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Home My WebLink About1380 CYNTHIA LN; ; CB040259; PermitCity of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No: CB040259 EJuilding Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: 1380(CYMTHIALNCBAD RESDNTL 1562315400 $311,092.00 1 Sub Type: SFD Lot #: 0 Construction Type: NEW Reference #: Structure Type: SFD Bathrooms: 3 THOMAS RES NEW SFD 3398 SF LIV 684SFGAR192SFDECK Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: Orig PC#: Plan Check#: ISSUED 01/26/2004 SB 06/29/2004 06/29/2004 Applicant: DIAMOND FORTY ENTERPRISES 2753 GALICIA WY CARLSBAD, CA 92009 619-436-9470 Owner: BERKLITE MARK&GRACE FAMILY TRUST 01-15-01 1384CYNTHIALN CARLSBAD CA 92008 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Park in Lieu Fee Park Fee LFM Fee Bridge Fee Other Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'l Pot. Water Con. Fee Reel. Water Con. Fee $1,199.52 Meter Size $0.00 Add'l Reel. Water Con. Fee $779.69 Meter Fee $0.00 SDCWA Fee $0.00 CFD Payoff Fee $31.11 PFF $0.00 PFF (CFD Fund) $0.00 License Tax $0.00 License Tax (CFD Fund) $0.00 Traffic Impact Fee $0.00 Traffic Impact (CFD Fund) $0.00 Sidewalk Fee $0.00 PLUMBING TOTAL $0.00 ELECTRICAL TOTAL $0.00 MECHANICAL TOTAL $0.00 Housing Impact Fee $2,400.00 Housing InLieu Fee D5/8 Housing Credit Fee $599.00 Master Drainage Fee $0.00 Sewer Fee Additional Fees TOTAL PERMIT FEES $0.00 $140.00 $2,004.00 $0.00 $5,661.87 $5,226.35 $0.00 $0.00 $460.60 $519.40 $0.00 $189.00 $60.00 $59.00 $2,925.00 $0.00 $0.00 $349.03 $927.00 $0.00 $23,530.57 Total Fees: $23,530.57 Total Payments To Date:$779.69 Balance Due: $22,750.88 5463 06/29/(M 0002 01 Inspector: tsuiLUINU PLANS _5L IN STORAGE ATTACHED CGP FINAL APPROVAL Date:Clearance: NOTICE: Please take NOTICE tfat approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow trie protest procedures set forth in Government Code Section 66020{a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which vou have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired, 22750-88 PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 FOR OFFICE USE ONLY PLAN CHECK EST. VAL. Plan Ck. Deposit Validated "7 7*7 Address (include Bldg/Suite #)Business Name (at this address) Legal Description Lot No.Subdivision Name/Number Unit No.Phase No.Total # of units Assessor's Parcel #/>'(,-Proposed Use •3Q&2Description of WorkSi* f\. FT.#of Stories # of Bedrooms Name Address City for Owner State/Zip Telephone #Fax* Name Address City State/Zip Telephone # (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the 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]) Name Address State License # */ ir* J */ *•* License Class jfc*5 ~" Designer Name Address State License # City State/Zip Telgphone # "7£^> <"V ^ ' City Business License # / ^/^5^^t3v~^ y IA" City State/Zip Telephone Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: Q I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. Q I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company Policy No. Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) •fSt 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|$100,000), in addition tq the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. SIGNATURE J^JsyO^w T, *LJU***~^ ^____ DATE / - 3^-tf ^ I hereby affirm that I am exempt from the Contractor's License Law for the following reason: Q I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale, If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). n I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). O I am exempt under Section Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. Q YES QNO 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / 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 number / contractors license number): 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work): PROPERTY OWNER SIGNATURE DATE Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Q YES Q NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Q YES Q NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Q YES Q 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. I hereby affirm that there LENDER 5 NAME / a construction lending agency for the performance of the work for which this permit is issued (Sec. 30970) Civil Code). / L. /3 &"* K LENDER'S ADDRESS C & t- I g- t, £ I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). APPLICANT'S SIGNATURE DATE WHITE: File YELLOW: Applicant PINK: Finance eity of Carlsbad Final Building Inspection Dept: Building Engineering Planning QMffWD Vr Plan Check*: Permit*: CB040259 Project Name: THOMAS RES NEW SFD 3398 SF L1V 684SFGAR192SFDECK Address: 1380 CYNTHIA LN Contact Person: JIM Phone: 7605196151 Sewer Dist: CA Water Dist: CA St Lite Fire Date: R E ECEIVED MAR - 9 2005 CTI'V 01 'CARLSBAD,.NGINE ERING DEPARTMENT' CM&l DfVlSlpN 03/09/2005 Permit Type: RESDNTL Sub Type: SFD Lot: Inspected By: Inspected By: Date Inspected: JJ Date Inspected: Date Inspected: Approved: Approved: Approved: Disapproved: Disapproved: Disapproved: Comments: Inspection List Permit*: CB040259 Type: RESDNTL SFD THOMAS RES NEW SFD 3398 SF LIV 684SFGAR192SFDECK Date Inspection Item Inspector Act Comments 03/09/2005 89 03/09/2005 89 12/15/2004 23 12/06/2004 17 12/06/2004 18 11/30/2004 14 11/30/2004 16 11/30/2004 24 11/24/2004 14 11/24/2004 24 11/24/2004 34 11/24/2004 44 11/18/2004 13 11/18/2004 24 11/18/2004 34 11/18/2004 44 10/21/2004 15 09/23/2004 15 08/12/2004 14 08/02/2004 39 07/20/2004 11 07/13/2004 21 Final Combo Final Combo Gas/Test/Repairs Interior Lath/Drywall Exterior Lath/Drywall Frame/Steel/Bofting/Weldin Insulation Rough/Topout Frame/Steel/Bolti ng/W eldi n Rough/Topout Rough Electric Rough/Ducts/Dampers Shear Panels/HD's Rough/Topout Rough Electric Rough/Ducts/Dampers Roof/Reroof Roof/Reroof Frame/Steel/Bolti ng/W eldi n Final Electrical Ftg/Foundation/Piers Underground/Under Floor PY - PY PY PY PY PY PY PY PY PY PY PY PY PY PY PY PY PY PY PY PY AP Rl AP AP AP AP AP AP PA SEE LIST CO AP AP AP we we we AP CO NEED TRUSS CALCS REVISED CO SEE NOTICE ATTACHED WC TPPB PA NEED SOILS LETTER AP Wednesday, March 09, 2005 Page 1 of 1 City of Carlsbad Bldg Inspection Request For: 03/09/2005 Permit* CB040259 Title: THOMAS RES NEW SFD 3398 SF LIV Description: 684 SF GAR 192 SF DECK Inspector Assignment: PY Type: RESDNTL Sub Type: SFD Phone: 7605196151 Job Address: 1380 CYNTHIA LN Suite: Lot 0 Location: Inspector: OWNER BERKLITE MARK&GRACE FAMILY TRUST 01-15-01 Owner: Remarks: Total Time: CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested By: JIM Entered By: CHRISTINE omment Date 12/15/2004 12/06/2004 12/06/2004 11/30/2004 11/30/2004 11/30/2004 11/24/2004 11/24/2004 11/24/2004 11/24/2004 11/18/2004 11/18/2004 11/18/2004 11/18/2004 10/21/2004 09/23/2004 44 Rough/Ducts/Dampers 15 Roof/Reroof 15 Roof/Reroof Act AP AP AP AP AP AP PA CO AP AP AP WC WC WC AP CO Insp PY PY PY PY PY PY PY PY PY PY PY PY PY PY PY PY Comments Associated PCRs/CVs PCR04163 ISSUED THOMAS RES REV TRUSS CALC; Inspection History Description 23 Gas/Test/Repairs 17 Interior Lath/Drywall 18 Exterior Lath/Drywall 14 Frame/Steel/Bolting/Welding 16 Insulation 24 Rough/Topout 14 Frame/Steel/Bolting/Welding 24 Rough/Topout 34 Rough Electric 44 Rough/Ducts/Dampers 13 Shear Panels/HD's 24 Rough/Topout 34 Rough Electric SEE LIST NEED TRUSS CALCS REVISED GEOTECHNICAL EXPLORATION, INC, SOIL & FOUNDATION ENGINEERING GROUNDWATER • ENGINEERING GEOLOGY FIELD REPORT ON OBSERVATION OF FOUNDATIONS CLIENT : DATE: TIME: JOB NO. PROJECT NAME: PROJECT ADDRESS: ^H The footing excavations listed below were bottomed on material for which the bearing values recommended in the foundation report are applicable. The cast-in-place drilled friction piles listed below penetrated material for which the allowable supporting capacities recommended in the foundation report are applicable. The piles were excavated to diameters at least as large as specified and the excavations extended at least to the depths indicated on the Foundation Plans. The excavations for the cast-in-place belled piers listed below were bottomed on material for which the bearing values recommended in the foundation report are applicable. The excavations were at least as large as specified on the Foundation Plans. The driven piles listed below were observed to be driven to the specified lengths and/or driving resistances to obtain the supporting capacities recommended in the foundation report. Based upon observations, it is our opinion that the foundation recommendations presentedjn the report of the foundation investigation, Job Nn. f/3-~py ?fc> da o»H applicable to the conditions observed. Foundation Plans by £./ rf f)LJdated (•^lla^ft/%j were used as a reference for our observations. NOTE: 1 The observations reported above do not constitute an approval of foundation location, footing size or depth, reinforcement, or foundation design. Loose, soft, or disturbed soils must be removed prior to placement of reinforcement or concrete. The opinions and recommendations presented in this report were based upon our observa- tions and are presented in accordance with generally accepted professional engineering practice. We make no other warranty, either express or implied. 7420 Trade St. San Diego, Ca. 92121 • (858) 549-7222 • FAX: (858) 549-1604 M99CS001128M 1/00 Construction Inspections & Materials Testing Consulting 10444 Flanders Cove Cell / Voice Mail (619) 261-0984 San Diego, CA. 92126 Fax (858) 693-3211 SPECIAL INSPECTIONS UNLIMITED Job No.For Week Ending JNQ REGISTERED INSPECTORS' DAILY REPORT 1 ; / TYPE OF I""] Reinforced Concrete Structural Steel Assembly: [~| Fire Proofing INSPECTION M Post Tensioned Concrete n Shop Welding H Epoxy Anchors REQUIRED £] Reinforced Masonry Q Field Welding [] High Strength Bolting JobAddress |-r»OA /• VJ * i — il A t A, \i City /"j Job Name Permit No. Type of Structure Architect Material Description (type, grade, source) A -, ,-*. ^ \ Engineer "S?1/ •- f" -f-itf -" "^ ^ ~"? *5 Contractor Inspector (sj Name ".<<sA>» . i ^i^j^ .v .5 \"^. <r y ^i Sub Contrs < A i^p-A-r* /* L2 [--, (/'/; •}<""<••" P)an File O//-i*.^r j,^ ^ L.i'r ctor INSPECTION SUMMARY— LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN. WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. INCLUDES INFORMATION ABOUT AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER, TYPE & f~} IDENT, NO'S OF TEST SAMPLES TAKEN: STRUCT, CONNECTIONS (WELD MADE H. T. BOLTS TORQUED) CHECKED, ETC. VfM rn n *A r-O *SPt t j At . i f'J- Jf \Jpt\ Of r-Pc)x ^/ PH :> i \s> c . -) i j \.t}«\ D, \.f jf r j^ f T j i i ', fr ,1 i i ] iw\ j-fTii f M? i/\ fe^?f "i L,*7~ ^ ( ^vf / i/ ^ •/) / i >i / /-^ C;^#{A *t ;A,e^c^ A jo /Of^ % f ^s / ~) Ch ifavlJL-ftfrt ft fU (} A- tf} $i\M f \&>\ ^-7 -•) f* /tf ^r ( j JA t ' T i? K .) , :J/7 (.^L Att-Wf'-J ~~i >/ -z/ /?/ /'r A/ /^rrv^r/Jr" £)£" " /-pJx -/ ^Lf-f CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE OBSERVED TO THE BEST OF MY KNOWLEDGE ALL OF THE ABOVE REPORTED WORK UNLESS OTHERWISE NOTED. I HAVE FOUND THIS WORK TO COMPLVWOKAPPROVEDPLANS. SPECIFICATIONS AND APPLICABLE SECTIONS OF THE Continues on next page Q PAGE OF jn / SteNATURTOF REGISTERED INSPECTORSPI DATE iLJ. SPECIALTY CERT NO.CITY/SAN DIE GO # TIME IN TIME OUT REG. HOURS w O.T. HOURS CYLINDERS All Inspections based on a minimum of 4 hours and over 4 hours - 8 hour minimum in addition. 2 hour show-up minimum for job cencellations. Project Superintendent EsGil Corporation In Partnership wit A government for Quitting Safety DATE: March 1O, 20O4 JURISDICTION: Carlsbad PLAN CHECK NO.: 04-0259 SET: II PROJECT ADDRESS: 1380 Cynthia Lane PROJECT NAME: SFD for Thomas O IAPSHC.ANT P PLAN REVIEWER Q FILE The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person REMARKS: By: Bert Domingo Esgil Corporation D GA D MB D EJ PC Enclosures: 3/2/04 trnsmtJ.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 * Fax (858) 560-1576 EsGil Corporation In Partners/Up witfi government for Qui&fing Safety DATE: February 4, 2O04 Q AEPUCANT JURISDICTION: Carlsbad a PLAN REVIEWERa FILE PLAN CHECK NO.: O4-O259 SET:! PROJECT ADDRESS: 13SO Cynthia Lane PROJECT NAME: SFD for Thomas The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ><J The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. X] The applicant's copy of the check list has been sent to: Jim Thomas CARJ-S6AO, Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Jim Telephone #; (760) 519-6151 Date contacted: J-l 4 'oy (by: ^ ) Fax #: Mail ^ Telephone \— Fax In Person REMARKS: By: Bert Domingo Enclosures: Esgil Corporation D GA D MB D EJ D PC 1/27/04 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 *• San Diego, California 92123 + (858)560-1468 4- Fax (858) 560-1576 Carlsbad 04-0259 February 4, 2OO4 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 04-0259 JURISDICTION: Carlsbad PROJECT ADDRESS: 138O Cynthia Lane FLOOR AREA: 3398 SQ. FT. STORIES: TWO HEIGHT: REMARKS: DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION: ESGIL CORPORATION: 1/27/04 DATE INITIAL PLAN REVIEW PLAN REVIEWER: Bert Domingo COMPLETED: February 4, 2004 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that residential construction comply with the 2001 edition of the California Building Code (Title 24), which adopts the following model codes: 1997 UBC, 2000 UPC, 2000 UMC and 1999 NEC (all effective 11/1/02). The above regulations apply to residential construction, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad 04-0259 February 4, 2004 * PLANS 1. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). 3. Plans, specifications and calculations shall be signed and sealed by the California state licensed engineer or architect responsible for their preparation, for plans deviating from conventional wood frame construction. Specify expiration date of license. (California Business and Professions Code). This includes the truss layout shown on sheet A-10. • GENERAL RESIDENTIAL REQUIREMENTS 4. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.4 (see exceptions): For clarity, please show on the floor plans the affected glasses. a) Fixed and sliding panels of sliding door assemblies and panels in swinging doors other than wardrobe doors. b) Doors and enclosures for hot tubs, whirlpools, saunas, steam rooms, bathtubs and showers and in any portion of a building wall enclosing these compartments where the bottom exposed edge of the glazing is less than 60 inches above a standing surface and drain inlet. c) Fixed or operable panels adjacent to a door where the nearest exposed edge of the glazing is within a 24-inch arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60 inches above the walking surface. Carlsbad 04-0259 February 4, 2O04 • EXITS, STAIRWAYS, AND RAILINGS 5. Provide stairway and landing details. Sections 1003.3.3. a) Maximum rise is 7" and minimum run is 11". When the stairs serves less than 10 occupants, or serves an unoccupied roof, rise may be 8" maximum and run 9" minimum. 6. Handrails (Section 1003.3.3.6): a) Handrails are required on each side of stairways. Stairways less than 44" wide or stairways serving one dwelling unit may have one handrail (if not open on both sides).. Please see the lower steps. b) Stairways having less than four risers and serving one individual dwelling unit need not have handrails. Please see the lower steps. c) Handrails and extensions shall be 34" to 38" above nosing of treads and be continuous. d) The handgrip portion of all handrails shall be not less than 1-1/4 inches nor more than 2 inches in cross-sectional dimension. Handrails projecting from walls shall have at least 1-1/2 inches between the wall and the handrail. e) Except for private stairways, at least one rail shall extend 12" beyond top and bottom risers. f) Ends of handrails shall be returned or shall have rounded terminations or bends, 7. The walls and soffits of the enclosed usable space under interior stairs shall be protected on the enclosed side as required for one hour fire-resistive construction. Section 1003.3.3.9. • ROOFING 8. Specify on the plans the following information for the roof materials, per Section 106.3.3: a) Manufacturer's name. b) Product name/number. c) ICBO approval number, or equal. 9. Show the required ventilation for attics (or enclosed rafter spaces formed where ceilings are applied directly to the underside of roof rafters). The minimum vent area is 1/150 of attic area (or 1/300 of attic area if at least 50% of the required vent is at least 3 feet above eave vents or cornice vents). Show area required and area provided. Section 1505.3. 10. Note on the plans: "Attic ventilation openings shall be covered with corrosion-resistant metal mesh with mesh openings of 1/4-inch in dimension." Section 1505.3. Carlsbad 04-0259 February 4, 20O4 • GARAGE AND CARPORTS 11. Doors may open into the garage only if the floor or landing in the garage is not more than one inch lower than the door threshold. Section 1003.3.1.6. • FOUNDATION REQUIREMENTS 12. Investigate the potential for seismically induced soil liquefaction and soil instability in Seismic Zones 3 and 4. This does not apply to detached, single- story dwellings. Section 1804.5 13. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents. 14. The following anchor bolt requirements shall apply in Seismic Zones 3 and 4, per Section 1806.6.1: a) The minimum nominal anchor bolt diameter shall be 5/8-inch (for Seismic Zone 4 only). Note: This will require a minimum distance from the ends of sill plates to be 4-3/8" (and a maximum of 12"). b) Plate washers (minimum size of 2" x 2" x 3/16") shall be used on each anchor bolt. 15. If hold downs are required, note on plan that hold down anchors must be tied in place prior to foundation inspection. Section 108.5.2. * FRAMING 16. Show or note fire stops at the following locations per Section 708.2.1: a) In concealed spaces of stud walls and partitions, including furred spaces, at the ceiling and floor levels and at 10 foot intervals both vertical and horizontal; b) At all interconnections between concealed vertical and horizontal spaces such as occur at soffits, drop ceilings and cove ceilings; c) In concealed spaces between stair stringers at the top and bottom of the run and between studs along and inline with the run of stairs if the walls under the stairs are unfinished; 17. Per UBC Section 2321.4, provide the following note on the plans if trusses are used: "Each truss shall be legibly branded, marked or otherwise have permanently affixed thereto the following information located within 2 feet of the center of the span on the face of the bottom chord: a) Identity of the company manufacturing the truss. b) The design load. c) The spacing of the trusses." Carlsbad O4-O259 February 4, 20O4 18. Specify plywood and/or particle board thickness, grade and panel span rating. Table 23-II-E-1. • ELECTRICAL (NATIONAL ELECTRICAL CODE) 19. For a single-family dwelling unit (and for each unit of a duplex), show that at least one receptacle outlet accessible at grade level will be installed outdoors at the front and back of the dwelling. NEC Art. 210-52 (e). This receptacle must be GFCI protected. 20. Per NEC Art. 210-11(c)3, note on the plans that bathroom circuiting shall be either: a) A 20 ampere circuit dedicated to each bathroom, or b) At least one 20 ampere circuit supplying only bathroom receptacle outlets. 21. All bedroom branch circuits now require arc fault protection. Note clearly on the plans that "Bedroom branch circuits will be arc fault circuit protected." NEC Art. 210-12(b). • ENERGY CONSERVATION 22. Note on the plans: "The manufactured windows shall have a label attached certified by the National Fenestration Rating Council (NFRC) and showing compliance with the energy calculations." 23. Please have the designer show the recommended R value for the insulation of the roofs and the walls on section A-A. 24. Please have the owner sign the space provided for on the CF-1R form. • MISCELLANEOUS 25. It seems that there are drag collectors shown on the roof framing plan but not shown on the truss layout. The drag collectors on the framing plan should show the designed force. 26. The detail 9/A-15 does not show the diaphragm would transmit the lateral load to the resisting elements. 27. Page 2 of the calculations shows 18 PSF for the DL but, the rafter's loading shows differently. 28. There are 2 RB6 & RB7 shown on the roof framing plan with different loading condition and size. 29. The roof framing plan shows RB5 but seems no size shown. Carlsbad O4-0259 February 4, 20O4 30. Please show where the RB8 would be on the roof framing plan. 31. Page 16 of the calculations shows garage floor beam # 6 but seems not shown. 32. Please show on the framing plan where the recommended 2x6 studs would be. 33. Please show what is the 12 within the hexagonal geometry and the 4 in the square. 34. The cross referenced detail 10/A15 to the east of the master suite indicated the wall as shear wall but not reflected on the framing plan and in the calculations. Please see the adjacent detail 7/A-14 also. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes Q No Q The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Bert Domingo at Esgil Corporation. Thank you. Carlsbad O4-O259 February 4, 2004 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 04-0259 PREPARED BY: Bert Domingo DATE: February 4, 2O04 BUILDING ADDRESS: 1380 Cynthia Lane BUILDING OCCUPANCY: R3 TYPE OF CONSTRUCTION: VN BUILDING PORTION House Garage Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq.Ft.) 3398 685 cb Valuation Multiplier 82.00 23.00 By Ordinance Reg. Mod. VALUE ($) 278,636 15,755 294,391 $1,147.16 Plan Check Fee by Ordinance Type of Review: Q Repetitive FeeRepeats Complete Review D Other •—I Hourly Structural Only Hour* Esgll Plan Review Fee $745.65 $642.41 Comments: Sheet 1 of 1 macvalue.doc City of Car Is bad Public Works - Engineering BUILDING PLANCHECK CHECKLIST DATE: BUILDING ADDRESS: _ PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER: PLANCHECK NO.: CB C EST. VALUE: ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. QL Right-of-Way permit is required prior to construction of the following improvements: AL DENIAL j attached report of deficiencies mark^5 wiffi Cl^Make necessary corrections to plans or specificatl5ns for compliance with applicable codes and standards. Submit corrected plans and/or specifications to thl^ffice for review. By: By: Date: Date: Date: l//(*/fa: fI By: FOR OFFICIAL USE/ONLY NGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT: Date: ATTACHMENTS D Dedication Application LJ Dedication Checklist H improvement Application D Improvement Checklist D Future Improvement Agreement D Grading Permit Application D Grading Submittal Checklist D Right-of-Way Permit Application n Right-of-Way Permit Submittal Checklist1-1 and Information Sheet U Sewer Fee Information Sheet ENGINEERING PERT. CONTACT PERSON Name: KATHLEEN M. FARMER City of Carlsbad Address: 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: (760) 602-2741 CFD INFORMATION Parcel Map No: Lots: Recordation: Carlsbad Tract: CA 92008|-7314 • (76O) 6O2-2720 • FAX (760) 602^8568 BUILDING PLANCHECK CHECKLIST D D 3. SITE PLAN 1. Provide a fully dimensioned site plan drawn to scale. Show: Arrow Existing & Proposed Structures xisting Street lmprovements-$ rpperty Lines- t-n asements on site plan: Right-of-Way Width & Adjacent Streets Driveway widths xisting or proposed sewer lateral xisting or proposed water service xisting or proposed irrigation service ainage Patterns uilding pad surface drainage must maintain a minimum slope of one ercent towards an adjoining street or an approved drainage course. DD THE FOLLOWING NOTE: "Rnish grade will provide a minimum positive drainage of 2% to swale 5' away from building." CTof>» Une±} Existing & Proposed Slopes and Topography^5^^ @J-uAt lo' £n*Jfr.'ctf fi>$ Size, type, location, alignment of existing or proposed sewer and water service (s) that serves the project. Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception. Sewer and water laterals should not be located within proposed driveways, per standards. — S«^-«A cJUa^vC*: /OVJLL^U* tb Clxx- E-o-to (V^<v^> c-O^^.- / Include on title sheet: t/H£c<JUL- A. Site address B. Assessor's Parcel Number C. Legal Description For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION mWORnDOCSCHKLSTOUuing piandwdt CUM Foon (Gen*1c).<toc BUILDING PLANCHECK CHECKLIST 1ST )ND 3rd DISCRETIONARY APPROVAL COMPLIANCE D D 4a. Project does not comply with the following Engineering Conditions of approval for Project No. 4b. All conditions are in compliance. Date: D DEDICATION REQUIREMENTS 5. Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $15.000. pursuant to Carlsbad Municipal Code Section 18.40.030. Dedication required as follows: Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 Yz" x 11" plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax. Dedication completed by:Date: n IMPROVEMENT REQUIREMENTS 6a. All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $75.000. pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the H:\WORD\DOCS\CHKL5T\BuWlnB Plancfiecfc CMit Form [RIDDLE - HARVEY 7-1Z-00).doC R«v. 12/20/M BUILDING PLANCHECK CHECKLIST 1ST 2r )RD D D checklist must be submitted in person. Applications by mail or fax are not accepted. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit. Improvement Plans signed by:Date: 6b. Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $310 so we may prepare the necessary Future Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit. Future public improvements required as follows: D D D D D 6c. Enclosed please find your Future Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Future Improvement Agreement completed by: Date: 6d. No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adjacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. D GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11.06.030 of the Municipal Code. 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Iriclude accurate grading quantities (cut, fill import, export). -• cVV)_ b. Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached. NOTE: The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit. Grading Inspector sign off by:Date: 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) H:\WORDlDOCS\CHKLST\Building Plsncheck Cklst Foim (GENERIC 7.1*-00).doc BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD Q D D 7d -No Grading Permit required. D D D 7e-lf grading is not required, write "No Grading" on plot plan. MISCELLANEOUS PERMITS D D D 8. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. Right-of-Way permit required for: D D 9- INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, , located at 5950 El Camino Real, Carlsbad, CA 92008. District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List. You may telephone (760) 438-2722, extension 7153, for assistance. Industrial Waste permit accepted by: Date: D D D 10. NPDES PERMIT Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit. The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas. Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever occurs first. O 11. Q^equired fees are attached Q No fees required WATER METER REVIEW D D D 12a- Domestic (potable) Use Ensure that the meter proposed by the owner/developer is not oversized. Oversized meters are inaccurate during low-flow conditions. If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used. • All single family dwelling units received "standard" 1" service with 5/8" service. H:\WORiyDOCSVDHKLSTauldinB Plw«*>«kCM« Form <O«iwk:).doe t- R«v.T/1*00 BUILDING PLANCHECK CHECKLIST 1ST >ND )RD n D n • If owner/developer proposes a size other than the "standard", then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm). A typical fixture count and water demand worksheet is attached. Once the gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for the unit. • Maximum service and meter size is a 2" service with a 2" meter. • If a developer is proposing a meter greater than 2", suggest the installation of multiple 2" services as needed to provide the anticipated demand, (manifolds are considered on case by case basis to limit multiple trenching into the street). 12b. Irrigation Use (where recycled water is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval. The developer must provide these calculations. Please follow these guidelines: 1. If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets. If so, at the water meter station, the demand in gpm may be listed there. Irrigation services are listed with a circled T, and potable water is typically a circled "W". The irrigation service should look like: STA 1+00 Install 2" service and 2. 3. 1.5: meter (estimated 100 gpm) If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach). Typically, Larry Black has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use. Once you have received a good example of irrigation calculations, keep a set for your reference. In general the calculations will include: • Hydraulic grade line • Elevation at point of connection (POC) • Pressure at POC in pounds per square inch (PSI) • Worse case zone (largest, farthest away from valve • Total Sprinkler heads listed (with gpm use per head) • Include a 10% residual pressure at point of connection In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA). As long as the project is located within the City recycled water mvyomnDOCSCHKLSTOufting PUnchMk CUM Fwm (Ovwricl -doc R*v. 7/1*00 ST RD BUILDING PLANCHECK CHECKLIST service boundary, the City intends on switching services/meters to a new recycled water line in the future. CD CD O 12c. Irrigation Use (where recycled water is available) these irrigation 1. Recycled water meters are sized the same as the irrigation meter above. 2. If a project fronts a street with recycled water, then they should be connecting to this line to irrigate slopes within the development For subdivisions, this should have been identified, and implemented on the improvement plans. Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees. However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge. If within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund. However, let the applicant know that we cannot guarantee the refund, and they must deal with the SDCWA for this. 13. Additional. Comments: H:\WORD\DOC5tCHKLSt1BulHlng Ptandwck CkM Fwm (G«r*ric).<toc D ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET Estimate based on unconfirmed information from applicant. Calculation based on building plancheck plan submittal. /Address: Prepared by: Bldg. Permit No. Checked by:Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: C> P ft Sq. Ft./Units: / Sq. Ft./Units: _Types of Use: APT CALCULATION^: List types and square footages for all uses. Types of Use: J^Vo Sq. Ft./Units: /O Types of Use:Sq. Ft./Units: EDU's: EDU's: ADT's: ADT's: FEES REQUIRED: WITHIN CFD: D YES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee) Q NO PARK AREA & #: ____D 1. PARK-IN-LIEU FEE FEE/UNIT:X NO. UNITS: D. 2. TRAFFIC IMPACT FEE ADT's/UNITS:FEE/ADT: D 3. BRIDGE AND THOROUGHFARE FEE (DIST. #1 ADT's/UNITS: X FEE/ADT: DIST. #2 D 4. FACILITIES MANAGEMENT FEE UNIT/SQ.FT.: D 5. SEWER FEE EDU's: / BENEFIT AREA: EDU's: ZONE:. X FEE/SQ.FT./UNIT: X FEE/EDU: D 6. SEWER LATERAL ($2,500) a 7. DRAINAGE FEES PLDA_ .^ fl X FEE/EDU: HIGH ACRES: D 8. POTABLE WATER FEES UNITS CODE CONNECTION FEE X FEE/AC: Word\Docs\MlsformstFe« Calculation Worksh«t 1 of 2 Rev. 7/14/00 . (5 X Layers Visible Active Surveyed City Boundary r Municipal Boundari<__ Beach Overlay Deferred Certificati Commerc Visitor Overlay Coastal Zone Street names Streets Facilities Drainage v| 3:23 PM City of Carlsbad Interactive GIS Map - Microsoft Internet _ ff X Layers Visible Active Surveyed F r city Boundarv r Municipal Boundary Beach Overlay Deferred Certificati Commerc Visitor Overlay Coastal Zone Street names Streets r r Facilities r r Drainage ^- .j. 3:24 PM 06/24/2004 06:50 FA! 17604394178 CITY OF CARLSBAD CITY OF CARLSBAD GRADING INSPECTION CHECKLIST FOR PARTIAL STTC RELEASE PROJECT LOTS REQUESTED FOR RELEASE- N/A-NOT APPLICABLE V= COMPLETE 0 «Incomplete or unacceptable 1st I/ IS t/ I/ i/ t/ 6^ ^ L/ 2nd. fm f S •"" / 1. 2. 3. 4. 5. 6. 7. 8. 9. Site access to requested tots adequate and logically grouped Site erosion control measures adequate. Overall site adequate for health, safety and welfare of public. Letter from Owner/Dev. requesting partial release of specific tots, pads orWog. 8%" x 11" site plan (attachment) showing requested tots submitted. Compaction report from sols enghear submitted. (If sods report has been submitted with a previous partial release, a letter from soils engineer referencing the soils report and identifying specific lots for release shall accompany subsequent partial releases). EOW certification of work done wfth finish pad elevations of specific tote to be released. Letter must state lot (s) is graded to within a tenth CD of the approved grading plan. Geologic engineer's letter if unusual geologic or subsurface conditions exist Fully functionaliflre hydrants wtthln 500 feet of building combusttotes and an all weather roads access to site is required. Partial release of grading for the above stated tots is approved for the purpose of budding permit issuance. Issuance of building permits is still subject to all normal requirements required pursuant to the budding permit process. Partial release of the site Is denied for the following reasons: Construction Manager JTRLBMASTER/FORMS/PARTSrTEJRM Date i f £ jj J^ D PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB Planner APN:_ Type of I Zoning:_ LAddress Phone (760)602- &Use: General Plan: Net Project Density:DU/AC Facilities Management Zone: _ L CFD (in/out) #_Date of participation:.Remaining net dev acres:. Circle One (For non-residential development: Type of land used created by this permit: ) Legend: ^ Item Complete Q Item Incomplete • Needs your action Environmental Review Required: YES NO TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: APPROVAL7RESO. NO. PROJECT NO. ____^_____ YES NO TYPE DATE OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: NO. Contact them at - 7575 Metropolitan Drive, Suite 103, Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES CA Coastal Commission Authority? YES If California Coastal Commission Authc San Diego CA 92108-4402; (619)^767-2370 Determine status (Coastal Permit Required or Exempt): Coastal Permit Determiwalion Form already completed? YES NO If NO, complete Coaslal Permit Determination Form now. Coastal PermTOetermination Log #: Follow-Up Actions: 1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). 2) Complete Coastal Permit Determination Log as needed. Inclusionary Housing Fee required: YESisX*NO (Effective date of Inclusionary Housing Ordinance - May 21,1993.) Data Entry Completed? YES -^NO (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) [ Site Plan: H:\ADMIN\eOUNTER\BldgRnchkRevChklst Rev 9/01 on n n n n ™n ^n 1. Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). 2. Provide legal description of property and assessor's parcel number. Policy 44 - Neighborhood Architectural Design Guidelines 1. Applicability: YES ^- NO 2. Project complies YES NO X] Zoning: 1. Setbacks: Front: Required "^-^ Shown Interior Side: Required r^> • ( Shown Street Side: Required *~~~ Shown Rear: Required /.**•. *&" Shown Top of slope: Required Shown lory structure setbacks: Required Required Structureyseparg 3. Lot Coverage: 4. Height: 5. Parking: required Required Required Required Spaces Required_ Shown Shown Shown Shown Shown. Shown Shown (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required , Shawn J&Additional Comments OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER H:\ADMlN\COUNTER\BIdgPlnchkRevChklst DATE Rev 9/01 CITY OF CARLSBAD COUNCIL POLICY STATEMENT Dated 10/10/89 Dated 08/26/97 General Subject: NEIGHBORHOOD ARCHITECTURAL DESIGN GUIDELINES Specific Subject: ESTABLISHMENT OF ARCHITECTURAL DESIGN GUIDELINES FOR THE DEVELOPMENT OF LIVABLE NEIGHBORHOODS policy No. 44^ Pate Issued 12/11/01 Effective Date 12/11/01 Cancellation Date Superseded No. 44 Copies to: City Council, City Manager, City Attorney, Department and Division Heads, Employee Bulletin Boards, Press. File. PURPOSE AND INTENT: The purpose and intent of the architectural guidelines is to ensure that a variety of architectural elements are incorporated into single-family homes and two-family structures so that they: a) are visually interesting, b) have sufficient building articulation to reduce their bulk and mass, c) are in scale to their lot size, and d) strongly contribute to the creation of livable neighborhoods. APPLICABILITY: * Single-family home remodels that cumulatively increase the useable living area (floor area) more than 40% shall comply with architectural guidelines 3, 7,13 and 14, * Aiiew individual single-family home shall comply with architectural guidelines 4, 5, 7, 13, and 14 (regardless of stated percentages) and one architectural guideline from numbers 1 through 3. * New single-family and two-family residential projects of 2-4 homes shall comply with architectural guidelines 4, 5, 7,13, and 14 (regardless of stated percentages) and one architectural guideline from numbers 1 through 3. * New single-family and two-family residential projects of 5 or more homes shall comply with all of the architectural guidelines. PROCEDURES: 1. Applicants for discretionary project applications or residential building permits »shall design projects/homes so that they comply with the guidelines. Each applicant shall provide documentation demonstrating compliance with this policy concurrent with the submittal of development/building permit applications, whichever occurs first. If an applicant wishes to propose an architectural style that complies with the Purpose and Intent of this policy and yet cannot comply with the requirements of the guidelines, the applicant may request deviations from any of the architectural guidelines to achieve an architectural design or style of equally superior quality. All such requests shall be fully justified specifying how the Purpose and Intent of this policy is being achieved. 2. Staff shall review projects/building permits for compliance with the guidelines and provide recommendations to the decision-makers regarding: a. Project compliance with the policy; b. Whether or not any requested deviations are justified; and, c. Whether or not the purpose and intent of the policy would still be achieved if a deviation is granted. ,3. t Decision-makers shall determine, on a case-by-case basis, whether the project complies with the ' intent of the policy to create livable neighborhoods. ARCHITECTURAL GUIDELINES: 1. A minimum of 15% (see Note #1 below) of the total number of homes shall be single-story structures. Single-story is defined as a maximum plate-line of 15 feet and a maximum building height of 20 feet. Lofts are permitted subject to CMC Section 21.04.330. As an alternative to encourage homes with alley-loaded garages, a minimum of 20% of the homes shall be single-story for the front 20% of the home (overall depth of house times 20%). 2. A maximum of 20% of the total number of homes are exempt from the requirement to have a single- story building edge. 3. The remaining 65% of the total number of homes shall comply with one of the following guidelines: • The home shall have a single-story building edge with a depth of not less than 8 feet and shall run the length of the building along one side except for tower elements. The roof covering the single- story element shall incorporate a separate roof plane and shall be substantially lower than the roof for the two-story element. Porches and porte-cochere elements shall qualify as a single-story edge. Houses with courtyards that are a minimum of 15 feet wide located along the side of the house and setback a minimum of 15 feet from the property line are not required to have a single- story building edge. • The home shall have a single-story building edge with a depth of not less than 5 feet and shall run the length of the building along one side. The roof of the single-story element shall be substantially lower than the roof for the two-story element of the building. « The home shall have a single-story building edge with a depth of not less than 3 feet for 40% of the perimeter of the building. For at least 66% of the homes in a project, there shall be at least three separate building planes on street side elevations of lots with 45 feet of street frontage or less and four separate building planes on street side elevations of lots with a street frontage greater than 45 feet. Balconies and covered porches qualify as a building plane. ** P^ftJ££. scp: A -<o A -7 The minimum offset in planes shall be 18 inches and shall include, but not be limited to, building walls, windows, porches and roofs. The minimum depth between the faces of the forward-most plane and the rear plane on the front elevation shall be 10 feet. A plane must be a minimum of 30 sq. ft. to receive credit under this section, y Rear elevations shall adhere to the same criteria outlined in Number 4 above for front elevations except that the minimum depth between front and back planes on the rear elevation shall be 3 feet Rear balconies qualify as a building plane. 6. For at least 66% of the homes in a project, one side elevation shall have sufficient offsets or cutouts so that the side yard setback averages a minimum of 8.5 feet. 0 At least 66% of exterior openings (door/windows) on every home in the project shall be recessed or projected a minimum of 2 inches and shall be constructed with wood, vinyl or colored aluminum window frames (no mill finishes). AD&JT& MOTE, UPDHUQ wnbo^ze-Heou^ A&OniD " POP-^UTS" TO uJl«J00njS^ 8. Fifty percent (50%) of the homes shall be designed with a covered front porch, open courtyard, or balcony (each with a minimum area of 60 square feet) located at the front of the dwelling. The front 9. 10. 11. 12. (and sides of porches shall be open except for required and/or ornamental guardrails. A variety of 'roof elements shall be provided over porches. Porches may not be converted to living space. Floor plans in a project shall exhibit a variety of roof ridges and roof heights within a neighborhood. Seventy-five percent (75%) of the homes must have a front entry to the home that is clearly visible from the street. Walkways from the front door to the street are encouraged. For projects of 30 or more dwelling units, a minimum of 3 different floor plans shall be provided. Each floor plan should have at least 3 different front elevations and 3 different exterior color schemes. Chimneys and chimney caps shall be in scale with the size of the home. No more than 2 chimneys shall be allowed for homes on lots in planned developments having an area less than 7,500 square feet.\ In addition to the previous requirements, a minimum of 4 of the design elements, such as those listed Wfable "A" below, shall be incorporated into the front building facade(s) of the home. If any elevation of the home is adjacent to and visible from a Circulation Element roadway, such elevation is also required to include 4 design elements such as those listed in Table "A" below. / *% Varied window shapes • , Dormers f ** Columns • Exterior wood elements Accent materials such as brick, stone, shingles, wood or siding B&CK i x/p/slfcflt TO Note #1: Fractional units of .5 or greater shall be rounded up to the next whole number and located in a manner to achieve the best project design as determined by the project planner. When a percentage of units is described in the guidelines, the intent is to have that percentage spread throughout the entire project. Knee braces Exposed roof rafter tails Arched elements Window and door lintels Towers CREST ENGINEERING 332 So. Juniper St., Ste 203-A., Escondido, CA 92025 Tel (760) 741-5255, Fax (760) 746-1461 October 19, 2004 TO WHOM IT MAY CONCERN: Ref: Calculations for Thomas Residence, dated 1/7/04, Add#l dated 2/1 1/04 and Add#2 dated 7/28/04 Site Address: 1380 Cynthia Lane, Carlsbad, CA Job # 20322-4 Subject: Addendum Number 3 We have augmented the above referenced calculations by this addendum, which shall take precedence over the original calculations where conflicts arise. The revisions included in this addendum cover minor plan revisions. Revise the approved plans and specifications as follows: 1. We have reviewed the manufactured truss calculations dated 9/7/04 by Escondido Roof Truss Co. for compliance with the structural design including sequence numbers 1857562, 1875997, 1857564, 1875998, 1875996, 1857566, 1857557, 1857567, 1857568, 1857569, 1857570, 1857571, 1857572, 1857573, 1857558, 1857559, 1857560, 1857561, and find that they comply with the attached second floor framing plan as revised. 2. Revise the floor plans by relocating the garage wing l'-0" east relative to the main wing in order to maintain building setbacks. All structural members remain in accordance with the calculations previously submitted. 3. Revise the location of the 3'-0" exterior garage door from the north wall to the west wall of the garage. All revised shear walls, straps and hcld-downs are adequate as originally designed. 4. Substitute Simpson HDQ-8 hold-downs for PB-44's located on the posts carrying RB-#5. Provide A- 307 threaded rod and Simpson SET epoxy installed in accordance with manufacturer's installation instructions and embedded 6" minimum, with 1-3/4" edge or end distance (minimum) and in accordance with section 3.8 of the structural specifications. 5. Substitute Simpson ABU-66 for PB-66's misaligned on posts under.RB-#7. Provide A-307 threaded rod and Simpson SET epoxy installed in accordance with manufacturer's installation instructions and embedded 6" minimum with 1-3/4" edge or end distance (minimum) and in accordance with section 3.8 of the structural specifications. If you should have any questions regarding this project, or any of your projects, please, do not hesitate to call. Sirujarely, .C. lacuanielio II R.C.E. 31794 Expires 12/31/04 i?S||s^S & pfJs'il^'Srs^s (5 is ^ §a a " ; ., gas* 5* , §• t 53s3as |$»! U I !i i Ssfcls *i.3 I PI AN J^IROBISON DESIGNS I^^BHH* '*n;! "s**»'"8 "A"" D',,. flt.anvio* ti 'lot* 1»i=-»»--i"» <5>|0OO«i!>>i HP 9V^«l fi imilll^»i!mi H l!i islhn Him hi!1 H1? ji in*1*if 1 Pi ills 2:* i !« s j ?!s R; * «s I ! ?^g* i r S 3 hi* 3 §5 r* u: » If !!i!*J a?0 R * i»« _Jfii |^S^: llfe^? 'i as HP » » » ISjfl i!!!il fif 1ST PL*N I JIM ROBISON DESIGNS arawr«ar±ta: i j !!g js J81 g®D>i5 6t §f ?i *5S«! Cill 59 jt» r *& : iU ! f4 *•28 S'h -1r'J -^ ^ 5" is> rt^ ?3^5 ;§* gi» *"S* »*IT 6a )tiP *Jl1^<i»i U11 ?3 iita s JifS-*2^ i • * ' "' 11 * i %?S! 'Ill'''SsJ s IMP FL0GR PLAN m ROBISONI DESIGNS CREST ENGINEERING 332 So. Juniper St., Ste 203-A., Escondido, CA 92025 Tel (760) 741-5255, Fax (760) 746-1461 July 28, 2004 TO WHOM IT MAY CONCERN: Ref. : Calculations for Thomas Residence, dated January 7, 2004, Add#l dated 2/1 1/04 Site Address: 1380 Cynthia Lane, Carlsbad, CA Job # 20322-3 Subject: Addendum Number 2 We have augmented the above referenced calculations by this addendum, which shall take precedence over the original calculations where conflicts arise. The revisions included in this addendum cover minor plan revisions. Revise the approved plans and specifications as follows: 1. Foundation details 1, 2 and 4, on sheet A- 15, show vertical steel bars with alternate bends tied to the bottom bars in the footing and the slab reinforcement at top. This steel is required for non-monolithic concrete pours only, and may be eliminated for monolithic concrete pours. The vertical steel shown is only required at stem walls as shown on detail 3 on sheet A- 15 of the approved plans. If you should have any questions regarding this project, or any of your projects, please, do not hesitate to call. Sincerely, U. C. lacuanielio II R.C.E. 31794 Expires 12/3 1/04 r CREST ENGINEERING 332 So. Juniper St, Ste 203-A., Escondido, CA 92025 Tel (760) 741-5255, Fax (760) 746-1461 STRUCTURAL CALCULATIONS For Thomas Residence 1380 Cynthia Lane Carlsbad, CA TABLE OF CONTENTS Structural Specifications Gravity Analysis Timber Loading Truss Connections Roof Beams and Rafters Floor Beams and Joists Posts and Balloon Frame Studs Lateral Analysis Loading & Diaphragm Design Shear Transfer Notes Lateral Force Distribution & Drag Struts Overturning on Shear Panels Perforated Shearwall Building Sketch Foundation Design Continuous Footings Pad Footings Details Shear Transfer Details Specialty Details Shear wall and Foundation Anchorage and Standard Notes 2 5 6 11 27 30 30 31 32 33 32 34 35 36 37 40 Approved: January 7,2004 U.C. lacuar.iello II R.C.E. 31794 exp. 12/31/04 /•*• . Roof Beamf 97 Uniform Building Code <91 NDSM Ver:6.00.5 Bv: U.C. lacuanietto II. Crest Engineering on. 02-11-2004 :12.52:44 AM Project: 20322 - Location: M.Bdrm Hdr (RB-#8)repl 3 5 IN x 11 25 IN x 12 0 FT / #2 - Douglas Fir-Larch - pry Use Section Adequate By: 47.4% Controlling Factor Section Modulus / Depth Required 9.27 in Deflections: Dead Load: Live Load:Total Load: Reaction* (Each End): .. Dvn_ UveLoad: ™"SS-Dsad Load' DL-KXH-ueao LUBQ. -_. o~.ns Total Load: 'L ^PBearing Length Required (Beam only, support capacity not checked): BL= Beam Data: . __ Span: . *-' Maximum Unbraced Span: £»~ Pitch Of Roof. Kf,~Uve Load Deflect. Criteria: u Total Load Deflect. Criteria: u Non-Snow Live Load: Roof Loaded Area: Live Load Method: Roof Loading: ., -_Roof Live Load-Side One: JTLI- Roof Dead Load-Side One: "Li- Tributary Width-Side One: TWI- Roof Live Load-Side Two: Roof Dead Load-Side Two: Tributary Width-Side Two: Roof Duration Factor: Wall Load: BeamSelfWeiflht: BSW- Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: La(J'" Beam Uniform Live Load: WL- Beam Uniform Dead Load: wD_ao_i- Total Uniform Load: w'" Properties For; #2- Douglas Fir-Larch Bending Stress. ">I Shear Stress: ^ Modulus of Elasticity: e ^ t;Stress Perpendicular to Grain: Fc_perp- Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.25 Cf*1.10 FV: Adjustment Factors: Cd=1.25 Design Requirements: Controlling Moment: 6.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear At a distance d from support. Critical shear created by combining alf dead and live toads. Comparisons With Required Sections. Section Modulus (Moment): 0.11 0,090.20 750 024 1674 0.77 fZO 0,0 0 240 180 75.0 One 20.0 18.0 6.25 20.0 18.0 0.01.25 32 10 12.0 125 154 279 87595 1600000 625 Fb'= Fv- V= Area (Shear): Moment of Inertia (Deflection): Sreq= S= Areq= A= 5023 1440 50.10 73.83 18.19 39.38 101.70 415.28 IN IN = L/1641 IN * U735 LB LB LB IN FT FT SF PSF PSF FT PSF PSF FT PLF PLF FT PLF PLF PLF PSI PSI PSI PSI 1203 PS! 119 PSI FT-LB LB (N3 IN3 IN2 1N2 JN4 IN4 User Added Notes: USE: 4x12 OF#2 continuous beam ^ Thomas Residence Project, Job # 20322 r* GENERAL NOTES and STRUCTURAL SPECIFICATIONS r-- ^ 1 GENERAL r^1.1 The Contractor shall verify all dimensions before commencing work, and notify the Engineer immediately of any ^ discrepancies found. _ 1.2 Specific notes and details shall take precedence over these General notes and the typical details in case of conflict. 1.3 Where no construction details are shown or noted for any pan of the work, the details used shall be the same as for •"" other similar work. ,_ 1.4 The design is based on the 1997 Uniform Building Code and the local building code. 1.5 Neither the Owner nor the Engineer will enforce safety measures or regulations The Contractor shall design. "" construct and maintain all safety devices, including shoring and bracing, and shall be solely responsible for ^ conforming to all local, state and federal safety and health standards, laws and regulations. 1.6 Design is based on: Dead Live ^ 1.6.1 Roof-Concrete Tile on manuf. wood trusses (4:12 pitch) IS.Opsf 16.0psf 1.6.2 Floor- Plywood sheeting over manuf. wood "I" joists 12.0 psf 40.0 psf 1.6.3 Deck- 2x Tongue & Groove over 2x joists 10.0 psf 60.0 psf ^ 1.6.4 Exterior Walls- Stucco over 2x4 framing 16.0 psf /^_ 1.6.5 Interior Partitions- Drywall over 2x4 framing 10.0 psf 1.6.6 Wind Loading per UBC 70 mph and Exposure "B" 12.1 psf /*"• 1.6.7 Seismic Loading-Zone 4 with coefficients as specified in Section 2.2 ^ 1.7 True copies of these specifications and calculations will all have the original signature of the engineer in blue ink and an imprint of his official seal on the cover sheet. s- r 2 FOUNDATION r- ^_ 2.1 Character of the foundation soil is based on the soils report by: Geotechnical Exploration, Inc., dated 9/24/2002. 2.2 Review of the "Active Fault Near-Source Zones Map" prepared by the California Department of Conservation '""" division of Mines and Geology indicate the project is located more than 15 kilometers from any type" A" or "B" ^ fault with type "Sd" soil assumed, from which is derived the following seismic coefficients: Na=1.0, Nv=1.0 Ca=0.40, and Cv=0.60 ^ 2.3 Soil characteristics are as follows: ^ 2.3.1 Maximum allowable soil pressure ' 2500 Ibs/sq. ft 2.3.2 Active Pressure (with level back fill) 38 Ibs/cu. fi ^ 2.4 Minimum depths below finished grades for footings shall be as follows (unless otherwise specified): ^ 2.4.1 Single story buildings, walls, square footings and piers in non expansive soils: ISmches 2.4.2 Two story buildings in non expansive soils: . 18 inches '"" 2.5 Minimum foundation steel shall consist of two (2) #4 bars located within 3" of the top of the footing or slab and ^ two (2) #4 bars located 3 inches from the bottom of the footing. 2.6 Footings in soils, determined by the Building Officials or the Engineer, to be expansive shall comply with the "" recommendations of the Soils Engineer in the Soils Report. 2.7 Where slopes are located adjacent to or in the vicinity of footings, provide a minimum of 7*-0" to daylight from the base of all footings. '" 2.8 All of the recommendations of the Soils Engineer contained in the Soils Report shall be complied with unless those ^ specified here or elsewhere are more restrictive. 2.9 Slab shall consist of 4 inches of concrete placed over 4 inches of clean sand with a 6 mil polyvmyl chloride (or """ equivalent) vapor barrier, with all laps sealed, located in center of the sand. Slab reinforcement shall consist of #3 ^_ bars placed at 18 inches on center in both directions and located in the center of the slab. 2.10 Prior to placement of concrete all of the footings shall be inspected by the Soils Engineer, who will verify the '"" design assumptions (i.e. bearing capacity etc.) of the fill material. Cretf Engineering 332 So. Juniper St., Ste 203-A.. Escondido. CA 92025. (760) 741-5255 Thomas Residence Project, Job # 20322 CONCRETE 3.1 Concrete shall have a minimum compressive strength in 28 days of 2500 psi. Cement shall comply with TYPE II. 3.2 Reinforcing shall comply with ASTM A-615 grade 60 for #8 bars and larger, grade 40 for #7 bars and smaller. Welded wire fabric shall comply with ASTM A-185, with a minimum lap of 6 inches or one full mesh whichever is greater. 3.3 It shall be permissible to substitute a metric size bar of Grade 300 for the corresponding inch-pound size bar of Grade 40, a metric size bar of Grade 420 for the corresponding inch-pound size bar of Grade 60. 3.4 It shall be permissible to substitute the following metric size bars for the equivalent inch-pound bars (in parenthesis), #10 (#3), #13 (#4), #16 (#5), #19 (#6), #22 (#7), #25 (#8), #29 (#9), #36 (#11), #43 (#14) and #57 (#18). 3.5 No pipes or ducts shall be placed in concrete columns, walls or slabs unless specifically detailed. 3.6 Reinforcing detailing shall conform to the Concrete Reinforcing Steel Institute "Manual of Standard Practice", the latest edition. 3.7 Reinforcing, anchor bolts and all other embedded items shall be securely held in position prior to placing concrete. 3.8 Epoxy type anchors, where specified, shall utilize Epoxy-Tie SET-High Strength Epoxy Adhesive, as manufactured by Simpson Strong-Tie Co., with ASTM A-307 threaded rod or ASTM A615 reinforcing bars and installed in accordance with the manufacturer's installation instructions and ICBO ER 5279. Special inspection is required during installation. 3.9 On interior bearing or shear walls " Simpson Strong-Tie Wedge-All Anchor" of the same diameter as the specified anchor bolts and of such length as to provide a minimum of 2-3/4 inch embedment, may be substituted for the specified anchor bolts if installed in accordance with manufacturer's instructions and ICBO ER 3631. Do not substitute the above for hotdown anchor bolts. 3.10 Walls and columns shall be doweled from supports with bars of the same si/.e and spacing. 3.11 Splice continuous reinforcing with 30 diameters or 18 inches minimum lap. 3.12 Typical concrete coverage of reinforcing: 3.12.1 Concrete cast against earth: 3 inches 3.12.2 Exposed to earth or weather, (#5 bars and smaller) 1 1/2 inches 3.13 All exposed concrete corners shall be chamfered 1/2 inch unless specified otherwise. 3.14 On all slabs, larger than 300 square feet in size, provide "Weakened Plane Joints" at a maximum spacing of twelve (12) feet on center in two directions at right angles to each other, and around the limits of all square or rectangular column footings in addition to where indicated on plans. The "Weakened Plane Joint" shall consist of a tooled or saw cut joint with a depth equal to one fifth (1/5) the thickness of the slab. 3.15 As an alternative to a monolithic pour of the foundation and slab, the contractor may place the concrete foundation separate from the slab provided that he complies with the following requirements: 3.15.1 Submit the proposed plan in writing to the Architect and to the Engineer for approval. The plan will contain but not be limited to, a list of embedded hardware items with their location and minimum embedment depth, the location of all cold joints, weakened plane joints and pad footings, and the limits of each of the intended pours; 3.15.2 Pour all pad footings to finish grade and provide one half (1/2) inch impregnated felt expansion material, located flush with the finish gradt at all cold joints around the pad footing: 3.15.3 Place all embedded items their full minimum required embedment depth into the footing, (NOTE: this will necessitate longer anchor bolts or larger straps in most cases). TIMBER 4.1 Framing lumber shall be Douglas Fir/Larch and shall be grade marked as follows (unless otherwise specified): 4.1.1 Studs and light framing "Construction" or "Stud"; 4.1.2 Joists and rafters "No. 2"; 4.1.3 Posts, beams and planks "No. 1"; 4.1.4 2x4 studs over 10 feet in height "No. 1". Oes* Engineering 332 So. Juniper St., Ste 203-A., Escondido. CA 92025, (760) 741-5255 ^ Thomas Residence Project, Job # 20322 " 4.2 All plywood shall be Douglas Fir conforming to PS-1 -74 with exterior glue except where permanently exposed, use exterior grade. Plywood nails of the same gauge, or larger, as common wire nails with lengths at least equal to one half the length of common wire nails required plus the thickness of the plywood, shall be used unless specified -" otherwise. __ 4.3 Oriented Strand Board conforming to APA specifications for structural panels of the same thickness and rating specified may be substituted for plywood. -*~ 4.4 Sill plates on concrete shall be Douglas Fir, pressure treated with 5/8 inch diameter anchor bolts, 12 inches long ^ spaced 4 feet on center maximum at all bearing walls, and '/> diameter anchor bolts. 10 inches long spaced 6 feet on center at all npnbearing interior walls. Provide 2"x2"x3/16" thick plate washers on each bolt. Shot pins placed ^ at 32 inches on center may be substituted for sill plate anchor bolts at interior nonbearing walls only. ^ 4.5 Shot pins shall be manufactured by Ramset Fastening Systems and installed according to I.C.B.O. research report 1639. For attaching 2x wood members to concrete, use 0.218 inch diameter 3-5/16 inches long with 3/8 inch /- diameter head and 3/4 inch diameter washer 1/8 inch thick. 4.6 Top plates of all stud walls shall be doubled and the same size as the studs. Lap plates 4 feet minimum with at least 6-16d nails spaced 12 inches maximum on center on each side (unless specified otherwise). /•- 4.7 Solid block studs at 8 feet vertical intervals. _ 4.8 Place 2x solid blocking between all roof joists and rafters at supports. ' 4.9 Cross bridge or solid block between roof joists and rafters: /- 4.9.1 Over 10 inches deep-at center of span or 10 feet on center (whichever is smaller); 4.9.2 Over 8 inches deep but less than 10 inches in depth at 8 feet on center. 4.10 Bolts shall have 7 diameter minimum end distance and 4 diameter minimum edge distance and shall be spaced a ./— minimum of 4 diameters on center. All bolts shall be fitted with washers. Holes in wood shall be bored with a bit 1/32 to 1/16 inch larger than the bolt. 4.11 Do not bore or notch joists, rafters or beams, except where shown in details. Obtain the approval of the Engineer /— for any holes or notches not detailed. Holes through sills, plates, studs and double plates in interior bearing and shear walls shall not exceed 1/3 the plate or stud width and shall be located in the center of the stud or plate. 4.12 Plywood sheeting designed as a roof or fiobr diaphragm, shall be installed with the face grain perpendicular to — framing and with joints parallel to framing, joints parallel to framing shall be staggered. 4.13 Plywood or oriented strand board designed as vertical shear panels, shall be installed so that the minimum **"*" dimension of an individual sheet or sheets in any direction is two (2) feet, except when sheet extends over or under /- an opening in the wall. 4.14 Nailing, unless otherwise specified minimum connections shall be as detailed herein or comply with Table No. 23- II-B-1 Nailing Schedule of the Uniform Building Code, whichever is greater. ,— 4.15 Wood screws unless otherwise specified shall be Simpson "Strong-Drive" '/4"x 2" long installed in accordance with the manufacturer's recommendations and 1CBO -ER 5268. ^ 4.16 Steel framing connectors shall be manufactured by the Simpson Strong-Tie Company and installed in accordance s— with manufacturer's recommendations, unless alternate connectors have been approved by the Engineer prior to construction. Connections subjected to conditions of excessive moisture shall be hot-dipped galvanized. 4.17 Provide shear transfer through wood framing as follows: r~- 4.17.1 Roof: Provide 2x blocking between rafters/trusses at all supports with a minimum of (2)-16d nails into each rafter/truss and flat blocking with a minimum of (3)-16d nails into plates and support blocks or (2)- """ Simpson A-34 in each block. At gable ends, provide Simpson A-35 at 24" o/c between rafter/truss and /-* plate. 4.17.2 Floor: Nail bottom flange of plywood joists to top plate with lOd on each side of web and provide TJI blocking panels, Timberstrand rim joist or solid 2x rim joist, edge nail plywood to rim joist and joist and ,— attach rim joist to top plates with A-35F or LTP-4 spaced at 24" on center or two per block. Where joists run parallel to wall, provide Simpson A-35 at 24 inches o/c tie at rim joist to plate connection. 4.18 Wood "I" Joists, shall have flanges composed of MICRO=LAM laminated veneer lumber chords such as ,— manufactured by Trus Joist Corporation, a; specified in Report No. NER 126. Moisiurc content shall be between 7 and 16 percent. ^ 4.19 Wood "I" Joists, hall have plywood web material complying with PS 1-83 or Slurdiwood oriented strand board or >~- other recognized equal which complies with APA and Trus Joist Corporation applicable standards as substantiated by performance verified testing data and verified by an independent testing agcnc> The Slurdiwood panels are r-Crest Engineering 332 So. Juniper St., Ste 203-A., Escondido. CA 92025. (760) 741-5255 ^ 4 . Thomas Residence Project, Job # 20322 produced under a quality control program with inspections by the American Plywood Association (NER-108). Wood *T' Joists approvals are covered by PFC-4354. GLUED LAMINATED WOOD 5.1 Unless otherwise specified, Glued Laminated Wood beams shall be Douglas Fir, combination 24F V8 in accordance with Section 2312 and Standards No. 23-10 and 23-11 of the U.B.C. and with AITC 203-70. Use exterior type adhesives unless otherwise noted. 5.2 Beams shall be "Industrial" appearance grade (2400F) unless other-wise specified. 5.3 All laminations for "Glu-Lam" beams shall be 1 1/2 inches and of the width shown or noted. All laminations shall be parallel to the bottom edge of the beam. 5.4 Provide standard cambers except as noted on the drawings or calculations. 5.5 The Glue Laminated Wood Fabricator shall furnish shop drawings for the Engineer's review before fabrication. 5.6 Parallel Strand Lumber (PSL) beams specified in the calculations refer to PARALLAM brand PSL beams manufactured from strands of wood fiber glued up in a continuous process with all strands of wood oriented lo the length of the member as manufactured by Trus Joist MacMillan Corporation as specified in Report No NER-481 and ER4979. 5.7 Laminated Veneer Lumber (LVL) beams specified in the calculations refer to MICROLLAM brand parallel laminated veneer lumber utilizing 1/10 inch or 1/8 inch thickness Douglas Fir veneer glued up in a continuous process with all grain parallel with the length of the member, as manufactured by Trus Joist MacMillan Corporation as specified in Report No. NER-481 or GP LAM brand beams manufactured by Georgia-Pacific Corporation (ICBO Report No. 4816). 5.8 Two Laminated Veneer Lumber beams, 12 inches in height or less, may be used together provided that they are nailed together with two rows of 16d nails at 12 inches on center staggered. Beams greater than 12 inches in height shall have three rows of 16d nails at 12 inches on center staggered. METAL PLATE CONNECTED MANUFACTURED WOOD TRUSSES 6.1 The design and fabrication of metal plate connected wood trusses shall be in accordance with ANSI/TP1 1-195. 6.2 No field modifications of metal plate connected wood trusses including cutting, trimming, notching or boring of holes may be done without the written authorization of the Engineer and the manufacturer. 6.3 Installation and bracing shall be in accordance with manufacturer's recommendations. 6.4 Multiple ply trusses shall be attached to each other in accordance with the manufacturer's recommendations. 6.5 Connection of trusses to framing shall be as follows unless otherwise specified: 6.5.1 Provide Simpson H-2.5 at all truss to bearing wall connections for all single ply trusses. 6.5.2 Hang single trusses with Simpson THA-29. 6.5.3 Hang hip jacks to the hip set girder with Simpson THJA-26 6.5.4 Support multiple-ply trusses on multiple 2x's.with (2) Simpson TBE-4.-one each side of truss, at wall plate supports. 6.5.5 At non-bearing walls provide lateral support to single ply trusses with Simpson STC at each truss and Simpson HTC-4 at multiple ply trusses. MISCELLANEOUS 7.1 Gypsum wallboard, unless otherwise specified shall be 1/2 inch thick and applied to unblocked framing It shall be nailed with 5d cooler nails at all studs (spaced a maximum of 16 inches on center), and top and bottom plates at 7 inches on center maximum. 7.2 Stucco siding shall consist of 7/8 inch thick material, composed of expanded metal or woven wire lath and Portland cement plaster. It shall be unblocked unless otherwise specified and nailed with No 11 gauge. 1/2 inch long. 7/16 inch head nails or No. 16 gauge staples with 7/8 inch legs, at 6 inches on center. Crest Engineering 332 So. Juniper St. Ste 203-A.. Escondido. CA 92025. (760) 741-5255 r r- r*- /•*• Roof RafterT 97 Uniform Buildina Code (91 NDS) 1 Ver: 5.07 , Bv: U.C. lacuaniello II. Crest Engineering on: 01 -07-2004 :1:09:49 PM Project: 20322 - Location: LIVING/DINING RM RAFTERS <RB-#1)Summary: 1.5 IN x 7.25 IN x 13.0 FT (11 + 2) (Actual 15.6 FT) O. 24 O.C. 1*2 • Douaias Fir-Larch - Dry Use Section Adequate By: 78.6% Controlling Factor: Section Modulus / Depth Required 5.47 InInterior Span Deflections: Dead Load: DLD-lntenor= Live Load: LLD-lnterior= ^ ~ «T(?at L?2d: TLD-tnterior-Eave Deflections (Positive Deflections used for design): Dead Load: DLD-Eave= Live Load: LLD-Eave= Total Load: TLD-£ave= Rafter End Loads and Reactions: LOADS Upper Live Load: 88 PLF Uooer Dead Load: 83 PLF Upper Total Load: 171 PLF Lower Live Load: 123 PLF Lower Dead Load: 120 PLF Lower Total Load: 243 PLFUpper Eauiv. Tributary Width: UTWea= Lower Equiv. Tributary Width: LTWeq=Rafter Data: Interior Span: L- Eave Span: L-Eave=Rafter Spacing: Spacinq=Rafter Pitch: Rp=Roof sheathing applied to top of joists-Top of rafters fully braced.Live Load Deflect. Criteria: \j Total Load Deflect. Criteria: \j Non-Snow Live Load: Roof Loaded Area: RLA= Live Load Method: Method =Rafter Loads: Roof Live Load: LL= Roof Dead Load: OL=Roof Duration Factor: Cd=Slope Adjusted Scans And Loads: Interior Soan: L-adi= Eaye Span. L-Eave-adi=Rafter Live Load: • wL-adi= Rafter Dead Load: wD-adj=Rafter Total Load: wT-adj=Properties For: #2- Doualas Fir-Larch Bending Stress: pD= Shear Stress: pv= Modulus of Elasticity: E=Stress Perpendicular to Grain: Fc-perp=Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=1.25 Cf=1.20 Cr=1.15FV: Fv-=Adjustment Factors: Cd=1.25 Design Requirements: Controlling Moment: M= 6.478 Ft from teft support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2Controlling Shear: v» 13.22 Ft from left support of span 2 (Center Span)Critical shear created by combining all dead toads and live toads on span(s) 2, 3Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): Srea=S=Area=A=lreq= 0.18 0.20 0.38 0.000.02 0.00 RXNS: 176 LB 166 LB 342 LB 246 LB 240 LB 486 LB 5.5 7.68 11.02.0 24.0 8.0 240 180 26.0 One 16.0 13.0 1.25 13.22 2.4 22 22 44 87595 1600000 625 User Added Notes: USE: 2x8 DF#2 e 24" o/c or 2x6 DF#2 G>. 16" o/c w/ H-2.5 at bearinq wall Hanq where req'd w/ LSU-26. For rafter spans less than 10' use 2x6 DF#2 @ 24" o/c. Provide 2x6 DF#2 ceiling joists <=>- spaced at 24" o/c max, for spans up to 12. _^ "^^ ^>fc 926 299 7.36 13.14 3.78 10.88 20.50 47.63 IN IN = L/794 IN = L/418 IN !N = 2L/3303 IN = 2L/57688820 FT FT FT FT IN O.C. SF PSF PSF FT FT PLF PLF PLF PSI PSI PSI PSI 1509 PSI 119 PSI FT-LB LB IN3 IN3 1N2 IN2 IN4 IN4 r* Multi-Loaded Beamf 97 Uniform Building Code (91 NDS) I Ver 6.00.2 By: U.C. lacuaniello II, Crest Engineering on: 01-07-2004 : 12:27:39 AM Project: 20322 - Location: Living Rm Beam (RB-#5r) Tnif- l«ie.+ ItJla^Millan Required 13.78 In DLD-Centen= LLD-Center= TLD-Center= LL-Rxn-A= DL-Rxn-A* TL-Rxn-A- BL-A= LL-Rxn-B= DL-Rxn-B= TL-Rxn-B= BL-B= L2= Lu2-Top= Lu2-Bottom= Cd* U U r- '3 5 IN x 14.0 IN x 16.0 FT / 2.0E Parallam - Trus Joist-MacMillan Section Adequate By: 4.9% Controlling Factor: Moment of Inertia / Depth Center Span Deflections: Dead Load: Live Load: Total Load: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load:Bearing Length Required (Beam only, support capacity not checked). Center Span Right End Reactions (Support B): Live Load: Dead Load: Total Load: .t . , . ..Bearing Length Required (Beam only, support capacity not checked): Beam Data: Center Span Length: Center Span Unbraced Length-Top of Beam: Center Span Unbraced Length-Bottom of Beam. Live Load Duration Factor: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load: Dead Load: Location (From left end of span): Properties For: 2.0E Parallam-Trus Joist-MacMillan Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension):Adjustment Factors: Cd=1.25 Cf=0.98 Fv1:Adjustment Factors: Cd=1.25 Design Requirements: Controlling Moment:7.68 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead toads and live loads Controlling Shear:At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): wL-2= wD-2= BSW= wT-2= PL1-2* PD1-2= X1-2* Fb= Fv= E= Fc_perp= Fb'= Fv'= M= on span(s) 2 span(s) 2 0.46 0.30 0.76 3153 4772 7925 3.02 2439 3804 6243 2.38 16.0 0.0 16.0 1.25 360 240 290 440 15 745 952 1291 2.0 2900 290 2000000 750 3563 362 IN IN = L/641 IN = L/252 LB LB LB IN LB LB LB IN FT FT FT PLF PLF PLF PLF LB LB FT PSI PSI PSI PSI PSI PSI 26145 FT-LB 7090 LB 88.04 114.33 29.34 49.00 762.78 800.33 IN3 IN3 IN2 IN2 IN4 IN4 r r- Roof Beamt 97 Uniform Building Code (91 NDS) 1 VarBv: U.C. Jacuanielto II, r'rest Engineering on: 01-07-2004 ; 1 Project: 20322 - Location: 5' WLY WALL HEADER (RB-#6) Summary: 3.5 IN x 9.25 IN x 5.5 FT (Actual 7.2 FTW #2 - Doualas Fir-Larch - Dry Use Section Adequate By: 65.6% Controlling Factor: Area / Depth Required 6.62 In Deflections: Dead Load: Live Load: Total Load:Reactions (Each End): Live Load: Dead Load: Total Load' Bearing Length Required (Beam only, Support capacity not checked): Beam Data:Span:Maximum Unbraced Span: Beam End Elevation Dlff.: Pitch Of Roof: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Non-Snow Live Load:Roof Loaded Area: Live Load Method: Roof Loadina:Roof Live Load-Side One: Roof Dead Load-Side One: Tributary Width-Side One: Roof Live Load-Side Two: Roof Dead Load-Side Two: Tributary Width-Side Two: Roof Duration Factor. Wall Load:Beam Self Weight: Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Beam Uniform Live Load: Beam Uniform Dead Load: Total Uniform Load: Properties For: #2- Douglas Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain:Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=V25 Cf=1.20 Fv1: Adjustment Factors: Cd=1.25 Design Requirements: Controlling Moment: 3.617 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At suDDort. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): 5.07:09:46 PM DLD= LLD= TLD= LL-Rxn= DL-Rxn= TL-Rxn= BL- L- Lu- EL= RP= U U RLA= Method = LL1- DL1 = TW1 = LL2= DL2= TW2= Cd= WALL= BSW= LadF wL= wD adi=Vr= Fb= Fv= E= Fc_perp= 0.05 0.02 0.07 535 1012 1548 0.71 5.50.0 4.7 8 240 180 115.8 One 16.0 18.0 14.0 16.0 18.0 2.0 1.25 16 8 7.23 148 280 428 875 95 1600000 625 IN IN * L/3517 IN = U1216 LB LB LB IN FT FT FT :12 SF PSF PSF FT PSF PSF FT PLF PLF FT PLF PLF PLF PSI PSI PSI PSI Fb'= FV= M= V= Sreg= S= Areo= A= lrea= 1313 PSI 119 PSI 2799 1548 25.59 49.91 19.55 32.38 34.17 230.84 FT-LB LB IN3 IN3 IN2 IN2 IN4 IN4 User Added Notes:Use: 4x10 DF#2 on 4x4 posts w/EPC-44 Prolec.: 20322 - Locrtion: M.BDRM & BON^SSummary: X Roof Beam! 97 Uniform Buildina Code (91 NDS) 1 Ver: 01-°MBM '' 1 5.07 :09:47 PM (Actual 8 FT> / #2 - Doualas Fir-Larch - Dry Us* Deflections- 135.0% Controlling Factor Section Modulus / Depth Required 4.73 In Dead Load: Live Load: Total Load:Reactions (Each End): Live Load: Dead Load: Total Load: Len91h Re°.u'red (Beam only, Support capacity not checked): /"*• Soan: Maximum Unbraced Span Beam End Elevation Diff : Pitch Of Roof: Live Load Deflect. Criteria: Total Load Deflect. Criteria" Non-Snow Live Load: Roof Loaded Area: Live Load Method: Roof Loadina: Roof Live Load-Side One: Roof Dead Load-Side One Tributary Width-Side One: Roof Live Load-Side Two. Roof Dead Load-Side Two Tributary Width-Side Two Roof Duration Factor-Wall Load: Beam Self Weiaht: Slope/Pitch Adjusted Lenaths and Loads Adjusted Beam Length: Beam Uniform Live Load: Beam Uniform Dead Load: Total Uniform Load Properties For: #2- Douglas Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.25 Cf=1.30Fv*: Adjustment Factors: Cd=1.25Design Requirements: Controlling Moment: 4.01 1 ft from left suooort Critical moment created by combining all dead and live loadsControlling Shear: At support. ...u01^681 shear created by combining all dead and live loads.Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): DLD= LLD- TLD= LL-Rxn= DL-Rxn= TL-Rxn= BL= L= Lu= ELS RP= Uu RLA= Method = LL1 = DL1 =TW1 = LL2= DL2= TW2= Cd= WALL= BSW= Ladi= wL= wD adj= "wT= Fb= Fv= E= Fc_perp= 0.07 0.03 0.10 263 506 771 0.35 6.5 0.0 4.7 6 360 240 50.1 One 16.0 18.0 4.2516.0 18.0 2.0 1.25 16 6 8.02 66 127 192 875 95 1600000 625 IN IN = U2799 (N=U956 LB LB LB IN FT FTFT SF PSF PSF FT PSF PSF FT PLF PLF FT PLF PLF PLF PSI PSI PSI PSI User Added Notes: Use: 4x8DF#2 Fb'= M= V= Sreq= S= Areq= A= lrea=1= 1422 PSI 119 PSI 1546 771 13.05 30.66 9.74 25.38 27.90 111.15 FT-LB LB IN3 IN3 IN2 IN2 IN4 IN4 s~ Multi-Loaded Beam! 97 Uniform Building Code (91 NDS) 1 Ver: 5.07 Bv: U.C. lacuaniello II, Crest Engineering on: 01-07-2004 :1:09:48 PMProtect: 20322 - Location: DINING RM PORCH BEAM (RB-#8) *~~ Summary: 3.5 IN x 7.25 IN x 11.0 FT / #2 - Douglas Fir-Larch - Dry Use .>— Section Adequate By: 42.1% Controlling Factor: Section Modulus / Depth Required 6.08 InCenter Span Deflections: ^ Dead Load: DLD-Center= 0.17 IN Uve Load: LLD-Center= 0.14 IN = L/937 _ Total Load: TLD-Center= 0.31 IN = L/425^ Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 337 LB /* Dead Load: DL-Rxn-A= 413 LB Total Load: TL-Rxn-A= 751 LB/-- Bearing Length Required (Beam only, Support capacity not checked): BL-A= 0.34 IN Center Span Right End Reactions (Support 8): ^ Live Load: LL-Rxn-B= 499 LBDead Load: DL-Rxn-B= 595 LBTotal Load: TL-Rxn-B= 1094 LB ^ Bearing Length Required (Beam only. Support capacity not checked): BL-B= 0.50 INBeam Data: S* Center Span Length: L2= 11.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT r^ Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 11.0 FTLive Load Duration Factor: Cd= 1.25Live Load Deflect. Criteria: L/ 360/^ Total Load Deflect. Criteria: \j 240Center Span Loading:f~- Uniform Load: Live Load: WL-2= 32 PLF f Dead Load: wD-2= 36 PLF Beam Self Weight: BSW= 6 PLFTotal Load: wT-2= 74 PLF"^ Trapezoidal Load 1 _ Len Live Load: TRL-Left-1-2= 0 PLF/*• Left Dead Load: TRD-Lett-1-2= 0 PLFRight Live Load: TRL-Right-1-2= 88 PLF/- Right Dead Load: TRD-Right-1-2= 99 PLFLoad Start: A-1-2= 0.0 FT— Load End: B-1-2= 11.0 FTLoad Length: C-1 -2= 11.0 FTProperties For: #2- Douglas Fir-Larch r Bending Stress: Fb= 875 PSIShear Stress: Fv= 95 PSIf* Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc__perp= 625 PSI ^ Adjusted Properties Fb'(Tension): Fb'= 1422 PSI^ Adjustment Factors: Cd=1.25 Cf=1.30r FV: FV= 119 PStAdjustment Factors: Cd=1.25'"""" Design Requirements: Controlling Moment: M= 2557 FT-LB r- 6.05 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 ^ Controlling Shear: V= 1094 LBAt right support of span 2 (Center Span)Critical shear created by combining all dead loads and live loads on span(s) 2f^ Comparisons With Reguired Sections: Section Modulus (Moment): Srea= 2158 IN3 ^ S= 30.66 INS Area (Shear): Areo= 13.81 IN2 S- A= 25.38 IN2 Moment of Inertia (Deflection): lreg= 62.79 IN4 ^ ____^__________ l= 111.15 IN4 User Added Notes: -~ USE 4x8 DF#2 Beam on 4x4 DF#1 W/ECCQ-44SDS /"- ~ r* Ikuineu TJ-BMm(TM) 6.10 S«ral Number 7003005649 Floor Joists (FB-#1) 117/8"TJI®110@16"o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED \t of r* -17'*" Product Diagram i» Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 12.0 Dead SUPPORTS: 1 Parallam PSL Beam 2 Stud wall Input Bearing Vertical Reactions Width Length (Ibs) Llve/Dead/Upllft/Total 3.50" Hanger 469 / 1 41 / 0 / 61 0 Ply Depth Nailing Detail Depth 11 .88" N/A 3.50" 2.25"464 / 1 39 / 0 / 604 N/A N/A N/A H1: Top Mount Hanger A3: Rim Board Other None 1 Ply1 1/4"x11 7/8"0.8ETJ- Strand Rim Board® -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): H1: Top Mount Hanger,A3: Rim Board HANGERS: Simpson Strong-Tie® Connectors Support Model Slope Skew Reverse Flanges 1 Top Mount Hanger ITT11.88 0/12 0 N/A -Nailing for Support 1: Face: 2-N10 . Top 4-N10 , Member: 2-N10 DESIGN CONTROLS: Maximum Design Control Control Top Flange Top Flange Offset No Slope 0 Support Wood Species N/A Shear (Ibs) 589 589 1560 Vertical Reaction (Ibs) 589 589 1018 Moment (Ft-Lbs) 2505 2505 3015 Live Load Defl (in) 0.365 0.425 Total Load Defl (in) 0.475 0.850 TJPro 30 30 Location Passed (38%) Lt. end Span 1 under Floor loading Passed (58%) Bearing 2 under Floor loading Passed (83%) MID Span 1 under Floor loading Passed (L/559) MID Span 1 under Floor loading Passed (L/430) MID Span 1 under Floor loading Passed Span 1 -Deflection Criteria: STANDARD(LL:U480,TL:L/240). -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced a' "' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. PROJECT INFORMATION:-- -»^ Thomas Residence Job # 20322 OPERATOR INFORMATION: U. C. lacuantello II Crest Engineering 332 So. Juniper St. Ste203-A Escondido, CA 92025 Phone:760-741-5255 Copyright © 2003 by Trus Joist, a Weyerhaeuser Business TJI*,TJ-BeamB and Parallan* are registered trademarks of Trus Joist. e-I Joist"1, Pro" and TJ-Pro*" are trademarks of Trus Joist. Simpson Strong-Tie® Connectors is a registered trademark of Simpson Strong-Tie Company, Inc. E:\Documents and SettinqsXU. C. lacuaniello H\My Docuni9nts\Iemp\t0322\20227f jl .sms . TJ-BMmrTM) 6.10 Swift) Number 7003005648 UMr2 1/7/2004 12:35:57 PM Pag* 1 Engine Vmion: 110.3 Garage Floor Joists (FB-#2) 7/8"TJI®110@16"o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ns 12' Product Diagi am is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration. 12,0 Dead Vertical Loads: Application Comment Wall Load Floor Load Type Point(plf) Uniform(psf) Uniform(psf) Class Roof(1.25) Floor(I.OO) Roof(1.25) Live 148.0 40.0 20.0 Dead 271.0 12.0 0.0 Location 3'6" OTo3'6" 3'6" To 12' Replaces Adds To Deck Load SUPPORTS: Input Bearing Vertical Reactions Ply Depth Nailing Detail Width Length (Ibs) Depth LIve/Dead/UpllWTotal 1 Parallam PSL 3.50" Hanger 544/357/0/901 1 11.88" N/A Beam 2 Stud wall 3.50" 2.25" 520/196/0/716 N/A N/A N/A Other H1: Top Mount None Hanger A3: Rim Board 1 Ply 1 1/4" x 11 7/8" 0.8E TJ- Strand Rim Board® -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): H1: Top Mount Hanger,A3: Rim Board HANGERS: Simpson Strong-Tie® Connectors Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 1 Top Mount Hanger ITT11.88 0/12 0 N/A No 0 N/A -Nailing for Support 1: Face: 2-N10 , Top4-N10 , Member: 2-N10 DESIGN CONTROLS: Shear (Ibs) Vertical Reaction (Ibs) Moment (Ft-Lbs) Live Load Defl (in) Total Load Defl (in) TJPro Maximum 881 696 2522 Design 881 696 2522 0.153 0.238 52 Control 1950 1273 3769 0.287 0.575 30 Control Passed (45%) Passed (55%) Passed (67%) Passed (U904) Passed (L/579) Passed Location Lt. end Span 1 under Roof loading Bearing 2 under Roof loading MID Span 1 under Roof loading MID Span 1 under Roof loading MID Span 1 under Roof loading Span 1 -Deflection Criteria: STANDARD(LL:U480.TL:U240). -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. PROJECT INFORMATION: Thomas Residence OPERATOR INFORMATION: U. C- lacuaniello II Crest Engineering 332 So. Juniper St Ste 203-A Escondido, CA 92025 Phone: 760-741-5255 'Vopyiight © 2Ju3 Oy Trus Joist, a Weyerhaeuser Business TJI*,TJ-Beam® and Parallam® arc- i-iqistereO tra.Jemai k= of Trus •= 1 j.-'isi"1, 1 TV*" and TJ-f'ro*" arv tiadeniar krs -,.i Trua Joist. S : mvs in ;:r'Tia T i edS ""onnei-tors \* * rt-j : si -r —1 trademark •: S L:I : My Garage Floor Joists (FB-#3) !^»_T 11 7/8"TJI®110@16"o/cTJ-BwmfTM) B.10 SMM! Number: 7003005649 UMr 2 1/7/200412:34:42 PM _ _: rio.3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 12'Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group -Residential -Living Areas (psf): 40.0 Live at 100% duration, 12.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Point(plf) Roof(1.25) 92.0 207.5 4'6" - Wall Load Uniform(psf) Floor(1.00) 40.0 12.0 0 To 4' 6" Replaces Floor Load Unrform(psf) Roof{1.25) 20.0 0.0 4' 6" To 12' Adds To Deck Load SUPPORTS: Input Bearing Vertical Reactions Ply Depth Nailing Detail Width Length (Ibs) Depth Llve/Dead/Uplltt/Total 1 Parallam PSL 3.501' Hanger 462 / 272 / 0 / 734 1 11.88" N/A H1 Top Mount Beam 2 Stud wall 3.50" 2.25" 501/197/0/698 N/A N/A N/A Hanger A3: Rim Board Other None 1 Ply1 1/4"x117/8"0.8ETJ- Strand Rim Board® -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): H1: Top Mount Hanger,A3: Rim Board HANGERS: Simpson Strong-Tie® Connectors Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 1 Top Mount Hanger ITT11.88 0/12 0 N/A No 0 N/A -Nailing for Support 1: Face: 2-N10 , Top 4-N10 , Member: 2-N10 DESIGN CONTROLS: Shear (Ibs) Vertical Reaction (Ibs) Moment (Ft-Lbs) Live Load Defl (in) Total Load Defl (in) TJPro Maximum 714 678 2391 Design 574 678 2391 0.140 0.221 52 Control 1560 1273 3769 0.287 0.575 30 Control Passed (37%) Passed (53%) Passed (63%) Passed (U986) Passed (U624) Passed Location Lt. end Span 1 under Floor loading Bearing 2 under Roof loading MID Span 1 under Roof loading MID Span 1 under Roof loading MID Span 1 under Roof loading Span 1 -Deflection Criteria: STANDARD(LL:L/480,TL:L/240). -Deflection analysis is based on composite action with single layer of 19/32' Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced ai I' 8" o/c unless detailed otherwise Proper attachment and positioning of lateral bracing is required to achieve member stability. PROJECT INFORMATION: Thomas Residence OPERATOR INFORMATION: U.C. lacuaniello II Crest Engineering 332 So Juniper St Ste 203-A Escondido, CA 92025 Phone:760-741-5255 Copyright © 2001 by Trua Joist, a Hey«rha«user Business TJI»,TJ-Beam® and Parallam* are registered trademarks of Trus Joiat. e-I Joist*", Pro1" and TJ-Pro™ are trademarks of Trua Joist- Simpson Strong-Tie* Connectors is a registered trademark of Simpson Strong-Tie Company, Inc. E:\Docurnents and Sett irgs\U. C. lacuaniellc II\My Documents\Tenip\20322\-03;rf j J . sms Floor Joistf 97 Uniform Building Code (91 NDS) 1 Ver: 6.00.2 By: U.C. lacuaniello II, Crest Engineering on: 01-07-2004 : 12:27:42 AM Project: 20322 - Location: Deck Joists (FB-#3r) Summary: 1.5 IN x 5.5 IN x 6.0 FT (4.5 + 1.5 ) @ 24 O.C. /#2 - Douglas Fir-Larch - Dry Use Section Adequate By: 87.9% Controlling Factor: Area / Depth Required 4.29 In Center Span Deflections: Dead Load: DLD-Center= 0.00 IN Live Load: LLD-Center= 0 03 IN = L/1623 Total Load: TLD-Center= 0.04 IN = L/1458 Right Cantilever Deflections: Dead Load: DLD-Right= 0.00 IN Live Load: LLD-Right= -0.04 IN = 2U1014 Total Load: TLD-Right= -0.04 IN = 2L/961 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 270 LB Dead Load: DL-Rxn-A= 39 LB Total Load: TL-Rxn-A= 309 LB Bearing Length Reguired (Beam only, support capacity not checked): BL-A= 0.33 IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 410 LB Dead Load: DL-Rxn-B= 87 LB Total Load: TL-Rxn-B= 497 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.53 IN Dead Load Uplift F.S.: FS= 1.5 Joist Data: Center Span Length: L2= 4.5 FT Right Cantilever Length: L3= 1.5 FT Floor sheathing applied to top of joists-top of joists fully braced. Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 480 Total Load Deflect. Criteria: U 360 Center Span Loading: Uniform Floor Loading: Live Load: LL-2= 600 PSF Dead Load: • DL-2- 10.0 PSF Total Load: TL-2= 700 PSF Total Load Adjusted for Joist Spacing: wT-2= 140 PLF Right Cantilever Loading: Uniform Floor Loading: Live Load: LL-3= 40.0 PSF Dead Load: DL-3= 120 PSF Total Load: TL-3= 52.0 PSF Total Load Adjusted for Joist Spacing: wT-3= 104 PLF Properties For: #2- Douglas Fir-Larch Bending Stress: Fb= 875 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc-perp= 625 PSI Adjusted Properties Fb1 (Tension): Fb'= 1308 PSI Adjustment Factors: Cd=1.00 Cf=1.30 Cr=1.15 Fv': Fv'= 95 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 341 FT-LB 2.205 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live toads on span(s) 2 Controlling Shear: V= 278 LB At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2, 3 Comparisons With Reguired Sections: Section Modulus (Moment): Sreq= 3.13 IN3 S- 7.56 INS Area (Shear): Areq= 4.39 IN2 A= 825 IN2 Moment of Inertia (Deflection): lreq= 9.84 IN4 l= 20.80 IN4 User Added Notes: USE: 2x6 DF#2 &. 24" o/c (max) w/A-35 @ supports hang w/ LUP-26 where req'd. Multi-Span Floor Beam! 97 Uniform Building Code (91 NDS) 1 Ver: 5.07 Bv: U.C. lacuamello II. Crest Engineering on: 01-07-2004 :1:24:10 PM Project: 20322 - Location: KITCHEN BEAM (FB-#4) Summary:3 5 IN x 11.875 IN x 10.75 FT / 2.0E Parallam - Trus Joist-MacMillan Section Adequate By: 62.7% Controlling Factor: Section Modulus / Depth Required 9.41 In Center Span Deflections:Dead Load: UveLoad: Total Load: Center Span Lett End Reactions (Support A): Live Load: Dead Load: Total Load:Bearing Length Required (Beam only, Support capacity not checked): Center Span Right End Reactions (Support B): UveLoad: Dead Load: Total Load:Bearing Length Required (Beam only, Support capacity not checked): Beam Data: Center Span Length: Center Span Unbraced Length-Top of Beam: Center Span Unbraced Length-Bottom of Beam: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Uniform Load: Floor Live Load: Floor Dead Load:Floor Tributary Width Side One: Floor Tributary Width Side Two: Beam Self Weight: Wall Load: Total Live Load: Total Dead Load: Total Load: Properties For: 2.0E Parallam- Trus Joist-MacMillan Bending Stress: Shear Stress:Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb1 (Tension):Adjustment Factors: Cd=1.00 Cf=1.00 FV:Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment:5.375 Ft from left suDDOrt of span 2 (Center Span) Critical moment created by combining all dead toads and live loads on span(s) 2 Controlling Shear: At left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): DLD-Center= LLD-Center= TLD-Center* LL-Rxn-A= DL-Rxn-A= TL-Rxn-A= BL-A- LL-Rxn-B= DL-Rxn-B= TL-Rxn-B= BL-B= L2= Lu2-Top= Lu2-Bottom= Uu FLL-2= FDL-2= Trib-1-2= Trib-2-2= BSW= Wal(-2= wL-2= wD-2= «T-2= Fb* Fv= E= Fc_perp= Fb'= M= Area (Shear): Moment of Inertia (Deflection): Srea= S= Areg= A* lrea= 1= 0.08 0.18 0.26 3117 1435 4553 1.73 3117 1435 4553 1.73 10.75 0.0 0.0360 240 40.012.0 6.17 6331380 580 254 847 2900 290 2000000750 12235 4553 50.57 82.26 23.55 41.56243.14 488.41 IN IN = 1/723IN = L/495 LB LB LB IN LB LB LB IN FT FT FT PSF PSF FT FT PLF PLF PLF PLF PLF PSI PSI PSI PSI 2903 PSI 290 PSI FT-LB LB IN3 IN3 IN2 IN2IN4 IN4 User Added Notes: USE: 3-1/2x11 -7/8" 2.0E Parallam beam on 4x6 DF#1 posts W/ECCQ-46SDS Combination Roof and Floor Beamf 97 Uniform Buildina Code (91 By: U.C. lacuaniello II, Crest Engineering on: 01-07-2004 : Project: 20322 • Location: NOOK BEAM (FB-#5) Summary: 3.5 IN x 11.25 IN x 9.75 FT / #2 - Dowlas Fir-Larch - Drv Use Section Adequate By: 29.7% Controlling Factor: Section Modulus / Depth Required 9.88 In Deflections: Dead Load: Uve Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, Support capacity not checked): Beam Data: Span: Maximum Unbraced Scan: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Non-Snow Uve Load: Roof Loaded Area: Uve Load Method: Roof Loading: Roof Live Load-Side One: Roof Dead Load-Side One: Roof Tributary Width-Side One: Roof Live Load-Side Two: Roof Dead Load-Side Two: Roof Tributary Width-Side Two: Roof Duration Factor: Floor Loading: Floor Live Load-Side One: Floor Dead Load-Side One: Floor Tributary Width-Side One: Floor Live Load-Side Two: Floor Dead Load-Side Two: Floor Tributary Width-Side Two: Floor Duration Factor: Wall Load: Beam Loads: Roof Uniform Live Load: Roof Uniform Dead Load (Adjusted for roof pitch): Floor Uniform Live Load: Floor Uniform Dead Load: Beam Self Weight: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: Controlling Total Design Load: Properties For: #2- Douglas Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.25 Cf=1.10 FV: Adjustment Factors: Cd=1.25 Design Reguirements: Controlling Moment: 4.875 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At suoDort. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): NDS) 1 Ver: 5.07 1:24:08 PM DLD= LLD= TLD= LL-Rxn= DL-Rxn= TL-Rxn= BL= L> Lu= U U RLA- Method = RLL1 =RDL1 = RTW1 = RLL2= RDL2= RTW2- Cd-roof= FLL1 = FDL1 = FTW1 =FLL2= FDL2= FTW2=Cd-ftoor* WALL= wL-roof= wD-roof= wL-floor= wD-floor= BSW= wL= wD= wT= wT-cont= Fb=Fv= E* Fc_perp* Fb'= FV= 0.09 0.05 0.15 836 1503 23411.07 9.75 0.0 360 240 80.4 One 16.0 16.0 6.25 16.0 16.0 2.0 1.25 40.0 12-0 1,0 40,0 10,0 0,0 1.00 128 132 159 40 12 10 172 171480 480 875 95 1600000 625 1203 119 IN IN = L/2223 (N = L/796 LB LB LB IN FT FT SF PSF PSF FT PSF PSF FT PSF PSF FT PSF PSF FT PLF PLF PLF PLF PLF PLF PLF PLF PLF PLF PSI PSI PSI PSI PSI PSI M= V= Sreo= Area= A= lrea= 5706 2341 56.9173.83 29.57 39.38 125,16 415.28 FT-LB LB IN3 IN3 IN2 IN2 IN4 IN4 User Added Notes: USE 4X12 DF#2 on 4x4 DF#1 posts w/EPC-44 Multi-Loaded Beam! 97 Uniform Building Code (91 NDS) 1 Ver: 5.07 Bv: U.C. lacuantello II, Crest Engineering on: 01-07-2004:1.24:09 PM Project: 20322 - Location: N/S GARAGE FLOOR BEAM (FB-#6) Summary: 1.75 IN x 11.875 IN x 12.0 FT /1.9E Microllam - Trus Joist-MacMillan Section Adequate By: 13.1% Controlling Factor: Section Modulus / Depth Required 11.16 In Center Span Deflections: Dead Load: DLD-Center= Live Load: LLD-Center= Total Load: TLD-Center= Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= Dead Load: DL-Rxn-A= Total Load: TL-Rxn-A= Bearinq Length Reauired (Beam only, Support capacity not checked): BL-A= Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= Dead Load: DL-Rxn-B= Total Load: TL-Rxn-B= Bearing Length Required (Beam only, Support capacity not checked): BL-B= Beam Data: Center Span Length: L2= Center Span Unbraced Length-Top of Beam: Lu2-Too= Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= Live Load Duration Factor: Cd= Uve Load Deflect. Criteria: U Total Load Deflect. Criteria: \j Center Span Loading: Uniform Load: Uve Load: wL-2= Dead Load: wD-2= Beam Self Weight: BSW= Total Load: wT-2=Point Load 1 Live Load: PL 1-2= Dead Load: PD1-2= Location (From left end of span): X1 -2= Trapezoidal Load 1 Left Live Load: - TRL-Left-1-2= Left Dead Load: TRD-LefM -2= Right Live Load: TRL-RighM-2* Right Dead Load: - TRD-Right-1-2= Load Start: A-1.2= Load End: B-1-2= Load Length: C-l-2= Properties For: 1.9E Microllam- Trus Joist-MacMillan Bending Stress: Fb= Shear Stress: . Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc_perp= Adjusted Prooerties Fb1 (Tension): Fb'= Adjustment Factors: Cd=1.25 Cf=1.00 FV: FV«Adjustment Factors: Cd-1.25 Design Requirements: Controlling Moment: M= 3.48 Ft from left support of soan 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= At left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): Sreo= S= Area= A= lrea=l= 0,24 0.20 0.43 1360 1576 2935 224 573714 1268 0.98 12.0 0.0 12.0 1.25 360 240 10 12 6 28 1708 2068 3.5 30 0 30 0 0.0 3.5 3.5 2600 285 1900000750 3255 356 9861 2935 36.36 41.13 12.36 20.78 175.85 244.21 4° IN IN = L/735IN = 1/333 LB LB LB IN LB LB LB IN FT FT FT PLF PLF PLF PLF LB LB FT PLF PLF PLF PLF FT FT FT PSI PSI PSI PSI PSI PSI FT-LB LB 1N3 IN3 IN2 IN2 IN4 IN4 User Added Notes: USE: 1-3/4"x11-7/8" 1.9E Microlam Beam with (2) A-35 at wait support hang w/WP-11 Multi-Loaded Beamf 97 Uniform Building Code (91 NDS) 1 Ver 6.00.2 Bv: U.C. lacuaniello tl. Crest Engineering on: 01-07-2004 : 12:27:38 AM Project: 20322 - Location: E/W GARAGE FLOOR BEAM (FB-#7r) Summary: 3.5 IN x 16.0 IN x 19.5 FT / 2.0E Parallam - Trus Joist-MacMillan Section Adequate By: 7.3% Controlling Factor: Moment of Inertia / Depth Required 15.63 In Center Span Deflections: Dead Load: DLD-Center= Live Load: LLD-Center= Total Load: TLD-Center= Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= Dead Load: DL-Rxn-A= Total Load: TL-Rxn-A= Bearing Length Required (Beam only, support capacity not checked): BL-A= Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= Dead Load: DL-Rxn-B= Total Load: TL-Rxn-B= Bearing Length Required (Beam only, support capacity not checked): BL-B= Beam Data: Center Span Length: L2- Center Span Unbraced Length-Top of Beam: Lu2-Top= Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= Live Load Duration Factor: Cd= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Center Span Loading: Uniform Load: Live Load: wL-2= Dead Load: wD-2= Beam Self Weight: BSW= Total Load: wT-2= Properties For: 2.0E Parallam- Trus Joist-MacMillan Bending Stress: Fb- Shear Stress: Fv= Modulus of Elasticity: E-Stress Perpendicular to Grain: Fc_perp- Adjusted Properties Fb1 (Tension): Fb'= Adjustment Factors: Cd=1.00 Cf=0.97 Fv1: Fv*= Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 9.75 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreg-S= Area (Shear): Areq= Moment of Inertia (Deflection}: lreq= \n o*- 4° 0.30 0.61 0.90 4339 2140 6479 2.47 4339 2140 6479 2.47 19.5 0.0 19.5 1.00 360 240 445 202 18 664 2900 290 2000000 750 31585 5701 134.94 149.33 29.49 56.00 1113.44 1194.67 IN IN = L/386 IN = L/259 LB LB LB IN LB LB LB IN FT FT FT PLF PLF PLF PLF PSI PSI PSI PSI 2809 PSI 290 PSI FT-LB LB IN3 IN3 IN2 IN2 IN4 IN4 User Added Notes: USE: 5-1/4"x16" 2.0E Parallam Beam with on 6x6 DF#1 W/CCQ-66SDS in center & 4x6 DF#1 W/ECCQ-64SDS at wall. r Multi-Loaded Beamf 97 Uniform Building Code (91 NDS) 1 Ver: 6.00.2 By: U.C. lacuaniello II. Crest Engineering on: 01-07-2004 : 12:27:39 AM Project: 20322 - Location: E/W GARAGE FLOOR BEAM (FB-#8r) Summary: 3.5 IN x 16.0 IN x 11.0 FT / 2.0E Parallam - Trus Joist-MacMillan Section Adequate By: 83.7% Controlling Factor: Area / Depth Required 11.68 In Center Span Deflections: Dead Load: Live Load. Total Load: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Center Span Right End Reactions (Support B): Live Load: Dead Load: Total LoaJ: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Center Span Length: Center Span Unbraced Length-Top of Beam: Center Span Unbraced Length-Bottom of Beam: Live Load Duration Factor: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load: Dead Load: Location (From left end of span): Point Load 2 Live Load: Dead Load: Location (From left end of span): Point Load 3 Live Load: Dead Load: Location (From left end of span): Point Load 4 Live Load: Dead Load: Location (From left end of span): Properties For: 2.0E Parallam- Trus Joist-MacMillan Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb1 (Tension): Adjustment Factors: Cd=1.00 Cf=0.97 Fv1: Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 3.74 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireq- User Added Notes: USE: 3-1/2"x16" 2.0E Parallam Beam with on 4x6 DF#1 W/ECCQ-64SDS c& 40 DLD-Center= LLD-Center= TLD-Center= LL-Rxn-A= DL-Rxn-A= TL-Rxn-A= BL-A= LL-Rxn-B= DL-Rxn-B= TL-Rxn-8= BL-B= L2= Lu2-Top= Lu2-Bottom= Cd= U U wL-2= wD-2= BSW= wT-2= PL1-2= PD1-2= X1-2= PL2-2* PD2-2= X2-2= PL3-2= PD3-2= X3-2= PL4-2* PD4-2= X4-2= Fb* Fv= E= Fc_perp= Fb'= FV= 0.08 0.09 0.17 5003 4403 9406 3.58 2858 2232 5089 1.94 11.0 0.0 11.0 1.00 360 240 408 270 18 696 853 909 0.67 493 339 0.67 1360 1576 2.5 667 648 3.67 2900 290 2000000 750 2809 290 IN IN = U1466 IN = U797 LB LB LB IN LB LB LB IN FT FT FT PLF PLF PLF PLF LB LB FT LB LB FT LB LB FT LB LB FT PSI PSI PSI PSI PSI PSI 18619 FT-LB 5894 LB 7955 149.33 30.49 56.00 359.74 1194.67 IN3 INS IN2 IN2 IN4 IN4 Multi-Loaded Beam[ 97 Uniform Buildinp Code (91 NDS) 1 Ver: 6.00.2 By: U.C. lacuanieMo II . Crest Engineering on: 01-07-2004 : 12:27:36 AM Project: 20322 - Location: 2-CAR GARAGE DOOR HDR (FB-#9) Summary: 3 5 IN x 14.0 IN x 16.5 FT / 2.0E Parallam - Trus Joist-MacMillan Section Adequate By: 30.9% Controlling Factor: Moment of Inertia / Depth Required 12.8 In Center Span Deflections: Dead Load: DLD-Center= Live Load: LLD-Center= Total Load: TLD-Center= Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= Dead Load: DL-Rxn-A= Total Load: TL-Rxn-A= Bearing Length Required (Beam only, support capacity not checked): BL-A= Center Span Right End Reactions (Support B):Live Load: LL-Rxn-B= Dead Load" DL-Rxn-B= Total Load: TL-Rxn-B= Bearing Length Required (Beam only, support capacity not checked): BL-B= Beam Data: Center Span Length: L2- Center Span Unbraced Length-Top of Beam: Lu2-Top= Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= Live Load Duration Factor Cd- Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Center Span Loading: Uniform Load: Live Load: wL-2= Dead Load: wD-2= Beam Self Weight: BSW= Total Load: wT-2= Point Load 1 Live Load: PL1-2= Dead Load: - PDl-2= Location (From left end of span): Xl-2= Point Load 2 Live Load: PL2-2= Dead Load: PD2-2= Location (From left end of span): X2-2= Properties For: 2.0E Parallam- Trus Joist-MacMillan Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=1.00 Cf=0.98Fv': Fv'= Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 8.25 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead toads and live loads on span(s) 2 Controlling Shear: V= At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq=S= Area (Shear): Areq=A= Moment of Inertia (Deflection): lreq= 0.20 0.42 0.62 3612 1872 5485 2.09 3634 1894 5528 2.11 165 0.016.5 1.00 360 240 376 148 15 539 521 536 1.67 521 536 15.17 2900 290 2000000 750 19939 4905 83.93 114.33 25.37 49.00 611.26 800.33 IN IN = L/471 IN = L/320 LB LB LB IN LB LB LB IN FT FT FT PLF PLF PLF PLF LB LB FT LB LB FT PSI PSI PSI PSI 2851 PSI 290 PSI FT-LB LB IN3 INS IN2 IN2 IN4 IN4 User Added Notes:USE:3-1/2"x14" 2.0E Parallam Beam with on 4x4 DF#1 W/ECCQ-44SDS Multi-Loaded Beamf 97 Uniform Building Code (91 NDS) 1 Ver: 6.00.2 By U C lacuaniello II . Crest Engineering on: 01-07-2004 : 12:27:34 AM Project: 20322 - Location: 1-CAR GARAGE DOOR HDR (FB-#10r) Summary:3.5 IN x 9.25 IN x 8.5 FT / 2.0E Parallam - Trus Joist-MacMillan Section Adeguate By: 34.0% Controlling Factor: Section Modulus / Depth Required 7.99 In Center Span Deflections: Dead Load: Live Load: Total Load:Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load:Bearing Length Required (Beam only, support capacity not checked): Center Span Right End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked}: Beam Data: Center Span Length: Center Span Unbraced Length-Top of Beam: Center Span Unbraced Length-Bottom of Beam: Live Load Duration Factor: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load: Dead Load: Location (From left end of span): Point Load 2 Live Load: Dead Load: Location (From left end of span): Point Load 3 Live Load: Dead Load: Location (From left end of span): Properties For: 2.0E Parallam- Trus Joist-MacMillan Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.00 Cf=1.03 Fv': Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: 3.655 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq- DLD-Center= LLD-Center= TLD-Center= LL-Rxn-A= DL-Rxn-A= TL-Rxn-A= BL-A= LL-Rxn-B= DL-Rxn-B= TL-Rxn-B= BL-B= L2= Lu2-Top= Lu2-Bottom= Cd= U U wL-2= wD-2= BSW= wT-2= PL1-2= PD1-2= X1-2= PL2-2= PD2-2= X2-2= PL3-2= PD3-2= X3-2= Fb= Fv= E= Fc_perp= Fb'= Fv'= 0.10 0.15 0.25 2507 1610 4118 1.57 2178 1275 3453 1.32 8.5 0.0 8.5 1.00 360 240 411 173 10 594 342 307 1.5 573 714 333 277 308 4.5 2900 290 2000000 750 2985 290 IN IN = L/672 IN = L/404 LB LB LB IN LB LB LB IN FT FT FT PLF PLF PLF PLF LB LB FT LB LB FT LB LB FT PSI PS I PSI PSI PSI PSI M= Area (Shear): Moment of Inertia (Deflection): Areq r"N lreq 9264 3663 37.24 49.91 18.95 32.38 137 14 230.84 FT-LB LB IN3 IN3 IN2 IN2 1N4 IN4 User Added Notes:USE:3-1/2"x9-1/4" 2.0E Parallam Beam with on 4x4 DF#1 W/ECCQ-44SDS /•* r Multi-Span Floor Beamf 97 Uniform Building Code (91 NDS) 1 Ver: 6.00.2 ^- By: U.C. lacuaniello II, Crest Engineering on: 01-07-2004 : 12:27:40 AM Project: 20322 - Location: Rear Deck Beam (FB-#11 r) x— Summary: 5.5 IN x 9.5 IN x 11.5 FT (10 + 1.5 ) /#1 - Douglas Fir-Larch - Dry Use ,— Section Adequate By: 95.4% Controlling Factor: Area / Depth Required 7.07 In Center Span Deflections: (~- Dead Load: DLD-Center= Live Load: LLD-Center= .^ Total Load: TLD-Center= Right Cantilever Deflections: /— Dead Load: DLD-Riqht= Live Load: LLD-Right= /— Total Load: TLD-Right= Center Span Left End Reactions (Support A): ."— Live Load: LL-Rxn-A= Dead Load: , DL-Rxn-A= r~ Total Load: TL-Rxn-A= Bearing Length Required (Beam only, support capacity not checked): BL-A= .— Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= /^- Dead Load: DL-Rxn-B= Total Load: TL-Rxn-B= /— Bearing Length Required (Beam only, support capacity not checked): BL-B= Dead Load Uplift F.S.: FS= /- Beam Data: Center Span Length: L2= /•** Center Span Unbraced Length-Top of Beam: Lu2-Top= Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= r- Right Cantilever Lenqth: L3= Right Cantilever Unbraced Length-Top of Beam: Lu3-Top= r~~ Right Cantilever Unbraced Length-Bottom of Beam: Lu3-Bottom= Live Load Deflect. Criteria: U /— Total Load Deflect. Criteria: U Center Span Loading: <•— Uniform Load: Floor Live Load: FLL-2= r~ Floor Dead Load: FDL-2= Floor Tributary Wjdth Side One: Trib-1-2= /-*• Floor Tributary Width Side Two: Trib-2-2= Beam Self Weight: BSW= /- Wall Load: Wall-2= Total Live Load: wL-2= .'*"- Total Dead Load: wD-2= Total Load: wT-2= r^ Right Cantilever Loading: Uniform Load: ^ Floor Live Load: FLL-3= Floor Dead Load: FDL-3= ^ Floor Tributary Width Side One: Trib-1-3= Floor Tributary Width Side Two: Trib-2-3= ^ Beam Self Weight: BSW= Wall Load: Wall-3= "•"* Total Live Load: wL-3= Total Dead Load: wD-3= ^* Total Load: wT-3= Properties For: #1- Douglas Fir-Larch ^ Bending Stress: Fb= Shear Stress: Fv= '"""" Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc_perp=r~" Adjusted Properties Fb' (Tension): Fb'= ^ Adjustment Factors: Cd=1.00 Cf=1.00 Fv1: Fv'= '"""" Adjustment Factors: Cd=1.00 Design Requirements: ^ Controllinq Moment: M= 5.0 Ft from left support of span 2 (Center Span) """ Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= '""" At a distance d from right support of span 2 (Center Span) ^_ Critical shear created by combining all dead loads and live loads on span(s) 2, 3 Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= _ Area (Shear): Areq= ^ A= 0.03 0.09 0.12 -0.02-0.04 -0.06 1200 499 1699 0.49 1587 719 23060.67 1.5 10.0 0.0 10.0 1.5 0.0 1.5 360 240 60.0 10.0 4.0 0.0 13 50 240 90 343 600 10.0 4.0 0.0 13 75 240 115 368 1350 85 1600000 625 IN IN = L/1397 IN = L/999 IN IN = 2L/873 IN = 2L/635 LB LB LB IN LB LB LB IN FT FT FT FT FT FT PSF PSF FT FT PLF PLF PLF PLF PLF PSF PSF FT FT PLF PLF PLF PLF PLF PSI PSI PSI PSI 1350 PSI 85 PSI 4212 FT-LB 1515 LB 37.44 82.73 2673 52.25 INS IN3 IN2 IN2 r r Rape: 2 Multi-Span Floor Beamf 97 Uniform Building Code (91 NDS) I Ver 6 00 2 Bv: U.C. lacuaniello II , Crest Engineering on: 01-07-2004 . 12.27.40 AM Project: 20322 - Location: Rear Deck Beam (FB-#11c) Moment of Inertia (Deflection): lreg= 161.98 IN4 l= 392.96 IN4 User Added Notes: USE: 6x10 DF#1 on 6x6 DF#1 posts W/ECCQ-66SDS & CBQ-66SDS r- r* /-* Combination Roof and Floor Beam! 97 Uniform Building Code (91 Bv: U.C. lacuaniello II, Crest Engineering on: 01-07-2004 : Protect: 20322 - Location: FAM. RM DOOR HDR (FB-JM2) Summary:3.5 IN x 9.25 IN x 9.5 FT / 2.0E Parallam - Trus Joist-MacMillan Section Adequate By: 8.1 % Controlling Factor: Moment of Inertia / Depth Required 9.01 In Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load:Dead Load: Total Load: Bearing Length Required (Beam only. Support capacity not checked): Beam Data: Span: Maximum Unbraced Span: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Non-Snow Live Load: Roof Loaded Area: Live Load Method: Roof Loading: Roof Live Load-Side One: Roof Dead Load-Side One: Roof Tributary Width-Side One: Roof Uve Load-Side Two: Roof Dead Load-Side Two: Roof Tributary Width-Side Two: Roof Duration Factor: Floor Loading: Floor Live Load-Side One: Floor Dead Load-Side One: Floor Tributary Width-Side One: Floor Live Load-Side Two: Floor Dead Load-Side Two: Floor Tributary Width-Side Two: Floor Duration Factor: Wall Load: Beam Loads: Roof Uniform Live Load: Roof Uniform Dead Load (Adjusted for roof pitch): Floor Uniform Uve Load:Floor Uniform Dead Load: Beam Self Weight: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: Controlling Total Design Load: Properties For: 2.0E Parallam- Trus Joist-MacMillan Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain:Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.25 Cf=1.03 FV: Adjustment Factors: Cd=1.25 Design Requirements: Controlling Moment: 4.75 ft from left supportCritical moment created by combining all dead and live loads. Controlling Shear: At suDDort. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): User Added Notes: USE: 3-1/2"x9-1/4" 2.0E Parallam Beam with on 4x4 DFlfl W/ECCQ-44SDS NDS) 1 Ver: 5.07 1:26:28 PM 4° DLD= LLD= TLD« LL-Rxn= DL-Rxn= TL-Rxn= BL= L= Lu= U U RLA= Method = RLL1 = RDL1= RTW1 = RLL2= RDL2= RTW2=Cd-roof= FLL1 = FDL1 = FTW1 = FLL2= FDL2= FTW2= Cd-floor= WALL= wL-roof= wD-roof= wL-floor= wD-floor= BSW= wL* wD= wT= wT-cont= Fb= Fv= E= Fc_perp= Fb'= Fv1* 0.17 0.27 0.44 3162 2077 5260 2.00 9.5 0.0 360 240 59.4 One 16.0 16.0 4.25 16.0 16.0 2.0 1.25 40.0 12.09.75 60.0 10.0 3.0 1.00 160 100 120 570 147 10 670 267 1107 1107 2900 2902000000 750 3731 363 IN IN = L/429 IN = L/259 LB LB LB IN FT FT SF PSF PSF FTPSF PSF FT PSF PSF FT PSF PSF FT PLF PLF PLF PLF PLF PLF PLF PLF PLF PLF PSl PSIPSl PSI PSl PSI M= V= Sreg= S= Area= A= lrea= 12492 5260 40.1749.91 21.76 32.38 213.57 230.84 FT-LB LB IN3IN3 IN2 IN2 IN4 IN4 r r- Combination Roof and Floor Beam[ 97 Uniform Buildina Code (91 Bv: U.C. lacuaniello II. Crest Engineering on: 01-07-2004 : Project: 20322 - Location: DEN WINDOW HDR <FB-#13} Summary: 3.5 IN x 9.25 IN x 5.5 FT / #2 - Doualas Fir-Larch - Drv Use Section Adequate By: 18.7% Controlling Factor: Area / Depth Required 7.79 In Deflections: Dead Load: Live Load:Total Load: Reactions (Each End): Live Load: Dead Load: Total Load:Bearing Length Required (Beam only, Support capacity not checked): Beam Data: Span: Maximum Unbraced Span:Live Load Deflect. Criteria: Total Load Deflect. Criteria: Non-Snow Live Load: Roof Loaded Area: Live Load Method: Roof Loadina: Roof Live Load-Side One:Roof Dead Load-Side One: Roof Tributary Width-Side One:Roof Live Load-Side Two: Roof Dead Load-Side Two: Roof Tributary Width-Side Two: Roof Duration Factor: Floor Loading: Floor Live Load-Side One: Floor Dead Load-Side One: Floor Tributary Width-Side One: Floor Live Load-Side Two: Floor Dead Load-Side Two: Floor Tributary Width-Side Two: Floor Duration Factor: Wall Load: Beam Loads: Roof Uniform Live Load:Roof Uniform Dead Load (Adjusted for roof pitch): Floor Uniform Live Load: Floor Uniform Dead Load: Beam Self Weight: Combined Uniform Live Load:Combined Uniform Dead Load: Combined Uniform Total Load: Controlling Total Design Load: Properties For: #2- Douglas Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted PropertiesFb* (Tension): Adjustment Factors: Cd=1.25 Cf=1.20 Fv1: Adjustment Factors: Cd=1.25 Design Requirements; Controlling Moment: 2.75 ft from left supportCritical moment created by combining all dead and live loads. Controlling Shear:At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): NDS) 1 Ver: 5.07 1:26:27 PM 4° DLD= LLD= TLD= LL-Rxn=DL-Rxn= TL-Rxn= BL= L= Lu= U U RLA- Method = RLL1 = RDL1 = RTW1 = RLL2= RDL2= RTW2= Cd-roof= FLL1 = FDL1 = FTW1 = FLL2=FDL2= FTW2= Cd-floor= WALL= wL-roof=wD-roof= wL-floor= wD-floor= BSW= wL= wD=wT=wT-cont= Fb= Fv= E=Fc_perp= 0.03 0.02 0.04 836 1323 2159 0.99 5.5 0.0 360 240 90.8 One 16.0 16.0 14.5 16.0 16.0 2.0 1.25 400 12.0 1.0 40.0 10.0 0.0 1.00 144 264 317 40 12 8 304 329 785 785 875 95 1600000 625 ININ = L/3895 IN = L/1508 LB LB LB IN FT FT SF PSF PSF FT PSF PSF FT PSF PSF FT PSF PSF FT PLF PLF PLF PLF PLF PLF PLF PLF PLF PLF PSI PSI PSI PSI Fb'= Fv-= M= V= Srea S Area A lreq 1313 PSI 119 PSI 2969 2159 2714 49.91 27.27 3238 36.73230.84 FT-LB LB IN3 IN3 IN2 IN2 IN4 IN4 User Added Notes:USE: 4x10 DF#2 on double trimmer Uniformtv Loaded Floor Beamf 97 Uniform Buildino Code (91Bv U.C. lacuanielto II. Crest Engineering on: 01-07-2004 Project: 20322 - Location: LAUNDRY RM FL. BM (FB-#14) Summary: . . ,..1.75 IN x 11.875 IN x 6.5 FT /1.9E Microtom - Trus Joist-MacMillanSection Adequate By: 129.9% Controlling Factor: Area / Depth Required 6.64 In Deflections: Dead Load: Live Load: Total Load: Reactions (Each End):Live Load: Dead Load: Total Load: ^ _, uBearing Length Required (Beam only, Support capacity not checked): Beam Data: Span:Unbraced Length-Top of Beam: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Floor Loadina: Floor Live Load-Side One:Floor Dead Load-Side One: Tributary Width-Side One: Floor Live Load-Side Two:Floor Dead Load-Side Two: Tributary Width-Side Two: Live Load Duration Factor: Wall Load: Beam Loading: Beam Total Live Load: Beam Self Weight:Beam Total Dead Load: Total Maximum Load: Properties For: 1 .flE Microllam- Trus Joist-MacMillan Bending Stress: Shear Stress: Modulus of Elasticity:Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors; Cd=1.00 CM .00 Fv1:Adlustment Factors: Cd=1.00 Design Requirements: Controlling Moment: 3.25 ft from left supportCritical moment created by combining all dead and live loads. Controlling Shear: At support.Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): User Added Notes:USE: 1-3/4"x11-7/8" 1.9E Microlam Beam w/(2) A-35 vertical @ each end NDS) 1 Ver: 5.07 : 1:26:26 PM OLD* LLD- TLD* LL-Rxn* DL-Rxn- TL-Rxn= BL= L= Lu=U U LL1 = DL1 = TW1 =LL2= DL2= TW2= Cd= WALL= wL= BSW= wD= wT- Fb= Fv= Fc_perp= Fv-= M= V= Sreg= Area= A- lreg= 0.02 0.03 0.05 1105613 17181.31 6.5 00 360 240 40.0 12.0 3.0 40.0 12.0 5.5 1.0080 340 6 188 528 2600 285 1900000 750 2604 285 2791 1718 12.86 41.13 9.04 20.78 34.37 244.21 IN IN = L/2651 IN-L/1705 LB LB LB IN FT FT PSF PSF FT PSF PSF FT PLF PLF PLF PLF PLF PSI PSI PSI PSi PSI PSI FT-LB LB IN3 IN3 IN2 IN2 IN4 IN4 r *«vI r r /-* r r* r- r r- /•*• Multi-Loaded Beamf 97 Uniform Building Code (91 NDS) 1 Ver: 6.00.2 By: U.C. lacuaniello II, Crest Engineering on: 01-07-2004 : 2:44:10 PM Project: 20322 - Location: Bonus Rm Wall Bm (FB-#15) Summary: 1.75 IN x 11.875 IN x 12.0 FT / 1.9E Microllam - Trus Joist-MacMillan Section Adequate By: 84.4% Controlling Factor Section Modulus / Depth Required 8,97 In Center Span Deflections: Dead Load: DLD-Center= Live Load: LLD-Center= Total Load: TLD-Center= Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= Dead Load: • DL-Rxn-A= Total Load: TL-Rxn-A= Bearing Length Required (Beam only, support capacity not checked): BL-A= Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= Dead Load: DL-Rxn-B= Total Load: TL-Rxn-B= Bearing Length Required (Beam only, support capacity not checked): BL-B= Beam Data: Center Span Length: L2= Center Span Unbraced Length-Top of Beam: Lu2-Top= Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= Live Load Duration Factor: Cd= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Center Span Loading: Uniform Load: Live Load: wL-2= Dead Load: wD-2= Beam Self Weight: BSW= Total Load: wT-2= Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= Left Dead Load: TRD-Left-1-2= Right Live Load: TRL-Right-1-2= Right Dead Load: TRD-Right-1-2= Load Start: A-1-2= Load End: B-1-2= Load Length: C-1-2= Trapezoidal Load 2 Left Live Load: TRL-Left-2-2= Left Dead Load: TRD-Left-2-2= Right Live Load: TRL-Right-2-2= Right Dead Load: TRD-Right-2-2= Load Start: A-2-2= Load End: B-2-2= Load Length: C-2-2= Properties For: 1.9E Microllam- Trus Joist-MacMillan Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties ~ Fb' (Tension): Fb'= Adjustment Factors: Cd=1.00 Cf=1.00 Fv1: Fv-= Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 6.84 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): lreo= l= 0.16 0.10 0.26 482 588 .1070 0.82 657 1200 1856 1.42 12.0 0.0 12.0 1.00 360 240 40 12 6 58 80 218 80 218 5.0 120 7.0 20 8 20 8 0.0 5.0 5.0 2600 285 1900000 750 4840 1515 22.31 41.13 7.98 20.78 105.36 244.21 IN IN = L/1462 IN = U556 LB LB LB IN LB LB LB IN FT FT FT PLF PLF PLF PLF PLF PLF PLF PLF FT FT FT PLF PLF PLF PLF FT FT FT PSt PSI PSI PSI 2604 PSI 285 PSI FT-LB LB IN3 INS IN2 IN2 IN4 IN4 User Added Notes: USE:1-3/4"x11-7/8" 1.9E Microlam Beamhang with ITT-11.88 on FB-#7 and provide HTS-20 at Garage wall. r* Columnf 97 Uniform Building Code (91 NDS) 1 Ver: 5.07 Bv: U.C. lacuaniello II, Crest Engineering on: 01 -07-2004 :1:30:21 PM Project: 20322 - Location: BALLOON FRAME STUDS (P-*M) ummary., g |N x 5 5 |N x 17 FT / ^. Doug|as Fir-Larch - Dry UP- , Section Adequate By: 35.7% Vertical Reactions: UeLive: « Dead: ™ Total: ve Horizontal Reactions: TlTotal Reaction at Top of Column: '"• Total Reaction at Bottom of Column: ' I--K) Horizontal Deflection:Deflection due to lateral loads only: Axial Loads:Live Loads: Dead Loads: Column Self Weight: Total Loads: Eccentricity (X-X Axis): Eccentricity (Y-Y Axis): Axial Duration Factor: Lateral Loads: Loads applied to: Uniform Lateral Load: Lateral Duration Factor: Column Data: Length:Maximum Unbraced Length (X-X Axis): Maximum Unbraced Length (Y-Y Axis): Column End Condition: Calculated Properties: Column Section (X-X Axis): Column Section (Y-Y Axis): Area: Section Modulus (X-X Axis): Section Modulus (Y-Y Axis): Stendemess Ratio: Properties For: #2- Douglas Fir-Larch Compressive Stress: Modulus of Elasticity: Bendina Stress (X-X Axis): Bendina Stress (Y-Y Axis): Adjusted Properties: Fbx1: Adjustment Factors: Cd=1.33 Cf=1.30 Cl*1.00 Fby1 Adjustment Factors: Cd-1.33 CM .30 Cfu=1.15 Cl=1.00 Fc':Adjustment Factors: Cd=1.33 Cf=1.10 Cp-0.62 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Dead Load and Lateral loads (D * (W or E)) Compressive Stress: Allowable Compressive Stress: Eccentricity Moment (X-X Axis): Eccentricity Moment (Y-Y Axis): Moment Due to Lateral Loads (X-X Axis): Bending Stress Lateral Loads Only (X-X Axis): Allowable Bending Stress (X-X Axis): Bending Stress Lateral Loads Only (Y-Y Axis): Allowable Bending Stress (Y-Y Axis): Combined Stress Factor: Usfir Added Notes'USE: 2x6 DF#2 A 16" o/c for ballon frame studs with solid blocking at 8' o/c. 10'-8" bearing walls may be framed w/ 2x4 DF#2 @ 16" o/c provide solid blocking at 8' o/c. of 4o ,L-Rxn= l-Rxn= L-Rxn= m-Top= Jottom= Defl= PL= PD- CSW= PT- ex= d-Axial= 160 601 761 137 137 0.91 160 562 39 761 0.00 0.00 1.25 (Wind/Seismic) (Dy Face) wL-lat= Cd-lat- L= LX= Lv= dx= dv=A= Sx= Sv= Lex/dx= Ley/dy= Fc= Fbx= Fby= Fbx'= Fb/= Fc'= fc= Fc'= Mx-ex= My-ev= fbx= fbv= FbV= CSF= 16 1.33 17.0 8.0 0.0 1.0 5.50 1 50 8.25 7.56 2.06 17.45 0.0 1300 1600000 875 875 1513 1740 1184 73 1184 0 0 582923 1513 0 1740 0.64 LB LB LB LB LB IN-L/2 LB LB LB LB IN IN PLF FT FT FT IN IN IN2 IN3 IN3 PSI PSI PSI PSI PSI PSI PSI PSI PSI FT-LB FT-LB FT-LB PSI PSI PSI PSI r r r* r- Column! 97 Uniform Building Code (91 NDS) I Ver: 5.07 Bv: U.C. lacuaniello II, Crest Engineering on: 01-07-2004:1:30:22 PM Protect: 20322 - Location: ENTRY PORCH POST (P-#2) Summary:5.5 IN x 5.5 IN x 18 FT / #2 - Douglas Fir-Larch - Dry Use Section Adequate By; 64.9% Vertical Reactions: Live: 1 Dead: \ Total: > Horizontal Reactions: Total Reaction at TOD of Column:Total Reaction at Bottom of Column: TL- Horizontal Deflection: Deflection due to lateral loads only: Axial Loads: Live Loads: Dead Loads: Column Self Weight: Total Loads: Eccentricity fX-X Axis): Eccentricity (Y-Y Axis): Axial Duration Factor: Lateral Loads: Loads applied to: Uniform Lateral Load: Lateral Duration Factor: Column Data: Length: Maximum Unbraced Length (X-X Axis): Maximum Unbraced Length (Y-Y Axis): Column End Condition: Calculated Properties: Column Section (X-X Axis): Column Section (Y-Y Axis): Area: Section Modulus (X-X Axis): Section Modulus (Y-Y Axis):Slendemess Ratio: Properties For: #2- Douglas Fir-Larch Comoressive Stress: Modulus of Elasticity: Bending Stress (X-X Axis): Bending Stress (Y-Y Axis): Adjusted Properties: Fbx1:Adjustment Factors: Cd=1.33 Cf=1.00 Fby1: Adjustment Factors: Cd=1.33 Cf=1.00 Fc1:Adjustment Factors: Cd=1.33 Cp=0.36 Column Calculations (Controlling Case Onty): Controlling Load Case: Axial Dead Load and Lateral loads (D + (W or E)) Compressive Stress: Allowable Compressive Stress: Eccentricity Moment (X-X Axis): Eccentricity Moment (Y-Y Axis): Moment Due to Lateral Loads (X-X Axis): Bending Stress Lateral Loads Only (X-X Axis): Allowable Bending Stress (X-X Axis): Bending Stress Lateral Loads Only (Y-Y Axis): Allowable Bending Stress (Y-Y Axis): Combined Stress Factor: ,L-Rxn* IL-Rxn* •L-Rxn* <n-Too*Bottom* Defl* PL= PD= CSW* PT=ex= eys d-Axial* wL-lat= Cd-lat* L* Lx* Lv*Ke= dx= dv= A* Sx* Sv=lex/dxs Ley/dy* Fc* E=Fbx* Fby* Fbx's Fby1* Fc'= fc= Fc'= Mx-ex= My-ev= Mx= fbx= Fbx-= fbv= Fbv*= CSF= 456 792 1248 145 145 0.38 456 641 151 1248 0.00 0.00 1.25(Wind/Seismic) (Dy Face) 16 1.33 18.0 18.0 18.0 1.0 5.50 5.50 30.25 27.73 27.73 39,27 39.3 475 1300000 700 700 931 931 227 26 227 0 0 652 282 931 0 931 0.35 LB LB LB LB LB IN = L/563 LB LB LB LB IN IN PLF FT FT FT IN IN IN2 IN3 IN3 PSI PSI PSI PSI PSt PSI PSI PSI PSI FT-LB FT-LB FT-LB PSI PSI PSI PSI User Added Notes: USE: 6x6 DF#2 w/PB-66 r Columnl 97 Uniform Building Code (91 NDS) 1 Ver: 5.07 Bv. U.C. lacuantello II, Crest Engineering on: 01-07-2004 :1:30.23 PM Project: 20322 - Location: GARAGE POST (P-#4) Summary: 5.5 IN x 5.5 IN x 9 FT / #1 - Douglas Fir-Larch - Dry Use Section Adequate By: 27.7% Vertical Reactions: Live: ' Dead: \ Total: > Horizontal Reactions: Total Reaction at Top of Column: Total Reaction at Bottom of Column: TL- HortzontaJ Deflection: Deflection due to lateral loads only: Axial Loads: Live Loads: Dead Loads: Column Self Weight: Total Loads: Eccentricity (X-X Axis): Eccentricity (Y-Y Axis): Axial Duration Factor: Lateral Loads: Loads applied to: Uniform Lateral Load: Lateral Duration Factor: Column Data: Length:Maximum Unbraced Lenqth (X-X Axis): Maximum Unbraced Length (Y-Y Axis): Column End Condition: Calculated Properties; Column Sectjon (X-X Axis): Column Section (Y-Y Axis): Area: Section Modulus (X-X Axis): Section Modulus (Y-Y Axis): Slendemess Ratio: Properties For: #1 - Doualas Fir-Larch Compressive Stress: Modulus of Elasticity: Bendlna Stress (X-X Axis): Bendina Stress (Y-Y Axis): Adjusted Properties: Fbx1: Adjustment Factors: Cd=1.00 CM .00 Fby1: Adjustment Factors: Cd=1.00 Cf=1.00 Cfu*0.74 Fc': Adjustment Factors: Cd=1.00 Cp=0.76 Column Calculations (Controlling Case OnM: Controllina Load Case: Axial Total Load Only (L + D) Compressive Stress: Allowable Compressive Stress: Eccentricity Moment (X-X Axis): Eccentricity Moment (Y-Y Axis): Bendina Stress Lateral Loads Only (X-X Axis): Allowable Bendina Stress (X-X Axis): Bendina Stress Lateral Loads Only (Y-Y Axis): Allowable Bending Stress (Y-Y Axis): Combined Stress Factor: .L-Rxn= >L-Rxn* 'L-Rxn= <n-Top= 3ottom* Defl= PL= PD* CSW* PT= ex= ev= d-Axial= wL-lat= Cd-lat= L= Lx= Lv= Ke= dx= dv= A= Sx= Sv= Lex/dx= Ley/dy= Fc= E= Fbx= Fby= Fb*= Fb/= Fc'= fc= Fc'= Mx-ex= My-ev= fbx= Fbx-= fbv= Fby-= CSF= 9261 7383 16644 72. 72 0.02 9261 7307 76 16644 0.00 0.00 1.00 (Wind/Seismic) (Dy Face) 16 1.33 9.0 9.0 9.0 1.0 5.50 5.50 30.25 27.73 27.73 19.64 19.6 1000 1600000 1200 1200 0 0 761 550 761 0 0 0 0 0 0 0.72 LB LBLB LB LB IN = L/5544 LB LB LB LB IN IN PLF FT FT FT IN IN IN2 1N3 IN3 PSI PSI PSI PSI PSI PSt PSI PSI PSI FT-LB FT-LB PSI PSI PSI PSI User Added Notes: USE: 6x6 DF#1 W/CBQ-66SDS r- CX£$T ENGINEERING Sheet JO of *fc II LATERAL LOADING/FORCES A) SEISMIC LOADING BUILDING COMPONENT AREA <«0 LEN. (ft) UNIT WT (lb/sf) TOTAL WT (lb) STRENGTH LEVEL SEIS. FORCE (lb) UNIT LOAD (Ib/sf) SERVICE LEVEL SEIS FORCE Ob) UNIT LOAD (lb/sf) STRENGTH SEIS. FORCE (lb) UNIT .OAI (Ib/sf) SERVICE LEVEL SEIS. FORCE Ob) UNIT LOAD (Ib/sf) r- TWO-STORY PORTION ROOF 2nd FLOOR EXT. WALL 2nd FLOOR INT. WALL TOTAL UPPER LEVEL FLOOR DECK GRD FLOOR EXT. WALL GRD FLOOR INT. WALL TOTAL 2083.4 166.0 166.5 1623.7 1440.8 84,0 110.) 105.6 1623.7 18 16 10 10 8 16 10 37501 .2 21248.0 13320.0 547852 14408.0 672.0 158544 95040 998284 SIMPLIFIED STATIC (V=3*Ca*I*Wt/R> 14246,3 181506 877 II 18 10175.92 6.27 11953 74 85380 ONE-STORY PORTION ROOF 822.8 GRD FLOOR EXT. WALL 112.6 GRD FLOOR INT. WALL 0.0 TOTAL 713,8 TOTAL ALL FLOORS 2337.5 WIND FORCE mean Roof Ht= 9.00 ft Ht 2nd Fl. Walls= 8.00 ft HMstFI Walls= 9.00 ft Floor Thickness= 1.00 ft Total Height= 27.00 ft 18 14810.4 16 162144 10 00 229176 1227460 (p=CeCqQsl) Ce= Cq= QSa Ps See sheet A]/ for building plan 41668 584 2231 7 s 0.74 expB 1.30 12.60 12.06 psf 29763 41- 15941 0 SEISMIC FORCK Ca= Na= 1= R= 2= 5iw: 26781 '() S5'l 6 1146 19129: (V-2.S*Ca"l"WtR) 040 1.00 1.00 5.50 0.40 T= 0.175 C (Soil Type) B (Fault Type) (plywd walls) 15.0 (Dist-KM) B) WIND LOADING DIRECTION AREA (if) FORCE (lb) REMARKS NORTH/SOUTH 853.0 10283.3 SEISMIC GOVERNS THIS DIRECTION! EAST/WEST 1253.6 15113.0 SEISMIC GOVERNS THIS DIRECTION! 526 958 818 Omega= 2.8 /- C) DIAPHRAGM DESIGN SIMPLIFIED STATIC LEVEL AREA CHRD SHEAR CHORD FORCE libs i USE: SHKETING SIZE iun ROOF (2 Story portion) 585.0 13.0 118.3 2192 15/32" FLOOR 335.5 11.0 146.1 1835 18/32" ROOF (1 Story portion) 396.5 11.0 90.2 1338 16/32" Alternate Chord Splices: ROOF (2 Story portion FLOOR INDEX NAILING SI/E KlXi Id i (Vet 24/0 8 6 32/16 10 6 24/0 8 6 © ROOF FI.D l"O/tl 12 10 Bl.k CHORD SPUCE NO 21 -16d NO 17 -16d 12 NO 13 -16d (1 Story portion) ST6215 SHEAR TRANSFER: See detail Roof- Provide 2x blocking between rafters at all supports with a minimum of (2)-16d nails into each rafter and flat blocking with a minimum of (3}-16d nails into plates and support blocks or (2) A-34 in each block. At gable ends, provide A-35 @ 24"o/c between rafter & plate. Floor-Provide 2x rim joists w/(5)-16d into end grain of joists or 2x blocking w/same nailing. Tie rim joist or blocking to wall w/(3) 16d nails into flat blocking or A-35 @ 16"o/c, Where joists run parallel to wall, provide A-35 @ 24" o/c tie at rim joist to plate connection. r 20322lat.xls 1/7/2004 Thomas Residence Cynthia Lane Project Job #20322 CREST ENGINEERING Sheet £ | of4?0 D) LATERAL FORCE DISTRIBUTION SIMPLIFIED STATIC p CALC- LEVEL E/W Upper N/S Upper EAV Lower N/S Lower n 0.37 0.18 0.26 0.22 L 8.50 9.00 2.00 10.00 20MAr.! 0.65 -0.69 0.12 -0.31 FORCE 2670 1415 821 3347 T. FORCE 8538 8538 15558 15558 P 1.00 1.00 1.00 1.00 p=2-20/(r-max'AbA.5) r-i=10/L*{Force/T.Force) USE: maximum value p for direction (See last page for Shear Panel & Shear Anchorage Schedule) WALL S. Bonus Rm S. Bdrm #3 N.Bdrm#3/Entry S. WICM.Bdrm N. Ext. Upper W. Bdrm #3 W. Ext. Upper E. M.Suite E. Bonus Rm South Garage N. Garage/Entry/Liv N. Dining Rm S. Kitchen/Family N. Family/Kitchen E & W Garage E. Living/Dining E. Kitchen W. Kitchen W. Family/Den DEL TRIE AREA (sf) 415.07 123.25 1015.50 1085.38 608.20 538.32 1085.38 1085.38 538.32 701.50 1522.30 328.17 1073.00 653.80 701.50 328.17 1116.97 644.70 812.60 UNIT LDG (psf) 5.26 5.26 5.26 5.26 5.26 5.26 5.26 5.26 5.26 8.52 8.10 5.00 9.58 9.08 8.52 5.00 8.09 9.33 9.58 TRB LEN (ft) 22.0 8.5 37.5 29.0 29.0 20.0 37.0 37.0 20.0 30.5 48.5 11.0 29.0 29.0 23.0 29.8 37.0 21.0 37.0 SUM WALL LEN. (ft) 12.7 4.8 8.5 12.0 9.0 9.0 24.8 20.8 17.5 6.0 19.8 2.0 24.0 10.7 23.0 13.3 13.5 10.0 18.3 TOTAL FORCE db) 1091.3 324.0 2669.9 2853.6 ISCCM 1415.3 2853.6 2853.6 1415.3 2987.2 6168.4 821.0 5140.5 2968.8 2987.2 821.0 4518.3 3006.9 3893.0 SHEAR LDG (Ib/ft) 86.2 68.2 314.1 237.8 177.7 157.3 114.9 137.5 80.9 497.9 311.0 410.5 214.2 278.3 129.9 61.6 334.7 300.7 212.3 P 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 TYPE SHEAR PANEL A\ /K ^A Zk A BASE ANCHOR ITEM 16d 16d 16d 16d 16d 16d 16d 16d 16d (-o/c) 12 16 4 4 6 8 8 8 16 (3)Simpson SW-24x9-4 fa 5/8 AB 40 Simpson SW-24x10-4 A 2ft & A /kS A 5/8 AB 5/8 AB 5/8 AB 5/8 AB 5/8 AB 5/8 AB 5/8 AB 48 44 48 48 36 44 48 TOP ANCHOR DET, fTEM 16d 16d 16d 16d 16d 16d 16d 16d 16d 16d 16d 16d 16d 16d 16d 16d 18d 16d 16d C o/c) NO" 12 12 12 f 8 OO hj 12 ^ 12 12 12 12 8 ULS res &\£ ^\ H r? xQ/ > ** H H 8 SW 32x1 0-4 H 12 4 S u 8 SW 32x9-4© H 8 12 8 © 6 8 h H ,v H ll NOTE: TOP ANCHORS: Provide specified ITEMS at the indicated spacing to tie the top plates to the blocking at that particular level. Nails shall not be toenailed. Provide 2x flat blocking nailed to plates and vertical blocks or provide (2) Simpson A-35 or (2) A-35F per block. BASE ANCHORS: Provide specified ITEMS at the indicated spacing to tie sole plates to flooring and blocking or foundation as applicable. E) DRAG STRUTS STRUT LOCATION S. Bonus Rm N.Bdrm#3/Entry S. WIC M.Bdrm N. Ext. Upper W. Bdrm #3 W. Ext. Upper E. M.Suite South Garage N. Garage/Entry/Liv N. Dining Rm S. Kitchen/Family N. Family/Kitchen E. Kitchen W. Kitchen W. Family/Den E. Kitchen WALL PAI SHEAR U (lb/ft) ( 81.7 117.3 162.1 90.8 116.6 127.0 127.0 161.3 209.5 122.9 292.0 168.6 201.1 235.8 173.3 201.1 •4EL TRTO ,N LEN *) (ft) 22.0 37.5 29.0 29.0 20.0 37.0 37.0 30.5 48.5 11.0 29.0 29.0 37.0 21.0 37.0 37.0 STRUT LEN (ft) 13.0 29.0 16.5 13.8 11.0 14.5 16.3 16.0 25.3 9.0 5.0 10.0 16.0 12.5 15.3 7.1 TOTAL SHEAR (ft*) 1797.4 4397.5 4700.1 2633.7 2331.1 4700.1 4700.1 4920.1 10159.7 1352.2 8466.8 4889.8 7441.9 4952.6 6412.0 7441.9 PANEL LDG (Ibs/ft) 86.2 314.1 237.8 177.7 157.3 114.9 137.5 497.9 311.0 410.5 214.2 278.3 334.7 300.7 212.3 334.7 STRUT FORCE (Ibs) 1062 3401 2674 1249 1282 1842 2064 2581 5307 1106 1460 1686 3218 2948 2657 1425 I'SE: — . ST621S tie @ plate splices §tle Q plate to girder conn. Q each end of 2x8 ST6215 tie Q plate splices ST6215 tie @ plate splices §tle Q plate to girder conn. tie Q plate to bm conn. tie Q plate to bm conn. MSTC66 tie @ blocking/header ST621 5 tie @ plate splices ST621 5 Q each end of floor jst ST621S tie @ blocking/header §@ wall to cell, beam conn. tie @ plate to bm conn. tie Q plate splices ST6215 tie Q blocking/header 20322lat.xls 1/7/2004 Thomas Residence Cynthia Lane Project Job # 20322 CREST ENGINEERING F) SHEAR PANEL OVERTURNING WALL PANEL DESCRIPTION S. Bonus Rm S. Bdrm #3 N.Bdrm #3/Entry S. WIC M.Bdrm N. Ext. Upper W. Bdrm #3 N. Garage/Entry/Liv S. Kitchen/Family N. Family/Kitchen E. Living/Dining E. Kitchen W. Kitchen W. Family/Den PANEL DATA LEN (ft) 6.3 4.8 8.5 12.0 9.0 9.0 4.7 13.0 4.0 6.3 3.5 10.0 4.5 SHEAR (Ib/ft) 86.2 68.2 314.1 237.8 177.7 157.3 311.0 214.2 278.3 61.6 334.7 300.7 212.3 HT (ft) 8.0 8.0 8.0 8.0 8.0 8.0 9.0 9.0 9.0 10.0 9.0 9.0 9.0 TRIBUTARY LOADING (per ft of wall) ROOF (•M) 3.0 6.6 5.6 2.0 6.0 5.3 3.7 2.0 3.0 7.5 3.8 16.5 FLOOR (sffft) 5.b 3.0 4.0 6.3 14.5 1.0 WALL (Ib/ft) 116.0 92.0 128.0 .'120.0 128.0 128.0 272.0 170.0 272.0 160.0 272.0 170.0 272.0 OTHER (Ib/ft) 77.4 44.2 72.2 55.3 35.0 101.8 52.7 407.8 490.0 RESIST MOMENT {ft-lbs) 4960.7 2881.9 10888.2 11232.0 11796.8 10476.0 4280.0 19942.0 3742.3 6973.4 4964.9 15750.0 10823.6 OVERTURN'G MOMENT (ft-lbs) 4365.2 2592.4 21359.3 228292 12792.5 11322.7 13062.9 25060.1 10019.4 3899.7 105427 27062.3 8600.0 FORCE (Ib) -15.7 -0.3 1360.0 1060.0 241.7 210.5 1973.6 547.1 1662.8 -375.2 1735.5 1288.7 -253.6 REQUIRED HOLDOWN (n/a) (n/a) MSTC-40(B> © MSTC-28® MSTC-281B ®or@(gr 15A.BJ @or© (n/a) ©or© Q) or® @ stairs (n/a) NOTE: Provide (80) 16d @ MSTC78. (64) 16d @ MSTC-66, (44) 16d @ MSTC-52, (28) 16d and (16) 16d @ MSTC28 straps across floor, or to beam/double joist below MSTC-40 /•*• 20322lat.xls1/7/2004 Thomas ResidenceCynthia Lane Project Job #20322 CREST ENGINEERING Perforated Shearwall Sheet & of 40 Wall: H 2. 3 3, 0 9. East Kitchen L= ,33 .33 ,33 .00 .00 OVT= 20.5 -167 1115 1115 2063 1983 .34| 51 1 .51 1 .68 V= 3.5 -251 -71 1171 334 1171 334 1171 4518 .05 .73| .41 69| .41 69| .41 .28 V= 4518.28 3.5 1422.46 948.17) 406.42! 948.17| 1422.46 1115.51 1115.51 Strap Ld= 1422.46 (1425) v= 3.5 1422.46 406.42! 1422.46 334.6874 948.17f max shear= .41 (at each corner 3-6" panel)Provide 3 l= 10 1924.42 192.44J 3346.87 334.69| 3346.87 334.69| 3346.87 406.42 (440) 13.5 448 1115 1115 2679 .97 .51 .51 .99 C over opening (1226) Door Wall: H 2 3. 3. 9. North Family 1 r.. .33 33 33 00 17 -185 927 927 1669 54| 62J 62| .69 V= Rm 4 -318 -79 1113 278 1113 278 1113 2226 .11 53| .25 31 1 .25 .31 1 .25 .50 V= 2226.5 4.5 1431.36 742.08| 318.08| 742.08L 1431.36 927.62 927.62 Strap Ld= 1431.36 (1686) v= 4.5 1431.36 318.081 1431.36 278.3125 742.08|_ 927.62P 927.62|_ max shear= 1= 4 -318.11 -79.53! 1113.25 278.311 1113.25 278.311 1113.25 318.08 (380) 8 -185 927 927 1669 .54 .62 ,62 ,69 OVT= 1178.60 (at each corner) (1663) Note: The above design covers the design of perforated shear walls with force transfer around openings. Maximum shears on free-body panels are contained within the panels. We have entered the original design values in parenthesis below the recalculated values. All original design straps and shear panel nailing exceed the recalculated design. r- r r* r r r 20322lat.xls 1/7/2004 Thomas Residence Cynthia Lane Project Job #20322 Footing Design 197 Uniform Building Code (91 NDS) 1 Ver 5.07 Bv: U.C. lacuaniello II. Crest Engineering on: 01 -07-2004 : 2:24:26 PM Project: 20322 - Location: CAPACITY OF 15X18 CONT. FOOTING ' Footing Size: 15.0 IN Wide x 18.0 IN Deep Continuous Footing With 15.0 IN Thick x 4.0 IN Tall Stemwall * Footing has been designed without reinforcement Footing Loads: „. ,-™ „.,-Live Load: ' PL= 275 PLF T°£f£?:: PS 1Ultimate Factored Load: Pu= 4268 PLF Footing Properties: ^ WM „„_Allowable Soil Bearing Pressure: Qs= 2500 PSF Concrete Compressive Strength: F'c* 2500 PSl FOOUnOS^h: W 15.0 ,NDepth Depth= 18.00 IN Effective Concrete Depth: d= 16.00 IN Stemwall Size:Width: W- 15.0 IN Depth: Depth= 4.00 IN Bearing Calculations: , _Required Footing Width: Wrea= I4j)7 in Ultimate Bearing Pressure: Qu= 2220 PSFEffective Allowable Soil Bearing Pressure: Qe= 2225 PSFBeam Shear Calculations (One Way Shear):Beam Shear: Vu1= 0 LB Allowable Beam Shear: vc1 = 8320 LBBending Calculations (Transverse):Factored Moment: Mu= 8002 IN-LB Nominal Moment Strength: Mn- 83200 IN-LB User Added Notes:Use: 15"x18" deep continuous footings w/(2t #4 bars 3" from top and (2WM bars 3" from bottom. Provide 12"x18" cont. footing at interior and single story walls w/steel as above. r- r r r Footina Desian f 97 Uniform Building Code (91 NDS) 1 Ver: 5.07 Bv: U.C. lacuaniello II, Crest Engineering on: 01-07-2004: 2:24:27 PM Project: 20322 - Location: GARAGE POST FOOTING Summary: Footing Size: 2.75 FT x 2.75 FT x 18.00 INReinforcement: #5 Bars Q 8.00 IN. O.C. E/W / (4) min. Footing Loads: Live Load: PL= Dead Load: PD= Total Load: PT=Ultimate Factored Load: Pu= Footing Properties: Allowable Soil Bearing Pressure: Qs= Concrete Compressive Strenath: F'c= Reinforcing Steel Yield Strenath: Fv= Concrete Reinforcement Cover: c* Footing Size: Width: W= Lenath: L= Depth: Depth*Effective Depth to Top Layer of Steel: d= Column and Baseplate Size: Column Type: Column Width: m= Column Depth: n* Bearing Calculations: Ultimate Bearing Pressure: Qu- Effective Allowable Soil Bearing Pressure: Qe= Required Footing Area: Area= Area Provided: A- Baseplate Bearing: Bearing Required: Bearing=Allowable Bearing: Bearing-Allow* Beam Shear Calculations (One Way Shear): Beam Shear: Vul = Allowable Beam Shear: vc1 = Punching Shear Calculations (Two way shear):Critical Perimeter: 80= Punching Shear: Vu2= Allowable Punching Shear (AC111-35): vc2-a= Allowable Punching Shear (AC!11 -36): vc2-b= Allowable Punching Shear (AC) 11-37): vc2-c= Controlling Allowable Punching Shear: vc2= Bending Calculations: Factored Moment: Mu= Nominal Moment Strength: Mn= Reinforcement Calculations: Concrete Compressive Block Depth: Steel Required Based on Moment: Minimum Code Required Reinforcement (Shrinkage/Temperature ACI-10.5.4):Controlling Reinforcing Steel: Selected Reinforcement: a= As{1)= As(2)= As-regd= #S Bars @ 8.00 IN. O.CReinforcement Area Provided: As= Development Length Calculations: Development Length Required: Ld=Development Length Supplied: Ld-sup= Note: Plain concrete adequate for bending, therefore adequate development length not required. User Added Notes: Use: 2-9" sauare 18" deep pad footings w/(4) #5 bars 3" from bottom each wav At other isolated posts provide 1'6" square x18" deep pad footing w/(3) #4 each way 3" from bottom. 9261 7383 16644 26080 2500250040000 3.00 275 2.75 18.0014.06 (Wood) 4.00 4.00 2201 2275 7.32 7.56 26080 47600 1926 39445 72.25 18267 259084 422543 172723 172723 107580605500 0.70 0.211.191.19 E/W / (4) Min. 1.23 15.00 13.50 LB LB LB LB PSF PS) PSI IN FT FT IN IN IN IN PSF PSF SF SF LB LB LB LB IN LB LB LB LB LB IN-LB IN-LB IN IN2 IN2 IN2 IN2 IN IN r- r- Job # CREST ENGINEERING Sheet fc» of SHEAR TRANSFER DETAILS Shear Panel (where occurs) A-35 v ax 'o ^Shear Panel (where occurs) Roof to Vail Brg Wall w/'A-35' .Sole Plate naiUng Sx Rtm joist joist—*- -^•—5x4 blocking w/C3)-16d per block — Shear Panel <where occurs) Franlnlng Perpendtcular — She&r Po.nel <where occurs) Cantilever ... ,,r,r r k 2x4 ^block'g \ K T/ /\ A — Sxblock's <11(3>-16d ^> per block | \xShear Panel (where occurs? Interior Brg Wall Shear Panel (where occurs) Sole plate nailing - 2x blocking \ joist Sx4 blocking, w/ 16d 6 12*o.c, or A-35 g £4' o.c, V1 Parallel Framing Crest Engineering Sheet of STUB AT ALL C0RO9U0N, StEARENTKEODE PERI DLALCM3 CCNT.BUOa » OR STRAP PER PLATES 3/ft* KM. EDGE DISTANCE ON NAILS OYP.) EH- EDGE NAILING FIELD NAILING VtCRE OCCUK* "~ "fiS/0" *"• TRANSVERSEPER PLAN OHHTS. ATTIBCFOPENNQ BLX'G/STRAP « OPENING SCALE. NTS TYPICAL SHEAR PANEL DETAIL 0 r r- •CAM CM DM. JftT 2 FRCNT VIEUJ rum <acHED UIMAP 6TKAT AKOMD BMOKDBUJ6T SECTION VIEUJ Ett l 1 1 1 • BEAM OR DSL JOI3T SIMP. ST6236 (WO) iv — r DBL. TOP PLATE BEAM, DBL. JOIST, ORC0NT. BLKtt < ALT. LOCJ POST OR DBL. STUDS PER PLAN 2x TRIMMER STRAP *_BEAM DRAG *> BEAM SCALE: NTS r* Crest Engineering r*40 TRUS6/RR-CJ. PER PLAN SUl PER PI-AM ERPER6CHED ROOF DIAPHRAO-I 2x BALLOONFRAME SJIt 2x BLK'G tu/ EK PERSCHED. BAT SIR TO MATCH- BELOW ui/ aM. PER SCHED. PIAPMRAOM ui/ BH .EXTEND 8JLL TO ROOF DIAPHRAGM TRU660RCJ.PERPLAK 6JUJL PER PLAN ui EK PER 6CHED, SAIL « PARALLEL JOISTS SCALE: NTS S.UJ. * PERP. JOISTS SCALE: NTS HOOK ..ar-o* XT BPO 404-UASONMY \ OR TE MOTE- V-M FOR |B BARS OK aUMUfc ir-M rat IB BAMS OK LAftQE* (TYP) TWCM. RBtfeHOHO B*K DOUBLE GURTAM 9NOLEOURTAM V-30 BAR DM. FOR CONCRETE V-40 BAR DU. FOR MASONRY TYPICAL HBNFORONO • CORNERS * INTERSECTIONS TYPICAL REINFORCEMENT JMCiMJQHf DETAILS r r Job*Crest Engineering Foundation Details {<!^^ AVDC ^ J-^IM ^.r'ADJ- n ^^ ^ >~ F> IB PDST PER PLAN4x4 MINIMUM OR CDNTTNUDUS _ KTING PER PLAN 1 CJ O <C o vo, > — f Vf( A \ ^ • • § 5Vr^ :^MHB VVDDD BEAM PER PLAN . SWPSIW CC i ' / RE1NF. STEEL. 14 BARS / I 6'o/c MINIMUM OR / PER PLAN. /.. ^ ^ BEAM TD PDST TD FOOTING /L DETAIL x-v ^ (typical no scale) v^y MMft WMtt «* flMW s » < JX461UC* ** *b l I tf i m>1>r0) m 0 6 00 OJ m tai51i- O M! £a s 5 3 IJ IE 3* i 1 3 Is ' i ' y o ! l«i 2 nth8 -«s mii» o> J § §* : « R fe2- •*§ iS 5 6 i GEOTECHNICAL EXPLORATION, INC SOIL & FOUNDATION ENGINEERING - GROUNDWATER HAZARDOUS MATERIALS MANAGEMENT • ENGINEERING GEOLOGY 18 February 2004 Mr. Jim Thomas Job No. 03-8536 2753 Galicia Way Carlsbad, CA 92009 Subject: Foundation Plan Review Proposed Thomas Residence 1380 Cynthia Lane Carlsbad, California Dear Mr. Thomas: As requested, we have reviewed a set of foundation plans including sheets A-3, A- 11, A-12, A-14, A-15, and A-19, prepared by Robison Designs, and dated January 16, 2004. In addition to our plan review comments, we herein address the comments from the City of Carlsbad Plan Checker regarding the liquefaction potential due to a seismic event and the potential for soil strength loss. We reviewed the plans to verify their compliance with the intent of our recommendations presented in our "Report of Preliminary Geotechnical Investigation" for the site, dated December 4, 2003, GEI Job No. 02-8536. PLAN REVIEW COMMENTS In our opinion, the reviewed foundation plans are in adequate compliance with our recommendations. All recommendations presented in our December 4, 2003, report remain applicable unless superseded in writing by our firm. Regarding the site potential for soil liquefaction and soil strength loss assessment required in section 1804.2 of the 1997 Edition of the UBC, for Seismic Zones 3 and 4, in our opinion the probability of such occurrences is very remote. For 7420 TRADE STREET • SAN DIEGO, CA 92121 • (858)549-7222 • R Thomas Residence Carlsbad, California Job No. 03-8536 Page 2 liquefaction to occur loose sandy soils in saturated conditions must be present at the time of occurrence of a significant (magnitude 5 or larger) earthquake. Shallow groundwater is not present, and the shallow amount of fill/topsoils presently existing in the proposed building area will be properly compacted before foundation excavations are made. Well-cemented formational soils exist on the pad at a depth of approximately 2 feet. These formational soils are not liquefiable in their present condition. Therefore, in our opinion, the probability of occurrence of soil liquefaction and soil strength loss due to a seismic event impacting the property is negligible. LIMITATIONS The findings, opinions and recommendations presented herein have been made in accordance with current generally accepted principles and practice in the field of geotechnical engineering within the City of Carlsbad. No warranty, either expressed or implied, is made. If you have any questions regarding this letter, please contact our office. Reference to our Job No. 03-8536 will help expedite a response to your inquiry. Respectfully submitted, GEOTECHNICAL EXPLORATION, INC. Jaime A. Cerros, P.EC R.C.E 34422/G.E. 2007 Senior Geotechnical Engineer cc: Robisons Designs REPORT OF PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Diamond Forty Residence 1380 Cynthia Lane Carlsbad, California JOB NO. 03-8536 04 December 2003 Prepared for: Mr. Jim Thomas Diamond Forty Enterprise GEOTECHNICAL EXPLORATION, INC SOIL & FOUNDATION ENGINEERING • GROUNDWATER HAZARDOUS MATERIALS MANAGEMENT • ENGINEERING GEOLOGY 04 December 2003 Mr. Jim Thomas Job No. 03-8536 DIAMOND FORTY ENTERPRISE 2753 Galicia Way Carlsbad, CA 92009 Subject: Report of Preliminary Geotechnical Investigation Proposed Diamond Forty Residence 1380 Cynthia Lane Carlsbad, California Dear Mr. Thomas: In accordance with your request, and our proposal of October 31, 2003, Geotechnical Exploration, Inc. has prepared this report of geotechnical investigation for the subject site. The field work was performed on October 31, 2003. In our opinion, if the conclusions and recommendations presented in this report are implemented during site preparation, the site should be suited for the proposed structure and associated improvements. This opportunity to be of service is sincerely appreciated. Should you have any questions concerning the following report, please do not hesitate to contact us. Reference to our Job No. 03-8536 will expedite a response to your inquiries. Respectfully submitted, GEOTECHNICAL EXPLORATION, INC. Jaime A. Cerros, P.E. R.C.E. 34422/G.E. 2007 Senior Geotechnical Engineer JKH/JAC/pj 7420 TRADE STREET • SAN DIEGO, CA 92121 * (858) 549-7222 • FAX: (858) 549-1604 • E-MAIL: geotech@ixpres.com TABLE OF CONTENTS PAGE I. EXECUTIVE SUMMARY 1 II. SITE DESCRIPTION 2 III. FIELD INVESTIGATION 2 IV. SOIL DESCRIPTION 3 V GROUNDWATER 3 VI. LABORATORY TESTS AND SOIL INFORMATION 4 VII. CONCLUSION AND RECOMMENDATIONS 6 VIII. GRADING NOTES 18 IX. LIMITATIONS 19 REFERENCES FIGURES I. Vicinity Map II. Plot Plan Illa-c. Excavation Logs IV. Laboratory Test Results APPENDICES A. Unified Soil Classification System B. General Earthwork Specifications REPORT OF PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Thomas Residence 1380 Cynthia Lane Carlsbad, California Job No. 03-8536 The following report presents the findings and recommendations of Geotechnical Exploration, Inc. for the subject project (for project location see Figure No. I). I. EXECUTIVE SUMMARY It is our understanding, based on communications with Mr. Jim Thomas, that it is proposed to develop the existing residential site to receive a new single-family residence with an attached garage and associated improvements (see Figure No. II for Plot Plan). The proposed structure is to be a maximum of two stories in height and is to be constructed of standard-type building materials utilizing a concrete slab-on-grade foundation system. With the above in mind, the Scope of Work is briefly outlined as follows: 1. Identify and classify the surface and subsurface soils in the area of the proposed construction, in conformance with the Unified Soil Classification System (refer to Figure Nos. Ill and IV, and Appendix A). 2. Recommend site preparation procedures. 3. Recommend the allowable bearing capacities for the on-site dense natural soils or properly compacted fills. 4. Evaluate the settlement potential of the bearing soils under the proposed structural loads. Proposed Diamond Forty Residence Job No. 03-8536 Carlsbad, California Page 2 5. Recommend preliminary foundation design information and provide active and passive earth pressures to be utilized in design of any proposed retaining walls and foundation structures. II. SITE DESCRIPTION The property is known as Assessor's Parcel No. 156-231-54-00, Parcel 2, according to Parcel Map No. 15737 in the City of Carlsbad, County of San Diego, State of California. The rectangular site, consisting of approximately .25 acre is located at 1380 Cynthia Lane. The property is bordered on the north, east and west by existing residential properties; and on the south by the Cynthia Lane cul-de-sac. The property consists of a relatively level building pad with a gentle slope (gradient of approximately 5%) to the south towards the street. The approximate elevation across the site is 130 feet above mean sea level (MSL). Vegetation on the site consists of native weeds and grasses and a few trees. The only structure currently on the property is a concrete slab (20/x34/). The site is presently used for parking an RV and a boat. Information concerning actual, precise elevations across the site was not available at the time of this investigation. III. FIELD INVESTIGATION Three exploratory hand auger excavations were placed on the site in order to obtain representative soil samples to define the soil profile across the property. The soil in the exploratory auger holes was logged by our field representative, and samples were taken of the predominant soils throughout the field exploratory operation. Excavation logs have been prepared on the basis of our observations and the results have been summarized on Figure No. III. The predominant soils have been Proposed Diamond Forty Residence Job No. 03-8536 Carlsbad, California Page 3 classified in conformance with the Unified Soil Classification System (refer to Appendix A). IV. SOIL DESCRIPTION Our investigation and review of pertinent geologic maps and reports indicate that dense Pleistocene-age terrace deposits underlie the entire site. The encountered soil profile consists of up to 2 feet of cultivated topsoils and fill soils overlying the terrace deposits. The encountered topsoil/ fill soil consists of up to 2 feet of dry, tan-brown, silty, fine to medium sand with some roots and rock fragments. These soils are considered to be of variable density, of tow expansion potential, and not suitable in their current condition for foundation support. The topsoils are underlain by dense, well cemented, terrace deposit formational material consisting of red-brown, silty, fine to medium sand. The terrace deposit soils are, in general, of very low expansion potential and have excellent bearing strength characteristics. Refer to Figure Nos. Ill and IV for details. V. GROUNDWATER No groundwater was encountered in our exploratory excavations during our field investigation and we do not expect significant problems to develop in the future — If our recommendations for proper drainage on the site are followed and proper drainage is maintained. The potential does exist for a perched water condition to develop if rainwater and irrigation waters are allowed to infiltrate through near-surface soils and encounter the less permeable formation, or flow beneath the structure along utility laterals if not properly sealed at footing penetrations. Preventative action such as placement of properly constructed Proposed Diamond Forty Residence Job No. 03-8536 Carlsbad, California Page 4 subdrains around below-grade walls must be taken. Attempts must also be made to reduce the potential for a perched water condition by providing proper surface drainage. It should also be kept in mind that any required grading operations may change surface drainage patterns and/or reduce permeabilities due to the densification of compacted soils. Such changes of surface and subsurface hydrologic conditions, plus irrigation of landscaping or significant increases in rainfall, may result in the appearance of surface or near-surface water at locations where none existed previously. The damage from such water is expected to be localized and cosmetic in nature, if good positive drainage is implemented, as recommended in this report, during and at the completion of construction. It must be understood, however, that unless discovered during initial site exploration or encountered during construction, it is extremely difficult to predict if or where perched or true groundwater conditions may appear in the future. When site fill or formational soils are fine-grained and of low permeability, water problems may not become apparent for extended periods of time. Water conditions, where suspected or encountered during construction, should be evaluated and remedied by the project civil and geotechnical consultants. The project developer and homeowner, however, must realize that additional post- construction appearances of groundwater may have to be dealt with on a site- specific basis. VI. LABORATORY TESTS AND SOIL INFORMATION Laboratory tests were performed on the disturbed and relatively undisturbed soil samples in order to evaluate their physical and mechanical properties and their Proposed Diamond Forty Residence Carlsbad, California Job No. 03-8536 Page 5 ability to support the proposed residential structure. The following tests were conducted on the sampled soils: 1. Moisture/Density Relations (ASTM Dl 557-98, Method A) 2. Mechanical Analysis (ASTM D422-98) The relationship between the moisture and density of remolded soil samples gives qualitative information regarding the soil strength characteristics and compaction soil conditions to be anticipated during any future grading operation. The Mechanical Analysis Test was used to aid in the classification of the soils according to the Unified Soil Classification System. The expansion potential of soils is determined, when necessary, utilizing the Uniform Building Code Test Method for Expansive Soils (UBC Standard No. 29-2). In accordance with the UBC (Table 18-1-B), expansive soils are classified as follows: EXPANSION INDEX Oto20 21 to 50 51 to 90 91 to 130 j Above 130 POTENTIAL EXPANSION Very low Low Medium High Very high Based on visual classification, the on-site soils have a very low expansion potential, with an expansion index of less than 20. Proposed Diamond Forty Residence Job No. 03-8536 Carlsbad, California Page 6 Based on laboratory test data, our observations of the primary soil types on the project, and our previous experience with laboratory testing of similar soils, our Geotechnical Engineer has assigned conservative values for friction angle, coefficient of friction, and cohesion to those soils that will have significant lateral support or bearing functions on the project. The assigned values are presented in Figure No. IV and have been utilized in the calculation of recommended bearing value as well as active and passive earth pressure for foundation design. VII. CONCLUSIONS AND RECOMMENDATIONS The following conclusions and recommendations are based upon the practical field investigation conducted by our firm, and resulting laboratory tests, in conjunction with our knowledge and experience with the soils in the City of Carlsbad. Our investigation revealed that the site is underlain at depth by dense, well- cemented terrace deposit formational materials, with up to 2 feet of variable- density cultivated topsoil and fill soil encountered in the proposed building area. In their present condition, the topsoiis/ fill soils will not provide a stable base for the proposed structure and improvements. As such, we recommend that the surficial soils be removed to a depth of approximately 2 feet, and that the bottom of excavation be scarified, the removed soils moisture-conditioned, and recompacted as part of site preparation prior to the addition of any new fill or structural improvements. To reduce differential movements associated with structures straddling cut/fill transitions, foundation excavations shall extend either through compacted fill soils into the overlying formational materials, or the entire pad shall be undercut to provide at least 1 foot of fill under the foundations, or the fill portion shall be compacted to at least 95 percent of Maximum Dry Density. Slabs on-grade shall be Proposed Diamond Forty Residence Job No. 03-8536 Carlsbad, California Page 7 founded either entirely on fill or entirely on cemented terrace materials, or if transitioning across the cut/fili line, the compacted fill portion shall be placed at a minimum of 95 percent relative compaction. At the time of report preparation, plans were not yet available for our review. When plans become available we should be provided with the opportunity to review the project plans to see that our recommendations are adequately incorporated in the plans. A. Preparation of Soils for Site Development 1. The existing vegetation observed on the site must be removed prior to the preparation of the building pad and/or areas to receive new structural improvements. This includes any roots from existing trees and shrubbery that could cause damage to new foundations and slabs. 2. In order to provide a uniform, firm soils base for the proposed structure and major improvements, the existing variable density surficial soils located in the proposed building and improvement areas, and extending for a distance of at least 5 feet beyond the perimeter thereof (where possible), shall be excavated to expose firm, native soil, or as per the indications of our field representative. This depth is expected to be approximately 1.5 to 2 feet. The excavated loose soils shall be cleaned of any debris and deleterious materials, moisture conditioned to the approximate optimum moisture content, placed in lifts where needed to reach planned grades, and compacted to at least 90 percent of Maximum Dry Density, in accordance with ASTM D1557-98 standards, if all improvements are to be built on compacted fills. Proposed Diamond Forty Residence Job No. 03-8536 Carlsbad, California Page 8 As previously stated, to reduce differential movements associated with structures straddling cut to fill transitions, foundation excavations shall extend through compacted fill soils into the overlying formational materials or the fill portion shall be compacted to at least 95 percent relative compaction. Additionally, slabs on-grade and foundations shall either be totally underlain by a minimum of 12 inches of compacted fill or have the fill portion of the cut/fill area placed at a minimum of 95 percent relative compaction for the compacted fill. Any areas that are to support proposed improvements or retaining structures should be prepared in a like manner. Foundation bottoms shall consist entirely of dense formational material or combined with fill soils compacted to at least 95 percent of Maximum Dry Density when transitioning across fill/cut lines. We do not anticipate that medium or highly expansive clay soils will be encountered during grading. Should such soils be encountered and used as fill, however, they shall be scarified, moisture conditioned to at least 5 percent above optimum moisture content, and be compacted to at least 90 percent. 3. No uncontrolled fill soils shall remain on the site after completion of any future site work. In the event that temporary ramps or pads are constructed of uncontrolled fill soils, the loose fill soils shall be removed and/or recompacted prior to completion of the grading operation. 4. Any buried objects, abandoned utility lines, or particular soft soil areas, etc., which might be discovered in the construction area, shall be removed and the Proposed Diamond Forty Residence Job No. 03-8536 Carlsbad, California Page 9 excavation properly backfilled with approved on-site or imported fill soils and compacted to at least 90 percent of Maximum Dry Density. 5. Any backfill soils placed in utility trenches or behind retaining walls that support structures and other improvements (such as patios, sidewalks, driveways, pavements, etc.) shall be compacted to at least 90 percent of Maximum Dry Density. Backfill soils placed behind retaining walls and/or crawl space retaining walls shall be installed as early as the retaining walls are capable of supporting lateral loads. B. Design Parameters for Proposed Foundations 6. For preliminary foundation design of new footings, based on the assumption that new footings will be placed at least 18 inches below lowest adjacent grade, we provide a preliminary allowable soil bearing capacity equal to 2,500 pounds per square foot (psf). This applies to footings at least 18 inches in width. For wider and/or deeper footings, the allowable soil bearing capacity may be calculated based on the following equation: Qa = 1200D4-700W where MQa" is the allowable soil bearing capacity (in psf); HD" is the depth of the footing (in feet) as measured from the lowest adjacent grade; and MW" is the width of the footing (in feet). Proposed Diamond Forty Residence Carlsbad, California Job No. 03-8536 Page 10 The allowable soil bearing capacity may be increased one-third for analysis including wind or earthquake loads. The maximum total allowable soil bearing capacity for dense fills or natural formation is 6,000 psf. 7. The passive earth pressure of the encountered natural-ground soils and any properly compacted fill soils (to be used for design of shallow foundation and footings to resist the lateral forces) shall be based on an Equivalent Fluid Weight of 300 pounds per cubic foot. This passive earth pressure shall only be considered valid for design if the ground adjacent to the foundations structure is essentially level for a distance of at least three times the total depth of the foundation. 8. A Coefficient of Friction of 0.40 times the dead load may be used to calculate friction force between the bearing soils and concrete wall foundations or structure foundations and floor slabs. 9. The following table summarizes site-specific seismic design criteria to calculate the base shear needed for the design of the residential structure. The design criteria was obtained from the California Building Code (2001 edition). The coefficient values are based on the site soil profile and the distance to the closest active fault. Parameter Seismic Zone Factor, Z Soil Profile Type Seismic Coefficient, Ca Seismic Coefficient, Cv Near-Source Factor, Na Near-Source Factor, Nv Seismic Source Type Value 0.40 Sc 0.40Na 0.56NV 1.00 1.00 B Reference Table 16-1 Table 16-3 Table 16-Q Table 16-R Table 16-S Table 16-T Table 16-U Proposed Diamond Forty Residence Job No. 03-8536 Carlsbad, California Page 11 10. Our experience indicates that, for various reasons, footings and slabs occasionally crack, causing ceramic tiles and brittle surfaces to become damaged. Therefore, we recommend that all conventional shallow footings and slabs-on-grade contain at least a minimum amount of reinforcing steel to reduce the separation of cracks, should they occur. 10.1 A minimum of steel for continuous footings should include at least four No. 5 steel bars continuous, with two bars near the bottom of the footing and two bars near the top. A minimum clearance of 3 inches shall be maintained between steel reinforcement and the top, bottom or sides of the footing. 10.2 Isolated square footings should contain, as a minimum, a grid of three No. 4 steel bars on 12-inch centers, both ways, with no less than three bars each way. 10.3 Interior floor slabs should be a minimum of 4 inches actual thickness and be reinforced with No, 3 bars on 18-inch centers, both ways, placed at midheight in the slab. Slabs at the main floor level shall be underlain by a 2-inch-thick layer of clean sand (5.E. = 30 or greater) overlying a moisture retardant membrane over 2 inches of sand. Slab subgrade soil shall be verified by a Geotechnicat Exploration, Inc. representative to have the proper moisture content within 48 hours prior to placement of the vapor barrier and pouring of concrete. We recommend the project Civil/Structural Engineer incorporate isolation joints and sawcuts to at least one-fourth the thickness of the slab in any floor designs. The joints and cuts, if properly placed, should reduce the potential for and help control floor slab cracking. It is recommended that concrete Proposed Diamond Forty Residence Job No. 03-8536 Carlsbad, California Page 12 shrinkage joints be placed no farther than approximately 20 feet, and also at re-entrant corners. However, due to a number of reasons (such as base preparation, construction techniques, curing procedures, and normal shrinkage of concrete), some cracking of slabs can be expected. NOTE: The project Civil/Structural Engineer shall review all reinforcing schedules. The reinforcing minimums recommended herein are not to be construed as structural designs, but merely as minimum safeguards to reduce possible crack separations, Based on our laboratory test results and our experience with the soil types on the subject site, the dense natural soils and properly compacted fill soils should experience differential angular rotation of less than 1/240 under the recommended allowable loads. The maximum differential settlement across the structure and footings when founded on properly compacted fill or dense natural formation shall be on the order of 1 inch. 11. As a minimum for protection of on-site improvements, it is recommended that all nonstructural concrete slabs (such as patios, sidewalks, etc.), be founded on properly compacted and tested fill or dense native formation and underlain (if applicable) by 3 inches of leveling clean sand, with 6x6-6/6 welded wire mesh at the center of the slab, and contain adequate isolation and control joints. The performance of on-site improvements can be greatly affected by soil base preparation and the quality of construction. It is therefore important that all improvements are properly designed and constructed for the existing soil conditions. The improvements should not be built on loose soils or fills placed without our observations and testing. Proposed Diamond Forty Residence Job No. 03-8536 Carlsbad, California Page 13 Any rigid improvements founded on the existing loose surface soils can be expected to undergo movement and possible damage and is therefore not recommended. Geotechnical Exploration, Inc. takes no responsibility for the performance of the improvements built or loose or inadequately compacted fills. Any exterior area to receive concrete improvements shall be verified for compaction and moisture within 48 hours prior to concrete placement. For exterior slabs with the minimum shrinkage reinforcement, control joints shall be placed at spaces no farther than 15 feet apart or the width of the slab, whichever is less, and also at re-entrant corners. Control joints in exterior slabs shall be sealed with elastomeric joint sealant. The sealant shall be inspected every 6 months and be properly maintained. 12. Driveway pavement, consisting of Portland cement concrete at least 5 inches in thickness, may be placed on properly compacted subgrade soils. The concrete shall be at least 3,250 psi compressive strength, with control joints no farther than 15 feet apart. Pavement joints shall be properly sealed with the permanent joint sealant, as required in sections 201.3.6 through 201.3.8 of the Standard Specifications for Public Work Construction, 2000 Edition. All control joints shall penetrate at least one-quarter the thickness of the slab, and shall be placed within 12 hours after concrete placement. C. Floor Slab Vapor Transmission 13. Vapor moisture can cause some problems on moisture sensitive floors, some floor sealers, or sensitive equipment in direct contact with the floor, in addition to mildew and staining on slabs, walls and carpets. Proposed Diamond Forty Residence Job No. 03-8536 Carlsbad, California Page 14 14. The common practice in Southern California is to place vapor retarders made of PVC, or of polyethylene. PVC retarders are made in thickness ranging from 10- to 60-mil. Polyethylene retarders, called visqueen, range from 5- to 10-mil in thickness. The thicker the plastic, the stronger the resistance will be against puncturing. 15. Although polyethylene (visqueen) products are most commonly used, products such as Vaporshield possess much higher tensile strength and are more specifically designed for and intended to retard moisture transmission into concrete slabs. The use of Vaporshield or equivalent is highly recommended when a structure is intended for moisture-sensitive floor coverings or uses. 16. The vapor retarders need to have joints lapped and sealed with mastic or manufacturer's recommended tape for additional protection. To provide some protection to the moisture retarder, a layer of at least 2 inches of clean sand on top and 2 inches at the bottom shall also be provided. No heavy equipment, stakes or other puncturing instruments shall be used on top of the liner before or during concrete placement. In actual practice, stakes are often driven through the retarder material, equipment is dragged or rolled across the retarder, overlapping or jointing is not properly implemented, etc. All these construction deficiencies reduce the retarder's effectiveness. The vapor retarders are not waterproof. They are intended to help prevent or reduce capillary migration of vapor through the soil into the pores of concrete slabs. Other waterproofing systems must supplement vapor retarders if full waterproofing is desired. The owner should be consulted to determine the specific level of protection required. Proposed Diamond Forty Residence Job No. 03-8536 Carlsbad, California Page 15 D. Retaining Walls 17. The active earth pressure (to be utilized in the design of any cantilever retaining walls, utilizing on-site or imported very low expansive to low expansive soils [El less than 50] as backfill) shall be based on an Equivalent Fluid Weight of 38 pounds per cubic foot (for level backfill only). For 2.0:1.0 sloping backfill, the equivalent fluid weight shall be not less than 52 pcf utilizing low expansive backfill. Clayey soils shall not be used as wall backfill material, except as capping material in the upper 1 foot. In the event that a retaining wall is to be designed for a restrained condition (such as for basement retaining walls), a uniform pressure equal to 8xH (eight times the total height of retained soil, considered in pounds per square foot) shall be considered as acting everywhere on the back of the wall in addition to the design Equivalent Fluid Weight. The soil pressure produced by any footings, improvements, or any other surcharge placed within a horizontal distance equal to the height of the retaining portion of the wall shall be included in the wall design pressure. Any loads placed on the active wedge behind the wall shall be included in the design by multiplying the load weight by a factor of 0.32. For restrained walls, use a factor equal to 0.52. The retaining wall and/or building retaining wall plans shall indicate that the walls shall be backfilled with very low to low expansive soils (EI=less than 50). 18. Proper subdrains and free-draining backwall material or geofabric drainage shall be installed behind all retaining walls (in addition to proper waterproofing) on the subject project. Geotechnical Exploration, Inc. will assume no liability for damage to structures or improvements that is Proposed Diamond Forty Residence Job No. 03-8536 Carlsbad, California Page 16 attributable to poor drainage. The architectural plans shall clearly indicate that the subdrains for any lower-level walls shall be placed at an elevation at least 1 foot below the bottom of the interior slabs being protected. At least 0.5-percent fall shall be provided for the subdrain. The subdrain shall be placed in an envelope of crushed rock gravel up to 1 inch in maximum diameter, and be wrapped with Mirafi 140N filter or equivalent. £. Site Drainage Considerations 19. Adequate measures shall be taken to properly finish-grade the building site after the structures and other improvements are in place. Drainage waters from this site and adjacent properties are to be directed away from the foundations, floor slabs, footings, and slopes, onto the natural drainage direction for this area or into properly designed and approved drainage facilities. Roof gutters and downspouts should be installed on the structure, with the runoff directed away from the foundations via closed drainage lines. Proper subsurface and surface drainage will help minimize the potential for waters to seek the level of the bearing soils under the foundations, footings and floor slabs. Failure to observe this recommendation could result in undermining and possible differential settlement of the structure or other improvements on the site or cause other moisture-related problems. Currently, the Uniform Building Code requires a minimum 2-percent surface gradient for proper drainage of building pads unless waived by the building official. Concrete pavement may have a minimum gradient of 0.5-percent. In addition, appropriate erosion control measures shall be taken at all times during and after construction to prevent surface runoff waters from entering footing excavations or ponding on finished building pad areas. Proposed Diamond Forty Residence Job No. 03-8536 Carlsbad, California Page 17 20. Planter areas, flower beds and planter boxes shall be sloped to drain away from the foundations, footings, and floor slabs at a gradient of at least 5 percent within 5 feet from the perimeter walls. Any planter areas adjacent to the buildings or surrounded by concrete improvements shall be provided with sufficient area drains to help with rapid runoff disposal. No water shall be allowed to pond adjacent to the buildings or other improvements. Planter boxes shall be constructed with a closed bottom and a subsurface drain, installed in gravel, with the direction of subsurface and surface flow away from the slopes, foundations, footings, and floor slabs, to an adequate drainage facility. Sufficient area drains and proper surface gradient shall be provided throughout the project. Roof gutter and downspouts shall be tied to storm drain lines. F. General Recommendations 21. Following placement of any concrete floor slabs, sufficient drying time must be allowed prior to placement of floor coverings. Premature placement of floor coverings may result in degradation of adhesive materials and loosening of the finish floor materials, 22. Where not superseded by specific recommendations presented in this report, trenches, excavations and temporary slopes at the subject site shall be constructed in accordance with Title 8, Construction Safety Orders, issued by Cal-OSHA. 23. In order to minimize any work delays at the subject site during site development, this firm should be contacted 24 hours prior to any need for observation of footing excavations or field density testing of compacted fill soils. If possible, placement of formwork and steel reinforcement in footing Proposed Diamond Forty Residence Job No. 03-8536 Carlsbad, California Page 18 excavations should not occur prior to observing the excavations; in the event that our observations reveal the need for deepening or redesigning foundation structures at any locations, any formwork or steel reinforcement in the affected footing excavation areas would have to be removed prior to correction of the observed problem (i.e., deepening the footing excavation, recompacting soil in the bottom of the excavation, etc.) VIII. GRADING NOTES Any required grading operations shall be performed in accordance with the General Earthwork Specifications (Appendix B) and the requirements of the City of Carlsbad Grading Ordinance. 24. Geotechnical Exploration, Inc. recommends that we be asked to verify the actual soil conditions revealed during site grading work and footing excavation to be as anticipated in this "Report of Preliminary Geotechnical Investigation" for the project. In addition, the compaction of any fill soils placed during site grading work must be tested by the soil engineer. It is the responsibility of the grading contractor to comply with the requirements on the grading plans and the local grading ordinance. All retaining wall and trench backfill that will support structures or rigid improvements shall be properly compacted. Geotechnical Exploration, Inc. will assume no liability for damage occurring due to improperly or uncompacted backfill placed without our observations and testing. 25. It is the responsibility of the owner and/or developer to ensure that the recommendations summarized in this report are carried out in the field operations and that our recommendations for design of this project are incorporated in the structural plans. We shall be provided with the Proposed Diamond Forty Residence Job No. 03-8536 Carlsbad, California Page 19 opportunity to review the project plans once they are available; to see that our recommendations are adequately incorporated in the plans. 26. This firm does not practice or consult in the field of safety engineering. We do not direct the contractor's operations, and we cannot be responsible for the safety of personnel other than our own on the site; the safety of others is the responsibility of the contractor. The contractor should notify the owner if he considered any of the recommended actions presented herein to be unsafe. IX. LIMITATIONS Our conclusions and recommendations have been based on all available data obtained from our field investigation and laboratory analysis, as well as our experience with the soils and formational materials located in the City of Carlsbad. Of necessity, we must assume a certain degree of continuity between exploratory excavations and/or natural exposures. It is, therefore, necessary that all observations, conclusions, and recommendations be verified at the time grading operations begin or when footing excavations are placed. In the event discrepancies are noted, additional recommendations may be issued, if required. The work performed and recommendations presented herein are the result of an investigation and analysis that meet the contemporary standard of care in our profession within the County of San Diego. No warranty is provided. This report should be considered valid for a period of two (2) years, and is subject to review by our firm following that time. If significant modifications are made to the building plans, especially with respect to the height and location of any Proposed Diamond Forty Residence Carlsbad, California Job No. 03-8536 Page 20 proposed structures, this report must be presented to us for immediate review and possible revision. The firm of Geotechnicaf Exploration, Inc. shall not be held responsible for changes to the physical condition of the property, such as addition of fill soils or changing drainage patterns, which occur subsequent to issuance of this report and the changes are made without our observations, testing, and approval. Once again, should any questions arise concerning this report, please feel free to contact the undersigned. Reference to our Job No. 03-8536 will expedite a reply to your inquiries. Respectfully submitted, GEOTECHNICAL EXPLORATION, INC. Project Coordinator JKH/JAC/pj Jaime^TCerros, P.E. R.C.E. 34422/G.E. 2007 Senior Geotechnical Engineer r n r r VICINITY MAP F*fG*!f v^ e^^tXL%liM^|^^*V*^B31M1-^^^\.-1j^^^1ig^J^ A- W&^ THomos Bros Guide pg. J106 Proposed Diamond Forty Residsidence 1380 Cynthia Lane Carlsbad, CA. Figure No. I Job No. 03-8536 • a.«3 fll SS] tl If' ^EQUIPMENT Hand Auger SURFACE ELEVATION ± 130' Mean Sea Level DIMENSION & TYPE OF EXCAVATION 8-inch diameter Auger Hole GROUNDWATER DEPTH Not Encountered DATE LOGGED ^ 10-31-03 LOGGED BY JKH DEPTH FT._ - - 1 - - - 2- _ 4-SYMBOL<&M *•$>^?;t W* wif ^¥ 8 TTf? ,'. '•| SAMPLE\l IA FIELD DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS (Grain size, Density, Moisture, Color) SILTY FINE TO MEDIUM SAND, w/ some roots and rock fragments. Loose to medium dense. Dry. Tan-brown. FILU TOPSOIL (Qaf) SILTY FINE TO MEDIUM SAND, well cemented. Dense. Damp. Red-brown. TERRACE DEPOSITS (Qt) Bottom @ 3' o ID SM SM IN-PLACEMOISTURE (%)IN-PLACE DRYDENSITY (pcf)OPTIMUMMOISTURE (%)8.8 MAXIMUM DRYDENSITY (pcf)130.0 DENSITY(%ofM.D.D.)„EXPAN.+CONSOL - V '£3 EXPANSION IND<20 BLOWCOUNTS/R.Qd Q- I y_ WATER TABLE ^ LOOSE BAG SAMPLE [0 IN-PLACE SAMPLE • DRIVE SAMPLE [s] SAND CONE/F.D.T. H POCKET PENETROMETER (TSP)V JOB NAME Proposed Diamond Forty Residence SITE LOCATION 1380 Cynthia Lane, Carlsbad, California JOB NUMBER 03-8536 RGURE NUMBER Ilia RMBKDBY LDR/JAC lfv^&£ GcetechnfcalJi Eiqplofatlon, Inc. LOG No HA-1 J ''EQUIPMENT Hand Auger SURFACE ELEVATION ±130' Mean Sea Level DIMENSION & TYPE OF EXCAVATION 8-inch diameter Auger Hole GROUNDWATER DEPTH Not Encountered DATE LOGGED ^ 10-31-03 LOGGED BY JKH DEPTH FT.- - - 1 - — _ 3- 4-SYMBOL^' * t?S> ?£" ^'Sf If f| . . -'."SAMPLEFIELD DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS (Grain size, Density, Moisture. Color) SILTY FINE TO MEDIUM SAND, w/ some roots and rock fragments. Loose to medium dense. Dry. Tan-brown. FILL/ TOPSOIL(Qaf) SILTY FINE TO MEDIUM SAND, well cemented. Dense. Damp. Red-brown. TERRACE DEPOSITS (Qt) Bottom @ 2' 0 sM SM i!IN-PLACE DRYDENSITY (pcf)OPTIMUMMOISTURE (%)MAXIMUM DRYDENSITY (pcf)p z~5UJ j. ± O ^ OUJ O BLOWCOUNTS/FT.Q O UJCO ^x I WATER TABLE 13 LOOSE BAG SAMPLE Q] IN-PLACE SAMPLE H DRIVE SAMPLE [j\ SAND CONBF.DT. ^ POCKET PENETROMETER (TSP)V JOB NAME Proposed Diamond Forty Residence SITE LOCATION 1380 Cynthia Lane, Carlsbad, California JOB NUMBER 03-8536 FIGURE NUMBER 1Mb BWB*DI* LDR/JAC 4lrl£-2 Geotcchnkal'* ^¥ Expfcwjrtfon, Inc. LOG No. HA-2 J ^EQUIPMENT Hand Auger SURFACE ELEVATION ±130' Mean Sea Level DIMENSION S TYPE OF EXCAVATION 8-inch diameter Auger Hole GROUNDWATER DEPTH Not Encountered DATE LOGGED ^ 10-31-03 LOGGED BY JKH DEPTH FT.- — - 1 - 3 — 4-SYMBOL/t"&~ S ^ ^>>$ ^§9 SAMPLEFIELD DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS (Grain size, Density, Moisture, Color) SILTY FINE TO MEDIUM SAND,w/ some roots and rock fragments. Loose to medium dense. Dry. Tan-brown. FILU TOPSOIL (Oaf) SILTY RNE TO MEDIUM SAND, well cemented. Dense. Damp. Red-brown. TERRACE DEPOSITS (Qt) Bottom @ 2' y. m [s_ V WATER TABLE LOOSE BAG SAMPLE IN-PLACE SAMPLE DRIVE SAMPLE SAND CONE/F.D.T. POCKET PENETROMETER (TSP) o °* sM SM IN-PLACEMOISTURE (%)IN-PLACE DRYDENSITY (pcf)OPTIMUMMOISTURE (%)MAXIMUM DRYDENSITY (pcf)DENSITY(%ofM.D.D.)S"EXPAN. *CONSOL - (•BLOWCOUNTS/R.SAMPLE O.D.(INCHES)JOB NAME Proposed Diamond Forty Residence SITE LOCATION 1380 Cynthia Lane, Carlsbad, California JOB NUMBER 03-8536 RGURE NUMBER Illc RMBH)BY LDR/JAC IfalLt Geotechnfcal1|P'^¥ Exploration, Inc. LOG No. HA-3 J 140 LABORATORY SOIL DATA SUMMARY 130 120 110 100 90 80 DRY UNIT WEIGHT (pcf)\\-\\;\\ \ \\\ \i *\\ V\\li\\'\ 1 \ A\\ \ \ A\ s ^ \ MAXIMUM DRY DENSITY (pcf) OPTIMUM MOISTURE CONTENT (%] \A\s'\ \ N ^\ \ v \ \)s\ i132 9.0 A\\^\ N si\ s\\ 2 ! i I \ \ \\ 1 1 1 1 1 1 1 \ O s' N s\ 3 1 \\ ^ i DIRECT SHEAR TEST DATA *PPARENT COHESION (psf) APPARENT FRICTION ANGLE 1* 150 32° 2 3 * Assigned Val ue GRAVai V. -l> i 1 1 l 60 l - « 1i * | i 1 3 A > \ N 1 1 i 1 1 I 11 11 1 1 1 ii i i i i i l1 i i 1 1 >.70x. -2.60^; ^.SO- ts, o Nj \ 1 SAND CCWGE TO UEOUM U.S » S 8 £ £ £ ' * ". ! t - i( I l i t i i ii l FINE standard S5 S § i , ; \ \ i T t T t 1 Is'.! t t FINES SLJ »«V« WZ63 CUT GRAIN DIAMETER (mm) ^ SPECIFIC GRAVITY ZERO AIR VOIDS CURVES 10 20 30 LABORATORY COMPACTION TEST 40 SOIL TYPE 1 2 3 SOIL COMPACTION SILTY FINE TO MEDIUM SAND. Tan-brown. FILL/TOPSOIL BORING No. HANDPFT No. HA-1 DEPTH T SWELL TEST DATA INmALDRYDENSrTY(pcf) INFRAL WATK CONTBJT (%] LOAD (psf) PERCB4TSWEU. £ | _ 1 - - - <20 2 3 Figure No. IV Job Wo. 03-8536 Geotecftnfcal Exploration, Inc. APPENDIX A UNIFIED SOIL CLASSIFICATION CHART SOIL DESCRIPTION Coarse-grained (More than half of material is larger than a No. 200 sieve) GRAVELS, CLEAN GRAVELS {More than half of coarse fraction is larger than No. 4 sieve size, but smaller than 3") GRAVELS WITH FINES (Appreciable amount) SANDS, CLEAN SANDS (More than half of coarse fraction is smaller than a No. 4 sieve) SANDS WITH FINES (Appreciable amount) GW Well-graded gravels, gravel and sand mixtures, little or no fines. GP Poorly graded gravels, gravel and sand mixtures, little or no fines. GC Clay gravels, poorly graded gravel-sand-silt mixtures SW Well-graded sand, gravelly sands, little or no fines SP Poorly graded sands, gravelly sands, little or no fines. SM Silty sands, poorly graded sand and silty mixtures. SC Clayey sands, poorly graded sand and clay mixtures. FINE-GRAINED (More than half of material is smaller than a No. 200 sieve) SILTS AND CLAYS Liquid Limit Less than 50 Liquid Limit Greater than 50 HIGHLY ORGANIC SOILS ML Inorganic silts and very fine sands, rock flour, sandy silt and clayey-silt sand mixtures with a slight plasticity. CL Inorganic clays of low to medium plasticity, gravelly clays, silty clays, clean clays. OL Organic silts and organic silty clays of low plasticity. MH Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts. CH Inorganic clays of high plasticity, fat clays. OH Organic clays of medium to high plasticity. PT Peat and other highly organic soils APPENDIX B GENERAL EARTHWORK SPECIFICATIONS — General The objective of these specifications is to properly establish procedures for the clearing and preparation of the existing natural ground or properly compacted fill to receive new fill; for the selection of the fill material; and for the fill compaction and testing methods to be used. Scope of Work The earthwork includes all the activities and resources provided by the contractor to construct in a good workmanlike manner all the grades of the filled areas shown in the plans. The major items of work covered in this section include all clearing and grubbing, removing and disposing of materials, preparing areas to be filled, compacting of fill, compacting of backfills, subdrain installations, and all other work necessary to complete the grading of the filled areas, Site Visit and Site Investigation 1. The contractor shall visit the site and carefully study it, and make all inspections necessary in order to determine the full extent of the work required to complete all grading in conformance with the drawings and specifications. The contractor shall satisfy himself as to the nature, location, and extent of the work conditions, the conformation and condition of the existing ground surface; and the type of equipment, labor, and facilities needed prior to and during prosecution of the work. The contractor shall satisfy himself as to the character, quality, and quantity of surface and subsurface materials or obstacles to be encountered. Any inaccuracies or discrepancies between the actual field conditions and the drawings, or between the drawings and specifications, must be brought to the engineer's attention in order to clarify the exact nature of the work to be performed. 2. A soils investigation report has been prepared for this project by GEI. It is available for review and should be used as a reference to the surface and subsurface soil and bedrock conditions on this project. Any recommendations made in the report of the soil investigation or subsequent reports shall become an addendum to these specifications. Authority of the Soils Engineer and Engineering Geologist The soils engineer shall be the owner's representative to observe and test the construction of fills. Excavation and the placing of fill shall be under the observation of the soils engineer and his/her representative, and he/she shall give a written opinion regarding conformance with the specifications upon completion of grading. The soils engineer shall have the authority to cause the removal and replacement of porous topsoils, uncompacted or improperly compacted fills, disturbed bedrock materials, and soft alluvium, and shall have the authority to approve or reject materials proposed for use in the compacted fill areas. The soils engineer shall have, in conjunction with the engineering geologist, the authority to approve the preparation of natural ground and toe-of-fill benches to receive fill material. The engineering geologist shall have the authority to evaluate the stability of the existing or proposed slopes, and to evaluate the necessity of remedial measures. If any unstable condition is being created by cutting or filling, the engineering geologist and/or soils engineer shall advise the contractor and owner immediately, and prohibit grading in the affected area until such time as corrective measures are taken. The owner shall decide all questions regarding: (1} the interpretation of the drawings and specifications, (2) the acceptable fulfillment of the contract on the part of the contractor, and (3) the matter of compensation. Appendix B — Page 2 — Clearing and Grubbing 1. Clearing and grubbing shall consist of the removal from all areas to be graded of all surface trash, abandoned improvements, paving, culverts, pipe, and vegetation (including -- but not limited to -- heavy weed growth, trees, stumps, logs and roots larger than 1-inch in diameter}. 2. All organic and inorganic materials resulting from the clearing and grubbing operations shall be collected, — " piled, and disposed of by the contractor to give the cleared areas a neat and finished appearance. Burning of combustible materials on-site shall not be permitted unless allowed by local regulations, and at such times and in such a manner to prevent the fire from spreading to areas adjoining the property or cleared area. 3. It is understood that minor amounts of organic materials may remain in the fill soils due to the near impossibility of complete removal. The amount remaining, however, must be considered negligible, and in no case can be allowed to occur in concentrations or total quantities sufficient to contribute to settlement upon "~ decomposition. Preparation of Areas to be Filled 1. After clearing and grubbing, all uncompacted or improperly compacted fills, soft or loose soils, or unsuitable materials, shall be removed to expose competent natural ground, undisturbed bedrock, or properly compacted fill as indicated in the soils investigation report or by our field representative. Where the unsuitable materials are exposed in final graded areas, they shall be removed and replaced as compacted fill. 2. The ground surface exposed after removal of unsuitable soils shall be scarified to a depth of at least 6 ~~ inches, brought to the specified moisture content, and then the scarified ground compacted to at least the specified density. Where undisturbed bedrock is exposed at the surface, scarification and recompaction shall not be required. 3. All areas to receive compacted fill, including all removal areas and toe-of-fill benches, shall be observed and approved by the soils engineer and/or engineering geologist prior to placing compacted fill. 4. Where fills are made on hillsides or exposed slope areas with gradients greater than 20 percent, horizontal benches shall be cut into firm, undisturbed, natural ground in order to provide both lateral and vertical stability. This is to provide a horizontal base so that each layer is placed and compacted on a horizontal -~ plane. The initial bench at the toe of the fill shall be at least 10 feet in width on firm, undisturbed, natural ground at the elevation of the toe stake placed at the bottom of the design slope. The engineer shall determine the width and frequency of all succeeding benches, which will vary with the soil conditions and __ the steepness of the slope. Ground slopes flatter than 20 percent (5.0:1.0) shall be benched when considered necessary by the soils engineer. Fill and Backfill Material Unless otherwise specified, the on-site material obtained from the project excavations may be used as fill or backfill, provided that all organic material, rubbish, debris, and other objectionable material contained therein is first — removed. In the event that expansive materials are encountered during foundation excavations within 3 feet of finished grade and they have not been properly processed, they shall be entirely removed or thoroughly mixed with good, granular material before incorporating them in fills. No footing shall be allowed to bear on soils which, in the „ opinion of the soils engineer, are detrimentally expansive - unless designed for this clayey condition. However, rocks, boulders, broken Portland cement concrete, and bituminous-type pavement obtained from the project excavations may be permitted in the backfill or fill with the following limitations: Appendix B Page 3 1. The maximum dimension of any piece used in the top 10 feet shall be no larger than 6 inches. 2 Clods or hard lumps of earth of 6 inches in greatest dimension shall be broken up before compacting the material in fill. 3. If the fill material originating from the project excavation contains large rocks, boulders, or hard lumps that — cannot be broken readily, pieces ranging from 6 inches in diameter to 2 feet in maximum dimension may be used in fills below final subgrade if all pieces are placed in such a manner (such as windrows} as to eliminate nesting or voids between them. No rocks over 4 feet will be allowed in the fill. 4. Pieces larger than 6 inches shall not be placed within 12 inches of any structure. 5. Pieces larger than 3 inches shall not be placed within 12 inches of the subgrade for paving. 6. Rockfills containing less than 40 percent of soil passing 3/4-inch sieve may be permitted in designated areas. Specific recommendations shall be made by the soils engineer and be subject to approval by the city — engineer. 7. Continuous observation by the soils engineer is required during rock placement. 8. Special and/or additional recommendations may be provided in writing by the soils engineer to modify, clarify, or amplify these specifications. "~ 9. During grading operations, soil types other than those analyzed in the soil investigation report may be encountered by the contractor. The soils engineer shall be consulted to evaluate the suitability of these soils as fill materials. Placing and Compacting Fill Material 1. After preparing the areas to be filled, the approved fill material shall be placed in approximately horizontal layers, with lift thickness compatible to the material being placed and the type of equipment being used. Unless otherwise approved by the soils engineer, each layer spread for compaction shall not exceed 8 inches of loose thickness. Adequate drainage of the fill shall be provided at all times during the construction period. 2. When the moisture content of the fill material is below that specified by the engineer, water shall be added to it until the moisture content is as specified. 3. When the moisture content of the fill material is above that specified by the engineer, resulting in inadequate compaction or unstable fill, the fill material shall be aerated by blading and scarifying or other satisfactory methods until the moisture content is as specified. 4. After each layer has been placed, mixed, and spread evenly, it shall be thoroughly compacted to not less than the density set forth in the specifications. Compaction shall be accomplished with sheepsfoot rollers, — multiple-wheel pneumatic-tired rollers, or other approved types of acceptable compaction equipment. Equipment shall be of such design that it will be able to compact the fill to the specified relative compaction. Compaction shall cover the entire fill area, and the equipment shall make sufficient trips to ensure that the ^_ desired density has been obtained throughout the entire fill. At locations where it would be impractical due to inaccessibility of rolling compacting equipment, fill layers shall be compacted to the specified requirements by hand-directed compaction equipment. Appendix B — Page 4 __ 5. When soil types or combination of soil types are encountered which tend to develop densely packed surfaces as a result of spreading or compacting operations, the surface of each layer of fill shall be sufficiently roughened after compaction to ensure bond to the succeeding layer. *"~ 6. Unless otherwise specified, fill slopes shall not be steeper than 2.0 horizontal to 1.0 vertical. In general, fill slopes shall be finished in conformance with the lines and grades shown on the plans. The surface of fill slopes shall be overfilled to a distance from finished slopes such that it will allow compaction equipment to — "" operate freely within the zone of the finished slope, and then cut back to the finished grade to expose the compacted core. Alternate compaction procedures include the backrolting of slopes with sheepsfoot rollers in increments of 3 to 5 feet in elevation gain. Alternate methods may be used by the contractor, but they _ shall be evaluated for approval by the soils engineer. 7. Unless otherwise specified, all allowed expansive fill material shall be compacted to a moisture content of approximately 2 to 4 percent above the optimum moisture content. Nonexpansive fill shall be compacted at "~ near-optimum moisture content. All fill shall be compacted, unless otherwise specified, to a relative compaction not less than 95 percent for fill in the upper 12 inches of subgrades under areas to be paved with asphalt concrete or Portland concrete, and not less than 90 percent for other fill. The relative — compaction is the ratio of the dry unit weight of the compacted fill to the laboratory maximum dry unit weight of a sample of the same soil, obtained in accordance with A.S.T.M. D-1557 test method. _ 8. The observation and periodic testing by the soils engineer are intended to provide the contractor with an ongoing measure of the quality of the fill compaction operation. It is the responsibility of the grading contractor to utilize this information to establish the degrees of compactive effort required on the project. More importantly, it is the responsibility of the grading contractor to ensure that proper compactive effort is "~ applied at all times during the grading operation, including during the absence of soils engineering representatives. — Trench Backfill 1. Trench excavations which extend under graded lots, paved areas, areas under the influence of structural loading, in slopes or close to slope areas, shall be backfilled under the observations and testing of the soils engineer. All trenches not falling within the aforementioned locations shall be backfilled in accordance with the City or County regulating agency specifications. — 2. Unless otherwise specified, the minimum degree of compaction shall be 90 percent of the laboratory maximum dry density. ._ 3. Any soft, spongy, unstable, or other similar material encountered in the trench excavation upon which the bedding material or pipe is to be placed, shall be removed to a depth recommended by the soils engineer and replaced with bedding materials suitably densified. "" Bedding material shall first be placed so that the pipe is supported for the full length of the barrel with full bearing on the bottom segment. After the needed testing of the pipe is accomplished, the bedding shall be completed to at least 1 foot on top of the pipe. The bedding shall be properly densified before backfill is — placed. Bedding shall consist of granular material with a sand equivalent not less than 30, or other material approved by the engineer. _ 4, No rocks greater than 6 inches in diameter will be allowed in the backfill placed between 1 foot above the pipe and 1 foot below finished subgrade. Rocks greater than 2.5 inches in any dimension will not be allowed in the backfill placed within 1 foot of pavement subgrade. Appendix B r- Page 5 —. 5. Material for mechanically compacted backfill shall be placed in lifts of horizontal layers and properly moistened prior to compaction. In addition, the layers shall have a thickness compatible with the material being placed and the type of equipment being used. Each layer shall be evenly spread, moistened or dried, and then tamped or rolled until the specified relative compaction has been attained. 6. Backfill shall be mechanically compacted by means of tamping rollers, sheepsfoot rollers, pneumatic tire rollers, vibratory rollers, or other mechanical tampers. Impact-type pavement breakers (stompers) will not be — " permitted over clay, asbestos cement, plastic, cast iron, or nonreinforced concrete pipe. Permission to use specific compaction equipment shall not be construed as guaranteeing or implying that the use of such equipment will not result in damage to adjacent ground, existing improvements, or improvements installed _ under the contract. The contractor shall make his/her own determination in this regard. 7. Jetting shall not be permitted as a compaction method unless the soils engineer allows it in writing. *"" 8. Clean granular material shall not be used as backfill or bedding in trenches located in slope areas or within a distance of 10 feet of the top of slopes unless provisions are made for a drainage system to mitigate the potential buildup of seepage forces into the slope mass. fH-. Observations and Testing ^ 1. The soils engineers or their representatives shall sufficiently observe and test the grading operations so that they can state their opinion as to whether or not the fill was constructed in accordance with the specifications. *~ 2. The soils engineers or their representatives shall take sufficient density tests during the placement of compacted fill. The contractor should assist the soils engineer and/or his/her representative by digging test pits for removal determinations and/or for testing compacted fill. In addition, the contractor should cooperate — with the soils engineer by removing or shutting down equipment from the area being tested. 3. Fill shall be tested for compliance with the recommended relative compaction and moisture conditions. Field density testing should be performed by using approved methods by A.S.T.M., such as A.S.T.M. D1556, D2922, and/or D2937. Tests to evaluate density of compacted fill should be provided on the basis of not less than one test for each 2-foot vertical lift of the fill, but not less than one test for each 1,000 cubic yards of fill placed. Actual test intervals may vary as field conditions dictate. In fill slopes, approximately half of — the tests shall be made at the fill slope, except that not more than one test needs to be made for each 50 horizontal feet of slope in each 2-foot vertical lift. Actual test intervals may vary as field conditions dictate. _ 4. Fill found not to be in conformance with the grading recommendations should be removed or otherwise handled as recommended by the soils engineer. Site Protection r-™ It shall be the grading contractor's obligation to take all measures deemed necessary during grading to maintain adequate safety measures and working conditions, and to provide erosion-control devices for the protection of — excavated areas, slope areas, finished work on the site and adjoining properties, from storm damage and flood hazard originating on the project. It shall be the contractor's responsibility to maintain slopes in their as-graded form until all slopes are in satisfactory compliance with the job specifications, all berms and benches have been f_ properly constructed, and all associated drainage devices have been installed and meet the requirements of the specifications. Appendix B _ Page 6 „ All observations, testing services, and approvals given by the soils engineer and/or geologist shall not relieve the contractor of his/her responsibilities of performing the work in accordance with these specifications. After grading is completed and the soils engineer has finished his/her observations and/or testing of the work, no *"" further excavation or filling shall be done except under his/her observations. Adverse Weather Conditions 1. Precautions shall be taken by the contractor during the performance of site clearing, excavations, and grading to protect the worksite from flooding, ponding, or inundation by poor or improper surface drainage. __ Temporary provisions shall be made during the rainy season to adequately direct surface drainage away from and off the worksite. Where low areas cannot be avoided, pumps should be kept on hand to continually remove water during periods of rainfall. -~ 2. During periods of rainfall, plastic sheeting shall be kept reasonably accessible to prevent unprotected slopes from becoming saturated. Where necessary during periods of rainfall, the contractor shall install checkdams, desilting basins, rip-rap, sandbags, or other devices or methods necessary to control erosion and provide safe — conditions. 3. During periods of rainfall, the soils engineer should be kept informed by the contractor as to the nature of remedial or preventative work being performed (e.g. pumping, placement of sandbags or plastic sheeting, other labor, dozing, etc.). 4. Following periods of rainfall, the contractor shall contact the soils engineer and arrange a walk-over of the — site in order to visually assess rain-related damage. The soils engineer may also recommend excavations and testing in order to aid in his/her assessments. At the request of the soils engineer, the contractor shall make excavations in order to evaluate the extent of rain-related damage. *••• 5. Rain-related damage shall be considered to include, but may not be limited to, erosion, silting, saturation, swelling, structural distress, and other adverse conditions identified by the soils engineer. Soil adversely affected shall be classified as Unsuitable Materials, and shall be subject to overexcavation and replacement """ with compacted fill or other remedial grading, as recommended by the soils engineer. 6. Relatively level areas, where saturated soils and/or erosion gullies exist to depths of greater than 1.0 foot, — shall be overexcavated to unaffected, competent material. Where less than 1.0 foot in depth, unsuitable materials may be processed in place to achieve near-optimum moisture conditions, then thoroughly recompacted in accordance with the applicable specifications. If the desired results are not achieved, the ^ affected materials shall be over-excavated, then replaced in accordance with the applicable specifications. 7. In slope areas, where saturated soils and/or erosion gullies exist to depths of greater than 1.0 foot, they shall be overexcavated and replaced as compacted fill in accordance with the applicable specifications. Where "" affected materials exist to depths of 1.0 foot or less below proposed finished grade, remedial grading by moisture-conditioning in place, followed by thorough recompaction in accordance with the applicable grading guidelines herein presented may be attempted. If materials shall be overexcavated and replaced as ,— compacted fill, it shall be done in accordance with the slope-repair recommendations herein. As field conditions dictate, other slope-repair procedures may be recommended by the soils engineer. City of Carlsbad Building Department CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION 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: Building Permit Plan Check Number: Project Address: A.P.N.: Project Applicant (Owner Name): Project Description: Building Type: Residential: 231 - o Number of New Dwelling Units Square Feet of Living Area in New Dwelling Second Dwelling Unit: Square Feet of Living Area in SDL) Residential Additions: Net Square Feet New Area Commercial/Industrial: Square Feet Floor Area City Certification of Applicant Information:Date: SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD San Marcos Unified School District 215MataWay San Marcos. CA 92069 (736-2200) rlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 (331- ciou 101 South Rancho Santa Fe Rd Encinitas, CA 92024 (944-4300) San Dieguito Union High School District 710 Encinitas Blvd. Encinitas, CA 92024 (753-6491) 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 projects), or that the person executing this declaration is authorized to sign on behalf of the Owner. Signature:Date: 1635 Faraday Avenue • Carlsbad, CA 92008-7314 • (760) 6O2-270O Building Counter • (760) 602-2719 • FAX (760) 602-8558Revised 4/20/Of) 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 TITLE NAME OF SCHOOL DISTRICT DATE PHONE NUMBER CARLSBAD WIRED SCHOOL DISTRICT 6225aCAMINOREAL CARLSBAD,CA 02009 ARLS8AD UNIFIED SCHOOL DISTRICT |~ J JEFFERSON ELEMENTARY f" J AVIARA OAKS ELEMENTARY CARLSBAD HIGH SCHOOL [^ \ MAGNOLIA ELEMENTARY ijjjF^\ AVIARA OAKS MIDDLE SCHOOL CARLSBAD VILLAGE ACADEMY | J CA LAVERA HILLS SCHOOL \ J PACIFIC RIM VALLEY MIDDLE SCHOOL \ \ KELLEY SCHOOL \ J CALAVERA HILLS MIDDLE SCHOOL BUENA VISTA SCHOOL HOPE SCHOOL [" " | OTHER Receipt No. 16728 RECEIVED FROM: (If Applicable) PARENT OF PAYMENT FOR: DATE: ACCOUNT NUMBER AMOUNT Revis RECEIVED CASH.CHECK*TOTAL 10-19-2004 Job Address: Permit Type: Parcel No: Valuation: Reference #: Project Title: City of Carlsbad 635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No:PCR04i63 g Inspection Request Line (760) 602-2725 1380 CYNTHIA LN CBAD PCR Lot #: 0 $0.00 Construction Type: NEW THOMAS RES REV TRUSS CALC Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: ISSUED 09/23/2004 SB 10/19/2004 10/19/2004 Applicant: DIAMOND FORTY ENTERPRISES 2753 GALICIA WY CARLSBAD, CA 92009 619-436-9470 Owner: Plan Check Revision Fee Additional Fees $120.00 $0.00 Total Fees:$120.00 Total Payments To Date:1.00 Balance Due:$120.00 3651 10/19/04 0002 01 02 120.QO Inspector: FINAL APPROVAL Date:Clearance: NOTICE: Please take NOTICE that approval of your project includes the Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as lees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions, if you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection tees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 y c FOR OFFICE USE ONLY PLAN CHECK EST. VAL. Plan Ck. Deposit^ Validated Date f I 4- Address (include Bldg/Suite #1 Business Name (at this address) Legal Description Lot No.Subdivision Name/Number Unit No.Phase No.Total # of units Assessor's Parcel #Existing Use Proposed Use X Description of Work _ R£./'Si3 A ' SQ. FT.#of Stories ft of Bedrooms # of Bathrooms lie 0*1 Name Address City State/Zip Telephone #Fax # Name Address City State/Zip Telephone # Name Address City State/Zip Telephone # (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the 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]). Name State License # Address License Class City State/Zip City Business License # Telephone # Designer Name State License # Address City State/Zip Telephone Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: Q I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. Q I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company Policy No.Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS ($100] OR LESS) Q 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 ($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. SIGNATURE _ _ _ _ DATE I hereby affirm that I am exempt from the Contractor's License Law for the following reason: O '. as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). D 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 contractors) licensed pursuant to the Contractor's License Law). Q I am exempt under Section Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. Q YES QNO 2. 1 (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / 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 number / contractors license number):_ 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work): PROPERTY OWNER SIGNATURE DATE Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? d YES Q NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Q YES Q Is the facility to be constructed within 1 ,000 feet of the outer boundary of a school site? Q YES Q 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. NO I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAME LENDER'S ADDRESS I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned it any time after the work is commenced for a perimLof 18O days (Section 106.4.4 Uniform Building Code). APPLICANT'S SIGNATURE .Lc\^\-X ^S^*~^~\j*JL-S^ ""' DATE / - 3 J—' 0 *T » " WHITE: File YELLOW: Applicant PINK: Finance EsGil Corporation In ^Partners/tip witfi government j or (But fifing Safety DATE: October 6, 2O04 Q APPLICANT JURISDICTION: Carlsbad nTTCANREVlEWER a FILE PLAN CHECK NO.: PCR04163(O40259) SET: I PROJECT ADDRESS: 1380 Cynthia Lane PROJECT NAME: Revised Truss for Thomas The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. XI The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person .- _,/"T^\/ __ REMARKS: Please have the engineer qfyyorK review and approve the truss layout. By: Bert Domingo Enclosures: Esgil Corporation D GA D MB D EJ D PC 9/22/04 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 4 (858)560-1468 + Fax (858) 560-1576 VALUATION AND PLAN CHECK FEE *JURISDICTION: Carlsbad PLAN CHECK NO.: PCR04163{040259) PREPARED BY: Bert Domingo DATE: October 6, 2004 BUILDING ADDRESS: 1380 Cynthia Lane BUILDING OCCUPANCY: R 3 TYPE OF CONSTRUCTION: V N BUILDING PORTION Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq.Ft.) cb Valuation Multiplier By Ordinance Reg. Mod. VALUE ($) Plan Check Fee by Ordinance $120.00 Type of Review: D Repetitive FeeRepeats D Complete Review D Other r-n Hourly Structural Only Hour Esgll Plan Review Fee $96.00 ' Based on hourly rate Comments: Sheet 1 of 1 macvalue.doc CREST ENGINEERING 332 So. Juniper St., Ste 203-A., Escondido, CA 92025 Tel (760) 741-5255, Fax (760) 746-1461 October 19, 2004 TO WHOM IT MAY CONCERN: Ref: Calculations for Thomas Residence, dated 1/7/04, Add#l dated 2/11/04 and Add#2 dated 7/28/04 Site Address: 1380 Cynthia Lane, Carlsbad, CA Job #20322-4 Subject: Addendum Number 3 We have augmented the above referenced calculations by this addendum, which shall take precedence over the original calculations where conflicts arise. The revisions included in this addendum cover minor plan revisions. Revise the approved plans and specifications as follows: 1. We have reviewed the manufactured truss calculations dated 9/7/04 by Escondido Roof Truss Co. for compliance with the structural design including sequence numbers 1857562, 1875997, 1857564, 1875998, 1875996, 1857566, 1857557, 1857567, 1857568, 1857569, 1857570, 1857571, 1857572, 1857573, 1857558, 1857559, 1857560, 1857561, and find that they comply with the attached second floor framing plan as revised. 2. Revise the floor plans by relocating the garage wing l'-0" east relative to the main wing in order to maintain building setbacks. All structural members remain in accordance with the calculations previously submitted. 3. Revise the location of the 3'-0" exterior garage door from the north wall to the west wall of the garage. All revised shear walls, straps and hrld-downs are adequate as originally designed. 4. Substitute Simpson HDQ-8 hold-downs for PB-44's located on the posts carrying RB-#5. Provide A- 307 threaded rod and Simpson SET epoxy installed in accordance with manufacturer's installation instructions and embedded 6" minimum, with 1-3/4" edge or end distance (minimum) and in accordance with section 3.8 of the structural specifications. 5. Substitute Simpson ABU-66 for PB-66's misaligned on posts under.RB-#7. Provide A-307 threaded rod and Simpson SET epoxy installed in accordance with manufacturer's installation instructions and embedded 6" minimum with 1-3/4" edge or end distance (minimum) and in accordance with section 3.8 of the structural specifications. If you should have any questions regarding this project, or any of your projects, please, do not hesitate to call. Sincerely, U. C. lacuaniello R.C.E. 31794 Expires 12/31/04 JL 5-I ^IROBISON DESIGNS LSiT '*1J •"•#•-• ^f ^f- P'"* yuar+if* 4* '!f*t itf-tf'-.nt 1 gangIIa* M!iiijitfi*HBr1i*i3*{«rH 9 ef I !I$0 j(g»'II!OP P *u«»Iliisi^Hi'iHUifiiMullin^<1^l 1^1 Mi Ii mllinifmfiiiUiiii; S s j3'il! hi!iSSliif3HR nsEHHig:!srsrignH1"1"8 I! I:!'M«i 6i-»8s tSe *»Sj i 'si «» ?"I III **1* 9 i *t as « c a n » ii !' jj j]j J» * •• "•ssas^sjiJiSir":!! aiffiias tST HWWIN& PUN JIM ROBISON DESIGNS l^»»W va «t^p4 •* •••A MUM • •><•• I•1i.nl .» «.*1 II «••. n»l »•. «HMWi<l»l Mil r > * lj.! i 5!f«V 03 ?s P? 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