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Home My WebLink About1379 CYNTHIA LN; ; CB023384; Permit\008-14-2003 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No: CB023384 Building Inspection Request Line (760) 602-2725 1379 CYNTHIA UN CBAD RESDNTL 1562307700 $271,466.00 1 Sub Type: SFD Lot#: 0 Construction Type: VN Reference #: Structure Type: SFD Bathrooms: 3 THOMAS RES-2956 SF.689 SF GAR, 56 SF DECK Applicant: THOMAS JASON C 750 CORTE MANOLITO SAN MARCOS CA 92069 Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: Orig PC#: Plan Check#: ISSUED 11/06/2002 RMA 08/14/2003 08/14/2003 Owner: THOMAS JASON C 750 CORTE MANOLITO SAN MARCOS CA 92069 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 $1,076.32 Meter Size $0.00 Add'l Reel. Water Con. Fee $699.61 Meter Fee $0.00 SDCWA Fee $0.00 CFD Payoff Fee $27.15 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 $0.00 Housing InLieu Fee Housing Credit Fee $0.00 Master Drainage Fee $0.00 Sewer Fee Additional Fees TOTAL PERMIT FEES $0.00 $0.00 $0.00 $0.00 $4,940.68 $4,560.63 $0.00 $0,00 $451.00 $509.00 $0.00 $154.00 $60.00 $56.50 $0.00 $4,515.00 $0.00 $330.66 $2,060.00 $18.72 $19,459.27 Total Fees: $19,459.27 Total Payments To Date:$699.61 Balance Due: $18,759.66 2014 08/14/03 0002 01 02 CGR 18759-66 FINAL APPROVAL SIGNATURE r PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 FOR OFFICE USE ONLY PLAN CHECK NO. EST. VAL. Plan Ck. Deposit Validated By / Date <?( 7/ ,* * * — i » Oil* L I 11/06/02 OQ02 01—92-Address (include Bldg/Suite #)Business Name (at this address CGP 699-61 Legal Description PCJ 3 Lot No. 77 Subdivision Name/Number Unit No.Phase No.Total # of units Assessor's Parcel # _Existing Use Proposed Use Description of Worko _SQ.FT. £fc # of Bedrooms # of Bathrooms 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 hundreddollars [$500]).- Name _ Address11 Cf (\ •> L i L ; /3State License # 7 " *** *-* " *"* License Class *vJ "* City State/Zip Telephone # "7(^£P £7 fJ.£itf' ' City Business License # Designer Name Address State License # 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_£ECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) Q^ CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($^00,000), in addition toJhe cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's feas. SIGNATURE l""*"*""^ ^--^UCA^^-^^t DATE / ^ " Q S*~ I hereby affirm that I am exempt from the Contractor's License Law for the following reason: G 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). \jf 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). [J 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 QlTO 2. I Shave/ have not) signed an application for a building permit for the proposed work, I have, contracted yyjth theifollowjrjg^ ecson (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 orovide 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? O 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 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 at anytime after the work is commenced for a period of 180 days {Section 106.4.4 Uniform Building Code),. —y^ft, ' ' " ^ APPLICANT'S SIGNATURE /f^/^V-^ * jX^tAS-^-CA **£ ^6-<5lv* DAT£ WHITE: File YELLOW: Applicant PINK: Finance tlty if Carlsbad Final Building Inspection jng CMWD St Lite Fire x Date: 05/04/2004 CB023384 Permit Type: RESDNTL THOMAS RES-2956 SF.689 SF GAR, Sub Type: SFD Dept: Building Engineering Plan Check #: Permit #: Project Name: Address: Contact Person: Sewer Dist: 56 SF DECK 1379 CYNTHIA LN JIM CA Phone: 7605196151 Water Dist: CA Lot: Inspected By: Inspected By: Inspected By: Date Inspected: Date Inspected: Date Inspected: Approved: Approved: Approved: Disapproved: Disapproved: Disapproved: Comments: CrtyifCirisbid Final Building Inspection Dept: Building Enfta*ring Planning CMWD St Lite Fire Plan Check*): Permit*: CB023384 Project Name: THOMAS RES-2956 SF.689 SF GAR, 56 SF DECK Address: 1379 CYNTHIA LN Contact Person: JIM Phone: 7605196151 Sewer Dist: CA Water Dist: CA ^-rrt>"^vov,*'^ **&«¥$S!&2&*' Date: L-^0&W72S04 Permit Type: RESDNTL Sub Type: SFD Lot: Inspected By: Inspected By: Inspected By: Date Inspected: Date Inspected: Date Inspected: Approved: Approved: Approved: Disapproved: Disapproved: Disapproved: Comments: City of Carlsbad Bldg Inspection Request For: 05/04/2004 Permit* CB023384 Title: THOMAS RES-2956 SF,689 SF GAR, Description: 56 SF DECK Type: RESDNTL Sub Type: SFD Job Address: 1379 CYNTHIA LN Suite: Lot 0 Location: APPLICANT THOMAS JASON C Owner: Remarks: Inspector Assignment: PD Phone: 7605396151 Inspect Total Time:Requested By: JIM Entered By: ROBIN CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Act . Comment Associated PCRs/CVs PCR03224 ISSUED THOMAS RES-REVISE ROOF PITCH &; TRUSS CALCS Inspection History CommentsDate 03/30/2004 03/30/2004 03/30/2004 03/29/2004 03/29/2004 03/29/2004 03/29/2004 12/12/2003 12/10/2003 11/10/2003 11/10/2003 1 1/05/2003 11/03/2003 11/03/2003 1 1/03/2003 1 1/03/2003 Description 29 39 49 29 39 49 89 23 23 17 18 16 14 17 24 34 Final Plumbing Final Electrical Final Mechanical Final Plumbing Final Electrical Final Mechanical Final Combo Gas/Test/Repairs Gas/Test/Repairs Interior Lath/Drywall Exterior Lath/Drywall Insulation Frame/Steel/Bolting/Welding Interior Lath/Drywall Rough/Topout Rough Electric Act CO CO CO CA CA CA CA AP CO AP AP AP AP we AP AP Insp PD PD PD PD PD PD PD PD PD PD PD PD PD PD PD PD OK TO INSULATE Inspection List Permit*: CB 023384 Type: RESDNTL SFD THOMAS RES-2956 SF.689 SF GAR, 56 SF DECK Date Inspection Item Inspector Act Comments 05/04/2004 89 05/04/2004 89 03/30/2004 29 03/30/2004 39 03/30/2004 49 03/29/2004 29 03/29/2004 39 03/29/2004 49 03/29/2004 89 12/12/2003 23 12/10/2003 23 11/10/2003 17 11/10/2003 18 11/05/2003 16 11/03/2003 14 11/03/2003 17 11/03/2003 24 11/03/2003 34 11/03/2003 44 10/29/2003 24 10/29/2003 34 10/29/2003 44 10/07/2003 83 10/03/2003 13 10/03/2003 15 09/04/2003 34 08/28/2003 11 08/28/2003 12 08/21/2003 21 08/21/2003 22 Final Combo Final Combo Final Plumbing Final Electrical Final Mechanical Final Plumbing Final Electrical Final Mechanical Final Combo Gas/Test/Repairs Gas/Test/Repairs Interior Lath/Drywall Exterior Lath/Drywall Insulation Frame/Steel/Bolting/Weldin Interior Lath/Drywall Rough/Topout Rough Electric Rough/Ducts/Dampers Rough/Topout Rough Electric Rough/Ducts/Dampers Roof Sheathing/Ext Shear Shear Panels/HD's Roof/Re roof Rough Electric Ftg/Foundation/Piers Steel/Bond Beam Underground/Under Floor Sewer/Water Service PD - PD PD PD PD PD PD PD PD PD PD PD PD PD PD PD PD PD PD PD PD PD PS PS PD PD PD PD PD AP Rl CO CO CO CA CA CA CA AP CO AP AP AP AP we AP OK TO INSULATE AP AP CA CA CA AP NR CO SEE ATTACHED NOTICE AP SERVICE AP AP AP AP Wednesday, May 05, 2004 Page 1 of 1 City of Carlsbad Bldg Inspection Request For: 10/03/2003 Permit* CB023384 Title: THOMAS RES-2956 SF,689 SF GAR, Description: 56 SF DECK Type:RESDNTL Sub Type: $FD Job Address: 1379 CYNTHIA LN Suite: Lot 0 Location: APPLICANT THOMAS JASON C Owner: Remarks: Inspector Assignment: PD Phone: 7605196151 Inspector: Total Time: CD Description 13 Shear Panels/HD's 15 Roof/Reroof Requested By: JIM THOMAS Entered By: CHRISTINE Act Comment Associated PCRs/CVs Inspection History Date Description 09/04/2003 34 Rough Electric 08/28/2003 11 Ftg/Foundation/Piers 08/28/2003 12 Steel/Bond Beam 08/21/2003 21 Underground/Under Floor 08/21/2003 22 Sewer/Water Service Act Insp Comments AP PD SERVICE AP PD AP PD AP PD AP PD CITY OF CARLSBAD BUILDING DEPARTMENT NOTICE (760) 602-2700 1 635 FARADAY AVENUE DATE I &TIME LOCATION PERMIT NO. FOR INSPECTION CALL (760) 602-2725, RE-INSPECTION FEE DUE? LJ YES VTION, CONTACT PHONE CODE ENFORCEMENT OFFICER EsGil Corporation In (Partners&ip witfi government for Quitting Safety DATE: AprU 15, 2003 a JURISDICTION: Carlsbad Q PLAN REVIEWER Q FILE PLAN CHECK NO.: 02-3384 SET: IV PROJECT ADDRESS: 1379 Cynthia Ln. PROJECT NAME: SFD for Jim 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. 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 s^f<J&\*&^_ REMARKS: Structural plans shall be sealed and signed by the engineer (applicant delivered only one set of plans at ESGIL, please verify that the other set at the City, has the seal and signature of the engineer)—A-tj £) - Kt^ £<$ n ' " '' By: Sergio Azuela ff^ Enclosures: Esgil Corporation D GA D MB D EJ D PC LOG trnsmtl.dot 9320 Chesapeake Drive, Suite 208 4- San Diego, California 92123 4 (858)560-1468 + Fax (858) 560-1576 EsGii Corporation In Partnership with Government for Building Safety DATE: March 27, 2003 a AgEiJCANT JURISDICTION: Carlsbad QTLAN REVIEWER a FILE PLAN CHECK NO.: 02-3384 SET: III PROJECT ADDRESS: 1379 Cynthia Ln. PROJECT NAME: SFD for Jim 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. X] 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: Jim Thomas 2753 Galicia Way, Carlsbad, CA 92009 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 Thomas Telephone #: (760) 519-6151 Date contacted: 3/2?/<>3 (by: v=*-) Fax #: Mai! ^Telephone *s Fax In Person REMARKS: By: Sergio Azuela Enclosures: Esgil Corporation D GA D MB D EJ D PC 3/20 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 4> San Diego, California 92123 * (858)560-1468 4 Fax (858) 560-1576 Carlsbad 02-3384 March 27, 2003 RECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad PROJECT ADDRESS: 1379 Cynthia Ln. DATE PLAN RECEIVED BY ESGIL CORPORATION: 3/20 REVIEWED BY: Sergio Azuela PLAN CHECK NO.: O2-3384 SET: III DATE RECHECK COMPLETED: March 27, 2003 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 disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. 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. A. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. B. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items. C. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? QYes QNo Carlsbad O2-3384 March 27, 20O3 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. 6. At least 1/2 of the common wall must be open and have an opening not less than 25 sq. ft., nor one tenth of the floor area of the interior room, if light and ventilation is being supplied from an adjacent room. Section 1203.1. NOOK and KITCHEN. The common wall and the Kitchen Counter will provide more than 50% of the common wall between Kitchen and the Nook/Family Rooms. • Clearly show on plans the elevation view for the opening between the Nook and the Kitchen. 9. Clearly show on plans that the window adjacent to the Entry door shall have safety glass. 10. Guardrails (Section 509.1): a. Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Table 16-B. o Provide a complete construction detail for the connection between the guardrail supports and the framing, including size and spacing of fasteners, and the spacing of the posts. • Please show on plans the post spacing at detail D/7"s. • Detail M/12-S does not appears to be adequate to support 20PLF at the top of the rail. Please show the adequacy of the connection and also the adequacy of the 2X2's. Carlsbad 02-3384 March 27, 20O3 20. All elements supporting floor above garage, including walls/beams/columns supporting floor joists, must have one-hour fire-resfstive protection on the garage side. Section 302.2. • Column shall be wrapped in 5/8" type "X" gypsum board and also provided with metal jacketing according to Section 704.2.5. o Provide cross-reference from the note to the floor plans at the column in the Garage. 45. In Seismic Zone 4, aspect ratios are limited to 2:1 for wood shear panels. Table 23-ll-G. This correction will be rechecked after the required information under correction # 44 above has been provided on the plans. • Provide structural calculations for all shear walls with holes as shown on detail C/12. o See the attached example. If you have any questions regarding these plan review items, please contact Sergio Azuela at Esgil Corporation. Thank you. Design Example 1 • Wood Ught Frame Residence Design of wall frame (perforated shear wall with force transfer around opening). It is possible to get the misleading impression from Table 23-II-1 that all a designer needs to do is add some blocking and straps in order to reduce the h/w ratio. This design example has a structure with 9'-0" plate heights, which makes using a wall frame feasible. However, when the plate height is 8'-0", which is a more common plate height, there are chord development and panel nailing capacity problems. Most often, the wall shears above and below the opening will be higher than in the wall piers. This design example analyzes the wall frame and neglects gravity loads, although from a technically correct standpoint, some engineers will argue that vertical loads need to be considered when determining wall shears. The standard practice of neglecting gravity loads when considering wall shears is considered appropriate. Gravity loads are considered for anchorage of the wall in Part 9b. Using statistics, determine the shears and forces in each free body panel. This is a two-step procedure as follows: First: Find forces acting on upper left comer of wall frame (Figure 1-15). Second: Break up wall frame into free-body panel sections and balance forces for each panel starting with upper left corner forces already determined (Figure 1-16). ASSUME INFLECTION POINT AT MIDDLE OF WINDOW *l5gfr9.Q' 10.0 FREE BODY UPPER LEFT CORNER __ 3' •2080* 1801 * 4.33' Figure 1-15. Wall frame elevation at line D SEAOC Seismic Design Manual, Vol. If (1997 UBC)69 Design Example 1 • Wood Ught Frame fles/dence 10' 533.71. (jTa)MflWI 414.3* 2080*2 "** 1386,7* Jlj ^ 20801 18011 -20801 3186.6JI 1386.71 )455| 1943| 3743* "* 101 i r 3.0' 533.7* 1546.31 1386.71 414.3| 208Q|. 1801* 1386.71 H55I _£ 3166.6; K •» 3743/ PANa SHEAR pH MAX SHEAR • 773 plf HEADER STRAP - 1M6| SILL STRAP - 14551 F/gure 1-16. Free-body individual panels of wall on line D 7Q SEAQC Seismic Design Manual, Vol. II (1997 UBC) Design Example 1 m Wood Ught Frame Residence Many engineers will arbitrarily add tiedowns at the window jamb members (Figure 1-18). However, with this type of design, the tiedowns at these locations are not necessary, but shear stresses above and below the window may become higher. Adding tiedowns at the window jambs would increase the wall frame performance and help prevent sill plate uplift at the window jambs, which occurs (to some degree) when they are not provided. Design horizontal tie straps above and below windows (Figure 1-18). Determine the tie force for the horizontal strap (from Figure 1-16). Tie force is maximum at header beam. F,te« 1,546 Ib Consult ICBO Evaluation Reports for the allowable load capacity of premanufactured straps. Check penetration depth factor: Cd : for lOd nail thru-strap and '/z" sheathing penetration = 3.0 -§.060 -J 0.5^= 2.4" £'0-0/£*> «=0'-fT. Required penetration for full value = \2D = 12 x 0.148 = 1.8 < 2.4" o.k. Allowable load per lOd common nail with 16 ga metal side plate- 113 Ib Number of lOd nails required each end = . ..'.—-—-TT = 10.3nails 91NDSTablel2.3F 1131b/nailxl.33 (nailing does not control) Use a continuous 16 gauge x 116-inch strap across the opening head and sill to blocking. Allowable strap load is (l .25)0.06(0.6 x 33> .33 = 1,975 ib > 1,546 Ib o.k SEAOC Seismic Design Manual, Vol. II (1997 UBC)71 EsGil Corporation In Partnership with Government for Building Safety DATE: February 10, 2OO3 JURISDICTION: Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: O2-3384 SET: II PROJECT ADDRESS: 1379 Cynthia Ln. PROJECT NAME: SFD for Jim 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. X| 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: Jim Thomas 2753 Galicia Way, Carlsbad, CA 92009 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 Thomas Telephone #: (760) 519-6151 Date contacted: J.//0'0-^ (by: (^ ) Fax #: Mail " Telephone^ Fax In Person REMARKS: By: Sergio Azuela Enclosures: Esgil Corporation D GA D MB D EJ D PC 2/03/03 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 *• (858)560-1468 * Fax (858) 560-1576 Carlsbad O2-3384 February 10, 2003 RECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad PROJECT ADDRESS: 1379 Cynthia Ln. DATE PLAN RECEIVED BY ESGIL CORPORATION: 2/03/03 REVIEWED BY: Sergio Azuela PLAN CHECK NO.: 02-3384 SET: II DATE RECHECK COMPLETED: February 10, 2003 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 disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. 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. A. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. B. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items. C. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? QYes QNo Carlsbad 02-3384 February 10, 2003 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. 5. Openable window area in habitable rooms must be 1/20 of the floor area and a minimum of 5 square feet. In bathrooms and water closet compartments, 1/20 of area is required and minimum is 1.5 sq. ft. Section 1203.3. NOOK and KITCHEN. 6. At least 1/2 of the common wall must be open and have an opening not less than 25 sq. ft., nor one tenth of the floor area of the interior room, if light and ventilation is being supplied from an adjacent room. Section 1203.1. NOOK and KITCHEN. The common wall and the Kitchen Counter will provide more than 50% of the common wall between Kitchen and the Nook/Family Rooms 9. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.4 (see exceptions): a. Fixed and sliding panels of sliding door assemblies and panels in swinging doors other than wardrobe doors. b. 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. • Clearly show on plans the specific doors and windows that shall be provided with safety glass (general notes are not adequate to resolve this correction) 10. Guardrails (Section 509.1): a. Shall be detailed snowing adequacy of connections to resist the horizontal force prescribed in Table 16-B. o Provide a complete construction detail for the connection between the guardrail supports and the framing, including size and spacing of fasteners, and the spacing of the posts. Carlsbad 02-3384 February 10, 2003 b. Openings between railings shall be less than 4". The triangular openings formed by the riser, tread and bottom element of a guardrail at a stair shall be less than 6". o Clearly show it on plans for the interior stairway. 16. 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. 20. All elements supporting floor above garage, including walls/beams/columns supporting floor joists, must have one-hour fire-resistive protection on the garage side. Section 302.2. • Column shall be wrapped in 5/8" type "X" gypsum board and also provided with metal jacketing according to Section 704.2.5. 23. 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. • Show it on plans for the door opening towards the Garage area (door adjacent to the W/H). 30. The following anchor bolt requirements shall apply in Seismic Zones 3 and 4, per Section 1806.6.1: b. Plate washers (minimum size of 2" x 2" x 3/16") shall be used on each anchor bolt. o I can't find this specification on the plans. Please clearly show the required specification on the Foundation Plan. 34. Show stud size and spacing. Maximum allowable stud heights: Bearing wall: 2 x4 and 2 x 6 max. 10'; Non-bearing: 2x4 max. 14', 2x6 max. 20'. Table 23-IV-B. Exterior walls at Entry, Living and Dining. • The required specification was not shown on plans. Original correction is still applicable. 36. Detail all post-to-beam and post-to-footing connections and reference the detail to the plan. Section 2314. • The required detail was not provided on plans. Original correction is still applicable. 40. Provide calculations for lateral loads, shear panels, shear transfer and related. Section 106.3.3. • Clearly show in the structural design calculations compliance with Section 1630.8.2 and 1633.2.9 Item 6 for the second floor shear walls which are discontinuous to the first floor shear walls. Vertical Structural Irregularities type 4 - In-plane discontinuity in vertical lateral-force-resisting system and Plan Structural Irregularities Type 4 - Out-of-plane offsets. Carlsbad 02-3384 February 1O, 2003 41. Detail shear transfer connections, including roof and floor diaphragms, to shear walls. Section 2315. Also provide cross-reference from details to plans. For all shear walls, including the shear walls connecting with TJI's. 45. In Seismic Zone 4, aspect ratios are limited to 2:1 for wood shear panels. Table 23-ll-G. This correction will be rechecked after the required information under correction # 44 above has been provided on the plans. • Provide structural calculations for all shear walls with holes as shown on detail C/12. 46. Show the type and size (BTU's) of all heating and cooling appliances or systems. • Attic access shall not be provided at a Bedroom or Bathroom ceilings. Revise the plans to show the attic access at an allowed location. 47. Show on the plan the amperage of the electrical service, the location of the service panel and the location of any sub-panels. If service is over 200 amps, submit single line diagram, panel schedule and load calculations. • Clearly show on plans the Main service amperage and location. Also revise the plans to include the 100 amp sub-panel on the second floor at another location. A closet is not an approved location. 62. Nails for shear transfer connection (using A35's, etc.) may not be driven parallel to the flanges of TJI's (i.e., along the sides), per city policy, unless specific written approval from Truss-Joist Macmillan is first obtained. Details or notes on the plans should make this clear. Nails may be driven perpendicular to TJI flanges. • Provide shear transfer detail and cross-reference from details to plans. If you have any questions regarding these plan review items, please contact Sergio Azuela at Esgil Corporation. Thank you. EsGil Corporation In fPartnersfiip witn. government for Quitting Safety DATE: November 19, 2002 a AEHJCANT JURISDICTION: Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: O2-3384 SET: I PROJECT ADDRESS: 1379 Cynthia Ln. PROJECT NAME: SFD for Jim 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. 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: Jim Thomas 2753 Galicia Way, Carlsbad, CA 92009 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 Thomas Telephone #: (760) 519-6151 Date contacted:I/ /^o/c^ (by: /£—) Fax #: Maik-^ Telephone ^ Fax In Person REMARKS: By: Sergio Azuela Enclosures: Esgil Corporation D GA D MB D EJ D PC 11/7 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 4 (858)560-1468 + Fax (858) 560-1576 Carlsbad 02-3384 November 19, 2O02 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 02-3384 JURISDICTION: Carlsbad PROJECT ADDRESS: 1379 Cynthia Ln. FLOOR AREA: Dwelling 2,956 SF STORIES: 2 Garage 689 SF, Balcony 56 SF Patio Covered 44 SF HEIGHT: REMARKS: DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION: 11/6/02 ESGIL CORPORATION: 11/7 DATE INITIAL PLAN REVIEW PLAN REVIEWER: Sergio Azuela COMPLETED: November 19, 2OO2 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 for 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 02-3384 November 19, 2O02 • 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. Provide a statement on the Title Sheet of the plans stating that this project shall comply with the 2001 edition of the California Building Code (Title 24), which adopts the 1997 UBC, 2000 UMC, 2000 UPC and the 1999 NEC. • GENERAL RESIDENTIAL REQUIREMENTS 4. Sleeping rooms shall have a window or exterior door for emergency escape. Sill height shall not exceed 44" above the floor. Windows must have an openable area of at least 5.7 square feet with the minimum openable width 20" and the minimum openable height 24". The emergency door or window shall be openable from the inside to provide a full, clear opening without the use of separate tools. Section 310.4. • Clearly show it on plans for BR3 and BONUS/BR-4 at the second floor. 5. Openable window area in habitable rooms must be 1/20 of the floor area and a minimum of 5 square feet. In bathrooms and water closet compartments, 1/20 of area is required and minimum is 1.5 sq. ft. Section 1203.3. • NOOK and KITCHEN. 6. At least 1/2 of the common wall must be open and have an opening not less than 25 sq. ft., nor one tenth of the floor area of the interior room, if light and ventilation is being supplied from an adjacent room. Section 1203.1. • NOOK and KITCHEN. Carlsbad 02-3384 November 19, 2002 7. Provide mechanical ventilation capable of providing five air changes per hour in bathrooms and water closet compartments if required openable windows are not provided. Section 1203.3. 8. Note that the discharge point for exhaust air will be at least 3 feet from any opening which allows air entry into occupied portions of the building. Section 1203.3. 9. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.4 (see exceptions): a) Fixed and sliding panels of sliding door assemblies and panels in swinging doors other than wardrobe doors. b) 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. • EXITS, STAIRWAYS, AND RAILINGS 10. Guardrails (Section 509.1): a) Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Table 16-B. b) Openings between railings shall be less than 4". The triangular openings formed by the riser, tread and bottom element of a guardrail at a stair shall be less than 6". 11. 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. 12. Handrails (Section 1003.3.3.6): a) Handrails and extensions shall be 34" to 38" above nosing of treads and be continuous. b) 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. c) Ends of handrails shall be returned or shall have rounded terminations or bends. Carlsbad 02-3384 November 19, 2002 13. 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 14. Balconies and decks exposed to the weather and sealed underneath shall be sloped a minimum of % inch per foot for drainage. Section 1402.3. 15. Show roof drains and overflows. Sections 1506.2 and 1506.3. 16. 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. 17. Where eave vents are installed, insulation shall not block the free flow of air. A minimum of 1" of air space shall be provided between the insulation and the roof sheathing. To accommodate the thickness of insulation plus the required 1" clearance, member sizes may have to be increased for rafter-ceiling joists, Section 1505.3. 18. 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. • GARAGE 19. Garage requires one-hour fire protection on the garage side of walls and ceiling common to the dwelling. Table 3-B, Section 302,4. 20. All elements supporting floor above garage, including walls/beams/columns supporting floor joists, must have one-hour fire-resistive protection on the garage side. Section 302.2. 21. Show a self-closing door, either 1-3/8" solid core or a listed 20 minute assembly, for openings between garage and dwelling. Section 302.4. 22. Show garage framing sections, cize of header over garago opening, lateral cross bracing at plate line, method bracing garage front and hold-downs if required. Chapter 16. NOTE: Maximum shear panel height-to-width ratio is 31/z -to-1 for plywood. Table 23-ll-G, in Seismic Zone 4, this 31/2-to-1 ratio is only permitted in one-story garages with a wall height not exceeding 10 feet. Carlsbad 02-3384 November 19, 2002 23. 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. 24. Provide an 18" raised platform for any FAU, water heater, or other device in the garage which may generate a flame or spark. UMC Section 303.1.3, UPC Section 510.1. • FOUNDATION REQUIREMENTS 25. The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." 26. The foundation plan does not comply with the soils report recommendations for this project. Please review the report and modify design, notes and details as required to show compliance: • All exterior footings shall be 18" depth and 18" width (page 9). Show it on plans at details 4 and 5 on sheet D-S. • Slab on grade actual thickness (4" instead of 3 1/2"), reinforcement and underlayment. • Isolated footing reinforcement (provide complete construction details and cross-reference from details to plans. 27. Show distance from foundation to edge of cut or fill slopes ("distance-to- daylight") and show slope and heights of cuts and fills. Chapter 18. 28. Note on plans that surface water will drain away from building and show drainage pattern. Section 1804.7. 29. Show foundation bolt size and spacing. Foundation bolt size and spacing for shear walls must be clearly shown on the foundation plan. Section 1806.6. 30. 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. Carlsbad 02-3384 November 19, 2002 31. Specify size, I.C.B.O. number and manufacturer of power driven pins, expansion anchors or epoxy anchors. Show edge and end distances and spacing. Section 106.3.3. 32. Show size, embedment and location of hold down anchors on foundation plan. Section 106.3.3. 33. Note on plan that hold down anchors must be tied in place prior to foundation inspection. Section 108.5.2. • FRAMING 34. Show stud size and spacing. Maximum allowable stud heights: Bearing wall: 2 x4 and 2 x 6 max. 10'; Non-bearing: 2x4 max. 14', 2x6 max. 20'. Table 23-IV-B. • Exterior walls at Entry, Living and Dining. 35. Note on the plans that an A.I.T.C. Certificate of Compliance for glued laminated wood members shall be given to the building inspector prior to installation. Section 2304. 36. Detail all post-to-beam and post-to-footing connections and reference the detail to the plan. Section 2314. 37. Specify truss identification numbers on the plans. 38. 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." 39. Provide calculations for main vertical and horizontal framing members and footings. Section 106.3.3. 40. Provide calculations for lateral loads, shear panels, shear transfer and related. Section 106.3.3. 41. Detail shear transfer connections, including roof and floor diaphragms, to shear walls. Section 2315. • Also provide cross-reference from details to plans. 42. Specify nail size and spacing for all shear walls and floor diaphragm. Indicate required blocking. Maintain maximum diaphragm dimension ratios. Sections 2315 and 2513. Carlsbad 02-3384 November 19, 2002 43. The Conventional Light-Frame Construction provisions of Section 2320 may not be used in Seismic Zones 3 & 4 for "unusually shaped buildings," and thus design calculations must be provided, as per Section 2320.5.4: a) When exterior braced wall panels are not in one plane vertically from the foundation to the uppermost story. See the possible exception in Section 2320.5.4.1 where the cantilever or setback does not exceed four times the depth of the floor joists. i) Exterior walls on the second floor. b) Whon a section of floor or roof is not laterally supported by braced wall linos on all odgos. Exception: Portions of roofs or floors which do not support braced wall panels above may extend up to 6' boyond a bracod wall line. c) When the end of a braced wall panel extends more than 1' over an opening in the wall below. Exception: Braced wall panels may extend over an opening not more than 8' wide when the header is a 4x12 minimum. d) When an opening in a floor or roof exceeds 12'or 50% of the least floor or roof dimension. e) Whon bracod wall lines do not occur in two perpendicular directions. 44. The minimum length of all shear walls shall be specified at each location on the structural plans. 45. In Seismic Zone 4, aspect ratios are limited to 2:1 for wood shear panels. Table 23-ll-G. • This correction will be rechecked after the required information under correction # 44 above has been provided on the plans. • MECHANICAL (UNIFORM MECHANICAL CODE) 46. Show the type and size (BTU's) of all heating and cooling appliances or systems. • ELECTRICAL (NATIONAL ELECTRICAL CODE) 47. Show on the plan the amperage of the electrical service, the location of the service panel and the location of any sub-panels. If service is over 200 amps, submit single line diagram, panel schedule and load calculations. 48. Show on the plans that countertop receptacle outlets comply with NEC Art. 210-52(c), which reads as follows: In kitchens and dining areas of dwelling units a receptacle outlet shall be installed at each counter space wider than 12 inches. Receptacles shall be installed so that no point along the wall line is more than 24 inches measured horizontally from a receptacle outlet in that space. Island and peninsular countertops 12 inches by 24" long (or greater) shall have at least one receptacle. Counter top spaces separated by range tops, refrigerators, or sinks shall be considered as separate countertop spaces. Carlsbad 02-3384 November 19, 2002 49. Note on the plans that receptacle outlet locations will comply with NEC Art. 210-52(a). 50. 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. 51. Show at least one wall switch-controlled lighting outlet to be installed in every habitable room; in bathrooms, hallways, stairways, attached garages, and detached garages with electric power; and at the exterior side of outdoor entrances or exits. At interior stairways show 3-way switching for lighting outlets at each floor level where there are six or more steps. NEC Art. 210(a). 52. 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). 53. Show on the plan that ground-fault circuit-interrupter protection complies with NEC Art. 210-8, which reads as follows: All 125-volt, single-phase, 15- and 20- ampere receptacles installed in bathrooms, garages, basements, outdoors, kitchen counters and at wet bar sinks. • PLUMBING (UNIFORM PLUMBING CODE) 54. In the garage, provide an adequate barrier to protect water heater from vehicle damage. An 18" platform for the water heater does not satisfy this requirement. UPC, Section 510.3. 55. Show T and P valve on water heater and show route of discharge line to exterior. UPC, Section 608.5. 56. In Seismic Zones 3 and 4, show that water heater is adequately braced to resist seismic forces. Provide two straps (one strap at top 1/3 of the tank and one strap at bottom 1/3 of the tank). UPC, Section 510.5 • ENERGY CONSERVATION 57. Show the make, model, type and efficiency of the space heating (or cooling) system. 58. 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." Carlsbad 02-3384 November 19, 2002 59. Provide fluorescent general lighting (40 lumens per watt minimum) in kitchen(s) and bathrooms (containing a tub or shower). • MISCELLANEOUS 60. Please revise the plans to show the cross-sections as A/8 and B/8 instead of A/7 and B/7 on sheet 2. 61. It appears that the 2X12 FJ @ 16" o/c are overstressed (maximum span for 2X12 @ 16" o/c is 16' for bending). Provide an adequate FJ size and spacing, or provide structural design calculations to justify bending. CARLSBAD SPECIAL CODE REQUIREMENTS 62. Nails for shear transfer connection (using A35's, etc.) may not be driven parallel to the flanges of TJI's (i.e., along the sides), per city policy, unless specific written approval from Trus-Joist Macmillan is first obtained. Details or notes on the plans should make this clear. Nails may be driven perpendicular to TJI flanges. 63. WIRING METHODS: AC Cable is not allowed in A, B, E, H, and I occupancies. NM cable is restricted (without City approval) to one and two family dwellings. Note on plans that an equipment ground conductor is to be installed in all flexible conduits. 64. The UFER ground may only be a copper conductor for commercial and industrial electrodes. Rebar is allowed for residential use only up to 200 amperes. 65. The use of flexible metal conduit as a grounding means must comply with City Policy 84-36. 66. No wiring is permitted on the roof of a building and wiring on the exterior of a building requires approval by the Building Official. (City Policy) 67. New residential units must be pre-plumbed for future solar water heating. Note "two roof jacks must be installed" where the water heater is in the one story garage and directly below the most south facing roof (City Ordinance No. 8093). 68. Note "two 3/4" copper pipes must be installed to the most convenient future solar panel location when the water heater is not in a one story garage and is not directly below the most south facing roof. (City Ordinance No. 8093). 69. All piping for present or future solar water heating must be insulated when in areas that are not heated or cooled by mechanical means (City Policy). Carlsbad O2-3384 November 19, 20O2 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 Sergio Azuela at Esgil Corporation. Thank you. Carlsbad 02-3384 November 19, 20O2 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Sergio Azuela BUILDING ADDRESS: 1379 Cynthia Ln. BUILDING OCCUPANCY: R-3 & U-l PLAN CHECK NO.: 02-3384 DATE: November 19, 2002 SFD for Jim Thomas TYPE OF CONSTRUCTION: V-N BUILDING PORTION Dwelling Garage Balcony Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA ( Sq. Ft.) 2956 689 56 cb Valuation Multiplier By Ordinance Reg. Mod. VALUE ($) 271,466 271,466 $1,076.32 1994 UBC Plan Check Fee Type of Review: H3 Repetitive Fee Repeats Complete Review D Other P-, Hourly Structural Only Hour* Esgll Plan Review Fee $699.61 $602.74 Comments: Sheet 1 of 1 macvatue.doc BUILDING PLANCHECK CHECKLIST DATE: _ BUILDING /tf>DR(ESS:/ 2 79 PROJECT DESCRIPTION: PLANCHECK NO.: v rzx ASSESSOR'S PARCEL NUMBER:77 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. A Right-of-Way permit is required prior to construction of the following improvements: DENIAL Please see tbe attached report of deficiencies marked withTST Make necessary corrections to plans or specifjpatior^ for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. pate: Date: Date:By: FOR OFFICIALESE ONIiY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT: " Date; Application Dedication Checklist Improvement Application Improvement Checklist Future Improvement Agreement Grading Permit Application Grading Submittal Checklist Right-of-Way Permit Application Right-of-Way Permit Submittal Checklist and Information Sheet Sewer Fee Information Sheet ENGINEERING DEPT. CONTACT PERSON Name: JOANNE JUCHNIEW1CZ City of Carlsbad Address: 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: (760) 602-2775 CFD INFORMATION Parcel Map No: Lots: Recordation: Carlsbad Tract: A-4 H:\WORDVOCS\CHOST\BuldlnB Ptmctw* CkM Form <OwiMc).<k>c D BUILDING PLANCHECK CHECKLIST SITE PLAN 1. Provide a fully dimensioned site plan drawn to scale. Show: North Arrow Existing & Proposed Structures Existing Street Improvements Property Lines Basements - Right-of-Way Width & Adjacent Streets Driveway widths Existing or proposed sewer lateral Existing or proposed water service Existing or proposed irrigation service 2. Show on site plan: A. Drainage Patterns 1. Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. 2. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building." Existing & Proposed Slopes and Topography - CT* ^ ^v>-ove $/: Size, type, location, alignment of existing or proposed sewer and water (s) that serves the project. Each unit requires a separate service, however, C & second dwelling units and apartment complexes are an exception. D. Sewer and water laterals should not be located within proposed driveways, per standards. 3. Include on title sheet: 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 H:\WORWDOCS\CHKLSTOuWing Ptancheck Odd Form (Generic).** BUILDING PLANCHECK CHECKLIST 3rd DISCRETIONARY APPROVAL COMPLIANCE D 4a. Project does not comply with the following Engineering Conditions of approval for Project No. D D D 4b. All conditions are in compliance. Date: DEDICATION REQUIREMENTS D D 5. Dedication for ail 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 Yf 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: IMPROVEMENT REQUIREMENTS D 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 HAWORDDOCaCHKLSTVuHdtoig PfcnchMk CKM Fom (RKXXE • HARVEY T-12-00),<toe .. ST pND 3RD BUILDING PLANCHECK CHECKLIST 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: D D 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 6c. Enclosed please find your Future Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Future Improvement Agreement completed by: Date: D D 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. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11.06.030 of the Municipal Code. Q D D 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities (cut, fill import, export). n D D 7b. 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: D D 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) H:WOHC*lDOCSiCHKLSnBu«dlnB Ptancheck CW»t Form (Ganwte 7-14-00).doc BUILDING PLANCHECK CHECKLIST 1s7 D D )ND gRD D n n n n n n n w* 7d .No Grading Permit required. 7e. If grading is not required, write "No Grading" on plot plan. MISCELLANEOUS PERMITS 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, driyeway_ construction, tying into public storm drain, sewer and water utilities. Right-of-Way permit required for: 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: 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. 11 QfRequirRequired fees are attached Q No fees required WATER METER REVIEW 12a. Domestic (potable) Use Ensure that the meter proposed by the owner/developer is not oversized. r^- Oversized meters are inaccurate during low-flow conditions. If it is oversized, for the life of the meter, the City will not accurately biil the owner for the water used. • All single family dwelling units received "standard" 1" service with 5/8" service. H:\WORtWOCSVCHKLST\WWng PtmchMt CUM Fom (Gmric) .doc 1ST >ND >RD D D 12b. BUILDING PLANCHECK CHECKLIST • 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). 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 "I", and potable water is typically a circled "W". The irrigation service should look like: STA1+00 Install 2" service and 2. 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 3. 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 HAWOROOOCSCHKLSTWuMng PtMchw* CUrt Fom (G«wrfc).doc BUILDING PLANCHECK CHECKLIST 2ND 3RD service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future. [U G 12c. Irrigation Use (where recycled water is available) 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. D D D 13. Additional Comments: HAWOREWCX3VCHKLSTVUUIrwPlwKt)ackCU«iFann(Oinwk4.itoc f Rw.TfMflO ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET D Estimate based on unconfirmed information from applicant. D^^ Calculation based on building plancheck plan submittal. Address: 1 c3 / / Prepared by: "-XTJ" EDU CALCULATIONS: Types of Use: S'| Types of Use: APT CALCULATIONS: Types of Use: O V Types of Use: t-A^iATn'A-vfZV Lf/1 Blda. Permit No. * ba\a\U.Il£/o3 Checked bv:( L List types and square footages for all uses. Fft Sa. Ft./Units: Sa. Ft/Units: List types and square footages for all uses.•^n t"N Sa. Ft/Units: Sa. Ft/Units: . Y> () &{ C^ Date: EDU's: EDU's: ADT's: ADT's: ><L^C2 7^r~ ( ! / FEES REQUIRED: WITHIN CFD: D YES (no bridge & thoroughfare fee in District #1 , reduced Traffic Impact Fee) S-wC*"" . PARK-IN-LIEU FEE FEE/UNIT:, PARK AREA & #: X NO. UNITS:=$. GT2. TRAFFIC IMPACT FEE ADPs/UNITS:FEE/APT:=$_ -: BRIDGE AND THOROUGHFARE FEE (DIST. #1 ADPs/UNITS: > : FACILITIES MANAGEMENT FEE ZONE: UNIT/SQ.FT.: ) . SEWER FEE EDU's: / FIT AREA: EDU's: DIST. #2 FEE/ADT: :J FEE/SQ.FT./UNIT: DIST. #3 —<r-$_ =$ =$ FEE/EDU: :WER LATERAL ($2,500)AINAGE FEES PLDA. ACRES: * t 6 X 8. POTABLE WATER FEES UNITS CODE ' CONNECTION FEE HIGH FEE/AC: /LOW =$_ -<R-*_ =$. METER FEE SDCWA FEE IRRIGATION 1 of 2 F:\FEE CALCULATION WORKSHEET.doc Rev. 7/14/00 ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET D 9. RECLAIMED WATER FEES UNITS CODE CONNECTION FEE METER FEE TOTAL OF ABOVE FEES*: $ *NOTE: This calculation sheet is NOT a complete list of all fees which may be due. Dedications and Improvements may also be required with Building Permits. 2 of 2 F:\FEE CALCULATION WORKSHEET.doc Rev. 7/14/00 ^•SGI. JIT'UF /• K<#<* r-#****$/**™r A/Y* **} s-"» y!>!|p;K / V **f, /'*.-/ / * PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST DDD n Plan Check No. Planner Chris Sexton APN: Address I A Phone (7601 602-4624 Type of Project & Use:Net Project Density:.DU/AC Zoning: /— | General Plan: R LfY\ Facilities Management Zone: _ 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: E3 Item Complete H"1fem 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: APPROVAL/PESO. NO. PROJECT NO. YES DATE OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES CA Coastal Commission Authority? YES If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego CA 92108-4402; (619)767-2370 Determine status (Coastal Permit Required or Exempt): _ Coastal Permit Determination Form already completed? YES If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: _ NO Follow-Up Actions: 1) Stamp Building Plans as "Exempf or "Coastal Permit Required" (at minimum Floor Plans). 2) Complete Coastal Permit Determination Log as needed. D Inclusionary Housing Fee required: YES U^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:\ADMlN\COUNTER\BldgPlnchkRevChklst Rev 9/01 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. ODD EKDD B^D Policy 44 - Neighborhood Architectural Design Guidelines 1. Applicability: YES_^^__NO_ 2. Project complies YES Zoning: 1. Setbacks: Front: Interior Side: Street Side: Rear: Top of slope: 2. Accessory structure sett Front: Interior Side: Street Side: Rear: Structure separation: 3. Lot Coverage: NO Required && Required (o ' «L" Required Required J3*'4" Reauired tacks: Required Required \J ^ Required f^ S' Required / \\ Required/ Reauired ^ T\J Sn Shown 3O1 Shown (&* Shown Shown -MS ' Shown ^ Shown Shown * ^ Shown kJ s^ Shown ' X^A Shown / ' ' Shown 4- V07o 4. Height:Required *~3O Shown < Spaces Required 3 Shown5. Parking: (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown D D D Additional Comments. OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE H-.\ADMIN\COUNTER\BldgPlnchkRevChkl8t Rev 9/01 CREST ENGINEERING 332 So. Juniper St., Ste 203-A., Escondido, CA 92025 Tel (760) 741-5255, Fax (760) 746-1461 March 3, 2003 TO WHOM IT MAY CONCERN: Ref.: Calculations for Thomas Residence, dated December 11, 2002 Site Address: 1379 Cynthia Lane, Carlsbad, CA Job #20227-2 Subject: Addendum Number 1 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 lateral design revisions to the calculations at the request of the approving authority. Revise the approved plans and specifications as follows: 1. Provide a l-3/4"xl 1-7/8" 1.9E Microlam beam (FB-#I5) under each corner of the shear panels on the North wall of the Bonus room. Hang with Simpson ITT-11.88 at Garage Beam (FB-#7), and strap to North wall of the Garage with HTS-20. 2. Add a note at the drag calculations Il-E on sheet 35 of the calculations, for the North Bonus room in addition to ST-6215 strap tie at plate to girder connection, "provide ST-6215 tie at blocking/header". 3. Replace the detail originally shown on sheet 8 and the callout for the hold downs on the north wall of the Bonus room (MSTC-40 (note}B*) with "provide 4x4 post at panel corners with (2) HTS-20 straps toFB-#15below". 4. Provide shear transfer at walls with floor framing perpendicular, as follows: Nail bottom flange 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. 5. Additional notes for plan review engineer (Carlsbad 02-3384): a) Item #30: See specifications paragraph 4.4 on sheet 10 of drawings. b) Item #34: See "Balloon framing" note on sheet 7 of drawings. c) Item #40: See addendum #1 pages above and following, (overturning forces greater than 0 occur only at the North wall of the Bonus room, d) Item #45: There are no shear walls with holes, wall panels are reduced in height by strapping headers and sills to blocking, (see drag calculations on sheet 35 for required straps at continuous shear panels above header and below sill where applicable). e) Item #62: See item 3 above. If you should have any questions regarding this project, or any of your projects, please, do not hesitate to call. Sincerely, U. C. lacuaniello II R.C.E. 31794 Expires 12/31/04 Wall: North Bonus Rm L= 13.5 3 H -269.16 CREST ENGINEERING Perforated Shearwall V= 1091.3 v= 181.8833 3.75 3.75 814.81 814.81 Sheet of l= 6 3 -269.16 1.33 -119.60|^-89.72| 289.64J 217^8] 289.641 217^8] 289.64| -89.72| 2.25 409.24[ 545.65 181.1 814.81 814.81 409.24 409.24 545.65 2.25 409.24J 18T88| 409.24 545.65 2.17 617.93 617.93 409.24 545.65 181.88| 545.65 545.65 8.00 OVT= -52.201 646.67 V= -72.28 1091.30 357.Q3| 164J81 357.03| 164.78J 357.03| -24.09| 617.93 -72.28617.93 Strap Ld= -119.60 409.24 409.24 -52.20 646.67 814.81 (1062) maxshear=217.28 (260) 646.67 (at outside corners only) (1226) Door Wall: South Family Rm L= 17 4 H -318.11 V=2226.5 4.5 1431.36 v= 278.3125 4.5 1431.36 l= 8 4 -318.11 2.33 -185.54| -79.53| 742.08 1113.25 3.33 3.33 927.62[ 927.62[ 1113.25 278.311 1113.25 927.62 927.62 742.08| 318T08| 742.08J -79.53J 1431.36 1431.36 1113.25 927.62| ?•$* door 927.62[ 278.31 j 1113.25 278.311 1113.25 9.00 1669.69 V= 2226.50 OVT= 1 1 78.60 (at each corner) (1663) -185.54 927.62 927.62 1669.69 Strap Ld=1431.36 (1686) max shear=318.08 (380) 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 naifing exceed the recalculated design. 20227lat.xls 4/2/2003 Thomas Residence Project Job #20227-3 9 i L »3 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 1379 Cynthia Lane Carlsbad, CA TABLE OF CONTENTS Structural Specifications 2 Gravity Analysis Timber Loading 2 Truss Connections 5 Roof Beams and Rafters 6 Floor Beams and Joists 15 Posts and Balloon Frame Studs 30 Lateral Analysis Loading & Diaphragm Design 34 Shear Transfer Notes 34 Lateral Force Distribution & Drag Struts 35 Overturning on Shear Panels 36 Building Sketch 36 Foundation Design Continuous Footings 37 Pad Footings 38 Details Shear Transfer Details 39 Specialty Details 40 Shear wall and Foundation Anchorage and Standard Notes 47 Approved: December 11,2002 U.C. lacusniello II R.CE. 31794 exp. 12/31/04 Thomas Residence Project, Job # 20227 GENERAL NOTES and STRUCTURAL SPECIFICATIONS GENERAL 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 part 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) 18.0 psf 16.0 psf 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. FOUNDATION 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. ft 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: ISincnes 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 polyvinyl 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. Crest Engineering 332 So. Juniper St., Ste 203-A., Escondido, CA 92025, (760) 741-5255 2 Thomas Residence Project, Job # 20227 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 foil 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 hoidown anchor bolts 3.10 Walls and columns shall be doweled from supports with bars of the same size 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) 11/2 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 grade 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". Crest Engineering 332 So. Juniper St., Ste 203-A., Escondido, CA 92025, (760) 741-5255 3 Thomas Residence Project, Job # 20227 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 1A diameter anchor bolts, 10 inches long spaced 6 feet on center at all nonbearing 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 floor 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" '/i"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 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: 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: Provide 2x rim joists with (5)-16d into end grain of joists or 2x blocking with same nailing. Alternatively, provide Simpson A-34 at top and bottom of plywood joists to rim or blocking. Tie rim joist or blocking to wall with (3)-16d into flat blocking or Simpson A-35 at 16 inches o/c. Where joists run parallel to wall, provide Simpson A-3 5 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 Tms Joist Corporation, as specified in Report No. NER 126, Moisture content shall be between 7 and 16 percent. 4.19 Wood "I" Joists, hall have plywood web material complying with PS 1-83 or Sturdiwood 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 agency. The Sturdiwood panels are Crest Engineering 332 So. Juniper St., Ste 203-A,, Escondido, CA 92025. (760) 741-5255 4 Thomas Residence Project, Job # 20227 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 gliied up in a continuous process with all strands of wood oriented to 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 M1CROLLAM 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 MacMiJJan 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/TO 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 5 Roof Rafterf 97 Uniform Building Code (91 NDS) ] Ver: 5.01b By UC lacuaniello II , Crest Engineering on: 12-11-2002: 11:25:39 AM Project: 2 - Location: LIVING/DINING RM RAFTERS (RB-#1) Summary1 SIN x 7 25 IN x 13 OFT (11 + 2) (Actual 15.6 FT) @ 24 O.C. / #2 -Douglas Fir-Larch - Dry Section Adequate By: 78.6% Controlling Factor: Section Modulus / Depth Required 5.47 In Interior Span Deflections: „. ^ , .Dead Load: DLD-lntenor= Live Load: LLD-lnterior= Total Load: TLD-lnterior= Eave Deflections (Positive Deflections used for design): Dead Load: Live Load: Total Load: Rafter End Loads and Reactions: Upper Live Load: Upper Dead Load: Upper Total Load: Lower Live Load: Lower Dead Load: Lower Total Load: Upper Equiv. Tributary Width: Lower Equiv. Tributary Width: Rafter Data: Interior Span: Eave Span: Rafter Spacing: Ratter Pitch:Roof sheathing applied to top of joists-Top of rafters fully braced. Live Load Deflect. Criteria: Total Load Deflect. Criteria: Non-Snow Live Load: Roof Loaded Area: Live Load Method: Rafter Loads: Roof Live Load: Roof Dead Load: Roof Duration Factor: Slope Adjusted Spans And Loads: Interior Span: Eave Span: Rafter Live Load: Rafter Dead Load: Rafter Total 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*1.20 Cr=1.15 Fv1: Adjustment Factors: Cd=1.25 Design Requirements: Controlling Moment: 6.478 Ft from Left Support of Span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Maximum Shear: v= 13.22 Ft from Left 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: Sreq=S= Area: Moment of Inertia: t/ of 43 DLD-Eave= LLD-Eave= TLD-Eave= - LOADS: 88PLF 83PLF 171 PLF 123 PLF 120 PLF 243 PLF UTWeq= LTWeq= L-Eave= Spacing= RP= U U RLA= Method = LL= DL= Cd= L-adf L-Eave-adj^ wL-adj= wD-adj= wT-adj= Fb= Fv= E= Fc-perp= Fb'= Fv'= M= A lrecl Use 0.18 0.20 0.38 0.00 0.02 0.00 RXNS: 176 LB 166 LB 342 LB 246 LB 240 LB 486 LB 5.5 7.68 11.0 2.0 24 8 240 180 26 One 16 13 1.25 13.2 2.4 22 22 44 875 95 1600000 625 User Added Notes: t ,_, (USE' 2x8 DF#2 @ 24" o/c or 2x6 DF#2 @ 16" o/c w/ H-2.5 at bearing wall Hang 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'. 7.36 13.14 3.78 10.88 20,50 47.63 IN IN = L/794 IN IN = 2L/3303 IN = 2L/5768882 FT FT FT FT IN O.C. : 12 SF PSF PSF FT FT PLF PLF PLF PSI PSI PSI PSI 1509 PSI 119 PSI 926 FT-LB 299 LB IN3 IN3 IN2 IN2 IN4 IN4 Multi-Span Roof Beam[ 97 Uniform Building Code (91 NDS) ] Ver: S.Otb By; U.C. lacuaniello II, Crest Engineering on: 12-11-2002: 11:25:38 AM Project: 2 - Location: NOOK OUTRIGGER BEAMS (RB-#2) Summary: 3.5 IN x 3.5 IN x 5.0 FT (2 + 3 ) / #2 - Douglas Fir-Larch - Dry Use Section Adequate By: 45.8% Controlling Factor: Section Modulus / Depth Required 2.95 In Center Span Deflections: Dead Load: DLD-Center= Live Load: LLD-Centen= Total Load: TLD-Center= Right Cantilever Deflections: Dead Load: DLD-Right= 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= Total Load: TL-Rxn-A= Note:Design For Uplift Loads Rxn-A-min=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= Right Cantilever Length: L3= Right Cantilever Unbraced Length-Top of Beam: Lu3-Top= Right Cantilever Unbraced Length-Bottom of Beam: Lu3-Bottom= Live Load Duration Factor: Cd= Pitch Of Roof: RP= LiveJLoad Deflect. Criteria: U Total Load Deflect. Criteria: U Non-Snow Live Load: Roof Loaded Area: RLA= Live Load Method: Method = Center Span Loading: Uniform Load: Roof Live Load: RLL-2= Roof Dead Load: RDL-2= Roof Tributary Width Side One: Trib-1 -2= Roof Tributary Width Side Two: Trib-2-2= Beam Self Weight: BSW= Wall Load: Wall-2= Total Live Load: wL-2= Total Dead Load (Adjusted for Roof Pitch): wD-2= Total Load: wT-2= Right Cantilever Loading: Uniform Load: Roof Live Load: RLL-3= Roof Dead Load: RDL-3= Roof Tributary Width Side One: Trib-1-3= Roof Tributary Width Side Two: Trib-2-3= Beam Self Weight: BSW= Wall Load: Wall-3= Total Live Load: wL-3= Total Dead Load (Adjusted for Roof Pitch): wD-3= Total Load: wT-3= Properties For: #2- Douglas Fir-Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Compression Face in Tension): Fb'= Adjustment Factors: Cd=1.25 Cl=1.00 CM.50 Fv1: Fv'= Adjustment Factors: Cd=1.25 Design Requirements: Controlling Moment: M= Over left support of span 3 (Right Span) Critical moment created by combining all dead loads and live loads on span(s) 2, 3 Maximum Shear: V= At Right Support of Span 2 (Center Span) 43 -0.01 -0.01 -0.01 0.11 0.13 0.24 78 -88 -9 .2640.00 490 438 928 0.42 1.5 2.0 0.0 2.0 3.0 0.0 3.0 1.25 4 240 180 25 One 16 13 3 2 3 0 78 67 149 16 13 3 2 3 0 78 67 149 875 95 1600000 625 IN IN = L73070 IN = L/1766 IN IN = 2L/556 IN = 2L/301 LB LB LB LB IN LB LB LB IN FT FT FT FT FT FT : 12 SF PSF PSF FT FT PLF PLF PLF PLF PLF PSF PSF FT FT PLF PLF PLF PLF PLF PSI PSI PSI PSI 1637 PSI 119 PSI -668 483 FT-LB LB Page: 2 sV^er g o£ 43 Multi-Span Roof Beam[ 97 Uniform Building Code (91 NDS) ] Ver: 5.01b By: U.C. tacuanieilo II , Crest Engineering on: 12-11-2002: 11:25:38 AM Project: 2 - Location: NOOK OUTRIGGER BEAMS (RB-#2) Critical shear created by combining all dead loads and live loads on span(s) 2, 3 Comparisons With Required Sections: Section Modulus: Sreq= 5.0 IN3 S= 7.1 IN3 Area: Areq= 6.1 IN2 A= 12.2 1N2 Moment of Inertia: lreq= 7.5 IN4 l= 12.5 IN4 User Added Notes: Use: 2x6 DF#2 or 4x4 DF#2 (min) tie end (N'ly) to wall W/A-35F or 81^6215 to resist uplift. Provide same size ridge beam supported on 2x4 w/same strap to resist uplift. Roof BcamI 97 Uniform Building Code (91 NDS) J Ver: 5.01b By UC tacuaniello tl. Crest Engineering on: 12-11-2002: 11:25:35 AM Project: 2 - Location: LIVING & DINING RM HIPS (RB-#3) ummary.^ ^ ^ ^ ^ ^ ^ ^^ ^ ^ + ^ g| ^ ^ /#1 _ Doug|gs Fjr.Larch . Dry yseSection Adequate By: 39.4% Controlling Factor: Section Modulus / Depth Required 7.84 In Span Deflections: _, _ „ . __Dead Load" DLD-Center= LiveLoad LLD-CenteP= Total Load: TLD-Center= Span Left End Reactions {Support A): Live Load: k.~ * Dead Load: SM?01^:TotalLoad: . t u , ^ TL-f%1^-Bearing Length Required (Beam only, Support capacity not checked): • BL-A- Span Right End Reactions (Support B):Live Load: LL-Rxn-B- Dead Load: S,L"2xn"i:Total Load: u , JV TL nPo!Bearing Length Required (Beam only. Support capacity not checked): bL-B- Beam Data: . _ Span: L_ Maximum Unbraced Span: LU Beam End Elevation Diff: fL- Pitch Of Roof: H^~ Live Load Deflect. Criteria L/ Total Load Deflect. Criteria: u Non-Snow Live Load: Roof Loaded Area: ,1; j~ Live Load Method: Method = Roof Loading: Roof Live Load-Side One: LLT - Roof Dead Load-Side One: DL1 = Rafter Length (Hip/Valley)-Side One: RL1 = Tributary Width Based on half span of rafters. Roof Live Load-Side Two: LL2= Roof Dead Load-Side Two: gL2- Rafter Length (Hip/Valley)-Side Two: RL2- Tributary Width Based on half span of rafters. Roof Duration Factor: r.rS»IBeam Self Weight: BSW- Slope Adjusted Lengths and Loads: Adjusted Beam Length: Beam Triangular Live Load Adjusted for Slope: Beam Triangular Dead Load Adjusted for Slope: TRD- Beam Uniform Dead Load Adjusted for Slope: wD_adj- Properties For: #1- Douglas Fir-Larch Bending Stress: £D~ Shear Stress: F^~ Modutus of Elasticity: fc-Stress Perpendicular to Grain: Fc_perp- Adjusted Properties Fb' (Tension):Adjustment Factors: Cd=1.25 Cf=1.20 Fvl: Adjustment Factors: Cd=1.25 Design Requirements. Controlling Moment: 8.619 ft from left supportCritical moment created by combining all dead and live loads. Maximum Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Fb'= M= V= 0.31 0.29 0.60 715754 1469 0.61 358 405 762 0.32 15.6 0.0 7.33 8 240 180 61 One 16 13 11.0 16 13 11.0 1.25 7 17.24 113 110 6 1000 95 1700000 625 Area: Moment of Inertia: Sreq= S= Areq= A= lreq= 4477 1335 35.9 49.9 16.9 32.3 120.0 230.8 IN IN = L/724. IN = U347 LB LB LB IN LB LB LB IN FT FT FT 12 SF PSF PSF FT PSF PSF FT PLF FT PLF PLF PLF PSI PSI PSI PSI 1500 PSI 119 PSI FT-LB LB IN3 IN3 IN2 iN2 IN4 IN4 Use: 4x10 DF#1 beam provide HCP-4 and hang w/ LSSU-410 @ 2x12 DF#2 ledger w/(4) SDS1/4"x3-1/2" screws into each adjoining stud (nail rest of ledger w/(3) 16d per stud). Roof Beam[ 97 Uniform Building Code (91 NDS) ] Ver: 5.01 b By: U.C. lacuanietlo II , Crest Engineering on: 12-11-2002: 11:25:35 Project; 2 - Location: GARAGE HIPS (RB-#4) Summary: 1.5 IN x 9.25 IN x 14.0 FT (12 + 2) (Actual 13.3 FT) /#2 - Douglas Fir-Larch - Dry Use Section Adequate By: 7.2% Controlling Factor: Section Modulus / Depth Required 8.93 In Span Deflections: Dead Load: DLD-Center= Live Load: LLD-Center= Total Load: TLD-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= 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: Span: L= Maximum Unbraced Span: Lu= Beam End Elevation Diff.; EL= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Non-Snow Live Load: Roof Loaded Area: RLA= Live Load Method: Method = Roof Loading: Roof Live Load-Side One: LL1 = Roof Dead Load-Side One: DL1 = Rafter Length (Hip/Valley)-Side One: RL1 = Tributary Width Based on half span of rafters. Roof Live Load-Side Two: LL2= Roof Dead Load-Side Two: DL2=Rafter Length (Hip/Valley)-Side Two: RL2= Tributary Width Based on half span of rafters. Roof Duration Factor: Cd= Beam Self Weight: BSW= Slope Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= Beam Triangular Live Load Adjusted for Slope: TRL= Beam Triangular Dead Load Adjusted for Slope: TRD= Beam Uniform Dead Load Adjusted for Slope: wD_adj= Properties For: #2- Douglas Fir-Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=1.25 Cf=1.10 Fv': Fv'= Adjustment Factors: Cd=1.25 Design Requirements: Controlling Moment: M= 6.635 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear. V= At support. Critical.shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: AM ><= 43 Area: Moment of Inertia: Sreq= S= Areq= A= lreq=l= 0.20 0.19 0.39 425 434 859 0.83 213 226 439 0.43 12.0 0.0 5.67 8 240 180 36 One 16 13 8.5 1613 8.5 1.25 3 13.27 87 85 3 875 95 1600000 625 2001 779 20.0 21.3 9,9 13.8 43.8 98.9 IN IN = U829 IN = U407 LB LB LB IN LB LB LB IN FT FT FT : 12 SF PSF PSF FT PSF PSF FT PLF FT PLF PLF PLF PSI PSI PSI PSI 1203 PSt 119 PSI FT-LB LB IN3 INS IN2 IN2 IN4 IN4 User Added Notes: Use: 2x10 DF#2 at garage (2x8 DF#2 at Entry) w/HCP-2 & LSU-26 into each adjoining stud (nail rest of ledger w/(3) 16d perstud)__ _ ____ 2x12 DF#2 ledger w/(5) 16d Multi-Loaded Beam[ 97 Uniform Building Code (91 NDS) ] Ver: 5.01b By: U.C. lacuantello II , Crest Engineering on: 12-11-2002 : 11:25:37 AM Project: 2 - Location: LIVING RM BEAM (RB-#5) Summary: 3.5 IN x 16.0 IN x 16.0 FT / 2.0E Parallam - Trus Joist-MacMillan Section Adequate By: 53.4% Controlling Factor: Moment of Inertia / Depth Required 13.87 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; Lu2-8ottom= 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: wO-2= Beam Self Weight: BSW= Total Load: wT-2= Point Load 1 Live Load: PL1-2= Dead Load: PD1-2= Location (From left end of span): X1-2= Point Load 2 Live Load: PL2-2= Dead Load: PD2-2= Location (From left end of span): X2-2= 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-RighM-2= Load Start: A-1-2= Load End. B-1-2= Load Length: C-1-2= 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=1.25 Cl=0.99 Cf=0.97 Fv': • Fv'= Adjustment Factors: Cd=1.25 Design Requirements: Controlling Moment: M= 8.48 Ft from Left Support of Span 2 (Center Span) Critical moment created by combining al! dead loads and live loads on span(s) 2 Maximum Shear: V= At left support of span 2 (Center Span) Critical shear created by combining all dead toads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus: Sreq= S= Area: Areq= 43 Moment of Inertia:lreq= 0.32 0.20 0.52 2829 4630 7459 2.84 2552 4122 6674 2.54 16.0 2.0 16.0 1.25 360 240 217 383 18 618 952 1291 2.0 626 754 1075 63 57 63 57 10.75 16.0 5.25 2900 290 2000000 750 26514 7459 91.7 149.3 30.9 56.0 7787 1194.6 IN IN = L/973 IN = L/368 LB LB LB IN LB LB LB IN FT FT FT PLF PLF PLF PLF LB LB FT LB LB FT PLF PLF PLF PLF FT FT FT PSI PSI PSI PSI 3472 PS) 363 PSI FT-LB LB IN3 INS IN2 IN2 IN4 IN4 User Added Notes: USE: 3-1/2"xl6"2.0EParaltambeam on4x6DF#1 posts W/ECCQ-46SDS2.5 Roof Beam[ 97 Uniform Building Code (91 NDS) ] Ver: 5.01 b By: U.C. lacuaniello II, Crest Engineering on: 12-11-2002 : 11:25:34 Project: 2 - Location: 5' WLY WALL HEADER (RB-#6) Summary:3.5 IN x 9,25 IN x 7.5 FT (5.5 + 2) (Actual 7.2 FT) / #2 - Douglas Fir-Larch - Dry Use Section Adequate By: 13.5% Controlling Factor: Area / Depth Required 8.15 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End). Live Load: LL-Rxn= Dead Load: DL-Rxn- Total Load: TL-Rxn= Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data:Span: - L= Maximum Unbraced Span: Lu= Beam End Elevation Diff.; EL= Pitch Of Roof RP= Live Load Deflect, Criteria: U Total Load Deflect. Criteria: U Non-Snow Live Load: Roof Loaded Area: RLA= Live Load Method: Method = Roof Loading: Roof Live Load-Side One: LL1 = Roof Dead Load-Side One: DL1 = Tributary Width-Side One: TW1 = Roof Live Load-Side Two: LL2= Roof Dead Load-Side Two: DL2= Tributary Width-Side Two: TW2= Roof Duration Factor: Cd= Wall Load: WALL= Beam Self Weight BSW= Slope Adjusted Beam Loading: Beam Uniform Live Load: wL= Beam Uniform Dead Load Adjusted for Rafter Pitch: wD_adj= Total Uniform Load: wT= Properties For. #2- Douglas Fir-Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=1.25 Cf=1.20 FV: FV= Adjustment Factors: Cd=1.2S Design Requirements: Controlling Moment: M= 3.617 ft from left supportCritical moment created by combining all dead and live loads. Maximum Shear: V= At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections. Section Modulus: . Sreq= AM Area: Moment of Inertia: Areq A lreq 0.06 0.04 0.10 926 1332 2258 1.03 5.5 0.0 4.7 8 240 180 116 One 16 18 14.0 16 18 2.0 1,25 16 8 256 368 624 875 95 1600000 625 4083 2258 37.4 499 28.6 32.3 49,9 230.8 IN IN = L/2032 IN = L/834 LB LB LB IN FT FT FT SF PSF PSF FT PSF PSF FT PLF PLF PLF PLF PLF PSI PSI PSI PSI 1313 PSI 119 PSI FT-LB LB INS IN3 IN2 IN2 IN4 IN4 User Added Notes: Use: 4x10 DF#2 on 4x4 posts w/EPC-44 Roof Beamf 97 Uniform Building Code (91 NDS) ] Ver: 5.01 b <.\\esTT \* 0^43 By U C lacuaniello II, Crest Engineering on: 12-11-2002 : 11:25:36 AM Project: 2 - Location: M.BDRM & BONUS RM HEADER (RB-#7) Summary. 5 |(y) x ? 25 ,N x 8 5 FT (6 5 + 2) (Actual 8 FT) / #2 - Douglas Fir-Larch - Dry Use Section Adequate By 76 3% Controlling Factor: Section Modulus / Depth Required 5.46 In ^^Oead Load- D<-D= 0.08 IN 3!?£* LLD= 0.05 IN-L/1838 Total Load: TLD= °-13 <N-L/?17 Reactions (Each End): 4Q, ,„i iwe i naH- LL-Kxn- *(U I LD Dead Load- OL-Rxn= 626 LB Total LO£: TL-Rxn= 1028 LB Bearing Length Required (Beam only, Support capacity not checked): - BL= 0.47 IN Beam Data: , _ _ - __Span: . L- £n uf Maximum Unbraced Span: Lu- 0.0 M Beam End Elevation Diff.: f.Jr 4-' rJ- Pitch Of Roof: R^~ * • ^ Live Load Deflect. Criteria: u JDU Total Load Deflect Criteria: u *w Non-Snow Live Load: Rn Qc Roof Loaded Area: uJES- rSL Live Load Method: Method ~ One Roof Loading: ,_ ,,, PoPRoof Live Load-Side One: LL1- ib rbr Roof Dead Load-Side One: DLJ; ^° f^r Tributary Width-Side One: TV^: A•*> £' Roof Live Load-Side Two: 1-L2- 10 ^g^ Roof Dead Load-Side Two: D[£ _"° £*r Tributary Width-Side Two: TW2- ^_u hi Roof Duration Factor: ....rrl Tc DI c»A/™H i —i. WALL- ID rLrWallLoad: 'ROW- fi PLFBeam Self Weight: BSW~ 6 KLh Slope Adjusted Beam Loading: , ,__ Dl cBeam Uniform Live Load: _ w]r- J£0 KL^ Beam Uniform Dead Load Adjusted for Rafter Pitch: wD_adj- 156 PLF; Total Uniform Load: wT~ 25e KLI" Properties For: #2- Douglas Fir-Larch _ Bending Stress: ™~ a'g USShear Stress: Fv- « £| Modulus of Elasticity: _r E: 16000.°° gStress Perpendicular to Grain: Fcjierp- 62b Ht>i Adjusted Properties _.,_ , .„„ DC.Fb' (Tension): F°- 1422 PSI Adjustment Factors: Cd=1.25 Cf=1.30 _ pgi Adjustment Factors: Cd=1.2S Design Requirements: „ , RControlling Moment: M- 2061 FT-LB 4.011 ft from left supportCritical moment created by combining all dead and live loads. Maximum Shear: v~ 102S LB At support.Critical shear created by combining all dead and live loads. Comparisons With Required Sections:Section Modulus: Sreq= 17.4 JN3 Area. Areq= 13.0 1N2Area' A= 253 IN2 Moment Of Inertia: lre(j= ^-2 INJ User Added Notes: Use: 4x8DF#2 Multi-Loaded Beam[ 97 Uniform Building Code (91 NDS) J Ver: 5.01b By U.C. lacuaniello (I, Crest Engineering on: 12-11-2002: 11:25:37 AM Project: 2 - 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 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--R^-S= Bearing Length Required (Beam only, Support capacity not checked): BL-B= Beam Data: Center Span Length: t-2^ 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: L7 Total Load Deflect. Criteria: L/ Center Span Loading: Uniform Load: Live Load: , wL-2~Dead Load: «£-2= Beam Self Weight: BSW= Total Load: wT-2= Trapezoidal Load 1Left 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- Properties For: #2- Douglas Fir-Larch Bending Stress: Fb~ Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fcj»rp- Adjusted Properties Fb'(Tension): ' Fb~Adjustment Factors: Cd=1.25Cf=1.30 FV: FV* Adjustment Factors: Cd=1.25 Design Requirements: Controlling Moment: M-6.05 Ft from Left Support of Span 2 (Center Span) Critical moment created by combining alt dead loads and live loads on span(s) 2 Maximum Shear: V= At 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: Sreq=S= Area: Areq=A= Moment of Inertia: lrea~ 0.17 0.14 0.31 337 413 751 0.34 499 595 1094 0.50 11.0 0.0 11,0 1.25 360 240 32 36 6 74 0 0 88 99 0.0 11.0 11.0 875 95 1600000 625 2557 1094 21.6 30.6 13.9 25.3 62.8 111.1 IN IN = L/937 IN = L/425 LB LB LB IN LB LB LB IN FT FT FT PLF PLF PLF PLF PLF PLF PLF PLF FT FT FT PSI PSI PSI PSI 1422 PSI 119 PSI FT-LB LB INS IN3 IN2 IN2 IN4 IN4 User Added Notes: USE 4x8 DF#2 Beam on 4x4 DF#1 W/ECCQ-44SDS fiu.vi.-WB TJ-B«am(rM) 6.05 Serial Number: 7002006774 Floor Joists (FB-#1) 11 7/8" TJI®/Pro{TM)-150 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED -17' 6' 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 Stud waif 2 Stud wan Input Bearing Vertical Reactions (Ibs) Width Length Dve/Dead/UplffiTTotal 3.50" 2.25" 467/140/0/607 3.50" 2.25" 467/140/0/607 Detail Other A3: Rim Board 1 Ply 1 1/4" 0.8E TJ-Strand Rim Board® A3; Rim Board 1 Pty 1 1/4" 0.8E TJ-Strand Rim Board® -See TJ SPECIFIER'S / BUILDERS GUIDE for detai!{s): A3: Rim Board DESIGN CONTROLS: Maximum Design Control Control Shear (Ibs) 592 Vertical Reaction (Ibs) 592 Moment (Ft-Lbs) 2529 Live Load Defl (in) Total Load Defl (in) TJPro -586 592 2529 0.328 0.426 36 1420 1085 3765 0.427 0.854 30 Passed (41%) Passed (55%) Passed (67%) Passed (U625) Passed (L/481 ) Passed Location Rt. end Span 1 under Floor loading Bearing 2 under Fk>or loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Span 1 -Deflection Criteria: STANDARD(LL:L/480 JL:L/240). -Allowable moment was increased for repetitive member usage. -Deflection analysis is based on composite action with single layer of 19/32", 5/8" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 218" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code NER analyzing the TJ Distribution product listed above. PROJECT INFORMATION: Thomas Residence Job # 20227 OPERATOR INFORMATION: U. C lacuaniello It Crest Engineering 332 So. Juniper St. Suite 203-A Escondido, CA 92025^4942 Phone:760-741-5255 ucicrest@ nctimes.net Copyright t> 2002 by Trus Joist, a W«yerha*us«r Business TJl* *no TJ B*M* are r*^iac*j-«a trademarks </: Trus Joist. *-J Joist", (TO"" and TJ-Pr*"*!* tradeoarks of Trus Joisc. Garage Floor Joists (FB-#2) 7^^^)605^^,^700200677- 11 7/8" TJI®/Pro(TM)-150 @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 43 1 12'• Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Uve at 100 % duration, 12.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Point(plf) Roof(1.25) 148.0 271.0 3' 6" - Wall Load Uniform(psf) Ftoor(1.00) 40.0 12.0 OTo3'6" Replaces Floor Load Uniform(psf) Roof(1.25) 10.0 12.0 3'6" To 12' Replaces Ceiling Load SUPPORTS: 1 Paratlam PSL Beam 2 Stud wall Input Bearing Vertical Reactions Ply Depth Nailing Detail Width Length (Ibs) Depth Llve/Dead/Upliftnotal 3.50" Hanger 345/357/0/702 1 11.88" N/A H1:TopMount Hanger 3.50" 2.25" 152/196/0/349 N/A N/A N/A A3: Rim Board Other None 1 Ply1 WO.SETJ-Strand Rim Board® -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): H1: Top Mount Hanger,A3; Rim Board DANGERS: Simpson Strong-Tie® Connectors Support Model Slope Skew Reverse Top Fiange Top Flange Support Wood Flanges Offset Slope Species 1 Top Mount Hanger ITT211.88 0/12 0 N/A No 0 N/A -Nailing for Support 1: Face: 2-N10 , Top 4-N10, Member: 2-N10 PROJECT INFORMATION: Thomas Residence Job # 20227 OPERATOR INFORMATION: U. C. lacuaniello II Crest Engineering 332 So. Juniper St. Suite 203-A Escondido, CA 92025-4942 Phone:760-741-5255 ucicrest@nctimes.net Copyright t> 2002 by Trus Joist, a Weyerhaeuaer BusinessTJI*,TJ-Be«i*» and ParallanC are registered trademarks of Trua Joist.«-I Joiaf.Pro*" and TJ-Pro* ara tradmiorks of Trua Joist. Siapson Strong-Tie* Connectors is « registered trademark of Simpson Strong-Tie Company, Inc. A:\20227fj2.sms CREST ENGINEERING Sheet 4 of' UPLIFT at DISCONTINUOUS SHEAR WALLS North Bonus Room U := 1225.6-lbf (ref. sheet 36 structural calcs) spc := 16-m location := 9-ft L:= 12ft U Ibfadjust_load :- adjust load = 919.2— (adjustment for 16" joist spacing) spc ~ ft Connection of beam to lower wall Req_uplift:= U Reqjiplift- 919.21bf (max uplift at lower wall) Try HTS-20 Cap_hts20:= 1450-lbf adj_cap := 0.75-Cap_hts20 adj_cap = 1.087 x 103lbf (adj. per use 1633,2.3.9.6) Check_uplift := if(adj_cap > Req_uplift,"OK" /No Good") Check_uplift = "OK" Connection of upper wall to beam Try 2 HTS-20 Check_uplift := if(2-adj_cap > U/OK" ,"No Good") Check_uplift = "OK" USE: (2) HTS-20 straps (one each side of beam) from 4x4 post) to FB #15 (1-3/4"x11-7/8" Microlam beam) and hang w/ITT-11.88. Strap beam to lower front wall w/ (1) HTS-20 *V<j*:|:VM^( ; Thomas Residence (Add #1) Job # 20227-3 Garage Floor Joists (FB-#2) 11 7/8" TJI®/Pro(TM)-150 @ 16" o/c i-l 0^43 ButiircnTJ-BMm(TM) 8.05 Serial Number 7002006774 UMr. 2 12H1W2 11:32:02 AMno. 2 Bw.v.MKi.5.12 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN DESIGN CONTROLS: Shear (tbs) Vertical Reaction (Ibs) Moment (Ft-Lbs) Live Load Defl (in) Total Load Defl (in) TJPro CONTROLS FOR THE APPLICATION AND LOADS LISTED Location Lt. end Span 1 under Roof loading Bearing 1 under Roof loading MID Span 1 under Roof loading MID Span 1 under Roof loading MID Span 1 under Roof loading Spanl Maximum 682 682 1831 Design 682 682 1831 0.059 0.136 54 Control 1775 1775 4706 0.287 0.575 30 Control Passed (38%) Passed (38%) Passed (39%) Passed (U999+) Passed (U999+) Passed -Deflection Criteria: STANDARD(LL:L/480.TL:U240). -Allowable moment was increased for repetitive member usage. -Deflection analysis is based on composite action with single layer of 19/32", 5/8" Panels (20" Span Rating) GLUED 4 NAILED wood decking, -Bracing(Lu): All compression edges (top and bottom) must be braced at 7 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code NER analyzing the TJ Distribution product fisted above. PROJECT INFORMATION: Thomas Residence Job # 20227 OPERATOR INFORMATION: U. C. lacuanielk) II Crest Engineering 332 So. Juniper St. Suite 203-A Escondido, CA 92025-4942 Phone:760-741-5255 ucicrest@nctimes. net Copyright. * 2002 by Trus Joist, a M«y*rha«uset Business TJI»,T.) fa**** *nd P«rall*m# art f*(ji9t^r*il i.n.o«m*r >:*< • •! Trus ,'•••! si. *-l JrjiaV",?!•:<* *nd TJ-Pro" ar« tr»d*matks •al Trus Joist. SUBpSui. Sti'Sfig-Ti** Connectors is a /*gis(.ir<~1 i_rad*marK ot Simpson SLrc-nq-Tie C'Jnpany, Inc. Floor Joistf 97 Uniform Building Code (91 NDS) ] Ver: 5.01b <%*fe£brr-i& By U.C. lacuaniello II , Crest Engineering on: 12-11-2002 : 11:35:57 AM Project: 2 - Location: DECK JOISTS (FB#3) Summary: 1 .5 IN x 5.5 IN x 6.0 FT @ 24 O.C. I #2 - Douglas Fir-Larch - Dry Use Section Adequate By; 24.4% Controlling Factor: Area / Depth Required 4.89 In Center Span Deflections: Dead Load: DLD-Center= 0.02 IN Live Load: LLD-Center= 0.11 IN = L/685 Total Load. TLD-Center= 0.12 IN = U587 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 360 LB Dead Load: DL-Rxn-A= 60 LB Total Load: . TL-Rxn-A= 420 LB Bearing Length Required (Beam only, Support capacity not checked): BL-A= 0.45 IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 360 LB Dead Load: " DL-Rxn-B= 60 LB Total Load: TL-Rxn-B= 420 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 0.45 IN Joist Data: Center Span Length: L2= 6.0 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: L/ 360 Center Span Loading: Uniform Floor Loading: Live Load. LL-2= 60 Dead Load: DL-2= 10 Total Load: TL-2= 70 Total Load Adjusted for Joist Spacing: wT-2= 140 Properties For: #2- Douglas Fir-Larch Bending Stress: Fb= 875 Shear Stress: Fv= 95 Modulus of Elasticity: E= 1600000 Stress Perpendicular to Grain: Fc-perp= 625 Adjusted Properties Fb' (Tension): Fb'= 1308 PSI Adjustment Factors: Cd=1.00Cf=1.30 Cr=1.15 Fv': FV= 95 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 630 FT-LB 3.0 Ft from Left Support of Span 2 (Center Span) Critical moment created by combining alt dead loads and live loads on span(s) 2 Maximum Shear: V= 420 LB At 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: Sreq= 5.78 IN3 S= 7.56 IN3 Area: Areq= 6.63 IN2 A= 8.25 IN2 Moment of Inertia: treq= 14.58 IN4- . - . -- 1= 20.80 1N4 User Added Notes: USE: 2x6 DF#2 @ 24" o/c (max) w/A-35 @ supports hang w/ LUP-26 where req'd. PSF PSF PSF PLF PSI PSI PSI PSI Multi-Span Floor Beam[ 97 Uniform Building Code (91 NDS)]Ver: 5. 01b By- U C lacuanielio It , Crest Engineering on: 12-11-2002 : 11:35:57 AM Project: 2 - 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: 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 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 Fb' (Tension): Adjustment Factors: Cd=1.00 Cf=1.00 Fv1:Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment:5.375 Ft from Left Support of Span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Maximum 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: Sreq-S= Areq= of- 4 1 DLD-Center= LLD-Center= TLD-Center= LL-Rxn-A= DL-Rxn-A= TL-Rxn-A= LL-Rxn-B= DL-Rxn-B= TL-Rxn-B= BL-B= L2= Lu2-Top= Lu2-Bottom= U U FLL-2= FDL-2= Trib-1-2= Trib-2-2- BSW= Wall-2= wL-2= wD-2= wT-2= Fv= E- Fc_perp= Fb'= M= Area: Moment of Inertia:lreq= 0.08 0.18 0.26 3117 1435 4553 1.73 3117 1435 4553 1.73 10.75 0.0 0.0 360 240 40 12 6 8 13 80 580- 254 847 2900 290 2000000 750 50.6 82.2 23.6 41.5 243.2 488.4 IN IN = L/723 IN = L/495 LB LB LB IN LB LB LB IN FT FT FT PSF PSF FT FT PLF PLF PLF PLF PLF PS I PSI PSI PSI 2903 PSI 290 PSI 12235 FT-LB 4553 LB IN3 INS IN2 IN2 IN4 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 Beam{ 97 Uniform Building Code (91 NDS) ] Ver By: U.C. lacuaniello II, Crest Engineering on: 12-11-2002 : 11:35:54 AM Project 2 - Location: NOOK BEAM (FB-#5) Summary: _. , L _ ,,3.5 INx 11.25 IN x 9.75 FT /#2- Douglas Fir-Larch -Dry UseSection Adequate By: 29.7% Controlling Factor Section Modulus / Depth Required 9.88 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 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 Fv1:Adjustment Factors: Cd*1.25 Design Requirements: Controlling Moment: 4.875 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections:Section Modulus: 5.01b to Area: Moment of Inertia: DLD= LLD= TLD= LL-Rxn= DL-Rxn= TL-Rxn= BL= Lu= U L/ 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= Fv'' M= Sreq= Areq A treq I- 0.09 0.05 0.15 838 1503 2341 1.07 9.75 0.0 360 240 80 One 16 16 6.25 16 16 2.0 1.25 40 12 1.0 40 10 0.0 1.00 128 132 159 40 12 10 172 171 480 480 875 95 1600000 625 1203 119 5706 2341 57.0 73.8 29.6 39.3 125.2 415.2 IN IN = L/2223 IN = 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 PSt PSI PSI PSI PSI PSI FT-LB LB INS 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) ] Ver: 5.01 b By U C. lacuaniello II, Crest Engineering on: 12-11-2002 : 11:35:56 AM Project: 2 - Location: N/S GARAGE FLOOR BEAM (F8-#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: 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): Trapezoidal Load 1Left Live Load: TRL-Left-1-2= Left Dead Load: TRD-Left-1-2= Right Live Load: TRL-Right-1 -2= Right Dead Load: TRD-Rrght-1-2= Load Start: A"1'?~ Load End: S"J"?ILoad Length: C-1-2- Properties For: 1.9E Microllam- Trus Joist-MacMillan Bending Stress: £b- Shear Stress: ™- Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc_perp- Adjusted PropertiesFb' (Tension): ™ = 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 Span 2 (Center Span) Critical moment created by combining ail dead toads and live loads on span(s) 2 Maximum Shear: v~ At left support of span 2 (Center Span) Critical shear created by combining alt dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus: Sre3l Area: Areq= A= Moment of Inertia: lrecj~ User Added Notes: „ . ...«„-USE: 1-3/4"x11-7/8" 1.9E Microfam Beam with (2} A-35 at wall support hang w/WP-11 43 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= 0.24 0.20 0.43 1360 1576 2935 2.24 573 714 1288 0.98 12.0 0.0 12.0 1.25 360 240 10 126 28 1708 2068 3.5 30 0 30 0 0.0 3.5 3,5 2600 285 1900000 750 36.4 41.1 12.4 20.7 175.9 244.2 IN IN = L/735 IN = L/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 PSl PSI PSl PSI 3255 PSI 356 PSI 9861 FT-LB 2935 LB IN31N3 IN2 IN2IN4 IN4 Multi-Loaded Beam[ 97 Uniform Building Code (91 NDS) ] Ver: 5.01 b By: U.C. lacuaniello II, Crest Engineering on: 12-11-2002 • 11:35:55 AM Project: 2 - Location: E/W GARAGE FLOOR BEAM (FB-#7) Summary: 5.25 IN x 16.0 IN x 19.5 FT / 2.0E Parallam - Trus Joist-MacMillanSection Adequate By: 49.2% Controlling Factor: Moment of Inertia / Depth Required 14.0 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= 1/2" 0.27 0.38 0.65 4244 3048 7292 1.85 4269 30807349 1.87 19.5 0.0 19.5 1.00 360 240 IN IN = L/609 IN = L/358 LB LB LB IN LB LB LB IN FT FT FT Live Load Duration Factor: Cd= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Center Span Loading: Uniform Load: Live Load: wL-2= 386 PLFDead Load: wD-2= 224 PLF Beam Self Weight: BSW= 26 PLFTotal Load; wT-2= 636 PLF Point Load 1 Live Load: PL1-2= 493 LB Dead Load: PD1-2= 624 LB Location (From left end of span): X1-2= 3.33 FTPoint Load 2 Live Load: PL2-2= 493 LB Dead Load: PD2-2= 624 LB Location (From left end of span): X2-2= 16.67 FTProperties For: 2.0E Parallam- Trus Joist-MacMillan Bending Stress: Fb= 2900 PSI Shear Stress: Fv= 290 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSIAdjusted Properties Fb( (Tension): Fb'= 2809 PSI Adjustment Factors: Cd=1.00 Cf=0.97 Fv': Fv'= 290 PSI Adjustment Factors: Cd=1.00Design Requirements: Controlling Moment: M= 33682 FT-LB 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 Maximum Shear: V= 7349 LB At 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: Sreq= 144.0 IN3 S= 224.0 INS Area: Areq= 38.1 [N2 A= 84.0 IN2 Moment of Inertia: lreq= 1201.3 IN4l= 1792.0 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. Multi-Loaded Beam[ 97 Uniform Building Code (91 NDS) ] Ver 5,01 b By: U.C. lacuaniello II , Crest Engineering on; 12-11-2002 : 11:35:56 AM Project: 2 - Location: E/W GARAGE FLOOR BEAM (FB-#8) Summary: 3.5 IN x 16.0 IN x 11.0 FT / 2.0E Parallam - Trus Joist-MacMillan Section Adequate By: 17.4% Controlling Factor: Area / Depth Required 13.62 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= 0.07 0.09 0.16 4992 4227 9219 3.51 2847 2056 4902 1.87 11.0 0.0 11.0 1.00 360 240 IN IN = L/1470 IN = L/820 LB LB LB IN LB LB LB IN FT FT FT Live Load Duration Factor: Cd= Live Load Deflect, Criteria: L/ Total Load Deflect. Criteria: L/ Center Span Loading: Uniform Load: Live Load: wL-2= 406 Dead Load: wD-2= 238 Beam Self Weight: BSW= 18 Total Load: wT-2= 662 Point Load 1 Live Load: PL1-2= 853 Dead Load: PD1-2= 909 Location (From left end of span): X1-2= 0.67 Point Load 2 Live Load: PL2-2= 493 Dead Load: PD2-2= 339 Location (From left end of span): X2-2= 0.67 Point Load 3 Live Load: PL3-2= 1360 Dead Load: PD3-2= 1576 Location (From left end of span): X3-2= 2.5 Point Load 4 Live Load; PL4-2= 667 Dead Load: PD4-2= 648 Location (From left end of span): X4-2= 3.67 Properties For: 2,OE Parallam- Trus Joist-MacMillan Bending Stress: Fb= 2900 Shear Stress: Fv= 290 Modulus of Elasticity: E= 2000000 Stress Perpendicular to Grain: Fc_perp= 750 Adjusted Properties Fb'(Tension): Fb'= 2809 PSI Adjustment Factors: Cd=1.00 Cf=0.97 Fv1: FV= 290 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 18157 FT-LB 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 Maximum Shear: V= 9219 LB 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: Sreq= 77.6 IN3 S= 149.3 IN3 Area: Areq= 47.7 IN2 A= 56.0 IN2 Moment of Inertia: lreq= 349.6 IN4 l= 1194.6 IN4 User Added Notes: USE: 3-1/2"x16" 2.0E Parallam Beam with on 4x6 DF#1 W/ECCQ-64SDS PLF PLF PLF PLF LB LB FT LB LB FT LB LB FT LB LB FT PSI PSI PSI PSI Multi-Loaded Beam[ 97 Uniform Building Code (91 NDS) ] Ver: 5.01b By: U.C. iacuaniello II , Crest Engineering on: 12-11-2002: 11:35:55 AM Project: 2 - 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-MacMitlan Section Adequate By: 45.7% Controlling Factor: Moment of Inertia / Depth Required 12.35 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= Point Load 1 Live Load: PL1-2= Dead Load: PD1-2= Location {From left end of span): X1-2= 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 Fb1 (Tension): Fb'= Adjustment Factors: Cd=1.25 Cf=0.98 Fv1: Fv'= Adjustment Factors: Cd=1.25 Design Requirements: Controlling Moment: M= 8.25 Ft from Left Support of Span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span{s) 2 Maximum Shear: V* At 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: Sreq= S- Area: Areq= A- Moment of Inertia: lreq=l= User Added Notes: USE:3-1/2"x14" 2.0E Paraltam Beam with on 4x4 DF#1 W/ECCQ-44SDS 43 0.36 0.21 0.57 1929 3135 5064 1.93 1951 3157 5107 1.95 16.5 0.0 16.5 1.25 360 240 172 301 15 486 521 536 1.67 521 536 15.17 2900 290 2000000 750 3563 363 61.4 114.3 21.2 49.0 549.4 800.3 IN IN = L/954 IN = L/350 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 PSI PSI 18203 FT-LB 5107 LB INS IN3 IN2 IN2 IN4 IN4 Multi-Loaded Beam{ 97 Uniform Building Code (91 NDS) ] Ver: 5.01b By: U.C. lacuaniello II , Crest Engineering on: 12-11-2002: 11:35:54 AM Project: 2 - Location: 1-CAR GARAGE DOOR HDR (FB-#10) Summary: 3.5 IN x 9.25 IN x 8.5 FT / 2.0E Parallam - Trus Joist-MacMillan Section Adequate By: 102.9% Controlling Factor: Section Modulus / Depth Required 7.26 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= 2$ OF- 43 0.12 0.08 0.21 1356 1980 3336 1.27 1026 1645 2671 1.02 8.5 0.0 8.5 1.25 360 240 IN IN = L/1231 IN = L/496 LB LB LB IN LB LB LB IN FT FT FT Live Load Duration Factor: Cd= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: U Center Span Loading: Uniform Load: Live Load: wL-2= 140 PLF Dead Load: wD-2= 260 PLF Beam Self Weight: BSW= 10 PLF Total Load: wT-2= 410 PLF Point Load 1 Live Load: PL1-2= 342 LB Dead Load: PD1-2= 307 LB Location (From left end of span): X1-2= 1.5 FT Point Load 2 Live Load: PL2-2= 573 LB Dead Load: PD2-2= 714 LB Location (From left end of span): X2-2= 3.33 FT Point Load 3 Live Load: PL3-2= 277 LB Dead Load: PD3-2= 308 LB Location (From left end of span): X3-2= 4.5 FT Properties For: 2.0E Parallam- Trus Joist-MacMillan Bending Stress: Fb= 2900 PSI Shear Stress: Fv= 290 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb1 (Tension): Fb'= 3731 PSI Adjustment Factors: Cd=1.25Cf=1.03 Fv1: Fv"= 363 PSI Adjustment Factors: Cd=1.25 Design Requirements: Controlling Moment: M= 7647 FT-LB 3.4 Ft from Left Support of Span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Maximum Shear: V= 3336 LB 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: Sreq= 24.6 IN3S= 49.9 IN3 Area: Areq= 13.9 IN2 A= 32.3 IN2 Moment of Inertia: lreq= 111.8 IN4 l= 230.8 IN4 User Added Notes: USE:3-1/2"x9-1/4" 2.0E Parallam Beam with on 4x4 DF#1 W/ECCQ-44SDS Uniformly Loaded Floor Seam[ 97 Uniform Building Code (91 NDS) 1 Ver: 5.01 b By: U.C. lacuaniello II , Crest Engineering on: 12-11-2002 : 11:35:52 AM Project: 2 - Location: DECK BEAM (FB-#1 1 ) Summary: 5.5 IN x 9.5 IN x 14.0 FT /#1 - Douglas Fir-Larch - Dry Use Section Adequate By: 39.3% Controlling Factor: Section Modulus / Depth Required 8.05 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data: Span: L= Unbraced Length-Top of Beam: - Lu= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Floor Loading: Floor Live Load-Side One: LL1= Floor Dead Load-Side One: DL1= Tributary Width-Side One: TW1 = Floor Live Load-Side Two: LL2= Floor Dead Load-Side Two: DL2= Tributary Width-Side Two: TW2= Live Load Duration Factor: Cd= Wall Load: WALL= Live Load Reduction: Average Uniform Live Load: LL_Ave= Floor Loaded Area: FLA= Reduction Based On Total Area: R1 = Max. Red'n Based On DULL Ratio: R2= Max. Red'n Based On Total Area: R3= Controlling Reduction Factor: R= Design Live Load With Reduction: LL= Beam Loading: Beam Total Live Load: wL= Beam Self Weight: BSW= Beam Total Dead Load: wD= Total Maximum Load: wT= Properties For: #1- Douglas Fir-Larch 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=1.00 Fv1: Fv'= Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 7.0 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: V= At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: Sreq= S= Areq= A— ireq= 0.13 0.25 0.37 1260 649 1909 0.56 14.0 0.0 360 240 60 10 3.0 40 10 0.0 1.00 50 60 42 0.00 0.00 0.00 0.00 60 180 13 93 273 1350 85 1600000 625 6681 1909 User Added Notes: USE: 6x10 DF#1 on 6x6 DF#1 posts W/ECCQ-66SDS & CBQ-66SDSAL.T. 59.4 82.7 337 52.2 210.5 392.9 IN IN = L/679 IN = L/448 LB LB LB IN FT FT PSF PSF FT PSF PSF FT PLF PSF SF PSF PLF PLF PLF PLF PSI PSI PSI PSI 1350 PSI 85 PSI FT-LB LB IN3 INS IN2 IN2 IN4 IN4 Combination Roof and Floor Beam[ 97 Uniform Building Code (91 NDS) ] Ver: By: U.C. lacuaniello II , Crest Engineering on: 12-11-2002 : 11:35:53 AM Project: 2 - Location: FAM. RM DOOR HDR (FB-#12) 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 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: 2.0E Parallam- Trus Joist-MacMillan Bending Stress: Shear Stress: Modulus of Elasticity: • Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension):Adjustment Factors: Cd=1.25Cf=1.03 Fv1: Adjustment Factors: Cd=1.25 Design Requirements: Controlling Moment: 4.75 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: User Added Notes:USE: 3-1/2"x9-1/4" 2.0E Parallam Beam with on 4x4 DF#1 W/ECCQ-44SDS 5.01b 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-fioon= wD-floor= BSW= wL= wD= wT= wT-cont= Fb= Fv= E= Fc_perp= Fb'= Fv'= M= 0.17 0.27 0.44 3182 2077 5260 2.00 9.5 0.0 360 240 59 One 16 16 4.25 16 16 2.0 1.25 40 12 9.75 60 10 3.0 1.00 160 100 120 570 147 10 670 267 1107 1107 2900 290 2000000 750 12492 5260 40.2 49.9 21.8 32.3 213.6 230.8 IN IN = L/429 IN = L/259 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 3731 PSI 363 PSI FT-LB LB IN3 IN3 IN2 IN2 IN4 IN4 Combination Roof and Floor Beam[ 97 Uniform Building Code (91 NOS) J Ver: ByUC lacuaniello II. Crest Engineering on: 12-11-2002: 11:35:53 AM Project; 2 - Location: DEN WINDOW HDR (FB-#13) Summary:3.5 IN x 9.25 IN x 5.5 FT / #2 - Douglas Fir-Larch - Dry 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 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=1.20 Fv1: Adjustment Factors: Cd=1.2S Design Requirements: Controlling Moment: 2.75 ft from left supportCritical moment created by combining all dead and live loads. Maximum Shear: At support.Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: 5.01b 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= 8SW= wL= wD= wT= wT-cont= Fb= Fv= E= Fc_perp= Fb'= FV= M= Sreq= S= Area: Moment of Inertia: Alreq 0.03 0.02 0.04 836 1323 2159 0.99 5.5 0.0 360 240 91 One 161614.51616 2.0 1.25 40 12 1.0 40 10 0.0 1.00 144 264 317 40 12 8 304 329 785 785 875 95 1600000 625 1313 119 2969 2159 27.2 49.9 27.3 32.3 36.8 230.8 IN IN = L/3895 IN = U1508 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 PS I PSI PSI PSI PSI PSi FT-LB LB INS INS IN2 IN2 IN4 IN4 User Added Notes: USE: 4x10 DF#2 on double trimmer Uniformly Loaded Floor Beam[ 97 Uniform Building Code (91 NDSlJVer: 5.01b s-A<e=?T 2<( o^ ByUC lacuanielto II , Crest Engineering on: 12-11-2002: 11:38:18 AM Project: 20227 - Location: LAUNDRY RM FL BM (FB-#14) Summary: 175 tN x 11875 IN x 6.5 FT / 1.9E Microllam - Trus Joist-MacMHIan Section Adequate By: 129.9% Controlling Factor: Area / Depth Required 6.64 In Deflections: Dead Load DLD= 0.02 IN Live Load LLD= 0.03 IN = U2651 Total Load: TLD= 0.05 IN = U1705 Reactions (Each End):Live Load" LL-Rxn= 1105 LB Dead Load" DL-Rxn= 613 LB Total Load: TL-Rxn= 1718 LB Bearing Length Required (Beam only, Support capacity not checked): BL= 1.31 IN Beam Data: Span: L= 6.5 FT Unbraced Length-Top of Beam: • Lu= 0.0 FT Live Load Deflect Criteria: L/ 360 Total Load Deflect. Criteria: U 240 Floor Loading: Floor Live Load-Side One: . LL1= 40 PSF Floor Dead Load-Side One: DL1= 12 PSF Tributary Width-Side One: TW1= 3.0 FT Floor Live Load-Side Two: LL2= 40 PSF Floor Dead Load-Side Two: DL2= 12 PSF Tributary Width-Side Two: TW2= 5.5 FT Live Load Duration Factor: Cd- 1.00 Wall Load: WALL= 80 PLF Beam Loading:Beam Total Live Load: wL= 340 PLF Beam Self Weight: BSW= 6 PLF Beam Total Dead Load: wD= 188 PLF Total Maximum Load: wT= 528 PLF Properties For 1.9E Microllam- Trus Joist-MacMillan Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: t Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2604 PSI Adjustment Factors: Cd=1.00 CM.OOFv1: Fv-s 285 PSI Adjustment Factors: Cd=1.00 Design Requirements:Controlling Moment: M= 2791 FT-LB 3.25 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: V= 1718 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: Sreq= S= Areq= A= lreq= 12.9 41.1 9.1 20.7 34.4 244.2 1N3 IN3 IN2 IN2 IN4 IN4 User Added Notes: USE: 1-3/4"x11-7/8" 1.9E Microlam Beam w/(2)A-35 vertical each end Defl= Column[ 97 Uniform Building Code (91 NDS) ] Ver. 5.01 b By: U.C. lacuaniello II, Crest Engineering on: 12-11-2002 : 2:48:40 PM Project: 20227 - Location: BALLOON FRAME STUDS (P-#1) Summary: 1.5 IN x 5.5 IN x 17 FT / #2 - Douglas Fir-Larch - Dry Use Section Adequate By: 35.7% Vertical Reactions:Live: Vert-LL-Rxn= Dead: Vert-DL-Rxn= Total: Vert-TL-Rxn= Horizontal Reactions: Total Reaction at Top of Column: TL-Rxn-Top= Total Reaction at Bottom of Column: TL-Rxn-Bottom= Horizontal Deflection: Deflection due to lateral loads only: Axial Loads: Live Loads: Dead Loads: Column Self Weight: Total Loads: Eccentricity (X-XAxis): 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): Slenderness Ratio: 160 601 761 137 137 L= Lx= Ly= Ke= dx= Properties For: #2- Douglas Fir-Larch Compressive Stress: Modulus of Elasticity: Bending Stress (X-X Axis): Bending Stress (Y-Y Axis): Adjusted Properties: Fbx*:Adjustment Factors: Cd=1.33 Cf=1.30 Cl=1.00 Fby1:Adjustment Factors: Cd=1.33 Cf=1.30 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 EJ) 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 including eccentric load (X-X Axis): Allowable Bending Stress (X-X Axis): Bending Stress including eccentric load (Y-Y Axis): Allowable Bending Stress (Y-Y Axis): Combined Stress Factor: Sx= Sy= Lex/dx= Ley/dy= Fc= E= Fbx= Fbx'= Fby'= Fc'= fc= Fc'= Mx-ex= My-ey= Mx= fbx= Fbx'= fby= Fby'= CSF= 17.0 8.0 0.0 1.0 5.50 1.50 8.25 7.6 2.1 17.5 0.0 1300 1600000 875 875 1513 1740 1184 73 1184 0 0 6979 923 1513 0 1740 0.64 User Added Notes:USE: 2x6 DF#2 @ 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. LB LB LB LB LB 0.91 IN PL= PD= CSW= PT= ex= ey= Cd-Axial= 160 562 39 761 0.00 0.00 1.25 (Wind/Seismic) (Dy Face) wL-lat= 16 Cd-Lat=1.33 LB LB LB LB IN IN PLF FT FT FT IN IN IN2 INS IN3 PSI PSI PSI PSI PSI PSI PSI PSI PSI IN-LB IN-LB IN-LBS PSI PSI PSI PSI Column[ 97 Uniform Building Code (91 NDS) ] Ver: 5.01 b By: U.C. lacuaniello II , Crest Engineering on: 12-11-2002 : 1:00:59 PM Project: 20227 - 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: Vert-LL-Rxn= Dead: Vert-DL-Rxn=Total: Vert-TL-Rxn= Horizontal Reactions: Total Reaction at Top of Column: TL-Rxn-Top= Total Reaction at Bottom of Column: . TL-Rxn-Bottom= Horizontal Deflection:Deflection due to lateral loads only: Defl- Axial Loads: Live Loads: PL= Dead Loads: PD= Column Self Weight: CSW= Total Loads: PT= Eccentricity (X-X Axjs): ex= Eccentricity (Y-Y Axis): Axial Duration Factor: Lateral Loads: Loads applied to: Uniform Lateral Load: wL-lat= Lateral Duration Factor: Cd-Lat= Column Data: Length: L= Maximum Unbraced Length (X-X Axis): Lx= Maximum Unbraced Length {Y-Y Axis): Ly=Column End Condition: Ke= Calculated Properties: Column Sectjon {X-X Axis): dx= Column Section {Y-Y Axis): dy=Area: A= Section Modulus (X-X Axis): Section Modulus (Y-Y Axis): Slenderness Ratio: 456 792 1248 145 145 ey= Cd-Axial= 456 641 151 1248 0.00 0.00 1.25 (Wind/Seismic) (Dy Face) 16 Sy= Lex/dx= Ley/dy= Properties For #2- Douglas Fir-Larch Compressive Stress: Fc= Modulus of Elasticity: E= Bending Stress (X-X Axis): Fbx= Bending Stress (Y-Y Axis): Fby= Adjusted Properties: Fbx1: Fbx"= Adjustment Factors: Cd=1.33 Cf=1.00 Fby': Fby'= Adjustment Factors: Cd-1.33 Cf=1.00 Fc': Fc'= Adjustment Factors: Cd=1.33 Cp=0.36 Column Calculations {Controlling Case Only): Controlling Load Case: Axial Dead Load and Lateral loads (D + (W or E)) Compressive Stress: . fc= Allowable Compressive Stress: Fc'= Eccentricity Moment (X-X Axis): Mx-ex= Eccentricity Moment (Y-Y Axis): My-ey= Moment Due to Lateral Loads (X-X Axis): Mx= Bending Stress including eccentric load (X-X Axis): fbx= Allowable Bending Stress (X-X Axis): Fbx'= Bending Stress including eccentric load (Y-Y Axis): fby= Allowable Bending Stress (Y-Y Axis): Fby'= Combined Stress Factor: CSF= 1.33 18.0 18.0 18.0 1.0 5.50 5.50 30.25 27.7 111 39.3 39.3 475 1300000 700 700 931 931 227 26 227 0 0 7825 282 931 0 931 0.35 LB LB LB LB LB 0.38 IN LB LB LB LB IN IN PLF FT FT FT IN IN IN2 IN3 IN3 PSI PSI PSI PSI PSI PSI PSI PSI PSI IN-LB IN-LB IN-LBS PSI PSI PSI PSI User Added Notes: USE: 6x6 DF#2 w/PB-66 Column[ 97 Uniform Building Code (91 NDSJI Ver: 5.01b By: U.C. lacuaniello II, Crest Engineering on: 12-11-2002: 1:00:59 PM Project. 20227 - Location: DECK & Din. Patio POST (P-#3) Summary: 3.5 IN x 3.5 IN x 10 FT / #2 - Douglas Fir-Larch - Dry Use Section Adequate By: 58.5% Vertical Reactions: Live: Vert-LL-Rxn= 1260 LB Dead: Vert-DL-Rxn= 683 LB Total: Vert-TL-Rxn= 1943 LB Horizontal Reactions: Total Reaction at Top of Column: TL-Rxn-Top= 81 LB Total Reaction at Bottom of Column: TL-Rxn-Bottom= 81 LB Horizontal Deflection: Deflection due to lateral loads only: Defl= 0.18 IN Axial Loads: Live Loads: PL= 1260 LB Dead Loads: • PD= 649 LB Column Self Weight: CSW= 34 LB Total Loads: PT= 1943 LB Eccentricity {X-X Axis): ex= 0.00 IN Eccentricity (Y-Y Axis): ey= 0.00 IN Axial Duration Factor: Cd-Axial= 1.00 Lateral Loads: (Wind/Seismic) Loads applied to: (Dy Face) Uniform Lateral Load: wL-lat= 16 PLF Lateral Duration Factor: Cd-Lat= 1.33 Column Data: Length: L= 10.0 FT Maximum Unbraced Length (X-X Axis): l_x= 10.0 FT Maximum Unbraced Length (Y-Y Axis): Ly= 10.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X-X Axis): dx= 3.50 IN Column Section Y-Y Axis): dy= 3.50 IN Area: A= 12.25 IN2 Section Modulus (X-X Axis): Sx= 7.1 INS Section Modulus (Y-Y Axis): Sy= 7.1 INS Slenderness Ratio: Lex/dx= 34.3 Ley/dy= 34.3 Properties For: #2- Douglas Fir-Larch Compressive Stress: Fc= 1300 PSI Modulus of Elasticity: E= 1600000 PSI Bending Stress (X-X Axis): Fbx= 875 PSI Bending Stress (Y-Y Axis): Fby= 875 PSI Adjusted Properties: Fbx1: Fbx-= 0 PSI Adjustment Factors: Cd=1.00 CM.50 Cl=1.00 Fby': Fby'= 0 PSI Adjustment Factors: Cd=1.00 CM.50 Cl=1.00 Fc': Fc'= 382 PSI Adjustment Factors: Cd=1.00 CM.15 Cp=0.26 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 159 PSI Allowable Compressive Stress: Fc'= 382 PSI Eccentricity Moment (X-X Axis): Mx-ex= 0 IN-LB Eccentricity Moment (Y-Y Axis): My-ey= 0 IN-LB Bending Stress including eccentric load (X-X Axis): fbx= 0 PSI Allowable Bending Stress (X-X Axis): Fbx'= 0 PSI Bending Stress including eccentric load (Y-Y Axis): fby= 0 PSI Allowable Bending Stress (Y-Y Axis): Fby'= 0 PS! Combined Stress Factor CSF= 0.42 User Added Notes: USE: 4x4 DF#2 w/PB-44 (min) Column[ 97 Uniform Building Code (91 NDS) ] Ver: 5.01 b By: U.C. lacuanielfo If , Crest Engineering on: 12-11-2002 : 1:00:59 PM Project: 20227 - 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 Vert-LL-Rxn= 9261 LB Dead- Vert-DL-Rxn= 7383 LB Total: Vert-TL-Rxn= 16644 LB Horizontal Reactions: Total Reaction at Top of Column; TL-Rxn-Top= 72 LB Total Reaction at Bottom of Column; TL-Rxn-Bottom= 72 LB Horizontal Deflection: Deflection due to lateral loads only: Defl= 0.02 IN Axial Loads: Live Loads: PL= 9261 LB Dead Loads: ' PD= 7307 LB Column Self Weight. CSW= 76 LB Total Loads: PT= 16644 LB Eccentricity (X-X Axis): ex= 0.00 IN Eccentricity (Y-Y Axis): ey= 0.00 IN Axial Duration Factor: Cd-Axtal= 1.00 Lateral Loads: (Wind/Seismic) Loads applied to: (Dy Face) Uniform Lateral Load: wL-lat= 16 PLF Lateral Duration Factor: Cd-Lat= 1.33 Column Data:Length: L= 9.0 FT Maximum Unbraced Length (X-X Axis): Lx= 9.0 FT Maximum Unbraced Length (Y-Y Axis): Ly= 9.0 FT Column End Condition: Ke- 1.0 Calculated Properties: Column Section (X-X Axis): dx= 5.50 IN Column Section (Y-Y Axis): dy= 5.50 INArea- A= 30.25 IN2 Section Modulus (X-X Axis): Sx= 27.7 1N3 Section Modulus (Y-Y Axis): Sy= 27.7 INS Slenderness Ratio: Lex/dx= 19.6 Ley/dy= 19.6 Properties For: #1- Douglas Fir-Larch Compresstve Stress: Fc= 1000 PSI Modulus of Elasticity: E= 1600000 PSI Bending Stress (X-X Axis): Fbx= 1200 PSI Bending Stress (Y-Y Axis): Fby= 1200 PSI Adjusted Properties: Fbx'r Fbx'= 0 PSI Adjustment Factors: Cd-1.00 CM.00 Fby': Fby*= 0 PSI Adjustment Factors: Cd=1.00 CM.OO Cfu=0.74 Fc': Fc'= 761 PSI Adjustment Factors: Cd=1.00 Cp=0.76 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc- 550 PSI Allowable Compressive Stress: Fc'- 761 PSI Eccentricity Moment (X-X Axis): Mx-ex= 0 IN-LB Eccentricity Moment (Y-Y Axis): My-ey= 0 IN-LB Bending Stress including eccentric load (X-X Axis): fbx= 0 PSI Allowable Bending Stress (X-X Axis): Fbx'= 0 PSI Bending Stress including eccentric load (Y-Y Axis): fby= 0 PSI Allowable Bending Stress (Y-Y Axis): Fby'= 0 PSi Combined Stress Factor: CSF= 0.72 User Added Notes: USE: 6x6 DF#1 W/CBQ-66SDS Column[ 97 Uniform Building Code (91 By: U.C. lacuanieilo II, Crest Engineering on: Project: 20227 - 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: 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): Slendemess Ratio: Properties For #1- Douglas Fir-Larch Compressive Stress: Modulus of Elasticity: Bending Stress (X-X Axis): Bending Stress (Y-Y Axis): Adjusted Properties: Fbx1: Adjustment Factors: Cd=1.00 Cf=1.00 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 Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: Allowable Compressive Stress: Eccentricity Moment (X-X Axis): Eccentricity Moment (Y-Y Axis): Bending Stress including eccentric load (X-X Axis): Allowable Bending Stress (X-X Axis): Bending Stress including eccentric load (Y-Y Axis): Allowable Bending Stress (Y-Y Axis): Combined Stress Factor: NDS)]Ver:5.01b 12-11-2002: 1:00:59 PM 0^43 Vert-LL-Rxn= Vert-DL-Rxn= Vert-TL-Rxn= TL-Rxn-Top= TL-Rxn-Bottom= Defl= PL= PD= CSW= PT=ex= ey= Cd-Axial= 9261 7383 16644 72 72 0.02 9261 7307 76 16644 0.00 0.00 1.00 (Wind/Seismic) {Dy Face) wL-lat= 16 Cd-Lat= L= Lx= Ly= Ke= dx= dy= A= Sx= sy= Lex/dx= Ley/dy= Fc= E- Fbx= Fby= Fbx'= Fby'= Fc'= fc= Fc'= Mx-ex= My-ey= fbx= Fbx'= fby= Fby'= CSF= 1.33 9,0 9.0 9.0 1.0 5.50 5.50 30.25 27.7 27.7 19.6 19.6 1000 1600000 1200 1200 0 0 761 550 761 0 0 0 0 0 0 0.72 LB LB LB LB LB IN LB LB LB LB IN IN PLF FT FT FT IN IN IN2 IN3 IN3 PSI PSI PSI PSI PSI PSI PSI PSI PSI IN-LB IN-LB PSt PSI PSI PSI User Added Notes: USE: 6x6 DF#1 W/CBQ-66SDS CREST ENGINEERING Sheet 3fof 43 II LATERAL LOADING/FORCES A) SEISMIC LOADING BUILDING COMPONENT AREA (rf) LEN. (ft) UNIT WT (Ib/sf) TOTAL WT Ob) STRENGTH LEVEL SEIS. FORCE db) UNIT LOAD (Ib/sf) SERVICE LEVEL SEIS. FORCE Ob) UNIT LOAD (Ib/sO STRENGTH SEIS. FORC flb) UNH OA Ob/sf) SERVICE LEVEL SEIS. FORCE (Ib) UNIT LOAD (lb/sf| TWO-STORY PORTION ROOF 2nd FLOOR EXT. WALL 2nd FLOOR tNT. WALL TOTAL UPPER LEVEL FLOOR DECK GRD FLOOR EXT. WALL GRD FLOOR INT. WALL TOTAL ONE-STORY PORTION ROOF 822.6 GRD FLOOR EXT. WALL 112.6 GRD FLOOR INT. WALL 0.0 TOTAL 713.8 TOTAL ALL FLOORS 2337.5 mean Roof Ht= Ht 2nd Fl. Walls= HtlstR. Walls= Floor Thickness* Total Hefght= B) WIND LOADING 2083.4 166.0 166.5 1623.7 1440.8 84.0 110.1 105.6 1623.7 18 16 10 10 8 16 10 37501.2 21248.0 13320.0 54785.2 14408.0 6720 15854.4 9504.0 9982S.4 SIMPLIFIED STATIC (V=3*Ca*J*Wt/R) 142463 18150.6 8.17 11.18 10175.92 6.27 11953 74 85380 129647 7.98 21781 134 155577 See sheet o, fe> for building plan 526 958 18 14810.4 16 16214 4 10 00 :»r6 15941 46 191 29 : 500 8 IS •ORCE (p=CeCqQsI) 9.00 ft 8.00 ft 9.00 ft 1.00 n 27.00 ft Ce= Cq= Qs= P= 0.74 exp B 1.30 12.60 12.06 psf SEISMIC FORCE (V=2.5*Ca*]*Wl/R) (Strength Level) Ca= 0.40 T=0.175 Na= 1.00 C (Soil Type) l= 1.00 B (Fault Type) R= 5.50 (ptywd walls) Omega- 2.8 Z= 0.40 15.0 (Dist-KM) DIRECTION AREA (if) FORCE (Ib) REMARKS NORTH/SOUTH 853.0 10283.S SEISMIC GOVERNS THIS DIRECTION! EAST/WEST 1253.6 15113.0 SEISMIC GOVERNS THIS DIRECTION! C) DIAPHRAGM DESIGN SIMPLIFIED STATIC LEVEL AREA 00 CHRD (ft) SHEAR IP»D CHORD FORCE db.) USE: SHEETING SIZE (in) INDEX NAILING SIZE (d) EDO {'o/c> FLD CWc) BLK CHORD SPLICE ROOF (2 Story portion) FLOOR ROOF(1 Story portion) 585.0 13.0 118.3 335.5 11.0 146.1 396.5 11.0 90.2 Alternate Chord Splices: 2192 16/32" 24/0 1835 19/32" 32/16 1338 15/32" 24/0 R OO F (2 Story portion ft FLOOR fi 8 6 12 NO 21 -16d 10 6 10 NO 17 -16d 8 6 12 NO 13 -16d ROOF (1 Story portion) ST6215 SHEAR TRANSFER: See detail Roof- Provide 2x blocking between rafters at at) 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 ol 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 paralleJ to wall, provide A-35 @ 24" o/c tie at rim joist to plate connection. 20227lat 12/11/02 Thomas Residence Project Job #20227 CREST ENGINEERING Sheet 34-of 43 II LATERAL LOADING/FORCES A) SEISMIC LOADING BUILDING COMPONENT AREA ($f) LEN. (ft) UNIT WT (Ib/sf) TOTAL WT flb) STRENGTH LEVEL SEIS. FORCE (Ib) UNIT LOAD (Ib/sf) SERVICE LEVEL SEIS. FORCE Ob) UNIT LOAD (Ib/sf) STRENGTH SEIS. FORC (Ib) 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 14.0 110.1 10S.6 1623.7 18 16 10 10 8 16 10 37501.2 21248.0 1 3320.0 54785.2 14408.0 672.0 1S8S4.4 9S04.0 99S28.4 UNIT OA (Ib/sf) SERVICE LEVEL SEIS. FORCE (Ib) UNIT LOAD (lb/sf) SIMPLIFIED STATIC (V=3'Ct*I*WVR) 1 4246.3 18150,6 8.77 11.18 10175.92 129647 6.27 798 II9S3 21781 74 13.4 8S38.0 155577 526 958 ONE-STORY PORTION See sheet •% fc> for building plan ROOF GRD FLOOR EXT. WALL GRD FLOOR INT. WALL TOTAL TOTAL ALL FLOORS 822.8 112.6 0.0 713.8 2337.5 WIND FORCE mean Roof Ht= Ht 2nd Fl. Watte= Ht1stFI.Walte= Ftoor Thickness^ Total Height 9.00 8.00 9.00 1.00 27.00 ft ft ft ft ft 18 16 10 14810.4 1 621-1 4 00 229P6 1227460 (p=CeCqQs!) Ce= Cq= Qs= P= 584 -1 50002 ?0 26181 11 46 expB0.74 1.30 12.60 12.06 psf 297f,3 I«M1 U SEISMIC FORCE (V-2.5»Ct'I«Wt/R) Ca= 0.40 T= 0.175 Na= 1.00 l= 1.00 R= 5.50 500 8.18 vel) C (Soil Type) B (Fault Type) (ptywd walls) Z=0.40 15.0 (Dist-KM) Omega- 2.8 B) WIND LOADING DIRECTION AREA <«0 FORCE db) REMARKS NORTH/SOUTH 853.0 10283.5 SEISMIC GOVERNS THIS DIRECTION! EAST/WEST 1253.6 15113.0 SEISMIC GOVERNS THIS DIRECTION! C) DIAPHRAGM DESIGN SIMPLIFIED STATIC LEVEL AREA (»0 CHRD (ft) SHEAR (p»0 CHORD FORCE (Ib*) USE: SHEETING SIZE (m) ROOF (2 Story portion) 585.0 13.0 11 8.3 21 92 15/32" FLOOR 335.5 1 1 .0 1 46.1 1 835 19/32" ROOF(1 Story portion) 396.5 11.0 90.2 1338 15/32" Alternate Chord Splices: ROOF (2 Story portion FLOOR INDEX NAILING SIZE EDO (d) Co/c) 24/0 86 32/16 10 6 FLD ("o/ej 12 10 BLK CHORD SPLICE NO 21 -16d NO 17 -16d 24/0 8 6 12 NO 13 -16d © ROOF (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. 20227lat 12/11/02 Thomas Residence Project Job #20227 CREST ENGINEERING Sheet -ft of 43 D) LATERAL FORCE DISTRIBUTION SIMPLIFIED STATIC p CALC- LEVEL E/W Upper N/S Upper E/W Lower N/S Lovwr r, 0.37 0.18 0.26 0.17 L 8.50 9.00 2.00 10.00 2<V*Ar.) 0.65 -0.69 0.12 -0.91 FORCE 2670 1415 821 2658 T.FORCE 8538 8538 15558 15558 P 1.00 1.00 1.00 1.00 p=2-20/(r-max*AbA.5) r-i= 1 0/L*(For ce/T.Force) USE; maximum value p for direction (See Ian page for Shear Panel &. Shear Anchorage Schedule) WALL N. Bonus Rm N. Bdrm #3 S.Bdrm#3/Entry N. WIC M.Bdrm S. Ext. Upper W. Bdrm #3 W. Ext. Upper E. M. Suite E. Bonus Rm North Garage S. Garage/Entry/Liv S. Dining Rm N. Kitchen/Family S. Family/Kitchen E & W Garage E. Living/Dining E. Kitchen W. Kitchen W. Family/Den DEL TRIB AREA (sO 415 07~I 1 V. \f 1 123.25 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 LOG (psf) 5 26Wt^W 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 TRIB 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) 6.0 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 17.0 10.0 18.3 TOTAL FORCE db) 1091.3 324.0 2669.9 2653.6 1599.1 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 LOG (lb/ft) 181.9 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 61.6 265.8 300.7 212.3 TV SHI p PAr 1.0 / 1.0 i 1.0 7 1.0 2 1.0 L 1.0 Z 1.0 / 10 Z 1.0 i PE BASE :AR ANCHOR 1EL ITEM ^ 16d \ 16d ^ 16d ^ 16d ^ 16d ^ 16d ^ 16d ^ 16d i 16d Co/0 6 16 4 4 6 8 8 8 16 1.0 (3}Simpson SW-24x9-4 1.0 £ 1.0 Sirr1.0 L1.0 7 1.0 Z 1.0 t 1.0 t 1.0 t 1.0 Z ^ 5/8 AB 40 pson SW-24x10-4 A 5/8 AB ^ 5/8 AB \ 5/8 AB ^ 5/8 AB i 5/8 AB ^ 5/8 AB \ 5/8 AB 48 44 48 48 48 44 48 TOP ANCHOR DETAILS ITEM 16d 16d 16d 16d 16d 16d 16d 16d 16d 16d 16d 16d 16d 16d 16d 16d 16d 16d 16d (• o/c) NOTES ^- /^ 1 7 ' 0? ' ' *"" H 12 ^/\^ 12 /^\ ^ 8 wr^i'v M 12 is 12 12 * 12 M 12 8 8 SW 32x104 ti 12 4 i. 8 sw 32x9X5)1. >v 8 12 8 6 8 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 N. Bonus Rm S.Bdrm #3/Entry N. WIC M.Bdrm S. Ext. Upper W. Bdrm #3 W. Ext, Upper E. M. Suite North Garage S. Garage/E ntry/Liv S. Dining Rm N. Kitchen/Family S. Family/Kitchen E. Kitchen W. Kitchen W. Family/Den WALL PA] SHEAR LI Ob/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 •JEL TRIB .N LEN D (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 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 TOTAL SHEAR (lb» 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 PANEL I4M (Ibs/fi) 181.9 314.1 237.8 177.7 157.3 114.9 137.5 497.9 311.0 410.5 214.2 278.3 265.8 300.7 212.3 STRUT FORCE (Ite) 1062 3401 2674 1249 1282 1842 2064 2581 5307 1106 1460 1686 3218 2948 2657 USE: — ^ ST6215 tie @ plate to girder conn. §tie @ plate to girder conn. Q each end of 2x8 ST6215 tie @ plate splices ST621 5 tie @ plate splices §tie Q plate to girder conn. tie @ plate to bm conn. tie Q plate to bm conn. MSTC66 tie @ blocking/header ST6215 tie @ plate splices ST621 5 @ each end of floor jst ST6215 tie @ blocking/header §@ wall to ceil, beam conn. tie @ plate to bm conn. tie €> plate splices 20227lat 12/11/02 Thomas Residence Project Job # 20227 CREST ENGINEERING F) SHEAR PANEL OVERTURNING WALL PANEL DESCRIPTION N. Bonus Rm N. Bdrm#3 S.Bdrm #3/Entry N. WIC M.Bdrm S Ext. Upper W. Bdrm #3 S. Garage/Entry/Liv N. Kitchen/Family S. Family/Kitchen E. Living/Dining E. Kitchen W. Kitchen W. Family/Den PANEL DATA LEN cm 3.0 4.8 8.5 12.0 9.0 9.0 4.7 13.0 4.0 6.3 7.0 10.0 4.5 NOTE: SHEAR Ob/ft) 181.9 68.2 314.1 237.8 177.7 157.3 311.0 214.2 278.3 61.6 265.8 300.7 212.3 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 (sffft) 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> 5.5 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) 44.2 72.2 55.3 35.0 101.8 527 131.0 490.0 RESIST MOMENT (ft-lbs) 765.0 2881.9 10888.2 11232.0 11796.8 10476.0 4280.0 19942.0 3742.3 6973.4 13079.4 15750.0 , 10823.6 OVERTURN-G MOMENT (ft-lbs) 4365.2 2592.4 21359.3 22829.2 12792.5 11322.7 13062.9 25060.1 10019.4 3899.7 16744.2 27062.3 8600.0 FORCE (Ib) 1225.6 -0.3 1360.0 1060.0 241.7 210.5 1973.6 547.1 1662.8 -375.2 710.4 1288.7 -253.6 REQUIRED HOLDOWN MSTC-40O3J (n/a) MST&40® © MSTC-28® MSTC-28®®°r®d? (<A.BJ ®or@ (n/a) (<A.B.) \y°4&@ "fairs (n/a) * = Provide 4x full depth blocking at hold down w/MIT-211.88-2 inverted hanger to joists. Provide (80) 16d @ MSTC-78, (64) 16d @ MSTC-66, (44) 16d @ MSTC-52. (28) 16d and (16) 16d © MSTC26 straps across floor, or to beam/double joist below HOC 10/4= Simpson HDC10/4-SDS2.5 installed in accordance with manufacturers recommendations on BUILDING PLAN No Scale MSTC-40 20227lat12/11/02 Thomas Residence Project Job #20227 Footing Design [ 97 Uniform Building Code (91 NDS) ] Ver: 5.01b By: U.C. lacuamello II, Crest Engineering on: 12-11-2002 : 1:00:58 PM Project: 20227 - Location: CAPACITY OF 15X18 CONT. FOOTING Summary: Footing Size: 15.0 IN Wide x 18.0 IN Deep Continuous Footing With 15.0 IN Thick x 4.0 IN Tall * Footing has been designed without reinforcement Footing Loads: Live Load: PL= Dead Load: PD= Total Load: PT= Ultimate Factored Load: Pu= Footing Properties: Allowable Soil Bearing Pressure: Qs= Concrete Compressive Strength: F'c= Footing Size: Width: W= Depth: ' Depth= Effective Concrete Depth: d= Stem wall Size: Width: W= Depth: Depth= Bearing Calculations: Required Footing Width: Wreq= Ultimate Bearing Pressure: Qu= Effective Allowable Soil Bearing Pressure: Qe= Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = Allowable Beam Shear: vc1 = Bending Calculations (Transverse): Factored Moment: Mu= Nominal Moment Strength: Mn= User Added Notes: Use: 15"x18" deep continuous footings w/{2) #4 bars 3" from top and (2)#4 bars 3" from bottom. Provide 12"x18" cont. footing at interior and single story walls w/steel as above. Stemwall 1275 1500 2775 4268 25002500 15.018.0016.00 15.0 4.00 14.97 2220 2225 0 8320 8002 83200 PLF PLF PLF PLF PSF PSI IN IN IN IN IN in PSF PSF LB LB IN-LB IN-LB Footing Design [ 97 Uniform Building Code(91 NDS) J Ver 5.01b By: U.C. lacuaniello II, Crest Engineering on: 12-11-2002 :1:00:58 PM Project: 20227 - Location: GARAGE POST FOOTING Summary: Footing Size: 2.75 FT x 2.75 FT x 18.00 INReinforcement: #5 BARS @ 8.00 IN. O.C. E/W/(4)min. Footing Loads: Live Load: PL= 9261 LB Dead Load: PD= 7383 LB Total Load: PT= 16644 LB Ultimate Factored Load: Pu= 26080 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 2500 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing Steel Yield Strength: Fy= 40000 PSI Concrete Reinforcement Cover c= 3.00 IN Footing Size:Width: W= 2.75 FT Length: L= 2.75 FT Depth Depth= 18.00 IN Effective Depth to Top Layer of Steel: d= 14.38 IN Column and Baseplate Size:Column Type; (Wood) Column Width: m= 4.00 IN Column Depth: n== 4.00 IN Bearing Calculations: Required Footing Area: Areq= 7.32 SFArea Provided: A= 7.56 SF Ultimate Bearing Pressure: Qu= 2201 PSF Effective Allowable Soil Bearing Pressure: Qe= 2275 PSF Baseplate Bearing:Bearing Required: Bearing= 26080 LB Aifowable Bearing: 8earing-Allow= 47600 LB Beam Shear Calculations (One Way Shear):Beam Shear: Vu1= 1679 LB Allowable Beam Shear: vc1= 40322 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 73 50 IN Punching Shear: Vu2= 17994 LB Allowable Punching Shear <ACI 11-35): vc2-a= 269423 LB Allowable Punching Shear (ACI 11-36): vc2-b= 441097 LB Allowable Punching Shear (AC111-37): vc2-c= 179616 LB Controlling Allowable Punching Shear: . vc2= 179616 LB Bending Calculations: Factored Moment: Mu= 107580 IN-LB Nominal Moment Strength: Mn= 619299 IN-LB Reinforcement Calculations:Concrete Compressive Block Depth: a= 0.70 IN Steel Required Based on Moment: As{1)= 0.21 IN2 Minimum Code Required Reinforcement (Shrinkage/Temperature ACI-10.5.4): As(2)= 1.19 IN2 Controlling Reinforcing Steel: As-reqd= 1.19 IN2 Selected Reinforcement: (4) #5 BARS @ 8.00 IN. O.C. E/W Reinforcement Area Provided: As= 1.23 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld-sup= 13.50 INNote: Plain concrete adequatejgrbejidingjTt)ierefore adequate development length notj-equired. User Added Notes:Use: 2'-9" square 18" deep pad footings w/(4) #5 bars 3" from bottom each way. At other isolated posts provide 1J6" square x18" deep pad footing w/{3) #4 each way 3" from bottom. CREST ENGINEERING Job f -Zo-z_T.-l Sheet 3^ of SHEAR TRANSFER DETAILS Shear Panel (where occurs) £x block's Shear Panel <where occurs) Roof to Wall Brg Wall w/"A-35' • Sole Plate nailing 3x Rim Joist joist—* -^—£x4 blocking w/«;3)-16d per block — Shear Panel (where occurs> r Franlning Perpendicular Sole plate nalllnQ tf\ 2x4 fclkg ^7x block's — Shear Po.nel Cwhere occurs) Cantilever £x4k r-£x btock'g per block ^Shear Panel (where occurs) Interior Erg Vail Shear Panel Cwhere occurs) Sole plate nailing jofst 2x4 blocking »/ 16d 6 12'o.c. or A-35 e 84' o.c. Parallel Framing Crest Engineering Sheet 40 of ST62BATALL COWCWU0R EKALOWG CCNT.BLJOS WCR6TRAF PER PER \ DBL TOP PLATES MR EDGE mSTANCC DN NAILS CTYP J EM* EDGENAILING FJt* FIELD NAZUNG ANCH KLTS PER PLAN t, DETA1LS- _ HOLDDVN ANCHOR S. WHERE OCCURS PCR PLAN USE FIRE BLK'G OR JOWT BOCG FOR ALL TRANSVERSE JOINTS. BLK'6/STRAF « OPENING SCALE: NTS TYPICAL SHEAR PANEL DETAIL 0 »MUW FMNEL rCK PUMZ FRONT VIEUJ aiu t 4SCHED OROBL JST Efl. l 1 1 1 I I I I BEAM OR DBL SIMP. ST6236 CUNO; 1111-I^ — r DBL, TOP PLATE BEAM, DBL. JOIST, ORCONT. BLK13 (ALT. LOCJ POST OR DBL. STUDSPER PL AN 2x TRIMMER 'STRAP « BEAM DRAG « BEAM SCALE: NTS Crest Engineering A \ t>(~ BM ROOF DIAPHRAGM 2x 'BALLOONFRAME SILL TRUSS/RR.-CJ PER PLAN SILL PER PLAN EX. PER 6CHED 2x BLK'fi u/ EX PERSCHED. BAY SJ1J. TO MATCM • BELOUJ u/ SM. PER 6CHED. DIAPHRAGM ui/ BN .EXTEND 6JU. TO ROOF DIAPHRAGM TRUSS OR CJ.PER PL AN • 6JU PER PLAN ui/ EH PER SCHED. S.LU. €> PARALLEL JOISTS SCALE: NTS S.LU. * PERP. JOISTS SCALE: NTS HOOK 30d-COHCRE1C LAP *0(TSET \ STIRRUP OR TE NOTE- TT-ed FOR « BARS OR SUALi£Jt Tr-WFOft* BARS OR LARGER (TtP) TYPICAL ROTOftOMQ BAR BO«Hq rr DOUBt£ CURTMN 9HOt£ CURTAM V-30 BAR MA. FOR CONCRETE V-40 BAR MA. FOR MASONRY TYPICAL REINFORCEMENT DETAILS Job*Crest Engineering Foundation Details ^ vat sm PM)n (> 9 POST PER PLAN 4x4 MtNIHUM DR CDNTTMJDUS _ DDTIKG PER PLAN 1 © © ^^o- vo, |> X \ \ S — \*—>V= SB=3S= \ \ WOOD BEAM PER PLAN * SIMPSON CC ]3 1 . REINK. JTELU *4 BARS / 1 6'o/c KINIMUH DR J BFP BM **'/ rtK runw, / . BEAM ID POST TD FDDTING DETAIL x— x (typical no scale) \^~) i s 33333 I 8 n 8 S 333 SI i rm>7)rr-4 0) m 0 0 0 0 OJ m tn f 0 GEOTECHNICAL EXPLORATION, INC. SOIL & FOUNDATION ENGINEERING • GROUNDWATER HAZARDOUS MATERIALS MANAGEMENT • ENGINEERING GEOLOGY 27 January 2003 Mr. Jim Thomas Job No. 02-8310 2753 Galicia Way Carlsbad, CA 92009 Subject: Foundation Plan Review Proposed Thomas Residence 1379 Cynthia Lane Carlsbad, California Dear Mr. Thomas: As requested, we have reviewed a one-page foundation plan, designated as Sheet 6 of 14 plans, prepared by Crest Engineering and SG Designs and Drafting. The plan is dated October 2002, and is signature dated January 24, 2003. We have 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 September 24, 2002, GEI Job No. 02-8310. PLAN REVIEW COMMENTS In general the reviewed foundation plan is in adequate compliance with our recommendations, however there are a couple of items that need to be addressed in our review; 1. The plan shows a variation in the required width of foundation as to being up to 15 inches wide in some locations, rather than 18 inches wide required in our report dated September 24, 2002. In our opinion, the 15-inch width of the foundation is adequate as long as the soil bearing capacity of 2,500 psf is not exceeded. 7420 TRADE STREET • SAN DIEGO, CA 92121 • (858) 549-7222 • FAX: (858) 549-'E-MAIL; geotecn@ixpres.conn Proposed Thomas Residence Carlsbad, California Job No. 02-8310 Page 2 2. The plan shows that the slabs shall be 4 inches thick over 2 inches of sand. The plan does not include the steel reinforcing recommended in our report, i.e., No. 3 steel reinforcing bars spaced every 18 inches apart in two directions for the slabs. Furthermore, in the areas with sensitive floor covers, we recommend that the slab be underlain with 2 inches of sand on a plastic moisture barrier on 2 inches of sand on properly compacted soil. The lower sand layer and the moisture barrier recommended in our report are not mentioned in the plan. We recommend that the required steel reinforcing, the slab plastic moisture barrier, and the 2 inches of sand under the plastic barrier be included in the plan. 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. 02-8310 will help expedite a response to your inquiry. Respectfully submitted, GEOTECHNICAL EXPLORATION, INC. Jaime A. Cerros, P.E. R.C.E 34422/G.E. 2007 Senior Geotechnical Engineer JAC/pj cc: Mr. Salvatore Gullo, SG Designs and Drafting REPORT OF PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Thomas Residence 1379 Cynthia Lane Carlsbad, California JOB NO. 02-8310 24 September 2002 Prepared for: Mr. Jim Thomas 1 GEOTECHNICAL EXPLORATION, INC. SOIL & FOUNDATION ENGINEERING • GROUNDWATER HAZARDOUS MATERIALS MANAGEMENT • ENGINEERING GEOLOGY 24 September 2002 Mr. Jim Thomas Job No. 02-8310 2753 Galicia Way Carlsbad, CA 92009 Subject: Report of Preliminary Geotechnical Investigation Proposed Thomas Residence 1379 Cynthia Lane Carlsbad, California Dear Mr. Thomas: In accordance with your request, and our proposal of September 9, 2002, Geotechnical Exploration, Inc. has prepared this report of geotechnical investigation for the subject site. The field work was performed on September 11, 2002. It is our understanding that it is proposed to develop the existing residential site to receive a new single-family residence with an attached garage and associated improvements. 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. The purpose of our investigation was to evaluate the soil conditions in the proposed building area, recommend any necessary site preparation procedures, assess the allowable bearing value of the on-site soils, and to provide slab and foundation design recommendations. Our investigation revealed that the site is underlain by dense, well cemented, terrace deposit formational materials overlain with approximately !1/2 feet of loose to medium dense cultivated topsoils. These variable density topsoils will not provide a stable soil base for the proposed structure and associated improvements. As such, we recommend that these shallow topsoils be removed, scarified and recompacted to a depth of approximately 2 feet as part of site preparation prior to the addition of any new fill or structural improvements. In our opinion, if the conclusions and recommendations presented in this report are implemented during site preparation, the site will be suited for the proposed structure and improvements. 7420 TRADE STREET • SAN DIEGO, CA 92121 • (858) 549-7222 • FAX: (858) 549-1604 • E-MAIL: geotech@ixpres.com 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. 02-8310 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 TABLE OF CONTENTS I. SCOPE OF WORK II. SITE DESCRIPTION III. FIELD INVESTIGATION IV. SOIL DESCRIPTION V GROUNDWATER VI. LABORATORY TESTS AND SOIL INFORMATION VII. CONCLUSION AND RECOMMENDATIONS VIII. GRADING NOTES IX. LIMITATIONS REFERENCES FIGURES I. II. Illa-c. IV. Vicinity Map Plot Plan Excavation Logs Laboratory Test Results APPENDICES PAGE 1 2 2 3 3 5 6 18 19 A. B. Unified Soil Classification System General Earthwork Specifications REPORT OF PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Thomas Residence 1379 Cynthia Lane Carlsbad, California Job No. 02-8310 The following report presents the findings and recommendations of Geotechnical Exploration, Inc. for the subject project (for project location see Figure No. I). I- SCOPE OF WORK 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 Appendix A and Figure No. III). 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 Thomas Residence Job No. 02-8310 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. 156-230-77-00, Lot 77, according to Recorded Map No. 16581, in the City of Carlsbad, County of San Diego, State of California. The rectangular site, consisting of approximately .25 acre is located at 1379 Cynthia Lane. The property is bordered on the north by Cynthia Lane; on the south and west by similar vacant residential lots; and on the east by an existing single family residence. No structures currently exist on the property. The site is presently used for growing flowers and vegetables. The property consists of a relatively level building pad with a gentle slope (gradient of approximately 5%) to the north towards the street. The approximate elevation across the site is 130 feet above mean seal level (MSL). Information concerning actual elevations across the site was not available at the time of this investigation. III. FIELD INVESTIGATION Three exploratory handpits 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 handpits was logged by our field representative, and samples were taken of the predominant soils throughout the field operation. Excavation logs have Proposed Thomas Residence Job No. 02-8310 Carlsbad, California Page 3 been prepared on the basis of our observations and the results have been summarized on Figure No. III. The predominant soils have been 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 the dense forrnational material of the Pleistocene-age terrace deposits underlie the entire site. The encountered soil profile consists of up to 1.5 feet of cultivated topsoils overlying the terrace deposits. The encountered topsoil consists of up to 1.5 feet of dry, tan-brown, silty, fine to medium sand with some roots, rock fragments and plastic debris. These soils are considered to be of variable density, of low expansion potential, and not suitable in their current condition for bearing support. The topsoils are underlain by dense, well cemented, terrace deposit forrnational 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 Proposed Thomas Residence Job No. 02-8310 Carlsbad, California Page 4 penetrations. Preventative action such as placement of properly constructed 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. The alternative to the possible post-construction, site-specific appearance and resolution of subsurface water problems is the design and construction of extensive subdrain dewatering systems during the initial site development process. This Proposed Thomas Residence Job No. 02-8310 Carlsbad, California Page 5 option is usually selected when there is sufficient evidence during initial exploration or site grading to indicate such efforts are warranted. 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 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: Proposed Thomas Residence Carlsbad, California Job No. 02-8310 Page 6 EXPANSION INDEX Oto20 21 to 50 51 to 90 91 to 130 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. 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 the site is underlain at depth by dense, well-cemented terrace deposit formational materials, with up to 1.5 feet of variable-density cultivated topsoil encountered in the proposed building area. In their present condition, the topsoils will not provide a stable base for the proposed structure and improvements. As such, we recommend that the topsoils be removed to a depth of Proposed Thomas Residence Job No. 02-8310 Carlsbad, California Page 7 approximately 2 feet, be scarified, 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 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. Slabs on-grade shall be founded either entirely on fill or entirely on cemented terrace, or if transitioning across the fill/cut line have the compacted fill portion 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 topsoils 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. Proposed Thomas Residence Job No. 02-8310 Carlsbad, California Page 8 The excavated loose soils shall be cleaned of any debris and deleterious materials, watered to the approximate optimum moisture content, placed 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. 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. Proposed Thomas Residence Job No. 02-8310 Carlsbad, California Page 9 3. No uncontrolled fill soiis 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 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 = 1200D+700W where Proposed Thomas Residence Job No. 02-8310 Carlsbad, California Page 10 "Qa" is the allowable soil bearing capacity (in psf); "D" is the depth of the footing (in feet) as measured from the lowest adjacent grade; and "W" is the width of the footing (in feet). 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 Uniform Building Code (1997 edition). The coefficient values are based on the site soil profile and the distance to the closest active fault. Proposed Thomas Residence Carlsbad, California Job No. 02-8310 Page 11 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 1.07 B Reference Table 16-1 Table 16-J Table 16-Q Table 16-R Table 16-S Table 16-T Table 16-U 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. 4 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 (S.E. = 30 or greater) overlying a moisture retardant membrane over 2 inches of sand. Slab Proposed Thomas Residence Job No. 02-8310 Carlsbad, California Page 12 subgrade soil shall be verified by a Geotechnical 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 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 Proposed Thomas Residence Job No. 02-8310 Carlsbad, California Page 13 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. 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. Proposed Thomas Residence Job No. 02-8310 Carlsbad, California Page 14 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. 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. Proposed Thomas Residence Job No. 02-8310 Carlsbad, California Page 15 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. 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. Proposed Thomas Residence Job No. 02-8310 Carlsbad, California Page 16 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 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. E. 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. Proposed Thomas Residence Job No. 02-8310 Carlsbad, California Page 17 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. 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. Proposed Thomas Residence Job No. 02-8310 Carlsbad, California Page 18 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 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 Proposed Thomas Residence Job No. 02-8310 Carlsbad, California Page 19 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 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. Proposed Thomas Residence Carlsbad, California Job No. 02-8310 Page 20 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 structures, this report must be presented to us for immediate review and possible revision. The firm of Geotechnical 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. 02-8310 will expedite a reply to your inquiries. Respectfully submitted, GEOTECHNICAL EXPLORATION, INC. Jay \(. Aeiser Project Coordinator JKH/JAC/pj Jaime A. Cerros, P.E. R.C.E. 34422/G.E. 2007 Senior Geotechnical Engineer VICINITY MAP r r Thomas Residence 1379 Cynthia Lane Carlsbad, CA. Figure No. I Job No. 02-8310 r ^EQUIPMENT Hand Tools SURFACE ELEVATION 1 1 30* Mean Sea Level DIMENSION & TYPE OF EXCAVATION 3' X 3' X 3* Handplt GROUNDWATER DEPTH Not Encountered DATE LOGGED ^ 9-11-02 LOGGED BY JKH DEPTH FT.- - 1- - - 2- - — 4- 2 - ..- _ _iL -^- ••} :?. • ~ , i- r - , • t • •| SAMPLEX 1 FIELD DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS (Grain size, Density, Moisture, Color) SILTY FINE TO MEDIUM SAND, w/ some roots, rock fragments and plastic debris. Loose to medium dense. Dry. Tan-brown, CULTIVATED TOPSOIL SILTY FINE TO MEDIUM SAND, well cemented. Dense. Damp. Red-brown. TERRACE DEPOSITS (Qt) Bottom @ 3' • p SM SM -s-IN-PLACEMOISTURE P.IN-PLACE DRDENSITY (pd;•J*OPTIMUMMOISTURE (•)^ _MAXIMUM DPDENSITY (pd;DENSITY(%cfM.D.D.)^£• S 8 BLOWCOUNTS/FT.SAMPLE O.D.(INCHES)y_ WATER TABLE [g] LOOSE BAG SAMPLE H IN-PLACE SAMPLE • DRIVE SAMPLE [s] SAND CONE/F.D.T. ^ STANDARD PENETRATION TESTV JOB NAME Proposed Thomas Residence SITE LOCATION 1379 Cynthia Lane, Carlsbad, California JOB NUMBER 02-8310 FIGURE NUMBER Ilia REVIEWED BY ...JAC |f*4^£ GMtwtmlaH ^'^•'T, E»P'»«tlonr Inc. LOG No. HP-1 J ^EQUIPMENT Hand Tools SURFACE ELEVATION ±130* Mean Sea Level DIMENSION & TYPE OF EXCAVATION 31 X 3* X 2* Handplt GROUNDWATER DEPTH Not Encountered DATE LOGGED "^ 9-11-02 LOGGED BY JKH DEPTH FT- - 1- 2- - 3- 4- 1 - - — '... • • l - :-.- -•-"-'• r -'- • 1 - ' 2 FIELD DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS (Grain size, Density, Moisture, Color) SILTY FINE TO MEDIUM SAND, W/ some roots, rock fragments and plastic debris. Loose to medium dense. Dry. Tan-brown. CULTIVATED TOPSOIL SILTY FINE TO MEDIUM SAND, well cemented. Dense. Damp. Red-brown. TERRACE DEPOSITS (Qt) Bottom @ 2' COoto=i SM SM II*PLACEMOISTURE (%}IN-PLACEDRYDENSITY (pcf)OPTIMUMMOISTURE {%)MAXIMUM DRYDENSITY (prf)DENSITY(%ofM.D.D.)2 * j•y* O <. 3 S 8 t— ^0 ci CJUJCOS^S o I WATER TABLE ^ LOOSE BAG SAMPLE H IN-PLACE SAMPLE • DRIVE SAMPLE [s] SAND CONE/F.D.T. ^ STANDARD PENETRATION TESTV JOB NAME Proposed Thomas Residence SITE LOCATION 1379 Cynthia Lane, Carlsbad, California JOB NUMBER 02-8310 FIGURE NUMBER Illb REVIEWED BY ...JAC H^l£-2 GMCKhrtcal *Jt, E"P|oradon' lne- LOG No. HP-2 J ^EQUIPMENT Hand Tools SURFACE ELEVATION ±130* Mean Sea Level DIMENSION & TYPE OF EXCAVATION 3' X 3' X 2* Handplt GROUNDWATER DEPTH Not Encountered DATE LOGGED ^ 9-11-02 LOGGED BY JKH DEPTH FT.- - 1- 2- — 3- 4-SYMBa- --- '- !•!' - ,•_ ;- - Jl aQ. FIELD DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS (Grain size, Density, Moisture, Color) SILTY FINE TO MEDIUM SAND, w/ some roots, rock fragments and some plastic debris. Loose to medium dense. Dry. Tan-brown. CULTIVATED TOPSOIL SILTY FINE TO MEDIUM SAND, well cemented. Dense. Damp. Red-brown. TERRACE DEPOSITS (Qt) Bottom @ 2' 07 O « Zi SM SM IN-PLACEMOISTURE (%)IN-PLACEDRYDENSITY (pd)OPTIMUMMOISTURE (%)MAXIMUM DRYDENSITY (pcf)DENSITY(%ofM.D.D.)EXPAN. +CONSOL- (i— m o SAMaEO.D.(INCHES)y_ WATER TABLE 13 LOOSE BAG SAMPLE H IN-PLACE SAMPLE • DRIVE SAMPLE 0 SAND CONE/F.DT. ^ STANDARD PENETRATION TESTV JOB NAME Proposed Thomas Residence SITE LOCATION 1379 Cynthia Lane, Carlsbad, California JOG NUMBER 02-8310 FIGURE NUMBER Illc REVIEWED BY JAC PG<olichidiilExptorcttofv Inc. LOG No. HP-3 J 140 130 120 110 100 90 80 •*-oa 5 h- i cca \\V\\\V\ / \ \V-\0V\ LABORATORY SOIL DATA SUMMARY \ ftvA0\ .1 i\k V \\ \\\\\ o\ MAXIMUM DRY DENSITY (pcf) OPTIMUM MOISTURE CONTENT (X) \ A \\3.1 10 £ A$A i6 1 \ \ "• \ \ 1- \ \ l*J\ \ <-J A ' \ \ UJ V \ *" \\\v^/v \- CvK^AA \ \\ 1 2 3 130 8.8 Z \ S S i DIRECT SHEAR TEST DATA APPARENT COHESION (psf) APPARENT FRICTION ANGLE 1* 100 32° 2 3 * Assigned Shear Value Gravel Sand Coarse ToMedium U.S. ; O O Q 1V i ""•^. .-i V [ I 1 j j Fine tandard s 0 O0 0— eg 0 0 j.+ 1 \ 4- \ r *\r , Fines SiH ieve sizes Clay —• r~. y. ^ f ' t~- OO Oi CO^f«— OO -O O C3 O O O O O GRAIN DIAMETER, MM — 2.70^ *\ 2 50^- SPECIFIC GRAVITY NVxi.\ i^v*^^"D AIR VOIDS CURVES 3 10 20 30 40 LABORATORY COMPACTION TEST SOIL TYPE 1 2 3 SOIL CLASSIFICATION SILTY FINE TO MEDIUM SAND. Tan-brown. TOPSOIL SWELL TEST DATA 1 2 INITIAL DRY DENSITY (pcf) INITIAL WATER CONTENT (1) LOAD (psf) PERCENT SHELL E,= < 2Q 3 BORING No. TRENC No HP- H DEPTH 1 1 ' FIGURE NUMBER IV JOB NUMBER 02-8310 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 Limil 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 tow 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 highlyorganic 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 fifled 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-fil! 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 (5.0:1.01 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: CHI 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 wilt 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 backrolling 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. CHI __ Appendix B Page 5 """ 5. Material for mechanically compacted backfil! 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. 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 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 " 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. i—» 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. •j! 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:c&n? Project Address: ^3 "7*7 (Mto~rfaltL~ ^A.P.N.: Project Applicant (Owner Name(s): Project Description: BUILDING TYPE: Residential: S r &>he) Number of New Dwelling Units Square Feet of Living Area in New Dwelling Second Dwelling Unit: Square Feet of Living Area in SDU /V/?- / 6 Residential Additions: Net Square Feet New Area //fir Commercial/Industrial: City Certification of applicant's information: Square Feet Floor Area Date: "SCHOObiUSTRICTS WITHIN THE CITY OF CARLSBAD Carlsbad Unified School District 801 PineAve. lartsbad CA 92009 (729-9291) San Marcos Unified School District 215MataWay San Marcos, CA 92069 (290-2649) Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 (944-4300) San Dieguito Union High School District 710 Encinitas Blvd. Encinites, 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 project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. Signature:Date:I H ~ SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) 1635 Faraday Avenue • Carlsbad, CA 92OO8-7314 • (76O) 602-27OO • FAX (760) 6O2-856O 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 uvomt DATE PHONE NUMBER -/* ^ 10-27-2003 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No: PCR03224 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Reference #: Project Title: Applicant: JIM THOMAS (760)519-6151 1379CYNTHIALNCBAD PCR Lot #: 0 $0.00 Construction Type: NEW THOMAS RES-REVISE ROOF PITCH & TRUSS CALCS Status: ISSUED Applied: 10/06/2003 Entered By: RMA Plan Approved: 10/27/2003 Issued: 10/27/2003 Inspect Area: Owner: 7422 10/27/03 0002 01 02 CGP 120-00 Plan Check Revision Fee Additional Fees $120.00 $0.00 Total Fees: $120.00 Total Payments To Date:$0.00 Balance Due:$120.00 Inspector: FINAL APPROVAL Date:Clearance: NOTICE: Please take NOTICE that approval of your project includes trie "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 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 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 you have previously beenjiven a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. PERMlt APPLICATION CITY OF CARLSBAD BUILDING'DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 FOR OFFICE USE PLAN CHECK EST. VAL Plan Ck. Deposit Validated By, Date / Address (include Bldg/Sulte #)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 | Description of V^ork SO. FT.#of Stories # of Bedrooms # of Bathrooms Name Address City State/Zip Telephone # (Sec. 7031.6 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 eppticant 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 end 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 then 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 end 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 1*100] OR LESS) Q CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit Is issued, I shell 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, end shafl subject an employer to criminal penalties and civil fines up to one hundred thousand doBara ($100,000), HI 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: 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). O 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). D 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. D YES QNO 2. I (have / have not) signed an application for a building permit for the proposed work. 3. 1 have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinete, supervise end provide the major work (include name / address / phone number / contractors license number): 5. I will provide some of the work, but I neve 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 2SS05, 26533 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? D YES Q NO ts the facility to be constructed within 1,000 feat 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. 1 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. 1 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). >• j~»(0 " o 3APPLICANT'S SIGNATURE WHITE: File YELLOW: Applicant PINK: Finance DATE EsGil Corporation In Partnership vfitfi government for tBuiCtCing Safety DATE: October 15. 2003 a a yRi§ JURISDICTION: Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: 02-3384 REV (PCRO3224) SET: I PROJECT ADDRESS: 1379 Cynthia Lane PROJECT NAME: Thomas SFD Revised Trusses (Lower Roof Pitch) 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: ) <Y Fax Mail Telephone Fax In Person AV^AV, ,^o \ REMARKS: 1 . Evidence must be provided frortrfhe enginee/^f^Cbrd (U. lacuaniello) to show that he has reviewed the truss calculation package. 2. Trje^Jruss identification numbers on sheet 10-S of the plans must be revised to match the new designations. 3. Will the Planning Department require that the roof pitch on sheet 4 of the plans to be revised (to match the new truss calculations)? — By: Sergio Azuela Enclosures: Previously-approved plans Esgil Corporation D GA Q MB D EJ D PC 10/7/03 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 + Fax (858) 560-1576 Carlsbad O2-3384 REV (PCRO3224) October 15, 2003 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 02-3384 REV (PCRO3224) PREPARED BY: Sergio Azuela DATE: October 15, 2O03 BUILDING ADDRESS: 1379 Cynthia Lane BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: 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 Complete Review G Structural Only D Repetitive FeeRepeats D Other m Hourly 1 Hour* Esgll Plan Review Fee $96.00 * Based on hourly rate Comments: Sheet 1 of 1 macvalue.doc O'DD PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. be 03 Address Planner Chris Sexton Phone (760) 2-4624 O, Type of Project & Use: Zoning: General Plan: CFD (in/out) #_Date of participation:. Net Project Density:.DU/AC Facilities Management Zone: _ Remaining net dev acres:. Circle One (For non-residential development: Type of land used created by this permit: ) Leoend: 13 Item Complete Q Item Incomplete - Needs your action Environmental Review Required: YES NO ix^TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: __ X ... Discretionary Action Required: APPROVAL/RESO. NO. PROJECT NO. __ YES NO DATE TYPE OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: DD Coastal Zone Assessment/Compliance cv(/T— ' Project site located in Coastal Zone? YES NO CA Coastal Commission Authority? YES NO If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): Coastal Permit Determination Form already completed? YES NO If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination 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: YES 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, UPDATEI) Site Plan: H:\ADMIN\COUNTER\BldgPlnchkRevChkl8t Rev 9/01 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). D 2. Provide legal description of property and assessor's parcel number. Dnfin nnn Policy 44 - Neighborhood Architectural Design Guidelines 1. Applicability: YES NO 2. Project complies YES. NO_ EL/bn Zoning: 1 . Setbacks: Front: Interior Side: Street Side: Rear: Top of slope: 2. Accessory structure sell Front: Interior Side: Street Side: Rear Structure separation: 3. Lot Coverage: Required .* Required (Q^ v~ x Required Required Required Dacks: Required \4y( ^ Required Required Required Required Required Cr^- — Shown Shown Shown Shown Shown Shown Shown Shown Shown Shown Shown 4. Height: 5. Parking: Required Spaces Required shown Shown (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown £Additional Comments ^ 4 OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE H:\ADMlN\COUNTER\BldgPlnchkRcvChklst CREST ENGINEERING 332 So. Juniper St., Ste 203-A., Escondido, CA 92025 Tel (760) 741-5255, Fax (760) 746-1461 October 20, 2003 TO WHOM IT MAY CONCERN: Ref.: Calculations for Thomas Residence, dated December 11, 2002, Add#l dated 3/3/03, and Add#2 dated 3/3/03 Site Address: 1379 Cynthia Lane, Carlsbad, CA Job #20227-4 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. Revise the roof pitch, to six vertical in twelve horizontal (6:12). 2. We have reviewed the revised truss calculations and truss layout by Escondido Roof Truss and they are hereby incorporated as a part of the approved plans and 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 II R.C.E. 31794 Expires 12/31/04 CREST ENGINEERING 332 So. Juniper St., Ste 203-A., Escondido, CA 92025 Tel (760) 741-52^5, fax (760) 746-1461 CREST ENGINEERING 332 So. Juniper St., Ste 203-A., Escondido, CA 92025 Tel (760) 741-5255, Fax (760) 746-1461 October 20, 2003 TO WHOM IT MAY CONCERN; Ref: Calculations for Thomas Residence, dated December 11, 2002, Add#l dated 3/3/03, and Add#2 dated 3/3/03 Site Address: 1379 Cynthia Lane, Carlsbad. CA Job # 20227-4 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. Revise the roof pitch, to six vertical in twelve horizontal (6:12). 2. We have reviewed the revised truss calculations and truss layout by Escondido Roof Truss and they are hereby incorporated as a part of the approved plans and specifications. If you should have any questions regarding this project, or any of your projects, please, do not hesitate to call. Sincerely, U. C. lacuanielldll R.C.E, 31794 Expires 12/31/04 CREST ENGINEERING 332 So. 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