oft f Xr M43041 10 o 4OTTOM. t-L 4 4Jt 2-C A1D At4t 6CITTow, TTO4. M1. FOOTINal U wrW4 ALL ff;Olw(Z3 U 11C1f.4 Ait FOOTWOS it 1E3 EXTiEAM FOOTWO3 Z4 IHCHCI F0T1411U 101K0 £T 0TU04 0_ MTMOR 0O1)W U HO 4TtS. CJOU 1-HO. 4 4A COST%mu.003. 3-. 4 1W -10, 4 aflfc TOP 1 "a lO310. Tot, .no IkOTTOM. AM OAO4 ZOO OlA0c 1101 W214tD 12 411C113 oEc? -H0. 4Ifi A 14 j-; REAU Toll 4110 4OTTOM. lOr MW 4071014, LW40 3 143 WCktEz TKACK,IW REU 2 112 111cllr.3 Ucç s ii-PMHEa YMOX. 4 WCKEZ KrtuAL~rj 20 tro x 4-1€J1O w1 1-1*IIC W111. 14E3}1 ,T W1 UE311 Ax HO $A3 -4t10H 2 W-KC1 vto4micffT, 4 110. 5. 00WEU2 r110t4 FC3OIIHO 4 . y 0V411 14013Tur 0PAYEL 01 412W 512t. 4 0AY2L OR 31W 3E I To 3t1 AT 38 21*C111 OR U23 I 2140W Will. MIS. VOU& 12QV4H U01ATURE CI4TUL 4 ll 411011 4 2I2W71 r(u5 221-4024 4j1o. 4A110 IAIC. 1 1111 MOt1TUt SAaAWR rius I 8LA4 2 V44(, IWICIL HO 14L5H 3 141 2*4011E4 T11101. 142 24C452 TEIC. .4 1*1C$C5 42Cm.. 1 1-4/4 42omra FOR x sM or 4 3 4-10(10 wtc VEZKO OR 0I$A1E11 NO 11E01210. OOT4A .Lk& MLAXE OIMIITEII I30tjTC 12.03. 12OS.ATE FROM 37431 440 4011 WIlE 4Il1J14 411 tlfll 44&IJ.. fO0T1*405- F&02.4 87E24 WALL FOOTIW0. lULl. 4OOTIM0A. I REMRM 2 214011E2 ROCK. ORAVEL OR 4 214C1l.,5 0C11 ORAyzt, C-Il ROC1L GRAYtS. 021 zAND liAze- &A" 224, NO mcusTmE RI4 A2E 140 110127U40 NO WOIZTUIl€ r42'RIlIl SAitRtER RE rPR QUIREO' Of UVIllo MGI RILOVIRED. U01ETEI( IQAK TO 11 IHC3IE3 OF-1H OAI( TO 1p, NICUE6 V EM 20 24 1)402403 IEPT11 20 AND J4E Z4A4 rmOA3 TO 4N0 TO 44 40OVE 0iI.4 - TO t A42VE ?21MU14 41L 180I0 0iM k_o~s VAC uwTvRE C014T02fl 1O4TW2E COIITEIII. CORMT 1) AU DETh3 AXE 140145010 ZLAA SusaRmit. 32 IPECIAL 045024 13 ffCWREQ FOR VERY lROHIT EXP-JU431YE0&& FOUNDATION AND SLAB DETAIL (UOT TO SCALE) Z2A4 41j4011&OE WIllS )434— (44 REQlfiEO)_i:\ 4 SAYER - - 021 3M40 IA3-0 11111414 R00RE412 1'4k•4 j4 DEPT-4 C-F 41111444 REW1 RED) DEFTIt or O4?)4 or fOOTII10 21 jv. -000 j *:: j 1CO 51140 FOUNDATION AND SLAB RECOMMENDATIONS DATE; PUBLISHED REFERENCES Blake, T.F., 1998, Computer Services Software, A Computer Program for the Probabilistic Evaluation Horizontal Acceleration from California Faults, FRISKS?, July 1998 Blake, T. F., 1998, Computer Services Software, A Computer Program to Determine Historical Seismicity from Digitized California Faults, EQSEARCH, July 1995 Bolt, B.A., 1973, Duration of Strong Ground Motion: Proc. Fifth World Conference on Earthquake Engineering, Paper No. 2327 Clark, M-W., Harms, K., at a?., 1984, Preliminary Slip-Rate and Map of Late-Quaternary Faults of California, u.S.G.S. Open-File Report 84-106, 12 p. Coduto, D.P., 1997, Down to Earth Soils Engineering, vol. 4, Slope Stability, Cal. Poly Pomona University, Edington, W.J., 1973, Geology of the Daha Point Quad. Orange County, California, California Division of Mines & Geology, Preliminary Report Map 1:12,000 Hart, E.W.J. 1998, Fault Rupture Hazard Zones in California, C.D.M.G. Special Report No. 42, 25p Hays, W.W.., 1980, Procedures for Estimating Earthquake Ground Motions, U.S.G.S. Professional Paper 1114, YIp Kennedy, M.F., 1977, Recency and Character of Faulting Along the - Elsinore Fault Zone in Southern Riverside County, Ca1ifornia C.D.I4.G. Specs Report 131, 12 pages LIradvall, S.C., and Rockwell, T.W., 1995, Holocene activity of the Rose Canyon fault zone in San Diego, California; Jour. Geophysical Research, v.100, p. 24, 121-124, 132 Miller, R.V., Morton, P.K., and Fife D.L., 1975, Geo- Environmental Maps of Orange County, California, 1973, California Division of Mines & Geology, Preliminary Report 15 Peterson,M.?., Bryant, W. A., Cramer, C.H., Reichle, MS., 1996, Probabilistic Seismic Hazard Assessment for the State of California, C.D.M.G. Open-File Report. 96-08 Seed, H.B., and Idriss, I.M., 1982, Ground Motion and Soil Liquefaction During Earthquakes, E.E.R.I. Nomograph, 134p, Barkley Press Slemmons, D.B., 1977, State-of-the-Art, for Assessing Earthquake Hazards in the United States, Army Corps of Engineers, Misc. Papers, 5-73-1, Report 6, Fault and Earthquake Magnitude? 240p a *J**""D ,lflljfflhll;i,Jg mc. PO4, TEUZ,00 a flE,nrout,00 SIECI. COtitflaclor4 CALCULATIONS FOR POST-TENSION SLAB ON GRADE FOUNDATION DESIGN Project Name: 1284 Pine Avenue PTDU #3128 RECE IVED Date: April 08, 2019 JUN 212019 CITY OF CARLSBAD BUILDG DIVISION 422 Cribbage Ln. San Marcos, CA 92078 PH: 760-591-3236 111101 1!! IfD - 11 PROJECT DESIGN INFORMATION GENERAL INFORMATION DEVELOPER 1284 Pine Ave Partners DEVELOPER LOCATION Oceanside, Ca PROJECT NAME New Pine Ave Residence PROJECT NUMBER 3128 PROJECT LOCATION Carlsbad, Ca TENDON ENCAPSULATION Yes (Near Ocean) CONCRETE & FOOTING INFORMATION CONCRETE STRENGTH 2500 psi SLAB TYPE 5" Ribbed CATEGORY IS II III IV PERIMETER FOOTING DEPTH 26" INTERIOR FOOTING DEPTH N/A SLAB THICKNESS 5" SOILS INFORMATION COMPANY S. Pat Rymer REPORT NUMBER 12-0808-PL REPORT DATE 4-20-12 CAPILLARY BREAK See Soils SOIL BEARING CAPACITY 1500 PTI METHOD (3' EDITION) DESIGN PARAMETERS CATEGORY (EXPANSION INDEX) CENTER LIFT EDGE LIFT IS (<20) em N/A N/A ym N/A N/A II (5190) em ym III (91-130) em ym IV (131440)) em ym *DIFFERENTIAL SETTLEMENT SETTLEMENT DISTANCE 5 I SLAB & FOOTING CAPACITIES Input f'c= 4000 W = 1000 t= I 5 d= 26 S= 50 Fa = 439.47 M= 1.83 .65*w= 650 Leff= 1.91 concrete strength in psi soil bearing pressure in psf slab thickness in inches overall footing depth in inches ISOLATED PAD FOOTING CAPACITIES Capacity 18" pad 2250 lbs 24" pad 4000 lbs 30" pad 6250 lbs 36" pad 9000 lbs 42" pad 12250 lbs 48" pad 16000 lbs 54" pad 20250 lbs 60" pad 25000 lbs 66" pad 30250 lbs 72" pad 36000 lbs 78" pad 42250 lbs 84' pad 49000 lbs 90" pad 56250 lbs PAD FOOTING CAPACITIES W/ SLAB Capacity Xl" 1.5 18" pad 7575 lbs 22.96 inches 2 24" pad 9956 lbs 22.96 inches 2.5 30" pad 12663 lbs 22.96 inches 3 36" pad 15694 lbs 22.96 inches 3.5 42" pad 19050 lbs 22.96 inches 4 48" pad 22732 lbs 22.96 inches 4.5 54" pad 26738 lbs 22.96 inches 5 60" pad 31070 lbs 22.96 inches 5.5 66 PAD 35726 lbs 22.96 inches 6 72 PAD 40707 lbs 22.96 inches 6.5 78 PAD 46014 lbs 22.96 inches 7 84 PAD 51645 lbs 22.96 inches * 7.5 90 PAD 57602 lbs 22.96 inches 8 96 PAD 63883 lbs 22.96 inches 8.5 102 PAD 70489 lbs 22.96 inches 9 108 PAD 77421 lbs 22.96 inches slab edge 0 Slab Edge Pad xi :___ IDim. I I *xl Denotes the mm. distance required to nearest slab edge in at least 2 adjacent direction (it can't be 2 opposite directions) in order for this chart to apply - otherwise use the isolated footing chart. The capacities are based on "L "action - not "T" action. *SLAB CAPACITY = M = 0.73538 L' = Leff = 1.359 ft AREA = 7.38 ft¼2 width = 2.72 ft 0 width or 2xLeff 7.381 Kips 1.213 *NOTE There must be the width noted above (or Leff on all 4 sides) available and centered on the point load in both orthoganal directions. If not input the width that is available below to get the reduced capacity: Available Width = 2.25 ft REDUCED SLAB CAPACITY= [ 5.061 Kips '4 POT LOAD CAPACITY OF CONTINUOUS FOOTING IIIIIi21 KIPS* Input d= 20l in. b= 121 in. Area = 9.71 sq. ft. *Note: There must be at least 2x the overall footing depth (d) of footing length available (cannot be at a corner). If not, reduce the capacity as follows: Available length = 36 in. Area = 8.74 ft. sq. Reduced Capacity = 1 6.561 Kips PRQJ: 1284 Pine Ave Job# 3128 04/08/19 Calculations to show capacities of the Post Tension Slab to support loads. POST TENSION SLAB PARAMETERS BASED UPON L ith CRITERIA Allowable Soil Pressure at bottom of footings = 2.00 ksf Slab Thickness = 5.0 Allowable Soil Pressure at bottom of slob = 1.00 ksf CONCRETE fc = 2500 Psi @ 28 days area = 0.153 sq ins. fc = 1125 psi Stress at = 1875 psi Exterior Beam overall d ins 26 Ec = 2,850,000 psi Mm P/A = 60 psi ft = 300.0 psi V = 100.0 psi STEEL Cable 1/2 dia ASTM 416 Strand = 270 Ksi Pjack (0.8 x fpy x area) = 33.0 Ksi Panchor (0.7 x fpy x area) = 28.9 Ksi Peffective (0.65 x fpy x area) = 26.9 Ksi Es = 28,000 Ksi Find Moment Capacty of Slab: Mt = Section Modulus x allowable Stress Stress = ( 6 x sqrt fc P/A) = 360.00 psi Mm P/A 60 Psi Section Modulus= Bb2/6 = 50 ins3 Moment = 1.50 kft for cantilever, M=wL2/2, where ' L = ' L effective solve for L eff ', where w = Soil Pressure Given Breath ii 12.0 Depth i 5.0 M= 1.500 (Soil Pressure x L"2)/2, L 1.22 ft Equivalent Strip of Ftg (beam width+L.4 = 2.56 ft Total Capacity of Exterior Ftg = 5.12 kips/lin ft Load from Exterior Wall = 1.50 Less than 5.12 k/If I I effective POINT LOAD CAPACITY OF EDGE BEAM: L= 1.22 ft ______ Width of bearing area = 2.25 ft "l Assume to spread (2 x BM bEPTH*distance perpendiclor to load) Net area = 6.58 sf Soil Press= 1.50 Max allowable P = 9.87 kips INTERIOR FOOTING CAPACITY: I effective I effective < 1< 111111[ < 4 6 4 L eff = 1.22 Ft Equivalent Strip of Shovel Footing 4.12 ft Load capacity at Reduced Bearing = 4.12 kips/lin ft Load from Struct Engs Drawing = 1.5 less than 4.12 klf td • 8' 1/2 Leff slab 't Depth Drawings Pad Dimension Interior Square Pad Footing Effective Area of Pads = Pad Width • (1 x L eff)2 1-6 Pad area = 7.4 sf 2-0 Pad area = 10.4 sf 2-6 Pad area = 13.9 sf 3-0' Pad area = 17.8 sf Capacities w/ Allowable Bearing at u/s slab = 1.30 ksf Allowable x 65% for slab & pad combination 1-6' Pad 9.7 Kips 2-0' Pad 13.5 Kips 2-6 Pad 18.0 Kips 3-0 Pad 23.2 Kips Therefore it can be seen that point loads can be supported b the PT system Find Section Properties of Edge Beam. Given: t= 5 ins Depth d b= 12 ins depth = 26 ins 12" .t. 6 x t" Area of section = 474 sq. ins Portion A ins2 y' Ay Ay2 I ins4 slab 150 23.5 3525 82838 312.5 stem 312 13 4056 52728 17576 bottom 12 2 24 48 16 474 7605 135614 17905 C.G bottom = 16.04 ins I cg = 31,501 1ns4 C.G. top = 9.96 ins LOAb: BLbG Use 960 lbs/un ft overage Slab: bead Load" 63 Slab I = bxd3/12 = 125 Ins4 Live Load" 40 103 Lbs/sq ft With Tendons spaced at = 4.00 Ft Slab P/A = (Peff/Tendon spacing * slab thkness ) = 0.112 KSI Beam W1494 Beam P/A = (Peff/Beam Area) = 0.057 1(51 Mt due to PT ecc = 16683.05 lb ft Length of Bm required to resist applied Mt (bead load only) w/ M= W L'2/2 = 8.22 ft Interior Moments Consider 2 way action of slab for bending. Interior spans -M=Wl 2/12 -M= W12/24 .1- Mt = PL/8 Exterior span -M=Wl2/12 .Mt= W1'2/24 Moment Determination: Precompression = 56.65 Tensile Capacity = 300.00 356.65 psi Load toftg= 1.5p1f -Mt = w12/12 = 8 lbft = w12/24 = 4 lbft Mt due to I-lbs =Plxl/8= 4121 lbft HI) load = 4010 Lbs *Moment Capacity of BM = 58,353 lbft Actual Mts: .Mt = 4 lbft -Moment Capacity of Bm = 94,040 lbft -Mt = 8 lbft 0 Maximum Span of Slab w/o Ground support: Consider Continuous: Moment = W12/12 Slab Sec Mod ins-3 = 50 Slob Load = 123 Allowable stress in Slab= 360 Slab Mt pft= 1500 Max Slab Span ft = 12.12 Consider Simple Span Moment = Wl'2/8 Slab Sec Mod ins3 = 50 Slab Load = 123 Allowable stress in Slab= 360 Slob Mt pft= 1500 Max Slab Span ft = 9.90 Find beflection: Continuous Span: Deflection = wl4/384EI 0.033 ins 4 span/360 = 0.404 ins Simple Span: Deflection = 5wI4/384EI 0.074 ins < span/360 = 0.330 ins Therefore Slab is OK Allowable Spans of Bms w/o Support of Subgrade Load/ft of Perimeter Bm= 1.5 lbs/ft Find Allowable Span of Beam controlled by Negative Moment: -Mt= w12/12= 125L2 Find L from allowable stresses on bms using PTstress at 3 x Sqrt fc Allowable Stress = 150 psi AllowableStress ftop = (My/I)-((Pe x ecc x yt)/I)- Bm Prestress Solve for Span I in Mt expression -Span L =34656 ft Find Allowable Span of Beam controlled by Positive Moment: +Mt=w12/24= Allowable Stress = 150 psi AllowableStress fbot. = (My/I)i-((Pe x ecc x yt)/I)- Bm Prestress Solve for Span I in Mt expression +Span L r 26784.42 ft Bottom Stress Control Allowable Spans of Beams Find Deflection: Deflection = w14/384E1 38695665 ins span/360 = 892.81 ins Check on Min Slab Residual Camp. Stress maintained above Sopsi after slab subgrade friction loss Subgrade Friction Coef. = 1.00 for slabs cast on sand over polyethylene To maintain 50psi Max tendon Spacing = Effective Prestress/(Stress*slab area)*(slab wt.*ls/2*0.5) For stab thickness t 5.00 ins Fe kips = 26.85 Max c/c = Fe/((50*(t*12)),.(t/12)*150)*0.25Ls Slab ' LS Max Spacing based on Min Residual Stress in feet 50 psi Based on 5ft c/c 15 8.30 ft 85.60 psi 20 8.11 ft 84.30 psi 25 7.92 ft 82.99 psi 30 7.74 ft 81.69 psi 40 7.41 ft 79.09 psi 50 7.10 ft 76.48 psi 60 6.82 ft 73.88 psi 100 5.89 ft 63.46 psi 50 psi Code minimum] Check condition if a Bearing wall is constructed off the footing & on the PT slab The slab alone is not used as a bearing wall support only for partition walls, But if b mistake a load-bearing wall is misplaced, it can be shown that the slab can perform with in the limits of the PT slab design. cnter lie at wall L eff. L eff. sider that P/A at mid-span is reduced due subgrade friction, Compute new 'L eff' with = 50psi & strength =2*sqrt fc Moment Capacity from page 1 of Slab Caics. Mt = 0.63 kip ft effective 1.12 ft in Ft = (2*leff ' 3.5/12)= 2.53 ft soil bearing capacity= 2.0 ksf Wall load kip/ft = 5.06 Wall bearing on slab not wall Load from 3 Story Party wall = 2.256 kips Shear on Slob: shear stress 0.028 ksi Allowable = 0.100 ksi Check Deflection of slab under Wall load : beflect.= 0.00079 ins very small......ignore Capacity of Slab for Point Loads on Slab alone.(See sketch above Area under Point Load =( 2 x 'Leff) ^2= 6.39 s.f. Therefore Max Point Load on slab = 6.39 kips (Use SP = 1.0 ksf) 4 I TABLE OF CONTENTS I Cover Page i Table of Contents 2 Form CF-1 R-PRF-01-E Certificate of Compliance 3 Form RMS-1 Residential Measures Summary 13 Form MF-iR Mandatory Measures Summary 14 HVAC System Heating and Cooling Loads Summary 18 Zone Load Summary 20 Room Load Summary 22 Room Heating Peak Loads 24 Room Cooling Peak Loads 26 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CFI R-PRF-01 Project Name: 1284 Pine Calculation Date/Time: 14:21, Thu, Mar 28, 2019 Page 1 of 10 Calculation Description: Title 24 Analysis Input File Name: 1284 Pine.ribdl6x GENERAL INFORMATION 01 Project Name 1284 Pine 02 Calculation Description Title 24 Analysis 03 Project Location 1284 Pine Avenue 04 City Carlsbad 05 Standards Version Compliance 2017 06 Zip Code 92008 07 Compliance Manager Version BEMCmpMgr2016.3.1 (1149) 08 Climate Zone CZ7 09 Software Version EnergyPro 7.2 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 135 12 Project Scope Newly Constructed 13__- Number of Dwelling Units 1 14 Total Cond. Floor Area (ft2) 4537 15 Number of Zones 2 16 Slab Area (ft2) 1998 17 Number of Stories 2 18 Addition Cond. Floor Area(ft2) n/a 19 Natural Gas Available Yes 20 Addition Slab Area (ft2) n/a 21 Glazing Percentage (%) 20.1% COMPLIANCE RESULTS 01 Building Complies with Computer Performance 02 This building incorporates features that require field testing and/or verification by a certified HERS rater under the supervision of a CEC-approved HERS provider. 03 This building incorporates one or more Special Features shown below ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDVIft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 3.74 4.18 -0.44 -11.8% Space Cooling 2.96 2.05 0.91 30.7% IAQ Ventilation 1.04 1.04 0.00 0.0% Water Heating 4.81 4.11 0.70 14.6% Photovoltaic Offset ---- 0.00 0.00 Compliance Energy Total 12.55 11.38 1.17 9.3% Registration Number: 219-P010072721A-000-000-0000000-0000 Registration Date/Time: 2019-03-28 15:57:13 HERS Provider: CaICERTS Inc. CA Building Energy Efficiency Standards -2016 Residential Compliance Report Version - CF1R-01162019-1149 Report Generated at: 2019-03-28 14:22:12 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CFI R-PRF-01 Project Name: 1284 Pine Calculation Date/Time: 14:21, Thu, Mar 28, 2019 Page 2 of 10 Calculation Description: Title 24 Analysis Input File Name: 1284 Pine.ribdl6x ENERGY DESIGN RATING Energy Design Rating (EDR) is an alternate way to express the energy performance of a building using a scoring system where 100 represents the energy performance of the Residential Energy Services (RESNET) reference home characterization of the 2006 International Energy Conservation Code (IECC) with California modeling assumptions. A score of zero represents the energy performance of a building that combines high levels of energy efficiency with renewable generation to"zero out' its TDV energy. Because EDR includes consideration of components not regulated by Title 24, Part 6 (such as domestic appliances and consumer electronics), it is not used to show compliance with Part 6 but may instead be used by local jurisdictions pursuing local ordinances under Title 24, Part 11 (CALGreen). As a Standard Design building under the 2016 Building Energy Efficiency Standards is significantly more efficient than the baseline EDR building, the EDR of the Standard Design building is provided for Information. Similarly, the EDR score of the Proposed Design is provided separately from the EDR value of installed PV so that the effects of efficiency and renewable energy can both be seen EDR of Standard Efficiency EDR of Proposed Efficiency EDR Value of Proposed PV + Battery Final Proposed EDR 46.8 45.5 0.0 45.5 LI Design meets Tier I requirement of 15% or greater code compliance margin (CALGreen A4.203.1.2.1) and Qll verification prerequisite. LI Design meets Tier 2 requirement of 30% or greater code compliance margin (CALGreen A4.203.1.2.2) and QII verification prerequisite. Design meets Zero Net Energy (ZNE) Design Designation requirement for Single Family in climate zone CZ7 (CALGreen A4.203.1.2.3) including on-site photovoltaic (PV) renewable energy generation sufficient to achieve a Final Energy Design Rating (EDR) of zero or less. The PV System and QII must be verified. Notes: Excess PV Generation EDR Credit: Bypassing PV size limit may violate Net Energy Metering (NEM) rules REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. Ducts with high level of insulation HERS FEATURE SUMMARY The following is a summary of the features that must be field-verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building components tables below. Building-level Verifications: IAQ mechanical ventilation Cooling System Verifications: -- None -- HVAC Distribution System Verifications: Duct Sealing Domestic Hot Water System Verifications: -- None -- BUILDING - FEATURES INFORMATION 01 02 03 04 05 06 07 Project Name Conditioned Floor Area (ft2) Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems 1284 Pine 4537 1 6 2 0 1 Registration Number: 219-P010072721A-000-000-0000000-0000 Registration Date/Time: 2019-03-28 15:57:13 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-01162019-1149 Report Generated at: 2019-03-28 14:22:12 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CFI R-PRF-01 Project Name: 1284 Pine Calculation Date/Time: 14:21, Thu, Mar 28, 2019 Page 3 of 10 Calculation Description: Title 24 Analysis Input File Name: 1284 Pine.ribdl6x ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft) Avg. Ceiling Height Water Heating System I Water Heating System 2 First Floor Conditioned First Floor Systemi 1998 10 DHW Sys 1 n/a Second Floor Conditioned Second Floor System2 2539 10 DHW Sys 1 n/a - OPAQUE SURFACES 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft) Window & Door Area (ft2) Tilt (deg) Front Wall First Floor R-1 9 Wall 135 Front 350 79 90 Right Wall First Floor R-1 9 Wall 45 Right 406 50.5 90 Rear Wall First Floor R-1 9 Wall 315 Back 262 63 90 Left Wall First Floor R-1 9 Wall 225 Left 593 216 90 Garage Wall First Floor>>_Garage_ R-19 WalIl n/a n/a 195 0 n/a Roof 2 First Floor R-30 Roof Attic n/a n/a 500 n/a n/a Front Wall 2 Second Floor R-1 3 Wall 135 Front 649 76 90 Right Wall 2 Second Floor R-19 Wall 45 Right 759 115 90 Rear Wall 2 Second Floor R-19 Wall 315 Back 649 82 90 Left Wall 2 Second Floor R-1 9 Wall 225 Left 759 271 90 Attic Roof Second Floor R-30 Roof Attic n/a n/a 1380 n/a n/a Raised Floor Second Floor R-19 Floor No Crawlspace n/a n/a 118 n/a n/a Floor over garage Second Floor>>_Garage_ R-19 Floor No Crawlspacel n/a n/a 322 n/a n/a Floor Over First Floor Second Floor>>First Floor R-0 Floor No Crawlspace n/a n/a 1496 n/a n/a Front Wall 3 _Garage_ R-0 Wall 135 Front 232 0 90 Right Wall 3 _Garage_ R-0 Wall 45 Right 231 0 90 Rear Wall 3 _Garage_ R-0 Wall 315 Back 49.5 0 90 Left Wall 3 _Garage_ R-0 Wall 225 Left 209 0 90 Registration Number: 219-P010072721A-000-000-0000000-0000 Registration Date/Time: 2019-03-28 15:57:13 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards -2016 Residential Compliance Report Version - CF1 R-01162019-1149 Report Generated at: 2019-03-28 14:22:12 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CFI R-PRF-01 Project Name: 1284 Pine Calculation Date/Time: 14:21, Thu, Mar 28, 2019 Page 4 of 10 Calculation Description: Title 24 Analysis Input File Name: 1284 Pine.ribdl6x OPAQUE SURFACES - Cathedral Ceilings 01 02 03 04 05 06 07 08 09 10 Name Zone Type Orientation Area (ft) Skylight Area (ft2) Roof Rise (x in 12) Roof Reflectance Roof Emittance Cool Roof Upper Deck First Floor R-30 Roof Cathedral - specify - 196 0 0 0.1 0.85 No Roof Deck Second Floor R-30 Roof Cathedral - specify - 1159 1 2.14 0 0.1 0.85 No Roof _Garage_ R-0 Roof Cathedral - specify - 111 0 0 0.1 0.85 No ATTIC 01 02 03 04 05 06 07 08 Name Construction Type Roof Rise Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Attic First Floor Attic RoofFirst Floor Ventilated 0 0.1 0.85 Yes No Attic Second Floor Attic RoofSecond Floor Ventilated 0 0.1 0.85 Yes No Registration Number: 219-PO1 0072721A-000-000-0000000-0000 Registration Date/Time: 2019-03-28 15:57:13 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-01162019-1149 Report Generated at: 2019-03-28 14:22:12 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CFI R-PRF-01 Project Name: 1284 Pine Calculation Date/Time: 14:21, Thu, Mar 28, 2019 Page 5 of 10 Calculation Description: Title 24 Analysis Input File Name: 1284 Pineribdl6x FENESTRATION / GLAZING 01 02 03 04 05 06 07 08 09 10 Name Type Surface (Orientation-Azimuth) Width (ft) Height (ft) Multiplier Area (ft) U-factor SHGC Exterior Shading 1 Sidelites Window Front Wall (Front-1 35) ---- ---- 1 20.0 0.28 0.22 Insect Screen (default) 2 Kitchen Windows Window Front Wall (Front-1 35)---- ---- 1 35.0 1 0.30 0.21 Insect Screen (default) 9 Bedroom Windows Window Right Wall (Right-45) ---- ---- i 40.0 0.28 0.18 Insect Screen (default) 8 Bath Window Window Right Wall (Right-45) ---- ---- i 10.5 0.28 0.19 Insect Screen (default) 4 Living Room Windows Window Rear Wall (Back-315) ---- ---- 1 63.0 0.28 0.18 Insect Screen (default) 3 Living Room Windows Window Left Wall (Left-225) ---- ---- 1 216.0 0.30 0.20 Insect Screen (default) 9 Loft Windows Window Front Wall 2 (Front-135) ---- ---- 1 40.0 0.28 0.18 Insect Screen (default) 10 Loft Window Window Front Wall 2 (Front-1 35) ---- ---- 1 12.0 0.30 0.21 Insect Screen (default) 10 Bedroom Window Window Front Wall 2 (Front-135) ---- ---- 1 12.0 0.30 0.21 Insect Screen (default) 10 Bathroom Window Window Front Wall 2 (Front-1 35) ---- ---- 1 12.0 0.30 0.21 Insect Screen (default) 8 Bath Windows Window Right Wall 2 (Right-45) ---- ---- 1 21.0 0.28 0.18 Insect Screen (default) 8a Bath Window Window Right Wall 2 (Right-45) ---- ---- 1 12.0 0.28 0.18 Insect Screen (default) 11 Bedroom Window Window Right Wall 2 (Right-45) ---- ---- 1 40.0 0.30 0.20 Insect Screen (default) 12 Bedroom Window Window Right Wall 2 (Right-45) ---- ---- 1 25.0 0.30 0.20 Insect Screen (default) 9 Bedroom Window Window Rear Wall 2 (Back-315) ---- ---- 1 20.0 0.28 0.18 Insect Screen (default) 13 Bathroom Window Window Rear Wall 2 (Back-315) ---- ---- 1 10.0 0.30 0.21 Insect Screen (default) 14 Bedroom Window Window Rear Wall 2 (Back-315) ---- ---- 1 42.0 0.30 0.20 Insect Screen (default) 13 Bathroom Window 2 Window Rear Wall 2 (Back-315) ---- ---- 1 10.0 0.30 0.21 Insect Screen (default) 6 Bedroom Window Window Left Wall 2 (Left-225) ---- ---- i 8.0 0.30 0.21 Insect Screen (default) 15 Bathroom Window Window Left Wall 2 (Left-225) ---- ---- i 16.0 0.30 0.20 Insect Screen (default) 16 Bedroom Window Window Left Wall 2 (Left-225) ---- ---- 1 50.0 0.30 0.20 Insect Screen (default) Folding Door Window Left Wall 2 (Left-225) ---- ---- 1 133.0 0.34 0.20 Insect Screen (default) G Sliding Door Window Left Wall 2 (Left-225) ---- ---- 1 64.0 0.29 0.21 Insect Screen (default) Solatubes Skylight Roof Deck (- specify --0) 1 2.1 0.51 0.34 Registration Number: 219-P010072721A-000-000-0000000-0000 Registration Date/Time: 2019-03-28 15:57:13 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-01162019-1 149 Report Generated at: 2019-03-28 14:22:12 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CFI R-PRF-D1 Project Name: 1284 Pine Calculation Date/Time: 14:21, Thu, Mar 28, 2019 Page 6 of 10 Calculation Description: Title 24 Analysis Input File Name: 1284 Pine.ribdl6x OPAQUE DOORS 01 02 03 04 Name Side of Building Area (ft) U-factor A Front Door Front Wall 24.0 0.50 H Door Right Wall 2 17.0 0.50 - Registration Number: 219-Po101)72721A-000-000-0000000-0000 Registration Date/Time: 2019-03-28 15:57:13 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards -2016 Residential Compliance Report Version - CF1R-01162019-1149 Report Generated at: 2019-03-28 14:22:12 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CFI R-PRF-01 Project Name: 1284 Pine Calculation Date/Time: 14:21, Thu, Mar 28, 2019 Page 7 of 10 Calculation Description: Title 24 Analysis Input File Name: 1284 Pine.ribdl6x OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 Total Cavity Winter Design Construction Name Surface Type Construction Type Framing R-value U-factor Assembly Layers Inside Finish: Gypsum Board Cavity / Frame: no insul. 12x4 Roof Deck: Wood Siding/sheathing/decking R-0 Roof Cathedral Cathedral Ceilings Wood Framed Ceiling 2x4@ 16 in. O.C. none 0.484 Roofing: Light Roof (Asphalt Shingle) Inside Finish: Gypsum Board Cavity/Frame: no insul. /2x4 R-0 Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. O.C. none 0.361 Exterior Finish: 3 Coat Stucco Cavity/ Frame: no insul. / 2x4 Top Chrd 2x4 Top Chord of Roof Truss @ 24 Roof Deck: Wood Siding/sheathing/decking Attic RoofFirst Floor Attic Roofs Wood Framed Ceiling in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) Inside Finish: Gypsum Board R19 in 5-1/2 in. Cavity/Frame: R-19 in 5-1/2 in. (R-18)/2x6 R-1 9 Wall Exterior Walls Wood Framed Wall 2x6 @ 16 in. O.C. cavity (R-1 8) 0.074 Exterior Finish: 3 Coat Stucco Inside Finish: Gypsum Board R19 in 5-1/2 in. Cavity/Frame: R-19 in 5-1/2 in. (R-18) 12x6 R-1 9 WalIl Interior Walls Wood Framed Wall 2x6 @ 16 in. O.C. cavity (R-1 8) 0.069 Other Side Finish: Gypsum Board Inside Finish: Gypsum Board Ceilings (below Cavity/Frame: R-9.1 /2x4 R-30 Roof Attic attic) Wood Framed Ceiling 2x4 @ 24 in. O.C. R 30 0.032 Over Ceiling Joists: R-20.9 instil. Inside Finish: Gypsum Board Cavity/Frame: R-3012x12 Roof Deck: Wood Siding/sheathing/decking R-30 Roof Cathedral Cathedral Ceilings Wood Framed Ceiling 2x12 @ 16 in. O.C. R 30 0.036 Roofing: Light Roof (Asphalt Shingle) Cavity/ Frame: no insul. /2x4 Top Chrd 2x4 Top Chord of Roof Truss @ 24 Roof Deck: Wood Siding/sheathing/decking Attic RoofSecond Floor Attic Roofs Wood Framed Ceiling in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) Inside Finish: Gypsum Board Cavity/Frame: R-13/2x4 R-13 Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. O.C. R 13 0.101 Exterior Finish: 3 Coat Stucco Floor Surface: Carpeted R 19 in 5-1/2 in. Floor Deck: Wood Siding/sheathing/decking R-19 Floor No Crawlspace Exterior Floors Wood Framed Floor 2x6 @ 16 in. O.C. cavity (R-18) 0.052 Cavity/Frame: R-19 in 5-1/2 in. (R-18) 12x6 Floor Surface: Carpeted Floor Deck: Wood Siding/sheathing/decking R 19 in 5-1/2 in. Cavity/Frame: R-19 in 5-1/2 in. (R-18) 12x6 R-19 Floor No Crawlspacel Interior Floors Wood Framed Floor 2x6 @ 16 in. O.C. cavity (R-18) 0.049 Ceiling Below Finish: Gypsum Board Registration Number: 219-PO10072721A-000-000-0000000-0000 Registration Date/Time: 2019-03-28 15:57:13 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-01162019-1149 Report Generated at: 2019-03-28 14:22:12 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CFI R-PRF-01 Project Name: 1284 Pine Calculation Date/Time: 14:21 Thu, Mar 28, 2019 Page 8 of 10 Calculation Description: Title 24 Analysis Input File Name: 1284 Pine.ribdl6x Floor Surface: Carpeted Floor Deck: Wood Siding/sheathing/decking Cavity/ Frame: no insul. /2x12 R-0 Floor No Crawlspace Interior Floors Wood Framed Floor 2x12 @ 16 in. O.C. none 0.196 Ceiling Below Finish: Gypsum Board SLAB FLOORS 01 02 03 04 05 06 07 Name Zone Area (ft) Perimeter (ft) Edge lnsul. R-value & Depth Carpeted Fraction Heated Slab-on-Grade First Floor 1998 164 None 0.8 No Slab-on-Grade 2 _Garage_ 436 67 None 0 No BUILDING ENVELOPE - HERS VERIFICATION 01 02 03 04 Quality Insulation Installation (QII) Quality Installation of Spray Foam Insulation Building Envelope Air Leakage CFM50 Not Required Not Required Not Required n/a WATER HEATING SYSTEMS 01 02 03 04 05 06 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction (%) DHW Sys 1 DHW Standard DHW Heater 1 (2) 2 .0% WATER HEATERS 01 02 03 04 05 06 07 08 09 10 11 12 Input Rating! Tank Standby Heater Tank Uniform Energy Pilot! Insulation Loss! First Hour NEEA Heat Pump Tank Location Element Number Volume Factor! Energy Thermal R-value Recovery Rating / Brand ! Model / or Ambient Name Type Tank Type of Units (gal) Factor! Efficiency Efficiency (lnt!Ext) Eff Flow Rate Other Condition Consumer DHW Heater 1 Gas Instantaneous 2 0 0.93 LIEF <= 200 kBtu/hr R-0/R-0 0 10 GPM n/a n/a (UEF) ________________ ___________ ____________ SPACE CONDITIONING SYSTEMS 01 02 03 04 05 06 SC Sys Name System Type Heating Unit Name Cooling Unit Name Fan Name Distribution Name First Floor Systemi Other Heating and Cooling Heating Component 1 System Cooling Component 1 HVAC Fan 1 Air Distribution System 1 Second Floor System2 Other Heating and Cooling System Heating Component 2 Cooling Component 2 HVAC Fan 2 Air Distribution System 2 Registration Number: 219-P010072721A-000-000-0000000-0000 Registration Date/Time: 2019-03-26 15:57:13 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-01162019-1149 Report Generated at: 2019-03-28 14:22:12 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CFI R-PRF-01 Project Name: 1284 Pine Calculation Date/Time: 14:21, Thu, Mar 28, 2019 Page 9 of 10 Calculation Description: Title 24 Analysis Input File Name: 1284 Pine.ribdl6x HVAC - HEATING UNIT TYPES 01 02 03 04 Name System Type Number of Units Efficiency Heating Component 1 CntrlFurnace 1 92.1 AFUE Heating Component 2 CntrlFurnace 1 92.1 AFUE HVAC - DISTRIBUTION SYSTEMS 01 02 03 04 05 06 07 Name Type Duct Leakage Insulation R-value Duct Location Bypass Duct HERS Verification Air Distribution System 1 DuctsAttic Sealed and tested 6 Attic None Air Distribution System 1 -hers-dist Air Distribution System 2 DuctsAttic Sealed and tested 8 Attic None Air Distribution System 2-hers-dist HVAC DISTRIBUTION - HERS VERIFICATION 01 02 03 04 05 06 07 08 Name Duct Leakage Verification Duct Leakage Target (%) Verified Duct Location Verified Duct Design Buried Ducts Deeply Buried Ducts Low-leakage Air Handler Air Distribution System 1-hers-dist Required 5.0 Not Required Not Required Not Required Not Required n/a Air Distribution System 2-hers-dist Required 5.0 - Not Required Not Required -Not Required Not Required n/a HVAC-FAN SYSTEMS 01 02 03 04 Name Type Fan Power (Watts/CFM) HERS Verification HVAC Fan 1 Single Speed PSC Furnace Fan 0.58 n/a HVAC Fan 2 Single Speed PSC Furnace Fan 0.58 n/a IAQ (Indoor Air Quality) FANS 01 02 03 04 05 06 Dwelling Unit IAQ CFM IAQ Watts/CFM IAQ Fan Type IAQ Recovery Effectiveness(%) HERS Verification SFam IAQVentRpt 98 0.25 Default 0 Required Registration Number: 219-P010072721A-000-000-0000000-0000 Registration Date/Time: 2019-03-28 15:57:13 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards -2016 Residential Compliance Report Version - CF1R-01162019-1149 Report Generated at: 2019-03-28 14:22:12 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CFI R-PRF-01 Project Name: 1284 Pine Calculation Date/Time: 14:21, Thu, Mar 28, 2019 Page 10 of 10 Calculation Description: Title 24 Analysis Input File Name: 1284 Pine.ribdl6x DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. I certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature Lynn Kramer Company: Signature Date: Kramer Engineering Services, Inc. 2019-03-28 15:35:31 CENHERS Certification Identification Address: (If applicabl 4930 Naples Place R16-16-20033 r y City/State/Zip: Phone: San Diego, CA 92110 858-274-9860 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. I certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. Responsible Designer Name: Responsible Designer Signature: Paul Longton Company: Date Signed: Studio 4 Architects 2019-03-28 15:57:13 Address: License: 2909 Mesa Drive na City/State/Zip: Phone: Oceanside, CA 92054 760-722-4904 Digitally signed by Ca/CERTS. This digital signature is provided in order to secure the content of this registered document, and in noway implies Registration Provider responsibility for the accuracy of the information. Registration Number: 219-p010072721 A-000-000-0000000-0000 Registration Date/Time: 2019-03-28 15:57:13 CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CFI R-01162019-1149 HERS Provider: calcERTs inc. Report Generated at: 2019-03-28 14:22:12 RESIDENTIAL MEASURES SUMMARY RMS-1 Project Name Building Type 2 Single Family L Addition Alone fl Multi Family E Existing+ Addition/Alteration Date 3/29/2019 Project Address 1284 Pine Avenue Carlsbad California Energy Climate Zone CA Climate Zone 07 Total Cond. Floor Area 4,537 Addition n/a # of Units INSULATION Construction Type Cavity Area (ft) Special Features Status Wall Wood Framed R 19 in 5-1/211 3,097 New Door Opaque Door - no insulation 41 New Slab Unheated Slab-on-Grade - no insulation 1,998 Perim = 164' New Roof Wood Framed Attic R 30 1,880 New Roof Wood Framed Rafter R30 1,353 New Wall Wood Framed R 13 573 New Floor Wood Framed w/o Crawl Space R 19 in 5-1/21, 440 New Demising Wood Framed w/o Crawl Space - no insulation 1,496 New FENESTRATION Orientation Area(ft) I Total Area: 914 Glazing Percentage: 20.1% U-Fac SHGC Overhang Sidefins New/Altered Average U-Factor: 0.30 Exterior Shades Status Front (SE) 20.0 0.280 0.22 none none Bug Screen New Front (SE) 71.0 0.300 0.21 none none Bug Screen New Right (NE) 73.0 0.280 0.18 none none Bug Screen New Right (NE) 10.5 0.280 0.19 none none Bug Screen New Rear (NW) 83.0 0.280 0.18 none none Bug Screen New Left (SW) 282.0 0.300 0.20 none none Bug Screen New Front (SE) 40.0 0.280 0.18 none none Bug Screen New Right (NE) 65.0 0.300 0.20 none none Bug Screen New Rear (NI/lI) 20.0 0.300 0.21 none none Bug Screen New Rear (NW) 42.0 0.300 0.20 none none Bug Screen New Left (SW) 8.0 0.300 0.21 none none Bug Screen New Left (SW) 133.0 0.340 0.20 none none Bug Screen New Left (SW) 64.0 0.290 0.21 none none Bug Screen New Skylight 2.1 0.510 0.34 none none None New HVAC SYSTEMS Qty. Heating Mm. Eff Cooling Min. Eff Thermostat Status I Central Furnace 92% AFUE No Cooling 14.0 SEER Setback New I Central Furnace 92% AFUE No Cooling 14.0 SEER Setback New HVAC DISTRIBUTION Location Heating Cooling Duct Location Duct R-Value Status First Floor System Ducted Ducted Attic 6.0 New Second Floor System Ducted Ducted Attic 8.0 New WATER HEATING Qty. Type Gallons Min. Eff Distribution Status 2 Small Instantaneous Gas 0 0.93 Standard New EnergyPro 7.2 by EnergySoft User Number: 5196 ID: Pine 1 Page 13 of 28 2016 Low-Rise Residential Mandatory Measures Summary NOTE: Low-rise residential buildings subject to the Energy Standards must comply with all applicable mandatoly measures, regardless of the compliance approach used. Review the respective section for more information. *Exceptions may apply. (Revised 04/2017) Building Envelope Measures: 110 6a1 Air Leakage. Manufactured fenestration, exterior doors, and exterior pet doors must limit air leakage to 0.3 cf rn/ft2 or less when tested per NFRC-400 orASTM E283 orAAMA/WDMA/CSA 101/l.S.2/A440-2011.' § 110.6(a)5: Labeling. Fenestration products must have a label meeting the requirements of § 10-111(a). 110.6(b):'Field fabricated exterior doors and fenestration products must use U-factors and solar heat gain coefficient (SHGC) values from TABLES * 110.6-A and 110.6-B for compliance and must be caulked and/or weatherstripped. 1107 Air Leakage. All joints, penetrations, and other openings in the building envelope that are potential sources of air leakage must be caulked, gasketed, or weather stripped. § 110.8(a): Insulation Certification by Manufacturers. Insulation specified or installed must meet Standards for Insulating Material. § 110.8(g): Insulation Requirements for Heated Slab Floors. Heated slab floors must be insulated per the requirements of § 110.8(g). 110 8'i Roofing Products Solar Reflectance and Thermal Emittance. The thermal emittance and aged solar reflectance values of the roofing material must meet the requirements of § 110.8(i) when the installation of a cool roof is specified on the CF1 R. § 110.80): Radiant Barrier. A radiant barrier must have an emittance of 0.05 or less and be certified to the Department of Consumer Affairs. Ceiling and Rafter Roof Insulation. Minimum R-22 insulation in wood-frame ceiling; or the weighted average U-factor must not exceed 0.043. Minimum R-19 or weighted average U-factor of 0.054 or less in a rafter roof alteration. Attic access doors must have permanently attached § 150.0(a): insulation using adhesive or mechanical fasteners. The attic access must be gasketed to prevent air leakage. Insulation must be installed in direct contact with a continuous roof or ceiling which is sealed to limit infiltration and exfiltration as specified in § 110.7, including but not limited to placing insulation either above or below the roof deck or on top of a drywall ceiling.' § 150.0(b): Loose-fill Insulation. Loose fill insulation must meet the manufacturers required density for the labeled R-value. Above Grade Wall Insulation. Minimum R-13 insulation in 2x4 inch wood framing wall or have a U-factor of 0.102 or less (R-19 in 2x6 or U- § 150.0(c): factor of 0.074 or less). Opaque non-framed assemblies must have an overall assembly U-factor not exceeding 0.102, equivalent to an installed value of R-13 in a wood framed assembly.' § 150.0(d): Raised-floor Insulation. Minimum R-1 9 insulation in raised wood framed floor or 0.037 maximum U-factor.' § 150.0(f): Slab Edge Insulation. Slab edge insulation must meet all of the following: have a water absorption rate, for the insulation material alone without facings, no greater than 0.3%; have a water vapor permeance no greater than 2.0 perm/inch; be protected from physical damage and UV light deterioration; and, when installed as part of a heated slab floor, meet the requirements of § 110.8(g). Vapor Retarder. In Climate Zones 1-16, the earth floor of unvented crawl space must be covered with a Class I or Class II vapor retarder. This § 150.0(g)1. requirement also applies to controlled ventilation crawl space for buildings complying with the exception to § 150.0(d). Vapor Retarder. In Climate Zones 14 and 16, a Class I or Class Il vapor retarder must be installed on the conditioned space side of all § 150.0(g)2. insulation in all exterior walls, vented attics, and unvented attics with air-permeable insulation. 150.0(q): Fenestration Products. Fenestration, including skylights, separating conditioned space from unconditioned space or outdoors must have a maximum U-factor of 0.58; or the weighted average U-factor of all fenestration must not exceed 0.58.' Fireplaces, Decorative Gas Appliances, and Gas Log Measures: § 150.0(e)1A: Closable Doors. Masonry or factory-built fireplaces must have a closable metal or glass door covering the entire opening of the firebox. 150 0'e1B Combustion Intake. Masonry or factory-built fireplaces must have a combustion outside air intake, which is at least six square inches in area and is equipped with a readily accessible, operable, and tight-fitting damper or combustion-air control device.' § 150.0(e)1 C: Flue Damper. Masonry or factory-built fireplaces must have a flue damper with a readily accessible control.' 150.0(e)2: Pilot Light. Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside of the building, are prohibited. Space Conditioning, Water Heating, and Plumbing System Measures: 110 0 110.3: Certification. Heating, ventilation and air conditioning (HVAC) equipment, water heaters, showerheads, faucets, and all other regulated appliances must be certified by the manufacturer to the Energy Commission.' § 110.2(a): HVAC Efficiency. Equipment must meet the applicable efficiency requirements in TABLE 110.2-A through TABLE 110.2-K.' Controls for Heat Pumps with Supplementary Electric Resistance Heaters. Heat pumps with supplementary electric resistance heaters 110.2(b): must have controls that prevent supplementary heater operation when the heating load can be met by the heat pump alone; and in which the cut-on temperature for compression heating is higher than the cut-on temperature for supplementary heating, and the cut-off temperature for compression heating is higher than the cut-off temperature for supplementary heating.' 110 2'c' Thermostats. All unitary heating or cooling systems not controlled by a central energy management control system (EMCS) must have a setback thermostat.' Water Heating Recirculation Loops Serving Multiple Dwelling Units. Water heating recirculation loops serving multiple dwelling units must § 110.3(c)5: meet the air release valve, backflow prevention, pump priming, pump isolation valve, and recirculation loop connection requirements of § 110.3(c)5. 110.3(c)7:Isolation Valves. Instantaneous water heaters with an input rating greater than 6.8 kBTU/hr (2 kW) must have isolation valves with hose bibbs or other fittings on both cold water and hot water lines of water heating systems to allow for water tank flushing when the valves are closed. Pilot Lights. Continuously burning pilot lights are prohibited for natural gas: fan-type central furnaces; household cooking appliances (appli- ances without an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt); and pool and spa heaters.' Building Cooling and Heating Loads. Heating and/or cooling loads are calculated in accordance with ASHRAE Handbook, Equipment § 150.0(h)1: Volume, Applications Volume, and Fundamentals Volume; SMACNA Residential Comfort System Installation Standards Manual; or ACCA Manual J using design conditions specified in § 150.0(h)2. 2016 Low-Rise Residential Mandatory Measures Summary 150.0(h)3A:• Clearances. Installed air conditioner and heat pump outdoor condensing units must have a clearance of at least 5 feet from the outlet of any dryer vent. 150 0h'3B• Liquid Line Drier. Installed air conditioner and heat pump systems must be equipped with liquid line filter driers if required, as specified by manufacturers instructions. 150.00)1: ' Storage Tank Insulation. Unfired hot water tanks, such as storage tanks and backup storage tanks for solar water-heating systems, must have R-12 external insulation or R-1 6 internal insulation where the internal insulation R-value is indicated on the exterior of the tank. Water piping and cooling system line insulation. For domestic hot water system piping, whether buried or unburied, all of the following must be insulated according to the requirements of TABLE 120.3-A: the first 5 feet of hot and cold water pipes from the storage tank; all piping with a § 150.00)2A: nominal diameter of 3/4 inch or larger; all piping associated with a domestic hot water recirculation system regardless of the pipe diameter; piping from the heating source to storage tank or between tanks; piping buried below grade; and all hot water pipes from the heating source to kitchen fixtures.* 150 or\2B. UI Water piping and cooling system line insulation. All domestic hot water pipes that are buried below grade must be installed in a water proof and non-crushable casing or sleeve. 150 Or\2C. U) Water piping and cooling system line insulation. Pipe for cooling system lines must be insulated as specified in § 150.0 )2A. Distribution piping for steam and hydronic heating systems or hot water systems must meet the requirements in TABLE 120.3A.* § 150.00)3: Insulation Protection. Insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Insulation Protection. Insulation exposed to weather must be installed with a cover suitable for outdoor service. For example, protected by § 150.00)3A: aluminum, sheet metal, painted canvas, or plastic cover. The cover must be water retardant and provide shielding from solar radiation that can cause degradation of the material. 150 Or\3B. UI Insulation Protection. Insulation covering chilled water piping and refrigerant suction piping located outside the conditioned space must have a Class I or Class II vapor retarder. Gas or Propane Systems. Systems using gas or propane water heaters to serve individual dwelling units must include all of the following: a 150 0'n'l 120V electrical receptacle within 3 feet of the water heater; a Category III or IV vent, or a Type B vent with straight pipe between the outside termination and the space where the water heater is installed; a condensate drain that is no more than 2 inches higher than the base of the water heater, and allows natural draining without pump assistance; and a gas supply line with a capacity of at least 200,000 Btu/hr. § 150.0(n)2: Recirculating Loops. Recirculating loops serving multiple dwelling units must meet the requirements of § 110.3(c)5. • 150.0(n)3: Solar Water-heating Systems. Solar water-heating systems and collectors must be certified and rated by the Solar Rating and Certification Corporation (SRCC) or by a listing agency that is approved by the Executive Director. Ducts and Fans Measures: 110.8(d)3: Ducts. Insulation installed on an existing space-conditioning duct must comply with § 604.0 of the California Mechanical Code (CMC). If a contractor installs the insulation, the contractor must certify to the customer, in writing, that the insulation meets this requirement. CMC Compliance. All air-distribution system ducts and plenums must be installed, sealed, and insulated to meet the requirements of CMC §§ 601.0, 602.0, 603.0, 604.0, 605.0 and ANSI/SMACNA-006-2006 HVAC Duct Construction Standards Metal and Flexible 3rd Edition. Portions of supply-air and return-air ducts and plenums must be insulated to a minimum installed level of R-6.0 (or higher if required by CMC § 605.0) or a minimum installed level of R-4.2 when entirely in conditioned space as confirmed through field verification and diagnostic testing 1500' '1 (RA3. 1.4.3.8). Connections of metal ducts and inner core of flexible ducts must be mechanically fastened. Openings must be sealed with mastic, tape, or other duct-closure system that meets the applicable requirements of UL 181, UL 181A, or UL 181 B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape must be used. Building cavities, support platforms for air handlers, and plenums designed or constructed with materials other than sealed sheet metal, duct board or flexible duct must not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms must not be compressed to cause reductions in the cross-sectional area of the ducts. Factory-Fabricated Duct Systems. Factory-fabricated duct systems must comply with applicable requirements for duct construction, § 150.0(m)2: connections, and closures; joints and seams of duct systems and their components must not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. 150.0(m)3: Field-Fabricated Duct Systems. Field-fabricated duct systems must comply with applicable requirements for: pressure-sensitive tapes, mastics, sealants, and other requirements specified for duct construction. 150.0(m)7: Backdraft Dampers. All fan systems that exchange air between the conditioned space and the outside of the building must have backdraft or automatic dampers. 150.0(m)8: Gravity Ventilation Dampers. Gravity ventilating systems serving conditioned space must have either automatic or readily accessible, manually operated dampers in all openings to the outside, except combustion inlet and outlet air openings and elevator shaft vents. Protection of Insulation. Insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance, and 150.0(m)9: wind. Insulation exposed to weather must be suitable for outdoor service. For example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation must be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation. § 150,0(m)10: Porous Inner Core Flex Duct. Porous inner core flex duct must have a non-porous layer between the inner core and outer vapor barrier. Duct System Sealing and Leakage Test. When space conditioning systems use forced air duct systems to supply conditioned air to an § 150.0(m)11: occupiable space, the ducts must be sealed and duct leakage tested, as confirmed through field verification and diagnostic testing, in accordance with § 150.0(m)1 land Reference Residential Appendix RA3. Air Filtration. Mechanical systems that supply air to an occupiable space through ductwork exceeding 10 feet in length and through a thermal § 150.0(m)12: conditioning component, except evaporative coolers, must be provided with air filter devices that meet the design, installation, efficiency, pressure drop, and labeling requirements of § 150.0(m)12. 2016 Low-Rise Residential Mandatory Measures Summary Duct System Sizing and Air Filter Grille Sizing. Space conditioning systems that use forced air ducts to supply cooling to an occupiable space must have a hole for the placement of a static pressure probe (HSPP), or a permanently installed static pressure probe (PSPP) in the 150.0(m)13:supply plenum. The space conditioning system must also demonstrate airflow ~ 350 CFM per ton of nominal cooling capacity through the return grilles, and an air-handling unit fan efficacy 0.58 W/CFM as confirmed by field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3.3. This applies to both single zone central forced air systems and every zone for zonally controlled central forced air systems.* Ventilation for Indoor Air Quality. All dwelling units must meet the requirements of ASHRAE Standard 62.2. Neither window operation nor §150.0(o): continuous operation of central forced air system air handlers used in central fan integrated ventilation systems are permissible methods of providing whole-building ventilation. 150 0o'1A Field Verification and Diagnostic Testing. Whole-building ventilation airflow must be confirmed through field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3.7. Pool and Spa Systems and Equipment Measures: Certification by Manufacturers. Any pool or spa heating system or equipment must be certified to have all of the following: a thermal efficiency 110 4a' that complies with the Appliance Efficiency Regulations; an on-off switch mounted outside of the heater that allows shutting off the heater without adjusting the thermostat setting; a permanent weatherproof plate or card with operating instructions; and must not use electric resistance heating.* R 110.4(b)1: Piping. Any pool or spa heating equipment must be installed with at least 36 inches of pipe between the filter and the heater, or dedicated suction and return lines, or built-in or built-up connections to allow for future solar heating. § 110,4(b)2: Covers. Outdoor pools or spas that have a heat pump or gas heater must have a cover. 110.4(b)3:'Directional inlets and time switches for pools. Pools must have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or programmed to run only during off-peak electric demand periods. § 110.5: Pilot Light. Natural gas pool and spa heaters must not have a continuously burning pilot light. 150.0(p): Pool Systems and Equipment Installation. Residential pool systems or equipment must meet the specified requirements for pump sizing, flow rate, piping, filters, and valves,* Lighting Measures: 1109 Lighting Controls and Components. All lighting control devices and systems, ballasts, and luminaires must meet the applicable requirements of110.9.* 110.9(e): JAB High Efficacy Light Sources. To qualify as a JA8 high efficacy light source for compliance with § 150.0(k), a residential light source must '' be certified to the Energy Commission according to Reference Joint Appendix JA8. § 150.0(k)1A: Luminaire Efficacy. All installed luminaires must be high efficacy in accordance with TABLE 150.0-A. Blank Electrical Boxes. The number of electrical boxes that are more than 5 feet above the finished floor and do not contain a luminaire or § 150,0(k)1 B: other device must be no greater than the number of bedrooms. These electrical boxes must be served by a dimmer, vacancy sensor control, or fan speed control. Recessed Downlight Luminaires in Ceilings. Luminaires recessed into ceilings must meet all of the requirements for: insulation contact (IC) § 150,0(k)1C: labeling; air leakage; sealing; maintenance; and socket and light source as described in § 150.0(k)1C. A JA8-2016-E light source rated for elevated temperature must be installed by final inspection in all recessed downlight luminaires in ceilings. 150 0'k'l D Electronic Ballasts. Ballasts for fluorescent lamps rated 13 watts or greater must be electronic and must have an output frequency no less than 20 kHz. Night Lights. Permanently installed night lights and night lights integral to installed luminaires or exhaust fans must be rated to consume no § 150.0(k)1 E: more than 5 watts of power per luminaire or exhaust fan as determined in accordance with § 130.0(c). Night lights do not need to be controlled by vacancy sensors. 150 01k1 F I Lighting Integral to Exhaust Fans. Lighting integral to exhaust fans (except when installed by the manufacturer in kitchen exhaust hoods) must meet the applicable requirements of § 150.0(k). Screw based luminaires. Screw based luminaires must not be recessed downlight luminaires in ceilings and must contain lamps that comply § 150.0(k)1G: with Reference Joint Appendix JA8. Installed lamps must be marked with 'JA8-2016" or 'JA8-2016-E" as specified in Reference Joint Appendix JA8. § 150.0(k)1H: Enclosed Luminaires. Light sources installed in enclosed luminaires must be JA8 compliant and must be marked with "JA8-2016-E." § 150.0(k)2A: Interior Switches and Controls. All forward phase cut dimmers used with LED light sources must comply with NEMA SSL 7A. § 150.0(k)2B: Interior Switches and Controls. Exhaust fans must be switched separately from lighting systems.* 150.0(k)2C:'Interior Switches and Controls. Luminaires must be switched with readily accessible controls that permit the luminaires to be manually switched ON and OFF. § 150.0(k)2D: Interior Switches and Controls. Controls and equipment must be installed in accordance with manufacturers instructions. 150.0(k)2E:Interior Switches and Controls. No control must bypass a dimmer or vacancy sensor function if the control is installed to comply with § 150.0(k). § 150.0(k)2F: Interior Switches and Controls. Lighting controls must comply with the applicable requirements of § 110.9. Interior Switches and Controls. An energy management control system (EMCS) may be used to comply with dimmer requirements if it: § 150.0(k)2G: functions as a dimmer according to § 110.9; meets the Installation Certificate requirements of § 130.4; meets the EMCS requirements of § 130.5(f); and meets all other requirements in § 150.0(k)2. Interior Switches and Controls. An EMCS may be used to comply with vacancy sensor requirements in § 150.0(k) if it meets all of the § 150.0(k)2H: following: it functions as a vacancy sensor according to § 110.9; the Installation Certificate requirements of § 130.4; the EMCS requirements of § 130.5(f); and all other requirements in § 150,0(k)2. 150.0(k)21:'Interior Switches and Controls. A multiscene programmable controller may be used to comply with dimmer requirements in § 150.0(k) if it provides the functionality of a dimmer according to § 110.9, and complies with all other applicable requirements in § 150.0(k)2. 2016 Low-Rise Residential Mandatory Measures Summary 150 0'k'2J ' / Interior Switches and Controls. In bathrooms, garages, laundry rooms, and utility rooms, at least one luminaire in each of these spaces must be controlled by a vacancy sensor. 150 0k2K Interior Switches and Controls. Dimmers or vacancy sensors must control all luminaires required to have light sources compliant with Reference Joint Appendix JA8, except luminaires in closets less than 70 square feet and luminaires in hallways.' § 150.0(k)2L: Interior Switches and Controls. Undercabinet lighting must be switched separately from other lighting systems. Residential Outdoor Lighting. For single-family residential buildings, outdoor lighting permanently mounted to a residential building, or to other 150.0(k)3A:' buildings on the same lot, must meet the requirement in item § 150.0(k)3Ai (ON and OFF switch) and the requirements in either item § 150.0(k)3Aii (photocell and motion sensor) or item § 150.0(k)3Aiii (photo control and automatic time switch control, astronomical time clock, or EMCS). Residential Outdoor Lighting. For low-rise multifamily residential buildings, outdoor lighting for private patios, entrances, balconies, § 150.0(k)3B: and porches; and outdoor lighting for residential parking lots and residential carports with less than eight vehicles per site must comply with either § 150.0(k)3A or with the applicable requirements in §§ 110.9, 130.0, 130.2, 130.4, 140.7 and 141.0. 150.0(k)3C: Residential Outdoor Lighting. For low-rise residential buildings with four or more dwelling units, outdoor lighting not regulated by § 150.0(k)3B or § 150.0(k)3D must comply with the applicable requirements in §§ 110.9, 130.0, 130.2, 130,4, 140.7 and 141.0. 150.0(k)3D:Residential Outdoor Lighting. Outdoor lighting for residential parking lots and residential carports with a total of eight or more vehicles per site must comply with the applicable requirements in §§ 110.9, 130.0, 130.2, 130.4, 140.7, and 141.0. 150.0(k)4: Internally illuminated address signs. Internally illuminated address signs must comply with § 140.8; or must consume no more than 5 watts of power as determined according to § 130.0(c). 150.0(k)5: Residential Garages for Eight or More Vehicles. Lighting for residential parking garages for eight or more vehicles must comply with the applicable requirements for nonresidential garages in §§ 110.9, 130.0, 130.1, 130.4, 140.6, and 141.0. Interior Common Areas of Low-rise Multi-Family Residential Buildings. In a low-rise multifamily residential building where the total interior § 150.0(k)6A: common area in a single building equals 20 percent or less of the floor area, permanently installed lighting for the interior common areas in that building must be high efficacy luminaires and controlled by an occupant sensor. Interior Common Areas of Low-rise Multi-Family Residential Buildings. In a low-rise multifamily residential building where the total interior common area in a single building equals more than 20 percent of the floor area, permanently installed lighting in that building must: § 150.0(k)6B: Comply with the applicable requirements in §§ 110.9, 130.0, 130.1, 140.6 and 141.0; and Lighting installed in corridors and stairwells must be controlled by occupant sensors that reduce the lighting power in each space by at least 50 percent. The occupant sensors must be capable of turning the light fully on and off from all designed paths of ingress and egress. Solar Ready Buildings: Single Family Residences. Single family residences located in subdivisions with ten or more single family residences and where the § 110.10(a)1: application for a tentative subdivision map for the residences has been deemed complete by the enforcement agency must comply with the requirements of § 110.10(b) through § 110.10(e). § 110.10(a)2: Low-rise Multi-family Buildings. Low-rise multi-family buildings must comply with the requirements of § 110.10(b) through § 110.10(d). Minimum Area. The solar zone must have a minimum total area as described below. The solar zone must comply with access, pathway, smoke ventilation, and spacing requirements as specified in Title 24, Part 9 or other Parts of Title 24 or in any requirements adopted by a local jurisdiction. The solar zone total area must be comprised of areas that have no dimension less than 5 feet and are no less than 80 square feet each for buildings with roof areas less than or equal to 10,000 square feet or no less than 160 square feet each for buildings with roof areas § 110.10(b)1: greater than 10,000 square feet. For single family residences the solar zone must be located on the roof or overhang of the building and have a total area no less than 250 square feet. For low-rise multi-family buildings the solar zone must be located on the roof or overhang of the building, or on the roof or overhang of another structure located within 250 feet of the building, or on covered parking installed with the building project, and have a total area no less than 15 percent of the total roof area of the building excluding any skylight area.' § 110.10(b)2: Orientation. All sections of the solar zone located on steep-sloped roofs must be oriented between 110 degrees and 270 degrees of true north. 110 10'b'3A / Shading. The solar zone must not contain any obstructions, including but not limited to: vents, chimneys, architectural features, and roof mounted equipment.' Shading. Any obstruction located on the roof or any other part of the building that projects above a solar zone must be located at least twice the § 110.10(b)36: distance, measured in the horizontal plane, of the height difference between the highest point of the obstruction and the horizontal projection of the nearest point of the solar zone, measured in the vertical plane.' 110 10'b'4 / Structural Design Loads on Construction Documents. For areas of the roof designated as solar zone, the structural design loads for roof dead load and roof live load must be clearly indicated on the construction documents. Interconnection Pathways. The construction documents must indicate: a location for inverters and metering equipment and a pathway for § 110.10(c): routing of conduit from the solar zone to the point of interconnection with the electrical service (for single family residences the point of interconnection will be the main service panel); and a pathway for routing of plumbing from the solar zone to the water-heating system. 110 101d" Documentation. A copy of the construction documents or a comparable document indicating the information from § 110.10(b) through § 110.10(c) must be provided to the occupant. § 110.10(e)1: Main Electrical Service Panel. The main electrical service panel must have a minimum busbar rating of 200 amps. Main Electrical Service Panel. The main electrical service panel must have a reserved space to allow for the installation of a double pole circuit § 110.10(e)2: breaker for a future solar electric installation. The reserved space must be: positioned at the opposite (load) end from the input feeder location or main circuit location; and permanently marked as For Future Solar Electric'. HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Date 3/29/2019 System Name First Floor System Floor Area 1,998 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL CFM 628 0 COOLING PEAK COIL HTG. PEAK Heating System Sensible Latent CFM Sensible Output per System 37,000 13,198 1,254 363 15,262 Total Output (Btuh) 37,000 0 Output (Btuhlsqft) 18.5 485 749 Cooling System 0 0 Output per System 0 0 0 0 0 Total Output (Btuh) 0 1,535 1,2541 -1,535 Total Output (Tons) 0.0 485 749 Total Output (Btuh/sqft) 0.0 Total Output (sqftilon) 0.0 j 15,702 15,226 Air System CFM per System 880 HVAC EQUIPMENT SELECTION Airflow (cfm) 880 Carrier 595P2A040E14--10 0 0 37,000 Airflow (cfm/sqft) 0.44 Airflow (cfm/Ton) 0.0 Outside Air (%) 0.0% Total Adjusted System Output (Adjusted for Peak Design conditions) TIME OF SYSTEM PEAK 1 0 01 1 37,000 Jan 1 AM Outside _Air _(cfmlsqft) 0.00 Note: values above given at ARI conditions Aug 3 PM HEATING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Heating Peak) 34°F 67°F -c Outside Air - 0 cfm Supply Fan 880 cfm 67°F 69°F 108°F I Heating Coil I1t rrrii - 107°F ROOM 68°F I COOLING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Cooling Peak) 83/67°F 76/62°F Outside Air 0 cfm 76/62°F 77/62°F 55/54°F (J 9i Supply Fan Cooling Coil 880 cfm A-- 4, uii 56 /54°F 46.6% ROOM 75/62°F HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Date 3/29/2019 System Name Second Floor System Floor Area 2,539 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL CFM 991 0 COOLING PEAK COIL HTG. PEAK Heating System Sensible Latent CFM Sensible Output per System 37,000 20,845 1,594 655 19,065 Total Output (Btuh) 37,000 0 Output (Btuhlsqft) 14.6 665 803 Cooling System 0 0 Output per System 0 0 0 0 0 Total Output (Btuh) 0 1,535 1,594 -1,535 Total Output (Tons) 0.0 665 803 Total Output (Btuh/sqft) 0.0 Total Output (sqft/Ton) 0.0 1 23,711 19,135 Air System CFM per System 880 HVAC EQUIPMENT SELECTION Airflow (cfm) 880 Carrier 59SP2A040E14--10 0 0 37,000 Airflow (cfm/sqft) 0.35 Airflow (cfm/Ton) 0.0 Outside Air (%) 0.0% Total Adjusted System Output (Adjusted for Peak Design conditions) TIME OF SYSTEM PEAK 0 0 37,000 Jan 1 AM Outside _Air _(cfmlsqft) 0.00 Note: values above given atARI conditions Aug 3 PM HEATING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Heating Peak) 34°F 67°F Outside Air - 0 cfm Supply Fan 880 cfm 67 °F 69°F 96°F Heating Coil [LJi1 - --. 95 OF _______________ ROOM 68°F I COOLING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Cooling Peak) 83/67°F 75/62°F 77/62°F 55/54°F -* ii Outside Air -4r 0 cfm Supply Fan Cooling Coil 880 cfm 75/62°F _ 55 /54 OF 46.5% ROOM 75/62°F ., c•1 ("1 C'4 CN w m Ld to 0) Ø 0) 0)0 (\ — LU IL xo ( o 0 0 CLO Lt) 4 —J 0 —J 00 LU (DCl) z S 00 LL CL IQ CL 0 0 IL 0 4 0 0 I C LU - — - - - 0 cn '—C >- t 0 N (0 C tl) - U) (I) —J LL 0 0 I. — LU 4 z LU I— U) >- U) >- >- Cl) LU z _ LU Z o ._JQ) E E00 w Z ELLW .--Z 2o Na. uN L) IC) o 0) w Fn 0) a) () ( Z L() - IC) UJ ° LC) cn X0 c 0 a U- 0 0) —J 0 —J LO 00 IC) w 0 g IQ cn .(V) CL 0 0 IL. C) 0 C 0 I LLI } C >- co—i cts 0 0 N co C U) LL (1) o 0 • I— w z w I— U) >- C') - LLI Cl) z 0 in N __IG) E LL0 w 2i Z t EW iL N L CO ROOM LOAD SUMMARY Project Name I Date 312912019 System Name Floor Area First Floor System 1,998 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK Zone Name Room Name Mult. CFM I Sensible I Latent CFM Sensible Latent CFM Sensible First Floor First Floor 1 628 13,198 1,254 628 13,1981 1,254 363 15,262 PAGE TOTAL TOTAL * * Total includes ventilation load for zonal 628 13,198 1,254 363 15,262 628 13,198 1,254 363 15,262 ROOM LOAD SUMMARY Project Name Date 312912019 System Name Floor Area Second Floor System 2,539 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK Zone Name Room Name Mult. CFM I Sensible I Latent CFM I Sensible Latent CFM I Sensible Second Floor Second Floor I 1 1 9911 20,8451 1,594 9911 20,8451 1,594 6551 19,065 PAGE TOTAL TOTAL * * Total includes ventilation load for zonal systems. 991 20,845 1,594 655 19,065 991 20,845 1,594 655 19,065 ROOM HEATING PEAK LOADS Project Name Date 312912019 ROOM INFORMATION DESIGN CONDITIONS Room Name First Floor Floor Area 1,998.00 ft2 Indoor Dry Bulb Temperature 68 OF Time of Peak Jan 1 AM Outdoor Dry Bulb Temperature 34 OF Conduction Area U-Value X X X x x x X X x X x AT °F Btu/hr = 3,025 = 190 = 408 357 260 = 981 = 100 = 2,203 4,070 527 233 12,355 34 - 2,907 R-19 Wall 1,202.5 X 0.0740 34 Milgard Tuscany Vinyl Fixed 20.0 X 0.2800 34 Wood Door 24.0 x 0.5000 34 Milgard Tuscany Vinyl SH/DH 35.0 x 0.3000 *R19 Wall 195.0 x 0.0740 18 Milgard Tuscany Vinyl Casement 103.0 X 0.2800 34 Milgard Tuscany Vinyl Awning 10.5 X 0.2800 34 Milgard Tuscany Vinyl XO 216.0 X 0.3000 34 Slab-On-Grade perim = 164.0 x 0.7300 34 R-30 Roof Attic 500.0 X 0.0310 34 R-30 Roof Cathedral 196.0 x 0.0350 34 x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x Items shown with an asterisk (*) denote conduction Infiltration:[ 1.00 X 1.078 Schedule Air Sensible Fraction through an interior surface X 1,998 X Area to another room 10.00 X 0.238 Ceiling Height ACH Page Total /60] x AT TOTAL HOURLY HEAT LOSS FOR ROOM 15,262 ROOM HEATING PEAK LOADS Project Name Date 312912019 ROOM INFORMATION DESIGN CONDITIONS Room Name Second Floor Floor Area 2,539.00 ft2 Indoor Dry Bulb Temperature 68 OF . Time of Peak Jan 1 AM Outdoor Dry Bulb Temperature 34 OF Conduction Area U-Value X X x x x x X X x x X x X x AT °F = = = = = = = = = = Btu/hr R-13 Wall 573.0 X 0.1020 34 1,987 Milgard Tuscany Vinyl casement 93.0 X 0.2800 34 885 Milgard Tuscany Vinyl SH/DH 64.0 x 0.3000 34 653 R-19 Wall 1,699.0 x 0.0740 34 4,275 Milgard Tuscany Vinyl XO 173.0 x 0.3000 34 1,765 Wood Door 17.0 x 0.5000 34 289 La Cantina Vinyl Folding E366 Argon 133.0 X 0.3400 34 1,537 Milgard Tuscany Vinyl SGD 64.0 X 0.2900 34 631 R-30 Roof Attic 1,380.0 x 0.0310 1,455 R-19 Floor No Crawlspace 118.0 x 0.0490 34 197 *R19Floor No Crawlspace 322.0 x 0.0490 18 284 *R0 Floor No Craw/space 1,496.0 x 0.2380 0 0 R-30 Roof Cathedral 1,156.9 X 0.0350 1,377 Solatubes 2.1 x 0.5100 34 37 x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x Items shown with an asterisk (*) denote conduction Infiltration:[ 1.00 X 1.078 Schedule Air Sensible Fraction through an interior surface to X 2,539x Area Ceiling another room x 0.238 Height ACH Page Total /60] x AT 15,371 _ 3,694 TOTAL HOURLY HEAT LOSS FOR ROOM 19,065 RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name Date 312912019 ROOM INFORMATION DESIGN CONDITIONS Room Name First Floor Outdoor Dry Bulb Temperature 83 OF Floor Area 1,998.00 ft2 Outdoor Wet Bulb Temperature 67 OF Indoor Dry Bulb Temperature 75 OF I Outdoor Daily Range: 10 OF Opaque Surfaces Orientation Area U-Factor CLTD1 Btu/hr R-19 Wall (SE) 271.0 X 0.0740 x 16.0 = 321 Wood Door (SE) 24.0 X 0.5000 X 16.0 = 192 *R-19 Wall 195.0 X 0.0740 X 15.0 = 216 R-19 Wall (NE) 355.5 X 0.0740 x 14.0 = 368 R-19 Wall (NIA' 199.0 X 0.0740 X 15.2 = 224 R-19 Wall (SVI/) 3770 X 0.0740 X 16.0 = 446 R-30 Roof Attic (N) 500.0 X 0.0310 x 42.0 = 651 R-30 Roof Cathedral (N) 196.0 X 0.0350 X 42.0 = 288 x x Page Total 2,707 Items shown with an asterisk (*) denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Shaded Unshaded Fenestration Orientation Area GLF Area GLF Btu/hr I Sidelites (SE) 0.0 x 8.6 + 20.0 x 14.5 = 291 2 Kitchen Windows (SE) 0.0 X 8.4 + 35.0 X 14.0 = 489 9 Bedroom Windows (NE) 0.0 X 7.2 + 40.0 X 13.0 = 521 8 Bath Window (NE) 0.0 x 7.6 + 10.5 x 13.7 = 144 4 Living Room Windows (NW) 0.0 X 7.2 + 63.0 X 13.0 = 820 3 Living Room Windows (SW) 0.0 x 8.0 + 216.0 X 13.4 = 2,884 x + x x + x x + x Page Total 5,149 Internal Gain Btu/hr Occupants 6.0 Occupants X 245 Btuh/occ. = 1,469 Equipment 1,998 Floor Area X 0.50 w/sqft = 3,410 Infiltration: 1.078 x 0.59 x 91.56 x 8 = 463 Air Sensible CFM ELA AT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 13,198 Latent Gain Btu/hr Occupants 6.0 Occupants X I 1551 Btuh/occ. = 929 Infiltration: 4,8341 X °I X I 91.561 X I 0.001251 = 325 Air Latent CFM ELA AW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 929 RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name Date 3/29/2019 ROOM INFORMATION DESIGN CONDITIONS Room Name Second Floor Outdoor Dry Bulb Temperature 83 OF Floor Area 2,539.00 ft' Outdoor Wet Bulb Temperature 67 OF Indoor Dry Bulb Temperature 75 °F Outdoor Daily Ranqe: 10 OF Area X X x X X X X x x U-Factor X X x X X X X x x CLTD1 = = = = = = = = = 0.1020 16.0 E573.0 644.0 0.0740 14.0 17.0 0.5000 14.0 567.0 0.0740 15.2 488.0 0.0740 16.0 1,380.0 0.0310 42.0 118.0 0.0490 9.0 322.0 0.0490 15.0 1,496.0 0.2380 0.0 Page Total I Onaaue Surfaces Orientation R-13 Wall (SE) R-19 Wall (NE) Wood Door (NE) R-19 Wall (NL4'9 R-19 Wall (SV1. R-30 Roof Attic (N) R-19 Floor No craw/space *R..19 Floor No Craw/space *R..o Floor No Craw/space Btu/hr 935 667 119 639 578 1,797 52 237 0 5,024 Items shown with an asterisk (*) denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Shaded Unshaded Area x )( )( X )( X X y ) GLF + + + + + + + + + Area X X X x X x X X X GLF = = = = = = = = = 0.0 7.2 40.0 12.0 0.0 8.4 12.0 14.0 0.0 8.4 12.0 14.0 0.0 8.4 12.0 14.0 0.0 7.2 21.0 13.0 0.0 7.2 12.0 13.0 0.0 8.0 40.0 14.4 0.0 8.0 25.0 14.4 0.0 7.2 20.0 13.0 Page Total Fenestration Orientation 9 Loft Windows (SE) 10 Loft Window (SE) 10 Bedroom Window (SE) 10 Bathroom Window (SE) 8 Bath Windows (NE) 8a Bath Window (NE) 11 Bedroom Window (NE) 12 Bedroom Window (NE) 9 Bedroom Window (NVO Btu/hr 482 168 168 168 273 156 577 361 260 2,613 Internal Gain Btu/hr Occupants 7.6 Occupants X 245 Btuh/occ. = 1, Equipment 2,539 Floor Area X 0.50 wlsqft = 4, Infiltration: 1.078 x 0.59 X 116.36 x 8 = 589 Air Sensible CFM ELA AT I TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 20,8451 Latent Gain Btu/hr Occupants 7.6 Occupants X 155 Btuh/occ. = 1,182 Infiltration: 4,834 X 0.59 xl 116.361 X 0.001251 413 Air Latent CFM ELA AW I TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 1,1821 RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name Date 312912019 I ROOM INFORMATION I DESIGN CONDITIONS I I Room Name Second Floor l Outdoor Dry Bulb Temperature 83 OF I I Floor Area 2,539.00 ft21 Outdoor Wet Bulb Temperature 67 OF I I Indoor Dry Bulb TemDerature 75 Outdoor Daily Ranae: 10 OF Opaque Surfaces R-30 Roof cathedral Orientation (N) Area U-Factor CLTD1 1,156.9 X 0.0350 X 42.0 = x x x x x x x x x x = x x x x x x Page Total Btu/hr 1,701 I 1,7011 Items shown with an asterisk (*) denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Shaded Unshaded Area x yL x y )( X X x X GLF + + + + + + + + + Area X X X X X X x X X GLF = = = = = = = = = 0.0 8.4 10.0 15.1 0.0 8.0 42.0 14.4 0.0 8.4 10.0 15.1 0.0 8.4 8.0 14.0 0.0 8.0 16.0 13.4 0.0 8.0 50.0 13.4 0.0 8.1 133.0 13.5 0.0 8.3 64.0 13.9 0.0 14.0 2.1 61.8 Page Total Btu/hr I 151 606 151 112 214 668 1,792 893 132 4,718 Fenestration Orientation 13 Bathroom Window (NW) 14 Bedroom Window (NW) 13 Bathroom Window (NW) 6 Bedroom Window (SW) 15 Bathroom Window (SW) 16 Bedroom Window (SW) Folding Door (SW) G Sliding Door (SW) Solatubes (N) Internal Gain Btu/hr Occupants 7.6 Occupants X 245 Btuh/occ. = Equipment 2,539 Floor Area X 0.50 w/sqft = 4, Infiltration: 1.078 x 0.59 x 116.36 x 8 = Air Sensible CFM ELA AT I TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 20,8451 Latent Gain Btulhr Occupants 7.6 Occupants X 155 Btuh/occ. = 1,182 Infiltration: 4,834 X I 0.591 X 116.361 X 0.001251 = 413 Air Latent CFM ELA AW I TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 1,1821 ,V, I TABLE OF CONTENTS I Cover Page 1 Table of Contents 2 Form CF-1 R-PRF-01-E Certificate of Compliance 3 Form RMS-1 Residential Measures Summary 9 Form MF-1R Mandatory Measures Summary 10 HVAC System Heating and Cooling Loads Summary 14 Zone Load Summary 15 Room Load Summary 16 Room Heating Peak Loads 17 Room Cooling Peak Loads 18 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CFI R-PRF-01 Project Name: 1284 Pine ADU Calculation Date/Time: 14:49, Thu, Mar 28, 2019 Page 1 of 6 Calculation Description: Title 24 Analysis Input File Name: 1284 Pine ADU.ribdl6x GENERAL INFORMATION 01 Project Name 1284 Pine ADU 02 Calculation Description Title 24 Analysis 03 Project Location 1284 Pine Avenue 04 City Carlsbad 05 Standards Version Compliance 2017 06 Zip Code 92008 07 Compliance Manager Version BEMCmpMgr 2016.3.1 (1149) 08 Climate Zone CZ7 09 Software Version EnergyPro 7.2 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 135 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ft2) 600 15 Number of Zones 1 16 Slab Area (ft2 ) 600 17 Number of Stories 1 18 Addition Cond. Floor Area(ft2) n/a 19 Natural Gas Available Yes 20 Addition Slab Area (ft) n/a 21 Glazing Percentage (%) 12.8% COMPLIANCE RESULTS 01 Building Complies with Computer Performance 02 This building incorporates features that require field testing and/or verification by a certified HERS rater under the supervision of a CEC-approved HERS provider. 03 This building incorporates one or more Special Features shown below ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDVIft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 0.02 0.62 -0.60 -3000.0% Space Cooling 3.48 1.41 2.07 59.5% IAQ Ventilation 1.69 1.69 0.00 0.0% Water Heating 19.66 16.80 2.86 14.5% Photovoltaic Offset ---- 0.00 0.00 Compliance Energy Total 24.85 20.52 4.33 17.4% Registration Number: 219-P010072722A-000-000-0000000-0000 Registration Date/Time: 2019-03-28 15:56:28 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards -2016 Residential Compliance Report Version - CF1 R-01162019-1149 Report Generated at: 2019-03-28 14:49:23 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CFI R-PRF-01 Project Name: 1284 Pine ADU Calculation Date/Time: 14:49, Thu, Mar 28, 2019 Page 2 of 6 Calculation Description: Title 24 Analysis Input File Name: 1284 Pine ADU.ribdl6x ENERGY DESIGN RATING Energy Design Rating (EDR) is an alternate way to express the energy performance of a building using a scoring system where 100 represents the energy performance of the Residential Energy Services (RESNET) reference home characterization of the 2006 International Energy Conservation Code (IECC) with California modeling assumptions. A score of zero represents the energy performance of a building that combines high levels of energy efficiency with renewable generation to"zero out" its TDV energy. Because EDR includes consideration of components not regulated by Title 24, Part 6 (such as domestic appliances and consumer electronics), it is not used to show compliance with Part 6 but may instead be used by local jurisdictions pursuing local ordinances under Title 24, Part 11 (CALGreen). As a Standard Design building under the 2016 Building Energy Efficiency Standards is significantly more efficient than the baseline EDR building, the EDR of the Standard Design building is provided for Information. Similarly, the EDR score of the Proposed Design is provided separately from the EDR value of installed PV so that the effects of efficiency and renewable energy can both be seen EDR of Standard Efficiency EDR of Proposed Efficiency EDR Value of Proposed PV + Battery Final Proposed EDR 52.2 50.2 0.0 50.2 LI Design meets Tier I requirement of 15% or greater code compliance margin (CALGreen A4.203.1.2.1) and OIl verification prerequisite. LI Design meets Tier 2 requirement of 30% or greater code compliance margin (CALGreen A4.203.1.2.2) and QII verification prerequisite. Design meets Zero Net Energy (ZNE) Design Designation requirement for Single Family in climate zone CZ7 (CALGreen A4.203.1.2.3) including on-site photovoltaic (PV) renewable energy generation sufficient to achieve a Final Energy Design Rating (EDR) of zero or less. The PV System and QII must be verified. Notes: Excess PV Generation EDR Credit: Bypassing PV size limit may violate Net Energy Metering (NEM) rules REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. Non-standard duct location (any location other than attic) HERS FEATURE SUMMARY The following is a summary of the features that must be field-verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building components tables below. Building-level Verifications: IAQ mechanical ventilation Cooling System Verifications: -- None -- HVAC Distribution System Verifications: Duct Sealing Ducts located entirely in conditioned space confirmed by duct leakage testing Domestic Hot Water System Verifications: -- None -- BUILDING - FEATURES INFORMATION 01 02 03 04 05 06 07 Project Name Conditioned Floor Area (ft) Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems 1284 Pine ADU 600 1 1 1 0 1 Registration Number: 219-P010072722A-000-000-0000000-0000 Registration Date/Time: 2019-03-28 15:56:28 HERS Provider: CaICERTS Inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-01162019-1149 Report Generated at: 2019-03-28 14:49:23 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CFI R-PRF-01 Project Name: 1284 Pine ADU Calculation Date/Time: 14:49, Thu, Mar 28, 2019 Page 3 of 6 Calculation Description: Title 24 Analysis Input File Name: 1284 Pine ADU.ribdl6x ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft) Avg. Ceiling Height Water Heating System I Water Heating System 2 First Floor Conditioned First Floor Systemi 600 10 DHW Sys 1 n/a OPAQUE SURFACES 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft) Window & Door Area (if2) Tilt (deg) Front Wall First Floor R-19 Wall 135 Front 71 17.5 90 Right Wall First Floor R-19 Wall 45 Right 236 15 90 Rear Wall First Floor R-1 9 Wall 315 Back 338 44 90 Left Wall First Floor R-1 9 Wall 225 Left 67 24 90 Ceiling Under Main House First Floor>>First Floor R-0 Roof Cathedral n/a n/a 600 n/a n/a FENESTRATION I GLAZING 01 02 03 04 05 06 07 08 09 10 Name Type Surface (Orientation-Azimuth) Width(if) Height (if) Multiplier Area (ft2) U-factor SHGC Exterior Shading 2 Bedroom Window Window Front Wall (Front-135) ---- ---- 1 17.5 0.30 0.21 Insect Screen (default) 7 Bedroom Windows Window Right Wall (Right-45) ---- ---- 1 15.0 0.30 0.21 Insect Screen (default) 5 Living Room Window Window Rear Wall (Back-315) ---- ---- 1 36.0 0.30 0.20 Insect Screen (default) 6 Bathroom Window Window Rear Wall (Back-315) ---- ---- 1 8.0 0.30 0.21 Insect Screen (default) OPAQUE DOORS 01 02 03 04 Name Side of Building Area (ft) U-factor A Door Left Wall 24.0 0.50 Registration Number: 219-po10072722A-000-000-0000000-0000 Registration Date/Time: 2019-03-28 15:56:28 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards -2016 Residential Compliance Report Version - CF1R-01162019-1149 Report Generated at: 2019-03-28 14:49:23 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CFI R-PRF-01 Project Name: 1284 Pine ADU Calculation Date/Time: 14:49, Thu, Mar 28, 2019 Page 4 of 6 Calculation Description: Title 24 Analysis Input File Name: 1284 Pine ADU.ribdl6x OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 Total Cavity Winter Design Construction Name Surface Type Construction Type Framing R-value U-factor Assembly Layers Inside Finish: Gypsum Board R19 in 5-1/2 in. Cavity/Frame: R-19 in 5-1/2 in. (R-18)/2x6 R-1 9 Wall Exterior Walls Wood Framed Wall 2x6 @ 16 in. O.C. cavity (R-1 8) 0.074 Exterior Finish: 3 Coat Stucco Ceiling Below Finish: Gypsum Board Cavity/ Frame: no insul. /2x4 Floor Deck: Wood Siding/sheathing/decking R-0 Roof Cathedral Interior Ceilings Wood Framed Ceiling 2x4 @ 16 in. O.C. none 0.202 Floor Surface: Carpeted SLAB FLOORS 01 02 03 04 05 06 07 Name Zone Area (if) Perimeter (if) Edge Insul. R-value & Depth Carpeted Fraction Heated Slab-on-Grade First Floor 600 65 None 0.8 No BUILDING ENVELOPE - HERS VERIFICATION 01 02 03 04 Quality Insulation Installation (QII) Quality Installation of Spray Foam Insulation Building Envelope Air Leakage CFMSO Not Required Not Required Not Required n/a WATER HEATING SYSTEMS 01 02 03 04 05 06 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction (%) DHW Sys 1 DHW Standard DHW Heater 1 (1) 1 .0% WATER HEATERS 01 02 03 04 05 06 07 08 09 10 11 12 Input Rating / Tank Standby Heater Tank Uniform Energy Pilot! Insulation Loss / First Hour NEEA Heat Pump Tank Location Element Number Volume Factor / Energy Thermal R-value Recovery Rating I Brand! Model / or Ambient Name Type Tank Type of Units (gal) Factor! Efficiency Efficiency (lnt/Ext) Eff Flow Rate Other Condition Consumer DHW Heater 1 Gas Instantaneous 1 0 0.93 UEF < 200 kBtu!hr R-0/R-0 0 8 GPM n/a n/a (UEF) _______ Registration Number: 219-Pol 0072722A-000-000-0000000-0000 Registration Date/Time: 2019-03-28 15:56:28 HERS Provider: CaICERTS Inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-01162019-1149 Report Generated at: 2019-03-28 14:49:23 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CFI R-PRF-01 Project Name: 1284 Pine ADU Calculation Date/Time: 14:49, Thu, Mar 28, 2019 Page 5 of 6 Calculation Description: Title 24 Analysis Input File Name: 1284 Pine ADU.ribdl6x SPACE CONDITIONING SYSTEMS 01 I 02 I 03 I 04 I 05 I 06 SC Sys Name System Type I Heating Unit Name Cooling Unit Name I Fan Name I Distribution Name First Floor Systemi Other Heating and Cooling System Heating Component 1 Cooling Component 1 HVAC Fan 1 Air Distribution System 1 HVAC - HEATING UNIT TYPES 01 02 03 04 Name System Type Number of Units Efficiency Heating Component 1 CntrlFurnace 1 92.1 AFUE HVAC - DISTRIBUTION SYSTEMS 01 I 02 I 03 04 I 05 I 06 I 07 Name I Type I Duct Leakage I Insulation RvaIue I Duct Location I Bypass Duct HERS Verification Air Distribution System 1 DuctslnAll Sealed and tested 6 Conditioned zone None Air Distribution System 1-hers-dist HVAC DISTRIBUTION - HERS VERIFICATION 01 02 03 04 05 06 07 08 Name Duct Leakage Verification Duct Leakage Target (%) Verified Duct Location Verified Duct Design - Buried Ducts Deeply Buried Ducts Low-leakage Air Handler Air Distribution System 1-hers-dist Required 5.0 Required Not Required Not Required Not Required n/a HVAC-FAN SYSTEMS 01 02 03 04 Name Type Fan Power (Watts/CFM) HERS Verification HVAC Fan 1 Single Speed PSC Furnace Fan 0.58 n/a IAQ (Indoor Air Quality) FANS 01 02 03 04 05 06 Dwelling Unit IAQ CFM IAQ Watts/CFM IAQ Fan Type IAQ Recovery Effectiveness(%) HERS Verification SFam lAQVentRpt 21 0.25 Default 0 Required Registration Number: 219-P010072722A-000-000-0000000-0000 Registration Date/Time: 2019-03-28 15:56:28 HERS Provider: CaICERTS Inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-01162019-1149 Report Generated at: 2019-03-28 14:49:23 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CFIR-PRF-01 Project Name: 1284 Pine ADU Calculation Date/Time: 14:49, Thu, Mar 28, 2019 Page 6 of 6 Calculation Description: Title 24 Analysis Input File Name: 1284 Pine ADU.ribdl6x DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. I certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signatur Lynn Kramer Company: Signature Date: Kramer Engineering Services, Inc. 2019-03-28 15:36:56 A CEA/HERS Certification Identification Address: (If applicabl 4930 Naples Place R16-16-20033 jr City/State/Zip: Phone: San Diego, CA 92110 858-274-9860 RESPONSIBLE PERSONS DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. I certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. Responsible Designer Name: Responsible Designer Signature: Paul Longton Company: Date Signed: Studio 4 Architects 2019-03-28 15:56:28 Address: License: 2909 Mesa Drive na City/State/Zip: Phone: Oceanside, CA 92054 760-722-4904 Digitally signed by CaICERTS. This digital signature is provided in order to secure the content of this registered document, and in no way implies Registration Provider responsibility for the accuracy of the information. Registration Number: 219-Pal 0072722A-000-000-0000000-0000 Registration Date/Time: 2019-03-28 15:56:28 CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-01162019-1149 HERS Provider: CaICERTS Inc. Report Generated at: 2019-03-28 14:49:23 RESIDENTIAL MEASURES SUMMARY RMS-1 Project Name ADU Building Type 2 Single Family 0 Addition Alone LI Multi Family LI Existing+ Addition/Alteration Date 3/29/2019 Project Address 1284 Pine Avenue Carlsbad California Energy Climate Zone CA Climate Zone 07 Total Cond. Floor Area 600 Addition n/a # of Units 1 INSULATION Construction Type Area Cavity (ft) Special Features Status Wall Wood Framed R 19 in 5-1/2/i 612 New Door Opaque Door - no insulation 24 New Slab Unheated Slab-on-Grade - no insulation 600 Perim = 65 New Demising Wood Framed Rafter - no insulation 600 New FENESTRATION I Total Area: 77 Glazing Percentage: 12.8% New/Altered Average U-Factor: 0.30 Orientation Area(ft) U-Fac SHGC Overhang Sidefins Exterior Shades Status Front (SE) 17.5 0.300 0.21 none none Bug Screen New Right (NE) 15.0 0.300 0.21 none none Bug Screen New Rear (NM 36.0 0.300 0.20 none none Bug Screen New Rear (N W) 8.0 0.300 0.21 none none Bug Screen New HVAC SYSTEMS Qty. Heating Mm. Eff Cooling Min. Eff Thermostat Status I Central Furnace 92% AFUE No Cooling 14.0 SEER Setback New HVAC DISTRIBUTION Location Heating Duct Cooling Duct Location R-Value Status First Floor System Ducted Ducted Conditioned 6.0 New WATER HEATING Qty. Type Gallons Mm. Eff Distribution Status I Small Instantaneous Gas 0 0.93 Standard New EnergyPro 7.2 by EnergySoft User Number: 5196 ID: PineADU Page 9 of 18 - 2016 Low-Rise Residential Mandatory Measures Summary NOTE.' Low-rise residential buildings subject to the Energy Standards must comply with all applicable mandatory measures, regardless of the compliance approach used. Review the respective section for more information. *Exceptions may apply. (Revised 04/2017) Building Envelope Measures: 110.6(a)1:Air Leakage. Manufactured fenestration, exterior doors, and exterior pet doors must limit air leakage to 0.3 cfm/ft2 or less when tested per NFRC400 or ASTM E283 or AAMA/WDMA/CSA 101/l.S.2/A440-2011.' § 110.6(a)5: Labeling. Fenestration products must have a label meeting the requirements of § 10-111(a). 110 Field fabricated exterior doors and fenestration products must use U-factors and solar heat gain coefficient (SHGC) values from TABLES * 110.6-A and 110.6-B for compliance and must be caulked and/or weatherstripped. 110.7: Air Leakage. All joints, penetrations, and other openings in the building envelope that are potential sources of air leakage must be caulked, gasketed, or weather stripped. § 110.8(a): Insulation Certification by Manufacturers. Insulation specified or installed must meet Standards for Insulating Material. § 110.8(g): Insulation Requirements for Heated Slab Floors. Heated slab floors must be insulated per the requirements of § 110.8(g). 110.8(i):Roofing Products Solar Reflectance and Thermal Emittance. The thermal emittance and aged solar reflectance values of the roofing material must meet the requirements of § 110.8(i) when the installation of a cool roof is specified on the CF1 R. § 110.80): Radiant Barrier. A radiant barrier must have an emittance of 0.05 or less and be certified to the Department of Consumer Affairs. Ceiling and Rafter Roof Insulation. Minimum R-22 insulation in wood-frame ceiling; or the weighted average U-factor must not exceed 0.043. Minimum R-19 or weighted average U-factor of 0.054 or less in a rafter roof alteration. Attic access doors must have permanently attached § 150.0(a): insulation using adhesive or mechanical fasteners. The attic access must be gasketed to prevent air leakage. Insulation must be installed in direct contact with a continuous roof or ceiling which is sealed to limit infiltration and exfiltration as specified in § 110.7, including but not limited to placing insulation either above or below the roof deck or on top of a drywall ceiling.* § 150.0(b): Loose-fill Insulation. Loose fill insulation must meet the manufacturers required density for the labeled R-value. Above Grade Wall Insulation. Minimum R-13 insulation in 2x4 inch wood framing wall or have a U-factor of 0.102 or less (R-19 in 2x6 or U- § 150.0(c): factor of 0.074 or less). Opaque non-framed assemblies must have an overall assembly U-factor not exceeding 0.102, equivalent to an installed value of R-13 in a wood framed assembly.' § 150.0(d): Raised-floor Insulation. Minimum R-19 insulation in raised wood framed floor or 0.037 maximum U-factor.' § 150.0(f): Slab Edge Insulation. Slab edge insulation must meet all of the following: have a water absorption rate, for the insulation material alone without facings, no greater than 0.3%; have a water vapor permeance no greater than 2.0 perm/inch; be protected from physical damage and UV light deterioration; and, when installed as part of a heated slab floor, meet the requirements of § 110.8(g). Vapor Retarder. In Climate Zones 1-16, the earth floor of unvented crawl space must be covered with a Class I or Class II vapor retarder. This § 150.0(g)1. requirement also applies to controlled ventilation crawl space for buildings complying with the exception to § 150.0(d). Vapor Retarder. In Climate Zones 14 and 16, a Class I or Class II vapor retarder must be installed on the conditioned space side of all § 150.0(g)2. insulation in all exterior walls, vented attics, and unvented attics with air-permeable insulation. 1500' \q/. Fenestration Products. Fenestration, including skylights, separating conditioned space from unconditioned space or outdoors must have a maximum 1-1-factor of 0.58; or the weighted average U-factor of all fenestration must not exceed 0.58.' Fireplaces, Decorative Gas Appliances, and Gas Log Measures: § 150.0(e)1A: Closable Doors. Masonry or factory-built fireplaces must have a closable metal or glass door covering the entire opening of the firebox. 150 0'e'l B Combustion Intake. Masonry or factory-built fireplaces must have a combustion outside air intake, which is at least six square inches in area 3 / and is equipped with a readily accessible, operable, and tight-fitting damper or combustion-air control device.' § 150.0(e)1 C: Flue Damper. Masonry or factory-built fireplaces must have a flue damper with a readily accessible control.' ' 150.0(e)2:'Pilot 3 Light. Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside of the building, are prohibited. Space Conditioning, Water Heating, and Plumbing System Measures: 110.0-§ 1103 3 Certification. Heating, ventilation and air conditioning (HVAC) equipment, water heaters, showerheads, faucets, and all other regulated . appliances must be certified by the manufacturer to the Energy Commission.' § 110.2(a): HVAC Efficiency. Equipment must meet the applicable efficiency requirements in TABLE 110.2-A through TABLE 110.2-K.' Controls for Heat Pumps with Supplementary Electric Resistance Heaters. Heat pumps with supplementary electric resistance heaters 110.2(b):''must have controls that prevent supplementary heater operation when the heating load can be met by the heat pump alone; and in which the 3 cut-on temperature for compression heating is higher than the cut-on temperature for supplementary heating, and the cut-off temperature for compression heating is higher than the cut-off temperature for supplementary heating.' ' 110. ' ' 2'c' 3 Thermostats. All unitary heating or cooling systems not controlled by a central energy management control system (EMCS) must have a setback thermostat.' Water Heating Recirculation Loops Serving Multiple Dwelling Units. Water heating recirculation loops serving multiple dwelling units must § 110.3(c)5: meet the air release valve, backflow prevention, pump priming, pump isolation valve, and recirculation loop connection requirements of § 110.3(c)5. 110 3'c'7 Isolation Valves, Instantaneous water heaters with an input rating greater than 6.8 kBTU/hr (2 kW) must have isolation valves with hose bibbs or other fittings on both cold water and hot water lines of water heating systems to allow for water tank flushing when the valves are closed. Pilot Lights. Continuously burning pilot lights are prohibited for natural gas: fan-type central furnaces; household cooking appliances (appli- ances without an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt); and pool and spa heaters.' Building Cooling and Heating Loads. Heating and/or cooling loads are calculated in accordance with ASHRAE Handbook, Equipment § 150.0(h)1: Volume, Applications Volume, and Fundamentals Volume; SMACNA Residential Comfort System Installation Standards Manual; orACCA Manual J using design conditions specified in § 150.0(h)2. 2016 Low-Rise Residential Mandatory Measures Summary 150.0(h)3A: Clearances. Installed air conditioner and heat pump outdoor condensing units must have a clearance of at least 5 feet from the outlet of any dryer vent. 150 0'h3B• Liquid Line Drier. Installed air conditioner and heat pump systems must be equipped with liquid line filter driers if required, as specified by manufacturers instructions. 150.00)1: n Storage Tank Insulation. Unfired hot water tanks, such as storage tanks and backup storage tanks for solar water-heating systems, must have R-12 external insulation or R-16 internal insulation where the internal insulation R-value is indicated on the exterior of the tank. Water piping and cooling system line insulation. For domestic hot water system piping, whether buried or unburied, all of the following must be insulated according to the requirements of TABLE 120.3-A: the first 5 feet of hot and cold water pipes from the storage tank; all piping with a § 150.00)2A: nominal diameter of 3/4 inch or larger; all piping associated with a domestic hot water recirculation system regardless of the pipe diameter; piping from the heating source to storage tank or between tanks; piping buried below grade; and all hot water pipes from the heating source to kitchen fixtures.* 150.00)2B: Water piping and cooling system line insulation. All domestic hot water pipes that are buried below grade must be installed in a water proof and non-crushable casing or sleeve.* 150.00)2C: Water piping and cooling system line insulation. Pipe for cooling system lines must be insulated as specified in § 150.00)2A. Distribution piping for steam and hydronic heating systems or hot water systems must meet the requirements in TABLE 120.3A.* § 150.00)3: Insulation Protection. Insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Insulation Protection. Insulation exposed to weather must be installed with a cover suitable for outdoor service. For example, protected by § 15000)3A: aluminum, sheet metal, painted canvas, or plastic cover. The cover must be water retardant and provide shielding from solar radiation that can cause degradation of the material. 150 0r\3B UI Insulation Protection. Insulation covering chilled water piping and refrigerant suction piping located outside the conditioned space must have a Class I or Class II vapor retarder. Gas or Propane Systems. Systems using gas or propane water heaters to serve individual dwelling units must include all of the following: a 150.0(n)l:'120V electrical receptacle within 3 feet of the water heater; a Category III or IV vent, or a Type B vent with straight pipe between the outside termination and the space where the water heater is installed; a condensate drain that is no more than 2 inches higher than the base of the water heater, and allows natural draining without pump assistance; and a gas supply line with a capacity of at least 200,000 Btu/hr. § 150.0(n)2: Recirculating Loops. Recirculating loops serving multiple dwelling units must meet the requirements of § 110.3(c)5. 150.0(n)3: Solar Water-heating Systems. Solar water-heating systems and collectors must be certified and rated by the Solar Rating and Certification Corporation (SRCC) or by a listing agency that is approved by the Executive Director. Ducts and Fans Measures: 110.8(d)3:'Ducts. Insulation installed on an existing space-conditioning duct must comply with § 604.0 of the California Mechanical Code (CMC). If a contractor installs the insulation, the contractor must certify to the customer, in writing, that the insulation meets this requirement. CMC Compliance. All air-distribution system ducts and plenums must be installed, sealed, and insulated to meet the requirements of CMC §§ 601.0, 602.0, 603.0, 604.0, 605.0 and ANSI/SMACNA-006-2006 HVAC Duct Construction Standards Metal and Flexible 3rd Edition. Portions of supply-air and return-air ducts and plenums must be insulated to a minimum installed level of R-6.0 (or higher if required by CMC § 605.0) or a minimum installed level of R-4.2 when entirely in conditioned space as confirmed through field verification and diagnostic testing 150.0(m)l: (RA3.1.4.3.8). Connections of metal ducts and inner core of flexible ducts must be mechanically fastened. Openings must be sealed with mastic, tape, or other duct-closure system that meets the applicable requirements of UL 181, UL 181A, or UL 181B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape must be used. Building cavities, support platforms for air handlers, and plenums designed or constructed with materials other than sealed sheet metal, duct board or flexible duct must not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms must not be compressed to cause reductions in the cross-sectional area of the ducts.* Factory-Fabricated Duct Systems. Factory-fabricated duct systems must comply with applicable requirements for duct construction, § 150.0(m)2: connections, and closures; joints and seams of duct systems and their components must not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. 150.0(m)3: Field-Fabricated Duct Systems. Field-fabricated duct systems must comply with applicable requirements for: pressure-sensitive tapes, mastics, sealants, and other requirements specified for duct construction. 150.0(m)7:'Backdraft Dampers. All fan systems that exchange air between the conditioned space and the outside of the building must have backdraft or automatic dampers. 150.0(m)8: Gravity Ventilation Dampers. Gravity ventilating systems serving conditioned space must have either automatic or readily accessible, manually operated dampers in all openings to the outside, except combustion inlet and outlet air openings and elevator shaft vents. Protection of Insulation. Insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance, and 150.0(m)9:. wind. Insulation exposed to weather must be suitable for outdoor service. For example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation must be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation. § 150.0(m)10: Porous Inner Core Flex Duct. Porous inner core flex duct must have a non-porous layer between the inner core and outer vapor barrier. Duct System Sealing and Leakage Test. When space conditioning systems use forced air duct systems to supply conditioned air to an § 150.0(m)11: occupiable space, the ducts must be sealed and duct leakage tested, as confirmed through field verification and diagnostic testing, in accordance with § 150.0(m)lland Reference Residential Appendix RA3. Air Filtration. Mechanical systems that supply air to an occupiable space through ductwork exceeding 10 feet in length and through a thermal § 150,0(m)12: conditioning component, except evaporative coolers, must be provided with air filter devices that meet the design, installation, efficiency, pressure drop, and labeling requirements of § 150.0(m)12. 2016 Low-Rise Residential Mandatory Measures Summary Duct System Sizing and Air Filter Grille Sizing. Space conditioning systems that use forced air ducts to supply cooling to an occupiable space must have a hole for the placement of a static pressure probe (HSPP), or a permanently installed static pressure probe (PSPP) in the • 150.0(m)13: ' / supply plenum. The space conditioning system must also demonstrate airflow ~ 350 CFM per ton of nominal cooling capacity through the return grilles, and an air-handling unit fan efficacy 15 0.58 W/CFM as confirmed by field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3.3. This applies to both single zone central forced air systems and every zone for zonally controlled central forced air systems,* Ventilation for Indoor Air Quality. All dwelling units must meet the requirements of ASHRAE Standard 62.2. Neither window operation nor §150.0(o): continuous operation of central forced air system air handlers used in central fan integrated ventilation systems are permissible methods of providing whole-building ventilation, • 150 01o'1A ' / Field Verification and Diagnostic Testing. Whole-building ventilation airflow must be confirmed through field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3,7. Pool and Spa Systems and Equipment Measures: Certification by Manufacturers. Any pool or spa heating system or equipment must be certified to have all of the following: a thermal efficiency • 110.4(a): that complies with the Appliance Efficiency Regulations; an on-off switch mounted outside of the heater that allows shutting off the heater ' ' without adjusting the thermostat setting; a permanent weatherproof plate or card with operating instructions; and must not use electric resistance heating. 110.4(b)l:Piping. Any pool or spa heating equipment must be installed with at least 36 inches of pipe between the filter and the heater, or dedicated suction and return lines, or built-in or built-up connections to allow for future solar heating. § 110.4(b)2: Covers. Outdoor pools or spas that have a heat pump or gas heater must have a cover. 110.4(b)3: Directional inlets and time switches for pools. Pools must have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or programmed to run only during off-peak electric demand periods. § 110.5: Pilot Light. Natural gas pool and spa heaters must not have a continuously burning pilot light. . 150.0(p): Pool Systems and Equipment Installation. Residential pool systems or equipment must meet the specified requirements for pump sizing, flow rate, piping, filters, and valves.* Lighting Measures: Lighting Controls and Components. All lighting control devices and systems, ballasts, and luminaires must meet the applicable requirements 1109 of110.9.* 110.9(e): JA8 High Efficacy Light Sources. To qualify as a JA8 high efficacy light source for compliance with § 150.0(k), a residential light source must be certified to the Energy Commission according to Reference Joint Appendix JA8. § 150.0(k)1A: Luminaire Efficacy. All installed luminaires must be high efficacy in accordance with TABLE 150.0-A. Blank Electrical Boxes. The number of electrical boxes that are more than 5 feet above the finished floor and do not contain a luminaire or § 150.0(k)I8: other device must be no greater than the number of bedrooms. These electrical boxes must be served by a dimmer, vacancy sensor control, or fan speed control. Recessed Downlight Luminaires in Ceilings. Luminaires recessed into ceilings must meet all of the requirements for: insulation contact (IC) § 150.0(k)1C: labeling; air leakage; sealing; maintenance; and socket and light source as described in § 150.0(k)1C. A JA8-2016-E light source rated for elevated temperature must be installed by final inspection in all recessed downlight luminaires in ceilings. Electronic Ballasts. Ballasts for fluorescent lamps rated 13 watts or greater must be electronic and must have an output frequency no less than 150• ) 0(k1 ID 20 kHz. Night Lights. Permanently installed night lights and night lights integral to installed luminaires or exhaust fans must be rated to consume no § 150.0(k)1 E: more than 5 watts of power per luminaire or exhaust fan as determined in accordance with § 130,0(c). Night lights do not need to be controlled by vacancy sensors. Lighting Integral to Exhaust Fans. Lighting integral to exhaust fans (except when installed by the manufacturer in kitchen exhaust hoods) 150 0'k'l F' / . must meet the applicable requirements of § 150.0(k).* Screw based luminaires. Screw based luminaires must not be recessed downlight luminaires in ceilings and must contain lamps that comply § 150.0(k)1 G: with Reference Joint Appendix JA8. Installed lamps must be marked with "JA8-2016" or "JA8-2016-E' as specified in Reference Joint Appendix JA8. § 150.0(k)1H: Enclosed Luminaires. Light sources installed in enclosed luminaires must be JA8 compliant and must be marked with "JA8-2016-E." § 150.0(k)2A: Interior Switches and Controls. All forward phase cut dimmers used with LED light sources must comply with NEMA SSL 7A. § 150.0(k)2B: Interior Switches and Controls. Exhaust fans must be switched separately from lighting systems,* 150 0k2C Interior Switches and Controls. Luminaires must be switched with readily accessible controls that permit the luminaires to be manually switched ON and OFF. § 150.0(k)2D: Interior Switches and Controls. Controls and equipment must be installed in accordance with manufacturer's instructions. 150.0(k)2E:''Interior Switches and Controls. No control must bypass a dimmer or vacancy sensor function if the control is installed to comply with §150.0(k). § 150.0(k)2F: Interior Switches and Controls. Lighting controls must comply with the applicable requirements of § 110.9. Interior Switches and Controls. An energy management control system (EMCS) may be used to comply with dimmer requirements if it: § 150.0(k)2G: functions as a dimmer according to § 110.9; meets the Installation Certificate requirements of § 130.4; meets the EMCS requirements of § 130.5(f); and meets all other requirements in § 150.0(k)2. Interior Switches and Controls. An EMCS may be used to comply with vacancy sensor requirements in § 150.0(k) if it meets all of the § 150.0(k)2H: following: it functions as a vacancy sensor according to § 110.9; the Installation Certificate requirements of § 130.4; the EMCS requirements of § 130.5(f); and all other requirements in § 150.0(k)2. 150.0(k)21:'Interior Switches and Controls. A multiscene programmable controller may be used to comply with dimmer requirements in § 150.0(k) if it provides the functionality of a dimmer according to § 110.9, and complies with all other applicable requirements in § 150.0(k)2. 2016 Low-Rise Residential Mandatory Measures Summary 150.0(k)2J:'Interior Switches and Controls. In bathrooms, garages, laundry rooms, and utility rooms, at least one luminaire in each of these spaces must be controlled by a vacancy sensor. 150.0(k) 2K:Interior Switches and Controls. Dimmers or vacancy sensors must control all luminaires required to have light sources compliant with Reference Joint Appendix JA8, except luminaires in closets less than 70 square feet and luminaires in hallways.* § 150.0(k)2L: Interior Switches and Controls. Undercabinet lighting must be switched separately from other lighting systems. Residential Outdoor Lighting. For single-family residential buildings, outdoor lighting permanently mounted to a residential building, or to other 150.0(k)3A:'buildings on the same lot, must meet the requirement in item § 150,0(k)3Ai (ON and OFF switch) and the requirements in either item § 150.0(k)3Aii (photocell and motion sensor) or item § 150.0(k)3Aiii (photo control and automatic time switch control, astronomical time clock, or EMCS). Residential Outdoor Lighting. For low-rise multifamily residential buildings, outdoor lighting for private patios, entrances, balconies, § 150.0(k)3B: and porches; and outdoor lighting for residential parking lots and residential carports with less than eight vehicles per site must comply with either § 150.0(k)3A or with the applicable requirements in §§ 110.9, 130.0, 130.2, 130.4, 140.7 and 141.0. 150 01k'30 • Residential Outdoor Lighting. For low-rise residential buildings with four or more dwelling units, outdoor lighting not regulated by § 150.0(k)3B or § 150.0(k)3D must comply with the applicable requirements in §§ 110.9, 130.0, 130.2, 130.4, 140.7 and 141.0. 150.0(k)3D:'Residential Outdoor Lighting. Outdoor lighting for residential parking lots and residential carports with a total of eight or more vehicles per site must comply with the applicable requirements in §§ 110.9, 130.0, 130.2, 130.4, 140.7, and 141.0. '4 150• / 0'k Internally illuminated address signs. Internally illuminated address signs must comply with § 140.8; or must consume no more than 5 watts of power as determined according to § 130.0(c). 150.0(k)5: Residential Garages for Eight or More Vehicles. Lighting for residential parking garages for eight or more vehicles must comply with the applicable requirements for nonresidential garages in §§ 110.9, 130.0, 130.1 130.4, 140.6, and 141.0. Interior Common Areas of Low-rise Multi-Family Residential Buildings. In a low-rise multifamily residential building where the total interior § 150.0(k)6A: common area in a single building equals 20 percent or less of the floor area, permanently installed lighting for the interior common areas in that building must be high efficacy luminaires and controlled by an occupant sensor. Interior Common Areas of Low-rise Multi-Family Residential Buildings. In a low-rise multifamily residential building where the total interior common area in a single building equals more than 20 percent of the floor area, permanently installed lighting in that building must: § 150.0(k)6B: Comply with the applicable requirements in §§ 110.9, 130.0, 130.1, 140,6 and 141.0; and Lighting installed in corridors and stairwells must be controlled by occupant sensors that reduce the lighting power in each space by at least 50 percent. The occupant sensors must be capable of turning the light fully on and off from all designed paths of ingress and egress. Solar Ready Buildings: Single Family Residences. Single family residences located in subdivisions with ten or more single family residences and where the § 110.10(a)1: application for a tentative subdivision map for the residences has been deemed complete by the enforcement agency must comply with the requirements of § 110.10(b) through § 110.10(e). § 110.10(a)2: Low-rise Multi-family Buildings. Low-rise multi-family buildings must comply with the requirements of § 110.10(b) through § 110.10(d). Minimum Area. The solar zone must have a minimum total area as described below. The solar zone must comply with access, pathway, smoke ventilation, and spacing requirements as specified in Title 24, Part 9 or other Parts of Title 24 or in any requirements adopted by a local jurisdiction. The solar zone total area must be comprised of areas that have no dimension less than 5 feet and are no less than 80 square feet each for buildings with roof areas less than or equal to 10,000 square feet or no less than 160 square feet each for buildings with roof areas § 110.10(b)1: greater than 10,000 square feet. For single family residences the solar zone must be located on the roof or overhang of the building and have a total area no less than 250 square feet. For low-rise multi-family buildings the solar zone must be located on the roof or overhang of the building, or on the roof or overhang of another structure located within 250 feet of the building, or on covered parking installed with the building project, and have a total area no less than 15 percent of the total roof area of the building excluding any skylight area. § 110.10(b)2: Orientation. All sections of the solar zone located on steep-sloped roofs must be oriented between 110 degrees and 270 degrees of true north. Shading. The solar zone must not contain any obstructions, including but not limited to: vents, chimneys, architectural features, and roof 110 10/b\3A: / mounted equipment.* Shading. Any obstruction located on the roof or any other part of the building that projects above a solar zone must be located at least twice the § 110.10(b)3B: distance, measured in the horizontal plane, of the height difference between the highest point of the obstruction and the horizontal projection of the nearest point of the solar zone, measured in the vertical plane.* Structural Design Loads on Construction Documents. For areas of the roof designated as solar zone, the structural design loads for roof 110 101b4' / dead load and roof live load must be clearly indicated on the construction documents. Interconnection Pathways. The construction documents must indicate: a location for inverters and metering equipment and a pathway for § 110.10(c): routing of conduit from the solar zone to the point of interconnection with the electrical service (for single family residences the point of interconnection will be the main service panel); and a pathway for routing of plumbing from the solar zone to the water-heating system. Documentation. A copy of the construction documents or a comparable document indicating the information from § 110.10(b) through 110.1 0(d 1' § 110.10(c) must be provided to the occupant. § 110.10(e)1: Main Electrical Service Panel. The main electrical service panel must have a minimum busbar rating of 200 amps. Main Electrical Service Panel. The main electrical service panel must have a reserved space to allow for the installation of a double pole circuit § 110.10(e)2: breaker for a future solar electric installation. The reserved space must be: positioned at the opposite (load) end from the input feeder location or main circuit location; and permanently marked as 'For Future Solar Electric". HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name ADU Date 3/29/2019 System Name First Floor System Floor Area 600 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL CFM 166 0 COOLING PEAK COIL HTG. PEAK Heating System Sensible Latent CFM Sensible Output per System 37,000 3,582 377 119 5,213 Total Output (Btuh) 37,000 0 Output (Btuh/sqft) 61.7 36 57 Cooling System 0 0 Output per System 0 0 0 0 0 Total Output (Btuh) 0 1 1,535 377 -1535 Total Output (Tons) 0.0 36 57 Total Output (Btuh/sqft) 0.0 Total Output (sqft/Ton) 0.0 5,189 3,792 Air System CFM per System 880 HVAC EQUIPMENT SELECTION Airflow (cfm) 880 Carrier 59SP2A040E14--10 0 0 37,000 Airflow (cfm/sqft) 1.47 Airflow (cfmlTon) 0.0 Outside Air (%) 0.0% Total Adjusted System Output (Adjusted for Peak Design conditions) TIME OF SYSTEM PEAK 0 0 37,000 __ Jan 1 AM Outside _Air _(cfm/sqft) 0 00 Note: values above given at ARI conditions Aug 3 PM HEATING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Heating Peak) 34°F 68°F 70°F 109°F Outside Air -4r 0 cfm Supply Fan Heating Coil 880 cfm 68°F 108 OF ROOM 68°F COOLING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Cooling Peak) 83/67°F 75/61°F 77/62°F 55/54°F ________ H Outside Air 0 cfm Supply Fan Cooling Coil 880 cfm 75/61°F UJ_—Eu 4 UTITI 55 / 54 OF 45.5% ROOM 75/61°F I C) C\1 LU L() 0) o cn LULL I0 4 c o 0 0 G CV) ca —J 4 0 co LO CL co (U) o (0 e CL CV) 0 0 LL 0 4 0 C 0 C C) I LU- 0 F- C Ia- >. c cn 0 N (a) C C) Cl) C') o U- LL. 0 I— LU 4 z LU F- Cl) >. C/) >- PE >- Cl) FZ z Q) Z 0 ...JQ) E E 0O w —i Z 0 El-LW ZT LL iaqWLN I ROOM LOAD SUMMARY I Date ADU 3/29/2019 System Name Floor Area First Floor System 600 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK Zone Name Room Name Mult. CFM I Sensible I Latent CFM Sensible Latent CFM Sensible First Floor First Floor 1 166 3,582 377 166 3,5821 377 1191 5,213 PAGE TOTAL TOTAL * * Total includes ventilation load for zonal 166 3,582 377 119 5,213 166 3,582 377 119 5,213 ROOM HEATING PEAK LOADS Project Name ADU Date 312912019 ROOM INFORMATION DESIGN CONDITIONS Room Name First Floo] Outdoor Floor Area 600.00 ft Indoor Dry Bulb Temperature 68 OF . Time of Peak Jan 1 AM Dry Bulb Temperature 34 OF Conduction Area X X x x x to Ceiling U-Value X X x x AT *F = = = = Btu/hr R-19 Wall 611.5 0.0740 34 1,539 Milgard Tuscany Vinyl SH/DH 40.5 0.3000 34 413 Milgard Tuscany Vinyl XO 36.0 0.3000 34 367 Wood Door 24.0 0.5000 x 408 Slab-On-Grade perim = 65.0 0.7300 34 1,613 x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x Items shown with an asterisk (*) denote conduction Infiltration:[ i.00j xl 1.0781 Schedule Air Sensible Fraction through an interior surface xl 6001 x Area another room io.00j x 0.2381 Height ACH Page Total /60] xl AT 4,340 = 873 TOTAL HOURLY HEAT LOSS FOR ROOM 5,2131 RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name Date ADU 3/29/2019 ROOM INFORMATION DESIGN CONDITIONS Room Name First Floor Outdoor Dry Bulb Temperature 83 OF Floor Area 600.00 ft2 Outdoor Wet Bulb Temperature 67 OF Indoor Dry Bulb Temperature 75 OF Outdoor Daily Range: 10 OF Opaque Surfaces Orientation Area U-Factor CLTD1 Btu/hr R-19 Wall (SE) 53.5 X 0.0740 X 16.0 = 63 R-19 Wall (NE) 221.0 X 0.0740 x 14.0 = 229 R-19 Wall (NW) 294.0 x 00740 x 15.2 = 331 R-19 Wall (SW) 43.0 x 0.0740 X 16.0 = 51 Wood Door (SW) 24.0 X 0.5000 X 16.0 = 192 x x x x x x x x Page Total 867 Items shown with an asterisk (*) denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Shaded Unshaded Fenestration Orientation Area GLF Area GLF Btulhr 2 Bedroom Window (SE) 0.0 X 8.4 + 17.5 X 14.0 = 245 7 Bedroom Windows (NE) 0.0 X 8.4 + 15.0 X 15.1 = 227 5 Living Room Window (NW) 0.0 X 8.0 + 36.0 X 14.4 = 520 6 Bathroom Window (NW) 0.0 x 8.4 + 8.0 x 15.1 = 121 x + x x + x x + x x + x x + x Page Total 1,112 Internal Gain Btu/hr Occupants 1.8 Occupants x 245 Btuh/occ. = 441 Equipment 600 Floor Area X 0.50 w/sqft = 1,024 Infiltration: 1.078 X 0.59j x 27.50 X 8 = 139 Air Sensible CFM ELA AT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 3,582 Latent Gain Btu/hr Occupants 1.8 Occupants X 155 Btuh/occ. = 279 Infiltration: 4,834 X 0.59 X 27.50 X 0.00125 = 98 Air Latent CFM ELA AW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 279 JUN 21 2019 CITY OFO,. r) BUlLD11'G EXTERIOR ACOUSTICAL SITE ASSESSMENT CCR TITLE 24 INTERIOR NOISE SURVEY 1284 PINE AVENUE - CARLSBAD, CA Submitted to Mr. David P. Fischbach do 1284 Pine Ave Partners, LLC 1640 Oceanside Blvd. Oceanside, CA 92054 Investigative Science and Engineering, Inc. Scientific, Environmental, and Forensic Consultants P.O. Box 488 Ramona, CA 92065 (760) 787-0016 www. ise. us J 1! ISE Project #19-005 Investigative Science and Engineering, Inc. May 30, 2019 AEROSPACE + ACOUSTICS• VIBRATION + MATERIALS SCIENCE GEOPHYSICS + HISTORIC PRESERVATION FORENSIC ENGINEERING + EXPERT WITNESS + AIR QUALITY 4 ENVIRONMENTAL COMPLIANCE REPORT CONTENTS INTRODUCTION AND DEFINITIONS I Existing Site Characterization 1 Project Description 1 Acoustical Definitions and Theory 1 ENVIRONMENTAL SIGNIFICANCE THRESHOLDS 9 City of Carlsbad General Plan Noise Regulations 9 State of California CCR Title 24 Noise Regulations 9 APPROACH AND METHODOLOGY 9 Acoustical Field Reconnaissance 9 Exterior Traffic Noise Impact Assessment Approach 12 CCR Title 24 Interior Noise Compliance Methodology 12 FINDINGS AND RECOMMENDATIONS 14 Field Acoustical Reconnaissance Findings 14 Future Traffic Noise Impacts to Proposed Development 15 CCR Title 24 Interior Noise Compliance of Proposed Development 18 CERTIFICATION OF ACCURACY AND QUALIFICATIONS 20 APPENDICES AND SUPPLEMENTAL INFORMATION 21 Field Reconnaissance Measurement Results 21 TNM Model Input/Output Data 23 AAM Architectural Interior Noise Transmission Results 32 AVAILABLE ONLINE CONTENT 42 INDEX OF IMPORTANT TERMS 43 © 2019 Investigative Science and Engineering, Inc. The leader in Scientific Consulting and Research... LIST OF TABLES TABLE 1: COMMON STC RATINGS AND INSULATION EFFECTIVENESS 8 TABLE 2: MEASURED ONSITE PEAK HOUR AMBIENT SOUND LEVELS 15 TABLE 3: PREDICTED FUTURE STRUCTURAL FACADE NOISE LEVELS 17 TABLE 4: MINIMUM ACOUSTICAL ASSEMBLY REQUIREMENTS 19 LIST OF FIGURES I MAPS I ADDENDA FIGURE 1: PROJECT STUDY AREA VICINITY MAP 2 FIGURE 2: PROJECT STUDY AREA PARCEL MAP 3 FIGURE 3: PROPOSED SITE DEVELOPMENT PLAN 4 FIGURE 4: ISOMETRIC AERIAL IMAGE OF SITE DEVELOPMENT PLAN 5 FIGURE 5: AMBIENT NOISE MONITORING LOCATION ML 1 10 FIGURE 6: PHOTOS OF AMBIENT MONITORING STATION ML 1 11 FIGURE 7: MODELED TNM NOISE RECEPTOR LOCATIONS 13 FIGURE 8: GP 2020 FUTURE YEAR 2030 TRAFFIC VOLUMES 16 © 2019 Investigative Science and Engineering, Inc. The leader in Scientific Consulting and Research... i4 INTRODUCTION AND DEFINITIONS Existing Site Characterization The proposed 1284 Pine Avenue project site consists of a 7,808 square-foot graded pad located in Carlsbad CA, as shown in Figures 1 and 2, on the following pages. Regional access is obtained from Pine Avenue and ultimately Interstate 5 (1-5) to the west. The project site currently resides as an open graded lot (Lot 2) as part of a previous lot split. Surrounding uses consist of single-family residential structures. Elevations across the project site average approximately 107 feet above mean sea level (MSL). Project Description The proposed project would construct a two story (4,505 SF) residential structure and accessory unit (634 SF) as shown in Figure 3 on Page 4. An isometric aerial image of the proposed site plan is provided in Figure 4 on Page 5 of this report. Acoustical Definitions and Theory Sound waves are generally described as linearly compressive mechanical waves, which propagate in solids, liquids, and gases. The medium transmitting the wave oscillates in the direction of propagation. All sound waves originate from a vibrating surface, which alternately compresses, and then expands, the transmitting medium. There is a large range of frequencies within which linear waves can be generated, sound waves being confined to the frequency range that causes the sensation of hearing in humans. This nominal range spans from 20 Hz (Hertz, or cycles per second) to as high as 20,000 Hz. The phenomenon known as 'noise' is defined as the superposition of multiple periodic sound waves each having a large number of frequency components. The principal response to environmental noise is annoyance. The degree of annoyance is influenced by the type of noise, its perceived importance, the time of day, and the sensitivity of the individual hearing the sound. The human ear has a large dynamic range where sound can be detected. Because of this vast range, any attempt to represent the acoustic intensity of a particular sound on a linear scale becomes unwieldy. As a result, a logarithmic ratio, originally conceived for radio work, known as the decibel (dB), is commonly employed.' The decibel is a unit used to express the relative magnitude of a sound wave. This level is defined as being equal to 20 times the common logarithm of the ratio of the pressure produced by a sound wave of interest, to a 'reference' pressure wave equal to 20 micro Pascal's (l.tPa) measured at a distance of one meter away. The reference level of 20 .tPa is the smallest amount of pressure capable of producing the sensation of hearing in a human. © 2019 Investigative Science and Engineering, Inc. - ,... The leader in Scientific Consulting and Research... Exterior Acoustical Site Assessment / CCR Title 24 Interior Noise Survey 1284 Pine Avenue Carlsbad, CA SE Project #19-005 May 30, 2019 Page 2 ( fr; H Oceanside I Ile i- C &D. County Vlsta\ 17 SD. County - -••' - S.D. county \\ JCTSITh N - SD county S.D.County Carlsbad S.D. County SD County \ S Cl \ I S.D.County I. •-;;ii in'/,_sticijtI'.'c Screuce' ,uid Er.nrneericc, in, . FIGURE 1: Project Study Area Vicinity Map (ISE 5/19) Exterior Acoustical Site Assessment! CCR Title 24 Interior Noise Survey 1284 Pine Avenue - Carlsbad, CA SE Project #19-005 May 30, 2019 Page 3 En(1 ee1ir, -:' FIGURE 2: Project Study Area Parcel Map (tSE 5/19) Exterior Acoustical Site Assessment I CCR Title 24 Interior Noise Survey 1284 Pine Avenue - Carlsbad, CA SE Project #19-005 May 30, 2019 Page 4 PROFILE VIEW 7------ — PROPERTY LINE - -D N11—ID-W PROPERTY LINE - 11D.51- 4— 1111 YIRI 1111A11 ~DIADJAC r~LINI ~NT -l LINE OF ADJACENT LI Th00 O LOT LID ROUSE W-0. IDE YARD SMACK ER I98 OO4" 1O!O / SEWER LINE I / I AGROWS INDICATE DRAINAGE SLOPE - IX MIS ITTPI PLAN VIEW FIGURE 3: Proposed Site Development Plan (Studio 4 Architects 3/19) EXISTING ASPHALT NO SIDEWALK NIt IVY WGV p —I 'I LI_I L IZ C!IUJ SO TCA4C LIDS IN DRIVEWAY. KEEP DRIVE WAY] CLE AR © 2019 investigative Science and Engineering. Inc. The 1DeC01 III SCIentific COnSVIIITIg allOt Research... Exterior Acoustical Site Assessment / CCR Title 24 Interior Noise Survey 1284 Pine Avenue - Carlsbad, CA ISE Project #19-005 May 30, 2019 Page 5 ':Y\ . .&. I ? t. Aft ON cç p;4 it I \ - w. Vol A AW a 1gi FIGURE 4: Isometric Aerial Image of Site Development Plan (Google Earth 5/19) Exterior Acoustical Site Assessment! CCR Title 24 Interior Noise Survey 1284 Pine Avenue - Carlsbad, CA ISE Project #19-005 May 30, 2019 Page 6 A sound level of zero "0" dB is scaled such that it is defined as the threshold of human hearing, and would be barely audible to a human with normal hearing, under extremely quiet listening conditions. Sound levels above 120 dB roughly correspond to the threshold of pain. The minimum change in sound level that the human ear can detect is approximately 3.0 dBA.2 A change in sound level of 10 dB is usually perceived by the average person as a doubling (or halving) of the sound's loudness.3 A change in sound level of 10 dB actually represents an approximate 90 percent change in the sound intensity, but only about a 50 percent change in the perceived loudness. This is due to the nonlinear response of the human ear to sound. As mentioned above, most of the sounds we hear in the environment do not consist of a single frequency, but rather a broad band of frequencies differing in sound level. The intensities of each frequency add to generate the sound we hear. The method commonly used to quantify environmental sounds, consists of determining all of the frequencies of a sound according to a weighting system that reflects the nonlinear response characteristics of the human ear. This is called "A" weighting, and the decibel level measured is called the A-weighted sound level (or dBA). In practice, the level of a noise source is conveniently measured using a sound level meter that includes a filter corresponding to the dBA curve. Although the A-weighted sound level may adequately indicate the level of environmental noise at any instant in time, community noise levels vary continuously. Most environmental noise includes a conglomeration of sounds from distant sources that create a relatively steady background noise in which no particular source is identifiable. For this type of noise, a single descriptor called the Leq (or equivalent sound level) is used. Leq is the energy-mean A-weighted sound level during a measured time interval, and would be defined mathematically by the following continuous integral, Leq = 10Log10 [SPL(t)2 dt] Where the following variables are defined: Leq = The energy equivalent sound level, 't' is the independent variable of time, T = The total time interval of the event, and, SPL = The sound pressure level re. 20 iPa. 2 Every 3 dB equates to a 50% drop (or increase) in wave strength; therefore a 6 dB drop/increase = a loss/increase of 75% of total signal strength and so on. This is a subjective reference based upon the nonlinear nature of the human ear. (1 a now= mum=© 2019 Investigative Science and Engineering, Inc. The leader in Scientific Consulting and Research. Exterior Acoustical Site Assessment / CCR Title 24 Interior Noise Survey 1284 Pine Avenue - Carlsbad, CA ISE Project #19-005 May 30, 2019 Page 7 Thus, Leg is the 'equivalent' constant sound level that would have to be produced by a given source to equal the average of the fluctuating level measured. For most acoustical studies, the study interval is generally taken as one-hour and the abbreviation used is Leqh or Leq(h), however, other time intervals are utilized depending on the jurisdictional preference. The aggregate of all community noise events are typically averaged into a single value known as the Community Noise Equivalent Level (CNEL). This descriptor is calculated by averaging all events over a specified time interval, and applying a 5-dBA penalty to any sounds occurring between 7:00 p.m. and 10:00 p.m., and a 10-dBA penalty to sounds that occur during nighttime hours (i.e., 10 p.m. to 7 a.m.). This penalty is applied to compensate for the increased sensitivity to noise during the quieter nighttime hours. Mathematically, CNEL can be derived based upon the hourly Leq values, via the following expression: Leq(day)1 Leq(evening+5), Leq(nighf+10), CNEL = 10Log10 10 10 +10 10 +10 10 With the following variables: Leq(X)j = The equivalent sound level during period 'x' at time interval 'I', and, n = The number of time intervals. Additionally, a sound insulation parameter known as the Sound Transmission Class (or STC) of a wall, window, or ceiling assembly is defined as the acoustic transmission of a structural assembly at a frequency of 500 Hertz with respect to a reference transmission curve. The 'reference curve' to which the actual transmission is compared, is based upon the above noise sources within the one-third octave frequency bands of 125 to 4,000 Hertz. The STC rating can be used to compare the potential sound insulation of structural assemblies tested in a laboratory setting, or between different rooms in an as- built structure. The rating for a partition built and tested in a building may be lower than that obtained for a partition tested in a laboratory because of flanking transmission and construction errors. © 2019 Investigative Science and Engineering, Inc. The leader in Scientific Consulting and Research... Exterior Acoustical Site Assessment I CCR Title 24 Interior Noise Survey 1284 Pine Avenue - Carlsbad, CA SE Project #19-005 May 30, 2019 Page 8 Table 1, below, summarizes the relative effectiveness of the STC descriptor as a measure of sound attenuation in a structure. TABLE 1: Common STC Ratings and Insulation Effectiveness SIC Rating of Assembly Privacy Afforded 25 Normal speech understood at close distances 30 Normal speech audible, but unintelligible i;i Loud speech understood 40 Loud speech audible, but unintelligible 45 Loud speech barely audible 50 Shouting barely audible 55 Shouting not audible The use of a single-number transmission rating such as the STC, rather than a discrete octave band representation, correlates in a general way with subjective impressions of sound transmission for speech, radio, television, and similar sources of noise in buildings through a single path (i.e., a directed path)." In some cases, it is important to measure the distribution of sound pressure as a function of frequency. under these circumstances, the incoming sound wave is passed through a series of band pass filters having predefined frequencies where they are resonant. The relative response of each filter (in dB, dBA, etc.) directly corresponds to the amount of sound energy present at that particular frequency. In standard acoustics two unique filter sets are used to accomplish this task, namely the 1/1 octave band and 1/3 octave band set. An octave is defined as the interval between any two frequencies having a ratio of 2 to 1. By definition, a whole octave filter (ill) is a band-pass filter having a bandwidth equal to 70.7-percent of its center frequency (i.e., the frequency of interest) distributed across 11 bands between 11 Hz and 22,700 Hz (the effective audio frequency range). A 1/3 Octave Band filter has a bandwidth equal to 23.1% of its center frequency, distributed across 32 bands between 14.1 Hz and 22,390 Hz. Thus, the octave band frequencies would be 16, 31.5, 63, 125, 250, 500, 1000, 2000, 4000, 8000 and 16000 Hz. The corresponding 1/3 octave band frequencies would be 16, 20, 25, 31.5, 40, 50, 63, 80, 100, 125, 160, 200, 250, 315, 400, 500, 630, 800, 1000, 1250, 1600, 2000, 2500, 3150, 4000, 5000, 6300, 8000, 10000, 12500, 16000 and 20000 Hz. C 2019 Investigative Science and Engineering, Inc. The leader in Scientific Consulting and Research.. Exterior Acoustical Site Assessment I CCR Title 24 Interior Noise Survey 1284 Pine Avenue - Carlsbad, CA SE Project #19-005 May 30, 2019 Page 9 X ENVIRONMENTAL SIGNIFICANCE THRESHOLDS City of Carlsbad General Plan Noise Regulations The Noise Element of the City of Carlsbad identifies traffic noise sound levels that are compatible with various land uses. According to the City of Carlsbad Draft Noise Guidelines Manual, sound levels up to 60 dBA CNEL are compatible with residential land uses. Sound levels up to 65 dBA CNEL are compatible with daytime recreational uses such as parks and playgrounds. Future noise levels must be predicted at least ten years from the time of building permit application. State of California CCR Title 24 Noise Regulations The California Code of Regulations (CCR), Title 24, Noise Insulation Standards, states that multi-family dwellings, hotels, and motels located where the CNEL exceeds 60 dBA, must obtain an acoustical analysis showing that the proposed design will limit interior noise to less than 45 dBA CNEL. Interior noise standards are typically applied to sensitive areas within the structure, where low noise levels are desirable. The City of Carlsbad has adopted the CCR Title 24 standards. i APPROACH AND METHODOLOGY Acoustical Field Reconnaissance Onsite acoustical monitoring was performed on May 28, 2019 between approximately 5:00 p.m. and 6:15 p.m. for the purpose of determining the ambient baseline community noise levels during normal free-flow afternoon weekday traffic conditions. The instrumentation location, denoted as Monitoring Location ML 1, is shown in Figure 5 on the following page. For the field monitoring effort, a Quest SoundPro SP-DL-2 ANSI Type 2 integrating sound level meter was used as the data collection device. The meter was affixed to a tripod five-feet above ground level, in order to simulate the noise exposure of an average-height human being. Photos of the test setup are shown in Figure 6 on Page 11. All equipment was calibrated in accordance with ANSI S1-4 1983 Type 2 and IEC 651 Type 2 standards.5 All testing and calibration is performed by SE's Acoustics and Vibration Laboratory using a rubidium atomic frequencI and time standard traceable to National Institute of Standards & Technology (NIST). The calibration signal has a long-term stability of 10 Specifications for traceability can be obtained at www.nist.gov. fl © 2019 Investigative Science and Engineering, Inc. The leader in Scientific Consulting and Research... Exterior Acoustical Site Assessment / CCR Title 24 Interior Noise Survey 1284 Pine Avenue - Carlsbad, CA ISE Project #19-005 May 30, 2019 Page 10 Investigative Science and Engineering, Inc. -- -j--j-' FIGURE 5: Ambient Noise Monitoring Location ML I (ISE 5/19) © 2019 Investigative Science and Engineering, Inc. The leader in Sc,ent,fic Consulting ansi Research... Exterior Acoustical Site Assessment / CCR Title 24 Interior Na/se Survey 1284 Pine Avenue- Car sbad, CA 1SF Project #19-005 Ma 30, 2019 Page 11 I T .1111 ---.-. _.._.. -c-- I .4- ... .. - •'.•t -. - — I --'-'. • . .-. -. .-' ::. .- h'• • -:. -: - -I' •.. • . - .- . 4.-'- • - . •;.- • .- .;-, • - • :. - FIGURE 6: Photos of Ambient Monitoring Station ML I (ISE 5/19) I Exterior Acoustical Site Assessment / CCR Title 24 Interior Noise Survey 1284 Pine Avenue - Carlsbad, CA SE Project #19-005 May 30, 2019 Page 12 Exterior Traffic Noise Impact Assessment Approach The Traffic Noise Model version 2.5 (TNM 2.5) based on FHWA-PD-96-010 and FHWNCAITL-87/03 standards was used to calculate future onsite vehicular traffic noise levels.6 Currently, TNM 2.5 is the only noise-modeling program formally accepted for use within the State of California. Dominant input to the TNM acoustical model included the following: O The proposed site development plan (Source: Studio 4 Architects, 3/19). O A digitized line-of-sight representation of all major roadways affecting the project site under the worst-case future noise condition (i.e., Interstate 5, 1-5 Carlsbad Village Drive Off Ramp, and Pio Pico Drive). Future Average Daily Trips (ADT's) for the aforementioned roadway segment (Source: County of San Diego / SANDAG Horizon Year 2030 Traffic Forecast). A traffic mix of 88.4% LDNLDT, 6.4% MDT, 4.7% HDT, and 0.5% MCY in accordance with the Caltrans ITS Transportation Protocols (Source: Caltrans Traffic Data Branch, 3/09). O A peak hour traffic percentage of 8% of the ADT.8 Receptor and topographic elevations (Source: USGS Digital Elevation Model). O A composite pavement type, consisting of an average of Portland Cement Concrete (PCC) and Dense-Graded Asphaltic Concrete (DGAC) in accordance with TNM 2.5 test results (1998). Modeled receptor areas consisting of useable space locations within the project footprint as well as exterior building façade points were sampled at various locations to determine the variation of all acoustic sources across, and affecting, the project site. The modeled receptor locations are shown in Figure 7 on the following page. CCR Title 24 Interior Noise Compliance Methodology The analysis methodology used to examine sound transmission and resultant interior noise levels is identified in the American Society of Testing and Materials (ASTM) guidelines Volume 04.06 entitled, "Thermal Insulation; Environmental Acoustics" Test Designation: E 413-87. Acoustical modeling of the project architectural components was performed by ISE in accordance with the above-cited ASTM guidelines.9 6 The components of the TNM model are supported by a scientifically founded and experimentally calibrated acoustic computation methodology. The database is made up of over 6,000 individual pass-by events measured at forty sites across the country. The Caltrans vehicle classifications are as follows: LDA = Light Duty Automobile, LDT = Light Duty Truck, MDT = Medium Duty Truck, HDT = Heavy Duty Truck, and MCY = Motorcycle. For values between approximately 8 and 12 percent, the energy-mean A-weighted sound level is equivalent to the cNEL. Acoustical corrections were applied to the modeling process for the following physical parameters in accordance with ASTM guidelines: 1) Exterior noise level adjustment in front of each building element; 2) Exterior noise spectrum placement in front of each building element; 3) Correction for building facade reflection per ASTM Standard E 966-84; 4) Incident angle source correction per ASTM Standard E 966-84; 5) Room absorption correction; 6) Building element correction and adjustment per ASTM Standard E 413-87; and, 7) Geometric sizing and workmanship (construction error) corrections. = © 2019 Investigative Science and Engineering, Inc. = The leader in Scientific Consulting and Research... Exterior Acoustical Site Assessment / CCR Title 24 Interior Noise Survey 1284 Pine Avenue - Carlsbad, CA ISE Project #19-005 May 30, 2019 Page 13 Investigative ,crence gob engineering, Inc. FIGURE 7: Modeled TNM Noise Receptor Locations (ISE 5/19) Q 2019 Investigative Science and Engineering, Inc. The leader in Sc,entitic consu5ng uric) Rescuing.. Exterior Acoustical Site Assessment / CCR Title 24 Interior Noise Survey 1284 Pine Avenue - Carlsbad, CA ISE Project #19-005 May 30, 2019 Page 14 The exterior noise level at the proposed structures is calculated in terms of decibels A-weighted (dBA), and converted to six octave band sound pressure levels at 125, 250, 500, 1000, 2000 and 4000 Hertz. The interior noise level is a function of the sound transmission loss qualities of the construction material, and the surface area of each element (wall, window, door, etc.). The interior noise level also depends upon the room's sound absorption characteristics (in Sabins). Mathematically, the acoustical performance of any architectural or structural assembly can be expressed in the form of the following equation, = Lext - TL1 - 1OLog10 (S)— 1OLog10 (A1 )+ F - A,,,,,+ QCOff Where the following variables are defined: Liliti = The interior A-weighted sound level at the ith octave band, LeX( = The exterior A-weighted sound level at the ith octave band, TL, = The sound transmission loss at the ith octave band, S = The size of the room façade in square feet, A. = The total room absorption in Sabins at the ith octave band, and, Qcorr = The correction factors for the building façade reflection, incident angle, and construction quality. ISE assumed that the exterior noise levels were calculated for free-field conditions with no interaction between existing offsite structures. A three-decibel (3-dBA) building facade reflection correction was applied to the as-built structure to simulate local reflection effects within the proposed development. The necessary calculations were performed using the ISE Architectural Acoustical Model (AAM) v3.O interior noise computation program. 14 FINDINGS AND RECOMMENDATIONS Field Acoustical Reconnaissance Findings The results of the field reconnaissance sound level monitoring are shown in Table 2, on the following page, with the field data record provided as an attachment to this report. The values for the equivalent sound level (Leqh), the maximum and minimum measured sound levels (Lmax and Lmin), and the statistical indicators L10 and L90, are given for the monitoring location examined. © 2019 Investigative Science and Engineering, Inc. The leader in Scientific Consulting and Research.. Exterior Acoustical Site Assessment / CCR Title 24 Interior Noise Survey 1284 Pine Avenue - Carlsbad, CA lSE Project #19-005 May 30, 2019 Page 15 Measurements collected reflect the ambient daytime community sound levels in the vicinity of the proposed project site. As can be seen, the hourly average sound level (or Leqh) recorded over the monitoring period was 60.0 dBA at ML 1. TABLE 2: Measured Onsite Peak Hour Ambient Sound Levels r One-Hour Noise Level Descriptor Location Start Time Leq Lmax Lmin L10 L90 ML 1 5:20 p.m. 60.0 65.9 57.0 61.2 58.7 Monitoring Locations: Location ML 1: Located within the southeastern portion of the project site, toward Pine Avenue. GPS: N 33°09.733' , W 117°20.330' Measurements performed by ISE on 5/28/19. EPE = Estimated GPS Position Error = 12 ft. Temperature = 71.2 T. Relative Humidity = 45%. Barometric Pressure = 29.9 in-Hg. Wind: Very Light. Future Traffic Noise Impacts to Proposed Development Traffic noise affecting the proposed 1284 Pine Avenue project site is currently, and would continue to be, the aggregation of traffic along Interstate 5, the 1-5 Carlsbad Village Drive Off Ramp, and to a lesser extent Pio Pico Drive which acts as a frontage road to Interstate 5. Figure 8 on the following page identifies future year 2030 worst-case average daily traffic (ADT) volumes for these roadways.10 Due to the low vehicle utilization of Pine Avenue, no predicted ADT levels are provided by SANDAG for this surface street. Given these traffic volumes, Table 3 on Page 17 shows the TNM receptor ID corresponding to the proposed modeled structural location (i.e., structural façade point or exposed rooftop deck area), and whether or not mitigation measures are indicated. The complete model runs are provided as an attachment to this report. Based upon the findings, no outdoor usable space areas, defined as the rooftop deck area, were identified which would be subjected to sound levels in excess of the City's noise abatement standards, with the exception of a small perimeter zone immediately abutting the rooftop parapet (i.e., individuals standing at the parapet edge are expected to experience sound levels as high as 65.8 dBA CNEL). o This would equate to the following aggregate future traffic volumes: 1-5 Northbound = 100,744 ADT, 1-5 Southbound = 105,676 ADT, and Plo Pico Drive frontage combined with 1-5 Carlsbad Village Drive Off Ramp = 14,664 ADT. © 2019 Investigative Science and Engineering, Inc. The leader in Scientific consulting and Research... Exterior Acoustical Site Assessment / CCR Title 24 Interior Noise Survey 1284 Pine Avenue - Carlsbad, CA ISE Project #19-005 May 30, 2019 Page 16 Investigative Science and Engineering, Inc. FIGURE 8: GP 2020 Future Year 2030 Traffic Volumes (ISE 5/19) © 2019 Investigative Science and Engineering, Inc. The lender in Sc,ontjtic Cancelling En,cl Research., Exterior Acoustical Site Assessment / CCR Title 24 Interior Noise Survey 1284 Pine Avenue - Carlsbad, CA ISE Project #19-005 May 30, 2019 Page 17 TABLE 3: Predicted Future Structural Facade Noise Levels TNM Receptor ID Area Examined per Figure 7 Unmitigated First Floor Unmitigated First Floor Unmitigated Rooftop General Plan Exterior CCR Title 24 Interior Levels in dBA Levels in dBA Levels in dBA Mitigation Required? Mitigation Required? R-1 FACADE 1 59.1 62.5 - - - - Yes R-2 FACADE 55.1 46.6 -- -- No R-3 FAADE3 57.7 61.5 -- -- Yes R-4 FAADE4 36.5 38.1 - - - - No ROOF CENTER Outdoor Space Area (Center) - - ROOF EDGE Outdoor Space Area (Edge) - - -- 49.6 No -- -- 65.8 Yes -- SPL values shown in dBA CNEL © 2019 Investigative Science and Engineering, Inc. The leade, in Scentffls Census/ny nod ResesrcM.. Exterior Acoustical Site Assessment! CCR Title 24 Interior Noise Survey 1284 Pine Avenue - Carlsbad, CA ISE Project #19-005 May 30, 2019 Page 18 Given that the majority of the rooftop deck area is sufficiently shielded by the structure itself, and less than the City's impact threshold, no significant exterior acoustical impacts are identified, and no mitigation is recommended. Further, future second floor building façade noise levels were found to be above the CCR Title 24 noise insulation threshold of 60 dBA CNEL, and would therefore require mitigation. This finding is also shown in Table 3 on Page 17 of this report. CCR Title 24 Interior Noise Compliance of Proposed Development The ISE Architectural Acoustical Model (AAM) was used to calculate the relative sound insulation characteristics of each construction assembly comprising the finished structure. The following general construction assumptions were applied to each structural façade to determine its sound insulation characteristics: The roof/ceiling construction should have a minimum STC rating of 48. All façade areas were modeled at a worst-case future noise level of 65 dBA CNEL. All living spaces were assumed to have carpet and pad (i.e., Floor Multiplication Parameter or FMP = 0.75), for the purposes of STC calculation. Bathrooms, kitchens, entry/mud rooms, laundry rooms, hallways, stairways, and closet areas are considered non-sensitive uses, and were not examined; thus, these have no construction limitations. The surface areas and materials for the proposed project were obtained from architectural drawings prepared by Studio 4 Architects, dated 3/27/19. When the interior noise level was found to be greater than 45 dBA CNEL, the value was recalculated for a closed window condition. Further recalculation was done to determine the minimum window-glazing requirement.11 The results of the AAM model are provided as an attachment to this report. The minimum required acoustical treatments (STC ratings) for the proposed development are summarized in Table 4 on the following page. Based upon the model results, the estimated interior noise levels would be as high as 64.4 dBA CNEL (in the second floor Family Room of the main dwelling), when the windows/doors are open, and would require a closed window condition to comply with the OCR Title 24 requirements. 12 Mechanical ventilation would be required per OCR Title 24, and should meet specific City of Carlsbad building department requirements. 11 Construction practices may degrade the calculated acoustical performance of walls and window assembles. The interior noise levels have been predicted in accordance with generally accepted acoustical methods and assume good construction techniques. 12 Given the proximity of the project site to Interstate 5, it is recommended that all door and window assemblies follow the minimum guidance shown in Table 4 to provide for an improved interior environment. © 2019 Investigative Science and Engineering, Inc. The leader in Scientific consulting and Research... Exterior Acoustical Site Assessment / CCR Title 24 Interior Noise Survey 1284 Pine Avenue - Carlsbad, CA ISE Project #19-005 May 30, 2019 Page 19 TABLE 4: Minimum Acoustical Assembly Requirements Unit Plan Building Element Assembly Minimum Required STC Rating All Rooms Roof / Ceiling Assembly 48 All Rooms Wall Assembly 46 All Rooms Solid Door Assemblies 27 All Rooms External Bi-Fold Door Assemblies 27 All Rooms Sliding Glass Door Assemblies 27 All Rooms Glass Window Assemblies 24 Source: ISE Architectural Acoustical Model (AAM) v3.0 © 2019 Investigative Science and Engineering, Inc. II The leader in Sc,entific Consulting and Research... Exterior Acoustical Site Assessment / CCR Title 24 Interior Noise Survey 1284 Pine Avenue - Carlsbad, CA ISE Project #19-005 May 30, 2019 Page 20 Pursuant with City building department practices, the indicated minimum required SIC ratings should be incorporated into the architectural door and window schedule of the project plans, and submitted with a copy of this report. These measures will reduce interior noise to a final maximum closed-window level of 43.6 dBA CNEL (in the first floor Great Room of the main dwelling). As-built architectural assemblies with a higher SIC rating than those indicated are also acceptable from a building compliance standpoint. 121 CERTIFICATION OF ACCURACY AND QUALIFICATIONS This report was prepared by Investigative Science and Engineering, Inc. (ISE). The members of its professional staff contributing to the report are listed below: Rick Tavares Ph.D. Civil Engineering (rtavares@ise.us) M .S. Structural Engineering M.S. Mechanical Engineering B.S. Aerospace Engineering / Engineering Mechanics Karen Tavares B.S. Electrical Engineering (ktavares@ise.us) ISE affirms to the best of its knowledge and belief that the statements and information contained herein are in all respects true and correct as of the date of this report. Content and information contained within this report is intended only for the subject project and is protected under 17 U.S.C. §§ 101 through 810. Should the reader have any questions regarding the findings and conclusions presented in this report, please do not hesitate to contact ISE at (760) 787-0016. Approved as to Form and Content: Rick Tavares, Ph.D. Project Principal / Director of Engineering Investigative Science and Engineering, Inc. (ISE) © 2019 Investigative Science and Engineering, Inc. The leader in Scientific Consulting and Research.. Exterior Acoustical Site Assessment / CCR Title 24 Interior Noise Survey 1284 Pine Avenue - Carlsbad, CA ISE Project #19-005 May 30, 2019 Page 21 i4 APPENDICES AND SUPPLEMENTAL INFORMATION Field Reconnaissance Measurement Results Pine Avenue Carlsbad ML 1 Information Panel Name PineAve Carlsbad ML1 052819 Start Time Tuesday, May 28, 2019 17:19:36 Stop Time Tuesday, May 28, 2019 18:12:01 Device Model Type SoundPro DL Comments General Data Panel Description Meter Value Leq 1 60 dB Weighting 1 A Bandwidth 1 OFF Weighting 2 C Description Meter Value Exchange Rate 1 3 dB Response 1 SLOW Exchange Rate 2 3 d8 Response 2 FAST ._ I zwIc rwi - I lff - 52 54 56 58 60 62 64 66 68 70 dB Statistics Table 0.0 0,1 0.2 H. 0.4 0.5 0.6 07 0.8 09 % 90.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 01.0 0.0 0.0 0,0 010 0.0 0.0 0.0 0.0 0.0 0.0 0.0 52.0 0.0 0,0 0.0 0.0 0.0 0.0 00 0.0 0.0 0.0 0.0 53.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 54.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 55.0 0,0 0.0 0.0 00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 56,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 57.0 0.1 0.3 0.2 0.2 0.2 0.3 0.4 0.4 0.4 0.4 2.8 58.0 0.5 0.7 1.4 1.7 1.4 1.2 1.3 1.5 1.7 2.4 13.7 59.0 2.5 3.0 2.8 3.5 4.0 4,2 4.4 4.1 4.1 3.7 36.4 60.0 3.7 3.7 2.5 4.0 3.8 3.8 3.3 3.3 3.1 2.5 33.6 61.0 2.4 1.7 1.2 1,1 0.9 0.7 0,7 0.6 0.5 0.4 10.1 62.0 0.4 0.4 0.4 0.4 0,3 0.2 0.2 0.1 0.1 5.2 2,8 63.0 0.2 0.1 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.5 64.0 0.0 0.0 0.0 0.0 0,0 0.0 0,0 0.0 0.0 0.0 0.1 65.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 66.0 0.0 0.0 0.0 010 0.0 0.0 0.0 0.0 0.0 0.0 0.0 67.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 66.0 0.0 0.0 0.0 0.0 0,0 0.0 00 0.0 0.0 0.0 0.0 69.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 70.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1 0 © 2019 Investigative Science and Engineering, Inc. The leader in Scientific Consulting and Research... Exceedance Chart 70.0 68.0 66.0 64.0 62.0 60.0 58.0 56.0 54.0 52.0 50.0 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 100.0 Exterior Acoustical Site Assessment / CCR Title 24 Interior Noise Survey 1284 Pine Avenue - Carlsbad, CA SE Project #19-005 May 30, 2019 Page 22 Exceedance Table 0% 1% 2% 3% 4% 5% 6% 7% 0% 9% 0% 62.7 62.2 2.0 61.7 61.5 61.4 61.3 61.2 61.1 10% 61.0 61.0 60.9 60.9 60.8 60,8 60.8 60.7 60.7 60.7 20% 60.6 60.6 60.0 60.5 60.5 60.5 60.4 60.4 60.4 60.4 30% 66.3 60.3 60.3 60.3 60.2 60.2 60.2 60.2 60.1 60.1 40% 60.0 60.0 60.0 60.0 59.9 59.9 59.9 59.9 59.8 59.8 50% 59.8 59.7 59.7 59.7 59,7 59.6 59.6 59.6 59.6 59.6 60% 59.5 59.5 59.5 59.5 59.4 59,4 59.4 59.4 59.3 59,3 70% 59.3 59.3 59.2 59.2 59.2 59,2 59.1 59.1 59.1 59,0 80% 59.0 59.0 58.9 58.9 58.8 58.8 58.7 58.7 58.6 58.6 90% 58.5 58.4 58.3 08.2 58.2 58.1 58.1 57.9 57.7 57.4 100% 56.9 07, I1 © 2019 Investigative Science and Engineering, Inc. - The loader in Scientific Consulting and Research... a) U) a) 0 U) 0 0 0 Exterior Acoustical Site Assessment I CCR Title 24 Interior Noise Survey 1284 Pine Avenue - Carlsbad, CA ISE Project #19-005 May 30, 2019 Page 24 INPUT: ROADWAYS 19-005 ISE 30 May 2019 R. Tavares Ph.D. TNM 2.5 INPUT: ROADWAYS Average pavement type shall be used unless PROJECT/CONTRACT: 19-005 a State highway agency substantiates the use RUN: 1284 Pine Avenue Carlsbad of a different type with the approval of FHWA Roadway Points Name Width Name No. Coordinates (pavement) Flow Control Segment X Y Z Control Speed Percent Pvmt On Device Constraint Vehicles Type Struct? Affected ft ft It ft mph % INTERSTATE 5 NORTH 50.0: 15N-1 102 6,227249.0 2,005,302.0 86.20 Average 15N-2 103 6,227,456.0 2,004,828.0 78.50 Average 15N-3 104 6,227,619.0 2,004,413.0 77.30 Average 15N-4 105 6,228,058.0 2,003,359.0 75.70 INTERSTATE 5 SOUTH 50.0 15S-1 106 6,227,148.0 2,005,279.0 82.80 Average 15S-2 107 6,227,369.0 2,004,767.0 79.60 Average - 15S-3 108 6,227,516.0 2,004,400.0 78.70 Average 15S-4 6,227,950.0 2,003,344.0 76.80 OFFRAMP + FRONTAGE 12.0: 15N-OR1 6,227,822.0 2,003,981.0 77.10 : Average 15N-0R2 111 6,227,573.0 2,004,886.0 81.50 © 2019 Investigative Science and Engineering. Inc. I The leader in Scientific Consulting anti Research... - ( Exterior Acoustical Site Assessment! CCR Title 24 Interior Noise Survey 1284 Pine Avenue - Carlsbad, CA ISE Project #19-005 May 30, 2019 Page 25 INPUT: TRAFFIC FOR LAeqlh Volumes 19-005 ISE 30 May 2019 R. Tavares Ph.D. TNM 2.5 INPUT: TRAFFIC FOR LAeqlh Volumes PROJECT/CONTRACT: 19-005 RUN: 1284 Pine Avenue Carlsbad Roadway Points Name Name No. Segment Autos MTrucks - HTrucks Buses Motorcycles V S V S V S V S V S veh/hr mph veh/hr mph veh/hr mph veh/hr imph !veh/hr imph INTERSTATE 5 NORTH I5N-1 102 7125 65 516 65 379 65 1 65! 40! 65 15N-2 103: 7125 65 516 65 379 65 1 65 40 65: 15N-3 1041 7125 65 516 65 379 65 1 65 40 65 I5N-4 105 INTERSTATE 5 SOUTH I5S-1 106 7473 65 541 65 397 65 1 65 42!: 65 15S-2 107 7473 65 541 65 397 65 1 65: 42 65 15S-3 108 7473 65 541 65 397 65 1 65 42.65 !15S-4 109: OFFRAMP + FRONTAGE 15N-OR1 110, 1037 30 75 30 55 25 1 25 6 30 1 15N-0R2 1114 : © 2019 Investigative Science and Engineering, Inc. The leader in Smenfh/c Consulting oral Research.. R-1L 495 R-2L 496 R-3L 497 R-4L 496 R-1U 499 R-2U 501 R-3U 502 R-4U 503 ROOF CENTER 504 ROOF EDGE 506 ft ft ft ft dBA dBA dB dB 1 6,228,417.0 2,004,408.0 107.00 5.00 0.00 66 10.0 1 6,228,458.0 2,004,401.0 107.00 5.00 0.00 66 10.0 1 6,228,413.0 2,004,455.0 107.00 5.00 0.00 66 10.0 1 6,228,446.0 2,004,437.0 107.00 5.00 0.00 66 10.0 1 6,228,417.0 2.004,410.0 117.00 5.00 0.00 66 10.0 1 6,228,458.0 2,004,403.0 117.00 5.00 0.00 66 10.0 1 6,228,413.0 2,004,457.0 117.00 5.00 0.00 66 10.0 1 6,228,446.0 2,004,439.0 117.00 5.00 0.00 66 10.0 1 6,228,433.0 2,004,426.0 127.00 5.00 0.00 66 10.0 1 6,228,416.0 2,004,409.0 127.00 5.00 0.00 66 10.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 Exterior Acoustical Site Assessment I CCR Title 24 Interior Noise Survey 1284 Pine Avenue - Carlsbad, CA SE Project #19-005 May 30, 2019 Page 26 INPUT: RECEIVERS ISE R. Tavares Ph.D. 30 May 2019 TNM 2.5 INPUT: RECEIVERS PROJECT/CONTRACT: RUN: Receiver Name 19-005 1284 Pine Avenue Carlsbad No. #DUs Coordinates (ground) X Y Z Height Input Sound Levels and Criteria above Existing Impact Criteria NR Ground LAeqlh LAeqlh Sub'l Goat Active In Catc. © 2019 Investigative Science and Engineering, Inc. II The leader in Scientific. Ocetsulting and Research... .1.. - Exterior Acoustical Site Assessment / CCR Title 24 Interior Noise Survey 1284 Pine Avenue - Carlsbad, CA ISE Project #19-005 May 30, 2019 Page 27 INPUT: BARRIERS 19-005 ISE 30 May 2019 R. Tavares Ph.D. TNM 2.5 INPUT BARRIERS PROJECTICONTRACT 19.005 RUN 1284 Pine Avenue Carlsbad Bonier .:Points ,Name Type Height - If W II If B no Addt I Name No. :Coordinates (bottom) Hght Segment - MI,, Max $ per $ per Top Ron:Rlee 9 per 'Y Z at LSeg Hi Perturbs On :Important Unit Unit Width 'Unit PoInt 'Incre-1#Up 1#Dn St,ect?,Roflec- Aree Vol. Length rent -tb,,,,? ft it $1 q It $/ yd ft 99 S/ft ft It It ft ft PROPOSED STRUCTURE DEFINITION W 0.00 99,89 0.00 0.06 B-i 3141 6.220.4120 2,004,418.0 107.001 35.001 0.S0 0 o:- 82 315i 62284160 20044220 10700 3500 000 0 0 8-3 316 6,228,411.0 2,004,433.0 107.00 35.0011 0.00,0 5 8-4 317: 6.228.414.0: 2,004,435.0 107.001: 35,001 0.00 0- 0 8-5 316. 6,228,406.0 2,004,449.0 107.001. 35.001 0.00. 0 0 - B-6 3191 6,228,416.0- 2,004,455.0 197,551, 35.001 000 0 01 B-7 328 6,228,416.0 2,004,458.0 10700 35.00i 000 0 0 B-8 321 t 62284240 2,004,463.0. 107.001 35.001 000 0 0 8-9 3221 6,228,423.0 2,004,465.0 107.05 35,001 0.00 0' 0] B 10 3231 6,228,429.01 2,004,469O 107 00 3500 0.00i 8 0 811 324t 62284430 20044480 10700 3500 000 0 0 B12 3251 62284380 20044450 10700 3500 000 0 01 8-13 3281 6,228,452.01 2,004,425.8: 107.001 35.801 0.00 0 01 B-14 327 6228 4560 2,004,427.0 10780 3580 0,00.0 0 B-15 6,228,468.8 2.004.409.0 107,001. 35,001 0.00. 0 5 8-16 6,228,448.8- 2.004.395.0 107,001 35.001 0,00- 0 01 817 330 82284430 20044028 10700 3580 000 0 0 8-18 3311 6,228,435.0' 2,004,398.0 187,001 35.001 0.001 0 01 B-19 332 6,228,431.0 2,004,402.0. 10700 3500 000 0 0 820 3341 62284240 20043990 10700 3500 0.0010 0 8-21 333 6,228.4120' 2,004.418,0 107.801 35.051. - A © 2019 Investigative Science and Engineering, Inc. The lea/berm Sc,eofi//c Consulting else) Research... - Exterior Acoustical Site Assessment / CCR Title 24 Interior Noise Survey 1284 Pine Avenue - Carlsbad, CA SE Project #19-005 May 30, 2019 Page 28 INPUT: BUILDING ROWS -- 19-005 ISE 30 May 2019 R. Tavares Ph.D. TNM 2.5 INPUT: BUILDING ROWS PROJECT/CONTRACT: 19-005 RUN: 1284 Pine Avenue Carlsbad Building Row Points Name Average Building No. Coordinates (ground) Height Percent - X V Z ft ft it ft STRUCTURES 1 25.00 40,299 6,227,820.0 2,004,431.0 82.00 300 6,227,810.0 2,004,367.0 80.50 301 6,227,908.0 2,004,058.0 78.60: 302 6,227,954.0 2,004,041.0 79.40 303 6,228,038.0 2,004,086.0 83.30 304 6,228,415.0 2,004,343.0 105.20 305 6,228,187.0 2,004,682.0 104.30 STRUCTURES 2 25.00 40 306 6,227,835.0 2,005,022.0 105.40 307 6,227,847.0 2,004,974.0 102.40 308 6,227,851.0 2,004,936.0 101.00 309 6,227,850.0 2,004,909.0 100.40 - 310 6,227,847.0 2,004,890.0 100.00 311 6,227,804.0 2,004,701.0 69.50 312 6,227,778.0 2,004,535.0 84.40 313 6,227,803.0 2,004,518.0 84.30 314 6,228,184.0 2,004,774.0 107.80 315 6,227,972.0 2,005,113.0 116.90 STRUCTURES 3 25.00 40 316 6,227,635.0 2,004,895.0 85.10 317 6,227,721.0 2,004,956.0 95.00:. 318 6,227,743.0 2,004,969.0 97.00: 319 6,227,753.0 2,004,968.0 97.60!. 320 6,227,763.0 2,004,967.0 98.10 321 6,227,772.0 2,004,961.0 98.20 © 2019 Investigative Science and Engineering. Inc. I The leader in Scientific Consulting and Reseurct,... 322 6,227,779.0 323 6,227,785.0 324 6,227787.0 325 6,227784.0 326 6,227778.0 327 6,227,748.0 328 6,227,735.0 329 6,227,727.0 330 6,227,722.0 331 6,227,719.0 332 6,227,718.0 333 6,227,718.0 334 6,227,653.0 335 6,227,671.0 40 336 6,227,933.0 337 6,228,096.0 338 6,228,301.0 339 6,228355.0 340 6,228,356.0 341 6,228,354.0 342 6,228,349.0 343 6,228,334.0 344 6,228,313.0 345 6,228,299.0 346 6,228,298.0 347 6,228,183.0 348 6,227,985.0 40 349 6,227,347.0 350 6,227,617.0 351 6,227,720.0 352 6,227,720.0 353 6,227697.0 354 6,227607.0 355 6,227,514.0 19-005 2,004,952.0 98.10 2,004,941.0 97.90 2,004,928.0 97.40 2,004,902.0 96.40 2,004,867.0 94.60 2,004,738.0 88.00 2,004,681.0 85.90 2,004,641.0 84.50 2,004,601.0 83.30 2,004,563.0 83.20 2,004,529.0 83.20 2,004,498.0 - 81.80 2,004,738.0 93.00 2,004,718.0 83.70 2,003,912.0 78.60 2,003,524.0 77.10 2,003,014.0 78.60 2,003,000.0 78.30 2,003,428.0 86.00 2,003,642.0 88.40: 2,003,703.0 88.10 2,003,746.0 88.40 2,003,799.0 88.10 2,003,949.0 88.50 2,004,111.0 90.70 2,004,117.0 88.40 2,003,992.0 79.90 2,005,378.0 91.20 2,004,979.0 88.20 2,005,051.0 98.00 2,005,070.0 99.10 2005,107.0 99.50 2,005,186.0 99.30 2,0052234.0 96.20 INPU STR STR Exterior Acoustical Site Assessment / CCR Title 24 Interior Noise Survey 1284 Pine Avenue - Carlsbad, CA ISE Project #19-005 May 30, 2019 Page 29 © 2019 Investigative Science and Engineering, Inc. The leader ía Scientific Consulting and Rasec,ch... Exterior Acoustical Site Assessment / CCR Title 24 Interior Noise Survey 1284 Pine Avenue - Carlsbad, CA ISE Project #19-005 May 30, 2019 Page 30 INPUT: BUILDING ROWS 19-005 356 6227,430.0 2,005,296.0 93.60 STRUCTURES 6 25.00.40 357 6,227,373.0 2,005,446.0 93.60 358 6,227,376.0 2,005,463.0 94.30. 359 6,227,390.0 2,005,477.0 95.40 360 6,227,412.0 2,005,489.0 96.70; 361 6,228,112.0 2,005,485.0 129.90. 362 6,226,111.0 2,005,317.0 126.20; 363 6,227,788.0 2,005,097.0 105.80 364 6,227693.0 2,005,196.0 105.50 365 6,227,628.0 2,005,242.0 103.60. 366 6,227,584.0 2,005,270.0 101.20 367 6,227,545.0 2,005,289.0 99.3o 368 6,227,512.0 2,005,310.0 97.90; 369 6,227,485.0 2,005,329.0 96.40 370 6,227,446.0 2,005,363.0 94.60 371 6,227,412.0 2,005,398.0 94.50 Ii © 2019 Investigative Science and Engineering, Inc. II The learlel in Sc,enfifir. Consult/rig ar-ic! Research... t& --- Exterior Acoustical Site Assessment / CCR Title 24 Interior Noise Survey 1284 Pine Avenue - Carlsbad, CA SE Project #19-005 May 30, 2019 Page 31 RESULTS: SOUND LEVELS 19-005 ISE 30 May 2019 R. Tavares Ph.D. TNM 2.5 Calculated with 1MM 2.5 RESULTS: SOUND LEVELS PROJECT/CONTRACT: 19-005 RUN: 1284 Pine Avenue Carlsbad BARRIER DESIGN: INPUT HEIGHTS Average pavement type shall be used unless a State highway agency substantiates the use ATMOSPHERICS: 68 deg F, 50% RH of a different type with approval of FHWA. Receiver Name No. #DUs Existing No Barrier With Barrier LAeqlh LAeqlh Increase over existing Type Calculated Noise Reduction Calculated Crit'n Calculated CrWn Impact LAeqlh Calculated Goal Calculated ;Sub'I Inc minus Goal dBA dBA dBA ;dB dE dBA dB dB dB R-11- 495 1: 0.0 59.1 66.59.1 10: ---- 59.1 0.0 8 -8.0 R-21- 495 1 0.0 55.1 66:: 551: 10 ---55.1 0.0 8 -8.0 R-31- 497 1 0.0 57.7 66:: 57.7.10 57.7 0.0 8 -8.0 R-41- 498 1 0.0 36.5 66: 36.5: 10 ---- 36.5 0.0 8 -8.0 R-1U 499 1 0.0 62.5 66: 62.5.10 --- 62.5 0.0 8 -8.0 R-21-1 501 1 0.0 46.6 66t 46.61 10 --- 46.6 0.0 8 -8.0 R-3U 502 1: 0.0 61.5 66: 61.5 10 - : 61.5 0.0 8 -8.0: R-4U 503 1 0.0 38.1 66. 38.1 10 ---- 38.1 0.0 8 -8.0. ROOF CENTER 504 1 0.0 49.6 66,49.6 10 --- 49.6 0.0 8 -8.0 ROOF EDGE 506 1 0.0 65.8 66, 65,8 10 ---- : 65.8 0.0 8 -8.0 Dwelling Units 8 DUe Noise Reduction Min Avg Max dB dB dB All Selected 10 0.0 0.0 QQ: All Impacted 0 0.0 0.0 0.0: All that meet NR Goal 0 0.0 0.0 0.0: Q= © 2019 Investigative Science and Engineering. Inc. - The leader in Scientific Consulting and Resea,ch... -- 4 Exterior Acoustical Site Assessment / CCR Title 24 Interior Noise Survey 1284 Pine Avenue - Carlsbad, CA 1SF Project #19-005 May 30, 2019 Page 32 AAM Architectural Interior Noise Transmission Results ISE ARCHITECTURAL ACOUSTICAL MODEL (AAM) 0.0 Room 10TT!S Tl.!tttfflfl,c, Room Designation: Fin Main Groat Rm Floor Area IN'). 866 Coiling 90)998)0): 10 Room Volume (ft): 8660 Room Absorption Ratio FMP: 0.75 Total Room Absorptioo (Sebinsl 649.5 Noise Source: Traffic (NBS Spectrum, 1978) Noise Sound Local at Building Facade bRA CNEL) 65 Incident Angle Correction: -3 Building Façade Correction: 3 Quality Conroction: I Assembly 9 Modeled EOctave Band ISpectral 1IParameters fttl4N(IH0f8TTho, ConstructIon 125 Ho 250 Ho 500 Ho 1000 Ha 2000 Hz 4000 Ha Stucco Wall (NOS W-50.71( 27 42 4.4 40 49 54 2 Stucco Well (NOS W-50-71( 27 42 44 46 49 54 3 545500 -3132 Glass (NOS W-23-72( 19 18 21 23 27 30 4 Stucco Well (505 W-50-71) 27 42 44 46 49 54 5 lW: ndow -3132 Glass (NOS W-23-72( 19 18 21 23 27 30 6 . 0 0 0 0 0 0 7 - 0 0 0 0 0 5 8 - 0 0 0 0 0 0 9 - 0 0 0 0 0 0 10 - 0 0 0 0 0 0 it - 0 0 0 5 0 0 12 - 0 0 0 0 0 0 13 - 0 0 0 0 0 14 - 0 0 0 0 0 0 15 - 0 0 0 0 0 0 16 - 0 0 0 0 0 0 I? - 0 0 0 0 0 0 18 - 0 0 5 0 0 0 It - 0 0 0 0 0 0 20 - 0 0 0 0 0 0 Calculated Architectural Sound Leakaoe Throuch Assemblies Acoustical Contribution Assembly S ConstrsosSon SIC Rating 06 Operable Area IN) (Closed) lOponi 1 Stucco 74911 (080 W-50-71) 46 0 30.0 16.0 16.0 2 StuccoWall (605 W-50-71) 40 0 1750 236 236 3 S',lndow -3132 Glass (900 W-23-72( 24 00 21.0 37.0 47.7 4 Stucco Wall (98574.50-71) 46 0 3028 26,0 26.0 5 Medcw -3132 Glass (NBS W-23-72( 24 55 72.0 42.3 53,0 6 - - 0 0.0 5.0 00 7 - - 0 00 00 0.0 8 - - 0 0.0 0.0 5.0 9 - - 0 0.0 0.0 0.0 10 - - 0 00 0.5 5.0 ii - - 0 0.0 0,0 5.0 12 - - 0 50 0.0 05 13 - - S 0.0 50 0.0 4 - - 0 0.0 0.0 0.0 15 - - 5 0.0 0.0 0.0 16 - - 0 0.5 00 0,0 17 - - 0 0.0 0.0 0.0 16 - - 0 0.0 0.0 00 19 - - 0 0.0 0.0 0.0 20 - - 0 0.0 0.0 0.0 Closed P065 Compliance Threshold )d5A CNEL): 45.0 Predicted Local )d8A CNEL): 43.6 54.2 Compiles with Standard: Yes © 2019 Investigative Science and Engineering, Inc. The leader in Scientific Consulting and Research... Exterior Acoustical Site Assessment / CCR Title 24 Interior Noise Survey 1284 Pine Avenue - Carlsbad, CA SE Project #19-005 May 30, 2019 Page 33 ISE ARCHITECTURAL ACOUSTICAL MODEL (AAM) 0.0 Room Geometrics Definition Roon, Designation: Firl 2nd-Unit BRI Floor Area (85'): 135 Coiling "eight (It): 10 ROn,,, 5010,00(5'): 1350 Noon, Absorption Ratio FMP: 0.75 Total Room Aboorption (Soblno) 101.25 i5iS'T5T11t71.ttrnio.,, Noise Source: Troflic INNS Spectrum, 1978) Noise Sound Level at Bolidlog Facado JdBA CNEL) 55 IncIdent Angle Correction: -3 Building FoGode Corroctlon, 3 Ooallty Correction: Assembly B Modeled IOctave IBand TISpectral 5IParameters Construction 125 Ha 250 Ho 500 160 5000 Ho 2000 He 4000 Ha Stucco Wall (NBS W-50-71) 27 42 44 46 49 54 2 74140w- 3132 Gloss (NBS W-23-72) 19 16 21 23 27 30 3 S. Wall (655 W.5041) 27 42 44 46 49 54 4 W, ndow - 3132 Gloss (NBS W-23-72) 19 58 21 23 27 30 5 . 0 0 0 0 S 0 6 U 0 S S S 0 7 - 0 0 S S S 0 O - 0 0 S 0 0 5 9 . 0 0 0 5 0 5 10 - 0 0 5 0 0 0 11 _ S 0 0 0 0 0 12 0 0 S S 0 0 13 - 0 5 5 5 0 0 14 5 0 5 S U 0 15 0 0 0 5 0 0 16 . 0 0 0 5 0 0 97 - 0 0 0 5 0 0 Is - 5 0 0 S 0 0 (9 0 0 0 5 0 0 20 0 5 0 5 0 0 Ca Iculated Architectural Sound Leakaue Throuah Assemblies Acoustical ContributIon Assembly If Construction STC Noting 31 Oporotolo Area (ft') (Closed) lOponI 1 StuccoWa ll(680 W-55-71) 46 0 127.5 30,3 30.3 2 W:ndow -3132 Glans (NOS W-23.72) 24 50 95.0 38.8 49.5 3 S. Wall (585 W-55-71) 46 0 47.5 26.0 26.0 4 WIndow - 3132 Glass (NBS W-23-72) 24 50 97.5 39.5 50.2 O . 0 0.5 0,0 0.0 6 - - 0 0.0 0.0 0.0 7 . - 0 00 50 00 8 - - 0 0.0 0.0 00 9 - 0 0.0 0.0 0.0 to - - 0 U.S 0.0 5.0 It - - 0 U.S 0.0 0.0 12 - - 0 US 0.0 00 13 - - 0 0.5 0.0 0,0 54 - - 0 0.0 0.0 0.0 15 - 0 0.0 0.0 0.0 0 0.0 0.0 00 17 V 0 0.0 0.0 00 18 - 0 00 5.0 05 In . - 0 0.5 0.0 0.0 20 - 0 U.S 0.0 00 C3150d COHn Compliance Threshold (dNA CNEL): 45.0 - predicted L000t (dNA CNEL): 42,5 52.9 Complies with Standard: Too (I } © 2019 Investigative Science and Engineering. Inc. = The leader in Scientific consulting and Research,.. Exterior Acoustical Site Assessment I CCR Title 24 Interior Noise Survey 1284 Pine Avenue - Carlsbad, CA 1SF Project #19-005 May 30, 2019 Page 34 ISE ARCHITECTURAL ACOUSTICAL MODEL (AAM) 0.0 RoomTnr0088ngflThlstrnoo. Room 0e0ign0110n1 Firl 2nd-Unit LivRnr Floor Area lft°L 297 Ceiling Height (ft( 10 Room Volume html: 2970 Roorl AbSorption Potts FMP: 075 Total Roonl Absorption (Sobins) 222.70 2rn 1T7i.7trnt1os Noise Source: Traffic (800 Speotnorn. 1918) Noise Sound Level on Building F060de (dRA CNEL) 65 Incident Angle CorrectIon: -3 Building Focvde Correction: 3 Quality Correction: I Assembly 0 Modeled Octave Band Spectral Parameters for STC Construction Classification 125 He 250 He 500 Hz 1000 Ho 2000 Ho 4000 Hz Stucco Well (SOS 5550.71) 27 42 44 46 49 54 2 Wcrdow. 3132 Gloss (NBS W.23.72) 19 It 21 23 27 30 3 Stucco Well NBS W-50.71) 27 42 44 40 48 54 4 Solid Corn Door )NBS W.90V71) 23 27 29 25 26 20 5 StuccoWell (NOS W.50V71) 27 42 44 46 49 54 6 . 0 C 0 0 0 0 7 . 0 0 5 0 0 0 5 0 5 0 0 0 5 0 ID . 0 0 0 0 0 0 11 . 0 0 0 0 0 0 12 . 0 0 0 5 0 0 13 - 0 0 5 0 0 0 14 - 0 0 5 5 0 0 IS - 0 0 0 S 0 0 16 . 0 0 0 0 0 0 17 . 5 0 0 0 18 - 0 0 0 0 0 19 - C 0 0 0 0 20 . 0 0 0 0 0 Calculated Architectural Sound Leakaue Throuah Assemblies Acoustical Contribution Assembly 8 Construction SIC Rating % Operable Area lftmi (Closed) iCpeni Stucco Well (9621550-71) 46 0 59,8 23,6 23,6 2 lMfldow.3l32 Gloss (SOS W-23-72) 24 50 36.0 39.2 40.5 3 StuccoWell (SOS W-50-71) 46 5 79.0 18,6 18.6 4 Solid Corn Door )NBS W-90-71) 27 100 28.0 334 60.0 S Stucco Wail (NOS W-50.71) 46 0 250 19.8 59,8 6 . . 5 55 5.0 50 7 - - 0 0.0 0.0 0.0 0 0.0 0.0 0,0 9 . . 5 0.0 0.0 0.0 10 . - 0 0.0 0.0 0.0 11 - - 0 00 00 00 12 - - 0 00 0.0 00 13 0 0.0 0.0 00 14 - 0 0.0 0.0 00 15 . . 0 0.0 0.0 0.0 16 . . 5 0.0 0.0 0.0 17 . . 5 55 55 55 18 V V 5 00 0.0 00 It - 0 0.0 0.0 00 20 . . 0 0.0 0.0 00 Ctnsed Q5He Compliance Threshold Id0A CNELI: 40.0 Predicted Level IdBA CNEL): 40.4 60.4 Complies ndth Standard: 105 ol © 2019 Investigative Science and Engineering, Inc. The leader in Scientific Consulting and Research... Exterior Acoustical Site Assessment / CCR Title 24 Interior Noise Survey 1284 Pine Avenue - Carlsbad, CA ISE Project #19-005 May 30, 2019 Page 35 (SE ARCHITECTURAL ACOUSTICAL MODEL (AAM) 0.0 nt0I.10ItS1b.,. 800,,, 0os19nu60n: Flr2 Family Rn, Floor 6,00 III) 529 Coding Haight It): 10 0000, Vol/one 8'): 5290 Hoc,,, Abs8060 FMP: 0.75 Totul Roe,,, Abnorptloo )Soblno) 396.75 Noise Exposure Definition 801cc Source: 3,0W,, )NBS Sprctn.n,, 1979) 80)90 So//nd Level 01 Building Fucude (dBA CHEL) 65 Incident Angle Comes on: -3 Building Fo54dO Correct] n: 3 004ldy Colrodilon: I Assembly 6 Modeled Octave Band Spectral Parameters for STC Construction Classification 129 Ho 250 Ho 500 Ho 1000 Ho 2000 Ho 4000 Ho Stucco /0611 )NOS W-55-71) 27 42 44 46 49 54 2 Exterior 61-Fold MetollGluss 23 29 20 29 30 31 3 Stucco Well (600 W50-71( 27 42 44 46 49 54 4 lMndow- 3/32(3luss(NSSW.23.72) 19 It 21 23 27 30 5 Stucco Woll (OBS W.50-71) 27 42 44 46 49 54 6 Stucco Woll (lOBS W-50-71) 27 42 44 46 49 54 7 lMndOo. - 3/32/3)005(560 W-23-72) 19 18 21 23 27 30 8 IModow - 3132/3)0,0 (NBS W-23-72) (6 18 21 23 27 30 9 . 0 0 0 0 0 0 to . 5 0 0 0 0 0 0 0 0 0 0 0 12 - 0 0 0 0 0 0 13 0 0 0 0 0 0 14 - 0 0 0 0 0 0 IS - 0 0 0 0 0 0 16 - 0 0 0 0 0 0 (7 - 0 0 0 0 0 0 18 - 0 0 0 0 0 0 15 - 0 0 0 0 0 0 20 - 0 0 0 0 0 S Calculated yArchitectural ISound I!TS1YAssemblies Acoustical ContributIon Assembly C Construction STC RoBro 36 Oporoble Area 0°) (Closed) Open) 1 Stucco Well (OBS W50-7 1) 48 0 106.2 23.6 23.6 2 Ente,io, 01-Fold Met050luso 27 tOO 133.4 364 64.3 3 Stucco Well (NBS W-50-71) 46 0 83.3 22.5 22.5 4 154440w - 3/32 Glues (660 W-23-72) 24 50 20.0 34.1 44.8 5 Stucco Well (NBS W-50-71) 46 0 00.0 20.3 20.3 6 Stucco Wull (SBS W.50-71) 46 0 118.0 24.1 24.) 7 lMndnw-3132 Glass )t405W.23.72( 24 50 20.0 34.1 44,8 8 lMndow-3I32 Glass )600 W123-72) 24 50 12.0 31.9 42.6 S . - 0 00 0.0 0,0 iO . - 0 0.0 0.0 0,0 1 - - 0 0.0 0.0 0.0 12 - - 0 0.0 0.0 0.0 13 - - 0 0.0 0.0 00 14 - - 0 0,0 0.0 50 15 - 0 0.0 0.0 00 16 V 0 0.0 0.0 0.0 17 - - 0 0.0 0,0 0.0 18 - 0 00 0.0 00 IS . - 0 0,0 0.0 0.0 20 . . 0 all 0.0 0,0 CtuSod 01,011 Compliance Threshold )dBA CNEL): 45.0 Predicted Lose) (dB8 CNEL): 40.7 64.4 Complies wIth Standard; Yes in pg , © 2019 Investigative Science and Engineering, Inc. (..._..._J ' The leader in Scientific Consulting and Research... Exterior Acoustical Site Assessment I CCR Title 24 Interior Noise Survey 1284 Pine Avenue - Carlsbad, CA SE Project #19-005 May 30, 2019 Page 36 (SE ARCHITECTURAL ACOUSTICAL MODEL (MM) 0.0 :lygTeg.,- ellrn,.,, Roon, tioslgnetion: P1,2 BR3 Floor 6,00 t&l: 217 Coiling Height (It): 10 Ron,,, Volume In'): 2170 Boon, Abs,ption Ratio FMP: 0.75 Total Room A=-(Sabino) 062.75 0t7T71.1tt2t09,.r, Noise Source: Traffic (NBS Spectrum, 1970) Noise Sound Level at Building F050de )dBA CNEL) 65 Incident Angle Correction: -3 Building Façade Correct] n: 3 Quelity CorrectIon: I Assembly to Modeled rrOctave Band TISpectral 7lParameters Construction 125 liv 250 He 50060 1000 Ha 2000 Ha 4000 Ha Stucco Well (NBS 4650-71) 27 42 44 46 49 54 2 Wndow- 3132 Glass (685 W-23-72) to to 21 23 27 30 3 Stucco Well (NBS W-50-71) 27 42 44 48 49 54 4 89040w- 3/32 Glens INSS W-23-721 19 tO 21 23 27 30 5 - 0 0 0 0 0 0 6 - 0 0 0 0 0 0 7 . 0 0 0 0 0 0 o - 0 0 0 0 0 S o - 0 0 0 0 0 0 10 . 0 0 0 0 0 0 0 0 0 S 0 0 12 . S 0 S S 0 0 13 S 0 0 0 0 0 14 - S 0 5 S 0 5 tO 5 0 0 0 5 5 t6 - 5 0 0 S S S 17 . 5 5 5 5 5 5 to - 5 0 0 S 0 S IA . S 0 0 5 0 5 20 - 0 0 0 5 0 5 Calculated VArchitectural ISound TI!1ItThI072tStu7 Assemblies t Acoustical Contribution Assembly te Construction STC Rating ¼ Operable Area )ft') ICl000dI (Open) Stucco Well )NOS W-55-71) 48 5 134.0 28,5 28.5 2 Mvdow-3t32Gi ass (NBS W-23-72) 24 55 25.0 39.0 49.7 3 Stucco Well (FIBS W-50-71) 46 5 100.3 27.6 27.6 4 Vd050-c- 3i32 Glass (NBS W-23-72) 24 55 20.0 38,0 48.7 5 - - 5 0.5 5.5 0.0 6 . 5 0.0 0.0 0.5 7 . - 5 0.0 5.0 50 0 . - S 0.0 0,0 0,0 9 . 5 0.0 0,0 0.0 IS - 5 5,0 5.0 0.0 11 - - 0 0,0 0.0 0,0 12 - . 5 0.0 0.0 05 13 - - 0 0.0 0.5 0,0 14 - . 0 0.0 0.0 0.0 IS - . 0 0.0 0.0 0,0 16 . . 0 0.0 05 00 17 . - 5 0,0 5.0 0,0 IS - - 5 00 0,0 0.0 19 - - 5 0.0 0,0 0.0 20 - - 5 0.0 0.0 0.0 Closed pg95 Compliance Threshold (ciBA CNEL): 49.0 Predicted Level 1dBA CNEL): 41.9 93.3 Ccnnplleu wIth Standard: You Li © 2019 Investigative Science and Engineering, Inc. The leader in Scientific Consulting and Research - w Exterior Acoustical Site Assessment / CCR Title 24 Interior Noise Survey 1284 Pine Avenue - Carlsbad, CA SE Project #19-005 May 30, 2019 Page 37 ISE ARCHITECTURAL ACOUSTICAL MODEL (MM) 0.0 Room lIe!012Definition Room 0oClgnation FIr2 BR2 Floor Area (ft): 206 Ceiling Height (ft) 10 Peon, Volun,o lft'h 2060 Room Abeonption RoRe FMP 0.75 Total Rag,,, hbgOnphen (006mb) 154.5 Noise Exposure Definition NeigH Source 7,0150 (PBS Spgctn,im, Igog) P0100 Oozed Level at Building FaGede IdBA CNEL( 65 InCident Anglo Corrnotlorr -3 Building Façade ConrHvUon 3 000169 Correction, Anounrbly 0 Modeled Construction 125 Ha 250 Hz 500 He 5000 Hz 2000 Hz 4000 He Slacco Wall (NBS W.50.71) 27 42 44 46 49 54 2 W,rdow- 3132 Glen, (NBSW.23.72) 19 16 21 23 27 30 3 . S 0 0 0 0 0 4 . S 0 0 S S 0 5 . 5 0 0 0 5 0 6 . 5 0 0 0 5 0 7 . 0 0 0 0 0 0 0 . 0 5 0 0 0 0 9 . 0 C 0 0 0 0 10 . 0 0 0 0 0 0 10 - 0 C 0 0 0 0 12 . 0 0 0 0 0 0 13 - 0 0 0 0 0 0 14 - 0 0 0 5 S 0 15 - 0 0 0 5 0 06 . 0 5 0 5 0 17 . 0 5 5 5 0 06 . 0 0 5 5 5 0 09 - 0 0 5 0 0 0 20 - 50 0 5 0 0 Calculated lArchitectural hISound I!1fl7?i0T0TT0iTAssemblies Acoustical Contribution Assembly H Construction STC Rating % Operable Area lft°l ICl000dI (Open) 0lzcco Wall (OHS 50-50-7)) 46 0 1204 28.2 26.2 2 Wi ndow - 3/32 Glut, (560 W-23-72) 24 50 400 41.2 51.6 3 - - 0 50 0.0 0.0 4 . . 0 00 0.0 0.0 5 . - 0 50 0.0 0.0 6 . . 0 00 0.0 0.0 7 . - 0 00 0.0 0.0 8 . - 0 0.0 0.0 0.0 9 . . 0 0.0 0.0 0.0 to - - 0 0.0 0.0 0,0 ii 0 00 00 0.0 12 - - 0 00 0.0 0.0 13 - - 0 0.0 0.0 0.0 14 - - 0 0.0 0.0 0.0 15 . - 0 0.0 0,0 00 16 . . 0 0.0 0.0 0.0 17 . 0 00 00 0.0 10 0 00 0.0 0.0 IS . - 0 0.0 0.0 0.0 20 . . 0 0,0 0.0 00 Closed Open Compliance Thieghold (dBA CNEL): 45.0 Predicted Level (dBA CNELh 41.5 50.0 Complies wIth Standard: 000 © 2019 Investigative Science and Engineering, Inc. 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Exterior Acoustical Site Assessment / OCR Title 24 Interior Noise Survey 1284 Pine Avenue - Carlsbad, CA ISE Project #19-005 May 30, 2019 Page 38 ISE ARCHITECTURAL ACOUSTICAL MODEL (AAM) v3.0 Room T21TI .155mm,.,, Roe,,, Designation: FIR Main BRI Floor time 19th: 235 Coiling Height (It): 50 600,0 V olume (ft' ): 2350 Room Abto,ptivn R0fio FMP: 0.75 10101 goon, Abeomption (Sobint) 176.25 Noise Exposure Definition NoiSe Soorco: Traffic (NtiS Spectrum, 1970) 60100 Soond Level of Building Facode )dBA CNEL) 65 Incident Angle Correction: -3 Boilding Foode Correction: 3 Qoolity CorrectIon: I Aneonrbly# Modeled IOctave IBand ISpectral 1IParameters I Construction 125 Ho 250 Ho 50060 1000 Ho 200060 4000 Ito I Stocco Wall (SOS W-50-71) 27 42 44 46 45 54 2 Window 3/32 Glass (NBS W-2372) 19 IS 21 23 27 30 3 - 0 0 0 0 0 0 4 0 0 5 0 0 0 5 0 0 0 0 0 0 6 0 0 0 0 5 0 7 5 0 0 0 5 0 8 0 0 0 5 0 0 9 - 5 0 0 0 0 0 10 . 0 C 0 5 0 0 11 . 0 a 0 0 0 0 12 0 C 0 0 0 0 13 . 0 a 0 0 0 0 14 - 0 0 0 0 0 0 15 - 0 0 0 0 0 0 IS . 0 0 0 0 0 0 17 - 0 0 0 0 0 0 It - 0 0 0 0 0 0 19 . 0 0 0 0 0 0 20 - 0 0 0 0 0 0 Calculated Architectural Sound Leakaae Thrauah Assemblies I Acoustical Contribution Assembly 6 Construction 570 Rating 'a Operable Area (ft') [Closed) (Open) 1 0tocooWall(990 W-50.71) 46 0 1367 25.2 29.2 2 W:vdow.3132 Gloss (NOS W-23.72) 24 50 200 40.7 51.4 3 - - 0 0.0 0.0 0,0 4 - - 0 0.0 0.0 0.0 5 - 0 0.0 00 0.0 6 . 0 00 00 00 7 - 0 00 0.0 00 6 - - 0 0.0 0.0 00 9 . - 0 00 0.0 0,0 to . - 0 00 0.0 0.0 11 - - 0 0.0 0,0 00 12 - - 0 0,0 0,0 00 13 - - 0 0,0 00 00 04 - - 0 0,0 0.0 00 55 - - 0 0,0 0.0 0,0 06 - - 0 0,0 0.0 00 17 - - 0 0,0 0.0 00 It - - 0 0,0 0.0 00 19 - - 0 00 0,0 0.0 - - 0 0,0 0,0 0,0 Closed Cots Compliance Threshold )dBA CNOL): 45.0 Predicted Level (deA CNEL): 40.9 51.4 Complies with Standard: Yes © 2019 Investigative Science and Engineering, Inc. 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OCR Title 24 Interior Noise Survey 1284 Pine Avenue - Carlsbad, CA SE Project #19-005 May 30, 2019 Page 39 ISE ARCHITECTURAL ACOUSTICAL MODEL (AAM) 0.0 Room Geometries Definition KOOM Designation: r2 MBR Fin,,, Area itt') 246 Ceiling Height (it) 10 R000, VolumeItt'): 2460 Room Absorption Ratio FMP: 0.75 Total R000, Abvotptinn (Sabine) 084.5 Noise NoiOe Source: Traffic (NBS Spoc84.on, 1978) Noise Sound Level at Botding Façade (d0A CNEL) 65 Incident Angle Corneotlon: -3 Building Façade Corneo6on: 3 Quality Correction: Ao0nn,biy 0 Modeled Octave Band Spectral Parameters for .1IClassification Construction 125 6, 250 Ho 5006, 1000 H 20004, 40004, Stucco Wall (NBS W-00-71) 27 42 44 46 40 54 2 0,00dou.3132 Slav, (SOS W-23.72) IS IS 21 23 27 35 3 Stucco 76,8605 W.55-71) 27 42 44 46 49 54 4 - 0 0 0 0 0 5 S . 0 0 0 0 0 0 6 . 0 0 0 0 0 0 7 . 5 5 0 5 5 0 8 . 0 0 0 0 0 0 9 . 5 0 0 0 0 0 10 . 0 0 0 0 0 0 11 . 5 0 0 0 0 0 12 . 5 5 5 5 5 5 13 . 5 5 5 5 0 5 14 5 5 5 5 0 5 15 - 5 0 0 0 0 0 16 . 5 C 0 0 0 0 17 5 C 0 0 0 0 10 . 0 0 0 0 0 0 19 . 0 C 0 0 0 0 20 - 0 0 0 0 0 0 Calculated VArchitectural hISound hIffiThli151iVAssemblies Acoustical Contribution Assembly B Construction SIC Rating 16 Operable Are, (0) Closed) ( Open ) Stucco Wail (NOS W-50-71( 46 0 90.0 26,6 26.6 2 window- 3132 510,0 (NOS W.23-72) 24 50 550 41.4 52.1 3 Stucco Wall (NOS W-5041( 46 5 80.0 25.7 25,7 4 - - 0 00 0.0 0.0 5 . . 0 0,0 0,0 05 6 . . 0 05 On 55 7 - 0 05 0.0 00 8 - - 0 05 0.0 0.0 9 - - 0 05 0.0 55 10 . - 0 0,0 0.0 55 11 - - 0 00 00 0.0 12 - - 0 0,0 0,0 0.0 13 - - 0 0,0 0.0 00 14 - - 0 0,0 0.0 00 15 - - 0 0.0 0.0 00 16 - . C 50 0.0 55 I? - . 0 0.0 0.0 55 to - - 0 0,0 0.0 0.0 1 - - 0 0.0 0.0 00 20 . . 0 0,0 00 0,0 Ctunnd Dean Compliance Threshold (dBA CNEL(: 45.0 Predicted Level (dBA CNEL): 41.7 52.2 Co,nplio, with Standard: You © 2019 Investigative Science and Engineering, Inc. The leader in Scientific consulting and Research... 11 I S FwA Exterior Acoustical Site Assessment! CCR Title 24 Interior Noise Survey 1284 Pine Avenue - Carlsbad, CA ISE Project #19-005 May 30, 2019 Page 40 ISE ARCHITECTURAL ACOUSTICAL MODEL (AAM) 0.0 Ie70.Ti1it17T .T3lrn1mu Roe,,, Deslgnztlon/ FIr2 BR4 Floor Area Iftl 106 Ceiling Height (ft): 10 aeon, Volume(&h 1860 RoomAbse,ption Ratio FMP: 0.75 Total Room Absorption )06b1n6) 139.5 0T7i.r48rnoo., Noise Source: Traffic )NBS Spectrum, 1978) Noise Sound Level at Building F050de (dBA CNEL) 65 Incident Angle Correction: -3 Building Fagzdo C000c0ov 3 Quelily Cornn000n/ I Assembly 6 Modeled Octave Band 1IParameters Construction 125 Hz 250 Hz 900 Ha 1050 flu 2000 He 4000 Hz Stucco Well (685 W-50-71) 27 42 44 46 49 54 2 WindOw - 3/32 Gloss (SOS W.2342) /9 It 21 23 27 30 3 SIOCcO Well (NOS W-50-7 1) 27 42 44 46 49 54 4 Window- 3i32 Glass (NBSW-22-72) 19 It 21 23 27 30 5 . 0 0 0 0 0 0 6 . 0 0 0 0 0 0 7 - 0 0 0 0 0 0 8 . 0 0 0 0 0 0 8 - 0 0 0 0 0 0 10 - 0 0 0 0 0 0 - 11 - 0 0 0 0 0 0 12 . 0 0 0 0 0 0 13 - 0 0 0 0 0 0 /4 - 0 0 0 0 0 0 15 - 0 0 0 0 0 0 /6 - 0 0 0 0 0 0 17 - 0 0 0 5 0 0 18 - 0 0 0 0 0 0 19 - 0 0 0 0 0 0 20 . 0 0 0 0 0 0 Calculated yArchitectural ISound 1I!rpIrpTI?l7OTpteTAssemblies Acoustical Contribution Assembly B Construction SIC Rating % Operable Area (ft6) (C/used) (Open) / Sle000 Well (SOS W50-71) 46 0 38.7 23.8 23.8 2 WIndow - 3/32 Gloss (SOS W-23-72) 24 50 80 34.7 45.4 3 Stucco Well (SOS W-50-71) 46 0 83.4 27.1 27.1 4 lA8ndow-3132 Gloss (SOS W-23-72) 24 50 42.0 41,9 52.0 5 - 0 0,0 0.0 0.0 6 . . 0 00 00 00 7 - 0 0.0 0.0 00 8 - - 0 0.0 0.0 0.0 9 . - 0 0.0 0.0 0.0 10 - - 0 0.0 0.0 0.0 11 - - 0 0.0 0.0 50 12 - - 0 0.0 00 00 13 - - 0 0.0 0.0 0.0 14 - - 0 0.0 0.0 0.0 15 - . 0 0.0 0.0 0.0 16 - . 0 0.0 0.0 0.0 17 - . 0 0.0 8.0 0.0 18 - - 0 00 00 0.0 19 - - 0 0.0 0.0 0.0 20 - . 0 0.0 00 0,0 Close d Qpug Ceropll0000 Threshold ABA CNELj 45.0 Predicted Level ABA CNEL)/ 40.8 93.4 Complies with Standard; Yes (1 2019 Investigative Science and Engineering, Inc. The leader in Scientific Consulting and Research... 4 S a - Exterior Acoustical Site Assessment / CCR Title 24 Interior Noise Survey 1284 Pine Avenue - Carlsbad, CA ISE Project #19-005 May 30, 2019 Page 41 ISE ARCHITECTURAL ACOUSTICAL MODEL (MM) 0.0 Room Geometries rillltlle. Flr2 Study Roe,,, .'g. on: Ft0o, Areo l&l: 192.6 Ceiling Height (II): 10 Room Volume (6'): 1926 R000r Absorption Ratio FM?: 0.75 10501 Roen, Absorptioe (Sebino) 144.45 Noise Exposure . Noise Source: Truffle (NBS Spectrum, 1978) Noise Sound Level at Building Facade (dNA CNEL) 65 Incident Anglo CorrectIon: -3 Building Façade CorrectIon: 3 00411ty Connoodon: Assembly B Modeled IOctave Band ISpectral 1IParameters g Construction 125 He 250 He 500 He 1000 He 2000 He 4000 He Stucco Well (OHS W-50-71) 27 42 44 46 49 54 2 edndow -3132 Glens (OHS W-23-72( 19 10 21 23 27 30 3 StuccO Well (tuBS W-00-71( 27 42 44 45 49 54 4 Sliding Glass 000, -3116 Glass (Monsanto) 23 25 29 29 30 31 5 - 0 0 0 0 0 0 6 . 0 0 0 0 0 0 7 . 0 0 0 0 0 0 8 . 0 0 0 0 0 0 9 - S 0 0 0 0 0 IT - 0 0 0 0 5 0 11 - 0 0 0 0 0 0 12 - 0 0 0 0 0 0 13 - 0 0 0 0 0 0 14 - 0 0 0 0 5 0 15 - 0 0 0 0 0 0 16 - 0 0 0 0 0 0 17 - 0 0 0 0 5 0 18 - 0 0 0 5 5 0 19 - S 0 5 0 0 0 20 - 0 0 0 5 0 0 Calculated VArchitectural 1ISound l!T0lit7llTShiTAssemblies Ac0050c,,l Contribution Assembly B Construction SIC Rating 14 Operable Area (90) (Closed) (000n) Stucco Well (NBS P1-50-71) 46 0 95.1 27.5 27.5 2 MndOw -3132 Glass (NBS P1-23.72) 24 50 12.0 36.3 47.0 3 Stucco Wall (NBSW-50-71( 46 0 47.0 24.5 24.5 4 Sliding Glass Don, - 3)16 Glass (Monsanto) 27 50 48.0 38.3 50.1 5 - - 0 0.0 0.0 0.0 6 . . 0 0.0 0.0 00 7 - - 0 0.0 0.0 00 8 - - 0 0.0 0.0 0.0 9 - - 0 0,0 0.0 0.0 10 - - 0 0.0 0.0 0.0 11 - - 0 0,0 0.0 0.0 12 - - 0 0,0 0.0 0.0 13 - - 0 0,0 0.0 0.0 14 - - 0 0.0 0.0 00 IS - - 0 0.0 0.0 00 16 - . 0 0.0 0.0 00 I? - - 0 0.0 0,0 00 19 - - 0 00 00 SO IS - - 0 0.0 0.0 0.0 20 - - 0 0.0 00 0,0 05064 GO8S Compliance Threshold (dBA CNEL): 48.0 - Predicted Level (dBA CNEL): 39.7 51,9 Cornp)Ioo with Standard; Tee © 2019 Investigative Science and Engineering, Inc. The leader in Scientific Consulting and Research... old Exterior Acoustical Site Assessment! CCR Title 24 Interior Noise Survey 1284 Pine Avenue - Carlsbad, CA 1SF Project #19-005 May 30, 2019 Page 42 14 AVAILABLE ONLINE CONTENT The following high-resolution graphical content from this report is available online at the website links shown below. Use of this material is subject to ISE's electronic file distribution policy available at: http://www. ise. us/index.php/filepolicy. CONTENT DOWNLOAD LINK Project Study Area Vicinity Map http://www.ise.us/projects/19005/1.jpg Project Study Area Parcel Map http://www.ise.us/pro/ects/19005/2./pg Isometric Aerial Image Showing Development Area http://www. ise. us/projects/i 9005/3.jpg Simplified Site Plan Rendering http://www.ise. us/projects/i 9005/4./pg Project Area Trip Generation Map http://www.ise. us/p roject s/19005/5.jpg Modeled TN M Noise Receptor Locations http://www. ise. us/projects/i 9005/6.jpg Ambient Noise Monitoring Location ML 1 Location http://www.ise. us/projects/i 9005/7.jpg Site Monitoring Photograph - Panel 1 http://www.ise. us/protects/i 9005/8./pg Site Monitoring Photograph - Panel 2 http://www.ise. us/projects/i 9005/9./pg I1 © 2019 Investigative Science and Engineering, Inc. The leader in Scientific consulting and Research... Exterior Acoustical Site Assessment / CCR Title 24 Interior Noise Survey 1284 Pine Avenue - Carlsbad, CA 1SF Project #19-005 May 30, 2019 Page 43 II INDEX OF IMPORTANT TERMS AAM,14,19 Hz,8 Architectural Acoustical Model, 14, 19 ASTM,12 ISE, 1, 2, 9, 11, 14, 15, 19, 20 A-weighted, 6 L10, 14, 15 Caltrans ITS, 12 1-90, 14, 15 CCR, 18 Leq, 6, 7, 14, 15 CCR Title 24,18 Leq(h), 7 CNEL, 7, 12, 18, 20 Leq h, 7 dB, 1,6,8 Noise, 7, 10, 12, 14, 15, 18 dBA, 6, 7, 8, 14, 15, 18 decibel, 1, 6, 7 Quest Sound Pro, 9 E413-87, 12 Sabins, 14 SR-125,12 FHWAICAITL-87/03, 12 SIC, 8, 18, 19 FHWA-PD-96-010, 12 TNM 2.5, 12 Hertz, 14 Il © 2019 Investigative Science and Engineering, Inc. The leader in Scientific Consulting and Research.. R values section 2 -.2 Bayer MaterialSoen o , SECTION 07 21 19 FOAM-IN PLACE INSULATION Display hidden notes to specifier by using "Tools"/"Options"/"View"/"Hidden Text". PART 1 GENERAL RECEIVED 1.1 SECTION INCLUDES JUN 2j 2019 CITY OF CA RLSBAD A. Spray Polyurethane Foam Insulation. BUILDING Di VISION 1.2 RELATED SECTIONS Section 04 20 00 - Unit Masonry assemblies: Cavity wall assemblies. Section 06 10 00 - Rough Carpentry: Wood framing. Section 07 21 16 - Fiberglass Building Insulation: Supplemental blanket, batt and roll insulation. Section 07 26 00 - Vapor Retarders: Vapor retarder materials. Section 07 27 00 - Air Barriers: Air seal materials to adjacent insulation. Section 07 62 00 - Sheet Metal Flashing and Trim: Requirements for flashings. Section 07 92 00 - Joint Sealants: Rod and sealant at control and expansion joints. Section 07 80 00 - Fire and Smoke Protection: Insulation installed in conjunction with firestopping or smoke containment systems. Section 09 20 00 - Plaster and Gypsum Board: Wall and ceiling finish and thermal barrier. 1.3 REFERENCES ASTM C 518 - Standard Test Method for Steady-State Thermal Transmission Properties by Means of the Heat Flow Meter Apparatus. ASTM E 84 - Standard Test Method for Surface Burning Characteristics of Building Materials. ASTM E 96 - Standard Test Methods for Water Vapor Transmission of Materials. 0721 19-1 ASTM E 283 - Standard Test Method for Determining Rate of Air Leakage Through Exterior Windows, Curtain Walls, and Doors Under Specified Pressure Differences Across the Specimen. ASTM 0 1621 - Standard Test Method for Compressive Properties Of Rigid Cellular Plastics. ASTM D 1622- Standard Test Method for Apparent Density of Rigid Cellular Plastics. ASTM G 21 - Standard Practice for Determining Resistance of Synthetic Polymeric Materials to Fungi. NFPA 286 - Standard Methods of Fire Tests for Evaluating Room Fire Growth Contribution of Wall and Ceiling Interior Finish. UL 1715 - Fire Test of Interior Finish Material. ANSI/AF&PANDS - National Design Specification for Wood Construction ESR-1655 - ICC Evaluation Service, ICC-ES Evaluation Report, Bayseal OC Spray Applied Polyurethane Insulation. ESR-2072 - ICC Evaluation Service, ICC-ES Evaluation Report, Bayseal CC and Bayseal CC POLAR Spray Applied Polyurethane Foam Insulations. 1.4 PERFORMANCE REQUIREMENTS Conform to applicable code for flame and smoke, concealment, and over coat requirements. Bayseal OC Spray Applied Polyurethane Insulation is approved for use as a nonstructural thermal insulating material in Type I and V construction under IBC and dwellings under IRC when installed in accordance with ICC ES Report ESR-1655. Insulation is for use in wall cavities, floor assemblies, ceiling assemblies or attics and crawl spaces when installed in accordance with Section 4. Insulation may be used in wall assemblies in fire-resistive rated-construction as described in Sections 3.6 and 4.4. Bayseal CC and Bayseal CC Polar Spray Applied Polyurethane Insulation is apprroved for use as a thermal insulating material in Type V-B construction under IBC and dwellings under IRC when installed in accordance with ICC ES Report ESR-2072. Insulation is for use in wall cavities, floor assemblies, ceiling assemblies or attics and crawl spaces when installed in accordance with Section 4. 1.5 SUBMITTALS A. Submit under provisions of Section 01 33 00 Submittal Procedures. B. Product Data: Manufacturer's data sheets on each product to be used, including: Preparation instructions and recommendations. Storage and handling requirements and recommendations. Installation methods. C. LEED Submittals: Provide documentation of how the requirements of Credit will be met: 0721 19-2 List of proposed materials with recycled content. Indicate post-consumer recycled content and pre-consumer recycled content for each product having recycled content. Product data and certification letter indicating percentages by weight of post- consumer and pre-consumer recycled content for products having recycled content. Verification Samples: For each finish product specified, two samples, minimum size 6 inches (150 mm) square, representing actual product. Manufacturer's Certificates: Certify products meet or exceed specified requirements. 1.6 QUALITY ASSURANCE Manufacturer Qualifications: Company specializing in manufacturing urethane foam products and systems of this section with minimum ten years documented experience. Installer Qualifications: A current Bayer MaterialScience Qualified Applicator specializing in performing Work of this section with minimum three years documented experience. Mock-Up: Provide a mock-up for evaluation of surface preparation techniques and application workmanship. Finish areas designated by Architect. Do not proceed with remaining work until workmanship, color, and sheen are approved by Architect. Refinish mock-up area as required to produce acceptable work. 1.7 DELIVERY, STORAGE, AND HANDLING Store products in manufacturer's unopened packaging, clearly marked with the manufacturer's name, brand name, product identification, type of material, safety information, manufacture date, and lot numbers until ready for installation. Store spray foam materials between 65 degrees F (18 degrees C) and 85 degrees F (29 degrees C) with careful handling to prevent damage to products. Protect all materials from freezing and other damage during transit, handling, storage, and installation. Store and dispose of solvent-based materials, and materials used with solvent- based materials, in accordance with requirements of local authorities having jurisdiction. 1.8 PRE-INSTALLATION MEETINGS Convene pre-installation meeting prior to commencing work of this section. Attendance: Architect, Contractor, manufacturer's representative and spray insulation applicator. Agenda: Review installation sequence and scheduling. 1.9 PROJECT CONDITIONS 072119-3 Maintain environmental conditions (temperature, humidity, and ventilation) within limits recommended by manufacturer for optimum results. Do not install products under environmental conditions outside manufacturer's absolute limits. Do not apply the polyurethane foam when substrate or ambient air temperatures are below 40 degrees F (4.4 degrees C) or above 120 degrees F (49 degrees C) and relative humidity is greater than 85 percent unless advance means and methods are recommended by the manufacturer. Do not apply the polyurethane foam when substrate or ambient air temperatures are below 30 degrees F (minus 1.1 degrees C) or above 80 degrees F (27 degrees C) and relative humidity is less than 85 percent unless advance meansand methods are recommended by the manufacturer. Do not apply polyurethane foam when wind velocity exceeds 15 miles per hour unless advance means and methods are recommended by the manufacturer. Use precautions to prevent damage to adjacent areas from fugitive overspray. PART 2 PRODUCTS 2.1 MANUFACTURERS Acceptable Manufacturer: Bayer MaterialScience LLC, 2400 Spring Stuebner Rd., Spring, TX 77389. ASD. Phone Toll Free: (800) 221-3626. Phone: (281) 350-9000. Fax: (281) 288-6450. Web Site: www.spf.bayermaterialscience.com. E-mail: info@spf.bayermaterialscience.com. Substitutions: Not permitted. Requests for substitutions will be considered in accordance with provisions of Section 01 25 00. 2.2 POLYURETHANE FOAM A. Closed Cell Spray Foam Insulation: Bayseal CC two-component, closed cell polyurethane foam with a nominal density of 1.9 pcf, as manufactured by Bayer MaterialScience. Bayseal CC foam shall have the following minimum physical properties when cured: 1. Core Density: 1.9-2.2 lbs/ft3 when tested in accordance with ASTM D 1622. 2. Compressive Strength: 25 psi when tested in accordance with ASTM D 1621. 3. R-Value (aged): When tested in accordance with ASTM C 518:, a. )6.9 at 1 inch. 24 at 3.5 inches. :38 at 5.5 inches.' 54 at 7.9 inches. 4. Closed Cell Content: Greater than 90 percent when tested in accordance with ASTM D 2856. 5. Surface Burning Characteristics: Less than 25 when tested in accordance with ASTM E 84 and SDI less than 450 when tested in ASTM E 84. 6. Tensile Strength: 60 psi when tested in accordance with ASTM D 1623. 7. Moisture Vapor Transmission (permeance) when tested in accordance with ASTM E 96. 0.80 Perms at 1 inch. 0.23 Perms at 3.5 inches. C. 0.16 Perms at 5 inches. 0721 19-4 d. 0.10 Perms at 7.9 inches. Dimensional Stability: (7 days at 158 degrees F, 95 percent RH) less than 10 percent change in volume when tested in accordance with ASTM D 2126. Air Leakage Rate: Less than 0.02 (L/s)/m2 when tested in accordance with ASTM E 283 and ASTM E 2178. Fungi Resistance: Zero Rating when tested in accordance with ASTM G 21. B. Open Cell Spray Foam Insulation: Bayseal OC two-component, polyurethane cellular foam with a nominal density of 0.5 pcf, as manufactured by Bayer MaterlalScience. Bayseal OC foam shall have the following minimum physical properties when cured: 1. Appararent Density: 0.5 pcf when tested in accordance with ASTM D 1622. 2. R-Value (aged) when tested in accordance with ASTM C 518: 3.9 at 1 inch. 13 at 3.5 inches. C. 19 at 5.5 inches. 3. Oxygen Index: 25 when tested in accordance with ASTM D 2863. 4. Compressive Strength: 0.5 psi when tested in accordance with ASTM D 1621. 5. Fungus Resistance: Zero Rating when tested in accordance with ASTM G 21. 6. Air Leakage: 0.00 plus or minus .01 (L/s)/m2 when tested in accordance with ASTM E 283. 7. Sound Transmission Coefficient: 51 (STC) when tested in accordance with ASTM E 90. 8. Noise Reduction Coefficient: 0.7 (NRC) when tested in accordance with ASTM C 423. 9. Open Cell Content: Greater than 92 percent when tested in accordance with ASTM D 2846. 10. Tensile Strength: 3.2 psi when tested in accordance with ASTM D 1623. 11. Shear Strength: 1.4 psi when tested in accordance with ASTM C 273. 12. Permeability: 20.587 perm-inch when tested in accordance with ASTM E 96. 13. Surface Burning Characteristics: Flame Spread/Smoke Developed: At maximum 4 inch (102 mm) thickness, flame spread index of less than 25 and a smoke developed index of less than 450 when tested in accordance with ASTM E 84. Corner Test: Thickness up to 12 inches (305 mm) for wall cavities and 16 inches for ceiling cavities meets NFPA 286 when covered with 1/2 inch (13 mm) gypsum board or equivalent thermal barrier. C. Closed Cell Spray Foam Insulation: Bayseal CC Polar two-component, closed cell polyurethane foam with a nominal density of 1.9 to 2.2 pcf, as manufactured by Bayer MaterialScience. Bayseal CC foam is designed for cold weather applications and shall have the following minimum physical properties when cured: 1. Core Density: 1.9 to 2.2 Ibs/ft3 when tested in accordance with ASTM D 1622. 2. Compressive Strength: 25 psi when tested in accordance with ASTM D 1621. 3. R-Value (aged): When tested in accordance with ASTM C 518: 6.9 at 1 inch. 24 at 3.5 inches. C. 38 at 5.5 inches. d. 54 at 7.9 inches. 4. Closed Cell Content: Greater than 90 percent when tested in accordance with ASTM D 2856. 5. Surface Burning Characteristics: Less than 25 when tested in accordance with ASTM E 84 and SDI less than 450 when tested in ASTM E 84. 6. Tensile Strength: 60 psi when tested in accordance with ASTM D 1623. 7. Moisture Vapor Transmission (permeance) when tested in accordance with ASTM E 96. 072119-5 0.80 Perms at 1 inch. 0.23 Perms at 3.5 inches. C. 0.16 Perms at 5 inches. d. 0.10 Perms at 7.9 inches. Dimensional Stability: (7 days at 158 degrees F, 95 percent RH) less than 10 percent change in volume when tested in accordance with ASTM D 2126. Air Leakage Rate: Less than 0.02 (LIs)Im2 when tested in accordance with ASTM E 283 and ASTM E 2178. Fungi Resistance: Zero Rating when tested in accordance with ASTM G 21. 2.3 PRIMER COATING A. Bayblock Prime RI: A water based epoxy primer to achieve superior adhesion and penetration on concrete, masonry, metal, wood, etc. as supplied by Bayer MaterialScience, or approved equal. 2.4 ACCESSORIES Bayseal IC intumescent coating for spray foam insulation in attic and crawlspace applications, manufactured by Bayer MaterialScience. Flameseal TB or DC-315 intumescent coating for spray foam insulation in attic and crawispace applications for 15 minute barrier alternative for use with Bayseal CC and Bayseal CC Polar, manufactured by Bayer MaterialScience. Vapor retarder is specified in Section 07 26 00. Gypsum board assemblies providing a 15 minute fire separation thermal barrier rating are specified in Section 09 20 00. Gypsum board assemblies providing a 1 hour fire resistant rating are specified in Section 09 20 00. PART 3 EXECUTION 3.1 EXAMINATION Do not begin installation until substrates have been properly prepared. Verify that all surfaces to receive polyurethane foam insulation are clean, dry and free of dust, dirt, debris, oil, solvents and all materials that may adversely affect the adhesion of the polyurethane foam. If substrate preparation is the responsibility of another installer, notify Architect of unsatisfactory preparation before proceeding. 3.2 PREPARATION Clean surfaces thoroughly prior to installation. Mask and protect adjacent surfaces from over spray. Prepare surfaces using the methods recommended by the spray foam manufacturer for achieving the best result for the substrate under the project conditions. Wood: 0721 19-6 Plywood shall contain no more than 18 percent water, as measured in accordance with ASTM D 4449 and ASTM D 4444. Most untreated and unpainted wood surfaces need not be primed. The spray polyurethane foam can be applied directly to the dry wood. Priming may be required under certain conditions as recommended by the manufacturer. E. Steel: Primed: Clean primed metal surfaces free of loose scale, rust, weathered or chalking paint. Remove grease, oil, or other contaminants with proper cleaning solutions. Previously Painted: Clean painted metal surface using hand or power tools to remove loose scale and dirt. Remove grease, oil, and other surface contaminants using a power wash technique or proper cleaning solutions. Galvanized: Clean galvanized steel as recommended by manufacturer. Steel should be primed with Bayblock Prime RI at the rate of 1 gallon per 300 square feet. Unpainted Steel: Clean as recommended by manufacturer to prepare the steel surface for the primer. Prime with Bayblock Prime RI at the rate of 1 gallon per 300 square feet. F. Concrete and Masonry: Must be cured and loose dirt and any other contaminants, including asphaltic materials removed. If primer is required, prime with Bayblock Prime RI, at the rate of one gallon per 300 square feet. G. Sheathing Board: Most sheathing boards need not be primed prior to the application of sprayed-in-place polyurethane foam. 3.3 PRIMER APPLICATION Prepare surfaces and apply primer in accordance with manufacturer's instructions. Apply primer to the properly prepared substrates in accordance with the manufacturer's instructions to achieve a minimum thickness of dry film thickness. Allow primer to cure 24 hours prior to application of spray polyurethane foam or other products. 3.4 INSTALLATION Install in spray foam in accordance with manufacturer's instructions. Spray polyurethane foam components (A) and (B) shall be processed in accordance with instructions found on the manufacturers product datasheet. Schedule application to anticipate climatic conditions prior to application to ensure highest quality foam and to maximize yield. All substrates to be sprayed must be dry at the time of application. Moisture in the form of rain, fog, frost, dew, or high humidity greater than 85 percent R.H is not permitted unless Contractor reviews means and methods of spraying with manufacturer's representative prior to installation. Use screens, masking and other precautions to prevent damage to adjacent areas from fugitive overspray. Where spray foam system is installed within attics or crawl spaces where entry is made only for service of utilities, an ignition barrier must be installed in accordance with IBC Section 2603.4.1.6 and IRC Section R314.5.4, as applicable. The ignition barrier must be installed in a manner so that the foam plastic insulation is not exposed. Bayseal spray foam insulation, as described in these sections, may be installed in unvented attics in accordance with IRC Section R806.4. 0721 19-7 E. Application in attics and crawlspaces with Intumescent Coating: Bayseal foam insulation may be installed in unvented conditioned attics in accordance with lRC Section R806.4. In attics, spray foam insulation may be spray-applied to the underside of roof sheathing and roof rafters. In crawlspaces, spray foam insulation may be spray-applied to the underside of floors as described in this section. Thickness of Bayseal OC open-cell foam applied to the underside of the top space must not exceed 10 inches (254 mm). Thickness of Bayseal CC and Bay Seal CC Polar closed-cell foam must not exceed 7 inches (178 mm). Thickness of Bayseal OC open-cell foam applied to vertical surfaces must not exceed 12 inches (300 mm) and the thickness of Bayseal CC and Bay Seal CC Polar closed-cell foam must not exceed 8 inches (203 mm). Bayseal SPF must be coated uniformly coated with Bayseal IC at a coverage rate of 0.6 gallons per 100 square feet in accordance with manufacturer's instructions. Surfaces to be coated must be dry, clean, and free of dirt, loose debris, and any other substances that could interfere with the adhesion of the coating. Coating must be applied when ambient and substrate temperatures are above 50 degrees F (10 degrees C) and requires a 24-hour curing time after application. F. Application in attics and crawlspaces with Minimum 1,2 inch (12.7 mm) Gypsum Board. In attics, spray foam insulation may be spray-applied to the underside of roof sheathing and roof rafters. In crawlspaces, spray foam insulation may be spray-applied to the underside of floors as described in this section. Thickness of Bayseal OC open-cell foam applied to horizontal surfaces must not exceed 16 inches (406 mm) and the thickness of Bayseal CC and Bay Seal CC Polar closed-cell foam must not exceed 8 inches (203 mm). When applied to vertical surfaces, the thickness of Bayseal OC open-cell foam must not exceed 12 inches (305 mm) and the thickness of Bayseal CC and Bayseal CC Polar closed-cell foam must not exceed 8 inches (203 mm). G. Application on Attic Floors: Bayseal OC, Bayseal CC, and Bayseal CC Polar must be separated from the area beneath the attic by an approved 15 minute rated coating. Bayseal OC maximum height is 12 (305 mm) inches. Bayseal CC and Bayseal CC Polar maximum height 16 inches (406 mm). Bayseal OC, Bayseal CC, and Bayseal CC Polar must be coated with 0.6 gallons per square foot of Bayseal IC. Bayseal OC insulation may be installed to a maximum thickness of 12 inches (254 mm) between joists in attic floors. Bayseal OC insulation must be separated from the area beneath the attic by an approved thermal barrier. The ignition barrier in accordance with IBC Section 2603.4.1.6 and IRC Section R314.5.3 may be omitted when installed in accordance with this Section. Bayseal CC and Bayseal CC Polar have to be coated with .6 gallons per 100 square foot. May be installed to a maximum thickness of 8 inches (254 mm) between joists in attic floors. H. One-hour Fire-Resistance Rated Wall Assemblies (Limited Load Bearing): 1. Interior Face: One layer of 5/8-inch-thick (15.9 mm) Type X gypsum wallboard must be applied parallel to the interior face of 2-by-6 wood studs space a 072119-8 maximum of 16 inches (406 mm) on center and fastened with Type S, 1-5/8 inch (41 mm) long screws spaced 8 inches (203 mm) on center. The interior cavity is filled with 3 inches of Bayseal OC spray- applied foam insulation. Exterior or Opposite Face: Another layer of 5/8 inch (15.9 mm) thick Type X gypsum wallboard must be applied in the same manner as the interior face. Axial Load Design: Axial loads applied to the wall assembly must be limited to the least of the following: 2,756 pounds (122 642 N) per stud. A maximum of 51 percent of the load calculated in accordance with Sections 3.6 and 3.7 of the ANSI/AF&PA NDS. Exothermic Caution: Polyurethane foam shall be sprayed in minimum 1/2 inch (12.7 mm) thick passes or lifts. Overall thickness applied in one pass shall be limited to a maximum of 6 inches for Bayseal 00 open cell foam and 3 inches for Bayseal CC closed cell foam to avoid fire hazards resulting from excessive heat generation. When applying SPF on chlorinated polyvinyl chloride the pass thickness for Bayseal OC must be limited to 6 inches and for Bayseal CC and Bayseal CC Polar must be limited to 2 inches. If additional thickness is required it must applied within 15 minutes. If a second pass is needed, wait 10 to 15 minutes between passes to allow reaction heat to dissipate. If more passes are needed, wait 30 minutes between passes to allow reaction heat to dissipate. The exothermic reaction can cause temporary substrate thermal rises in excess of 150 degrees F, which may result in substrate thermal expansion. If the substrate then contracts when the reaction heat dissipates, substrate deformation can occur. The full thickness of spray polyurethane foam to be applied within any given area should be completed in one day. Vapor Retarder Application: When required, a vapor retarder shall be applied to the substrate to be insulated or to the finished spray polyurethane foam insulation. The predominant direction of the vapor drive determines the location of the vapor retarder relative to the spray polyurethane foam. A minimum of one inch of Bayseal CC closed-cell foam constitutes a vapor retarder where permitted by code. Apply thermal barriers and vapor retarder (if required) according to ICC recommendations. 3.5 ACCESSORY APPLICATION Joint Filler Foam and Caulk: Use joint filler foam and/or caulk to seal around windows, doors, chimneys, electrical raceways, sill plates, multiple studs, etc. Expansion of joint filler foam in a confined space can tighten window frames and door jambs. Use care in these areas to avoid distortion of these members. Vapor retarders are specified in Section 07 26 00. Air barriers are specified in Section 07 27 00. 3.6 FIELD QUALITY CONTROL A. Protect installed products until completion of project. 0721 19-9 Field inspection and testing will be performed under provisions of Section 0140 00. Inspection will include verification of insulation and overcoat thickness and density. 3.7 PROTECTION Protect installed products until completion of project. After completing work, clean glass and spattered surfaces. Touch-up, repair or replace damaged products before Substantial Completion. 3.8 SCHEDULES A. For the following locations, apply the average cured SPF thickness indicated: Interior surface of exterior basement walls: inches. Garage ceiling between joists and over air ducts: inches. Cathedral ceilings: ______ inches. Unvented roof spaces: inches. Voids in overhangs such as bay windows and cantilevered floors: - inches. END OF SECTION 0721 19-10 Ccity of Cafl sba This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. 1 Project # & Name: DEV13014, 1284 PINE AV LOT SPLIT Permit #: PC2019-0036 (CBRA2019-0140 AND C8RA2019-0141) Project Address: 1284 PINE AVE, 1286 PINE AVE Assessors Parcel #: 2050205700 Project Applicant: 1284 PINE AVE PARTNERS, LLC (Owner Name) Residential Square Feet: New/Additions: 5,139 Second Dwelling Unit: 634 Commercial Square Feet: Now/Additions: City Certification: City of Carlsbad Building Division Date: 05/07/2019 Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. 1Z 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: Katherine Marcelja (By Appt.only) LXI Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. Signature of Authorized School District Official: Libu' ci 1 .. Title: ___ ____ ________ Date: WI Y rAR AD uP, It u : rt SCHOOL DSTUCT Name of School District: Phone: CAPLBAR CA 92fl9. Community & Economic Developmen - iiidingthvision 1635 Faraday Avenue I Carlsbad, CA-92008 1 760-602-2719 1 7606028558 fax I building@carlsbadca.gov BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Erosion Control Tracking Non-Storm Water Waste Management and Materials BMPs Sediment Control BMP S Control BMPs Management BMPs Pollution Control BMPs 0 Cn t 2 i 2 .2 g.E E .2- 0 -D Cl) C) L. — 0 -i- -'-. co .'. C3 - >1 Cli a Best Management Practice* c • . ~5 (BMP)Description — - E - a) - Li_ o 0 - -t a) 0 .~ 0 CU '- o : 0 0 .. 0 0 a) 0 0 0 0 Q) a . 1. > 0 --' .5? - (I) 0 a) - 0 -b - 0 = a 0 f4 C a) C!) 0 LiJ C) — Cl) - U) Cl) () .0 Lj L. (1) _. U) > 0 U) _, t_ U) a. .+.. U) - -._. 0 Cl) Q 0 ,.. O 0 0 a. 0 0 a. a) — > C.) 0 -,-- Cl) 0 .. Cl) o. 0 U) C) 0 0 U) 0 0 C CASQA Designation — N- Co 0) i- Lo coN-. CO .- C'4 -j- O N- C i LL) JJJLjJL1JLLWWW Construction Activity Lii Li Li LLI U) U) C]) U) U) U) (1) Cl) I — Grading/Soil Disturbance - - — — — — — - — — Trenching/Excavation - - — — - — - — — Stockpiling — --- — — — Drilling/Boring — - — — — — - — — Concrete/Asphalt Sawcutting — — — — — — — — — — - - - — Concrete Flatwork - — -- --- -- Paving Conduit/Pipeinstallation -- -- ------------ --- -— i Stucco/Mortar Work --- ---- 'Waste Disposal — Staging/Lay Down Area — — — — — — — — — — — — — — - — — — — Equipment Maintenance and Fueling — - — — — — — — — — - — — — — — Hazardous Substance Use/Storage Dewatering Site Access Across Dirt — Other (list): - -- — - - - - - - — 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 (407.). 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. 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 a list of BMP's with it's corresponding California Stormwater Quality Association (CASQA) designation number. Choose one or more BMPs you intend to use during construction from the list. Check the box where the chosen activity row intersects with the BMP column. Refer to the CASQA construction handbook for information and details of the chosen BMPs and how to apply them to the project. OWNER'S CERTIFICATE: I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO AVOID THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT ALL TIMES, COMPLY NTH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. rz OWNER(S)/OWNER'S AGENT NAME (PRINT) ' / 3 / 2 OWER(S)/ERS AGENT NAME (SIGNATURE) DATE PROJECT INFORMATION_ Site Address:_?Z(, I 26C Pile A Assessor's Parcel Number: 10500 00 Emergency Contact: Name: 24 Hour Phone: 61 ''' Construction Threat to Storm Water Quality (Check Box) LII MEDIUM ] LOW E-29 Page 1 of 1 REV CDC i t . Y o f Carlsad CLIMATE ACTION PLAN CONSISTENCY CHECKLIST B-50 Development Services Building Division 1635 Faraday Avenue (760) 602-2719 www.carlsbadca.gov This checklist is intended to assist building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their projects. Unless none of the requirements apply, the completed checklist must be included in the building permit application. It may be necessary to supplement the completed checklist with supporting materials, calculations or certifications, to demonstrate full compliance with CAP ordinance requirements. For example, projects that propose or require a performance approach to comply with energy- related measures will need to attach to this checklist separate calculations and documentation as specified by the ordinances. A If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance, an explanation must be provided to the satisfaction of the Building Official. A Details on CAP ordinance requirements are available on the city's website. Application Information Project Name/Building I a L, Pi /1 Permit No.: Vcae)\g - BP NO.: çc.2Q)IQ Property Address/APN: tQ4 i", Applicant Name/Co.: Applicant Address: Contact Phone: .,i,, ø Contact Email: Contact information of person completing this checklist (if different than above): Name: Contact Phone: Company name/address: Contact Email: Use the table below to determine which sections of the Ordinance Compliance checklist are applicable to your project. For alterations and additions to existing buildings, contact the building counter for the building permit valuation. Building Permit Valuation (BPV) $ B-50 Page 1 of 3 Revised 04/19 City of Carlsbad Climate Action Plan Consistency Checklist construction Type Complete Section(s) J Notes: Residential New construction 1A D Alterations: BPV ~ $60,000 N/A Residential alterations gI BPV 2:$60,000 1A 1-2 family dwellings and townhouses with attached garages El Electrical service panel upgrade 1A only Multi-family dwellings only where interior finishes are removed BPV 2! $200,000 1A and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed Nonresidential 0 New construction 1B and 2 0 Alterations: 0 BPV > $200,000 or additions ~: 1,000 2 square feet 0 BPV ~- $1,000,000 2 Building alterations of ~: 75% existing gross floor area 0 > 2,000 sq. ft. new roof addition 2 I 1 B also applies if BPV ~! $200,000 1. Electric Vehicle Charging Z Residential New construction and major alterations (or electric panel upgrade)* Please refer to Carlsbad Ordinance CS-349 when completing this section. 'DKOne and two-family residential dwelling or townhouse with attached garage: )(One EVSE ready parking space required 0 Exception: 0 Multi-family residential: 0 Exception: Total Parking Spaces Proposed IEVSE Spaces Capable Ready Installed Total Calculations: Total EVSE spaces .10 x Total parking (rounded up to nearest whole number) EVSE Installed = Total EVSE Spaces x.50 (rounded up to nearest whole number) EVSE other= Total EVSE spaces - EVSE Installed (EVSE other may be Capable," "Read' or "Installed.") *Major alterations are: (1) for one and two-family dwellings and townhouses with attached garages, alterations have a building permit valuation ~! $60,000 or include an electrical service panel upgrade; (2) for multifamily dwellings (three units or more without attached garages), alterations have a building permit valuation ~! $200,000, interior finishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. El Nonresidential new construction (includes hotels/motels) 0 Exception Total Parking Spaces Proposed I EVSE Spaces Capable Ready Installed Total Calculation: Refer to the table below: Total Number of Parking Spaces provided Number of required EV Spaces Number of required EVSE Installed Spaces 0-9 1 1 10-25 2 1 0 26-50 4 2 0 51-75 6 3 0 76-100 9 5 O 101-150 12 6 151-200 17 9 0 201 and over 10 percent of total 50 percent of Required EV Spaces Updated 4/11/2019 2 City of Carlsbad Climate Action Plan Consistency Checklist 2. LI Transportation Demand Management (TDM) List each proposed nonresidential use and gross floor area (GFA) allocated to each use. Employee AOl/i 000 square feet is selected from the City of Casbad Employee ADT Table. If total employee ADT is greater than or equal to 110 employee ADT, a TOM plan is required. TDM plan required: Yes Q No U LDE Staff Verification: El (staff initials) Updated 4/11/2019 (City of Carlsbad BreJDnIer1mJ Print Date: 06/23/2022 Permit No: PREV2022-0035 Job Address: 1284 PINE AVE, CARLSBAD, CA 92008 Status: Closed - Finaled Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revisi Parcel #: 2050205700 Track #: Applied: 03/14/2022 Valuation: $0.00 Lot #: Issued: 05/31/2022 Occupancy Group: Project #: DEV13014 Finaled Close Out: 06/23/2022 #of Dwelling Units: Plan #: Bedrooms: Construction Type: Bathrooms: Orig. Plan Check U: PC2019-0036 Inspector: Plan Check U: Final Inspection: Project Title: 1284 PINE AV LOT SPLIT Description: 1284 PINE: MAKE PORTION OF 1ST FLOOR A JADU (479 SF) Applicant: Property Owner: PAUL LONGTON 1284 PINE AVENUE PARTNERS LLC 2909 MESA DR 1640 OCEANSIDE BLVD OCEANSIDE, CA 92054-3704 OCEANSIDE, CA 92054 (760) 458-0987 (760) 712-4533 FEE AMOUNT BUILDING PLAN CHECK FEE (manual) $210.00 BUILDING PLAN REVIEW -Revisions $64.50 Total Fees: $274.50 Total Payments To Date: $274.50 Balance Due: $0.00 1635 Faraday Avenue I Carlsbad, CA 92008-7314 442-339-2719 1 760-602-8560 f I www.carlsbadca.gov (äty of Carlsbad Print Date: 06/23/2022 Permit No: PREV2021-0067 Job Address: 1284 PINE AyE, CARLSBAD, CA 92008 Status: Closed - Finaled Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revisii Parcel #: 2050205700 Track #: Applied: 05/18/2021 Valuation: $0.00 Lot #: Issued: 07/28/2021 Occupancy Group: Project #: DEV13014 Finaled Close Out: 06/23/2022 #of Dwelling Units: Plan #: Bedrooms: Construction Type: Bathrooms: Orig. Plan Check #: PC2019-0036 Inspector: Plan Check #: Final Inspection: Project Title: 1284 PINE AV LOT SPLIT Description: INCREASE ADU FROM 640 TO 1,190 & REDUCE SIZE OF MAIN DWELLING -MAIN DWELLING CHANGES (MOVE MAIN KITCHEN* 2ND FLOOR). ADU INCREASED FROM ONE TO THREE BEDROOMS. ELEVATIONS OF SFR ARE NOT SUBSTANTIALLY CHANGING. Applicant: Property Owner: PAUL LONGTON 1284 PINE AVENUE PARTNERS LLC 2909 MESA DR 1640 OCEANSIDE BLVD OCEANSIDE, CA 92054-3704 OCEANSIDE, CA 92054 (760) 458-0987 (760) 712-4533 FEE AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE $35.00 MANUAL BLDG PLAN CHECK FEE $525.00 Total Fees: $560.00 Total Payments To Date: $560.00 Balance Due: $0.00 1635 Faraday Avenue I Carlsbad, CA 92008-7314 1 442-339-2719 1 760-602-8560 f I www.carlsbadca.gov PLAN CHECK REVISION OR Development Services (City Of DEFERRED SUBMITTAL Building Division Carlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 BI 5 www.carlsbacica.gov Original Plan Check Number 22OI 003 Plan Revision Number PEV2D21 ' Project Address 12ô4 t2'ô(.Q PtL General Q- General Scope of Revision/Deferred Submittal: 1\QkQ. fDk Z.L e rc\ciIf (ct\ cirn CONTACT INFORMATION: Name Phone Address City Zip Email Address P 3 L (TOt\A (rflo.LQ Crcc'cl Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 11. Elements revised: LI Plans Calculations Soils Energy F1 Other 2. 3, Describe revisions in detail List page(s) where each revision is shown Does this revision, in any way, alter the exterior of the project? fl Yes LI No Does this revision add ANY new floor area(s)? LI Yes R No Does this revision affect any fire related issues? R Yes No Is this a complete set? LI Yes Liii No Signature Date ö 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 760-602-2719 f: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadcagov 0 ow I NTERWEST A SAFtbtA1t'C,,)MPANY DATE: July 16, 2021 JURISDICTION: Carlsbad PLAN CHECK#.: PC2019-0036 (PREV2021-0067) PROJECT ADDRESS: 1284 & 1286 Pine Ave APPLICANT 1:3 JURIS. SET: II PROJECT NAME: INCREASE ADU SIZE & MAIN DWELLING CHANGES The plans transmitted herewith have been áorrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Interwest 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: Interwest staff did not advise the applicant that the plan check has been completed. Interwest 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: Please revise the sheet index to include all the drawings submitted By: Abe Doliente Enclosures: Original set of approved plans. Interwest 7/9/21 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 Carlsbad PC20 19-0036 (PREV202 1-0067) June 11, 2021 (DO NOT PAY— THIS IS NOT AN INVOICE) VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK#.: PC2019-0036 (PREV202 1-0067) PREPARED BY: Abe Doliente DATE: June 11, 2021 BUILDING ADDRESS: 1284 & 1286 Pine Ave BUILDING OCCUPANCY: R3/U BUILDING PORTION AREA (Sq. FL) Valuation Multiplier Reg. Mod. VALUE ($) Revision Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code 1cb IBY Ordinance 1997 UBC Building Permit Fee ................................... 1997 UBC Plan Check Fee V I Al .l Type of Review: E Complete Review E Structural Only o Repetitive Fee Repeats Based on hourly rate 0 Other Hourly 4 Hrs.@* EsGil Fee $10500 $420.00 Comments: Sheet 1 of 1 RECEIVED JUL 07 2021 CITY OF CARLSBAD 04/26/21 BUILDING DIVISION PROJECT Description: Single Family Client: Beachfront Builders Name: Pine St bwelling R3 bwelling with accessory unit yB/U, NFPA 13b Bradley Hay, agent DESIGN CRITERIA Building Type: Bearing wall system Steel: ASTM A992 W-Shapes (if used) ASTM A36 rolled shapes, bars & plates Construction: Stud walls, sawn lumber ASTM A53 Grade B pipe columns wood timbers, plywood sheathing ASTM A500 Grade B HSS tube steel Grade 40 & 60 reinforcing bars Codes: 2016 CBC & 2016 CRC ASCE 07-10, 2015 NOS Concrete: 2,500 psi at 28 days, U.N.O. Higher strength where noted Wood: Studs - Stud grade, Standard & btr. Pasts - Standard & better Masonry: 1,500 psi grade N standard weight Beams - DF#2 or better Concrete Masonry Units Joists - I-Joists GLBs - 24F-1.8E Soils & bearing: LSL - laminated strand rims and beams P/T slab design by others LVL - laminated veneer microlam beams and joists PSL - parallel strand beams BUILDING LOADS Roof Loads psf Floor Loads psf Lt. wt. topping Roofing (tile) 9.5 Floor Finish (carpet) 1.2 11.2 Sheathing 1.4 Sheathing 2.0 2.0 Rafters or trusses 3.2 Joists 2.6 2.6 Ceiling 2.2 Ceiling 2.6 2.6 Misc. & insulation 1.7 Misc. & insulation 3.6 3.6 Total Roof bL ............................................................18.0 psf Total Floor DL ..........................12.0 psf 22.0 psf Roof Live Load (less than 4:12 pitch) ...................20 psf Floor Live Load .........................40 psf Roof Live Load (4:12 pitch or steeper) ................16 psf Balcony Live Load .....................60 psf 1.5 x L Roof Live Load (12:12 pitch or steeper) ..............12 psf Exit Live Load ...........................100 psf Exterior Walls psf Interior Walls psf psf Stucco or siding 10.0 Shear panel 2.0 Studs 1.1 Studs 1.1 1.1 Gypsum board 2.2 Gypsum board 4.4 4.4 Misc. & insulation 1.7 Misc. & insulation 2.5 2.5 Total Wall DL 15.0 psf Total Wall DL 8.0 psf 10.0 psf Swanson & Associates 17055 Via Del Campo, Suite 100, San Diego, CA 92127 (858) 487-7600 STRUCTURAL CALCULATIONS GCUz Section Properties c Design Loads 2016 C8C/CRC (j Moment Poof Loads Floor Loads (w) Allowable Uniform Loads Nominal Actual Area Section of LOF = 1.25 LOF = 1.00 (plf) Allowable Shear Moment Allowable Shear Moment Span in feet for beam or joist sizes Normal duration, Laterally fully braced, repetitive member increase for 2x members. Size Size (b) x (d) (A) Modulus (5) Inertia (I) inches in' in' in (lbs) (lb-ft) (Ibs) (lb-ft) 3ff. 4ff. 5ff. off. 7ff. Sit. 9ff. 10 ft. lift. 12 ft. 13 ft. 14 ft. 15 ft. 16 ft. 17 ft. 18 ft. 19 ft. 2x4 15 x 35 525 3.06 536 788 211 630 169 L0 4 54 4S ,7 j,4 11 8 7 5 4 3 3 2 2 2x6 L8c&5 .528 766 5II I,28 1060 990 48 754 424 271 188 i8 1(16 64 63 48 37 29 23 19 15 Fl 11 9 1094 41 45 3O 25 I,7 .34 Q9 9ç 7 44 1094 820 64 451 4 162. 134 11l ,I4 53 5 43 35 30 25 0 21 44 2x8 Z10 15x725 15 28 1088 13 1314 21 2 4763 98 0 1,631 10Eli 1,700 2 537 1,305 1668 1,360 28 1,094 820 656 547 4-4 41 27Q 218 LS ,1i2 1094 820 656 547 469 410 536 e?3 ?.s.4 £6i 29' 161 111 349 97 131 58 7' 1(16 4 67 6 4 Y6 2x12 2.X4 15 xli 25 1 5 lzi 28 16.88 i 115 3164 4389 17798 280.75 2,531 3,411 2901 4,209 2,025 2,729 2.3(1(1 5 40? 4x4 3.5x3.5 6 b .2.25 L5 7.15 1745 12.51 48 Od 1,538 1,005 88 Ibi 1,470 804 24111 1,Y2 176 111 74 52 38 29 22 1629 B4 651 562 261 216 170 138 111 86 17 67 14 54 11 44 9 36 8 30 7 25 6 22 4x8 4<10 4x12 4x14 35x725 55 926 35x1125 S 15 Z 2538 5235 3938 46 s5 3066 4(191 7383 102 4 11115 250.84 41528 61548 3,806 3,737 4 884 615 5,906 8,459 6 56 1(1465 3,045 588 4,725 666 2,989 442 6,768 5554 2,188 495 957 44 455 374 339 j5 .43 100 83 69 58 995 2 246 1487 9(15 733 56 444 59 9 6"N: 16(1 141) i74 iii 49 O0 4,375 3,281 2,154 194 1155 846 *45 41 447 78 528 2Th 241 211 187' 167 4,375 3,281'2,626:!:i 897 1. 393 11161 545 683- 564 474 404 348 3115 ~&7 236 211 L0' i89 4 375 3 281 2 625 2 188 1 544 1418 1,117 954 747 55 535 44 492 353 313 27'9 251 4x16 3 5 x 15 25 53 38 13566 1 03442 8 006 14,131 6 405 11 305 6x4 55,.85 15.25 11,23 1865 2(13I3 1437 23111 1i(1(1 I22 57(1 36$ Z56 175 117 82 60 45 35 27 22 18 15 12 10 9 2465 136 587 616 453 347 274 523 175 134 106 3438 2578 1 650 1,144 842 648 50(1 413 341 286 244 85 211 69 175 57 144 47 120 40 101 34 86 6x6 6x5 640 642 6x14 6x1& 55x55 567 S 55 x 95 85 xli S 55 x 13 5 5-6 x 14.5 3025 43.25 5225 8326 7425 (1G5-M4E, 2773 81511 8273 1.2125 16706 7626 1953-6 39296 4707 112767 2 O5S 89 4285 3466 8844 6 446 7,402 11 634 3(16(1 17048 10 519 23 188 12356 33-1175 3428 2773 4 675 5 i,56 5922 9 307 7145 18 638 8 415 18 550 10 255 27 i11(1 6 875 4 484 3978 2545 1524 1,183 918 745 615 417 441 355 331 6,875 5156 4125 3 031 2227 1,706 1547 11185 902 768 46 857 4S5 291, 244 4211 878 205 337 175 3112 6 875 5 156 4 125 3 438 2946 5 339 1,835 X. 454 3 234 11)51 57.3 757 445 580 513 458 6 875 5156 4125 3 438 2946 2578 2292 2063 1792 1.506 1283 1,106 964 847 75G 46(1 413 601 1*"Timberstrand LSL rim board 61*' Timbe-strand LSL 11tsL 1LX14 LSL 128 xll 83 125 x 140 14S4 1750 2985 4083 17443 28583 6 257 6,198 5,207 7,129 4206 4,958 4,166 5,703 1,035 777 621 518 444 388 345 311 76 231 197 157 128 105 88 74 63 1,035 777 621 518 444 388 345 311 282 259 239 222 353 173 144 121 103 lc16L$L 1+xl1-' LSL 1.26x18C 1.75 x 11.88 29-01) 20.78 63-33 41.13 42467 244.21 083 ,368 195 9,971 5667 4,295 7558 7,977 [035 777 621 518 444 388 345 311 282 259 239 222 207 194 183 173 154 1,838 1,378 1,103 919 788 689 613 551 501 404 318 254 207 170 142 120 102 144L3L 1282,14-0 24611 Sill 40(117 32(1 660 5065. 1092k 1,838 1,378 1,103 919 768 689 613 551 501 459 424 394 9 19 43 196 16/ 11,838 1,378 1,103 919 788 689 613 551 501 459 424 394 368 345 324 293 249 1jx16 LSL 1.75 x 16.0 28.00 74.67 597.33 7,233 17,611 5,787 14,089 3' Timberstrand LSL 31'x4* LSL 3.5 x 4.38 15.31 11.17 24.42 5,423 2,170 4,339 1,736 1131342 484 280 176 118 83 60 45 35 28 22 18 15 12 10 9 3-SLSL 3-x7 LSL Skc8' LSL 3Tx9 LSL 3xI1.L3L 35x65 3.5 x 725 3 x 8 65 3.5 x 95 3' i1.a6 1925 2538 3019 3325 6938 1765 3066 4 39 5265 7582 4663 11115 167.14 25007 415211 818 3557 987 5,687 6(11 7922 8,590 13,027 111172 1787 5464 2636 7,190 4,550 S555 6557 6,872 10,422 5-138 143139 3-87 1543 559 556 350 235 165 120 90 70 55 44 36 29 24 21 18 2,485 1,8 1454 1,511 743 538 375 275 207 159 125 100 82 67 56 47 ' 485 1,864 1 491 1,243 '1 1A____626 463 348 268 211 169 137 113 94 79 40 68 6,300 4,725..*.-. 3.3 5 314 980 714 537 413 325 260 212 174 145 123 2300 4720 3780 3,100 142I X,i51' 891 687 540 432 302 290 242 203 104 173 6 300 4725 3 780 3,150 s4 1,,576 1274 1048 808 635 509 413 341 284 239 203 3-ix111 LSL 3 5 xli 88 4156 8226 48841 10737 19 941 8 590 15953 5.f441.3t. 36 c t'&11 40 011 11453- 8o0 5 265S 27,300 1o127 2184o 444 I 213 1534 S 300 4725 3 780 3,150 2 700 2 363 2,100.-.'l 10. 833 678 558 465 392 333 6,300 4,725 3,780 3,150 2,700 2,363 2,100 1,890 1,718 48143 Oi,7502 833 695 585 498 3+x16 LSL 3.5 x 16.0 56,00 149.33 1,194.67 14,467 35,222 11,573 28,178 0 0' At roof loading conditions where shear or bending governs, use a 1.25 LbF adjustment to the above values. At roof loading conditions where deflection governs, use a 1.15 deflection adjustment factor to the above values. Shading in the span / allowable uniform load table indicates that bending (F' b) governs. Shear governs to the left of the shading, and deflection governs to the right. a Section Properites & Design Loads 2016C8C/020 Nominal Size Actual Size (b) x (d) inches Area (A) in' Section Modulus (5) in Moment of Inertia (I) in Roof Loads LbFr 1.25 Floor Loads LOPs LOU (w) Allowable Uniform Loads Allowable Shear Moment (Ibs) (lb-ft) Allowable Shear Moment (lbs) (lb-ft) Span in feet for beam or joist sizes Normal duration, Laterally fully braced, repetitive member increase for 2x members. loft, lift. 12 ft. 13 ft. 14 ft. 15 ft. 16 ft. 17 ft. 18 ft. 19 ft. 20 ft. 21 ft- 22 ft- 23 ft. 24 ft. 25 ft. 26 ft. 34' Parallam PSL 4x9PL 3x114 PSL 3494$1.. 34x16 PSL 3xt&PSl.. 3x9 3.5 xli 88 3 s 14,0 3.5 x 16.0 35cl8 L32 4156 49 0 56.00 6300 8285 8226 13433 149.33 189430 25007 48841 0O 33 1,194.67 1701,00 8085 16.321 10,044 24,878 It 8.42 396.2 13,533 43,693 15225 54581 6428 13057 8,035 19 902 9 473 27162 10,827 34,955 12,180 4.3665 953 716 551 434 347 282 233 194 163 139 119 103 89 78 69 61 54 I 116 1 077 847 678 551 454 379 319 271 233 201 175 153 135 119 106 2 378 194 1509 1386. 1 309 903 744 621 523 445 381 329 286 251 221 195 173 -76. 2,297 1,838 1,531 1,313 1,148 1,021 919 780 664 569 491 427 374 329 291 259 3,063 2,297 1,838 1,531 1,313 1.148 1,021 919 835 766 707 656 609 533 469 415 369 54" Parallam PSL 1'$ 5x1116 PSL 5c14SL 54x16P5L 5L&i'SL 525,ç95 525 x 1188 52xl40 52Sx16O 26ç 350 498 6234 7850 8400 9450 p897 12339 17150 22400 28350 378.10 73262 120050 179200 2 1 6.b 12053 ?4452 15,066 37,317 17762 50928 20300 65540 22,,836 81S 9,6,43 19E 12,053 29,854 14210 40743 16240 52432 32270 52 49 1,429 1,074 827 650 521 423 349 291 245 205 179 154 134 117 103 91 51 2 38 174 1,615 1,270 1,017 827 681 568 479 407 349 301 262 229 202 179 159 325926942263 1929 1663 1355 1117 931 784 667 572 494 430 376 331 293 260 4195 3467 2918 2492 14 1,564 1,439 1390 1171. 995 853 737 641 561 494 437 388 40 4 33Q 3,,639 3,100 2 673 2529 Z41 8I2 16'1 1,417 1,215 1,050 913 799 703 622 553 r" Parallam PSL 7x9'4 PSI. 7x114 PSL 7cl415L 7x16 PSL 748 PSL 7'O 9 5 70 xli 88 743i40 70 x 160 TO x ISO 6650 8313 9200 11200 126.00 105,29 16452 567 293.67 27800 5061-4 976.83 l6002T 2,389.33 .340200 16071 32 642 20,089 49,756 2568 7904 27,067 87,387 36450 109162 12'$57 26314 16,071 39,805 1947 4324 21,653 69,909 24380 6.7 330 1,905 1,431 1,103 867 694 565 465 388 327 278 238 206 179 157 138 122 108 3194 2 6-82 2153 1 694 1356 1,103 909 757 638 543 465 402 349 306 269 238 212 4346 3692 3015 227Z 7217 1,807 1,489 1,241 1,046 889 762 658 573 501 441 390 347 55 4 622 2 4: 3 209 26.83 2 426 2,185 1853 1 561 1,327 1,138 983 855 748 658 583 518 &,986 5774 4 852 4134 3 564 3165 2 729 2 417 2156- 1 889 1,620 1,399 1,217 1,065 938 829 737 14" Glulam GLB (24F-1.8E or 24F-V4 with standard camber) *c99 GL SXllT GLB 34xL4L8 3zx16 GLB 34d8 01$ VMS 3.5 xli 88 35 1.443 3.5 x 160 3 >ç 1,50 33251 4156 4900 5600 630 2265 8226 11.432 14933 18900 25007 48841 6.0633 119467 1 '01 (10 7,343 13151 9,178 20,565 10821 2858.3 12,367 37,333 13 93 46915 X#" !"W 7,343 16,452 8,67 22947 9,893 29,867 311.30 37584 Mn 644 496 390 312 254 209 175 147 125 107 93 81 70 62 55 49 121.6- 306.6. t4 762 610 496 409 341 287 244 209 181 157 138 121 107 95 1 829 1,512 i270 I 092 81.3 670 559 471 400 343 296 258 226 198 176 156 9.399 1-97w 1,469 1.414 1,819 3 92 93.3 82 702 597 512 442 385 337 296 262 233 3. 0G 2482 2056. 1 77 i237 1332 1173 1 527 8.32 729 630 548 479 422 373 332 54' Glulam GLB (24F-1.8E or 24F-V4 with standard camber) "M 51x14 GLB 5448 GLB 2461,9 Am* 55 x 140 1&0 55 x 180 55x240 4531 7700 850 9900 1320 I29 179.67 234& 29700 52O0 76.751 1,257.67 157730 2,673.00 633600 imam 17,004 43,715 "Room 21,863 70,469 2915 121726- 1539 25-579 13,603 34,972 35-847 45071 17,490 56,375 23,825 97381. 2,1)46 1691 1421 1,198 959 780 642 536 451 384 329 284 247 216 190 168 150 T. i798 352 3,943 1. 650 3. 427' 3.,343 1,053 878 739 629 539 466 405 354 312 276 245 36(36 292O 2j504 2,,134 1.840 161)3 3406 1?45' 1,104 938 805 695 604 529 466 412 366 4510 3472? 3,122 Z669 2301 2004 1 ?6Z 3861 1302 L24 11.23 990 861 753 663 587 521 M'6-,'2'5-6- 5005 4171 3,575 3,128 2,781 2,503 2,275 2,085 1,925 1747 16W 1,473 3.352 1246 4 Glu-lam Girders 6 Beams (24F-1.8E or 24F-V4 with standard camber) Gt4. 6448 GLB 64X21 6L8 678. 8. 675 x 180 6 75x 23.0 £1138. 12150 34175 30628 36450 49613 56 82 3 28050 S 20931 24 595 ?i 521 26,831 84732 31363 118569 19 876 17 456 21,465 67,786 28.043 90853 4597 3799 3 192 720 7,345 7O43 1796 16.90 141.9 1,263 1,083 935 814 712 627 554 493 9422 4422 2768 3,209 2767 2410 2112 16.76. 1674 1 502 1 256 1,214 1,056 924 814 720 640 7Z48 6607 5047 4,301 3765 8230 2839 2515 2,243 2018 1817 1648 1502 1,374 IZ62 1,143 1016 :-Joists, Single use as headers & beams 14" TJI 210 T7Z1OI206 )c11$8 2.06 x 14.0 3300 0.00 (1110 0.00 Slat 12256 EI1 11,256 4744 5,613 11,005 (305 3298. 4,490 304 251 211. 188 3.55 135 .1,19 108. 94 8.4 75 65 56 49 43 38 34 I.:-:'i)62: 56 50 At roof loading conditions where shear or bending governs, use a 1.25 LOP adjustment to the above values. At roof loading conditions where deflection governs, use a US deflection adjustment factor to the above values. Shading in the span / allowable uniform load table indicates that bending (F' b) governs. Shear governs to the left of the shading, and deflection governs to t h e r i g h t . H i Pine St Dwelling 04/26/21 Typical Framing Elements [a- Roof Framing Trusses @ 24' o/c (DL : 18 psf, LL = 20 psf) Factory Manufacturers design by others 2x Convefional Rafters & Fill Framing w = (24/12) (18 psf + 20 psf) = 76 psf 2x4 @ 2411 0/c spans to 4_811 2x6 € 24" a/c spans to 940" 2x8 @ 24" 0/c spans to 13-0" 2x10 @ 24" 0/c spans to 16-4" 2x12 @ 24" a/c spans to 1841" Floor Framing I-Joist floor joists (TrusJoist or equal) (Allowable spans per the latest span tables from iLevel, see the latest catalog & ICC-ES ESP-1387 & E5R-1153) Alternates such as Boise Cascade BCI and Louisiana Pacific LPR joists are allowed per plans, see catalogs. w = (16/12) (12 + 40 psf) = 69 psf w = (19.2/12)(12 psf + 40 psf) 83 psf Opening Headers & Misc. seams Hi (w 1 170 plf) Roof Floor 6x4 (Max. Span =) 7-5' 7'-0" 6x6 114" 11-1" 6x8 15'-11" 15-1" Oxl0 20-2" 19-2" 6x14 28-8" 27-2" 5*x9 PSL 21-4' 20-3" H2 (w 1 370 p11) Roof Floor 6x4 (Max. Span =) 5-6" 4-11" 6x6 8-7" 7-8" 6x8 11-9" 10-6" 6x10 15-6" 141 2tl 514x9l, PSL 16-6" 15-8" 5+xll* PSL 20-7" 19-7" H3 (w i 570 p11) Roof Floor 6x4 (Max. Span =) 4-5" 4-0" 6x6 6-11" 6-2" 6x8 9-6" 8'-6" 6x10 12-9" 11-5" 642 15-5" 13-10" 6x14 18-0" 16-1" 514x912 PSL 14-3" 13-7" 5*xllf PSL 17-10" 1641" H4 (w 1770 plf) Roof Floor 6x4 (Max. Span =) 3-10" 3-5" 6x6 6-0" 6x8 8-2" 71 -3" 6x10 10-11" 9-10" 6x12 13-3" 11-10" 6x14 15-6" 13-10" 5*x9 PSL 12-11" 12-3" 5*x11f PSL 16-2' 15-4" H5 (w 1 970 plf) Roof Floor 6x4 (Max. Span =) 3-5" 3-0" 6x6 5-4" 4'-9" 6x8 7-3" 6-6" 6x10 9-9" 8-9" 6x12 11-10" 10-7" 644 13-9' 12-4" 54x94 PSL il-li" 11-4" 5+xlif PSL 14-11" 14'-2" H6 (w i 1170 plf) Roof Floor 6x10 (Max. Span =) 8-11" 7-11" 6x12 10-9" 1 971 51x9 - PSL 11-3" 10-8" 5x11 PSL 14-0" 13-4" See uniform loads table on page 2 and 3 for additional spans or load conditions not specifically addressed here. Pine St [Dwelling 04/26/21 Stud Column Capacity 2016 CBC/CRC U 34" Stud Wall Nominal Size 5i11/Top Plate Max. Load 6 Ft. 7 Ft. 8 Ft. Stud Height 9 Ft. 10 Ft. 12 Ft. 14 Ft. 16 Ft. 2x4 Standard 3,281 lbs 4,136 lbs 3,288 lbs N/A 2x4 Standard 6,563 lbs 8,272 lbs 6,577 lbs N/A 2x4 5tondard 9,844 lbs 12,409 lbs 9,865 lbs N/A 2x4 Stud 3,281 lbs 3,401 lbs 2,890 lbs 2,413 lbs 2,010 lbs 1,683 lbs N/A 2x4 Stud 6,563 lbs 6,801 lbs 5,781 lbs 4,826 lbs 4,019 lbs 3,367 lbs N/A 2x4 Stud 9,844 lbs 10,202 lbs 8,671 lbs 7,239 lbs 6,029 lbs 5,050 lbs N/A 2x4 bF#2 3,281 lbs 4,666 lbs 3,721 lbs 2,983 lbs 2,424 lbs 1,999 lbs 1,419 lbs 1,055 lbs N/A 2x4 bF#2 6,563 lbs 9,331 lbs 7,441 lbs 5,965 lbs 4,847 lbs 3,999 lbs 2,838 lbs 2,110 lbs N/A 2x4 lDF#2 9,844 lbs 13,997 lbs 11,162 lbs 8,948 lbs 7,271 lbs 5,998 lbs 4,257 lbs 3,165 lbs N/A (1) 4x4 Standard 7,656 lbs 9,6511 bs 7,673 lbs 6,141 lbs 4,985 lbs 4,110 lbs 2,914 lbs 2,166 lbs N/A (1) 44 bF#1 7,656 lbs 11,783 lbs 9,353 lbs 7,479 lbs 6,068 lbs 5,001 lbs 3,545 lbs 2,635 lbs N/A (1) 46 FDF#1 12,031 lbs 18,252 lbs 14,565 lbs 11,681 lbs 9,494 lbs 7,833 lbs 5,560 lbs 4,134 lbs N/A (1) 48 bF#1 15,859 lbs 23,676 lbs 19,005 lbs 15,294 lbs 12,454 lbs 10,288 lbs 7,312 lbs 5,441 lbs N/A (1) 4x10 bF#1 20,234 lbs 29,670 lbs 23,972 lbs 19,363 lbs 15,804 lbs 13,073 lbs 9,306 lbs 6,931 lbs N/A (1) 412 bF#1 24,609 lbs 36,085 lbs 29,155 lbs 23,550 lbs 19,221 lbs 15,900 lbs 11,318 lbs 8,429 lbs N/A 54" Stud Wall Nominal Size Sill/Top Plate Max. Load 8 Ft. 9 Ft. 10 Ft. Stud Height 12 Ft. 18 Ft. 20 Ft. 22 Ft. 24 Ft. 2x6 bF#2 5,156 lbs 8,683 lbs 7,653 lbs 6,669 lbs 5,035 lbs 2,430 lbs 1,989 lbs 1,655 lbs N/A 2x6 bF#2 10,313 lbs 17,367 lbs 15,306 lbs 13,338 lbs 10,070 lbs 4,860 lbs 3,977 lbs 3,311 lbs N/A 2x6 bF#2 15,469 lbs 26,050 lbs 22,959 lbs 20,007 lbs 15,106 lbs 7,290 lbs 5,966 lbs 4,966 lbs N/A (1) 6x4 bF#1 12,031 lbs 22,097 lbs 19,379 lbs 16,821 lbs 12,641 lbs 6,074 lbs 4,968 lbs 4,134 lbs N/A (1) 6x6 bF#1 18,906 lbs 24,795 lbs 22,955 lbs 20,918 lbs 16,823 lbs 8,657 lbs 7,134 lbs 5,966 lbs N/A (1) 6x8 bF#1 25,781 lbs 33,812 lbs 31,303 lbs 28,525 lbs 22,941 lbs 11,804 lbs 9,728 lbs 8,136 lbs N/A (1) 6x10 bF#1 32,656 lbs 40,425 lbs 37,734 lbs 34,689 lbs 28,322 lbs 14,837 lbs 12,251 lbs 10,259 lbs N/A (1) 6x12 bF#1 39,531 lbs 48,936 lbs 45,678 lbs 41,992 lbs 34,285 lbs 17,960 lbs 14,830 lbs 12,419 lbs N/A LSL Studs Sill/Top Plate Stud Height Nominal Size Max. Load 8 Ft. 9 Ft. 10 Ft. 12 Ft. 18 Ft, 20 Ft. 22 Ft. 24 Ft. (1) 34x34 1.3E 1-51- 7,656 lbs 7,444 lbs 6,108 lbs 5,069 lbs 3,622 lbs N/A N/A N/A N/A (1) 34x4* 1.3E LSL 9,570 lbs 9,304 lbs 7,635 lbs 6,336 lbs 4,527 lbs N/A N/A N/A N/A (1) 34x54 1.3E LSL 12,031 lbs 11,697 lbs 9,598 lbs 7,966 lbs 5,691 lbs 2,609 lbs 2,122 lbs 1,759 lbs N/A (1) 34-x74 1.3E LSL 15,859 lbs 15,419 lbs 12,652 lbs 10,500 lbs 7,502 lbs 3,439 lbs 2,798 lbs 2,319 lbs N/A (1) 34x84 1.3E LSL 1 18,867 lbs 1 18,343 lbs 15,051 lbs 12,492 lbs 8,925 lbs 4,091 lbs 3,328 lbs 2,759 lbs N/A PSL Studs Sill/Top Plate Stud Height Nominal Size Max. Load 8 Ft. 9 Ft. 10 Ft. 12 Ft. 18 Ft. 20 Ft. 22 Ft. 24 Ft. (1) 340+ 1.8E PSL 7,656 lbs 10,730 lbs 8,702 lbs 7,169 lbs 5,081 lbs NIA N/A N/A N/A (1) 3x5 1.8E PSL 11,484 lbs 16,095 lbs 13,052 lbs 10,754 lbs 7,622 lbs 3,466 lbs 2,816 lbs 2,333 lbs N/A (1) 34x7 1.8E PSL 15,313 lbs 21,460 lbs 17,403 lbs 14,339 lbs 10,162 lbs 4,621 lbs 3,755 lbs 3,110 lbs N/A (1) 5+x5+ 1.8E PSL 17,227 lbs 44,269 lbs 38,114 lbs 32,639 lbs 24,142 lbs 11,432 lbs 9,336 lbs 7,760 lbs N/A (1) 54x7 1.8E PSL 22,969 lbs 59,026 lbs 50,818 lbs 43,519 lbs 32,189 lbs 15,243 lbs 12,448 lbs 10,347 lbs N/A (1) 7x7 1.8E PSL 30,625 lbs 100,192 lbs 92,677 lbs 84,376 lbs 67,757 lbs 34,806 lbs 28,678 lbs 23,982 lbs N/A Pine Ave (Pine 3) SEISMIC ANALYSIS, Wood Frame Dwelling / buplex 04/26/21 ASCE 7-10 Section 1214 Simplified Alternative 2016 CBC, Alternate Basic Load Combinations Seismic Loads 1.137 Ia = 1.00 2 Story Building = 0,436 besign Category: b F: 1.1 5M5- (1.05)(1.14): 1,188 Site Class: b Fa : 1,0 SMI: (1.56)(0.44): 0.682 R: 6,5 (Fa per ASCE Table 11,4.1) SbS- (2/3)(1.0)(1.14): 0,792 f2o 2.5 5b1: (2/3)(0.68): 0.455 Cd : 4.00 besian Loodino. Allowable Stress Design Used 0.100W 0.113W Bose Shear Eh : (F)(sbs)(W)/R : 0.134W Eh/1.4: 0.096W E0 : (0.2)(5b5)(b): 0.158W Ev/1.4: 0.113W Emh: (2.5)(QE): 0.335W Ev/1.4: 0.239W Component Interconnection (ASCE section 12.14.7.1) Fp = 0.2(5b5)W = 0.158W E/1.4: 0,113W bistribution of Forces 1-Story Weight Roof 26.0 psf x 0.100 2.60 psf 2-Story Story Weight % Weight force (Fx) Roof 26.0 psf 39% 2,60 psf Floor .40.0 psf 61% 4.00 psf 66.0 psf 6.60 psf Vbose: 66.0 psf x 0.100 = 6,60 psf Pine Ave (Pine 3) WIN[) ANALYSIS, Transverse section 04/26/21 Wind Pressures Element Z Windward Walls 20.5 Floor Height: 11.2 Windward Walls 11.2' Eave Height: 20.5' (not used) Roof Height (h): 20.5 Leeward Wall 20.5' Width (B): 120.0' (a)Roof-0 to h/2 20.5' Length(L): 54.0' (a)Roof-h/2 to h 20.5' Roof Angle (0).: 950 (a)Roof-h to 2h 20.5' q: 16.54 (a)Roof -beyond 2h 20.5' (b)Roof-all 20.5 Windward overhang bottoms 20.5' Windward Parapet 24,8' P1 has internal pressure Leeward Parapet 24.8' P2 has internal suction Interior Pressure 20.5' KcK g,&g, Cp 0.63 16,54 0.80 0.57 15.13 0.80 0.63 16.54 -0.50 -10.01 -4.05 0.63 16.54 -0.90 -15.63 -9.68 0.63 16.54 -0.90 -15.63 -9.68 0.63 16.54 -0.50 -10.01 -4.05 0.63 16.54 -0,30 -7,20 -1,24 0.63 16.54 -0.18 -5.51 0.45 0.63 16.54 0.80 11.25 11.25 0.66 17.47 1.50 22,27 22.27 0,66 17.47 -1.00 -14.85 -14.85 0.63 16.54 ±0.18 (2.98) (-2.98) Wind Speed 110 Va d (riot used): 85 Exposure B Kd : 0.85 Z9 : Enclosure Enclosed K: 1.0 1,200 7.0 0.85 Risk: Cat. II 8.27 14.23 7.31 13.27 Wind Left to Right Length P1o(plf) P1b(plf) P2a(plf) P2b(plf) 1,0' -23.9 -13.8 -23.9 -13.8 0.0' 0.0 0.0 0,0 0.0 26.0' -369.9 -143.2 -215.1 11.6 26.4' -229.6 -145.2 -72.6 11.8 1.0' 2.9 4.6 2.9 4.6 Horiz. Vert. Vertical Elements 37.3 -617.5 23.1 -295.8 Left Walls-Upr 11.5 -307.8 Left Walls-Lwr -2.7 13.9 (not used) -65.6 -617.5 Right Walls-Upr -26.2 -295.8 Right Walls-Lwr -39.8 -307.8 (not used) -0.4 13.9 Left Parapet Right Parapet From Roof Wind Right to Left P1a(plf) P1b(plf) P2a(plfl P2b(plf) 2.8 4.5 2.8 4.5 0.0 0.0 0.0 0.0 -226.5 -143.2 -71.6 11,6 -375.0 -145.2 -218.0 11,8 -24.2 -14.0 -24.2 -14.0 Left to Right Right to Left Length P1 (plf) P2 (plf) P1 (plf) P2 (plf) 4.7 38.5 66.2 46.5 18.8 10.4' 75,7 137.3 103.6 42,0 4.7' 46.5 18.8 38,5 66.2 10.4 103.6 42.0 75.7 1373 4.3' 95.8 95.8 63.9 63.9 4.3' 63.9 63.9 95.8 95.8 37.3 11.5 0.0 0.0 Roof Elements Left Overhang Left Sloping Flat Section Right Sloping Right Overhang Roof Totals Plo (Left to Rt) P1b (Left to Rt) P2a (Left to Rt) P2 (Left to Rt) P1a(Rt to Left) Fib (Rt to Left) P2o (Rt to Left) P2b (Rt to Left) Code Mm. Horizontal Forces (19.3')(16 psf)+(1')(8 psf) = 317 plf 0.6W: 190 plf Total Horiz. Forces (W) = 461 435 424 424 0.6W: 277 261 254 254 Summary of Results - Wind Load Design Force: 0.6W: Left to Right: 277 plf Right to Left: 254 plf Seismic Force: E/1.4: (54.00) (6.60) 356 plf Seismic Governs Maximum Roof Uplift : 0.6x618 plf / 52 ft = 7.1 psf (gross) 7.1 - (0.67)(18 psf bL) 0.0 psf (no net uplift) Force distribution: Upper level = 169 plf, Lower level = 108 plf rine DT uweiiin Typical Shear Panel 2016 CBC/CRC 10-0 TYPICAL ELEMENI5 OF PE5I77iE A'ICMENTA1HEAP PA NFL . CON I. 05L, rOppL. WHE FLUSH BEAU. OR HOR. V Ww (WHERE RE OCCUR.S/ 0KOF'L9 5M 09 HOR. WHERE OCCURS iii_----Wf - --- \ -----------I / I / I - \/W5 - TTT AL P 1 OAP FROM PEA PEP OR EEA M Wr = UNIFORM L CAP OF RCCF A50VE Ww = UNIFORM LOAP OF WALL A5CVE Wf UN/FORM I CAP OF FL OCR A50 VE Wg UN/FORM LOAP OF WALL SELF WEIGHT /1 (JPL 1F7' FRCM C. 7E, W E/1, 4, OR wW WALL ,ROOF e PAR,IO/V W/E6H7-6 (w) to' ROOF rRIJ55 6EA,V 72PLF DIP/F DOE/F ExIER/OR /12PLF /26 ELF /40 ELF INIER/OR WOOl) 72 ELF DI ELF 90 ELF /,VrERIOR 6 YE. 64 EL F 72 EL F DO EL F rine T uweiiing U'ffI011 Shearwall Schedule 2016 CBC/CC Pine 05/30/15 Guards and Railings Interior Ballustrade Base 2016 CBC/CRC 9.1 Railing besign Forces Height of Railing (location of Horiz. Force) 42 inches Vertical (Newel) Post Spacing 60 inches Horizontal Force Along Railing 20 plf Concentrated Load at Top of Post 200 lbs. besign Bending Moment at Base of Post Assembly 8400 lb-in. Connection-- Lag Screw in Pullout CBC Load Duration Factor Cb (wood connectors) 1.60 Bose Plate Size 4.00 inches. Moment Arm (x) of Lag Screws 3.4 inches. Lag Screw Pullout T = C = M/x/Cb 1527 lbs. total Quantity of Lag Screws at Tension / Compression side of Base Plate 3 Screws Pullout Force Per Screw 509.1 lbs Each Screw Steel Base Plate and (6) 1/4' Screws From Nb5 Table 11.2A for Specific Gravity of 0.50, Pullout is (ber inch of embedment Screw Embedment of Screw (inches) ________ bIA. 1 21 2.5I I 3.5 4 1/4 225 450 56(-675 ) 788 900 5/16 266 426 665 931 1064 3/8 305 407 635 915 1068 1220 7/16 342 391 611 879 1197 1368 1/2 1 3781 3781 5911 8511 1158 1512 Connection-- Wall mounted Handrail 2001b any direction ale 3" embedment required CBC Load Duration Factor Cb (wood connectors) 1.60 Total qty of connectors 2 no. 8 Wood Screws Lag Screw Pullout Required Capacity T = 200/2/CD 62.50 lbs. total besign pullout strength per inch for no. 8 wood screw NbS Table 11.2B 112.00 lb per inch Minimum Embedment 1.50 inch Capacity of Anchorage = embed x Table value (per inch) 168.00 > 62.50 Mm. (2) no, 8 wood screws into blacking Pine Ave Custom 12/03/20 ROOF FRAMING, 2 story Dwelling 10 Typical Roof Framing: Factory Trusses @ 24" 0/c 2016 CBC, Basic Load Combinations Typical Conventional Framing: 2x rafters @ 24" 0/c, see coics pg. 4 TYPICAL BEAMS & HEAbERS AT OPENINGS Load Table (pg. 2) or Grid line Uniform load Header Chart (pg. 4) (roof) (wall) (floor) (misc.) Gable Ends (3/2)(38) +10 = 67 plf Hi Hip Ends (9/2)(38) +10 = 181 plf H2 RB-10 Spon: 8.0 Bedroom 2 window header near grid C (roof) (wall) (floor) (misc.) wi (16/2)(38) +25 329 p11 llllllllllllllllllllllllll IRI IR2 Ri (Critical Ri / 1.25 LbF = 1,053 lbs) P (max.) = 1,316 lbs R2 (Critical R2 / 1,25 LbF = 1,053 lbs) R2 (max.) = 1,316 lbs Moment: (Critical M / 1.25 LbF: 2,106#ft) Moment (max.) = 2,632#ft 4x8 beflection: (ALL: L/1,158) 19/I: 0.17'' = L/563 RB-11 Span: 16.0' Just outside of PB-10 at exterior wall (roof) (wall) (floor) (misc.) wl (3/2)(38) +(2)(15) +25 112 plf 11111111 llllllllllllllllll IRI 1132 RI : (Critical Ri / 0.90 LbF = 729 lbs) RI (max.): 896 lbs R2 : (Critical R2 / 0.90 LbF: 729 lbs) R2 (max.) = 896 lbs Moment: (Critical M / 0.90 LbF: 2,916#ft) Moment (max.) : 3,584#ft 640 Deflection: (LLL: L/2,729) 103/I : 0.26' : L/731 RB-12 Span: 12.0' Grid C Family Room near grid 2 (roof) (wall) (deck) (misc.) wi (24/2)(38) +(1)(82) +25 : 563 plf llllllllllllllllllllllllll IRI IR2 Ri : (Critical RI / 1.25 LbF: 2,414 lbs) RI (max.) = 3,018 lbs R2 (Critical R2 / 1.25 LbF: 2,414 lbs) R2 (max.) = 3,018 lbs Moment: (Critical M / 1.25 LbF: 7,243#ft) Moment (max,) = 9,054#ft 3+x16 LSL beflection: (LLL: L/2,305) 156/I: 0.13' L/1,100 taper with deck Pine Ave Custom ROOF FRAMING, 2 story bwelng (Continued) 12/03/20 RB-13 Span = 20.0 Around stairs at Upper beck (roof) (wall) (deck/stairs) (misc.) wi (x16): (1.33)(82) +20 129 plf P w w2 (x16): (8/2)(62) +20 268 plf 1W11 1 111TITIT11 P (x:160): (5)(38) + (10)(15) + (18)(82) + 20 [Headout around stair opening] : 1,736 lbs IRl 1R2 Ri (Critical Ri / 1.00 LbF = 1,693 lbs) Ri (max.) = 1,693 lbs (Critical R2 / 1.00 LbF = 3,180 lbs) R2 (max.) = 3,180 lbs Moment: (Critical M / 1.00 LbF = 11,109#ft) Moment (max.) : 11,109#ft 5x16 PSL beflection: (ALL :L/1,746) 399/1: 0.22'' : L/1,078 RB-14 Span = 17.0 Header Grid 2 at bifold door to deck (roof) (wall) (deck) (misc.) (Live Load Reduction L:0.90) wi (x4) (17/2)(82) +20 : 717 plf P w2 (x4): (20/2)(82) +20 840 plf 9rr4lllllllllllllllR1 P (x:4.0) 1693.38 [RB-13] : 1,693 lbs 1R1 IR2 J X RI: (Critical Ri / 1.00 LbF: 7,455 lbs) Ri (max.) = 7,455 lbs (Critical R2 / 1.00 LbF: 6,962 lbs) R2 (max.) = 6,962 lbs Moment: (Critical M / 1.00 LbF: 31,018#f t) Moment (max.) : 31,018#ft 5x21 &LB Deflection: (LILL= L/1,408) 903/I: 0.21'' = L/959 RB-15 Span: 11.0' Grid 4 at edge of roof deck above Family/Kitchen (roof) (wall) (deck) (misc.) (Live Load Reduction L:0.997 wi (16/2)(38) +(3)(15) + (20/2)(82) +20 : 1,189 plf l[[tllllllllllllllllllllO IRl IR2 Ri : (Critical Ri / 1.00 LbF: 5,620 lbs) Ri (max.) = 5,620 lbs R2: (Critical R2 / 1.00 LbF = 5,620 lbs) R2 (max.) = 5,620 lbs Moment: (Critical M / 1.00 LbF: 15,455#ft) Moment (max.) = 15,455#ft 3*x16 PSL Deflection: (ALL: L/1,615) 168/I: 0,14'' : L/937 RB-16 Span: 14.8' Grid b above Kitchen, supports end of RB-iS (roof) (wall) (deck) (misc.) wi : (2)(38) + (2)(82) +20 260 plf 111111111111111111 11111 P (x:10,0): 5659.5 [RB-15 Reaction] : 5,660 lbs TRi 1R2 lX K Ri: (Critical Ri / 1.00 LbF = 3,464 lbs) Ri (max.) : 3,464 lbs R2 (Critical R2 / 1.00 LbF: 5,452 lbs) R2 (max.) : 5,452 lbs Moment: (Critical M / 1.00 LbF = 23,635#ft) Moment (max.) = 23,635#ft 3x16 PSL beflectian: (LxLL: L/934) 397/I: 0.33'' = L/534 taper with deck Pine Ave Custom 12/03/20 FLOOR FRAMING, 2 story Dwelling 12 Typical Floor Framing: I-joists per manufactures span tables 2016 CBC, Basic Load Combinations See plans & calcs pg. 4 for alternates TYPICAL BEAMS & HEADERS AT OPENINGS Load Table (pg. 2) or Grid line Uniform load Header Chart (pg. 4) (roof) (wall) (floor) (misc.) A (adu) (2)(38) +(9)(15) + (7)(62) +20 = 625 plf 48 A adu Kitch. (20/2)(62) +20 = 640 plf 48 Misc Perimeter Na floor loads (5)(38) +25 = 215 plf 6x4 to 5', 6x6 FB-10 Span = 7.5 Grid A of 4 flush beam at AbU unit (roof) (wall) (floor) (misc.) wi (21/2)(62) +20 671 plf 11111111111 IllIllIllIllIll IRl IR2 Ri: (Critical Ri / 1.00 LbF: 2,516 lbs) Ri (max.) = 2,516 lbs R2 (Critical R2 / 1.00 LbF = 2,516 lbs) R2 (max.) = 2,516 lbs Moment: (Critical M / 1.00 LbF: 4,718#ft) Moment (max.) = 4,718#ft 34x14 LSL beflection: (,LL: L/3,613) 32/I: 0.04" : L/2,262 FB-11 Span = 6,6' Grid A at 4 flush beam at AbU unit abv kitchen (roof) (wall) (floor) (misc.) wi (2+12.5)(38) +(9)(15) + (15/2)(62) +20 1,171 plf lfllllllllllllllllllllllll TR1 IR2 Ri: (Critical Ri / 1.00 LbF: 2,907 Ibs) RI (max.) = 3,378 lbs R2 (Critical R2 / 1.00 LbF: 2,907 lbs) R2 (max.) : 3,378 lbs Moment: (Critical M / 1,00 LbF: 4,797#f t) Moment (max.) : 5,573#ft 3.144 LSL beflection: (LLL: L/5,033) 29/I: 0.04'' : L/2,176 FB-12 Span: 14.8' Grid 3 above AbU Kitchen, supports wall above (roof) (wall) (floor) (misc.) (Live Load Reduction R:0.92 wl (31/2)(38) +(9)(8) +(1.6)(62) +20 : 780 plf 11111111111 P (x:0.0): 3377,55 [FB-11 Reaction] 3,378 lbs IRl 1132 Ri : (Critical Ri / 1.25 LbF: 6,617 Ibs) Ri (max.) = 8,271 lbs R2 (Critical S2 / 1.25 LbF: 4,098 lbs) R2 (max.) = 5,123 lbs Moment: (Critical M / 1.25 LbF: 15,163#ff) Moment (max.) = 18,954#ft 5*X14 PSL beflection (LLL: L/1,381) 374/I : 0,31'' : L/571 Pine Ave Custom 12/03/20 FLOOR FRAMING, 2 story Dwelling (Continued) 13 FB-13 Span = 12.5 Grid 1 abv AbU BRL (roof) (woll) (floor) (misc.) wl (2+2)(38) +(9)(15) +(1.6)(62) +20 406 plf IIIIIIIIIIIIIIIIIIIIIrm IRl IR2 RI = (Critical RI / 1,00 LbF = 2,039 lbs) RI (max.) = 2,314 lbs R2 = (Critical R2 / 1.00 LbF = 2,039 lbs) R2 (max.) = 2,314 lbs Moment (Critical M / 1.00 LbF = 6,371#ft) Moment (max.) = 7,230#ft 3444 LSL beflection (ALL = L/3,035) 136/I 0.17' = L/886 FB-14 Span = 11.0' (roof) (wall) (floor) (misc.) wi (x~2) (2)(38) +20 96 plf w2 (x2) (27/2)(38) +(9)(15) + (13/2)(62) 20 1,071 plf -rmlllllllllllllllllll IRl IR2 lX K RI (Critical Ri / 1.00 LbF = 3,051 lbs) RI (max.) = 3,612 lbs R2 (Critical R2 / 1.00 LDF = 4,270 lbs) R2 (max.) = 5,007 lbs Moment (Critical M / 1.00 LFDF = 11,382#ft) Moment (max.) = 13,355#ft 34x14 LSL Deflection (ALL = L/1,304) 192/I 0.24' L/551 FB-15 Span = 11.4' Grid 1 abv AN BR3 (roof) (wall) (floor) (misc.) wi (2+2)(38) +(9)(15) +(1.6)(62) +20 406 plf 1111 IllIllIllIllI 1111111 IRI 1R2 Ri (Critical Ri / 1.00 LbF = 1,859 lbs) P (max.) = 2,110 lbs (Critical R2 / 1.00 LbF = 1,859 lbs) R2 (max.) = 2,110 lbs Moment (Critical M / 1.00 LbF = 5,299#f t) Moment (max.) = 6,014#ft 34x14 LSL beflection (tLL: L/4,001) 94/I 0.12'' = L/1,167 FB-16 Span = 7.8' Grid 1 above Master Both (roof) (wall) (deck) (misc.) wl (2)(38) +(3)(15) +(8/2)(82) +20 469 plf 11I11lllllllJIllllllllP IRI 1R2 Ri (Critical RI / 1.00 LbF = 1,673 lbs) RI (max.) = 1,673 lbs R2 (Critical R2 / 1.00 LbF = 1,673 lbs) R2 (max,) = 1,673 lbs Moment: (Critical M / 1.00 LbF: 3,263#ft) Moment (max.) = 3,263#ft 5* x94 PSL beflection: (,LL: L/3,513) 18/I: 0.05'' = L/1,965 Pine Ave Custom FLOOR FRAMING, 2 story bwelling (Continued) 12/03/20 FB-17 Span = 8,6 Grid 2 Above Master at beck above (roof) (wall) (deck high/low: (misc.) (Live Load Reduction L:0.94) wi (x3.8) (9)(15) + (6.5+4.5)(82) + 20 : 1,057 plf W11 I p w2 (x3.8): (4)(62) + 20 : 268 plf llh1Tfl1 P (x:3.8) 8000.82 [RB-14 from abv] = 8,001 lbs IRI IR2 lX K Ri (Critical Ri / 1.00 LbF = 7,652 lbs) Ri (max.) = 7,652 lbs R2 (Critical R2 / 1.00 LbF = 5,146 lbs) R2 (max.) = 5,146 lbs Moment (Critical M / 1.00 LbF = 21,717#ft) Moment (max.) = 21,717#ft 5x14 PSL bet lection (ALL = L/1,542) 121/I 0.10" = L/1,020 FB-18 Span: 14.6' Above Master BR Grid 2 (roof) (wall) (floor) (misc.) (Live Load Reduction L0.95) wi (x10.7) (4)(62) +20 268 plf p w2 (x80.7) : (9)(15) +(11)(62) +20 : 837 plf 1711TITIM P (x:10.7) 7480,56 [RB-14 Reaction from abv] 7,481 lbs IRI tR2 lX K Ri: (Critical Ri / 1.00 LbF: 4,102 lbs) RI (max.) : 4,102 lbs (Critical R2 / 1.00 LbF = 9,034 lbs) R2 (max.) = 9,034 lbs Moment: (Critical M / 1.00 LbF: 29,048#f t) Moment (max.) = 29,048#ft 5*x14 PSL bet lection (ALL: L/688) 475/I: 0.40'' = L/443 FB-19 Span: 14,5' (roof) (wall) (deck) (misc.) wi : (2)(38) +(3)(15) +(8/2)(82) +20 = 469 plf III 111111111 IRl IR2 RI = (Critical Ri / 1.00 OF = 3,110 lbs) Ri (max.) = 3,110 lbs R2: (Critical R2 / 1.00 LbF = 3,110 lbs) R2 (max.) = 3,110 lbs Moment: (Critical M / 1.00 LbF = 11,275#ft) Moment (max.) = 11,275#ft 51x9 PSL bet lection: (LL= L/547) 213/I: 0.57'' = L/306 FB-20 Span: 15.0' Grid b above Master (roof) (wall) (floor) (misc.) (Live Load Reduction L:0.93) wl (x~2.8) (2)(38) +20 96 plf Pi 1P2 w2 W w2 (x2.8,xi10.8) (2)(38) +(3)(15) -(2)(62) +20 = 265 plf 1 1,1,m1T1ll(lIflhllD w3 (x10.8) = (4)(38) +(9)(15) +(8)(62) +20 = 803 plf IRl TR2 P1 (x=2.8)= 3110.25 [FB-19 Reaction] 3,110 lbs X P2 (x=10,8): 9361.44 [FB-18 Reaction] 9,361 lbs Ri: (Critical Ri / 1.00 LbF: 6,431 lbs) Ri (max.) : 6,431 lbs R2 (Critical R2 / 1.00 LbF = 10,309 lbs) R2 (max.) : 10,309 lbs Moment (Critical M / 1.00 LbF = 37,132#ft) Moment (max.) = 37,132#ft j 4x bef lection (ALL = L/585) 673/I: 0.56 L/321 Pine Ave Custom 12/03/20 FLOOR FRAMING, 2 story bwelling (Continued) FB-21 Span = 10.5 Above Entry Grid b (roof) (wall) (floor) (misc.) wi (xi2): (2)(38) 20 : 96 plf P w2 (x2) = (2)(38) +(9)(15) +(7/2)(62) +20 448 plf 1 i-n-nlllllIlllllTlT1Illl P (x:2.0): (30)(38) + (27)(15) + (4)(62) [LSL Rim] 1,633 lbs IRl IR2 lX K RI (Critical RI / 1.00 LbF = 2,471 lbs) RI (max.) = 2,840 lbs R2 (Critical R2 / 1.00 LbF = 2,302 lbs) R2 (max,) = 2,361 lbs Moment (Critical M / 1.00 LbF 6,495#ft) Moment (max.) = 6,914#ft 1x14 LSL beflection (ALL = L/1,594) 93/I: 0,23'' = L/543 F-22 Span = 17.5' Above Garage (roof) (wall) (fIr or deck) (misc.) (Live Load Reduction R=0.93 wi (x8) (14)(38) -(9)(15) +(2)(62) +20 811 plf P w2 (x~8) (11)(3 8) +(9)(15) +(3.5)(82) +20 860 plf X11111 111111rjjllllllllllll P1 (x:3.5): 5451.99 [RB-16 Reaction abv] : 5452 lbs IRi IR2 P2 (x=8,0) (6)(38) + (22)(15) + (6)(62) [Continuation of FB-21 LSL] = 840 lbs j X Ri: (Critical RI / 1,00 LbF = 9,729 lbs) Ri (max.) = 10,964 lbs R2 (Critical R2 / 1.00 LbF = 6,861 lbs) R2 (max.) = 7,865 lbs Moment (Critical M / 1.00 LbF = 36,303#ft) Moment (max.) = 41,259#ft 7x14 PSL beflection: (ALL = L/684) 1,138/1= 0.71'' = L/295 FB-23 Span: 20.0' Above Garage (roof) (wall/rail) (deck/f Ir) (misc.) (Live Load Reduction L0.96) wi (x4)= (1)(38) -(3)(12) + (1)(82) +20 176 plf P w2 (x4) (3)(38) +(10)(15) + (17/2)(62) +20 811 plf i-n"rilIIIlllllllllllllll P (x:4.0): 7978.87 [FB-22 reaction] = 7,979 lbs IRI 1R2 lX K RI: (Critical Ri / 1.00 LbF = 10,686 lbs) RI (max.) = 11,367 lbs R2= (Critical R2 / 1.00 LbF= 8,493 lbs) R2 (max.) = 8,493 lbs Moment: (Critical M / 1.00 LbF: 48,916#f t) Moment (max.) = 49,993#ft 5*x18 PSL beflection (ALL: L/805) 1,819/I: 0.71'' : L/337 FB-24 Span: 10.1' Above BR1 (roof) (wall) (floor) (misc.) wl = (16/2)(38) +(9)(15) +(1)(62) +20 = 521 plf lillillll IRl IR2 Ri (Critical Ri / 1.25 LbF = 1,943 lbs) RI (max.) = 2,429 lbs R2: (Critical R2 / 1,25 LbF = 1,943 lbs) R2 (max.) = 2,429 lbs Moment: (Critical M / 1.25 LbF = 4,906#f t) Moment (max.) = 6,133#ft 1-144 LSL beflection= (ALL: L/1,942) 75/I: 0.19'' = L/646 FLOOR FRAMING, 2 story bwelling (Continued) FB-25 Span = 8,0 Grid C (roof) (wall) (floor) (misc.) wl (x2.8) (2)(38) +20 96 plf P w2 (x2.8): (24/2)(38) +(9)(15) +(2)(62) +20 735 plf W1-milllllllllI1lHllll P (x2.8) 3783.24 [FB-15 & FB-161 3,666 lbs IR1 1R2 lX K— ) Ri: (Critical Ri / 100 LbF: 3,262 lbs) Ri (max.) : 3,689 lbs R2: (Critical R2 / 1.00 LbF: 3,001 lbs) R2 (max.) : 3,624 lbs Moment: (Critical M / 1.00 LbF: 8,914#f t) Moment (max.) : 9,991#ft 34x14 PSL beflection (tLL: L/3,825) 53/I 0.07' L/1,454 FB-26 Span = 12.0' Grid 1 Window Header supports FB-25 (roof) (wall) (floor) (misc.) wi (3)(38) +25 139 p11 l[11ll IlIllIllIllI llllIl P (x:6.0) 3688.67 [FB-25] : 3,689 lbs IRI IR2 j x Ri: (Critical Ri / 1.00 LbF: 2,105 lbs) RI (max.) : 2,588 lbs R2 (Critical R2 / 1.00 LbF: 2,105 lbs) R2 (max.) = 2,588 lbs Moment: (Critical M / 1.00 LbF: 11,208#ft) Moment (max.) : 13,298#ft 53x94 PSL beflectian (ALL = L/995) 144/I 0.38'' = L/376 FB-27 Span: 12.0' Grid 1 Window header (roof) (wall) (floor) (misc.) wi : (3)(38) +25 : 139 plf IlillIflIll llllllllllll l IR1 IR2 Ri: (Critical RI / 1.25 LbF: 667 lbs) Ri (max.) : 834 lbs R2 : (Critical R2 / 1.25 LbF: 667 lbs) R2 (max.) : 834 lbs Moment: (Critical M / 1.25 LbF: 2,002#f t) Moment (max.) = 2,502#ft 640 beflection: (ALL: L/3,234) 41/I: 0.10' : L/1,396 1284 Pine (Pine 3) 04/26/21 [_ LATERAL bISTRIRUTION-SEISMIC, Wood Frame buplex 17 Grid Line 2-Story Roof Area (2.60 psf) Portion Floor Area (4.00 psf) 1-5tory Roof Area (2.60 psf) Load From Above (Ibs) Total Force (Ibs) Base Shear Total Base Shear Upper/Roof A 541 1,406 B 640 1,665 C 658 1,712 b 677 1,761 E 116 302 1 98 255 2 612 1,591 4 1,303 3,388 5A 335 871 58 278 723 Lower A -- 541 90 1,406 3,802 B -- 640 87 1,665 4,452 C -- 658 78 1,712 4,548 b -- 677 96 1,761 4,721 E -- 116 88 302 996 1 -- 98 268 2,182 3,269 includes grid 2 (5 2 -- 403 116 1,591 3,505 collected in diaph 3 -- 538 38 1,577 3,826 includes grid 2 (4 4 -- 836 28 3,388 6,803 -- 335 48 871 2,336 58 -- 278 33 723 1,921 at grid 1& 3 SF-IEARWALL ANALYSIS-SEISMIC cn Grid Line Shear Force (lbs) Wall Lengths (feet) Net Length (feet) Wall Shear (plf) Wall Height (feet) Wall H/B Ratio Pier H/B Ratio WALL I TYPE - O.T. Resisting Elements (pif) Moment Self Roof Walls Floor (#-FT) Wt. Above Above Above End Loads (Ibs) (0.9-011)3< Uplift Resisting from Moment Above Uplift (plf) Holdown Uplift Hardware (lb(Simpson or Eq.) m Upper/Roof A 1,406 16 14.3 11.6 65 10 0.7 2.0 4 5,892 150 40 23 280 20,250 (1,004) none 8 C 1,665 1,712 19 1.1 87.5 10.9 15.5 153 110 10 10 0.5 1.3 3.0 4 4 16,649 8,283 105 105 200 50 200 200 46,317 4,611 196 (1,561) none 490 C516 E 1,761 302 255 10.3 11.6 1,1 12 15 10.9 28.2 6.9 5.3 62 44 48 10 10 10 1.0 0.9 0.8 1.6 2.5 3.0 4 4 4 6,808 3,021 2,548 180 150 150 70 50 50 280 280 280 14,090 13,146 13,977 (668) none (873) none (952) none Z 2 4 5A 1,591 3,388 871 3.8 21.5 21.5 2 3.8 5.8 21.5 14.8 275 158 59 10 10 10 2.6 0.5 0.5 2.0 5 4 4 7,956 33,878 8,710 150 105 150 200 240 40 280 200 66,138 34,560 (2)C51628 (1,500) none (1,202) none -< 58 723 18 2,3 8.4 86 10 0.6 2.9 4 7,228 150 160 39,523 (1,794) none M I-I Lower A B 3,802 4,452 18.6 1,3 20 14 2.3 11.2 20.0 339 223 10 10 0.7 0.5 3.5 5 4 15,520 44,524 150 120 40 40 30 160 280 280 17,739 59,497 (158) none (749) HTT4 C 0 4,548 4,721 7.5 19.7 2 14.2 16 21.7 26.2 210 180 10 10 1.3 0.6 2.0 4 4 15.720 28,774 120 120 160 360 200 200 7,378 50,872 1,112 HTT4@7.5 (1381) none E 996 2.5 3 2.5 3.3 299 7.5 3.0 6 3,733 150 40 280 1,018 1,086 SThb10 0 1 3,269 22 6.3 516 10 0.5 2.5 7 32,692 150 50 280 42,939 (466) none 2 3,505 note (4) "Ti 3 3,826 16 8 24.0 159 10 1.3 4 12,753 120 40 120 80 200 10,325 114 303 HTT4@8 4 6,803 16 16 32.0 213 10 0.6 4 34,017 120 160 120 40 280 47,850 (865) Sill Anchorage 5A 2,336 8 10 18.0 130 10 1.3 4 10,381 150 80 150 100 280 13,851 (434) Sill Anchorage ( 58 1,921 4 3 4 3 6.4 300 10 2.5 5 9,603 120 160 120 40 280 3,652 1,488 5TH010 C Footnotes: (1) Net Length reduced-Force Transfer Around Opening(s) (2) Net Length reduced-Perforated Shearwall (3) Net Length reduced-H/B between 2:1 and 3+:1 Comments: (4) Lower Level Grid 2 force collected in floor diaphragm. Force is distributed to grids land 3 Em Wall Description Upper Level A B 5A 5B Lower Level A 0 PERFORATED SHEAR WALLS W PIER H/B BASED C-DI ON FULL HEIGHT cj rT/c TIC I OPENINGI I Li WIDTHJ L2 L Total 5bPW Net Total Wall Opening Shear Ht. 6 Ht. 6 Max. Percent Max H/B Factored Table Length Shear Shear OTM W (V) Width Width Opening Full Ht. Pier Factor Full-Ht. 4.3.3.5 C0 L V/C0ZL1 Wall (VXH) 0.79 DL RM (Ibs) Lx H Lx H Height Sheathing H/B 2L/H Li (ft) Co (if) (pif) Type (lbs-if) (plf) (lbs-I 677 16.0x10.0 2.5x5.0 0.50k 84% 2.0 1.00 13.50 0.93 12.5 54 4 6,768 165 21,084 -895 2,096 19.0x10.0 2.5x6.8 0.68k 87% 3.0 0.66 10.59 1.00 10.9 192 4 20,956 225 40,640 1,036 1,014 11.6x10.0 3.0x5.0 0.50H 74% 2.5 0.80 6.88 1.00 6.9 147 4 10,140 154 10,364 -19 676 12.0x10.0 4.0x5.0 0.50H 67% 3.0 0.66 5.28 1.00 5.3 128 4 6,760 154 11,092 -361 1,859 21.5x10.0 5.0x5.0 0.50H 77% 2.0 1.00 16,50 0.90 14.8 126 4 18,590 147 33,962 -715 1,521 18.0x10.0 6.0x5.0 0.50k 67% 2.9 0.70 8.40 1.00 8.4 181 4 15,210 232 37,626 -1,245 22,493 147 25,418 -157 221 -378 none 18,448 265 51,507 -1,678 158 -1,836 none 32,692 154 37,280 -209 221 -430 none 221 -1,116 none 158 -1,194 none 221 -241 none 221 -582 none 0 -715 none 0 -1,245 none 2,249 18.6x10,0 7.0x5.0 1,845 19.7x10.0 7.5x5.0 3,269 22.0x10.0 12.0x5.5 0.50k 62% 0.50k 62% 0.55k 45% 3.5 0.57 6.64 1.00 6.6 2.0 1.00 12.20 0.84 10.2 2.5 0.80 8.00 0.79 6.3 339 5 180 4 516 7 -v Co Uplift End OTM..M Point Net Holdown C07-L1 Load Uplift Hardware (lhc' (lbs) (lbs) (Simson or 5