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HomeMy WebLinkAbout221 NORMANDY LN; ; PC2018-0006; PermitBuilding Permit Finaled (City of Carlsbad Plan Check Permit Print Date: 06/17/2020 Permit No: PC2018-0006 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title Description: 221 Normandy Ln BLDG-Plan Check 2030231600 $ 0.00 Work Class: Lot #: Reference #: Construction Type Bathrooms: Orig. Plan Check #: Plan Check #: Status: Closed - Finaled Applied: 02/21/2018 Issued: 10/01/2018 PermitFinal 06/11/2020 Close Out: Inspector: Final Inspection: Residential DEV2017-0031 SCHIFF RESIDENCE SCHIFF: NEW 2,579 SF SFD & 719 SF ADU Applicant: Owner: JAMES CHINN TRUST SCHIFF DEBRA A FAMILY TRUST 2120 Jimmy Durante Blvd, 114 09-19-03 DEL MAR, CA 92014-2215 6876 Batiquitos Dr 858-755-5863 Carlsbad, CA 92011-3917 FEE AMOUNT MANUAL BUILDING PLAN CHECK FEE $1,400.00 Total Fees: $ 1,400.00 Total Payments To Date: $ 1,400.00 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1760-602-2700 760-602-8560 f I www.carlsbadca.gov Page 1 of 1 IThE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: 0 PLANNING 0 ENGINEERING 0 BUILDING 0 FIRE []HEALTH DHAZMATIAPCD I Building Permit Application Plan Check No. -cct:kD I Est. Value 1i4 MPh: Crpo-~ City of 1635 Faraday Ave., Carlsbad, CA 92008 760-602-2719 Fax: 760-602-8558 Carlsbad Plan Ck. DepositI I kOO email: buildingcarlsbadca.gov Date 2-2-%-1%6 1sWPPP www.carlsbadca.gov JOB ADDRESS 221 NORMANDY LANE SUITE#/SPACE#/UNITC APN 203 - 023 - 16 - 00 CT/PROJECT S LOT # S OF UNITS # BEDROOMS S BATHROOMS TENANT BUSINESS NAME CONSTR. TYPE 0CC. GROUP 4q82 1PHASE# POR3I&32 DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) 0I'1 02579 S.F. NEW RESIDENCE WITH ATTACHED 258 S.F. GARAGEAND*62 S.F. DECK. 719 S.F. ACCESSORY DWELLING UNIT EXISTING USE PROPOSED USE GARAGE (SF) PATIOS (SF) DECKS (SF) FIREPLACE AIR CONDITIONING ARE SPRINKLERS RESIDENCE RESIDENCE 258 162 YESIZit NOD YES NOD YES NOD APPUCANT NAME JAMES CHINN Ct PROPERTYOWNER NAME DEBRA SCHIFF ADDRESS 2120 JIMMY DURANTE BL. #114 ADDRESS 221 NORMANDY LANE CITY STATE ZIP DEL MAR CA 92014 CITY STATE ZIP CARLSBAD CA 92008 PHONE FAX PHONE FAX 858-755-5863 951-233-6184 EMAIL EMAIL 1amesch1nn400(qmaiI.c0rn _______________________ DESIGN PROFESSIONAL JAMES CHINN 9IAME 13 C'll tQ'k -i'r7C ADDRESS 2120 JIMMY DURANTE BL. 9114 AoDR s5Lc - i 5'Ir f.Z) CITY STATE ZIP CITY STA A ZIPcf 5-C 'e"ri 5',cl DEL MAR CA 92014 PHONE FAX PHONE '7 f /bC FAX 858-755-5863 , 7 9-o'7jy EMAIL EMAIL jameschinn400(qmaiI_corn _______________________________________________ I STATE LIC. # STATE !3i -cc CLASS I C BU UC. I 77oroC'3 /ç-c' C-15737 (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, pnorto its issuance, also requires the applIcant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the BUSIneSS and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). Workers' Compensation Declaration: I hereby affirm under penally of pe4uiy one of the following declarations: I have and will maintain a certificate of consent to self4nsure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain workers' compensation, as reauiredb Section 3J00 nttheabor Code, for the peiforman. f the work for is i(s ed. My workers' compensaon insurance ca er and policy number am: Insurance Co. t I ' ) Policy No. )(Expiration Date_ 1 This section need not be completed tithe permit is for one hundred dollars ($100) or less. 0 Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (111,100,000), In addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. AT CONTRACTOR SIGNATURE 0 AGENT DATE ic" 1 Ihereby affirm that lam exempt from Contractor's License Law for the following reason: C] 1. 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 sate). [J 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). [J lam exempt under Section Business and Professions Code for this reason: 1.1 personally plan to provide the major labor and materials for construction of the proposed property improvement. DYes ONo 2,I(have I have not) signed an application fora 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. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name! address! phone I contractors' license number): 5.1 will provide some of the work, butt have contracted (hired) the following persons to provide the work indicated (include name laddress Iphone Ibjpe of work): ..'PROPERTY OWNER SIGNATURE []AGENT DATE - - Is the applicant or future building occupant required to submits business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505,25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? I] Yes I] No lathe applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? DYes 0 No lathe facility to be constnjctedwithin 1,000 feet of the outer boundary of school site? DYes I] 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. CONSTRUCTION LENDING AGENCY I hereby alllmi that there is construction lending agency for the performance of the work this permit is issued (Sec. 3097 (I) Civil Code). Lenders Name Lenders Address IcertifythatI have read the applicaition and stateffattheatimirdermartion is otiffectand thatthe Information onthe plansis accurate. I agwtD complywilh all Chlronfinancesand State law relailingto builifingconstne*& I hereby authorize representative of the City of Carlsbad toerrterupon the above mentioned property for inspeclkin purposes. IALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANYWAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. 0511kM OSHA permit is requited for excavations over 5'O' deep and demolition orconsindon of structures over 3stories in height EXPIRATION: Every pennitisstjedbytheBu undertheprovisiormoffois II I bythtitabon and become nuI and vedmgor work authorized byarjthpennftisnotcommencededthn l8o days tiomthedateofsuth permit orif bu or - bysurt, itis orabandoned at any time after the wak is commenced for a period of 180 days (Section 106.4.4UnikxmBuildkigCode). APPUCANT'S SIGNATURE DATE Z (Z' V - ,1 T '- .%- LI (. EsGil A SAFEbu1tCompar%y DATE: SEPT. 17, 2018 U APP LICANT JURIS. JURISDICTION: CARLSBAD PLAN CHECK #.: PC2018-0006 SET: II PROJECT ADDRESS: 221 NORMANDY LANE PROJECT NAME: NEW SFR 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: EsGil staff did not advise theapplicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted:JAMEStNN1 AlA Date contacted: bio~ Mail Telephone Fax In Person LI REMARKS: By: ALl SADRE, S.E. EsGil 9/13 Telephone #: 858-755-5863 Email: iameschinn4OOcqmail.com Enclosures: 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil A SAFEbuILt Company DATE: MAR. 069 2018 JURISDICTION: CARLSBAD PLAN CHECK#.: PC2018-0006 SET:I PROJECT ADDRESS: 221 NORMANDY LANE PROJECT NAME: NEW SFR U APPLICANT 14 JURIS. 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: LI EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: JAMES CHINN, AlA Telephone #: 858-755-5863 Da d3 61Ig' (by.) Email: iameschinn4OOqmaiLcom MaiI Telephor Fax In Person LI REMARKS: By: ALl SADRE, S.E. Enclosures: EsGil 2/23 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD PC20 18-0006 MAR. 06, 2018 GENERAL PLAN CORRECTION LIST JURISDICTION: CARLSBAD PLAN CHECK #.: PC2018-0006 PROJECT ADDRESS: 221 NORMANDY LANE LIVING = 2,579; GARAGE = 258; DECK = 162; ACCESS. UNIT = 719; HEIGHT = 24'; STORIES TWO; SPRINKLERS = YES; OCCUPANCY = R3/U; CONSTRUCTION = V-B DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL: 2/23 MAR. 061,2018 REVIEWED BY: AL! SADRE. S.E. FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county or city law. . GENERAL 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. CARLSBAD PC2018-0006 MAR. 069 2018 To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. 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 on the plans. Have changes been made not resulting from this list? 0 Yes 0 No . PLANS Please add a sheet index on the cover sheet of the plans to reflect the content of the plans. 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." 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. Floor assemblies separating the main unit and the accessory unit shall be of one-hour fire resistive construction. Provide details of the assemblies. Section R302.3. Such assemblies shall extend to and be tight to the exterior wall, where applicable. See the area adjacent to the laundry room overlapping between the units, on Sheet #3. The supporting construction of fire-rated floor assemblies shall have an equal or greater fire-rating. Section R302.3. 1. Provide a note on the plans stating: "Penetrations of fire-resistive walls, floor- ceilings and roof-ceilings shall be protected as required in CRC Section R302.4." 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. Add details to the plans. [Walls are ok, as shown]. CARLSBAD PC2018-0006 MAR. 069 2018 11. 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". 12. 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. 13. Openable windows shall be located a minimum of 10' from any plumbing vents, chimneys, etc. Section R303.5. 14. Please show the Fau location for the main unit on the plans. 15. Please show the size and location of the main electrical service & the sub-panel on the plans (for each unit). STRUCTURAL 16. 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 backfihled and compacted, and C) The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." 17. Provide a letter from the soils engineer confirming that the foundation/ grading plan and specifications have been reviewed and that it has been determined that the report recommendations are properly incorporated into the plans. 18. Note on plans that surface water will drain away from building. The grade shall fall a minimum of 6" within the first 10'. Section R401.3. 19. Please reflect the soils report information on Sheet SNI of the plans 20. On Sheet #10, please specify if the rafters over the existing garage are existing to remain, or new. 21. Balconies and decks shall be designed for 150% of the live load required by Table 1607.1. CBC Table 1607.1, as amended by emergency building standards. Please revise the plans and calculations accordingly. CARL- SBAD PC2018-0006 MAR. 06, 2018 22. Requirements in Seismic Design Category D. tIII The structures assigned to SDC D should satisfy the following requirements, in addition to the requirements for SOC C: (ASCE 7-10, Section 12.3): Please show how all irregularities, as related to this project are addressed on plans & calculations: Prohibited Horizontal and Vertical Irregularities for Seismic Design Categories D through F. Structures assigned to Seismic Design Category E or F having horizontal irregularity Type lb of Table 12.3-1 or vertical irregularities Type I b, 5a, or 5b of Table 12.3-2 shall not be permitted. Structures assigned to Seismic Design Category D having vertical irregularity Type 5b of Table 12.3-2 shall not be permitted, except when subject to the limitations of Section 12.3.3.2. Plan or Vertical Irregularities. For structures having a plan structural irregularity of Type Ia, Ib, 2, 3, 0r4 of ASCE 740, Table 12.3-1 (as shown in Figure 10.7) or vertical irregularity Type 4 of Table 12.3-2, the design forces determined from Section 12.8.1 need to be increased 25 percent for the following connections: 1) diaphragms to vertical elements, 2) diaphragms to collectors & 3) collectors to vertical elements. (Sec. 12.3.3.4). ------------------ ------------------ Opening ------------- Re-entrant I corner I.. a. Torsional irregularity b. Re-entrant corners c. Diaphragm discontinuity Discontinuity in vertical elements of lateral-force-resisting system d Out-of-plane offsets Figure 10.7 Examples of Plan Irregularities 1 -4 The City Policy requires that their Special Inspection Agreement Form be signed & returned at back-check for the epoxy anchors © existing garage. This Form is available at the City. MISCELLANEOUS The jurisdiction has contracted with EsGil, at 9320 Chesapeake Dr., # 208, S.D., CA 92123; Tel: 858/560-1468, to perform the plan review for your project. If you have any questions regarding these items, please contact ALl SADRE, S.E. at EsGil. Thank you. CARLSBAD PC2018-0006 MAR. 069, 2018 (DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK #.: PC2018-0006 PREPARED BY: ALl SADRE, S.E. DATE: MAR. 06, 2018 BUILDING ADDRESS: 221 NORMANDY LANE BUILDING OCCUPANCY: R3/U; V-B/SPR. BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) LIVING 2579 GARAGE 258 DECK 261 ACCESSORY 719 UNIT Air Conditioning 3298 Fire Sprinklers 3556 TOTAL VALUE Jurisdiction Code 1GB IBy Ordinance 1997 UBC Building Permit Fee V 1997 UBC Plan Check Fee V Type of Review: El Complete Review Structural Only I $2,082.26 I I $1,353.471 Repetitive Fee Repeats Other Hourly __Hr. © * EsGil Fee I $1,186.891 Comments: Sheet 1 of 1 F 3awThK. FOUNDATION PLAN 14=i-O W)EAEWAY /1-2/ø -cxc' CITY OF CARLSBAD 4AI,p y JUN 2 02019 BUILDING DIVISION James A. Chinn, Architect ... 2120 Jimmy Durante Blvd., Suite 114 Del Mar, CA 92014 Phone (858) 755-5863 Email :jameschinn400gmaiI.com WI (.) a& hA. W.T P2 3SO.x19"THK. FOUNDATION PLAN 1/4=T-U Wi 5) *5 CA EWAY PCSD Engineering Corp 3529 Coastview Court Carlsbad, CA 92010 Ph: 760-207-1885 ddNW tWfl PIZ- Structural Design Calculations New Residence Client Debra Schiff 221. Normandy Lane Carlsbad, CA 92008 Project Schiff Residence 221 Normandy Lane Carlsbad, CA 92008 Paul Mq RCE C57182, December 19, 2017 :PCSD File #: 17440 oco to0' 000 co 04 Go 04 Cd W Z5 QiI(o CO 0 cotI. 0 C,1 LI C'1 o — w 0. N' 2/31/1? Paul Christenson San Diego Engineering 3529 Coastview Ct - Carlsbad, CA 92010 Telephone (760) 207-1885 - Email: pauLpcsdgmaiLcom 1.0 Design Criteria: Schiff Residence 17-440 Code: 2016 California Building Code - ASCE 7-10 Timber. Douglas Fir-Larch (DF-L), WWPA or WCLIB 2x Wall Framing: DF-L #2 (unless noted otherwise) 2x Rafters & Joists: DF-L #2 Posts & Beams: DF-L #1 Glue-Lam Beams: Simple Span: Grade 24F-V4 (DF/DF) Cantilevers: Grade 24F-V8 (DF/DF) Sheathing: Mm. APA-Rated Sheathing, Exposure 1, Plywood or OSB (U.N.O.) Engineered Framing Wood i-Joists: TJ1 110,210,230360,560 iCC ESR-1 153 LVL, PSL 1.9E Microllam, 2.OE Paraliam ICBO ER-4979 Concrete: Compressive Strength @ 28 days per ASTM 039-96: Footings: f'c = 2500 psi Grade Beams: fc = 3000 psi Concrete Block: Grade N-I per ASTM C90-95. fm = 1500 psi per ASTM E447-92 Mortar: Type S Mortar Cement per ASTM 0270-95, Min. f'm = 1800 psi @28 days. Grout: Coarse Grout wl 3/8" Max. Aggregate per ASTM C476-91, Mm. fm = 2000 psi @ 28 days. Reinforcing Steel: #4 & Larger: ASTM A615-60 (Fy = 60 ksi) #3 & Smaller: ASTM A615-40 (Fy =40 ksi) Structural Steel: 'W' Shapes: ASTM A992, Fy= 50-65 ksi Plates, Angles, Channels ASTM A36, Fy = 36 ksi Tube Shapes: ASTM A500, Grade B, Fy= 46 ksi Pipe Shapes: ASTM A53, Grade B, Fy=35 ksi Welding Electrodes: Structural Steel: E70-T6 A615-60 Rebar: E90 Series Bolts: Sill Plate Anchor Botis & Threaded Rods: A307 Quality Minimum Steel Moment & Braced Frames: A325 (Bearing, U.N.O.) Soils: 1500 psf Bearing Pressure References: ir4fV*nowv Tan -: 3529 Coastview Ct - Carlsbad, CA 92010 Telephone (760) 207-1855 - Email: 2.0 LOAD LIST 2.1 Roof (Vaulted) Roofing 6.0 psf 15/32" Sheathing 1.5 psf Roof Framing 2.8 psf 5/8" Gyp. Bd. 2.8 psf Insulation and Misc. 1.9 psf DL = 15.o psf = 20.0 psf Tota1Load = 35.0 psf 2.2 Roof (w/ ceilina) Roofing 6.0 psf 15132" Sheathing 1.5 psf Roof Framing 2.8 psf Insulation and Misc. 1.7 psf DL 12.0 psf Y.LL = 20.0 psf Total Load = 32.0 psf 2.3 CeiIin Ceiling Joists 1.3 psf 5/8" Gyp. Bd. 2.8 psf Insulation and Misc. 1.9 psf DL = 6.0 psf 10.0 psI Total Load = 16.0 psf 2.4 Walls Exterior Wall JOB 17-440 SHEET NO 2.. OF_________ CALCULATED BY PSC DATE12/19/17 CHECK BY DATE SCALE Interior Wall 7/8" Stucco 15/32" Sheathing 2x4 Studs @ 16" o.c. 5/8" Gypsum Bd. Misc. 9.0 psf 1.5 psf 1.1 psf .2.8 psf 0.6 psf DL 15.0 psf 1/2" Gyp. Bd. (2 Sides) 2x4 Studs ® 16" o.c. Misc. 4.6 psf 1.1 psf 2.3 psf DL - 8.0 psf =--------r - - --- - - -- -. ,Teaowr 'an2jo 3529 Coastview Ct - Carlsbad, CA 92010 JOB 17-440 SHEET NO OF________ CALCULATED BY PSC DATE 12119/17 CHECK BY DATE SCALE I etepnone ((bU) z01-i fitso -maui: .com 2.0 LOAD LIST (CONTI 2.5 Floor Floor Cover 5.5 psf Sheathing 2.3 psf 2xF.J. 3.1 psf 518" Gyp. Bd. 2.8 psf Insulation and Misc. 1.3 psf DL 15.0 psf LL = 40.0 psI Total Load 55.0 psf 2.6 Wind Ps = AKZrI*Ps30 (A SCE 7-Equation 6-I) P = 26.6 psf P = 16.0 psf (*0.6 - ASD) 2.7 Seismic Sms = F.S. SMS = 1.209 SDS SOS = 0.806 C SDS - (Rh) (11.4-3) Cs = 0.124 WIND PARAMETERS Basic Wind Speed = 110 mph Exposure Cat = B ,k =1.00 (fig. 6-3) Ps3o= 26.6 psf (fig. 6-3) Kzt = 1.00 (fig. 6-4) 1= 1.0 (table 11.5-1) USGS APPLICATION S = 1.174 S1 = 0.451 Fa= 1.03 F 1.55 R= 6.5 1= 1.00 h1 = 31.00 Occupancy Category: 2 Site Class: D SEISMIC DESIGN CATEGORY S1 <0.75 (11.6 ASCE 7-05) (11.4.1 ASCE7-05) S5>0.15 USE: V= C8W0L V= 0.124 WDL Equation 12.8-1 Applies T3 c O.75 = 0.263 Ta <(0.8Ts, OK Is = SDI/SDs 0.466 k = 1.0 Ta0.5 Seismic Design Category: D ASD BASE SHEAR v - CaWDL ASD 1.4 V 0=0.089 WDL LJS Design Maps Summary Report User—Specified Input Report Title Schiff 1e December 19, 2017 22:03:04 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 33.163590N, 117.35591°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category 1/11/111 USGS—Provided Output S5 = 1.174 g S s = 1.210 g S05 = 0.807 g F.. i. oio S1 = 0.451 g SMI = 0.698 g S01 = 0.466 g ç. For Information on how the 55 and 51 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MC Resp. Spclrm qr Response 5pedrQrn Period.T (sac) Pee oe.T (s) For PGA, T, CRS, and CR values, please view the detailed reeort. Although this Information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data cortained therein. This tool is not a substitute for technical subject-matter knowledge. i F 0 R T E ' MEMBER REPORT Roof Framing, (RR-1) Raflers 1 piece(s) 2 x 8 Douglas Fir-Larch No. 2 @ 24" OC PASSED 1 + 0 N. .13 42j' ggzit I 1C 12'6" All locations are measured from the outside face of left support (Or left cantilever end).AII dimensions are horizontal. Member Reaction (Ibs) 469 @2 1/2" 3281 (3.50") Passed (14%) -- 1.0 D + 1.0 Lr (Al Spans) Shear (Ibs) 407 @103/8' 1631 Passed (25%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 1436 @66 1/2" 1700 Passed (84%) 1.25 1.00 + 1.0 Lr (All Spans) Live Load Dell. (In) 0.338 @6' 6 1/2" 0.445 Passed (11474) -- 1.0 D + 1.0 Lr (All Spans) Total Load Deft. (In) 0.605 @ 6' 6 1/2' 1 0.668 1 Passed (1/265) -- 1.00 + 1.0 Lr (All Spans) Deflection criteria: U. (L/360) and TI. (L1240). Top Edge Bracing (Lu): Top compression edge must be braced at 6' 10" 0/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at El' 9" 0/c unless detailed otherwise. A 1596 Inaease In the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS. WOO nRAWERSO -01f 1 - Bed Plate- DF 3.50" 3.50" 1.50" 207 262 469 Blocldng 2- Beveled Plate. OF 3.50" 3.50" 1.50" 207 262 [ 469 Blocidng Blocking Panels are assumed to carry no loads applied directly above them and the foB load Is applied to the member being designed. System : Roof Member Type : Ust Building Use: Residential Building Code: IBC 2015 Design Methodology: ASD Member Pitch: 4/12 Roof SUSTAINABLE FORESTRY INmelivE Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyetraeussr product design cntela and published design values. Weyerhaeuser expressly disdains any other warranties related to the software. Use of this software is not Intended to circumvent the need For a design Plofanal as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that the calculation Is compatible with tire oserall eg.ct Acrasso.fe(Rirn aoai4 2locJdrrg Paneis and $quath aiocks) are not designed by thIs wftwwe. Thaducts manuilactuied at Weyeilraeuser facilities are thIrd-party certified to sustainable ftrestiy standards. Weertmeuser Engineered Lumber Products have been evaluated by MC ES under tedrrrlcai reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASIM standards. For current code evaluation reports, WesIraeuser product literature and installation details refer to www.weym1raejse.conwoodproductdoaiment-library. The product application, input design loads dimensions and support information have been provided by Forte Software Operator e : JJob$Oreis Ymmmmm 7 s: Peul Chnsrenson PCSD Engineering (760) 207•1885 paui.pcadgmail.com --.--- .-..-- r 12/19/2017 2:15:29 PM Forte v5.3. Design Engine: W.0.0.5 Schiff.4te Page 1 Of 1 1 F 0 R T E IV MEMBER REPORT Roof Framing, (RB-I) Ridge Bm 1 piece(s) 4 x 10 Douglas Fir-Larch No. 2 Overall Length: 7 1 PASSED ft All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. 1393 © 2 7656 (3.50') Passed (18%) Member Reaction (ibs) Shear (Ibs) 975 @ 1'31f' 4856 Passed (20%) Moment (Ft-Ibs) 2239 © 36 1/2' 5515 Passed (40%) Uve Load Deli. (In) 0.028 @3' 6 1/2 0.225 Passed (1./999+) Total Load Defl. (In) 1 0.050 @13' 6 1/2 0.338 1 Passed ((1999+) System: Roil . -- 1.0 D + LU Lr (All Spans) MemberTDe Drop Beam 125 3.0 D + 1.0 Li (All Spans) Betiding Use: Residentlel 125 1.0 D + 1.0 Ir (All Spans) Building Code :IBC2015 -- 1.OD+1.0Lr (All Spans) Design Methadulogy:SD A. -- 1.0 0 + 1.0 Li (All Spans) Member Pitch: 0/12 Deflection olterta: U. (1/380) and TI. (Lj1'W). Top Edge Bracing (La): Top compression edge must be braced at 7' 1 0/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compleedon edge must be braced at 7 1" a/c unless detailed otherwise. Applicable calculations are based on NOS. ilm- '10 1-011 [1- Column - OF 3.50 3.50' 1.50 613 779 1392 Blocking [iàllunm - DF 3.50' 3.50 1.50' 613 779 1392 BlockIng_____________ Blocking Panels are assumed to carry no mass appilea airacay scone mem aria me TUU lam, IS appimu U, WU .w'lw uwuuy mSiy.. N/A 8.2 0-self Weight (PLF) 0 to 7' 1" Unifono (PSF) 0 to 7' 1" (Front) I 11' 15.0 I 20.0 (itoor SUSTAINABLE FORESTRY INITIATIVE Weyerhaejser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not Intended to circumvent the need for a design profossiorwi as determined by the authority having jurisdiction. The designer of record, buIlder or Framer Is responsible to assure that this calculation Is compatible with the onerail project . Accessories (Rim Board, Bloddng Panels and Squash Blocim) are not designed by this sotheaie. Products manutsctured at Weeahaeuse facilities are thtrd-paity certlflad to sustainable foreaby standards. Wertiaeuser Engineered Lumber Products have been evaluated by ICC ES under technical tepoils EM-11 53 and ESR-1387 and/or tested in accordance with applicable ASTM starrck, For current code evaluation reports. Weyerhaeuser product lihaitere and installation details refer to www.waeuaer.conocdprodUcdOCUmeflt-library. The product application. Input design loads, dimensions and support information have been provided by Forte Software Operator Pui Christenson ;, CSI) Engineering (760) 207-lee55 paul.pcnd©gmai.Cum 4 JcrbNotUls - 12/19/2017 2:16:48 PM Forte v5.3, Design Engine: V7.0.0.5 Schiff4te Page 1 of 1 + 0 PASSED 4 I F 0 R T E MEMBER REPORT Roof Freming, (RB-2) Mdi BM 1 piece(s) 3 1/2" x 9 1/2 2.OE Parallam® PSL Overall Length: 12'7" 0 4. . . ... 12' [j All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. 1.00 + 1.0 Lr (All Spans) Member Reaction (Ibs) 1239 @2' 7656 (3.50') Passed (16%) - Shear (ibs) 1146 © 1' 1' 8035 Passed (14%) 1.25 1.00 + 1.0 Lr (Al Spans) Moment (Ft-lbs) 5883 @6 3 1/2" 16321 Passed (36%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Odi (In) 0.154 @6' 3 1/2" 0.408 Passed (1./952) -- 1.0 0 + 1.0 Li (Al Spans) Total Load DI. (in) 1 0.292 @6' 3 1/2" 1 0.613 Passed (L/503) I -- 1.0 0 + 1.0 Lr CM Spans) - Deflection criteria: LI. (11350) and TI. (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 12 1"o/c unless detailed otherwise. Bottom Edga Brdng (Lu); aoltom compression edge must be braced at 12' 7' 0/C unless detailed otherwise. Ww"kUNIN ..t 3.50" 3.50" 1.50" — 598 — 641 1239 BlOCkIng Column - OF Column - OF 35(r 3.50' 1.5(r 598 641 1239 Bloditrig . Bking Panels are assumed to carry no 1050$ appoeo oirecoy noose warn anu oia wul uuuu is dwwu w um ulmululim u,uy I.oad C - Self Weid(PLF) 01,0127 N/A 10.4 - Uniform (PSF) 0 to 127' (Front) 2 18.0 Root 2- Point (lb) 6'3 1/2' (Front) N/A 613 779 : .... System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology: AS) Member Pitch: 0/12 SUSTAINABLE FORESTRY lNfllAThIE rhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser prat design criteria and publetted design values. thaeuser expressly disclaims any other warranties related to the software. Use of this esilbeare Is not intended to circumvent the need for a design s(esslonai as determined by the authority having jurtsllcVan. The designer of record, builder or framer Is resporble to assure that this calculation Is mpatibfe with the overall project Accessories (Rim Board, BlackIng Panels and Squash Blocks) are not designed by 565 esltware. Products manufactured at ryertsseuserfeduiiles are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been esueluated by ICC ES der technical reports ESR-1153 and ESR-1387 axor tested In accordance with applicable ASTM standards. For Current Code evaluation reports, ryerhaeuser product literature and installation details refer to www.weywhaeuser=m/woodpro&KWdocumerit4roravy. !_ product applicatlom, Input design loads, dmenslons and support Information have bees provided by F_Sofb.vare Operator Paul Christenson PCSD Ertgineerrlg 1:160,207 1885 paui pcsa@gmeil.com 1/2/2018 12:50:12 PM Forte v5.3, Design Engine: V7.0.0.5 Schiff4te Page 1 of 1 Span = 21.330 ft j) 3529 Coastview Court Engineer: Project ID: PCSD Engineering Project Title: Carlsbad, CA 92010 Project Descr: (760) 207-1885 71 paul.pcsdgmail.com Priu8ed: 2JAN 2018, 12:3PM Description: (RBA RfBm - Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb -. 1350 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - 1350 psi Ebend- xx 1600ksi Fc - Pill 925 psi Eminbend -xx 580ks1 Wood Species : Douglas Fir - Larch Pc - Perp 625 psi Wood Grade : No.1 Fv 170 psi Ft 675 psi Density 31.2pcf Beam Bracing : Completely Unbraced - Applied loada Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads Uniform Load: D = 0.030, Lr = 0.030, Tributary WIdth 1.0 ft Point Load: D=0.6130, Lr= 0.7790k @ 10.670ft - ...........Iii.1Iin11S] Maximum Bending Stress Ratio 0.708 1 Maximzrm Stear Stress Ratio Section used for this span 6x12 Section used for this span 6x12 lb : Actual = 1,149.33ps1 fv : Actual = 33.52 psi FB:Allowable = 1,628.77psi Fv:Allowable = 212.50 psi Load Combination +D4j+H Load Combination 4O4Lr4H Location of maximum on span = 110.6651111 Location of maximum on span = 20.396ft Span # where maximum occurs Span #1 Span # where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.371 In Ratio = 689 >=360 Max Upward Transient Deflection 0.000 in Ratio 0-.360 Max Downward Total Deflection 0.748 in Ratio = 342 >=240 Max Upward Total Deflection 0.000 in Ratio = 0<240 Load Combination Span Max. '.' Dell Location in Span Load Combination Max. 'i" Dell Location in Span 4D+Lr4H 1 0.7480 10.743 0.0000 0.000 Support notation Far left is #1 Values In KIPS Load Combination Support 1 Support 2 Overall MA) imum 1.482 1.482 Overall MINimum 0.709 0.710 40+H 0.772 0.773 40414H 0.772 . 0.773 i F 0 R T E MEMBER REPORT Roof Framfrig (RB-4) Hdr Bm 1 piece(s) 4 x 6 Douglas Fir-Larch No. 2 Overall Length: 6 7" 4 0 .'"A " (] II All locations are measured from the outside face of left support (or left cantilever end)MI dimensions are horizontal. 10,11, Lob 142702" 7656(3.50") Member Reaction(ibs) Passed (19%) -- 1.0D+1.0Lr (All Spans) Shear (Ibs) 1102@9" 2688 Passed(38%) 1.25 1.0 I)+1.0It (AllSpans) Moment (ft-the) 2117 @3'31/2" 2151 Passed (98%) 1.25 1.0D+1.0It (AllSpans) Live Load Defl.(In) 0.1083'31/2" 0.208 Passed (L/692) -- 1.0D+1.0It (All Spans) Total Load Doti. (In). 0.1.92@3'3 112" 0.313 Passed W391) -- 1.0D+1.0Lr (All Spans) Deflection criteria: LI. (1/360) and TL (1/240). Top Edge 81adn9 (Lii): Top compression edge must be braced at 6 7" 0/c iritess detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6' 7" 0/c unless detailed olhwwlse. Applicable calculations we based on NDS. - Celocking 1-Column-DF J3.S0" - 1.50' 621 I - 806 1427 2-Column - DF j3.50" _3.50" 3.50" - - 1.50 621 806 1427 I Bloig Bloddng Panels are assumed to carry no loads applied directly above them and the full Iced Is applied to the member being designed. 0- Self WeIght (PLF) 0 to 6' 7" NIA 4.9 1 - Uniform (PSF) 0 to 6' 7' (Front) 23' 15.0 20.0 ROof SUS1AINarLE FoResmY IWITIATWE PASSED 6f 4 0 Sem:Roof Member Type : Drop Beam Building Use Residential Building Code: IBC 2015 Design Methodology: ASD Member Pitch: 0/12 Weyerhaeuser warrants that the sizing of Its products will be In aocordance with Weyerhaeuser product design cilbele and published design values. Weyerhaeuser ssqses' disdahris any other warranties related to the software. Lise of this software Is not Intended to circumvent the need for a design professional as determined by the autiroIty having Jurisdiction. The designer of eouti, builder or framer is responsible to assure that this calculation Is compatible with the overall project. Awassorles (Rim Boast). Blcddzrg Panels and Squash Blocks) are not dadgessi by tisis software. Products manufactured at Weyethaeuasr radiates we th)rd-party certified to sustainable forestry standards Weyerhaeuser Engineered Lumber Products have been evaluated by 10C ES under todinical reports ESR-1153 and ESR-1387 and/or tested In accordance with applIcable ASThI stendards. For curnst code evaluation reports, Weyerhaeuser product litweture and lnslellauon details refer to www.weewer.com/woodptodiicWdocument-library. The product application, input design bade, dimensions and support Information have been provided by Forte Software Operator 1/2/2018 12:57:46 PM Forte v5.3. Design Engine: V7.0.0.5 Schiff. 4/a Page 1 of I i1 F 0 R T E MEMBER REPORT FborF,ming, (FJ-1) Fir Jst 1 piece(s) 117/8" TJI® 230 @ 16" CC Overall Length: 19' 1" All locetlons are measured from the outside face of left support (or left cantilever end).PJI dimensions are horizontal. Member kealon ((bs) 653 @ 2 1/2" 1121 (2.00') Passed (58%) 1.00 1.0 D + 1.0 1(All Spans) Shear (lOs) 641 @3 1/2" 1655 Passed (39%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 3020 @ 9'6 1/2" 4215 Passed (72%) 1.00 1.0 D + 1.0 1(All Spans) Uve Load Deft. (In) 0.388 @9' 6 1/2' 0.467 Passed (1/578) -- 1.0 D + 1.0 L (All Spans) Total Load D1. (In) 0.504 @9' 6 1/2" 0.933 1 Passed (1/444) -- 1.0 0 + 1.0 L (AU Spans) D-Pro"' Rating 38 38 Passed - -- Deflection criteria: U (1/480) and TL (1.1240). Top Edge Bracing (Lu): Top compression edge must be braced at 4' 10' 0/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 18 10" 0/c unless detailed otherwise A structural analysis of the deck has not been pe*wmed. Deflection analysis Is based on composite action with a simple layer of 23/32' We)erhaeuser Edge' Pand (24' Span Rating) that Is glued and relIed down. Additional considerations for the T.3-Pr'" Rating Include: None 1 509 662 1-Stud wall - OF 3.50" 2.00" 1 1.75" 153 11/2" Rim Board 2-Skid wall - OP -- -- 3.50' 2.00 1.75' j 153 1 9 662 12/2' Rim Board Rim Board Is assumed to carry all loads applied directly above It, bypassing the member being designed. IT, W7 1 - Uniform (121517)0 to 1W 1' 12.0 d 400 emlal- Living Areas SUSTAINABLE FORESTRY lNfllATM PASSED 71 System: Floor Member Type : Joist Building Use: Residential Building Code: 18C 2015 Design Methodology: ASD VeWmhseaee a wtthaaiatrQ of In perductc WMbelhawaldwM00 l4 rwditde'dg#,c,eandpetWalwd design iehi weyerhaeiaer esipiessly dbclalnw any other warranties related to the software. Use of this software Is not Intended to drumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calcitton in compatible with the overall project. Accessories (Rim Board, Dlocldng Panels and Squash Blocks) are not designed by this software. Products nmnufactured at Weyerhaeuser Wift are thlrd.perty ceitliled to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR4153 and E5R.1387 and/or tasted In accordance with applicable ASTM standards. For current code evaluation raporla, veysthaawer prvduct lIterature and Installation details refer to www.weysrhaeuser.com/wooevduclWdocumenHbrary The product application, input design loads, dimensions and support Information have been provided by Forte Software Operator FfeSØrrisuOpeIatQr ..::.. :.........•:.. ir .. : Yr.. ,•:....:. ••.. Paul Chrisl3nv0n PCS() Engineering 763) 207-1085 paul.pcss@grnrrl corn 1/2(2018 12:59:44 PM Forte v5.3, Design Engine: V7.0.0.5 Schfff4fe Page lot I F 0 R I E • MEMBER REPORT Floor Framing, (FJ-2) FfrJst 1 piece(s) 13/4" x 117/8" 2.OE Microllam® LVL 0 12" OC PASSED to Overall Length: 24'70 ul II All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. - 1.0 D + 0.75 L + 0.75 Lr (All Spans) Member Reaction (lbs) 1255 @20.5 1/4" 3828 (3.50') Passed (33%) Shear (Ibs) 580 @ 19 3 5/8' 3948 Passed (15%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 2153 @9' 11/16" 9281 Passed (23%) 1.00 1.0 D + 1.0 L (Alt Spans) Live Load Deft. (In) -0.187 @24' 7" 0.207 Passed (21/532) -- 1.0 D + 1.0 L (Alt Spans) Total load Deft. (In) 1 0.205 0 24' 7" 1 0.415 1 Passed (21/486) - 1.0 0 + 0.75 L + 0.75 Lr (Alt Spans) 13-Pro'" Rating 1 46 1 38 1 Passed -• Deflection alterla: U. 4/480) and TL (1/240). Overhang deflection alIens: U. (21/480) and TI. (21/240). Top Edge Bracing (Lu): Top compression edge nest be bead at 22 4" C/c wrlass detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be bead at 20' 2" o/c unless detailed otherwise. A 4% Increase In the moment capacity has been added to account for repetitive member usage. A structural analysis of the deck has not been performed. Deflection analysis Is based on composite action with a ample layer of 23/32" Weyerhaeuser Edge'" Panel (24" Span Rating) that is glued and nailed down. - fráitlonal considerations for the 1)-Pro'" Rating include: None FI tfr RON - , a% •I, 3.50" 2.00' 1.50" 'k 65 4131-12 -48 4901-60 1 - 55j - 11/2' Rim Board 2- Stud wall DF 3.50" 3.E0 1.50" 599 1 587 288 1474 Blocking 'Rim Board Is assumed to carry all loads applied dlrectiy above it, bypassing the member being designed. 8locldng Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. Uniform (PSF) 0 to 24'7" 12' 15.0 40.0 - . Residential - living Areas Point (PLF) 2416" 12" 315.0 - 240.0 System Floor Member Type: Joist Building Use : itesldaritlef Building Code: IBC 2015 Design Methodology: ASD SUSTAINABLE PORESIRY INrMUVI Weyerhaeuser warrants that the sizing of lIe products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims arty other warranties related to the software. Use of this software is not intoided to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation Is compatible with the assail project. Accessories (Rim Board, Blocking Panels and Squash 810dm) are not designed by this software Products ,rwnufuctired at Weyerhaeuser facilities are third-party certfled to sustainable IbresSy standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR.1153 and ESR-1387 sec/or tasted In accordance with applicable ASIM standards. For arrant code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyeaeuser.com/woorodixWdocuinent4ibraIY. product application, input design loads, dirnansions and mipgortlnfoncnation have been provided by Forte Softears Operator [. pnetoc. Pau' Cl'risienson PCSD Engineering 207-1855 - .. ................ ----.--.-... - 2/6/2018 1:50:54 PM Forte v5.3, Design Engine: V7.0.0.5 Schiff.41e Page 1 of I i F 0 R T E MEMBER REPORT Fboi Framing, (DJ-1) Deck Jst 1 piece(s) 2 x 8 Douglas Fir-Larch No. 2 @ 16 OC Overall Length: 9`7" PASSED t it 0 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. Member Reaction (Ibs) 498 © 2 1/2' 1875 (2.00") Passed (27%) -- LO D + 1.0 L (All Spans) Shear (Ibs) 416 0 103/4" 1305 Passed (32%) 1.00 1.0 D + LU L (All Spans) moment (Ft-tbs) 1120 © 4'9 1/2" 1360 Passed (82%) 1.00 1.0 D + 10 L (All Spans) Uve Load Dell. (In) 0.1670 4 9 1/2 0.229 . Passed (1/660) -- 1.0 D + 1.0 L (M Spans) Total Load Dell. (in) 0.22204' 9 1/2' 0.458 Passed (1/495) -- 1.0 D + 1.0 L (All Spans) T]-Pro' Rating N/A N/A - -- -- Deflection criteria: U. (1/480) and TL (1/240). Top Edge Bracing (Lu): Top compression edge must be braced at 9' 4 0/c unless debated otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 9'4" 0/c unless detelled otherwise. A 15% Increase in the moment ca*fty has been added to account for repetitive member usage. Applicable calculations are based on NDS. No composite action between deck and Joist was considered in analysis. Stud wet - Of 0" 1 2.00" 1 1.50 1ZB I iei 11 11A rjni DQWU Stud wait - OF 3.5 2.00 1 . 1.50" 128 - 383 511 11/2" RJm Board Rim Board is assumed to carry all loads applied directly above I4 bypassing the member being designed. - Uniform (PSF) U to 9' 7" 16" 20.0 60.0 ResidentIal - Living Areas System: Floor Member Type: Ust Building Use: Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE Weyefreeuser wansn met tier *ft o te9rv0ucis wat be In. ersce.Wd W proth,ctdncrkeardpqbllshed design r.eluae. Weyerhaeuser expressly disdaints any other warranties related to the software. Use of this software is not blended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project. Accessories (Pirn Board, Blocldng Panels and Squash Blocks) are not designed by this softwareProducts manufactured it Weyerhaeuser fadlitles are third-gerty certified to suetalreible forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports -1153 and ESR-1387 and/or tested In accordance with applicable ASEM standards, For current code evatoaVorraporte, Weyerhaeuser product literature and Installation details refer to www.w?yerhaeuer.conwoOxOdUCt5/d0cumel*librarY. TIre product application, input design loads, dimensions and support Information have been provided by Forte Software Operator Fprteaperat0r . .: Paul Chrisierwcn PCSD Engineering (7611) 207-168' 25u1 rgmaI.r.c,m 2/6/2018 12:47:24 PM Forte v5.3, Design Engine: V7.0.0.5 Schiff.4te Page 1 oil PASSED (if 1 F 0 R I E A MEMBER REPORT RoorFmming. (FB-1) FfrB,n 1 piece(s) 5 1/4w x 117/80 2.OE Parallam® PSL Overall Length: 152" 0 - All locations are measured-from the outside We of left support (or left cantilever erid).M dimensions are horizontal. Member Reaction (Ibs) 4577 @ 2" 7383 (2.25') Pa (62%) LOD+ 0.45W + 0.75 L + 0.75 Lr (All] Shear (Ibs) 3284 @ 13 3/8" - 12053 Passed (27%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 14074 rr 72 1/4" 29854 Passed (47%) 1.00 1.0 D + 1.0 L (All Spans) LOD+ 0.45W + 0.75 L + 0.75 Lr (All Live Load Deft. (in) 0.257 @ 73 9/16" 1 0.371 Passed (1./693) - Total Load Defl. (In) 0.487 @7'4 9/16' 0.742 Passed (L/365) LOD+ 0.45W .s- 0.75 L + 0.75 Lr (All I Spans) Deflection criteria: IL (11480) and TL (1.1240). Top Edge Bracing (Lu): Top compreoston edge must be braced at 15' o/c unless detailed otherwise. Boffom Edge Bracing (Lu): Bottom compression edge must be braced at 15' c unless detailed otherwise. System: Hoor Member Type: Flush Beam Building Use: Residential Building Cade: IBC 2015 Design Methodology: ASD [i- Stud wall - OF 3.50" 2.25" 1.50" 2190 1 1684 1 653 1 1504 1 6031 11/4' Rim Board [a - Stud wall - Di" 3.50" 1 225" 1.50" 1996 16!jj. 394 1 722 1. 4800 11/4 Rim Board - . Rim Board Is assumed to carry at loads applied directly above Z bypassing the member being designed. Mao o - Self Weight (PLF) 11,14- to IT 3/4 N/A 19.5 - Uniform (PLF) 0th 152" (i"cont) N/A 220.0 222.0 20.0 -Arms Residential - Living 2- Point ON 5' (F1Dnt) N/A 557 . 743 Z231 SUSTAINABLE FORESTRY INflIoZiVt Weyerhaeuser warrants that tiw sizing of Its products will be in accordance with Weyerhaeuser product design critorta and published design values. Weetmaeuser expressly distleims any other warranties related to the software. use of this software is not Intended to circumvent the need for a design prodenal as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is cow palibie with the overall proiect. Accessories (Rim Board, Blocldng Panels and Squash Blodrs) are not designed by this software. Products manufactured at Weyerhaeuser fec81t1es are tlrinl.party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES undar tachnicialreports ESt-1153 and ESR-1387 anWor tested In accordance with applicable ASTTI standards For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.waetse.corWwoodpmduCts/doCut.library. The product application, Input design toads, dimensions and support Information have been provided by Forte Software Operator Forte 541t*erc Operator JOb Notee Paul Christenson PCSD Emmgrneznrrg 7I0) 2O7-865 pvuI.pcid@gmaii.com 2/6/2018 12:50:22 PM Forte v6.3, Design Engine: V7.0.0.5 Sehiff4te Pagel of I. PASSED 151 F 0 R I E MEMBER REPORT Floor Framing, (FB-2) F1rBm@ Stair 1. pIece(s) 3 1/2" x 117/8" 2.OE Parallam® PSI. Overall Length: ITS" 12'lO —4' 01 11 All locations are measured from the outside face of left support (or left candieve end).All dimensions are horizontal. 3579 @ 2" : Member Reaction (Ibs) 4922 (2.25") Passed (73%) - 1.0 D + 1.0 L (All Spans) 9'iear(Ibs) 2941 @ V3 3/W 8035 Passed (37%) 1.00 1 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 11596 @68 1/2' 19902 Passed (58%) 1.00 1.0 D + 1.0 L (All Spans) Uve Load Defi. (In) Total LoadDefi. (In) - 0.272 @6' 8 1)2" O.39806'8 1/2" 0.327 1 0.654 Passed (1/578) Passed (L/395) -- -• 1.0 D + 1.0 L (All Spans) 1.OD+1.QL (All Spans) I Deflection criteria: LI. (L/480) and TL (1/240). TOP Edge Bracing (Lu): Top compreesion edge must be braced at 13 r ojc rerless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 13'3" 0/c union detailed otherwise. F __ _________ L- Stud wall - OF 3.50 2.25" 1.64" J 1152 - 2482 1 3634 11114" Rim board 2-Stud wall - Of 3.50 2.25' 1.64' 1152 2482 3634 11/4' RI m Board . Rim Bond is assumed to carry all loads applied directly above Ii, bypassing the member being designed. ' 0- Self Weight (PLF) 1 3 314" N/A J 13.0 1-Uniform (PLF) 0th 13' £ (Front) N/A 159.0 370.0 Residential - Living Areas System : Floor Member Type: Flush Beam Building Use: Residential Building Code IBC 2015 Design Methodology: ASO SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of Its products will be In aecowlance with Weyerhaeuser product design criteria and published design values. Wesstsseuser expiesely disclaims any other warranties related to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, buIlder or framer Is responsible to assure that this calculation Is conatible with the overall pert Accessories (Rim Board,. Slocldng Panels aid Srodi'xl are not designed by this software. Piodiste manijrml at Weysrhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Producto have been evaluated by ICC E under tecMcal reports ESR-1353 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For Current code evaluation f5POltav Weyerhaeuser product literature and installation details refer to www.weaeuser.com/woodpreduCta/dOCUmeI1t4ibrarP. product apstcatlon, Input design loads, dimensions and support Information have been provided by Forte Software Operator :. - Paul Christenson PCSD Errpineeri'rg t760) 2074005 ...._•. ............... ..• ...... ... ........__•• 26/2018 1:53:22 PM Forte v5.3. Design Engine: V7.0.0.5 Schlff4le Page 1 of 1 PASSED ((1/ dIFORTEP MEMBER REPORT Floor Framing. (FB-3) FLrBm 1 piece(s) 5 1/4" x 117/8" 2.OE Parallam® PSL Overall Length: 18' IT I INI-4 '' A . r I_ r e 183" I1 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. 1•0D+ 0.45W + 0.75 L + 0.75 Li (All Member Reaction CIba) 5120 l) 18' 6 112' 5120(1.55') Passed (100%) Shear (Ibs) 4530 @ 17' 6 5/8' 12053 Passed (38%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 15648 L& 14~ 11 29854 Passed (52%) 1.00 1.0 D + 1.0 L(All Spans) 1.00+ 0.45W + 0.75 L + 0.75 Li (All Live Load Del. (In) 0.400 @ 10' 3 13/16" 0.459 Passed (1/551) 0.45W +0.75L+ 0.75 Li (All Total Load Dell. (In) 0' 0.667 i 115116 0.919 Passed (L/331) -- Deflection atterla: IL (V480) anc U (LI4UJ. Top Edge Bracing (Lu): Top compression edge must be braced at 18 5' oic unless detailed otherwles. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 185" a/c unless detailed otherwise. System: floor Member Type: Flush Beam Building line: Residential Building Code: mc zois Design Methodology: Aso g MW 1- Stud wall - DF 3.50" 2.25' j 1.50' 1063 1071 622 J 2756 11/4" Rim Bead 2-Hanger on 117/8'PSL beam I 3.5Y _Hanger, _1.56" Rim Board is assumed 10 carryall loads applied directly above it, Bypassing me memoer oeing cesignea. At hanger supports, the Total Bearing dimension Is equal to the width of the material that is supporting the hanger 2 See Connector grid below for additional Information and/ar requirements. .•" ;_ i.•-• 2- Face flaunt Hanger MGUS.50 (H1'41) 4.50" N/A 24-SOS self-drilling wood screw 0.242 dia x2112' 16-505 seif-drilung wood screw, 0.242 dla. I x2112' ji 0- Self Weight (PLF) 11/4' to 18' 6 N/A 39.5 Uniform (PLF) - 0101810 N/A 53.0 - Residential - uving 70(Front .0 Areas 2. Point (lb) 15'(Fmnt) N/A 1182 2982 3229 SUSTAINABtI fONES1RV INITiATlVk Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaIms any other wan-andes related to the software. Use of this software Is not intended to circumvent the need for a design professional as d.,,Ined by the altherfly having jurisdiction. The designer of record, builder or framer is responsible t aswse flat this calculation Is compatible with the overall project Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser Facilities are third-party certified to sustainable forasby standards. Weyerhaeuser thigineered Lumber Products have been evaluated by 10C ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Neyentiaeuser product literature and Installation details refer to www.weysrhaeuser.com/wocdprcducwdOaiment-ilbrarY. The product application, input design loads dimensions and support Information have been provided by Forte software Operator [Forte Software Operator Job Notes aui Chntter.son PCSD Engineering (7601207-1595 pau!.pctdgrnaiLom 2/6/2018 1:36:00 PM Forte v5.3, Design Engine: V7.0.0.5 Schfff.41e Page 1 of 1 [i F 0 R T E MEMBER REPORT FborFramh7g, (FS-4) Fir BM 1 piece(s) 5 1/4" x 117/8' 2.OE Parallam® PSL Overall Length: 711' T4" [J All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. xt Mesnber Reaction Obs) 5214 @ 2" 7383 (2.25") Passed (706) -- 1.0 D + 1,0L(All Spans) Shear abs) 4559 @ 1 3 3/8" 12053 - Passed (38%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 14985 @39 29854 Passed (50%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (In) 0.077 @39" 0.190 Passed (11999+) -- 1.0 D + 1.01(All Spans) Total Load Deft. (in) - 0.118 @39" 1 0.379 Passed (1.1772) I ..... ±L(N1 Spans) Defiaction criteria: U. (11469) and TI. (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at Ter o/c unless detailed ottw1ss. Butiom Edge Bracing (Lu): Buttoin compression edge must be braced at 7' 9' o/c unless detailed otherwise. 1787 3482 1375 1- Column - OF 3.50' 2.25" 1.59" 6644 11/4" film Board 3.50" 2.25" 1.50" 167_[ 3279 12321----5182 JI 1/4" Rim Board . Rim Board is assumed to carry all loada applied directlyabove It, bypassing Ifte member being deslgiwd. 0-Self Weight (PLF) 1 1/4' to 79 3/4P' N/A 19.5 Uniform (PLF) 0 to 711' (Front) N/A - 150.0 387.0 • Residential - Uving Areas 2-Point(m) 3'9"(front) N/A 2120 3698 2607 SUSTAINABLE FORES1RY INITIATIVE PASSED is- System: Floor Member Type: Flush Beam Building Use : Residential Building Code: IBC 2015 Design Methodology: ASD Wefl.euser warrants that the sizing of its products will be In accordance with Weetieeuser product design criteria and published design values. Weyerhaeuser eressly disclaims any other Warranties related to the software. Use 01 this software Is not Intended to cliunwent the need for a design profonil asdelannined by the authority hatdngJiaisdevoa The designer of record, bulkier orfran1sresponsible to assure that this Calculation Is compatible with the osemfi project. Accessories (Rim Board, Wocking Panels and Sguash Blocks) are not designed by this software. Products manufactured at Wayettleersar facilities are third-party certified to suhsshie forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under tecimical reports ESR-1153 and ESR-3387 end/or tasted in accordance With applicable ASTM standards. FOr current code evaluation reports. Weyerhaeuser product literature and Instsllatlon details refer to www.weyethaeuser.coitw000ducts/document-llbrary. The product 4pplication, Input design bade, dimensions and support Information have been provided by Forte Solbvate Operator 216/2018 1:41:06 PM Forte v.3, Design Engine: V7.00.5 Scbiff4le Page 1. of I i F 0 R T E MEMBER REPORT Floor Framing, (FB-5) FfrBm 1 piece(s) 7" x 14 2.OE Parallam® PSL Overall Length: 22' 3" 21' B' .6 All locations are measured from the outside face of left support (or It cantilever end).All dimensions are horizontal. 9844(2.25") Passed (83%) -- Axii 1.0D+ 0.45W + 0.75 L + 0.75 Lr (All Member Reaction (Ibs) 8162 @22' 1" Shear (lbs) 7284 @209 1/2" 18947 Passed (38%) 1.00 1.00 + 1.0 L (All Spans) Moment (Ft-lbs) 31847 @ 12' 9 11/16" 54324 Passed (59%) 1.00 1.0 D + 1.0 1(All Spans) Uve Load DI. (In) 0.480 @ 11'.3 5/16" 0.548 Passed (1./548) -- 0.45W + 0.75 1 + 0.75 Li (All Total Load Defi. (in) 1.130 @ 11'3 1/4" 1.096 Failed (L/233) -- 0.45W + 0.751 + 0.75 It (All Deflection criteria: LL(L/480) and Th(V240). ot• 'Top Edge Bracing (Lu): Top compression edge must be braced at 22' 1" o/c unless detailed otherwise. Bothm Edge Bracing (Lu): Bottom compression edge must be braced at 22' 1' o(c unless detailed otherwise. Member should be side-loaded from both Was of the member to prevent rotation. 161 System: Floor Member Type: Rush Beam Building Use: Residential Building Code: IBC 2015 Design Methodology : ASO 4: 4025 1077 222 3256 1-column - OF 3.50' 225' 1 1.50' 8580 Ji 1/4" Rim Board 2- Column - OF 3.50" 2.21" L 1.81" 4778 3084 22 2096 10180 1 1/4' RIm Board Rim Board Is assumed to carry all loads applied directly above it, bypassing the member being designed. 30.7 0- Self Weight (PLF) 11/4' to 22' 1 N/A Residential- Using -Uniform (PLP) 0 to 22' 3" (Front) N/A 315.0 53.0 20.0 -Areas 2- Point (lb) 6 (Front) N/A - - - 2676 3po1flt(lb) U(Front) N/A - - - 2676 4-POiflt(ib) 1 18'6(Fiont) N/A 1118 2982 - - SUSTAINABLE FORESTRY INIIIAJIVt Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser eqxessly disclaims any other warranties related to the software use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is rmponsible to assure that this calculation is compatible with the overall project Accodes (Rim Board, tilocldng Panels and Squash Diode) are not designed by this software. Products nmnufoctnd at Weyerhaeuser facIlities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under jecimical reports ESR-1 153 and ESR-1387 end/or tested In accordance with applicable ASTM standards. For cr51-ant code evaluation reports, Weyerhaeuser product literature and Installation details refer to w.weyehaeuseronwoodproducts/documeflblIbraY. product aprilcatlon. Input design loads, dimensions and support information have been provided by Forte Software Fakwisoftwaia [TTTT..TTT7T Psul Chrs'erison PCSD rroineer.q (160) C7-1865 peul psagineii.00i1l I 2/6,2018 1:48:38 PM Forte v5.3, Design Engine: V7.0.0.5 SchflY.4te Page 1 of 1 I F 0 R T E MEMBER REPORT Floor Framing, (FB-6) Hdr&n 3. piece(s) 3 1/2" x 111/4" 2OE Parallam® PSL Overall Length: 8'7" 2?3F,t,gr ¼ P 8' r1 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. Member Reaction (Ibs) 5440 @ 2" 7656(3.50') Passed (71%) - 1.0 1.0 D + 0.75 L + 0.75 Lr (All Spans) Shear (Ibs) 3670 @ V2 3/4" 7613 Passed (48%) 1.00 1.0 D + 1.0 L (All Spans) Moment (R-ibs) 10195 @4' 3 1/2' 17970 Passed (57%) 1.00 1.00 + 1.0 L (All Spans) Live Load DER. (In) 0.099 @4 3.1/2" 0.275 Passed (1/999+) -- 1.00 + 0.75 L + 0.75 Lr (All Spans) Total Load Deft. (In) 1 0.1910 4 3 1/2" 1 0.412 1 Passed (1/519) -- 1.00 + 0.75 L + 0.75 U (All Spans) Deflection altafla: IL (1/360) and 11(1/240). Top Edge Bracing (Lu): Top compression edge must be braced at 8' 7 0/c unless detailed otherwise. Bom Edge Bracing (Lu): Bottom compression edge must be braced at 8' 7" o/c unless detailed otherwise. 1 _Column - OF 3.50' 3.50 2.49" 2.523 2519 1236 6378 Blocking 2• Column - OF 3.50' L 3.50 2.49" 2623 2519 1236 637B Blocking Blocking Panels are assumed to carry no loads applied directly above them and the Full load Is applied to the member beIng dealgned. ato "'uos4 ith 0-Sell Weight (PIP) 0 to B' 1" N/A 113 Uniform (PLF) 0 to 8' 1' (Front N/A 599.0 587.0 288.0 Residential - Living Areas SUSTAINABLE FORESTRY INITlATh1E PASSED 'if 0 System : Floor Member Type: Drop Bears Building Use: Residential Building Code: IBC 2015 Design Methodology : ASD Weyefliaesaer warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser escpressiy dlsdelna any other warranties related to the software. Use of this software Is not Intended to circumvent the need for a design p,oIlonal as determined by the authority having Jurisdiction. The designer of record, bulkier or framer Is responsible to assure that this calcrMtion Is compatible with the overall project. Accmnorles (Rim Board, Blocking Panels and Squash Block) are not designed by this software. Products manufactured at Weyerhaeuser facilities are thlrd.party cerBiled to sustainable fbresfry Slandarda. Weyerhaeuser thighieered Lumber Products have been evaluated by ICC ES under tedinical reports E5R-1153 and ESR-1387 and/or tested in accordance with applicable A504 standards. For currant code evaluation reports Wetiaejjerr product literature and Installation detaIls refer to www.wewetr.com/woodpro&cts/docunwnt-library. The product application, input design loads, dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes Paul Christenson PCSD Enginsering (760) 207-i88E paul.pcedgmuil.corn 2/6/2015 1:52:05 PM Forte v5.3, Design Engine: V7.0.0.5 Schiff.4(e Page 1 of I /Vs.'a Ja2ffo j613 17-440 SHEET NO I OF_______ J CALCULATED BY CHECK BY PSC DATE 12/19/17 DATE 3529 Coastview Ct - Carlsbad, CA 92010 SCALE C-Anjtgnw, Telephone (760) 207-1885 - Email: paul.pcsd©gmail.com 5.0 Lateral Design & Analysis (Three-Story) Wind: P = A Kzt I p530 (ASCE 7.Equation 6.1) Seismic: V = CSWDL (1C Equation 12.8.1) A- 1.00 Kzt = 1.0 PS3O = 26.6 psf 1= 1.0 P= 16.0 psf Wind Loads P = 16.0 psf x trib. Area 3rd Level Criteria EachStory Resists >35% Base Shear Any Shear Wall wl (hil)>LO is<33% Story Force p = 1st Story 2nd Story Story not satisfied not satisfied not satisfied satisfied satisfied _3rd satisfied 1.0 1 -_1.0 S$= 1.174 Fa= 1.0 R= 6.50 V= 0.O89Wt Si= 0.451 F= 1.5 1= 1.00 (p - Redundancy) Direction: N/S = 16.0 psf x 155 sq. ft = 2474 lbs. Direction: E / W = 16.0 psf x 185 sq. ft. = 2953 lbs. 2nd Level Direction: NI S = 16.0 psf x 393 sq. ft. = 6272 lbs. Direction: E / W = 16.0 psf x 312 sq. ft. = 4980 lbs. 1st Level Direction: N / S = 16.0 psf x 481 sq. ft. = 7677 lbs. Direction: EIW =16.0 psf x 359 sq. ft. = 5730 lbs. 3rd Level Weight Roof Wt. = 12.0 psf x 1057 sq. ft. = 12684 lbs. Exterior Wall Wt = 15.0 psf x 418 sq. ft. = 6270 lbs. Interior Wall WI = 8.0 psf x 278 sq. ft. = 2224 lbs. Ceiling Wt = 6.0 psf x 840 sq. ft. = 5040 lbs. Total Trib. WR = 26218 lbs. 2nd Level Weight Diaphragm = 15.0 psf x 840 sq. ft. = 12600 lbs. Exterior Wall Wt = 15.0 psf x 968 sq. ft. = 14520 lbs. Interior Wall Wt = 8.0 psf x 649 sq. ft. = 5192 lbs. Roof Wt. = 15.0 psf x 742 sq. ft. = 11130 lbs. Total Trib. WR = 43442 lbs. 1st Level Weight Diaphragm 15.0 psf x 1485 sq. ft. = 22275 lbs. Exterior Wall Wt = 15.0 psf x 1199 sq. ft. 17985 lbs. Interior Wall Wt = 8.0 psf x 779 sq. ft. = 6232 lbs. 1st Fir. Roof Wt. = 15.0 psf x 303 sq. ft. 4545 lbs. Total Trib. WR = 51037 lbs. Total Seismic Dead Load: Wt = 120697 lbs. ASD Base Shear. V = 0.089 * Wt = 10692 lbs. 1W ... i rM.l a NP1q. N0nU7ifl ${uf ZfdJteJVoDa 1aa 2X fo Zi6rowtor 3529 Coswew Cf - Car'sbad, CA 92010 Teleohone (760) 207-1885 - Email: paul.pcsd JOB [7-440 SHEET NO LI OF_________ CALCULATED BY PSC DATE 12/19/17 CHECK BY DATE SCALE Seismic Lateral Distribution V = 10692 lbs. Level Wx (ibs) h. (ft) W, 11 (lbs-fl) wjh F (ibs) V (Ibs) 3rd 26218 26 681668 0.373 3986 3986 43442 17 738514 0.404 4319 8305 1st 51037 8 408296 0.223 2388 10692 1828478 1.000 10692 21wjo 3529 Coastview Ct - Carlsbad, CA 92010 A.. piw 1etepnone(1bu)u(-1b- tman: paui.pcsc 5.1 Lateral Desi2n & Analysis - 3rd Story Shear Walls JOB 17-440 SHEET NO 'IO OF_________ CALCULATED BY PSC DATE 12/18/17 CHECK BY DATE SCALE U ELSSSU SSURSSLJ .5_u.. U u.s__u LZI 555555 _______________ u..uu xj u_SuJ 555555 U ...................-....4.......-...'-...... .,.........4.._.......—......... .....-...L........ ......4...4........... .., .......................-.......... ....--.-,......-....-------.---........t ----- --r ---....................---,--..- .. ....-..•.........•..... ................ . .-...•................... ...•........ ........ . ........ ................f.............- ____ _-•1_-• .. •__•. ••• -. .•_S.._.i._ i..... ......................... ...-............ .... .-..'-.,...S .. .......... :--- ...L,.i .... L-.. ....- .._. _.. _.... . ....._ .. ..- ..........-1--.. I I --- I t I 1 4 I I ' T z - ...,.., .. --- ••-- t-- r 4 4 4 4 4 J I 4__ •4 4 ...... .f r - - 4 2 4 4 I -----1 -i-- T --r- -, :- :, 4 4 4 4 1 1 4 1 1 I • 4•.4 I 2 4 - ' —1 4 •- •I- - - - - .4- .4.- -'_ - -.4-.---- 2__ - L... 2 4 4 4 4 4 4 i I ufVAckv4n,a ex 2ejo 3529 Coastview Ct Carlsbad CA 92010 JOB 17-440 SHEET NO OF_________ CALCULATED BY PSC DATE 12/19/17 CHECK BY DATE SCALE Telephone (fbi)) 2U7-1bb - Email: paul.pcsd1gmaIl.com 5.1 Lateral DesiEn & Analysis (cont.) Giidline (?) 50 % ( 3986 x 0.50 = 1993 #) 1993 lbs. /\\ V 11 ft. = 181 plf OTF = 1450 lbs. - OF- 014o, ttop. SiP MST37 Gridline n3,3, 50 % ( 3986 x 0.50 = 1993 #) 1993 lbs V = 26 ft. 77 plf /A.\ (1fF = 613.3 tbs. f%O 140 tu.t.Wi)iiocJ sra12.' LL32o It4iwv Tev cr 3529 Coastview Ct - Carlsbad, CA 92010 tIWI. 5.aPiw I eiepnone ibU) u'-iö - tmau: paui.pagmau.com JOB 17-440 SHEET NO IL OF________ CALCULATED BY PSC DATE 12/19/17 CHECK BY DATE SCALE 5.1 Lateral Design & Analysis (cont.) C'jridline () 50 % ( 3986 x 0.50 = 1993 #) 1993 lbs. V 10 ft. 199 pif A OTF = 1594 lbs. MST37 Gridline () 50 % ( 3986 x 0.50 1993 #) 1993 lbs. V 10 ft. = 199 plf A OTF = 1594 lbs. MST37 1 . FfZLeaww aa 2 j o cr 3529 Goastview Ct - Carlsbad, CA 92010 JOB 17440 SHEET NO OF________ CALCULATED BY PSC DATE 12/19/17 CHECK BY DATE SCALE Telephone (750) 207-1 Bab -Email: paul.pcsacgma,I. corn I 5.2 Lateral Design & Analysis - 2nd Story Shear Walls N/S EIW Gridlinc 2 3,3.1 4 5 Length of Shearwalls ITotal I Wall Ht. 8 8 8 8 Type S B S S #D40! #D' /0 #Di9/0! #DL0! #DIt'/0 Gridline A B C 1) LenRth of Shearwalls Total Wall Ht. 8 8 8 8 Type S B S S #D '/0! #DV/0! 821 1 29 -1 101 1 1 1 1 10 135 17.5 7r 4 - 4 14 - - - - 14 15 15 6 61101 91 31 o 0 0 0 0 0 - - - - 0 0 - - - - - 0 0 ..LLL.JrJ I - I - I . I ........... -............ I 1 —fl-.,.........- . . -- .... ..............,.,_j ......_c,___,.._ ....... .....i,:c ; ...... r-'-........... .......-'r' ............--t............4.... , ...........................L..... ..................£.............. ..................___ :-- ................... -- I I V .......... J.... -4- ..................L. ..................4.................. ..... .... I I I i t - •------ •-I I - I-- i-4 -.- t I l I •.- -. -S1 i - I I ' 1 )f F#ff 3529 Coastview Ct- Carlsbad, CA 92010 TeIeprone 7bU} zomti5 - ImaiI: 5.2 Lateral Design & Analysis (coat) Gridline () , 24 % ( 6272x 0.24 = 1505 #) 1505 lbs. + 1993 V = 29 ft. = 121 plf OTF 965 lbs. Gridline 50 % ( 6272 x 0.50 = 3136 #) 3136 lbs. + 1993 V = 17.5 ft. = 293 plf = 2'ISPf 1I OTF = 2345 lbs. Gridline 9 % ( 6272 x 0.09 = 565 II) 565 lbs.+ 0 V 4 ft. = 141 Of OTF = 1129 lbs. JOB 17-440 SHEET NO OF________ CALCULATED BY PSC DATE 12119/17 CHECK BY DATE SCALE A (iridline (?) 20 % ( 6272 x 0.20 = 1254 #) 1254 lbs. + 0 v = 15 ft. = 84 ph' OTF = 669 lbs. 3529 CoastviewCt Carlsbad CA 92010 ieiepnons VbU) U(-1asD- cmair paui.pcsagmaii.com 5.2 Lateral Design & Analysis (coot.) Gridline (i') , 10 % ( 4980 x 0.10 = 498. #) 498 lbs. + 0 JOB 17-440 SHEET NO 'tiC OF_________ CALCULATED BY PSC DATE 12/19/17 CHECK BY DATE SCALE V = 10 It. = 50 pif OTF = 398.4 lbs. USE 4x4 wl }{DU2 Gridline 17 % ( 4980 x 0.17 = 847 #) 847 lbs. + 1993 V = 7 ft. = 406 plf OTF = 3245 lbs. Gridline (?) 39 % ( 4980 x 0.39 = 1942 #) 1942 lbs.- 0 V = 14 It. 139 plf OTF = 1110 lbs. A Gridline (') 35 % ( 4980 x 0.35 = 1743 #) 1743 lbs. + 1993 v . 31 ft. 121 plf OTF = 964 lbs. 3 3 3 F,r&fZW,ijgea T.,, 2ej o 3529 Coastview Ct Carlsbad CA 92010 P.1 - ieiepnone bU) ui-ia -maiu: paui.pcsagmaii.com I 5.2 Lateral Desi2n & Analysis - 1st Story Shear Walls JOB 17-440 SHEET NO 1 OF________ CALCULATED BY PSC DATE 12/19/17 CHECK BY DATE SCALE N/S E/W (iridline 2 3,3.1 4 5 Length of Shearwalls Total Wall Ht. 8 8 8 8 Type A B S S OD /01 '-S #D /0! #D4rJ0! #D 10! #D1/0! Gridilne A C C.2 C.9,D Length of Shearwalls Total Wall lit. 8 8 8 8 . Type B C D A #D1'0! #D(II0! #D'/O! #DJWIO! 716 23 2 21 21 21 6 13 5 17.5 10 1 1 10 1120 31 2 21 1 3 16 16 5 41121 21 0 . 0 -------- 0 ------- 0 O 0 o 0 • 0 0 0 0 — - - - - — - — — - - — - — - — - — - — — ..!: ................................ ........ rim --•, ......................... - ,................-.......t ----..................... . 3. ... ..... .J.. 333r ill 3 . : .414._...L-U._._;___.. ;..l,L;...1.................i:.... ifti d LW*; . 3 3 3 3 3 ---4-4--.... I 3 3 3 3 1 i t I 1 3 1 3 3 3 3 3 3 3 3 ., .. I 3 3 3 1 3 3 3 -. -. 3 4 .-.3. , I.... f... 3 3 ,.3 -.3..... -. I ...1. .... I 3 3 ..3... 1f .4 .-.. .... ... - - I - - _3 - 1_c 3_ - - 1 ... .-_- - _.L 3 - 3 2 3 3 3 '- 1 1 3 - - - - — - p---' -. -- - -..-.-- - - - - — I FM. 3529 Coastview Ct Carlsbad CA 92010 *.. P.iq I eiepnone ((CU) zuf-iø - mau: pauI.pcsa(gmaIi.Com 5.2 LateraJ Design & Analysis (cont) Gridline (? , 30 % ( 7677 x 0.30 = 2303 #) 2303 lbs. + 3498 V = Li tt. = 252 plf OTF 2018 lbs. Oridline 6l 28 % ( 7677 x 0.28 = 2149 #) 2149 lbs. + 5129 V = 17.5 ft. 416 plf OTF = 3327 Is. Gridline ( 20 % ( 7677 x 0.20 = 1535 #) 1535 lbs. + 565 V= ii U. = 68 p11 OTF = 542 lbs. JOB 17-440 SHEET NO ¶7 OF_________ CALCULATED BY PSC DATE 12/19/17 CHECK BY DATE SCALE A HDU2 A HDU4 A 1-IDU2 (iridline (7) ii % ( 7677 x 0.11 = 844 #) 844 lbs. + 1254 V 16 ft. = 131 plf OTF = 1049 lbs. PPz o.b.tU*o )VIZ; vzwJwv :4 )?- Eweik, ?M4 3529 Coastvuew Ct Carlsbad CA 92010 I elepnone (150) 207-1555 - Email: pauI.pcsdgmail.com 5.2 Lateral Design & Analysis (cont.) Gridline () , 1.6 % ( 5730 x 0.16 = 917 #) 917 lbs. + 1512 v 6 ft. = 405 p11' GridLine (') 25 % ( 5730 x 0.25 1432 #) 1432 lbs. + 3768 V = 10 ft. 520 plf OTF 4160 lbs. JOB 17-440 SHEET NO Z OF________ CALCULATED BY PSC DATE 12/19/17 CHECK BY DATE SCALE A USE 4x4 w/ HDU4 Gridline 32 % ( 5730 x 0.32 = 1833 #) 1833 lbs. + 0 v = 3 ft. 611 p11 oq9r IL OTF = 4889 lbs. tuAm Gridline 29 % ( 5730 x 0.29 = 1662 #) 1662 lbs. + 3736 V = 21 ft. 257 plf OTF = 2056 lbs. 171 SIMPSON STRONG-TIE COMPANY INC. I I (800) 999-5099 5956W. Las Positas Blvd., Pleasanton, CA 94588. I:h'jj ar'itt1 www.strongtie.com . a Job Name: Schiff Wall Name; Wail Line A Application: Standard Wall on Concrete Design Criteria: * 2015 International Bldg Code * Wind * 2500 psi concrete * ASD Design Shear = 2429 lbs Selected Strong-Waft® Panel Solution: End I Total Axial Actual Model iTypeWHi T Sill Anchor Load Uplift ....... ................L.............J!L± .... SW18x8 Wood 18 93.25 3.5 2-5/8' 2-7/8' 3000 2941 lb SW18x8 Wood 18 93.25 1 3.5 2-5/8w 2-7/8' 3000 2941 lb SW18x8 Wood 18 93.25 3.5 2-5/8' 2-7/8' 3000 i2941 lb SW18x8 - Wood 18 f93.25 3.5 j 2-5/8k 2-7/8' 3000 2941 lb Actual Shear & Drift Distribution: RR r Actual Allowable Actual / Actual r Drift Model Relative Shear Shear Allow Drift Limit L............... (Ibs) Shear (in) (In. SW18x8 . 0.25 607 15145501(0.42 0.22 0.53 SW18xB 0.25 607 -5 1455 OK 0.42 . 0.22 0.53 SW18x8 0.25 607 1455 OK 0.42 0.22 0.53 SW18x8 0.25 607 -5 1455 OK 0.42 0.22 0.53 4-SW18x8 are OK along the same wall Line. Notes: Wood Strong-Wall Shearwalls have been evaluated to the 2015 IBCIlRC. See wv.strongtia.com for additional design and Installabon Information. Anchor templates are recommended for proper anchor bolt placement, and are required in some jurisdictions. See program toolbar for detail under Tools / Anchor Bolt Templates. The combined effect of the downward vertical axial load and overturning an the compression post of the Wood Strong-Wall shearwall shall be evaluated by the Specifier as not to exceed the "C4' Allowable Vertical Load. See Out of Plane and Axial Capacities in Tools dropdown menu. Disclaimer: It is the Designer's responsibility to veflfyproduct suitability under applicable building codes. In order to verify code listed applications please refer to the appropriate product cods reports at www.strongtie.com or contact Simpson Strong-me Company Inc. at 1-800-999-5099. Page 1 of 4 1%, Perspective View Slab Edge SIMPSON STRONG-TIE COMPANY INC. (800)999-5099 5956W. Las Positas Blvd., Pleasanton, CA 94588. - www.strongtie.com Job Name: Schiff Wail Name: Wall Line A Application: Standard Wall on Concrete Design Criteria: * Slab on grade - Slab edge * 2015 international Bldg Code * Wind 2500 psi concrete Anchor Solution Details: I Model Anchor -pera sinL Allowable_Loads fibs.). Bolt Curb Width Diamete i Length Mm. Embed. (le) . Midwall Corner i 8X8 SST828 12 i 0.875 29.875 . 24.875 13080 13080 Notes: Anchor design based on ICC-ES ESR-261 1. Wind includes Seismic Design Category A and B and detached one and two-family dwellings in SDC C. Midwall loads apply when anchor is 1.5 Ia or greater from the end. For bolts acting in tension simultaneously, the minimum bolt center-to-center spacing is 3 le. Footing dimensions are für anchorage only. Foundation design (size and reinforcement) by Designer. Page 2 of 4 (31/ SIMPSON STRONG-TIE COMPANY INC. - (800) 999-5099 5956W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com S Job Name: Schiff Wall Name: Wall Line A Application: Standard Wall on Concrete Design Criteria: * Slab on grade - Slab edge * 2015 International Bldg Code * Wind * 2500 psi concrete Anchor Solution Details: 5. H iLfliiTli PAB7 *-- Simpson Strong-Wall r ---------------------------------- 4:.. Slab edge and surrounding foundation - not shown for Clarity I_½W - W 5 Mm. 1%W - S— 1 WMin. ½W S = Wall Length minus 7% ½W Section at Slab Edge Slab Edge Footing Plan Anchor Solution Assuming Cracked Concrete Design: Anchor Solution Assuming Uncracked Concrete Design: Model W:de; Anchor Bolt Model W de Anchor Bait - - - SW18x8 - 16 6 - - PAB7 SW18x8 - 14 6 PAB7 Page 3 of ly SIMPSON STRONG-TIE COMPANY INC. 1llisJI (800) 999-5099 5956W. Las Poaltas Blvd., Pleasanton, CA 94588. www.strongtie.com a Job Name: Schiff Wall Name; Wail Line 0.2 Application: Garage Front Design Criteria: * 2015 International Bldg Code * Wind * 2500 psi concrete tASD Design Shear = 1833 lbs Selected Strong-Wall® Panel Solution: End TotalAxial! Actual Model Type W H I Sill Anchor Anchor Botts Load Uplift Obs)(ibs) SW16x8x4 Wood 16 90 . 4 2-5l8 I 27I8 3000 46381b SW16x8x4 - _9J M 4M lb - ............ Actual Shear & Drift Distribution: T.............................................................RR Actua Driftl i Model Relative Shear Shear Allow Drift Limit .................- ...... .. Shear (in) SW16x8x4 0.50:916 :55 1555OK0.590.35I 0.60 .5...16 1555 OK 0:59. 0.35 .0.60 2-SW16x8x4 are OK along the same wall line. Notes: Wood Strong-Wall Sliearwalis have been evaluated to the 2015 IBC/IRC. See www.strongtie.com for additional design and installation information. Anchor templates are recommended for proper anchor bolt placement, and are required in some jurisdictions. See program toolbar- for detail under Tools / Anchor Bolt Templates. Check that wall height H' plus curb height (above slab) will attain overall rough header opening height (top of driveway slab to bottom of header). The combined effect of the downward vertical axial load and overturning on the compression post of the Wood Strong-Wall shearwall shall be evaluated by the Specifier as not to exceed the "C4 Allowable Vertical Load. See Out of Plane and Axial Capacities in Tools dropdown menu. Garage portal walls listed above may be used with double 2x12 minimum or double I 3/4"x 11718" minimum LVI headers. Headers shall be face nailed to each other with minimum 16d nails at 32 on center staggered along the top and bottom. Double 2x12 requires 1/20 ply or OSB shim to make the header assembly flush with Wood Strong-Wall panel The shim shall match the header depth and Wood Strong-Wall panel width minimum. It may be placed on either face of the header or between plies directly over the Wood Strong-Wall panel. Disclaimer: It Is the Dcslgners responsibility to verity product suitability under applicable building codes. In order to verify code listed applications please refer to the appropriate product code reports at www.strongtie.com or contact Simpson Strong-Tie Company Inc. at 1-800-999-5099. Page 1 014 4" mm 1W Step-down and Slab Garage Curb Perspective View Plan View SIMPSON STRONG-TIE COMPANY INC. IiYiIiI (800) 999-5099 5956W. Las Positas Blvd., Pleasanton, CA 94588. www.slraiigtie.com Job Name: Schiff Wall Name: Wall Line C.2 Application: Garage Front Design Criteria: Slab on grade - Garage curb * 2015 International Bldg Code * Wind * 2500 psi concrete Anchor Solution Details: I Model Anchor L. .., .-..-- .. ....p!!!9!!..QL _• .-. Loads lbs.) Bolt Curb Width Diamete Length Mm. Embed. (le) Step-down End Corner O.87529.875 24.875 10085 .2T5 Notes: Anchor design based on ICC-ES ESR-261 1. Wind Includes Seismic Design Category A and B and detached one and two-family dwellings in SDC C. Midwall loads apply when anchor is 1.5 le or greater from the end. For bolts acting in tension simultaneously, the minimum bolt center-to-center spacing is 3 le. Footing dimensions are for anchorage only. Foundation design (size and reinforcement) by Designer. Page 2 of 4 Curb/sternwall edge and surroundina foundation S = Wall Length minus 73/4 Cerb/Stemwail Fooling Plan '1 SIMPSON STRONG-TIE COMPANY INC. II i'i I 1'1iU (800) 999-5099 5956W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com — Job Name: Schiff Wall Name: Wall Line C.2 Application: Garage Front Design Criteria: i Slab on grade - Garage curb * 2015 International Bldg Code Wind 2500 psi concrete Anchor Solution Details: 1—PAB7 de 5 Min. i b ffB - 1ff'J .q W 1!Il 1i ½WMia-4--' 1h W Min. Section at CurbStemwall Anchor Solution Assuming Cracked Concrete Design: Anchor Solution Assuming Uncracked Concrete Design: Model W 1 de Anchor Bolt Model W de Anchor Bolt .-....-.....,--.....-..-..-..-...-..-.....,..-...... ..-... ...........-.....-..- . SW16x8x4 16 : SW16x8x4 14 6 PAB7 Page 3o14 JOB 17-440 SHEET NO If OF 3( CALCULATED BY PSC DATE 12/19/17 CHECK BY DATE SCALE 1 £njirnwt CWF SM. 3529 Coastview Ct - Carlsbad CA 92010 f,.,.ttassWn i eiepnone kftiU) zu (-1 two - man: paui.pcsacggmaii.com 6.0 FOUNDATION DESIGN 6.1 CONTINUOUS FOOTING w = 1125 plf width = 1125 plf 0.75 ft (MIN.) => 9 INCHES (MN.) 1500 psf USE 15 "WIDE CONTIN. FTC] WI 2 - # 4 TOP AND BOTTOM & EMBED. 18 "INTO SOIL (MIN.) 6.2 MAX POINT LOAD ON FOOTING ASBP = 1500 psf 7i I_ui_I P= 1500 * 15 * 48 12 12 Pa11 = 7500 lbs 6.3 PAD DESIGN PAD SIZE PT 30" SQUARE x 18'tTHK W/ 4 4 4 EACH WAY P2 36' SQUARE x 18"THK W/ 5 4 4 EACH WAY LOAD Pmax = 1500 * 32 9375 lbs Pmax = 1500 0 32 Pmax = 13500 lbs RAMONA LUMBER COMPANY INC. P.O. BOX 1560 RAMONA CA, 92065 PH: 760-789-1080 FAX: 760.789-4958 425 MAPLE STREET RAMONA CA 92065 ED@RAMONALUMBER.COM LEONARD@RAMONALUMBER.COM TRUSS ENGINEERING JOB # RI-Cl 3202 COVER SHEET NAME: SCHIFF DEBRA PC20I 8-0006 221 NORMANDY LN SCHIFF: NEW 2.579 SF SFD & 719 SF ADU DEV2017-0031 2030231600 2121Q018 PC20I 8-0006 Main CISC. C 700 789-1080 Fan C 700 780-4958 425 Maple St—at Reman.. C.. 92005 LOADING TCLL 20 pf TCOL: 7 7 Pst 8CLl_ 0 par 8C0L 10 paP TOTAL LOAn SCHIFF DEBRA DEBRA SCHIFF 221 NORMANDY LANE ('AT ('A Truss Placemen.t Plan Job Id RLC13202 80" EAGLE METAL 12300 Ford Rd, Suite 110 Dallas, Texas 75234 eaglemetal.com To Whom It May Concern: The attached truss design drawings referenced below have been prepared by me or under my direct supervision based on the design parameters provided by Ramona Lumber Co. and are assumed to be in accordance with the appropriate building code. Any changes to these parameters and/or information provided on the original truss drawing voids the affected sealed truss drawing and new information shall be submitted to this office for additional review. Listed below are the truss designs included in this package and covered by this seal. Job Name: RLC13202- 1085907 Al, A2, A3, A, Bi, B2, B3, Cl, C2, C3, C, Dl, D2 Please refer to individual truss designs for specific loading and design criteria. CO Q7 UJI No. C72517 r rn Arturo A. Hernandez (CA, C72517) My license renewal date for the state of CA is 06/30/2018 The seal on these drawings indicates acceptance of professional engineering responsibility solely for the truss components shown. It is the responsibility of the building designer as to the suitability for use of each truss listed above. /i\ WARNING: Failure to follow may result in property damage or personal injury. Bottom chord required bracing shall be at 1 Oft spacing or less, if no structural rated ceiling is installed, unless noted otherwise. Strongbacking shall be installed on all parallel chord trusses, including flooring systems, to limit deflection and reduce vibration. Refer to BCSI-137. Never exceed the design loading shown and never stack building or other materials on inadequately braced truss; refer to BCSI. Concentration of construction loads greater than the design loads shall not be applied to the trusses at any time; refer to BCSI. Trusses shall be handled with care prior to erection to avoid damage. Refer to BCSI for recommended truss handling and erection. MATERIALS & FABRICATION Lumber moisture content shall be 19% or less at the time of fabrication unless noted otherwise. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Unless expressly noted, the truss designs are not applicable for use with fire retardant or preservative treated lumber. Plates shall be applied on both faces of truss at each Joint and embedded fully. Knots and wane at joint locations shall be regulated in accordance with ANSI/TPI1. For a specified plate gauge and grade, the specified size is a minimum. Connections not shown are the responsibility of others. Adequate support shall be provided to resist gravity, lateral, uplift loads. For 4X2 truss orientation, locate plates 0 - 1/16" from outside the edge of the truss. Fabrication of truss shall be in accordance with ANSI/TPI1. OTHER NOTES Camber is a non-structural consideration and is the responsibility of truss fabricator. Do not cut or alter any truss member or plate without prior approval from a professional engineer. Lumber design values are in accordance with ANSI/TPI; lumber design values are by others. Install specified hangers per manufacturer recommendations. SYMBOLS PLATE SIZE 3X4 - The first dimension is the width perpendicular to slots. Second dimension is the length parallel to slots. -, I, I, Indicates required direction of slots; Reference "Joint Details" for more information. 20 Ga Gr40 connectors required 3X10-20HS - 20 Ga Gr60 connectors required 8X10-18HS -18 Ga Gr60 connectors required LATERAL BRACING When this symbol shown, continuous lateral bracing is required on the web of the truss. BEARING Indicates location where bearings (supports) occur. PLATE LOCATION & ORIENTATION The plate shall be centered on joint and/or placed in accordance with the design drawing/QC full scale details. REFERENCES ANSI/TPII: National Design Standard for Metal Plate Connected Wood Trusses -BCSI: Building Component & Safety Information - Guide to Good Practice for Handling, Installing, Restraining, & Bracing of Metal Plate Connected Wood Trusses. NDS: National Design Specification for Wood Construction ESR: 1082 published by the International Code Council. www.icc-es.org 3. 4. S. EAGLE METAL DESIGN NOTES 1. The Truss Design Drawing(s) provided with these General Notes have been prepared under and are subject to ANSI/TPI1. Capitalized terms have the meanings provided in ANSI/TPI1. Copies of each Truss Design Drawing shall be furnished to the installation contractor, Building Designer, Owner and all persons fabricating, handling, installing, bracing, or erecting the trusses. DESIGN LIMITATIONS The Truss Design Drawing is based upon specifications provided by the Building Designer in accordance with ANS1/TPI1. Neither the Truss Designer, Eagle, nor an engineer who seals this design (if any) assumes any responsibility for the adequacy or accuracy of specifications provided by the Building Designer. The Building Designer is solely responsible for the suitability based upon the Truss Design Drawing and shall be responsible for reviewing and verifying that the information shown is in general conformance with the design of the Building. Each Truss Design Drawing is for the individual building component (a truss). A seal on the Truss Design Drawing indicates acceptance of professional engineering responsibility solely for the individual truss. 6. Each Truss Design Drawing assumes trusses will be suitably protected from the environment. HANDLING, INSTALLING, & BRACING 7 Refer to BCSI for handling, installing, restraining and bracing trusses. Copies can be obtained from the Truss Plate Institute (TPI), 218 N Lee Street, Suite 312, Alexandria, VA 22314, www.tpinst.org or SBCA, 6300 Enterprise Lane, Madison, WI 53719, www.sbcindustry.com. Bracing shown on each Truss Design Drawing is for lateral support of individual truss components only to reduce buckling lengths. All temporary and permanent bracing, including lateral load and diagonal or cross bracing, are the responsibility, respectively, of the erector and Building Designer. Eagle is not responsible for improper truss fabrication, handling, erection or bracing. Compression chords shall be laterally braced by the roof or floor sheathing, directly attached, or have purlins provided at spacing shown, unless noted otherwise. I Ramona Lumber Company I Truss: A I 425 Maple Street I JthName: R1L13202 I Ramona, California 92065 Date: 02116118 11:57:18 Ph 760.789.1080 Par: lof I I Notes All cc plates tobeFaeje 20 gauge nle&sotlervdoe noted SPAN PI1CH QTY OHL Ol-IR CANFL CANFR PLYS SPACING VVGTMY 2240 3/12 8 2-0-0 240 0-0-0 040 1 241n 8211is 26-4-0 I I 2-0-0 5-7-0 5-7-0 5-7-0 5-7-0 2-0-0 5-7-0 11-24 16-9-0 22-4-0 4- t.o 1 4 1 0-0-0 1-4-5 0-0-0 5-7-0 5-7-0 5-7-0 5-7-0 5-7-0 11-2-0 16-9-0 22-4-0 A1l plates sli,wntolEagle 20 unlessotlerwiusraled Loading () I General I (NI I Deflection Li (bc) Aibowed TQL: 20 I Bldg code: (i3C2016l it: 0.59(1-2) I Vat TL:- 1.33 in LI 196 (6-7) LI 180 TQ)L: 17 1B1-2014 BC: 0.89(5- I Vat LL.. 0.43 in L1607 (6-7) L/240 SaL: 0 Rep Mbrinaone: Yes \.th: 0.63 (3-7) I HoizTl. 0.51 in 5 BCDL: 10 LunthD.O.L: 125% I Reaction IF BigCbnibo Big YAM Rqd Big Width Max RusS MaxGius Uplift Max WindUift MaxUçdift Max Hoax I I 3.5 in L50in 1,1981bs - -221bs 5 I 3.51n 1.50 in 1,1981bs . - - Material Bracing TO DEL #IB 2 4 TO SIiehed orPudins 2.9.0, PwfindmgnbyOdm x BC DFL#IB 2 x 4 BC SIihnd orPudin 1000, Puthn dusign iiyta \kth: DEL&aidad2x4 icLLI 6 No. C725 17 Loads 1)This twos has been designed lbrthes due to lopufbottomdoonl liveloal plus dead IoaJ This am has buss dcsignul &thedkls of wind kasis in axoidmwfthAE7 -10 with tioslbilowing usorildinni input: 110 mph fl'oiuI ExjxismueC, Enthsal, GthWHip, Risk k:COvus]1 BldgDimm40ftx 805, h= 15 11, No EndZoneTnjss, Both end webs nsidaasl DOL= 1.60 Unbalanced moof livekuds have not buss cxinsidaed 4)Maiiniomstompeaficloaling has buss iipplial in axoidaaxwith IBC 1607.1 F CA Member Forces Thiieimxjca1c it 11-2 0591 .3-1791135 134 0517 -455611u I I I3-7 0.63 13WIla I Notes 1) Unless natal othawise, do not outorasymue a plase without piocsovd ft maRofussionid F5iginus 2)Thelibicaion tolaueusthrthis mofiniss is 10% (Cq =O90 3) Stasis b000mdiotd with tgpioval S al,ingorpuiiiiospaStaing Sunuissy 4)Aa, ktorof 1.50 has been applied thrthis twos asalsis. 5)Listisl wind uplift mions basal on Woist Cue s4WFRSC&Q baling. ALL PERSONS I5.BR1CATING, HANDUNG. ERECFING OR INSTALLING ANY1RUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSIRUCTED TO REFERTO ALLOFTHE TnseBuikh5t ihiss Softwaie v5.6.260 INSTRUCFIONS. LIMEFATIONS AND QUALIFICATIONS 5FF R)RFH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSIJED WITH THIS DESIGN AND AVAILABLE FROM EAGLE Eagle Metal Prottuets UPON REQUEST DESIGN VALID ONLY WHEN EAGLE MEFALO)NNECFORSA1tE USED. I 1 0807 0001/0016 1-4-5 0-0-0 11-2-0 I 22-4-0 Deflection LI (Joe) Allowed Vat M. 0.01 in L/999 (1142) L/180 Vat LL 0.01 in L1999 (1142) L/240 HorzlL 0in 0-0-0 All plates shown tobeEagle 2D unless cill isied. Loading Gmeral TQL: 20 nldgcbde: CBC20161 1L: 17 TRI-2014 BELL: 0 Rq,Mbrinaoice: No B(DL: 10 bsnI,D.OL: 125% 11-2-0 11-2-0 (s' TC: 0.25(10-11) BC: 0.09(20-1) Web: 0.03(2-20) I Ramona Lumber Company I Truss: Al I 425 Maple Street I JthManax RLC13202 I Ramona, California 92065 I Date: 02/16118 1157:13 I Ph 760.789.1080 I Par: Icil Aca1EanJe 2D gl wrwiveited SPAN PITCH QIY OHL OHR CANTL CANFR PLYS SPACING VUF/PLY 22-4-0 3/12 1 2-0-0 2-0-0 0-0.0 0-0-0 1 24 in 751L 26-4-0 2-0-0 11-2-0 11-2-0 2-0-0 11-2-0 22-4-0 L 4iç4 - 54I o 1.5141 3R1 1.5c4 15 41 i'-5r' Will IIIIIIIIIII OF 21 .41 12J 1.5 22 Reaction Rig Conijo Rig \Mdth Max Real AveReal Max Giav Uplift hft Wind Uplift Max Uplift Max Hoiiz I 3531bs I07plf - -I23lhs -1231bs -4521bs Material Bracing 10 DR.#1B 2x 4 10 Iinsat6-3,Ptntindotignby0t1m BC DR.#IB 2x 4 BC SIorRa1insat1GO0Pudin design by0thea Web: DR. Standard 2x4 1,oads I)This miss his been disign1 frrthedkls of wind lonis in aownh=vAdiASM -10 with tlssthllowing usddInisl input 110 nph (Fkloesll ExposineC EndoenL Gthlo'Hip, Risk Oval BIdgDina40fix80fth=I5ft Not EndZoneTiu&s, BothaidwthswnsidaisL DOL=1.60 2)Unb4axon1 ioof live loads have not hoas wnsidnnl. Member Forces it 11-2 0245 4011te (-isllx)I 02/15/2 CO Notes 1)Unless noted othawise, do not us oralteraril marbworphlawitimutpliol fiomaRofissionalEuginea. 2)Gshleinluais continuous bouomdsonl hnain& 3)G±Iewths pkisl at 16" OC, U.N.O. 4)AUals gthlewcbs with 1.5x420gap1a. U.N.O. 5)Bredng shown is forinpIuoeiniuiiumst t-ofphaeinuiiunoits. isiino BCSIB3 published bytheSBCA Theftikaion dnxnforthismofUiasin 10%(Iq=0.90 7)Aa, falorof 1.50 his buos içplinl forthis suns mabsis. 8) Listed wind uplift iions bisnion Wont Ckses1WFRSC&C) IoaIing ALL PERSONS E.SR1CATING, HANDLING, ERECI1NO ORINSt.IL1NG ANYTRUSS BASED UPON THISTRUSS DESIGN DRAWING AM INSFRUCFED TO REPER1D AILOFTHE TnaxBitikh1hiss Sthwum v528) INS1RUCflONS, LIMITATIONS AND QUALIRCATIONS SET FORM IN THE EAGLE MED.L fl)DUCS DESIGN NGTES ISSUED WITH THIS DESIGNAND AVALABLE FROM EAGLE Eagle Mend Products UPON REQUESt DESIGN VALID ONLY WHEN EAGLE MEIYtL CONNECORSARE USED. I 1 85907 0002/0016 .0 \ riolz OfESSi Q7 vn CO No. C72517 10V4w1'ww-w-v*A I Ramona Lumber Company Truss: A2 I I 425 Maple Street I JdoNan: RL03202 I I Ramona, California 92065 I Ite: O2/1618 1157:18 I I Ph 760.789.1080 I Par: I cf I I I Ncie& All ccncicr plates toha Eagle I liwse uSed SPAN PITCH QTY OHL OHR CANFL CANFR PLYS SPACING V.ff,PLY 2240 3/12 6 2-0-0 040 0-0-0 040 1 24in 24-4-0 2-0-0 5-7-0 5-7-0 5-7-0 5-7-0 5-7-0 11-2-0 16-9-0 22-4-0 4x -0-0 5-7-0 5-7-0 AflpiatBsdUMtDbeEa&MmlemodiBnmsemtA Loading () General CS! IUL: 20 Bldg Code: (C201& IC: 0.61 (4-5) TO)L: 17 TN I-2014 BC: 0.91(5- BCLL: 0 Pup MbrInae: Yin 'Ath: 0.66(4-7) 0 1-4-5 0-0-0 5-7-0 5-7-0 5-7-0 11-2-0 16-9-0 22-4-0 Allowed Deflection 11 (lc) VatTL 1.361n L/193 (6-7) L!180 Vat LL 0.44 in L/597 (6-7) L1240 HoszTL: 052 in 5 Reaction iT Big Gm-Iso Big \Mdth Rqd Big 'Mdth Max Real Max Guav Uplift Mm Wind Uplift l.See Uplift Max Hcciz I I 35m m 1.5D 1,2041bs - 27 lbs 5 1 1.5 in - 1,0431bs Material Bracing IC DFL#IB 2 x 4 IC SIeshini orRuulins at 24.0, Puffin design byOthas. BC DFL#IB 2 x 4 BC &sedind orRuhins us 1000, Pwhin dinign byOthas. 'Ath: DFL Staidad 2x 4 Loads I)This Duss has been designed frthedIs due to lOpsfbottomdioid live load plus deal busts. 2)This mass has been designed forthekts of wind lads in aecordanwitliASM -10 with the thilowing usorddinel input 110 nçh(Faioim1 ExposuanC, Esadosinl, Gdelo'Hlj Ovaull Bldg Dims 40118011, h= 1511, NoZeneTniss, Both mid websconsidered. DOL= 1.60 3) Unbalanced mof live lads have not been considered. 4)MIninsom stoinpe attic lending has been applied in assadaico with IBC 1607.1 Member Forces it 1-2 0595 -5.52509 34 0519 -4407ILu 2-3 0522 -4)tallx 4-5 oats -594711a BC 5-6 ems 54841b. 4-7 ems 549509 7-8 0597 5.37309 8-1 0897 559)1 Web 2-7 059) •101811s 4-7 0956 -1j9)09 3-7 0985 l5861tn Notes I)Unlins notinl othawise, do not cuttoraiyuuus inenho orplftwiftapdoralpuval liusnalbfissional Engineer. 2)1fiadontoIoaxethrthisuoofsiussin 10%(cq=0.90 3)Hasgais thrgeçhical inhiqmsaion only Install hasg nmuktua's nimaJulioit 4)Beaubottomdsosd with lçp,ovml shoahing orpudins padng &mruay 5) Aa, kiorof 150 has bass lial fbrthis buss Ia2l)sas 6)Ustash wind uplift ons basal on VIWFRSC&C)loushing. ALL PERSONS E.BRICATING, HANDLING, ERECI'ING ORINEkL11NG ANYTRUSS BASED UPON THISTRUSS DESIGN DRAWING ARE INSI'RUCI'ED TO REFERTO ALLOFTHE TnseBuikEFlhass Softwsire v5.65260 INSRUCF1ON LIMITATIONS AND QUALIRC4TIONS SET 1ORI14 IN THE EAGLE METAL REODUCFS DESIGN NOM ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE Eagle Metal PredeSs UNREQUESF DESIGN VALID ONLY WHEN EAGLE MEE4LWNNECFORSARE USED . 1085207 0003/0016 I Ramona Lumber Company I Truss: A3 I 425 Maple Street I idoName: RLC13202 I Ramona, California 92065 I Date: 021618 11:57:19 I Ph 760.789.1080 I Par: lof I Notes Allcct plates tobsEagle 20gauge unless otharwise noted SPAN PITCH QTY OHL OHR CANTL CANI'R PLYS SPACING \MJI?PLY 224-0 3/12 1 2-0.0 0.0.0 0.0.0 0-0-0 1 241n 73 lbs I 24-4-0 2-0-0 11-2-0 11-2-0 11-2-0 22-4-0 ,1.54I 4)g - 1.54 0-0-0 1-4-5 0-0-0 11-2-0 11-2-0 11-2-0 22-4-0 All plates slcnoitobs Eagle Mudlessotherujise iecL Loading () General CS! Deflection 11 (bc) Allowed TUL: 20 BidgOxie: CBC20I6f TC: 0.25(1-2) Vat TL-. 0.01 in L/999 (20-I) L/180 1O)L: 17 I Thl-2014 BC: 0.09(11-12) Veit U-- 001 in L/999 (11-12) L240 BQL: 0 Rep Mbrinaowe: No 'Ath: 0.03(7-20) HoizTL 0 in B(DL: 10 Lmd,D.OL: 125% Reaction Thg Contho Big Width Max Rest Ave Rest Max. Giat' Uplift Max Wind Uplift Max Uplift Mwi Hodz 1 - 428 lbs 104 plf .67 lbs -124 lbs -124 lbs 449 lbs Material Bracing TO DH#IB 2x 4 TIC She" Rdins at 6-3udin design byOthas. BC DPL#IB 2x 4 BC SIatihel orl'luftns at 1000, Pudin diaign byOthes. Vtth: DFL&aidad2x4 Loads I)This liuss hat been designed forthehas of wind loads in woomlancewilhASCEI -10 with thelbl!owing usdd1ne1 input IlOmpha;h3onedl ExposuieC, Enriosel, GableHA Risk Oveall Bldg Diim40ftx 808, h= 158, Not End ZoneTnass, Both end wthswn.siduuiL DOL=1.60 Unbalanced mof live lotds have not been onnsideuil. Member Forces Tsblcj,dcsles IC 1-2 0216 40411n (-6slI) 1011 auto 3235n (-StilE) Notes l)Unlous noted othawise, do notosteseaiyuuss nuthorpk1ewilhout piiorpioval liornaRolissional Engines. 2)Gihleluluhos continuous bottomdud beating. Gable webs plasslat 16" OC U.N.O. 4)Awsth gable webs with I.5x420gap1atui. U.N.O. 5)aing shown is thrinj,laieiuuivam1L IbrnotofpbsssIuluhunax i-to 8(51-80 publishel bytheSBCA. lselitdcssion tolamforlhis ioof floss is 10% (Cq =0.90) 7)Aa kiorof 1.50 hat bom upphed thrthis Oust atual)sis. 8)Dueto ruegativeiesiions in geivitylousi ones, spedal nonn&iuons to the boning suukusatjoint 11 navgnnol to beesisidnuil 9)Lissoul wind uplift iions based on Vbxt Qtev1WHtS8uQloxiing. ALL FRSI)NS1'ABRICATING, HANDUNG, ERECFING ORINSFALLING ANYTRUSS BASED UION THISTRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER'lD AI.LOFTHE TnatBuild®'Ihits Softwate v5.280 INSI'RUCFIONS. LIMIFATIONS AND QUALIFICATIONS SET IORFH IN THE EAGLE METAL l'RODuCrS DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE Eagle Metal Products UION REQUEST DESIGN VALID ONLY WHEN EAGLE MEFAL (X)NNECFORSARE USED. 1085907 0001/0016 I Ramona Lumber Company I Truss: Bi I 425 Maple Street I JthName: R112I32 I Ramona, California 92065 I Date: (I161l8 11:57:14 I Ph 760.789.1080 I Par: lof I I I N1e All connector Oates toboEagle 201gauge wtlom otherwise noted SPAN PItH QIY CHL OHR CANFL CANFR PLYS SPACING VsUI?PLY 11-7-0 3/12 1 2-0.0 2-0.0 0.0.0 040 I 241n 61 lbs 15-7-0 2-0-0 5-9-8 5-9-8 2-0-0 5-9-8 11-7-0 4)4- 1.5441 1.5g4 1 1.5f4 112 24 --1.U4I 1.5*41 1.5*41 1.5*41 1.5*41 1.5*41 1.5*41 1.5i41 1.54I 1.5x41 1.5x41 0-0-0 0-0-0 11-7-0 I 11-7-0 All plates shntobo Eagle 1rwise noted Loading (psf) General CS! Deflection LI (bc) Allowed TCLL: 20 Bldg Code: (BC2016' I TC: 0.30(23-1) Vat TL- 0inUP L/999 12 L/180 TQ)L: 17 7711-2014 BC: 0.01 (19-20) Vat U. Om L/999 12 L/240 BCLL: 0 Rq,MbrInae: No ?th: 0.36(1-22) HorzU Om BQ)L: JO II.smD.O.L: 125% - - I ui/io/2J)8 >.. Reaction ,'" tagOintho tag \Mdth Max Rmi AveR1 Max GmvUplift Max Wind Uplift Max Uplift Max Hoax ' ' I 319 lbs 139 Of 41 lbs -148 lbs -148 lbs 47 lbs Material Bracing CO TIC DFL#IB 2x 4 TC ShndorPudinI000,Rii1inignby0thno. "r No. C72517 M BC DEL #IB 2 x 4 BC Bimihol orPuilin.s 1000, Puilin dmign by0thn Vth: DFLStuiidad2x4 CC X ut has bom designed thrtheinIs of wind loads in isundaiccwithASIE7 -10 with thelbilowing usddInuil input 110 nçh .stou11 ExposuieC Eaidosuil, Gddn'Hip, Risk Cl Ovas1l Bldg Dirns40ftx80ft, h=15flNot End ZoneTiuss, wthsoinsidaui DOL=1.60 2)Unbolaicul rod five loads havenot been considered. Member Forces Theirücatex °F c \ TC 112 03 .31511u Notes Unless notuil othawise, do not oil oralavasynuss naxii,norplisewithout piioriovth fiom anolbssional Enojnou Gable iuuiioi continuous bottom shoal bearing. Gable webs plussi at 16" OC, U.N.O. Attach gable webs with 1.5x420gaplam U.N.O. 5)&sing shown is uipIamiuuiianosis Ibrout.of uiimmst.s ito BCSB3 publishuil bytheSBCA. ontolauiioifrthismofmissis 10%(cq=0.90 7)Aamp kiorof 1.50 has boon applied lbrthis miss aiaisis 8)Dueto nupiliveons in gmsioaI oum, spuiial wnnis5lons to thebaxing suikaisjoints 13.21 ni'nmil to beonsidauil 9)ustuil wind uplift =ions basal on \MIst C)scev1WFRSlC&Q baling 23 ALL PERS)NSEBR1CAT1NG, HANDLING, ERECFING OR1NLUNG ANYTRUSS BASED UPON THISTRUSS DESIGN DRAWING ARE INSFRUCFED TO REFERTO ALLOFTHE lnasBtdkl8)lhass Software v5.620 INSERUCI'IONS, LIM11)ITIONS AND QUALIRCP31ONS SET FORM IN THE EAGLE METAL FRODUCI"S DESIGN NOTES ISSUED WifH THIS DESIGN AND AVAILABLE FROM EAGLE Eagle Metal Prts UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL (DNNECFORSARE USED I 1085907 0005/0016 I Ramona Lumber Company I Truss: B2 I 425 Maple Street I jcf,i.iame: R1J13202 I Ramona, California 92065 I Date: 02116f18 11:57:14 I Ph 760.789.1080 Par: I of I I Notes Allcorowlarplaies0beEagle 20gau imless otIise id SPAN P11tH QTY OHL OHR CANFL CANER PLYS SPACING WUMLY 11-7-0 3/12 1 240 240 0-0.0 0-0-0 1 241n 56ll 15-7-0 I 2-0-0 5-9-8 5-9-8 I 2-0-0 I I 5-9-8 11-7-0 I II 0-0-0 0-0-0 5-9-8 I 5-9-8 I 5-9-8 11-7-0 All plates showis toho Fe 20unless odwwse noted Loading (f) General (SI Deflection Li (lc) Allowed TCLL: 20 Bldg Code: (BC2016/ 'It: 0.30(7-1) Vat TL.. 0.051n L1999 (4-5) L/180 TCDL: 17 TI1 1-2014 BC: 0.28(4-5) VntLL 0.02 in L/999 (4-5) L/240 BO.L: 0 llepMbrinar.ae: No .th: 0.24(1-5) HorzlL 0in 4 B(DL: 10 Luni,ffD.O.L: 125% Reaction 02/16/2 FESS16 iT Big Coniio Big Width Rqd Big Width Max React Max Giav Uplift Max Wind Uplift Max Uplift Max Hodz 7/< \ 6 1 351n 1.50 in 6921b5 . . 341bs , çLO 4 1 35 in 1.50 in 692 lbs CO Material Bracing TO DH..#IB 2 x 4 TO Bihaf orPudins 6-30, Pwlin dssign byOthn w No. C72517 m BC DfL#IB 2x 4 BC 2ieihn1orPudins lGo0,Rnlindudgnby0tha 0 'Ath:DFL Staidnd 2 x 4 Leads I)Thisliuss has bean designed hasdueto 10psfb0110mchoid five load plus dead loads. Cl I 2)This tiuss has been designed for thedikls of wind loafs in aidaxaswithASEE7 -10 with thelbilowing udthnaJ input 110niphOklmoij ExposweC Endovel, G±l&Hip, Risk II, Ovoall Bldg Dinw40 fix 80lt,h= 1511, Not End ZoneTnis. Both and wshsconsidered. DOL=I.60 OF CA \ 3)Unbokexatl ioof live loafs have not boa ixinsidnuL 4)Mninximstoiageridc loafing has been applied in wounlancewith IBC 1607.1 Member Forces 1C 1-2 0269 433I 2-3 0200 400311n BC Web -6 0074 -645156 3-5 0237 553156 I 1-5 0237 583156 3.4 0074 -645156 Notes 1)Unlsss notol othuwise, donotautoradaranyum nssiorpkte without xiortçptovaJ fiom aRollasionai Enginno 2)Theftuidesion to!amlbrthis roaftiuss is 10% (Ql=0.90 3)Bioaboltomdsad with Wovul shesling orpudins porBiseing Sunliasy 4)Aampkwof 1.50 has boa tcpliul forthisnussalal)sis. 5) Listul wind up1111 ioaions basal on Wont Oses1WffiSC&Qloalin& ALL PERSONS SIBRICATING, HANDUNG, ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INEFRUCrED TO REHIRID ALLOETHE TrueBui1c81hxxs Software v5(s28) INSFRUCflONS. LIMITATIONS AND QUALIFICATIONS SET R)RFH N THE EAGLE METhL FRODUCFS DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE NOM EAGLE Eagle Metal Pt4xkats UN REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL WNNECFORSARE USED. .i rso err, nrwa inn i I Ramona Lumber Company I Truss: B3 I 425 Maple Street I ithName: RL03202 I Ramona, California 92065 I Date: 02/16(18 11:57) I Ph 760.789.1080 I Par: hI 2 N&& Aflciiausc plates beEagle 2D gauge unless Jerwius noted SPAN PITCH QIY (}IL OHR CANFL CANFR PLYS SPACING VSUIWLY 11-7-0 3/12 1 2-0-0 2-0-0 04)-0 040 2 5.75m 65 Is 15-7-0 I 2-0-0 5-9-8 5-9-8 2-0-0 I I 5-9-8 11-7-0 ZCF18 4)4- A2 A2 A2 A2 A2 0-0-0 0-0-0 I 5-9-8 5-9-8 5-9-8 11-7-0 All wnEagle 20milessothenvise iced Loading (id) General (N Deflection L/ (lc) Allowed Omed LOaJS,S BldgQxin: CBC20161 IC: 0.28(1-2) VntTL 0.18m L/732 (4-5) L/180 iUL: 20 'lB 1-2014 I BC: 032(5-6) Vat U 0.06 in L/999 (4-5) L/240 TQL: 17 Rq,Mbr1nae: No 'Ath: 0.47(1-5) HiszTL 0in 4 BQL: 0 LunthnD.OL: 125% Reaction iT &g Conic Big 'Mdth Rl Rg Width Max RusS Max Giav Uplift Nut Wind Uplift Max Uplift Max Hoez 6 1 3.5 in 150m 3,393 lbs . -12lhs 4 1 351n 1.50in 3,6431bs Material Bracing TIC DFL#IB 2x 4 TIC orPudinsit6-3.0, Ikidindssignby0thns. BC DlLSE2x6 BC SIthislorPluhins11lOOO, Rahn design byO1has. Vtth: DFL&asdad 2x 4 esc,t DFL#2 2x 4: 1-5,3-5 Loads 1)This buss has been designed frd s due to I0psfb000mdioid five load plus duel loads. 2)This miss has been designed btheIs1s of wind loads in acoodanwidaASM -10 with the Mowing useedduaxl input 110 nph ftmovell ExposuieC, Enclosed, Gth1&Hip Risk Overall Bldg Diios40fix 80fth=ISL Not nd ZDwThiss, Boffi and wthsConsidered. DOL=1.60 3) Unbalususl roof live loads have not been considered. 4)Mninsun stomp islic baling has been applied in anadnam with IBC 17.1 Member Forces -I,- 1 — n, .,tncii_. 1— nw 1acll. I 11-5 0473 247811a 13-5 0.473 2781b TrM to This Connection Summary CaniedTrus (iveOnd C,iOffat A2 BC 20-12 #0 BC 4.0-12 ZO1S TC 5.9.8 A2 BC 6.0-12 #0 80.12 #0 BC 100-12 Notes 1) Unless noted othawise, do not an oralteeasyuuss ntrplisew thoutpriorpiovaI fiomaRosionth Engineer. 2)The,danion tolam for this moftiuss is 10% (Cq =0.90) 3) Exoabottom dud with approved shaulling orpuditis porBining &innny 4)Aamp ham of 1.50 has been applied fbrthis miss aiolsis. CD 'No. C72517 r' ALL PEIWNS B5iBR1CAT1NG, HANDLING, ERECTING OR INEELIJNG ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCFED TO REFERTO ALLOFTHE TrueBsUiSlijuss Software v5.6,26() INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET R)RI'H IN THE EAGLE METAL w.ODUCrS DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE I Eagle Metal Pflxkiets UN REQUESt DESIGN VAUD ONLY WHEN EAGLE MEtL ODNNECIORSARE USED. ,,. Ramona Lumber Company Truss: B3 425 Maple Sireet ithName: R1.03Y2 Ramona, California 92065 thae: (12/16(18 11:57:0 Ph760789 1080 Par: 2cf 2 Nt1ea All ccatestobeEaaJe lerwiai sKied SPAN P11tH QIY OHL OHR CANFL CANFR PLYS SPAC1 \F/PLY 11-7-0 3/12 1 240 2-0.0 0-0.0 0-0-0 2 5.75 in 65 ft 5)11 dnfrthis wI-pIym pIyaiddins1ionsaethrid Plies. Two idenfical maensdlIa ñhaiIaiai1ai Ibilows, ppIy. 16INalltorGmNal[nin .I35"x3 IC- I tow @ 12 inor BC-2 staggendaiws @ II in oc,Wda -1 row @ 12 in ot PbvideddiehaWconneoionsdonotrthutssiysaiththeagplistl load to all plins: inaldition to onnnaass shown shove, drofgh&plinswthsupplaiustal 16d NthIsGunNalls(nin .I35"x3 a thilows within 24" ofthe!ionshown 'I 5j9-8,onn1os Cormtois shall not amach on othogiidaplyaaion otmas4o4non onnnggcns in ausdaios with IheNDS amulbauffreconnodwons. YThns applied loads aeon one side ofgith tb not flip gialerclu*ginleromnedorinstailladon, install onmso1a5 on thegiidasidewhuesuppostal hails aeçliai Whon applied loads aeon both skins fgitdn doublethespaing aid install half of the onnnois on one sideof gildaaid then ifip theghthto install theodaehalf of Ihetonnatois on dieeppositDsW(aidoubledieanialorspadrf.1 Connate's on opposite skins of thegildashall haoffsst 7)txlstsl biaing shall besttahui to each ply 8) AM Iiistenus nininsim2-1/2" long, unless othawisenoted. 9)Nails in Istand 2nd plyshall be offset flom successive Plies by V2 the nail spaing. 10) Listed wind uplift rions basal on We'st Ow (MWFRSC&C) loafing. ALL PERSONS Es,BRICATING, HANDLING, ERECFING ORINSFALUNG ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFERTO AILOFTHE I TnaBuild® 'lbuta Software vS 6.26) INS1RUCF1ONS UMIET1ONS AND QUALIRCATIONS SEF FORM IN THE EAGLE METAL PRODUCES DESIGN NOTES ISSUED WITH THIS DESIGNAND AV,ILABLE FROM EAGLE I Eage Metal Products UPON REQUESE DESIGN VALID ONLY WHEN EAGLE MEL (DNNECFORSARE USED. I Ramona Lumber Company I Truss: C I 425 Maple Street I JthNane: RLC13202 I Rrnona, California 92065 I flue: 02l1618 11:57:15 I Ph 760.789.1080 I Par: lcll I Nam All caulectcr plates t0133 EaeJe 2Dgauge tmIeaxrwiax noted SPAN P11tH QTY OHL OHR CANFL CANFR PD/S SPACING MII7PLY 24-11-0 3/12 6 2-0-0 2-0-0 040 040 1 241n 0)1136 28-11-0 6-2-12 6-2-12 6-2-12 6-2-12 2-0-0 6-2-12 12-5-8 18!84 24-11-0 5- 0-0-0 5x6- 37(4- 0-0-0 8-3-11 I 8-3-10 I 8-3-11 8-3-11 16-7-5 24-11-0 All plates shDwnk Eagle 20 tin ess olherwim tried Loading (psf) General CSI Deflection L/ (bc) Allowed TaL: 20 Bldgcode: CBC2016' IC: 0.38(34) vat 1L. 0.61 in L/477 (6.7) L/180 TQ)L: 17 TPII-2014 BC: 0.69(5-6) VedW 0.18in L/999 (6-7) L/240 BW..: 0 Rq,MbrInae: Yin V.th: 0.37(3-7) HouzTL 0.12in 5 BO)L: 10 LuirtD.OL: 125% Reaction IT Big Contho Big %Mdth Rqd Big \Mdth Max Roni Max Gins Uplift Ivle Wind Uplift Max Uplift Max Hoax I I 3.51n 1.501n 1,3191bs 231bs 5 1 3.51n 1.501n 1,3191bs . Material Bracing IC DFL#IB 2x 4 IC RssiholorPudinsii3-3-0, Ru1indinignbyOthn BC DFL#IB 2x 4 BC Rimihel or1jdins at 10.0.0, Pudin design by0the Wth: DR. Stssdad 2 x 4 Loads 1)This miss has been designed thrihedhis dueto 10psfbottomthoud five load phis daxi loads. 2)This miss his been designed forthedkts of wind loixis in axesdmwithASEE7 -10 with thethllowing udthnrl input 110 n,h &toieslt ExposuieC, Endosed, GthMI1lp. Ovu Bldg Dinxs40 fix 80 ft, h=158,NotEndZoneTnis.s, Both end wthsansidani DOL=1.60 3) Unbalanced isxif live loads have not been wnsidnuil 4)Mninilm storage attic loading his boni applied in axxadaisu with IBC 1697.1 Member Forces Table Ictex Mentz D,nuenuxaxiaI6axc.(nmcargufuuiif6isfiuemxa,d ftuceOdyk n1aie9xueinthstable. it 1-2 0333 -381311x 3.4 0371 -323911x 2-3 0377 -323911a 4-5 0333 -3613ll 1X 5.6 0693 365l 4-7 0579 233811x 7-1 0693 3465Itx Web 2-7 Sf36 -5720s 3-7 0369 &inits 13.6 0369 mills 146 0091 -5721 Notes l)Unlots notisi othawise, do not oil orallifaxytluss maittworplamewidwoorapplDval fiomaRofessional Enujnax. 2)7besicaion tolnmthrthis ioofuiuss is 10% (Cq=0.90 3)thbottomdsoud with eppiovesi shoihing orpuilins pn&edng &IImay 4)Aa, ktorof 1.50 his been gpplied ftrlhis miss asalsi& 5)Listnl wind uplift inrlions basal on Vt Case 4WFRSC8iQ1oa1ing. ?ofEss/ CO No. C72517 t- ALL PERSONS IIMSRJCA.TING, HANDLING, ERECTING OR INSTALLING ANYTRUSS BASED UN THIS TRUSS DESIGN DRAWING ARE INSTRUCFED TO REWR1D ALLOFTHE TnseStñkftl)lhiss Software v5.6269 INSFRUCF1ON LIMITATIONS AND QUALIFICATIONS SET IORFHIN THE EAGLE METAL IRODUCS DESIGN NOTES ISSUED WITH THIS DESIGN AND AVAILABLE FROM EAGLE Eagle Metal Pruxkiets UION REQUEST DESIGN VALID ONLY WHEN EAGLE METAL WNNECFORSARE USED I 1085907 0009/0016 I Ramona Lumber Company I Truss: Cl I I 425 Maple Street I me: RLC13202 I I Ramona, California 92065 I Date: 02116118 11.57:16 I I Ph 760.789.1080 I Pap: 1 ofl I I I Allcmr=plamstDbe13agle I 2Dgaqlawdessodierwisenotad I SPAN P11tH QTY OHL OHR CANFL CANER PLYS SPACIN3 WJF/PLY 24-11-0 3/12 1 2-0-0 240-0 040 0-0.0 1 241n 105lbs 28-11-0 2-0-0 12-5-8 12-5-8 2-0-0 12-5-8 24-11-0 _dlIlIIiIik 34 0-0-0 0-0-0 I 24-11-0 24-11-0 All plates slxntoI Eagle )onIesschorwisenoted Loading (id) General (N Deflection LI (bc) Allowed TQL: 20 llldgoxie: (C2016' TC: 0.22(17-34) Vat TL.. Om L/999 17 L/180 T(DL: 17 TRI-2014 BC: 0.02(17-18) VetLL Om L1999 17 L/240 BQL: 0 Rq MbrInae: No Vth: 0020-25) HoizTL 0 in BCDL: 10 LuniD.O.L: 125% Reaction tag Conto tag WIdth MaxRon.t Ave Rod Mw Giav Uplift Max Wind Uplift Max Uplift Max Hoiiz - 321 lbs I13plf - -13511,s -1351b5 4381bs Material Brathig TIC D1t#IB 2x 4 TC SIialorPwlins630,PudindetignbyOtha BC DIL#IB 2x 4 BC SIIIorPudüisrtl0OO,PudindndgnbyOthn Vith: DR, &asdad2x4 Loads 1)This IIUSS has been designed tbrthedkts of wind loads in aonnkaicewithASII7 -10 with thefollowing usddlnnI input 110 nph &tosu1 ExposuieC, Endeseti, Gshlo'Hip, Risk Ovoall Bldg Dma 4011x Soft, h =15 L Not EndZnneTnis. Both inid wthswnsidani DOL= 1.60 Unbalanced rod live kaxls have not been esnsidoai - Member Forces TatAeiu5cates Men axnaxaxi&Rwe.(ncaiqxfeifdiffeannaxaxM fuOidyfaxcsgoneetIun3avnninthstne. it I I web i I Notes 1) Unless noted othowise, do not alt oralteranyauss nssriorpIaewithout pdorsçpiovd fiarnaRofin.sional Enujnno 2)Gshlessiuileswnlinuous bottom dicid bebing Gable webs planiltn 16' Or— U.N.O. Aunt gable webs with 1.5x4 20gapbses, U.N.O. 5)taaing shown is UkaomL n.ofpinU1ssmi1s ithto BCSI-83 publishal bytheSBCA lssfdidndon tolmsiesfiTthis ioofliuss is 10% (Cq =0.90 7)Aamp kiorof 1.50 has been applied lbrthis tints aial)sIs. 8)Listnil wind uplift todions bssnil on \Vonit Caw0AWFRSC&Qloadin& ALL PERSONS IIBRICAT1NG. HANDLING, ERECTING ORINSIALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED 70 REPER'ID MLOFTHE mseBuilcla 1sins Sdtwnre v5260 INSIRUCMNS, LIMIFATIONS AND QUALIFICATIONS SET mRrHIN THE EAGLE ME1AL }RODUCS DESIGN NOTES ISSUED WITH THIS DESIGNAND AVALABLE RtOM EAGLE Eagle Metal Pinticla UPON REQUESE DESIGN VALID ONLY WHEN EAGLE METAL WNNECIORSARE USED. I 1085907 0010/0016 I Ramona Lumber Company I Truss: C2 I 425 Maple Street I Jcime: RLCI3202 I Ramona, California 92065 I Ite: 02116118 11:57:16 I Ph 760.789.1080 I Par: loll I Notes: AllconnwtorplateswbeEagle 2DpW wiless harwise rated SPAN PITCH QIY OHL OHR CANFL CANrR PLYS SPACING Vt,Ur/PLY 24-11-0 3/12 3 240 040-0 040-0 0-0-0 1 24m 88Rw 26-11.0 2-0-0 1 6-2-12 6-2-12 6-2-12 6-2-12 6-2-12 12-5-8 18-8-4 24-11-0 5- 5x6- 3x4- 0-0-0 8-3-11 8-3-10 8-3-11 0-0-0 I 8-3-11 I I 16-7-5 24-11-0 All çJatessImsntoI wc1lerwiax riled Loading (j-f) I General I (N I Deflection 1/ (bc) Allowed TQ.L: 20 I Bldg Code: (BC 20161 I it: 0.42(4-5) I Vat fl. 0.61 in L/479 (6-7) LI 180 TQ)L: 17 I TEl 1-2014 BC: 0.71(5-6) I Vat LL 18 in L1999 (6-7) L1240 BCLL: 0 RupMbrinaesse: Yes Web: 0.38 I (36) I HoizTL 0.121n S BCDL: 10 I bmD.O.L: 125% I Reaction IF Big Ointho Big Width RqI Big \Mdth Max Roam Max Guy Uplift I Max Wind Uplift Max. Uplift Mac Honz 02/16/2 I 3.51n I50in 1,3251bs 5 1 3.51n 1.501n I,1651bs . . 281bs Material Bracing TC D1L#113 2x 4 TO I'uulinsa3-l.0,PudindwignbyOthns. BC DFL#IB 2x 4 'Web. 2x 4 DFLisudad BC S1e4halorPudinsal000,RldinduignbyOthas. fr (y (r No. C72517 . W 1711 Loads 1)This Inns has been designed thedkls dueto 10 nfbottomduoud live load plus dead Is. i4 2)This truss has been designedthehas of wind bait in auidasuswithAE7 -10 with the following usddlnai input 110 nh fltoioi), ExposuieC Endosal. G,ldHip. Risk OvaullBldgDina40ftx80fi4 h=I5ft, Not€ndZoneTiuss Bothaidwthswnsidawi DOL= 1.60 3) Unbalanced ioof live basis have not busi rimsudaul 4)Mlninumstongeciiucloading his bau applied in amontocewith IBC 1607.1 Member Forces TueiruIcisu Me .nueaj& fim,(nueconpfbm iffiffiremunaeOy aueruIanw thsuaMe. IC 11-2 0334 I3 073 -h11e I I I Notes I) Unless noted othawise, do not cutorabtauysuxs runutor plate without pdoroval fiomaflofusional Engineer. 2)Thefttdaiiontoinmthrthisnnftrussis 10%(q=0.90 3)Biabouomthoid with ioviel shushing orpudins pa-ng &uumiy 4)Aaeep fsaorof 1.50 has busu applied frurthis truss aiaIsi& 5)I.istal wind uplift issailons basal on '.Vais Cose4VFRSC&Q baling. ALL PERSONS 1PBRIC.aBiNG, HANDLING, ERECTING OR INSTALLING ANYThUSS BASED UPON THISTRUSS DESIGN DRAWING ARE INSTRUCTED TO REFERTO ALLOFTHE TheStdlc80llms Software Mc260 INSFRUCT1ONS LIMITATIONS AND QUALIFICATIONS SET FORM E'IThE EAGLE METAL EltODUCS DESIGN NOTES ISSUED WITH THIS DESIGNAND AVAILABLE ROM EAGLE Eagle Metal Pflxrls UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL (ONNECTORSARE USED I . , flfl I I Iflf'i I I Ramona Lumber Company I Truss: C3 I 425 Maple Street I jclr'lan: RLC1302 I Rmona, California 92065 I Date: 02/16'18 11:57:17 I Ph 760.789.1080 Par: hi! Nctex AllcctcrplatestolEaoJe Ierwimmed SPAN P1104 QIY (I-IL CUR CANL CANFR PLYS SPACING W3FiPLY 13-4-0 3/12 2 040 040 040 0-0-0 1 241n 5211s 13-4-0 I 0-10-8 6-2-12 6-2-12 I I 0-10-8 7-1-4 I 13-4-0 I I 0-0-0 5-0-5 8-3-11 5-0-5 13-4-0 All plates down ED be Eagle 20 tuilm cdssrwise noted Loading () General (SI Deflection 11 (lc) Allowed TQL: 20 Bldg Code: CC20I6' TC: 0.38(14) VotTL 0.25 in L/615 (4-5) L/180 Ta)L: 17 TISI-2014 BC: 0.51(4-5) vat 11-- 0.081n L1999 (4-5) L/240 BCL: 0 Rq, Marinause: No V.th: 0.37(2-5) HoizTL: 002 in 4 BQ)L: 10 bsnthD.O.L: 125% Reaction IT lkg Cortho aMdth 1i tag V.ldth Max. Russ Max Giav Uplift htx wind Uplift Mae Uplift Max Hodz 6 1 33 in 1.50 in 634 his - -91 lbs 4 1 351n 1.50 in 6201bs 02/16/2 EQc' o FL-Us3/Qflf Material TO DFL#1B2x4 BO DFL#1B2x4 Vth: DFLStasdad 2x 4 Loads Bracing 10 Rhu1orFUdinsis4-104 RidindmignbyOlI BC isslorfudinsa l04}0,RndmignbyOthn No. C72517 l)This truss has been dssignedthrthedlbss dueto lOpsfbottomdrord livelozi plus duel lozk 2)This miss has been designed forthedhis of wind loads in ansdaiaiwithA7 -10 with thefollowing uuedthnisl input 110 nçh onsI), ExposweC Enclosisl, G1Hip, Risk Ovoall Bkig Dims 408x 80L h= 15 11, Not End ZaneTruss, Both aid wthsajnsidaai DOL= 1.60 3)Unbalascul mof liveloals havenot buss ainsidozi. 4)Mnimim storage aticloading has been applied in aewdasus with IBC 1607.1 Member Forces TabIei,catai it 2-3 0366 -95611a 34 03 -15271ts BC 7 5 0.512 l.45111u Web IZ6 0.167 415311a 2.5 0310 6971t 3.5 (Imi -658lb Notes 1) Unless noted otherwise, do not art oraltisasytiuss nurlaxi rplaewith itpnorxova1 8am aftolbssional Enginoz 2)Thefñiaiion tolaissaforthis roof taiss is 10% (Qi =090 3)lltaahotlomdrotd with Wovwi sherihing orpudins pBering Sunisusy 4)Aas ixtorof 1.50 has been applied fbrthis truss a1aI)is 5)Listei wind uplift imetions basal on \Mrst esIWFRSC&Q baling. ALL PERSONS 13.BRICAT1NG, HANDLiNG, ERECI'ING ORINSTALUNG ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSIRUCED TO REFERTO ALLOFTHE TnseBuild® Thms Software v5 6.260 INSTRUCflONS, LIMItATIONS AND QUALIFICATIONS SET IDRFH IN THE EAGLE frETAL I5RODUCIS DESIGN NOTES ISSUED WIll! THIS DESIGNAND AVAILABLE FROM EAGLE Eagle Metal PrtxxSs UN REQUESt DESIGN VALID ONLY WHEN EAGLE MEFAL CX)NNECIORSARE USED. 1 An I 0/AA I 0-0-0 I Ramona Lumber Company Truss: Dl I 425 Maple Sireet I JthName: RLCI32LY2 I Ramona, California 92065 I Dote: 02/16118 11:57:20 I Ph 760.789.1080 I Par. lof2 Notes: All cmm= plates to be Eagle 2DpWimirmodiermisenoted SPAN P11CH QTY OIL OHR CANFL CANER PLYS SPACING WPLY 10-10-8 3/12 1 2-0.0 0-110 0.0.0 040 2 12in 41 lbs 12-10-8 I 2-0-0 69-9 4-0-15 I I 69-9 10-10-8 I 2-0-4 ZF1 EJ5 EJ3 EJ2 EJ4 EJ1 EJ5 I 0-0-0 Aatesd,ntol cberwise ixied ]Loading W Genemi DIiD1 Loads a BIdgOxIe: (C20I61 1UL: 20 TPII-2014 TCDL: 17 Rep MbrJnae: No BIlL: 0 LmsthtaDOL: 125% 6-9-9 6-9-9 TC: 034(2-3) Vet TL 0.13 in BC: 0.37(4-5) Vat LL 0.05 in \1.th: 015(24) HoizTL 0.02 in 0-0-0 4-0-15 10-10-8 Allowed Li (1c) L/928 (5-I) L/180 L/999 (5-1) L/240 4 Reaction iT tag Con-bo tag \Mdth W tag %Mdili Max R= Max. Gaav Uplift Max Wuid Uft Max Uplift Max Hodz 02/16/2 ?0ESSIO49 I I 3.5 in 1.501n l,003 1,s - 4 1 3.5 in 1.50 in 1,778 lbs . . 321bs -103 lix -103 lbs Material Bracing TO DFL#IB2x4 TO u1insus6-3,Pudindusignby0thes. BC DFL#IB 2x 4 BC husIorRidinsus 10,Pudindusignby0thas. Ii LU 1 N o. C72517 VAN DFLtaasdad2x4 Loads 1) This nuw has been, designed forthedlisis dueto 10 psf bottom thoid live kaxi plus des! loads. 2)This mw has been designed fixthe dlbss of wind loads in oaxsthxxwithAE7 -10 with thefollowing usordofusel input 110 nph flktoieI EWmeC Endesusi, Gthlo'Hlp, Risk OveallBldgDinx40ftx80ft. h=I5ftNotEndZnneTiuss Botheidssd ittidaul. DOL=I.60 C1 1 3) Unbalanced mof live loads hiwenot ban wnsideml 4)Mlninumstongealicloading has been applied in ammilance with IBC 16D7.1 Load Cam irl: Std live Laid Disliibutnl Lends London I Lon 2 Direction iesI Stat Loal End Lox! Tub \Mdth lbp -2-00 60-9 Dawn PfDj 40 p11' 40 plf Load Case DI: Std Dead Load Distributed Loads Nkffbff Lon I Location 2 Direction 4mad Stat Lox! End Lox! Tdb Width lbp -240 60-9 Down Rtj 34p1f 34p1f Bot 040 10-10.8 Down Pk0j lOpIf 1Oplf Member Forces Taileiaicai 1-2 0328 -I.10311u I I 4-5 037.5 Ifl52Il (-I5lLa)I5-I I Web 2-4 (1151 -1192115 I 0375 l$15211a (.15115)1 Ihn to Thiss Connection Summary (bthedTma CurvinaCherd tbas6wOffst ED BC 241.12 ED Jac 40-12 EM BC 60-12 ElI 9C 8.0-12 Tr- s-i-s ED It 100-12 EM 10.0.12 Notes 1) Unless noted othewise, do not ait or altorusynuss nimber without pdorsppiova] fi0maR12fes3iona1 Enginoa 2)methncMion tolaxiceforthis tooftiuss is 10% (0] =090 3)Bovidua!epiaed1alnsgeopievustpondin 4)taaxbottomdsoid with ippiovui sheihing orpuilins pBiidng &uliluy 5) Aa, boxrofl.50has been içpliusl IbrIhis Dust analysis, ALL FERNSI5BR1CPFING. HANDUNG, ERECI'ING OR INSFAUJNG ANYTRUES BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFERTO ALLOFTHE ThaxBuiklilil Ihat Software v5.62G) IN&FRUCFIONS, LIM[ThTIONS AND QUAL1F1CP1'IONS SET R)RI'H IN THE EAGLE METAL FRODUCS DESIGN NOTES ISSUED WITH THIS DESIGNAND AVALABLE FROM EAGLE Eagle Metal Prcthss UPON REQUEST DESIGN VALID ONLY WHEN EAGLE METAL Q)NNECFORSARE USED. Ramona Lumber Company Truss: Dl 425 Maple Street JthNane: RIC13202 Ramona, California 92065 I)ste: 02/16118 11:57:) Ph760789 1080 Pa: 2of 2 Notes All connector plates to be Eagle )gauge mlessotleraise noted SPAN PflCH QTY OHL OUR CANFL CANFR PLYS SPACING MUDPLY 10-10-8 3/12 1 240 0-0-0 0-0-0 040 2 12m 41 ft 6)11wflalxwn flxthis nute-plysus.saeppIyasd Iheitaesons aetbrall pliotTwokintacal llu&sotalall iltaxltathllows. pply 16dNalLsorGunNi[nin .135x3 TC- I iow @ I2ino BC-I iow@ I2in , Wda - I low @ 12 in or Rovided the not a dyliaeslthepllal load to all plies: in addition to connecom shown shove, alals each pair of idpliotwith supphrrental I6d Neils orGun Nallsinin .135"x3 as follows within 24 of the location shown: M 8-I1nno.toia cbnnnaois shall not asocals on othgiidplyasimiots or Iluss-to-tluss asnnoc in axasdatca with the NDS orthewnnatornnsummatxlaion& 7)Whas ipphel bads aeon onesideofoft do not flip giidordunngghdaasnnesormnstallaion. install cxauots on the gildaside whaesuplxstal loads meapplied.Whenapplied lewis aeon both sides of glidor, doublethespaing and install half of the wnnaxotson onesideof gildataid flax flip thegiidato install theothorhalfoftheasnnaaois on dieoppositeWgmtdDublethecmw=spadri6 Connesoss on oppositesidos of theglidorsiall beoflia 8)1 aal bracing shall besttafaxl to each ply 9)All flatains nininiim2-1t2 long, union othawisenot 10)Nalls in Istaid2ndplysha1I beoflldiflomsuivepliosby1I2 thenail spaing. 11) Ustal wind uplift iions based on V.bst(eq%4WffiSIG&Qk,aling. ALL IRSI)NSEBRIC4iT1NG, HANDLING, ERECFING ORINSTALUNG ANY1RUSS BASED U)N THISTRUSS DESIGN DRAWING ARE INSFRUCIFD TO REFERTO ALLOFTHE 1IocBuild® ihas Softaxue v6.2@) INSTRUCF1ONS. LIMIFATIONS AND QUALIFIC4T1ONS SEF FORMIN THE EAGLE MUMPRODUCr'S DESIGN NOTES ISSUEDWifH THIS DESIGNAND AVAILABLE FROM EAGLE I Eagle Metal Piukls UPON REQUESF. DESIGN VALID ONLY WHEN EAGLE MEFAL WNNECIORSARE USED. Ramona Lumber Company 425 Maple Street Ramona, California 92065 Ph 760.789.1080 Truss: D2 kme: RIC1302 Dote: 02/16118 11:57:17 Par: lofi Nles All cctcr plates lobe Eagle 20gai unless c1erw4ax noted SPAN PI'ICH QTY OHL OHR CANFL CANER PLYS SPACING WGT/PLY 10.10-8 3/12 1 240 0-0-0 0.0-0 0-0-0 1 241n 431k 2-0-0 6-9-9 3-2-14 0-10-1 I 6-9-9 10-0-7 10-10-8 2-0-4 IL Cr I 1 0-0-0 I 6-9-9 4-0-15 6-9-9 10-10-8 All plates tel,OE* 20unlessWwmw ixiaxi Loading () General (SI Deflection LI (bc) Allowed TU.,: 20 BldgOxte: (BC2016' it: 0.43(1-2) Vat T1-- 0.19in L/657 (5-1) L/180 itDL: 17 TI'! 1-2014 BC: 0.39(5-1) Vert ILL. 0.05 in L/999 (5-1) L/240 BQ.L: 0 Rq,Mbrinaoae: No Vith: 0.44(5-5) HoizTL 0.01 in 4 BO)L: 10 LonthD.O.L: 125% 0-0-0 02/16/2 OfESSi CO CC M Reaction IT tag Coafx, tag 'iMdih Rqd tag \Mdth Mat React Max (low Uplift Max Wind Uplift Max Uplift Max Hottz I I 3.51n 1.50in 7021bs . 761b5 7 1 1 5i 1.501n 571bs - -541k -541k 4 1 3.5k 1.50k 6161k . Material Bracing M DR#1B2x4 it ShalhnlorPijdinsit5-100, Pudin design byOthns. BC DtL#IB2x4 BC SibeahedorRulimat1WRidindesignby0thars. 5lsth: DFL&asdad2x4 Loads 1) This buss has been designed for the effects due to 10psfboltomdiotd live load phis doal loafs. 2)This buss has been dafgneifrthedkss of wind loafs in atxsdas.xwithA27 -10 with thethilowing usaddutal input: 110 nçh haoaf ExposuieC, Ovaidi Bldg D40ftx80 It, h=15 ft, Not End ZnneTniss Both oad webs atnside DOL=160 Unbalanced ioof live loafs have not been a)nsidaaL h1ninun socagealic kssling has been applied in wendanoewith IBC 1607.1 Load Case Lr1: Sit! Live Load Dislilbutisi Loafs h4aniber Lion 1 Lion 2 Diton S131103d &atLoaf End Loaf Tiib'.Mdth ibp -2.00 10.0-7 Down Fkqj 20psf 20psf 24k ibp 100-7 10-10-8 Down N 20psf 20 1sf 24m Load Case DI: StdDoadLcad Distributed Loafs Murnber Location 1 l.on 2 Ditisalon SPFW Bat Loaf End Loaf Tub WIdth ibp -2.00 100-7 Down I7psf 171sf 24m ibp 100-7 10-108 Down Roj 17psf 17psf 24m Member Forces it 1-2 0422 -IBl2tIa 2-3 0226 -976tta 5-I 5393 91211a Web IM 0039 -3221ts 3.5 0442 1139711a 3-4 0073 .6(Etta Notes ])Unless noted othawise, do not aaoralsaasytuuss nxinherorplatewithoutlidorfftoval fiomaflolinsional Engineer. 2)Thefthui06i0n tolnseusforthis toofliuss is 10% =0.90 3)ibenal connection is forgnphical 1n1apt044i0n only. Nailing sdialule shall haspaified byliuss nseuthtuiorpaTPL 4)Rovideafupiediietopavnitpunding 5)taa22boitomdiold with spxove1 sheathing orputlinspaBiaing Sunsnly 6)Aaaip kiorof 1.50 has boat tçplinl lbcthis miss tslal)sis. 7) Listed wind uplift ioatiOns based on \thea Qae4WHSC&C) loafing. ALL PERSONS EnBRICATING, HANDLING , ERECFING ORINSTALUNG ANYTRUSS BASED UPON TM TRUSS DESIGN DRAWING ARE INSrRUCFED TO REFERTO ALLOFTHE TnssBsük%)'lluss Softssaa v56.2&) 1NEFRUCfl0NS, LIMITATIONS AND QUALIRCAI1ONS SET FORM IN THE EAGLE MEE1uL ERODUCFS DESIGN N(YIES ISSUED WITH THIS DESIGNAND AVAILABLE FROM EAGLE I Eagle Metal Plixix1s UN REQUESt DESIGN VAUD ONLY WHEN EAGLE METAL WNNECFORSARE USED. 4 ffl flfl•7 net 4 Ietet 4 z o W0r. 0 o z 0 1Z m >0 0 0. 0_mm >oz ., x z z - A 0 C-) r* oz 0' z TIP SIDE 1+ [[ 1111111111 HEAD SIDE TIP SIDE I I I I I I HEAD SIDE 111111111 HEAD SIDE rd uz 'REV.: 1.0 I DRAWING _________________ MULTI-PLY TRUSS GIRDER PLY CONNECTOR ENG.: MDV NUMBER ENGINEERING .EA, 116EFOR ISOLATED POINT LOADS CAD: CAD MPTGPC BoJIdWithCUIero DATE: 10/05/10 1085907 0016/0016 - - r n 00 Z m mz - Zr) iz ..c II .c. t8 0 .! . UI1 UI -4 — UI UI - O -< -a - UI UI 0 - UI 0 C UI UI UI UI UI UI Q UI tl t I z - --- - I wp UI UI UI UI UI UI UI 00 00 UI UI UI HEAD SIDE UI UI UI UI UI UI UI UI M 00 00 UI GENERAL NOTES: TCLL=I6PSF TCDL = 14 PSF TC: DFL& Btr #1 2x4 OVER DFL&Btr #1 2x4; STACKED AS SHOWN. ATTACH WITH UNIFORMLY DISTRIBUTED 3x6 @ 30" MAX. DOL =1.25 FOR DEAD + CONSTRUCTION ROOF LIVE LOAD WIND SPEED = 90mph, EXP C, ENCLOSED, MEAN ROOF HEIGHT < 20ft, UPLIFT PRESSURE = 14.86psf FRAMING DIMENSIONS ARE MAXIMUM; SHORTER SPANS ARE ACCEPTABLE REPETITIVE MEMBER FACTOR, Cr, NOT USED FACE AND SIDE SLOPES ARE EQUAL (SETBACK AND MASTER GIRDER HORIZONTAL SLOPING DISTANCES ARE EQUAL) SPLICE MAY BE LOCATED ANYWHERE IN THE EXTENSION. MAY 11'—J 3/4 12 MIN 6x6 2.83-4.24 3x10 'L 1.—u MIN 6 2,_MPX R = 660+EXTENSION / R= 32540H MIN 3x6 MAX GAP BETWEEN SUPPORT & END OF RAFTER STACKED CORNER HIP RAFTER (SCALE = 2X) 12/21/2017 CORNER RAFTER 8)-0)) SETBACK 0 Ford Rd., Suite 110 Dallas. FRAING DETAILS WHERE HIP TERMINATION POINT DOES NOT MEET WITH COMMON TRUSS c RIDGE COMMON TRUSS —k HIP TRUSS SEE ENGINEERING FOR DETAILS _- 2x4 VERTICAL J AT 4'-0' O.C. HIP RAFtER SECTION A-A 2x4 LATERAL BRACING AS SPECIFIED ON ENGINEERING liLULIc. SHAPED BLOCK CROSS BLOCK EXTENDED END JACK ll SET BACK FROM END WALL AS SPECIFIED ON ENGINEERING #1 #3 TRUSS * 2x4 LATERAL BRACING AS SPECIFIED ON ENGINEERING ENGINEERING I BuW With Co,thden I HIP DETAIL (California) 0 : 1 I.. REV I I WING I I DRAWING I NUMBER I I I I I I IENG.: MDV I CAD: CAD I IDATE: 02/16/12 12/211 1. TCLL = 30 PSF 2.TCDL=I6PSF LU No. C72 TC & BC: DFL&Btr#1 2x4 DOL = 1.25 FOR DEAD + CONSTRUCTION ROOF LIVE LOAD ClkP" WIND SPEED = 90mph, £XP C, ENCLOSED, MEAN ROOF HEIGHT < 20ft, UPLIFT PRESSURE = 14.86psf OF Pt) 7. SETBACK = 8-0-0 S. FRAMING DIMENSIONS ARE MAXIMUM; SHORTER SPANS ARE ACCEPTABLE REPETITIVE MEMBER FACTOR, Cr, NOT USED FACE AND SIDE SLOPES ARE EQUAL (SETBACK AND MASTER GIRDER HORIZONTAL SLOPING DISTANCES ARE EQUAL) II. TOP CHORD PITH: 3/124, BOTTOM CHORD PITCH: 0/12-4/12, PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE 2 MIN. 23. NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. GENERAL NOTES: RIYEIUINCE THE I'DD 2-0-0 8-0-0 / (TRUSS DESIGN DRAWING) 8-0.0 8.0-0 12.0.0 / FOR PLATE SIZES, GRADE I I AND ORDINATION. 00 CONNECT WITH (3) 16d COMMON REFERENCE THE TDD +0.0 (TRUSS DESIGN DRAWING) WIRE (0 162 DIA FOR PLATE SIZES, GRADE 8.02-0.0 8.0.2.0.0 8.0.2.0.0 u Ext 2.0-0 u AND ORDINATION. L X35OLGTI/ SUPPORT AND CONNECTION BY OTHERS OR CONNECT WITH (3) 16d COMMON \\ 2-I6D COMMON WIRE (0.162 DIA. X 3.5') LGT WIRE (0.162 DIA. X 3.5" LOT) TOE TOE NAILS SUPPORTS SHALL BE PROVIDED NAILS. @4-0 O.C. ALONG THE EXTENSION OF THE TOP CHORD. lWIRE CONNECT WITH (2) 16d COMMON (0.162 DIA. X3.5" LOT) TOE REFERENCE THE TDD %CONNECT NAILS (TRUSS DESIGN DRAWING) WITH (2) I6D 2.0.0 8.0.0 FOR PLATE SIZES, GRADE COMMON WIRE (0.162 DIA. X 3.5" AND ORDINATION. LOT) TOE NAILS. COMMON AND END JACK 12300 Ford Rd., Suite 110 Dallas, DC ocL, I IJI'1 I SETBACK I HIF IHUSSAl 24"U.U.(IY). SECTION Y LEGEND: 2x4 POST ATTACHED TO EACH TRUSS PANEL POINT AND OVER HEAD PURLIN WITH 2-16 d NAILS. 2x4 NO.1 HEM-FIR OR NO. 2 DOUG. FIR PURLIN AT 4'-0" O.C. 2x4 NO.1 HEM-FIR OR NO.2 DOUG. FIR STIFFENER ATTACH TO POST WITH 3-16d NAILS. HIP TRUSS NO. 1 SETBACK FROM END WALL AS NOTED ON TRUSS DESIGN. EXTENDED END JACK TOP CHORD (TYP). COMMON TRUSS. HIP CORNER RAFTER. 2x4 CONTINUOUS LATERAL BRACING. J) EXTENDED BOTTOM CHORD. GENERAL NOTES: DESIGN TO SUPPORT LOADS AS SHOWN. DESIGN ASSUMES THE TOP AND BOTTOM CHORD TO BE LATERALLY BRACED AT 2'-0" O.C. AND AT 10'-0" O.0 RESPECTIVELY, UNLESS BRACED THROUGHOUT THEIR LENGTH BY CONTINUOUS SHEATHING. 2x4 IMPACT BRIDGING OR LATERAL BRACING REQUIRED WHERE SHOWN. INSTALLATION OF TRUSS IS THE RESPONSIBILITY OF RESPECTIVE CONTRACTOR. DESIGN ASSUMES TRUSSES ARE TO BE USED IN A NON-CORROSIVE ENVIRONMENT AND ARE FOR "DRY CONDITION" OF USE. DESIGN ASSUMES FULL BEARING AT ALL SUPPORTS SHOWN. SHIM OR WEDGE IF NECESSARY. DESIGN ASSUME ADEQUATE DRAINAGE IS PROVIDED. PLATES SHALL BE LOCATED ON BOTH SIDES OF TRUSS, AND PLACED SO THEIR CENTER LINE COINCIDE WITH JOIN CENTER LINES. DIGITS INDICATE SIZE OF PLATE IN INCHES. FOR BASIC DESIGN VALUES OF THE COMPU-TRUSS PLATE SEE ESR-2529/ICBO-421 1. ALL PLATES ARE THE "C' SERIES UNLESS OTHERWISE INDICATED. LEI HIP FRAMING DETAIL REV.: 1 CONNECTION AT 'A' CONNECTION AT 'C' NEAR SIDE NEAR SIDE 12 PITCH 3.00 MIN, 10.00 MAX. NEAR SIDE OL FAR SIDE + NEAR SIDE END VIEW W'" 3x4 = I 8'-0" SPAN, MAX. OPEN END JACK lOd (0.131"x3") NAILS END VIEW SIDE VIEW (2x4) THREE NAILS SQUARE CUT SIDE VIEW (2x4) TWO NAILS PITCH 12 2.83 MIN, 5.66 MAX. ..ATE COVERS 1 1/2" IN. OVER-BEARING IMIN. HILL MAX. HILL I 3x10 0-3-15 L AAX'I I 8'-O" SPAN, MAX. HEIGHT: 2-10-0 2x6 CORNER RAFTER NEAR SIDE OL NEAR SIDE CONNECTION AT 'B' SIDE VIEW (2x4) TWO NAILS 45 DEGREE ANGLE BEVEL CUT HIP GIRDER CORNER RAFTER —/ CONNECT TO CORNER RAFTER WITH (6) lOd (0.131"x3") TOE-NAILS INTO TC OF HIP GIRDER. HIP GIRDER CONNECTION AT 'D' SIDE JACK LUMBER: DFL NO.2 OR BETTER PLATES: ALL PLATES ARE INSTALLED ON EA FACE PER TPI 1 I CONFORMS TO: IRC 2000/2003/2006, IBC 2000/2003/2006. .EIjIiLE OPEN JA CK AND CORNER HIP RAFTER DETAIL OVAL. REV.: GENERAL NOTES: I. DESIGN CRITERIA - BUILDING CODE: IBC 2009 (CBC 2010)1 TPI 1-2007 WIND LOAD FACTORS - PROVISIONS: ASCE7 -05 EXPOSURE CAT.:B REPETITIVE MEMBER FACTOR: NOT USED WIND SPEED: 90 MPH BUILDING CAT.: II CONSTRUCTION LIVE D.O.L. FACTOR: 125% MEAN ROOF HT: 20 FT ENCLOSURE: FULL TCLL =20 PSF WIND LOAD D.O.L. FACTOR: 160% TCDL = 16 PSF TOP CHORD: 2x4 #1 DFL or Btr AND 2x4 #1 DFL or Btr, STACKED AND CONNECTED TOGETHER AS SHOWN. REACTIONS, SHOWN IN DIAGRAM BELOW, ARE BASED ON THE ABOVE DESIGN CRITERIA AND WIND LOAD FACTORS, AND ARE LOCATED AT LOAD BEARING SURFACES ONLY. VALUES SHOWN ARE CONSIDERED MAXIMUM. K = DEAD + LIVE - DOWNWARD U = DEAD (REDUCED)+WIND - UPWARD H = HORIZONTAL DEFLECTION RATIOS ARE BASED ON DESIGN CRITERIA AND WIND LOAD FACTORS DEFINED ABOVE AND ASSUME ALL REACTIONS AT LOAD BEARING SURFACES HAVE BEEN PROPERLY RESTRAINED: TOTAL LOAD = L1352 LIVE LOAD = L/653 ALL INFORMATION SHOWN ASSUMES THE FOLLOWING: - TOP CHORD PLANES FORMING THE SIDES OF THE HIP SYSTEM ARE EQUAL IN SLOPE TO EACH OTHER, AND TO THE FACE FORMING PLANE. HIP FORMING SIDE PLANES ARE PERPENDICULAR TO THE FACE FORMING PLANE. - ALL DIMENSIONS SHOWN ARE CONSIDERED MAXIMUM VALUES, SMALLER VALUES ARE ACCEPTABLE. No. C72517 017 11-3-314- 6-8 (11.n') 5-8w 3 x 10, AT SPLICE HIP GIRDER AND END OF BOTTOM LOCATION. STACKED RAFTER MEMBER 283 " MAXIMUM GAP BETWEEN MASTER 12 SUBSEQUENT R GIRDER(S) A 7 Sx6 T HEEL PEAK yp) MASTER HIP ' 2_6 GIRDER R=5501bs R=9301bs R=901bs R=9olbs U=751bs U=I35lbs U=l0lbs U=l0lbs H=451bs H=701bs H=l5lbs H=I5Ibs mom,I - a)?cJ I J STACKED CORNER HIP RAFTER WL SHEET I D472ftfl/12I I 12300 Ford Rd., Suite 110 Dallas, TX 75234 Cliii I I CALIFORNIA STYLE HIP FRAMING DETAIL IPHONE: 800-521-3245 FAX- 972-81&9966 DIAG. BRACE' 4'-0" O.C. MAX. I SEE INDIVIDUAL ENGINEERING DRAWINGS FOR DESIGN CRITERIA 12 VARIES TO COMMON TRUSS PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) 10d NAILS AT EACH END. ATTACH ADDITIONAL BRACE TO BLOCKING WITH (5) lOd COMMON WIRE NAILS. (4) 8d NAILS MINIMUM, PLYWOOD SHEATHING TO 2x4 STANDARD SPF BLOCK.---,, BB* * - L-BRACING REFER TO SECTION B-B DIAG. BRACE ROOF SHEATHING I2'0"I MAX. MAX] I (2) 10d [NAILS f-,1 2511 // TRUSSES @240-C. / ol (4)16d 01 >\ DIAG. BRACE AT Y3 COMMON P -16d COMMON WIRE POINTS IF REQ'D. 100 WIRE NAILS—"01 NAIL SPACED 6" O.C. (2) 1 O HORIZ. BRACE 2x6 DIAG. BRACE COMMON 2x6 STUD OR 2x4 NO (SEE SECTION A-A) SPACED 48" O.C. WIRE NAILS I 2 OR BETTER ATTACHED TO VERT. WI (4) 16d COMMON WIRE INTO 2x6 \ '-2x4 STUD NAILS AND ATTACHED VERTICAL 1 "—TYP. HORIZ. BRACE END ____ TO BLOCKING WITH (5) STUD NAILED TO2x_ VERT. WI 10d COMMON. (4) lOd COMMON NAILS. SECTION A-A DESIGN CRITERIA: MAXIMUM WIND SPEED = 110 MPH MAX MEAN ROOF HEIGHT =30 FEET CATEGORY II BUILDING GENERAL NOTES: EXPOSURE B OR C MIN. GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. ASCE 7-98, ASCE 7-02, ASCE 7-05 CONNECTION BETWEEN BOT. CHORD OF GABLE END TRUSS AND WALL TO BE DURATION OF LOAD INCREASE :1.60 PROVIDED BY PROJECT ENGINEER OR ARCHITECT. BRACING SHOWN IS FOR INDIVIDUAL USE ONLY. CONSULT BLDG. ARCH. OR ENG. FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB OR 2x4 STUD OR BETTER FOR ONE ROW 1 O NAILS SPACED 6" O.C. DIAGONAL BRACE TO BE APPROX. 45 DEGREES TO ROOF DIAPHRAGM AT 41-0" O.C. CONSTRUCT HORIZ. BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MID-SPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUD WITH (4) 1 O NAILS THROUGH 2x4. (REFER TO SECTION A-A) GABLE STUD DEFLECTION MEETS OR EXCEED L1240. THIS DETAIL DOES NOT APPLY TO STRUCT. GABLES. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. Emommm LF STANDARD GABLE END DETAIL (110 MPH) M KV A IL REV.: MINIMUM W/O 1x4 2x4 DIAG. 2 DIAG. BRACES AT STUD SIZE, STUD BRACE BRACE BRACE BRACE 1 SPECIES, SPACING POINTS AND GRADE MAXIMUM STUD LENGTH 2x4 SPF STD/STUD 12" O.C. 4-6-0 5-0-0 1 7-0-0 9-0-0 13-6-0 2x4 SPF STD/STUD 16' O.C. 4-0-0 4-6-0 6-0-0 8-0-0 12-0-0 2x4 SPF STD/STUD 24" O.C. 3-0-0 3-6-0 5-0-0 6-6-0 10-0-0 DIAGONAL BRACES OVER 6-3" REQUIRE A 2x4 T-BRACE ATTACHEJTO STUD DESIGN IS BASE ONE EDGE. DIAGONAL BRACES OVER 12-6" REQUIRE A 2x4 I-BRAC ON COMPONENTS AN( ATTACHED TO BOTH EDGES. FASTEN T AND I BRACES TO NARRO CLADDING. CONNECTI EDGE OF WEB WITH lOd COMMON WIRE NAILS 8" O.C., WITH 3' MIN OF BRACING IS BASEC END DISTANCE. BRACE MUST COVER 90% OF DIAGONAL LENGTH MWFRS. LN A' ILED TYP.x4 L-BRACE TO 2x_VERT. lOd NAILS 6" O.C. RT.STUD SECTION B-B STRUCTURAL GABLE TRUSS INLAYED STUD BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES: STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: 'METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAILING SCHEDULE: METHOD 2: ATTACH 2x SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE.SCABS ARE TO BE OF THE SAME SIZE, GRADE AND SPECIES AS THE TRUSS VERTICALS. 'NAILING SCHEDULE: -FOR WIND SPEEDS GREATER THAN 120 MPH OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 1 O (0.131 "x3") NAILS SPACED 6" O.C. -FOR WIND SPEEDS 120 MPH OR LESS, NAIL ALL MEMBERS WITH TWO ROWS OF lOd (0.131"x3") NAILS SPACED 6" O.C. (2x4 STUDS MINIMUM) MAXIMUM LENGTHS ARE LISTED ON PAGE 1. ALL BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR VERTICAL STUDS OF STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOAD. THE BRACING SHOWN ON THIS DETAIL IS FOR THE VERTICALS/STUDS ONLY. STRUCTURAL GABLE TRUSS / THIS DETAIL IS TO BE USED ONLY FOR h / STRUCTURAL GABLES WITH INLAYED II / STUDS. TRUSSES WITHOUT INLAYED II / STUDS ARE NOT ADDRESSED HERE._] / STANDARD GABLE TRUSS V-3" IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER OR THE PROJECT ENGINEER/ ARCHITECT TO DESIGN THE CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS. ROOF MAXI 2x6 DIAGONAL BRACE SPACED 48" O.C. ATTACHED [ATTACHED TO VERTICAL WITH (4) 16d COMMON WIRE NAILS AND SHEATHING-I....,4 TO BLOCKING WITH (5) lOd COMMONS. DIAG. BRACE 2x4PULINSFASTENEDTO AT Y3 POINTS II Io TRUSSES WITH (2) rl6d IF NEEDED. NAILS EACH. FASTEN III HORIZONTAL PURLIN TO BLOCKING SECTION A-A) A I WITH (2) 16d NAILS (MIN.). IV1 BRACE (SEE END WALL—._.fl I I '—CEILING SHEATHING / LPROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES (4) 8d NAILS MINIMUM, J SUPPORTING THE BRACE AND THE TWO TRUSSES ON PLYWOOD SHEATHING J EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES TO 2x4 STD. SPF BLOCK. WITH (2) lOd NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) lOd COMMON WIRE NAILS. ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD STANDARD GABLE END DETAILS (2) REV.: 1 WEST COAST LUMBER INSPECTION BUREAU N December 15, 2017 Stacey Rudge Ramona Lumber Co., Inc. P0 Box 1560 Ramona, CA 92065 Sent via email: Stacey@ramonalumber.com To Whom It May Concern: Ramona Lumber Co., Inc., with facilities located at 425 Maple Street, Ramona, California 92065 is a member in good standing of West Coast Lumber Inspection Bureau for truss manufacture and has been since October 2, 2012. As a member, Ramona Truss Co., Inc., is licensed by WCLIB to stamp trusses with the approved quality mark of WCLIB. West Coast Lumber Inspection Bureau is accredited for the certification of metal plate connected wood trusses by the International Accreditation Service, Incorporated (lAS) of Whittle; California. Our lAS report number is AA675. The WCLIB Quality Auditing truss certification program is conducted in accordance with ANSI/TPI 1, "National Design Standard for Metal Plate Connected Wood Truss Construction." If you have any questions regarding this, please contact me. Thank you. Sincerely, Donald A. DeVisser. P.E. Executive Vice President cc: Al Lytton P:\Company Shared FoldersTRtJSS PLANTSDD.Rarnona Truss I2.I5.I7.docx Portland 503.639.0651 • FAX 503.684.8928 u Roseburg 541.471.1610 • WA 253.830,2401 • So. CA 714.425.0148 6980 S.W. Varns Street, Tigard Oregon 97223 9 Mailing Address: P.O. Box 23145 • Portland • Oregon 97281-3145 RCE 54071, GE 2704 MSD/m.d Respectfully Submitted, EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE "I" SANTEE, CALIFORNIA 92071 (619) 258-7901 Fax 258-7902 Debra Schiff 1561 Whittier Avenue Claremont, California 91711 Subject: Grading Plan, Foundation Plan and Details Review Proposed Single-Family Residence (Schiff Residence) 221 Normandy Lane City of Carlsbad, California 92008 August 14, 2018 Project No. 17-1106F6 Reference: "Limited Geotechnical Investigation, Proposed Single-Family Residence, 221 Normandy Lane, City of Carlsbad, California 92008", Project No. 17-1106F6, Prepared by East County Soil Consultation and Engineering, Inc., Dated December 15, 2017. Dear Ms. Schiff: In accordance with your request, we have reviewed the grading plan prepared by The Sea Bright Company of Carlsbad, California, dated July 23, 2018, the foundation plan prepared by James A. Chinn, Architect of Del Mar, California, dated February 20, 2018 and details prepared by PCSD of San Diego, California, dated December 22, 2017 for the proposed single-family residence at the subject site. The grading plan, foundation plan and details were found to be in accordance with the recommendations provided in the referenced geotechnical report. Our firm should observe the - foundation excavations for proper size and embedment into competent bearing soils. If we can be of further assistance, please do not hesitate to contact our office. RECEIVED SEP 1 12018 CITY OF CARLSBAD BUILDING DIVISION -------- p..) --___ D2 - / / N 1 1 C..) Nil 11 11 111 AO-009d 0AG ;== 'E D1 (2 :1 i iITJ d 1000A DRAG C6 _ I 3:12 [ 3:12 10' 10-1/2" (.;1 itT' 24 11" Truss Placement PLan Job Id .RLC 13202 OCSIGNED BY. Ed Loa,rna SCHIFF DEBRA DEBRA SCHIFF 221 NORMANDY LANE CARLSBAD, CA £25 Maple St,... Roman.. Co. 92065 Mo;n WIlt. (760)789-1080 FaX (750)769-4956 A2 A2 A2 A2 A2 Ramona Lumber Company Truss: B3 425 Maple Street lthNaiee:RLC13202 Ramona, California 92065 Date: (7)104118 1653:34 Ph 760.789.1080 Page: lof 2 Notes: All connectrp1ates tobe Eagle 20gaugewilessotheiwiseixed SPAN PIFCH QTY OIIL OHR CANTL CANTR PLYS SPACING WGT/PLY 11-7-0 3/12 1 2.0.0 2-0.0 0.00 0.0.0 2 5.75 in 65 lbs 15-7.0 I 2-0-0 5-9-8 5-9-8 I 2-0-0 5-9-8 11-7-0 0-0-0 0-0-0 5-9-8 I 5-9-8 I I 5-9-8 11-7-0 All plates shown lobe Eagle 20unless otherwise noted. Loading (psi) General CSt Deflection If (lc) Allowed CanicdLoals,st) BtdgCode: CBC20I6 it: 020(1-2) VatTh 0.16in L1810 (4-5) LI 180 itLL: 20 m 1-2014 BC: 055(4-5) Vat U-4 0.05 in L1999 (4-5) L/240 itDL: 17 RepMbr: No Vith: 0.78(1-5) HoizTh: 0in 4 09/041 BCLL: 0 bimhnD.OL: 125% BCDL: 10 Reaction iT Big Combo Big Wdth Rqd Big 'sMdth Max Real Max Gay Uplift Max Vilnd Uplift Max Uplift Max Hoalz I ffo- 6 1 3.5 in 130in 2,6481's . . -1,0001's 0 ' Ui 4 1 35 in 1.35 in 2,8991is Material Bracing it: DFL#IB 2x 4 IC: Sheathed FUzIinsat6-3-0lin design byOthers. BC: DFLSS 2x 6 BC: Sheathed orPw1insat 10.,lkiifin design byOthers. Vith: DFL&andaid 2x 4 Leads This In as has been designed for theeffeils dueto 10 psf bottom dioid live bad pbs deaf loafs. This truss has been designed fortheeflbctsduetoa I POO Ibs (623 plf) drag bad distributed along thcTC mk--fiuFn each direction. This tines has been designed for theeffals of wind loafs in anxndancewithASCE7 -10 with thefolhwingua&definedinput: 110mph (Raloied),Exposuie C— Enclosed, bp, Risk Category OvaaflBkIg Dims 40ftx 80ft,h= 15 ft, Not nd ZoneThw, )loth end vicbsmnsideml I)OL= 1.60 tJnbalanlmofliveklshavenotbenimnsidend. MInimum stoiageatlickasling has been applied in auxalanne with IBC 1607.1 Member Forces W*m&A=Nbdw1D, nsaCSL ndb (pasa]UF fdilhu1fiennasa bLcL Onlyhen 9ot1x8an 3001b5 asshwdn in (his tthle. ir 11-2 0.200 4,923 ila 12.3 0218) 4,923 an I Il-S 0.776 1,909 Us 13-S 0.776 1,909 liii 11'uss to Thiss Connection Sunimry CbAwThw Qx A2 BC 2-0-12 AZ BC 40-12 AZ BC 6.0-12 AZ BC 80-12 - AZ BC 10042 Unless noted othnwise, do not cut or alloany mssmanborpheewithootpiformvalfiDmaBufassionalEnginen The jiicion toHaanaiforthis mof tnjss is 10%(Cq=0.90). 3)Bnaebottom chord with approved sheathing orpurlinsporBomngSummaiy 4)Aaaapfissorof 150heniappliafforthis taiss analysis. ofESSio No. C72517 MM TineBikb7)TnassSoftwaie v56314 CFIMWMUCnCM,UMfUKnCMAMQUAIMCAaCMSErF4XUHlNTMFACWWMPRUXJMDMGKNUMISSUEDwnHIMSEMGNAM Eagle Metal Ptodixts AAUBIEFREAEUP(I.IRJssT. Ml(iNWMaAYWHENEAMEMEMCU449MMMBUSM 1095390 0001/0003 Ramona Lumber thmpany Truss: B3 425 Maple Street JthNan:RLCl3202 Ramona, California 92065 Date: 0/04I18 1&53:34 Ph 760.789.1080 Page: 2of 2 Ncles: All cc ectaplatestobe Eagle 20 gauge wss®lierwisen®ed SPAN PiTCH QTY OHL OHR CANTL CANTR PLYS SPACING WGT/PLY 11-7.0 3/12 1 2400 2-0-0 0-00 00-0 2 5.75m 65 lbs 571hcfi shavun tWsmuki-nlvhmsamnernlvmtdthemwfionsareforaNnEeL I tnisses IaI as foknaoIv I6d Nails or NailsFmrn i35s31 TC - I low® 121n0c.BC-2s1aggau1mws @ 11inoc,'Aths-liow®I2inoc 6)Whca _. side offfinim do not Rp gialerduting girderconnacWinstaMon,inadconneam on fterdersidr m6en: supported bads areappled. Vtbm applied bads arean both on onesideofgii&and then flipth derto, iostafltheotlarhalfofth Imelors ontheoi side (at doubtheccnntorsping). Conntoisonoppositesidorofthegh&shallbeoffs. 7)Lbzngshafldto each ply. 8)Atasniinimum2-1/2'bng,unsothwisenotL NdIs in lst mid 2nd ply shall beoffset fiomsusiveplior by l/2thenaiIspacing. listed wind uplift reactions based on Wast Case (M\WRS(C&C) loading. ALLPBSFABR1CAI1NQ HAN FRIIN3CRThW11MA 1RUSSBASFDUP(ThIS1RtS D1CAWP(iARERLrID1ORFnR1OAIL I TnieBuild®TnissSoftwaze v56314 SErF NmEEAGEMEmLPRaIrls IMYstSISSUEDWHISTEC4AND Eagle Metal Pkodorts AAILBIEFR(4EGEU3tBU1T. DES1GNWMCNYW1ENE4aEhEMWCAWjM AREtZPJ) 1095390 0002/0003 5 - 556- 3x4- I Ramona Lumber Company Truss: ( 425 Maple Street Jdan:RLC132 Ramona, California 92065 Date: 09/01118 16:53:34 Ph 76(1789. 1080 Page: 1 of! Notes: All cctcrplatestobeEagle 2ogaugewilessllaxwisenoted SPAN PITCH QTY OHL OHR CANTL CANTR PLYS SPACING war/PLY 24-11-0 3/12 1 2-0.0 0.0.0 0.0.0 00.0 1 24in 88 lbs 26-11-0 I 2-0-0 6-2-12 6-2-12 6-2-12 I 6-2-12 6-2-12 12-5-8 18-8-4 24-11-0 0-0-0 8-3-11 I 8-3-10 I 8-3-11 8-3-11 16-7-5 24-11-0 All plates diDwntobeEagle 20w ess ctlEzwise nciel 0-0-0 itLL: 20 BklgCode: CBC2O16/ 'It: 0.42(4-5) VtTh 0.61 in L/479 (6-7) LI 180 itDL: 17 i 1-2014 BC: 0.71(5-6) Vat LL 0.18 in L1999 (6-7) L/240 BCLL: 0 RepMbr: Yes Vth: 038(3-6) HorziL 0.12in 5 BCDL: 10 1jimhaD.OL: 125% 1 1 no Reaction IT Bi Combo BiWdth R1BigWdth Max React Mx (hay Uplift Max Wnd Uplift Max Uplift Max Hoala CO - I I 3.5 in 1.50m 1,325 lbs . 5 1 3.5in 1.50w 1,I651bs . . . w Material Bracing it: DFL#IB 2x 4 it: irlinsct3-1dndeaignby0thax. BC: DFL#IB 2x 4 BC: BieathorFUrlinsat 10-0.0, Puilin design by 0tha3. %th: DFLStandaid 2x 4 1) Ns truss hss been designed fortheeffais due to l0psfbttomth five load plus dead bads. 2)This truss has designed fortheeffeels due toal,000lbs (36p11) drag load thsedbutgtheitmkefiom each direction. This truss has been designed for sofwlndkedsinax1xdanuewithAE7- l0snththefolbingusadefinedinput: lI0mpbx1one1),Exposum C En sal, Gable/flip, Risk Cegoiy Il, Overall Bldg Dims 40ftx 80ft,h= 15ft Not FaclZonellruss,Botbaithwbswnsidsad. DOL= 1.60 UnbalanisslmoflivekxalshavenotbeaiamsidaecL MInimum stolage attic k ling has been applied in aocordmwevAth IBC 1607.1 Member Forces 11blcind fvthr1D. nasClit nxxi 8 (imsaiir. t=xfdffaatfiannaxa h4 Oalybus gnurOwn3G)lbsaediowninthis et,lc 'It 11-2 0.334 -3,636R 34 0373 -3,201 lbs 12-3 0.372 -3.161 lbs 14-5 0.416 -3.693 ft I Va 12-7 0.091 -574 lbs 13-7 0368 833 lbs 136 0378 867 lix Notes 1)Unbss noted othmsisdo riot cut or after any tnss member or plate without prior approval1hama Professional Fiignea 2)Thefabdationtolmincefor this mofteuss is 10%(Cq=0.90). 3) Bince bottom thoid with approved sheatMngorpwlinspaBraing&1mma1y 4)Aaorofl3o has been applied for this truss analysis. 5) Listed wind uplift reactions based on Want Case (MWFRS/C&C) baling. AILPFRSI F BR1C831NG HAN AUJb83ANY1RLSS BASEDUPc1'JlHIS 1RLSS IGLRAWTh RE! RItThD1DRFJ0.R1OA!L I TmuBuild®Tniss Scltwajtv5.6314 A'AI1ABLEFRGaIEAQ.EUP04RBJssT. 1MlCNWMaCYWf§NEAGZWM0WQClM ARJ3I.F0. EagleMetalpivducts 1095390 0003/0003 EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE "I" SANTEE, CALIFORNIA 92071 (61.9)258-7901, Fax 258-7902 Debra Schiff 1561 Whittier Avenue Claremont, California 91711 Subject: Limited Geotechnical Investigation Proposed Single-Family Residence 221 Normandy Lane City of Carlsbad, California 92008 Dear Ms. Schiff: December 15, 2017 Project No. 17-1106F6 In accordance with your request, we have performed a limited geotechnical investigation at the subject site to discuss the geotecirnical aspects of the project and provide recommendations for the proposed residential development. Our investigation has found that the building pad is underlain by an approximately 2-foot layer of topsoil and dense terrace deposits to the explored depth of 6 feet. The development of the proposed residence is geotechmcaily feasible provided the recommendations herein are implemented in the design and construction. Should you have any questions with regard to the contents of this report, please do not hesitate to contact our offices Respectfully submitted, PC2018-0006 221 NORMANDY LN SCI-IIFF: NEW 2,579 SF SFD & 719 SF ADU RCE 54071, GE 2704 MSD/rnd DEV2017-0031 2030231600 2/21/2018 PC20I 8-0006 Debra Sch(ffi 22) Normandy Lane Project No. 17-I 106D5 INTRODUCTION This is to present the findings and conclusions of a limited geotechnical investigation for a proposed single-family residence to be located at 221 Normandy Lane, in the City of Carlsbad, California. The objectives of the investigation were to evaluate the existing soils conditions and provide recommendations for the proposed development. SCOPE OF SERVICES The following services were provided during this investigation: 0 Site reconnaissance and review of published geologic, seismological and geotechnical reports and maps pertinent to the project area Subsurface exploration consisting of three (3) boreholes within the limits of the proposed area of development. The boreholes were logged by our Staff Geologist. Collection of representative soil samples at selected depths. The obtained samples were sealed in moisture-resistant containers and transported to the laboratory for subsequent analysis. Laboratory testing of samples representative of the types of soils encountered during the field investigation. Geologic and engineering analysis of the field and laboratory data, which provided the basis for our conclusions and recommendations Production of this report, which summarizes the results of the above analysis and presents our findings and recommendations for the proposed development SITE DESCRIPTION AND PROPOSED CONSTRUCTION The subject site is a near rectangular-shaped residential lot located on the east side of Normandy Lane, in the City of Carlsbad, California. The property which encompasses an area of approximately 3,280 square feet is occupied by a one-story, single-family residence. The site is gently sloping to the west. Vegetation consisted of shrubs. The parcel is bordered by Normandy Lane to the west and similar residential developments to the remaining directions. The preliminary plans prepared by James A. China, Architect of Del Mar, California indicate that the proposed construction will include a single-family residence following demolition of the existing one. It is our understanding that the structure will be three-story, wood-framed and founded on continuous and/ or spread footings with a slab-on-grade floor. 3 Debra Schi 22.1 Normandy Lane Project No. 17-1106D5 FIELD INVESTIGATION AND LABORATORY TESTING On November 29, 2017, three (3) boreholes were excavated to a maximum depth of approximately 6 feet below existing grade with a hand auger. The approximate locations of the boreholes are shown on the attached Plate No. 1, entitled "Location of Exploratory Boreholes". A continuous log of the soils encountered was recorded at the time of excavation and is shown on Plate No. 2 entitled "Summary Sheet". The soils were visually and texturally classified according to the filed identification procedures set forth on Plate No. 3 entitled "USCS Soil Classification". Following the field exploration, laboratory testing was performed to evaluate the pertinent engineering properties of the foundation materials. The laboratory-testing program included moisture and density, particle size analysis and expansion index tests. These tests were performed in general accordance with ASTM standards and other accepted methods. Page L-1 and Plate No. 2 provide a summary of the laboratory test results. GEOLOGY GeoIoic Setting The subject site is located within the southern portion of what is known as the Peninsular Ranges Geomorphic Province of California. The geologic map pertaining to the area (Reference No. 5) indicates that the site is underlain by Pleistocene terrace deposits (Qt1). Site Stratigraphy The subsurface descriptions provided are interpreted from conditions exposed, during the field investigation and/or inferred from the geologic literature. Detailed descriptions of the subsurface materials encountered during the field investigation are presented on the exploration logs provided on Plate No. 2. The following paragraphs provide general descriptions of the encountered soil types. Topsoil Topsoil is the surficial soil material that mantles the ground, usually containing roots and other organic materials, which supports vegetation. Topsoil observed in the boreholes was approximately 2-foot thick and consisted of dark brown, silty sand that was dry to moist, loose and porous in consistency with some organics (rootlets). Terrace Deposits (Ot1) Terrace deposits were underlying the topsoil layer. They generally consisted of reddish brown, silty sand that was moist and medium dense to dense in consistency. 4 Debra Schffl 221 Normandy Lane Project No. 17-II06D5 SEISMICITY Regional Seismicity Generally, Seismicity within California can be attributed to the regional tectonic movement taking place along the San Andreas Fault Zone, which includes the San Andreas Fault and most parallel and subparallel faults within the state. The portion of southern California where the subject site is located is considered seismically active. Seismic hazards are attributed to groundshaking from earthquake events along nearby or more distant Quaternary faults. The primary factors in evaluating the effect an earthquake has on a site are the magnitude of the event, the distance from the epicenter to the site and the near surface soil profile. According to the Fault-Rupture Hazard Zones Act of 1994 (revised Alquist-Priolo Special Studies Zones Act), quaternary faults have been classified as "active" faults, which show apparent surface rupture during the last 11,000 years (i.e., Holocene time). "Potentially-active" faults are those faults with evidence of displacing Quaternary sediments between 11,000 and 1.6 million years old. Seismic Analysis Based on our evaluation, the closest known "active" fault is the Newport-Inglewood Fault located approximately 4.3 miles (6.9 kilometers) to the west. The Newport-Inglewood Fault is the design fault of the project due to the predicted credible fault magnitude and ground acceleration. The Seismicity of the site was evaluated utilizing the 2008 National Hazard Maps from the USGS website and Seed and Idriss methods for active Quaternary faults within a 50-mile radius of the subject site. The site may be subjected to a Maximum Probable Earthquake of 7.25 Magnitude along the Newport-Inglewood Fault, with a corresponding Peak Ground Acceleration of 0.45g. The maximum Probable Earthquake is defined as the maximum earthquake that is considered likely to occur within a 100-year time period. The effective ground acceleration at the site is associated with the part of significant ground motion, which contains repetitive strong-energy shaking, and which may produce structural deformation. As such, the effective or "free field" ground acceleration is referred to as the Repeatable High Ground Acceleration (RHGA). It has been determined by Ploessel and Siosson (1974) that the RHGA is approximately equal to 65 percent of the Peak Ground Acceleration for earthquakes occurring within 20 miles of a site. Based on the above, the calculated Credible RHGA at the site is 0.29g. 2016 CBC Seismic Desi2n Criteria A review of the active fault maps pertaining to the site indicates the location of the Newport- Inglewood Fault Zone approximately 6.9 km to the west. Ground shaking from this fault or one of the major active faults in the region is the most likely happening to affect the site. With respect to this hazard, the site is comparable to others in the general area. The proposed residence should be designed in accordance with seismic design requirements of the 2016 California Building Code or the Structural Engineers Association of California using the following seismic design parameters: 5 Debra Sch17 221 Normandy Lane Project No. 17-1106D5 EARAMETER............................................ ......' _____ 2016.RE Site Class D Table 20.3-1/ ASCE 7, chapter 20 Mapped Spectral Acceleration For Short Periods, Ss 1. .174g Figure 1613.3.1(1) Mapped Spectral Acceleration For a 1-Second Period, S1 0.451 g Figure 1613.3.1(2) Site Coefficient, Fa 1.030 Table 1613.3.3(1) Site Coefficient, F 1.549 Table 1613.3.3(2) Adjusted Max. Considered Earthquake Spectral Response Acceleration for Short Periods, SMS 1.210g Equation 16-37 Adjusted Max. Considered Earthquake Spectral Response Acceleration for 1-Second Period, Sm, 0.698g Equation 16-38 5 Percent Damped Design Spectral Response Acceleration for Short Periods, SDS 0.806g Equation 1.6-39 5 Percent Damped Design Spectral Response Acceleration for 1-Second Period, SDI 0.466g Equation 16-40 Geologic Hazard Assessment Ground Rupture Ground rupture due to active faulting is not considered likely due to the absence of known fault traces within the vicinity of the project; however, this possibility cannot be completely ruled out. The unlikely hazard of ground rupture should not preclude consideration of "flexible" design for on-site utility lines and connections. Liquefaction Liquefaction involves the substantial loss of shear strength in saturated soils, usually sandy soils with a loose consistency when subjected to earthquake shaking. Based on the absence of shallow groundwater and consistency of the underlying bedrock material, it is our opinion that the potential for liquefaction is very low. LandslidinR There is no indication that landslides or unstable slope conditions exist on or adjacent to the project site. There are no obvious geologic hazards related to landsliding to the proposed development or adjacent properties. Tsunamis and Seiches The site is not subject to inundation by tsunamis due to its elevation. The site is also not subject to sciches (waves in confined bodies of water). Debra Schjff/ 221 Normandy Lane Project No. 17-1106D5 GEOTECHNICAL EVALUATION Based. on our investigation and evaluation of the collected information, we conclude that the proposed development is feasible from a geotechnical standpoint provided the recommendations herein will be properly implemented during construction. In order to provide a uniform support for the proposed structure, footings should be excavated into properly compacted fill soils or extended to the dense terrace deposits. The new foundation may consist of reinforced continuous and/ or spread footings with reinforced slabs. Recommendations and criteria for foundation design are provided in the Foundation and Slab recommendations section of this report Compressible Soils Our field observations and testing indicate low compressibility within the dense terrace deposits, which underlie the site. However, loose topsoil was encountered to a depth of approximately 2 feet below surface grades. These soils are compressible. Due to the potential for soil compression upon. loading, remedial grading of these near-surface soils including overexcavation and recompaction will be required unless footings are extended to the dense terrace deposits. Following implementation of the earthwork recommendations presented herein, the potential for soil compression resulting from the new development has been estimated to be low. The low-settlement assessment assumes a well-planned and maintained site drainage, system. Recommendations regarding mitigation by earthwork construction are presented in the Grading and Earthwork Recommendations section of this report. Expansive Soils An expansion index test was performed on a representative sample of the terrace deposits to determine volumetric change characteristics with change in moisture content. An expansion index of 0 was obtained which indicates a very low expansion potential for the foundation soils. Groundwater Static groundwater was not encountered to the depths of the .boreholes. The building pad is located at an elevation over 43 feet above Mean Sea Level. We do not expect groundwater to affect the proposed construction. Recommendations to prevent or mitigate the 'effects of poor surface drainage are presented in the Drainage section of this report. 7 Debra Schiff/ 221 Normandy Lane Project No. 17-1106D5 CONCLUSIONS AND RECOMMENDATIONS The following conclusions and recommendations are based upon the analysis of the data and information obtained from our soil investigation. This includes site reconnaissance; field investigation; laboratory testing and our general knowledge of the soils native to the site. The site is suitable for the proposed residential development provided the recommendations set forth are implemented during construction. GRADING AND EARTHWORK Based upon the proposed construction and the information obtained during the field investigation, we anticipate that the proposed structure will be founded on continuous footings, which are supported by properly compacted fill or dense terrace deposits. The following grading and earthwork recommendations are based upon the limited geotechnical investigation performed, and should be verified during construction by our field representative. Clearing and GrubbinE The area to be graded or to receive fill and/or structure should be cleared of vegetation. Vegetation and the debris from the clearing operation should be properly disposed of off-site. The area should be thoroughly inspected for any possible buried objects, which need to be rerouted or removed prior to the inception of, or during grading. All, holes, trenches, or pockets left by the removal of these objects should be properly backfilled with compacted fill materials as recommended in the Method and Criteria of Compaction section of this report. Structural Imnrovement of Soils Information obtained from our field and laboratory analysis indicates that loose topsoil covers the building pad to a depth of approximately 2 feet below existing grade. These surficial soils are susceptible to settlement upon loading. Based upon the soil characteristics, we recommend the following: * All topsoil and other loose natural soils should be removed from the area, which is planned to receive compacted fill and/or structural improvement. The bottom of the removal area should expose competent materials as approved by ECSC&E geotechnical representative. Prior to the placement of new fill, the bottom of the removal area should be scarified a minimum depth of 6 inches, moisture-conditioned within 2 percent above the optimum moisture content, and then recompacted to a minimum of 90 percent relative compaction (ASTM. Dl 557 test method). Overexcavation should be completed for the structural building pad to a minimum depth of 2 feet below the bottom of the proposed footings. The limit of the required area of overexcavation should be extended a minimum of 5 feet laterally beyond the perimeter footing (building footprint). * Soils utilized as fill should be moisture-conditioned and recompacted in conformance with the following Method and Criteria of Compaction section of this report. The actual depth and 8 Debra Schiff 221 Normandy Lane Project No. 17-1106115 extent of any overexcavation and recompaction should be evaluated in the field by a representative of ECSC&E. * An alternative to the overexcavation and recompaction of subgrade is to extend footings for the proposed structure to the dense terrace deposits. Transitions Between Cut and Fill The proposed structure is anticipated to be founded in either properly compacted fill or dense terrace deposits. Cut to fill transitions below the proposed structure should be completely eliminated during the earthwork construction as required in the previous section. Method and Criteria of Compaction Compacted fills should consist of approved soil material, free of trash debris, roots, vegetation or other deleterious materials. Fill soils should be compacted by suitable compaction equipment in uniform loose lifts of 6 to 8 inches. Unless otherwise specified, all soils subjected to recompaction should be moisture-conditioned within 2 percent over the optimum moisture content and compacted to at least 90 percent relative compaction per ASTM test method Dl557. On-site soils, after being processed to delete the aforementioned deleterious materials, may be used for recompaction. purposes. Should any importation of fill be planned, the intended import source(s) should be evaluated and approved by ECSCE prior to delivery to the site. Care should be taken to ensure that these soils are not detrimentally expansive. Erosion Control Due to the granular characteristics of on-site soils, areas of recent grading or exposed ground may be subject to erosion. During construction,, surface water should be controlled via berms, gravel/ sandbags, silt fences, straw wattles, siltation or bioretention basins, positive surface grades or other method to avoid damage to the finishwork or adjoining properties. All site entrances and exits must have coarse gravel or steel shaker plates to minimize offsite sediment tracking. Best Management Practices (BMPs) must be used to protect storm drains and minimize pollution. The contractor should take measures to prevent erosion of graded areas until such time as permanent drainage and erosion control measures have been installed. After completion of grading, all excavated surfaces should exhibit positive drainage and eliminate areas where water might pond. Standard Grading Guidelines Grading and earthwork should be conducted in accordance with the standard-of-practice methods for this local, the guidelines of the current edition of the California Building Code, and the requirements of the jurisdictional agency. Where the information provided in the geotechnical report differs from the Standard Grading Guidelines, the requirements outlined in the report shall govern. Debra Schff/ 221 Normandy Lane Project No. 17-1106D5 FOUNDATIONS AND SLABS Continuous and spread footings are suitable for use and should, extend to a minimum depth of 24 inches below the lowest adjacent grade into the properly compacted fill soils or dense terrace deposits. Continuous footings should be at least 18 inches in width and reinforced with a minimum of four #4 steel bars; two bars placed near the top of the footings and the other two bars placed near the bottom of the footings. Isolated or spread footings should have a minimum width of 24 inches. Their reinforcement should consist of a minimum of #4 bars spaced 12 inches on center (each way) and placed horizontally near the bottom. These recommendations are based on geotechnical considerations and are not intended to supersede the structural engineer requirements. interior concrete slabs should be a minimum 5 inches thick. Reinforcement should consist of #3 bars placed at 16 inches on center each way within the middle third of the slabs by supporting the steel on chairs or concrete blocks "dobies". The slabs should be underlain by 2 inches of clean sand over a 10-mil visqueen moisture bather. The effect of concrete shrinkage will result in cracks in virtually all-concrete slabs. To reduce the extent of shrinkage, the concrete should be placed at a maximum of 4-inch slump. The minimum steel recommended is not intended to prevent shrinkage cracks. Where moisture-sensitive floor coverings are anticipated over the slabs, the 10-mil plastic moisture barrier should be underlain by a capillary break at least 2 inches thick, consisting of coarse sand, gravel or crushed rock not exceeding 3/4 inch in size with no more than 5 percent passing the #200 sieve. An allowable soil bearing value of 2,000 pounds per square foot may be used for the design of continuous and spread footings at least 12 inches wide and founded a minimum of 12 inches into properly compacted fill soils or dense terrace deposits as set forth in the 2016 California Building Code, Table 1806.2. This value may be increased by 400 psf for each additional foot of depth or width to a maximum value of 4,000 lb/ft2. Lateral resistance to horizontal movement may be provided, by the soil passive pressure and the friction of concrete to soil. An allowable passive pressure of 250 pounds per square foot per foot of depth may be used. A coefficient of friction of .0.35 is recommended. The soils passive pressure as well as the bearing value may be increased by 1/3 for wind and seismic loading. SETTLEMENT Settlement of compacted ifl soils is normal and should be anticipated. Because of the type and minor thickness of the fill soils anticipated under the proposed footings, total and differential settlement should be within acceptable limits. PRESATURATION OF SLAB SUBGRADE' Due to the granular characteristics of the subgrade soils, presoaking of subgrade prior to concrete pour is not required. However, subgrade soils in areas receiving concrete should be watered prior 10 Debra Sch?ff' 221 Normandy Lane Project No. 17-1106D5 to concrete placement to mitigate any drying shrinkage, which may occur following site preparation and foundation excavation. TEMPORARY SLOPES For the excavation of foundations and utility trenches, temporary vertical cuts to a maximum height of 4 feet may be constructed in fill or natural soil. Any temporary cuts beyond the above height constraints should be shored or further laid back following a 1:1 (horizontal to vertical) slope ratio. OSHA guidelines for trench excavation safety should be implemented during construction. TRENCH BACKFILL Excavations for utility lines, which extend under structural areas should be properly backfllled and compacted. Utilities should be bedded and backflhled with clean sand or approved granular soil to a depth of at least one foot over the pipe. This backfill should be uniformly watered and compacted to a firm condition for pipe support. The remainder of the backfill should be on-site soils or non-expansive imported soils, which should be placed in thin lifts, moisture-conditioned and compacted to at least 90% relative compaction. DRAINAGE Adequate measures should be undertaken to finish-grade the site after the structure and other improvements are in place, such that the drainage water within the site and adjacent properties is directed away from the foundations, footings, floor slabs and the tops of slopes via rain gutters, downspouts, surface swales and subsurface drains towards the natural drainage for this area. In accordance with the 2016 California Building Code, a minimum gradient of 2 percent is recommended in hardscape areas adjacent to the structure. In earth areas, a minimum gradient of 5 percent away from the structure for a distance of at least 10 feet should be provided. If this requirement cannot be met due to site limitations, drainage can be done through a swale in accordance with Section 1804.4 of the 2016 California Building Code. Earth swales should have a minimum gradient of 2 percent Drainage should be directed to approved drainage facilities. Proper surface and subsurface drainage will be required to minimize the potential of water seeking the level of the bearing soils under the foundations, footings and floor slabs, which may otherwise result in undermining and differential settlement of the structure and other improvements. FOUNDATION PLAN REVIEW Our firm should review the foundation plan and details during the design phase to assure conformance with the intent of this report. During construction, foundation excavations should be observed by our representative prior to the placement of forms, reinforcement or concrete for conformance with the plans and specifications. 11 Debra Schff/ 221 Normandy Lane Project No. 17-11 06D5 LIMITATIONS OF INVESTIGATION Our investigation, was performed using the skill and degree of care ordinarily exercised, under similar circumstances, by reputable soils 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. This report is prepared for the sole use of our client and may not be assigned to others without the written consent of the client and ECSC&E, Inc. The samples collected and used for testing, and the observations made, are believed representative of site conditions; however, soil and geologic conditions can vary significantly between exploration trenches, boreholes and surface exposures. As in most major projects, conditions revealed by construction excavations may vary with preliminary findings. If this occurs, the changed conditions must be evaluated by a representative of ECSC&B and designs adjusted as required or alternate designs recommended. This report is issued with the understanding that it is the responsibility of the owner, or of his representative to ensure that the information and recommendations contained herein are brought to the attention of the project architect and engineer. Appropriate recommendations should be incorporated into the structural plans. The necessary steps should be taken to see that the contractor and subcontractors carry out such recommendations in the field. The findings of this report are valid as of this present date. However, changes in the conditions of a property can occur with the passage of time, whether they are due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside of our control. Therefore, this report is subject to review and should be updated after a period of two years. ADDITIONAL SERVICES The review of plans and specifications, field observations and testing under our direction are integral parts of the recommendations made in this report. If East County Soil Consultation and Engineering, Inc. is not retained for these services, the client agrees to assume our responsibility for any potential claims that may arise during construction. Observation and testing are additional services, which are provided by our firm, and should be budgeted within the cost .of development. Plates No. 1 through 3, Page L-1 and References are parts of this report. 12 F I EAST COUNTY SOIL CONSULTATION t49 10925 HARTLEY RD.. SUITE L. SANTEE, CA 92071 & ENGINEERING, INC. 1 (619) 258.790! Fax (619) 258.7902 ~da2 /5 I t% At'. / Debra Schj/Ji 221 Normandy Lane Project No. 17-1106D5 PLATE NO.2 SUMMARY SHEET BOREHOLE NO. 1 DEPTH SOIL DESCRIPTION Y Surface TOPSOIL dark brown, dry to moist, loose, porous, silty sand with rootlets 1.01 2.0' TERRACE DEPOSITS (Qt1) reddish brown, dry to moist, medium dense to dense, silty sand 2.5' 94 4. 64 6.0' bottom of borehole, no caving, no groundwater borehole backfiuled 11/29/17 BOREHOLE NO.2 DEPTH SOIL DESCRIPTION Y Surface TOPSOIL dark brown, moist, loose, porous, silty sand with rootlets 2.0' TERRACE DEPOSITS (Qt1) reddish brown, moist, medium dense to dense, silty sand 117.3 4.0' bottom of borehole, no caving, no groundwater borehole backfilled 11/29/17 BOREHOLE NO.3 DEPTH SOIL DESCRIPTION VA Surface TOPSOIL dark brown, moist, loose, porous, silty sand with rootlets 2.0' TERRACE DEPOSITS (Qt1) reddish brown, moist, medium dense to dense, silty sand 4.0' bottom of borehole, no caving, no groundwater borehole backfihled 11/29/17 Y = DRY DENSITY IN PCF M = MOISTURE CONTENT IN % 13 IM 5.8 4.1 7.8 M L CLASSIFICATION CHART SYMBOLS TYPICAL MAJOR DIVISIONS GRAPH LETTER DESCRIPTIONS GRAVEL C.EAN GRAVELS r.I '1 OW WaL.CMDEC GRAVELS. GRAVEL. so KIMIRU, u,lt, OR NOss AND Al GRAVELLY SOILS 3 1* CTLEORNORNES) OP R O FINES COARSE GRAINED GRAVELS WITH GM sys Gs&vE.. SAND Iy .a SOILS OF COARSE FINES MECTURSS FRACTION RETAINED ON NO.4 SE f.4PPRECILE AMOUNT . CLAYSY GRAVELS. GRAVEL - SAND - OF FINES) CLAY MIICTURES CLEAN SANDS SW GRAVELLY SAND :•:•:•:-:-:-:-:-: soo LITTLE CS NO PINES MMETHmsm AN D OP ER IS RGRTHAHN SANDY (LTTE0RNOFlNES) SP SAND. LITTLE OR NO FINES .1j. SM 8114TYSANDS,SAND MORE MN m OFOOARSE FRACTION PASSING ON NO.4 SiEVE ;APPRIMMLEAMOLINT CFINES) ' MOCTURSS r'r I INORGANIC SILTS AND VERY FINE I SANDS ROCICR.OUR.SILTY 05 I ' CEYPINE SANDS OR CLAYEY SILTS I j WTTh SLIGHT PLASTICITY CL INORGANIC CLAYS OF LOW TO MEDUIM PLASTICITY. GRAVW.LY CLAYS. SANDY FINE SILTS AND JOUID LIMIT GRAINED CLAYS LEN rrIAN ES CLAYS, SILTY CLAYS. LEAN CLAYS SOILS OL ORGANIC SILTS AND ORGANIC SILT! OLAYS OF LOW pLASTICIrY MOREThL4NES% 111.1111111 INORGANIC SILTS. MICACEOUSOR ocm-sAus JII.IJJJJII MH DOOUSFINE&IASORSILTY SMALLERTHANNO. SOILS 200 SIEVES1W SILTS AND LIQUID LIMIT CH INORGANIC CLAVISOF HIGH PLASTICITY CLAYS #u 'fl ORGANIC CLAYS OF MEDIUM TO W04 PLASTICITY. ORGANIC SILTS LX HIGHLY ORGANIC SOILS PT J NOTES DUAL SYMBOLS ARE USED TO INDICATE. BORDERLINE SOIL CLASSIFICATIONS CLASSIRCATION RANGE OF GAIN SIZES U.S. STANDARD GiUlN SIZE IN _____ SIEVE SIZE I MILLIMETERS BOULDERS Above 12 lnch& Mayo 305 COBBLES 12InchsTo3Inchos 305Do76.2 GRAVEL 3 Indca to No.4 76.2to 4.76 Cause . 3 Incbes to Inch 76.2 to 19.1 Fine %lnchto No. 4 19.Ito4.76 SAND No.4 to No. 200 4.76101.074 Coerso 1 No. 4to No. 10 4.761o2.00 Mcdiurn No. IC to No.40 2.00 to 0.420 finc No. 40to No. 200 0.420 to 0.074 SILT AND CLAY Below No. 200 Below 0.074 (GRAIN SILL CHART EAST COUNTY SOIL CONSULTATION & ENGINEERING, INC. 10925 HARTLEY RD.. SUITE I. SAIrrEE CA 92071 (619)258-7901 Pu (619) 258-7902 5'1 /fJc%1A/ LIOUIE LMIT tU.I. S PLASTICITY CHART ;44iPfl=?-4 t2iflftY A bit*,e ,e/e ]K IS Debra Schj/Ji 221 Normandy Lqne Project No. 17-1106D5 PAGE L-1 LABORATORY TEST RESULTS EXPANSION iNDEX TEST (ASTM D4829) INITIAL SATURATED INITIAL DRY, MOISTURE MOISTURE DENSITY EXPANSION CONTENT (%) CONTENT(%). (PCF) INDEX . LOCATION 9.0 1.8.4 109.2 0 BH:-2@3.5 PARTICLE SIZE ANALYSIS (ASTM D422) LI S Stnchrd Sieve Size PerLcnt P in Percent Pa ing BH-2 3 '"Teracc Depot? 1/2" #4 - - 48 100 -. #16 '99 1.00 #30 90 ' 92 #50 46 .47 #100 .25 26 4200 20' 20: USCS SM SM 14 Debra Sch?/11221 Normandy Lane Projeci No. 17-I106D5 REFERENCES "2016 California Building Code, California Code of Regulations, Title 24, Part 2, Volume 2 of 2", Published by International Code Council. "Geologic Map of the San Diego 30' x 60' Quadrangle, California", by Michael P. Kennedy and Siang S. Tan, 2008. "Geotechnical and Foundation Engineering: Design and Construction", by Robert W. Day, 1999. "Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada to be used with 1.997 Uniform Building Code", Published by International Conference of Building Officials. "Geologic Maps of the Northwestern Part of San Diego County, California", Department of Conservation, Division of Mines and Geology, by Slang S. Tan and Michael P. Kennedy, 1996. "Bearing Capacity of Soils, Technical Engineering and Design Guides as Adapted from the US Army Corps of Engineers, No. 7", Published by ASCE Press, 1994. "Foundations and Earth Structures, Design Manual 7.2", by Department of Navy Naval Facilities Engineering Command, May 1982, Revalidated by Change 1 September 1986. "Ground Motions and Soil Liquefaction during Earthquakes", by H.B. Seed and I.M. Idriss, 1982. "Geology of San Diego Metropolitan Area, California", Bulletin 200, by Michael P. Kennedy and Gary L. Peterson, 1975. 15 I $ City of Carlsbad CERTIFICATION OF SCHOOL FEES PAID B-34 Develovment Services Building Department 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project Name SCHIFF RESIDENCE Project ID: CT/MS: CDP20170009 Building Permit Plan Check Number: PC20180006 Project Address: 221 AND 223 NORMANDY LANE A.P.N 203-023-16-00 Project Applicant DEBRA SCHIFF (Owner Name): Project Description: DEMO 900 SF SFD / CONSTRUCT NEW Building Type SFD Residential: 2 NEW DWELLING UNIT(S) 2,579 Square Feet of Living Area in New Dwelling/s Second Dwelling Unit: 719 Square Feet of Living Area in SDU Residential Additions: Net Square Feet New Area Commercial/Industrial: Net Square Feet New Area City Certification of Applicant Information: Shay Even Date June 6, 2018 SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD 171 Carlsbad Unified School District jJ Vista Unified School District 0 San Marcos Unified School District 6225 El Camino Real 1234 Arcadia Drive 255 P i co Ave Ste. 100 Carlsbad CA 92009 (760-331-5000) Vista CA 92083 (760-726-2170) xt San Marcos, CA 92069 (760-290-2649) 2222 Contact: Katherine Marcelja(ByAppt. Only) LII Encinitas Union School District- LIII San Dieguito Union High School District-By Appointment Only By appointment only 684 Requeza Dr. 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Encinitas, CA 92024 (760-753-6491 x 5514) (760-944-4300 xli 66) 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. Signature: Z-_A7--yX .. Date: bu— B-34 Page 1 of 2 Rev. 03/09 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. SCHOOL DISTRICT: 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 o1 JALLJQ TITLE S NAME OF SCHOOL DISTRICT CARLSBAD UNIFIED SCHOOL DISTRICT 6225 EL CAMINO REAL DATE CARLSBADJ CA 92009 . Qatr PHONE NUMBER (P o _33) -StoO B-34 Page 2 of 2 Rev. 03/09 SCHIFF DEBRA A 1561 WHITTIER AVE, CLAREMONT CA 91711-3355 CO21 IITR IEXC NE 10 Fl! LOT 31 & NE 1/2 LOT 32 TR 1782 SAN DIEGO, CA APN: 203-023-16-00 180.0011 Alternate APN: Subdivision: GRANVILLE PARK 203-02 Map Reference: 13.E4 I 32 Tract #: 1782 School District: CARLSBAD School District Name: CARLSBAD Munic/Township: 101141200310911912003 1261101 0810812000 10610512000 FULL 417949 QUITCLAIM DEED Deed Type: 1St Mtg Document #: 1St Mtg Amount/Type: 1st Mtg Int. Rate/Type: 1St Mtg Document #: 2nd Mtg Amount/Type: 2nd Mtg Int. Rate/Type: Price Per SqFt: Multi/Split Sale: GRANT DEED BELL-SCHIFF TRUST Prior Lender: Prior 1St Mtg Amt/Type: Prior 1St Mtg Rate/Type: Parking Type: Garage Area: Garage Capacity: Parking Spaces: Basement Area: Finish Bsmnt Area: Basement Type: Roof Type: Foundation: Roof Material: GARAGE Construction: Heat Type: Exterior wall: Porch Type: Patio Type: Pool: Air Cond: Style: Quality: Condition: RealQuest.com ® - Report €XXC.)ç- Op ijr Page 1 of 1 PV Property Detail Report For Property Located At: 221 NORMANDY LN, CARLSBAD, CA 92008-2223 Owner Information Owner Name: Mailing Address: Vesting Codes: Location Information Legal Description: County: Census Tract / Block: Township-Range-Sect: Legal Book/Page: Legal Lot: Legal Block: Market Area: Neighbor Code: Owner Transfer Information Recording/Sale Date: Sale Price: Document #: Last Market Sale Information Recording/Sale Date: Sale Price: Sale Type: Document #: Deed Type: Transfer Document #: New Construction: Title Company: Lender: Seller Name: Prior Sale Information Prior Rec/Sale Date: Prior Sale Price: Prior Doc Number: Prior Deed Type: Property Characteristics Gross Area: 900 Living Area: 900 Tot Adj Area: Above Grade: Total Rooms: Bedrooms: 2 Bath(F/H): 1! Year Built / Eff: 192611926 Fireplace: # of Stories: Other Improvements: Building Permit Site Information Zoning: R3 Acres: 0.08 County Use: I FAMILY RESIDENCE (311) Lot Area: 3,386 Lot Width/Depth: X State Use: Land Use: SFR Res/Comm Units: I I Water Type: Site Influence: Sewer Type: Tax Information Total Value: $255,022 Assessed Year: 2017 Property Tax: $2,842.64 Land Value: $189,955 Improved %: 26% Tax Area: 09000 Improvement Value: $65,067 Tax Year: 2017 Tax Exemption: Total Taxable Value: $255,022 http://pro.realquest.comljsp/report.j sp?&client=&action=confirm&type=getreport&mixed... 06/06/2018 City of Carlsbad Valuation Worksheet Building Division Permit No: _ 900 $141.76 $127,584.00 SFD and Duplexes Residential Additions $169.50 $0.00 Remodels / Lofts $46.51 $0.00 Apartments & Multi-family $126.35 $0.00 Garages/Sunrooms/Solariums $36.98 $0.00 Patio/Porch $12.33 $0.00 Enclosed Patio $20.03 $0.00 Decks/Balconies/Stairs $20.03 $0.00 Retaining Walls, concrete,masonry $24.65 $0.00 Pools/Spas-Gunite $52.39 $0.00 TI/Stores, Offices $46.51 $0.00 TI/Medical, restaurant, H occupancies $64.72 $0.00 Photovoltaic Systems/ # of panels $400.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 Fire Sprinkler System $3.94 $0.00 Air Conditioning - commercial $6.37 $0.00 Air Conditioning - residential $5.31 $0.00 Fireplace/ concrete, masonry $4,961.73 $0.00 Fireplace/ prefabricated Metal $3,373.05 $0.00 $0.00 $0.00 TOTAL $127,584.00 Valuation: $127,584 Comm/Res (CIR): C Building Fee $725.40 Plan Check Fee $507.78 Strong Motion Fee $27.00 PFF FOR SFD 14315.63 Green Bldg. Stand. Fee $4.00 CREDIT-4465.44 Green Bldg PC Fee 00 License Tax/P $4,465.44. License Tax/PFF (in CF CFD 1st hour of Plan CheckFire Expedite Plumbing TBD Mechanical TBD Electrical TBD 985O19 City of Carlsbad Valuation Worksheet Building Division Permit No: _____ ess essor ts A6f Wor yg SFD and Duplexes 3,298 $141.76 $467,524.48 Residential Additions $169.50 $0.00 Remodels / Lofts $46.51 $0.00 Apartments & Multi-family $126.35 $0.00 Garages/Sunrooms/Solariums 258 $36.98 $9,540.84 Patio/Porch $12.33 $0.00 Enclosed Patio $20.03 $0.00 Decks/Balconies/Stairs 162 $20.03 $3,244.86 Retaining Walls, concrete,masonry $24.65 $0.00 Pools/Spas-Gunite $52.39 $0.00 TI/Stores, Offices $45.78 $0.00 TI/Medical, restaurant, H occupancies $64.72 $0.00 Photovoltaic Systems/ # of panels $400.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 Fire Sprinkler System 3,298 $3.94 $12,994.12 Air Conditioning - commercial $6.37 $0.00 Air Conditioning - residential 3,298 $5.31 $17,512.38 Fireplace/ concrete, masonry $4,961.73 $0.00 Fireplace/ prefabricated Metal 1 $3,373.05 $3,373.05 $0.00 $0.00 TOTAL 5514,189.I Valuation: Comm/Res (CIR): Building Fee Plan Check Fee Strong Motion Fee Green Bldg. Stand. Fee Green Bldg PC Fee License Tax/PFF License Tax/PFF (in CFD) CFD 1st hour of Plan CheckFire Expedite Plumbing Mechanical Electrical $514,190 C $2,082.00 $1,457 40 $108.00 $20.00 $166.00 $17,996.64 $9,358.25 I CFD Yes (PFF=1.82%) 0 No (PFF = 3.5%) Land Use: Density: Improve. Area: Fiscal Year: Annex. Year: Factor: CREDITS PFF and/or CFD Explanation: RECEIVED FEB 21.2010 CITY OF CARLSBAD BUILDING DIVISION PROJECT INFORMATION jc Site Address:____ ~' Assessor's Parcel Number: '2' 3 — OZ.3 Emergency Contact: Name: 24 Hour Phone: Construction Threat to Storm Water Quality (Check Box) 0 MEDIUM 1JI LOW Page 1 of 1 REV 11/17 'STORM WATER COMPLIANCE FORM TIER I CONSTRUCTION SWPPP 000(o BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE IV REC E E0 Erosion Control Sediment Control BMPs Tracking Non-Storm Water Waste Management and Materials 2 12018--- BMPs Control BMPs Management BMPs Pollution Control BMPs FED CITY 0 - - g :, - - - 0 - - - 0 -. - - - - - U) , 0 o 2 o 2 c .2 o E E c BUILD....-. 0 U) C Q) o C '.- . C U) U) 0 L>1 0 g U) — Best Management Practice* Q E . w (BMP) Description —) o 0 0 a, IV 0 0 M 0 C 00 N 00 c C W 0 _ 0 ., a, a, C - 0 0 00 .i_ I... 0 . 00 .4-' 0 0 0 i.. > C 0 a) .! • 0 ..-. 0 0 .-. C . 0 _ 0 0 00 0 0 w cn cn n> C/) cn cn E in c o 0 o > c. cn U, U' C.) U) 0 M. CASQA Designation -> N ro 0) PO ' LO CO N CO .- C..1 ? "V '? 9' 9' j- ? 9' T Construction Activity. '- I' Cl) Cl) - Grading/Soil Disturbance -- — — — — — — — — — — — — — — — — — — - Trenching/Excavation — — — — — — — — — — — — — — — — — - Stockpiling --- -- — — — — — — — — — — — — — — — — — - Drilling/Boring — — — — — — — — — — — — — — — — — — — _Concrete/AsphaltSawcutting -- — - Concrete Flatwork -- — — — — — — — — — — — — — — — — — — Paving - Conduit/Pipe Installation -- — — — — — — — — — — — — — — — — — — — Stucco/Mortar Work - Waste Disposal — — — — — — — — — — — — — . — — - Staging/Lay Down Area -- -- — — — — — — — — — — — — — — — — - Equipment Maintenance and Fueling — — — — — — — — — — — — — — — — — — HazardousSubstanceUse/Storage -- Dewatering Site [,Other Access Across Dirt (Iist): 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 SA11SFAC11ON 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 PROTEC110N 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 CONSTRUC110N 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 WITH THIS CITY APPROVED hER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. e-12- ( / t E-29