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Home My WebLink About2792 JAMES DR; ; CB050336; Permit02-21-2006 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. CB050336 Building Inspection Request Line (760) 602-2725 2792 JAMES DR CBAD RESDNTL 1561424800 $361,170-00 1 Sub Type: SFD Lot #: 0 Construction Type: VN Reference #: Structure Type: SFD Bathrooms: 4 GROSSE RES 3735 SF, 640 SF GAR 110 SF DECK.95 SF BREEZEWAY Applicant; GROSSE RUSSELL E&PATRICIA E 1148ADELELN SAN MARCOS CA 92078 Entered By: Plan Approved: Issued: Inspect Area: Orig PC#: Plan Check*: Owner: GROSSE RUSSELL E&PATRICIA E 1U8ADELELN SAN MARCOS CA 92078 Building Permit Add'! Building Permit Fee Plan Check Add1) 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 $1,353.52 Meter Size $0.00 Add'l Reel. Water Con. Fee $879.79 Meter Fee $0.00 SDCWA Fee $0.00 CFD Payoff Fee $36.12 PFF (3105540) $0.00 PFF (4305540) $0.00 License Tax (3104193) $0.00 License Tax (4304193) $0.00 Traffic Impact Fee (3105541) $0.00 Traffic Impact Fee (4305541) $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 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0,00 $0.00 $0.00 $0.00 $0.00 $0.00so.oo $0.00 $0.00 $0.00 $2,269.43 Total Fees: $2,269.43 Total Payments To Date:$879.79 Balance Due:$1,389.64 Inspector: FINAL APPROVAL Date:Clearance: NOTICE: Please take NOTICE that approval of your project Includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as lees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactfons 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 praviousJv been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. (#-07-2005 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: Applicant: WRIGHT SAM STEM 2911 STATE ST CARLSBAD 92008 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No: CB040443 Building Inspection Request Line (760) 602-2725 2792 JAMES DR CBAD RESDNTL 1561424800 $339.184.00 1 Sub Type: SFD Lot#: 0 Construction Type: NEW Reference #: Structure Type: SFD Bathrooms: 4 GROSSE RES 3735 SF, 640 SF GAR 110 SF DECK, 95 SF BREEZWAY Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: Orig PC#: Plan Check#: EXPIRED 02/10/2004 SB Owner: WORTHING BROOKS A&PAMELA J PO BOX 1041 CARLSBAD CA 92018 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 Red. Water Con. Fee $1,285.76 Meter Size $0.00 Add'l Reel. Water Con. Fee $835.74 Meter Fee $240.00 SDCWA Fee $0.00 CFD Payoff Fee $33.92 PFF (3105540) $0.00 PFF (4305540) $0.00 License Tax (3104193) $0.00 License Tax (4304193) $0.00 Traffic Impact Fee (3105541) $0.00 Traffic Impact Fee (4305541) $0.00 Sidewalk Fee $0.00 PLUMBING TOTAL $0.00 ELECTRICAL TOTAL $0.00 MECHANICAL TOTAL $0.00 Housing Impact Fee $6,748.00 Housing InLieu Fee D1 Housing Credit Fee $0.00 Master Drainage Fee $0.00 Sewer Fee Additional Fees TOTAL PERMIT FEES $0.00 $190.00 $3,206.00 $0.00 $6,173.15 $5,698.29 $0.00 $0.00 $474.70 $535.30 $0.00 $203.00 $60.00 $69.50 $0.00 $4,515.00 $0.00 $0.00 $927.00 $762.00 $31,957.36 Total Fees: $31,957.36 Total Payments To Date:$915.82 Balance Due:$31,041.54 Inspector: FINAL APPROVAL Date:Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition' of fees, dedications, reservations, or other exactions hereafter collectively referred to as lees/exactions.' You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which vou have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 >Nt FOR te^ PLAN CHECK h C3 Plan Ck. Deposit Validated B,y Date Q_ /,£ Address (include Bldg/Suite #)Business Name (at this address}* Name Orc^g^^g 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*structur«, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$5001). Name State License # Designer Name State License # Address License Class Address City State/Zip City Business License # City Telephone # State/Zip Telephone 0945 02/02/05 0002 01 02 Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: O ) have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. Q I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company Policy No. Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS} Q CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to ncura worker*' compensation coverage Is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code. Interest and attorney's fees. SIGNATURE DATE I hereby affirm that I am exempt from the Contractor's License Law for the following reason: 0 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 sala (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). Q 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). n I am exempt under Section _ Business and Professions Code for this reason: 1 . I personally plan to provide the major labor and materials for construction of the proposed property improvement. Q YES QNO 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number): _ __ _ ___ 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work): _ _ _ _ _ _ _ ___ PROPERTY OWNER SIGNATURE DATE Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 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. 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 MA>WnofrfWAy ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excava; EXPIRATION: Every permit issued by tM'bujfding Qflicia authorized by such permit is not comrrjSoced within J80 drfyj at any time after the work is comm^rlr^for \ period APPLICANT'S SIGNATURE 5'jK" deep Sod demolition or construction of structures over 3 stories in height. nder the prfvisions of this Code shall expire by limitation and become null and void if the building or work of such permit or if the building or work authorized by such permit is suspended or abandoned .4 Uniform Building Code). DATE E: File YELLOW: Applicant PINK: Finance City of Carlsbad Building Department November 16, 2005 SAM WRIGHT 2911 STATE ST #N CARLSBAD CA 92008 RE: APPLICATION DATE: 02/02/2005 PLAN CHECK #: •••• ADDRESS: 2792 JAMES DR EXPIRATION DATE: ••• PERMIT TYPE: RESDNTL DESCRIPTION: GROSSE RES 3735 SF, 640 SF GAR, 110 SF DECK, 95 SF BREEZEWAY You applied to have your plans checked on the date noted above. To date, the related building permit has not been obtained. The original plan review application will expire as no building permit has been issued. Plans submitted and not retrieved from the building department prior to the plan check expiration date noted above will be destroyed. The provisions of sections 304 (d) of the Uniform Building Code state: "Section 304 9d) Expiration of Plan Review Applications for which no permit is issued within one year following the date of application shall expire by limitation, and plans and other data submitted for review may thereafter be returned to the applicant or destroyed by the Building Official. In order to renew action on an application after expiration, the applicant shall resubmit plans and pay a new plan review fee." In order to provide better service, please indicate your handling choice for the plans originally submitted and return this letter to the Building Department. Project Abandoned -1 will pick up the plans within 10 days Project Abandoned - Plans may be destroyed If you have any questions, please contact the Building Department at (760) 602-2719. Building Department 1635 Faraday Avenue * Carlsbad, CA 92OO8-7314 • (760) 602-270O • FAX (76O) 602-856O City of Carlsbad Building Department November 16, 2005 RUSSELL E fit PATRICIA E GROSSE 1148ADELELN SAN MARCOS CA 92078 RE: APPLICATION DATE: 02/02/2005 PLAN CHECK #: ^••Mfc ADDRESS: 2792 JAMES DR EXPIRATION DATE: ^•MMM PERMIT TYPE: RESDNTL DESCRIPTION: GROSSE RES 3735 SF, 640 SF GAR, 110 SF DECK, 95 SF BREEZEWAY You applied to have your plans checked on the date noted above. To date, the related building permit has not been obtained. The original plan review application will expire as no building permit has been issued. Plans submitted and not retrieved from the building department prior to the plan check expiration date noted above will be destroyed. The provisions of sections 304 (d) of the Uniform Building Code state: "Section 304 9d) Expiration of Plan Review Applications for which no permit is issued within one year following the date of application shall expire by limitation, and plans and other data submitted for review may thereafter be returned to the applicant or destroyed by the Building Official. In order to renew action on an application after expiration, the applicant shall resubmit plans and pay a new plan review fee." In order to provide better service, please indicate your handling choice for the plans originally submitted and return this letter to the Building Department. Project Abandoned -1 will pick up the plans within 10 days Project Abandoned - Plans may be destroyed If you have any questions, please contact the Building Department at (760) 602-2719. Building Department 1635 Faraday Avenue • Carlsbad, CA 92OO8-7314 • (760) 602-27OO • FAX (760) 602-856O PEflMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT L1635 Faraday Ave., Carlsbad, CA 92008 Address (IncludeBldg/Suite #) FOR OFFICE USE ONLY PLAN CHECK NO. EST. VAL. Plan Ck. Deposit Validated By_ Date 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 Work ^ SQ. FT.f of Stories # of Bedrooms of Bathrooms Name Address ;:QA^BT^*or*Cflrrtr»etor E3 Owner Q City State/Zip Telephone f Fax* Name Address City State/Zip Telephone # Name Address City State/Zip Telephone # i^ilMilSI^^ -•: ; •. - -;-: •• • ; ••••..-..•• : ' .••:--;••;, ••••.••:•-.••..--•:••.: •. ••"•<,•.-':• -.'-•>^••:-1/.;:••••:.••;'-.•••.. -.- . --• (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 wrth Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [5500)1. Name State License # Address License Class City . State/Zip City Business License * Telephone # Address City State/Zip Telephone0945 02/02/05 0002 01 . : : -. - . • CGP 02Designer Name State License # _„„,,„___ - ., , - .... . , . - - P9-79 Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: PI 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 Data (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 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 shaA subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000), In addition to the coat 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 1, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). Q 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). n I am exempt under Section Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. Q YES QNO 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number): ---...__ 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work): PROPERTY OWNER SIGNATURE DATE ftWiidtii^^ ; : 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 26505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Q YES Q NO Is the applicant or future building occupant required to obtain a permit from tha 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. ftlliliMW^ --: •-,'• .-v:v .• •." ••-,:"-••- ".-. .;... v . ' •, •. ;.. :,..'-. ••". - - I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(0 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, t 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" dsep 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 (he work Isj^ojnn^nce^Brpe^toiof 180 days (Section J06.4.4 Uniform Buildin^Code). I DATEAPPLICANT'S SIGNATURE WHITE: File YELLOW: Applicant >rNK:Finance 12/01/2004 WRIGHT SAM STEM 2911 STATES! CARLSBAD92008 Re: Application Date: 02/10/2004 0:00:00 Plan Check*: CB040443 Address: 2792 JAMES DR Expiration Date: 02/09/2005 0:00:00 Permit Type: RESDNTL Description: GROSSE RES 3735 SF, 640 SF GAR 110 SF DECK, 95 SF BREEZWAY You applied to have your plans checked on the date noted above. To date, the related building permit has not been obtained. The original plan review application will expire as no building permit has been issued. Plans submitted and not retrieved from the building department prior to the plan check expiration date noted above will be destroyed. The provisions of sections 304 (d) of the Uniform Building Code state: "Section 304 9d) Expiration of Plan Review Applications for which no permit is issued within one year following the date of application shall expire by limitation, and plans and other data submitted for review may thereafter be returned to the applicant or destroyed by the Building Official. In order to renew action on an application after expiration, the applicant shall resubmit plans and pay a new plan review fee." In order to provide better service, please indicate your handling choice for the plans originally submitted and return this letter to the Building Department. Project Abandoned - I will pick up plans within 10 days Project Abandoned - Plans may be destroyed. If you have any questions, please contact the Building Department at (760) 602-2702. Janean Hawney Building Department EsGil Corporation In Vartnersnip witfi government for <Buib£ing Safety DATE: 8/12/04 Q Q JURISDICTION: City of Carlsbad Q pD^TREVIEWER Q FILE PLAN CHECK NO.: 04-0443 rev SET: I PROJECT ADDRESS: 2792 James Drive PROJECT NAME: Grosse Residence The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person REMARKS: By: David Yao Enclosures: Esgil Corporation D GA D MB Q EJ D PC 8/5,8/11 trnsmti.dot 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 4 (858)560-1468 + Fax (858) 560-1576 ' City of Carlsbad O4-O443 rev 8/12/04 VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PREPARED BY: David Yao BUILDING ADDRESS: 2792 James Drive BUILDING OCCUPANCY: R-3/U-1 PLAN CHECK NO.: O4-O443 rev DATE: 8/12/04 TYPE OF CONSTRUCTION: V-N BUILDING PORTION AREA ( Sq. Ft.) eliminate basement some shear wall revised Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb Valuation Multiplier By Ordinance Reg. Mod. VALUE ($) - Plan Check Fee by Ordinance $240.00 Type of Review: O Repetitive Fee Repeats D Complete Review D Other r-i Hourly Structural Only Hours * Esgll Plan Review Fee $192.00 Based on hourly rate Comments: Sheet 1 of 1 macvalue.doc EsGil Corporation In Partnership vritR government for (BuiOftng Safety DATE: 6/18/04 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 04-0443 PROJECT ADDRESS: 2792 James Drive PROJECT NAME: Grosse Residence Q AEUANT SET: II a PLAN REVIEWER a FILE The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: ><] Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Date contacted: (by: ) Mail Telephone Fax In Person X] REMARKS: Provide a letter fro plan and specifications have recommendations in the soi (see page 1 8 of the soil re By: David Yao Esgil Corporation D GA D MB D EJ Telephone #: Fax #: ing that the foundation plan, grading it has been determined that the rporated into the construction documents PC Enclosures: 6/10 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 4- (858)560-1468 + Fax (858) 560-1576 EsGil Corporation In fartnersnip witR government for Quitting Safety DATE: 2/23/04 Q APPBCANT~ JURISDICTION: City of Carlsbad Q PLAN REVIEWER Q FILE PLAN CHECK NO.: 04-0443 SET: I PROJECT ADDRESS: 2792 James Drive PROJECT NAME: Grosse Residence 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. IXI The applicant's copy of the check list has been sent to: Sam Wright 2911 State Street Carlsbad, CA Esgil Corporation staff did not advise the applicant that the plan check has been completed. X] Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Sam Wright Telephone #: (760)213-1460 Date contacted: JZJ24/O i (by: tc, ) Fax #: Mail—-'Telephone ^ Fax In Person REMARKS: By: David Yao Enclosures: Esgil Corporation D GA D MB D EJ D PC 2/12 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 * (858)560-1468 * Fax (858) 560-1576 City of Carlsbad O4-0443 2/23/04 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 04-0443 JURISDICTION: City of Carlsbad PROJECT ADDRESS: 2792 James Drive FLOOR AREA: Living 3735 sf Garage 640 sf basement 1580 sf REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 2/23/04 STORIES: 2/basaement HEIGHT: DATE PLANS RECEIVED BY ESGIL CORPORATION: 2/12 PLAN REVIEWER: David Yao FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that residential construction comply with the 2001 edition of the California Building Code (Title 24), which adopts the following model codes: 1997 UBC, 2000 UPC, 2000 UMC and 1999 NEC (all effective 11/1/02). The above regulations apply to residential construction, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. City of Carlsbad 04-0443 2/23/04 • PLANS 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. 1. Plans (structural sheets) shall be signed and sealed by the California state licensed engineer or architect responsible for their preparation, for plans deviating from conventional wood frame construction. Specify expiration date of license. (California Business and Professions Code). 2. 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. 3. On the cover sheet of the plans, specify any items that will have a deferred submittal (trusses, etc.). Additionally, provide the following note on the plans, per Sec. 106.3.4.2: "Submittal documents for deferred submittal items shall be submitted to the architect or engineer of record, who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official." • FIRE PROTECTION 4. Show locations of permanently wired smoke detectors with battery backup: a) In the basement, if part of the dwelling unit. • NOTE: Detectors shall sound an alarm audible in al| sleeping areas of the unit. Section 310.9.1. City of Carlsbad 04-0443 2/23/O4 • GENERAL RESIDENTIAL REQUIREMENTS 5. What is the use of the basements? storage only?.(no nature light and ventilation). Section 310.4. 6. Dimension on the plans 30" clear width for water closet compartments and 24" clearance in front of water closet. Section 2904. • ROOFING 7. Balconies and decks exposed to the weather and sealed underneath shall be sloped a minimum of % inch per foot for drainage. Section 1402.3. 8. 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. 9. 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. 10. Note on the plans: "Attic ventilation openings shall be covered with corrosion-resistant metal mesh with mesh openings of 1/4-inch in dimension." Section 1505.3. • GARAGE AND CARPORTS 11. Doors may open into the garage only if the floor or landing in the garage is not more than one inch lower than the door threshold. Section 1003.3.1.6. • FOUNDATION REQUIREMENTS 12. In Seismic Zone 4, each site shall be assigned a near-source factor. Identify this value in the soils report. Section 1629.4.2. 13. 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." City of Carlsbad 04-0443 2/23/04 14. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (see page 18 of the soil report). * FRAMING 15. Provide truss details and truss calculations for this project. Specify truss identification numbers on the plans. 16. Please provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i.e., a "review" stamp on the truss calculations or a letter). Section 106.3.4.1. 17. Per UBC Section 2321.4, provide the following note on the plans if trusses are used: "Each truss shall be legibly branded, marked or otherwise have permanently affixed thereto the following information located within 2 feet of the center of the span on the face of the bottom chord: a) Identity of the company manufacturing the truss. b) The design load. c) The spacing of the trusses." 18. Detail truss layout for 30" x 30" attic access, if required for equipment in the attic and detail 30" x 30" clearance through truss webs. 19. The header size over window K at nook area appears to not specify on sheet S5 of the plan. Please check. 20. The calculation shows two different type of cantilever retaining walls. Please reference the location of the two different retaining walls. • MECHANICAL (UNIFORM MECHANICAL CODE) 21. Note that passageway to the mechanical equipment in the attic shall be unobstructed and have continuous solid flooring not less than 24 inches wide, not more than 20 feet in length through the attic. UMC Section 908.0. 22. Show a permanent electrical receptacle outlet and lighting fixture controlled by a switch located at the entrance for furnaces located in an attic or underfloor space. UMC Sections 908.0 & 909.0. • ELECTRICAL (NATIONAL ELECTRICAL CODE) 23. Note on the plans that receptacle outlet locations will comply with NEC Art. 210-52(a). City of Carlsbad 04-0443 2/23/O4 24. Show on the plans a wall receptacle adjacent to each lavatory in the bathroom. NEC Art. 210-52(d). (bath from hall 3) 25. 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. 26. 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). 27. 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 kitchen ml • PLUMBING (UNIFORM PLUMBING CODE) 28. Show water heater size (1st hour rating), type, and location on plans. UPC, Section 501.0. 29. Note on the plans that "Combustion air for fuel burning water heaters will be provided in accordance with UPC Section 507 and Table 5-1". 30. 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. 31. Show T and P valve on water heater and show route of discharge line to exterior. UPC, Section 608.5. 32. Provide a note on the plans: In showers and tub-shower combinations, control valves must be pressure balanced or thermostatic mixing valves. UPC Section 420.0. 33. New water closets and associated flushometer valves, if any, shall use no more than 1.6 gallons per flush and shall meet performance standards established by the American National Standards Institute Standard A112.19.2. H & S Code, Section 17921.3(b). • ENERGY CONSERVATION 34. The window schedule shall clearly describe the required U-factor and solar heat gain coefficient (SHGC) values and demonstrate compliance with the Title 24 energy calculations. City of Carlsbad 04-0443 2/23/04 35. Cloth backed duct tape is no longer permitted to be used as the sole connection for mechanical ducting. Note on the plans that duct tape, as a minimum, meeting the requirements of UL181, 181A, or 181B, shall be used or additional duct attachment devices such as tie wraps or mastic will be required for installing mechanical ducting. 36. Detail or note on the plans: "The return air plenum serving the mechanical equipment must be fully ducted from the equipment to the conditioned space. Drop ceilings, wall cavities and equipment platforms may not be used as plenums." 37. Provide fluorescent general lighting (40 lumens per watt minimum) in kitchen(s) and bathrooms (containing a tub or shower). 38. 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." * MISCELLANEOUS 39. 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). 40. 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). 41. 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). 42. 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. 43. 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 44. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of City of Carlsbad O4-O443 2/23/O4 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact David Yao at Esgit Corporation. Thank you. City of Carlsbad O4-0443 2/23/04 VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PREPARED BY: David Yao BUILDING ADDRESS: 2792 James Drive BUILDING OCCUPANCY: R-3/U-1 PLAN CHECK NO.: O4-0443 DATE: 2/23/O4 TYPE OF CONSTRUCTION: V-N BUILDING PORTION living garage basement Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (So, Ft.) 3735 640 1580 cb Valuation Multiplier By Ordinance Reg, Mod. VALUE ($) per city 379,291 379,291 $1,408.96 1994 UBC Plan Check Fee Type of Review: d Repetitive Fee Repeats Complete Review D Other . Hourly Structural Only Hour Esgll Plan Review Fee $915.82 $789.02 Comments: Sheet 1 of 1 macvalue.doc DATE: al&f&l BUILDING ADDRESS: BUILDING PLANCHECK CHECKLIST PLANCHECK NO.: CB PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER: / 5£ -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\ theattached report of deficiencies marked witjjJ&r*Make necessary corrections to plans or specifications for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. Date: Date: Date: FOR OFFICIALESE ONLY ING AUTHORIZATION TO ISSUE BUILDING PERMIT: Date:fo/7/0/ Dedication 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 JUCHNIEWICZ 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:\WORD\DOCSVCHKLSTOittllng PlanchM* Cktat Forni (Generic).doc BUILDING PLANCHECK CHECKLIST 1ST SITE PLAN n 1. Provide a fully dimensioned site plan drawn to scale. Show: 2. Show on site plan: A. North Arrow B. Existing & Proposed Structures Existing Street Improvements Property Lines Easejne'nts ~ Right-of-Way Width & Adjacent Streets Driveway widths Existing or proposed sewer lateral Existing or proposed water service J. Existing or proposed irrigation service rainage Patterns — c 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." (|7yExisting & Proposed Slopes and Topography C. Size, type, location, alignment of existing or proposed sewer and water service (s) that serves the project. Each unit requires a separate service, however, —^-'second dwelling units and apartment complexes are an exception. \/tf5) 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 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 HAWORCnOOCStCHKLSTOuMnB Ptandwck CUM Font (Generic).** BUILDING PLANCHECK CHECKLIST 3rd DISCRETIONARY APPROVAL COMPLIANCE G 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 all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $1.5.000. 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 1/2" 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: D D D IMPROVEMENT REQUIREMENTS 6a. All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $75.000. pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the Rw. 12WM .. ST 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 6t)- 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 n 6c. Enclosed please find your Future Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Future Improvement Agreement completed by: Date: n 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. D D 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities (cut, fill import, export). 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: 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) H:\WORinDOCS\CHKLST\Bulldlng Ptanetwck CM*I Forni (S«nertc T-IWW).**! BUILDING PLANCHECK CHECKLIST 1ST D >ND (RD D D D D 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, driveway construction, tying into public storm drain, sewer and water utilities. Right-of-Way permit required for: D D 9- INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Camino Real, Carlsbad, CA 92008. District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List. You may telephone (760) 438-2722, extension 7153, for assistance. Industrial Waste permit accepted by: Date: n n 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 fii 11. & Required 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. Oversized meters are inaccurate during low-flow conditions. If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used. • All single family dwelling units received "standard" 1" service with 5/8" service. HAWORBDOCStCHKLSTBuMIno PtondwrtCMW Form {G«nertc)xloc 1ST iND iRD 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 verily 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: STA 1 +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 HAWOHTOOCSVCHKLSTOuttHng PteKhM* Ckkt Form (GMMriQ-doc 1ST )ND >RD BUILDING PLANCHECK CHECKLIST service boundary, the City intends on switching services/meters to a new recycled water line in the future. 12c. Irrigation Use (where recycled water is available) these irrigation 1. Recycled water meters are sized the same as the irrigation meter above. 2. If a project fronts a street with recycled water, then they should be connecting to this line to irrigate slopes within the development. For subdivisions, this should have been identified, and implemented on the improvement plans. Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees. However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge. If within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund. However, let the applicant know that we cannot guarantee the refund, and they must deal with the SDCWA for this. 13. Additional Comments: H^WOREN3OCaCHKLST«i**ig PlanchBCk CUM Form (Goneriel.doc ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET D Estimate based on unconfirmed information from applicant. Calculation based on building plancheck plan submittal. D Est [^Cal Address: Prepared bv:Date Bldo^ermit No. : <9/,ffiy£?j?h8JKod b O C/ Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: '^TV"**^ Sq. Ft/Units: Types of Use: _ Sq. Ft/Units: APT CALCULATIONS: List types and square footages for all uses. Types of Use: QlTV^ Sq. R./Units: Types of Use: Sq. Ft/Units: EDU's: EDU's: ADPs:. ADT's: FEES REQUIRED: WITHIN CFD: D YES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee)oilo ARK-IN-LIEU FEE FEE/UNIT: PARK AREA &#: X NO. UNITS: _ '2. TRAFFIC IMPACT FEE ADI'S/UNITS:FEE/ADT:=$_(<& O 3. BRIDGE AND THOROUGHFARE FEE (DIST. #1 DIST. #2 /ADTs/UNITS:_ AGILITIES MANAGEMENT FEE UNIT/SQ.FT.: 5. SEWER FEE EDU's: FIT AREA: EDU's: FEE/ADT:.X ZONE:. X FEE/SQ.FT./UNIT:. DIST. #3 =$_^L FEE/EDU: FEE/EDU: 6. SEWER LATERAL ($2,500) . DRAINAGE FEES PLDA. ACRES: =$_ _o>-5. =$. =$. HIGH FEE/AC:_ /LOW 8. POTABLE WATER FEES UNITS CODE CONNECTION FEE METER FEE SDCWA FEE IRRIGATION F:\FEE CALCULATION WORKSHEET.doc 1 of 2 Rev. 7/14AX) 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. 2of2 F:\FEE CALCULATION WORKSHEET.** Rev. 7/14/00 t02/19/2004 07:45 FAX 176043«4178 CITY OF CARLSBAD COY OF CARLSBAD GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE PROJECT iMftppfrrnp- PROJECT in CT tfo / L LOTS REQUESTED FOR RELEASE: / N/A = NOT APPLICABLE -J-COMPLETE 0 * INCOMPLETE OR UNACCEPTABLE .GRADING PERMIT NO.£&£g2e£>£ .<- at* r 1st IX tx fr^ (/ &S I/ s "f/h \] 2nd. ** ' ' 1. Srte access to requested tote adequate and logically grouped, 2. Site erosion control measures adequate. 3. Overall slta adequate for heafth, safety and wetfare of pubSc. 4. Letter from OwnetfDev. requesting partial release of specific tote. padsorUdg. 5. 8 H"X 11" snepten(mtachmem) showing guested lots subrr^^ 6. Compactton report from solteert^^ been submitted with a previous partial release, a letter from soils engineer referencing the soils report and Identifying specific tats for release tots shall accompany subsequent partial releases), 7. EOW certification of work done with finish pad elevations of specific tots to be released. Letter must stale tot (s) Is graded to wttnln a tenth (.1) of the approved grading plan. 8. Geologic engineer's letter tf unusual geologic or subsurface conditions exist. 9. Fully functional fire hydrants within 500 feet of bidding combustibles and an all weather roads access to site is required. Partial release of grading for the above stated lots Is approved for the purpose of building permit issuance. Issuance of building permits is stilt subject to all normal Crty requirements required pursuant to the building permit process. LJ Partial release of the site is denied for the following reasons: Project Inspector Date Construction Manager Date FD. r IP. W/ DSC UWCED IS 3JJB* SOOTI "r(S 55-27*00" W * 12.422.67 at ft. GROSS if 9,029.86 sq. ft DfWWGC EASEMENT fiWWIED HERtON. can ESHBUSHEDA CHGENERM.PUW ! EXCEED WE GROWTH PIER 21.90. THE LAO UU (0-4 DNEUJNC UWTS Building Number Address & Street A.P.N #1 #2 #3 #4 #5 2796 James Drive 2792 « 2788 « 2784 « 2780 « 156-142-47-00 156-142-48-00 156-142-49-00 156-142-50-00 156-142-51-00 GJ£ 15.1 6.060 Work exempt from grading permit. Tit!eJ.5,GRAD).NG.ANDDjRA!N.AQE 15.16.060 Work exempt from grading permit. A. A grading permit shall not be required for the following: ,&*•*» excavation below finished grade far basements and lootings of a building, retaining waM or otfre* structure authorized by a valid building permJt.jifeBS^«*ralin0t exempt any fiJI made wHta tfce material from such excavation nor exempt any excavation having an .unsupported heigh* greater than five feet after the completion of such structure. 2. Cemetery graves. 3. Refuse disposal sites controlled by other regulations. 4. Excavations for wells or tunnels or utilities. 5. Exploratory excavations under the direction of soil engineers or engineering geologists. 6. Grading on any site or contiguous sites held under one ownership in which the city engineer finds all of the following conditions exist: iay)waive this structure; n"he city engineer/ requirement for grading work which is not intended to support a bun b. No fill material Is placed on an existing slope 'steeper than five units horizontal to one ~ vertical; c. The grading work does not adversely affect the existing drainage pattern; d. The toe of any fill slope or top of any cut slope is no closer than one foot to an exterior property line; and ^^n«MMHHH^^^BMMMMMMRiHHMIIIII)BlMllBIIIII 7. Grading in an isolated, self-contained area if the city engineer finds that no danger to private or public property,can n6w or hereafter result from grading operations. 8. Grading on a site which has been previously graded to provide a relatively flat pad area, suitable for development, where the city engineer finds all of the following to exist: a^he proposed grading work complies with all of the environmental protection procedures described in Chapter 19.04 of this code; b. IMMMMMMtiMttttMt adversely affect existing drainage patterns or c. The proposed grading work is performed concurrent with the site preparation work done in connection with a building permit issued pursuant to Chapter 18.04 of this code and does not require a Hillside Development Permit (HDP) or a Coastal Development Permit (CDP). d. Best management practices (BMPs) for erosion control construction activities have been incorporated into the construction, documents and site design. 9. Clearing and grubbing of vegetation done for the purpose of routine landscape maintenance, the removal of dead or diseased.trees or shrubs or the removal of vegetation done upon order of the fire marshal to eliminate a potential fire hazard or for the abatement of weeds. 10. Clearing and grubbing of vegetation done preparatory to agricultural operations on land which has been used for agricultural purposes within the previous five years. http://www.bpcneUom/codes/carlRhaH/ATkT 11M/A1 15.1 6.060 Work exempt from grading permit. J6 .aRADMG.MQlBQSiQN.GDN.IRQi- 15.16.060 Work exempt from grading permit. A. A grading permit shall not be required for the following: ,k &» excavation below finished grade for basements and footings of a building, retaining ..ttiAH eroMnr structure authorized by a valid building permit.^jpi«hali.n©t exempt any fill nna«te wttfc Hie material from such excavation nor exempt any excavation having an unsupported hevgh4 greater than five feet after the completion of such structure. 2. Cemetery graves. 3. Refuse disposal sites controlled by other regulations. 4. Excavations for wells or tunnels or utilities. 5. Exploratory excavations under the direction of soil engineers or engineering geologists. 6. Grading on any site or contiguous sites held under one ownership in which the city engineer finds all of the following conditions exist: "he city engineer/mayVaive this requirement for grading work which is not intended to support a buutirng structure; b. No fill material is placed on an existing slope steeper th'an five units horizontal to one" vertical; c. The grading work does not adversely affect the existing drainage pattern; d. The toe of any fill slope or top of any cut slope is no closer than one foot to an exterior property line; and 7. Grading in an isolated, self-contained area if the city engineer finds that no danger to private or public property,can now or hereafter result from grading operations. 8. Grading on a site which has been previously graded to provide a relatively flat pad area, suitable for development, where the city engineer finds all of the following to exist: a3«The proposed grading work complies with all of the environmental protection procedures described in Chapter 19.04 of this code; b. 'ttMMWMVMftMariiMMlteot adversely affect existing drainage patterns or c. The proposed grading work is performed concurrent with the site preparation work done in connection with a building permit issued pursuant to Chapter 18.04 of this code and does not require a Hillside Development Permit (HDP) or a Coastal Development Permit (CDP). d. Best management practices (BMPs) for erosion control construction activities have been incorporated into the construction, documents and site design. 9. Clearing and grubbing of vegetation done for the purpose of routine landscape maintenance, the removal of dead or diseased.trees or shrubs or the removal of vegetation done upon order of the fire marshal to eliminate a potential fire hazard or for the abatement of weeds. 10. Clearing and grubbing of vegetation done preparatory to agricultural operations on land which has been used for agricultural purposes within the previous five years. i c^j | http://www.bpcnet.com/codes/carkhaH/ DATA/rm PI ic 15.16.060 Work exempt from grading permit. . Page 2 of 2 11. Construction of pavement surfaces less than five thousand square feet on natural or existing grade for the purposes of a private road or commercial, industrial or multi- residential parking lot or travelway. B. All grading work, including any grading work exempted from the requirement of a grading permit as determined pursuant to subsection a of this section, shall be done in compliance with city standards and Titles 19, 20 and 21 of this code, and within the coastal zone, shall also be consistent with all certified local coastal program provisions. (Ord. NS-623 §§ 3--6, 2002; Ord. NS-385 § 4 (part), 1996) http://www.bpcnet.cx)m/codes/carlsbad/ DATA/TITLE 15/Chaoter 15 16 GRADING AN .t--'srt^.,.i ,^ '.jii.1,,111,,,, . o O OIT) —JO O 10 1U-; 5T i/T D"I.J.. UJ^SS' ^ P^f *Storo-| stj^^icS^ -tf *^PR-<O.UJu.J^:o ,*1~. I^_J f , =3 ~3a en5=2 o uj ~"i rv LI J IBltES o o o nn PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No, Planner APN: Type of gfoiect & Use: Zoning: ^-v General Plan: CFD (in/out) #_Date of participation:. Facilities Management Zone: Remaining net dev acres:. Circle One (For non-residential development: Type of land used created by this permit: ) Legend: E3 Item Complete Q 'tern Incomplete - Needs your action Environmental Review Required: YES NO DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: APPROVAURESO. NO. PROJECT NO. . YES NO TYPE DATE OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: . D D Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES. CA Coastal Commission Authority? YES. NO 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. r /^Inclusionary Housing Fee required: YESV NO (Effective date of Inclusionary Housing Ordinance - May 21,1993.) Data Entry Completed? YES]NO (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) Site Plan: H:\ADMIN\eOUNTER\BldgPlnchkRevChklst Rev 9/01 O 1- Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). 2. Provide legal description of property and assessor's parcel number. Policy 44 - Neighborhood Architectural Design Guidelines ?1 Fl Fl 1. ADDlicabilitv: YES V IDG 2. Project complies YES y > / > Zoning: D D D 1- Setbacks: Front: V Interior Side: Street Side: Rear: Top of slope: \ ^^ ^_^ O/O CH 2. Accessory structure setba Front: Interior Side: Street Side: ^ — - Rear: ^ StpjeWfeseparation: 3-'n D 3. Lot Coverage:r SfV- r^ZVD D 4. Height: £-, J U D 5. Parking: Spaces (breakdown by Residential Guest Spaces Re "1 |~~1 n Additional Comments NO r NO Required Required Required Required Required cks: Required Regyk»£-^ Required Required Required Required Required 4 Required tfUt Shown & <7 y*2_ Shown ' Shown j ~<~ ' Shown ^s ' Shown — — • — Strewn """ Shown Shown Shown t Shown ^^U/f) Shown G[V 0^^ Shown dTT f 7^ — — Shown uses for commercial and industrial projects quired . — — - — Shown —^ <"• yi/C- //5^f /• ^°l £130 z. required) — ^ OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER H:\ADMIN\COUNTER\BldgPlnchkRevChklst DATE Rev 9/01 MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers STRUCTURAL CALCULATIONS Project: Grosse Residence 2792 James Drive Carlsbad, California 92008 Prepared for: Samuel B, Wright Wright Design 2911 State Street Carlsbad, California 92008 Project No.: 03222 Date: May 28, 2004 335 15th Street San Diego, California 921O1 Tel. (619) 531.O757 • Fax. (619) 531.0758 MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB.6ftg5e festbWtF ^ <?3221~ SHEET NO..V r.u ni 11 flTPn nv DATE. STRUCTURAL REVISIONS Scope of work (1) Revise basement calculations and details per new architectural modifications, (2) Revise shearwall calculations per new sheanvall lengths. (3) Revise floor joist calculations for new grade. * see revised calculations provided. PRODUCT 207 MIKE SURPRJENANT & ASSOCIATES Consulting Structural Engineers JOB. SHEET NO._/X_ OF, CALCULATED BY., CHECKED BY SCALE DATE. DATE. LEVEL: Lo^J^Jt- f «-«.£• ... MEMBERS: ^«*A1^ LABEL: LF&\ SPAN= /2> FT. ^f UNIFORM LOAD Q POINT LOAD (CENTERED) LJ CUSIUM LOADING tSbk DIAGRAM) _ D*- L-t- Pi - P» = Ri = 6/7* Ibs VMAX= 6/7^ Ibs MMAX* 20,07* ft-lbs USE: fcJ 5 * ^ ( GRADE: /t7 *7 "2- C: ALT: GRADE: C: LABEL: /-^B- 2- SPAN= V/ FT. tKUNIFORMLOAD D POINT LOAD (CENTERED)LJ CUSIUM LOADING CSEU DIAGRAM) bL u~ W f%.)T<T^rjr>)^ ~^Af>$t-^~ ^ / s / p _ P, = RT - Zcrf^ Ibs VMAX = i^^» Ibs - MMAX- ^) 50 ft-lbs USE: *^C?r '«* GRADE: /T*T7 ^- C: ALT: GRADE: C: LABEL: Ltt'Z SPAN= "2.O FT. ?i D UNIPORMLOAD P ^OINT LOAD (CENTERED) ^CUSIXJM LUAU1NU iSEH DIAGRAM) — P? - X RT|- Ibs VMAX = Ibs MMAX = ft-lbs USE: lA/fO ^31 GRADE: h'TM* C: ALT: GRADE: C: Rfl = ^/7^ ibs E = 2-Tf o«* ksi IREO'D as -"• in4 ^S E =?7. oo^ ksi IREO'D = — in4 f J- >8> ^ C f RD = Ibs E = ksi IREO'D = in4 0 PRODUCT 207 3» - MIKESURPRENANT & ASSOCIATES 335 15th STREET SAN DIEGO, CA 92101 Title: GROOSSE RESIDENCE Dsgnr: JUAN GARCIA Description: Scope: Job # 03222 Date: 11:45AM, 26 MAY 04 Rev: 560100 User: KW-0603057. Ver 5.6.1, 25-Oct-2002(c)1983-2002 ENERCALC Engineering Software Multi-Span Steel Beam Page 1 f:\projects\folders\01~misc\wrightdesigri\gro Description LOWER FLOOR STEEL BEAMS General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Fy - Yield Stress 50.00 ksi All Spans Considered as Individual Beams Load Duration Factor 1.00 Span Information Loads Reactions & Deflections Query Values Description Span Steel Section End Fixity Unbraced Length ft>1 ft: LFB-1 13.00 W8X21 Pin-Pin 0.00 „, LFB-2 1 1 .00wax is Pin-Pin 0.00 UFB-3 20.00 W 10X39 Pin-Pin 0.00 S--JSSBSSWBWW.S*--- Live Load Used This Span Dead Load Live Load Point #1 DL LL @X Point #2 DL LL @X Results Mmax @ Cntr @ X = Max @ Left End Max @ Right End fb : Actual Fb : Allowable fv ; Actual Fv : Allowable ? Yes k/ft k/ft k k 0.550 0.400 ft k k ft k-ft ft k-ft k-ft psi psi psi psi 20.07 6.50 0.00 0.00 13,240.6 33.000.0 Bending OK 2,983.1 20,000.0 Shear OK Yes 0.220 0.160 5.75 5.50 0.00 0.00 4,534.9 33,000.0 Bending OK 1,116.3 20,000.0 Shear OK Yes 3.574 2.600 6.000 3.574 2.600 14.000 1 37.04 14.00 0.00 0.00 10,549.6 33,000.0Bending OK 1,975.8 20,000.0 Shear OK Shear @ Left Shear @ Right Reactions... DL @ Left LL @ Left Total @ Left DL @ Right LL @ Right Total @ Right Max. Deflection @X = Span/Deflection Ratio k k k k k k k k in ft 6.17 6.17 3.57 2.60 6.17 3.57 2.60 6.17 -0.280 6.50 558.0 2.09 2.09 1.21 0.88 2,09 1.21 0.88 2.09 -0.070 5.50 1,893.0 6.17 6.17 3.57 2.60 6.17 3.57 2.60 6.17 -0.465 10.00 516.5 Location .,_ Shear Moment Max. Deflection ft k k-ft in 0.00 0.00 0.00 0.00 0,00 6.17 0.00 0.00 0.00 2.09 0.00 0.00 0.00 0.00 0.00 0.00" 0.00 6.17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MIKE SURPREN ANT & ASSOCIATES Consulting Structural Engineers .OH SHEET NO..4 CALCULATED BY. OF DATE. DATE. SCALE AT1 Storv Shearwalls Gridline "c— Tributary Area (This Level): Lateral Load (This Level): Lateral Load (Level Above): Shearwall(s) Length, L = Unit Wall Shear, v = F^/L = Shearwall Type: \*y ** Overturning: L = Uplift = fi>4SKl Holdown Anchor Type: Gridline "^ Tributary Area (This Level): Lateral Load (This Level): Lateral Load (Level Above): Shearwall(s) Length, L = Unit Wall Shear, v = F^/L = Shearwall Type: (£j C Overturning: L = Uplift = Holdown Anchor Type: Gridline C» Tributary Area (This Level): Lateral Load (This Level): Lateral Load (Level Above): Shearwall(s) Length, L = Unit Wall Shear, v = Fx/L = Shearwall Type: \5^ * Overturning: L = uplift = r"7 1^5 j( i Holdown Anchor Type: isj- > Direction Unit Lateral Load, v = i, 36? pgf $G (* sq. ft. /33t Lbs 14<*o Lbs Total Load (All Levels). F. = ^ 7T tLbs\\ a 31-5 pif *^ "^ ft. Okay by Inspection Q)T=- 34-5O Lbs B T>HTiT- t^ *7t sq.ft. /£,3 / Lbs /ft L^ Lbs Total Load f All Levels). Fr = .^^O^ Lbs ft. © 2.5 Dlf , v H "2.) SOOi- t"Xn £/ **ipt5u^ S7EoA/^i C^^t-i^S) — ft. Okay by Inspection ' Lbs ytJ J»fc^ ^HfVt/F". 57^ sq. ft. 2-S"Z^ Lbs 3&&+ Lbs Total Load f All Levels). F.=* ^3*74 Lbs 7 ft. /Ol 1 ij» ^ t ^ y,» ' f ~I ft. Okay by Inspection o ) - 7*50 Lbs [0 to 6 A -^ PRODUCT 207 MIKESURPRENANT & ASSOCIATES Consulting Structural Engineers SHPETND OF. DATE. RfiAlE •7-J^<- Story Shearwalls Gridline 4- Tributarv Area (This Level): Lateral Load fThis Level): Lateral Load f Level Above): Shearwall(s) Length, L = Unit Wall Shear, v = F./L = 3^ Shearwall Type: (^ *^ Overturning: L =s ^ Uplift = f 1ft VY0* ) "*" Holdown Anchor Type: r?n Gridline Tributary Area fThis Level): Lateral Load (This Level): Lateral Load fLevel Above): Shearwall(s) Length. L = Unit Wall Shear, v = F^L = Shearwall Type: < \ Overturning: L = Unlift = Holdown Anchor Type: i — i Gridline Tributary Area fThis Level): Lateral Load fThis Level): Lateral Load fLevel Above): Shearwallfs) Length. L = Unit Wall Shear, v = F./L = Shearwall Type: < W Overturning: L = Uplift = Holdown Anchor Type: j — i fJ-*> Direction Unit Lateral Load, v = &,"2t osf " zdfe) sq.ft. •2 ^ "5 Lbs • — Lbs Total Load f All Levels). F, = 2-3 US Lbs C ft. plf ft. Okay by Inspection 3 5 4-fc Lbs• sq.ft. Lbs Lbs Total Load f All Levels). F, = Lbs ft plf ft. Okay by Inspection Lbs so. ft Lbs Lbs Total Load CA11 Levels). F, = Lbs ft. plf ft. Okay by Inspection Lbs PRODUCT 207 Business TJ-B«am(TM) 6.10 Serial Number 7003005810 FLOOR JOIST (FJ-1) 11 7/8"TJI®360@12"o/c >N^ THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED HI! '6" Product Diagram is Conceptual. LOADS: / Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 15.0 Dead SUPPORTS: 1 Stud wall 2 Stud wall Input Bearing Vertical Reactions (Ibs) Width Length Live/Dead/Uplift/Total 5.25" 4.00" 430/161/0/591 5.25" 4.00" 430/161/0/591 Detail Other A3: Rim Board 1 Ply 1 1/4" x 11 7/8" 0.8E TJ-Strand Rim Board® A3: Rim Board 1 Ply 1 1/4" x 11 7/8" 0.8E TJ-Strand Rim Board® -CAUTION: Required bearing length(s) exceed the minimum shown in the TJ Builder's guide for single family residential applications, supports, 3 1/2" . Intermediate supports, 3 1/2" with web stiffeners and 5 1/4" without web stiffeners. -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board Limits: End DESIGN CONTROLS: Shear (Ibs) Vertical Reaction (Ibs) Moment (Ft-Lbs) Live Load Defl (in) Total Load Defl (in) TJPro Maximum 572 572 2972 Design -567 572 2972 0.389 0.535 36 Control 1705 1505 6180 0.520 1.040 30 Control Passed (33%) Passed (38%) Passed (48%) Passed (L/641) Passed (L/467) Passed Location Rt. end Span 1 under Floor loading Bearing 2 under Floor 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,TL:U240). -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. 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 UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: GROSSE RESIDENCE OPERATOR INFORMATION: JUAN GARCIA MIKE.SURPRENANT & ASSOCIATES 335 15th STREET SAN DIEGO, CA 92101 Phone:(619)531-0757 Fax : (619) 531-0758 JUAN@MSAENG.COM Copyright <D 2003 by Trus Joist, a Weyerhaeuser Business TJI® and TJ-Beam® are registered trademarks of Trus Joist. e-I Joist1", Pro™1 and TJ-Pro™ are trademarks of Trua Joist. F:NProject3\Folders\01-Misc\Wright Design\Grosae~03222\FJ-l. sms Business TJ-8eam(TM) 6.10 Serial Number 7003005810 FLOOR JOIST (FJ-2) 117/8ifTJI®230@16"o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED tnr 17' Product Diagram is Conceptual. LOADS: f Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 15.0 Dead SUPPORTS: 1 Stud wall 2 Stud wall Input Bearing Vertical Reactions (Ibs) Width Length Live/Dead/Uplift/Total 5.25" 4.00" 453 /170 / 0 / 623 5.25" 4.00" 453 /170 / 0 / 623 Detail Other A3: Rim Board 1 Ply 1 1/4" x 11 7/8" 0.8E Tj-Strand Rim Board® A3: Rim Board 1 Pty 1 1/4" x 11 7/8" 0.8E TJ-Strand Rim Board® -CAUTIQN: Required bearing length(s) exceed the minimum shown in the TJ Builder's guide for single family residential applications, supports, 3 1/2". Intermediate supports, 3 1/2" with web stiffeners and 5 1/4" without web stiffeners. -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board Limits: End DESIGN CONTROLS: Shear (Ibs) Vertical Reaction (Ibs) Moment (Ft-Lbs) Live Load Defl (in) Total Load Defl (in) TJPro Maximum 597 597 2433 Design -591 597 2433 0.254 0.349 41 Control 1655 1460 4015 0.407 0.815 30 Control Passed (36%) Passed (41%) Passed (61%) Passed (L/770) Passed (L/560) Passed Location Rt. end Span 1 under Floor loading Bearing 2 under Floor 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,TL:L/240). -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 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 UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: GROSSE RESIDENCE OPERATOR INFORMATION: JUAN GARCIA MIKE SURPRENANT & ASSOCIATES 335 15th STREET SAN DIEGO. CA 92101 Phone: (619)531-0757 Fax : (619) 531-0758 JUAN@MSAENG.COM Copyright ® 2003 by Trus Joist, a Heyerhaeuser Business TJI® and TJ-Beam® are registered trademarks of Trus Joist, e-I Joist1", Pro™ and TJ-Pro™ are trademarks of Trus Joist. F:\Projects\Folders\Ql-Misc\Wright Design\Grosae-03222\FJ-2.sms Q. « 'Xfeycihaeuser Business TJ-Beam(TM) 6.10 Serial Number 7003005810 FJ-3 11 7/8"TJI®230@16"o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension: 17' 6' •151 2' 6"Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 15.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Point(plf) Roof(1.25) 136.0 331.0 17' 6" SUPPORTS: 1 Stud wall 2 Stud wall Input Bearing Vertical Reactions (Ibs) Width Length Live/Dead/Up lift/Tola I 3.50" 2.25" 402/66/0/468 3.50" 3.50" 75917251Q11484 Detail Other A3: Rim Board 1 Ply 1 1/4" x 11 7/8" 0.8E TJ-Strand Rim Board® E1: Blocking 1 Ply 11 7/8"TJI®230 -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board.EI: Blocking DESIGN CONTROLS: Maximum Design Control Control Shear (Ibs) 817 Vertical Reaction (Ibs) 1270 Moment (Ft-Lbs) -1904 Live Load Deft (in) Totat Load Defl (in) TJPro 806 1270 -1904 0.171 0.100 47 2069 2410 3764 0.366 0.265 30 Passed (39%) Passed (53%) Passed (51%) Passed (U999+) Passed (2L/637) Passed Location Right OH under Roof loading Bearing 2 under Floor loading Bearing 2 under Roof loading MID Span 1 under Floor ALTERNATE span loading Right OH under Roof ALTERNATE span loading Span 1 -Deflection Criteria: STANDARD(LL:L/480,TL:L/240). Additional checks follow. -Right Ovemang:(LL:0.200", TL2L/240). -Permanent bracing at third points in the back span or a direct applied ceiling over the entire back span length is required for right cantilever. See literature detail (PB1) for clarification. -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 21 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include alternate member pattern loading. PROJECT INFORMATION: GROSSE RESIDENCE Copyright <D 2003 by Trua Joist, a Weyerhaeuser Business TJI® and TJ-Beam® are registered trademarks of Trus Joist. e-I Joist™, Peo"1 and TJ-Pro™ are trademarks of Trus Joist. F:\Projects\Folders\01-Misc\Wright Design\Grosse~Q3222\FJ-3.sms OPERATOR INFORMATION: JUAN GARCIA- MIKE SURPRENANT & ASSOCIATES 335 15th STREET SAN DIEGO, CA 92101 Phone:(619)531-0757 Fax : (619) 531-0758 JUAN@MSAENG.COM r r r r r r r r f~ r MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers STRUCTURAL CALCULATIONS Project: Grosse Residence 2792 James Drive Carlsbad, California 92008 Prepared for: Samuel B.Wright Wright Design 2911 State Street Carlsbad, California 92008 Project No.: 03222 r Date: January 16, 2004 335 15th Street San Diego, California 92101 MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB. SHEET NO. CALCULATED BY. CHECKED BY SCALE _ OF DATE. DATE. TABLE OF CONTENTS PAGE 1. PROJECT SCOPE .......................................................................................... ' 2. DESIGN CRITERIA SUMMARY ........................................................................ ^ 3. DESIGN LOADS ........................................................................................... 5 4. VERTICAL ANALYSIS: A. HORIZONTAL MEMBER DESIGN (BEAMS, HEADERS, JOISTS, ETC.) ......... B. VERTICAL MEMBER DESIGN (COLUMNS, STUDS, ETC.) ......................... 5. LATERAL ANALYSIS: A. SEISMIC / WIND LOADS ..................................................................... B. LATERAL LOAD DISTRIBUTION .......................................................... I<P C. LATERAL LOAD-RESISTING DESIGN: I. SHEARW ALL DESIGN ............................................................... M II. CANTILEVERED STEEL COLUMN ELEMENTS .............................. III. STEEL MOMENT FRAMES ......................................................... D. REDUNDANCY FACTOR VERIFICATION ............................................... 6. FOUNDATION DESIGN: A. CONTINUOUS FOOTINGS ................................................................... B. SPREAD FOOTINGS ........................................................................... C. RETAINING WALLS .......................................................................... D. SPECIAL SYSTEMS ........................................................................... I. GRADE BEAMS ....................................................................... II. DEEPENED PEERS .................................................................... 7. SCHEDULES ................................................................................................ A. SHEARW ALL SCHEDULE ................................................................... B. HOLD DOWN SCHEDULE ................................................................... C. SIMPSON STRONGW ALL SCHEDULE ................................................... D. SPREAD FOOTING SCHEDULE ........................................................... PRODUCT 207 JOB MIKE SURPRENAJNT SHEETNO -- L_ OF. CALCVJLATEDBY _ DATE. Consulting Structural Engineers " CHECKED BY _ DATE. SCALE PROJECT SCOPE Provide vertical & lateral load calculations for a proposed two-story story single- family resides with basement to be constructed at 2792 James Street Carlsbad, California 92008. Residence to be constructed utilizing primarily wood-frame construction. Roof framing to consist of pre-fabricated wood trusses, floor framing to be a combination of manufactured plywood "P-joists at the second floor and light- gauge steel floor framing at first-floor over basement, and the foundation system to consist of concrete slab-on-grade with deepened perimeter footings. These calculations have been prepared for the exclusive use of Mr. & Mrs. Grosse and their design consultant for the specific site listed above. Should modifications be made to the project subsequent to the preparation of these calculations, Mike Surprenant & Associates should be notified to review the modifications with respect to the recommendations/conclusions provided herein, to determine if any additional calculations and/or recommendations are necessary. Our professional services have been performed, our findings obtained, and our recommendations prepared in accordance with generally accepted engineering principles and practices. PRODUCT 207 ^jlL^^ MIKE SURPRENANT If V || & AoMJd AJL ED r^ V=-, Consulting Structural Engineers•^ ., . ' E" \ ! SHFET Nf) CALClHATFnRY CHECKED RY SCALF a d !iOF ~ <r*~ I-IATF HATF GOVERNING CODE: CONCRETE: MASONRY: MORTAR: GROUT: REINFORCING STEEL: STRUCTURAL STEEL: WELDING: SAWN LUMBER: I-JOISTS: MICROLLAMS/ PARALLAMS/ TIMBERSTRAND GLULAMS: SOIL: DESIGN CRITERIA SUMMARY Zoo l c.B.C. f c = 2500 PSI, NO SPECIAL INSPECTION REQ'D, (U.N.O.) ASTM C90, f m = 1500 PSI, NO SPECIAL INSPECTION REQ'D, (U.N.O.) ASTM C270, f c = 1800 PSI, TYPE S ASTM C476, f c = 2000 PSI ASTM A615, Fy = 40 KSI FOR #3 AND SMALLER ASTM A615, Fy = 60 KSI FOR #4 AND LARGER (U.N.O.) ASTM A992, Fy = 50 KSI (ALL 'W' SHAPES, ONLY) ASTM A36, Fy = 36 KSI (STRUCTURAL PLATES, ANGLES, CHANNELS) ASTM A500, GRADE B, Fy = 46 KSI (STRUCTURAL TUBES-HSS) ASTM A53, GRADE B, Fx = 35 KSI (STRUCTURAL PIPES) E70-T6-TYP. FOR STRUCTURAL STEEL E90 SERIES FOR A615 GRADE 60 REINFORCING BARS DOUG FIR LARCH, ALLOWABLE UNIT STRESSES PER 1997 UBC. TrusJoist MacMillan - ICBO PFC-4354 (TJI & TJI/PRO MEMBERS) TrusJoist MacMillan - ICBO PFC-4354 - (LVL/PSL/LSL MEMBERS) DOUGLAS FIR OR DOUGLAS FIR/HEM GRADE 24F-V4 (SIMPLE SPANS) GRADE 24F-V8 (CANTILEVERS) r-J EXISTING NATURAL SOIL VALUES PER UBC TABLE 18-I-A SOIL CLASSIFICATION - SOILS REPORT BY: £oA-5T DATED: ALLOWABLE BEARING PRESSURE ACTIVE SOIL PRESSURE (CANTILEVER) ACTIVE SOIL PRESSURE (RESTRAINED) PASSIVE SOIL PRESSURE COEFFICIENT OF FRICTION 42- JPSF _PCF _PCF PCF MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB. SHEET NO.± DATE. DATE. <?£> 5*3^1 ROOF DEAD LOAD: ROOFING MATERIAL SHEATHING RAFTERS/C J (or) TRUSSES INSULATION DRYWALL OTHER (ELEC MECH MISC ) . TOTAL DEAD LOAD: LIVE LOAD: TOTAL LOAD: FLOOR DEAD LOAD: FLOORING FINISH LT WEIGHT CONCRETE ( 2> in.).... SHEATHING JOISTS DRYWALL OTHER (ELEC MECH., MISC.) TOTAL DEAD LOAD: LIVE LOAD: TOTAL LOAD: EXTERIOR WALL STUDS DRYWALL . INSULATION EXTERIOR FINISH OTHER TOTAL LOAD: INTERIOR WALL STUDS DRYWALL OTHFiR TOTAL LOAD: DESIGN LOADS CASE 1 MATERIAL: T)L€~ SLOPE: fril /2.0 PSF 1.5 4.0 1.5 2.5 0.5 ZL..Q PSF 1 f* .0 PSF 36 .0 PSF FLOOR MATERIAL: <i/U?£T -f.o PSF 2.0 3.5 2.5 3.0 /S-0 PSF 4° .0 PSF ^5 -0 PSF FINISH: $>TV<UUO 1.0 PSF 2.5 1.5 lo.O 1.0 1 U .0 PSF CASE II PSF 1.5 4.0 1.5 2.5 0.5 .0 PSF .0 PSF .0 PSF CWC/STFET- cr^per 4,0 PSF i.o 3.0 5"5.0 PSF 4o .0 PSF «|5.0 PSF 1.0 PSF 2.5 1.5 .0 1.0 .0 PSF 1.0 PSF 5.0 1.0 7* PSF MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB. SHEET NO. CALCULATED BY_ CHECKED BY SCALE OF DATE DATE HORIZONTAL MEMBER DESIGN LEVEL: t-wF- MEMBERS: B en ^ 5, LABEL: £*-! SPAN= /O,^ FT. ET^UNIFORM LOAD D POINT LOAD (CENTERED) U CUS Lt)M LOADING (SEE DIAGRAM) Pi =*p, * R, = Z~HC- ibs VMAX = 5 "7 (6 Ibs , - MMAX= 7 2. 1C? ft-lbs USE: ^XM^R GRADE: ^>S L C: ALT: GRADE: C: » LABEL: £B~ *• SPAN= /2.5- FT. Q UNIFORM LOAD D POINT LOAD (CENTERED) , W- CUS IOM LOADING iSEt DIAGRAM) " " W S X^;: ^ f 5,5' * P, = R. = IC>6 Ibs VMAX * IC*36 ibs MMAX= 6^ ^(3 ft-lbs USE: 6X17- GRADE: r^2- C: ALT: GRADE: C: LABEL: £3-3 SPAN= /5 FT. QKUNIFORM LOAD O POINT LOAD (CENTERED) LJ CUS 1UM LOADING (SHb DIAGRAM) P, = R. - 'Zoo* lbs VMAX = 3o o & lbs t. — MMAX= //~L$0 ft-lbs USE: ^/S.VU'ik GRADE: >S I- C: ALT: GRADE: ' C: s RD = 2~74(* ibs E = 2_a»-a ksi IREO-D = /2*^ in4 I S RB= 1^07 lbs E = fl^oo ksi IREO'D a 2-^^- in4 RB = 5"0*»tf lbs E =; "7-OOO ksi IREO-D = 2>o f- in4 PRODUCT 207 JOB. MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers SHEET NO. DATE. DATE. SCALE LEVEL: £00 P ^ LeuJ poaF MEMBERS: tfE*ft> cM LABEL: £•*-/ SPAN= ^/5 FT. D^UNIFORM LOAD D POINT LOAD (CENTERED) LJ CUSTOM LOADING (Sbh DIAGRAM) P5 = R. = /7?5> ibs VMAX= /7?5 lbs MMAX= \7l° ft-lbs USE: f * 1 ^ GRADE: t^?~ C: ALT: GRADE: C: LABEL: 4-M-| SPAN= / C FT. H^^NIFORM LOAD D POINT LOAD (CENTERED) LJ CUS'lUM LOADING (SHE DIAGRAM) "" Pi = PT = R, = /S^<^ ibs VMAX = /*??-& lbs 1 ..7 MMAX= (+0& & ft-lbs USE: ^^l1® GRADE: P5L C: ALT: f *l ^ GRADE: ^^ C: LABEL: SPAN= FT. D UNIFORM LOAD C POINT LOAD (CENTERED) LJ CUS'lUM LOADING iShE DIAGRAM) Pi = P7 = R, = lbs VMAX = lbs MMAX= ft-lbs USE: GRADE: C: ALT: GRADE: C: 775 E = lb°G ksi IREO'D = If' in4 s /**• E = 2<»o0 ksi IREO'D = /75 in4 s R» = lbs E = ksi IREO-D = in* PTODUCT207 JOB. MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers SHEET NO. CALCULATED BY, CHECKED BY SCALE DATE. DATE. LEVEL: f L&vl— MEMBERS: Hr*HEt** LABEL: "FfM SPAN= /O,5> FT. (^UNIFORM LOAD Q POINT LOAD (CENTERED) U CUS'IXJM LOADING (SEE DIAGRAM) Pi = PT = R, - S^W^ Ibs VMAX = 'y^^'A Ibs 7 • MMAX= l*j C»7^ ft-lbs USE: "V2X\\ -ft GRADE: fS i-~ C: ALT: GRADE: C: LABEL: FH-Z- SPAN= 6 . 5> FT. B"*UNIEORM LOAD D POINT LOAD (CENTERED) U CUS'COM LOADING (SEE DIAGRAM) Wi ^ s?-)^ -* -* ; / i- / y W2 = Pi = P. = R, = 23t f- ibs VMAX = 2.^t4~ Ibs MMAX = ?> 7 & ° ft-lbs USE: f X fZ GRADE: # 1 C: ALT: GRADE: C: LABEL: FH~^ SPAN= JO FT. B^UNffORM LOAD D POINT LOAD (CENTERED) . U CUS'lUM LOADING ^SEE DIAGRAM) W (^J(^f ° )f ($Xb o ) ~ ?^ T- ^^ < P-J = Ri - /6i-° Ibs VMAX = (QX.<3 Ibs MMAX= ^S3° ft-lbs USE: 4* /O GRADE: 4 1 C: ALT: GRADE: C: R, = %°l t*\ Ibs E = 7.000 ksi IREO-D = 2J^ b in4 , R= = 2,b 2- f Ibs E = 2-^cx* ksi IREO-D = ^^ in4 s RD= /62.C? Ibs E = /feo° ksi IREO'D = /OjL^ in4 PnOOUCT207 JOB. MIKESURPRENANT & ASSOCIATES Consulting Structural Engineers SHEET NO..•r CALCULATED BY. CHECKED BY- SCALE DATE. DATE. LEVEL: F LOO t- MEMBERS: T&*\r^5> LABEL: F>- \ SPAN= \& FT. B^UNIFORM LOAD D POINT LOAD (CENTERED) LJ CUS'IUM LOADING (SEE DIAGRAM) Pi = P, = R, = S'6° lbs VMAX = Si £* lbs MMAX= / 2,^$o ft-lbs USE: #1X11 'IK GRADE: p5>U C: ALT: GRADE: C: LABEL: F&- *- SPAN= 1 l~ FT. ET^UNIFORM LOAD D POINT LOAD (CENTERED) U CUSIOM LOADING (SBE DIAGRAM) P! = P, = R, = T^e ibs VMAX » f^3f ® lbs MMAX- /ff5«* ft-lbs USE: ^^XM'^ GRADE: fS1— C: ALT: GRADE: ' C: LABEL: F&-> SPAN= ZO.> FT. B^ UNIFORM LOAD D POINT LOAD (CENTERED) LJ CUS 1'UM LOADING (SEE DIAGRAM) /i*iy'\Aji , \i-feYl* «v\— *^^>^ •? 1--' * PT = P2 = RL = 2 **J? lbs VMAX= 3t^-5 lbs 7. MMAX- 775 So ft-lbs USE: f .X\r& GRADE: ?3 1- C: ALT: GRADE: C: s S«So E = Z000 ksi IREO'D = 2-33 in4 S R. =: ^/fi lbs E = 2^0 ^ ksi IREO-D = ^2. in4 - / R.= 3* 2. £ ibs E = 2.C300 ^ IREO'D = fc T 7 in4 PBODUCT207 MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB. SHEET NO. CALCULATED BY, SCALE £72>-^^-=u DATE. LEVEL: ^Loo f- MEMBERS: &£* n ^ LABEL: fB'f SPAN= 2^. 3 FT. ,°| J>LT- Z*A E" fl D ,^OINT LOAD (CENTERED) W (JUS'IXJM LOADING (i>bb DIAGRAM) W2= ' 1 ^' PI = 3t2~7^tt>5 x2.o ^ -^3^ f-Lt>5 VMAX - f&Gf Ibs MMAX- 2""7^ZO ft-lbs USE: 7 X 1 r'-fe GRADE: ?5 ^ C: ALT: GRADE: ' C: LABEL: FB~ *7 SPAN= ^^^ FT. (3 UNIFORM LOAD D POINT LOAD (CENTERED) U CUS'lUM LOADING (SEb DIAGRAM) Pi =p, - R, - inl ibs VMAX = / f 2. "7 Ibs - MMAX= S~?00 ft-lbs USE: 3/2.X Jl '-» GRADE: -P5»- C: ALT: GRADE: C: LABEL: ^>'^ SPAN= 2&& FT. Q UNIFORM LOAD D ^ POINT LOAD (CENTERED) y" CUS'IOM LUAD1NU (Sbb DIAGRAM) — _— £;: f as P, = R, = 4^°1 Ibs VMAX = 2^*»t Ibs 7 MMAX= 7(?&0 ft-lbs USE: I^X )1 "6 GRADE: ^PSi— C: ALT: GRADE: ' C: *, B LJf 2CX4 lbs E = -Z--»oA ksi IREO'D = ©J^ in4 , RD= //Z7 lbs E = 2o»O ksi IREO'D = 2/^ i°4 Pf i I ' i /[ ^ RD= 25^ f ibs E = ?cpO<> ksi IREO'D = J*f & in4 PROOUCT207 JOB. MIKESURPRENANT & ASSOCIATES Consulting Structural Engineers SHEET NO.. CALCULATED BY, KT.AIF LEVEL: J-CL^gQ- fL0e P+ MEMBERS: ftG^ /N|> m LABEL: l~Fb~\ SPAN= | t~ FT. (H^*UNIPORM LOAD D POINT LOAD (CENTERED) U CUS'lUM LOADING (SEb DIAGRAM) /^_) A ^ W O'vOr^^'O ~7fefl?tF (1^/3i.o ) ^/ Pi *PT = R, = 52>"X o ibs VMAX = 5>3L^ tbs MMAX= / &b"L0 ft-lbs USE: W&XZI GRADE: ft^Z- C: ALT: GRADE: C: LABEL: /-O-2- SPAN= /3 FT. H^ UNIFORM LOAD D POINT LOAD (CENTERED) U CUS'lUM LOADING (SEE DIAGRAM) f-^i) (tfj P — VMAX = (i/ 7^ lbs MMAX- Z^fOlO ft-lbs USE: KJ&K2-1 GRADE: A*)9Z- C: ALT: GRADE: C: LABEL: LFb'^ SPAN= // FT. B^UNffORM LOAD D POINT LOAD (CENTERED) U *UUS1UM LOADING (SEE LtlAURAMj /p^) (l~^~) Pl = P* = Ri = 2o?<5 ibs VMAX= '10H* lbs . . MMAX- 575*? ft-lbs USE: IM W3( /O GRADE: ^7*2 i C: ALT: GRADE: C: , s R» = 3>^i-» lbs E — _V*¥ DO^ kci IREO-D = in4 i,n° E = ZT.0O0 ksi IREO-D = • ,, , in4 ss E - "2.4 j°a** Vci= t" • r KSI IREO-D = ~~~ in4 PRODUCT 207 C^b -XX^ MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers SHEET NO.\0 OP CALCULATED BY. CHECKED BY SCALE DATE. DATE. LEVEL: Zew€X F<,<?o*- MEMBERS: Bev*S LABEL: J.F&-+- SPAN= | T~ FT. H^UNIPORM LOAD D POINT LOAD (CENTERED) U CUS IUM LOADING (Shfc, DIAGRAM) ^ . — "tx- u<- x w /J7/ Yfr a^l -ftG^>L T ( *£*& f*40 ) XWi-^ X^,X 1^'°/ o^^f-r s^ ^ / v'-11 W2 = P! = P, = R, = 4£=>0 Ibs VMAX = 4d5<? Ibs MMAX= /45?4^ ft-lbs USE: IN'&W GRADE: A^1^^ C: ALT: GRADE: C: s/ R, ^ 4e5<? ibs E « Zfyoo ksi IREO-D = "^ — in4 LABEL: Lf&~5 SPAN= Z-O FT. p; D UNIFORM LOAD D^ POINT LOAD (CENTERED) ,, a' CUS'lUMLUAUlNOtShbUlAURAM) w /"M ^ /. i \ -, ^ . ... . 'Wi - (2X~) Ci-C) v , ^ £':/W^-0 = V7^5 (-357^^; & P; =* R, = 6»/7«? Ibs VMAX= (,110 Ibs MMAX= 37 C?^1^ ft-lbs USE: KJ/^X^ GRADE: ^^72- C: ALT: GRADE: C: Pi i • y / B' ^ ^ RD = t*no ibs E = Mt**° ksi IitEp-D = — in4 LABEL: Z-FB' ^ SPAN= 1 (- FT. f D UNIFORM LOAD D POINT LOAD (CENTERED) -f U- C»B 1'UM LUAUIN*J (Sbb D1AORAM) 1- (1>L) (i-H . * ml * W2 = ^>vac ^'y,) = */*'^C251l/'07<V Xr=^«:fciV/---^^V'^5 ^ Z73o ibs VMAX^ f54-0 Ibs MMAX- 1H!>0 ft-lbs USE: Z^OXZ^i GRADE: Ml 2- C: ALT: GRADE: C: > Ss R>= V-5fo (bs E = ftf0c* ksi IREO-D = , in* PRODUCT 207 Title: GROOSSE RESIDENCE Dsgnr: JUAN GARCIA Description: Job # 03222 Date: 12:19PM, 15 JAN 04 Scope Rev: 560100 Usar: KW-0603057. Vef 5.6.1. 25-Oct-2002 (c)1983-2002 ENERCALC Engineering Software Multi-Span Steel Beam Page 1 f:\projects\folders\01 -miscVwrignt desSgnyjro Description LOWER FLOOR STEEL BEAMS General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements ', Fy - Yield Stress 50.00 ksi All Spans Considered as Individual Beams Load Duration Factor 1.00 Span Information Description Span ft Steel Section End Fixity Unbraced Length ft Loads Live Load Used This Span ? Dead Load k/ft Live Load Point #1 <§ Point #2 <§ k/ft DL k LL k JX ft DL k LL k JX ft LF8-1 14.00 W8X21 Pin-Pin 0.00 Yes 0.440 0.320 UFB-2 13.00 W8X21 Pin-Pin 0.00 Yes 0.550 0.400 LFB-3 11.00 W8X18 Pin-Pin 0.00 Yes 0.220 0.160 LFB-4 12.00 W8X21 Pin-Pin 0.00 Yes 0.468 0.340 LFB-5 20.00 W10X39 Pin-Pin 0.00 Yes 3.574 2.600 6.000 3.574 2.600 14.000 LFB-6 16.00 W8X21 Pin-Pin 0.00 j Yes 2.571 1.870 10.000 1.636 1.190 10.000 Results Mmax @ Cntr @X = Max @ Left End Max @ Right End fb : Actual Fb : Allowable fv : Actual Fv : Allowable k-ft ft k-ft k-ft psi psi psi psi 18.62 7.00 0.00 0.00 12,284.7 33,000.0 Bending OK 2,570.0 20,000.0 Shear OK 20.07 6.50 0.00 0.00 13.240.6 33,000.0 Bending OK 2,983.1 20,000.0 Shear OK 5.75 5.50 0.00 0.00 4,534.9 33,000.0 Bending OK 1,116.3 20,000.0 Shear OK 14.54 6.00 0.00 0.00 9,595.6 33,000.0Bending OK 2,342.0 20,000.0 Shear OK 37.04 14.00 0.00 0.00 10,549.6 33,000.0 Bending OK 1,975.8 20,000.0 Shear OK 27.13 10.03 0.00 0.00 17,899.4 33,000.0Bending OK 2,194.1 20,000.0 Shear OK Reactions & Deflections Shear @ Left Shear @ Right Reactions... DL @ Left LL @ Left Total @ Left DL @ Right LL @ Right Total @ Right Max. Deflection , @X = Span/Deflection Ratio k k k kl^ k k k in ft 5.32 5.32 3.08 2.24 5.32 3.08 2.24 5.32 -0.301 7.00 558.5 6.17 6.17 3.57 2.60 6.17 3.57 2.60 6.17 -0.280 6.50 558.0 2.09 2.09 1.21 0.88 2.09 1.21 0.88 2.09 -0.070 5.50 1,893.0 4.85 4.85 2.81 2.04 4.85 2.81 2.04 4.85 -0.173 6.00 834.2 6.17 6.17 3.57 2.60 6.17 3.57 2.60 6.17 -0.465 10.00 516.5 2.73 4.54 1.58 1.15 2.73 2.63 1.91 4.54 -0.451 8.53 425.4 Query Values Location Shear Moment Max. Deflection ft k k-ft in 0.00 5.32 0.00 0.00 0.00 6.17 0.00 0.00 0.00 2.09 0.00 0.00 0.00 4.85 0.00 0.00 0.00 6.17 0.00 0.00 0.00 2.73 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 BusinessTJ-Beam(TM) 6.10 Serial Number: 7003005810 FLOOR JOIST (FJ-1) 11 7/8" TJI®/Pro(TM)-250 @ 12" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED LUt 12 i 21'6" Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 15.0 Dead •— SUPPORTS: 1 Stud wall 2 Stud wall Input Bearing Vertical Reactions (Ibs) Width Length Live/Dead/UplinVTotal 5.25" 4.00" 430/161/0/591 5.25" 4.00" 430/161/0/591 Detail Other A3; Rim Board 1 Ply 1 1/4" x 11 7/8" 0.8E Tj-Strand Rim Board® A3: Rim Board 1 Ply 1 1/4" x 11 7/8" 0.8E TJ-Strand Rim Board® -CAUTION: Required bearing length(s) exceed the minimum shown in the TJ Builder's guide for single family residential applications, supports, 3 1/2". Intermediate supports, 3 1/2" with web stiffeners and 5 1/4" without web stiffeners. -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board Limits: End DESIGN CONTROLS: Shear (Ibs) Vertical Reaction (Ibs) Moment (Ft-Lbs) Live Load Deft (in) Total Load Defl (in) TJPro Maximum Design Control Control Location 572 -567 1420 Passed (40%) Rt. end Span 1 under Floor loading 572, 572 1420 Passed (40%) Bearing 2 under Floor loading 2972 2972 4430 Passed (67%) MID Span 1 under Floor loading 0.482 0.520 Passed (U518) MID Span 1 under Floor loading 0.662 1.040 Passed (L/377) MID Span 1 under Floor loading 31 30 Passed Span 1 -Deflection Criteria: STANDARD<LL:L/480,TL:U24Q). -Allowable moment was increased for repetitive member usage. -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. 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 UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: GROSSE RESIDENCE OPERATOR INFORMATION: JUAN GARCIA MIKE SURPRENANT & ASSOCIATES 335 15th STREET SAN DIEGO, CA 92101 Phone:(619)531-0757 JUAN@MSAENG.COM Copyright © 2003 by Tens Joist, a Weyerhaeuser Business TJI® and TJ-Bearo® are registered trademarks of Trus Joist. e-I Joist1", Pro1" and TJ-pro™ are trademarks of Trus Joist. F:\Projects\Folders\01-Misc\Hright Design\Grosse-03222\FJ-l.sms haeuser Business TJ-Beam(TM) 8.10 Serial Number; 7003005610 FLOOR JOIST (FJ-2) 11 7/8" TJI®/Pro(TM)-250 @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ir Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf); 40.0 Live at 100 % duration, 15.0 Dead — SUPPORTS: 1 Stud wall 2 Stud wall Input Bearing Vertical Reactions (Ibs) Width Length Live/Dead/Uplift/Total 5.25" 4.00" 453/170/0/623 5.25" 4.00" 453/170/0/623 Detail Other A3: Rim Board 1 Ply 1 1/4" x 11 7/8" 0.8E TJ-Strand Rim Board® A3; Rim Board 1 Pty 1 1/4" x 11 7/8" 0.8E TJ-Strand Rim Board® -CAUTION: Required bearing length(s) exceed the minimum shown in the TJ Builder's guide for single family residential applications, supports, 3 1/2". Intermediate supports, 3 1/2" with web stiffeners and 5 1/4" without web stiffeners. -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board Limits: End DESIGN CONTROLS: Shear (Ibs) Vertical Reaction (Ibs) Moment (Ft-Lbs) Live Load Defl (In) Total Load Defl (in) TJPro. Maximum 597 597, 2433 Design -591 597 2433 0.246 0.339 42 Control 1420 1420 4430 0.407 0.815 30 Control Passed (42%) Passed (42%) Passed (55%) Passed (L/794) Passed (L/577) Passed Location Rt. end Span 1 under Floor loading Bearing 2 under Floor 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,TL:L/240). -Allowable moment was increased for repetitive member usage. -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. 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 U8C analyzing the TJ Distribution product listed above. PROJECT INFORMATION: GROSSE RESIDENCE OPERATOR INFORMATION: JUAN GARCIA MIKE SURPRENANT & ASSOCIATES 335 15th STREET SAN DIEGO, CA 92101 Phone:(619)531-0757 JUAN@MSAENG.COM Copyright Q 2003 by Trus Joist, a Weyerhaeuser Business TJI® and TJ-Beatn® are registered trademarks o£ Trus Joist. e-I Joist1",Pro™ and TJ-Pro™1 are trademarks of Trus Joist. F:\Projects\Folders\01-Misc\Hright Design\Grosse~03222\FJ-2.3ins FJ-3 vcrhaeu.scr Business TJ-Beam(TM) 6.10 Senal Number: 7003005810 11 7/8" TJI®/Pro(TM)-250 @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension: 17' 6" -15'2'6" Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 15.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Point(plf) Roof(1.25) 136.0 331.0 17' 6" SUPPORTS: 1 Stud wall 2 Stud wall Input Width 3.50" 3.50" Bearing Length 2.25" 3.50" Vertical Reactions (Ibs) Live/Dead/UplinVTotal 402 / 66 / 0 / 468 759/725/0/1484 Detail Other A3: Rim Board E1: Blocking -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board,E1: Blocking 1 Ply 1 1/4" x 11 7/8" 0.8E TJ-Strand Rim Board® 1 Ply 11 7/8" TJI®/Pro(TM)-250 DESIGN CONTROLS: Maximum Design Control Control Shear (Ibs) 817, Vertical Reaction (Ibs) 1270 Moment (Ft-Lbs) -1904 Live Load Defl (in) Total Load Deft (in) TJPro 806 1270 -1904 0.166 0.096 47 1775 2030 4153 0.366 0.265 30 Passed (45%) Passed (63%) Passed (46%) Passed (L/999+) Passed (2L/660) Passed Location Right OH under Roof loading Bearing 2 under Floor loading Bearing 2 under Roof loading MID Span 1 under Floor ALTERNATE span loading Right OH under Roof ALTERNATE span loading Span 1 -Deflection Criteria: STANDARD(LL:L/480,TL:L/240). Additional checks follow. -Right Overhang:(LL:0.200", TL2U240). -Allowable moment was increased for repetitive member usage. -Permanent bracing at third points in the back span or a direct applied ceiling over the entire back span length is required for right cantilever. See literature detail (PB1) for clarification. -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include alternate member pattern loading. PROJECT INFORMATION: GROSSE RESIDENCE OPERATOR INFORMATION: JUAN GARCIA MIKE SURPRENANT & ASSOCIATES 335 15th STREET SAN DIEGO, CA 92101 Phone:(619)531-0757 JUAN@MSAENG.COM Copyright €> Z003 by Trus Joist, a Weyerhaeuser Business TJI© and TJ-Beam® are registered trademarks of Trua Joist. e-I Joist1", Pro*" and TJ-Pro1" are trademarks of Trus Joist. F:\Projects\Folders\01~Misc\Wright DesignNGroase-03222\FJ-3.sms JOB. MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers SHFFT ND CALCULATED BY.DATE. DATE. LATERAL ANALYSIS / DESIGN (SEISMIC / WIND LOADS) AREA:_ Seismic: V = (2.5 C. I/ R) W. - (Governs) 1.4(ASD) Seismic Zone *T Z = . r Soil Profile = 5 T> N.= / •« Ca= .f f I 3= 1.0 (Standard Occupancy) R^ 4.5> W, = Total Seismic Dead Load BASE SHEAR: V = Q.I75 W. (ASD Load) - (Assume p = 1.0, Verification to Follow) ROOF WEIGHT: Diaphragm = Wind: P^CeCoq,! Method Exposure ce = _t, h™. =ft Cq = q, = _/. It 3 Basic Wind Speed UBC Table 16-G UBC Table 16-H psf mph Iw = 1.0 (Non-Essential Facility) P = C« Cq q, I = II-6 psf LBS Exterior Wall Weight = Interior Wall Weight = f Z7&' Uo* )f *9^1 X 7- Total Weight (Tributary to Diaphragm) = 2 FLOOR WEIGHT:. Diaphragm = ( 2. ; 2 7 , O O O LBS _LBS LBS Exterior Wall Weight = Interior Wall Weight =s (aq^X'^yi^p5 F=OOO - }(l ' -1~ Total Weight (Tributary to Diaphragm) = FLOOR WEIGHT: Diaphragm = Exterior Wall Weight = Interior Wall Weight = . Total Weight (Tributary to Diaphragm) = TOTAL DEAD LOAD, Wt = LBS LBS LBS LBS LBS LBS LBS LBS LBS BASE SHEAR, V = 0,\15 Wt =2*1,631 LBS UNIT SHEAR, v = V / Area (Applies to single level structures only) =.PSF PRODUCT 207 JOB. MIKE SURPRJENANT & ASSOCIATES Consulting Structural Engineers SHEET NO. DATE. DATE. LATERAL LOAD DISTRIBUTION DIAPHRAGM LEVEL ROOF a FLOOR FLOOR h* (ft)(k-ft) wx 1.00 (Ibs) A (ft2) V= JSHEARWALL DESIGN LATERAL LOADS| WIND LOAD = PRESSURE (P) x PROJECTED VERTICAL HEIGHT (h) SEISMIC LOAD = STORY SHEAR (vj x DIAPHRAGM DEPTH (d) ROOF DIAPHRAGM: WIND: P 11.6 (psf) x SEISMIC: v, g.T-7 fpsft x E-W: (ft) = /<*> (plf) (ft) = /f? f fft2) (psf) Ibs GOVERNS WIND: SEISMIC: p j/,e v. 0,2.7 (psf) x _ (psf) x _ LEVEL DIAPHRAGM: N-S: WIND: SEISMIC: E-W: WIND: SEISMIC: P In ® v, 4 1 3 P p M- v v f ,3k (psfjx _ (psf) x (psf) x (psf) x LEVEL DIAPHRAGM: N-S: WIND: SEISMIC: E-W: WIND: SEISMIC: p V1 p VT (psf) x _ (psf) x (psf)x (psf) x _ _3 (ft) =_£7-t, (ft) = _Zl A= ^^S /^ (ft) = /; 2o ffn - (S, /« fftt = A 2t- fft) = h A = fftt = fft) = fft) = fftt = ?fo fplf) 5 fplf) <=?6' \C (f^ 7 fpifi 5eT5 '* fplf) <ft^ '3 fplf) 5ff^ .(ft2) fplf) fplf) (plf) I3HIC- GOVERNS VLA7\VZ~ M 1 C- GOVERNS WLAT\V& >n\C- GOVERNS GOVERNS GOVERNS MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers IOH i*e kj f v ^-> RHFFT Nn r.Ai r.\ n ATFn HY DHF^KFn BV SPAIF lY -*/3iI i np ( <="* nATF riATF fJbJ? Story ShearwalU Grirllin* ^ Tributary Area (This Level): Lateral Load (This Level): Lateral Load (Level Above): Shearwall(s) Length. L = Unit Wall Shear, v = F,/L = Shearwall Type: (l f Overturning: L - Uplift^ fZLSp Holdown Anchor Type: Gridline 4 Tributary Area (This Level): Lateral Load (This Level): Lateral Load (Level Above): Shearwall(s) Length, L = Unit Wall Shear, v a FX/L = Shearwall Type: { 3 w Overturning: f L =Uplift = (3u \ )7 Holdown Anchor Type: Gridline ^ Tributary Area (This Level): Lateral Load (This Level): Lateral Load (Level Above): Shearwall(s) Length, L = Unit Wall Shear, v = FK/L = Shearwall Type: \Zf Overturning: L = Uplift = (2~l& Holdown Anchor Type: SHEARWALL DESIGN tv>~5 Direction Unit Lateral Load, v = S ,^-"7 psf ('%y»^a 2^6 sq.ft. 2.4(^0 Lbs — Lbs Total Load (AH Levels). F, = 2.4UO Lbs 11 ft. 22- f pif S . ^ ft. Okav by Inspection I"5- Z^/2- Lbs LI M5TC40 ^)^- Z,,SQ., Z_3tS»Lbs — Lbs Total Load C All Levels). F, = Z 3 C > Lbs t"^ ft. 3Uf Dlf v » 7 ft. Okay bv Inspection *!>* 32"?5 Lbs S MTt57. ^Ofo^^H)f24), 4722- Lbs ^~ Lbs Total Load (All Levels). F. = ¥7X^_ Lbs ^ / ft.276 plf * ' ^ ft. Okay by Inspectiony^)8* 2f?<? Lbs PKXJUCT3J7 JOB. MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers SHEET NO..Jg> CALCULATED BY. CHECKED BY SCALE OF DATE. DATE. -XfcL Story ShearwaUs M-7 Gridline £ Tributary Area (This Level"): (z-z/z. )( 2. Lateral Load (This Level): Lateral Load (Level Above"): Shearwallfs) Length. L = Unit Wall Shear, v = F./L = 5 1 f pif Shearwall Type: \^3f Overturning: L = 7/5 ft. Uplift = (S/4)f^)- Holdown Anchor Type: r^i Gridline 7 <f • • •• / Tributary Area (This LevelV. ( zz/i Lateral Load (This Level! : Lateral Load ( Level Above): Shearwall(s) Length. L = Unit Wall Shear, v = F,/L = / 7 5 pif Shearwall Type: (J_f Overturning: L = ft. Uplift = Holdown Anchor Type: r — i Gridline / fiQ \ Tributary Area (This Level): I* ^"J- ) Lateral Load (This Level): Lateral Load (Level Above): Shearwatl(s) Length. L = Unit Wall Shear, v = F,/L = / ? ? pif Shearwall Type: ( 1 f Overturning: L = 7 /,5 ft. Uplift = (/(/ n \ ) " Direction Unit Lateral Load, v = 0. 2.7 psf A / A \ X \ 385-t Lbs — Lbs Total Load (All Levels). F,= BS^t Lbs 7,5 ft. Okay bv Inspection 4624- Lbs ,51_ _ 1 \ ••* I ^** ^^^ au* ii* 2.3C5» Lbs — Lbs Total Load (All Levels). F. = 2 3 <e S> Lbs y3»^ ft. |X*^ Okay by Inspection Lbs ( ** ) ~ I&O sq.ft. /f 6^ Lbs — Lbs Total Load (All Levels). F, = 1 1 *1 Lbs 7-> ft. Okav by Inspection /7#?Lbs Holdown Anchor Type: m ^*>5"5O^ MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers SHEET NO.rt CALCULATED BY. CHECKED BY SCALE DATE. DATE, 2** Storv Shearwalls Gridline /T Tributary Area (This Level): ( L Lateral Load (This Level): Lateral Load (Level Above"): Shearwall(s) Length. L = Unit Wall Shear, v = F./L = /.? / Shearwall Tvpe: ( 1 f Overturning: L = Uplift = Holdown Anchor Type: i — i Gridline E> A Tributary Area (This Level): L Lateral Load (This Level): Lateral Load f Level Above): Shearwall(s) Length. L = Unit Wall Shear, v = F,/L = 2°l tf Shearwall Tvpe: \^J Overturning: L = ^uplift = (21 eon }- Holdown Anchor Type: nrj Gridline C. , Tributary Area (This Level): [~l-''/L Lateral Load (This Level): Lateral Load (Level Above): ShearwaH(s) Length. L = Unit Wall Shear, v = F./L = 47 / Shearwall Tvpe: (S_p Overturning: .L = / - uplift = (f7Mn>^I Holdown Anchor Type: rzn E~ IA/ Direction Unit Lateral Load, v = 6. 2-7 Ps^ VL)f*Or 2S<* sq.ft. ^36^ Lbs — Lbs Total Load (All Levels). F, = Jt 3^» ^ Lbs /^ ft. - Plf ft. ^ Okay by Inspection Lbs /J.)(2.« )" f&O sq.ft. / -^S9 Lbs — Lbs Total Load (All Levels'). F. = /f @9 Lbs 5 ft. > plf ft. Okay by Inspection 2600 Lbs *$T^ + 0 Y*Ot ^^)(i^)^ 3?? sq.ft. 32*T& Lbs Lbs Total Load (All Levels). F, = 32_*?^» Lbs "7 ft. _ P^ ft. Okay by Inspection dyit.?)-f-f)l)f£t.3)11 3.5^- 302.^ Lbs HSX52, MIKE SURPRJENANT & ASSOCIATES Consulting Structural Engineers JOB. SHEET NO.. CALCULATED BY. CHECKED BY SCALE OF DATE. DATE. ZHi> Story Shearwalls Gridline i> Tributary Area (This Level): Lateral Load (This Level): _ Lateral Load (Level Above): Shearwall(s) Length, L Unit Wall Shear, v = F,/L = Shearwall Type: Overturning: Uplift = 1 L = Holdown Anchor Type: Gridline P" Tributary Area (This Level): Lateral Load (This Level): Lateral Load (Level Above): Shearwall(s) Length, L Unit Wall Shear, v = FX/L = Shearwall Type: Overturning: L _= Uplift = _ Holdown Anchor Type: Gridline rr 4 •*- Tributary Area (This Level): Lateral Load (This Level): _ Lateral Load (Level Above): Shearwall(s) Length, L Unit Wall Shear, v = FX/L = Shearwall Type: Overturning: - Uplift = L = Direction Unit Lateral Load, v = sq. ft. 4&&I Lbs — Lbs Total Load (All Levels), F* = ft. +.0&I Lbs ft.Okay by Inspection- y.~Wwi~-Lbs ): ("/l)(&) ^27» sa.ft. Z 1t>& Lbs ): — Lbs Total Load (All Levels), Fx =Z,+<*° Lbs ft.plf ft.Okay by Inspection 27 Total Load (All Levels), F* =n a.pif ft.Okay by Inspection Lbs Holdown Anchor Type:D _ sq. ft. Lbs — Lbs Lbs JOB. MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers SHEET NO..OF. CALCULATED BY. CHECKED BY SCALE DATE. DATE. 2 Storv Shearwalls Gridline uJ Tributary Area (This Level): Lateral Load (This Level): Lateral Load (Level Above): Shearwall(s) Length, L = Unit Wall Shear, v = F*/L = Sheanvall Type: \Zf Overturning: , L = Uplift = (266 Yl Holdown Anchor Type: Gridline Tributary Area (This Level): Lateral Load (This Level): Lateral Load (Level Above): Shearwall(s) Length, L = Unit Wall Shear, v = FX/L = Sheanvall Type: ( f Overturning: L - Uplift = Holdown Anchor Type: Gridline Tributary Area (This Level): Lateral Load (This Level): Lateral Load (Level Above): Shearwall(s) Length, L = Unit Wall Shear, v = FS/L = Shearwall Type: " ( W Overturning: L = Uplift = Holdown Anchor Type: E"-Vv/ Direction Unit Lateral Load, v = &i*-f psf faOfrO f f'9iy«,; = 373 „.«. Bod^ Lbs Lbs Total Load (All Levels). F, = _?f6> Lbs //.5 ft.Z(,Q Dif ^' 5 ft. Okav by Inspection }' -1 G-W("°) i~(/t)fett0 )H 5i^/i- /f5"^- Lbs E M57t4<? sq. ft. Lbs Lbs Total Load (All Levels). F, = Lbs ft. Dlf ft. Okav by Inspection Lbs D sq.ft. Lbs Lbs Total Load (All Levels), F, = Lbs ft. plf ft. Okav by Inspection Lbs D OOATH irr in MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB. SHEET NO.. p-so-z-zi. CALCULATED BY.DATE. DATE. SCALE \ Storv Shear-walls f4~^ Direction Unit Lateral Load, v = Gridline 2» / ~^ >. ,- x Tributary Area (This Level1) : L ^ /l-^ / Lateral Load (This Level"): Lateral Load f Level Above): Total Load (All Levels'). F, = Shearwallfs) Length. L = )"2- ft. Unit Wall Shear, v = F,/L = 3 \ (a plf Shearwall Type: (2-p Overturning: L = ^> ft. Okay by Inspection Uplift = f"3tt)(\C^ •= "3 ) ^2. Lbs Holdown Anchor Type: rri Gridline 3 /2V \/ \ Tributary Area (This Level1): \ '*- /(.i * J Lateral Load (This Levell: Lateral Load (Level Above): (p-^C»^)( V%4- ) Total Load f All Levels'). F, = Shearwallfs^ Length. L = f ft. Unit Wall Shear, v = F,/L = ^2-<3 plf Sheanvall Type: rT~t f"2-) SOJ^^^JC? 5*hy$a^ $7lo*l$ U>4 U- Overturning: L = ft. Okay by Inspection Uplift = Lbs Holdown Anchor Type: r-1\/\ 4>&L fafi^JVr^ Gridline -? r Q , -\ /o I >• \/ ' \ Tributary Area fThis Levell: 1 /^-X-^ ^ r( *" /Z/(2fr / Lateral Load fThis Level"): Lateral Load fLevel Above): Total Load f All Levels"). F, = Shearwallfs") Length. L lO ft. Unit Wall Shear, v = F,/L = 7 2^ plf Sheanvall Type: (4^ Overturning: L = 4-<5 ft. Okay by Inspection Uplift = (715 Vt° ) ' 72,3 ( Lbs Holdown Anchor Type: rpn + 75(0 DSf 2^fc sq. ft. / 33 T- Lbs 2 *W Lbs 37^ t Lbs 37r SQ. ft. ) d3l Lbs 1 (^ Cp*1! Lbs 3iOO Lbs 5Go Sq: ft. •2521 Lbs 4722. Lbs •7251 Lbs MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers .IDH RHFPT Nn OT>P^X CALCULATED BY, CHECKED BY SCALE DATE. DATE. i vr - t[ Storv Shearwalls *J.~2. Gridline £> (~Ll/ Y Tributarv Area fThis Level): V '*- A. Lateral Load fThis Level): Lateral Load fLevel Above): Shearwall(s) Length, L = Unit Wall Shear, v = F,/L = 7C1"7 plf Shearwall Tvpe: \*i>f Overturning; L = *^ ft.uplift = (T'nKfov.i/rfc^jf"?'0) Direction Unit Lateral Load, v = ^ 1 3 U psf M)*fnA3fM). ^s,, 152.(?Lbs 3ftS^- Lbs Total Load f All Levels). F, = C 57 f Lbs © ft. Okav bv Inspection 1 1- "=- 7 46 C» Lbs Holdown Anchor Type: ppi Gridline 7 "f ® /. , . Tributarv Area fThis Level): ( * %- Lateral Load (This Level): Lateral Load (Level Above): . , , Shearwall(s) Length, L = Unit Wall Shear, v = F,/L = "7 4 2- plf Shearwall Type: \*?f Overturning: L = 5 ft. Uplift = ("]4L')(lo )' Holdown Anchor Type: r^i i..^-. Gridline f 4 /<? /,„ . Tributarv Area (This Level): L '*- > Lateral Load (This Level): Lateral Load (Level Above): Shearwall(s) Length, L = Unit Wall Shear, v = R/L = 37 ^ olf Shearwall Tvpe: (3^ Overturning: L = v /5 ft.uplift = (yii-Iie)- Holdown Anchor Type: jyi )f» ) = 3o« 7343 Lbs 2iC?S> Lbs Total Load (All Levels). F. = _?7o 8 Lbs 5 ft. Okav by Inspection 742-** Lbs O> 2l£ sq.ft. ^42. Lbs / 40^ Lbs Total Load (All Levels). F, = m 2 43 1 Lbs (xi^ft. Okav bv Inspection 57 4<? Lbs 444aa^" MIKI iFTf & A^JL| Consular 1 Storv Shearwalls Gridiine /Y Tributary Area (This Level): Lateral Load (This Level): Lateral Load (Level Above): Shearwall(s) Length, L = Unit Wall Shear, v = FX/L = Sheanvall Type: ( 1 f : SURPRENANT -^1 J-> A ^rW~T A.TT-1. SHEET NO •t=T Op *T^"" ip Structural Engineers CM nm ATPD nv na-rc CHECkPn HY DATE SCALP f* W/ Direction Unit Lateral Load, v = f »3 4 (^/Ote-fV- 37* /L?> 2bt* Total Load (All Levels'). F. = 3T °I ^> ft. /£<? Dlf » psf sq. ft. L_Lbs 5 Lbs 4» Lbs Overturning: L = Uplift = ft. ^ Okay by Inspection Lbs Holdown Anchor Type: i—i Gridiine ~£? Tributary Area (This Level): Lateral Load (This Level): Lateral Load (Level Above): (WJ(^} Shearwall(s) Length, L Unit Wall Shear, v = FX/L = Sheanvall Type: Overturning: J-. = Uplift = Total Load (All Levels), Fx = /o,3 ft. . sq. ft. .Lbs Lbs 2370 Lbs Plf ft.. Okay by Inspection 22-0,5 Lbs Holdown Anchor Type:TO2- Gridiine Tributary Area (This Level): Lateral Load (This Level): _ Lateral Load (Level Above): ShearwaH(s) Length, L Unit Wall Shear, v = FK/L = )f34 Total Load (All Levels), Fx = it ft. 37f >sq.ft. ,Lbs Lbs Lbs 33 Z. pif Sheanvall Type: Overturning: Uplift = _ L = .ft.Okay by Inspection Lbs Holdown Anchor Type: JOB. MIKE SURPRJENANT & ASSOCIATES Consulting Structural Engineers SHEET NO.OF l CALCULATED BY. CHECKED BY SCALE DATE. DATE. ) Story Shearwalls Gridline ,P s Tributary Area ("This Level): L Lateral Load (This Level"): Lateral Load (Level Above"): ShearwalKs") Length. L = 6 -f- Unit Wall Shear, v = F./L = 3°) Shearwall Tvpe: (4-p Overturning: L = ? ' x Uplift = ( 3*0110^- Holdown Anchor Type: rj— i Gridline fc / Tributary Area fThis Level"): ( *^ Lateral Load (This Level! : Lateral Load (Level Above1): Shearwallfsl Length, L = Unit Wall Shear, v = F./L = 3C?3 Shearwall Type: \3-f Overturning: L= ^upHft = r^^hcA - .°\c4e Holdown Anchor Type: rp~i Gridline f ^ ^7 /-y* Tributary Area (This Level"): I' ^ Lateral' Load (This Level): tateral Load (Level Above"): Shearwallf si Length, L = Unit Wall Shear, v = F./L = 42. 2- Shearwall Tvpe: \5/ *^ k " Overturning: L = 5 Uplift = (4^2- )f/o ) »" Holdown Anchor Type: JT~I E~ w Direction Unit Lateral Load, v = 4,3fo psf n/t]fiO -r-OVOftO* 2T2- sq.ft. /273 Lbs ?06I Lbs Total Load (All Levels}. F. = 535 1 Lbs^ y _M_ , ,^_ y 2 plf< 5°15-T*LP ArJAuWSlS 4 3>ESIC,/O j>^^T-oij"r T — ' § ^/^ i^T^ 71 ^^/*i ^^ / ^? I / » t1 Jx^^ ft. Okav bv Inspection 3^| £& Lbs PHD5 /5/7 Lbs Lbs Total Load (All Levels'). F, = /5/7 Lbs ^ ft. plf ft. Okay by Inspection M7.Of('0YJ5.«;y/*/W.o):j2.^ Z^^ Lbs ^>rtt>7^ ^•)f3^ ) 3ofc sq.ft. /^3f Lbs 246<? Lbs Total Load (All Levels1!. F. = 3 7 ^ f- Lbs ^ ft.plf (2) v r StAj24-Xlo ^; /f£$o*0 $Tfe.o*J 'i ulftt-L-5 ft. Okav by Inspection •^2-20 Lbs PrTt>^ JOB. MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers SHEET NO. CALCULATED BY_ CHECKED BY SCALE DATE. DATE. 1 Story Sheanvalls Gridline fr * "^ Tributary Area (This Level): Lateral Load (This Level): Lateral Load (Level Above): Shearwall(s) Length, L = Unit Wall Shear, v = FX/L = ShearwallType: (1 f Overturning: L = Uplift = Holdown Anchor Type: Gridline 3" Tributary Area (This Level): Lateral Load (This Level): Lateral Load (Level Above): Shearwall(s) Length, L = Unit Wall Shear, v = FS/L = Sheanvall Type: \2-P Overturning: . L = Uplift = C325//oJ Holdown Anchor Type: Gridline Tributary Area (This Level): Lateral Load (This Level): Lateral Load (Level Above): Shearwall(s) Length, L = Unit Wall Shear, v = FX/L = Sheanvall Type: \ f Overturning: L = •Uplift = Holdown Anchor Type: E-\/J Direction Unit Lateral Load, v = T,3(» psf ('*x»0- 3^sqft/ 334- Lbs 24^o Lbs Total Load (All Levels). F, = ^ IT f Lbs £-0 ft. 1^0 Dlf ft. t^^Okay by Inspection Lbs D (*%Y«. )* ?^« sa.ft. //37 Lbs 3065 Lbs Total Load (All Levels). F, - f 2 Z 2. Lbs /3> ft. 3"^^ Dlf / ^ ft. Okay by Inspection . , . *.1£f/«y/i*)ff/w)fti»*If'fe«>«/6.»)7 ^4' -7&I Lbs LJ A/O /f^f J^ET?k sa.ft. Lbs Lbs Total Load (All Levels). F, = Lbs ft. Dlf ft. Okay by Inspection Lbs D MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB. SHEET NO.. CALCULATED BY. CHECKED BY SCALE DATE. DATE. PERFORATED SHEARWALL DESIGN GRIDLINE"D" INPUT PARAMETERS: F=_ W=_ wl=_ w2=_ w3= 3,172 Lbs. 8_ft. 3 ft. 1.5 ft. 3.5 ft. v=397 plf. CLCULATED OUTPUT: WALL FORCES Fy= 1190 Lbs. Fx= 1487 Ibs. Fstrap= 446 Ibs. Fxl= 1041 !bs. INDIVIDUAL PANEL SHEARS Vl= 347 plf. V2= 496 plf. V3= 595 plf. OVERTURNIG FORCE RF= 2297 Lbs. OTF= 3965 Lbs. UPLIFT= 1668 Ibs. (Total Force) H=_ hl= h3= (1st FLR) 10 ft. _JLft- _!«• 2 ft. (Unit Shear) USE: "CS16" STRAP FULL LENGTH TOP & EOT. USE: TYPE 4 SHEAR WALL USE: PHD5 HOLDOWNS PRODUCT 207 JOB. MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers SHEET NO.. CALCULATED BY. CHECKED BY SCALE DATE. DATE. PERFORATED SHEARWALL PARAMETERS F—» IDMDUAL PANEL ZONES CSEE FED BELOUJ; LU1NDOU OPEN'S LU2 IU3 LU figure Fatrap FL5D h3 h2 hi D PnODUCT»7 Title : GROOSSE RESIDENCE Dsgnr: JUAN GARCIA Description : Scope : Job # 03222 Date: 10:22AM, 15 JAN 04 Rev: 560100 D , ' User: KW-0603057, Ver 5.6 .1, 25-OC1-2002 MaSOnrV PlfiT AnalVSIS & D&^ifin ^age 1(c)1 983-2002 ENERCALC Engineering Software • ••»-—•«• / •*.. «-inuijui^ wt u^^i^jn f '\projects\f olders\Q 1 -misc\vwight desigrrtgro Description CMU General Information Total Lateral Force Seismic Zone Load Duration Factor Shear Pier Data Pier Height Pier Length Wall Thickness T : Depth Mult. Pier Fixity fm Fs Sp Insp Grout Spacing Analysis Data Height/Length (H/L)A3 Rel. Defl Sum Rigidity- Rigidity = .001/Defl % Force to Pier Shear to Pier Relative Defl * 10A5 M / (VDepth) Em Ev I Summary f Shear Reinforcing... fv=V/(12*esrjd> Fv: w/o Reinf. Fv: w/ Reinf. Horiz. Shear Av Req'c Bending Reinforcing... Moment @ End "d" to tension As Bending As Req'd PIER @ BASEMENT LINE"5" Calculations are designed to 1997 UBC Requirements 7.30 k Moduli: Em = fm " 750.00 4 Moduli: Ev = Em * 0.40 1.33 Pier #1 9.00ft 6.00ft Sin 0.90 Pin-Fix 1,500 psi 24,000 psi No Sin I Pier #1 1.5000 3.3750 2.0000 500.00 500.000 1.00 7.300 k 0.00 in 1.500 1125,000.0 psi 450,000.0 psi Pier #1 22.23 psi 23.28 psi 38.63 psi Not Req'd inA2/ft 65.70 k-tt 5.40ft 0.38 in2 MIKE SURPRENANT 5, 7- & ASSOCIATES SHEETNO -22 OF-^ gg^.^ Consulting Structural Engineers CALCULATED BY DATE CHECKED BY DATE. SCALE REDUNDANCY FACTOR CALCULATION (UBC1630.U) FLEXIBLE DIAPHRAGM WITH WOOD STRUCTURAL PANEL SHEARWALLS Vmax = 33OQ Lbs (Total lateral load at Gridline 3 ») lw = T ft (Total Sum of Lengths of Shearwalls at Gridline) F = 2^;^^ Lbs (Story Shear) AB = ~2-fV5° sq.ft. (Ground Floor Area of Structure) CALCULATIONS: r —*max K rmax \ A B p = 2 *• Z<=> AS? -^ l.Q OKAY" JOB. MIKE SURPRJENANT & ASSOCIATES Consulting Structural Engineers SHEET NO. CALCULATED BY^ CHECKED BY SCALE DATE. DATE. FOUNDATION DESIGN ALLOWABLE APPLIED LOADS Allowable Soil Bearing Pressure (ASBP) = I 50° psf (Per Design Criteria) CONTINUOUS FOOTINGS I Wr MARK: CF-1 Ftg. Width (b) = A 2-5 ft. WAU.OW - ASBP (b) =(A Depth of Ftg. (h) = // 5 ft. USE:WIDEx DEEP. WTTH #TOP & BOTTOM MARK: CF-2 Ftg. Width (b) = _ft. Depth of Ftg. (h) =ft. WALLOW = ASBP (b) =. USE:WIDEx " DEEP. WITH #TOP & BOTTOM WMAX @ Gridline WMAX @ Gridline WMAX @ Gridline WMAX @ Gridline -plf USE: CF- USE: CF- USE: CF- USE: CF- JOB. MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers SHEET NO.OF. CALCULATED BY. CHECKED BY SCALE DATE DATE_ CONTINUOUS FOOTINGS - MAX POST LOADS 2h (ft.) h (ft.) MARK: CF-1 PMAX - A§BP(b)(2h) =LBS. MARK: CF-2 PMAX = ASBP(b)(2h) =.LBS. MIKE SURPRENANT Consulting Structural Engineers JOB. r.u n >\ ATPH «v £g£»2£x OF nATF nATF SPREAD FOOTINGS - MAX. ALLOWABLE CONCENTRATED LOADS PMAX MARK: P-l b (ft.) = ASBP (b)2 =(Z2)~~(,,000 LBS. h (ft.) USE: 24" SQUARE x ) 6 " DEEP WITH (2) # 4 EACH WAY @ BOTTOM MARK: P-2 PMAX =ASBP(b)2 =LBS USE: 30" SQUARE x 16 " DEEP WITH (3) # 4 EACH WAY @ BOTTOM MARK: P-3 PMAX =ASBP > 3. 5oo LBS. USE: 36" SQUARE x 16 "DEEP WITH (4) #4 EACH WAY @ BOTTOM MARK: P-4 = ASBP (b)2 =6375 LBS. USE: 42" SQUARE x W " DEEP WITH (5) # 4 EACH WAY @ BOTTOM MARK: PMAX = ASBP (b)2 =24,000 LBS. USE: 48" SQUARE x / 6 " DEEP WITH (6) # 4 EACH WAY @ BOTTOM Title: GROOSSE RESIDENCE Dsgnr: JUAN GARCIA Description : Job # 03222 Date: 11:41AM, 16 JAN 04 Scope Rev: 560100User: KW-0603057. Ver 5.6.1, 25-Oct-2002(c)1983-2002 ENERCALC Engineering Software Cantilevered Retaining Wall Design Page 1 f:\projects\folders\01-mjsc\wnghtdesign\gro Description 8'-6" HIGH CMU WALL (CASE 1) Criteria Retained Height = Wall height above soil = Slope Behind Wall Height of Soil over Toe = Soil Density = 8.50ft 0.50ft 0.00 : 1 0.00 in 110.00pcf |Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 Toe Active Pressure = 0.0 Passive Pressure = 250.0 Water height over heel = 0.0 ft Footing Strengths & Dimensions | Wind on Stem 0.0 psf Footing||Soil Friction Soil height to ignore for passive pressure = 0.350 0.00 in fc = 2,500 psi Fy = Min. As % = Toe Width Heel Width Total Footing Width Footing Thickness = Key Width Key Depth = Key Distance from Toe = Cover® Top = 3.00in 60,000 psi 0.0014 2.75ft 1.50 18.00 in 0.00 in 0.00 in 0.00ft Btm.= 3.00 in i Axial Load Aoolied to Stem i Axial ^ead Load = 1-050.o Ibs Axial Load Eccentricity = 0.0 in I Design Summary \ ! Stem Construction | Top stem Total Bearing Load = 4,070 Ibs .. .resultant ecc. = 4.45 in Soil Pressure @ Toe = 1 ,459 psf OK Soil Pressure @ Heel = 457 psf OK Allowable = 1.500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1 ,702 psf ACI Factored @ Heel = 533 psf Footing Shear @ Toe, = 15.9 psi OK Footing Shear @ Heel = 9.4 psi OK Allowable = 85.0 psi Wall Stability Ratios Overturning = 2 22 OK Sliding = 0.97 UNSTABLE! Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 1,750.0 Ibs ! Footing Design Results 1 Toe Heel Factored Pressure = 1,702 533 psf Mu' : Upward = 6,422 0 ft-# Mu: Design = 5,005 871 ft* Actual 1-Way Shear = 15.95 9.43 psi Allow 1 -Way Shear = 85.00 85.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Design height ft = Wall Material Above "Ht" = Rebar Spacing = Rebar Placed at = fb/FB +• fa/Fa = Total Force @ Section Ibs = Moment.... Actual ft-# = Moment Allowable ft-# = Shear Allowable psi = Bar Develop ABOVE Ht. in = Bar Lap/Hook BELOW Ht. in = Wall Weight psf = Rebar Depth 'd' in = f m psi = Fs psi = Solid Grouting = Special Inspection = Short Term Factor = Equiv. Solid Thick. in = Stem OK 3.33 Masonry 800 # 5 24.00 Edge 0.935 467.8 806.1 988.6 7.8 19.4 30.00 30.00 84.0 5.50 1,500 24,000 Yes No 25.78 1.000 7.60 2nd Stem OK 0.00 Masonry 12 00 # 7 8.00 Edge 0.923 1 ,264.4 3,582.4 4,397.2 13.1 19.4 42.00 7.00 133.0 9.50 1,500 24,000 Yes No 25.78 1.000 11.62 Masonry Block Type = Normal Weight f c psi = Fy psi = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined Title : GROOSSE RESIDENCE Job # 03222 Dsgnr: JUAN GARCIA Date: 11:41AM, 16 JAN 04 Description : Scope: Rev: 560100User: KW-0603057, Ver 5.6.1. 25-Oct-2002 (0)1963-2002 ENERCALC Engineering Software Cantilevered Retaining Wall Design f:^profects\foldersV01-misc\wnght design\gro Description 8'-6" HIGH CMU WALL (CASE 1) Summary of Overturning & Resisting Forces & Moments Item Heel Active Pressure = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = SeismicLoad = OVERTURNINGForce Distance Moment Ibs ft ft-# 1,750.0 3.33 5,833.3 Total = 1,750.0 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = O.T.M. = 5,833.3 = 2.22 4,070.2 Ibs .....RESISTING Force Distance Moment Ibs ft ft-# Vertical component of active pressure used for soil pressure Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weights) Earth @ Stem Transitions = Footing Weight = Key Weight = Vert. Component = Total = 467.5 1,050.0 919.2 189.6 956.2 4.00 3.25 3.16 3.58 2.13 487.7 4.25 ~ Ibs R.M.= 1,870.0 3,412.5 2,907.9 679.3 2,032.0 2,072.9 12,974.6 Title: GROOSSE RESIDENCE Dsgnr: JUAN GARCIA Description : Job # 03222 Date: 11:45AM, 16 JAN 04 Scope : Rev: 560100 User: KW-0603057, Ver 5.6.1. 25-Oct-2002{c)1983-Z002 ENERCALC Engineering Software Cantilevered Retaining Wall Design Page 1 f:\projects\fokJers\01~misc\wrightdesign\gro Description 8'-6" HIGH CMU WALL BEHING GARAGE (CASE 1) Criteria Retained Height = Wall height above soil - Slope Behind Wall Height of Soil over Toe = Soil Density = 8.50ft 0.50ft 0.00:1 0.00 in HO.OOpcf 3 Soil Data Footing Strengths & Dimensions Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Wind on Stem 0.0 psf Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel Footing||Soil Friction Soil height to ignore for passive pressure 35.0 0.0 = 250.0 0.0ft = 0.350 = 0.00 in fc = 2,500 psi Fy Win. As % Toe Width Heel Width Total Footing Width = Footing Thickness = Key Width Key Depth = Key Distance from Toe = Cover© Top = 3.00 in = 60,000 psi 0.0014 3.50ft 1.50 5.00 18.00 in 0.00 in 0.00 in 0.00ft @ Btm.= 3.00 in Surcharge Loads 1 Lateral Load Applied to Stem ] Axial Load Applied to Stem Surcharge Over Heel = 50.0 psf Lateral Load = 0.0 #ft Axial Dead Load = 200.0 Ibs Used To Resist Sliding & Overturning ...Height to Top = 0.00ft Axial Live Load = 0.0 Ibs Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00ft Axial Load Eccentricity = 0.0 in Used for Sliding & Overturning Design Summary 1 Stem Construction | TqqSttm _ Total Bearing Load = 3,414 ibs ... resultant ecc. = 8.28 in Soil Pressure @ Toe = 1 ,248 psf OK Soil Pressure @ Heel = 118 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,400 psf ACI Factored @ Meet = 1 32 psf Footing Shear @ Toe = 12.9 psi OK Footing Shear @ Heel = 9.7 psi OK Allowable = 35.0 psi Wall Stability Ratios Overturning = 1 93 OK Sliding = 0.77 UNSTABLE! Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 1,909.1 Ibs i Footing Design Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1 -Way Shear Allow 1 -Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Results )] Toe Heel 1,400 132 psf 7,617 0 ft-4 2,215 891 ft-# 5,402 891 ft-# 12.90 9.68 psi = 85.00 85.00 psi = NoneSpec'd = None Spec'd = None Spec'd Design height ft = 3.33 Wall Material Above "Ht" = Masonry Thickness = 8.00 RebarSize = #5 Rebar Spacing = 16.00 Rebar Placed at = Edge fb/FB + fa/Fa = 0.944 Total Force @ Section Ibs = 550.0 Moment... .Actual ft-#= 1,018.7 Moment Allowable ft-# = 1 , 1 42.7 Shear Actual psi = 9.4 Shear Allowable psi = 19.4 Bar Develop ABOVE Ht. in = 30.00 Bar Lap/Hook BELOW Ht. in = 30.00 Wall Weight psf= 84.0 Rebar Depth 'd' in = 5.50 fm psi= 1,500 Fs psi = 24,000 Solid Grouting = Yes Special Inspection = No Modular Ratio 'n' = 25.78 Short Term Factor = 1 .000 Equiv. Solid Thick. in = 7.60 Masonry Block Type = Normal Weight fc psi = Fy psi = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined 2nd Stem OK 0.00 Masonry 12.00 # 8 8.00 Edge 0.942 1,399.6 4,157.1 4,739.4 14.7 19.4 48.00 8.00 133.0 9.50 1,500 24,000 Yes No 25.78 1.000 11.62 Title: GROOSSE RESIDENCE Dsgnr JUAN GARCIA Description : Scope: Job #03222 Date: 11:45AM, 16 JAN 04 i Rev: 560100 UMr:KW-Q603057,Ver 5.6.1. 25-Oct-2002 I (0)1983-2002 ENERCALC Engineering Software Cantilevered Retaining Wall Design Page 2 I f:\projects\foWere\01~misc\wngnt desigrrtgro | Description 8'-6" HIGH CMU WALL BEHING GARAGE (CASE 1) Summary of Overturning &Resisting Forces & Moments OVERTURNING Force Distance Moment Item Ibs ft ft* Heel Active Pressure = 1 ,909. Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = SeismicLoad = 1 3.47 6,628.8 Total = 1,909.1 O.T.M. = 6,628.8 Resisting/Overturning Ratio = 1.93 Vertical Lqads used for Soil Pressure = 3,414.0 Ibs Vertical component of active pressure used for soil pressure Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions = Footing Weight = Key Weight Vert. Component = Total = RESISTING Force Distance Ibs ft 467.5 25.0 200.0 919.2 189.6 1,125.0' 487.7 3,414.0 4.75 4.75 4.00 3.91 4.33 2.50 5.00 Ibs R.M.= UlfcJIillMJMIJ'^BFLUmi^ Moment ft-# 2,220.6 118.8 800.0 3,597.3 821.5 2,812.5 2,438.7 12,809.3 JOB__ MIKE SURPRENANT -^ A. & ASSOCIATES SHEETNO — OF^ Consulting Structural Engineers CALCULATED BY DATE . CHECKED BY DATE. SCALE SCHEDULES nponur-nm MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB. SHEET NO. CALCULATED BY. CHECKED BY SCALE DATE. DATE. ©e ©s 5 ©e 11 JOB. r^fW^ MIKE SURPRENANT If V II oc AooCJClAifco r^ Vszi-, Consulting Structural Engineers SHFFT Kin HAinill ATFDRY THFCKPn RY snAip 4p „ *fe HATF HOLD-DOWN SCHEDULE n 4x POST W/ MSTC40 FLR-To-FLR HOLD-DOWN 4x POST W/ MSTC52 FLR-To-FLR MOLD-DOWN 4x POST W/ M5TC66 FLR-To-FLR MOLD-DOWN 4x POST W/ MSTC7& FLR-To-FLR MOLD-DOWN 4x POST W/ CT1STM FLR-To-FLR MOLD-DOWN (34" END LENGTH t (74) 16d TO EA. POST) 4x POST W/ O1ST12 FLR-To-FLR MOLD-DOWN (45" END LENGTM * (100) 16d TO EA. POST) 4x POST W/ STWDft MOLD-DOWN 4x POST W/ STUDIO MOLD-DOWN 4x POST W/ STMD14 MOLD-DOWN 4x POST W/ PHD2 ON 5STQI6 A.S. 4x POST W/ PMD5 ON SSTB24 A.B. 4x POST W/ PMD6 ON SSTa28 A.B. 4x POST W/ PMD8 ON SSTB28 A.B. 4x POST W/ MD&A ON SSTB28 A.B. 4x POST W/ MDIOA ON SSTB2& A.B. 4x POST W/ MD14A ON SSTB34 A.B. 1) MOLD DOWN ANCHORS MUST BE TIED IN PLACE PRIOR TO FOUNDATION INSPECTION. 2) DEEPEN FOOTINGS TO PROVIDE 3* HIN. CONCRETE COVER WMERE MOLD DOWN ANCMORS ARE LONGER THAN TME FTG DEPTM. a; USE (RJ; OPTION ON STMD MOLD-DOWNS FOR RAISED WOOD SUB-FLOOR CONDITION. REV. JAN. 2001 MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB. SHEET NO.. £>~>3-"=O- OF_ CALCULATED BY.DATE. SCALE - SIMPSON STRONGWALL ^ ^ 2002 1 A 1 SUJ16xl-4WD (el SUJtfexl-^MD fcj 5W&X8-4HD f D J SlU!6x8-6HD FeJ SU122xt-4 Ipl SUJ22x1-6 1 G J SUC2x8-4 1 W J SUJ22x8-6 1 J I SOJISxS h<J SOI24x8 1 L J SHB2x8 In \ suwexs 1 N~] SUJI8x9 \^*~\ S^^3 |l R~) 51102x3 |S~) SUM8x9 MH SUJ24xl0 FuJ SlU32xl0 1 V J SUM8x10 1 LU J 5lU24xl2x& 1 X J 5UJ32xl2xfc Irj 5lU48xl2x6 C5 SIMPSON STRONGuJALL FOOTNOTES; < APPLY TO ALLJ (T) ICBO • PFC-5465 © FOR SNGl£ POUR >VPPLICAT1CNS, USE 56TB28 HOUDOUN ANCHOR BOLTS WD 5/8' x Q' mW MUDSILL ANCHORS. (3) FOR TOO-POUR APPLIC4TIONS, USE SSTB34 HOLDOUN ANCHOR BOLTS MD 5/8' x \6> ' ( MKJ MUDSILL .ANCHORS. 0 PLACE ALL ANCHORS USINS A STRONGUWLL TEMPLATE APPROPRIATE FOR THE APPLICATION AND LENGTH Or IUALL FOR EXTERIOR APPLICATIONS, USE 'SWT TYPE TEMPLATES FOR INTERIOR APPLICATIONS, USE 'Stim1 TYPE TEMPLATES FOR PANEL FORM APPLICATIONS, USE 'SiUTPF' TYPE TEMPLATES © USE ALL PROVIDED HARDWARE FOR ANCHORAGE TO FOUNDATION. "© USE PROVIDED SCRHUS AND SHIM (IFPROV1DEDJ FOR CONNECTION TO DEL TCP PLATE. (l) FOR GARAGE PORTALS, CONNECT 4X0 fMINJ HEADER AT TOP OF UJALL UHTH PROVIDED 9CREUS, PROVIDED •MST STRAP UITH < W I0d COMMONS, AND PANEL EXTENSION WITH I0d COMMONS • 3' o/c. fVERTJ < 4' o/c. ( HORIU ® NO HOLES, NOTCHES, CUTS, OR OTHER MODFICATICNS SHALL BE MADE TO THE STRCNOU4LL IN ANY CASE EXCEPT AS PERMITTED BY SIMPSON STRONG-TIE, INC, AND ICBO REPORT. @ -RF DENOTES RAISED FLOOR OPTION OF STRONGUJALL. PLEASE MAKE NOTE OF THIS OWEN ORDERING MATERIALS. ALL -ff MODEL STRCNGIUALLS SHALL USE A SIMPSON 'TUD 1/8-1' (NOT SUPPLIEDJ AT EACH HOLDO1N ANCHOR PRODUCT 207 JOB. MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers SHEET NO.. CALCULATED BY. CHECKED BY SCALE DATE. DATE. SPREAD FOOTING SCHEDULE SYMBOL <8> <8> <P-3> o<s> SIZE AND REINFORCEMENT 24" SQUARE X \fc " DEEP W/ (2.) * 4 EACH WAY 30" SQUARE X 16 " DEEP W/ (3} W 4 EACH WAY 3fe" SQUARE X 1 V DEEP W/ (4) * 4 EACH WAY 42' SQUARE X Ifc " DEEP W/ (5) » 4 EACH WAY 48' SQUARE X tfc" DEEP W/ (6) * 4 EACH WAY Olo mCO IDO OOm CO om o COroo01 o "•M^ CO O) •vj -c STONE TRUSS COMPANY www.stonetruss.com W N NIA STONE TRUSS CO. _E CERTIFIED INSPECTION I.A.S.AA-583 IN STRICT ACCORDANCE WITH UBCJBC, ANSI NATIONAL STANDARDS LATEST REVISION PREFABRICATED WARNING * WARNING * WARNING BE SURE ERECTION CONTRACTOR UNDERSTANDS BCSI B1 SUMMARY SHEET ENCLOSED 507 JONES ROAD • OCEANSIDE, CALIFORNIA 92054 • (760) 967-6171 • FAX (760) 967-6178 ST001 c i a. V) — e u_ u_ u_c/i ts) to Q. Q. C_ O O O O LO if)rt ^-i </)U.to Q_ O O Oin o o <J <-J oi— i~ ca CQ t— K X w -« •«O ui C9 Ufc* Ctf O D n — o o >- — — «*^ • ™ — *- ^ o o o c. — _ V r — i « ™ wi "" o i» j* w LLl03 Q w wQj 04 fi: O(- W .. 05 ac PM oO 2 MO OPS ril O O O O CO g M »-tin O ° M en £Co E-J en W 2 tn»—< < Q 0 O i—i -j j PH UJ *^in E-*- i W W E-t K DH CQ I-H W CG O H< w PS MCQ Q O O ^ OJ 2 M ft, w to J CO //.3 <SJ CM CM -a -a KI o o Q. -M (§) 1/1 •< ct cc: J _,__, __,. I ,. <c v± oo.P- _y O O O I— I— CO CO I— <§) _v CD QJ 3 OD CO 4-JoB oO L/l LU QJ _l r— CO <C t_ oo 00 CO S-CO QJ 10 !_ ll -^ Ct t3 CO CO _y IO LO O CJ <_J> CDca CD I— •—1 a 4-1 J-J "O m CD -t->oO oO OO^-1^-1---. =(fc =*t= T3 CD u. ~A _y IA _V QJ HJ ^CD CO -MOB oa t/i _v ID LD 00 _v O J-> Q. ca QD +J=a =o t/i =fe =*fe -a i/v UJ OJ _J T—CO< t- 10 LD _y LU CJ LUcm oo LU • o o o a: t—o-> . . . >—x o O o z i—i _J O O o .—1=> cc o; o: o o LiJ _J Q_s:o C\J XXXCSJ CM CSJ (NJ CX) CM CO CO 'n ro >co h j-> 4-j -aaj QJ 3CD CD 4-> (gl >- CDO OJ <U ^ CD CO -t-> oS =B l/l •53- ^ •* XXX (N! CM CM o o CO _y OJ -UJ o O- U tortJ d U +-> O -a QJ ZJOl t~ -r- -t-= QJ -Q 0) <t~ (0 rT3 QJ j_J ID ret ,— E J= J3 >. o <O ID 4-> O -0014- E o -a co en j-J =*<= =fc -o h o o O> CT1 _y COAST GEOTECHNICAL CONSULTING ENGINEERS AND GEOLOGISTS June 30, 2004 Erich and Patty Grosse 2770 Wilson Street Carlsbad, CA 92008 Subject. FOUNDATION PLAN REVIEW Proposed Residence and Subterranean Basement Lot 2, CT 98-16 2792 James Drive Carlsbad, California Dear Mr. and Mrs Grosse: As requested, we have reviewed the project foundation plans, Sheets S-3 and SD-4, dated February 10, 2004, prepared by Wright Design, and observed that they have, in general, included the recommendations presented in our Preliminary Geotechnical Investigation and Rough Grading Report, (Job Nos. P-304099 and G-304099). COMMENTS 1) It is our understanding that the project structural engineer, Juan Garcia, Mike Surprenant and Associates, has reviewed our Supplemental Report, dated June 21, 2004, and incorporated any additional geotechnical parameters, as necessary, in the design of the proposed basement walls. 779 ACADEMY DRIVE • SOLANA BEACH, CAL (858) 755-8622 • FAX (858) 755-9li Coast Geotechnical June 30, 2004 W.O. P-419054 Page 2 LIMITATIONS The findings and opinions presented herein have been made in accordance with generally accepted professional principals in the fields of engineering geology and geotechnical engineering. No warranty is expressed or implied. If you have any questions regarding this letter, please contact our office. Reference to our Job No. P-419054 will help expedite a response to your inquiry. Respectfully submitted COAST GEOTECT"^ CERTIFIED ENGINEERING GEOLOGIST MarkBurwell, C.E. Engineering Geologis . Vithaya Singhanet, Geotechnical Engim Coast Geotechnical June 30,2004 W.O. P-419054 Page 3 REFERENCES 1) ROUGH GRADING REPORT Proposed Five (5) Lot Subdivision Portion of Lots 3 and 4, Map 2169 Carlsbad Tract 98-16 Buena Vista Way Carlsbad, California Prepared by Coast Geotechnical Dated January 7, 2004 2) GEOTECHNICAL UPDATE LETTER Proposed Five (5) Lot Subdivision Portion of Lots 3 and 4, Map 2169 Carlsbad Tract 98-16 Buena Vista Way Carlsbad, California Prepared by Coast Geotechnical Dated March 12, 2001 3) PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Five (5) Lot Subdivision Portion of Lots 3 and 4, Map 2169 Carlsbad Tract 98-16 Buena Vista Way Carlsbad, California Prepared by Coast Geotechnical Dated September 23, 1999 4) SUPPLEMENTAL GEOTECHNICAL INVESTIGATION Proposed Residence and Subterranean Basement Lot 2, CT 98-16 2792 lames Drive Carlsbad, California Prepared by Coast Geotechnical Dated June 21,2004 COAST GEOTECHNICAL CONSULTING ENGINEERS AND GEOLOGISTS January 7, 2004 Brooks A. Worthing BA Worthing, Inc. 690 Carlsbad Village Drive, Suite 201 Carlsbad, CA 92008 Subject: ROUGH GRADING REPORT Proposed Five (5) Lot Subdivision Portion of Lots 3 and 4, Map 2169 Carlsbad Tract 98-16 Buena Vista Way Carlsbad, California References. 1) GEOTECHNICAL UPDATE LETTER Proposed Five (5) Lot Subdivision Portion of Lots 3 and 4, Map 2169 Carlsbad Tract 98-16 Buena Vista Way Carlsbad, California Prepared by Coast Geotechnical Dated March 12, 2001 2) PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Five (5) Lot Subdivision Portion of Lots 3 and 4, Map 2169 Carlsbad Tract 98-16 Buena Vista Way Carlsbad, California Prepared by Coast Geotechnical Dated September 23, 1999 Dear Mr. Worthing: In response to your request, we have performed field observations and testing during the rough grading phase on the above referenced property. The results of our density tests and laboratory testing are presented in this report. This report covers the rough grading of the five (5) residential lots. Additional reports will be required for street improvements and utility trench backfill which are currently under construction. 779 ACADEMY DRIVE • SOLANA BEACH, CALIFORNIA 92075 (858) 755-8622 • FAX (858) 755-9126 Coast Geotechnical January 7, 2004 W.O. G-304099 Page 2 Based on the results of our testing, it is our opinion that the fill was placed in an adequate manner and compacted to a minimum of 90 percent of the laboratory maximum dry density. The control of drainage from lot development is essential to the future performance of proposed residential structures. If you have any questions, please4o not hesitate to contact us at (858) 755-8622. This opportunity to be of service is greatly appreciated. <£-•""•" Respectfully submitted COAST GEOTECHOT§AK* v^%3>x O\ f >. ^ " ^I^ \ " -0-.1 \\ 2109 Exp. 5-31-04 CERTIFIED ENGINEERING Mark Burwell, C.EiGT Engineering Geologretr jr^'Z'l*- i"%A r^ '~T ^r --,sfff?i{'r'," f'T^ 1' •'>•?•x^'nWx fl '----••->„/;; >/^•^.X " •-- ---'/.^6v .-.. -[;••!<•.T^X-^ /S?/-^ '^"'^\^ff&Avt m%^>\^732 \ Vn' Vithaya Singhanet|M. Exp. 12-31-05 ' " Geotechnical ROUGH GRADING REPORT Proposed Five (5) Lot Subdivision Portion of Lots 3 and 4, Map 2169 Carlsbad Tract 98-16 Buena Vista Way Carlsbad, California Prepared for: Brooks A. Worthing BA Worthing, Inc. 690 Carlsbad Village Drive, Suite 201 Carlsbad, CA 92008 January 7, 2004 W.O. G-304099 Prepared by: COAST GEOTECHNICAL 779 Academy Drive Solana Beach, California 92075 Coast Geotechnical January 7, 2004 W.O. G-304099 Page 4 INTRODUCTION This report presents the results of our observations and field density testing on the subject property during rough grading. The project included the removal and recompaction of soil and weathered terrace deposits, and the placement of fill materials in five (5) residential lots. The approximate locations of field density tests are shown on the enclosed Grading Plan, prepared by Land Space Engineering. LABORATORY TEST DATA The laboratory standard for determining the maximum dry density was performed in accordance with ASTM D 1557-91. Field density tests were performed in accordance with ASTM D 1556. The results of the laboratory maximum dry density, for the soil type used as compacted fill on the site, is summarized below: Maximum Dry Density Optimum Description (p.c.f.) Moisture (%) Soil Type Tan to brown silty, fine and medium-grained sand 127.8 10.2 A GEOTECHNICAL CONDITIONS The property is underlain at shallow depths by Pleistocene terrace deposits. The terrace deposits are underlain at depth by Eocene-age sedimentary rocks which have commonly been designated as the Santiago Formation on published geologic maps. The terrace deposits are covered by residual soil. Coast Geotechnical January 7,2004 W.O. G-304099 PageS DISCUSSION The grading contractor on this project was Mike Warner Grading. Grading was performed from January to April 2003. The following is a discussion of the general grading operations, as they were performed on the project. 1) All surface deleterious material was removed in the residential lots, prior to removals. 2) The soil and weathered terrace deposits were removed in the five (5) residential lots and stockpiled. The removals extended to a depth of approximately 2.0 to 3.5 feet below grade and generally extended to within 2.0 lateral feet from the property line. 3) Stockpiled soils were generally mixed and placed in loose lifts of approximately 6.0 inches, moistened to about optimum moisture content and compacted. Compaction was accomplished by track and wheel rolling with a Caterpillar 963 and 613 loaders, and a D-4 dozer. 4) Additional soils needed to achieve pad grade were generated on-site, predominantly from the proposed street, James Drive. Minor imported sandy deposits were also used. 5) The depth of fill on each of the residential lots is approximately 3.5 to 4.0 feet. Coast Geotechnical January 7,2004 W.O. G-304099 Page 6 6) Based on our experience and laboratory testing, the fill deposits have a potential expansion in the low range. CONCLUSIONS AND RECOMMENDATIONS 1) Based on selective testing, the fill was placed to a minimum of 90 percent of the laboratory maximum dry density as suggested by our test results. 2) The soil parameters recommended in the referenced Preliminary Geotechnical Investigation for foundations and slab design remain valid. However, seismic design parameters have been updated as indicated below. Seismic Design Parameters (1997 Uniform Building Code) Soil Profile Type - SD Seismic Zone - 4 Seismic Source - Type B Near Source Factor (Nv) -1.1 Near source Acceleration Factor (NJ -1.0 Seismic Coefficients Ca = 0.44 Cv=0.67 Design Response Spectrum Ts = 0.612 T =0.122•o Nearest Type B Fault Newport-Inglewood 5.4 miles Coast Geotechnical January 7, 2004 W.O. G-304099 Page? 3) The following pavement section is recommended for the proposed driveways: 3.0 inches of asphaltic paving or 4.0 inches of concrete on 4.0 inches of select base (Class 2) on 12 inches of compacted subgrade soils Subgrade soils should be compacted to the thickness indicated in the structural section and left in a condition to receive base materials. Class 2 base materials should have a minimum R-value of 78 and a minimum sand equivalent of 30. Subgrade soils and base materials should be compacted to a minimum of 95 percent of their laboratory maximum dry density. The pavement section should be protected from water sources. Migration of water into subgrade deposits and base materials could result in pavement failure. 4) We recommend that all utilities be bedded in clean sand to at least one foot above the top of the conduit. The bedding should be flooded in place to fill all the voids around the conduit. Imported or on-site granular material compacted to at least 90 percent relative compaction may be utilized for backfill above the bedding. The invert of subsurface utility excavations paralleling footings should be located above the zone of influence of these adjacent footings. This zone of influence is defined as the area below a 45 degree plane projected down from the nearest bottom edge of an adjacent footing. This can be accomplished by either deepening the footing, raising the invert elevation of the utility, or moving the utility or the footing away from one another. Coast Geotechnical January 7, 2004 W.O. G-304099 PageS 5) Positive site drainage should be maintained at all times. Water should be directed away from foundations and not allowed to pond or seep into the ground or migrate under concrete flatwork or pavement sections. 6) A copy of the residential plans should be submitted to this office for review, prior to construction. Additional recommendations may be necessary at that time. 7) All the recommendations in the referenced Preliminary Geotechnical Investigation which are not superseded by this report remain valid and should be implemented during the construction phase. Coast Geotechnical January 7,2004 W.O. G-304099 Page 9 LIMITATIONS This office assumes no responsibility for any alterations made without our knowledge and written approval, subsequent to the issuance of this report. All areas of disturbance which require the placement of compacted fill to restore them to the original condition, will not be reviewed unless such backfilling operations are performed under our observation and tested for required compaction. It should be noted that density (compaction) testing is conducted on a very small volume of the fill. The intent is to provide an opinion, based on selective testing and observation during fill placement. This study has been provided solely for the benefit of the client and is in no way intended to benefit or extend any right or interest to any third party. This study is not to be used on other projects or extensions to this project except by agreement in writing with Coast Geotechnical. Enclosures: Table I Grading Plan ENCLOSURES FIELD AND LABORATORY TEST RESULTS TABLE I Date 02/04/03 02/04/03 02/04/03 02/05/03 04/22/03 04/22/03 04/22/03 Field Dry Density and Moistur Test No. 1 2 3 4 5 6 7 Test Location Lot 4 Lot 4 Lot 5 Lot 3 Lot 1 Lot 2 Lot 1 Height Of Fill Approx . 3.0' 2.0' 2.0' 2.0' 4.01 4.0' 3.0' Moisture Content o,"o 9.8 10.9 11.0 10.0 8.9 9.1 9.2 Dry Relative Density % >cf) Compaction 122.3 121.1 119.5 118.9 116.7 115.5 115.6 96 95 94 93 91 90 90 Soil Type A A A A A A A G-304099 TITLE 24 REPORT Title 24 Report for: Grosse Residence 2792 James Dr. Carlsbad, Ca 92008 Project Designer: Wright Design 2911 State St. Carlsbad, Ca 92008 Report Prepared By: Michael Dell DELL CO. 1629 York Drive Vista, CA 92P84 (760) 940-0064 Job Number: r2-1e Date: 2/9/2004: The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and Is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2001 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC (415) 883-5900. EnergyPro 3.1 By EnergySoft Job Number: r2-!e User Number: 1712 o oo: :V, cr-~