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HomeMy WebLinkAbout1450-1480 CHESTNUT AVE; ; PC990084; Permit09-14-2007 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Permit No: PC990084 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Reference #: Project Title: PLANCK $0.00 MS851 Lot#: Construction Type: CARLSBAD 4 PARCELS 1-4 4 NEW SFD Applicant: WIEGANDNEGLIACORP 1060WIEGANDST ENCINITASCA 92024 619-759-0970 Status: Applied: Entered'By: Plan Approved: Issued: Inspect Area: Owner: WIEGAND NEGLIA CORP 1060WIEGANDST ENCINITASCA 92024 619-759-0970 PENDING 06/07/1999 DT Plan Check Fee Additional Fees $0.00 $0.00 Total Fees:$0.00 Total Payments To Date:$0.00 Balance Due:SO.00 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 "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which vou have previously been oiven a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. 08/05/1999 City of Carlsbad Residential Permit Permit No:CB992376 Building Inspection Request Line (760) 438-3101 Job Address: Permit Type: Parcel No- Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: 1480 CHESTNUT AV CBAD RESDNTL 2051307800 $239,875.50 6 1 4 CARLSBAD 4 Sub Type: SFD Lot#: 1 Construction Type: VN Reference #: MS 851 Structure Type: SFD Bathrooms: 2.5 Status: Applied: Entered By: Issued: Inspect Area: Orig PC#: PENDING 06/07/1999 DT Plan Approved: PC990084 PLAN 1 NEW SFD 2720SF LIV.720SF GAR.38SF PORCHPIan Check#: Applicant: BRUCE D WIEGAND INC 1060WIEGANDST OLIVNHAIN CA 92024 619-759-0970 Owner: WIEGAND NEGLIACORP 1060 WIEGAND ST OLIVNHAIN CA 92024 619-759-0970 Total Fees: $21,203.41 Total Payments To Date:$0.00 Balance Due: $21,203.41 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 $1,111.08 Reel. Water Con. Fee $0.00 Meter Size $722.20 Add'l Reel. Water Con. Fee $0.00 CFD Payoff Fee $0.00 PFF $23.99 PFF (CFD Fund) $0.00 License Tax $0.00 License Tax (CFD Fund) $0.00 Traffic Impact Fee $0.00 Traffic Impact (CFD Fund) $0.00 LFMZ Transportation Fee $0.00 PLUMBING TOTAL $0.00 ELECTRICAL TOTAL $0.00 MECHANICAL TOTAL $0.00 Housing Impact Fee $0.00 Housing InLieu Fee $3,420.00 Master Drainage Fee: D3/4 Sewer Fee: $0.00 TOTAL PERMIT FEES $0.00 $0.00 $0.00 $4,365.73 $4,029.91 $0.00 $0.00 $409.00 $461.00 $0.00 $175.00 $60.00 $56.50 $0.00 $4,515.00 $0.00 $1,854.00 $21,203.41 FINAL APPROVAL Inspector: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 "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capactiy changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. 08/05/1999 City of Carlsbad Residential Permit Permit No:CB992377 Building Inspection Request Line (760) 438-3101 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: 1450 CHESTNUT AV CBAD RESDNTL 2051307900 $239,875.50 6 1 4 CARLSBAD 4 Sub Type: SFD Lot #: 2 Construction Type: VN Reference #: MS 851 Structure Type: SFD Bathrooms: 2.5 Status: Applied: Entered By: Issued: Inspect Area: Orig PC#: PENDING 06/07/1999 DT Plan Approved: PC990084 PLAN 1 NEW SFD 2720SF LIV.720SF GAR.38SF PORCHPIan Check#: Applicant: BRUCE D WIEGAND INC 1060WIEGANDST OLIVNHAIN CA 92024 619-759-0970 Owner: WIEGAND NEGLIA CORP 1060 WIEGAND ST OLIVNHAIN CA 92024 619-759-0970 Total Fees: $17,783.41 Total Payments To Date:$0.00 Balance Due: $17,783.41 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 $1,111.08 Reel. Water Con. Fee $0.00 Meter Size $722.20 Add'l Reel. Water Con. Fee $0.00 CFD Payoff Fee $0.00 PFF $23.99 PFF (CFD Fund) $0.00 License Tax $0.00 License Tax (CFD Fund) $0.00 Traffic Impact Fee $0.00 Traffic Impact (CFD Fund) $0.00 LFMZ Transportation Fee $0.00 PLUMBING TOTAL $0.00 ELECTRICAL TOTAL $0.00 MECHANICAL TOTAL $0.00 Housing Impact Fee $0.00 Housing InLieu Fee $0.00 Master Drainage Fee: Sewer Fee1 $0.00 TOTAL PERMIT FEES $0.00 $0.00 $0.00 $4,365.73 $4,029.91 $0.00 $0.00 $409.00 $461.00 $0.00 $175.00 $60.00 $56.50 $0.00 $4,515.00 $0.00 $1,854.00 $17,783.41 FINAL APPROVAL Inspector: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 "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capactiy changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. 08/05/1999 City of Carlsbad Residential Permit Permit No:CB992386 Building Inspection Request Line (760) 438-3101 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: 1460 CHESTNUT AV CBAD RESDNTL 2051308000 $249,172.00 6 1 4 CARLSBAD 4 Sub Type: SFD Lot #: 3 Construction Type: VN Reference #: MS 851 Structure Type: SFD Bathrooms: 2.5 Status: Applied: Entered By: Issued: Inspect Area: Orig PC#: PENDING 06/07/1999 DT Plan Approved: PC990084 PLAN 2 NEW SFD 2817SF LIV.779SF GAR.36SF PORCHPIan Check#: Applicant: BRUCE D WIEGAND INC i060 WIEGAND ST OLIVNHAIN CA 92024 619-759-0970 Owner: WIEGAND NEGLIA CORP 1060WIEGANDST OLIVNHAIN CA 92024 619-759-0970 Total Fees: $18,166.97 Total Payments To Date:$0.00 Balance Due: $18,166.97 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 $1,146.08 Reel. Water Con. Fee $0.00 Meter Size $744.95 Add'l Reel. Water Con. Fee $0.00 CFD Payoff Fee $0.00 PFF $24.92 PFF (CFD Fund) $0.00 License Tax $0.00 License Tax (CFD Fund) $0.00 Traffic Impact Fee $0.00 Traffic Impact (CFD Fund) $0.00 LFMZ Transportation Fee $0.00 PLUMBING TOTAL $0.00 ELECTRICAL TOTAL $0.00 MECHANICAL TOTAL $0.00 Housing Impact Fee $0.00 l Housing InLieu Fee $0.00 Master Drainage Fee: Sewer Fee: $0.00 TOTAL PERMIT FEES $0.00 $0.00 $0.00 $4,534.93 $4,186.09 $0.00 $0.00 $409.00 $461.00 $0.00 $168.00 $60.00 $63.00 $0.00 $4,515.00 $0.00 $1,854.00 $18,166.97 FINAL APPROVAL Inspector: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 "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capactiy changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. 08/05/1999 City of Carlsbad Residential Permit Permit No:CB992387 Building Inspection Request Line (760) 438-3101 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: 1470 CHESTNUT AV CBAD RESDNTL 2051308100 $249,172.00 6 1 4 CARLSBAD 4 Sub Type: SFD Lot #: 4 Construction Type: VN Reference #: MS 851 Structure Type: SFD Bathrooms: 2.5 Status: Applied: Entered By: Issued: Inspect Area: Orig PC#: PENDING 06/07/1999 DT Plan Approved: PC990084 PLAN 2 NEW SFD 2817SF LIV.779SF GAR.36SF PORCHPIan Check#: Applicant: BRUCE D WIEGAND INC 1060WIEGANDST OLIVNHAIN CA 92024 619-759-0970 Owner: WIEGAND NEGLIA CORP 1060 WIEGAND ST OLIVNHAIN CA 92024 619-759-0970 Total Fees: $18,166.97 Total Payments To Date:$0.00 Balance Due: $18,166.97 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 $1,146.08 Reel. Water Con. Fee $0.00 Meter Size $744.95 Add'l Reel. Water Con. Fee $0.00 CFD Payoff Fee $0.00 PFF $24.92 PFF (CFD Fund) $0.00 License Tax $0.00 License Tax (CFD Fund) $0.00 Traffic Impact Fee $0.00 Traffic Impact (CFD Fund) $0.00 LFMZ Transportation Fee $0.00 PLUMBING TOTAL $0.00 ELECTRICAL TOTAL $0.00 MECHANICAL TOTAL $0.00 Housing Impact Fee $0.00 Housing InLieu Fee $0.00 Master Drainage Fee: Sewer Fee: $0.00 TOTAL PERMIT FEES $0.00 $0.00 $0.00 $4,534.93 $4,186.09 $0.00 $0.00 $409.00 $461.00 $0.00 $168.00 $60.00 $63.00 $0.00 $4,515.00 $0.00 $1,854.00 $18,166.97 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 "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capactiy changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. EsGii Corporation In Partnership With government for Quitting Safety DATE: August 02, 1999 JURISDICTION: Carlsbad PLAN CHECK NO.: PC99-84 PROJECT ADDRESS: Chestnut Avenue PROJECT NAME: 2 Plan Models-4 SFD's OAPPLICANT NREVIEWER FILE SET: II 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 checklist and should be corrected and resubmitted for a complete recheck. | | The checklist 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 checklist is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the checklist 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 #: MatU-.-.Telephone Fax In Person REMARKS:}!) Special inspection form must be completed prior to issuance of the building permit y) Pnrrnnt Tnhln '/V I nts ? ft ? prigp lift tn show ? fV in li^" of 2,5' OH «'l final-got nf p|npg- d-br*rf-1 d must be on v/prifw By: Tony Embuido Esgil Corporation G GA D MB n PC Enclosures: 07/22/99 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 4 (858)560-1468 + Fax (858) 560-1576 EsGil Corporation In Partnership with government for fluiCcfing Safety DATE: June 18, 1999 . . . . Q APPLICANT JURISDICTION: Carlsbad CTPTArTREVIEWER Q FILE PLAN CHECK NO.: PC99-84 SET: I PROJECT ADDRESS: CHESTNUT AVENUE- PROJECT NAME: 2 Plan Models-4 SFD's 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 checklist and should be corrected and resubmitted for a complete recheck. The checklist 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 checklist is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the checklist has been sent to: Bart Neglia 1060 Wiegand Street, Olivenhain, CA 92024 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: Tony Embuido Enclosures: Esgil Corporation D GA D MB G EJ D PC 06/08/99 . ,. • trnsmtl.dot 9320 Chesapeake Drive, Suite 208 ^ San Diego, California 92123 * (858) 560-1468 * Fax (858) 560-1576 . Carlsbad PC99-84 June 18, 1999 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.:- PC99-84 JURISDICTION: Carlsbad PROJECT ADDRESS: Chestnut Avenue-4 SFD's FLOOR AREA: 2720-R3(PLAN 1) 2837-R3(PLAN 2) 720-U1(PLAN l)/779-Ul(PLAN 2) REMARKS: PATIO COVER-38/36 DATE PLANS RECEIVED BY JURISDICTION: 06/07/99 DATE INITIAL PLAN REVIEW COMPLETED: June 18, 1999 STORIES: 2 HEIGHT: VARIES DATE PLANS RECEIVED BY ESGIL CORPORATION: 06/08/99 PLAN REVIEWER: Tony Embuido 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 complies with Title 24 and the following model codes: 1994 UBC (effective 12/28/95), 1994 UPC (effective 12/28/95), 1994 UMC (effective 2/23/96) and 1993 NEC (effective 12/28/95). 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, 1994 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. LIST NO. 1, GENERAL SINGLE FAMILY DWELLINGS AND DUPLEXES WITHOUT SUPPLEMENTS (1994 UBC) r3forw.dot Carlsbad PC99-84 June 18, 1999 PLANS • Please make all corrections on the original tracings, as requested in the correction list. Submit (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, 2075 Las Palmas Drive, Carlsbad, CA 92009, (760) 438-1161. 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. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). 2. Plans, specifications and calculations shall be signed and sealed by the California state licensed engineer or architect responsible for their preparation, for plans deviating from conventional wood frame construction. Specify expiration date of license. (California Business and Professions Code). 3. Special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit. Please review Section 106.3.5. Please complete the attached form. • FIRE PROTECTION 4. Show locations of permanently wired smoke detectors with battery backup: a) Centrally located in corridor or area giving access to sleeping rooms. See outside of optional bedroom 5 and outside of bedroom 4. See sheet A1.1. NOTE: Detectors shall sound an alarm audible in aj| sleeping areas of the unit. Section 310.9.1. Carlsbad PC99-84 June 18, 1999 GENERAL RESIDENTIAL REQUIREMENTS 5. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.4 (see exceptions): Specify tempered glass. a) Fixed or operable panels adjacent to a door where the nearest exposed edge of the glazing is within a 24-inch arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60 inches above the walking surface. b) Doors and enclosures for hot tubs, whirlpools, saunas, steam rooms, bathtubs and showers and in any portion of a building wall enclosing these compartments where the bottom exposed edge of the glazing is less than 60 inches above a standing surface and drain inlet. • FRAMING 6. Provide truss details and truss calculations for this project. Specify truss identification numbers on the plans. a) City of Carlsbad does not allow deferred submittal. 7. Per UBC Section 2343.6, 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." • MECHANICAL (UNIFORM MECHANICAL CODE) 8. Provide makeup air in laundry room. A minimum opening of 100 square inches for makeup air shall be provided in the door or by other approved means. UMC, Section 908.2. See both plan models. 9. Specify diameter size of dryer vent for lengths greater than 14' on floor plans. See plan models. • ELECTRICAL (NATIONAL ELECTRICAL CODE) 10. Show on the plan the amperage of the electrical service, the location of the service panel and the location of any sub-panels. If service is over 200 amps, submit single line diagram, panel schedule and load calculations. Carlsbad PC99-84 June 18, 1999 11. Show on the plans that countertop receptacle outlets comply with 1993 NEC Art. 210-52(c), which reads as follows: In kitchens and dining areas of dwelling units a receptacle outlet shall be installed at each counter space wider than 12 inches. Receptacles shall be installed so that no point along the wall line is more than 24 inches measured horizontally from a receptacle outlet in that space. Island and peninsular countertops 12 inches by 24" long (or greater) shall have at least one receptacle for each four feet of counter top. Counter top spaces separated by range tops, refrigerators, or sinks shall be considered as separate counter top spaces. • CARLSBAD S.F.D. SUPPLEMENT 12. New residential units must be pre-plumbed for future solar water heating. Note that 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). 13. Note that 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). 14. 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). 15. City Ordinance 9792 requires two parking spaces/unit with clear area of 20' x 20'. i.e., no washing machines, etc. Show compliance dimension on garage plans. • MISCELLANEOUS 16. Provide post tension design calc's. Additional corrections may follow. 17. Indicate post tension design parameters per soil's report. See Table "A" on PTD sheet. 18. Engineer of record must stamp and sign roof truss plans specifying truss ID #'s. 19. 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. Carlsbad PC99-84 June 18, 1999 To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. . • Have changes been made to the plans not resulting from this correction list? Please indicate: Yes Q No Q The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 619/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Tony Embuido at Esgil Corporation. Thank you. Carlsbad PC99-84 June 18, 1999 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: PLAN CHECK NUMBER: OWNER'S NAME: I, as the owner, or agent of the owner (contractors may not employ the special inspector), certify that I, or the architect/engineer of record,.will be responsible for employing the special inspector(s) as required by Uniform Building Code (UBC) Section 1701.1 for the construction project located at the site listed above. UBC Section 106.3.5. Signed I, as the engineer/architect of record, certify that I have prepared the inspection program as required by UBC Section 106.3.5 for the cons the site listed above. Signed .at 1. List of work requiring special inspection: 0"Soils Compliance Prior to Foundation Inspectjoa^ D Structural Concrete Over 2500 PSI ^* [j^TPrestressed Concrete [~1 Structural Masonry n Designer Specified Field Wei gh Strength Bolting Expansion/Epoxy Anchors Sprayed-On Fireproofincj Other 2. Name(s) of individual(s) or firm(s) responsible for the special inspections listed above: A. B. c. 3. Duties of the special inspectors for the work listed above: A. B. C. Special inspectors shall check in with the City and present their credentials for approval prior to beginning work on the job site. Carlsbad PC99-84 June 18, 1999 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: X 60 7* PLAN CHECK NUMBER:ft/f^j-/6>4 OWNER'S NAME: X I. as the_owner, or agent of the owner (contractors may not employ the speciaMnspector), certify that I, or the architect/engineer of record, will be responsible for employing the special inspector(s) as required by Uniform Building Code (UBC) Section 1701.1 for the construction project located at the site listed above. UBC Section 106.3.5. Signed j( I, as the engineer/architect of record, certify that I have prepared the inspection program as required by UBC Section 106.3.5 for the cons the site listed above. Signed .at 1. List of work requiring special inspection: 0^Soils Compliance Prior to Foundation Inspection G Structural Concrete Over 25QQ PSI ffiprestressed Concrete Q Structural Masonry Q Designer Specified ield Wei High Strength Bolting Expansion/Epoxy Anchors Sprayed-On Fireproofing Other 2. Name(s) of individual(s) or firm(s) responsible for the special inspections listed above: A. B. C. 3. Duties of the special inspectors for the work listed above: 'A B. C. Special inspectors shall check in with the City and present their credentials for approval prior to beginning work on the job site. Carlsbad PC99-84 June 18, 1999 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: PC99-84 PREPARED BY: Tony Embuido DATE: June 18, 1999 BUILDING ADDRESS: Chestnut Avenue-4 SFD'sPLAN 1 : BUILDING OCCUPANCY: R-3/U-1 TYPE OF CONSTRUCTION: V-N BUILDING PORTION DWELLING GARAGE PATIO COVER Air Conditioning Fire Sprinklers TOTAL VALUE BUILDING AREA (ft.2) 2720 720 38 VALUATION MULTIPLIER 82.00 23.00 7.25 VALUE ($) 223,040 16,560 276 239,876 199 UBC Building Permit Fee fj Bldg. Permit Fee by ordinance: $ 1111.08 199 UBC Plan Check Fee fj Plan Check Fee by ordinance: $ 722,20 Type of Review: |§i Complete Review [~j Structural Only Q Hourly HI Repetitive Fee Applicable n Other: Esgil Plan Review Fee: $577.76 + 144.44* Comments: * Repetitive Fee = 20% of the Plan Check Fee. Sheet 1 of 2 macvalue.doc 5196 Carlsbad PC99-84 June 18, 1999 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Tony Embuido PLAN CHECK NO.: PC99-84 DATE: June 18, 1999 BUILDING ADDRESS: Chestnut Avenue-4 SFD'sPLAN 2 BUILDING OCCUPANCY: R-3/U-1 TYPE OF CONSTRUCTION: V-N BUILDING PORTION DWELLING GARAGE PATIO COVER Air Conditioning Fire Sprinklers TOTAL VALUE BUILDING AREA (ft.2) 2837 779 36 VALUATION MULTIPLIER 82.00 23.00 7.25 VALUE ($). 232,634 17,917 261 250,812 D 199 UBC Building Permit Fee D Bldg. Permit Fee by ordinance: $ 1149.58 D 199 UBC Plan Check Fee D Plan Check Fee by ordinance: $ 747.22 Type of Review: H Complete Review Q Structural Only Q Hourly H Repetitive Fee Applicable Q Other: Esgil Plan Review Fee: $ 597.78 + 149.44 * Comments. * Repetitive Fee = 20% of the Plan Check Fee. Sheet 2 of 2 macvalue.doc 5196 City of Carlsbad Public Works — Engineering DATE: BUILDING ADORES BUILDING PLANCHECK CHECKLIST PLANCHECKNO.: CB PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER: 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. LA Right-of-Way permit is required prior to construction of the following improvements: DENIAL Please seethe attached report of deficiencies marked wpi D. Majre necessary corrections to plans or specifreatonsror compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. By: By: By: Date: Date: Date: FOR OFFICIAL USE ONLY ENGINEERINGAUTHORIZATION TO ISSUE BUILDING PERMIT: / 3~~Date: ATTACHMENTS D Dedication Application U Dedication Checklist u Improvement Application D Improvement Checklist D Future Improvement Agreement D Grading Permit Application C! Grading Submittal Checklist D Right-of-Way Permit Application [] Right-of-Way Permit Submittal Checklist and Information Sheet LJ Sewer Fee Information Sheet ENGINEERING DEPT. CONTACT PERSON Name: KATHLEEN M. FARMER City of Carlsbad Address: 2075 Las Palmas Dr., Carlsbad, CA 92009 Phone: (619)438-1161, ext. 4374 CFD INFORMATION Parcel Map No: Lots: Recordation: Carlsbad Tract: A-4 \\LASPALI Rev. 9/3/91 (760) 438-1161 • FAX (760) 431-5769 BUILDING PLANCHECK CHECKLIST SITE PLAN §r/ 2ND/ /3RD/ (6 ) Q/' Q 1. Provide a fully dimensioned site plan drawn to scale. Show: ~ -^-~orth Arrow ©^Property Lines §/Jxisting & Proposed Structures CE/ Easements -£*pkin Street Improvements E5ight-of-Way Width & Adjacent Streets widths 2. Show on site plan: A^-Bfainage Patterns 1. Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. 2. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building." B. ytxisting & Proposed Slopes and Topography 3. Include on title sheet: A. Site address B. Assessor's Parcel Number C. LegalDescription 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 DISCRETIONARY APPROVAL COMPLIANCE 4a. Project does not comply with the following Engineering Conditions of approval for Project No. Q Q Q 4b. All conditions are in compliance. Date: \\HSPALMAS\SYS\UBRARY\ENG\WORD\DOCS\CHKLST\BuiWing Plancheck Cklst BP0001 Form KF.doc Rev. 9/3/97 STV QND/ oRD/ BUILDING PLANCHECK CHECKLIST DEDICATION REQUIREMENTS Q Q 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 $ _ , 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/£" x 11" plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax. Dedication completed by: •• Date: IMPROVEMENT REQUIREMENTS 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 $ , 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 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: Q Q 6b. Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $ 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: «LASPALMASVSYSMJBRARY\ENG\WORD\DOCS\CHKLS71Building Plancheck Cklst BP0001 Form KF.doc Rev. 9/3/97 6 BUILDING PLANCHECK CHECKLIST Q Q Q 6c. Enclosed please find your Future Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Future Improvement Agreement completed by: - Date: Q Q Q 6d. No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adjacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11.06.030 of the Municipal Code. Q Q Q 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities (cut, fill import, export). 3 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.) 7d. No Grading Permit required. Q Q Q 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, tieing into public storm drain, sewer and water utilities. Right-of-Way permit required for: \\USPALMAS\SYS\LIBRARY\ENG\WORD\DOCS\CHKLST\Buikiing Plancheck Cklst BP0001 Form KF.doc Rev. 9/3/97 BUILDING PLANCHECK CHECKLIST Q Q Q Q Q Q Q Q Q 9. A SEWER PERMIT is required concurrent with the building permit issuance. The fee is noted in the fees section on the following page. 10. 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 153, for assistance. Industrial Waste permit accepted by: Date: 11.NPDES PERMIT Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit. The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas. Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever occurs first. 12. Q Required fees are attached Q No fees required 13. Local Facilities Management Zone Transportation Fee Agmt Signed. 14. Additional Comments: ^^£1- H:\WORD\DOCS\CHKLST\Building Plancheck Cklst BP0001 Form KF.doc D D ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET Estimate based on unconfirmed information from applicant. Calculation based on building plancheck plan submittal. Address:Bldg. Permit No. Prepared by:Date:Checked by:Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: SPT^> Sq. Ft./Units: T Types of Use: Sq. Ft./Units: APT CALCULATIONS: List types and square footages for all uses. Types of Use: <$Ft> Sq. Ft./Units: Sq. Ft./Units:Types of Use: EDU's: EDU's: ADT's: ADT's: FEES REQUIRED: WITHIN CFD: D YES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee) D NO D 1. PARK-IN4.IEU FEE FEE/UNIT: PARK AREA & NO. UNITS: D 2. TRAFFIC IMPACT FEE ADT's/UNITS: V /O FEE/ADT: ZONE TRANSPORTATION ADT'S D 3. BRIDGE AND THOROUGHFARE FEE (DIST. #1 _ ADT's/UNITS: _ X FEE/ADT: X $10 DIST. #2 = $ = $ DIST. #3 =$ D 4. FACILITIES MANAGEMENT FEE UNIT/SQ.FT.: D 5. SEWER FEE PERMIT No. EDU's: BENEFIT AREA: EDU's: ZONE:_ X FEE/SQ.FT./UNIT: D 6. SEWER LATERAL ($2,500) D 7. DRAINAGE FEES PLDA_ ACRES: X FEE/EDU:. DRAINAGE BASIN: X FEE/EDU:. : HIGH = $_ = $_ = $ /LOW FEE/AC: 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. P:\DOCS\MISFORMS\FEE CALCULATION WORKSHEET REV 4/29/99 CITY OF CARLSBAD GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE PROJECT INSPECTOR PROJECT ID /#5 : -A. rt*^DATE: . {/¥&>PERMIT NO. 9 LOTS REQUESTED FOR RELEASE: N/A = NOT APPLICABLE V = COMPLETE 0 = Incomplete or unacceptable 1st 2nd. 1. Site access to requested lots adequate and logically grouped 2. Site erosion control measures adequate. 3. Overall site adequate for health, safety and welfare of public. 4. Letter of request for partial release submitted 5. 8Yz" x 11" site plan (attachment) showing requested lots submitted. 6. Compaction report from soils engineer submitted. 7. Engineer of work certification of work done and pad elevations. 8. Geologic engineer's letter if unusual geologic or subsurface conditions exist 9. Project conditions of approval checked for conflicts 10. Fire hydrants within 500 feet of building combustibles and all weather roads access to site. Partial release of grading for the above stated lots is approved for the purpose of building permit issuance. Issuance of building permits is still subject to all normal City requirements required pursuant to the building permit process. Partial release of the site is denied for the following reasons: Senio/lnspeclor S7W? Date 22. Dale ' 60 ^ ^CL- <£> PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. Cj[ Planner APN : £05-130- Address Phone (619) 438-1161, extension -fro. -frf I , Type of Project & Use:j Net Project Density:3- DU/AC' Zoning: R- 1 General Plan: CFD « Circle One .Date of participation: Facilities Management Zone: (_ Remaining net dev acres:_ (For non-residential development: Type of land used created by this permit: • ) Legend:Item Complete Environmental Review Required: DATE OF COMPLETION: YES Item Incomplete - Needs your action _ NO V TYPE ' 'Compliance with conditions.of approval? If not, state conditions which require action. Conditions of Approval: . Discretionary Action Required: APPROVAL/RESO. NO. PROJECT NO. YES NO V TYPE DATE OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval:_ \ Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES NO Y , 't • - "'" / '""• CA Coastal Commission Authority? YES NO I If California Coastal Commission Authority: Contact them at - 3111 Camino Del Rio North, Suite 200, San Diego CA 92108-1725; (61.9) 521-8036 iDetermine status (Coastal Permit Required or Exempt): Coastal Permit Determination Form already completed? ; If NO, complete.Coastal Permit Determination Form now.] Coastal Permit Determination Log,#: - ' v YES NO Follow-UpiActions: ;i '. -A- . ' ' • ' • ;1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum ! Floor Plans). 2) Complete Coastal,Permit Determination Log as needed. )l ^7 17s [ / j >/ ,y i r\ —^ n)fi6L_J/ ^ /i.t " "VlV) TNL_J/ y -i OK TO | j Inclusionary Housing Fee required: YES Y, (Effective date of Inclusionary Housing Ordinance - May 21, 199: Data Entry Completed? YES y^ NO& (A/P/Ds, Activity Maintenance, enter CB#, toolbar. Screens, Hous Site Plan: Q 1 . Provide a fully dimensional site plan c property lines, easements, existing anc street improvements, right-of-way wid topographical lines. | | 2. Provide legal description of property and Zoning: pjtfn |/v | | 1 . Setbacks: Front: / Required 26 Interior Side: Required ^.34- Street Side: Required — Rear: Required (%.Lt% 2. Accessory structure setbacks: ^fo Front: Required Interior Side: Required Street Side: Required Rear: Required Structure separation: Required /• 3. Lot Coverage: Required n^/o vvi S 4. Height: Required 80^ m 5. Parking: Spaces Required <P&#i(L 1 Guest Spaces Required i \ Additional Comments ft^f 5>V>pui \f\\c<ri od- NO ^ ' ) l^^/ , (f , . , .^ , A 1 O /^/. /->-^-^ ^4je=Hb £^3=» t^CJuzO ^i^aS" v *Y •** \\s7.P &• ing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) rawn to scale. Show: North arrow, proposed structures, streets, existing th, dimensional setbacks and existing assessor's parcel number. 3.t> Shown ^S do> t "l.ff'f Shown ^.M *^.T3 — Shown — — iS.k£ Shown ^?3. is 3-2,1 . Shown Shown Shown Shown Shown s^C Shown Q- 1 . {fo t^i 56-o/fi 1 ^V^ Shown 9 "1 • ?- e2 G • O "9c^— Shown '^3«)j£- S> Qi^ Shown ( &J S^oio heusld- mmsured ^<v^ l^^i-r- wiu-f-/^;^ A."FSA^k<3fr^«.si---h)^ v^--^&n Pfe^A-'T Q V r^T^Tv^/ ^Vi^V^ <^YiX<ij8^* X'^x U ^ ( U /f) \lfiy i ftA UrsCtvivV Op- ^Y-Or^- f J T *-" IA>/ Ci KA ' ( OL. (/ TVT/Vn. d/MfiL? fv P / "^ ^ ISSUE AND ENTERED APPROVAL INTO COMPUTER 1?>'d£^u^r> DATE ^ U/^ WIEGAND NEGLIA CORP. 1060 Wiegand Street Olivenhain, CA 92024 (858) 759-0970 Fax (858) 759-0558 website: www.wiegandhQmes.com e-mail: wncotp@msn.com T R A N S M I T T A L DATE: August 18, 1999 TO: Barbara Kennedy City of Carlsbad Planning Dept 2075 Las Palmas Ave. Carlsbad, CA 92008-1576 FROM: BartNeglia RE: PC990084 - Chestnut Ave. The Inclusionary Housing Fee requirement on the plan check review checklist for the above referenced project is shown as $4,515, however, the correct amount of the fee should be $2,925. The Tentative Map for this project was approved on February 27, 1991, which is prior to the effective date of the Inclusionary Housing ordinance of May 21, 1993. In addition, we were quoted the $2,925 fee by Van Lynch in Planning on November 9, 1998 and also by the Building Department on the Estimate of Residential Fees, a copy of which is attached. Also attached is a copy of my notes from the November 9, 1998 meeting with Van Lynch. Accordingly, please revise the Inclusionary Housing Fee requirement on the plan check review checklist to reflect the above. Thank you, Bart Neglia AUG-OB-99 THU 12:30 P. 08 City of Carlsbad FMre Department ADDENDUM TO BUILDING PERMIT This will serve as a reminder to the applicant. By signature, the applicant agrees to comply with these requirements as part of the building permit process; an all weather access road will be provided and maintained during the construction phase, and fire hydrants must be operational prior to combustibles being brought on site If you need further clarification, please contact Mike Smith at the phone number listed below. Michael E. Smith Fire Marshal Signature SFAppJicant Company Name Phone Number 12/08/97 \- — m ---- r*-* i_i --- 1 in /CIQ'I Oil .91 A1 o PfevmnHnn o FAX Iftftfl 829-0256 Carlsbad 4 Tony Embuido Esgil Corporation Plan Check # PC99-84 Carlsbad #1-2 See plans #3 By others - #4 See sheet A1.1 & sheet A0.2, #16721 #5 See exterior elevations A on sheets A1.5, A1.6, A2.5, & A2.6 #6-7 By others - £fJ&l#%€.o #8 See note at Utility Room "PROVIDE 10" x 10" SUPPLY DUCT INTO UTIL RM." #9 See floor plans where duct exit building #10 See garage side 200 amp service #11 See kitchen floor plans #12-14 See sheet A0.2 bottom right #15 See floor plans #16-19 By others - &£xto*>&o If .you have any questions or problems, please don't hesitate to call. Thank you, Mark Stewart GOUVIS ENGINEERING ^CALIFORNIA* STRUCTURAL CALCULATIONS FOR A 4 UNIT RESIDENTIAL DEVELOPMENT JOB NO. DATE PLAN NO. MAP NO. LOCATION DEVELOPER ARCHITECT "CARLSBAD 4" (Revised 6/25/99) 20715 04/22/99 1, 2 MS851 CARLSBAD, SAN DIEGO COUNTY, CA WIEGAND NEGLIA CORPORATION CASE GROUP ARCHITECTS [DESIGN CRITERIA?! A. CODE: 1997 UBC, WIND: C, 70 MPH, SEISMIC ZONE: 4 B. WOOD SPECIES: DOUGLAS FIR LARCH WITH MAX. 19% MOISTURE CONTENT PRIOR TO INSTALLATION OF FINISH MATERIAL 4X MEMBERS NO. 2 OR BETTER 6X, 8X BEAMS & HEADERS NO. 1 OR BETTER 2X JOISTS & RAFTERS NO. 2 OR BETTER PLATES AND BLOCKING STUD GRADE OR BETTER STUDS STUD GRADE OR BETTER MUD SILLS PRESSURE TREATED UTILITY GRADE OR BETTER C. ULTIMATE STRENGTH CONCRETE: 2500 PSI (MIN) (U.N.O.) D. ULTIMATE COMPRESSIVE STRENGTH MASONRY: 1500 PSI (U.N.O.) E. STRUCTURAL STEEL (A50) (U.N.O.) F. POST TENSION FOUNDATION SYSTEM (BY OTHERS) [SOILS AND GEOLOGY:| SOILS REPORT BY: GEOTECHNICS INCORPORATED 0007-006-00 05/05/99 ALLOWABLE SOIL BEARING PRESSURE: 3000 PSF NOTE: THIS REPORT TO BE CONSIDERED AS A PART OF THESE CALCULATIONS IN ALL OF ITS REQUIREMENTS. >S t u 'F THESE CALCULATIONS ARE VALID ONLY WHEN BEARING ORIGINAL IKAM. HEREON. JUL 0 11999 NT/CEO. RCE 38276 IFORNIA EXP. DATE 03/31/2000 GOUVIS ENGINEERING GROUP OF COMPANIES WITH OFFICES IN: 4400 CAMPUS DRIVE, SUITEA. NEWPORT BEACH, CALIFORNIA 92660 2150 E.TAHQUITZ CANYON SUITE 9, PALM SPRINGS, CALIFORNIA 92262 5465 MOREHOUSE DRIVE, SUITE 100, SAN DIEGO, CALIFORNIA 92121 FIELD OFFICES: LAS VEGAS (702)597-2005 Fax(702)597-0905 FREMONT (949)752-1612 (760)323-5090 (619)623-9941 (510)252-9195 Fax(949)7 52-53 21 Fax(760)325-2863 Fax(619)623-02 78 TABLE OF CONTENTS Structural Calculation Standard Notes Page 2 CALIFORNIA Client: WA/.^. Date: 47 (3/94 SHEETS Revisions 3.0-3.1 Roof Rafter / Floor Joist Span Tables 4-7 Shear Wall Schedule 8 Anchor Bolt Chart..... 9 PLAN Beams Bl - Lateral Force Analysis LI - 'Foundation Fl - PLAN Beams B1-/3/H Lateral Force Analysis LI -/ Foundation Fl - Post Tension PT1- TOTAL NUMBER OF PAGES BH _ Structural Calculation Standard Notes/7=T7 REVISION BLOCK FOR PLAN: Page 3 l\±f, I GECJob#:^^/5 1 jn.1 Client: V^-c • ' r Date:CALIFORNIA DATE DATE DATE DATE REVISIONS TO BEAM SHEETS REVISIONS TO LATERAL SHEETS REVISIONS TO FOUNDATION SHEETS • REVISIONS TO MISCELLANEOUS SHEETS 3rbl GEC ______ Structural Calculation Standard Notesf/^n REVISION BLOCK FOR PLAN: Page 3 ' \ Date: sill 1 9? CALIFORNIA ' ' DATE DATE DATE DATE REVISIONS TO BEAM SHEETS REVISIONS TO LATERAL SHEETS REVISIONS TO FOUNDATION SHEETS • REVISIONS TO MISCELLANEOUS SHEETS 3rbl GEC rpT? ROOF RAFTER/ /to/ NOTE: TLDFL: / J^l LLDFL: CALIFORNIA JOIST SPAN TABLE: DFL NO. L/240 L/360 Structural Calculation Standard Notes 2 Page 4 Client V/. A/- C. DatA* C7 ) *? / Cl -4i Lr/ttlV* J/ / JJ ^ J -- SLOPE FLAT TILE <4-12 <4:12 SHAKE TILE £4:12 £4:12 LL/DL SIZE SPC 12 2x4 16 24 12 2x6 16 24 12 2x8 16 24 12 2x10 16 24 12 2x12 16 24 12 2x14 16 24 10. / 6.0 20. / 15.0 20. / 18.0 CLG JST RFT RFT 10'-6" 8'-l" 7'-ll" 9'-7" 7'-5" 7'-2" 8'-4" 6'-5" 6'-2" 16'-7" 12'-10" 12'-6" 15'-1" 11 '-7" 11 '-4" 21 '-11" 16'-10" 16'-5" 19'-11" 15'-4" 14'-11" 17'-4" 13M" 13'-0" 27MP 21 '-6" 20'-11" 25'-5" 19'-7" 19'-1" 22'-2" 16'-9" 16'-1" 34'-0" 26'-2" 25 '-6" 30'-11" 23 '-9" 22'-10" 27'-0" 19'-5" 18'-8" 40'-1" 30'-9" 29'-6" 36'-5" 26'-8" 25'-6" 31'. 9» 21 '-9" 20'- 10" NOTE: A load duration factor of Cd = 1 .25 and repetive factor of Cr = 16. / 11.0 16. / 18.0 RFT RFT g'-ll" 8'-2" 8'-0" 7'-6" 7'-0" 6'-6" 13'-11" 12'-11" 12'-8" 11 '-9" 11 '-0" 10'-2" 16'-8" 15 '-5" 14'-7" 13 '-6" 23 '-5" 21'-9" 28'-6" 26'-6" 26'-0" 24'-0" '\'\1 -J» 1Q>' 0"2.Z. -Z ly -5 33 '-7" 31'-0" 30'-2" 27'-l" 24'-8" 22'-0" 1.15 have been considered. 4rrpGEC.doc _ . Structural Calculation Standard Notesl/^t I MAXIMUM SPAN TABLE FOR DFL NO. 2 FLOOR Page 5 ill*/ JOISTS GECJob#:^/S CALIFORNIA TLDFL:L/240 LLDFL:L/360 SIZE SPC 2X4 12 16 162 24 2X6 12 16 162 24 2X8 12 16 162 24 2X10 12 16 162 24 2X12 12 16 162 24 2X14 12 16 162 24 Residential reg. floor load w/o It. wt cone, or gypcrete 40.0/12.0 FLR. JST. 6'- 10" 6'-2" 5'-5" 10'-8" 9'-9" 7MP 14M" 12'-3" iO'-l" 17'-5" 15'-0" 12'-3" 20'-2" 17'-6" 14'-3" 22r-6" 19'-6" 15'-11" Residential floor joist w/ 3/4" gypcrete 40.0 / 17.0 FLR. JST. 6'-2" 5'-2" 9'-3" 8'-0" 7'-7" 13 '-6" U'-9" 9'-7" i!5 lo -8 lo "5 13 '-7" 15'-2" Residential Resident floor joist w/ joist w/1 1" gypcrete gypcrete ial floor Deck joist Commercial floor 1/2" LL = 60psf load.w/2i^n._ r , _ , partition & 1 1/2DL=12psf JT^nao, gypcrete 40.0/20.0 40.0/24.0 60.0/12.0 50.0/44.0 FLR. JST. FLR. JST. FLR. JST. FLR. JST. 6'-9" 6'-8" 6'-2" 6'-0" 5M" 5'-0" 5'-0" 4'-ll" 10'-5" IO'-l" 9'-l" g'-9" 7'-ll" T-T 7'_4" T-T 1T-6" ll'-l" IO'-l" 9'-9" 9'_4" 9'.Q" 5MP 5'-8'? 5'-5" 4MP 4'.5» 4M" 4'.g" 4'-0" 9M" 8'-4" g'-3" 7'-2" 7'.2" 6'-4" 6'-8" 5'-10" 10'-6" 9'-2" 9'-2" 8'-l" g'-6" 7'-5" i f-i *\n jc> O" IX' Q" 1O' 11" 14'-0" 13'-7" 12'-10" ll'-2" 13'-4" 12'-11" 12'-1" 10'-8" ir-5" ll'-l" 10'-5" 9'-l" i? i?T» 20'- 10" 20'-2" 14'-10" 13'-0" 16'-11" 14MP 13 '-6" 11 MO" NOTE: 1. The maximum span is based on the maximum allowable stresses or deflection (L/240 for total loads deflection or L/360 for live loads deflection) 2. This maximum span schedule is proved for the control of "bounce" or trampoline effect of floor joist 3. A repetive factor Cr = 1.15 has been considered ) STANDARD NOTES CALIFORNIA Structural Calculation Standard Notes Page 6 GECJob#: Client W.A/6. Date: ^S//3/9 9 WHEN USING FLAT CONCRETE TILE FOR ROOFING MATERIAL, PLEASE BE AWARE THE SPAN OF ROOF RAFTERS PROVIDED IN ATTACHED TABLE MEETS ALL STRUCTURAL CODE REQUIREMENTS. HOWEVER, WHEN USED TO MAXIMUM ALLOWABLE SPAN, RAFTERS MAY SHOW DEFLECTION OR SAG DUE TO THE NATURE AND APPEARANCE OF SUCH TILE MATERIAL. WE SUGGEST THE USE OF PURLIN BEAMS TO CUT THE SPAN OF THE 2X10 ROOF RAFTERS TO 16' - 0" .AND 2 X 12 RAFTERS TO 20' -0" MAXIMUM, WHEN SPACED AT 16" ON CENTER. ALSO, USE THE DETAIL BELOW FOR CONSTRUCTION TO LIMIT THE DEFLECTION. 1- TYP, R/R SEE PLANS 00 NOT NAIL R/R TO WALL 2- OBL TOP PLATE 3- TS22 (1) EACH SIDE AT EACH END OF R/R 4~ ROOF E.N. 5- R/R NOT TO BE NAILED TO SHEAR WALL $- TS22 7- SECTION A SHEAR TRANSFER/CONNECTION DETAIL SstGEC CALIFORNIA MAXIMUM SPAN TABLE FOR DFL No. 2 FLOOR Page JOISTS Client: Date: Structural Calculation Standard Notes 7 THE FOLLOWING TABLE HAS BEEN CREATED AS A GUIDE TO ASSIST IN THE CONTROL OF THE "BOUNCE" OR TRAMPOLINE EFFECT OF RESIDENTIAL FLOOR JOISTS OF VARIOUS SIZES. AND RELATING TO THEIR MAXIMUM SPANS TO MINIMIZE THE SAID EFFECT. 2X4 2X6 2X8 2X10 2X12 2X14 At 12" o.c. 5' -8" 8' -11" 11'-11" 14' -11" 18' - 3" 21' -6" At 16" o.c. s'-r 8' -2" 10' -6" 13' -10" 16' -7" 19' -4" At 24" o.c. 6' -11" 8' -10" 11'-4" 13' -9" 16' -3" SHEAR WALL SCHEDULE 1997 UBC (Revised 02/20/98) Structural Calculation Standard Notes Page 8 CALIFORNIA Client: VJ AJ £ Date: S//3/<?<? 260#/' 350#/' 8. 7/8" STUCCO OVER PAPER-BACKED LATH WITH 16 GAUGE STAPLES AT 6" O.C. AT TOP AND BOTTM PLATES. EDGE OF SHEAR WALL AND ON FIELD (**) 10. 3/8" APA RATED PLYWOOD OR OSB WITH 8d COMMON NAILS AT 6" O.C. AT EDGES AND 12" O.C. FIELD (TABLE 23-II-I-1 UBC) 11. 3/8" APA RATED PLYWOOD OR OSB WITH 8d COMMON NAILS AT 4" O.C. AT EDGES AND 12" O.C. FIELD (TABLE 23-II-M UBC) 12. 3/8" APA RATED PLYWOOD OR OSB WITH 8d COMMON NAILS AT 3" O.C. AT EDGES AND 12" O.C. FIELD (TABLE 23-0-1-1 UBC) (***) 13. 15/32" STRUCTURAL I PLYWOOD OR OSB WITH lOd COMMON NAILS AT 3" O.C. AT EDGES AND 12" O.C. FIELD (TABLE 23-II-M UBC) (***) 14. 15/32" STRUCTURAL I PLYWOOD OR OSB WITH 10d COMMON NAILS AT 2" O.C. AT EDGES AND 12" O.C. FIELD (TABLE 23-II-M UBC) (***) 870#/' 16D SILL PLATE NAILING (SINKER NAIL) 18(W 8" O.C. 4" O.C. 3" O.C. 3" O.C. SEE PLAN SEE PLAN ** SHEAR PANEL TYPE 8 SHALL BE APPLIED IN ACCORDANCE WITH ICBO REPORT #1318 JULY 1996, WITH 16 GAUGE GALVANIZED WIRE WITH 7/8" LEG AND 3/4" CROWN (WALL SECTIONS HAVING HEIGHT TO LENGTH RATIOS IN EXCESS OF 1 1/2" TO 1" SMALL BE BLOCKED). * ** PROVIDE 3" NOMINAL OR WIDER FRAMING AT MUD SILL AND AT ADJOINING PANEL EDGES WITH NAILS STAGGERED FOR SHEAR PANEL TYPES 12, 13 AND 14. ALTERNATE TO ANCHOR BOLT SPACING Structural Calculation Standard Notes Page : 9 Client :W//C. CALIFORNIA Shear Force (PLF) 90 100 150 175 ISO 260 350 490 600 665 870 1330 1740 l/2-> ANCHOR BOLT(Zone 0-3) Zone 3 72" 72" 64" 56" 48" 32" 24" 8"2 8"2 12"' 8"' N/A N/A Zone 0,1,2 72" 72" 64" 56" 48" 32" 24" 16" 16" 12" 8" N/A N/A 5/8" ^ANCHOR BOLT(Zone 0-4) Zone 3,4 72" 72" 72" 72" 72" 48" 40" 12"2 g»2 24-" 16'" 12'" 8"' Zone O.U 72" 72" 72" 72" 72" 48" 40" 24" 24" 16" 16" 12'" 8'" SIMPSON MAS ON 2x4/2x6 PTDF Zone 3,4 72" 72" 56" 48" 48" 32" 24" 16" 12" N/A N/A . N/A N/A Zone 0,1,2 72" 72" 56" 48" 48" 32" 24" 16" 12" 12" 8" N/A N/A SIMPSON MA4 ON2X4PTDFUNO Zone 3,4 64" 56" 32" 32" 32" 16" 16" 8" 8" 12"3 8"3 N/A N/A Zone 0,1,2 64" 56" 32" 32" 32" 16" 16" 8" 8" 8" N/A N/A N/A SIMPSON MA6 ON 2x6/3x6 PTDF Zone 3,4 72" 72" 48" 40" 40" 24" 16" 16" 12" 12'" 8'" N/A N/A Zone 0,1,2 72" 72" 48" 40" 40" 24" 16" 16" 12" 12" 8" N/A N/A USPFA1.FA2 ON 2x47x6 PTDF Zone 3,4 66" 66" 66" 66" 48" 32" 24" 16" 12" N/A N/A N/A N/A Zone 0,1,2 66" 66" 66" 66" 48" 32" 24" 16" 12" 12" 8" N/A N/A 1. 3x SILL PLATE 2. BASED ON 50% CAPACITY PER UBC TABLE 23-II-I-1 3. 3x4 SILL PLATE FOOTNOTE 3 FOR 2x SILL PLATE IN ZONE 3 & 4 ALL MUD SILL ANCHORS REQUIRE MONOLITHIC SLAB OR FOUNDATION. ANCHOR BOLTS CAPACITY IN CONCRETE PER 1997 UBC SECTION 1923.1 AND TABLE 19-D. 1/2" ^ A.B. : 1250(1 .5/3X4/3) = 833 # MINIMUM 1-1/2" FROM EDGE OF CONCRETE & PLATE 5/8" ^ A.B. : 2795(1.875/3.75X4/3) = 1863 # MINIMUM 1-7/8" FROM EDGE OF CONCRETE & 1-1/2" FROM EDGE OF PLATE ANCHOR BOLTS CAPACITY IN MUD SILL PER 1997 NDS SECTION 8.2.3 AND TABLE 8.2E. 1/2". : 2XSILL- 620(4/3)= 827 # 3XSILL- 730(4/3)= 973 # 5/8" 0A.B.: 2XSILL- 890(4/3)= 1187 # 3x SILL - 1 140(4/3) = 1520 # SIMPSON MAS/MA4/MA6 ALLOWABLE LOADS PARALLEL TO PLATE(ICBO NER-443): MAS/2X4, 2x6 SILL : 720 # MA4/2X4 SILL : 480 # MA4/3X4 SILL : 680 # MA6/2X6, 3x6 SILL : 680 # NOTE: ANCHORS SHALL BE PLACED WITHIN 12" FROM THE END OF EACH SILL. MANUFACTURER'S INSTALLATION RECOMMANDATIONS SHALL BE FOLLOWED. USP FA1/FA2 ALLOWABLE LOADS PARALLEL TO PLATE(ICBO ER-3613): FA 14^/2x4, 2x6 SILL: 790 # NOTE: ANCHORS SHALL BE PLACED WITHIN 12" FROM THE END OF EACH SILL. THE MAXIMUM SPACING IS 5 14 FEET. MANUFACTURER'S INSTALLATION RECOMMANDATIONS SHALL BE FOLLOWED. GOUVIS ENGINEERING CALIFORNIA SHEET JOB NO. CLIENT PLAN NO. DATE ENGINEER 20715 neglia 1 04/30/99 TIFFANY (VER4.-20) PRIMARY ROOF LOADING Pitch 05.0:12 K = Increase for Pitch 1.08 TRUSS(24" OC) 2.40 PLYWOOD(1/2" ) x K 1.68 1/2" GYP. BOARD 2.20 Roofing x K 10.83 Misc. 1.89 Total Dead Load (psf) Snow Load (psf) Live Load (psf) 19.00 0.00 16.00 Total Load (psf)35.00 PRIMARY FLOOR LOADING 11 7/8" TJI/150 @ 16" 0/C 1.65 PLYWOOD(3/4" ) 2.25 1/2" GYP. BOARD 2.20 CARPET 1.00 NONE 0.00 Misc. (psf) 4.90 Partition (psf) 0.00 Total Dead Load (psf) 12.00 Live Load (psf) 40.00 Total Load (psf)52.00 GOUVIS ENGINEERING CALIFORNIA SHEET JOB NO. CLIENT PLAN NO. DATE ENGINEER BEAM NUMBER: GTl AT STAIR REACTION AT: 0.00 20715-200 neglia 1 04/30/99 TIFFANY(VER4.30) 26.00'OVER-ALL LENGTH (FT): 26.00 LOADS (DOWNWARD +) BEAM WEIGHT : 40.0 PLF FROM 0.0' TO 26.0' PRIMARY ROOF : 140 PLF= 8.0*(19+16j/2 FROM 0.00' TO 26.00' REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) LEFT 2340/2340 0/0 *** USED BY OTHERS *** RIGHT 2340/2340 0/0 BEAM NUMBER: GT2 AT BED2 & MSTR BED OVER-ALL LENGTH (FT): 30.00 REACTION AT: 0.00 , 30.00 LOADS (DOWNWARD +) BEAM WEIGHT : 40.0 PLF FROM 0.0' TO 30.0' PRIMARY ROOF : 175 PLF=10.0*(19+16)/2 FROM 0.00' TO 30.00' REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) LEFT 3225/3225 0/0 RIGHT 3225/3225 0/0 *** USED BY OTHERS *** GOUVIS ENGINEERING CALIFORNIA SHEET JOB NO. , CLIENT PLAN NO. DATE 20715-200 neglia 1 04/30/99 ENGINEER TIFFANY(VER4.30] BEAM NUMBER: GT3 AT M.BA REACTION AT: 0.00OVER-ALL LENGTH (FT): 24.00 LOADS (DOWNWARD +) BEAM WEIGHT : 40.0 PLF FROM 0.0' TO 24.0' POINTFROM : DOWN=3225 @6.00'(L. OF BM GT2) PRIMARY ROOF : 175 PLF=10.0*(19+16)/2 FROM 0.00' TO 24.00 6.00' PRIMARY ROOF 595 PLF=34.0*(19+16)/2 FROM 6.00' TO 24.00' REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) LEFT 7340/7340 0/0 *** USED BY OTHERS *** RIGHT 7576/7576 0/0 BEAM NUMBER: GT4 AT RIGHT OF W.I.C OVER-ALL LENGTH (FT): 30.00 REACTION AT: 0.00 , 30.00 LOADS (DOWNWARD +) BEAM WEIGHT : 40.0 PLF FROM 0.0' TO 30.0' PRIMARY ROOF : 70 PLF= 4.0*(19+16)/2 FROM 0.00' TO 30.00' POINTFROM : DOWN=7576 @4.00'(R. OF BM GT3) REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) LEFT 8424/8424 0/0 RIGHT 2662/2662 0/0 *** USED BY OTHERS *** GOUVIS ENGINEERING CALIFORNIA SHEET JOB NO. CLIENT PLAN NO. DATE ENGINEER 20715-200 neglia 1 04/30/99 TIFFANY(VER4.30) BEAM NUMBER: 6T6 AT BEDS REACTION AT: 0.00 17.00OVER-ALL LENGTH (FT): 17.00 LOADS (DOWNWARD +) BEAM WEIGHT : 30.0 PLF FROM 0.0' TO 17.0' PRIMARY ROOF : 175 PLF=10.0*(19+16)/2 FROM 0.00' TO 17.00' REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) LEFT 1742/1742 0/0 *** USED BY OTHERS *** RIGHT 1742/1742 0/0 • BEAM NUMBER: GT7 AT RIGHT OF BEDS OVER-ALL LENGTH (FT): 8.00 REACTION AT: 0.00 , 8.00 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PLF FROM 0.0' TO 8.0' PRIMARY ROOF : 105 PLF= 6.0*(19+16)/2 FROM 0.00' TO 8.00' POINTFROM : DOWN=1742 ©2.00'(R. OF BM GT6) REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) LEFT 1807/1807 0/0 RIGHT 936/936 0/0 *** USED BY OTHERS *** GOUVIS ENGINEERING CALIFORNIA ' SHEET JOB NO. CLIENT PLAN NO. DATE ""~ ENGINEER BEAM NUMBER: GT$ AT BED4 & BA2 OVER-ALL LENGTH (FT): 32.50 LOADS (DOWNWARD +) REACTION AT: 0.00 POINTFROM POINTFROM BEAM WEIGHT PRIMARY ROOF POINTFROM POINTFROM DOWN=1807 DOWN=1807 40.0 PLF FROM 0.0 @11.00'(L. OF BM GT7) @28.00'(L. OF BM GT7) TO 32.5' 20715-200 neglia 1 04/30/99 TIFFANY(VER4.30) 32.50 140 PLF= 8.0* (19 + 16)/2 DOWN=3225 @24.00 DOWN=2662 @18.00 FROM (R. OF BM GT2) (R. OF BM GT4) 0.00' TO 32.50' REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) LEFT 6151/6151 0/0 RIGHT 8591/8591 0/0 *** USED BY OTHERS *** GOUVIS ENGINEERING CALIFORNIA SHEET JOB NO. CLIENT PLAN NO. DATE 20715-200 neglia 1 04/30/99 ENGINEER TIFFANY(VER4.30) BEAM NUMBER: 1 DR BM AT RIGHT OF LIVING REACTION AT: 0.00OVER-ALL LENGTH (FT): 17.00 LOADS (DOWNWARD + ) BEAM WEIGHT : 30.0 PLF FROM 0.0' TO 17.0' PRIMARY ROOF : 158 PLF= 9.0* (19 + 16)/2 FROM 17.00 REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) LEFT 1594/1594 0/0 0.00' TO 17.00' RIGHT 1594/1594 0/0 GRIT MOMENT CRIT DEFLTN CRIT SHEAR *** USE DFL N02 4 x 12 DROP BM/HDR *** 6773 LB*FT @ 8.50' RATIO=0.915(Fb= 1203 S= 73.83) -0.530 INCH @ 8.50' BASED ON (L/ 240)= 0.850 1395 LB @ 1.06' 1.5*SHEAR/Fv*A=0.447(Fv=119 A= 39.38) BEAM NUMBER: 2 HDR AT REAR OF MSTR BED OVER-ALL LENGTH (FT): 8.25 LOADS (DOWNWARD +•) REACTION AT: 0.00 BEAM WEIGHT POINTFROM PRIMARY ROOF PRIMARY ROOF EXTERIOR WALL 20.0 PLF FROM 0.0' TO 8.2' DOWN=3225 @3.00'(L. OF BM GT2) 175 PLF=10.0*(19+16)/2 FROM 3.00' 560 PLF=32.0*(19+16)/2 FROM 0.00' 30 PLF = 2.0' * 15.0 FROM 0.00' REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) LEFT 3925/3925 0/0 8.25 TO TO TO 8.25' 3.00' 8.25' RIGHT 2311/2311 0/0 *** USE PARALLAM 31/2 x 91/2 DROP BM/HDR *** *** W/ LEFT: 2-2x4 TRIMMER/STUD CRIT MOMENT = 9031 LB*FT @ 3.00' RATIO=0.573(Fb= 3592 S= 52.65) CRIT DEFLTN = -0.188 INCH @ 3.83' BASED ON (L/ 240)= 0.412 CRIT SHEAR = 3366 LB @ 0.92' 1.5*SHEAR/Fv*A=0.426(Fv=356 A= 33.25) GOUVIS ENGINEERING CALIFORNIA SHEET JOB NO. CLIENT PLAN NO. DATE ENGINEER BEAM NUMBER: 3 FL BM AT NOOK REACTION AT: 0.00OVER-ALL LENGTH (FT): 11.00 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 LB FROM 0.0' TO 11.0' PRIMARY FLOOR : 624 PLF=24.0*(12+40)/2 FROM 0.00' POINTFROM : DOWN=3071 @2.00'(R. OF BM 17) POINTFROM : DOWN=1797 @2.00'(L. OF BM 18) REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) LEFT 7525/7525 0/0 20715-200 neglia 1 04/30/99 TIFFANY(VER4.30) 11.00 TO 11.00' RIGHT 4427/4427 0/0 *** USE PARALLAM 5 1/4 x 11 7/8 *** *** W/ LEFT: 2-2x6 TRIMMER/STUD CRIT MOMENT = 14040 LB*FT @ 4.42' RATIO=0.487(Fb= 2803 S= 123.39) GRIT DEFLTN = -0.228 INCH @ 5.25' BASED ON (L/ 240)= 0.550 CRIT SHEAR = 6022 LB @ 1.11' 1.5*SHEAR/Fv*A=0.508(Fv=285 A= 62.34) BEAM NUMBER: 4 FL BM AT FAMILY CENTER REACTION AT: 0.00 16.75OVER-ALL LENGTH (FT): 16.75 LOADS (DOWNWARD +) BEAM WEIGHT : 30.0 PLF FROM 0.0' TO 16.8' PRIMARY FLOOR : 689 PLF=26.5*(12+40)/2 FROM 7.50' TO 16.75' PRIMARY FLOOR : 611 PLF=23.5*(12+40)/2 FROM 0.00' TO 7.50' REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) LEFT 5369/5369 0/0 RIGHT 5680/5680 0/0 *** USE PARALLAM 7 x 11 7/8 *** *** W/ LEFT: User Designs Trimmer/Post RIGHT: User Designs Trimmer/Post CRIT MOMENT = 23268 LB*FT @ 8.58' RATIO=0.605(Fb= 2803 S= 164.52) CRIT DEFLTN = -0.436 INCH @ 8.42' BASED ON (L/ 360)= 0.558 CRIT SHEAR = 4907 LB @ 15.64' 1.5*SHEAR/Fv*A=0.311(Fv=285 A= 83.12) GOUVIS ENGINEERING CALIFORNIA SHEET JOB NO. CLIENT PLAN NO. DATE ENGINEER 20715-200 neglia 1 04/30/99 TIFFANY(VER4.30} BEAM NUMBER: 5 HDR AT RIGHT OF FAMILY OVER-ALL LENGTH (FT): 5.25 REACTION AT: 0.00 , 5.25 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PLF FROM 0.0' TO 5.2' PRIMARY FLOOR : 377 PLF=14.5*(12+40)/2 FROM EXTERIOR WALL : 150 PLF = 10.0' * 15.0 FROM PRIMARY ROOF : 175 PLF=10.0*(19+16)/2 FROM 0.00' 0.00' 0.00' REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) LEFT 1895/1895 0/0 TO TO TO 5.25' 5.25' 5.25' RIGHT 1895/1895 0/0 CRIT MOMENT GRIT DEFLTN CRIT SHEAR *** USE DFL NO2 4x8 DROP BM/HDR *** 2211 LB*FT @ 2.67' RATIO=0.761(Fb= 1138 S= 30.66) -0.069 INCH @ 2.67' 1217 LB @ 0.73' 1.5*SHEAR/Fv*A=0.757(Fv= 95 A= 25.38) BEAM NUMBER: 6 DR BM AT RIGHT OF FAMILY OVER-ALL LENGTH (FT): 5.50 REACTION AT: 0.00 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 LB FROM 0.0' TO 5.5' PRIMARY FLOOR : 377 PLF=14.5*(12+40)/2 FROM EXTERIOR WALL : 150 PLF =10.0' * 15.0 FROM PRIMARY ROOF REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) LEFT 1986/1986 0/0 5.50 0.00' TO 0.00' TO 175 'PLF=10.0*(19+16)/2 FROM 0.00' TO 5.50' 5.50' 5.50' RIGHT 1986/1986 0/0 CRIT MOMENT CRIT DEFLTN CRIT SHEAR *** USE DFL NO2 4x8 DROP BM/HDR *** 2428 LB*FT @ 2.75' RATIO=0.835(Fb= 1138 S= 30.66) -0.084 INCH @ 2.75' 1297 LB @ 0.73' 1.5*SHEAR/Fv*A=0.807(Fv= 95 A= 25.38) GOUVIS ENGINEERING CALIFORNIA SHEET JOB NO. CLIENT PLAN NO. DATE ENGINEER 20715-200 neglia I 04/30/99 TIFFANY(VER4.30] BEAM NUMBER: 7 FL BM AT STAIR OVER-ALL LENGTH (FT): 9.00 REACTION AT: 0.00 , 9.00 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 LB FROM 0.0' TO 9.0' PRIMARY FLOOR : 312 PLF=12.0*(12+40)/2 FROM 0.00' TO 9.00' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 1494/1494 1494/1494 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE PARALLAM 2 11/16 X 11 7/8 *** GRIT MOMENT = 3362 LB*FT @ 4.50' RATIO=0.228(Fb= 2803 S= 63.16) CRIT DEFLTN = -0.047 INCH @ 4.50' CRIT SHEAR = 1124 LB @ 1.11' 1.5*SHEAR/Fv*A=0.185(Fv=285 A= 31.91) BEAM NUMBER: 8 HDR AT FRONT OF WORK SHOP OVER-ALL LENGTH (FT): 5.25 REACTION AT: 0.00 , 5.25 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 LB FROM 0.0' TO 5.2' PRIMARY ROOF : 140 PLF= 8.0*(19+16)/2 FROM 0.00' TO 5.25' EXTERIOR WALL : 30 PLF = 2.0' * 15.0 FROM 0.00' TO 5.25' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 499/499 499/499 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL NO2 4x6 DROP BM/HDR *** CRIT MOMENT = 654 LB*FT @ 2.67' RATIO=0.313(Fb= 1422 S= 17.65) CRIT DEFLTN = -0.042 INCH @ 2.67' CRIT SHEAR = 388 LB @ 0.58' 1.5*SHEAR/Fv*A=0.255(Fv=119 A= 19.25) GOUVIS ENGINEERING CALIFORNIA SHEET JOB NO. CLIENT PLAN NO. DATE ENGINEER 20715-200 neglia 1' 04/30/99 TIFFANY(VER4.30) REACTION AT: 0.00 16.50 BEAM NUMBER: 9 HDR AT 2-CAR GRG OVER-ALL LENGTH (FT): 16.50 LOADS (DOWNWARD +) BEAM WEIGHT : 30.0 PLF FROM 0.0' TO 16.5' PRIMARY ROOF : 140 PLF= 8.0*(19+16)/2 FROM 0.00' TO 16.50' POINTFROM : DOWN=7127 UP=-1794 @ 14.50'(R. OF BM 13) EXTERIOR WALL : 30 PLF = 2.0' * 15.0 FROM 0.00' TO 16.50' REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) LEFT 2155/2155 0/0 RIGHT 5314/7385 0/-622 *** USE GLB 24P V4 3 1/8 x 12 DROP BM/HDR *** *** W/ RIGHT: User Designs Trimmer/Post ***0.500" CAMBER UP @ SPAN( 8.7') CRIT MOMENT = 11615 LB*FT @ 10.75' RATIO=0.619(Fb= 3000-3= 75.00) GRIT DEFLTN = -0.711 INCH @ 8.75' BASED ON (L/ 240)= 0.825 CRIT SHEAR = 5804 LB @ 15.38' 1.5*SHEAR/Fv*A=0.727(Fv=319 A= 37.50) BEAM NUMBER: 10 FL BM AT WORK SHOP REACTION AT: 0.00OVER-ALL LENGTH (FT): 11.00 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 LB FROM 0.0' TO 11.0' PRIMARY ROOF : 280 PLF=16.0*(19+16)/2 FROM PRIMARY FLOOR : 117 PLF= 4.5*(12+40)/2 FROM 0.00' 0.00' 11.00 TO 11.00' TO 11.00' SHEARWALL E W= 2120 S= 3162( 3900) H= 9.0' @ 0.00' L=11.0' SW 7X AXIS REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) LEFT 3036/6133 0/-2339 RIGHT 3003/6100 0/-2367 *** USE PARALLAM 3 1/2 x 11 7/8 *** *** W/ LEFT: 4x4 POST RIGHT: 4x4 POST CRIT MOMENT = 8347 LB*FT @ 5.50' RATIO=0.347(Fb= 3504 S= 82.26) CRIT DEFLTN = -0.186 INCH @ 5.50' BASED ON (L/ 240)= 0.550 CRIT SHEAR = 2421 LB @ 9.89' 1.5*SHEAR/Fv*A=0.245(Fv=356 A= 41.56) GOUVIS ENGINEERING CALIFORNIA SHEET JOB NO. CLIENT PLAN NO. DATE ENGINEER 20715-200 neglia 1 04/30/99 TIFFANY(VER4.30) BEAM NUMBER: 11 FL BM AT GRG OVER-ALL LENGTH (FT): 17.00 LOADS (DOWNWARD +) REACTION AT: 0.00 BEAM WEIGHT PRIMARY ROOF PRIMARY FLOOR EXTERIOR WALL SHEARWALL E 30.0 LB FROM 0.0' TO 17.0' 245 PLF=14.0*(19+16)/2 FROM 182 PLF= 7.0*(12+40)/2 FROM 135 PLF = 9.0' * 15.0 FROM 17.00 0.00' TO 16.00' 0.00' TO 16.00' 0.00' TO 3.50' W= 4134 S= 6131( 7830) H= 9.0' @ 3.50' L=13.5' SW 7X AXIS REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) LEFT 5019/10052 0/-3766 RIGHT 4618/9781 0/-3906 *** USE PARALLAM 5 1/4 x 11 7/8 *** *** W/ LEFT: 4x6 POST RIGHT: 2-2x6 TRIMMER/STUD CRIT MOMENT = 32864 LB*FT @ 4.92' RATIO=0.671(Fb= 4766 S= 123.39) GRIT DEFLTN = -0.755 INCH @ 8.50' BASED ON (L/ 240)= 0.850 CRIT SHEAR = 9548 LB @ 1.11' 1.5*SHEAR/Fv*A=0.474(Fv=484 A= 62.34) BEAM NUMBER: 12 FL BM AT GRGR OVER -ALL LENGTH LOADS (DOWNWARD BEAM WEIGHT POINTFROM POINTFROM EXTERIOR WALL PRIMARY ROOF PRIMARY FLOOR PRIMARY ROOF POINTFROM INTERIOR WALL (FT): 10.50 REACTION AT: 0.00 , 10.50 20.0 PLF FROM 0.0' TO 10.5' DOWN=6100 DOWN=10052 135 PLF = 175 PLF=10 69 PLF= 2 70 PLF= 4 DOWN=936 90 PLF = UP=-2367 @ 4.50' (R. OF BM 10) UP=-3766 @ 6.50' (L. OF BM 11) 9.0' * 15.0 FROM 4.50' .0*(19+16)/2 FROM 4.50' .7*(12+40)/2 FROM 0.00' REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) ,0*(19+16)/2 FROM 6.50' @4.50'(R. OF BM GT7) 9.0' * 10.0 FROM 0.00' LEFT 5246/5246 0/0 TO TO TO TO 6 6 6 10 50' 50' 50' 50' TO 4.50' RIGHT 5678/6413 0/0 *** USE PARALLAM 5 1/4 x 11 7/8 *** *** W/ LEFT: 2-2x6 TRIMMER/STUD RIGHT: 2-2x6 TRIMMER/STUD CRIT MOMENT = 22103 LB*FT @ 5.75' RATIO=0 . 613 (Fb= 3504 S= 123.39) CRIT DEFLTN = -0.281 INCH @ 5.33' BASED ON (L/ 240)= 0.525 CRIT SHEAR = 5578 LB @ 9.39' 1 . 5*SHEAR/Fv*A=0 . 377 (Fv=356 ' A= 62.34) GOUVIS ENGINEERING CALIFORNIA SHEET JOB NO. CLIENT PLAN NO. DATE ENGINEER 20715-200 neglia 1 04/30/99 TIFFANY (VER4.. 30) BEAM NUMBER: 13 PL BM AT 2-CAR GRG OVER-ALL LENGTH (FT): 10.50 LOADS (DOWNWARD +) REACTION AT: 0.00 10.50 BEAM WEIGHT POINTFROM PRIMARY'FLOOR POINT LOAD EXTERIOR WALL POINTFROM 20.0 LB FROM 0.0' TO 10.5' DOWN=9781 83 PLF= @ 4.5'(G= 135 PLF = DOWN=936 REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) UP=-3906 @ 3.2*(12+40)/2 530 ) 9.0' * 15.0 FROM @4.50' (R. OF BM LEFT 3267/4937 0/-765 6.50' (R. OF BM 11) FROM 0.00' TO 10.50' 4.50' GT7) TO 6.50' RIGHT 4170/7127 0/-1794 *** USE PARALLAM 5 1/4 x 11 7/8 *** *** W/ LEFT: 2-2x6 TRIMMER/STUD RIGHT: 2-2x6 TRIMMER/STUD GRIT MOMENT = 27785 LB*FT @ 6.50' RATIO=0.567(Fb= 4766 S= 123.39) CRIT DEFLTN = -0.189 INCH @ 5.42' BASED ON (L/ 240)= 0.525 GRIT SHEAR = 7026 LB @ 9.39' 1.5*SHEAR/Fv*A=0.349(Fv=484 A= 62.34) BEAM NUMBER: 14 DR BM AT 2-CAR GRG OVER-ALL LENGTH (FT): 20.00 REACTION AT: 0.00 20.00 LOADS (DOWNWARD +) BEAM WEIGHT : 30.0 LB FROM 0.0' TO 20.0' PRIMARY FLOOR : 442 PLF=17.0*(12+40)/2 FROM PRIMARY FLOOR : 546 PLF=21.0*(12+40)/2 FROM 0.00' TO 6.00' 6.00' TO 20.00' POINTFROM DOWN=4937 UP=-765 @ 16.00' (L. OF BM 13) REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) LEFT 5663/5805 0/0 RIGHT 8013/8580 0/0 *** USE GLB 24F V4 5 1/8 x 15 DROP BM/HDR *** *** W/ LEFT: 2-2x6 TRIMMER/STUD RIGHT: 2-2x6 TRIMMER/STUD ***0.375" CAMBER UP @ SPAN(IO.S') CRIT MOMENT = 32479 LB*FT @ 11.17' RATIO=0.896(Fb= 2264 S= 192.19) CRIT DEFLTN = -0.943 INCH @ 10.33' BASED ON (L/ 240)= 1.000 CRIT SHEAR = 6831 LB @ 18.62' 1.5*SHEAR/Fv*A=0.555(Fv=240 A= 76.88) GOUVIS ENGINEERING CALIFORNIA SHEET JOB NO. CLIENT PLAN NO. DATE ENGINEER 20715-200 neglia 1 04/30/99 TIFFANY(VER4.30) BEAM NUMBER: 15 FL BM AT WORK SHOP REACTION AT: 0.00 12.00OVER-ALL LENGTH (FT): 12.00 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PLF FROM 0.0' TO 12.0' PRIMARY FLOOR : 390 PLF=15.0*(12+40)/2 FROM 0.00' TO 12.00' POINTFROM : DOWN=5246 ©10.50'(L. OF BM 12) REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) LEFT 3116/3116 0/0 RIGHT 7050/7050 0/0 *** *** USE PARALLAM 5 1/4 x 11 7/8 *** W/ RIGHT: 2-2x6 TRIMMER/STUD CRIT MOMENT = 10843 LB*FT @ 7.25' RATIO=0.376(Fb= 2803 S= 123.39) CRIT DEFLTN = -0.213 INCH @ 6.33' BASED ON (L/ 240)= 0.600 CRIT SHEAR = 5656 LB @ 10.89' 1.5*SHEAR/Fv*A=0.477(Fv=285 A= 62.34) BEAM NUMBER; 16 HDR AT LEFT OF KIT OVER-ALL LENGTH (FT): 2.75 LOADS (DOWNWARD +) REACTION AT: 0.00 2.75 BEAM WEIGHT PRIMARY FLOOR EXTERIOR WALL PRIMARY ROOF POINTFROM 20.0 PLF FROM 0.0' TO 2.8' 390 PLF=15.0*(12+40)/2 FROM 0.00' TO 2.75' 135 PLF = 9.0' * 15.0 FROM 0.00' TO 2.75' 175 PLF=10.0*(19+16)/2 FROM 0.00' TO 2.75' DOWN=7340 @2.00'(L. OF BM GTS) REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) LEFT 3091/3091 0/0 RIGHT 6599/6599 0/0 *** USE DFL N02 4 x 10 DROP BM/HDR *** *** W/ RIGHT: 4x4 POST CRIT MOMENT = 4748 LB*FT @ 2.00' RATIO=0.870(Fb= 1312 S= 49.91) CRIT DEFLTN = -0.014 INCH @ 1.50' CRIT SHEAR = 2449 LB @ 0.90' 1.5*SHEAR/Fv*A=0.955(Fv=119 A= 32.38) GOUVIS ENGINEERING CALIFORNIA SHEET JOB NO. CLIENT PLAN NO. DATE """ ENGINEER 20715-200 neglia 1 04/30/99 TIFFANY(VER4.30) BEAM NUMBER: 17 FL BM AT REAR OF HOUSE OVER-ALL LENGTH (FT): 15.00 REACTION AT: 0.00 LOADS (DOWNWARD +) BEAM WEIGHT : 30.0 PLF FROM 0.0' TO 15.0' EXTERIOR WALL : 135 PLF = 9.0' * 15.0 FROM PRIMARY ROOF : 175 PLF=10.0*(19+16)/2 FROM PRIMARY FLOOR : 69 PLF= 2.7*(12+40)/2 FROM 15.00 REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) LEFT 3071/3071 0/0 0.00' TO 15.00' 0.00' TO 15.00' 0.00' TO 15.00' RIGHT 3071/3071 0/0 CRIT MOMENT CRIT DEFLTN CRIT SHEAR *** USE PARALLAM 3 1/2 x 11 7/8 *** 9265 LB*FT @ 7.50' RATIO=0.482(Fb= 2803 S= 82.26) -0.477 INCH @ 7.50' BASED ON (L/ 240)= 0.750 2103 LB @ 1.11' 1.5*SHEAR/Fv*A=0.266(Fv=285 A= 41.56) BEAM NUMBER: 18 FL BM AT NOOK OVER-ALL LENGTH (FT): 9.00 REACTION AT: 0.00 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PLF FROM 0.0' TO 9.0' EXTERIOR WALL : 135 PLF = 9..0' * 15. 0 FROM PRIMARY ROOF : 175 PLF=10.0*(19+16)/2 FROM PRIMARY FLOOR : 69 PLF= 2.7*(12+40)/2 FROM REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) LEFT 1797/1797 0/0 9.00 0.00' TO 0.00' TO 0.00' TO 9, 9 9 00' 00' 00' RIGHT 1797/1797 0/0 CRIT MOMENT CRIT DEFLTN CRIT SHEAR *** USE PARALLAM 3 1/2 x 11 7/8 *** 4044 LB*FT @ 4.50' RATIO=0.168(Fb= 3504 S= 82.26) -0.060 INCH @ 4.50' 1352 LB @ 1.11' 1.5*SHEAR/Fv*A=0.137(Fv=356 A= 41.56] GOUVIS ENGINEERING CALIFORNIA SHEET JOB NO. CLIENT PLAN NO. DATE ENGINEER 20715-200 neglia 1 04/30/99 TIFFANY(VER4.30) BEAM NUMBER: 19 HDR AT RIGHT OF NOOK OVER-ALL LENGTH (FT): 3.00 LOADS (DOWNWARD +) BEAM WEIGHT POINTFROM PRIMARY FLOOR EXTERIOR WALL PRIMARY ROOF REACTION AT: 0.00 20.0 PLF FROM 0.0' TO 3.0' DOWN=1797 @0.50'(R. OF BM 18) 234 PLF= 9.0*(12+40)/2 FROM 0.00' 135 PLF = 9.0' * 15.0 FROM 0.00' 175 PLF=10.0*(19+16)/2 FROM 0.00' REACTIONS (LBS) DOWNWARD{DL+LL/MAX.) UPLIFT (DL+LL/MAX.) LEFT 2344/2344 0/0 3.00 TO TO TO 3 3 3 00' 00' 00' RIGHT 1146/1146 0/0 CRIT MOMENT CRIT DEFLTN CRIT SHEAR *** USE DFL NO2 4x6 DROP BM/HDR *** 963 LB*FT @ 1.00' RATIO=0.576(Fb= 1138 S= 17.65) -0.024 INCH @ 1.42' 683 LB @ 2.42' 1.5*SHEAR/Fv*A=0.560(Fv= 95 A= 19.25) BEAM NUMBER: 20 HDR AT 3-CAR REACTION AT: 0.00OVER-ALL LENGTH (FT): 8.50 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 LB FROM 0.0' TO 8.5' PRIMARY ROOF : 140 PLF= 8.0*(19+16)/2 FROM 0.00' TO EXTERIOR WALL : 30 PLF = 2.0' * 15.0 FROM 0.00' TO POINTFROM : DOWN=6413 @8.00'(R. OF BM 12) REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) LEFT 1141/1141 0/0 8.50 8.50' 8.50' RIGHT 6151/6429 0/0 *** USE DFL NO2 4 x 12 DROP BM/HDR *** *** W/ RIGHT: 4x4 POST CRIT MOMENT = 3429 LB*FT @ 6.00' RATIO=0.463(Fb= 1203 S= 73.83) CRIT DEFLTN = -0.067 INCH @ 4.58' CRIT SHEAR = 940 LB @ 1.06' 1.5*SHEAR/Fv*A=0.301(Fv=119 A= 39.38) GOUVIS ENGINEERING CALIFORNIA STUD DESIGN(Ver 2.00) UBC-1994 LOCATION : at living & dining WIND EXPOSURE WIND SPEED. (MPH) MEAN ROOF HEIGHT (FT) COMBINED COEFFICIENT Ce WIND PRESSURE COEFFICIENT Cq WIND STAGNATION PRESSURE qs (PSF) WIND IMPORTANCE FACTOR Iw EXTERIOR STUD(YES/NO) LENGTH OF STUD (FT) WALL WEIGHT (PSF) PriRf Ld(PLF)( 8.0x19.0/2) PriFl Ld(PLF)[ 0.Ox(12.0+40.0)/2] WIND FORCE(PSF) p = Ce*Cq*qs*Iw =( 1.13)*( 1.20)*(12.54)*( 1.00) SHEET JOB NO CLIENT PLAN NO DATE C 70 20.00 1.13 1.20 12.54 1.00 YES 16.00 15.00 76.00 0.00 17.01 20715200 04/29/9-9 *** USE : 2 X 6 DFL-NO2 AT 12.0" O.C. *** A = 900.00 psi Fc = 8.25 in2 S = 1350.00 psi 7.56 in3 E = D = 1600000.00 psi 5.50 in Effective Length le = Ke*l = 1.0*16.00 = 16.00 ft Slenderness ratio le/D = 16.00* (12) / 5.50 = 34.91 <= 50 OK! Load duration, factor Cd = 1.60 Bending size factor . CF = Repetitive factor Cr = 1.15 Compression size factor CF1 = Kce = 0.30 for Visual Graded Lumber c = 0.80 for Sawn Lumber Fee = Kce * E/(le/D)2 = 0.30 x 1600000.00 / 34.912 = 393.88 psi Fc* = Fc x Cd x CF' = 1350.00 x 1.60 x 1.10 = 2376.00 psi Column stability factor : , CFC = [l+(Fce/Fc*)]/2c - /{[1+(Fce/Fc*)]/2c}2- (Fce/Fc*)/c 1.30 1.10 393.88/2376.00)]/(2x0.80)} -J {[l+( 393.88/2376.00)]/(2x0.80)}2- ( 393.88/2376.00)70.80 = 0.16 Fc'= Fc x Cd x CF' x "Cpc = 1350. OOx 1 . 60x l.lOx 0.16= 379.46 psi Fb'= Fb x Cd x CF x Cr = 900. OOx 1.60x 1.30x 1.15= 2152.80 psi Maximum moment at mid height: M =(ple 2/8) (SPACING/12) = [ (17.01x256.0) /8] (12 . 0/12) =544 . 3 ft-lbs Axial load P at mid height : P = [ 76.00 + 15.00 x (16.00/2)] x (12.00/12) = 196.00 Ibs fc = P/A = 196. OO/ 8.25 = 23.76 psi <= Fce( 393.88) OK! <= Fc'( 379.46) OK! fb = M/S = 544.31xl2/ 7.56 = 863.70 psi <= Fb'(2152.80) OK! (fc/Fe')fb/[Fb' x (l-fc/Fce)] = ( 23. Q/ 379.5)2+ 863. 7/ [2152 . 8x (1- 23. 8/ 393 . 9) ] =0 . 431 <= 1 QK! Deflection = 0.75 inch = L/ 255 <= L/240(BrittIe Finishing) OK! (JL 207 (,£ V = V = V ^ V V . - O- •* =, 5.46 U 5- OK LI 2Q Plan I JPP ni rr -2071 r r GOUVIS ENGINEERING CALIFORNIA SHEET : L 3 LATERAL ANALYSIS JOB NO. : 20715 CLIENT : W.N.C POURING MONO PLAN NO.: 1 DATE : 4-30-1999 SECTION 1 LONGITUDINAL 1ST FLR HT:16.00 BLDG HT:21.00 FT WIND HEIGHT (FT) : 15 20 25 WIND FORCE (PSF) : 17.36 18.51 19.49 WIND LD ROOF = 233.54 PLF , TOTAL LOAD = 233.54 PLF Ry = 5.5 SOIL: Sc Na = 1.00 Ca =.40(1.00) V = 2.5(.40) (1.00) (l.OO)W/(1.4X5.5) = .130W SEISMIC ROOF : DL ROOF =19.00X 32.00 = 608.00 DL EXT WALL =15.00X 2X(16.00- 8.00) = 240.00 DL INT WALL =10.OOX OX(16.00- 8.00) = .00 SHEAR = .130X( 608.00 + 240.00 + .00)= 110.13 PLF TOTAL LOAD = 110.13 PLF WIND GOVERNS ==> ROOF: 233.54 PLF ROOF DIAPHRAGM : V=233.54 PLF MAX SHEAR=233.54X 14.00/(2 X 32.00)= 51.09 PLF USE: 1/2" CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT 6",12" PC CHORD FORCE=233.54X 14.00X 14.00/(8 X 32.00)= 178.81 SPLICE WITH 16D COMMON NAILS @ 16" O.C. (STANDARD CONSTRUCTION) ALT: SPLICE WITH 16D SINKER NAILS @ 16" O.C. (STANDARD CONSTRUCTION) SECTION 2 LONGITUDINAL 1ST FLR HT: 9.00, 2ND FLR HT:19.00 BLDG HT:25.00 FT WIND HEIGHT (FT) : 15 20 25 WIND FORCE (PSF) : 17.36 18.51 19.49 WIND LD ROOF = 197.67 PLF WIND LD 1-FL = . 174.65 PLF TOTAL LOAD = 372.32 PLF Ry = 5.5 SOIL: Sc Na = 1.00 Ca =.40(1.00) V = 2.5 ( .40) (1.00) (1.00)W/(1.4X5.5) = .130W SEISMIC ROOF : DL ROOF =19.00X 48.00 . = 912.00 DL EXT WALL =15.00X 2X(19.00-14.00) = 150.00 DL INT WALL =10.00X 3X(19.00-14.00) = 150.00 SHEAR = .130X( 912.00 + 150.00 + 150.00)= 157.40 PLF SEISMIC 1-FL : DL FLOOR =12.00X 42.00 = 504.00 DL EXT WALL =15.OCX( 2X(14.00- 9.00) + 2X ( 9.00- 4.50))= 285.00 DL INT WALL =10.00X( 3X(14.00- 9.00) + 2X ( 9.00- 4.50))= 240.00 SHEAR = .130X( 504.00 + 285.00 + 240.00)= 133.64 PLF TOTAL LOAD = 291.04 PLF REDISTRIBUTE SHEAR : 157.40X19.00+ 133.64X 9.00= 4193.38 SHEAR ROOF= 157.40X19.OOX 291.04/ 4193.38= 207.56 PLF SHEAR 1-FL= 133.64X 9.OOX 291.04/ 4193.38= 83.47 PLF SEISMIC GOVERNS ==> ROOF: - 207.56 PLF WIND GOVERNS ==> 1-FL: 372.32 PLF GOUVIS ENGINEERING CALIFORNIA SHEET : L 4 LATERAL ANALYSIS JOB NO. : 20715 CLIENT : W.N.C POURING MONO PLAN NO.: 1 DATE : 4-30-1999 ROOF DIAPHRAGM : V=207.56 PLF~~~ MAX SHEAR=207.56X 38.00/(2 X 48.00)= 82.16 PLF USE: 1/2" CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT 6",12" PC CHORD FORCE=207.56X 38.00X 38.00/(8 X 48.00)= 780.53 USE 8-16D COMMON NAILS MINIMUM BTWN SPLICE PNTS . ALT 8-16D SINKER NAILS MINIMUM BTWN SPLICE PNTS 1-FL DIAPHRAGM : V=197.67 + 174.65=372 . 32 PLF MAX SHEAR=372.32X 38.00/(2 X 42.00)=168.43 PLF USE: 5/8" CDX STR II UNBLKD W/10D COMMON OR RINGSHANK AT 6",10" PC CHORD FORCE=372.32X 38.00X 38.00/(8 X 42.00)= 1600.08 USE 16-16D COMMON NAILS MINIMUM BTWN SPLICE PNTS GOUVIS ENGINEERING CALIFORNIA SHEET : L 5 LATERAL ANALYSIS JOB NO. : 20715 CLIENT : W.N.C POURING MONO PLAN NO. : 1 DATE : 4-30-1999 SECTION 1 .TRANSVERSE 1ST FLR HT:16.00 BLDG HT:20.00 FT WIND HEIGHT (FT) : 15 20 WIND FORCE (PSF) : 17.36 . 18.51 WIND LD ROOF = 214.05 PLF TOTAL LOAD = 214.05 PLF Rx = 5.5 SOIL: Sc Na = 1.00 Ca =.40(1.00) V = 2.5(.40) (1.00) (l.OO)W/(1.4X5.5) = .130W SEISMIC ROOF : DL ROOF =19.00X 15.00 = 285.00 DL EXT WALL =15.00X IX(16.00- 8.00) = 120.00 DL INT WALL =10.00X IX(16.00- 8.00) = 80.00 SHEAR = .130X( 285.00 + 120.00 + 80.00)= 62.99 PLF TOTAL LOAD = 62.99 PLF WIND GOVERNS ==> ROOF: 214.05 PLF ROOF DIAPHRAGM : V=214.05 PLF MAX SHEAR=214.05X 29.00/(2 X 15.00)=206.92 PLF USE: 1/2" CDX STR II BLKD 24/0 W/8D COMMON NAILS AT 6",6" PC CHORD FORCE=214.05X 29.00X 29.00/(8 X 15.00)= 1500.14 USE 14-16D COMMON NAILS MINIMUM BTWN SPLICE PNTS ALT 16-16D SINKER NAILS MINIMUM BTWN SPLICE PNTS SECTION 2 TRANSVERSE 1ST FLR HT: 9.00, 2ND FLR HT:19.00 ^ BLDG HT:24.50 FT WIND HEIGHT (FT) : 15 20 25 WIND FORCE (PSF) : 17.36 18.51 19.49 WIND LD ROOF = 187.92 PLF WIND LD 1-FL = 174.65 PLF TOTAL LOAD = 362.57 PLF • Rx = 5.5 SOIL: Sc Na = 1.00 Ca =.40(1.00) V = 2.5(.40) (1.00) (1.00)W/(1.4X5.5) = .130W SEISMIC ROOF : DL ROOF =19.00X 42.00 = 798.00 DL EXT WALL =15.00X 2X(19.00-14.00) = 150.00 DL INT WALL =10.00X 2X(19.00-14.00) = 100.00 SHEAR = .130X( 798.00 + 150.00 + 100.00)= 136.10 PLF SEISMIC 1-FL : DL FLOOR =12.00X 38.50 = 462.00 DL EXT WALL =15.00X( 2X(14.00- 9.00) + 2X ( 9.00- 4.50))= 285.00 DL INT WALL =10.00X( 2X(14.00- 9.00) + IX( 9.00- 4.50))= 145.00 SHEAR = .130X( 462.00 + 285.00 + 145.00)= 115.84 PLF TOTAL LOAD = 251.95 PLF REDISTRIBUTE SHEAR : 136.10X19.00+ 115.84X 9.00= 3628.57 SHEAR ROOF= 136.10X19.OOX 251.95/ 3628.57= 179.56 PLF SHEAR 1-FL= 115.84X 9.OOX 251.95/ 3628.57= 72.39 PLF WIND GOVERNS ==> ROOF: 187.92 PLF WIND GOVERNS ==> 1-FL: 362.57 PLF GOUVIS ENGINEERING CALIFORNIA SHEET : L 6 LATERAL ANALYSIS JOB NO. : 20715 CLIENT : W.N.C POURING MONO PLAN NO.: 1 DATE : 4-30-1999 ROOF DIAPHRAGM : V=187.92 PLF MAX SHEAR=187.92X 44.00/(2 X 42.00)= 98.44 PLF USE: 1/2" CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT 6",12" PC CHORD FORCE=187.92X 44.00X 44.00/(8 X 42.00)= 1082.80 USE 12-16D COMMON NAILS MINIMUM BTWN SPLICE PNTS ALT 12-16D SINKER NAILS MINIMUM BTWN SPLICE PNTS 1-FL DIAPHRAGM : ¥=187.92+174.65=362.57 PLF MAX SHEAR=362.57X 25.00/(2 X 38.50)=117.72 PLF USE: 5/8" CDX STR II UNBLKD W/10D COMMON OR RINGSHANK AT 6",10" PC CHORD FORCE=362.57X 25.00X 25.00/(8 X 38.50)= 735.74 USE 8-16D COMMON NAILS MINIMUM BTWN SPLICE PNTS ALT 8-16D SINKER NAILS MINIMUM BTWN SPLICE PNTS GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM : LATERAL LOAD DESCRIPTION Wind: 1635 Seismic: 771 1L_ROOF wind 233.5 seismic 110.1 Sheet :L-7 Job No : 20715-200 Plan No: 1 Client : neglia. Engineer: TIFFANY Date : 04/30/99(Ver4.02) 14.0 LATERAL LOAD DESCRIPTION Wind: 1635 Seismic: -771 1L ROOF wind seismic 233.5 110.1 14.0 Wind: 3855 Seismic: 4047 2L_ROOF wind 197.7 seismic 207.6 39.0 LATERAL LOAD DESCRIPTION Wind: 3855 wind seismic Seismic: 4047 2L_ROOF 197.7 207 . 6 39.0 Wind: 5489 Seismic: 4818 Wind: 3406 Seismic: 1628 2L_1_FL wind 174.6. seismic 83.5 GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM 4 : LATERAL LOAD DESCRIPTION LOAD 2 @ 2.0' START 0.0' D- 39.0 LATERAL LOAD DESCRIPTION Sheet : L- & Job No -.20715-200 Plan No: 1 Client : neglia Engineer: TIFFANY Wind: 3855 Wind: 3406 wind seismic Seismic: 4047 Seismic: 1628 2L_1_FL 174.6 83.5 LOAD 3 @ 2.0' START 0.0' TO 42.0' (100%) 39.0 6 : LATERAL LOAD DESCRIPTION Wind: 4134 Seismic: 3950 2T_ROOF wind 187.9 seismic 179.6 B- Wind: O wind seismic 44.0 Seismic: 1071 1T_ROOF 214.1 63.0 34.0 GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM : LATERAL LOAD DESCRIPTION Wind: 4134 wind seismic B— Seismic: 3950 2T_ROOF 187.9 179.6 Sheet : L- Job No : 20715-200 Plan No: 1 Client : neglia Engineer: Date : 04/30/99(Ver4.02) Wind: O wind seismic B- 44.0 Seismic: 1071 1T_ROOF 214.1 63.0 34.0 Wind: 7773 Seismic: 5021 Wind: 2445 Seismic: 1013 2T_1_FL wind 174.6 seismic 72.4 LATERAL LOAD DESCRIPTION LOAD 6 @ 0.0' START 0.0' TO 38.5' (100%) G- 28.0 LATERAL LOAD DESCRIPTION Wind: 4279 Seismic: 1774 2T_1_FL wind 174.6 seismic 72.4 49.0 GOUVIS ENGINEERING CALIFORNIA Sheet L-10 FLEXIBLE DIAPHRAGM JobNo : 20715-200Plan No: 1 10 : LATERAL LOAD DESCRIPTION Client : neglia Engineer: TIFFANY Wind: O ^ Seismic: 1071 Date : 04/30/99(Ver4.02) 1T_ROOF wind 214.1 seismic 63.0 D —— 1 34.0 Wind: -fli4- Seismic: 3950 2T_ROOF wind 187.9 seismic 179.6 Q : 1 44.0 Wind: 1921 Seismic: 796 2T_1_FL wind 174.6 seismic 72.4 Q 1 22.0 GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM Wind 1635 Seismic 1516= 771+ 745 ' STRAP(E) 16.0 2.82.52,52.5 4.5 2.52.0 4.0'2.02.51.8 D BLOCKED OPENING USE TYPE 10 ON TOP & EOT OF OPENING SEE DETAIL ON PLANS Sheet : L- (| Job No : 20715-200 Plan No: 1 Client : neglia Engineer: TIFFANY Date : 04/30/99(Ver4.02) 29.5 Drag Force Analysis A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice 1 ZONE 4 1ST FLOOR TWO POUR TOTAL WALL LENGTH = SHEAR. DIAPHRAGM SHEAR = 1635/ 7.0= AT LEFT OF LIVING EXTERIOR WALL FOUNDATION BASE AREA= 2114 (SFT) UBC 97 29.5(FT) TOTAL PANEL LENGTH = 7.0(FT) 1635/ 29.5 = 55(PLF) REDUNDANCY FACTOR(Y)=1.00 234(PLF)(FLEXIBLE) MAXIMUM DRAG = 817(LB) USE TYPE 10 w/ 5/8" DIA. xlO" LONG A.B. @ 48.0" o/c MAX. w/PL. WASHER DEAD LOADS: Wall Roof P 240.0= 15 76.0 = 19 * 16.0' 8.0/2 FROM 0.0' TO 29.5' OVERTURN PANEL (A) PANEL (5) ANALYSIS LEFT_SIDE : RIGHT SIDE: BLOCKED! LEFT_SIDE : T= RIGHT SIDE: T= UPLIFT (T) DOWN(C) T= 1908 (LB) C= 2891 (LB) T= 0(LB) C= 0(LB) Use HPAHD22/4x4 @ L. FORCE @ EDGE OF OPENING 0(LB) • C= 0(LB) 1884 (LB) C= 2891(LB) Use HPAHD22/4x4 (ffi R. IS HPAHD22/4x4 NO SIGN. UPLIFT () 277 (LB) NO SIGN. UPLIFT() HPAHD22/4x4 p.l GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM Wind 5489 Seismic 5388=4818+ 570 Sheet : L- \£ Job No : 20715-200 Plan No: 1 Client : neglia Engineer: TIFFANY Date : 04/30/99(Ver4.02) 9.5 'STRAP(E) 76 42.0 Drag Force Analysis A: SIMPSON ST22 (1150 LB) B: SIMPSON ST6224 (2116 LB) ALT ALT (12; (is;## 16d sinker per top plate splice 16d sinker per top plate splice EXTERIOR WALL2 ZONE 4 AT RIGHT OF LIVING 2ND FLOOR BASE AREA= 2114 (SFT). UBC 97 TOTAL WALL LENGTH = 42.0(FT) TOTAL PANEL LENGTH = 24.0(FT) SHEAR DIAPHRAGM = 5489/ 42.0 = 131 (PLF) REDUNDANCY FACTOR(Y)=1.00 SHEAR = 5489/ 24.0= 229(PLF)(FLEXIBLE) MAXIMUM DRAG = 1176(LB) USE TYPE 10 w/16d SINKER NAIL ® 4" o/c SILL PLATE NAILING DEAD LOADS: Wall Roof P 135.0= 15 * 9.0' 38.0 = 19 * 4.0/2 FROM 0.0' TO 42.0' OVERTURN PANEL (A) PANEL ANALYSIS LEFT_SIDE : RIGHT_SIDE; LEFT_SIDE : RIGHT SIDE: UPLIFT(T) DOWN(C) T= 1418 (LB) C= 2135 (LB) CS16/2x4 T= 1418 (LB) C= 2135 (LB) CS16/2x4 Use CS16/2x4 on both ends T= 1418 (LB) C= 2135 (LB) CS16/2x4 T= 1418 (LB) C= 2135 (LB) CS16/2x4 Use CS16/2x4 on both ends p.2 GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM Wind 3855 Seismic 4711=4047+ 663 Sheet :L-l?? Job No : 20715-200 Plan No: 1 Client : neglia Engineer: TIFFANY Date : 04/30/99(Ver4.02) ' STRAP(E) 8.0 2.5 5.0 5.0 9.0 729, 42.0 Drag Force Analysis A: SIMPSON ST22 (1150 LB) B: SIMPSON ST6224(2116 LB) ALT (12) # 16d sinker per top plate splice ALT (18) # 16d sinker per top plate splice EXTERIOR WALL3 ZONE 4 AT RIGHT OF 2ND FLR 2ND FLOOR BASE AREA= 2114 (SFT) UBC 97 TOTAL WALL LENGTH = 42.0(FT) TOTAL PANEL LENGTH = 23.0(FT) SHEAR DIAPHRAGM = 4711/ 42.0 = 112 (PLF) REDUNDANCY FACTOR(Y)==I SHEAR = 4711/ 23.0= 205(PLF)(FLEXIBLE) MAXIMUM DRAG = 1390(LB) USE TYPE 10 w/16d SINKER NAIL @ 4" o/c SILL PLATE NAILING DEAD LOADS: Wall Roof P 135.0= 15 * 9.0' 76.0 = 19 * 8.0/2 FROM 0.0' TO 42.0' OVERTURN PANEL (A) PANEL ANALYSIS LEFT_SIDE : RIGHT_SIDE: LEFT_SIDE : RIGHT SIDE: UPLIFT (T) DOWN(C) T= 1069 (LB) C= 1964 (LB) CSl6/2x4 T= 1069(LB) C= 1964(LB) CSl6/2x4 Use CS 16/2x4 on both ends T= 483 (LB) C= 1931 (LB) CS16/2x4 T= 483 (LB) C= 1931 (LB) CSl6/2x4 Use CS16/2x4 on both ends p.3 Wind 8895 Seismic 7536= 6446+ 1090 GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM Sheet : L- [4- JobNo :207li-200 Plan No: 1 Client : neglia Engineer: TIFFANY Date : 04/30/99(Ver4.02) 8.0 2.5 4.5 'STRAP(E) I PANEL EDGE ON THE ABOVE STORY 17.3 9.0 49.5 A: SIMPSON ST22 (1150 LB) B: SIMPSON ST6224(2116 LB) Drag Force Analysis ALT (12) # 16d sinker per top plate splice ALT (18) # 16d sinker per top plate splice 4 ZONE 4 1ST FLOOR TWO POUR TOTAL WALL LENGTH = SHEAR DIAPHRAGM = SHEAR = 8895/ 24.5= AT LEFT OF WORKSHOP & KIT EXTERIOR WALL FOUNDATION BASE AREA= 2114 (SFT) UBC 97 4 9. 5 (FT) TOTAL PANEL LENGTH = 2 4. 5 (FT) 8895/ 49.5 = 180 (PLF) REDUNDANCY FACTOR(Y)==1. 00 363 (PLF) (FLEXIBLE) MAXIMUM DRAG = 1843 (LB) USE TYPE 12 w/ 5/8" DIA. x!2" LONG A.B. @ 48.0" o/c MAX. w/PL. WASHER(3x SILL PLATE) DEAD LOADS: Wall Floor P 135.0= 15 16.0 = 12 LOAD 2 @ 2.0' START * 9.0' 2.7/2 FROM 0.0' TO 0.0' TO 42.0' (100%) 49.5' OVERTURN ANALYSIS PANEL (A) LEFT SIDE DOWN(C) C= 3477 (LB) C= 3477(LB) L. & HPAHD22/4x4 UPLIF _ T= 4l?T(LB) RIGHT_SIDE: T= 2363 (LB) Use (2)HPAHD22-2P/4x8 PANEL® LEFT_SIDE : T= 2618 (LB) C= 3505(LB) RIGHT_SIDE: T= 3$^f>(LB) Use HPAHD22/4x4** PANEL© LEFT_SIDE : T= 3325 (LB) RIGHT SIDE:?*?1 4110 (LB) (2)HPAHD22 /4x8 R. ** ** ^ fflPA 4l' C= 3620(LB) L. & HPAHD22-2P/4x4** @ R. C== 3360 (LB) ** HPAHD22/4x4 C= 5495 (LB) ** 0J)HPAHD22 /4x Use fflPAHD22/4x4** @ L. & HPAHD22-2P/4x4** @ R. ** w/ Dead loads of adjacent element, use detail for connection of S.W. to trimmer p.4 GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM Wind 7260 Seismic 7024= 5675+ 1349 Sheet , L-lC' Job No : 20715-200 Plan No : 1 Client : neglia Engineer: TIFFANY Date : 04/30/99(Ver4.02) 'STRAP(E) 9.0 It/I 2.5 | 4.8 I 5.0 6.0 5.0 4.5 | 2.5 PANEL EDGE ON THE ABOVE STORY V MIR 4x POST E.N. @ 3" O.C. 2053 49.5 A: SIMPSON ST22 (1150 LB) B: SIMPSON ST6224(2116 LB) C: SIMPSON ST6236(2880 LB) Drag Force Analysis ALT (12) # 16d sinker per top plate splice ALT (18) # 16d sinker per top plate splice ALT (24) # 16d sinker per top plate splice 5 ZONE 4 AT RIGHT OF FIRST FLR EXTERIOR WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 2114(SFT) UBC 97 TOTAL WALL LENGTH = 49.5(FT) TOTAL PANEL LENGTH = 18.0(FT) SHEAR DIAPHRAGM = 7260/ 49.5 = 147 (PLF) REDUNDANCY FACTOR(Y)-1.00 SHEAR = 7260/ 18.0= 403(PLF)(FLEXIBLE) MAXIMUM DRAG = 2273(LB) USE TYPE 12 w/ 5/8" DIA. x!2" LONG A.B. @ 40.0" o/c MAX. w/PL. WASHER(3x SILL PLATE) DEAD LOADS: Wall Floor P 135.0= 15 16.0 = 12 LOAD 3 @ 2.0' START * 9.0' 2.7/2 FROM 0.0' TO 0.0' TO 42.0' (100%) 49.5' OVERTURN ANALYSIS PANEL (A) LEFT SIDE PANEL (BJ UPLIFT (T) DOWN(C) T= 2175 (LB) C= 3826 (LB) RIGHT_SIDE: T= 3661 (LB) C= 3967 (LB) Use HPAHD22/4x4 on both ends LEFT_SIDE : T= 3116 (LB)' C= 3731 (LB) RIGHT_SIDE: T= 3600 (LB) C= 5662 (LB) Use HPAHD22/4x4 on both ends HPAHD22/4x4 HPAHD22/4x4 HPAHD22/4x4 HPAHD22/4x4 p.5 GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM Sheet : L- \b Job No : 20715-200 Plan No: 1 Client : neglia Engineer: TIFFANY Date : 04/30/99(Ver4.02) EXTERIOR WALL Wind 4134 Seismic 6225=( 5021+ 527)*1.12 10.3 5.0 5.0 2.2 2.0 3.0 D BLOCKED OPENING USE TYPE 12 ON TOP & EOT OF OPENING SEE DETAIL ON PLANS B A 8.0 3.0 9.0 38.5 A: SIMPSON ST22 (1150 LB) B: SIMPSON ST6224 (2116 LB) Drag Force Analysis ALT (12) # 16d sinker per top plate splice ALT (18) # 16d sinker per top plate splice SEE DETAIL INFORMATION ON NEXT PAGE p.6 GOUVIS ENGINEERING CALIFORNIA Sheet L- n FLEXIBLE DIAPHRAGM JobNo : 20715-200Plan No: 1 Client : neglia Engineer: TIFFANY Date : 04/30/99(Ver4.02) 6 ZONE 4 AT REAR OF 2ND FLR EXTERIOR WALL 2ND FLOOR BASE AREA= 2114 (SFT) UBC 97 TOTAL WALL LENGTH -- 38.5(FT) TOTAL PANEL LENGTH = 21.3(FT) SHEAR DIAPHRAGM = 6225/ 38.5 = 162 (PLF) REDUNDANCY FACTOR(X)==1.12 SHEAR = 292* 5.0/ 4.0= 365(PLF)(ON OPENING) MAXIMUM DRAG = 1187(LB) USE TYPE 12 w/16d SINKER NAIL @ 3" o/c SELL PLATE NAILING DEAD LOADS: Wall 135.0= 15 * 9.0' Roof_P 95.0 = 19 *10.0/2 FROM 0.0' TO 38.5' OVERTURN ANALYSIS UPLIFT(T) DOWN(C) PANEL @ LEFT_SIDE : T= -132(LB) C= 2073(LB) NO SIGN. UPLIFT () RIGHT_SIDE: T= 0(LB) C= 0(LB) NO SIGN. UPLIFT() BLOCKED! FORCE @ EDGE OF OPENING IS 741(LB) PANEL (5) LEFT_SIDE : T= 0 (LB) C= 0(LB) NO SIGN. UPLIFT() RIGHT_SIDE: T= -66(LB) C= 2073 (LB) NO SIGN. UPLIFT() PANEL (C) LEFT_SIDE : T= -110(LB) C= 1213(LB) NO SIGN. UPLIFT() RIGHT_SIDE: T= 0 (LB) C= 0 (LB) NO SIGN. UPLIFT() BLOCKED! FORCE @ EDGE OF OPENING IS 500.(LB) PANEL (5) LEFT_SIDE : T= 0 (LB) C= 0 (LB) NO SIGN. UPLIFT () RIGHT SIDE: T= -110(LB) C= 1213(LB) NO SIGN. UPLIFT () p.7 GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM Wind 4134 Seismic 6147=(5021+ 458)*1.12 Sheet : Job No -.20715-200 Plan No: 1 Client : neglia Engineer: TDFT7>LNY Date : 04/30/99(Ver4.02) 9.0 ' STRAP(E) D BLOCKED OPENING USE TYPE 13 ON TOP & BOX OF OPENING SEE DETAIL ON PLANS 32.3 A: SIMPSON ST22 (1150 LB) B: SIMPSON ST6224(2116 LB) C: SIMPSON ST6236(2880 LB) 7 ZONE 4 AT FRONT OF 2ND FLR 2ND FLOOR BASE AREA= 2114 (SFT) UBC 97 TOTAL WALL LENGTH = 32.3(FT) TOTAL PANEL SHEAR DIAPHRAGM = 6141/ 32.3 = 190(PLF) SHEAR = 6147/ 11.7= 527(PLF)(FLEXIBLE) USE TYPE 13 w/A35 @ 8" o/c SILL PLATE ALT 3/8" DIAMETER x 6" LONG LAG SCREW Drag Force Analysis ALT (12) # 16d sinker per top plate splice ALT (18) # 16d sinker per top plate splice ALT (24) # 16d sinker per top plate splice EXTERIOR WALL LENGTH = 11.7(FT) REDUNDANCY FACTOR(X)=1.12 MAXIMUM DRAG = 2154(LB) 8" o/c DEAD LOADS: Wall Roof P 135.0= 15 38.0 = 19 9.0' 4.0/2 FROM 0.0' TO 32.3' OVERTURN PANEL (A) PANEL PANEL ANALYSIS LEFT_SIDE RIGHT SIDE UPLIFT(T) T- 1892 (LB)- rp DOWN(C) -&= 2682 (LB) C= 0(LB) _L-'OPENING 0 (LB) 0(LB) Use (2)CS16/(2)2x4 BLOCKED! FORCE @ EDGE "~ ~~~ LEFT_SIDE : T= 0 (LB) C= RIGHT_SIDE: T= 1892 (LB) C= 2682(LB) Use (2)CS16/(2)2x4 @ R. LEFT_SIDE : T= 4667(LB) C= 5183(LB) RIGHT_SIDE: T= 4667 (LB) C= 5183(LB) Use (3)CS16/4x6 on both ends is (2)CS16/(2)2x4 NO SIGN. UPLIFT 718 (LB) NO SIGN. UPLIFT (2)CS16/(2)2x4 (3)CS16/4x6 (3)CS16/4x6 p.8 GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM Wind 4134 Seismic 6131=(5021+ 444)*1.12 'STRAP(E) 2.0 6.8 I 3.8 2.0 5.5 4.5 3.5 4.0 1 BLOCKED OPENING USE TYPE 14 ON TOP & BOT OF OPENING SEE DETAIL ON PLANS Sheet : L- \<\ Job No : 20715-200 Plan No: 1 Client : neglia Engineer: TIFFANY Date : 04/30/99(Ver4.02) 9.0 32.0 A: SIMPSON ST22 (1150 LB) B: SIMPSON ST6224(2116 LB) C: SIMPSON ST6236(2880 LB) 7B ZONE 4 AT FRONT OF 2ND FLR 2ND FLOOR BASE AREA= 2114 (SFT) UBC 97 TOTAL WALL LENGTH = 32.0(FT) TOTAL PANEL SHEAR DIAPHRAGM = 6131/ 32.0 = 192(PLF) SHEAR = 6131/ 9.0= 681(PLF)(FLEXIBLE) USE TYPE 14 w/A35 @ 6" o/c SILL PLATE ALT 3/8" DIAMETER x 6" LONG LAG SCREW Drag Force Analysis ALT (12) # 16d sinker per top plate splice ALT (18) # 16d sinker per top plate splice ALT (24) # 16d sinker per top plate splice EXTERIOR WALL LENGTH = 9.0(FT) REDUNDANCY FACTOR(X)=L12 MAXIMUM DRAG = 2778 (LB) 6" o/c DEAD LOADS: Wall Roof P 135.0= 38.0 = 15 * 9.0' 19 * 4.0/2 FROM 0.0' TO 32.0' OVERTU PANEL PANEL ANALYSIS LEFT_SIDE : RIGHT SIDE: BLOCKED! LEFT_SIDE : T= RIGHT SIDE: T= UPLIFT(T) DOWN(C) T= 3154 (LB) C= 4203(LB) T= 0(LB) C= 0(LB) Use (2)CS16/(2)2x4 @ L. FORCE @ EDGE OF OPENING 0(LB) C= 0(LB) 3204 (LB) C= 4203(LB) Use (2)CS16/(2)2x4 @ R. IS (2)CS16/ (2)2x4 NO SIGN. UPLIFT( 1249(LB) NO SIGN. UPLIFT( (2)CS16/(2)2x4 p.9 GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM Sheet :L-iO Job No : 20715-200 Plan No: 1 Client : neglia Engineer: TIFFANY Date : 04/30/99(Ver4.02) EXTERIOR WALL Wind 6579 Seismic 7888=( 6035+ 996)*1.12 4.8 5.0 1 STRAP(E) i PANEL EDGE ON THE ABOVE STORY 6.0 1.9 3.0 8.0 3.0 9.0 BLOCKED OPENING USE TYPE 13 ON TOP & EOT OF OPENING SEE DETAIL ON PLANS B A 38.5 A: SIMPSON ST22 (1150 LB) B: SIMPSON ST6224 (2116 LB) Drag Force Analysis ALT (12) # 16d sinker per top plate splice ALT (18) # 16d sinker per top plate splice SEE DETAIL INFORMATION ON NEXT PAGE p.9 GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM Sheet : L- i| Job No : 20715-200 Plan No: 1 Client : negtta Engineer: TIFFANY Date : 04/30/99(Ver4.02) g ZONE 4 AT REAR OF 1ST FLR EXTERIOR WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 2114(SFT) UBC 97 TOTAL WALL LENGTH = 38.5(FT) TOTAL PANEL LENGTH = 17.6(FT) SHEAR DIAPHRAGM = 7888/ 38.5 = 205 (PLF) REDUNDANCY FACTOR(X)= 1.12 SHEAR- =.449* 5.0/ 4.0= 561(PLF) (ON OPENING) MAXIMUM DRAG = 1799(LB) USE TYPE 13 w/ 5/8" DIA. x!2" LONG A.B. @ 40.0" o/c MAX. w/PL. WASHER(3x SILL PLATE) DEAD LOADS: Wall 135.0= 15 * 9.0' Roof_P 19.0 = 19 * 2.0/2 FROM Roof P 114.0= 19 *12.0/2 FROM 0.0' 24.5' TO 24.5' TO 38.5' LOAD 6 @ 0.0' START 0.0' TO 38.5' (100%) OVERTURN PANEL (A) PANEL PANEL PANEL ANALYSIS LEFT_SIDE : RIGHT SID'E: BLOCKED! LEFT_SIDE : T= RIGHT SIDE: T= UPLIFT(T) DOWN(C) T= 1615 (LB) C= 4956 (LB) T= 0(LB) C= 0 (LB) Use HPAHD22/4x4 @ L. FORCE @ EDGE OF OPENING 0(LB) C= 0(LB) * 1046 (LB) C= 2883 (LB) * Use HPAHD22/4x4** (£ R. IS LEFT_SIDE : RIGHT SIDE: T= 382(LB) T= 0{LB) C= 3056 (LB) C= . 0(LB) BLOCKED! FORCE @ EDGE OF OPENING IS LEFT_SIDE : T= 0 (LB) C= 0 (LB) RIGHT SIDE: T= 382 (LB) . C= 3056(LB) HPAHD22/4x4 NO SIGN. UPLIFT() 924(LB) NO SIGN. UPLIFT () HPAHD22/4x4 NO NO SIGN. SIGN. UPLIFT () UPLIFT() 769 (LB) NO SIGN. UPLIFT() NO SIGN. UPLIFT() ** w/ Dead loads of adjacent element, use detail for connection of S.W. to trimmer p.10 GOUVIS ENGINEERING CALIFORNIA FLEXmLE DIAPHRAGM Wind 4279 Seismic 2576=( 1774+ 522)*1.12 Sheet : L- Job No : 20715-200 Plan No: 1 Client : neglia Engineer: TIFFANY Date : 04/30/99(Ver4.02) 9.0 1 STRAP(E) 32.0 17.8 A: SIMPSON ST22 (1150 LB) B: SIMPSON ST6224 (2116 LB) C: SIMPSON ST6236(2880 LB) Drag Force Analysis ALT (12) # 16d sinker per top plate splice ALT (18) # 16d sinker per top plate splice ALT (24) # 16d sinker per top plate splice 9 ZONE 4 AT REAR OF EXTERIOR WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 2114(SFT) UBC 97 TOTAL WALL LENGTH = 32.0(FT) TOTAL PANEL LENGTH = 12.0(FT) SHEAR DIAPHRAGM = 42797 32.0 = 134 (PLF) REDUNDANCY FACTOR(X)=1.12 SHEAR = 42797 12.0= 357(PLF) (FLEXIBLE) MAXIMUM DRAG = 2384 (LB) . USE TYPE 12 w/ 5/8" DIA. x!2" LONG A.B. @ 48.0" o/c MAX. w/PL. WASHER(3x SILL PLATE) DEAD LOADS: Wall Floor P 135.0= 15 * 9.0' 102.0= 12 *17.0/2 FROM 0.0' TO 32.0' OVERTURN PANEL (A) ANALYSIS LEFT_SIDE : RIGHT SIDE: UPLIFT(T) DOWN(C) T= 2341 (LB) C= 3357 (LB) T= 2341 (LB) C= 3357 (LB) Use HPAHD22/4x4 on both ends HPAHD22/4x4 HPAHD22/4x4 p.ll GOUVIS ENGINEERIJSIJG CALIFORNIA FLEXIBLE DIAPHRAGM Wind 6055 Seismic 6841=(5818+ 280)*1.12 2.7 0.3 16.3 Sheet :L Job No : 20715-200 Plan No: 1 Client : neglia Engineer: TIFFANY Date : 04/30/99(Ver4.02) 2.3 9.0 32.3 A: SIMPSON ST22 (1150 LB) B: SIMPSON ST6224 (2116 LB) C: SIMPSON ST6236(2880 LB) D: SIMPSON MST37 (3204 LB) E: SIMPSON MST48 (3746 LB) F: SIMPSON MST60 (4872 LB) Drag Force Analysis ALT (12) # 16d sinker per top plate splice ALT (18) # 16d sinker per top plate splice ALT (24) # 16d sinker per top plate splice ALT (30) # 16d sinker per top plate splice ALT (36) # 16d sinker per top plate splice ALT (42) # 16d sinker per top plate splice 10 ZONE 4 AT FRONT OF 1ST FLR EXTERIOR WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 2114(SFT) UBC 97 TOTAL WALL LENGTH = 32.3(FT) TOTAL PANEL LENGTH = 8.0(FT) SHEAR DIAPHRAGM = 6841/ 32.3 = 212 (PLF) REDUNDANCY FACTOR(X)=1.12 SHEAR = 6841/ 8.0= 857(PLF)(FLEXIBLE) MAXIMUM DRAG = 4022(LB) USE SIMPSON STRONG-WALL(SW32x9-4) * DEAD LOADS: Wall Roof P 135.0= 15 * 9.0' 38.0 = 19 * 4.0/2 FROM 0.0' TO 32.3' p. 12 GOUVIS ENGINEERING CALIFORNIA SHEET JOB NO. CLIENT PLAN NO. DATE ENGINEER 20715 NEGLIA 2 04/30/99 TIFFANY(VER4.20} PRIMARY ROOF LOADING Pitch K = Increase for Pitch TRUSS(24" OC) PLYWOOD(1/2" ) x K 1/2" GYP. BOARD Roofing x K Misc. 05.0:12 1.08 2.40 1.68 2.20 10.83 1.89 Total Dead Load Snow Load Live Load (psf) (psf) (psf) 19.00 0.00 16.00 Total Load (psf)35.00 PRIMARY FLOOR LOADING 11 7/8" TJI/150 @ PLYWOOD (3/4" ) 1/2" GYP. BOARD CARPET NONE Misc . Partition Total Dead Load Live Load 16" 0/C (psf) (psf) (psf) (psf) 1.65 2.25 2.20 1.00 0.00 4.90 0.00 12.00 40.00 Total Load (psf)52.00 GOUVIS ENGINEERING CALIFORNIA SHEET JOB NO. CLIENT PLAN NO. DATE ENGINEER 20715-201 NEGLIA 2 04/30/99 TIFFANY(VER4.30) BEAM NUMBER: GT1 AT BED2&3 REACTION AT: 0.00 30.00OVER-ALL LENGTH (FT): 30.00 LOADS (DOWNWARD +) BEAM WEIGHT : 40.0 PLF FROM 0.0' TO 30.0' PRIMARY ROOF : 175 PLF=10.0*(19+16)/2 FROM 0.00' TO 30.00' REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) LEFT 3225/3225 0/0 *** USED BY OTHERS *** RIGHT 3225/3225 0/0 BEAM NUMBER: GT2 AT BED4 OVER-ALL LENGTH (FT): 14.00 REACTION AT: 0.00 , 14.00 LOADS (DOWNWARD +) BEAM WEIGHT : 30.0 PLF FROM 0.0' TO 14.0' PRIMARY ROOF : 630 PLF=36.0*(19+16)/2 FROM 0.00' TO 14.00' REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) LEFT 4497/4497 0/0 RIGHT 4497/4497 0/0 *** USED BY OTHERS *** GOUVIS ENGINEERING CALIFORNIA SHEET JOB NO. CLIENT PLAN NO. DATE BEAM NUMBER: GTS HIP GT 20715-201 NEGLIA 2 04/30/99 ENGINEER TIFFANY(VER4.30) REACTION AT: 0.00OVER-ALL LENGTH (FT): 17.00 LOADS (DOWNWARD +) BEAM WEIGHT : 30.0 PLF FROM 0.0' TO 17.0' PRIMARY ROOF : 0 PLF= 0.0*(19+16)/2 @ 0.00' 420 PLF=24.0*(19+16)/2 @ 17.00' REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) LEFT 1445/1445 0/0 *** USED BY OTHERS *** TO 17.00 RIGHT 2635/2635 0/0 BEAM NUMBER: GT4 AT LIVING & MSTR OVER-ALL LENGTH (FT): 14.00 REACTION AT: 0.00 , 14.00 LOADS (DOWNWARD +) BEAM WEIGHT : 30.0 LB FROM 0.0' TO 14.0' PRIMARY ROOF : 70 PLF= 4.0*(19+16)/2 FROM 0.00' TO 14.00' POINTFROM : DOWN=2635 @12.00'(R. OF BM GT3) REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) LEFT 1076/1076 0/0 RIGHT 2959/2959 0/0 *** USED BY OTHERS *** GOUVIS ENGINEERING CALIFORNIA SHEET JOB NO. CLIENT PLAN NO. DATE ENGINEER 20V15-201 NEGLIA 2' 04/30/99 TIFFANY(VER4.30) BEAM NUMBER: GTS AT NOOK REACTION AT: 0.00 20.50OVER-ALL LENGTH (FT): 20.50 LOADS (DOWNWARD +) BEAM WEIGHT : 40.0 LB FROM 0.0' TO 20.5' PRIMARY ROOF : 175 PLF=10.0*(19+16)/2 FROM 0.00' TO 20.50' REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) LEFT 2204/2204 0/0 *** USED BY OTHERS *** RIGHT 2204/2204 0/0 BEAM NUMBER: GTS AT GRG OVER-ALL LENGTH (FT): 21.50 REACTION AT: 0.00 , 21.50 LOADS (DOWNWARD +) BEAM WEIGHT : 40.0 PLF FROM 0.0' TO 21.5' PRIMARY ROOF : 175 PLF=10.0*(19+16)/2 FROM 0.00' TO 21.50' REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) LEFT 2311/2311 0/0 RIGHT 2311/2311 0/0 *** USED BY OTHERS *** GOUVIS ENGINEERING CALIFORNIA SHEET JOB NO. CLIENT PLAN NO. DATE ENGINEER BEAM NUMBER: 1 DR BM AT DINING & LIVING OVER-ALL LENGTH (FT): 11.50 LOADS (DOWNWARD +) REACTION AT: 0.00 20715-201 NEGLIA 2 04/30/99 TIFFANY(VER4.30) 11.50 POINTFROM PRIMARY ROOF BEAM WEIGHT PRIMARY ROOF EXTERIOR WALL DOWN=2959 @5.50'(R. OF BM GT4) 158 PLF= 9.0*(19+16)/2 FROM 5.50' TO 11.00' 20.0 LB FROM 0.0' TO 11.5' 368 PLF=21.0*(19+16)/2 FROM 0.00' TO 5.50' 90 PLF = 6.0' * 15.0 FROM 0.00' TO 11.50' REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) LEFT 3955/3955 0/0 RIGHT 3149/3149 0/0 CRIT MOMENT GRIT DEFLTN CRIT SHEAR *** USE DFL NO1 6 x 12 DROP BM/HDR *** 14536 LB*FT @ 5.50' RATIO=0.853(Fb= 1688 S= 121.23) -0.273 INCH @ 5.67' BASED ON (L/ 240)= 0.575 3438 LB @ 1.08' 1.5*SHEAR/Fv*A=0.767(Fv=106 A= 63.25) BEAM NUMBER: 2 HDR AT REAR OF NOOK OVER-ALL LENGTH (FT): 8.25 LOADS (DOWNWARD +) PRIMARY ROOF PRIMARY ROOF BEAM WEIGHT POINTFROM EXTERIOR WALL REACTION AT: 0.00 8.25 175 PLF=10.0*(19+16)/2 FROM 0.00' TO 4.50' 402 PLF=23.0*(19+16)/2 FROM 4.50' TO 8.25' 20.0 PLF FROM 0.0' TO 8.2' DOWN=2204 @4.50'(L. OF BM GTS) 30 PLF = 2.0' * 15.0 FROM 0.00' TO 8.25' REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) LEFT 2124/2124 0/0 RIGHT 2789/2789 0/0 CRIT MOMENT CRIT DEFLTN CRIT SHEAR *** USE DFL N01 6 x 10 DROP BM/HDR *** 7279 LB*FT @ 4.50' RATIO=0.626(Fb= 1688 S= 82.73) -0.124 INCH @ 4.25' 2375 LB @ 7.33' 1.5*SHEAR/Fv*A=0.642(Fv=106 A= 52.25] GOUVIS ENGINEERING CALIFORNIA SHEET JOB NO. CLIENT PLAN NO. DATE ENGINEER 20715-201 NEGLIA 2 04/30/99 TIFFANY(VER4.30) BEAM NUMBER: 3 DR BM AT FRONT OP FAMILY OVER-ALL LENGTH (FT): 5.25 REACTION AT: 0.00 , 5.25 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 LB FROM 0.0' TO 5.2' PRIMARY ROOF : 385 PLF=22.0*(19+16)/2 FROM 0.00' TO 5.25' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 1063/1063 1063/1063 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL NO1 6x6 DROP BM/HDR *** GRIT MOMENT = 1395 LB*FT @ 2.67' RATIO=0.402(Fb= 1500 S= 27.73) CRIT DEFLTN = -0.057 INCH @ 2.58' CRIT SHEAR = 827 LB @ 4.67' 1.5*SHEAR/Fv*A=0.386(Fv=i06 A= 30.25) BEAM NUMBER: 4 FL BM AT STAIR OVER-ALL LENGTH (FT): 7.50 REACTION AT: 0.00 , 7.50 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PLF FROM 0.0' TO 7.5' PRIMARY FLOOR : 390 PLF=15.0*(12+40)/2 FROM 0.00' TO 7.50' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 1538/1538 1538/1538 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE MICROLLAM 1 3/4 x 11 7/8 *** CRIT MOMENT = 2883 . LB*FT @ 3.75' RATIO=0.323(Fb= 2604 S= 41.13) CRIT DEFLTN = -0.046 INCH @ 3.75' CRIT SHEAR = 1081 LB @ 1.11' 1.5*SHEAR/Fv*A=0.274(Fv=285 A='20.78) GOUVIS ENGINEERING CALIFORNIA SHEET JOB NO. CLIENT PLAN NO. DATE 20715-201 NEGLIA 2 04/30/99 ENGINEER TIFFANY(VER4.30) BEAM NUMBER: 5 FL BM AT WORKSHOP OVER-ALL LENGTH (FT): 14.00 LOADS (DOWNWARD + ) REACTION AT: 0.00 BEAM WEIGHT PRIMARY FLOOR PRIMARY ROOF PRIMARY ROOF SHEARWALL E 30.0 PLF FROM 0.0' TO 14.0' 130 PLF= 5.0*(12+40)/2 FROM 122 PLF= 7.0*(19+16)/2 FROM 140 PLF= 8.0*(19+16)/2 FROM 0.00' 0.00' 0.00' 14.00 TO 14.00' TO 14.00' TO 14.00' W= 3312 S= 2435( 4410) H= 9.0' @ 0.00' L=14.0' SW 7X AXIS REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) LEFT 3902/6445 0/-1514 RIGHT 3902/6445 0/-1514 *** USE PARALLAM 3 1/2 x 11 7/8 *** *** W/ LEFT: 4x4 POST RIGHT: 4x4 POST GRIT MOMENT = 13659 LB*FT @ 7.00' RATIO=0.569(Fb= 3504 S= 82.26) GRIT DEFLTN = -0.493 INCH @ 7.00' BASED ON (L/ 240)= 0.700 GRIT SHEAR = 3281 LB @ 1.11' 1.5*SHEAR/Fv*A=0.332(Fv=356 A= 41.56) BEAM NUMBER: 6 PARTIAL FL BM AT GRG OVER-ALL LENGTH (FT): 10.50 LOADS (DOWNWARD +) BEAM WEIGHT EXTERIOR WALL PRIMARY ROOF PRIMARY FLOOR POINTFROM POINTFROM POINT LOAD PRIMARY ROOF REACTION AT: 0.00 10.50 0.00' 0.00' 0.00' TO 5 TO 5 TO 10 00' 00' 50' 20.0 LB FROM 0.0' TO 10.5' 135 PLF = 9.0' * 15.0 FROM 280 PLF=16.0*(19+16)/2 FROM 83 PLF= 3.2*(12+40)/2 FROM DOWN=4497 @0.00'(R. OF BM GT2) DOWN=6445 UP=-1514 @ 5.00'(R. OF BM 5) @ 0.0'(G= 0 W=-3312 S=-2435( 4410) From SW 7 70 PLF= 4.0*(19+16)/2 FROM 0.00' TO 10.50' X AXIS) REACTIONS (LBS) DOWNWARD(DL+LL/MAX. ) UPLIFT (DL+LL/MAX.) LEFT 8987/8987 0/0 RIGHT 3223/4085 0/-86 *** USE PARALLAM 5 1/4 x 9 1/2 *** *** W/ LEFT: 2-2x6 TRIMMER/STUD CRIT MOMENT = 15133 LB*FT @ 5.00' RATIO=0.640(Fb= 3592 S= 78.97) GRIT DEFLTN = -0.345 INCH @ 5.08' BASED ON (L/ 240)= 0.525 . CRIT SHEAR = 3944 LB @ 0.92' 1.5*SHEAR/Fv*A=0.333(Fv=356 A= 49.88) GOUVIS ENGINEERING CALIFORNIA SHEET JOB NO. CLIENT PLAN NO. DATE ENGINEER 20715-201 NEGLIA 2 04/30/99 TIFFANY(VER4.30) BEAM NUMBER: 7 FL BM AT ULTIL. OVER-ALL LENGTH (FT): 9.50 REACTION AT: 0.00 , 9.50 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PLF FROM 0.0' TO 9.5' PRIMARY FLOOR : 520 PLF=2Q.0*(12+40)/2 FROM 0.00' TO 9.50' INTERIOR WALL' : 90 PLF = 9.0' * 10.0 FROM 0.00'. TO 3.00' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 2792/2792 2608/2608 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE PARALLAM 2 11/16 x 11 7/8 *** *** W/ LEFT: 2-2x4 TRIMMER/STUD RIGHT: 2-2x4 TRIMMER/STUD CRIT MOMENT = 6296 LB*FT @ 4.67' RATIO=0.427(Fb= 2803 S= 63.16) CRIT DEFLTN = -0.098 INCH @ 4.75' CRIT SHEAR = 2090 LB @ 1.11' 1.5*SHEAR/Fv*A=0.345(Fv=285 A= 31.91) BEAM NUMBER: 8 FL BM AT WORK SHOP OVER-ALL LENGTH (FT): 10.75 REACTION AT: 0.00 , 10.75 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PLF FROM 0.0' TO 10.8' PRIMARY FLOOR : 390 PLF=15.0*(12+40)/2 FROM 0.00' TO 10.75' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) . 2204/2204 2204/2204 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE PARALLAM 2 11/16 x 11 7/8 *** CRIT MOMENT = 5922 LB*FT @ 5.42' RATIO=0.401(Fb= 2803 S= 63.16) CRIT DEFLTN = -0.120 INCH @ 5.42' CRIT SHEAR = 1747 LB @ 9.64' 1.5*SHEAR/Fv*A=0.288(Fv=285 A= 31.91) GOUVIS ENGINEERING CALIFORNIA SHEET JOB NO. CLIENT PLAN NO. DATE ENGINEER 20715-201 NEGLIA 2 04/30/99 TIFFANY(VER4.30) BEAM NUMBER: 9 FL BM AT GRG OVER-ALL LENGTH (FT): 10.00 LOADS (DOWNWARD +) REACTION AT: 0.00 BEAM WEIGHT PRIMARY FLOOR PRIMARY ROOF EXTERIOR WALL SHEARWALL E 20.0 PLF FROM 0.0' TO 10.0' 69 PLF= 2.7*(12+40)/2 FROM 210 PLF=12.0*(19+16)/2 FROM 135 PLF = 9.0' * 15.0 FROM W= 1732 S= 2588( 3553) H= 9.0' 0.00' 0.00' 0. 00' @ 2 REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) LEFT 2196/4221 0/-1326 10.00 TO 10.00' TO 10.00' TO 3.00' 75' L= 7.2' SW 3Y_AXIS RIGHT 2182/4207 0/-1339 *** USE PARALLAM 3 1/2 x 11 7/8 *** *** W/ LEFT: 2-2x4 TRIMMER/STUD RIGHT: 2-2x4 TRIMMER/STUD CRIT MOMENT = 9845 LB*FT @ 2.75' RATIO=0.385(Fb= 3728 S= 82.26) GRIT DEFLTN = -0.101 INCH @ 5.00' CRIT SHEAR = 3668 LB @ 1.11' 1.5*SHEAR/Fv*A=0.349(Fv=379 A= 41.56] BEAM NUMBER: 10 DR BM AT GRG OVER-ALL LENGTH (FT): 9.50 LOADS (DOWNWARD +) BEAM WEIGHT PRIMARY FLOOR PRIMARY FLOOR PRIMARY ROOF EXTERIOR WALL PRIMARY ROOF POINTFROM REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) REACTION AT: 0.00 9.50 20.0 390 260 192 135 578 PLF FROM PLF=15 PLF=10 PLF=11 PLF = PLF=33 DOWN=8987 .0* .0* .0* 9. .0* 0.0' TO (12+40) (12+40) (19+16) 0' * 15 (19+16) /2 /2 /2 .0 /2 @3.00' (L. 9.5' FROM FROM FROM FROM FROM OF BM 0 3 3 3 0 6) .00' .00' .00' .00' .00' TO TO TO TO TO 3 9 9 9 9 .00' .50' .50' .50' .50' LEFT 10885/10885 0/0 RIGHT 8055/8055 0/0 *** USE GLB 24F V4 5 1/8 x 12 DROP BM/HDR *** *** W/ LEFT: 4x6 POST RIGHT: 2-2x6 TRIMMER/STUD ***0.125" CAMBER UP @ SPAN( 4.5') CRIT MOMENT = 28379 LB*FT @ 3.00' RATIO=0.923(Fb= 3000 S= 123.00) CRIT DEFLTN = -0.318 INCH @ 4.50' BASED ON (L/ 240)= 0.475 CRIT SHEAR = 9816 LB @ 1.12' 1.5*SHEAR/Fv*A=0.798(Fv=300 A= 61.50! GOUVIS ENGINEERING CALIFORNIA SHEET JOB NO. CLIENT PLAN NO. DATE ENGINEER BEAM NUMBER: 11 DR BM AT GRG OVER-ALL LENGTH (FT): 18.50 LOADS (DOWNWARD +) REACTION AT: 0.00 20715-201 NEGLIA 2 04/30/99 TIFFANY(VER4.30) 18.50 BEAM WEIGHT PRIMARY FLOOR PRIMARY ROOF POINTFROM EXTERIOR WALL PRIMARY ROOF SHEARWALL_E POINTFROM 30.0 PLF FROM 0.0' TO 18.5' 260 PLF=10.0*(12+40)/2 FROM 192 PLF=11.0*(19+16)/2 FROM DOWN=4207 135 PLF = 175 PLF=10.0*(19+16)/2 FROM 0.00' TO 8.00' 0.00' TO 8.00' UP=-1339 @ 8.00'(R. OF BM 9) 9.0' * 15.0 FROM 1.00' TO 8.00' 0.00' TO 8.00 W= 2024 S= 1488 ( 2695) H= 9.0' @-6.50' L= 7.5' DOWN=3225 @0.50'(R. OF BM GT1) REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) LEFT 9376/9376 0/0 RIGHT 2615/3110 0/0 SW 7X AXIS *** USE GLB 24F V4 5 1/8 x 13 1/2 DROP BM/HDR *** *** W/ LEFT: 2-2x6 TRIMMER/STUD ***0.500" CAMBER UP @ SPAN( 8.6') CRIT MOMENT = 30935 LB*FT @ 8.00' RATIO=0.777(Fb= 3067 S= 155.67) GRIT DEFLTN = -0.748 INCH @ 8.58' BASED ON (L/ 240)= 0.925 CRIT SHEAR = 5194 LB @ 1.25' 1.5*SHEAR/Fv*A=0.375(Fv=300 A= 69.19) BEAM NUMBER: 12 DR BM AT GRG REACTION AT: 0.00OVER-ALL LENGTH (FT): 20.25 LOADS (DOWNWARD +) BEAM WEIGHT : 40.0 PLF FROM 0.0' TO 20.2' PRIMARY FLOOR : 87 PLF= 3.3* (12+40)/2 FROM 0.00' POINTFROM : DOWN=8055 @9.75'(R. OF BM 10) POINTFROM : DOWN=9376 @9.75'(L. OF BM 11) 20.25 TO 20.25 REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) LEFT 10274/10274 0/0 RIGHT 9632/9632 0/0 *** USE GLB 24F V4 5 1/8 x 24 DROP BM/HDR *** *** W/ LEFT: 4x6 POST RIGHT: 4x6 POST ***0.250" CAMBER UP @ SPAN(IO.O') CRIT MOMENT = 94156 LB*FT @ 9.75' RATIO=1.027(Fb= 2236 S= 492.00) CRIT DEFLTN = -0.532 INCH @ 10.00' BASED ON (L/ 240)= 1.012 CRIT SHEAR =10005 LB@ 2.12 ' 1.5*SHEAR/Fv*A=0.407(Fv=300 A-123- 00) GOUVIS ENGINEERING CALIFORNIA SHEET JOB NO. CLIENT PLAN NO. DATE ENGINEER 20715-201 NEGLIA 2 04/30/99" BEAM NUMBER: 13 HDR AT RIGHT OF MSTR BA OVER-ALL LENGTH (FT): 5.25 LOADS (DOWNWARD + ) REACTION AT: 0.00 5.25 BEAM WEIGHT PRIMARY FLOOR EXTERIOR WALL PRIMARY ROOF SHEARWALL E 20.0 PLF FROM 0.0' TO 5.2' 83 PLF= 3.2*(12+40)/2 FROM 0.00' TO 5.25' 135 PLF = 9.0' * 15.0 FROM 4.00' TO 5.25' 175 PLF=10.0*(19+16)/2 FROM 0.00' TO 5.25' W= 1971 S= 2945( 4043) H= 9.0' O-9.00' L=13.2' SW 3Y AXIS REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) LEFT 1092/1657 0/-202 RIGHT 1111/4102 0/-2611 *** USE DFL NO2 4 x 12 DROP BM/HDR *** *** W/ RIGHT: 2-2x4 TRIMMER/STUD GRIT MOMENT = 4121 LB*FT @ 4.17' RATIO=0.409(Fb= 1636 S= 73.83) CRIT DEFLTN = -0.011 INCH @ 2.67' GRIT SHEAR = 2862 LB @ 4.19' 1.5*SHEAR/Fv*A=0.675(Fv=162 A= 39.38) BEAM NUMBER: 14 HDR AT REAR OF W.I..C OVER-ALL LENGTH (FT): 3.50 LOADS (DOWNWARD +) REACTION AT: 0.00 BEAM WEIGHT PRIMARY FLOOR INTERIOR WALL POINTFROM PRIMARY ROOF PRIMARY ROOF REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) LEFT 3803/3803 0/0 3.50 20.0 PLF FROM 0.0' TO 3.5' 234 PLF= 9.0*(12+40)/2 FROM 0.00' TO 90 PLF = 9.0' * 10.0 FROM 0.00' TO DOWN=3225 @0.75'(L. OF BM GT1) 770 PLF=44.0*(19+16)/2 FROM 0.00' TO 140 PLF= 8.0*(19+16)/2 FROM 0.75' TO 3.50' 3.50' 0.75' 3.50' *** USE DFL NO2 4 x *** W/ LEFT: 2-2x4 TRIMMER/STUD CRIT MOMENT = 2539 LB*FT @ CRIT DEFLTN = -0.013 INCH @ CRIT SHEAR = 1155 BM/HDR RIGHT 1589/1589 0/0 -V*** U 0.75' RATIO=0.465(Fb= 1312 S= 49.91) 1.58' LB @ 2.60' 1.5*SHEAR/Fv*A=0.451(Fv=119 A= 32.38) GOUVIS ENGINEERING CALIFORNIA SHEET JOB NO. CLIENT PLAN NO. DATE """ ENGINEER BEAM NUMBER: 15 FL BM AT FRONT OF MSTR BED OVER-ALL LENGTH (FT): 8.50 LOADS (DOWNWARD +) REACTION AT: 0.00 BEAM WEIGHT PRIMARY FLOOR INTERIOR WALL PRIMARY ROOF POINTFROM 20.0 LB FROM 0.0' TO 8.5' 286 PLF=11.0*(12+40)/2 FROM 0.00' 90 PLF = 9.0' * 10.0 FROM 0.00' 770 PLF=44.0*(19+16)/2 FROM 0.00' DOWN=2959 @6.00'(R. OF BM GT4) REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) LEFT 5705/5705 0/0 20715-201 NEGLIA 2 04/30/99 . TIFFANY(VER4.30) 8.50 TO TO TO ,50' .50' ,50' RIGHT 6892/6892 0/0 *** USE PARALLAM 3 1/2 x 11 7/8 *** *** W/ LEFT: 4x4 POST RIGHT: 4x4 POST CRIT MOMENT = 14240 LB*FT @ 5.00' RATIO=0.593(Fb= 3504 S= 82.26) CRIT DEFLTN = -0.189 INCH @ 4.33' BASED ON (L/ 240)= 0.425 CRIT SHEAR = 5618 LB @ 7.39' 1.5*SHEAR/Fv*A=0.569(Fv=356 A= 41.56) GOUVIS ENGINEERING CALIFORNIA SHEET JOB NO. CLIENT PLAN NO. DATE ENGINEER 20715-201 NEGLIA 2 04/30/99 TIFFANY(VER4.30) BEAM NUMBER: 16 GRG DOOR HDR OVER-ALL LENGTH (FT): 11.00 REACTION AT: 0.00 , 11.00 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 LB FROM 0.0' TO 11.0' PRIMARY ROOF : 175 PLF=10.0*(19+16)/2 FROM EXTERIOR WALL : 30 PLF = 2.0' * 15.0 FROM 0.00' TO 11.00' 0.00' TO 11.00' POINTFROM DOWN=4085 REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) UP=-86 LEFT 3017/3025 0/0 @ 5.00'(R. OF BM 6) RIGHT 2720/2720 0/0 *** USE GLB 24F V4 5 1/8 x 12 DROP BM/HDR *** ***0.125" CAMBER UP @ SPAN( 5.4') CRIT MOMENT = 12270 LB*FT @ 5.00' RATIO=0.399(Fb= 3000 S= 123.00) GRIT DEFLTN = -0.172 INCH @ 5.42' BASED ON (L/ 240)= 0.550 CRIT SHEAR = 2763 LB @ 1.12' 1.5*SHEAR/Fv*A=0.225(Fv=300 A= 61.50] BEAM NUMBER: 17 2-CAR HDR OVER-ALL LENGTH (FT): 16.50 LOADS (DOWNWARD +) REACTION AT: 0.00 16.50 BEAM WEIGHT PRIMARY ROOF PRIMARY ROOF EXTERIOR WALL POINTFROM 30.0 PLF FROM 0.0' TO 16.5' 210 PLF=12.0*(19+16)/2 FROM 0.00' TO 10.50' 175 PLF=10.0*(19+16)/2 FROM 10.50' TO 16.50' 30 PLF = 2.0' * 15.0 FROM 0.00' TO 16.50' DOWN=2311 ©10.50'(R. OF BM GT6) REACTIONS (LBS) DOWNWARD(DL+LL/MAX.) UPLIFT (DL+LL/MAX.) LEFT 3030/3030 0/0 RIGHT 3526/3526 0/0 *** USE GLB 24F V4 5 1/8 X 12 DROP BM/HDR *** ***0.375" CAMBER UP @ SPAN( 8.5') CRIT MOMENT = 16929 LB*FT © 10.50' RATIO=0.560(Fb= 2950 S= 123.00) CRIT DEFLTN = -0.580 INCH @ 8.50' BASED ON (L/ 240)= 0.825 CRIT SHEAR = 3262 LB @ 15.38' 1.5*SHEAR/Fv*A=0.265(Fv=300 A= 61.50) GOUVIS ENGINEERING CALIFORNIA STUD DESIGN(Ver 2.00) SHEET : B U- UBC-1994 JOB NO : 20V15_201 CLIENT : PLAN NO : 2 DATE : 04/29/-99 LOCATION : AT 1-STORY ' WIND EXPOSURE WIND SPEED (MPH) MEAN ROOF HEIGHT (FT) COMBINED COEFFICIENT Ce WIND PRESSURE COEFFICIENT Cq WIND STAGNATION PRESSURE qs (PSF) WIND IMPORTANCE FACTOR Iw EXTERIOR STUD(YES/NO) LENGTH OF STUD (FT) WALL WEIGHT (PSF) PriRf Ld(PLF) (14.0x19.0/2) PriFl Ld(PLF) [ 0 . Ox(12.0+40.0)/2] WIND FORCE(PSF) p = Ce*Cq*qs*Iw =( 1.13)*( 1.20)*(12.54}*( 1.00) C 70 20.00 1.13 1.20 12.54 1.00 YES 13.50 15.00 133.00 0.00 17.01 *** USE : 2 X 6 DFL-STUD GRADE AT 16.0" O.C. *** A = 700.00 psi Fc = 8.25 in 2 S = 850.00 psi 7.56 in3 pi D = 1400000.00 psi 5.50 in Effective Length le = Ke*l = 1.0*13.50 = 13.50 ft Slenderness ratio 1C/D = 13.50* (12) / 5.50 = 29.45 <= 50 OK! Load duration factor Cd = 1.60 Bending size factor CF = 1.00 Repetitive factor Cr = 1.15 Compression size factor CFV = 1.00 Kce = 0.30 for Visual Graded Lumber c = 0.80 for Sawn Lumber Fee = Kce * E/(le/D)2 = 0.30 x 1400000.00 / 29.452 = 484.11 psi Fc* = Fc x Cd x CF' = 850.00 x 1.60 x 1.00 = 1360.00 psi Column stability factor : CFC = [l+(Fce/Fc*) ]/2c -J( [l+(Fce/Fc*) ]/2c}2- (Fce/Fc*)/c = {[(!+( 484.1 l/1360.00)]/(2x0.80)} -J{[!+(484.1 l/1360.00)]/(2x0.80)}2- (484.11/1360.00)70.80 = 0.32 Fc'= Fc x Cd x CF' x CFC = 850.OOx 1.60x l.OOx 0.32= 441.63 psi Fb' = Fb x Cd x CF x Cr = 700.OOx 1.60x l.OOx 1.15= 1288.00 psi Maximum moment at mid height: M =(ple 2/8) (SPACING/12) = [ (17 .01x182 .3)/8] (16 . 0/12) =516 . 7 ft-lbs Axial load P at mid height : P = [ 133.00 + 15.00 x (13.50/2)] x (16.00/12) = 312.33 Ibs fc = P/A = 312.33/ 8.25 = 37.86 psi <= Fce( 484.11) OK! <= Fc'( 441.63) OK! fb = M/S = 516.67xl2/ 7.56 = 819.84 psi <= Fb'(1288.00) OK! (fc/Fc')2 -f fb/tFb1 x {l-fc/Fce)] = ( 37.9/ 441.6)2+ 819.8/[1288.Ox(l- 37.9/ 484 .1) ] =0 . 698 <= 1 QK! Deflection = 0.58 inch = L/ 278 <= L/240(Brittle Finishing) OK! U D _s. a »- siwO-io ; © L o a © 0 1HJ f Jl _J cTi L-Ji20715"Plan* I t a n-J51 o a GOUVIS ENGINEERING CALIFORNIA LATERAL ANALYSIS POURING NON MONO SECTION 1 LONGITUDINAL SHEET JOB NO. CLIENT PLAN NO. DATE L 3 20715 NEGLIA 2 4-30-1999 BLDG HT:21.00 FT1ST FLR HT:13.50 WIND HEIGHT (FT) : 15 20 25 WIND FORCE (PSF) : 17.36 18.51 19.49 WIND LD ROOF = 255.28 PLF TOTAL LOAD = 255.28 PLF Ry = 5.5 SOIL: Sc Na = 1.00 Ca =.40(1.00) V = 2.5(.40) (1.00) (1.00)W/(1.4X5.5) = .130W SEISMIC ROOF : DL ROOF =19.00X 53.00 = 1007.00 DL EXT WALL =14.00X 2X(13.50- 6.75) = 189.00 =10.00X 1X(13.50- 6.75) = 67.50 = .130X(1007.00 + 189.00 + 67.50)= 164.09 PLF 164.09 PLF WIND GOVERNS ==> ROOF: .255.28 PLF ROOF DIAPHRAGM : V=255.28 PLF MAX SHEAR=255.28X 49.00/(2 X 53.00)=118.01 PLF USE: 1/2" CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT 6",12" PC CHORD FORCE=255.28X 49.00X 49.00/(8 X 53.00)= 1445.60 USE 14-16D COMMON NAILS MINIMUM BTWN SPLICE PNTS ALT 16-16D SINKER NAILS MINIMUM BTWN SPLICE PNTS DL INT WALL SHEAR TOTAL LOAD SECTION 2 LONGITUDINAL 1ST FLR HT:13.50 WIND HEIGHT (FT) : 15 WIND FORCE (PSF) : 17.36 WIND LD ROOF = TOTAL LOAD Ry = 5.5 SOIL: Sc Na = 1.00 V = 2.5(.40)(1.00)(1.00)W/(1.4X5.5) = SEISMIC ROOF : DL ROOF =19.00X 15.00 = DL EXT WALL =14.00X IX(13.50- 6.75) = = 10.00X 1XU3.50- 6.75) = 20 25 18.51 19.49 255.28 PLF 255.28 PLF Ca =.40(1.00) .130W BLDG HT:21.00 FT = .130X( 285.00 + 94.50 + 285.00 94.50 67.50 67.50)= 58.05 PLF 58.05 PLF DL INT WALL SHEAR TOTAL LOAD WIND GOVERNS ==> ROOF: 255.28 PLF ROOF DIAPHRAGM : V=255.28 PLF MAX SHEAR=255.28X 49.00/(2 X 15.00)=416.96 PLF USE: 1/2" CDX STR II BLKD 24/0 W/8D COMMON NAILS AT 2-1/2",4" PC CHORD FORCE=255.28X 49.00X 49.00/(8 X 15.00)= 5107.77 USE: GOUVIS ENGINEERING CALIFORNIA LATERAL ANALYSIS POURING NON MONO SECTION 3 LONGITUDINAL SHEET JOB NO. CLIENT PLAN NO, DATE L 4 20715 NEGLIA 2 4-30-1999 1ST FLR HT: 9.00, 2ND FLR HT:19.00 BLDG HT:23.00 FT WIND HEIGHT (FT) : 15 WIND FORCE (PSF) : 17.36 WIND LD ROOF = WIND LD 1-FL = TOTAL LOAD Ry = 5.5 SOIL: Sc Na = 1.00 V = 2.5(.40)(1.00)(l.OO)W/(1.4X5.5) = SEISMIC ROOF : =19.00X 50.00 =14.00X 1X(19.00-14.00) = =10.00X 3X(19.00-14.00) = DL ROOF DL EXT WALL DL INT WALL SHEAR 20 25 18.51 19.49 158.69 PLF 174.65 PLF 333.33 PLF Ca =.40(1.00) 130W 950.00 70.00 150.00 = .130X( 950.00 + 70.00 + 150.00)= 151.95 PLF SEISMIC 1-FL : DL FLOOR =12.00X 35.00 = 420.00 DL EXT WALL DL INT WALL SHEAR TOTAL LOAD =14.00X( 1X(14.00- 9.00) + 2X( 9.00- 4.50))= 196.00 + 3X( 9.00- 4.50))= 285.00=10.00X( 3X(14.00- 9.00] = .130X( 420.00 + 196;00 + 285.00)= 117.01 PLF 268.96 PLF REDISTRIBUTE SHEAR .: 151.95X19.00+ 117.01X 9.00= 3940.13 SHEAR ROOF= 151.95X19.OOX 268.96/ 3940.13= 197.07 PLF SHEAR 1-FL= 117.01X 9.OOX 268.96/ 3940.13= 71.89 PLF SEISMIC GOVERNS ==> ROOF: 197.07 PLF WIND GOVERNS ==> 1-FL: 333.33 PLF ROOF DIAPHRAGM : V=197.07 PLF MAX SHEAR=197.07X 49.00/(2 X 50.00)= 96.57 PLF USE: 1/2" CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT 6",12" PC CHORD FORCE=197.07X 49.OOX 49.00/(8 X 50.00)= 1182.93 USE 12-16D COMMON NAILS MINIMUM BTWN SPLICE PNTS ALT 12-16D SINKER NAILS MINIMUM BTWN SPLICE PNTS 1-FL DIAPHRAGM : V=158.69+174.65=333.33 PLF MAX SHEAR=333.33X 29.00/(2 X 35.00)=138.10 PLF USE: 5/8" CDX STR II UNBLKD W/10D COMMON OR RINGSHANK AT 6",10" PC CHORD FORCE=333.33X 29.OOX 29.00/(8 X 35.00)= 1001.19 USE 10-16D COMMON NAILS MINIMUM BTWN SPLICE PNTS ALT 12-16D SINKER NAILS MINIMUM BTWN SPLICE PNTS GOUVIS ENGINEERING CALIFORNIA LATERAL ANALYSIS POURING NON MONO SECTION 1 ""TRANSVERSE SHEET JOB NO. CLIENT PLAN NO. DATE L 5 20715 NEGLIA 2 4-30-1999 BLDG HT:23.00 FT 20 25 18.51 19.49 294.27 PLF 294.27 PLF Ca =.40(1.00) .130W 1ST FLR HT:13.50 WIND HEIGHT (FT) : 15 WIND FORCE (PSF) : 17.36 WIND .LD ROOF = TOTAL LOAD Rx = 5.5 SOIL: Sc Na = 1.00 V = 2.5(.40) (1.00) (1.00)W/(1.4X5.5) = SEISMIC ROOF : DL ROOF =19.00X 22.00 DL EXT WALL =14.00X IX(13.50- 6.75) = DL INT WALL =10.00X IX(13.50- 6.75) = SHEAR = .130X( 418.00 + 94.50 + TOTAL LOAD WIND GOVERNS ==> ROOF: 294.27 PLF ROOF DIAPHRAGM : V=294.27 PLF MAX SHEAR=294.27X 49.00/(2 X 22.00)=327.71 PLF USE: 1/2" CDX STR II BLKD 24/0 W/8D COMMON NAILS AT 4",6" PC CHORD FORCE=294.27X 49.00X 49.00/(8 X 22.00)= 4014.40 SPLICE WITH SIMPSON MST60 W/16D SINKER NAILS BTWN SPLICE PNTS 418.00 94.50 67.50 67.50)= 75.32 PLF 75.32 PLF SECTION 2 TRANSVERSE 1ST FLR HT:13.50 . WIND HEIGHT (FT) : 15 20 25 WIND FORCE (PSF) : 17.36 18.51 19.49 WIND LD ROOF = 294.27 PLF TOTAL LOAD = . 294.27 PLF Rx = 5.5 SOIL: Sc Na = 1.00 Ca =.40(1,00) V = 2.5(.40) (1.00) (1.00)W/(1.4X5.5) = .130W SEISMIC ROOF : DL ROOF =19.00X 30.00 DL EXT WALL =14.00X 2X(13.50- 6.75) = =10.00X 1X(13.50- 6.75) = = .130X( 570.00 + 189.00 + BLDG HT:23.()0 FT 570.00 189.00 67.50 67.50)= 107.34 PLF 107.34 PLF DL INT WALL SHEAR TOTAL LOAD WIND GOVERNS ==> ROOF: 294.27 PLF ROOF DIAPHRAGM : V=294.27 PLF MAX SHEAR=294.27X 49.00/(2 X 30.00)=240 . 32 PLF USE: 1/2" CDX STR II BLKD 24/0 W/8D COMMON NAILS AT 6",6" PC CHORD FORCE=294.27X 49.00X 49.00/(8 X 30.00)= 2943.89 SPLICE WITH SIMPSON MST37 W/16D SINKER NAILS BTWN SPLICE PNTS GOUVIS ENGINEERING CALIFORNIA LATERAL ANALYSIS POURING NON MONO SECTION 3 TRANSVERSE SHEET JOB NO. CLIENT PLAN NO. DATE L 6 20715 NEGLIA 2 4-30-1999 1ST FLR HT: 9.00, 2ND FLR HT:19.00 BLDG HT:23.00 FT WIND HEIGHT (FT) : 15 WIND FORCE (PSF) : 17.36 WIND LD ROOF = WIND LD 1-FL = TOTAL LOAD Rx = 5.5 SOIL: Sc Na = 1.00 V = 2.5(.40)(1.00)(1.00)W/(1.4X5.5) = SEISMIC ROOF : =19.OOX 30.00 =14.00X 1X(19.00-14.00) = =10.00X 2X(19.00-14.00) = DL ROOF DL EXT WALL DL INT WALL SHEAR 20 25 18.51 19.49 158.69 PLF 174.65 PLF 333.33 PLF Ca =.40(1.00) ,130W 570.00 70.00 100.00 = .130X( 570.00 + SEISMIC 1-FL : DL FLOOR =12.OOX 28.00 DL EXT WALL =14.00X( IX(14.00- 9.00) 70.00 + 100.00)= 96.10 PLF = 336.00 + 1X( 9.00- 4.50)) = 133.00 =10.00X( 2X(14.00- 9.00) + 2X( 9.00- 4.50))= 190.00 = .130X( 336.00 + 133.00 + 190.00)= 85.58 PLF 181.69 PLF DL INT WALL SHEAR TOTAL LOAD REDISTRIBUTE SHEAR : 96.10X19.00+ 85.58X 9.00= 2596.23 SHEAR ROOF= 96.10X19.OOX 181.69/ 2596.23= 127.78 PLF SHEAR 1-FL= 85.58X 9.OOX 181.69/ 2596.23= 53.90 PLF WIND GOVERNS ==> ROOF: 158.69 PLF WIND GOVERNS ==> 1-FL: 333.33 PLF ROOF DIAPHRAGM : V=158.69 PLF MAX SHEAR=158.69X 49.00/(2 X 30.00)=129.59 PLF USE: 1/2" CDX STR II UNBLKD 24/0 W/8D COMMON NAILS AT 6",12" PC CHORD FORCE=158.69X 49.OOX 49.00/(8 X 30.00)= 1587.52 USE 16-16D COMMON NAILS MINIMUM BTWN SPLICE PNTS ALT 16-16D SINKER NAILS MINIMUM BTWN SPLICE PNTS . 1-FL DIAPHRAGM : V=158.69+174.65=333.33 PLF MAX SHEAR=333.33X 20.00/(2 X 28.00)=119.05 PLF USE: 5/8" CDX STR II UNBLKD W/10D COMMON OR RINGSHANK AT 6",10" PC CHORD FORCE=333.33X 20.OOX 20.00/(8 X 28.00)= 595.24 USE 6-16D COMMON NAILS MINIMUM BTWN SPLICE PNTS ALT 6-16D SINKER NAILS MINIMUM BTWN SPLICE PNTS GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM Wind 2680 Seismic 2789= 1723+ 1066 X 11.7 5.0 6.5 6.0 I 5.8 I 2.5 U BLOCKED OPENING USE TYPE 10 ON TOP & EOT OF OPENING SEE DETAIL ON PLANS 7.0 2.5 3.0 3715-201 Sheet : L-~ Job No :201 Plan No: 2 Client : NEGLIA Engineer: TIFFANY Date : 04/30/99(Ver4.02) 13.5 50.0 A: SIMPSON ST22 (1150 LB) B: SIMPSON ST6224(2116 LB) Drag Force Analysis ALT (12) # 16d sinker per top plate splice ALT (18) # 16d sinker per top plate splice 1 ZONE 4 AT LEFT OF HOUSE EXTERIOR WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 2848(SFT) UBC 97 TOTAL WALL LENGTH = 50.0(FT) TOTAL PANEL LENGTH = 18.2(FT) SHEAR DIAPHRAGM = 2789/ 50.0 = 56(PLF) REDUNDANCY FACTOR(Y)=L SHEAR = 2789/ 18.2= 153(PLF) (FLEXIBLE) MAXIMUM DRAG = 1496 (LB) USE TYPE 10 w/ 5/8" DIA. xlO" LONG A.B. @ 48.0" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 202.5= 15 * 13.5' Roof_P 133.0= 19 *14.0/2 FROM OVERTURN ANALYSIS UPLIFT(T) PANEL (A) LEFT_SIDE : T= -854(LB) RIGHT SIDE: T= 0(LB) 0.0' TO 50.0' DOWN(C) C= 1734 (LB) C= 0(LB) NO NO SIGN. SIGN. UPLIFT () UPLIFT () BLOCKED! FORCE @ EDGE OF OPENING IS PANEL (5) LEFT_SIDE : T= 0 (LB) C= 0 (LB) RIGHT SIDE: T= -765 (LB) C= 1734 (LB) 386 (LB) NO SIGN. UPLIFT () NO SIGN. UPLIFT () P-l GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM Wind 6382 Seismic 5921= 5423+ 499 14.0 °STRAP(I) 15.0 Sheet : L- t Job No : 20715-201 Plan No: 2 Client : NEGLIA Engineer: TffiESSJY Date : 64/3e/99(Ver4.02) 13.5 J823 25.2 32.6 14.0 20.0 37.0 Drag Force .Analysis 49.0 A: SIMPSON ST22 (1150 LB) B: SIMPSON ST6224(2116 LB) C: SIMPSON ST6236(2880 LB) ALT (12) # 16d sinker per top plate splice ALT (18) # 16d sinker per.top plate splice ALT (24) # 16d sinker per top plate splice 2 ZONE 4 AT LEFT OF MSTR & BED4 INTERIOR WALL 2ND FLOOR BASE AREA= 2848(SFT) UBC 97 TOTAL WALL LENGTH = 49.0(FT) TOTAL PANEL LENGTH = 18.0(FT) SHEAR DIAPHRAGM = 6382/49.0= 130 (PLF) REDUNDANCY FACTOR(Y)=LOO SHEAR = 6382/ 58^6= aSjS^PLFJ (FLEXIBLE) MAXIMUM DRAG = 2692 (LB) USE TYPE 12 w/16d 'STINKER NAIL @ 3" o/c SILL PLATE NAILING DEAD LOADS: Wall Roof P 90.0 = 10 * 9.0' 38.0 = 19 * 4.0/2 FROM 0.0' TO 49.0' OVERTURN ANALYSIS PANEL (K) LEFT_SIDE : RIGHT_SIDE: PANEL (5) LEFT_SIDE : RIGHT SIDE: UPLIFT^T) DOWN (LB) 4 (LB) Use (2)CS 167(2)2x4 on both ends T=c= c= (LB) (2)CS16/(2)2x4 (2)CS16/(2)2x4 (2)CS16/(2)2x4 (2)CS16/(2)2x4 Use (2)CS 167(2)2x4 on both ends M' p.2 GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM Wind 3702 Seismic 4454=3700+ 754 10.0 2.5 1.5 Sheet :L-« Job No : 20715-201 Plan No: 2 Client : NEGLIA Engineer: TIFFANY Date : 04/30/99(Ver4.02) 13.5 ' STRAP(E) D BLOCKED OPENING USE TYPE 12 ON TOP & EOT OF OPENING SEE DETAIL ON PLANS 44.3 Drag Force Analysis A: SIMPSON ST22 (1150 LB) B: SIMPSON ST6224(2116 LB) ALT (12) # 16d sinker per top plate splice ALT (18) # 16d sinker per top plate splice EXTERIOR WALL3 ZONE 4 AT RIGHT OF 2ND FLR - 2ND FLOOR BASE AREA= 2848 (SFT) UBC 97 .TOTAL WALL LENGTH = 44.3(FT) TOTAL PANEL LENGTH = 15.6(FT) SHEAR DIAPHRAGM = 4454/ 44.3 = 100 (PLF) REDUNDANCY FACTOR(Y)=LOO SHEAR = 286* 5.0/ 4.0= 357(PLF)(ON OPENING) MAXIMUM DRAG = 1406(LB) USE TYPE 12 w/16d SINKER NAIL @ 3" o/c SILL PLATE NAILING DEAD LOADS: Wall 135.0= 15 * 9.0' Roof P 95.0 = 19 *10.0/2 FROM 0.0' TO 44.3' OVERTURN ANALYSIS UPLIFT(T)DOWN(C) PANEL (A) LEFT_SIDE : T= 482 (LB) C= 1701 (LB) RIGHT_SIDE: T= 0 (LB) C= 0(LB) Use CS16/2x4 @ L. BLOCKED! FORCE @ EDGE OF OPENING IS PANEL 0 LEFT_SIDE : T= 0 (LB) C= 0 (LB) RIGHT_SIDE: T= 459 (LB) C= 1701 (LB) Use CS 16/2x4 @ R. PANEL (C) LEFT_SIDE : T= 1836 (LB) C= 2743 (LB) T= 1599 (LB) C= 2743 (LB) RIGHT_SIDE: T= 1836 (LB) C= 2743(LB) Use (2)CS16/(2)2x4 on both ends or Use CS16/2x4** CSl6/2x4 NO SIGN. UPLIFT() 512(LB) NO SIGN. CS16/2X4 UPLIFT () (2)CS16/(2)2x4 ** CS16/2X4 (2)CS16/(2)2x4 @ L. & (2)CS16/(2)2x4 @ R. ** w/ Dead loads of adjacent element, use detail for connection of S.W. to trimmer p.3 GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM Wind 7514 Seismic 6938=6465+ 473 Sheet . L--10 Job No : 20715-201 Plan No: 2 Client : NEGLIA Engineer: Date : 04/3W99(Ver4.02) 0 STRAPO) 9.0 42.0 A: SIMPSON ST22 (1150 LB) B: SIMPSON ST6224(2116 LB) Drag Force Analysis ALT (12) # 16d sinker per top plate splice ALT (18) # 16d sinker per top plate splice 4 ZONE 4 AT LEFT OF HALL & SHOP MIXED WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 2848(SFT) UBC97 TOTAL WALL LENGTH = 42.0(FT) TOTAL PANEL LENGTH = 18.0(FT) SHEAR DIAPHRAGM - 7514/ 42.0 = 179 (PLF) REDUNDANCY FACTOR(Y)=L 00 SHEAR = 7514/)7.45= 43S_CPLF) (FLEXIBLE) MAXIMUM DRAG = 1610 (LB) USE TYPE 12 w/ 5/8" DIA. xl2" LONG A.B. @ 40.0" o/c MAX. w/PL. WASHER(3x SILL PLATE) DEAD LOADS: Wall Floor P 90.0 = 10 * 16.0 = 12 * 9.0' 2.7/2 FROM 0.0' TO 42.0' OVERTURN ANALYSIS PANEL PANEL LEFT_SIDE : RIGHT_SIDE: LEFT_SIDE : RIGHT SIDE: UPLIFT(T) T= T= T = DOWN(C) (LB) . . , . .-(LB) Use HPA35/4x4 on both ends T= 3246 (LD) C= 3861 (LB) T= 324G(LD) C= 3861 (LB) Use HPAHD22/4x4 on both ends : T => O p.4 GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM Wind 6234 Seismic 6004= 4742+ 1262 Sheet : L-1| Job No : 20715-201 Plan No: 2 Client : NEGLIA Engineer: TIFFANY Date : 04/30/99(Ver4.02) 9.0 1.0 8.0 5.0 6.8 0.5 2.5 12.0 • STRAP(E) i PANEL EDGE ON THE ABOVE STORY v NUN. 4x POST E.N. @ 3" O.C. 152. 41.3 504 Drag Force Analysis A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice 5 ZONE 4 AT RIGHT OF 1ST FLR EXTERIOR WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 2848(SFT) UBC 97 TOTAL WALL LENGTH = 41.3(FT) TOTAL PANEL LENGTH = 26.8(FT) SHEAR DIAPHRAGM = 6234/ 41.3 = 151 (PLF) REDUNDANCY FACTOR(Y)=1.00 SHEAR = 6234/ 26.8= 233(PLF)(FLEXIBLE) MAXIMUM DRAG = 831(LB) USE TYPE 10 w/ 5/8" DIA. xlO" LONG A.B. @ 48.0" o/c MAX. w/PL. WASHER DEAD LOADS: Wall Floor_P Roof P 135.0= 15 * 9.0' 19.2 = 12 * 3.2/2 FROM 76.0 = 19 * 8.0/2 FROM 0.0' 21.0' TO 21.0' TO 41.3' LOAD 3 Q 0.0' START 14.0' TO 44.3'(100%) OVERTURN PANEL (A) PANEL PANEL ANALYSIS UPLIFT(T) LEFT_SIDE : T= 1766 (LB) RIGHT_SIDE: T= 1779 (LB) Use HPAHD22/4x4 LEFT_SIDE : T= 561 (LB) RIGHT SIDE: T= 101G(LD) DOWN(C) C= 2190 (LB) C= 2190 (LB) ** ^ L. & HPAHD22/4x4** C= 2205 (LB) ** C= 2205 (LB) HPAHD22/4x4 HPAHD22/4x4 @R. HPAHD22/4x4 Use HPAHD22/4x4** @ L. & HPAHD22/4x4 LEFT_SIDE : T= 968 (LB) C= 2200 (LB) ** RIGHT_SIDE: T= 2219 (LB) C= 2200 (LB) Use HPAHD22/4x4 * * @ L. & HPAHD22/4x4 @R. HPAHD22/4x4 HPAHD22/4x4 ** w/ Dead loads of adjacent element, use detail for connection of S.W. to trimmer p.5 GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM 715-2 Wind 3090 Seismic 3063=( 1918+ 723)*U6 Sheet : L- JobNo : 20715-201 Plan No : 2 Client : NEGLIA Engineer: TIFFJ\NY Date : 04/30/99(Ver4.02) 3.5 8.0 4.8 10.5 \ / W A /^\ " 8.0 ().7 12.0 2.5 13 •STRAP(E) 50.0 Drag Force Analysis A: B: SIMPSON ST22 (1150 LB) SIMPSON ST6224(2116 LB) ALT ALT (12) (18) ZONE 4 AT REAR OF HOUSE # 16d sinker per top plate splice # 16d sinker per top plate splice EXTERIOR WALL 1ST FLOOR ONE POUR FOUNDATION BASE AREA= 2848(SFT) UBC 97 TOTAL WALL LENGTH =• 50.0(FT) TOTAL PANEL LENGTH = 8.0(FT) SHEAR DIAPHRAGM = 3090/50.0= 62 (PLF) REDUNDANCY FACTOR(X)=1.16 SHEAR = 3090/ 8.0= 386(PLF)(FLEXIBLE) MAXIMUM DRAG = 1658(LB) USE TYPE 12 w/ 5/8" DIA. x!2" LONG A.B. @ 40.0" o/c MAX. w/PL. \VASHER(3x SILL PLATE) DEAD LOADS: Wall Roof P 202.5= 15 * 13.5' 114.0= 19 *12.0/2 FROM 0.0' TO 50.0' OVERTURN ANALYSIS UPLIFT(T) DOWN(C) PANEL (A) LEFT_SIDE" : T= 4567 (LB) c= 5487 (LB) RIGHT_SIDE: T= 4567(LB) C= 5487(LB) Use HPAHD22/4x4 on both ends HPAHD22/4x4 HPAHD22/4x4 p.6 GOUV1S ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM Sheet : L- \% Job No : 20715-201 Plan No : 2 Client : NEGLIA Engineer: TIFF/iNY Date : 04/30/99(Ver4.02) EXTERIOR WALL Wind 4267 Seismic 3923=( 2945+ 436)*U6 1 STRAP(E) 9.0 I BLOCKED OPENING USE TYPE 12 ON TOP & EOT OF OPENING SEE DETAIL ON PLANS 50.0 A: SIMPSON ST22 (1150 LB) B: SIMPSON ST6224 (2116 LB) Drag Force Analysis ALT (12) # 16d sinker per top plate splice ALT (18) # 16d sinker per top plate splice SEE DETAIL INFORMATION ON NEXT PAGE p.7 GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM Sheet :L-U. Job No : 20715-201 Plan No : 2 Client : NEGLIA Engineer: TIFFANY Date : 04/30/99(Ver4.02) EXTERIOR WALL7 ZONE 4 AT FRONT OF 2ND FLR 2ND FLOOR BASE AREA= 2848 (SFT) UBC 97 TOTAL WALL LENGTH = 50.0 (FT) TOTAL- PANEL SHEAR DIAPHRAGM = 4267/ 50.0 = 85(PLF) SHEAR = 294* 5.0/ 4.0= 368(PLF)(ON OPENING) MAXIMUM DRAG = USE TYPE 12 w/16d SINKER NAIL @ 3" o/c SILL PLATE NAILING LENGTH = 14.5(FT) REDUNDANCY FACTOR(X)==1.16 1792(LB) DEAD LOADS: Wall Roof P 135.0= 15 * 38.0 = 19 * 9.0' 4.0/2 FROM 0.0' TO 50.0' OVERTURN PANEL(A) PANEL PANEL PANEL ANALYSIS LEFT_SIDE : RIGHT SIDE:T= BLOCKED! LEFT_SIDE : T= RIGHT SIDE: T= UPLIFT(T) DOWN(C) T= 1056 (LB) C= 1764 (LB) 0(LB) C= 0(LB) Use CS16/2x4 @ L. FORCE @ EDGE OF OPENING 0(LB) C= 0(LB) 1056 (LB) C= 1764(LB) Use CS16/2x4 @ R. IS LEFT_SIDE : RIGHT SIDE: T= 1602 (LB) C= 2046(LB) T= 0(LB) C= 0(LB) Use CS16/2x4 @ L. BLOCKED! FORCE @ EDGE OF OPENING LEFT_SIDE : T= 0(LB) C= 0 (LB) RIGHT_SIDE: T= 1615 (LB) C= 2046(LB) Use CS16/2x4 @ R. IS CS16/2x4 NO SIGN. UPLIFT'() 473 (LB) NO SIGN. UPLIFT() CS16/2x4 CS16/2x4 NO SIGN. UPLIFTO 314(LB) NO SIGN. UPLIFT () CS16/2x4 p.8 GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM Sheet : L- |fc> Job No : 20715-201 Plan No: 2 Client : NEGLIA Engineer: TIFFANY Date : 04/30/99(Ver4.02) EXTERIOR7B ZONE 4 AT FRONT OF 2ND FLR 2ND FLOOR BASE AREA= 2848 (SFT) UBC 97 TOTAL WALL LENGTH = 50,0(FT) TOTAL PANEL SHEAR DIAPHRAGM = 4267/ 50.0 = 85(PLF) SHEAR = 254* 5.0/ 4.0= 317(PLF)(ON OPENING) USE TYPE 11 w/16d SINKER NAIL @ 3" o/c SILL PLATE NAILING WALL LENGTH = 16.8(FT) REDUNDANCY FACTOR(X)-1.16 MAXIMUM DRAG = 1807(LB) DEAD LOADS: Wall Roof P 135.0= 15 * 9.0' 38.0 = 19 * 4.0/2 FROM 0.0' TO 50.0' OVERTURN ANALYSIS UPLIFT(T)DOWN(C) PANEL(AJ LEFT_SIDE : T= 816 (LB) C= 1523 (LB) CS16/2x4 RIGHT_SIDE: T= 0(LB) C= 0(LB) NO SIGN. UPLIFT() Use CS16/2x4 fa L. BLOCKED! FORCE Q EDGE OF OPENING IS 407(LB) PANEL (5) LEFT_SIDE : T= 0 (LB) C= 0 (LB) NO SIGN. UPLIFT() RIGHT_SIDE: T= 816 (LB) C= 1523 (LB) CS16/2x4 Use CS16/2x4 @ R. PANEL (c) LEFT_SIDE : T= 434 (LB) C= 1254 (LB) RIGHT_SIDE: T= 0 (LB) C= 0(LB) Use CS16/2x4 @ L. BLOCKED! FORCE @ EDGE OF OPENING IS 598(LB) PANEL (5) LEFT_SIDE : T= 0 (LB) C= 0 (LB) NO.SIGN. UPLIFT () RIGHT_SIDE: T= 454 (LB) C= 1254 (LB) CS16/2x4 Use CS16/2x4 fa R. CS16/2x4 NO SIGN. UPLIFT p. 10 GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM Sheet : L- JC Job No : 20715-201 Plan No : 2 Client : NEGLIA Engineer: TIFFANY Date : 04/30/99(Ver4.02) 7B EXTERIOR WALL Wind 4267 Seismic 3915=(2945+ 429)*1.16 'STRAP(E) 21.2 4.5 5.0 4.5 5.0 I BLOCKED OPENING USE TYPE 11 ON TOP & BOX OF OPENING SEE DETAIL ON PLANS 9.0 0.0 13.5 A: SIMPSON ST22 (1150 LB) B: SIMPSON ST6224 (2116 LB) 21.2 35.2 Drag Force Analysis 50.0 ALT (12) # 16d sinker per top plate splice ALT (18) # 16d sinker per top plate splice SEE DETAIL INFORMATION ON NEXT PAGE p.9 GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM Wind 1834 Seismic 724=( 566+ 58)*1.16 0 STRAP(I) 9.0 12.5 5.0 Sheet :L-H Job No : 2071:5-201 Plan No: 2 Client : NEGLIA Engineer: TIFFANY Date : 04/30/99(Ver4.02) 11.0 °-° 12.5 17.5 Drag Force Analysis A: SIMPSON ST22 (1150 LB) B: SIMPSON ST6224(2116 LB) ALT (12) # 16d sinker per top plate splice ALT (18) # 16d sinker per top plate splice 8 ZONE 4 1ST FLOOR ONE POUR TOTAL WALL LENGTH = SHEAR DIAPHRAGM SHEAR = 1834/ 5.0= REAR OF W.I.C INTERIOR .WALL FOUNDATION BASE AREA= 2848(SFT) UBC 97 17.5(FT) TOTAL PANEL LENGTH = 5.0(FT) 1834/ 17.5 = 105 (PLF) REDUNDANCY FACTOR(X)=1.16 367(PLF)(FLEXIBLE) MAXIMUM DRAG = 1310(LB) USE TYPE 12 w/ 5/8" DIA. x!2" LONG A.B. @ 48.0" o/c MAX. w/PL. WASHER(3x SELL PLATE) DEAD LOADS: Wall Floor P 90.0 = 10 * 9.0' 48.0 = 12 * 8.0/2 FROM 0.0' TO 17.5' OVERTURN ANALYSIS UPLIFT(T) DOWN(C) PANEL @ LEFT_SIDE : T= 3275(LB) C= 3537(LB) RIGHT SIDE: T=,3*3-§-(LB) C= 3537 (LB) Use HPA28/4x4 on both ends HPA28/4x4 HPA28/4x4 p.ll GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM Wind 3668 Seismic 1873=(1132+ 483)*1.16 ' STRAP(E) 9.5 7.5 13.5 Sheet :L- l«> Job No -.20715-201 Plan No: 2 Client : NEGLIA Engineer: TIFFANY Date : 04/30/99(Ver4.02) 9.0 48.0 A: SIMPSON ST22 (1150 LB) B: SIMPSON ST6224(2116 LB) Drag Force Analysis ALT (12) # 16d sinker per top plate splice ALT (18) # 16d sinker per top plate splice 9 ZONE 4 AT REAR OF GRG EXTERIOR WALL 1ST FLOOR ONE POUR FOUNDATION BASE AREA= 2848(SFT) UBC 97 TOTAL WALL LENGTH = 48.0(FT) TOTAL PANEL LENGTH = 15.5(FT) SHEAR DIAPHRAGM = 3668/ 48.0 = 76 (PLF) REDUNDANCY FACTOR(X)= 1.16 MAXIMUM DRAG = 1202(LB)SHEAR = 3668/ 15.5= 237(PLF)(FLEXIBLE) USE TYPE 10 w/ 5/8" DIA. xlO" LONG A.B. @ 48.0" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 135.0= 15 * 9.0' Floor_P 60.0 = 12 *10.0/2 FROM Roof P 76.0 = 19 * 8.0/2 FROM 0.0' TO 38.0' TO 38.0' 48.0' OVERTURN PANEL(A) PANEL ANALYSIS LEFT_SIDE RIGHT_SIDE LEFT_SIDE RIGHTSIDE: UPLIFT(T) DOWN(C) : T= 1728 (LB) C= 2256(LB) : T= 1728 (LB) C= 2256 (LB) Use HPAHD22/4x4 on both ends : T= 1G40 (L-B) C= 2261 (LB) : T= 1648(LB) C= 2261(LB) Use HPAHD22/4x4 on both ends r - HPAHD22/4x4 HPAHD22/4x4 HPAHD22/4x4 HPAHD22/4x4 p. 12 GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM (INTERNAL USE ONLY) Wind Seismic 3.U 5.0 3.7 25.3 !l201 Sheet :L- Job No : 2071 Plan No: 2 Client : NEGLIA Engineer: TIFFANY Date : 04/30/99(Vei4.02) 2.0 9.0 10 ZONE 4 AT FRONT OF GRG EXTERIOR WALL 1ST FLOOR TWO POUR FOUNDATION BASE AREA= 2848(SFT) l?BC 97 TOTAL WALL LENGTH = 3b,0(FT) TOTAL PANEL LENGTH = 0.0(FT) SHEAR DIAPHRAGM = 721S/ 39.0 = 185 (PLF) REDUNDANCY FACTOR IS VOID! NO SHEAR PANEL HAS BEEN ASSIGNED! DEAD LOADS: Wall 135.0= 15 * 9.0' RoofP 57.0 = 19 * 6.0/2 FROM OVERTURN ANALYSIS UPLIFT (T) Load 0.0' TO 38.0' DOWN(C) 7 _ A GOUVIS ENGINEERING CALIFORNIA FLEXIBLE DIAPHRAGM Wind 7210 Seismic 6235=( 4832+ 543)*1.16 Sheet : Job No : 20715-201 Plan No : 2 Client : NEGLIA Engineer: TIFFANY Date : 04/30/99(Ver4.02) 12.0 18.0 °STRAP(I) 36.0 42.9 / 51.0 A: SIMPSON ST22 (1150 LB) B: SIMPSON ST6224 (2116 LB) C: SIMPSON ST6236(2880 LB) Drag Force Analysis ALT (12) # 16d sinker per top plate splice ALT (18) # 16d sinker per top plate splice ALT (24) # 16d sinker per 'top plate splice tl ZONE 4 AT FRONT OF KIT & FAMILY INTERIOR WALL 1ST FLOOR ONE POUR FOUNDATION BASE AREA= 2848(SFT) UBC97 TOTAL WALL LENGTH = 51.0(FT) TOTAL PANEL LENGTH = 24.0(FT) SHEAR DIAPHRAGM = 7210/ 51.0 = 141 (PLF) REDUNDANCY FACTORfX)=1.16 SHEAR = 7210/ 24.0= 300(PLF)(FLEXIBLE) MAXIMUM DRAG = 2545(LB) USE TYPE 11 w/ 5/8" DIA. xlO" LONG A.B. @ 40.0" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 135.0= 10 * 13.5' Roof P 38.0 = 19 * 4.0/2 FROM 0.0' TO Roof~P 228.0= 19 *24.0/2 FROM 20.0' TO 20.0' 51.0' OVERTURN PANEL A PANEL ANALYSIS LEFT_SIDE : RIGHT_SIDE: LEFT SIDE : RIGHT_ Use HPA35/4x4 UPLIFT(T) DOWN(C) T= 3464 (LB) C= 4182(LB) T= 3464 (LB) C= 4182(LB) Use HPA28/4x4 on both ends T= 4178 (LB) C= 6002 (LB) T= 3965(LB) C= 6002 (LB) ** T- 4178 (LB) C= 6002(LB) £n both ends or Use HPA28/4x4** @ L. & HPA35/4x4 @ R t ml « HPA28/4x4 HPA28/4x4 HPA35/4x4 HPA28/4x4 ** w/ Dead loads of adjacent element, use detail for connection of S.W. to trimmer p.14 Serving San Diego County For More Than 80 Years TRUSS DIVISION 2740 Tidelands Avenue National City, CA 91950 619-263-6161 Fax 619-477-6891 1-800-DIXIELINE ID Silent Floor® POI(OO)Itoto §to .-H1 INDICATEQUANo"I3 1fcI5oI "ic•nIgBo§5S gF M toCD t/it-i Dixie line Lumber t'nglneereil Wood I'roiiiicLs National CUy, L'allttani* SW3O 27-tO nJolamh Xtvmj* (tiff) 203 Oiai GENERAL NOTES AND INDEXTRUSS DESIGNS ASSUME THAT LATERAL BRACING IS PROVTDED AT MAXIMUM SFACLNTOP CHORD AND IQ'-O" ALONG BOTTOM CHORDO o"i C)roa gl_J 2! 0 BEAMS AND DESIGN OF BEAMS/HEADERS TO 3E PROVIDED BY OTHERSDDQELINE DOES NOT ASSUME ANY RESPONSIBILITY FOR CORRECTING OR STRAIGHT ]OR UNNECESSARILY SHIMMED TRUSSES8o 2o 1-fj Ei HANGER FASTENERS SHALL BE LONG ENOUGH TO DISTRIBUTE LOADS TO ALL PLYS0•n O 1 JU ALL HANGERS SHALL BE NAILED TO TRUSSES CR GIRDEBS IN A FASHION THATS PHFASTENER THAT SPLITS THE WOOD WILL NOT TAKE THE DESIGN LOAD. PRE-ERSLL 'tg g +-s m«Nft •*\n f"> >v 3| p.IT IS RECOMMENDED THAT GIRDER BOTTOM CHORDS, OPPOSITE THE SIDE SUPPCRTESHOULD BE DIAGONALLY BRACED TO ROOF SHEATHING ® 48" O.C.O £§0*— * 510 to C/1 ALL WALLS AND TRUSS CONNECTIONS SHALL BE DESIGNED TO PROVIDE FOR HOREOVAULTED TYPE TRUSSES 3Y THE BUILDING ENGINEER OR DESIGNER.3 F § ri 1 0 IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER TO SPECIFY ALL BRACINCNECESSARY TO INTEGRATE THE TRUSS SYSTEM WITH THE REST OF THE BUILDING '>e 1 g o !**3 t/J fl s ° G §FOR ALL BRACING. TEMPORARY AND PERMANENT, REFER TO "BRACING WOOD TRUSSAND RECOMMENDATIONS" ON TEE INSIDE OF THE FRONT AND BACK COVER SEEST.TRUSS MEMBERS. WHEN REQUIRZD, IS SPECIFIED ON THE INDIVIDUAL ENGINEERED 'GENERAL NOTES.•2 r i? ; • 88 3 o«0gw F g> ._, wIS 3 i. O FOR ALL SHEAR TRANSFER CONNECTIONS AND DETAILS. REFER TO THE ARCHITECTlDRAWINGS.j. c'i tn 1 ALL F.A.U. LOADS SHALL 3E UNIFORMLY DISTRIBUTED OVER FIVE (5) TRUSSES MMINDICATED. SEE INCLUDED SHEET FOR SUGGESTED PLATFORM DETAIL^ g i*? o THE FRAMER WILL BE RSQUIRZD TO TRIM OVERHANGS TO LENGTH IN TEE FIELD A!OVERHANGS WHERE NOT APPUCA3LS ON SOME HIPPSD ROOF AREAS AND INDITOU;F i3 S M i> (yj ^ ' W Og PROVIDE ADEQUATE SUPPORT AND BEARING AREA FOR ALL GIRDER TRUSSES. 3RACOMMON TRUSSES ON BOTH SDES TO KEEP GIRDEBS PLUMB.o M O g Mfo(/} O GSF = GABLE END FRAME. REQUIRES CONTINUOUS BEARLNG OR SUPPORT UNLESSo H rlM •2. O3 ALL 2X4 RIDGE BLOCKS ARE COLOR CODED BLACK ON ENDS.REVIEW ALL TRUSS DETAILS ENCLOSED.MATERIALS SUPPLIED ARE FO? LNSTALLATICN OF THE TRUSSES ONLY. ANY 3LCCMFRAMING MATERIALS REQUIRED FOR BACKING, SHEAR TRANSFER CR BRACING 3HAL!OTHERS UNLESS OTHERWISE NOTED.1 -zw ono 11o q G§tn P) fi isM 0 Oni O X -itn 0 fe 1 1M »W tD O O 1 O MW U3 O Si51$FOR- CONSTRUCTION BLUEPRINTS SHOULD BE REPORTED TC THE TRUSS DIVISION 1}DEVIATION FROM THESE LAYOUTS AS TO INSTALLATION OR LOCATION OF "RUSSES 'AND APPROVED 3Y OUR OFFICEto R . ) 0 sjj i 3 •<THESE TRUSS LAYOUTS AND ENGINEERING SHOULD 3E REVIEWED BY THE FRAMERANY DISCREPANCIES BETWEEN THE DIMENSIONS AND CCNDITICNS NOTED VERSUS Ti" § k m -o f; g G "*! ^*1 y ' •d LAYOUT NOTES ,p.%\\\\%\o,t*VVl^ %\ &$-*v^\\\\\V\\*^A*\ iFP<Ji t3 > m n (9 to X DKIELINE LUMBER ENGINEERED WOOD PRODUCTS 2740 TIDELANDS AVENUE NAT10NAI CITY, CALIFORNIA 91950 (619)263-6161 FAX (619H77-6891 CARLSBAD 4 IHtt IAWUT « WTENOa) FOR TW« LOCATKM P 1 OH.Y. IT COMtMa M1H tHC t D OKAtMOS AS KHCAIEIL KM IMS OMANMO HUAHS TIC «O1 HKFfRTY CF 0 C Illiill OOUPMff AW WM1 NOT H DtSTNKflED WDfCWT MvnCM P m X DfflELINE LUMBER ENGINEERED WOOD PRODUCTS 2740 TIDELANDS AVENUE NATIONAL CITY, CALIFORNIA 91950 (619) 163-6161 FAX (619)-477-6891 CARLSBAD 4 TUS LAYOUT B HTDttD FOR TRUSS LOCATION fWOOES OMLY. IT CONFORM WTH THE EMGMEEKD DRAWMQS AS WKATOX READ WHERAL NOTtS ' PWOt TO TRUSS ERECTION. MS OUMHQ REWAM TW SflUE HWWTT OF OOAMC 11111II OBTMrr AM) »IM.L NOT K mTROUTCD WTHOUT WmtN F DraELINE LUMB ENGINEERED WOOD PRO 2740 TIDELANDS AVE NATIONAL CITY, CALIFORNIA 91 (619)263-6161 FAX (619)-477-689 IMS LAWUT a inwcni RM mm LOCAIMN PUPOKS ONLY. IT caroms «rm IHE ENOWDVD OMAWHQS AS MDKAIOL KAD IKS DMAWM HUAMS TtC SOU PMPCffTY CF UMCUW UHER COfUfT AM) SHAU. NOT K OflMHniD VTHOUT MTTIM KMHSKM. DIXIELINE ENGINEERED 2740 UDE NATIONAL CITY, CA (619)263-6161 FAX ( AVENUE RNIA 91950 )-477-6891 TMS MAWW HUAMS 1HC «£ nMttKTY OF DOKUC LIJMO OOTAKT AM) MALI NOT BE OOTMUTtD WTHOUT 06/16/99 10:08 TRUSWftL SYSTEMS NO.118 P0013-3cTaI.DXigSHIIiiig^l-lata^**1"*-^,• -,2? £• a 8 ?! ? ? £sf»as: *; *» 3 3 inf- •< 8 (T"--0 K«l » O (TF-S »0H-fL, 0 S> o-n N> CiO toe3Z 0 » g>tr X W *•O 0 cr K O O 06/16/99 10:08 TRUSUflL SYSTEMS -»NO.118 P003X• 1« Iif.g-3jsS ~5j?e s.£.•*&« 0 « «5 <yHiiirmts tg C-' 6:x~™;£g*«si s > d 8 3 •• jllilT1 . t«s^2^« F^ W ~* *• * 2 ?e'*-s&s8L »- roe*f f ?» a 5 S? Pt. 0 Er -CL 3 —» •-•«» •3V-IQ n a d rt ^^ 8 H. 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TW16. 5000, AND RN-5DOO METAL CONNECTOR PLATES FOR WOOD TRUSSES TRUSWAL SYSTEMS CORPORATION 1101 NORTH GREAT SOUTHWEST PARKWAY ARLINGTON, TEXAS 76011 1.0 SUBJECT Model 20, TW18. TW16, 5000, and RN-5000 Metal Connector Plates for Wood Trusses. 2.0 DESCRIPTION 2.1 General: Model 20, TW18, TW16, 5000, and RN-5000 are metal connector plates lor wood trusses. The plates are manufactured to various lengths, widths, and thicknesses or gages, and have integral teeth that are designed io laterally transmit load between truss wood members. Plans and calculations must be submitted to the building official for the trusses using metal connector plates described in this report. Floor-ceiling or roof-ceiling assemblies described in this re- port using wood trusses with metal connector plates have one-hour fire-resistive ratings. 2.2 Materials: 2.2.1 Model 20 and TW18 Connector Plates: Model 20 plates are manufactured Irom minimum 20-gage-thick [0.036 inch (0.91 mm)), ASTM A 653, Grade 37, structural-quality steel with a hot- dipped galvanized zinc coating designated G60. TW18 plates are manutactured Irom minimum 18-gage-thick [0.047 inch (1.19 mm}]. ASTM A 653, Grade 37. structural-quality steel with a hot- dipped galvanized coating designated G60. Each plate has slots approximately fyg inch (11.1 mm) long that have been punched along the longitudinal axis of the plate. Each punched slol forms two opposite-facing, sharply pointed teeth pro- truding at right angles from the parent metal. The punched slots are spaced approximately V4 inch (6.4 mm) on center across the width of the plate and approximately 1 inch (25.4 mm) on center along the length of the plate, with adjacent longitudinal rows staggered approximately V8 inch (3.2 mm). Connector plates are available in 1-inch (25.4 mm) increments of width and length. Minimum plate width and length ave 1 intfi (25.4 mm) and 3 inches (76.2 mm), re- spectively. See Figure 3 for details of plate dimensions. There are eight teeth per square inch of plate surface. The length of each tooth, including the thickness of the parent metal, is approxi- mately 3/8 inch (9.5 mm), and the width of each tooth is approxi- mately '/e inch (3.2 mm). The shank of each tooth is concave and the tip of each tooth is twisted approximately 35 degrees with re- spect to the plate width. Adjacent longitudinal rows of teeth are twisted in the opposite direction. 2.2.2 TW16 Connector Plates: TW16 plates are manufactured from minimum 16-gage-thick [0.058 inch (1.47 mm)), ASTM A 653, Grade 37, structural-quality steel with a hot-dipped galvanized zinc coating designated G60. Each plate has slots approximately V2 inch (12.7 mm) long that have been punched along the longitudinal axis of the plate. Each punched slot forms two opposite-facing, sharply pointed teeth pro- truding at right angles from the parent metal. The punched slots are spaced approximately 1/a inch (8.5 mm) on center across the width of the plate and approximately 1V< inches (31.8 mm) on center along the length .of the plate, with adjacent longitudinal rows stag- gered approximately 5/B inch (15.9 mm). Connector plates are avail- able in 1-inch (25.4 mm) increments of width and 11/<-inch (31.8 mm) increments of length. Minimum plate width and length are 3 inches (76.2 mm) and 7 v? inches (190.5 mm), respectively. See Fig- ure 4 for details of plate dimensions. There are 4.8 teeth per square inch of plate surface. The length of each tooth, including the thickness of the parent metal, is approxi- mately 7/,6 inch (11.1 mm), and the width of each tooth is approxi- mately 5/32 inch (4 mm). The shank of each tooth is concave and the tip of each tooth is twisted approximately 42 degrees with respect to the plate width. Adjacent longitudinal rows of teeth are twisted in the same direction. 2.2.3 Models 5000 and RN-5000 Connector Plates: Models 5000 and RN-5000 connector plates are manufactured from 20-gage- thick [0.036 inch (0.91 mm)) and 18-gage-thick [0.047 inch (1.19 mm)), respectively. ASTM A 653, Grade 37, structural-quality steel with a hot-dipped galvanized zinc coating designated G60. Each plate has slots that have been punched along the longitudinal axis of the plate. Each punched slot forms two opposite-facing, sharply pointed teeth protruding at right angles from the parent met- al. The punched slots are spaced approximately V< inch (6.4 mm) on center across the width of the plate and approximately 3/< inch (19 mm) on center along the length of the plate, with no stagger between adjacent longitudinal rows. Connector plates are available in 0.8-inch (20.3 mm) increments of width and ^-inch (19 mm) incre- ments of length. The RN-5000 plates are identical to the 5000 plates except that every third row of slots across the width of the plate is omitted. There are three pairs of teeth per 0.6 square inch of plate surface. The length of each tooth, including the thickness of the parent metal, is approximately 5/16 inch (7.9 mm), and the width of each tooth is approximately V32 inch (2.4 mm). The shank of each tooth is con- cave and the tip of each tooth is twisted with respect to the plate widih. Adjacent longitudinal rows of teeth are twisted in the same di- rection. See Figures 5 and 6 for plate dimensions. 2.3 Allowable Loads: 2.3.1 5000 and RN-5000 Plate Connectors: Table 1 provides al- lowable tension loads in pounds per square inch of plate contact area for the 5000 and RN-5000 plate connectors. These values are based on test protocol of UBC Section 2343. which is based on the Desion Evaluation reports of ICBO Evaluation Service, Inc.. are issued solely to provide information to Class A members of ICBO, utilizing the code upon which the report is based. Evaluation reports are not to be construed as representing aesthetics or any other attributes not specifically addressed nor as an endorsement or recommen- dasion fur use of the subject report This report is based upon independent tests or other technical data submitted by the applicant. The ICBO Evaluation Service, Inc., technical staff has reviewed the test results and/or utHer data, bus does not possess test facilities to make an independent verification. There is no warranty by ICBO Evaluation Service, Inc., express or implied, ut la am ••finding" or oilier matter in the report or as to any product covered by the report. This disclaimer includes, but is not limited to. merchantability Page 2 of 9 ER-1607 Specification lor Light Metal Plate Connected Wood Trusses, TPI-85. 2.3.2 Model 20. TW18, and TW16 Plate Connectors: Tables 2, 3. 4. and 5 provide allowable lateral loads, tension loads, shear loads, and reduction (actors lor Model 20, TW18, and TW16 plate connec- tors. These values are based on the National Design Standard tor Metal Plate Connected Wood Truss Construction. ANSI/TP11-1995. A copy of the ANSI/TPI 1-1995 standard must be supplied to the building department when requested by the building official. 2.3.2.1 Lateral Resistance: Each Model 20, TW18, and TW16 met- al connector plate must be designed to transfer the required load without exceeding the allowable load per square inch of plate contact area, based on species, the orientation of the teeth relative to the load, and the direction of load relative to grain. Design for lateral re- sistance must be in accordance with Section 11.2.1 of ANSI/TPI 1-1995. Table 2 specifies allowable lateral loads for the metal con- nector plates. 2.3.2.2 Tension Resistance: Each Model 20. TW18. and TW16 metal connector plate must be designed for tension capacity, based on the orientation of the metal connector plate relative to the direc- tion of load. Design for tension must be in accordance with Section 11.2.2 of ANSI/TP11-1995. Table 3 specifies allowable tension loads for the Model 20, TW18, and TW16 metal connector plates. Addition- ally, the net section of the metal connector plates for tension joints must be designed using the allowable tensile stress of the metal ad- justed by the metal connector plate tensile effectiveness ratios shown in Table 3. 2.3.2.3 Shear Resistance: Each Model 20, TW18, and TW16 metal connector plate must be designed for shear capacity, based on the orientation of the plate relative to all possible lines of shear. Design lor shear must be in accordance with Section 11.2.3 of ANSI/TPI 1-1995. Table 4 provides allowable shear loads for the Model 20. TW18, and TW16 metal connector plates. Additionally, the net sec- tion of the metal connector plates tor heel joints and other joints in- volving shear must be designed using the allowable shear stress for the metal connector plates adjusted by the shear resistance effec- tiveness ratios shown in Table 4. 2.3.2.4 Metal Plate Reductions: Several allowable load reduction factors for the metal plates must be considered cumulatively, when applicable, in the design of metal connector plates used in fabricated wood trusses. The load reduction factors are as follows: 1. Allowable lateral resistance values for the Model 20, TW18, and TW16 metal connector plates must be reduced by a strength re- duction factor, 0^, shown in Table 5, when the plates are installed in lumber with a single-pass, full-embedment roller system. The strength reduction factor, Oft, is applicable tor roller diameters equal to or greater than roller diameters shown in Table 5. This reduction does not apply to embedment hydraulic- platen presses, multiple roller presses that use partial embed- ment followed by full embedment rollers, or combinations of partial embedment roller/hydraulic-platen presses that feed trusses into a stationary finish roller. When trusses are fabri- cated with single-pass roller presses, the calculations for the truss design submitted to the building department for approval must specify the minimum diameter of the roller press and the appropriate strength reduction factor from this report. 2. Allowable lateral resistance values for the Model 20, TW18, and TW16 metal connector plates must be reduced by 15 percent when the plates are installed on the narrow face of truss lumber members. 3. Allowable lateral resistance values must be reduced by 20 per- cent when the Model 20, TW18. and TW16 metal connector plates are installed in lumber having a moisture content greater than 19 percent at the time of truss fabrication. 4. Allowable lateral resistance values lor Model 20, TW18, and TW16 metal connector plates installed at the heel joint of fabri- cated wood trusses must be reduced by the heel-joint reduction factor, HR. as follows: HR = 0.85 - 0.05(12tan6 - 2.0) where: 0.65 < HR < 0.85 6 = angle between lines of action of the top and bottom chords as shown in Figure 7. This heel-joint reduction factor does not apply to conditions with top chord slopes greater than 12:12. 2.3.2.5 Combined Shear and Tension: Each Model 20, TW18. and TW16 metal connector plate must be designedjor combined shear and tension capacity, based on the orientation ofjhe metal connector plate relative to the directions of loading. Design for combined shear and tension must be accordance with Section 11 2 4 of ANSI/TPI 1-1995. 2.3.2.6 Combined Flexure and Axial Loading: Metal connector plates designed for axial forces only are permitted as splices in the top and bottom chord located within 12 inches (305 mm) of the cal- culated point of zero moment. Design of metal connector plates lo- cated at splices in the top and bottom chord not located within 12 inches (305 mm) of the calculated point of zero moment must in- clude combined flexure and axial stresses. 2.4 Truss Design: Plans and calculations must be submitted to the building official for the trusses using metal connector plates described in this report. The truss design must show compliance with the code and accepted engineering principles. Allowable loads lor the metal connector plates may be increased for duration ol load in accordance with Sec- tion 2304.3.4 of the code. Calculations need to specify the deflection ratio or the maximum deflection for live and total load. For each truss design drawing, the following minimum information should be spe- cified by the design engineer: 1. Truss slope or depth, span and spacing. 2. Dimensioned location ol truss joints. 3. Model, size and dimensioned location of metal connector plates at each joint. 4. Truss chord and web lumber size, species, and grade. 5. Required bearing widths at truss supports. 6. Top and bottom chord live and dead loads, concentrated loads and their locations, and controlling wind or earthquake loads. 7. Design calculations conforming to ANSI/TPI 1-1995 or UBC Section 2343 (which is based on the Design Specification tor Light Metal Plate Connected Wood Trusses, TPI-85), and any adjustments to lumber and metal connector plate allowable val- ues for conditions of use. 2.5 Truss Fabrication: 2.5.1 Model 20. TW18. and TW16 Plate Connectors: Model 20. TW18, and TW16 plate connectors shall be installed by an approved truss fabricator who has an approved quality assurance program covering the wood truss manufacturing and inspection process in accordance with Sections 2343.7 and 2343.8 ol the code and Sec- tion 4 ol ANSI/TPI 1-1995. National Standard lor Metal Plate Con- nected Wood Truss Construction. The allowable loads recognized in this report are for plates that are pressed into wood truss members using hydraulic-platen embedment presses, multiple roller presses that use partial embedment followed by full embedment rollers, or combinations of partial embedment roller/hydraulic-platen presses that feed trusses into a stationary finish roller press. When truss fab- ricators use single-pass roller presses, the rollers must have mini- mum 16- or 20-inch (406 or 508 mm) diameters, depending on the reduction factor, Qfl, specified in the design calculations. 2.5.2 5000 and RN-5000 Plate Connectors: Plate connector mod- els 5000 and RN-5000 shall be installed by an approved truss fabri- cator who has an approved quality assurance program throughout the wood truss manufacturing and inspection process in accord- ance with Sections 2343.7 and 2343.8 of the code. The allowable loads recognized in this report are tor plates that are pressed into wood truss members using hydraulic-platen embedment presses, multiple roller presses that use partial embedment lollowed by lull Page 3 of 9 ER-1607 embedment rollers, or combinations ot partial-embedment roller/ hydraulic-platen presses that teed trusses into a stationary finish roller press. 2.6 One-hour Fire-resistive Floor-ceiling or Roof-ceiling Assem- blies: 2.6.1 Assembly No. 1: See Figure 8 for details. 2.6.1.1 Trusses: Wood trusses are parallel-chord trusses having an overall minimum depth of 12 inches (305 mm). Trusses are spaced a maximum o( 24 inches (610 mm) on center. 2.6.1.2 Strongback Bracing: Bracing musl be minimum 2-by-6 grade-marked lumber oriented vertically, and must be installed per- pendicular to trusses on maximum 10-foot (3048 mm) centers. Braces are attached to each truss with a minimum ot three 10d nails. 2.6.1.3 Roof-Floor Sheathing: Floor or roof sheathing shall be minimum 19/32-inch-thick (15.1 mm) tongue-and-groove plywood. Long edges are installed perpendicular to trusses. Plywood sheath- ing is attached in accordance with Section 2322 of the code. 2.6.1.4 Ceiling Membrane: Two layers of Va-inch-thick (12.7 mm) USG Gold Bond Fire Shield® Type X wallboard are applied directly to the bottom chord members of the wood truss. The base ply is applied perpendicular to the trusses and is attached to the wood chord mem- bers with 1'/^-inch-long (31.8 mm). Type S drywall screws or 17/8-inch-long (47.6 mm). 6d cooler or box nails, spaced 24 inches ,(610 mm) on center. The face ply is also applied perpendicular to the trusses with side and butt joints staggered 24 inches (610 mm) from the joints of the base ply. The lace ply is attached to the bottom chord members with 17/s-inch-long (47.6 mm). Type S drywall screws spaced 12 inches (305 mm) on center, or 23/e-inch (60.3 mm). 8d cooler or box nails spaced 7 inches (178 mm) on center. Additional- ly, 1'/2-inch-long (38.1 mm). Type G drywall screws are installed 3 inches (76.2 mm) from the face ply butt joints and are spaced 12 inches (305 mm) on center. Face layer joints and screws or nail- heads are covered with joint compound and are taped. 2.6.2 Assembly No. 2: See Figure 9 for details. 2.6.2.1 Trusses: Wood trusses are labeled Truswal SpaceJotsts®, and must comply with evaluation report ER-3687. Overall minimum truss deplh is 10% inches (273 mm). SpaceJoist trusses are spaced a maximum ot 24 inches (610 mm) on center. SpaceJoist trusses must have SpaceJoist metal webs having minimum 5/16-inch-long (8 mm) teeth. The continuous portion of the metal web member of the SpaceJoists must be located at the bottom chord, and the break in the web member must be located at the top chord. Splices in the bottom wood chord member are permitted provided they occur out- side the middle third of the truss span. See ER-3687 for details of the Truswal SpaceJoist. This fire-resistive assembly using Truswal SpaceJoists requires a factory-installed TrusGuard ~. a No. 30 gage (0.013 inch (0.33 mm)] steel channel, attached along the entire length of the bottom wood chord member of the truss. The TrusGuard is attached to the bottom chord with metal connector plates pressed through the sides of the steel channel. Splices in the TrusGuard must occur at metal connector plate locations and must be lapped a minimum of 6 inches (305 mm). 2.5.2.2 Roof-Floor Sheathing: Floor or roof sheathing shall be minimum 23/32-inch-thick (18.2 mm) tongue-and-groove plywood with exterior glue. Long edges are installed perpendicular to trusses, and end joists are staggered a minimum of 4 leet (1219 mm). Ply- wood sheathing is attached with minimum 6d ring-shanked nails with spacing in accordance with Table 23-l-Q of the code. A 3/B-inch (9.5 mm) bead o1 AFG-01 adhesive is applied to the top chord of the trusses and in the plywood grooves before installation of sheathing. A single layer of minimum 23/32-inch-thick (18.2 mm) tongue- and-groove structural wood-based sheathing undertayment, having a minimum floor span rating of 24 inches (610 mm), may be used as an alternate to the plywood sheathing. 2.6.2.3 Lightweight Concrete Floor Topping (Optional): Optional perlite or vermiculite aggregate or gypsum concrete may be placed on top of the wood sheathing without affecting the fire-resistive rat- ing. Minimum thickness of the concrete fill is 3/4 inch (19 mm). A plastic or paper vapor retarder should be placed on the wood sheath- ing before placement of the concrete. Forta-Fill (ER-4147) and Gyp-Crete (ER-3433) may be placed on the flooring without affecting the lire-resistive rating, provided the topping is installed in accordance with its evaluation report. 2.6.2.4 Strongback Bracing: Bracing must-be minimum 2-by-6 grade-marked lumber oriented vertically and roust be installed per- pendicular to trusses on maximum 10-toot (3048 mm) centers. Braces are attached to each truss with a minimum of three lOd nails. 2.6.2.5 Ceiling Membrane: One layer of 5/6-inch-thick (15.9 mm), USG, Type C wallboard is applied directly to the bottom chord mem- bers of the wood truss. All joints must be blocked with minimum 31/2-inch-wide (89 mm) steel channels or wood members. All wall- board edges are attached to the wood chord members or blocking with 15/j-inch-long (41.3 mm). Type S drywall, spaced 8 inches (203 mm) on center. Wallboard joints and screws are covered with joint compound and are taped. 2.7 Identification: Model 20, TW18, and TW16 plates are embossed with the identifying marks "TW20," "TW18," and TW16," respectively, stamped into the parent metal. The No. 20 gage 5000 series plate is stamped with the identifying mark "R-5." The No. 18 gage 5000 series plate is stamped with the identifying mark "R-5G." The No. 18 gage RN-5000 series plate is stamped with the identifying mark "RN-5G." 3.0 EVIDENCE SUBMITTED Test data in accordance with National Design Standard for Meial Plate Connected Wood Truss Construction, ANSI/TP11-1995, tor the Model 20. TW18. and TW16 plates; and test data in accordance with Sections 2341 and 2343 of the code (based on the Design Specifica- tion for Light Metal Plate Connected Wood Trusses, TPI-85) for the 5000 and RN-5000 series plates. 4.0 FINDINGS That the Model 20, TW18, TW16, 5000, and RN-5000 metal con- nector plates tor wood trusses comply with the 1994 Uniform Building Code", subject to the following conditions: 4.1 Plans and calculations must be submitted to the building official, for the trusses using metal connector plates de- scribed in this report. 4.2 Model 20, TW18, and TW16 metal connector plates are de- signed to transfer the required loads using the design for- mulae in ANSI/TPI 1-1995. A copy of the ANSI/TPI1-1995 standard must be supplied to the building department when this is requested by Ihe building official. 4.3 The allowable loads for the metal connector plates comply with this evaluation report. 4.4 Metal connector plates are not permitted to be located where knots occur in connected wood truss members. 4.5 Metal connector plates are installed in pairs on opposite taces of truss members connected by the plates. 4.6 Trusses using metal connector plates described in this re- port must be fabricated by a truss fabricator approved by the building official in accordance with Sections 2311.6 and 2343.8 ol the code. 4.7 Allowable loads shown in Ihe tables in this report may be increased for duration of load in accordance with Section 2304.3.4 of the code. 4.8 Overpressed metal connector plates are not permitted. Overpressed plates occur when the base metal of the con- nector plate is embedded Into Ihe lumber more than one- hall the plate metal thickness. Page 4 of 9 ER-1607 4.9 Allowable loads shown in the tables in this report are not applicable lor metal connector plates embedded in lumber treated with lire-resistive chemicals. 4.10 Where one-hour lire-resistive construction is required, re- Icr to Section 2.6 ol this report, or to evaluation report ER-1352 or ER-1632, lor descriptions ot code-complying lloor-ceiling or rool-ceiling lire-resistive assemblies. 1996 Accumulative Supplement: This report is unatlecled by the sup- pelement. This report is subject to re-examination in two years. TABLE 1—ALLOWABLE LOADS FOR SERIES 5000 AND RN-5000 METAL CONNECTOR PLATES (pounds per square inch of plate contact area)1'2 PtATE MODEL 5000 RN-5000 IIEU FIR Direction ol Load with Respect 10 Length ol Plan 0' 177 118 W 133 89 SOUTHERN PINE Direction of Load with Respect lo Length ol Plat* 0' 211 140 90* 143 95 DOUGLAS FIR Direction ol Load wllh Respect lo Length of Plata 0' 203 135 to* 139 93 SPRUCE PINE-FIR Direction of Load with Ra»pacl lo Length ol Plau 0' 152 101 so- 129 86 EFFICIENCY HAT)0 Olrectlo* ol Load with Respect lo Linglh of Plan 0' 0.57 0.71 10* 0.36 0.36 For SI: 1 psi = 6.89 kPa. 'Metal connector plates must be installed in pain on opposite faces of truss members connected by plates. -Values arc based on (he Gross Area Method. TABLE 2—ALLOWABLE LATERAL RESISTANCE VALUES FOR THE MODEL 20, TWia, AND TW16 METAL CONNECTOR PLATES PLATE MODEL TWI6 TW18 and Model 20 LUMBER Specie* Douglas Fir Hem-fir Southern pine Spruce-pine-fir Sprucc-pinc-fir Timber Strand® Western woods Douglas fir Hem-fir Southern pine Sprucc-pinc-fir Spruce-pine-ftr Timber Strand* Western woods Specific Gravity 0.49 0.43 0.55 0.42 0.50 0.69 0.36 0.49 0.43 0.55 0.42 0.50 0.69 0.36 DIRECTION OF GRAIN AND LOAD WITH RESPECT TO LENGTH OF PLATE'-" AA EA AE EE Allowable Load (pounds per aquare Inch ol plate contact area) 157 108 156 112 136 IS1 101 186 150 195 1S7 189 198 130 161 120 159 no 150 172 114 169 125 172 131 163- 178 116 111 86 140 81 119 132 79 143 117 181 126 159 181 105 132 99 131 93 117 153 50 133 114 154 116 142 166 101 For SI: 1 psi = 6.89kPa. . 'See Figure I for an explanation of the position of plates with respect to wood grain and teeth orientation. 2MetaI connector pines must be installed in pain on opposite faces of truss members connected by plates. 3Values are based on the Gross Area Method. Load Load Load iiiiiiimmiimmmiiiiimi iiiiiiiiiiiiiiiiiiiiiiiiiiiiinii AA Orientation 1 Load EA Oriornalion Load Illllll HUH) Illllll Illllll S-S-S T Load AE Orientation T Load EE Orientation Load FIGURE 1—PLATE ORIENTATIONS Page 5 of 9 ER-1607 TABLE 3—ALLOWABLE TENSION VALUES AND TENSION EFFICIENCY RATIOS FOR MODEL 20, TW18, AND TW16 METAL CONNECTOR PLATES PLATE MODEL TWI6 TW18 Model 20 0' DIRECTION OF LOAD WTTH RESPECT TO LENGTH OF PLATE ' so- ALLOWABLE TENSION LOAD (pounds per Imur Inch p»r p»lf of pl»Uc) 1 906 1032 789 1133 1160 882 o-to- TENSION LOAD EFRCIENCY RATIO 0.72 0.48 0.48 043 0.54 0.54 For SI: Mb/inch = 0.175 N/mm. 'The length of plate refers 10 the dimension of (he longitudinal axis of (he area of (he plalc from which (he plate teeth were sheared during plate-fabrication. See Figure 2 for a visual explanation: Width 6TM^ IIII H iniii! miniii inn nil mi III! Ill III III Illllllll Illllllll Illllllll II II II inn Hill HIM •c (a) 0° Plate Orientation (b) 90° Plate Orientation FIGURE 2—PLATE LENGTH AND WIDTH TABLE 4—ALLOWABLE SHEAR VALUES AND SHEAR EFFICIENCY.RAT1OS FOR MODEL 20, TW18, AND TW16 METAL CONNECTOR PLATES PLATE MODEL TW16 TW18 Model 20 DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE 0'30'CO*so-120-ISO' ALLOWABLE SHEAR LOAD (pounds p«r Hn«»r Inch p«r ptlr al plaits) I091 845 640 1094 917 693 1441 1046 792 1088 616 473 943 673 509 789 630 483 DIRECTION OF LOAD WTTH RESPECT TO LENGTH OF PLATE 0'30'60'W 120'. 150' SHEAR LOAD EFFICIENCY RATIO 0.61 0.59 0.59 0.62 0.64 0.64 0.81 0.73 0.73 0.61 0.43 0.43 0.53 0.47 0.47 0.44 0.44 0.44 For SI: I IbVinch = 0.175 N/mm. TABLE 5—ALLOWABLE LATERAL LOAD ADJUSTMENT FACTOR. Qa , FOR MODEL 20. TW18, AND TW16 METAL CONNECTOR PJ-ATES INSTALLED WITH "SINGLE-PASS ROLLER PRESSES PLATE MODEL TW16 TW 1 8 and Model 20 LUMBER SPECIES SPECIFIC GRAVrTY1 0.49 0.50 0.49 0.50 ROLLER PRESS DIAMETER (InchM) 16 1.00 0.80 0.92 0.76 20 0.89 0.89 0.99 0.94 For SI: 1 inch = 25.4 mm. 'The QK value for the lumber species specific gravity of 0.49 applies (0 all wood species combinations with published average specific gravity of 0.49 or lower, ai Qn value for the lumber species specific gravity of 0.50 applies (o all lumber species combinaiions with published average specific gravities of fc.50 or higher. r, and the Page 6 of 9 ER-1607 0000 00000 0000 4 H •to • _T3 , oo in T '6> JO Q oo or> o 0)O | 3 Q. _ oI <0 O Q.an> 0)b_n 10 o"Zca> E TO ID a. ccO u UJ zou o> Ul & • 5 'a I 8 "5 To n ua I. CLat o =6 a> o UJ a cco& Ul Z I o o (0 cc i I 3 1it O Page 7 of 9 u — iru — LTU — iru — u 0 0 0 0 0 0 0 0 0 00 00 00 0 0 0 0 0 0 0 0 0 n n n n n n n ni CM CO £ ^ k-l--I t n 4 ^-ro i .S2 u 1 t = 'I S Q t | * 10) . oKi x CO f— (O,^. w GO £75 _c o Q.O.(0 <u (0 o 'Zn o> E 'o u "o ER-1607 IU § o. cco o —IU o ^^o in 2? CC 3 i i T 3 U | .S UJ_ cc &; 1 &z C£ 000000000000 000000000000 000000000000 fO T n ID « =5 o -s? ro E 'Ho Q. O.ca | D- CNJ C2 CO s ^oo 'in o S1 I .8 •* _« "o•z. IU Iu UJ oo incc Jl Page 8 of 9 ER-1607 FIGURE 7—HEEL JOINTS FOR WHICH THE REDUCTION FACTOR. HR, APPLIES This safety alert symbol Is used to attract your A atterilloni PERSONAL SAFETY JSINVOLVEDI When ^^ you see this symbol - BECOME ALERT - HEED ITS MESSAGE. '"'.',-; A CAUTION: A CAUTION Identifies safe operating practices or Indicates unsafe conditions that could result In personal Injury or damage to structures. ' DANGER: | A DANGER designates a condition . '^\ 7>/ whore failure to follow Instructions or heed warn- j£JHk' > 'nfl wi" m°8t ,llke|y result ' In .'serious personal .-. <; Injury 01* death or'damago'to.structures.',:''' w A-^-WARNINGMA WARNING describes a condition 1?^^ \twherefallUret6followlnstrlJctlon8cpuldrti8ult In 'lmJ& : severe personal lnju'ry"or damage to structures.' > HIB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES ® II ii the resDonsibililyoftlia Installer (buildar.build/nacontrBctar.licensedcontrBclor. etvctor or erection Gofllraclor) topropeilvrecalve. unload, store, handle. Inslalland bmce metal Plato connected wood trusses to protect Ufa and property, The installer must exercise the same high degree of safety awareness as will) any olher structural material. TPI does not intend these recommendations to be Interpreted as superior to Ihe project Architect's or Engineer's design specification for handling, installing and bracing wood trusses for a particular roof or floor. These recommendations are based upon Ihe collective experience of leading technical personnel in the wood TRUSS PLATE INSTITUTE 683 D'Onofrlo Dr., Suite 200 Madison, Wisconsin 63719 (608) 833-6900 truss Industry, but must, due to the nature of responsibilities Involved, be presented as a guide for tha use of a qualified building designer or Installer. Thus. the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from tho use, application or reliance on the recommendations and Information contained herein by building designers, installers, and others. Copyright © by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any fonn without written permission of Ihe publisher. Printed in the United Stales of America. A CAUTION: The builder, building contractor, licensed contractor, erector orerectlon contractor is advised to obtain and read the entire booklet "Commentary and Recommendations for Handling, Installing & Bracing Metal Plate Connected Wood Trusses, HIB- 91" from the Truss Plate Institute. ''^ , . CAUTION: All temporary bracing should be no less i''- than 2x4"grado marked lumber. All connections should be'made'wlth minimum of 2-16d nails. All {trusses Assumed ^on-centoror loss. All multi-ply ; trusses "should be' connected together In accor- dance With'design drawings prior to'lnstaJlatlon. TRUSS STORAGE iti CAUTION: Trusses should not be k! H'; unloaded1 on rough'terrain oriin-' ^ even surfaces whlcB'bbuld cause; 'damage td'th^^?1^'1*^^ A CAUTION: Trusses stored horizontally should be supported on blocking to prevent excessive lateral bonding and lessen moisture galn.v' ' ;,CAUTION:'';-Tms8eV8t6red vertically should be \ braced to prevent toppling or tipping. :<•:;,;•; ''••"' • ',,"•-: -'V.'1!'-:-.'*, •- ' '• " S '' " ' A WARNING: Do not break banding1 Until Installation begins. Care should be exercised In banding ro- in ova I to avoid shifting of Individual trusses. ^i;vf DANGER!]! Do not store bundles upright unless '*' properly braced. Do not break bands Until bundles »' are placed In a stable horizontal position!' : A1: WARNING: Do not lift bundled!!trusso8-by thej band*. Do not use damaged,irUaiie«^^^|'||^'^'^ Frame 1 A WARNING: Do not attach, cables, chains, or hooks to the web members. • / '• ' / 60° \ Veo^ i ot Ies8\ /„ ies.\ A WARNING: Do not lift single trusses with spans ; greater than, 30> by the peak.^f^,ij;iiit^i;ii-? MECHANICAL INSTALLATION ^C5, Tag Line/ Approximately '/> trues length Approxlmately\ Tag V. truss length \ Line Truss spans less than 30'. Spreader Bar Toe In Spreader Bar V Approximately •/. to Y> truss length Lifting devices should bo connected to the truss top chord with a closed-loop attachment utilizing materials such as slings, chains, cables, nylon strapping, etc. of sufficient strength to carry the weigh! of the truss. Each truss should be set In proper position per the building designer's framing plan and held with the lining device until the ends of tho truss are securely fastened and tempo- rary bracing Is Installed. Strongback/ SpreaderBar Toe In Toe In Approximately i to ^ truss length Less than or equal to 60'—KTB(a Line At or above mid-height A CAUTION: Temporary bracing shown In this summary sheet Is adequatei Tor^the^lnstallatlon of,'Vr-ljt'.;j';>; trusses with similar configurations. Consult a regl8teredJprpteM|o|ia|p»^ Recommended Design Trusses, DSB-89, and In GROUND BRACING.-BUILDING INTERIOR : BUDING EXTERIOR Frame 2 4 or greater DF - Douglas Fir-Larch HF - Ham-Fir All lateral braces lapped at least 2 trusses. ''..'•;• ' -. : : ,-':' ; M: '•.• :, .' ;::'' ••'•' SPAN Up 1o 32' Over 32' - 48' Over 48' - 60' Over CO' : MINIMUM PITCH 4/12 4/12 4/12 TOP CHORD LATERAL BRACE SPACINO(LBS) 8' 6' 5' lopcuono DIAGONAL BRACE SPACING (DBg) [It Uutiec] SP/DF 20 10 6 _SE£/U£_ 15 7 4 Sec a registered professional engineer SP • Southern Pine SPF - Spruce-Pln«-Flr Continuous Top Chotd Lateral Draco „__ Required ~] 10" or Greater Allijchinutil Required PI (CHEO TRUSS V^^ VVAF)I^I^C3:';(:aJlure to follow these recommendations could result In ^io^ersopai Injury or damage to trusses or buildings.' < -.-virv -,. SPAN Up 10 28' Over 28' -42' Over 42' - 60' Over 60' MINIMUM ('ITCH DIFFERENCE 2.5 3.0 TOP cH,onp i,jiifi: LATERAL BRACE SPACING(LBS) 7' 6' 5' TOP CHOFlp , DIAQONAL'UnACE1'' SP/OF SPF/HF 17 9 12 See a registered protesslonal engineer PF - Douglas Fir-Larch HF-Hem-Fir SP - Southern Pine SPF - Spruce-Plne-FIr Continuous Top Chord Intern! Draco Required -'.\ 10'orQroulor .X { Atlpchmonl Hoquiicd -- All lateral braces lapped at least 2 trusses. / Tope hold* llidl ale IjU-i Jlly li< JtcJ L-*II bu> kit- Iogc1h«r Jitidcaiiaecollj|}oc tildeic unodug.i l>»1 \n»ciitg. Diagonal til jttng should tf njilr J SCISSORS TRUSS Frame 3 4x2 PARALLEL CHORD TRUSS:TOP CHORD Top chord* that «i • UUnlly biae*d can buckl* nalfafcclng. OU0onil bracing •houldb*i»lt«d to 1h« underbid* ol In* top ohord when purlin* •ri Attached lo lh« lopild* ol lh« lop chord. Continuous ._. Top Chord x--v Lateral Braco Required ~"~j 10" or Qronlor Attachment / Required — ' l%3 XyX ,,f End dlagon; stability and mus both onds of the trues syslci Frame 5 Trusses muiithave lum- ber orionled in tho hon- 7on1nl direction lo ur.o tlilr. brnco cpnclng A WARNING; Failure to follow these recommendations could result In severe personal injury or damage to trusses or buildings. - ;> < ••-•• SPAN Uplo24' Over 24' - 42' Over 42' -54' Over 54' MINIMUM PITCH 3/12 3/12 3/12 ', ':-ih':vB:0^ TOP CHORD :':' LATERAL BRACE SPACINO(LBS) ; 8' T 6' TOP.^ORD'Vi-;: DIAGONAL BRACE SPACING (DBg) ^[if'trussp's);.^ SP/DF 17 10 6 SPF/HF 12 6 4 See a registered professional engineer DF - Douglas Fir-Larch HF - Hem-Fir SP • Southern Pine SPF - Spruce-Pine Fir All lateral braces lapped at least 2 trusses. Diagonal brace also required on end verticals. | MONO TRUSS | i',';ii'fW; . WARNING: Failure to follow these recommendations could result In '''8evi:r^ personal Injury or damage to trusses or buildings. INST^LLATJQN TOLERANCES DOW PLUMB Tru.s II Depth D(ln) l| Lesser ol /• D/50 or 2" P(ln) 12" 24" 36" 48" 60" 72" 84" 96" 108" ib/5"6!!'l 1/4" i/r 3/4" 1" 1-1/4" 1-1/2" 1-3/4" 2" r D(ft)1 r 2' 3' 4' 5' 6' r 8' 9' f ±vt r ±'/4" 11 1,1 ' Maximum * ' "TV p|umb Misplacement . . OUT-OF-PLUMB INSTALLATION TOLERANCES. ""fJt <• "*5!*' 3|< *fe?$& NING: Do^n tjjM#irU^~*.j,.,,,,,;,^:,^,... ptjpuVJrM?S?Sy'i:': ; : fi:f,/V.^i-.|.I: L(ln) Leriglh In) - 1 Lesser ol L/200 or 2" U J 1 ,I_V L(ln) 150" Ol A L/200 3/4" JT-OF-PI L(fl) -JB.2L 12.5' JXNEIIvISTALLATI !S:BSBS!U! r Lesser ol L/200 or i" L(ln) L/200 L(ll) 200" 1" IB./ 250" 1-1/4" 20.8'" 300" "t-l/2" 25!6' 3N TOLERANCES. DANGER: .Under no circumstances should construction loads of any description be placed on unbraced trusses. Frame 6 • 12 ~ 1 1 or greater SPAN Up to 32' Ovor 32' -18' Over 48'- 60' Over 60* MINIMUM PITCH 4/12 4/12 4/12 BOTTOM CHORD LATERAL BRACE SPACING(LDS) 15' 15' 15' BOTTOM CHORD DIAGONAL BRACE SPACING (DBS) [ft lru»so«] SP/DF. 20 10 6 SPF/HF 15 7 4 See a registered professional engineer DF - Douglas Fir-Larch HF • Hem-Fir SP - Southern Pine SPF - Spruce-Pine-FIr All lateral braces lapped at least 2 trusses. Oollom chord diagonal bracing repealed ;il cacli end of Hie building and at same spacing as top chord diagonal bracing. A WARNING: Failure to follow these recommendations could result In ;- severe personal Injury or damage to trussea or bulld Cross bracing repeated at each end of the building and at 20' Intervals. — Permanent continuous lateral bracing as specified by the truss engineering. WEB MEMBER PLANE. Frame 4 WARNING: Failure to follow these recommendations could result In severe personal Injury or damage to trusses or buildings. '•" '"'' ' SPAN Up to 32' Over 32' -48' Over 48' -60' Over 60' MINIMUM DEPTH 30" 42" 48" TOP CHORD LATERAL BRACE SPACING(LBS) 8' 6' S' TOP CHORD DIAGONAL BRACE SPACING (DBS) [# trusses] S P IDF 16 6 4 SPF/HF 10 4 2 See a registered professional engineer 2x4/2x6 PARALLEL CHORD TRUSS (oQe(hcrandc«u«ecofl*f>«etf these lano diago- nal bracing. Diagonal bucing chould ben*iled to the und«(tld« of the top chord whon purlin* •i« •IUch«d to Hie lopilda ol th* lop chord DF - Douglas Fir-Larch SP - Southern Pine HF - Hem-Fir SPF - Spruce-Plne-FIr Continuous Top Chord Lateral Biaco Required 10" or Grcale Attachmcnl Required ~ / The end diagonal brace for cantllcvered trusses must be placed on vertical webs In line with the support. End diagonals ore stability and must bo both ends of the truss system, Michael C. Broad PE Consulting Engineers 2417 Shady Forest Lane Orange Ca. 92867 Project: Dats: Page No: CALCULATIONS FOR POST TENSIONED SLAB ON (3RADE BY PTI METHOD FOR Proposed Residences @ 14-5O Chestnut Avenue Carlsbad. FOR Wiegand Neglia Carp. Pro]. 99-\€>7 Telephone: 1-714-974-5347 Pax: 1-714-974-0114 Project: Michael C. Broad PE Consulting Engineers 2417 Shady Forest Lane Orange Ca. 92867 Date:Page No: Soils Report by (3eotechnics Inc. Report No OOO7-OO&-OO Date: 5-5-2>S> Soil Bearing Pressure 15CO psf (Revsed to 3,OOO psf by later Soil Report, 15OO used in design) Slab 5" thick Bui fate resistant concrete is NOT specified by the Soils Engineer Lot 1 $ 4- Cone, fc 25OO psi @ 28 days min. Lot 2 £ 3 Cone. Fc 4-OOO psi © 28 days Sand: 2" + [lOmil visqueen] + 2" PTi PARAMETERS Edge Moisture Variation Cone. Strength Center lift E'm Edge Lift E'm Center Ym Edge Ym Dimensions Exterior Beam Interior Beam Lots 1 $ 4 25OO psi 5.30ft 2.<SOft O.GO Ins O.1O ins 12" x 21" 12" x 18" Lots 2 $ 3 4-OOO psi 5.3Oft 2.<SOft . ISO ins O.3O ins 12" x 21 12" x 18" LOADING: Loads to footings: Roof. 35 psf Floors 55 psf Exterior line load: PTI design for 2 story = 9&O.O Ibs/ft Deflection Control Limits: Center Lift. L/43O Edge Lift. L/S><SO Telephone: 1-714-974-5347 Pax: 1-714-974-0114 Prelect. Wieaand : Chestnut Ave. Point Loads on Slab Stiffening Beams Calculate the Maximum Point Load that can be safely supported on the interior beams before requiring separate spread footings Cone F'c = 25OO psi Soil Pressures 2.CO ksf as per Soil Report. Slab thickness 5 ins For the effective soil bearing width use O.75x "Leff Max Load on Interior Beam:- Allowable Soil Bearing Pressure = 1.5O Beam depth = 18 Beam width = 12 Effective Pad width w/ PT effect = . 3.52 ccnadem? Rwt Tenncriig Rait Laid to Grade Bean frtm Beandzpth ksf [Using 7596 of S.P. for average value] Slab Leff. = 2 x (O.75x "I eff) + bm width ins ft Maximum PL = Soil Press x Area =15,S3S> Ibs Point Load at Exterior Location Cone Fc = Soil Pressures 25OO 2.CO psi ksf Max Load on Exterior Beom:- Allowable Soil Bearing Pressure = Beam depth : Beam width = Effective Pad width w/ PT effect = Pant Load to Grade Bean frem rEfleelivz \Mdlti of Footirg. Beam depth 1.5O ksf [Using 75% of S.P. for average value] 21 ins 12 ins 2.25 ft [Widtti=(O.75x-| eff> Beam width.] Maximum PL = Soil Press x Area =11.835 Ibs OPT. 3-CAR <3AR OPT. BPRM 5/ OPT. LIBRARY POST-TENSION FOUNDATION PLAN1 Registered To : Michael Broad P.E. PTISlab 2.0 Geostructural Tool Kit, Inc. Serial Number: 100-200-022 Project Title : Wiegand Neglia Corp. 1450 Chestnut Ave. Carlsbad. Plan 1 Cat 1 Area 1 Project Engineer: MCB Project Number: 99-167 [99-167P1-1] Project Date : May 24, 1999 Geotechnical Report: Geotechnics Inc Report Date: 5-5-1999 Report Number: 0007-006-00 DESIGN SUMMARY Slab Dimensions : 32.33 FT x 49.67 FT x 5.00 Inches Uniform Thickness Slab : 12.25(12.11) Inches (rounded up to the nearest 0.25 inch) Jacking Force : 33.05 KIPS Material Properties Concrete Strength, fc: Tendon Strength, Fpu : Tendon Diameter: Material Quantities Concrete Volume: Prestressing Tendon: Number of End Anchorages In the LONG direction ... Quantity of Beams: Depth of Beams: Width of Beams: Tendons per Beam : Cover below Beam Tendon : Type I Beam 2 21 Inches 12 Inches 0 0 Inches 2,500 PSI 270 KSI 1/2 Inch 38.2 Cubic Yards 791 Linear Feet 38 Type II Beam 1 18 Inches 12 Inches 0 0 Inches Beam Spacing : Number of Slab Tendons : Slab Tendon Spacing : Slab Tendon Cover: In the SHORT direction ... Quantity of Beams: Depth of Beams: Width of Beams: Tendons per Beam : Cover below Beam Tendon Type 1 Beam 2 21 Inches 12 Inches 0 0.0 Inches 16.17FeetO.C. 8 4.33 Feet O.C. 2.00 Inches from top of slab Type II Beam 3 18 Inches 12 Inches 0 0.0 Inches Beam Spacing : Number of Slab Tendons : Slab Tendon Spacing : Slab Tendon Cover: 14.45 Feet O.C. 11 4.77 Feet O.C. 2.00 Inches from top of slab Page 1 of 5 C:\Program Files\PTISIab2\99-16p1 -1 .pti 9:39:46 PM Registered To. Michael Broad P.E. PTISlab 2.0 Geostructural Tool Kit, Inc. Serial Number: 100-200-022 Project Title : Wiegand Neglia Corp. 1450 Chestnut Ave. Carlsbad. Plan 1 Cat 1 Area 1 Project Engineer: MCB Project Number: 99-167 [99-167P1-1] Project Date: May 24, 1999 Geotechnical Report: Geotechnics Inc Report Date: 5-5-1999 Report Number: 0007-006-00 RESULTS OF SLAB ANALYSIS Soil Bearing Analysis Applied Pressure on Soil Soil Pressure Safety Factor Prestress Summary Subgrade Friction calculated by method prescribed in PTI Manual Minimum Effective Prestress (PSI) Mid-Slab Effective Prestress (PSI) Beta Distance Effective Prestress Eccentricity of Prestressing Number of Slab Tendons Number of Beam Tendons 1,256 PSF 1.19 Short Direction 57 57 66 2.42 11 0 Long Direction 56 56 76 2.46 8 0 Moment Analysis - Center Lift Mode Maximum Moment, Short Dir. (calculated with Em=5.0 per PTI 4.2(B)(2)) 7.30 Ft-K/Ft Maximum Moment, Long Dir. (calculated with Em=5.0 per PTI 4.2(B)(2)) 6.96 Ft-K/Ft Bending Stresses (KSI) Allowable Stress Actual Stress Tension in Top Fiber Short Long Direction Direction -0.300 -0.144 -0.300 -0.107 Compression in Bottom Fiber Short Long Direction Direction Allowable Stress 1.125 Actual Stress 0.724 1.125 0.676 Differential Deflection Analysis - Center Lift Mode Based on an Allowable Deflection of L / 480 Allowable Differential Deflections (Inches) Actual Differential Deflections (Inches) Short Direction 0.81 0.67 Long Direction 1.20 0.80 Shear Stress Analysis - Center Lift Mode Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Page 2 of 5 Short Direction 96 74 Long Direction 96 76 C:\ProgramFiles\PTISIab2\99-16p1-1.pti 9:39:46 PM Registered To : Michael Broad P.E. PTISlab 2.0 Geostructural Tool Kit, Inc. Serial Number: 100-200-022 Project Title: Wiegand Neglia Corp. 1450 Chestnut Ave. Carlsbad. Plan 1 Cat 1 Area 1 Project Engineer: MCB Project Number: 99-167 [99-167P1-1] Project Date : -May 24, 1999 Geotechnical Report: Geotechnics Inc Report Date : 5-5-1999 Report Number: 0007-006-00 RESULTS OF SLAB ANALYSIS continued Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Bending Stresses (KSI) Tension in Bottom Fiber Short Long Direction Direction 0.69 Ft-K/Ft 0.65 Ft-K/Ft Compression in Top Fiber Short Long Direction Direction Allowable Stress Actual Stress -0.300 -0.114 -0.300 -0.116 Allowable Stress Actual Stress 1.125 0.123 1.125 0.135 Differential Deflection Analysis - Edge Lift Mode Based on an Allowable Deflection of L / 960 Allowable Differential Deflections (Inches) Actual Differential Deflections (Inches) Short Direction 0.40 0.09 Long Direction 0.60 0.10 Shear Stress Analysis - Edge Lift Mode Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Short Direction 96 17 Long Direction 96 19 Page 3 of 5 C:\ProgramFiles\PTISIab2\99-16p1-1.pti 9:39:46 PM PTISlab 2.0 Geostructural Tool Kit, Inc. Registered To : Michael Broad P.E. Serial Number: 100-200-022 Project Title : Wiegand Neglia Corp. 1450 Chestnut Ave. Carlsbad. Plan 1 Cat 1 Area 1 Project Engineer: MCB Project Number: 99-167 [99-167P1-1] Project Date : May 24, 1999 Geotechnical Report: Geotechnics Inc Report Date: 5-5-1999 Report Number: 0007-006-00 SUMMARY OF INPUT DATA Material Properties Concrete Strength, fc : 2,500.0 PSI Concrete Creep Modulus, Ec: 1,500,000.0 PSI Concrete Unit Weight: 145.0 PCF Tendon Strength, Fpu : 270.0 KSl Tendon Diameter: 1/2 Inch Slab Properities Rectangle Geometry : 32.33 FT x 49.67 FT x 5.00 Inches Short Direction Long Direction Minimum Permissible Prestress: 50.00 PSI 50.00 PSI Slab Tendon Cover: 2.00 Inches 2.00 Inches Beam Properties Short Direction Long Direction Type I Type II Type I Type II Quantity: 2321 Depth: 21.0 18.0 21.0 18.0 Inches Width: 12.0 12.0 12.0 12.0 Inches Tendons: 0 0 00 Cover: 0.0 0.0 0.0 0.0 Inches Beam spacing calculated per PTI Manual 4.2(C)(2)(a)(i) Short Direction Long Direction Max. Min. Max. Min. Spacing: 17.00 6.00 17.00 13.00 Feet Page 4 of 5 CAProgram Files\PTISIab2\99-16p1-1.pti 9:39:46 PM Registered To : Michael Broad P.E. PTISlab 2.0 Geostructural Tool Kit, Inc. Serial Number: 100-200-022 Project Title : Wiegand Neglia Corp. 1450 Chestnut Ave. Carlsbad. Plan 1 Cat 1 Area 1 Project Engineer: MCB Project Number: 99-167 [99-167P1-1] Project Date : May 24, 1999 Geotechnical Report: Geotechnics Inc Report Date: 5-5-1999 Report Number: 0007-006-00 SUMMARY OF INPUT DATA - Continued Soil Properties Allowable Bearing Pressure: Edge Moisture Variation Distance, em : Differential Soil Movement, ym : Subgrade Friction Coefficient, u : Soil Modulus of Elasticity, Es: Load. Deflection and Subqrade Properties Slab Loading Uniform Superimposed Load : Total Perimeter Load (Live + Dead): Allowable Deflection Limits Center Lift: Edge Lift : Center Lift 5.30 Feet 0.600 Inches 1,500.0 PSF Edge Lin 2.60 Feet 0.100 Inches 1.00 1,000.0 PSI 40.00 PSF 960.00 PLF L/480 L/960 Prestress Calculation Subgrade Friction calculated by method prescribed in PTI Manual Prestress Loss:15.0 KSI Page 5 of 5 C:\ProgramFiles\PTISIab2\99-16pt-1.pti 9:39:46 PM PTISlab 2.0 Geostructural Tool Kit, Inc. Registered To : Michael Broad P.E. Serial Number: 100-200-022 Project Title : Wiegand Neglia Corp. 1450 Chestnut Ave. Carlsbad. Plan 1 Cat 1 Area 1 Project Engineer: MCB Project Number: 99-167 [99-167P1-1] Project Date : May 24,1999 Geotechnical Report: Geotechnics Inc Report Date: 5-5-1999 Report Number: 0007-006-00 SUMMARY OF INPUT DATA - Continued Soil Properties Allowable Bearing Pressure: 1,500.0 PSF Center Lift Edge Lift Edge Moisture Variation Distance, em : 5.30 Feet 2.60 Feet Differential Soil Movement, ym: 0.600 Inches 0.100 Inches Subgrade Friction Coefficient, u : 1.00 Soil Modulus of Elasticity, Es: 1,000.0 PSI Load. Deflection and Subqrade Properties Slab Loading Uniform Superimposed Load : 40.00 PSF Total Perimeter Load (Live + Dead): 960.00 PLF Allowable Deflection Limits Center Lift: L /480 Edge Lift: L /960 Prestress Calculation Subgrade Friction calculated by method prescribed in PTI Manual Prestress Loss : 15.0 KSI Page 5 of 5 C:\Program Files\PTISIab2\99-16p1-1.pti 9:39:46 PM PTISlab 2.0 Geostructura! Tool Kit, Inc. Registered To: Michael Broad P.E. Serial Number: 100-200-022 Project Title : Wiegand Neglia Corp. 1450 Chestnut Ave. Carlsbad. Plan 1 Cat 1 Area 2 Project Engineer: MCB Project Number: 99-167 [99-167P1-2] Project Date : May 24, 1999 Geotechnical Report: Geotechnics Inc Report Date : 5-5-1999 Report Number: 0007-006-00 DESIGN SUMMARY Slab Dimensions : 29.33 FT x 52.00 FT x 5.00 Inches Uniform Thickness Slab : 12.50(12.42) Inches (rounded up to the nearest 0.25 inch) Jacking Force : 33.05 KIPS Material Properties Concrete Strength, f c : 2,500 PSI Tendon Strength, Fpu : 270 KSI Tendon Diameter: 1/2 Inch Material Quantities Concrete Volume: 36.7 Cubic Yards Prestressing Tendon : 777 Linear Feet Number of End Anchorages : 38 In the LONG direction... _ . _ T „ _Type I Beam Type II Beam Quantity of Beams : 2 1 Depth of Beams: 21 Inches 18 Inches Width of Beams: 12 Inches 12 Inches Tendons per Beam : 0 0 Cover below Beam Tendon : 0 Inches 0 Inches Beam Spacing : 14.67 Feet O.C. Number of Slab Tendons: 8 Slab Tendon Spacing : 3.90 Feet O.C. Slab Tendon Cover: 2.00 Inches from top of slab In the SHORT direction... Type I Beam Type II Beam Quantity of Beams : 2 3 Depth of Beams: 21 Inches 18 Inches Width of Beams: 12 Inches . 12 Inches Tendons per Beam : 0 0 Cover below Beam Tendon : 0.0 Inches 0.0 Inches Beam Spacing: 14.45 Feet O.C. Number of Slab Tendons : 11 Slab Tendon Spacing : 5.00 Feet O.C. Slab Tendon Cover: 2.00 Inches from top of slab Page 1 of 5 C:\ProgramFiles\PTISIab2\99-16p1-2.pti 9:44:36 PM PTISlab 2.0 Geostructural Tool Kit, Inc. Registered To : Michael Broad P.E. Serial Number: 100-200-022 Project Title : Wiegand Neglia Corp. 1450 Chestnut Ave. Carlsbad. Plan 1 Cat 1 Area 2 Project Engineer: MCB Project Number: 99-167 [99-167P1-2] Project Date: May 24, 1999 Geotechnical Report: Geotechnics Inc Report Date : 5-5-1999 Report Number: 0007-006-00 RESULTS OF SLAB ANALYSIS Soil Bearing Analysis Applied Pressure on Soil 1,254 PSF Soil Pressure Safety Factor 1.2 Prestress Summary Subgrade Friction calculated by method prescribed in PTI Manual Short Long Direction Direction Minimum Effective Prestress (PSI) 56 61 Mid-Slab Effective Prestress (PSI) 56 61 Beta Distance Effective Prestress 63 83' Eccentricity of Prestressing 2.34 2.63 Number of Slab Tendons 11 8 Number of Beam Tendons 0 0 Moment Analysis - Center Lift Mode Maximum Moment, Short Dir. (calculated with Em=5.0 per PTI 4.2(B)(2)) 7.09 Ft-K/Ft Maximum Moment, Long Dir. (calculated with Em=5.0 per PTI 4.2(B)(2)) 6.76 Ft-K/Ft Bending Stresses (KSI) Tension in Top Fiber Compression in Bottom Fiber Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.300 -0.300 Allowable Stress 1.125 1.125 Actual Stress -0.146 -0.080 Actual Stress 0.734 0.592 Differential Deflection Analysis - Center Lift Mode Based on an Allowable Deflection of L / 480 Short Long Direction Direction Allowable Differential Deflections (Inches) 0.73 1.20 Actual Differential Deflections (Inches) 0.66 0.72 Shear Stress Analysis - Center Lift Mode Short Long Direction Direction Allowable Shear Stress (PSI) 96 97 Actual Shear Stress (PSI) 76 65 Page 2 of 5 C:\Program Files\PTISIab2\99-16p1 -2.pti 9:44:36 PM Registered To : Michael Broad P.E. PTISlab 2.0 Geostructura! Tool Kit, Inc. Serial Number: 100-200-022 Project Title : Wiegand Neglia Corp. 1450 Chestnut Ave. Carlsbad. Plan 1 Cat 1 Area 2 Project Engineer: MCB Project Number: 99-167 [99-167P1-2] Project Date: May 24,1999 Geotechnical Report: Geotechnics Inc Report Date : 5-5-1999 Report Number: 0007-006-00 RESULTS OF SLAB ANALYSIS continued Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Bending Stresses (KSI) Tension in Bottom Fiber Short Long Direction Direction 0.68 Ft-K/Ft 0.64 Ft-K/Ft Compression in Top Fiber Short Long Direction Direction Allowable Stress Actual Stress -0.300 -0.114 -0.300 -0.115 Allowable Stress Actual Stress 1.125 0.118 1.125 0.146 Differential Deflection Analysis - Edge Lift Mode Based on an Allowable Deflection of L / 960 Allowable Differential Deflections (Inches) Actual Differential Deflections (Inches) Short Direction 0.37 0.09 Long Direction 0.60 0.10 Shear Stress Analysis - Edge Lift Mode Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Short Direction 96 18 Long Direction 97 17 Page 3 of 5 C:\ProgramFiles\PTISIab2\99-16p1-2.pti 9:44:36 PM PTISlab 2.0 Geostructural Tool Kit, Inc. Registered To: Michael Broad P.E. Serial Number: 100-200-022 Project Title : Wiegand Neglia Corp. 1450 Chestnut Ave. Carlsbad. Plan 1 Cat 1 Area 2 Project Engineer: MCB Project Number: 99-167 [99-167P1-2] Project Date: May 24,1999 Geotechnical Report: Geotechnics Inc Report Date : 5-5-1999 Report Number: 0007-006-00 SUMMARY OF INPUT DATA Material Properties Material Label: Concrete Strength, fc: 2,500.0 PSI Concrete Creep Modulus, Ec: 1,500,000.0 PSI Concrete Unit Weight: 145.0 PCF Tendon Strength, Fpu : 270.0 KSI Tendon Diameter: 1/2 Inch Slab Properities Rectangle Label: Rectangle Geometry : 29.33 FT x 52.00 FT x 5.00 Inches Short Direction Long Direction Minimum Permissible Prestress: 50.00 PSI 50,00 PSI Slab Tendon Cover: 2.00 Inches 2.00 Inches Beam Properties Short Direction Long Direction Type! Type II Type I Type II Quantity: 23 2 1 Depth: 21.0 18.0 21.0 18.0 Inches Width: 12.0 12.0 12.0 12.0 Inches Tendons: 00 0 0 Cover: 0.0 0.0 0.0 0.0 Inches Beam spacing calculated per PTI Manual 4.2(C)(2)(a)(i) Short Direction Long Direction Max. Min. Max. Min. Spacing: 17.00 6.00 17.00 13.00 Feet Page 4 of 5 C:\Program Files\PTISIab2\99-16p1-2.pti 9:44:36 PM PTISlab 2.0 Geostructural Tool Kit, Inc. Registered To : Michael Broad P.E. Serial Number: 100-200-022 Project Title : Wiegand Neglia Corp. 1450 Chestnut Ave. Carlsbad. Plan 1 Cat 1 Area 2 Project Engineer: MCB Project Number: 99-167 [99-167P1-2] Project Date : May 24,1999 Geotechnical Report: Geotechnics Inc Report Date: 5-5-1999 Report Number: 0007-006-00 SUMMARY OF INPUT DATA - Continued Soil Properties Soil Label: Cat 1 Allowable Bearing Pressure : 1,500.0 PSF Center Lift Edge Lin Edge Moisture Variation Distance, em : 5.30 Feet 2.60 Feet Differential Soil Movement, ym: 0.600 Inches 0.100 Inches Subgrade Friction Coefficient, u: 1.00 Soil Modulus of Elasticity, Es : 1,000.0 PSI Load. Deflection and Subqrade Properties Slab Loading Uniform Superimposed Load : 40.00 PSF Total Perimeter Load (Live + Dead): 960.00 PLF Allowable Deflection Limits Center Lin : L 7480 Edge Lin: L /960 Prestress Calculation Subgrade Friction calculated by method prescribed in PTI Manual Prestress Loss : 15.0 KSI Page 5 of 5 C:\Program Files\PTISIab2\99-16p1 -2.pti 9:44:36 PM PTISlab 2.0 Geostructural Tool Kit, Inc. Registered To : Michael Broad P.E. Serial Number: 100-200-022 Project Title : Wiegand Neglia Corp. 1450 Chestnut Ave. Carlsbad. Plan 1 CAT 2 Area 1 Project Engineer: MCB Project Number: 99-167 [99-167aP1-1] Project Date : July 8,1999 Geotechnical Report: Geotechnics Inc Report Date: 5-5-1999 Report Number: 0007-006-00 DESIGN SUMMARY Slab Dimensions : 32.33 FT x 49.67 FT x 5.00 Inches. Uniform Thickness Slab : 12.25(12.11) Inches (rounded up to the nearest 0.25 inch) Jacking Force : 33.05 KIPS Material Properties Concrete Strength, fc: 4,000 PSI Tendon Strength, Fpu : 270 KSI Tendon Diameter: 1/2 Inch Material Quantities Concrete Volume: 38.2 Cubic Yards Prestressing Tendon : 791 Linear Feet Number of End Anchorages : 38 in the LONG direction... _ . _ _ „ _Type I Beam Type II Beam Quantity of Beams: 2 1 Depth of Beams: 21 Inches 18 Inches Width of Beams: 12 Inches 12 Inches Tendons per Beam : 0 0 Cover below Beam Tendon : 0 Inches 0 Inches Beam Spacing : 16.17 Feet O.C. Number of Slab Tendons: 8 Slab Tendon Spacing : 4.33 Feet O.C. Slab Tendon Cover: 2.00 Inches from top of slab In the SHORT direction... T . _ _ „ _Type I Beam Type II Beam Quantity of Beams : 2 3 Depth of Beams: 21 Inches 18 Inches Width of Beams: 12 Inches 12 Inches Tendons per Beam : 0 0 ' Cover below Beam Tendon : 0.0 Inches 0.0 Inches Beam Spacing : 14.45 Feet O.C. Number of Slab Tendons: 11 Slab Tendon Spacing : 4.77 Feet O.C. Slab Tendon Cover: 2.00 Inches from top of slab Page 1 of 5 CAProgram Fites\PTISIab2\99-167ap1-1.pti 9:36:47 PM PTISlab 2.0 Geostructural Tool Kit, Inc. Registered To : Michael Broad P.E. Serial Number: 100-200-022 Project Title : Wiegand Neglia Corp. 1450 Chestnut Ave. Carlsbad. Plan 1 CAT 2 Area 1 Project Engineer: MCB Project Number: 99-167 [99-167aP1-1] Project Date : July 8,1999 Geotechnical Report: Geotechnics Inc Report Date: 5-5-1999 Report Number: 0007-006-00 RESULTS OF SLAB ANALYSIS Soil Bearing Analysis Applied Pressure on Soil 1,256 PSF Soil Pressure Safety Factor 1.19 Prestress Summary Subgrade Friction calculated by method prescribed in PTI Manual Short Long Direction Direction Minimum Effective Prestress (PSI) 57 56 Mid-Slab Effective Prestress (PSI) 57 56 Beta Distance Effective Prestress 66 76 Eccentricity of Prestressing 2.42 2.46 Number of Slab Tendons 11 8 Number of Beam Tendons 0 0 Moment Analysis - Center Lift Mode Maximum Moment, Short Dir. (calculated with Em=5.0 per PTI 4.2(B)(2)) 8.72 Ft-K/Ft Maximum Moment, Long Dir. (calculated with Em=5.0 per PTI 4.2(B)(2)) 8.30 Ft-K/Ft Bending Stresses (KSI) Tension in Top Fiber Compression in Bottom Fiber Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.379 -0.379 Allowable Stress 1.800 1.800 Actual Stress -0.191 -0.150 Actual Stress 0.872 0.816 Differential Deflection Analysis - Center Lift Mode Based on an Allowable Deflection of L / 480 Short Long Direction Direction Allowable Differential Deflections (Inches) 0.81 1.20 Actual Differential Deflections (Inches) 0.82 0.97 Shear Stress Analysis - Center Lift Mode Short Long Direction Direction Allowable Shear Stress (PSI) 119 119 Actual Shear Stress (PSI) 77 89 Page 2 of 5 C:\Program Files\PTISIab2\99-167ap1-1.pti 9:36:47 PM Registered To. Michael Broad P.E. PTISlab 2.0 Geostructural Tool Kit, Inc. Serial Number: 100-200-022 Project Title : Wiegand Neglia Corp. 1450 Chestnut Ave. Carlsbad. Plan 1 CAT 2 Area 1 Project Engineer: MCB Project Number: 99-167 [99-167aP1-1] Project Date : July 8,1999 Geotechnical Report: Geotechnics Inc Report Date : 5-5-1999 Report Number: 0007-006-00 RESULTS OF SLAB ANALYSIS continued Moment Analysis • Edge Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Bending Stresses (KSI) Allowable Stress Actual Stress Tension in Bottom Fiber Short Long Direction Direction 1.42 Ft-K/Ft 1.35 Ft-K/Ft Compression in Top Fiber Short Long Direction Direction -0.379 -0.190 -0.379 -0.188 Allowable Stress Actual Stress 1.800 0.147 1.800 0.157 Differential Deflection Analysis - Edge Lift Mode Based on an Allowable Deflection of L / 960 Allowable Differential Deflections (Inches) Actual Differential Deflections (Inches) Short Direction 0.40 0.17 Long Direction 0.60 0.20 Shear Stress Analysis - Edge Lift Mode Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Short Direction 119 37 Long Direction 119 40 Page 3 of 5 C:\ProgramFilesVPTISIab2\99-167ap1-1.pti 9:36:47 PM PTISlab 2.0 Geostructural Tool Kit, Inc. Registered To : Michael Broad P.E. Serial Number: 100-200-022 Project Title : Wiegand Neglia Corp. 1450 Chestnut Ave. Carlsbad. Plan 1 CAT 2 Area 1 Project Engineer: MCB ' Project Number: 99-167 [99-167aP1-1] Project Date : July 8, 1999 Geotechnical Report: Geotechnics Inc Report Date: 5-5-1999 Report Number: 0007-006-00 SUMMARY OF INPUT DATA Material Properties Concrete Strength, fc : 4,000.0 PSI Concrete Creep Modulus, Ec: 1,500,000.0 PSI Concrete Unit Weight: 145.0 PCF Tendon Strength, Fpu : 270.0 KSI Tendon Diameter: 1/2 Inch Slab Properities Rectangle Geometry: 32.33 FT x 49.67 FT x 5.00 Inches Short Direction Long Direction Minimum Permissible Prestress: 50.00 PSI 50.00 PSI Slab Tendon Cover: 2.00 Inches 2.00 Inches Beam Properties Short Direction Long Direction Type I Type II Type I Type II Quantity: 2321 Depth: 21.0 18.0 21.0 18.0 Inches Width: 12.0 12.0 12.0 12.0 Inches Tendons: 0 00 0 Cover: 0.0 0.0 0.0 0.0 Inches Beam spacing calculated per PTI Manual 4.2(C)(2)(a)(i) Short Direction Long Direction Max. Min. Max. Min. Spacing: 17.00 6.00 17.00 13.00 Feet Page 4 of 5 C:\Program Files\PTISIab2\99-167ap1-1.pti 9:36:47 PM Registered To : Michael Broad P.E. PTISlab 2.0 Geostructural Tool Kit, Inc. Serial Number: 100-200-022 Project Title : Wiegand Neglia Corp. 1450 Chestnut Ave. Carlsbad. Plan 1 CAT 2 Area 1 Project Engineer: MCB Project Number: 99-167 [99-167aP1-1] Project Date : July 8, 1999 Geotechnical Report: Geotechnics Inc Report Date : 5-5-1999 Report Number: 0007-006-00 SUMMARY OF INPUT DATA - Continued Soil Properties Allowable Bearing Pressure: Edge Moisture Variation Distance, em : Differential Soil Movement, ym : Subgrade Friction Coefficient, u : Soil Modulus of Elasticity, Es : Load. Deflection and Subgrade Properties Slab Loading Uniform Superimposed Load: Total Perimeter Load (Live + Dead): Allowable Deflection Limits Center Lift: Edge Lift: Center Lift 5.30 Feet 1.500 Inches 1,500.0 PSF Edge Lift 2.60 Feet 0.300 Inches 1.00 1,000.0 PSI 40.00 PSF 960.00 PLF L/480 L/960 Prestress Calculation Subgrade Friction calculated by method prescribed in PTI Manual Prestress Loss:15.0 KSI Page 5 of 5 C:\ProgramFiles\PTISIab2\99-167ap1-1.pti 9:36:47 PM PTISIab2.0 Geostructural Tool Kit, Inc. Registered To : Michael Broad P.E. Serial Number: 100-200-022 Project Title : Wiegand Neglia Corp. 1450 Chestnut Ave. Carlsbad. Plan 1 Cat 2 Area 2 Project Engineer: MCB Project Number: 99-167 [99-167aP1-2] Project Date : July 8,1999 Geotechnical Report: Geotechnics Inc Report Date : 5-5-1999 Report Number: 0007-006-00 DESIGN SUMMARY Slab Dimensions : 29.33 FT x 52.00 FT x 5.00 Inches Uniform Thickness Slab : 12.50(12.42) Inches (rounded up to the nearest 0.25 inch) Jacking Force : 33.05 KIPS Material Properties Concrete Strength, f"c: 4,000 PSI Tendon Strength, Fpu : 270 KSI Tendon Diameter: 1/2 Inch Material Quantities Concrete Volume: 36.7 Cubic Yards Prestressing Tendon : 777 Linear Feet Number of End Anchorages : 38 in the LONG direction... Type I Beam Type II Beam Quantity of Beams : 2 1 Depth of Beams: 21 Inches 18 Inches Width of Beams: 12 Inches 12 Inches Tendons per Beam : 0 0 Cover below Beam Tendon : 0 Inches 0 Inches Beam Spacing : 14.67 Feet O.C. Number of Slab Tendons: 8 Slab Tendon Spacing : 3.90 Feet O.C. Slab Tendon Cover: 2.00 Inches from top of slab In the SHORT direction... Tvpe I Beam Type II Beam Quantity of Beams : 2 3 Depth of Beams: 21 Inches 18 Inches Width of Beams: 12 Inches 12 Inches Tendons per Beam : 0 0 Cover below Beam Tendon : 0.0 Inches 0.0 Inches Beam Spacing : 14.45 Feet O.C. Number of Slab Tendons : 11 Slab Tendon Spacing : 5.00 Feet O.C. Slab Tendon Cover: 2.00 Inches from top of slab Page 1 of 5 C:\Program Fites\PTISIab2\99-167ap1-2.pti 9-.38-.28 PM Registered To: Michael Broad P.E. PTISlab 2.0 Geostructural Tool Kit, Inc. Serial Number: 100-200-022 Project Title : Wiegand Neglia Corp. 1450 Chestnut Ave. Carlsbad. Plan 1 Cat 2 Area 2 Project Engineer: MCB Project Number: 99-167 [99-167aP1-2] Project Date: July 8,1999 Geotechnical Report: Geotechnics Inc Report Date: 5-5-1999 Report Number: 0007-006-00 RESULTS OF SLAB ANALYSIS Soil Bearing Analysis Applied Pressure on Soil 1,254 PSF Soil Pressure Safety Factor 1.2 Prestress Summary Subgrade Friction calculated by method prescribed in PTI Manual Short Direction Long Direction Minimum Effective Prestress (PSI) 56 61 Mid-Slab Effective Prestress (PSI) 56 61 Beta Distance Effective Prestress 63 83 Eccentricity of Prestressing 2.34 2.63 Number of Slab Tendons 11 8 Number of Beam Tendons 0 0 Moment Analysis - Center Lift Mode Maximum Moment, Short Dir. (calculated with Em=5.0 per PTI 4.2(B)(2)) 8.47 Ft-K/Ft Maximum Moment, Long Dir. (calculated with Em=5.0 per PTI 4.2(B)(2)) 8.06 Ft-K/Ft Bending Stresses (KS1) Allowable Stress Actual Stress Tension in Top Fiber Short Long Direction Direction -0.379 -0.193 -0.379 -0.120 Compression in Bottom Fiber Short Long Direction Direction Allowable Stress 1.800 Actual Stress 0.884 1.800 0.717 Differential Deflection Analysis - Center Lift Mode Based on an Allowable Deflection of L / 360 Allowable Differential Deflections (Inches) Actual Differential Deflections (Inches) Short Direction 0.98 0.80 Long Direction 1.60 0.88 Shear Stress Analysis - Center Lift Mode Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Page 2 of 5 Short Direction 119 79 Long Direction 120 75 C:\ProgramFiles\PTISIab2\99-167ap1-2.pti 9.38.28 PM Registered To: Michael Broad P.E. PTISlab 2.0 Geostructural Tool Kit, Inc. Serial Number: 100-200-022 Project Title : Wiegand Neglia Corp. 1450 Chestnut Ave. Carlsbad. Plan 1 Cat 2 Area 2 Project Engineer: MCB Project Number: 99-167 [99-167aP1-2] Project Date : July 8, 1999 Geotechnical Report: Geotechnics Inc Report Date: 5-5-1999 Report Number: 0007-006-00 RESULTS OF SLAB ANALYSIS continued Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Bending Stresses (KSI) Tension in Bottom Fiber Short Long Direction Direction 1.40 Ft-K/Ft 1.33 Ft-K/Ft Compression in Top Fiber Short Long Direction Direction Allowable Stress Actual Stress -0.379 -0.193 -0.379 -0.181 Allowable Stress Actual Stress 1.800 0.142 1.800 0.167 Differential Deflection Analysis - Edge Lift Mode Based on an Allowable Deflection of L / 960 Allowable Differential Deflections (Inches) Actual Differential Deflections (Inches) Short Direction 0.37 0.16 Long Direction 0.60 0.19 Shear Stress Analysis - Edge Lift Mode Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Short Direction 119 38 Long Direction 120 36 Page 3 of 5 C:\ProgramFiles\PTISIab2\99-167ap1-2pti 9:38:28 PM PTISlab 2.0 Geostructural Tool Kit, Inc. Registered To : Michael Broad P.E. Serial Number: 100-200-022 Project Title : Wiegand Neglia Corp. 1450 Chestnut Ave. Carlsbad. Plan 1 Cat 2 Area 2 Project Engineer: MCB Project Number: 99-167 [99-167aP1-2] Project Date : July 8, 1999 Geotechnical Report: Geotechnics Inc Report Date : 5-5-1999 Report Number: 0007-006-00 SUMMARY OF INPUT DATA Material Properties Material Label: Concrete Strength, fc : 4,000.0 PSI Concrete Creep Modulus, Ec : 1,500,000.0 PSI Concrete Unit Weight: 145.0 PCF Tendon Strength, Fpu : 270.0 KSI Tendon Diameter: 1/2 Inch Slab Properties Rectangle Label: Rectangle Geometry : 29.33 FT x 52.00 FT x 5.00 Inches Short Direction Long Direction Minimum Permissible Prestress: 50.00 PSI 50.00 PSI Slab Tendon Cover: 2.00 Inches 2.00 Inches Beam Properties Short Direction Long Direction Type I Type II Type I Type II Quantity: 2 32 1 Depth: 21.0 18.0 21.0 18.0 Inches Width: 12.0 12.0 12.0 12.0 Inches Tendons: 0 00 0 Cover: 0.0 0.0 0.0 0.0 Inches Beam spacing calculated per PTI Manual 4.2(C)(2)(a)(i) Short Direction Long Direction Max. Min. Max. Min. Spacing: 17.00 6.00 17.00 13.00 Feet Page 4 of 5 CAProgram Files\PTISIab2\99-167ap1-2.pti 9:38:28 PM PTISlab 2.0 Geostructural Tool Kit, Inc. Registered To : Michael Broad P.E. Serial Number: 100-200-022 Project Title : Wiegand Neglia Corp. 1450 Chestnut Ave. Carlsbad. Plan 1 Cat 2 Area 2 Project Engineer: MCB Project Number: 99-167 [99-167aP1-2] Project Date : July 8, 1999 Geotechnical Report: Geotechnics Inc Report Date: 5-5-1999 Report Number: 0007-006-00 SUMMARY OF INPUT DATA - Continued Soil Properties Soil Label: CAT 2 Allowable Bearing Pressure : 1,500.0 PSF Center Lift Edge Lift Edge Moisture Variation Distance, em : 5.30 Feet 2.60 Feet Differential Soil Movement, ym : 1.500 Inches 0.300 Inches Subgrade Friction Coefficient, u: 1.00 Soil Modulus of Elasticity, Es : 1,000.0 PSI Load. Deflection and Subqrade Properties Slab Loading Uniform Superimposed Load : 40.00 PSF Total Perimeter Load (Live + Dead): 960.00 PLF Allowable Deflection Limits Center Lift: L /360 Edge Lift: L /960 Prestress Calculation Subgrade Friction calculated by method prescribed in PTI Manual Prestress Loss : 15.0 KSI Page 5 of 5 C:\Program Files\PTISIab2\99-167ap1-2.pti 9:38:28 PM L J --r *=<=*- I LJPOST-TENSION FOUNDATION PLAN 2 i 1 Registered To: Michael Broad P.E. PTISlab 2.0 Geostructural Tool Kit, Inc. Serial Number: 100-200-022 Project Title : Wiegand Neglia Corp. 1450 Chestnut Ave. Carlsbad. Plan 2 Area 1 Cat 1 Project Engineer: MCB Project Number: 99-167 [99-167P2-1] Project Date : May 24, 1999 Geotechnical Report: Geotechnics Inc DESIGN SUMMARY Report Date: 5-5-1999 Report Number: 0007-006-00 Slab Dimensions: 50.00 FT x 55.00 FT x 5.00 Inches Uniform Thickness Slab : 11.75(11.59) Inches (rounded up to the nearest 0.25 inch) Jacking Force : 33.05 KIPS Material Properties Concrete Strength, fc: Tendon Strength, Fpu: Tendon Diameter: Material Quantities Concrete Volume: Prestressing Tendon : Number of End Anchorages In the LONG direction ... Quantity of Beams: Depth of Beams: Width of Beams: Tendons per Beam: Cover below Beam Tendon : Type I Beam 2 21 Inches 12 Inches 0 0 Inches 2,500 PSI 270 KSI 1 / 2 Inch 62.6 Cubic Yards 1,360 Linear Feet 50 Type II Beam 2 18 Inches 12 Inches 0 0 Inches Beam Spacing : Number of Slab Tendons : Slab Tendon Spacing: Slab Tendon Cover: In the SHORT direction ... Quantity of Beams: Depth of Beams: Width of Beams: Tendons per Beam: Cover below Beam Tendon Beam Spacing: Number of Slab Tendons : Slab Tendon Spacing: Slab Tendon Cover: 16.67 Feet O.C. 12 4.36 Feet O.C. 2.00 Inches from top of slab Type I Beam Type II Beam 2 3 21 Inches 18 Inches 12 Inches 12 Inches 0 0 0.0 Inches 0.0 Inches 14.45 Feet O.C. 13 4.42 Feet O.C. 2.00 Inches from top of slab Page 1 of 5 C:\ProgramFiles\PTISIab2\99-16p2-1.pti 10:07:48 PM PTISlab 2.0 Geostructural Tool Kit, Inc. Registered To : Michael Broad P.E. Serial Number: 100-200-022 Project Title : Wiegand Neglia Corp. 1450 Chestnut Ave. Carlsbad. Plan 2 Area 1 Cat 1 Project Engineer: MCB Project Number: 99-167 [99-167P2-1] Project Date: May 24, 1999 Geotechnical Report: Geotechnics Inc Report Date: 5-5-1999 Report Number: 0007-006-00 RESULTS OF SLAB ANALYSIS Soil Bearing Analysis Applied Pressure on Soil 1,237 PSF Soil Pressure Safety Factor 1.21 Prestress Summary Subgrade Friction calculated by method prescribed in PT! Manual Short Long Direction Direction Minimum Effective Prestress (PSI) 54 53 Mid-Slab Effective Prestress (PSI) 54 53 Beta Distance Effective Prestress 73 76 Eccentricity of Prestressing 2.25 2.12 Number of Slab Tendons 13 12 Number of Beam Tendons 0 0 Moment Analysis - Center Lift Mode Maximum Moment, Short Dir. (calculated with Em=5.0 per PTI 4.2(B)(2)) 7.26 Ft-K/Ft Maximum Moment, Long Dir. (calculated with Em=5.0 per PTI 4.2(B)(2)) 6.92 Ft-K/Ft Bending Stresses (KSI) Tension in Top Fiber Compression in Bottom Fiber Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.300 '. -0.300 Allowable Stress 1.125 1.125 Actual Stress -0.144 -0.134 Actual Stress 0.786 0.81:2 Differential Deflection Analysis - Center Lift Mode Based on an Allowable Deflection of L / 480 Short Long Direction Direction Allowable Differential Deflections (Inches) 1.25 1.28 Actual Differential Deflections (Inches) 0.74 0.87 Shear Stress Analysis - Center Lift Mode Short Long Direction Direction Allowable Shear Stress (PSI) 96 96 Actual Shear Stress (PSI) 89 93 Page 2 of 5 C:\Program Files\PTISIab2\99-16p2-1 .pti 10:07:48 PM Registered To : Michael Broad P.E. PTISlab 2.0 Geostructural Tool Kit, Inc. Serial Number: 100-200-022 Project Title : Wiegand Neglia Corp. 1450 Chestnut Ave. Carlsbad. Plan 2 Area 1 Cat 1 Project Engineer: MCB Project Number: 99-167 [99-167P2-1] Project Date : May 24,1999 Geotechnical Report: Geotechnics Inc Report Date : 5-5-1999 Report Number: 0007-006-00 RESULTS OF SLAB ANALYSIS continued Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Bending Stresses (KSI) Allowable Stress Actual Stress Tension in Bottom Fiber Short Long Direction Direction 0.68 Ft-K/Ft 0.64 Ft-K/Ft Compression in Top Fiber Short Long Direction Direction -0.300 -0.123 -0.300 -0.127 Allowable Stress Actual Stress 1.125 0.132 1.125 0.134 Differential Deflection Analysis - Edge Lift Mode Based on an Allowable Deflection of L / 960 Allowable Differential Deflections (Inches) Actual Differential Deflections (Inches) Short Direction 0.63 0.10 Long Direction 0.64 0.11 Shear Stress Analysis - Edge Lift Mode Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Short Direction 96 20 Long Direction 96 23 Page 3 of 5 C:\PragramFiles\PTISIab2\99-16p2-1.pti 10:07:48 PM PTISlab 2.0 Geostructural Tool Kit, Inc. Registered To : Michael Broad P.E. Serial Number: 100-200-022 Project Title : Wiegand Neglia Corp. 1450 Chestnut Ave. Carlsbad. Plan 2 Area 1 Cat 1 Project Engineer: MCB Project Number: 99-167 [99-167P2-1] Project Date: May 24, 1999 Geotechnical Report: Geotechnics Inc Report Date: 5-5-1999 Report Number: 0007-006-00 SUMMARY OF INPUT DATA Material Properties Material Label: Concrete Strength, fc: 2,500.0 PSI Concrete Creep Modulus, Ec : 1,500,000.0 PSI Concrete Unit Weight: 145.0 PCF Tendon Strength, Fpu : 270.0 KSI Tendon Diameter: 1/2 Inch Slab Properities Rectangle Label: Area 1 Rectangle Geometry : 50.00 FT x 55.00 FT x 5.00 Inches Short Direction Long Direction Minimum Permissible Prestress: 50.00 PSI 50.00 PSI Slab Tendon Cover: 2.00 Inches 2.00 Inches Beam Properties Short Direction Long Direction Type I Type II Type I Type II Quantity: 2322 Depth: 21.0 18.0 21.0 18.0 Inches Width: 12.0 12.0 12.0 12.0 Inches Tendons: 0 0 0 0 Cover: 0.0 0.0 0.0 0.0 Inches Beam spacing calculated per PTI Manual 4.2(C)(2)(a)(i) Short Direction Long Direction Max. Min. Max. Min. Spacing: 17.00 6.00 17.00 13.00 Feet Page 4 of 5 C:\ProgramFiles\PTISIab2\99-16p2-1.pti 10:07:48 PM Registered To: Michael Broad P.E. PTISlab 2.0 Geostructural Tool Kit, Inc. Serial Number: 100-200-022 Project Title: Wiegand Neglia Corp. 1450 Chestnut Ave. Carlsbad. Plan 2 Area 1 Cat 1 Project Engineer: MCB Project Number: 99-167 [99-167P2-1] Project Date : May 24, 1999 Geotechnical Report: Geotechnics Inc Report Date: 5-5-1999 Report Number: 0007-006-00 SUMMARY OF INPUT DATA - Continued Soil Properties Soil Label: Allowable Bearing Pressure: Edge Moisture Variation Distance, em : Differential Soil Movement, ym : Subgrade Friction Coefficient, u : Soil Modulus of Elasticity, Es : Load. Deflection and Subqrade Properties Siab Loading Uniform Superimposed Load: Total Perimeter Load (Live + Dead): Allowable Deflection Limits Center Lift: Edge Lift: Center Lift 5.30 Feet 0.600 Inches Cat1 1,500.0 PSF Edge Lift 2.60 Feet 0.100 Inches 1.00 1,000.0 PSI 40.00 PSF 960.00 PLF L/480 L/960 Prestress Calculation Subgrade Friction calculated by method prescribed in PTI Manual Prestress Loss :15.0 KSI Page 5 of 5 C:\ProgramFiles\PTISIab2\99-16p2-1.pti 10:07:48 PM Registered To : Michael Broad P.E. PTISlab 2.0 Geostructural Tool Kit, Inc. Serial Number: 100-200-022 Project Title : Wiegand Neglia Corp. 1450 Chestnut Ave. Carlsbad. Plan 1 Area 1 Cat 2 Project Engineer: MCB Project Number: 99-167 [99-167aP2-1] Project Date: July 8, 1999 Geotechnical Report: Geotechnics Inc Report Date : 5-5-1999 Report Number: 0007-006-00 DESIGN SUMMARY Slab Dimensions : 50.00 FT x 55.00 FT x 5.00 Inches Uniform Thickness Slab : 11.75(11.59) Inches (rounded up to the nearest 0.25 inch) Jacking Force : 33.05 KIPS Material Properties Concrete Strength, fc: Tendon Strength, Fpu: Tendon Diameter: Material Quantities Concrete Volume: Prestressing Tendon : Number of End Anchorages In the LONG direction ... Quantity of Beams: Depth of Beams : Width of Beams: Tendons per Beam: Cover below Beam Tendon : Beam Spacing : Number of Slab Tendons : Slab Tendon Spacing : Slab Tendon Cover: In the SHORT direction ... Quantity of Beams: Depth of Beams: Width of Beams: Tendons per Beam : Cover below Beam Tendon : Type I Beam 2 21 Inches 12 Inches 0 0 Inches Type I Beam 2 21 Inches 12 Inches 0 0.0 Inches 4,000 PSI 270 KSI 1/2 Inch 62.6 1,360 50 Cubic Yards Linear Feet Type It Beam 2 18 Inches 12 Inches 0 0 Inches 16.67 Feet O.C. 12 4.36 Feet O.C. 2.00 Inches from top of slab Type II Beam 3 18 Inches 12 Inches 0 0.0 Inches Beam Spacing : Number of Slab Tendons Slab Tendon Spacing : Slab Tendon Cover: 14.45 Feet O.C. 13 4.42 Feet O.C. 2.00 Inches from top of slab Page 1 of 5 CAProgram Files\PTISIab2\99-167ap2-1 .pti 9:46:43 PM Registered To: Michael Broad P.E. PTISlab 2.0 Geostructural Tool Kit, Inc. Serial Number: 100-200-022 Project Title : Wiegand Neglia Corp. 1450 Chestnut Ave. Carlsbad. Plan 1 Area 1 Cat 2 Project Engineer: MCB Project Number: 99-167 [99-167aP2-1] Project Date: July 8,1999 Geotechnical Report: Geotechnics Inc Report Date: 5-5-1999 Report Number: 0007-006-00 RESULTS OF SLAB ANALYSIS Soil Bearing Analysis Applied Pressure on Soil Soil Pressure Safety Factor Prestress Summary Subgrade Friction calculated by method prescribed in PTI Manual Minimum Effective Prestress (PSI) Mid-Slab Effective Prestress (PSI) Beta Distance Effective Prestress Eccentricity of Prestressing Number of Slab Tendons Number of Beam Tendons 1,237 PSF 1.21 Short Direction 54 54 73 2.25 13 0 Long Direction 53 53 76 2.12 12 0 Moment Analysis - Center Lift Mode Maximum Moment, Short Dir. (calculated with Em=5.0 per PTI 4.2(B)(2)) 8.67 Ft-K/Ft Maximum Moment, Long Dir. (calculated with Em=5.0 per PTI 4.2(B)(2)) 8.25 Ft-K/Ft Bending Stresses (KSI) Allowable Stress Actual Stress Tension in Top Fiber Short Long Direction Direction Compression in Bottom Fiber Short Long Direction Direction -0.379 -0.192 -0.379 -0.182 Allowable Stress 1.800 Actual Stress 0.947 1.800 0.973 Differential Deflection Analysis - Center Lift Mode Based on an Allowable Deflection of L / 480 Allowable Differential Deflections (Inches) Actual Differential Deflections (Inches) Short Direction 1.25 0.90 Long Direction 1.28 1.05 Shear Stress Analysis - Center Lift Mode Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Page 2 of 5 Short Direction 118 93 Long Direction 118 107 C:\ProgramFiles\PTISIab2\99-167ap2-1.pti 9:48:43 PM Registered To: Michael Broad P.E. PTISlab 2.0 Geostructural Tool Kit, Inc. Serial Number: 100-200-022 Project Title : Wiegand Neglia Corp. 1450 Chestnut Ave. Carlsbad. Plan 1 Area 1 Cat 2 Project Engineer: MCB Project Number: 99-167 [99-167aP2-1] Project Date : July 8,1999 Geotechnical Report: Geotechnics Inc Report Date; 5-5-1999 Report Number: 0007-006-00 RESULTS OF SLAB ANALYSIS continued Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Bending Stresses (KSI) Tension in Bottom Fiber Short Long Direction Direction 1.40 Ft-K/Ft 1.32 Ft-K/Ft Compression in Top Fiber Short Long Direction Direction Allowable Stress Actual Stress -0.379 -0.205 -0.379 -0.212 Allowable Stress Actual Stress 1.800 0.157 1.800 0.158 Differential Deflection Analysis - Edge Lift Mode Based on an Allowable Deflection of L / 960 Allowable Differential Deflections (Inches) Actual Differential Deflections (Inches) Short Direction 0.63 0.19 Long Direction 0.64 0.22 Shear Stress Analysis • Edge Lift Mode Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Short Direction 118 42 Long Direction 118 47 Page 3 of 5 CAProgram Files\PTISIab2\99-167ap2-1 .pti 9:48:43 PM PTISIab2.0 Geostructural Tool Kit, Inc. Registered To: Michael Broad P.E. Serial Number: 100-200-022 Project Title : Wiegand Neglia Corp. 1450 Chestnut Ave. Carlsbad. Plan 1 Area 1 Cat 2 Project Engineer: MCB Project Number: 99-167 [99-167aP2-1] ^ Project Date: July 8, 1999 Geotechnical Report: Geotechnics Inc Report Date : 5-5-1999 Report Number: 0007-006-00 SUMMARY OF INPUT DATA Material Properties Material Label: Concrete Strength, f"c: 4,000.0 PSI Concrete Creep Modulus, Ec : 1,500,000.0 PSI Concrete Unit Weight: 145.0 PCF Tendon Strength, Fpu : 270.0 KSI Tendon Diameter: 1/2 Inch Slab Properities Rectangle Label: Rectangle Geometry : 50.00 FT x 55.00 FT x 5.00 Inches Short Direction Long Direction Minimum Permissible Prestress: 50.00 PSI 50.00 PSI Slab Tendon Cover: 2.00 Inches 2.00 Inches Beam Properties Short Direction Long Direction Type I Type II Type I Type II Quantity: 2 3 2 2 Depth: 21.0 18.0 21.0 18.0 Inches Width: 12.0 12.0 12.0 12.0 Inches Tendons: 0 0 0 0 Cover: 0.0 0.0 0.0 0.0 Inches Beam spacing calculated per PTI Manual 4.2(C)(2)(a)(i) Short Direction Long Direction Max. Min. Max. Min. Spacing: 17.00 6.00 17.00 13.00 Feet Page 4 of 5 C:\Program Files\PTISIab2\99-167ap2-1 .pli 9:48:43 PM Registered To: Michael Broad P.E. PTISlab 2.0 Geostructural Tool Kit, Inc. Serial Number: 100-200-022 Project Title : Wiegand Neglia Corp. 1450 Chestnut Ave. Carlsbad. Plan 1 Area 1 Cat 2 Project Engineer: MCB Project Number: 99-167 [99-167aP2-1] Project Date: July 8,1999 Geotechnical Report: Geotechnics Inc Report Date : 5-5-1999 Report Number: 0007-006-00 SUMMARY OF INPUT DATA - Continued Soil Properties Soil Label: Allowable Bearing Pressure: Edge Moisture Variation Distance, em : Differential Soil Movement, ym : Subgrade Friction Coefficient, u : Soil Modulus of Elasticity, Es: Load. Deflection and Subgrade Properties Slab Loading Uniform Superimposed Load : Total Perimeter Load (Live + Dead): Allowable Deflection Limits Center Lift: Edge Lift: Center Lift 5.30 Feet 1.500 Inches Cat 2 1,500.0 PSF Edge Lift 2.60 Feet 0.300 Inches 1.00 1,000.0 PSI 40.00 PSF 960.00 PLF L/480 L/960 Prestress Calculation Subgrade Friction calculated by method prescribed in PT.I Manual Prestress Loss:15.0 KSI Page 5 of 5 C:\Program Files\PTISIab2\99-167ap2-1 .pti 9:48:43 PM Geotechnics Incorporated Principals: Anthony F. Belfast Michael P. Imbriglio W. Lee Vanderhurst Project No. 0007-006-01 Document No. 9-0686 July 19,1999 Bruce D. Wiegand, Inc. 1060 Wiegand Street Olivenhain, California 92024 Attention: Mr. Bruce Wiegand SUBJECT: FOUNDATION PLAN REVIEW 1450 Chestnut Avenue Carlsbad, California Dear Mr. Wiegand: In accordance with your request, we have reviewed the referenced post-tension foundation plans, see Appendix A, for general conformance with the geotechnical recommendations. Based on our review, it is our opinion that the proposed post-tension foundations plans are in general conformance with the geotechnical recommendations. If you have any questions regarding the information presented, we would be happy to meet with you. We appreciate this opportunity to provide professional services. Please do not hesitate to contact us if there is anything else we can do for you. GEOTECHNICS INCORPORATED Sam E. Valdez,¥.E. C 56226 Project Engineer AFB/SEV Distribution: (4) Addressee (Mail and FAX: 759-0558) Anthony F. Belfast, P.E. C 40333 Principal 9245 Activity Rd., Ste. 103 • San Diego, California 92126 Phone (858) 536-1000 • Fax (858) 536-8311 APPENDIX A REFERENCES Geotechnics, Inc. (1999). Updated Geotechnical Recommendations, 4-Lot Subdivision, 1450 Chestnut Avenue, Carlsbad, California, Project No. 0007-006-00, Document No. 9-0420, May 5. Geotechnics, Inc. (1999). Grading Plan Review, 1450 Chestnut Avenue, Carlsbad, California, Project No. 0007-006-00, Document No. 9-0539, June 8. Geotechnics, Inc. (1999). Letter on Minimum Footing Depth, 1450 Chestnut Avenue, Carlsbad, California, Project No. 0007-006-00, Document No. 9-0588, June 17. Geotechnics, Inc. (1999). Interim Report of Observation and Testing, 4-Lot Subdivision, 1450 Chestnut Avenue, Carlsbad, California, Project No. 0007-006-01, Document No. 9-0650, Julyl. Geotechnics, Inc. (1999). Updated Foundation Recommendations, 1450 Chestnut Avenue, Carlsbad, California, Project No. 0007-006-01, Document No. 9-0657, July 6. Geotechnics, Inc. (1999). Updated Foundation Recommendations, 1450. Chestnut Avenue, Carlsbad, California, Project No. 0007-006-01, Document No. 9-0657R, July 9. Hetherington Engineering, Inc. (1990). Preliminary Geotechnical Investigation, 1450 Chestnut Avenue, Carlsbad, California, Project No. 518.1, June 10. MCB(1999). Post-Tension Foundation Plans, Carlsbad 4, Carlsbad, California, Project Number 99-167, July 19. Geotechnics Incorporated. Geotechnic s Incorporated July 9,1999 Principals: Anthony F. Belfast Michael P. Imbriglio W. Lee Vanderhurst Bruce D. Wiegand, Inc. Project No. 0007-006-01 1060 Wiegand Street Document No. 9-0657R Olivenhain, California 92024 Attention: Mr. Bruce Wiegand SUBJECT: UPDATED FOUNDATION RECOMMENDATIONS 1450 Chestnut Avenue Carlsbad, California Reference: Geotechnics, Inc. (1999). Updated Geotechnical Recommendations, 4-Lot Subdivision, 1450 Chestnut Avenue, Carlsbad, California, Project No. 0007-006-00, Document No. 9-0420, May 5. Dear Mr. Wiegand: This letter presents updated foundation recommendations for the subject property. Foundation design parameters were presented in the referenced updated geotechnical report. These design parameters were based on using on-site soils with a low expansion potential. However, import soils, with a medium expansion potential, were required to complete Lots 2 and 3. Laboratory testing was performed on the import soils to help determine soil properties. The expansion potential was estimated in general accordance with the laboratory procedures outlined in ASTM test method D4829. Lots 2 and 3 were tested to have expansion index's of 60 and 59, respectively. These expansion index's represent a medium expansion potential as classified by UBC Table No 29-C. Particle size analyses and atterberg limits were performed in general accordance with the laboratory procedures outlined in ASTM test method D422 and D4318, respectively. The results of the laboratory tests are given on Figures 1 and 2. Soil samples were tested for water-soluble sulfate content in general accordance with the Standard Method for Evaluation of Waste Water Test SMEWW4500SO4E, which is conducted in general conformance with EPA Test Method 375.4. The test results are presented in the table below in terms 9245 Activity Rd., Ste. 103 • San Diego, California 92126 Phone (858) 536-1000 • Fax (858) 536-8311 BRUCE D. WIEGAND, INC. JULY 9, 1999 PROJECT NO. 0007-006-01 DOCUMENT NO. 9-0657R PAGE 2 of the percentage by weight of the water soluble sulfate in the soil. The project design engineer may use these test results in conjunction with Table 19-A-4 of the 1997 UBC in order to specify a suitable cement type, water cement ratio, and minimum compressive strength for concrete used on site which will be in direct contact with soil, including all foundations and slabs. However, the sulfate content tests results presented represent the existing soil conditions at the site. It should be noted that soluble sulfate in the irrigation water supply, and/or the use of fertilizer may cause the sulfate content in the surficial soils to increase with time. This may result in a higher sulfate exposure than that indicated by the test results reported herein. Studies have shown that the use of improved cements in the concrete, and a low water-cement ratio will increase the resistance of the concrete to sulfate exposure. SAMPLE Lot 2 Lot 3 SULFATE [%] 0.183 0.113 Based on the information obtained from the laboratory testing performed on the imported fill materials, the revised post-tensioned slab recommendations for Lots 2 and 3 are as followed: Edge Moisture Variation, em: Differential Swell, ym: Differential Settlement: Allowable Bearing: Minimum Grade Beam Depth and Width: Center Lift: Edge Lift: Center Lift: Edge Lift: 0.75 inches 5.3 feet 2.6 feet 1.5 inches 0.3 inches 3,000 psf at slab subgrade As determined by structural design The recommendations in this letter were provided using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable geotechnical consultants practicing in this or similar localities. No other warranty, expressed or implied, is made as to the conclusions and professional opinions included in this letter. Geotechnics Incorporated. BRUCE D. WIEGAND, INC. PROJECT NO. 0007-006-01 JULY 9, 1999 DOCUMENT NO. 9-0657R PAGE 3 If you have any questions regarding the information presented, we would be happy to meet with you. We appreciate this opportunity to provide professional services. Please do not hesitate to contact us if there is anything else we can do for you. GEOTECHNICS INCORPORATED Sam E. Valdez, P.E. C 56226 Anthony F. Belfast, P.E. C 40333 Project Engineer Principal AFB/SEV Distribution: (4) Addressee (Mail and FAX: 759-0558) Geotechnics Incorporated. Geotechnics Incorporated Principals: Anthony F. Belfast Michael P. Imbriglio W. Lee Vanderhurst Project No. 0007-006-01 Document No. 9-0657 July 6, 1999 Bruce D. Wiegand, Inc. 1060 Wiegand Street Olivenhain, California 92024 Attention: Mr. Bruce Wiegand SUBJECT: UPDATED FOUNDATION RECOMMENDATIONS 1450 Chestnut Avenue Carlsbad, California Reference: Geotechnics, Inc. (1999). Updated Geotechnical Recommendations, 4-Lot Subdivision, 1450 Chestnut Avenue, Carlsbad, California, Project No. 0007-006-00, Document No. 9-0420, May 5. Dear Mr. Wiegand: This letter presents updated foundation recommendations for the subject property. Foundation design parameters were presented in the referenced updated geotechnical report. These design parameters were based on using on-site soils with a low expansion potential. However, import soils, with a medium expansion potential, were required to complete Lots 2 and 3. Laboratory testing was performed on the import soils to help determine soil properties. The expansion potential was estimated in general accordance with the laboratory procedures outlined in ASTM test method D4829. Lots 2 and 3 were tested to have expansion index's of 60 and 59, respectively. These expansion index's represent a medium expansion potential as classified by UBC Table No 29-C. Particle size analyses and atterberg limits were performed in general accordance with the laboratory procedures outlined in ASTM test method D422 and D4318, respectively. The results of the laboratory tests are given on Figures 1 and 2. 9951 Business Park Ave., Ste. B • San Diego California • 92131 Phone (619) 536-1000 • Fax (619) 536-8311 BRUCE D. WIEGAND, INC. JULY 6, 1999 PROJECT NO. 0007-006-01 DOCUMENT NO. 9-0657 PAGE 2 Based on the information obtained from the laboratory testing performed on the imported fill materials, the revised post-tensioned slab recommendations for Lots 2 and 3 are as followed: Edge Moisture Variation, en Differential Swell, ym: Differential Settlement: Allowable Bearing: Center Lift: Edge Lift: Center Lift: Edge Lift: 0.75 inches 5.3 feet 2.6 feet 1.5 inches 0.3 inches 3,000 psf at slab subgrade The recommendations in this letter were provided using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable geotechnical consultants practicing in this or similar localities. No other warranty, expressed or implied, is made as to the conclusions and professional opinions included in this letter. If you have any questions regarding the information presented, we would be happy to meet with you. We appreciate this opportunity to provide professional services. Please do not hesitate to contact us if there is anything else we can do for you. GEOTECHNICS INCORPORATED Sam E. Valdez, P.E. C 56226 Project Engineer AFB/SEV Distribution: (4) Addressee (Mail and FAX: 759-0558) Anthony F. Belfast, P.E. C 40333 Principal Geotechnics Incorporated. U.S. Standard Sievef4 #8 #16 #30 #50 #100 #200 Hydrometer•«: ; CO CO Tf CO =y 1 S CO gr~ 0 J)/ ! / /r / ^ / // / X / ./ / /P /f // J•i \ 1 IV 1 1/ Ff \ d . o o 0Grain Size in Millimeters. o 9 SILT AND CLAYLU "Z. LJ_MEDIUMCOARSELU Z Li-COARSEQ \GRAVELO>COI--UDlO*TCOCN->- li|6i3AA Aq jaui j }U33jaj CO 1 o £ATTERBE1 u o 1- 0 u. in 5u _J oIf) a LU IT Z LU a S. 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Lee Vanderhurst Bruce D. Wiegand, Inc. 1060 Wiegand Street Olivenhain, California 92024 Attention: Mr. Bruce Wiegand Project No. 0007-006-01 Document No. 9-0650 SUBJECT: INTERIM REPORT OF OBSERVATION AND TESTING Chestnut Residence 1450 Chestnut Avenue Carlsbad, California Reference: Geotechnics, Incorporate (1999). Updated Geotechnical Recommendations, 4-Lot Subdivision, 14 50 Chestnut Avenue, Carlsbad, California. ProjectNo. 0007-006-01, Document No. 9-0650, May 5. Hetherington Engineering, Inc. (1990). Preliminary Geotechnical Investigation, 1450 Chestnut Avenue, Carlsbad, California. ProjectNo. 518.1, June 20. Dear Mr. Wiegand: In accordance with your request, we are providing this interim report of our observations and tests of the grading for the subject project. Site preparation consisted of the removal and stockpiling of the existing weathered soils to expose undisturbed formational materials. The stockpiled soils, less any deleterious materials, were then placed as compacted fill. Import material was also placed as compacted fill. Based on our observations and test results, we are providing the following conclusions: • The grading and earthwork construction was completed in general conformance with the referenced soil investigation report. 9951 Business Park Ave., Ste. B • San Diego California • 92131 Phone (619) 536-1000 • Fax (619) 536-8311 BRUCE WIEGAND, INC. PROJECT NO. 0007-006-0 1 JULY 1, 1999 DOCUMENT NO. 9-0650 PAGE 2 • Compaction tests to date indicate that structural fills have been placed in uniform lifts, moisture conditioned, and compacted to at least 90 percent of the laboratory maximum density as determined by ASTM Dl 557. The conclusions contained herein are based on the observations and tests performed for the earthwork construction between June 21,1 999 to June 25, 1 999. No representations are made as to the quality and extent of materials not observed. A final compaction report will be issued at the end of construction. We appreciate this opportunity to be of continued service. Please call at your convenience if you should have any questions or comments. Sincerely, GEOTECHNICS INCORPORATED Sam E. Valdez, PX C56226 Anthony F. Belfast, P.E. C40333 Project Engineer Principal Distribution: (2) Addressee (Mail and FAX 619-759-0558) Geotechnics Incorporated Geotechnics Incorporated Principals: Anthony F. Belfast Michael P. Imbriglio W. Lee Vanderhurst Project No. 0007-006-00 Document No. 9-0588 June 17, 1999 Bruce D. Wiegand, Inc. 1060 Wiegand Street Olivenhain, California 92024 Attention: Mr. Bruce Wiegand SUBJECT: MINIMUM FOOTING DEPTH 1450 Chestnut Avenue Carlsbad, California Reference: Geotechnics, Inc. (1999). Updated Geotechnical Recommendations, 4-Lot Subdivision, 1450 Chestnut Avenue, Carlsbad, California, Project No. 0007-006-00, Document No. 9-0420, May 5. Dear Mr. Wiegand: In accordance with your request, we are providing this letter to clarify the minimum depth requirement for footings as recommended in the above referenced report. The minimum footing depth of 18 inches below lowest adjacent soil grade is intended for shallow foundation systems and does not apply for post-tensioned slab foundation systems. The grade beam depth for post-tensioned foundation systems should be based on the structural design, however, the grade beams should be deepened to achieve the recommended minium foundation setback of 8 feet from any descending slope. The setback should be measured horizontally from the outside bottom edge of the grade beam to the slope face. The recommendations in this letter were provided using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable geotechnical consultants practicing in this or similar localities. No other warranty, expressed or implied, is made as to the conclusions and professional opinions included in this letter. 9245 Activity Rd., Ste. 103 • San Diego, California 92126 Phone (619) 536-1000 • Fax (619) 536-8311 BRUCE D. WIENGAND, INC. JUNE 17, 1999 PROJECT NO. 0007-006-00 DOCUMENT NO. 9:-0588 PAGE 2 If you have any questions regarding the information presented, we would be happy to meet with you. We appreciate this opportunity to provide professional services. Please do not hesitate to contact us if there is anything else we can do for you. GEOTECHNICS INCORPORATED Sam E. Valdez, P.E. C 56226 Project Engineer Anthony F. Belfast, P.E. C 40333 Principal AFB/SEV Distribution: (4) Addressee (Mail and FAX: 759-0558) Geotechnics Incorporated. Geotechnics Incorporated Principals: Anthony F. Belfast Michael P. Imbriglio W. Lee Vanderhurst Project No. 0007-006-00 Document No. 9-0539 June 8, 1999 Bruce D. Wiegand, Inc. 1060 Wiegand Street Olivenhain, California 92024 Attention: Mr. Bruce Wiegand SUBJECT: GRADING PLAN REVIEW 1450 Chestnut Avenue Carlsbad, California Reference: Geotechnics, Inc. (1999). Updated Geotechnical Recommendations, 4-Lot Subdivision, 1450 Chestnut Avenue, Carlsbad, California, Project No. 0007-006-00, Document No. 9-0420, May 5. Hetherington Engineering, Inc. (1990). Preliminary Geotechnical Investigation, 1450 Chestnut Avenue, Carlsbad, California, Project No. 518.1, June 10. Sea Crest Engineering, Inc. (1993). Grading Plans For: Chestnut Partners, M.S. 851, Drawing No. 322-5 A, May 20. Dear Mr. Wiegand: In accordance with your request, we have reviewed the referenced grading plans (Reference 3) for general conformance with the geotechnical recommendations presented in References 1 and 2. The plans show the proposed grades for improvement of the property located within assessors parcel number 205-130-07 in Carlsbad, California. Based on our review, it is our opinion that the proposed grading and improvements are feasible from a geotechnical standpoint and are in general conformance with the geotechnical recommendations presented in References 1 and 2. The following items should be noted: 9245 Activity Rd., Ste. 103 • San Diego, Californ Phone (619) 536-1000 • Fax (619) 53i BRUCE D. WIENGAND, INC. PROJECT NO. 0007-006-00 JUNE 8, 1999 DOCUMENT NO. 9-0539 PAGE 2 1. Geotechnics Incorporated will be the geotechnical engineer-of-record for the subject project. We have reviewed the referenced geotechnical report, reference 2, and are in substantial agreement with the recommendations of the report, except as modified in our updated geotechnical report, Reference 1. As geotechnical engineer-of-record, we will provide geotechnical observation and testing services during construction. We will also prepare an As-Graded Geotechnical Report upon completion of earthwork. 2. In our opinion, the site conditions have not significantly changed from those described in the referenced geotechnical report. 3. The grading plans show that the four lots will have cut fill transitions or variable fill depth transitions. Structures should not straddle cut/fill or deep fill transitions, due to the potential for adverse differential settlement. Typical transition conditions are shown in Figure 1. These conditions include lots with shallow fills, cut/fill transitions, and transitions between shallow and deep fill. Our recommended site remediation is summarized in Figure 1. Note that for cut/fill transition lots which will be underlain by less than 3 feet of fill (Case 1), we recommend that remedial work consist only of scarifying and recompacting the surficial 12 inches of material. Lot number 3 appears to fall into this category. For cut/fill transition lots and lots with a fill depth transition, we recommend that the cut or shallow fill portion of the building pad be over-excavated. The depth of overexcavation should be equal to a depth of H/2, with a minimum overexcavation below finish grade of 3 feet and a maximum of 10 feet (Case 2 and 3). The variable "H" in this case is equal to the greatest depth of fill underlying the structure. Note that for all cases, the overexcavation should extend a minimum of 5 feet horizontally beyond the proposed building area. The over-excavated portion of the pad should be brought back to finish grade with compacted fill. Lot 2 appears to have a cut/fill transition with fill materials up to approximately 4 feet, as in Case 2. Consequently, the over-excavation portion of the lot should extend a minimum of 3 feet below finished grade. Lots 1 and 4 appear to have varying degrees of fill depths, similar to Case 3, from approximately 1 to 6 feet in Lot 1 and 3 to 8 feet in Lot 4. Therefore, Lots 1 and 4 overexcavations should extend down to 3 and 4 feet below finished pad elevation, respectively. 4. The asphalt concrete paving section should be re-evaluated upon completion of grading activities. The recommendations in this letter were provided using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable geotechnical consultants practicing in this or Geotechnics Incorporated CASE 1.0 RIP 12 INCHES, WATER, COMPACT 3 FEET (MAXIMUM) FILL FORMATION \2% SLOPE OVEREXCAVATE TRANSITION TO A DEPTH OF H/2 (3 FEET MINIMUM, 10 FEET MAXIMUM) CASE 2.0 H > 3 FEET FORMATION CASE 3.0 \ OVEREXCAVATE TRANSITION TO A DEPTH OF H/2 (3 FEET MINIMUM, 10 FEET MAXIMUM)FORMATION Geotechnics Incorporated TRANSITION DETAILS 1450 Chestnut Avenue Bruce Wiegand, Inc. Project No. 0007-006-00 Document Np. 9-0539 FIGURE 1 BRUCE D. WIENGAND, INC. JUNES, 1999 PROJECT NO. 0007-006-00 DOCUMENT NO. 9-0539 PAGE 3 similar localities. No other warranty, expressed or implied, is made as to the conclusions and professional opinions included in this letter. If you have any questions regarding the information presented, we would be happy to meet with you. We appreciate this opportunity to provide professional services. Please do not hesitate to contact us if there is anything else we can do for you. GEOTECHNICS INCORPORATED f Sam E. Valdez, P.E. C 56226 Project Engineer Anthony F. Belfast, P.E. C 40333 Principal AFB/SEV Distribution: (4) Addressee (Mail and FAX: 759-0558) Geotechnics Incorporated. Geotechnics Incorporated May 5,1999 Principals: Anthony F. Belfast Michael P. Imbriglio W. Lee Vanderhurst Mr. Bruce Wiegand Bruce D. Wiegand, Inc. 1060 Wiegand Street Olivenhain, CA 92024 Project No. 0007-006-00 Document No. 9-0420 SUBJECT: UPDATED GEOTECHNICAL RECOMMENDATIONS 4-Lot Subdivision 1450 Chestnut Avenue Carlsbad, California Reference: Hetherington Engineering, Inc. (1990). Preliminary Geotechnical Investigation, 1450 Chestnut Avenue, Carlsbad, California, Project No. 518.1, dated June 20. Dear Mr. Wiegand: As requested, this report provides updated geotechnical recommendations for the subject residential development. The recommendations contained herein are based on a review of the referenced investigation and our experiences with similar projects in the area. No additional field work or laboratory test were performed for this report. SUBSURFACE CONDITIONS Based on the review of the referenced investigation, the site is underlain entirely by terrace deposits with a layer of topsoil on weathered terrace deposits. The topsoil was approximately 1 foot in thickness and consisted of light brown silty sand (SM). The weathered terrace deposits was approximately 11A to 2 fe'et thick and consisted of light brown to orange-brown silty sand. The topsoil and weathered terrace deposit are not considered suitable for support of the propiosed structures in there current st-ate. The terrace deposit consisted of orange to red-brown silty sand. The terrace deposits are presumed to have a very low expansion potential and are considered suitable for support of the proposed structures. Laboratory test of these materials should be conducted during grading to verify assumed soil properties. 9951 Business Park Ave., Ste. B • Phone (619) 536-1000 San Diego Cal • Fax (619) 536-1 BRUCE D. WIEGAND, INC. PROJECT NO. 0007-006-00 MAY 5, 1999 DOCUMENT NO. 9-0420 PAGE 2 CONCLUSIONS AND RECOMMENDATIONS The following sections provide updated recommendations for the design of foundations and slabs. These recommendations should be considered an addendum to the recommendations presented in the referenced investigation. Our recommendations assume that the site is prepared as recommended in the referenced document and that Geotechnics Incorporated provide continuous observation and testing services during site grading. Such observations are considered essential to identify field conditions that differ from those anticipated, to adjust designs to actual field conditions, arid to determine that the grading is accomplished in general accordance with the recommendations of the referenced report. Recommendations presented in this report are contingent upon Geotechnics Incorporated performing such services. Foundation Recommendations These recommendations are considered generally consistent with methods typically used in southern California. Other alternatives may be available. The foundation recommendations contained herein should not be considered to preclude more restrictive criterial of governing agencies or by the structural engineer. The design of the foundation system should be performed by the project structural engineer, incorporating the geotechnical parameters described in the following sections. Shallow Foundations The following design parameters assume that the foundations are underlain with fill soils that are prepared as recommended in the referenced report: Allowable Soil Bearing: 3,000 psf (allow a one-third increase for short- term wind or seismic loads). Minimum Footing Width: 12 inches. Minimum Footing Depth: 18 inches below lowest adjacent soil grade. Minimum Reinforcement: Two No. 4 bars at both top and bottom in continuous footings. Geotechnics Incorporated BRUCE D. WIEGAND, INC. PROJECT NO. 0007-006-00 MAY 5, 1999 DOCUMENT NO. 9-0420 PAGES Post-Tensioned Slab Foundations The following recommendations assume that the buildings are underlain with fill soils that are prepared as recommended in the referenced report and that these fill soils have a very low to low expansion potential, based on UBC criteria: Edge Moisture Variation, em: Center Lift: 5.3 feet Edge Lift: 2.6 feet Differential Swell, ym: Center Lift: 0.6 inches Edge Lift: 0.1 inches Differential Settlement: 0.75 inches Allowable Bearing: 3,000 psf at slab subgrade Site Seismic Factors Based on the subsurface conditions at the site, the following site seismic parameters may be used in the design of the proposed structures. The values are derived from Tables 16-1 through 16-U of the 1997 Uniform Building Code. Seismic Zone Factor, Z 0.4 Soil Profile Type, S Sc Seismic Coefficient, Ca 0.40Na Seismic Coefficient, Cv 0.56N, Near Source Factor, Na 1.0 Near Source Factor, Nv 1.0 Seismic Source Type B On-Grade Slabs V Post-tensioned slabs should be designed using the parameters presented in the previous section. Conventional building slabs should be designed for the anticipated loading. If an elastic design is used, a modulus of subgrade reaction of 150 lbs/in3 should be suitable. The slabs should be at least 5 inches in thickness and be reinforced with at least No. 3 bars spaced 18 inches on center, each way. Geotechnics Incorporated BRUCE D. WIEGAND, INC. PROJECT NO. 0007-006-00 MAY 5, 1999 DOCUMENT NO. 9-0420 PAGE 4 Moisture Protection for Slabs Concrete slabs constructed on soil ultimately cause the moisture content to rise in the underlying soil. This results from continued capillary rise and the termination of normal evapotranspiration. Because normal concrete is permeable, the moisture will eventually penetrate the slab unless some protection is provided. Excessive moisture may cause mildewed carpets, lifting or discoloration of floor tile, or similar problems. The amount of moisture transmitted through the slab can be controlled by the use of various moisture barriers. To decrease the likelihood of problems related to damp slabs, suitable moisture protection measures should be used where-moisture sensitive floor coverings or other factors warrant. A commonly used moisture protection consists of about 4 inches of clean sand covered by "visqueen" plastic sheeting. In addition, 2 inches of sand are placed over the plastic to decrease concrete curing problems associated with placing concrete directly on an impermeable membrane. However, it has been our experience that such systems will transmit from approximately 6 to 12 pounds of moisture per 1000 square feet per day. This may be excessive for some applications. If more moisture protection is needed, Geotechnics Incorporated should be contacted to assist the architect in the design of the under-slab system. The project architect should review the moisture requirements of the proposed flooring system and incorporate an appropriate level of moisture protection as part of the floor covering design. This may include waterproofing the slab. The information in this report represents professional opinions that have been developed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable geotechnical consultants practicing in this or similar localities. No other warranty, expressed or implied, is made as to the conclusions and professional opinions included in this report. Geotechnics Incorporated BRUCE D. WIEGAND, INC. MAY 5, 1999 PROJECT NO. 0007-006-00 DOCUMENT NO. 9-0420 PAGE 5 We appreciate this opportunity to be of professional service. Please do not hesitate to call us if you should have any questions or require additional information. GEOTECHNICS INCORPORATED Sam E. Valdez, P.E. 56226 Project Engineer Distribution: (4) Addressee Anthony F. Belfast, P.E. 40333 Principal Engineer Geotechnics Incorporated HETHERINGTON ENGINEERING, INC. GEOTECHNICAL CONSULTANTS June 20, 1990 Project No. 518.1 Martinet Construction 4111 Park Drive Carlsbad, CA 92008 Attention: Mr. Ed Martinet Subject: PRELIMINARY GEOTECHNICAL INVESTIGATION 1450 Chestnut Avenue Carlsbad, California Dear Mr. Martinet: In accordance with your request, we have performed a preliminary geotechnical investigation at the subject site. Our investigation was performed during May and June, 1990. The purpose of our investigation was to evaluate the property with respect to geotechnical conditions, and to provide recommendations for site grading and building foundation design. Our previous work regarding the subject site consisted of a Phase I Environmental Assessment (see References). With the above in mind, our scope of services included the following: o Review of available soil and geologic reports for-the site and vicinity (see References); o Three drilled test borings for visual observation, geologic mapping, and soil/bedrock sampling; o Laboratory testing of samples obtained; o Engineering and geologic analyses of the data; and, o The preparation of this report presenting our findings, conclusions and recommendations. SITE DESCRIPTION The subject property consists of a generally rectangular shaped 0.95 acre parcel of land located on the north side of Chestnut Avenue, east of the intersection of Chestnut Avenue and Highland Drive, Carlsbad, California (see Location Map, Figure 1). 5245 AVENIDA ENCINAS • SUITE G • CARLSBAD, CALIP PRELIMINARY GEOTECHNICAL INVESTIGATION Project No. 518.1 June 20, 1990 Page 2 The site is bounded by single-family residences to the north, east, and west, and by Chestnut Avenue to the south. The site presently consists of vacant land except for one single-story, bungalow- style, single-family residence at the northwest corner of the property _al^ng with an asphalt driveway that_proyides access to the ~~ " ~ --- -——— ~- Topographically, the site is characterized by gently sloping ground that descends generally from the western margin of the property down to the eastern site boundary at a ratio of approximately 11:1 (horizontal to vertical). Maximum topographic relief across the site is approximately 17 feet. PROPOSED DEVELOPMENT It is our understanding that the existing residence and driveway will be demolished and that proposed development consists of four single-family residences and one primary driveway that will provide access to the residences from Chestnut Avenue. We understand that the new dwellings will consist generally of two-story, wood-frame structures founded on conventional continuous/spread footings with slab-on-grade floors. Several retaining walls are planned to facilitate grade changes. Building loads are expected to be typical for this type of relatively light construction. No grading plan was available for review by our office at the time of this report, consequently, exact grading necessary to achieve building grades is unknown. We understand that the site will be developed as close as possible to the existing grades and assume that relatively minor cuts and fills on the order of 5 feet will be required to achieve final grades. SUBSURFACE EXPLORATION Subsurface conditions, were explored by drilling three test borings to depths ranging from 11 to 21 feet. The approximate locations of the test borings are shown on the accompanying Plot Plan, Figure 3. The test borings were drilled with a truck-mounted bucket auger type drill rig. The subsurface exploration was supervised by a geologist from this office, who visually classified the soils and obtained bulk and undisturbed samples for laboratory testing. The soils were classified according to the Unified Soil Classification System. Classifications are shown on the Boring Logs, Figures 4 through 6. HETHERINGTON ENGINEERING, INC. PRELIMINARY GEOTECHNICAL INVESTIGATION Project No. 518.1 June 20, 1990 Page 3 LABORATORY TESTING Laboratory tests were performed on bulk and undisturbed samples obtained during the subsurface exploration. Tests performed .consisted of_..the_following: ..._^ _.„....._. ^ __^. -^=^ ._...._ o Dry Density/Moisture Content -(ASTM: D 2216) o Maximum Dry Density/Optimum Moisture Content (ASTM: D 1557A) o Direct Shear (ASTM: D 3080) o Amount of Material in Soil Finer than the No. 200 Sieve (ASTM: D 1140) Results of the dry density and moisture content determinations are shown on the Boring Logs, Figures 4 through 6. The remaining laboratory test results are presented on Figures 7 and 8. SOIL AND GEOLOGIC CONDITIONS 1. Geologic Setting The subject site lies within the general coastal region, which in the site vicinity is characterized" by a number of marine terraces and rolling hill type topography that extends from inland areas of higher elevation and descends generally west- southwest in a "stairstep" fashion down to the present day coastline. The subject property is contained within the southwest portion of the USGS San Luis Rey 7-1/2 minute quadrangle. The proposed construction site is underlain entirely by Terrace Deposits of the Pleistocene age Lindavista Formation along with a relatively thin surficial layer of topsoil material and weathered Terrace Deposits. Lindavista Formation sediments were deposited in marine and non-marine environments during ancient sea level fluctuations. No evidence of faulting, bedding or groundwater was observed in our test borings. Active and potentially active fault zones within the general site region include the Elsinore and Rose Canyon/Newport- Inglev/ood, which are located approximately 23 miles and 4 miles from the site respectively. HETHERIIMGTON ENGINEERING, INC. __ -- L ___ • '"l-- - _ f — — i—:..-C*— V r—~-A 191-. ,^ \ .. BASE MAP: SAN LUIS REY QUADRANGLE NORTH SCALE: 1'=2000' LOCATION MAP HETHERINGTON ENGINEERING GEOTECHNICAL CONSULTANTS 1450 CHESTNUT AVENUE PROJECT NO. 618.1 FIGURE NO. 1 PRELIMINARY GEOTECHNICAL INVESTIGATION Project No. 518.1 June 20, 1990 Page 4 2. Geologic Units Soil and geologic materials encountered in our test borings are described as follows: a. Topsoil -----The subject -^property is. 1 foot thick layer of surficial soils consisting primarily of ""dry , loose , Tight ~brown silty fine sand. THis~~material is not considered suitable for support of the proposed structures or improvements in its existing state. b. Disturbed/Weathered Terrace Deposits - Disturbed and/or weathered Terrace Deposits underlie the topsoil of the property to a depth of about 2-1/2 to 3 feet below existing site grades. These deposits consist generally of slightly porous to porous, dry to damp, loose to medium dense,, light brown to orange-brown silty fine sand. This material is not considered suitable for support of the proposed structures or improvements in its existing state. c. Terrace Deposits - The entire site is underlain by Pleistocene age Terrace Deposits of the Lindavista Formation. As observed, these sediments consist generally of massive, damp to moist, dense, orange to red-brown silty fine to medium-grained sand with occasional pockets of friable light brown to orange silty fine sand. Terrace Deposits are considered to be non-expansive and suitable for support of fill, structures and other improvements. 3. Groundwater No groundwater was observed in the borings during our investigation. It should be noted, however, that fluctuations in the amount and level of groundwater may occur due to variations in rainfall, irrigation, and other factors which may not have been evident at the time of our field investigation. SEISHICITY / The site is within the seismically active southern California region. There are, however, no active or potentially active faults located within or adjacent to the site. Active and potentially active fault zones within the general site region include the offshore extension of the Rose Canyon/Newport-Inglewood and the inland Elsinore, which are located approximately 4 miles and 23 miles from the site respectively. Strong ground motion could also HETHERIIMGTON ENGINEERING, INC. PRELIMINARY GEOTECHNICAL INVESTIGATION Project No. 518.1 June 20, 1990 Page 5 be expected from earthquakes occurring along the San Jacinto and San Andreas fault zones which lie northeast of the site at distances of approximately 47 miles and 72 miles, respectively. The San Clemente fault, which lies approximately 55 miles southwest of the site, as well as numerous other offshore faults, could also cause^strong-^ground motion.^ - ::- ~— —r-^ —-=^-=.—=:--—=:~-_—.- Seismic risks on-site are limited to ground shaking during seismic events on active faults in the region. The geographic relation- ships between faults and the site are shown on the attached Regional Fault Map, Figure 2. The following table lists the known active and potentially active faults which would have the greatest impact on the site. Maximum Probable Earthquake Estimated Bedrock Acceleration Fault (Moment Magnitude) Peak Repeatable Rose Canyon/Newport- 6.5 O.SOg 0.32g Inglewood (4 miles SW) Elsinore 7.0 0.15g 0.15g (23 miles NE) SEISMIC EFFECTS 1. Ground Acceleration The most significant probable earthquake event to effect the property, would be a 6.5 magnitude earthquake on the Rose Canyon/Newport-Inglewood fault. Potentially, repeatable hori- zontal ground acceleration on the order of 0.32g is possible with a duration of strong ground motion exceeding 25 seconds. Peak (instantaneous) accelerations would be higher. 2. Liquefaction Liquefaction is not a potential due to the dense underlying Terrace Deposits and lack of shallow groundwater. 3. Landslidinq Seismically induced landsliding is not considered a site hazard due to the gently sloping ground that characterizes the property. HETHERINGTON ENGINEERING, INC. NORTH NOT TO SCALE REGIONAL FAULT MAP KIITKER1KGTOK EKGIKEERIKG GEOTECHNICAL CONSULTANTS 1460 CHESTNUT AVENUE PROJECT NO. 618.1 FIGURE NO. 2 PRELIMINARY GEOTECHHICAL INVESTIGATION Project No. 518.1 • June 20, 1990 Page 6 4. ground Rupture Fault rupture on-site is not likely. However, ground cracks are possible during future seismic events, throughout southern California. CONCLUSIONS AND RECOMMENDATIONS 1. general The proposed development is feasible from a geotechnical standpoint. Grading and foundation plans should take into account the appropriate geotechnical features of the site. 2. Site Grading prior to grading, the site should be cleared of obstructions and debris and stripped of vegetation. Holes resulting from the removal of buried obstructions should be backfilled with compacted fill. In the event that abandoned cesspools, septic tanks or storage tanks are discovered during demolition or excavation of the site, they should be removed and backfilled in accordance with local regulations. Existing utility lines should be removed and capped in accordance with the local requirements. Existing topsoil and disturbed/weathered Terrace Deposits should be removed down to dense undisturbed Terrace Deposits over the entire site. Removal depths for the site will likely be on the order of 2-1/2 to 3 feet. Final removal depths should be determined and verified by the Geotechnical Engineer during grading. Following the removal of unsuitable soils, all areas to receive fill should be scarified to a depth of 6 to 8 inches, brought to near optimum moisture conditions and compacted to at least 90 percent relative compaction. Fill should be compacted by mechanical means in uniform horizontal- lifts of 6 to 8 inches in thickness. All fill should_ be compacted to a minimum relative compaction of 90 percent based upon ASTM: D 1557. The on-site materials are suitable for use as compacted fill. Rock fragments over 6 inches in dimension and other perishable or unsuitable materials should be excluded from the fill. All grading and compaction should be inspected and tested as necessary by the Geotechnical Engineer. HETHERINGTON ENGINEERING, INC. PRELIMINARY GEOTECHNICAL INVESTIGATION Project No. 518.1 June 20, 1990 Page 7 3. Foundation and Slab Recommendations The proposed structures may be supported on conventional continuous and/or spread footings bearing in compacted fill soils or dense undisturbed Terrace Deposits. Footings should extend^^,to ^ a__ .minimum -..-depth, of ._18.ri^crh^s.^ntp_.sui-tQb;J,^e.—b.e.ar4.ng materials. Footings located adjaciifit."to utility'"trenches should -extend--below a 1:1 plane—projected upward-from the inside bottom corner of the trench. Continuous footings should be reinforced with a minimum of two #4 bars, one top and one bottom. Footings bearing as recommended may be designed for a dead plus live load bearing value of 3000 pounds per square foot. This value may be increased by one-third for loads including wind or seismic forces. A lateral bearing value of 200 pounds per square foot per foot of depth and a coefficient of friction between foundation soil and concrete of 0.4 may be assumed. These values assume that footings will be poured neat against the foundation soils. Footing excavations should be inspected by the Geotechnical Engineer prior to the placement of steel to ensure that they are founded in suitable bearing materials. Floor slabs should have a minimum thickness of 4-inches and should be reinforced with at least #3 bars spaced at 18-inches, center to center, in two directions, and supported on chairs so that the reinforcement is at mid-height in the slab. In areas where moisture .sensitive floor coverings are planned, slabs should be underlain by at least 2-inches of clean sand over a 6- mil plastic moisture barrier. Prior to placing concrete, the slab subgrade soils should be thoroughly moistened. 4. Retaining Walls Retaining walls free to rotate (cantilevered walls) should be designed for an active pressure of 30 pounds per cubic foot, equivalent fluid pressure, assuming level backfill consisting of on-site soils. Walls restrained from movement at the top should • be designed for an additional uniform soils pressure of 8xH pounds per square foot where H is the height of the wall in feet. " Any additional surcharge pressure behind the wall should be added to these values. Retaining wall footings should be designed in accordance with the previous building foundation recommendations. Retaining walls should be provided with adequate drainage to prevent buildup of hydrostatic pressure and should be adequately waterproofed. HETHERINGTON ENGINEERING, INC. PRELIMINARY GEOTECHNICAL INVESTIGATION Project No. 518.1 June 20, 1990 Page 8 5. Trench and Retaining 'Wall Backfill All trench and retaining wall backfill should be compacted to at least 90 percent relative compaction and tested by the Geotechnical Engineer. 6. Site Drainage _ The on-site soils are sandy in nature and thus susceptible to erosion. The following recommendations are intended to minimize the potential adverse effects of water on structures and appurtenances. a. Consideration should be given to providing structures with roof gutters and downspouts; b. All site drainage should be directed away from structures. On-site Terrace Deposits are sandy in nature and are erodible if exposed to concentrated drainage. c. No landscaping should be allowed against foundations. Moisture accumulation or watering adjacent to foundations can result in deterioration of wood/stucco and may effect foundation performance; d. Irrigated areas should not be over-watered. Irrigation should be limited to that required to maintain the vegetation. Additionally, automatic systems should be seasonally adjusted to minimize over-saturation potential particularly in the winter (rainy) season; e. All slope, yard, and roof drains should be periodically checked to verify they are not blocked and flow properly. This may be accomplished either visually or, in the case of subsurface drains, placing a hose at the inlet and checking the outlet for flow. 7. Grading and Foundation Plan Review Final grading and foundation plans should be reviewed by the Geotechnical Engineer to confirm conformance with the recommendations presented herein and to modify the recommendations as necessary. HETHERINGTON ENGINEERING, INC. PRELIMINARY GEOTECHNICAL INVESTIGATION Project No. 518.1 June 20, 1990 Page 9 LIMITATIONS The analyses, conclusions and recommendations contained in this report are based on site conditions as they existed at the time of our investigation and further assume the excavations to be representative ~ of the^nsubsurface "conditibns^througho^^^ If different subsurface .^conditions .from those encounterjsd—^uring our exploration are observed or appear to be present in excavations, the Geotechnical Engineer should be promptly notified for review and reconsideration of recommendations. Our investigation was performed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable Geotechnical Consultants practicing in this or similar localities. No other warranty, express or implied, is made as to the conclusions and professional advice included in this report. This opportunity to be of service is appreciated, questions, please call. Very truly yours, HETHERINGTON ENGINEERING, INC. If you have any MARK D. HETHE Civil Engii} Geotechni (both BRANDON BOKA Staff Geologist PAUL A. BOGSET, Certified Eng (expires 6 t 1153 HETHERINGTON ENGINEERING, INC. REFERENCES Hetherington Engineering, Inc., Phase I Environmental Assessment, 1450 Chestnut, Carlsbad, California, dated April 27, 1990. Jennings, C.W., 1975, 'Fault Map of California, California Division of Mines and Geology,. Geologic Data Map No. 1. Ploessel and Slossen, 1974, Repeatable High Ground Accelerations from Earthquakes, California Geology, September 1974. Seed and Idriss, 1982, Ground Motion and Soil Liquefaction During Earthquakes^ EERI Nomograph. "7" -.-.-..—, Weber, Harold F., Jr., 1982, Recent Slope Failures, Ancient Landslides and Related Geology of the North-Central Coastal Area, San Diego County, California, California Divisions of Mines and Geology, Open-File Report 82-12LA. HETHERINGTON ENGINEERING, INC. 5-3 B-2 o COo Q. O CC O. B-1 CHESTNUT AVENUE LEGEND B-3 APPROXIMATE LOCATION OF TEST BORING SCALE: 1"«30' PLOT PLAN KETHERIKGTOK EKGIKEERIKG GEOTECHNICAL CONSULTANTS 1450 CHESTNUT AVENUE CARLSBAD, CA PROJECT NO. 618.1 FIGURE NO, 3 DRILLING COMPANY- San Diego Drilling RIG: E-70 DATE: 5/30/90 f.npiur: piXMFTFR- ^0" DRIVE WEIGHT: 2218* DROP: 12" ELEVATION: i- Ui UJu. *^X H-a. UJO — 0 - i UJ Ci < V) o CD <^*\ J 5 — v s _t/\ - 10 5 ~ 20 25 .^_^M_ X" LU -* £ 05 0< u. UJ ?, > 0 CC J^ o J 10 „ „ -*' | -i - - •T g - 10 11 ^- oz UJ 0 D -' 120.0 1 .: . *> 111.2 119.3 — 117.2 125.7 -' ^ TTor H i |j t CA H 6 §a 8 3.5 A '• 3.0 5.6 _ 7.8 8. A tow ^, O . ^ d o) w 2 QM ^,-- \ - — BORING NO. 1 SOIL DESCRIPTION TOPSOIL: Liqht brown silty fine sand, dry, loose DISTURBED/WEATHERED TERRACE DEPOSITS: Liqht brown, , . -. f . .. , --to— orange— Drown :SiJ-ty rine- sand, dry to damp,:: loose to medium dense, slightly porous to porous TERRACE DEPOSITS: Orange to red-brown silty fine sand, damp to moist, dense, some pockets of friable light brown to orange silty sand Moist below 7' Red-brown silty fine to medium sand, moist, dense, some pockets of friable orange silty sand Total Depth 21 ' No Groundwater - — - - - - - - No Caving |_ — 3 0 — ' • BORING LOG KETKuFUUGTOU CKG.IIiEE GEOTECHNICAL CONSULT Ah TUK'G. 1450 Chestnut Avenue J 1 S PROJECT NO. 518.1 FIGURE NO. 4 DRILLING COMPAK'Y:San Dieqo Drillina ^'G: r-~70 DATE: 5/30/90 BORING DIAMETER: 30" DRIVE WEIGHT: 2218s DROf': 12" ELEVATION:> DEPTH (FEET)— u — 5 10 £ "-— 20 — 25 —BAG SAMPLEDRIVE SAMPLEBLOWS/FOOTX ----- >< ^^_ X - >•_ 15 7 11 11 6 5 - >- fnzutosi0 H 120.2^ 116.1 110.2 118.4 111.3 102.5 /1MOISTURE•CONTENT (%)^=-3 _.,.-_=, 7.0 6.3 7.1 5.4 4.9 co <£_i m w ci d » 0 s0 C. SM \ BORING NO. 2 SOIL DESCRIPTION TOPSOIL: Light brown silty fine sand, dry, loose DISTURBED/WEATHERED TERRACE DEPOSITS: Light brown --to -orange-brown silt-y^f ine^sand:,"- -dry- to- damp, loose to medium dense, slightly porous * TERRACE DEPOSITS: Orange to red-brown silty fine sand, damp to moist, dense, 'some pockets of friable orange silty sand Red-brown silty fine to medium sand, moist, dense, some pockets of friable orange silty sand Light brown to light gray fine to medium sand, moist, dense, friable Total Depth 21 ' No Groundwater No Caving J - _J j — ! p— *it BORING LOG KETKEFiSL'ClTO!: EL'GIUEE GEOTECKNICAL CONSULTAN RflxCt 1450 Chestnut Avenue Ib TROJECT UO. 518.1 FIGURE NO. 5 DRILLING COMPANY- San Diego Drilling RIQ: E-70 DATE: S/30/90 BORING DIAMETER: 30" DRIVE WEIGHT: 2218* DROP: 12" ELEVATION:, DEPTH (FEET)— u - _ 5 10 15 20 25 DAO SAMPLEDRIVE SAMPLEBLOWS/FOOT. ] - =5-..---... 5 6 9 > co Z'UJo «-I0 ^ 114.2 109.8 .116.9 116.6 MOISTURECONTENT (^)--3v9 3.8 7.6 8.3 CO S^5 « 0 o =; » 0 DV) ~ SM \ \ V BORING NO. 3 SOIL DESCRIPTION TOPSOIL: Light brown silty fine sand, dry, loose ; i DISTURBED/WEATHERED TERRACE DEPOSITS: Light brown I to orange-brown- -s-ii ty--f ine--sand-,- dry to damp, [ loose to medium dense, slightly porous ! TERRACE DEPOSITS: Orange to red-brown silty fine sand, damp to moist, medium dense to dense, some : pockets of friable orange silty sand Red-brown silty fine to medium sand, moist, dense, some pockets of friable orange silty sand r Total Depth 11' 1 No Groundwater No Caving f ! i BORING LOG KETKERIKGTOK EKCrKEE GEOTECHNICAL CONSULT Als FillvO: H50 Chestnut Avenue ns , PROJECT NO. 518.1 FIGURE NO. b SHEAR STRENGTH (PSF) |-• -* KJI • K> LJ§O W Q 17* OO 5 O • Q Oo o o o o— • — /s / j S / -.-_.j;::^--_^._;-4--- / / 7 / / - T J / / / 7s - - ' / X// f /\ / / / .. .. ) 500 1000 1500 7000 2500 3000 NORMAL PRESSURE (PSF) SYMBOL SAMPLE LOCATION £ r B-2 § 1% COHESION (psf) - FRICTION ANGLE {•) <3 REMARKS Refolded to 90% of inaximur.i dry density i optimum v.-ater content DIRECT SHEAR TEST RESULTS HETKERINGTOU ENGINE GEOTECHNICAL CONSULT/ ERING 1450 Chestnut Avenue <NIS I 7 PROJECT NO. 518.1 | FIGURE NO. ' MAXIMUM DRY DENSITY/OPTIMUM MOISTURE CONTENT (ASTM: D 1557) _ 1-1 i ..:...._._:..- Maximum Optimum Sample Dry Density Moisture Content Location Description (pcf) ' (%) B-2 @ I' Light brown to orange 130.0 8.0 brown silty fine sand AMOUNT OF MATERIAL IN SOILS FINER THAN THE NO. 200 SIEVE (ASTM: D 1140) Sieve No. 40 No. 200 Amount Passing ' - 78 20.8 Project No. 518.1 Figure No. 8 AUG-05-99 THU 12:29 P. 06 City of Carlsbad ^F ""^^^HBJ^B^BB^^^M**^MBMIMBMI^^^1MMMBBuilding Department CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit The City will not issue any building permit without a completed school fee form. Project Name: Building Permit Plan Check Number Project Address: A.P.N.: Project Applicant (Owner(s) Name(s)) Project Description: Building Type: Residential Carlsbad PC990084 1480,1450,1460,1470 Chestnut Ave 205-130-78,79,80,81 Wiegand Neglia Corp 4 lot subdivision Single Family Detached Number of New Dwelling Units Square Feet of Living Area in New Dwelling 11,079 Second Dwelling Unit: Square Feet of Living Area in SOU N / A Res, Additions: Net Square Feet New Area Comerc./ !nd.:Square Feet Floor Area City Certification of ,—. Applicant's information:^ Date: ^SCHOOL DISTRICTS WITHIN THE CfTY OF CARLSBAD Carlsbad Unified School District ;\j 801 Pine Ave, ^^ Carlsbad CA 92009 (72§j32QTT J San Marcos Unified School District 215 Mate Way San Marcos. CA 92069 (736-2200) l District 101 South Ranch Santa Fe Rd Encinitas. CA 92024 (944-4300) San Dieguito Union High School District 710 Encinitas Blvd. Encinitas. CA 92024 (75S-6491) Certification of Applicant /Owners. The person executing this declaration ("Owner7) certifies under penalty gf perj'ury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/ developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. Date: AUG-05-99 THU 12:30 p. 07 -i SCHOOL DISTRICT SCHOOL FEE CERTIFICATION {To be completed by the school district(s)) WF»*W*W****» ******* »************»*«»***********«•*»»«*«•»«•«•*****•******»*»•»«***********»*»»*****»*•*•* THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL ^ J.H. BlairTITLE [ Assistant Supt NAME OF SCHOOL DISTRICT "u^™* ^bsd IMied School District .. . PI!.!, fin;'! /k'prmp . DAT£ ^ / ^ n Carlsbad, California 92GO£ PHONE NUMBER WIEGAND NECLIA CORP. 1060 Wiegand Street Olivenhain, CA 92024 (619)759-0970 Fax (619) 759-0558 website: www.wiegandhomes.com e-mail: wncorp@msn.com FAX TRANSMITTAL DATE: June 7, 1-999 TO: Dana - Building Dept COMPANY: City of Carlsbad FROM: Bart Neglia FAX No. 760 438-0894 RE: PC990084 Number of pages including this transmittal:Originals to be mailed: Yes No X L CARLSBAD 4 SEQUENCE LIST PARCEL* 1 2 3 4 : ADQS£S$ 1480 Chestnut Ave /~n <ff^^CfJQy 4 Rrrl J-& 0^ 1 450 Chestnut Ave Gj*> 7 ^13 7 7 1460 Chestnut Ave /A ^23^6 4 ReJ ^ J.S- RrJrl. 1470 Chestnut Ave^^^^y FLAft/£|£V. 1A 1 B (Reverse) 2A (Reverse) 2B saFT, 2720 720 38 2720 720 38 2817 779 36 2817 779 36 Total living area Garage Porch Total living area Garage Porch Total living area Garage Porch Total living area Garage Porch t C\") ?—J^9- ^t ^•^ 40 c^ r\ ^ Klf-/ | ~i> §^_ ^''. 1? S>' •v § "^ ^ ' -&V* I**4 § K \ ^o f w A /**^x) //^ 1 • ^ ' %-A \ * t ^~^ . ' ^ ^sj