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2610 PIRINEOS WAY; ; PC020039; Permit
ON of Carlsbad Building Plan Check Permit No: PCO20039 Job Address: 2610 PIRINEOS WY Status: PENDtN6— Permit Type: PLANCK Applied: 09/05/2002 Parcel No: Lot #: 0 Approved: Reference No: Issued: /./.31/1O02._ PC U: Inspect Area: Project Title: PIRINOS POINTE,BLDGS 4&5 2 UNITS(BLDG-4), CLUBHOUSE(BLDG-5) Applicant: Owner: V Fees: $0.00 Additional Fees: $0.00 Total Fees: $0T1 Balance: $0.00 .• )fc[f.J FOR OFFICE USE ONLY. PERMIT APPLICATION. PLAN CHECK NO.O O3 CITY OF CARLSBAD BUILDING DEPARTMENT EST. VAL._________________ 1,635 Faraday Ave., Carlsbad, CA 92008 PlanCk Deposit2 Validated By Date________________________ 1, _PROJ~l FOR ATION. Address (incl q - Business N iddrs Legal Ption (: . Subdwision Name/Number Na PKasg No. Total #of units Assessor' Parcel # Existing Use ,,2., Propoed Use Description of Work - SQ. FT. #of Stories # of Bedrooms # of Bathrooms 0 CT, a wall Nr Name Address -• City State/Zip Telephone # Fax # ere __ Name Addré / State/Zip Telephone # R74 __ WNER - Name Address 0 City State/Zip Telephone # - - - (Sec. 7031 .56usiness and Professions Code: Any City or County which requires a permit-to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or the( he is exempt therefrom, and the basis for the alleged tion. Any on75by Name Address City State/Zip Telephone # State License # 67 773f7 License Class City Business License # Designer Name Address City State/Zip Telephone Stale License # 1~6_;`Q~',LRWQ_RKEfS L- • - - Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: C] I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the ork for which this permit is issued. I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance c rier and policy-number are: Insurance Company S713r9" f1W Policy No. Expiration Date__________________ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS ($100) OR LESS) o CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to becom • ct to the Workers' Compensation Laws of California. W ING: Failure o secure ers' cornpensatio erage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred addItion 3106 of t4!Vbor _ ter attorney's fees. DATE 11141- WRBUILE DELAñ I hereby affirm that I am exempt from e Contractor's License Law fo e following reason: 0 I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). 0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts, for such projects with contractor(s) licensed pursuant to the Contractor's License Law). • • . • 0 I am exempt under Section Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES ONo I (have / have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed Construction (include name / address / phone number / contractors license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name I address I phone number I contractors license number): I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address I phone number '/type of work): . • • PROPERTY OWNER SIGNATURE . • • DATE ' - • '" Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 ór25534.of the Presley-Tanner Hazardous Substance Account Act? 0 YES 0 NO Is the applicant or future building occupant required to obtain a permit from the air pollution control -district or air quality management district? 0 YES 0 NO - -.-- -*, -------'-------- -- _- •--,---,--- -- -.---.- - I— 'lthe facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES 0 NO • IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT, HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. - - I hereby affirmm-that there is a constructionlending ager1W for the performance of the work f which this p mi is issu (Sec. 30 7(i) Civil Code). 0 LENDER'S NAME/NC/4/4'fl c '73? / '..4C. LENDER'S ADDRESS /), • • - tAl ic3cERTIEicATION -. -•J1• • I certify that I have read the application and state that the above information is correct arid that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building constructicn. I hereby authorize representatives ofthe Cit%' of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'6" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every per • sued by the ilding 0 let ndef the provision this Code shall expire b limitation and become null and void if the building or work - authorized by such,pe it is not commenced it i s from the, to of mit or if th uil - r ork authorized by such permitis suspended or abandoned at any time aft.er th - ',?APPLiC'JT S SIGN ork is commenced (Or a pé 18'days (Se tion 1 6 4 tom uil o DATE (9"_ 0 - - - - WHITE le YELLOW: Applican PINK: Finance - - - EsGil Corporation' In Partnership wit,c government for Bui(Iing Safety DATE: December 31, 2002 o APPLICANT U JURIS. JURISDICTION: Carlsbad U PLAN REVIEWER + UFILE PLAN CHECK NO.: PCO2-0039 SET: IV PROJECT ADDRESS: 2610 Pirineos Way PROJECT NAME: Bldgs 4 & 5(Residential & Clubhouse) for Pirineos Points LI The plans transmitted herewith Have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. LI The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: ' Telephone #: Date contacted: (by: , ) ' Fax #: Mail Telephone Fax In Person REMARKS: 1) Mr Daryl Club, Builder, to hand carry the plans. 2) Sheets A2.5, 7.2, 7.3,7.4, 7.5, S3.0 were slip sheeted for this set Ill of plans. The architect/builder indicated that the same were slip sheeted to the City's set Ill also. Please have the architect/builder verify that the City's set and this set are the'same. 3) Applicant to attach both perforated sheets to "City" set and add red-lined note to the Title sheet. 4) Notes and diagram were shown on sheets A2.5 and A7.5 and should be reflected on the City's set also. By: Bert Domingo Enclosures: Esgil Corporation 0 GA [:1 MB 0 EJ 0 PC Log 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 EsGil Corporation 2n artnersfiip wit/i government for Bui(1ing Safety DATE: December 17, 2002 JURISDICTION: Carlsbad PLAN CHECK NO.: PCO2-0039 SET: III PROJECT ADDRESS: 2610 Pirineos Way U CANT JURI U PLAN REVIEWER U FILE PROJECT NAME: Bldgs. 4& 5(Residential & Clubhouse) for Pirineos Points LI 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. LI The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Darryl Clubb 7929 Silverton Avenue, # 609, San Diego, CA 92126 Eli 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: Darryl Clubb Telephone #: (858) 689-8911 518-7033(Cell) Date contacted: )? I q (2 (by: t ) Fax #:0234 Mailc..-<felephone Fax-" In Person LI REMARKS: By: Bert Domingo Enclosures: Esgil Corporation 0 GA 0 MB •EJ 0 PC 12/10/02 trnsmtl .dat 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 i S Carlsbad PCO2-0039 December 17, 2002 RECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad PROJECT ADDRESS: 2610 Pirineos Way DATE PLAN RECEIVED BY ESGIL CORPORATION: 12/10/02 REVIEWED BY: Bert PLAN CHECK NO.: PCO2-0039 SET: III DATE RECHECK COMPLETED: December 17, 2002 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with, the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does nct permit the violation of any state, county or city law. Please make all corrections on the original tracings and submit two new sets of prints to: ESGIL CORPORATION. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items.' Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? UYes El No Carlsbad PCO2-0039 December 17, 2002 GENERAL Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858)560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. PLANS 2. All sheets of the plans and the first sheet of the calculations are required to be signed by the California licensed architect or engineer responsible for the plan preparation. Please include the California license number, seal, date of license expiration and the date the plans are signed. Business and Professions Code. This will be checked when-all the items below are met - 6. When special inspection is required, thearchitect 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. This will be checked when the retaining wall is redesigned. . LOCATION ON PROPERTY Exterior walls shall have a 30 inch parapet when less than 10 feet to a property line or an assumed propertyline. The uppermost 18" of such parapets shall be noncombustible. (see exceptions, Section 709.4) Please show detail for the one hour construction for the roof system. The referenced ICBO PFC # 4354 does not show a one hour construction roof, The exterior wall shall have protected openings (3/4 hour) when closer than 10 feet to a property line or an assumed property line. Section 503. Please show how the mechanical room door vents would be protected. The response seems not compatible. Carlsbad PCO2-0039 December 17, 2002 11. Combustible projections located where openings are required to be protected shall be heavy timber or one-hour construction. Section 705. Sheets A5.1 and 2 and A7.4 still show eave projection. Where is sheet A5.12 . FIRE-RESISTIVE CONSTRUCTION 14. Fire-resistive exterior wall construction shall be maintained through attic areas or other areas containing concealed spaces. Section 709.3.1. Please show detail and cross reference. Please provide double blocking of the trusses shown on the details 04 & 051A7.4. 17. Guardrails (Section 509.1): a) Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Table 16-13. Please submit calculations. a) Please clarify the 8'I20 in the calculations. b) Please show how the recommended bolts were derived. Please show detail of the system and cross reference. This item b) is not responded to. 31. The restrained top retaining wall should conform to the soils report loading recommendations. Please see item # 3 under the retaining wall of the soils report. The revised calculations still not showing the correct loading. The parameter indicated that the 7XH is an additional load to the equivalent fluid pressUre. ELECTRICAL, PLUMBING, MECHANICAL, AND ENERGY CORRECTIONS PLAN REVIEWER: Eric Jensen PLUMBING (1997 UNIFORM PLUMBING CODE) Provide gas line plans and calculations showing gas demands, pipe lengths, and pipe sizing. UPC 1217.0 A new gas line isometric was submitted however gas loads were not included. Please provide the appliance BTUs with the isometric design. Note: This is especially important because / did a quick calculation using the standard values from the UPC (The mechanical loading was indeterminable, I used 100,000) and the pipe sizing was seriously undersized throughout. Note: Both the electrical panel schedules and gas piping design have been provided on 11 X 17 sheets that must be included as a permanent part of the permitted plans. Note: If you have any questions regarding this Electrical, Plumbing, Mechanical, and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. Carlsbad PCO2-0039 December 17, 2002 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: S E3 Yes E3 No The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Bert Domingo at Esgil Corporation. Thank you. Carlsbad PCO2-0039 November 26, 2002 RECHECK PLAN CORRECTION LIST IJURISDICTION: Carlsbad PROJECT ADDRESS: 2610 Pirineos Way DATE PLAN RECEIVED BY ESGIL CORPORATION: 11/15/02 REVIEWED BY: Bert Domingo FOREWORD (PLEASE READ): PLAN CHECK NO.: PCO2-0039 SET: II DATE RECHECK COMPLETED: November 26, 2002 This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and 'state laws regulating energy conservation, noise attenuation and disabled access. ,This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed 'need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the ,approval of the plans does not permit the violation of any state, county or city law. - Please make all corrections on the original tracings and submit two new sets of prints to: ESGIL CORPORATION. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. ' C.- The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items. D. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? lJYes ' lNo Carlsbad PCO2-0039 November 26, 2002 GENERAL 1. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 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. . PLANS 2. All sheets of the plans and the first sheet of the calculations are required to be signed by the California licensed architect or engineer responsible for the plan preparation. Please in the California license number, seal, date of license expirationand the date the plans are signed. Business and Professions Code. This will be checked when all the items below are met. 6. When 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. This will be checked when the retaining wall is redesigned. . LOCATION ON PROPERTY Exterior walls shall have a 30 inch parapet when less than 10 feet to a property line or an assumed property line. The uppermost 18" of such parapets shall be noncombustible.- (see exceptions, Section 709.4) Please show detail' for the one hour construction for the roof system. ' The exterior wall shall have protected openings (3/4 hour) when closer than 10 feet to a property line or an assumed property line. Section 503. Please show how the mechanical room door vents would be protected. 11. Combustible projections located where-openings are required to be protected shall be heavy timber or one-hour construction. Section 705. Sheets A5.1 and 2 and A7.4 still show eave projection. Carlsbad PCO2-0039 November 26, 20G2 12. Projections may not extend more than 12 inches into areas where openings are not allowed. Section 503.2.1. Please see item 11 above. . FIRE-RESISTIVE CONSTRUCTION 14. Fire-resistive exterior wall construction shall be maintained through attic areas or other areas containing concealed spaces. Section 709.3.1. Please show detail and cross reference.. 17. Guardrails (Section 509.1): a) Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Table 16-B. Please submit calculations. a) Please clarify the 8'I20 in the calculations. b) Please show how the recommended bolts were derived. Please Show detail of the system and cross reference. . FOUNDATION 23. If the soils engineer would recommend that he/she review the foundation excavations, please note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise-the building official in writing that: None shown on sheet S2 as responded. The building pad was prepared in accordance with the soils report, The utility trenches have been properly backfilled and compacted, and The foundation excavations comply with the intent of the soils report." ADDITIONAL 26. Please provide an updated documentation for the fireplace ICBO approval. 31. The restrained top retaining wall should conform to the soils report loading recommendations. Please see item # 3 under the retaining wall of the soils report. ELECTRICAL, PLUMBING, MECHANICAL, AND ENERGY CORRECTIONS PLAN REVIEWER: Eric Jensen Correct the following two items: The units are supplied with Gas water heaters, not the electrical as shown on the panel schedule. Please correct the electrical panel schedule. The gas piping diagram does not include the water heating load. Please include the water heater load on the supplied gas design and revise the gas piping sizing as necessary ELECTRICAL (1996 NATIONAL ELECTRICAL CODE) Provide a typical unit panel schedule or identify the circuiting on the single line diagram. Carlsbad PCO2-0039 November 26, 2002 PLUMBING (1997 UNIFORM PLUMBING CODE) 2 Provide gas line plans and calculations showing gas demands, pipe lengths, and pipe sizing. UPC 1217.0 Note: If you have any questions regarding this Electrical, Plumbing, Mechanical, and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. 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: C3 Yes UNo The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Bert Domingo at Esgil Corporation. Thank you. Carlsbad PCO2-0039 November 26, 2002 CAp1 Citv .C arlsbad oji!uiIdin9DePartment BUILDIN NOTICE OF REQUIREMENT FOR SPECIAL INSPECTION Do Not Remove From Plans Plan Check No. PCO2-0039 Job Address or Legal Description 2610 Pirineos Way Owner Address You are hereby notified that in addition to the inspection of construction provided by the Building Department, an approved Registered Special Inspector is required to provide continuous inspection during the performance of the phases of construction indicated on the reverse side of this sheet. The Registered Special Inspector shall be approved by the City of Carlsbad Building Department prior to the issuance of the building permit. Special Inspectors having a current certification from the City of San Diego, Los Angeles, or ICBO are approved as Special Inspectors for the type of construction for which they are certified. The inspections by a Special Inspector do not change the requirements for inspections by personnel of the City of Carlsbad building department. The inspections by a Special Inspector are in addition to the inspections normally required by the County Building Code. The Special Inspector is not authorized to inspect and approve any work other than that for which he/she is specifically assigned to inspect. The Special Inspector is not authorized to accept alternate materials, structural changes, or any requests for plan changes. The Special Inspector is required to submit written reports to the City of Carlsbad building department of all work that he/she inspected and approved. The final inspection approval will not be given until all Special Inspection reports have been received and approved by the City of Carlsbad building department. Please submit the names of the inspectors who will perform the special inspections on each of the items indicated on the reverse side. of this sheet. (over) Carlsbad PCO2-0039 November 26, 2002 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 l.have prepared the following special inspection program as required by UBC Section 106.3.5 for the construction project located at the site listed above. Engineer's/Architect's Seal & Signature Here Signed 1. List of work requiring special inspection: Soils Compliance Prior to Foundation Inspection fl Field Welding Structural Concrete Over 2500 PSI L High Strength Bolting Prestressed Concrete ExpansionlEpoxy Anchors LII Structural Masonry. D Sprayed-On Fireproofing Designer Specified 0 Other 2. Name(s) of individual(s) or firm(s) responsible for the special inspections listed above: 3. Duties of the special inspectors for the work listed above: C EsGil Corporation In Partnership with Government for Building Safety DATE: September 13, 2002 JURISDICTION: Carlsbad PLAN CHECK NO.: PCO2-0039 SET: I PROJECT ADDRESS: 2610 Pirineos Way O APPLICANT O PtANEVIEWER U FILE PROJECT NAME: Bldgs 4 & 5(Residential & Clubhouse) for Pirineos Pointe The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Darryl Clubb 7909 Silverton Avenue, #213, San Diego, CA 92126 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: Darryl Clubb ('s i-i Telephone #: (858) 689-8911 Date. contacted: /I3!0) (by:(.. ) Fax #:0234 Mail .--Telephone c..- Fax" In Person LII REMARKS: By: Bert Domingo Enclosures: Esgil Corporation U GA U MB REJ fl PC 9/6/02 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 Carlsbad PCO2-0039 September 13, 2002 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: PCO2-0039 JURISDICTION: Carlsbad OCCUPANCY: R3/A3/S1 USE: Duplex! Clubhouse! Storage TYPE OF CONSTRUCTION: V N ACTUAL AREA: 4270/1034/2094 IALLOWABLE FLOOR AREA: STORIES: TWO/Basement HEIGHT: SPRINKLERS?: YES REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: September 13, 2002 OCCUPANT LOAD: DATE PLANS RECEIVED BY ESGIL CORPORATION: 9/6/02 PLAN REVIEWER: Bert Domingo 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 ordinances enforced 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. Code sections cited are based on the 1997 UBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad PCO2-0039 September 13, 2002 GENERAL Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 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. . PLANS 2. All sheets of the plans and the first sheet of the calculations are required to be signed by the California licensed architect or engineer responsible for the plan preparation. Please include the California license number, seal, date of license expiration and the date the plans are signed. Business and Professions Code. This will be checked when all the items below are met. Provide a statement on the Title Sheet of the plans that this project shall comply with the 1998 edition of the California Building Code (Title 24), which adopts the 1997 UBC, UMC and UPC and the 1996 NEC. Provide a note on the plans indicating if any hazardous materials will be stored and/or used within the building which exceed thequantities listed in UBC Tables 3-D and 3-E. Carlsbad PCO2-0039 September 13, 2002 5. On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below. This will be checked when the retaining wall is redesigned. REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec. 1701 of the Uniform Building Code. ITEM REQUIRED? REMARKS SOILS COMPLIANCE PRIOR TO FOUNDATION INSPECTION STRUCTURAL MASONRY DESIGNER-SPECIFIED OTHER 6. When 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. This will be checked when the retaining wall is redesigned. SITE PLAN 7. Provide a statement on the site plan stating: "All property lines, easements and buildings, both existing and proposed, are shown on this site plan." LOCATION ON PROPERTY Exterior walls shall have a 30 inch parapet when less than 10 feet to a property line or an assumed property line. The uppermost 18" of such parapets shall be noncombustible. (see exceptions, Section 709.4) The exterior wall shall have protected openings (3/4 hour) when closer than 10 feet to a property line or an assumed property line. Section 503. The exterior walls shall have no openings when closer than 5 feet to a property line Or an assumed property line. Openings include windows, doors, scuppers, vents, etc. Section 503. Combustible projections located where openings are required to be protected shall be heavy timber or one-hour construction: Section 705. Carlsbad PCO2-0039 September 13, 2002 12. Projections may not extend more than 12 inches into areas where openings are not allowed. Section 503.2.1. 13. Exterior stairways shall not project into yards where protection of openings is required. Section 1006.2.1. . FIRE-RESISTIVE CONSTRUCTION 14. Fire-resistive exterior wall construction shall be maintained through attic areas or other areas containing concealed spaces. Section 709.3.1. . EXITS 15. Exit doors from Group H-I, H-2, H-3, H-6, H-7 andl occupancies shall not be provided with a latch or lock unless it is panic hardware. Section 1007. . MISCELLANEOUS LIFE/SAFETY 16. In Groups B, F, H, M and S Occupancies, if the number of employees exceeds four, provide separate toilet facilities for men and women. If "the total number of employees will not exceed four", and only one restroom is provided, note the words in quotation above on the floor plan. Section 2902.3. 17. Guardrails (Section 509.1): Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Table 16-13. Please submit calculations. Openings between railings shall be less than 4". The triangular openings formed by the riser, tread and bottom element of a guardrail at a stair shall be less than 6". . TITLE 24 DISABLED ACCESS 18. Provide notes and details on the plans to show compliance with the enclosed Disabled Access Review List. Disabled access reqUirements. may be more restrictive than the UBC. This will be checked when item 16 above is met. Carlsbad PCO2-0039 September 13, 2002 . FOUNDATION 19. Provide a copy of the project soil report prepared by a California licensed architect or civil engineer. The report shall include foundation design recommendations based on the engineer's findings anc shall comply with UBC Section 1804. 20. In Seismic Zone 4, each site shall be assigned a near-source factor. Identify this value in the soils report and on the plans. Section 1629.4.2. 21. Investigate the potential for seismically induced soil liquefaction and soil instability in seismic zones 3 and 4. Section 1804.5 22. 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 soil report are properly incorporated into the plans (when required by the soil report). 23. If the soils engineer would recommend that he/she review the foundation excavations, please note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: The building pad was prepared in accordance with the soils report, The utility trenches have been properly backfilled and compacted, and The foundation excavations comply with the intent of the soils report." . ADDITIONAL 24. S2 occupancy could only store non combustible materials. The storage spaces should be S-I. 25. The duplex should be provided with exterior electrical receptacle at the front and at the back. The same should be GFCI protected. 26. Please provide an updated documentation for the fireplace ICBO approval. 27. Please have the architect review and seal and sign the truss layouts. 28. In Seismic Zones 3 and 4, where allowable shear values exceed 350 plf in wood structural panel shear walls, foundation sill plates and all framing members receiving edge nailing frOm abutting panels shall not be less than a single 3" nominal member. In shear walls where the total wall design shear does not exceed 600 plf, a single 2" nominal sill plate may be used, provided the anchor bolts are designed for a load capacity of 50% or less of the allowable capacity. Plywood joint and sill plate nailing shall be staggered in all cases. Table 23-I1-I- 1, footnote 3. Carlsbad PCO2-0039 September 13, 2002 It seems that the details 8 &121S3.0 referenced on the foundation plan are not compatible with the section shown on sheet A7.4 and foundation plan respectively. It seems that there are cross referenced details on the foundation plans that are not compatible.. The restrained top retaining wall should conform to the soils report loading recommendations. ELECTRICAL, PLUMBING, MECHANICAL, AND ENERGY CORRECTIONS PLAN REVIEWER: Eric Jensen The licensed designer must sign the approved set of the plans. ELECTRICAL (1996 NATIONAL ELECTRICAL CODE) Receptacles are missing in the following locations: The dining room side of the breakfast bar Adjacent tot the second lavatory in the MBR restroom Hallways over 10' in length Fluorescent lighting must provide the general lighting in the kitchen. The undercabinet fixtures shown do not accomplish the required level of illumination. Please revise. Provide a typical unit panel schedule or identify the circuiting on the single line diagram. The receptacle outlet located at the end of the breakfast bar should be identified GFCI protected in addition to the ones already identified. PLUMBING (1997 UNIFORM PLUMBING CODE) Please show the upstream sewer manhole rim and finished floor elevations. Provide backwater valves on all building drains which serve plumbing fixtures with flood rim elevations below the upstream manhole rim elevations. (Only fixtures with flood rim levels below the upstream manhole rim elevation may flow through a backwater valve.) UPC710.1 Provide gas line plans and calculations shoving gas demands, pipe lengths, and pipe sizing. UPC 1217.0 Carlsbad PCO2-0039 September 13, 2002 . MECHANICAL (1997 UNIFORM MECHANICAL CODE) Detail the combustion air for the mechanical room located in the Clubhouse. Provide a minimum of 100 square inches of ventilation opening for dryer make- up air into a compartment containing a clothes dryer. UMC 908.2 Detail the vent design for the Clubhouse water heater and furnace: Vent routing and termination locations (Note must be a minimum of 8' away from a vertical surface. ENERGY CONSERVATION Provide plans, calculations and worksheets to show compliance with current energy standards. (Clubhouse) Provide automatic shut-off controls for lighting as per Title 24, Part 6, Section 131(d). (5,000 square foot exemption has been eliminated-AB 970 energy design change) Provide the bi-level lighting controls as per Title 24, Part 6, Section 131(b). Note: AB970 has eliminated the occupancy sensor and time switch exceptions previously allowed. Detail required exterior, lighting controls. "Exterior lighting controlled from a lighting panel within the building shall be controlled by a directional photocell or astronomical time switch that automatically turns off exterior lighting when daylight is available." The completed and signed ENV-1, LTG-1, and MECH-1 forms must be imprinted on the plans. Note: If you have any questions regarding this Electrical, Plumbing, Mechanical, and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. Carlsbad PCO2-0039 September 13, 2002 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: El Yes El No The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Bert Domingo at Esgil Corporation. Thank you. Carlsbad PCO2-0039 September 13, 2002 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: PCO2-0039 PREPARED BY: Bert Domingo DATE: September 13, 2002 BUILDING ADDRESS: 2610 Pirineos Way Dfl1 BUILDING OCCUPANCY: R3 TYPE OF CONSTRUCTION: V N BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Duplex 3182 82.00 260,924 Garage 1088 24.00 26,112 Deck 80 12.00 960 Air Conditioning 3182 3.00 9,546 Fire Sprinklers 4270 1.80 7,686 TOTAL VALUE 305,228 Jurisdiction Code 1cb 1By Ordinance Bldg. Permit Fee by Ordinance V Plan check Fee by Ordinance V Type of Review: EZI Complete Review Structural Only Li Other LI Repetitive Fee Repeats Hourly Hour * Esgil Plan Review Fee Comments: I $1,181.041 I $767.68 $661 .381 Sheet I of 2 macvalue.doc Carlsbad PCO2-0039 September 13, 2002 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: PCO2- 0039 PREPARED BY: Bert Domingo DATE: September 13, 2002 BUILDING ADDRESS: 2610 Pirineos Way tthtrage BUILDING OCCUPANCY: A3/S1 TYPE OF CONSTRUCTION: V N BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Storage 2094 24.00 50,256 Clubhouse 1034 60.00 62,040 Air Conditioning 1034 3.60 3,722 Fire Sprinklers 3128 1.80 5,630 TOTAL VALUE 121,649 Jurisdiction Code Icb By Ordinance Bldg. Permit Fee by Ordinance Plan check Fee by Ordinance w] Type of Review: Complete Review I $614.32j I $399.311 El Structural Only I $344.02 [1 Other El Repetitive Fee I Repeats El Hourly Hour * Esgil P!an Review Fee Comments: Sheet 2 of 2 macvalue. doc City of Carlsbais! jP.ub1uc.workEn9ujjrun9 BUILDING DATE: 10 PLANCHECK NO.: 'G& c% 3g BUILDING ADDRESS: n4e PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER: EST. VALUE: ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. LI A Right-of-Way permit is required prior to construction of the following improvements: DENIAL. Please see}tq attached report of deficiencies marked witpt'D.' 1ake necessary corrections to plans or specifiatioc1's for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. By: (&,"ate: 10 By: Date: FOR OFFICIAL USE ONLV By: lNE=AUTHORIZATION TO ISSUE BUILDING PERMIT • Date. lo g-. Dedication Application Dedication Checklist Improvement Application Improvement Checklist LI Future Improvement Agreement LI Grading Permit Application LI Grading Submittal Checklist LI Right-of-Way Permit Application ENGINEERING DEPT. CONTACT PERSON Name: TAN IYA BARROWS City of Carlsbad Address: 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: (760) 602-2773 CFD INFORMATION Parcel Map No: Lots: Recordation: fl Right-of-Way Permit Submittal Checklist Carlsbad Tract: and Information Sheet LI Sewer Fee Information Sheet 1635 Faraday Avenue • Carlsbad, CA 92008-7314 • (760) 602-2720 • FAX (760) 602-8562 F:\BUU.DING PLANCHECX CKl$T FORMA= 1 Rev. 7114100 6D? Co-g (A1) 1-i It S BUILDING PLANCHECK CHECKLIST SITE PLAN .— w it U , 2~'1 ~5 6 - 13 1. Provide a fully dimensioned site plan drawn to scale. Show: North Arrow F. Right-of-Way Width & Adjacent Streets Existing & Proposed Structures G. Driveway widths Existing Street Improvements H. Existing or proposed sewer lateral Property Lines I. Existing or proposed water service Easements J. Existing or proposed irrigation service 2. Show on site plan: Drainage Patterns 1. Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. 2 ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building." Existing & Proposed Slopes and Topography Size, type, location, alignment of existing or proposed sewer and water service (s) that serves the project. Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception. Sewer and water laterals should not be located within proposed driveways, per standards. F1 /0 3. Include on title sheet: Site address Assessor's Parcel Number Legal Description For commercial/industrial buildings and tenant improvement, projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION F:'8ULDING PLANCHECK CKLST FORM.doc 2 Rev. 7/14/00 I BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD DISCRETIONARY APPROVAL COMPLIANCE 4ä. Project does not comply with the following Engineering Conditions of approval for Project No.i/i]) IY1(I' ü,ydI-t'i, 4b. All conditions are in compliance. Date: DEDICATION REQUIREMENTS 5. Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodelswith a value at or exceeding $ _15,000 , pursuant to Carlsbad Municipal Code Section 18.40.030. Dedication required as follows: Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 1/21P 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 $ _75,000 , pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows:, Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a'separate plan check process The completed application form and the requirements on the F:\BUILDING PLANCHECI( CK1ST FORM.doc 1 3 Rev. 7/14100 BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD checklist must be submitted in person. Applications by mail or fax are not accepted. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit. Improvement Plans signed by: Date: D El fl Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $310 so we may prepare the necessary Neighborhood 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: El D E Enclosed please find your Neighborhood Improvement Agreement. Please return agreement signed and notarized to, the Engineering Department. Neighborhood Improvement Agreement completed by: Date: No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adiacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11.06.030 of the Municipal Code. D E D Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities (cut, fill import, export). U U U 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: U 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) F:'BUR.DING PLANCHECK CKLST FORMA= 4 Rev. 7114/00 U/X_10~ LI BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD LI LI LI 7d .No Grading Permit required. LI LI LI 7e. If grading is not required, write "No Grading" on plot plan. MISCELLANEOUS PERMITS LI LI LI 8. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. Right-of-Way permit required for: INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Camino Real, Carlsbad, CA 92008. District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List. You may telephone (760) 438-2722, extension 7153, for assistance. Industrial Waste permit accepted by: Date: 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 jJst. Eü<quired fees are attached Vt2 9cvTh'i c/?11Wir 0 No fees required E jJ4<jiI . WATER METER REVIEW LI LI LI 12a. Domestic (potable) Use S Ensure that the meter proposed by the owner/developer is not oversized. Oversized meters are inaccurate during low-flow conditions. If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used. All single family dwelling units received "standard" 1" service with 5/8" service. F:\BUIWNG PLANCMECJ( CKLST FORM.doc 5 Rev. 7/14100 4. / 1ST 2ND 3RD BUILDING PLANCHECK CHECKLIST If owner/developer proposes a size other than the "standard", then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm). A typical fixture count and water demand worksheet is attached. Once the gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for the unit. Maximum service and meter size is a 2" service with a 2" meter. If a developer is proposing a meter greater than 2", suggest the installation of multiple 2" services as needed to provide the anticipated demand. (manifolds are considered on case by case basis to limit multiple trenching into the street). E LI LI 12b. Irrigation Use (where recycled water is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval. The developer must provide these calculations. Please follow these guidelines: If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets. If so, at the water meter station, the demand in gpm may be listed there. Irrigation services are listed with a circled "I", and potable water is typically a circled "W". The irrigation service should look like: Q STA 1+00 Install 2" service and Lj 1.5: meter (estimated 100 gpm) If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach). Typically, Larry Black has already reviewed this if landscape plans have been prepared, but the applicant must provide the' calculations to you for your use. Once you have received a good example of irrigation calculations, keep a set for your reference. In general the calculations will include: Hydraulic-grade line Elevation at point of connection (POC) Pressure at POC in pounds per square inch (PSI) Worse case zone (largest, farthest away from valve Total Sprinkler heads listed (with gpm use per head) Include a 10% residual pressure at point of connection 3. In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA). As long as the project is located within the City recycled water F:\BUILDING PLANCHECI( CXLST FORMA= 6 Rev. 7114100 BUILDING PLANCHECK CHECKLIST service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future. 12c Irrigation Use (where recycled water is available) Recycled water meters are sized the same as the irrigation meter above. If a project fronts a street with recycled water, then they should be connecting to this line to irrigate slopes within the development. For subdivisions, this should have been identified, and implemented on the improvement plans. Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees. However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge. If within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund. However, let the applicant know that we cannot guarantee the refund, and they must deal with the SDCWA for this. 13. Additional Comments: 1ST 2ND 3RD U I. • F:'BUI WING PLANCHECI( CKLST FORM.doc 7 Rev. 7114/00 DIST. #3 =$______ ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET Estimate based on unconfirmed information from applicant. Calculation based on building plancheck plan submittal. Address: c/O V4 Bldg. Permit No. Tc, o4 -3g Prepared by: Date: Date: Checked by: Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: Sq. Ft./Units: EDU's: 61~- Types of Use: (JLAJJ )i )iA,c&- Sq. Ft./Units: EDU's: ADT CALCULATIONS: List types and square footages for all uses. Types of Use: ,4Qk3 Sq. Ft./Units: ADT's: Types of Use: Sq. Ft./Units: .ADT's: FEES REQUIRED: WITHIN CFD: 0 YES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee) . PARK-IN-LIEU FEE PARK AREA & #: FEE/UNIT: X NO. UNITS: TRAFFIC IMPACT FEE ADTs/UNITS: X FEE/ADT: 3. BRIDGE AND THOROUGHFARE FEE. (DIST. #1 DIST. #2 ADTs/UNITS:__ X FEE/ADT:_ail ______ FACILITIES MANAGEMENTFEE ZONE:________ UNIT/SQ.FT.: X FEE/SQ.FT./UNlT:3/0 5. SEWER FEE EDU's: X FEE/EDU:______ BENEFIT AREA: EDU's: X FEE/EDU:______ 6. SEWER LATERAL ($2,500) 7. DRAINAGE FEES PLDA : HIGH /LOW ACRES: X FEE/AC:_______ 01 8. POTABLE WATER FEES UNITS CODE CONNECTION FEE METER FEE (SDCWA FEE IRRIGATION lerV}e4c Dc Qck& Ct I I of 2 F:\FEE CALCULATION WORKSHEET.doc Rev. 7/14/00 *1 4 4 ENGINEERING DEPARTMENT / FEE CALCULATION WORKSHEET o 9. RECLAIMED WATER FEES UNITS CODE CONNECTION FEE METER FEE TOTAL OF ABOVE FEES*: $ *NOTE: This calculation sheet is NOT a complete list of all fees which maybe due. Dedications and Improvements may also be required with Building Permits. 2 of 2 F:\FEE CALCULATION WORKSHEET.doc Rev. 7/14/00 CITY OF CARLSBAD GRADING INSPECTION CHECKUST FOR PARTIAL SITE RELEASE PROJECT INSPECTOR: /e55Y DATE:___________ PROJECT ID fl/4'//c2.S' 0 /177 GRADING PERMIT NO._3'aP O?Y-1/OfOoJ3 I OTQ Qniiorr cro oi CACC. i21-C N/A = NOT APPLICABLE COMPLETE 0= INCOMPLETE OR UNACCEPTABLE 1st 2nd. / Site access to requested lots adequate and logically grouped. Site erosion control measures adequate. Overall site adequate for health, safety and welfare of pubc. / Letter of request for partial release submitted. / 8 W X II' site plan (attachment) showing requested lots submitted. Compaction report from soils engineer submitted. / Engineer of Work certification of work done and pad elevations. Geologic engineer's letter if unusual geologic or subsurface / conditions exist Project conditions of approval checked for conflicts. Fire hydrants within 500 feet of building combustibles and all weather roads access to site. IJ 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. 0 Partial release of the site is denied for the following reasons: Project Inspector Date /7/' 9/72 Construction Manager ' Date '06- 02 01:49P EDW E BOHRER INC. 760-722-0485 P.0]. FAX IO December 6, 2002 Engineering Department City of Carlsbad 5950 El Camino Real Carlsbad, Ca. 92008 Ref: 8070 Re: Rough grade Pad Verification- Pirineos Pointe, SDP 00-16 Gentlemen, On November 15, 2002 our field crew collected data for the below listed pads on the captioned project. Based upon a review of this data I hereby certify (as defined by - and limited to - section 6735.5 of the business and professions code, 2002) that the rough grading of these pads is substantially in conformance with the grading auto-cad file and Improvement Plan Drawing No. 395-6 received from the Engineer of Work ± 0.1 vertically. (See attached plat) Building Pad 4 Building Pad 5 Clubhouse Pad Very truly yours, Edward E. Bohrer President 4ó'444 *ç4 WI 4506 ) HR4) Or Clk Expires 9-30-02 CC: Darryl Club- Coast Contracting Edward E. Bobrer, Inc. 1919 Apple Street, Suite F, Oceanside, Ca. 92054 760.722-3131 Office 760-722-0485 Fax EBi-Survey(Juno.Coni IT -06-02 01:49P EDW E BOHRER INC. 760-722-0485 P.02 ec7c PREPARED BY EDWARD E. BOHRER, INC. LAND SURVEYORS 1919 APPLE STREET STE F OCEANSIDE. CA . 92054 76O-722-3131 P1RENEOS. WAY CITY OF CARLSBAD, CA. PAD VERIFICATION BLDG 4, 5 & CLUBHOUSE SCALE: 1"= 20' IDATE: NOVEMBER 15, 2002 CHECKED BY: E. B, I SHEET NO. j. OF ...1 SHEETS I IE ;j i8<Ox 3vjI O L .4 i •..•• \ jS4 cç si t\\v1tjj - - 4 _- I - -- --- -:: -----:; .4.. . - -- - - - ..- - r - ...-••---- .- •-- I . - -- .- --. -,---- -. - . I .------.--,.--rn-----.------. iA4 I '' 1 n:1c4 -c2a 3 @iC_ ( rra'I- ecn, '1A9 . al f - 'la co PT PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. 4 Address 2h7 /6 Planner i. Phone (760) 602- APN: Type of Project & Use:IP.t Net Project Density:" / / DU/AC , Zoning:Rt- k2'7 GeKeral Plan:i? Facilities Management Zone: CFD (in/out) # _1 Date of participation: Remaining net dev acres-- Circle One , (For non-residential development: Type of land, used created by this U) U) U) permit:______________________________________________________ C U) U) U) CL CL ) Legend: Z Item Complete Item Incomplete - Needs your action Environmental Review Required: YES NO " TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: "FIF Discretionary Action Required: YES NO TYPE APPROVAL/RESO. NO. DATE PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions Approval: -tQ—• of 0 - F-1 Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES NO_1 CA Coastal Commission Authority? YES NO____ If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego CA 92108-4402; (6 19) 767-2370 Determine status (Coastal Permit Required or Exempt): Coastal Permit Determination Form already completed? If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: Follow-Up Actions: .H:'ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 YES NO 71 'El ' E Inclusionary Housing Fee required: YES NO (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) 11 Data Entry Completed? YES NO (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing YIN, Enter Fee, UPDATE!) Site Plan: Lii 1. Provide a fully dimensional site plan drawn to scale. Show: North arrow, property----- lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). LI 2. Provide legal description of property and assessor's parcel number. Zoning: LI 1. Setbacks: Front: Required Shown Interior Side: Required Shown Street Side: Required Shown Rear: Required Shown Top of slope: Required Shown F-1 Accessory structure setbacks: Front: Required Shown Interior Side: Required' Shown Street Side: Required Shown Rear: Required Shown Strüctureseparation: •Required Shown LI Lot Coverage: Required Shown Height: Required Shown LI LI LI Parking: Spaces Required Shown (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Re Additional Comments 12 A OK TO J'E AND ENTER APPROVAL INTO COMPUTER DATE___________ H:'ADMIN\COUNTER\BldgPlnchkRevChklst Carlsbad Fire Department 020039 1635 iarada' Ave. Fire Prevention Carlsbad, CA 92008 (760) 602-4660 Plan Review Requirements Category: cBiildirigTPlaiP Date of Report: 10/08/2002 Reviewed by: (9LL Name: Coast Contracting Address: 7909 Silverton Av Suite 213 City, State: San Diego CA 92126 Plan Checker: Job # 020039 Job Name: Pirineos Pointe Bldg #: PCO20039 Job Address: 2610 Pirneos Way Ste. or Bldg. No. Z Approved 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 and standards. Please review carefully all comments attached as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. U Approved The item you have submitted for review has been approved subject to the Subject to attached conditions. The approval is based on plans, information and/or specifications provided in your submittal. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. Please resubmit to this office the necessary plans and / or specifications required to indicate compliance with applicable codes and standards. U Incomplete The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and / or standards. Please review carefully all comments attached. Please resubmit the necessary plans and / or specifications to this office for review and approval. Review 1St __________ 2nd __________ 3rd Other Agency ID FD Job # 020039 FD File # CarIbad Fire Department 020039 1635 Faraday Ave. Fire Prevention Carlsbad, CA 92008 (760) 602-4660 Plan Review Requirements Category: [BildiWjPlãf7 Date of Report: 09/18/2002 Reviewed by Name: Coast Coast Contracting Address: 7909 Silverton Av Suite 213 City, State: San Diego CA 92126 Plan Checker: Job # 020039 Job Name: Pirineos Pointe Bldg #: PCO20039 Job Address: 2610 Pirneos Way Ste. or Bldg. No. H Approved 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 and standards; Please review carefully all comments attached as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. U Approved The item you have submitted for review has been approved subject to the Subject to attached conditions. The approval is based on plans, information and/or specifications provided in your submittal. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. Please resubmit to this office the necessary plans and / or specifications required to indicate compliance with applicable codes and standards. Z Incomplete The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and I or standards. Please review carefully all comments attached. Please resubmit the necessary plans and / or specifications to this office for review and approval. Review 1st __________ 2nd _________ 3rd __________ Other Agency ID FD Job # 020039 FD File # Requirments Category: Building Plan equire/nent: Pending 05.19 Fire Alarm System Required A fire alarm system is required. Permits are required for the installation of all fire alarm systems. Plans must be approved by the Fire Department prior to installation. Provide a note on the plans that the fire alarm plans must be approved by the Fire Department prior to installation. Fire alarm system required for R-1 occupancies per CFC 1007.2.9.1. NOTE: exception 2 CFC 1007.2.9.1.1 not permitted unless the R-1 buildings are equipped with an NFPA 13 system. Page 1 09/18/02 c Job# 101 Kj"6v61_. Date 3/1 /02 Page lot Structural Design For: 171MImmO5 pi: CARL6ACA Index: Page: lI'NoJC744)I vi-. \c.P) REN!'I) I ET. &4.) P LL S \\ ,APJ ETh% q'UAc P E9 I 614 \ /F C Specification: 0 Roof live load 20 LIUE go pft Concrete 2000psi © 28 days (U..N.O.) Concrete blocks Grade UAU units and grout all cells solid Lumber Douglas Fir, grade as specified Rebar 20,000psi LAP 50 rebar diameters Soil See soils report (If none exists, 1000psf) Shear plywood 3/8" struct "I" minimum (U.N.O.) Foundations: All footings shall be placed i ES ' deep on firm undisturbed soil or on approved non-expansive, compacted fill. All continuous footings shall beej.çi' continuous footing. with __N-2) *4 5 continuous. (U.N.O.). Retaining walls shall not be backfilled until all concrete and All anchor bolts, hold downs, and hardware shall be placed PIQR To lPCflOp4.. Framing: Headers shall be; 4 x12 in 2 x 4 walls, and 6 x 12 in 2 x 6 walls. ( U.N.O.) All rafters and roof trusses shall be placed directly over wall studs below. All roof beams and girder trusses shall rest on a minimum of 3 wall studs. (U.N.O.) Where the posts are noted in structural plans; the posts shall be continuous from top to foundation with vertical grain members only (U.N.O.) All structural hardware shown in plans shall be Simpson Strongtie, I.C.BO.. approved. (U.N.O.) U.N.O. (Unless Noted Otherwise) All headers shall have 2 trimmers minimum (U.N.O.) center spacing. Studs shall be 16" on cent 0 0 0 0 0 Cozoo39 8. All floor and deck joists shall have full bearing on walls or beams. If supported by hangers, hangers. shall be nailed to beam or rim joist with 16d nails in all holes. 9. Simpson ST 22 ties shall be nailed across rafters at ridge. (U.N.O..) . 10. Simpson A35 clips shall be. nailed from each, rafter or roof truss to top plate or beam. Loads: Earthquake zone 4 Wind exposure c Floor load to 4 40 4.. Deck load 4 c7* 5. Other('sror,o) 10* 4 ,*t General: Contractor shall report any discrepancies found at the site or in plans to the Architect before proceeding with work. These calculations are valid only when'. the original signature is affixed to the stamp. All copies are invalid. All construction shall conform to The Uniform Building Code minimum standards. These calculations shall become a part of the plans upon which they are based. In case of conflict, the information shown which will provide a higher degree of structural strength, shall prevail. The plans, specifications, and calculations are intended to provide a Ddesigñintenth1 for the project's: construction. Because of the complexity of all construction projects there are instances when omissions or oversights occur at the planning stage. . However, the• architect's involvement, intuitively, does not stop at the planning stage and carries through the project to its completion. It is the owner's and contractor's responsibilty to inform the architect if and when discrepancies become apparent in the plans, and when it is 'necessary for scheduled architectural inspections. The Architect shall provide visits to the project's site. Architect's inspections shall include, ( but are not limited to): 1,. Foundation trenches dug prior to placing steel. Foundation steel prior to pouring concrete. Concrete block steel prior to grouting. Rough framing proir to covering. Completion. . Title: Dsgn Date: r Description: Scope: PIRIO, rr Job # Rev. 5103DO Page I (Jser:KWO602523, Ver 5.1.3. 22Jun-1999, Win32 General Timber Beafli (C) 1983•99 ENALC c\ec\ irineos.ecw:Cal:ulations ... .. ... .... Description BEAM 101 UNIT A General Information . Calculations are designed to 1997 NDS and 1997 UBC Requirements .. .- ..-.--.---------.-. Section Name .10.75x18.O Center Span 16.50 ft .....Lu 0.00 ft Beam Width 10.750 in Left Cantilever ft .....Lu 0.00 it Beam Depth 18.000 in Right Cantilever it .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - E10 Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 166.0 psi Beam End Fixity Pin-Pin , Fc Allow 660.0 psi E 1,900.0 ksi I Trapezoidal Loads #1 DL @ Left 146.00 #Jft LL @ Left 266.00 #!ft Start bc 0.000 ft DL @ Right 146.00 #/ft IL @ Right 266.00 #/ft End Lea 6.000 ft #2 DL @ Left 900.00 #/ft LL @ left 1,226.00 #!ft Start bc 6.000 ft DL @ Right 900.00 #/ft IL @ Right 1,226.00 #/ft End Loc 8.000 ft #3 DL @ Left 995.00 #/ft IL @ Left 1,310.00 #/ft Start bc 8.000 ft DL @ Right 995.00 #/ft LL @ Right 1,310.00 #/ft EndLoc 10.000 ft #4 DL @ Left 980.00 #/ft IL @ Left 1,170.00 #/ft Start Icc 10.000 ft DL @ Right 980.00 #/ft LL @ Right 1,170.00 #/ft End boo 16.500 ft Point Loads Dead Load 1,903.0 lbs 1,900.0 lbs 310.0 lbs lbs lbs lbs lbs Live Load 3,350.0 lbs 1,900.0 lbs 1,202.0 lbs lbs lbs lbs lbs ...distance 6.50) ft 8.000 ft 10.0(0 ft 0.000 ft 0.000 it 0.000 ft 0.000 ft Beam Design OK Span= 16.50ft, Beam Width = 10.7501n x Depth = 18.in, Ends are Pin-Pin Max Stress Ratio . 0.979 1 Maximum Moment : 96.1 k-ft Maximum Shear * 1.5 31.3 k Allowable 106.1 k-ft Allowable 31.9 k Max. Positive Moment 96.13k-ft at 8.062 ft Shear @ Left 15.09 k Max. Negative Moment -0.00k-ft at 16.500 ft @ Right 20.84 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.282 in Max Mallow 106.05 Reactions... @ Right 0.000 in lb 1,987.13 psi iv 161.58 psi Left Dl 6.20 k Max 15.09 k Fb 2,192.32 psi Fv 166.00psi Right DL 9.01 k Max 20.84k [eflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.188 in -0.447 in Deflection 0.000 in 0.000 in ...Location 8.382 it 8.316 ft ...Length/Defl 0.0 0.0 ...Length/Defl 1,054.6 442.93 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Defl 0.0 0.0 Title: Job# Dsgnr: Date: - Description: Scope: Pev. 510300 Page User. KW.0602523, Ver 5.1.3, 22-Jun.1999, Wbi32 General Timber Beam c:\ec\oirineos.ecw:Calculation (c) 1983.99 (NERCAIC 0 ....... Description BEAM 101 UNIT A Stress Caics . . ., Bending Analysis Ck 22.819 Le 0.000 ft Sxx 580.500 1n3 Area 193.500 in2 Cv 0.913 Rb 0.000 Ci 0.000 Max Moment Sxx Req'd Allowable fb @ Center 96.13 k-ft 526.17 in3 2,192.32 psi @ Left Support 0.00 k-ft 0.00 in3 2,192.32 psi @ Right Support 0.00 k-ft 0.00 1n3 2,192.32 psi Shear Analysis @ Left Support @ Right Support Design Shear 2264 k 31.27 k Area Required 137.183 in2 189.489 1n2 Fv:Allowable 165.00 psi 165.00 psi Bearing @ Supports Max. Left Reaction 15.09 k Bearing Length Req'd 2.160 in Max Right Reaction 20.84 k Bearing Length Req'd 2.983 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 it 0.00k-ft 15.09 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00k-ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00k-ft 0.00 k 0.0000 in I -Sketch & Diaaram 6.60 8.25 9.90 11.55 13.20 14.85 16.50 t2S3lOOthst5l2lbs . .4WIllWiMill 21p,,qe .j.I(ft .1001 2344/4tt1.1111 2150./11 •6.90 -10.35 13.80 f . . 1725 Shear Load' (6) I 98.13 1.65 3.30 4.95 () I! 96.15-ft 8651 - Dmax -0.447in 76.90 67.29 Rinax - 15.15 Rmax - 20.85 57.68 Vnrax @ left = 15.15 V,nax @ rt -20.68 48.06 3845 28.84 .1 Location Along Member (8) trttsa490 11.55 13.20 14.85 16.50 -0.18 0.22 0.27 .031 -0.36 -0.40 Local y Deflection (In) Location Along Member (It) epv i (\pt a.,. tjptT A. rD3eO Pr.. Lofte lit OoQ &u L '4 c •-4- 44-.. c,I4p 600L WALL 200 &L a a 4•-=......=•, S -==' t low Mot 2t U OPHELTREE ARCHITECTURE 200 MARINE VIEW AVENUE DEL MAR CA, 92014 (858) 755-4414 (858) 259-0703 Re 510300 User. KW4602523, Wi 5.1.3. 22-Jun-1999. Wn32 (C) 1983.99 ENERCAIC Tftle: Dsgnr Description: Scope: General Timber Beam Job # Date: 4:1413M, 11 OCT 01 PT I&Laij 4 Page 1 Description BEAM 102 General information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Prtlm: 5.25x14.0 Center Span 26.00 ft .....Lu 0.00 ft Beam Width 5.250 in Left Cantilever It .....Lu 0.00 It Beam Depth 14.000 in Right Cantilever ft .....Lu 0.00 it Member Type Truss Joist - MacMillan, Parallam 2.OE Fb BaceAJkm 2,900.0 psi Load Dur. Factor 1.000 Fv .Altow 290.0 psi Beam End Fbcity Pin-Pin Fc Aflow 650.0 psi E Z000.0ksi Full Lengh Uniform Loads . ... -- Center DL 13.00 #/ft U. 52.00 #,'ft Left CaThlr DL #/ft LL #/ft Right CaniIeor DL #!ft LL #/ft Point Loads Deal Load 380.0 lbs lbs lbs lbs lbs lbs lbs Live Load 1,520.0 lbs lbs lbs lbs lbs lbs lbs ...distance 9.000 It 0.000 ft 0.000 ft 0.000 It 0.000 ft 0.000 ft 0.000 ft Beam Design OK 3.1 k 21.3 k 2.09 k 1.50k 0.000 in 0.215 in 0.000 in 2.09 k 1.50k Span= 28.00ft Beam Width = 5.2501n x Depth = 14.in, Ends are Pin-Pin Max Stress Ratio 0.389 : I Maximum Moment 16.1 k-ft Allowable 41.4 k-ft Max. Positive Moment 16.13k-ft at 9.048 ft Max. Negative Moment 0.00k-ft at 0.000 ft Max @ Left Support 0.00 k-ft Max @ Right Support 0.00 k-ft Wk9A. 1111 dHUVV '+ I . Reactions... lb 1128.92 psi Iv 42.60 psi Left DL Fb 2,900.00 psi Fv 290.00 psi Right DL Deflections @Right Camber @Left @Center @ Right 0.42 k Max 0.30k Max Maximum Shear *1.5 Allowable Shear: (Left %S1flflJ JPOI•... L1 •_I I 'Ad I_ "•'• _________________ %,'. - Deflection -0.144 in -0718 in Deflection 0.000 in 0.000 in ...Location 12.272 ft 12.272 ft ...LengthlDeft 0.0 0.0 ...Length/Defl 2,174.0 434.80 Right Cantilever... Deflection 0.000 In 0.000 in ...LengthlDefl 0.0 0.0 Stress Calcs Bending Analysis Ck 21.298 Le 0.000 ft Sioc 171.500 1n3 Area 73.500 1n2 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Reu'd PJlNable lb Center 16.13 k-ft 66.76 in3 2,900.00 psi © Left Support 0.00 k-ft 0.00 in3 2,900.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,900.00 psi Shear Analysis © Left Support @ Right Support Design Shear 3.13 k 2.25 k Area Required 10.796 in2 7.773 in2 Fir. Allowable 290.00 psi 290.00 psi Bearing @ Supports Mac. Left Reaction 2.09 k Bearing Length Req'd 0.612 in Max. Right Reaction 1.50 k Bearing Length Req'd 0.440 in OCHELTREE ARCHITECTURE 200 MARINE VIEW AVENUE DEL MAR CA, 92014 (858) 755.4414 (858) 259-0703 Title: Job# Dsgnr: Date: 4:1513M, 11 OCT 01 Description: Scope: PIPAFos, ?1 %L.Pcp 4$S Page 1 Re 510300 5.1.3. flj.t999 General Timber Beam 19899ENERCALC Description BEAM 103 I General information Calculations 1991N and 199BCRequirements Section Name Prlim: 3.5x14.0 Center Span 8.00ft .....Lu 0.00 ft Beam lfiJjftji 3.500 in Left Cantilever it .....Lu 0.00 ft Beam Depth 14.000 in Right Cantilever it .....Lu 0.00 it Member Type Truss Just - MacMillan, Paraflam 2.OE Fb Base Allow 2,900.0 psi Load Our. Factor 1.000 FvAllow 290.0 psi Beam End Fixity Pin-Pin Fô Allow 650.0 psi E 2,000.0 ksi I Full Lengh Uniform Loads Center DL 95.00 #/ft IL 380.00 #/ft Left Cantilever DL #/ft IL #fft Right Cantilever DL #Ift ft #i'ft Beam Design OK 2.8 k 14.2 k 1.90 k 1.90 k 0.000 in 0.008 in 0.000 in 1.90 k 1.90k Spart 8.00ft Beam Width = 3.5001n x Depth = 14.in, Ends are Pin-Pin Max Stress Ratio 0.201 1 Maximum Moment 3.8 k-ft Allowable 27.6 k-ft Max. Positive Moment 3.80k-ft at 4.000 ft Max. Negative Moment 0.00k-ft at 0.000 ft Lim © Left Support 0.00 k-ft Max © Right Support IA. IA ..41.... 0.00 k-ft GIUJIV I .U? Reactions... tb 398.83 psi Iv 58.16 psi Left DL Fb 2,900.00 psi Fv 290.00 psi Right DL Deflections 'Right Canter @ Left © Center © Right 0.38k Max 0.38k Max Maximum Shear *15 Allowable Shear (lLeft Center Span... Deed Load Total Load Left Cantilever... Dead Load Tdai Load Deflection -0.005 in -0.027 in Deflection 0.000 in 0.000 in ...Location 4.000 it 4.000 it ...LengthlDefl 0.0 0.0 ...Length/Defl 17,551.6 3,510.33 Right Cantilever.. Deflection 0.000 in 0.000 in ...LengthlDefl 0.0 0.0 Stress Caics Bending Analysis Ok 21.298 Le 0.000 ft S,oc 114.333 inS Area 49.000 in2 1.000 Rb 0.000 Cl 0.000 Max Moment Sec Recd 44JI1e fb © Center 380 k-ft 15.72 inS 2,900.00 psi @ Left Support 0.00 k-ft 0.00 1n3 2,900.00 psi © Right Support 0.00 k-ft 0.00 1n3 2,900.00 psi Shear Analysis @ Left Support © Right Support Design Shear 2.85 k 2.85 k Area Required 9.828 1n2 9.828 1n2 Fr Allowable 290.00 psi 290.00 psi Bearing @ Supports Max Left Reaction 1.90 k Bearing Length Req'd 0.835 in Max Right Reaction 1.90 k Bearing Length Req'd 0.835 in Query Values Specified Locations Moment Shear Deflection © Center Span Location = 0.00 ft 0.00k-ft 1.90 k 0.0000 in @ Right Cant. Location = 0.00 it 000k-ft 0.00 k 0.0000 in © Left Cant. Location = 0.00 it 0.00k-ft . 0.00 k 0.0000 in OCHELTREE ARCHITECTURE 200 MARINE VIEW AVENUE DEL MAR CA, 92014 (858) 755-4414 (858) 259-0703 Rev. 510300 User. KW-0502523. Ver 5.1.3. 22-Jen-1999. Win32 (c) 1983-90 ENERCAI.0 Title: Job# Dsgnr Date: 4:15PM, 11 OCT 01 Description: Scope: pIRlt4aos PT GLO(,145 General Timber Beam Page 1 Description BEAM 104 I General information Calculations are designed 7 and i997UBC Requirements J Section Name Prllm: 3.5x14.0 Center Span 8.00ft .....Lu 0.00 ft Bean Width 3.500 in Left Cantilever it .....Lu 0.00 it Beam Depth 14.000 in Right Cantilever ft .....Lu 0.00 ft Member Type Truss Joist - MacMillan, Parallan 2.OE Fb Base Allow 2,900.0 psi Load Dur. Factor 1.000 Fv Allow 290.0 psi Bean End FDdLy Pin-Pin FcAllow 650.0 psi E 2,000.0 ksi I Full Lengh Uniform Loads Center DL 310.00 #/ft Li 535.00 #lft Left Cantilever DL #lft U- #fft Right Cantilever DL #,'ft LL #Ift Beam Design OK Span= 8.00ft, Beam Width = 3.500in x Depth = 14in, Ends are Pin-Pin Max Stress Ratio 0.357 : I Maximum Moment 6.8 k-ft Maximum Shear *1.5 5.1 k Allowable 27.6 k-ft Allowable 14.2 k Max Positive Moment 6.76k-ft at 4.000 ft Shear © Left 3.38 k Max. Negative Moment 0.00k-ft at 8.000 ft © Right 3.38 k Max @ Left Support 0.00 k-ft Canter @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.027 in Max. N allow 27.63 Reactions... @ Right 0.000 in lb 709.50 psi fv 103.47 psi Left DL 1.24 k Max 3.38 k Fb 2,900.00 psi Fv 290.00 psi Right DL 1.24 k Max 3.38k Deflections Center Span... Dead Load Tntal Load Left Cantilever... Dead Load Tntal Load Deflection -0.018 in -0.049 in Deflection 0.000 in 0.000 in ...Location 4.000 it 4.000 It ...Length/Defl 0.0 0.0 ...LengthlDefl 5,378.7 1,973.26 Right Cantilever... Deflection 0.000 In 0.000 in ...Length/Defl 0.0 0.0 Stress Caics Bending Analysis Ck 21.298 Le 0.000 ft SXK 114.333 in3 Area 49.000 1n2 1.000 Rb 0.000 Cl 0.000 Max Moment Sec Raid Allowable lb © Center 6.76 k-ft 27.97 1n3 2,900.00 psi @ Left Support 0.00 k-ft 0.00 1n3 2,900.00 psi © Right Support 0.00 k-ft 0.00 in3 2,900.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 5.07 k 5.07 k Area Req used 17.483 in2 17.483 1n2 Fv Allowable 290.00 psi 290.00 psi Bearing @ Supports Max Left Reaction 3.38 k Bearing Length Req'd 1.486 in MaxRight Reaction 3.28 k Bearing Length Req'd 1.486 in I Query Values M, V, & D @ Specified Locations Moment Shear Deflection © Center Span Location = 0.00 ft 0.00k-ft 3.38 k 0.0000 in © Right Cant Location = 0.00 ft 0.00k-ft 0.00 k 0.0000 in @ Left Cant location = 0.00 ft 0.00k-ft 0.00 k 0.0000 in OCHELTREE ARCHITECTURE 200 MARINE VIEW AVENUE DEL MAR CA, 92014 (858) 755-4414 (858) 259-0703 Rev 510300 User KW-0602523. Ver 5.1.3. 224en-1999, WIn32 (C) 1983-99 ENERCALC Title: Job# Dsgnr: Date: 4:15PM, 11 OCT 01 Description: Scope: PJP.iMo ?1 13i..00. 4* is Genera' Timber Beam Page 1 Description BEAM 105 General Information Calculations are designed to 1997 NDS and 1997 IJBC Requirements Section Name Pilim: 5.25x14.0 Center Span 23.00 it .....Lu 0.00 it Bean Width 5.250 in Left Cantile'er it .....Lu 0.00 it Beam Depth 14.000 in Right Cantilever it .....Lu 0.00 ft Member Type Truss Joist - MacMillan, Parallarn 2-OE Fb Bane Allow 2,900.0 psi Load Our. Factor 1.000 Fv Allow 290.0 psi Bean End Fixity Pin-Pin Fc Allay 650.0 psi E 2,000.0 ksi Point Loads Lie Load 2,140.0 lbs lbs lbs lbs lbs lbs lbs ...distanoa 23.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 it 0.000 ft Beam Design OK Span 23.00ft, Bean Width = 5.2501n x Depth = 14.in, Ends are Pin-Pin Max Stress Ratio 0.105 :1 Maximum Moment 4.4 k-ft Maximum Shear * 1.5 1.1 k Allowable 41.4 k-ft Allowable 21.3 k Max. Posithe Moment 4.36k-ft at 11.500 ft Shear: @Left 0.76 k Max. Negative Moment 0.00k-ft at 23.000 it @ Right 0.76 k Max @ Left Support 0.00 k-ft Ca'rt'ec @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.051 in Max. M allow 41.45 Reactions... © Right 0.000 in lb 305.37 psi fv 15.49 psi Left DL 0.15 k Max 0.76 k Fb 2,900.00 psi Fv 290.00 psi Right DL 1.39k Max 4.14k [eflections Center Span... Dead Lead Total Load Left Cantilever... Dead Load Total Load Deflection . -0.034 in -0.173 in Deflection 0.000 in 0.000 in ...t.ocation 11.500 ft 11.500 ft ...LengthlDefl 0.0 0.0 Length/Dell 8,096.1 1,594.68 Right Cantilever... Deflection 0.000 in 0.000 in ...tangthlDefl 0.0 0.0 OCHELTREE ARCHITECTURE 2(10 MARINE VIEW AVENUE DEL MAR CA, 92014 (858) 755-4414 (858) 259-0703 Rele. 510300 Usef: KW-0602523, Ver 5.1.3, 22-Jun.1999, tMn32 (C) 1953.99 ENERCJ.0 Title: Job# Dsgnr. Date: 4:15PM, 11 OCT 01 Description: Scope: $1Rw4o Pr. B4O(i 446 General Timber Beam Page 2 Description BEAM 105 stress Calcs . Bending Analysis Ck 21.298 Lé 0.000 it Soc 171.500in3 Area 73.500 1n2 1.000 Rb 0.000 CI 0.000' Max Mcxnent S,oc Reod AIIciatte lb @ Cantor 4.36 k-ft 18.06 in3 2,900.00 psi @ Left Support '0.00 k-ft 0.00 in3 2,900.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,900.00 psi Shear Analysis @ Left Support © Right Support Design Shear 1.14k 1.14k Area Required 3.926 1n2 3.926 In2 Fv Aticwable 290.00 psi 290.00 psi Bearing @ Supports Max Left Reaction 0.76 k Bearing Length Recd 0.222 in Max. Right Reaction 4.14 k Bearing Length Req'd 1.213 in I Query Values M, V. & D @ Specified Locations Moment Shear Deflection © Center Span Location = 0.00 ft 0.00k-ft 0.76 k 0.0000 in © Right Cant Location = 0.00 ft 0.00k-ft 0.00 k 0.0000 in © Left Cant. Location = 0.00 It 0.00k-ft 0.00 k 0.0000 in Title: Job Dsgnr Date: Description: Scope: Thv. 510300 • Page 2 GeneralUser KW.O6M523,VarS.1.3.22-Jun-1999.Wb%32 Timber Beam-(c) 1983-99 ENEACALC cAec\Dirineos.ecw:Ca1cu1atiow . Description BEAM 105 END CONDITION AT NOTCH Stress Calcs ... ... X.. 2d.-.-t6.&.21...h .1.2. Bending Analysis Ck 21.8 Le 0.000 ft Soc 28.930in3 Area 30.188 1n2 1.000 Rb 0.000 CI 0.000 Max Moment Soc Recd Affowableib Center 4.23 k-ft. 17.58 1n3 2,900.00 psi Left Support 0.00 k-It 0.00 1n3 2,900.00 psi @ Right Support 430 k-ft 17.78 in3 2,900.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.86 k 8.02k Area Required 2.975 1n2 27.662 1n2 Fv. Allowable 290.00 psi 29D.OD psi Bearing @ Supports Max. Left Reaction 0.58 k Searing Length Req'd 0.158 in Max. Right Reaction 10.06 k Sealing Length Req'd 2.947 in M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00k-ft 0.57 k 0.0000 in Right Cant. Location = 0.00 ft 0.00k-ft 0.57 k 0.0000 in @ Left Cant. Location = 0.00 it 0.00k-ft 0.00k 0.0000 in Sketch & Diagram 5.35 2.45 4.90 7.35 9.80 12.25 14.70 17.15 19.60 22.0t 24.50 4.68 401 al67/ft 3.34 2.67 2541253I/ft 2.02 1.34 6 00 Shear Load (Ii) I"= 4.2K.ft Lin 2.48 2.45 0max-1.082in 1.86 Mmax il r 4.3011 1.24 0.6k nuax 101k 0.521me Vmaxn left -0.6k Vmaanrt-5.31c Dell @ right - 0.4051n 143 2.15 .2.88 3.58 Locatien Along Member (11) 2.25 14.70 17.15 19.60 22.05 24.50 LOA2 Pi UI DL tL WALL - - 12YLg......eo 2o ....F.L .......... .'2O... 1.QTA. Local y Detection (,n) Location Along Member (6) Title: Job Dsgnr: Date: Descnphon Scope: UeKW46O2523Ver5.1.3.22.Jun.1999.Win32 General Timber Beam . Description BEAM 105 END CONDITION AT NOTCH R40 PT.13~LP(&4 ts General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Prltm 6.25x14.0 Center Span 23.00 ft .....Lu 0.00 It Beam Width 5.260 In Left Cantilever ft .....Lu 0.00 It Beam Depth 5.760 In Right Cantilever 1.60ft .....Lu 0.00 It Member Type Truss Joist - MacMillan, Paratlam 2.OE Fb Base Allow 2,900.0 psi Load Our. Factor 1.000 Fv Allow 260.0 psi Beam End Fbclty Pin-Pin Fc Allow 660.0 psi E 2,000.0 ksi I Full Lengh Uniform Loads Center DL 13.00 #111 LL 53.00 #/ft Left Cantilever DL #/ft LL #!ft Right Cantilever DL 3,567.00 #lft LL mit I Trapezoidal Loads #1 DL @ Left 193.00 #!ft IL @ Left 60.00 tUft Start Loc 23.000 It DL @ Right 193.00 tUft IL @ Right 60.00 11/ft End bc 26.000 ft I Point Loads Dead Load 1.24D.0 lbs lbs lbs lbs lbs lbs lbs Uve Load 2,140.0 lbs; lbs lbs lbs lbs lbs lbs ...dlstance 23.000 It 0.00Dft 0.000ft 0.000 ft 0.000ft 0.000 ft 0.000ft Beam Design OK Span= 2I00ft, RightCant= 1.50ft, Beam Width = 5.in x Depth = 5.75n, Ends are Pin-Pin Max Stress Ratio 0.916 :I Maximum Moment -43 k-ft Maximum Shear * 1.5 8.0 k Allowable : 7.0 k-ft Allowable 8.8 k Max. Positive Moment 251 k-ft at 8.711 ft Shear: @ Left 0.56 k Max. Negative Moment -4.23k-ft at 23.000 It @ Right 5.35k Mw (@ Left Support 0.00 k-ft Camber @ Left 0.000 in Marc @ Right Support -4.30 k-ft @ Center 1.531 in Max. M allow 6.99 Reactions... Right 0.596 in fb 1,782.60 psi fv 265.74 psi Left DL 4303 k Max 0.58 k Fb 2,900.00 psi Fv 260.00 psi Right DL 7.21 k Max 10.06k Deflections Center Span... Dead Load Total Load Left Cantilever.... Dead Load Total Load Deflection 1.020 in -1.062 in Deflection 0.000 in 0.000 in ...Locatlon 14.191 ft 9.787 ft ...LengthlDefl 0.0 0.0 ...Lerigth/Defl 270.5 255.13 Right Cantilever... Deflection -0.8 in -0.405 in ...Length/Defl 90.6 88.9 Title : Job Dsgnr: Date: Description: Scope: f' l3LD6. 4f Rev. 510300 Page I 5.1.3. 22-Jun.1999. Win32 General Timber Beam . Description BEAM 106 FLUSH FLOOR BEAM AT END OPENINGS General Information Calculations are designed to 1997 NDS and 1997 USC ReulrementsJ Section Name Prlim: 3.6x14.0 Center Span 8.50 ft .....Lu 0.00 ft Beam WIdth 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 14.000in Right CantIlever ft .....Lu 0.00 ft Member Type Truss Joist - MacMillan, Parallam 2.OE Fb Base Allow 2,900.0 psi Load Our. Factor 1.000 Fv Allow 290.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi E 2,000.0 ksi ITrapezoidal Loads #1 DL @ Left 318.00 SIft IL @ Left 190.00 #m Start Loc 0.000 ft DL @ Right 318.00 S/ft LL @ Right 190.00 S/ft End Lea 7.000 it #2 DL @ Left 590.00 SIft LL @ Left 390.00 S/ft Start Lea 7.000 ft DL @ Right 590.00 #/fl IL @ Right 390.00 #/ft End Lea - 8.500 it Point Loads Dead Load 1,.0 lbs lbs lbs lbs lbs lbs lbs Live Load 1,660.0 lbs lbs lbs lbs lbs lbs lbs ...distance 7.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Beam Design OK 5 8.0k 14.2 k Left 2.77 k @ Right 5.36 k @ Left 0.000 in @ Center 0.054 in @ Right 0.000 in Span= 8.50R, Beam Width = 3.5M x Depth = 14.ln, Ends are Pin-Pin Max Stress Ratio 0.566 1 Maximum MOment 7.5 k-ft AllOwable 27.6 k-ft Max. Positive Moment 7.54k-ft at 5.440 ft Max. Negative Moment .0.00 k-ft at 8.500 ft Max @ Left Support 0.00 k-ft Max @ Right Support 0.00 k-ft IiA,, P.1 157 Reactions... fb 791.79 psi fv 164.00 psi Left DL Fb 2,900.00 psi Fv 290.00 psi Right DL Deflections 1.66k Max 2.77k 3.00k Max 5.36k Maximum Shear * 1. Allowable Shear Camber Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.006 in .0.062 in Deflection 0.000 In 0.000 in ...Location . 4.454 ft 4.488 ft ...LengthlE)efl 0.0 0.0 ...LengthlDefl . 2,85.3.7 1,662.35 p1gm Cantilever.- Deflection 0.000 in 0.000 in ...Length/Defl 0.0 0.0 I SfreSSS Sending Analysis - Ck 21.298 Le 0.000 ft Sioc 114.333 inS Area 49.000 1n2 1.900 Rb 0.000 Cl 0.000 Max Moment S Req'd Allowable lb @ Center 7.54 k-ft 31.22 1n3 2,900.00 psi @ Left Support 0.00 k-ft 0.00 inS 2,900.00 psi Right Support 0.00 k-ft 0.00 inS 2,900.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.15 k 8.04k Area Required . 14.320 in2 27.711 in2 Fv: Allowable 290.00 psi 290.00 psi Searing @ Supports - Max. Left Reaction 2.77 k Bearing Length Req'd 1.217 in Max. Riaht Reaction 536 k Beanna Lenath Redd 2.366 in Title: Job# Dsgnr: Date: . Description: Scope: Rev. 510300 Page 2 ,US, e".: KW-0602523,Ver 5.1.3, 22.Jun.1999. Whn General Timber Beam , .. Description BEAM 106 FLUSH FLOOR BEAM AT END OPENINGS Query Values M, V, & D @ Specified Locations Moment Shear Deflection Center Span Location = 0.00 ft 0.00 k-ft 2.77 k 0.0000 in @ Right Cant. Location = 0.00 it 0.00k-ft 0.00 k 0.0000 in Left Cant. Location = 0.00 ft 0.00k-ft 0.00 k . 0.0000 in ----------- Sketch & Diagram _1O0tbs 1.70 2.55 3.40 4.25 5.10 5.95 6.80 7.65 8.50 in "'"IIiI1IID1l1llII po7.5lr.ft Omax .00421fl Rmax 2.8k neal - 5.4k Vn,axO left 2.8li Vmax@rl5.4l 1.52 '2.28 .3.04 -380 4.56 Shear Load (k) Location Along Member (8) 7.54 0.85 1.70 2.55 340 6. 04 5.28 79 6. 41 4.53 3.77 3.02 2.26 11115111 111 ]111 7.65 8.50 0.01 0.02 002 003 0.04 0.04 0.05 0.06 Local y Deflection (In) Location Along Member (8) Title: Job # Dsgnr: Date: Description: Scope: PISINE06 Pr. Rev. 510300 User KW O6O252 Vet 5.1.3, 22iun1999, Win32 General Timber Beam Description BEAM 106 FLUSH FLOOR BEAM AT MIDDLE OPENING l'LPs. 445 Page 1 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Prllm: 3.5x14.0 Center Span 8.50 it .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever It .....Lu 0.00 ft Beam Depth 14.000 in Right Cantilever ft .....Lu 0.00 ft Member Type Truss Joist - MacMillan, Paraliam 2.0E Fb Base Allow 2,900.0 psi Load Dur. Factor 1.000 Fv Allow 290.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi E 2,000.0 ksi I Full Lengh Uniform Loads -. .. -- .-.-.--..-- .. L5.- . •.• .-- L.., . -.--' .... Center DL 500.00 #/ft LL 390.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #111 LL #/ft Point Loads Dead Load 1,0.0 lbs lbs lbs lbs lbs lbs lbs Live Load 1,.0 lbs lbs lbs lbs lbs lbs lbs ...distance 7.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 it 0.000 ft 0.000ft Beam Design OK Span= 8.50ft, Beam Width = 3.5001n x Depth = 14.in, Ends are Pin-Pin Max Stress Ratio 0.70 : 1 Maximum Moment 11.3 k-ft Maximum Shear * 1.5 10.1 k Allowable 27.6 k-ft Allowable 14.2 k Max. Positive Moment 11.33k-ft at 4.794 ft Shear @ Left 4.71 k Max. Negative Moment 0.00k-ft at 8.500 it @ Right . 6.72 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.081 in Max. iv allow 27 .63 Reactions... @ Right 0.000 in fb 1,188.97 psi Iv 205.65 psi Left DL 2.78 k Max 4.71 k Fb 2,900.00 psi Fv 290.00 psi Right DL 3.78 k Max 6.72k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.054 in -0.094 in Deflection 0.000 in 0.000 in ...Localion 4.352 ft 4.386 ft . ...Length/Defl 0.0 . 0.0 ...LengthlDefl 1,882.0 1,088.19 Right Cantilever.. Deflection 0.000 in 0.000 in ...Length/Defl 0.0 0.0 Stress Calcs Bending Analysis Ck 21.298 Le 0.000 it S 114.333 in3 Area 49.000 1n2 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Reqd Allowable fb @ Center 11.33 k-ft 46.88 in3 2,900.00 psi Left Support 0.00 k-ft 0.00 1n3 2,900.00 psi @ Right Support 0.00 k-ft 0.00 ir3 2,900.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 7.07 k 10.08 k Area Required 24.373 in2 . 34.74812 Fv: Allowable 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 4.71 k Bearing Length Reqd 2.071 in Max. Right Reaction 6.72 k Bearing Length Req'd 2.953 in Title: Job# Dsgnr: Date: Description: Scope: Rev. 510300 User: KW 0502523. Ver 5.1.3, 22.Jun.1999. w General Timber Beam Page 2 (c) 198399 ENEALC c:\rineos.ecwCaIcuIatuor. Description- BEAM 106 FLUSH FLOOR BEAM AT MIDDLE OPENING M*11.3kft Dax=0.094fn Rmax 4.71% Rmox 6.7k Vmax@ left 4.7k . Vmax@rt'6.7 I .2.23 II -334 Shear Load (k) Location Along Member (8) 11.33 0.85 1.70 2.55 3. 95 6.80 7.65 8.50 10.20 9.06 7.93 flh 453 3*40 AI4 Local y Deflection (in) Location Along Member (it) Title: Job# Dsgnr: Date: Description: Scope: Pt(lWeo, PT: 3L-D& 44 S Rev. 510300 Page I UseiKW-0602523. Ver 5.1.3. 22Jun-1999, ws General Timber Beam c:\\ rineos.ecw:Cat:ulation (c) 1983-99 ENERCAIC Description BEAM 107 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirenvents Y Section Name prllm: 3.5x14.O . Center Span 12.00111 .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever it .....Lu 0.00 ft Beam Depth 14.000 in Right Cantilever ft .....Lu 0.00 ft Member Type Truss Joist - MacMillan, Parallam 2.OE Fb Base Allow 2,900.0 psi Load Our. Factor 1.000 Fv Allow 290.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi E 2,000.0ksi I Full Lengh Uniform Loads Center DL 40.00 #/ft LL 400.00 #!ft Left Cantilever DL #/ft LL #/11 Right Cantilever DL #alft LL #/ft Beam Design OK Span= 12.00ft, Beam Width = 3.500m x Depth = 14.in, Ends are Pin-Pin Max Stress Ratio 0.287 : I Maximum Moment 7.9 k-ft Maximum Shear * 1. Allowable 27.6 k-ft Allowable Max. Positive Moment 7.92k-ft at 6.000 It Shear Max. Negative Moment 0.00k-ft at 0.000 ft Max @ Left Support 0.00 k-ft Camber: Max @ Right Support 0.00 k-ft Max. Mallow 27.63 Reactions. fb 831.25 psi fv 80.82 psi Left DL Fb 2,900.00 psi .Fv 290.00 psi Right DL 5 4.0k 14.2 k @Left 2.64 k Right 2.64 k @Left . 0.000 in @ Center. 0.017 in @ Right 0.000 in 0.24 k Max 2.64 k 0.24k Max 2.64k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection .0.012 in .0.128 in Deflection 0.000 in 0.000 in ...Location 6.000 ft 6.000 it ...LengthiDefl 0.0 0.0 ...LengthlDefl 12,351.1 1,122.83 Right Cantilever... Deflection 0.000 In 0.000 In ...LengthlDefl 0.0 0.0 Stress Calcs Bending Analysis Ck 21.298 Le 0.900 ft S)oc 114.333in3 Area 49.000 in2 1.000 Rb 0.000 CI 0.000 Max Moment Sxx Redd Allowable lb Center 7.92 k-ft 32.77 in3 2,900.00 psi Left Support 0.00 k-ft 0.00 in3 2,900.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,900.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 396 k 3.96 k Area Required 13.665 in2 13.655 in2 Fv: Allowable 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 2.64k Bearing Length Req'd 1.160 in Max. Right Reaction 2.64k Bearing Length Reqd 1.160 in Query Values M, V, & 0 @ Specified Locations Moment Shear Deflection Center Span Location = 0.00 it 0.00k-ft 2.64 k 0.9000 in @ Right Cant. Location = 0.00 ft 0.00k-ft 0.00k 0.0000 In Title: Job# Dsgnr: Date: Description: Scope: Title: Job# Osgnr: Date: Description: Scope: 41401 rr. t5l-Oce 44 S Rw 510300 5.1.3, 22-Jun.1999, Win32 General Timber Beam Page 1 Description BEAM 108 General Information tt,._.-._--• Calculations are designed to 1997 NDS and Requirements J Section Name Prllm: 3.5x14.O - Center Span 12.00 It .....Lu 0.00 ft Beam Width 3.600 in Left Cantilever it ......Lu 0.00 ft Beam Depth 14.000 in Right Cantilever ft ......Lu 0.00 ft Member Type Truss Joist - MacMillan, Parellam 2.0E Fb Base Allow 2,900.0 psi Load Our. Factor 1.000 Fv Allow 290.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi E . 2,000.0 ksi I Full Lengh Uniform Loads Center - DL 13.00#/ft LL 130.00 #Ift Left Cantilever DL #/ft IL #!ft Right Cantilever DL #Jft LL #Jft Point Loads Dead Load 2,40.0 lbs lbs lbs lbs lbs lbs lbs Live Load 2,400.0 lbs; lbs lbs lbs lbs lbs lbs ...distance 4.000 it 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 it 0.000 ft Beam Design OK Span= 12.00ft, Beam Width = 3.in x Depth = 14.in, Ends are Pin-Pin Max Stress Ratio 0.387 : I Maximum Moment 9.3 i-tt Maximum Shear * 11;.5 3.9 k Allowable 27.6 k-ft Allowable 14.2 k Max. Positive Moment 931 k-ft at 4.002 it Shear: @ Left 2.62 k Max. Negative Moment 0.00k-ft at 0.000 ft @ Right 1.74 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.018 in IA IA ax. , allow 27.63 Reactions @Right 0.000 in lb 977.00 psi Iv 80.14 psi Left DL 0.24 k Max 2.62 k Fb 2,900.00 psi Fv 290.00 psi Right DL 0.16k Max 1.74k [Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.012 In -0.130 in Deflection 0.000 in 0.000 in ...Locat%on 5.616 it 5.616 ft ...LengthlDefl 0.0 0.0 ...Length/Defl 12,216.6 1,110.60 Right Cantilever... Deflection 0.000 In 0.000 In ...Length/Defl 0.0 0.0 [Stress Calcs Bending Analysis .-....-.- Ck 21.298 Le 0.000 it Sxx 11433300 Area 49MM in2 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Reqd - Allowable lb @ Center 9.31 k-ft 38.52 in3 2,900.00 psi Left Support 0.00 k-ft 0.00 1n3 2,900.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,900.00 psi Shear Analysis @ Left Support @ Right Support Design Shear a93 k 2.61 k Area Required 13.541 in2 8.990 in2 Fi,. Allowable 29000 psi 290.00 psi Bearing @ Supports Max. Left Reaction 2.62 k Bearing Length Req'd 1.151 in Max. Right Reaction 1.74 k Bearing Length Reqd 0.764 in Title: ,Job# Dsgnr. Date: Description: Scope: Rev. 510300 Usei: KW-060252 9cr 5.1.3, 22-jun1999. Wln32 (c) 1983-99 ENERCALC Description BEAM 108 General Timber Beam Page 2 Query Values -.- . M, V. & D @ Specified Locations Moment Shear Deflection Center Span Location = 0.00 ft 0.00k-ft 2.62 k 0.0000 in @ Right Cant. Location = . 0.00 ft 0.00k-ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00k-ft 0.00k 0.0000 in Sketch & Diagram 2.40 3.60 4.80 6.00 7.20 8.40 9.60 10.80 12.00 14.3,/fl O W., -0.87 KWX 9.3k. IIIIIIttIIIljvI I1IJJJJJJJJJ ii ii] II Dmax-0.130m Shear Load (Ii) Location Along Member (if) 9.31 1.20 2.40 3 80 6.00 7.20 8.40 9.60 10.80 12.00 Rmax = 2.6k . Ibnar 1.7k 830 Vmax left 2.6k Vmar Oft 1.7k 7,45 iE: d1l 11 Local y Deflection (hi) Location Along Member (if) OCHELTREE ARCHITECTURE 200 MARINE VIEW AVENUE DEL MAR CA, 92014 (858) 755-4414 (858) 259-0703 Re 510300 User. KW-0802523. Vet 5.1.3, 22-Jtn-1999. W1n32 (C) 1983-59 ENERCAI.0 Tltlo• Job Dsgnr. Data: 4:16PM, 11 OCT 01 Description: Scope: ?IIM ?T' ('LD(. 4 General Timber Beam Page 1 Description BEAM 201 General Information Calculations are designed to 1997 NDS and 1997 UBC ReuIren1entsj Section Name Prftm: 3.5x11.875 Center Span 8.00 it .....Lu 0.00 it Beam Width 3.500 in Left Canlilever it .....Lu 0.00 ft Beam Depth 11.875 in Right Cantilever It .....Lu 0.00 ft Mentor Type Truss Joist - MacMillan, Perallarn 2.OE Fb Base Alkm 2,900.0 psi Load Dur. Factor 1.000 FvPJlow 290.0 psi Beam End Fatty Pin-Pin Fc Mow 650.0 psi E 2,000.0 Ii I Full Lh Uniform Loads Center DL 30.00 tuft LL 150.00 #Ift - left CatiIer DL tuft IL tuft Right Cantilever DL tilt LI. tuft Point Loads LIve Load lbs lbs lbs lbs lbs lbs lbs -distance 1.000 ft 0.000 ft 0000ff 0.000 it 0.000 ft 0.000 ft 0.000ft Beam Design OK Span 8.00ff, Bean Width = 3.500in x Depth = 11.8751n, Ends are Pin-Pin Max Stress Ratio 0.139 :1 Maximum Moment 1.7 k-ft Maximum Shear * 1.5 1.7 k Allowable 19.9 k-ft Allowable 12.1 k Max. POSIUVO Moment 1.67k-ft at 3.680 ft Shear: @ Left 1.11 k Mac. Negative Moment 0.00k-ft at 8.000 It @ Right 0.78 k Max @Left Support 0.00 k-ft Camber: @Left 0.000 in Max @ Right Support 0.00 k-ft © Center 0.009 in Max. Mallow 19.88 Rea @ Right 0.000 in th 244.17 psi fv 40.20 psi Left OL 0.51 k Max 1.11 k Fb 2,900.00 psi Fv 290.00 psi Right DL 0.18k Max 0.78k Deflections Deflection -0.006 in -0.020 in Deflection 0.000 in 0.000 in ...Location 3.712 ft 3.904 it ...LangthlDefl 0.0 0.0 ...Length/Defl 16,039.5 4,773.75 Right Cantilever... Deflection 0.000 in 0.000 in ...Leegth/Defl 0.0 0.0 I Stress Calcs Bending Analysts Ck 21.298 La 0.000 ft Sec 82.259 in3 Area 41.563 in2 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Ree'd AIkiwatle lb © Center 1.67 k-ft 6.93 in3 2,900.00 psi @ Left Support 0.00 k-ft 0.00 1n3 2,900.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,900.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.67k 1.16k Area Required 5.761 in2 4.015 1n2 Fv. Allowable 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 1.11 k Bearing Length Req'd 0.490 in Max. Right Reaction 0.78 k Bearing Length Req'd 0.341 in OCHELTREE ARCHITECTURE 1W.: Job # 200 MARINE VIEW AVENUE Dsgnr Date: 3:21PM, 11 OCT 01 DEL MAR CA, 92014 Description: (868)7554414 Scope: 'lEjI1O', P1 4 4 '3 (858) 259-0703 Rcm 510300 Page 1 KW-0602523.Ver 5.13. 22-.sii..ien. WmM General Timber Beam (C) 198399 ENERC.LC Description BEAM 202 General information Calculetions are designed to 1"7 Nos and 19117 - Section Nam Prtlm: 5.25x14.0 Center Span 11.50 ft .....Lu 0.00 ft Bean Width 5.250 in ieftCardieer ft .....Lu 0.00 ft Bean Depth 14.000 in Right Cantiiner ft .....Lu 0.00 ft Member Type Truss Joist - MacMillan. Parallan 2.0E Fb Base Allow Z900.0 psi Load Our. Factor 1.000 FvAlkwi 290.0 psi Bean End Fodly Pin-Pin Fc Albv 650.0 psi E 2000.0 ksi I Trapezoidal Loads ..-'----- #1 DL @ Left 95.00 #/ft IL @ Left 380.00 #Ift Start icc 0.000 ft DL © Right 95.00 #fft IL @ Right 380.00 SIft End Loc 9.000 ft #2 DL @ Left 130.00 SIft IL @ Left 520.00 SIft Start Icc 9.000 It DL@ Right 130.00 #111 LL@ Right 520.00 SIft End icc 11.500 ft Point Loads Live Load 600.0 lbs lbs lbs be lbs lbs lbs ...distanon 9.000 ft 0.000ft 0.000ft 0.000ft 0.000ft 0.000 ft 0.000ft Beam Design OK Spaiv 11.50f1 Bean Width = 5.250in x Depth = 141n Ends are Pin-Pin Max Stress Ratio 0.264 1 Maximum Moment 92 k-ft Maximum Shear *1.5 5.6 k Allowable 41.4 k-ft Allowable 21.3 k Mac Posithe Moment 9.18k-ft at 6.210 ft Shear @ Left 2.95 k Max. Negative Moment -0.00k-ft at 11.500 ft @ Right 3.75k Max @ Left Support 0.00 k-ft Canter: @ Left 0.000 in Max @Right Support 0.00 k-ft @Center 0.028 in Max Ma1k, 41.45 @ Right 0.000 in lb 642.15 psi fv 76.48 psi Left DL 0.60 k Max 2.96 k Fb 2,900.00 psi Fv 290.00 psi Right DL 0.78 k Max 3.75k Deflections Center Span... Dead Load Total Load Left Cantilever... Deal Load Total Load Deflection -0.019 in -0.092 in Deflection 0.000 in 0.000 in ...Location 5.888 ft 5.842 It ...Length/Defl 0.0 0.0 ...Length/Defl 7,263.8 1,496.93 Right Cantilever... Deflection 0.000 in 0.000 in ...Langthloefl 0.0 0.0 Stress Calcs Bending Analysis Ck 21.298 Le 0.000 ft Soc 171.500in3 Area 73.500 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment S,oReq'd Ailoat1e1b @ Center 9.18 k-ft 37.98 in3 2,900.00 psi @ Left Support 0.00 k-ft 0.00 1n3 2,900.00 psi @ Right Support 0.00 k-ft 0.00 1n3 2,900.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.43 k 5.62 k Area Required 15.273 1n2 19.362 in2 Fv AIkvthle 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 2.95 k Bearing Length Req'd 0.865 in Max. Right Reaction 3.75 k Bearing Length Req'd 1.098 in OCHELTREE ARCHITECTURE 200 MARINE VIEW AVENUE DEL MAR CA, 92014 (858) 755-4414 (858) 259-0703 Rev: 510300 User: KW-0602523. Vet 5.1.3,22-Jun-IM. Wt02 (C) 1983-98 ENERCM.0 Tide: Job# 0sgnr Date: 3:47PM, 11 OCT01 Description: Scope: ?IRJP-ao FT. (LP 4 S Multi-Span Timber Beam Page 1 Description BEAM 203 I I Information - Truss Joist - MacMillan, Parallam 2.OE Fb: Basic AIbN 2,900.0 psi Itic Modulus 2,000.0 ksi Spans Considered Continuous Or Support Fv: Basic Allow 290.0 psi Load Duration Factor 1.000 Calculations are designed to 1997 NDS and 1997 USC Requirements Timber Member Information _____j Description BEAM 203 LEFT OEM 2O3R Span ft 5.50 15.00 Timber Section 'ilhn: 525x14. Pdlm: 5.25x14. Beam Width in 5.250 5.250 Beatn Depth in 14.000 14.000 EfldFodty Pin - Pin Pin - Pin Le: Unbraced Length ft 0.00 0.00 Member Type Lhe Load Used This Span 'f Yes - Yes Dead Load 62M0 62.00 Live Load #Iftj 250.00 250.00 Dead Load M 580.00 Ue Load #/ft 400.00 Start it 7.000 End ft 5.500 15.000 Point #1 Deaf Load lbsj 1,140.00 1,900.00 Uwe Load lbs 1,140.00 2,545.00 it 0.100 7.000 EResults Mmax @ 330.5 it 0.00 8.50 Max @ Left End in-k1 0.0 -311.0 Max @ Right End in-k -311.0 0.0 It,: Actual psil 1,813.5 1,926.9 Fb : Allowable psi 2,900.0 2900.0 Bending OK Bending OK Shear @Left k 1.62 8.53 Shear @ Right k 5.61 8.44 fv:Actual psil 107.1 167.1 Fv: Allowable psi 290.0 290.0 Shear OK Shear OK I Reactions & Deflection DL @ Left k -0.74 5.68 LL@Left k -0.88 8.46 Total @ Loft k -1.62 14.14 DL @ Right k 5.68 4.01 LL @ Right k 8.46 4.43 Total @ Right k 14.14 8.44 - Max. Deflection in 0.033 -0.373 ft 3.23 8.30 Query Values Location It U.UU U.UU Moment in-k 0.0 -311.0 Shear lbs -1.6 8.5 Deflection in 0.0000 0.0000 OCHELTREE ARCHITECTURE 200 MARINE VIEW AVENUE DEL MAR CA, 92014 (858) 755-4414 (858) 259-0703 Rev: 510300 User. KW-0602523. Vu 5.1.3. 22-J,n-1999. Wir,32 c) 1983-99 ENERCALC Description BEAM 204 Title: Job# Dagnr: Date: 3:57PM, 11 OCT 01 Description: Scope: PRaOS er. 13L P6. 4 S . Page 1 Multi-Span Timber Beam General Information - Truss Joist - Mac8an, Parallam 2.OE Fb: Basic Allow 2,900.0 psi Elastic Modulus 2,000.0 ksi Spans Considered Continuous Over Support Fv: Basic Allow 290.0 psi Load Duration Factor 1.000 Calculations am designed to 1997 NDS and 1997 UBC Requirements I Timber Member Information J Description BEAM 204 RIGH1EAM 204 MIDDLE BEAM 204 LEFT Span ft 5.50 7.50 8.00 Timber Section 'rum: 525x14. Prllm: $.25x14. Beam Width in 5.250 5.250 0.000 Beam Depth in 14.000 14.000 0.000 End Fbdty Pin - Pin Pin - Pin Pin - Pin La Unbraced Length ft 0.00 0.00 0.00 Member Type . Sawn Lie Load Used This Span? Yes Yes Yes Deed Lead Will 260.00 280.00 60.00 Live Load #/fti 140.00 160.00 60.00 Point #1 Deed Load ibs Uve Load lbsj 888.00 886.00 ftll 0.100 7.500 Results Mmax@ Cntr in-kf 9.6 13.2 21 @ X = ft 1.87 3.65 6.29 Max @ Left End In-Id 0.0 -21.8 -26.2 Mmc@ Right End in-k! -21.8 -26.2 0.0 fb:Actuai psli 126.8 153.1 0.0 Fb : Allowable psii 2,900.0 2,900.0 0.0 Bending OK Bending OK Bending OK Shear @Left kl 1.64 1.60 0.75 Shear @ Right ki 1.45 2.59 0.21 fv:Actual psi 19.9 23.9 0.0 Fv: Allowable psi 290.0 290.0 0.0 Shear OK Shear OK Shear OK Reactions & Deflection - DL@Left k 0.51 1.94 1.50 LL© Left k 1.14 1.10 1.84 Total @ Left k 1.64 3.05 3.34 DL@ Right k 1.94 1.50 0.07 LL@Right k 1.10 1.84 0.14 Total @ Right k 3.05 3.34 0.21 Max. Deflection in -0.001 -0.003 0.000 It 216 3.65 0.00 I Query Values ra Location ft 0.00 0.00 0.00 Moment in-k 0.0 -21.8 -26.2 Shear lbs 1.6 1.6 0.8 Deflection in 0.0000 0.0000 480.0000 Span= 6.00ft, Beam Width = 3.500m x Depth = 14.in, Ends are Pin-Pin Maximum Shear *1.5 Allowable Shear: tLeft Camber Max. M allow 27.83 Reactions... fb 149.33 psi fu 15.93 psi Left DL 0.52 k Fb 2,900.00 psi Fv 290.00 psi Right DL 0.08 k Deflections @ Right @Left @ Center @ Right Max Max Beam Design OK 0.8 k 14.2 k 0.52 k 0.36k 0.000 in 0.001 in 0.000 in 0.08 k -0.36k Max Stress Ratio 0.055 : I Maximum Moment -1.4 k-ft Allowable 27.6 k#t Max. Positive Moment 0.01 k-ft at 0.192 ft Max. Negative Moment 1.42k-ft at 3.000 ft Max @ Left Support 0.00 k-ft Max @ Right Support 0.00 k-ft OCHELTREE ARCHITECTURE Title: Job # 200 MARINE VIEW AVENUE Dsgnr: Date: 403PM, 11 OCT 01 Description: DEL MAR CA, 92014 (858)7554414 Scope: % P.-II4CO PT. 4 4 S (858) 259-0703 i Rev. 510300 Page1 &er. KW-0602523, Ver5.1.3. 22-JUfl.1899. Wn32 General Timber Beam (C) 1B83e94ERCALC c:ec',cirineos.ecwcalculations - Description BEAM 205 General information Calculations are designed to 1997 Nos and 19W USC Requirements Section Name Prllm: 3.5x14.0 Center Span 6.00ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 14.000 in Right Cantilever it .....Lu 0.00 ft MemberType Truss Joist- MacMillan, Parallam 2.OE Fb Base Allow 2900.0 psi Load Our. Factor 1.000 FvAflow 290.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi E 2,000.0 ksi Trapezoidal Loads 41 t)L©Left 293.00 fl/ft LL©Left !ft StartLoc 0.000 ft DL @ Right #/ft LL @ Right #Ift End Loc 0.000 ft ffULefjLen 152.00 ft LLrLen #'tt Start Loc u.000 It DL @ Right #/ft LL © Right #/ft End Loc 0.000 ft Point Loads Live Load -877.0 lbs lbs lbs lbs lbs lbs lbs ...distance 3.000 ft 0.000 ft 0.000ft 0.000 It 0.000 ft 0.000 ft 0.000ft Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.001 in 0.004 in Deflection 0.000 in 0.000 in ...Location 1.920 ft 3.072 ft ...LengthlDefl 0.0 0.0 ...Length/Defl 125,730.5 18,936.46 Right Cantilever... Deflection 0.000 in 0.000 in ...LengthfDafl 0.0 0.0 Stress Calcs Bending Analysis Ck 21.298 Le 0.000 ft S0 114.333 1n3 Area 49.000 1n2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Re'd Allowable lb @ Center 1.42 k-ft 5.89 in3 2,900.00 psi @ Left Support 0.00 k-ft 0.00 in3 2,900.00 psi (• Right Support 0.00 k-ft 0.00 in3 2,900.00 psi Shear Analysis © Left Support © Right Support Design Shear 0.78 k 0.54 k Area Required 2.692 1n2 1.878 1n2 Fv. Allowable 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 0.08 K Bearing Length Reqd 0.036 in Max. Right Reaction -0.36 K Bearing Length Req'd 0.160 in OCHELTREE ARCHITECTURE Titie: Job # 200 MARINE VIEW AVENUE 0sgnr Date: 11:19AM, 31 OCT01 DEL MAR CA 92014 Description: (858) 755-4414 Scope: I P4 E 05 Pr EL. D4 4 46. (858) 259-0703 Page (C) 198399 ENEECAI.0 c:ec 1 I Re 510300 User. KW.0802523, V&5.1.3. fl-Jw1999. vn Restrained Retaining Wall Design pop I Description PIRINEOS POINTE RESTRAINED 6' WALL D A I L. 5 Z /So 3 C', Criteria Soil Data 1 1 Footing Strengths & Dimensions Retained Height = 6.00 ft Allow Soil Boning = 2,000.0 psf fc = 2,000 psi Fy = 60,000 psi Well height ehcrc soil = 0.75 ft Equivalent Field Pressure Method tan. As % = 0.0014 Tatel Well Height = 6.75 ft Heel AdJ%is Pressure 35.0 Toe Width 0.92 ft ToeftfivePressure = 35.0 Hod Width =1.58 Top Support Height = 6.75 ft PassivePressure = water height over heel = 400.0 0.0 It Total Footing Width Footing Thickness = 12.00 in Slope Behind Well = 0.00:1 FociingSnJl Friction = 0.300 Height of Soil over Toe = 0.75 in soil tieigtitto ignore Key Width = Key Depth = 0.00 in 0.00 in Soil Density = 110.00 pot for passive pressure = 0.00 In Key Distance from Toe = 0.00 It Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 In Wall toFtgCLDist = 0.00 ft Footing Type Line Load Base AboBelow Soil 0.0 ft - at Back ofWall . s = 0.0 Cmier @ Top = 3.00 in © Cm- 3.00 in [charge Loads - Uniform Lateral Load Applied to Stem Surcharge Or Heel = 0.0 pet >>>NOT Used To Reset Sliding & Overturn Surcharge Or Toe = 0.0 pet NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 220.0 lbs Mel Live Load = 560.0 lbs Mel Load Eccentricity = 0.0 in Lateral Load = 0.0ft ... Height to Top = 0.00 ft ... Height toBMW = 0.00ft I Masonry Stem Construction Total Bearing Load = 2,278 lbs ...resuttontecc = 0.481n Soil Pressure @Toe = 999 psf OK Soil Pressure@ Heel = 823 pef OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACl Factored @Toe = 1,473 psf ACl Factored @Hod = 1,213 psf Focting Sheer © Toe = 10.9 psi OK Footing Shea @ Heel = 10.2 psi OK Alloathie = 76.0 psi Reaction at Top = 102.3 lbs Reaction at Bottom = 755.1 lbs Sliding Cake Slab Resists NI Sliding! Lateral Sliding Force = 755.1 lbs Footing Design Results Toe Heel Factored Pressure = 1,473 1,213 pot MV: Upward = 847 0ft4 Mii:Downward = 130 661ft-# Mu: Design = 718 661 ft4 Actual l -Way Shear =. 10.87 10.15 psi Allow 1-Way Shear = 76.03 76.03 psi I'm = 1,500 psi Short Term Factor = 1.000 Fs = 24,000 psi Equiv. Solid Thick = 7.600 In n Ratio (Es/Em) = 25.778 No Special Inspection Mmax Between Top Support Top & Base @ Base of Wall Stem 01< Stem OK Stem OK = e.75 ft 3.581t 0.00 ft = #5 #5 #5 = 16.00 in 16.001n 16.001n = Edge Edge Edge = 5.25 in 5.25 in 5.25 in = 0.000 0.261 0.538 = 0.0 ft4 241.7 ft4 569.3 Mt = 1,058.0 ft-# 1,058.0 ft-# 1.058.0114 = 0.0 lbs 527.6 lbs = 0.00 psi 9.42 psi = 19.36 psi 19.36psi Reba Lap Required = 25.00 In 25.00 in Reba entedment into footing = 6.00 in Other Acceptable Sizes & Spacings: Toe: None Spec'd -a- Not req'd, Mu <S * Fr Heat None Specd -or- Not req'd, Mu < S * Fr Key: No key defined -or- No ley defined Thickness = &001n Wall Weight = 78.0 pot Stem is FIXED to top of footing Block Type = Medium Weight Solid Grouted Design height Rebar Size Rebar Spacing Rebar Placed at Rebar Depth cf Design Data fblFB + f6/Fa Moment Actual Shear Force @ this height Shear.... .Actual Shea. . .fihloaeble OCHELTREE ARCHITECTURE Title: 200 MARINE VIEW AVENUE Dsqnr Description: DEL MAR CA, 92014 (858) 755-4414 Scope: (858) 259-0703 Job # Date: 11:19AM, 31 OCT01 1 Re 510300 User: KW-0002523, v n 5.1.3. -w1eos. w Page 2 Restrained Retaining Wall Design (c) 1983-99 BERCI.0 c:lec~Dirineos.ecArCalculations Description PIRINEOS POINTE RESTRAINED 6' WALL q, stem is FIXED at footing >>> Sflding Forces are restrained by the adjacent -569.3 ft# ft-# 9778 ft4 2.9 ft4 ft4 659.9 ft-# 1,231.7 ft-# 453.1 1t4 2,755.9 ft-# Summary of Forces on Footing Slab RESTS slid Forces acting on footing for soil pressure Load & Moment Summary For Footing: For Soil Pressure Caics Moment @ Top of Foeling Applied from Stem = Surcharge Over Heel = lbs ft Axial Deed Load on Stem = 780.0 lbs 1.25 It Soil Or Toe = 6.3 lbs 0.46 ft Surcharge Or Toe = lbs ft Stem Weight = 526.50)s 125 it Soil Over Heel = 602.8 lbs 2.04 ft Fooling Weight = 362.51bs 1.25 It Total Vertical Force = 2,278.1 lbs Base Moment = Soil Pressure Resulting Moment = 914t-# PIGH OF FLM LEMER 4&4 rAI F. LAN 01 NG rL LAD 41 Q */ /4U 0 OiX fZ"O.C. 4'20'p DL= 220., LL= 560.049999990.0005#, Ecc= 0.00051 Pp= 225.78 857.5 P823.16vsf 999.34psf Bar Develop ABOVE Ht in= 30.00 30.00 Bar L!Hook BELOW Ht. in= 30.00 6.00 Wall Weight psf = 78.0 78.0 Reber Depth 'f in= 5.25 5.25 Masonry Data fm - -- psl= 1,500 1,500 Fe psi = 24,000 24,000 Solid Grouting = Yes Yes Special Inspection = No No Modular Ratio 'n = 25.78 25.78 Short Term Factor = 1.330 1.330 Equiv. Solid Thick in= 7.60 7.60 Masonry Block Type = Medhni Weight Concrete Data ft psi= Fy psi= Other Acceptable Sizes & Spacings Toe: #4@ 13.00 in, #5cm 20.00 in, ti8@ 2825 in, #7@ 36.50 in, #8@ 48.25 in, #9@ 4 Hedt Not reid, Mu <S * Fr Key. Not red. Liu cS*Fr OCHELTREE ARCHITECTURE Title: Job ti 2110 MARINE VIEW AVENUE Degnr Date: 11:21AM, 31 OCT01 Description: DEL MAR CA, 92014 (858) 7554414 Scope: ruIpaEo'!, PT. (858) 259-0703 Re. 510300 US KW4502523. Vat 5.1.3. 2241999. Wn32 Cantilevered Retaining Wall Design page I (c) I3-00 ENERC1C c:ncneee.ecwCaIculalons I Description I E!!i_.._.... Ratained Height = 6.00111 Wall height abaft Soll 0.7511t Slope Behind Wall = 0.00:1 Height ofSo8oerToe = 0.75 in Soil Density = 110.00 pd Wind on Stem = 0.0 psf !soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Adiva Pressure = 35.0 ToeAstiva Pressure = 35.0 Passive Pressure = 400.0 Water height over heel = 0.0 It FoellngISoIl Friction = 0.300 Soil height to ignore for passivepressure = 0.00 in KeyWldth = 12.001n Key Depth = 14.001n Key DistencefromToo = 1.50ft Cover @ Top = 300 in @ Bhm= 300 in Footing Strengths & Dimensions] ft = 2,000 psi Fy = 24,000 psi Mm. As % = 0.0012 ToeWldth = 2.0Oft Heel Width = 1.00 Total Footing Width Footing Thickness = 12.00 in Axial Deed Loaf = 290.0 lbs Axial Load Eccentricity = 0.0 in Ma) Live Load = 600.0 lbs Stem Construction Top Store 2nd Stem OK Stem OK Design height ft = 2.75 0.00 Well Material Above Ht" = Masonry Masonry Thickness = 8.00 8.00 Reber Sim = #5 # 5 Reber Spacing = 16.00 8.00 Reber Placed at = Edge Edge Design Data IbIFB + falFa = 0.210 0.801 Total Force @Sedian lbs= 184.8 629.9 Moment .,Actual ft-# = 2002 1,260.0 Mclnent. ... Allowable ft-#= 1,407.1 1,751.9 Shear .... Actual psi = 3.3 11.7 Shaw .... .Allowable psi= 25.8 25.8 IAxial Load Aeeliedto Stej Design Summary Total Sealing Load = 2,514 lbs ... resultantecc. = 0.39 In sea Pressure @Too = 892 psf OK Soil Pressure © Heel = 784 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable AClFactored@Toe = 1,194 psf CIFacttxd@Heel = 1,050 psf Footing Shear @ Toe = 182 psi OK Footing Sheer @ Heel = 7.7 psi OK AJiowable = 76.0 psi Wall Stability Ratios ;O1tUmiflg Sliding = 2.15 OK = 1.830K Sliding Cake (Vertical Component Used) Lateral Sliding Force = 837.7 lbs less 100% Passive Force = 993.8 lbs less 100% FrictIon Force = - 574.3 lbs Added Force Req'd = 0.0 lbs OK ....foc 1.5:1 Stabirity = 0.0 lbs OK Footing Design esuIj Toe Heel Factored Pressure = 1,194 1,050 psf Mif:LJpwaid = 0 oft-# Mu': Downward = 0 277ft4 Mu Design 2,142 277 ft-# Actuall-WayShear = 18.16 7.69 psi Allow 1-Way Shear = 76.03 76.03 psi Toe Ri1uiwg = None Specd Heel Reinforcing = None Specd Key Reinforcing = None Specd 8.00005in Mas wl #5 @ 16.in o/c 8.00( 3/4" #0@0 .ii @Toe Di #O@i 1 @ Heel! Surcharge Over Had = Adjacent Footing Lead = And Dead Load on Stem = SOD Over Toe = Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions = Fooling Weight = Key Weight Veit. Component = Total 290.0 2.33 676.7 13.8 1.00 13.8 526.5 2.33 1,228.5 450.0 1.50 675.0 175.0 2.00 350.0 239.0 3.00 717.0 1,914.2 lbs R.M. 4,284.2 OCHELTREE ARCHITECTURE 200 MARINE VIEW AVENUE DEL MAR CA, 92014 (858) 755-4414 (858) 259-0703 Rw. 510300 User: KW0802523. V& 5.1.3. 22Jun-1999. 99n32 (c) 1983.99 ENERCAI.0 Tiffs: Dsgnr Description: Scope: Cantilevered Retaining Wall Design Job # Date: 11:21AM, 31 OCT01 Page 2 Description ISummary of Overturning & Resisting Forces & Moments OVERTURNING—. RESIS11NG.... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft4 Had Active Pressure = 857.5 2.33 2,000.8 Soil Over Heel = 220.0 2.83 6233 Toe Active Pressure = -19.8 0.35 -7.0 Sloped Soil Over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = SeismicLoad = Total =837.7 O.T.M. = 1,993.8 ReelallnglOverturnlng Ratio = 2.18 Vertical Loads used for Soil Pressure = 2,5142 lbs 'rticaI component of ac" pressure used for soil pressure DL= 290. LL= 290.050001000.0005t, Ecc= 0.0005in Pp= 993.84# 784.09psf 892. 06psf 9 9 9 I 9 II III di I b.t I I r -------------- I L_r ------------ [L _ e -— 9 9 r I______________ I I I ____ r e ------------------ Raw 1 'It I I ct I i "hIs I I : I II lC - - H lli 9 - _;TJ -----1 9 - -I e BASENT SHEAR WALLS vw.r IflI 0 A-An S11VP bV3HS U014 iSIJ IL <!I 0 I 4 -cS 4e 4 SECNB FLOUR SHEAR WALLS 11M 0 THIRD FLOUR SHEAR WALLS 0 *1w-I. Lateral Loading: Area, He Date: Job: PIRINEOS PT BLDG5 & Weight Data Page 1 rm: OCHELTREE ARCHITECTURE Left 171 ( ear Wall Spacing 15 21 .Back Roof 2nd FI/Rf 28 2 2 1st 1 1 zo Roof 2nd FI/Rf 28 R R lstFl 1 1 Roof 2nd FI/Rf 6 R 1st 1 Roof 2nd FI/Rf 1st Roof 2nd FI/Rf 1st F1 LA Roof 2nd FI/Rf lstFl Roof 2nd FI/Rf 1st Fl I Typical Overhang F to BI 1.3 I 459 642.6 28 Z= 3 hRe= 3.75 hRi= 104.25 34 Overall Depth of Roof at 2nd Fl 549 642.6 420 588 28 28 62 Z= 3.6 hRe= 5.4 hRi= 129.6 We= 72 Wi= 288 930 1176 68 56 62 Z= 3.6 We= 66.96 Wi= 267.84 MaxQuake © 1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & 099.07We7 Construction Design Software TYPICAL DEAD LOADS 'Establish Dead Loads (lbs/sf). Right Roof Interior Wall Roof Floor Roofing 15.5 Gyp.Bd 4 Block Block Perim Overall Sheathing 1.5 Framing 4 rea Area Wall Width Framing 2 Int. Finish 1081 36 Snow Other 1008 72 36 19 8 1008 36 36 Ceiling Roof at 2nd Fl 36 Insulation 1 Exterior Wall 1081 TypOH Framing 0.5 Ext Finish 10 1008 21 LtoR Gyp. Bd. 2 Shear 1.5 1.3 Other Framing 4 105.6 HzProj 3.5 Insulation 0.5 90 15 hRe= Floor Gyp. Bd. 2 23.25 Flooring 4 Int Finish 33.3 Sheathing 2 Other hRi= Framing 3.5 18 73.95 Insulation 0.5 106.2 Other WI Area 10 We= 72 FLOOR HEIGHTS & WIND AREA 66.96 'Establish Floor to Floor and Roof Heights (It). Wi= Roof Roof Floor 548 Pitch Height Height - 509.6 X/12 V I L Plan w/ both 6-Jan 6 Roof Legs >15% of Plan.Y? - I Roof Area 1081 6-Jan 7.5 10 I 2c1d FI/Rof vRe 655 vRi 592 2nd Fl Depth 1.3 Roof Area 1186 Fl to Fl Height 9.3 1st Floor Floor Area 1008 WI Perimeter 128 .st Fl Dp - S if Slab set $e S vRe 838 Ave. Silt to Fl Ht I vRi Floor Area 530 2106 Wind Ht.©Ridge 25.3 Slab/Foundation WI Perimeter 196 Wind Ht.©Gable 22.3 Ridge F to B L to R Mean Roof Ht. 22.3 Runs? y FLOOR PLAN AREAS & SHEAR WALL GRID SPACING Establish urun paclnr_n Flo Ian tigura a t eve L Front Roof Roof Block Area Overall Depth 2nd Fl / Roof Roof Block Area Floor Block Area Perimeter Wall Overall Depth 1st Floor Floor Block Area Perimeter Wall Overall Depth Lateral Load Analysis Job: PIRINEOS PT BLDG5 REVISED By: PCO SEISMIC LOADS 'Establish Dead Loads. Mat. Weights 2nd Floor 1st Floor Base Level Item DL(psf) Area (Sf) DL(lbs) Area(sf) DL(Ibs) Area(sf) DL(Ibs) Wt Roof 19 1080.8 20535 1186.4 22542 WtCeiI 3.5 1008 3528 2106 7371 Wt Ext WI 18 1280 23040 911.4 16405 Wt Int WI 10 1008 10080 Wt Floor 10 1008 10080 Sum 2nc 67263 Sum 1st 46318 Base interior wall default: 10 psf of floor area Sum 2nd,1st & Base 113581 'Distribute Weights to Various Levels' Roof 2nd Fl 1st Fl Wt Tributary Weight Line Line Line Sum Wt Roof 2nd 20535 20535 Wt Cell 2nd 3528 3528 1/2Wt Ext W12 11520 11520 23040 WtlntWl2 10080 10080 Wt Floor 2 10080 10080 Wt Roof 1st 22542 22542 Wt Cell 1 7371 7371 1/2 Wt Ext WI 1 16405 16405 Wt tnt WI 1 Wt Floor 1 1/2Wt Ext WI Bsmt Wt Cell Bsmt Line Sum 35583 77998 W= 113581 'Determine Base Shear. UBC Section 1630.2 Zone 4 Fig. 16-2 Seismic Source Type A Table 16-U Soil Prof SD Table 16-J Fault Distance 15 in km to Seismic Source Z=_0.4 _Table 16.1 Ca= 0.44 Table 16.Q 1: 1.0 16-K Cy 0.64 Table 16-R T=_0.21 Formula (30.8) Na=_1.00 Table 16•S R= 5.5 Table 16-N (Tied to Pg 9 Nv=_1.00 Table 16-T Archforms Ltd. Lateral Load Analysis & :ruction Desln Software -Distribute Shear to Various Levels' UBC formula (30-15) Force at Level x = V (Wtx)(Htx)/Sum(Wti)(Hti) Ft assumed = 0 Ht is measured from plate to foundation E=Ehp (30-1) Wt x Ht x (Wt)(Ht) Fx p F to B p L to R Roof 2 35583 19.3 686756 7891 2nd Ft/Roof 1 77998 9.3 725380 8335 1.00 1.00 1st Floor 1.00 1.00 Sum 113581 19 1412135 16226 WIND LOADS 'Wind Pressure- UBC Section1620 go P=gslwCeCg 1 1 I VP 70 Figure 16-1 18.5 Ex B Section 1616 IwI 1 ITable 16-K qs 12.6 Table 16-F Ce 0.67 Table 16-G hCq 1.3 Table 16-H, #2 vCg -0.7 Table 16-H, #2 Ph= 11 Hz. Force (psf) Pv= -5.91 Vt. Force (psf) 'Total Wind Load In Each Direction At Each Level (Ibs)' Trib Area F to B Trib Area L to R Wind Load End Z Inter Z SumP*At End Z Inter Z SumPAt F to B L to R Roof 2 4 104 1,185 23 74 1,067 Roof 1 5 130 1,482 33 106 1,531 3,161 4,469 2nd Fl 72 . 288 3,951 72 548 6,804 3,457 4,933 1st Floor Up Roof 2 655 592 Uplift 7,370 7,370 Up Roof 1 838 530 Uplift 8,086 8,086 GOVERNING LATERAL LOADS 'Maximum Total Load In Each Direction At Each Level (Ibs)' Front to Back Side to Side Roof 2 7,891 Seismic 7,891 Seismic Page 2 MaxQuake © 1995 rm: OCHELTREE ARCHITECTURE All Rights Reserved BUILDING CODE 'Select Cede' 96 BOC4 97 SBC( X 97UBC formula (30-4) (30.5) (30-6) (30-7) E= CvIW/RT but not > 2.5CalW/R but not < 0.11CalW zone 4 not< 0.8ZNvIW/R 64397 22716 5497 6608 E/1.4= 16,226 lbs E/1.4=V 1612.3.1 formula (12-9) - For Code Table references used by MaxQuake see Code Sections cited or Appendix A (below) 2nd Fl/Roof 1 8,335 Seismic 8,335 Seismic 1st Floor Shear Wall Segments Data, Lines 1-8 Page 3 MaxQuake © 1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: Firm: OCHELTREE ARCHITECTURE Job: PIRINEOS PT BLDG5 REVISED By: PCO Q99.07We7 Construction Design Software Line 1. ILine 2 ILine 3 ILine 4 Line 5 ILine 6 1 Line 7 ILine 8 Segment (Seg) names a-g appear to show possible quadrants (q). Remove Segs not used. Move and add 1,2 ... to denote multiple (m) seg's in a quadrant, ie., b2. Seg Variables; Lg: Seg igth. Ht: Seg hght (from pg 1). B: Bearing Wall? - B=yes. Eli: Ext. or Int. Wall?-- E=Ext, l=lnt. S: Stacked Seg above, same row, g&m & = Lg. 2nd Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Level cl&m Lg Ht B E/I q&m Lg Ht B E/I q&m Lg Ht B E/I q&m Lg Ht B E/I q&m Lg Ht B E/I q&m Lg Ht B E/I q&m Lg Ht B E/I q&m Lg Ht BE/I Al 8 10 B E 8 A2 16 10 B E 8 1,2,3.. A3 8 10 B E 8 8 8 Wall Lines Run From. . .. Front - to sum 16 Syst SW sum Syst sum 16 Syst SW sum Syst sum Syst sum Syst sum Syst sum Syst Back load trans to adi line 1st Seg Wall Variables Seg Wall Variables Seg Wail Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Level 1&m Lg Ht B E/I Sq&m Lg Ht BE/iSq&m Lg Ht B E/I Sq&m Lg Ht B E/I Sq&m Lg Ht B E/I Sq&m Lg Ht B E/I Sq&m Lg Ht B E/I Sq&m Lg Ht BE/IS Al 16 8 B E S .A216 8BlS Cl 12 14 B E S Bl 12 14 B I S sum 28 Syst SW sum Syst sum 28 Syst SW sum Syst sum Syst sum Syst sum Syst sum Syst load trans to adj line Base Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Level i&m Lg Ht B E/I S q&m Lg Ht B E/I S q&m Lg Ht B E/I S g&m Lg Ht B E/I S q&m Lg Ht B E/I S q&m Lg Ht BE/I S q&m Lg Ht B Eli S q&m Lg Ht B E/I S sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst load trans to adi Iin load trans to adi lineiload trans to adi lin _____ Shear Segment Height/Length ratio is limited to 2/1 for edge blocked panel. 'Ht/Lg >2 limit' appears if exceeded. See Code Ch. 16 for Ht/Lg limits for other assemblies. Shear Wall Segments Data, Lines A-H Page 4 MaxQuake © 1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: Firm: OCHELTREE ARCHITECTURE Job: PIRINEOS PT BLDG5 REVISED By: PCO Q99.07We7 Construction Design Software Line A ILine B ILine C ILine D Line E ILine F ILine G ILine H Segment (Seg) names 1-7 appear to show possible quadrants (q). Remove Segs not used. Move and add a,b ... to denote multiple (m) seg's in a quadrant, ie., 2b. Seg Variables: Lg: Seg lgth. Ht: Seg hght (from pg 1). B: Bearing Wall?- B=yes. El: Ext. or mt. Wall? - F=Ext, l=Int. S: Stacked Seg above, same row, q&m & = Lg. 2nd Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Level cl&m Lg Ht B E/I q&m Lg Ht B E/I q&m Lg Ht BE/I q&m Lg Ht BE/I q&m Lg Ht B E/I q&m Lg Ht BE/I q&m Lg Ht B E/i q&m Lg Ht BE/I 1A 8 10 B E lB 8 10 B E/I A,B,C.. 2A 8 10 E 28 8 10 BE/I Wall Lines Run From - Side to sum 16 Syst SW sum 16 Syst SW sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst Side 1st Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Level q&m Lg Ht B E/I S q&m Lg Ht B E/I S q&m Lg Ht B E/I S q&m Lg Ht B E/I S q&m Lg Ht B E/I S q&m Lg Ht B E/I S q&m Lg Ht B E/I S q&m Lg Ht BE/I S 1A 4 8 B E lB 8 SBI S1D 7 14BES ZA 4 8 B E 2B 8 8BIS1C 7 14BES 3A 4 8 8 E sum 12 Syst SW sum 16 Syst SW sum 14 Syst SW sum Syst sum Syst sum Syst sum Syst sum Syst load trans to adj line Base Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wail Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wail Variables Level q&m Lg Ht B E/I S q&m Lg Ht BE/I S q&m Lg Ht B E/I S q&m Lg Ht B E/i S q&m Lg Ht B E/I S q&m Lg Ht BE/I S q&m Lg Ht B E/I S q&m Lg Ht B E/I S sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst load trans to adj lintiload trans to adj liniload trans to adj lin load trans to adj iirii ______ Shear Segment Height/Length ratio is limited to 2/1 for edge blocked panel. Ht/Lg >2 limit' appears if exceeded. See Code Ch.16 for Ht/Lg limits for other assemblies. Lateral Load Distribution & Overturning Moment Page 5 MaxQuake © 1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: Firm: OCHELTREE ARCHITECTURE Job: PIRINEOS PT BLDG5 REVISED By: PCO Q99.07 e7 Construction Design Software Lateral Line 1 Line 2 Line 3 Line 4 Line 5 Line 6 Line 7 Line 8 Force Seis %= Wind %= W/ft= if w,.snow RM= if w".67,s.9 OTM= if St'k Vnetht Vadj= V= SumV= Dlstrlb trib fl A/Sum flA trib wl A/Sum wIA Sum 1ev. wtrib area Wt/ftLg2/2k SumV*Ht*Lg/?Lg SumV from adj Ln Ln%*Vmax SorW Vadi+Vabv+V 2nd % S/W 21 21 % S/W 51 50 % S/W 30 29 % S/W % S/W % S/W % S/W % S/W Level Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seismic Al 349 10 20 A2 416 48 40 7,891 A3 349 10 20 SW r=V wall *10/lw / V level Frame / frame/ Vadj line 2 2.3 Vadj line 1 or 3 Vadj line 2 or 4 1.7 Vadj line 3 or 5 Vadj line 4 or 6 Vadj line 5 or 7 Vadj line 6 or 8 Vadj line 7 V level 2nd level V 1.7 2nd level V 4 2nd level V 2.3 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V $ Sum 4 s Sum s Sum 4 Sum Sum Sum Sum Sum 1st % S/W 22 21 % S/W 50 50 % S/W 28 29 % S/W % S/W % S/W 3 S/W % S/W Level Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seismic Al 737 63 51 A2 822 70 85 8,335 Cl 496 24 19 Bi 453 29 24 P= 220/ (r max Ab".5) Vadj line 2 2.4 Vadj line 1 or 3 Vadj line 2 or 4 1.7 Vadj line 3 or 5 Vadj line 4 or 6 Vadj line 5 or 7 Vadj line 6 or 8 Vadj line 7 1.00 r= V above 4 r= V above r= V above 4 r= V above r= V above r= V above r= V above r= V above 0.18 lstlevV 1.8 1st levV 4.2 0.18 1st levV 2.3 1st levV lstlevV lstlevV 1st levV 1st levV s Sum V 8.3 s Sum V s Sum V 8.1 Sum V Sum V Sum V Sum V Sum V Base % S/W 22 21 % S/W 50 50 % S/W 28 29 % S/W % S/W % S/W % S/W % S/W Level Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM 220/ (r max Ab".5) Vadj line 2 Vadj line 1 or 3 Vadj line 2 or 4 Vadj line 3 or 5 Vadj line 4 or 6 Vadj line 5 or 7 Vadj line 6 or 8 Vadj line 7 ##### r= V above 8.3 r= V above r= V above 8.1 r= V above r= V above r= V above r= V above r= V above Bsmt V Bsmt V Bsmt V Bsmt V Bsmt V Bsmt V Bsmt V Bsmt V ____ w Sum I w Sum I w Sum Sum Sum Sum Sum SumV Lateral Load Distribution & Overturning Moment Page 6 MaxQuake © 1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: Firm: OCHELTREE ARCHITECTURE Job: PIRINEOS PT BLDG5 REVISED By: PCO 099.07 e7 Construction Design Software Lateral Line A Line B Line C Line D Line E Line F Line G Line H Force Seis %= Wind %= W/ft= if w,-snow RM= if w.67s.9 OTM= if Stk Vnettht Vadj= V= SumV= Distrib trib fl A/Sum fIA trib wl A/Sum wIA Sum 1ev. w*trib area Wt/ft*L2 2/2k SumV*Ht*Lg/?Lg SumV from ad' Ln Ln%Vmax SorW Vadj+Vabv+V 2nd % S/W 50 50 % S/W 50 50 % S/W % S/W % S/W % S/W % S/W % S/W Level Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft PM OTM Seg W/ft RM OTM Seismic 1A 495 14 20 18 315 9.1 20' 7,891 2A 495 14 20 28 315 9.1 20 SW r=V wall *10/lw I V level Frame frame/ Vadj line B Vadj line AorC Vadj line BorD Vadj line CorE Vadj line DorF Vadj line EorG Vadj line ForH Vadj line G V level 2nd level V/ft 3.9 2nd level V 3.9 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V s Sum V 3.9 s Sum V 3.9 Sum V Sum V Sum V Sum V Sum V Sum V 1st % S/W 23 23 % S/W 48 45 % S/W 27 27 % S/W 2.4 4.8 % S/W % S/W % S/W % S/W Level Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Sg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seismic IA 779 5.6 16 lB ## 28 44 11) 635 14 17 8,335 2A 779 5.6 16 213 ## 28 44 1C 635 14 17 3A284 2 16 P= 2-20/ (r max Ab".5) Vadj line B Vadj line AorC Vadj line BorD 0.2 Vadj line CorE Vadj line DorF Vadj line EorG Vadj line ForH Vadj line G 1.00 r= V above 3.9 r= V above 3.9 r= V above r= V above r= V above r= V above r= V above r= V above 0.30 1st levV 1.9 0.30 1st levV 4 0.11 1st levV 2.3 1st levV 0.2 1st levV 1st levV 1st levV 1st levV s Sum V 5.9 s Sum V 7.9 s Sum V 2.5 w Sum V Sum V Sum V Sum V Sum V Base % S/W 24 23 % S/W 48 45 % 51W 26 27 % S/W 2.1 4.8 % S/W % S/W % S/W % S/W Level Seg W/ft RM OTM Seg W/ft PM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM 2.20/ (r max Ab'.5) Vadj line B Vadj line AorC Vadj line BorD Vadj line CorE Vadj line DorF Vadj line EorG Vadj line ForH Vadj line G ##### r= V above 5.9 r= V above 7.9 r= V above 2.5 r= V above r= V above r= V above r= V above r= V above Bsmt V Bsmt V Bsmt V Bsmt V Bsmt V Bsmt V Bsmt V Bsmt V ____ w Sum w Sum w Sum w Sum Sum Sum Sum Sum Shear Wall and Hold Down Requirements Page 7 MaxQuake © 1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: Firm: OCHELTREE ARCHITECTURE Job: PIRINEOS PT BLDG5 REVISED By: PCO 099.07We7 Construction-Design Software Line 1 ILine 2 ILine 3 ILine 4 Line 5 Line 6 Line 7 Line 8 Uplift = Overturning Moment (OTM)- Resisting Moment (RM) / Segment Length (Seg Lg). Minimum required Hold Down (HD Type) selected from Hold-down and Wall Strap Schedule on Page 9.____ 2nd HO HD HD HD HD HD HD HD Level Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Al 1,258 A Hib A2 1,2,3.. A3 1,258 A Hib Wall Lines Run From Front to Shear(plf) 251 Shear(plf) Shear(plf) 251 Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Back Wall Type I Wall Type I Wall Type I Wail Type 1 Wall Type 1 Wall Type 1 Wall Type 1 Wail Type Roof Uplift from Side to Side resisted by Left and Right Ext. Walls Uplift (p11) Rf 2 Q Ext WI -113 Uplift Detail @ Rf 2 & Ext WI NA 1st HD HD HD HD HD HD HD HD Level Seg Uplift Type Sag Uplift Type Seg Uplift Type Sag Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Al A2 926 A Hla Cl Bi Shear(plf) 296 Shear(plf) Shear(plf) 289 Shear(plf) Shear(pll) Shear(plf) Shear(plf) Shear(plf) Wall Type A 4 Wall Type Wall Type A 4 Wall Type Wall Type Wall Type Wall Type Wall Type Roof Uplift from Side to Side resisted by Left and Right Ext. Walls Uplift (pif) RI 1 @ Ext WI -102 Uplift Detail @ RI 1 & Ext WI NA Straps/Hold-Downs must run continuous down through the Wall below to the Foundation. If no Wall below; tie to Beams sized for Hold-Down Point Loads. Base HD HD HD HD HD HD HD HD Level Seg Uplift Type Sag Uplift Type Seg Uplift Type Seg Uplift Type Sag Uplift Type Seg Uplift Type Seg Uplift Type Sag Uplift Type Shear(plf) Shear(plf) Shear(pIf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Wall Type Wall Type Wall Type Wall Type Wall Type Wail Type Wall Type Wall Type Shear per Linear Foot (Shear(plf)) = Sum of Shear at that Line & Level (Sum V) / Linear Feet of Shear Wall at that Line & Level (Sum Seg Lgth) ______ Minimum required Shear Wall Construction or Shear Frame for Wall Type Symbol is selected from Shear Wall Schedule on Page 9. Shear Wall and Hold Down Requirements Page 8 MaxQuake 01995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: Firm: OCHELTREE ARCHITECTURE Job: PIRINEOS PT BLDG5 REVISED By: PCO Q99.07We7 Construction Design Software Line A ILine B ILine C Line D Line E Line F Line G Line H Uplift = Overturning Moment (OTM) - Resisting Moment (RM) / Segment Length (Seg Lg). Minimum required Hold Down (HD Type) selected from Hold-down and Wall Strap Schedule on Page 9. ______ 2nd HD HD HO HD HD HD HD HD Level Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type See Uplift Type 1A 684 A Hia lB 1,332 A H1b A,B,C.. 2A 684 A H1a 2B 1,332 A H1b Wall Lines Run From Side to Shear(plf) 247 Shear(plf) 247 Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Side Wall Type I Wall Type 1 Wall Type 1 Wall Type 1 Wall Type I Wall Type 1 Wall Type 1 Wall Type Roof Uplift from Front to Back resisted by Front and Back Ext. Walls Uplift(pit) Rf 2 @ Ext WI -88 Uplift Detail 0 Rf 2 & Ext WI NA 1st HO HD HD HO HD HD HD HO Level Seg Uplift Type Seg Uplift Type Sag Uplift Type Seg Uplift Type Sag Uplift Type Seg Uplift Type Sag Uplift Type Sag Uplift Type 1A 2,504 A H2 lB 2,114 A H2 10 455 A Hia 2A 2,504 A H2 2B 2,114 A H2 1C 455 A Hia 3A 3,395 A H5 Shear(plf) 488 Shear(plf) 495 Shear(plf) 175 Shear(plf) Shear(plf) Shear(pif) Shear(plf) Shear(pif) Wall Type A 2 1 Wall Type A 2 1 Wall Type I Wall Type I Wall Type 1 Wall Type 1 Wall Type 1 Wall Type Roof Uplift from Front to Back resisted by Front and Back Ext. Walls UplI t(plf) Rf 1 © Ext WI .97 Uplift Detail @ Rf 1 & Ext WI NA Straps/Hold-Downs must run continuous down through the Wall below to the Foundation. If no Wall below; tie to Beams, sized for Hold-Down Point Loads. Base HD HD HO HO HD HD HO HO Level Sag Uplift Type Seg Uplift Type See Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Sag Uplift Type Seg Uplift Type Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Wall Type Wall Type Wall Type Wall Type Wall Type Wall Type Wall Type Wall Type Shear per Linear Foot (Shear(plf)) = Sum of Shear at that Line & Level (Sum V) / Linear Feet of Shear Wall at that Line & Level (Sum Seg Lgth) Minimum required Shear Wall Construction or Shear Frame for Wall Type Symbol is selected from Shear Wall Schedule on Page 9. - Shear Wall and Hold Down Schedules Page 9 MaxQuake © 1995 Archforms Ltd. Date: Firm: OCHELTREE ARCHITECT All Rights Reserved Lateral Load Analysis & Job: PIRINEOS PT BLDG5 REVISED By: PCO Q99.07We7 Construction Design Software SHEAR WALL OPTIONS: Place an "X" in the appropriate shaded block. Select only one option under each heading (except System when using frames) Special Zone Hardware Mfg. Wall Framing Material Shear all System Ply/P Wall Sheathing Fasteners X No X Simpson X Doug Fir or So. Pine X SW-All Plywd or PB X 3/8"or1/2' CC or CD Ply X 8d Los Angeles Area KC Metals Hem Fir (s.gray.<.49) SW-GypStuc or Ply 3/8"orl/2" Struc I Ply lOd I USP-Silvr/Kant 3-1/2' Metal Studs HF- Hardy Frame 3/8"or1/2" CD Ply o/GB 14ga Staple L 94 UBC Other (Apx.C) SF-Simpson Frame 1/2"Ext M,S/M.2 Prtcl Bd 1" Screw To Customize, Overwrite Sched. on Apx. C below Other (See Apx. C) ZF -Z Frame Other Sheathing/Fastener Combo (See Apx. C) WIND AND EARTHOUAKE DATA 97 UBC SHEAR WALL SCHEDULE 4 Na Wind Speed mph 70 Seismic Zone Wail Shear Wall Edge Anchor Plate to Fl. Plate Importance Fact. 1 Source Type A 1.00 Type Load Sheathing Nail Bolts Nail Lag Clips Exposure Cat. B Fault Distance 15 Symbol (pit) Material 8d 5/8"x12 16d 1/2" A35 Wind Pres.horiz. psf 11 Soil Profile SD GF:880 GF:140 GF:480 GF:450 Wind Pres. vert, osf -5.9 Resoonse Factor 5.5 1 Note 1,2 Note 3 Note 6 Note 7 Note 6,8 Note 9,1 NA construct wall as spec'd per symbol or any below WALL HOLD-DOWN & STRAP SCHEDULE i-uown max. min. waii tounoation b011 Symbol Uplift Post Fl to Fl Anchor Type Bolt lbs. Size Strap Straps HD Dia. NA up to 4uu use tne noia-aown across or oeiow reqa type A H1a 1,005 2x CS20 20"+ PAHD42 A Hib 1,650 2x CS16 30"+ LTT20 1/2' A H2 2,775 2-2x MST 48" STHD10 HD2A 5/8" A H5 4,685 2-2x MST 60" PHD5 5/8' A H6 5,800 2-2x MST 72" PHD6 7/8" A H8 6,730 2-2x CMST14 68"+ PHD8 7/8" A 1110 9,540 4x CMST12 90, HD10A 7/8" A H14 11,080 4x HD14A 1" A H15 15,305 6x HD15 1-1/4 ? Add 48 linches to Fl to Fl Tie Strap for gap across Joist 1 Straps and HD's as Mfg. by Simpson Strong-Tie Co. Cat C-99 2 Nail Straps & Hold-Downs w/10d (2x max.pen.1-5/8") See Details and Mfg. Data for Nailing, Bolt and Embedment Requirements 3 If No Cont. Rim Joist Add Lgth Of Gap. 10d at CS, 16d: CMST & MST 4 Straps and Hold-Downs must run continuous to Walls below, if no Wall below, tie to Beams, sized for Hold-Down Point Loads A 6 280 3/8" Ply 6" 20"O.C. 6"oc 21"oc 4 A 4 350 3/8" Ply 4" 12"O.C. 4"oc 16"oc 4 A 3 430 3/8' Ply 4" 12"O.C. 3"oc 16'"oc 4 A 2 550 3/8" Ply 3" 10"O.C. 20d 3" 24"oc A 44 730 3/8' Ply 2 10"O.C. 12"oc A 33 870 1/2" Ply 3" 12"O.C. 8"oc 1,5 A 22 1140 ea side 1/2" PL10D 2" 3/4"22" cc 8"0c 1 Sheathing: 3/8'-1/2'(4 ply mm) CD, CC Ply or OSB with all edges blocked 2 Framing: 2x DF typ @ 16"oc., 3x req'd if lOd w/ + 1-5/8" penetration, 2" or 3'oc 3 Typical Fasteners: Sd Common or Galv. Box nails (no sinkers), nail field 012" 4 3x at plate and panel edges at walls w/ Shear over 3501bs, nail mm. 1/2" from edge 5 Offset panel edges on opposite sides of wall and stagger plate splices 6 Anchor Bolts (ASTM A-307) Mm. 7' imbedment, w/ 2'x2'x3/16' Plate Washer 7 Stagger 16d nails in 2x, lags at 3x plates when no sheathing continuity to Rim Joist 8 Pre-drill 3/8' hole for Lag. Provide Washer. Adjust lgth for 2' penetration into Joist. 9 Clips: Plate to Blocks only reqd if no shear sheathing continuity from Wall to Blocks 10 Anchors and Clips as Mfg. by Simpson Strong-Tie Co. Cat C-99 Shear Wall and Hold Down Schedules Page 10 MaxQuake 0 1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: Firm: OCHELTREE ARCHITECT Job: PIRINEOS PT BLDG5 REVISED By: PCO Q99.07We7 Construction Design Software DIAPHRAGM OPTIONS: RI/Fl Framing Mat. RI/Fl Diaphragm Fasteners X OF or So. Pine X All Unblocked 8d Corn Only COLLECTOR/TIE AND DIAPHRAGM SCHEDULE CIT Max. Collector/Tie Tie Tie Rod Hem Fir Rf UnBIk, Fl 81k X 8dtRf, 10@Fl Other Block All Edges lOd Corn Only Type Force Cont. Joist or Strap Washer 14 ga Staple Symbol (Ibs) Solid Blocking or Cont. Dia. Dia. HD To Customize, Overwrite Schedule or See Apx. C Other less of C&T par to grain: 425 Joist 20ksi 625 _______Note1,2,6 Note 2,3,4Note 4Note 5Note 7 Use Collector/Tie as spec'd per symbol or-any below NA 225 Note:1/3 increase in values not used due to L shaped plan FHeight ______A Ci 1,673 2x4 MST27 A C2 2630 2x6 M5T37 3/4" 1.34 2- HD5A FrameModel Numbers and Unit Shear Capacities (ibs) 7 ft 8 ft 9 ft lOft A C3 3,304 2x8 MST48 7/8' 1.68 2- HD6A Lgth A C4 4,350 2x10 MST60 7/8' 2.22 2- HDSA A C5 4,830 2x12 2- MST37 7/8' 2.46 2- HD8A A A A A A C6 6,233 2- 2x10 HST5 7/8' 3.18 HD10A A C7 8,378 2- 2x10 HST6 7/8' 4.27 2- PHD6 A C8 13,268 3- 2x10 7/8" 6.76 2- HD10A A ? 7 1 Provide Cont. Rim Joist/Rafter or Solid Blocking at all Shear Wall Grid Lines 2 A properly sized continuous Rafter or Joist can act as both Collector and Tie 3 Between Blocks or breaks in Rafters/Joists provide straps to maintain Tie continuity 4 Run All-thread Rod thru Rft/Jst, lgth=Load/Shear(plf), secure ends w/ Washer or HD 5 Provide Washer wl Dia. (inches) at end of blocked Rft/Jst bays, Mal. iron or 1/4' St. 6 Connect Continuous Collector/Tie to shear wall as required by Shear Wall Schedule 7 HO at Rod to Shear Wall and/or Rft/Jst. Mfg. by Simpson Strong-Tie Cat C-99 ROOF/EXT. WALL UP-LIFT SCHEDULE Roof Shear Diaphragm Edge Floor Shear Diaph. Diaphragm Load Material Nail Diaphragm Load Material Wall Uplift Stud to Plate Plate to Rafter Stud to Rafter Type (pit) at 16" oc at 24oc at 16" at 16" oc Symbol (pit) Note 1,2,4 Note 3 Symbol (pit) Note 1,2,4 50 Sd Nail 1.0d Nail AT 100 Ply Nailing or H2 H2 A R6 180 1/2" Ply 6" A F6 215 3/4" Ply A U 180 A35 H4 H2 A R4 1/2" Ply 4" A F4 3/4" Ply A V 310 SP1 H10 Hi H2 A R3 1/2" Ply 2-1/2" A F3 3/4" Ply A W 460 SK Hi HID LTS10 A R2 1/2" Ply 2" A F2 3/4" Ply AX 600 SP2 HID H7 A Y 1,170 FTA2 1 Sheathing: Floor 3/4 CD-AC Ply/OSB, Roof 1/2 CD or CC Ply/OSB, Unblocked A Z 2,560 F1A7 2 Framing: 2x typ, 3x req'd if lOd pen more thanl-5/8', or nails spaced less than 3'oc 3 Typ. Fasteners: 8d Corn. © Roof, l0d Corn. @ Floor (no sinkers) field 12"(Rf,10'@Fl 1 Anchors and Clips as Mfg. by Simpson Strong-Tie Co. Cat C-99 4 Continuous Rim Rafter/Joist recommended at perimeter of unblocked diaphragms Collector/Tie & Diaphragm Loads, Lines 1-8 Page 11 MaxQuake © 1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: Firm: OCHELTREE ARCHITECTURE Job: PIRINEOS PT BLDG5 REVISED By: PCO Q99.07We7 Construction Design Software Line 1 ---F Line 2 I Line 3 I Line 4 Line 5 I Line 6 I Line 7 I Line 8 Seg C/T Load (back) max. toad on the Collector /Tie between this and Seg above. C/T Type - mm. adequate Collector/Tie. Seg beg - feet Seg begins front of Quad Line. front - C/T load at front side of the front most Segment. Shear -the average Diaphragm Shear along the Line. IF 'Gap' appears correct Line C/T discontinuity. C/T Load C/T Seg C/T Load C/T Seg C/T Load C/T Seg C/T Load C/T Seg C/T Load C/T Seg C/T Load C/T Seg C/T Load C/T Seg C/T Load C/T Seg Root Sag back Type beg Sag back Type beg Seg back Type beg Seg back Type be Sag back Type be Seg back Type beg Sag back Type beg Sag back Type beg Al A2 1,2,3.. A3 ### A C2 Wall Lines Run From Front to front ### A C3 front front ### A C2 front front front front front Back Shear(plf) 144 Shear(plf) Shear(pit) 144 Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Rf Diaph A R6 RI Diaph Rf Diaph A R6 RI Diaph RI Diaph RI Diaph RI Diaph Rf Diaph !T C/T Load C/T Se C/T Load C/T Se, C/T Load C/T Se C/T Load C/T Set C/T Load C/T Se C/T Load C/T Se C/T Load C/T Set C/T Load C/T Seg 2F1 Sag back Type be Seg back Type be Seg back Type be Sag back Type be Sag back Type beg Seg back Type beg Seg back Type beg Sag back Type beg Al A2 Cl ### A C3 Bi ### A C2 front 803 A Cl front front ### A C2 front front front front front Shear(plf) 134 Shear(plf) Shear(plf) 145 Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) RI Diaph A R6 RI Diaph Rf Diaph A R6 Rf Diaph RI Diaph RI Diaph Rf Diaph RI Diaph Fl Diaph A F6 Fl Diaph Fl Diaph A F6 Ft Diaph Fl Diaph Fl Diaph Fl Diaph Fl Diaph 1st C/T Load C/T Set C/T Load C/T Set C/T Load C/T Se C/T Load C/T Se C/T Load C/T Se C/T Load C/T Se C/T Load C/T Seg C/T Load C/T Seg Floor Sag back Type be Seg back Type be Sag back Type be Sag back Type beg Sag back Type bet Sag back Type beg Seg back Type beg Sag back Type beg front front front front front front front front Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Fl Diaph Fl Diaph Fl Diaph I Fl Diaph El Diaph Fl Diaph Fl Diaph Fl Diaph - If Rf or Fl Diaph return'block?*, load values are higher than the diaphragm capacity. Change to blocked diaphragm or fastener Option (pg 10) or add Shear Wall (pg 3or4) Collector/Tie & Diaphragm Loads, Lines A-H Page 12 Date: Firm: OCHELTREE ARCHITECTURE Job: PIRINEOS PT BLDG5 REVISED By: PCO I Line A I Line B I Line C I Line D Seg C/T Load (left). max. load on the Collector /Tie between this and Seg to left. Cl right C/T load at ri ht side of the right most Segment. Shear -the average Diaph C/T Load C/T Se C/T Load C/T Se C/T Load C/T Seg C/T Load C/T Sc Roof Seg left Type beg Seg left Type beg Seg left Type beg Seg left Type be 1A lB AIB,C. 2A ### A Cl 2B ### A Cl Wall Lines Run From Side to right ### A Cl Iright ### A Cl Iright right Side Shear(plf) 110 1 Shear(plf) 110 Shear(plf) Shear(plf) RI DiaDh A R6 lRf Dial h A R6 RI Diaph RI Diaph MaxQuake © 1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Q99.07We7 Construction Design Software Line E I Line F I Line G I Line H Type. mm. adequate Collector/Tie. Seg beg . feet Seg begins right of Quad Line. gm Shear along the Line. If *Gap' appears correct Line C/T discontinuity. C/T Load C/T SeC/T Load C/T SeC/T Load C/T SeCIT Load C/T Seg See left Tvoe bedSee left TvDe beSe left Type beSea -left TYDO be RI Seg left Type beg Seg left Type beg Seg left Type beg Seg left Type beg Seg left Type beg Seg left Type beg Seg left Type beg Seg left 1A lB 1D 2A ### A Cl 2B ### A C2 1C ### A Cl 3A ### A C2 right 651 A Cl right ### A C3 right ### A C2 right right right right right Shear(pit) 163 Shear(plf) 220 Shear(plf) 68 Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(pll RI Diaph A R6 RI Diaph A block? RI Diaph A R6 RI Diaph RI Diaph RI Diaph RI Diaph RI Diaph Fl Diaph A F6 Fl Diaph A block? Fl Diaph A F6 Fl Diaph Fl Diaph . Fl Diaph Fl Diaph Fl Diaph C/T Load C/T Se C/T Load C/T Se C/T Load C/T Se C/T Load C/T Seg C/T Load C/T Se C/T Load C/T Se C/T Load C/T Sei C/T Load Seg left Type beg Seg left Type beg Seg left Type be Seg left Type beg Seg left Type be Seg left Type beg Seg left Type beg Seg left right right right right right right right right Shear(plf) Shear(pit) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf Fl Diaph I Ft Diaph jF1 Diaph I Ft Dlaph Fl Diaph I Ft Diaph IFI Diaph IFI Diaph If Rf or El Diaph return block?, load values are higher than the diaphragm capacity. Change to blocked diaphragm or fastener Option (pg 10) or add Shear Wall Vertical Wind Loads for Gable or Hip Roofed Buildings GCp GCp - a - - - - a -- - 1 ___Flil ===== ____ g: I-I--f I 1_L5J1 I 02 I 1t1 0..4 I Figure1606.20 GCp for Roof Slope 0 <a < 10 t';rn TI 0.4 I_I4..r-kL5Lit,Ip 0.4 0.6 IsLI1I rnLJzri $i;ii1 I H-kLL I I-HbiU1Ja .1 0 20 100 1000 0 20 100 1000 Effective Wind Area sq.ft. . Effective Wind Area sq.ft. Flgure1606.2E GCp for Roof Slope 30< a < 45 Degrees 0<a<10 10<a<45 0<a<10 10ca<45 Overhang GCp include effect of both upper & lower surface 3< a <30 Wind Pressure for Components & Cladding Page 13 MaxQuake @ 1995 Archforms Ltd. Date: Firm: OCHELTREE ARCHITECTURE All Rights Reserved Lateral Load Analysis & Job: PIRINEOS PT BLDG5 REVISED By: PCO - Q99.07We7 Overturning Calculation Template Wind Pressure P and Wind Coefficients GCp for Components and Cladding of enclosed Buildings Wind Pressure for GCo Uplift -3.4 -37 or .3.2 -35 Out- .3.0 33 Force -2.8 -31 -2.6 -29 .2.4 -26 -2.2 -24 .2.0 -22 .1.8 -20 .1.6 -18 -1.4 -15 -1.2 -13 -1.0 -11 -0.8 -9 -0.6 -7 .0.4 -4 .0.2 -2 0.0 0 Down 0.2 2 Load 0.4 4 or 0.6 7 In. 0.8 9 Force 1.0 11 1.2 13 1.4 15 1.6 18 Note: Values are for enclosed Buildings. SBCCI Values for GCp are equivalent to UBC Table 16-H for values of Cq. Horizontal Wind Loads for Buildings Walls GCp -20 ill ftlf -0.8 ____________________ -06. ___________ z z 0.6 Pius: In, Minus: out, design for 0-a ___________________ _________________ maximum * pressure U ________________ H+ffi __________________ For partially enclosed buildings +GCp add 0i, -GCp minus 0.4. 1.6 1.8. __________________ _____________ Reduce GCp 10% when ac 10 Figure 1606.2C Wall GCp Vertical Wind Loads for Monoslope Roofs -3-4 ___________________ -32 _______________ -3.0 n -2.8 __________________ -2.6 ___________________ -2.4 __________________ -22 _____________________ -20 - -18 -16 _________________ -1.4 -1.2 -1.0. Figure 1606.2F 3< a < 10 -3 .3 .3 -3 -2 -2 -2 -2 -2 0. 0 lOU Reduce Clo%if3ca5 Effective Wind Area (sq.ft.) if a< 3 see Figure 1606.2D Figure 16062G Monoslope Roofs 10,c a <30 Degrees LLateral Loading: Area, Height & Weight Data Pagel I - Firm: OCHELTREE ARCHITECTURE MaxQuake 01995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & ob: PIRINEOS POINT BLDG4c / By: PCO FLOOR PLAN AREAS & SHEAR WALL GRID SPACING pacincI igura Sr-----------------------. -. - .. stabIlsh Grid S Left FiOfifl at t9 Leve, ar Wall Spacing 21 21 Back 2nd Fl/RI 26 2 2 1st F1 1 1 Roof R R 2nd Fl/RI 16 2 2 1st FI 1 - Roof 2nd FI/Rf 1st Fl Roof 2nd Fi/Rf Roof 2nd Fl/Rf 1st F1 Roof 2nd Fl/Rf 1st F1 Roof 2nd Fl/RI 1st Fl I Typical Overhang F to BI 1.3 I Roof Roof Block Area 936.6 936.6 Overall Depth 42 Z= 3 hRe= 24.45 hRi= 91.75 2nd Fl / Roof Overall Depth of Roof at 2nd Fl Roof Block Area Floor Block Area 882 882 Perimeter Wall 42 42 Overall Depth 42 Z= 3.6 hRe= hRi= 1st Floor We= 64.8 Wi= 313.2 Floor Block Area 882 882 Perimeter Wall 42 42 Overall Depth 42 Z= 4.12 Z=less of 10% of least horiz. dim. or 40% ol TYPICAL DEAD LOADS 'Establish Dead Loads (lbs/sf). Right Roof Interior Wall Roof Floor Roofing 15,5 Gyp.Bd 4 3lock Block Perim Overall Sheathing 1.5 Framing 4 \rea Area Wall Width Framing 2 nt. Finish 1160 42 Snow Other 1092 42 42 19 8 1092 42 42 Ceiling 713.6 Roof at 2nd Fl Insulation 1 Exterior Wail 672 42 TypOH Framing 0.5 Ext Finish 2 672 42 LtoR Gyp. Bd. 2 Shear 1.5 1.3 Other Framing 4 HzProj 3.5 Insulation 0.5 hRe= Floor Gyp. Bd. 2 2.25 Flooring 4 Int .Finish Sheathing 2 Other hRi=Framing 3.5 10 144.8 Insulation 0.5 Other WI Area 10 We= 64.8 FLOOR HEIGHTS & WIND AREA 84.87 'Establish Floor to Floor and Roof Heights (It)' Wi= Roof Roof Floor 313.2 347.7 Pitch Height Height - X/12 N I LPlan w/ both 4-Jan 7 Roof Legs >15% of Plan.Y? Enter Roof Height - - I - Roof Area 1873 9 I 2f1d Fl/Roof vRe 895 _V vRi 1196 2nd Fl Depth 1.3 Roof Area Fl to Fl Height 10.3 1st Floor Floor Area 1764 WI Perimeter 168 .st Fl Dp S if Slab 1.3 Ti-se/ ea i s '- p vRe Ave. Sill to Fl Ht 5 Floor Area 1764 Wind Ht.@Ridge vRi Slab/Foundation 28.8 WI Perimeter 168 Wind Ht.GabIe 25.3 Ridge F to B L to R Mean Roof Ht. 27.8 Runs? Y but at least 3ft. Hips? V 11111911 w-w -Front We= 84.872 Wi= 347.73 t not less than 4% of least horiz. dim. Lateral Load Analysis Page 2 MaxQuake 0 1995 Archforms Ltd. Date: Firm: OCHELTREE ARCHITECTURE All Rights Reserved Lateral Load Analysis & Job: PIRINEOS POINT BLDG 1 &3 By: PCO Q99.07We7 Construction Design Software BUILDING CODE 'Select Code' 96. BOC4 97 SBC( X 97 UBC SEISMIC LOADS 'Establish Dead Loads' Mat. Weights 2nd Floor Item DL(psf) Area (Sf) DL(lbs) 1st Floor Area(sf) DL(lbs) Base Level Area(sf) DL(lbs) Wt Roof 19 1873.2 35591 Wt Ceil 3.5 1764 6174 1764 6174 Wt Ext Wl 10 1512 15120 1730.4 17304 420 4200 WtlntWl 10 1764 17640 1764 17640 Wt Floor 10 1764 17640 1764 17640 Sum 2nc 92165 Sum 1st 58758 Base 4200 interior wall default: 10 psf of floor area Sum 2ndlst & Base 155123 'Distribute Weights to Various Levels' Roof 2nd Fl 1st Fl Wt Tributary Weight Line Line Line Sum Wt Roof 2nd 35591 35591 Wt Ceil 2nd 6174 6174 1/2Wt Ext WI2 7560 7560 15120 Wt lnt WI 2 17640 17640 Wt Floor 2 17640 17640 Wt Roof 1st Wt Ceil 1 6174 6174 1/2 Wt Ext WI 1 8652 8652 17304 Wt mt WI 1 17640 17640 Wt Floor 1 17640 17640 1/2Wt Ext WI Bsmt 4200 Wt Ceil Bsmt Line Sum 49325 57666 48132 W= 155123 'Determine Base Shear' UBC Section 1630.2 Zone 4 Fig.16-2 Seismic Source Type A Table 16-U 011 Prof SD Table 16-J Fault Distance 15 in km to Seismic Source Z= 0.4 ITable 16-I Ca= 0.44 _Table 16-Q 1= 1.0 ITable 16-K Cv= 0.64 Table 16-R 1= 0.24 4Formula (30.8) Na= 1.00 Table 16-S R= 4.2 ITable 16-N (Tied to Pg 9 Nv= 1.00 _Table 16-T 'Distribute Shear to Various Levels' UBC formula (30-15) Force at Level x = V (WtxXHtx)/Sum(Wti)(Hti) Ft assumed = 0 Ht is measured from plate to foundation E=Eh*p (30-1) Wt x Ht x (Wt)(Ht) Fx p F to B p L to R Roof 2 49325 24.3 1198593 14983 2nd FI/Roofl 57666 15.3 882290 11029 1.00 1.00 1st Floor 4813252406603008 1.00 1.00 Sum 155123 24 2321542 29020 WIND LOADS 'Wind Pressure* UBC Section1620 90 P=gslwCeCg I_1 I VP 70 Figure 16-1 19.7 Ex B Section 1616 Iwl_1JTable 16-K qs 12.6 Table 16-F Ce 0.72 Table 16-G hCq 1.3 Table 16-H, #2 vCg -0.7 Table 16-H, #2 Ph= 12 Hz. Force (psf) Pv -6.35 Vt. Force (psf) 'Total Wind Load In Each Direction At Each Level (Ibs)' Trib Area F to B Trib Area L to R Wind Load End Inter SumP*At End Inter SurnP'At FtoB LtoR Roof 2 24 92 1,370 2 145 1,734 Roof 1 3,599 3,963 2nd Fl 65 313 4,458 65 313 4,458 4,780 4,780 1st Floor 85 348 5,102 85 348 5,102 3,789 3,789 Up Roof 2 895 1,196 Uplift 13,282 13,282 Up Roof i Uplift GOVERNING LATERAL LOADS 'Maximum Total Load in Each Direction At Each Level (Ibs). FronttoBack SidetoSide Roof 2 14,983 Seismic 14,983 Seismic formula (30-4) (30-5) (30-6) (30-7) E= CvlW/RT but not > 2.5CalW/R but not < 0.11CaIW zone 4 not< 0.8ZNvIW/R 97621 40627 7508 11819 E/1.4= 29,020 lbs E/1.4=V 1612.3.1 formula (12-9) For Code Table references used by MaxQuake see Code Sections cited or Appendix A (below) 2nd Fl/Roof 1 1st Floor 11,029 Seismic 3,789 Wind 11,029 Seismic 3,789 Wind Shear Wall Segments Data, Lines 1-8 Page 3 MaxQuake © 1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: Firm: OCHELTREE ARCHITECTURE Job: PIRINEOS POINT BLDG 1 &3 By: PCO Q99.07We7 Construction Design Software Line 1 ILine 2 ILine 3 ILine 4 Line 5 ILine 6 ILine 7 1 Line 8 Segment (Seg) names a-g appear to show possible quadrants (q). Remove Segs not used. Move and add 12 ... to denote multiple (m) segs in a quadrant, ie., b2. Seer Variables; Lg: Seq Igth. Ht: Seq hght (from pg 1). B: Bearing Wall? B=yes. Eli: Ext. or mt. Wall?- E=Ext, I=int. S: Stacked Seq above, same mw, g&m & = Lg. 2nd Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Level q&rn Lg Ht B E/I q&m Lg Ht B E/I q&m Lg Ht B E/I q&m Lg Ht B E/I q&m Lg Ht B E/i q&m Lg Ht B E/I q&m Lg Ht B E/I q&m Lg Ht B E/I Al 8 9 B E A2 16 9 B I A3 8 9 BE/I 8 1,2,3.. Bl 8 9 B E 132 16 9 B I 133 8 9 BE/I 8 Wail Lines Run From Front to sum 16 Syst SW sum 32 Syst SW sum 16 Syst SW sum Syst sum Syst sum Syst sum Syst sum Syst Back 1st Seg Wall Variables Seg Wail Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wail Variables Seg Wall Variables Seg Wall Variables Level q&rn Lg Ht B E/I Sq&m Lg Ht B E/I Sq&m Lg Ht B E/I Sq&m Lg Ht B E/I Sq&m Lg Ht B E/I Sq&m Lg Ht B E/I Sq&m Lg Ht B E/I Sq&m Lg Ht BE/I S Al 8 9 B E A2 16 9 B I A3 8 9 BE/I Bi 8 11 B E S 132 16 11 B I S 133 8 11 BE/IS sum 16 Syst SW sum 32 Syst SW sum 16 Syst SW sum Syst sum Syst sum Syst sum Syst sum Syst Base Seg Wail Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Level q&m Lg Ht B E/I Sq&m Lg Ht BE/ISq&m Lg Ht B E/I Sq&m Lg Ht B E/I Sq&m Lg Ht B E/I Sq&m Lg Ht B E/I Sq&m Lg Ht BE/lSq&m Lg Ht BE/I S Al 26 4 B E S A2 52 4 B I S A3 26 4 BE/IS sum 26 Syst SW sum 52 Syst SW sum 26 Syst SW sum Syst sum Syst sum Syst sum Syst sum Syst _____ Shear Segment Height/Length ratio is limited to 2/1 for edge blocked panel. 'Ht/Lg >2 limit' appears if exceeded. See Code Ch. 16 for Ht/Lg limits for other assemblies. Shear Wall Segments Data, Lines A-H Page 4 MaxQuake 01995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: Firm: OCHELTREE ARCHITECTURE Job: PIRINEOS POINT BLDG 1 &3 By: PCO Q99.07We7 Construction Design Software Line A Line B ILine C ILine D Line E I Line F ILine G ILine H Segment (Seg) names 1-7 appear to show possible quadrants (q). Remove Segs not used. Move and add a,b ... to denote multiple (m) seg's in a quadrant, ie., 2b. Seg Variables; Lg: Seg lgth. Ht: Seg hght (from pg 1). B: Bearing Wall?• B=yes. ElI: Ext. or Int. Wall?- E=Ext, l=lnt. S: Stacked Seg above, same row, q&m & = Lg. 2nd Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Level q&m Lg Ht B E/I q&m Lg Ht B ElI q&m Lg Ht B Eli q&m Lg Ht B E/I q&m Lg Ht B E/I q&m Lg Ht B E/I q&m Lg Ht B E/I q&m Lg Ht B E/I 1A 7 9 B E 1C 8 9 B E A,B,C.. 2A 7 9 B E 2C 10 9 B E Wall 3C 8 9 B E Lines Run From Side to sum 14 Syst SW sum Syst sum 26 Syst SW sum Syst sum Syst sum Syst sum Syst sum Syst Side load trans to ad! line 1st Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Level q&m Lg Ht B E/I Sq&m Lg Ht B E/I Sq&m Lg Ht B E/I Sq&m Lg Ht B E/I Sq&m Lg Ht B E/I Sq&m Lg Ht B E/I Sq&m Lg Ht BEllSq&m Lg Ht BE/I S 1A 6.5 9 B E lB 9 9 B I S 1C 7.5 11 B E S 2A 6.5 9 B E 213 9 9 B I S 2C 5.5 11 B E S 3C 7.5 11BES sum 13 Syst SW sum 18 Syst SW sum 21 Syst SW sum Syst sum Syst sum Syst sum Syst sum Syst Base Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Level q&m Lg Ht B E/I S q&m Lg Ht B E/I S q&m Lg Ht B Eli S q&m Lg Ht B Eli S q&m Lg Ht B E/I S q&m Lg Ht B E/I S q&m Lg Ht B E/I S g&m Lg Ht B E/I S 1A 2.5 7 B I S 11 21 4 B E S 1C 21 1 B IS 2A 5 7 B I S 21 21 4 BES2C 21 iBIS 3A2.57B15 3C21 iBIS 9 'MU sm 1 Syst HF sum 42 Syst SW sum 63 Syst SW sum Syst sum Syst sum Syst sum Syst sum Syst Shear Segment Height/Length ratio is limited to 2/1 for edge blocked panel. Ht/Lg >2 limit appears if exceeded. See Code Ch. 16 for Ht/Lg limits for other assemblies. Lateral Load Distribution & Overturning Moment Page 5 MaxQuake © 1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: Firm: OCHELTREE ARCHITECTURE Job: PIRINEOS POINT BLDG 1 &3 By: PCO Q99.07We7 Construction Design Software Lateral Line 1 Line 2 Line 3 Line 4 Line 5 Line 6 Line 7 Line 8 Force Seis %= Wind %= W/ft= if °w°,-snow RM= if OTM= if St'k Vnet*ht Vadj= V= SumV= Distrib trib fl A/Sum flA trib wl A/Sum wlA Sum 1ev. wtrib area Wt/ft*Lg2/2k SumVHtLg/?Lg SumV from adj Ln Ln%*Vmax SorW Vadl+Vabv+V 2nd % S/W 25 25 % S/W 50 50 % S/W 25 25 % 51W % S/W % S/W % S/W % S/W Level Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg Wfft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seismic Al 326 9.4 17 A2 545 63 34 A3 236 6.8 17 14,983 Bl 326 9.4 17 82 545 63 34 83 236 6.8 17 SW r=V wall 10/lw /V level Frame (frame! Vadj line 2 Vadj line 1 or 3 Vadj line 2 or 4 Vadj line 3 or 5 Vadj line 4 or 6 Vadj line 5 or 7 Vadj line 6 or 8 Vadj line 7 V level 2nd level V 3.7 2nd level V 7.5 2nd level V 3.7 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V s Sum V 3.7 s Sum V 7.5 s Sum V 3.7 Sum V Sum V Sum V Sum V Sum V 1st % S/W 25 25 % 5/W 50 50 % S/W 25 25 % S/W % S/W % S/W % S/W % S/W Level Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seismic Al 521 15 29 A2 827 71 44 A3 341 9.8 29 11,029 Bi 541 16 53 B2 843 72 88 83 341 9.8 53 2-20/ (r max Ab".5) Vadj line 2 Vadj line 1 or 3 Vadj line 2 or 4 Vadj line 3 or 5 Vadj line 4 or 6 Vadj line 5 or 7 Vadj line 6 or 8 Vadj line 7 1.00 r= V above 3.7 r= V above 7.5 r= V above 3.7 r= V above r= V above r= V above r= V above r= V above 0.16 lstlevV 2.8 0.16 lstlevV 5.5 0.16 1st levV 2,8 lstlevV 1st levV 1st levV 1st levV 1st levV $ Sum 6.5 $ Sum 13 s Sum 6.5 Sum I Sum Sum Sum Sum Base % 51W 25 25 % S/W 50 50 % S/W 25 25 % S/W % 51W % S/W % S/W % S/W Level Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Wind Al 663 150 45 A2 ## 961 90 A3 446 136 44 3,789 2-20/ (r max Ab".5) Vadj line 2 Vadl line 1 or 3 Vadj line 2 or 4 Vadj line 3 or 5 Vadj line 4 or 6 Vadj line 5 or 7 Vadj line 6 or 8 Vadj line 7 1.00 r= V above 6.5 r= V above 13 r= V above 6.5 r= V above r= V above r= V above r= V above r= V above 0.11 Bsmt V 0.9 0.11 Bsmt V 1.9 0.11 Bsmt V 0.9 Bsmt V Bsmt V Bsmt V Bsmt V Bsmt V _____ w Sum V 7.5 1 w Sum V 15 1 w Sum V 7.51 Sum V I Sum V I Sum V I Sum V I Sum V Lateral Load Distribution & Overturning Moment Page 6 MaxQuake © 1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: Firm: OCHELTREE ARCHITECTURE Job: PIRINEOS POINT BLDG 1 &3 By: P00 Q99.07 e7 Construction Design Software Lateral Line A Line B Line C Line D Line E Line F Line G Line H Force Seis %= Wind %= W/ft if wsnow RM= if w".67,"s.9 OTM= if St'k Vnetht Vadj= V= SumV= Distrib trib fl A/Sum fIA trib wl A/Sum wIA Sum 1ev. w*trib area Wt/ft4Lg2/2k SumV*Ht*Lg/?Lg SumV from adi Li-i Ln%*Vmax SorW Vadl+Vabv+V 2nd % S/W 31 31 % S/W 50 50 % S/W 19 19 % S/W % S/W % S/W % S/W % S/W Level Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seismic 1A 383 8.4 34 1C 270 7.8 21 14,983 2A 383 8.4 34 2C 270 12 26 SW 3C 270 7.8 21 r=V wall *10/lw /V level Frame - 'frame! Vadj line B 2.9 Vadj line AorC Vadj line BorD 4.6 Vadj line CorE Vadj line DorF Vadj line EorG Vadj line ForH Vadj line G V level 2nd level V/ft 4.6 2nd level V 7.5 2nd level V 2.9 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V s Sum V 7.5 s Sum V $ Sum V 7.5 Sum V Sum V Sum V Sum V Sum V 1st % 5/W 31 31 % S/W 50 50 % S/W 19 19 % S/W % S/W % S/W % S/W % S/W Level Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seismic 1A 603 11 49 lB 282 10 25 1C 460 12 55 11,029 2A 603 11 49 213 282 10 25 2C 460 6.3 64 3C 460 12 55 2-20/ (r max Ab".S) Vadj line B Vadj line AorC Vadj line BorD Vadj line CorE Vadj line DorF Vadj line EorG Vadj line ForH Vadj line G 1.00 r= V above 7.5 r= V above r= V above 7.5 r= V above r= V above r= V above r= V above r= V above 0.32 1st 1ev V 3.4 0.12 1st 1ev V 5.5 0.18 1st 1ev V 2.1 1st 1ev V 1st 1ev V 1st 1ev V 1st 1ev V 1st 1ev V s SumV 11 s SumV 5.5 $ SumV 9.6 SumV SumV SumV SumV SumV % S/W 31 31 % SIW 50 50 % S/W 19 19 % S/W % S/W % S/W % S/W % s/W Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM r 1A 789 1.6 89 lB 532 78 40 lC 544 80 56 2A 789 6.6 91 2B 532 78 40 2C 544 80 66 3A 186 0.4 2.1 3C 544 80 56 P= 2-20/ (r max AV.5) Vadj line B Vadj line AorC Vadj line BorD Vadj line CorE Vadj line DorF Vadj line EorG Vadj line ForH Vadj line G 1.00 r= V above 11 r= V above 5.5 r= V above 9.6 r= V above r= V above r= V above r= V above r= V above 0.15 Bsmt V 1.2 0.06 Bsmt V 1.9 0.06 Bsmt V 0.7 Bsmt V Bsmt V Bsmt V Bsmt V Bsmt V ____ w Sum 12 1 w Sum 7.4 w SumV 10 Sum-V Sum Sum Sum Sum Shear Wall and Hold Down Requirements Page 7 MaxQuake © 1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: Firm: OCHELTREE ARCHITECTURE Job: PIRINEOS POINT BLDG 1 &3 By: PCO Q99.07We7 Construction Design Software Line 1 ILine 2 1 Line 3 1 Line 4 Line 5 Line 6 Line 7 Line 8 Uplift = Overturning Moment (OTM) - Resisting Moment (RM) / Segment Length (Seg Lg). Hold Down (HD Type lncorperated into Shear Frames, Mfg Abreviation Shown at each req'd Frame, see Wall Type for Frame Size 2nd HD HD HO HD HO HD HD HD Level Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Sag Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Al 932 A Hia A2 A3 1,256 A Hib 1,2,3.. Bi 932 A Hia 82 133 1,256 , Hib Wall Lines Run From Front to Shear(plf) 234 Shear(plf) 234 Shear(plf) 234 Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Back Wall Type A 6 1 Wall Type ,& 6 1 Wall Type A 6 1 Wall Type 1 Wall Type Wall Type Wall Type Wall Type Roof Uplift from Side to Side resisted by Left and Right Ext. Walls Uplift (pit) RI 2 @ Ext WI -124 Uplift Detail Q RI 2 & Ext WI NA 1st HD HO HD HD HD HO HD HO Level Seg Uplift Type Sag Uplift Type Sag Uplift Type Sag Uplift Type Sag Uplift Type Seg Uplift Type Seg Uplift Type Sag Uplift Type Al 1,781 A H2 A2 A3 2,429 A H2 Bi 4,629 A H5 B2 1,008 A Hlb B3 5,349 A H6 Shear(plf) 406 Shear(plf) 406 Shear(plf) 406 Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Wall Type A 3 Wall Type A 3 Wall Type A 3 Wall Type Wall Type Wall Type Wall Type Wall Type Roof Uplift from Side to Side resisted by Left and Right Ext. Walls Uplift (pit) RI 1 @ Ext WI Uplift Detail @ RI 1 & Ext WI NA Straps/Hold-Downs must run continuous down through the Wall below to the Foundation. If no Wall below; tie to Beams, sized for Hold-Down Point Loads. Base HO HO HD HD HO HO HD HD Level Seg Uplift Type Sag Uplift Type Sag Uplift Type Sag Uplift Type Seg Uplift Type Sag Uplift Type Seg Uplift Type Seg Uplift Type Al A2 A3 Shear(plf) 287 Shear(plf) 287 Shear(plf) 287 Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Wall Type A 4 1 Wail Type A 4 1 Wall Type A 4 1 Wall Type 1 Wall Type 1 Wall Type I Wall Type Wall Type Shear per Linear Foot (Shear(plf)) = Sum of Shear at that Line & Level (Sum V) / Number of Shear Frames at that Line & Level. 139% of actual load used at Base Level. Minimum required Shear Wail Construction or Shear Frame for Wall Type Symbol is selected from Shear Wall Schedule on Page 9. Shear Wall and Hold Down Requirements Page 8 MaxQuake © 1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: Firm: OCHELTREE ARCHITECTURE Job: PIRINEOS POINT BLDG 1 &3 By: P00 Q99.07We7 Construction Design Software Line A Line B I Line C ILine D Line E Line F Line G Line H Uplift = Overturning Moment (OTM) - Resisting Moment (RM) / Segment Length (Seg Lg). Hold Down (HD Type Incorperated into Shear Frames Mfg Abreviation Shown at each req'd Frame, see Wall Type for Frame Siz.. 2nd HD HD HD HD HD HD HO HO Level Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type 1A 3,611 , H5 1C 1,621 A H1b A,B,C.. 2A 3,611 A H5 2C 1,378 A Hib Wall 3C 1,621 A H1b Lines Run From Side to Shear(pif) 535 Shear(plf) Shear(plf) 288 Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Side Wall Type A 2 Wall Type I Wall Type A 4 Wall Type I Wall Type Wall Type 1 Wall Type 1 Wall Type Roof Uplift from Front to Back resisted by Front and Back Ext. Walls Upli?t(plf) Rf 2 @ Ext WI -124 Uplift Detail Q Rf 2 & Ext WI NA 1st HD HD HD HO HD HO HD HD Level I Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type 1A 5,787 A H6 lB 1,615 A H1b 1C 5,721 A H6 2A 5,787 A H6 2B 1,615 A H1b 2C #### A H14 3C 5,721 A H6 Shear(plf) 839 Shear(plf) 306 Shear(plf) 468 Sliear(pif) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Wall Type A 33 1 Wall Type A 4 1 Wall Type A 3 1 Wall Type I Wall Type Wall Type 1 Wall Type Wall Type Roof Uplift from Front to Back resisted by Front and Back Ext. Walls Uplift(plf) Rf 1 @ Ext WI Uplift Detail @ Rf 1 & Ext WI NA Straps/Hold-Downs must run continuous down through the Wall below to the Foundaton. If no Wall below tie to Beams, sized for Hold-Down Point Loads. Base HD HD HD HD HD HD HO HD Level See Uplift Type Seg Uplift Type See Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type 1A ####A HF lB 1C 2A ####A HF 213 2C 3A 666 A HF 3C Shear(plf) ### Shear(plf) 176 Shear(plf) 164 Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Wall Type A ? I Wall Type A 6 1 Wall Type A 6 1 Wall Type I Wall Type I Wall Type I Wall Type I Wail Type Shear per Linear Foot (Shear(plf)) = Sum of Shear at that Line & Level (Sum V) / Number of Shear Frames at that Line & Level. 139% of actual load used at Base Level. ______ Minimum required Shear Wall Construction or Shear Frame for Wall Type Symbol is selected from Shear Wall Schedule on Page 9. Shear Wall and Hold Down Schedules Page 9 MaxQuake © 1995 Archforms Ltd. Date: Firm: OCHELTREE ARCHITECT All Rights Reserved Lateral Load Analysis & Job: PIRINEOS PT BLDG5 REVISED By: PCO I 099.07We7 Construction Design Software SHEAR WALL OPTIONS: Place an X" in the appropriate shaded block. Select only one option under each heading (except System when using frames) Special Zone Hardware Mfg. Wall Framing Material Shear all System Ply/PB Wall Sheathing Fasteners X No X Simpson X Doug Fir or So.Pine X SW-All Plywd or PB X 3/8'orl/2' CC or CD Ply X 8d Los Angeles Area KC Metals Hem Fir (s.gray.<.49) SW-Gyp,Stuc or Ply 3/8'orl/2' Struc I Ply lOd USP-Silvr/Kant 3-1/2' Metal Studs HF. Hardy Frame 3/8'orl/2' CD Ply o/GB 14ga Staple 94 UBC _______Other (Apx. C) SF-Simpson Frame 1/2'Ext M,S/M-2 Prtcl Bd 1' Screw To Customize Overwrite Sched. on Apx. C below ________Other (See Apx. C) ZF -2 Frame Other Sheathing/Fastener Combo (See Apx. C) WIND AND EARTHOUAKE DATA 97 UBC Wind Speed mph 70 Seismic Zone 4 Na Importance Fact. 1 Source Type A 100 Exposure Cat. B Fault Distance 15 Wind Pres.horiz. psf 11 Soil Profile SD WALL HOLD-DOWN & STRAP SCHEDULE Symbol Uplift Post Fl to Fi Anchor Type Bolt lbs. Size Strap Straps HO Dia. NA up to 300 use the hold-down across or below req'd type A Hia 1,005 2x CS20 20"+ PAHD42 A Hib 1,650 2x CS1630"+ LTT20 1/2' A H2 2,775 2-2x MST 48" STHD10 HD2A 5/8' A HS 4,685 2-2x MST 60" PH05 5/8' A H6 5,800 2-2x MST 72" PHD6 7/8' A H8 6,730 2-2x CMST14 68"+ PHD8 7/8' A H10 9,540 4x CMST12 90"+ HD10A 7/8' A H14 11,080 4x HD14A 1' H15 15,305 6x HD15 1-1/4 ? Add T 48 linches to Fl to Fl Tie Strap for gap across Joist 1 Straps and HD's as Mfg. by Simpson Strong-Tie Co. Cat C-99 2 Nail Straps & Hold-Downs w/10d (2x max,pen.1-5/81 See Details and Mfg. Data for Nailing, Bolt and Embedment Requirements 3 If No Cont. Rim Joist Add Lgth Of Gap. 10d at CS, 16th CMST & MST 4 Straps and Hold-Downs must run continuous to Walls below; if no Wall below, tie to Beams, sized for Hold-Down Point Loads SHEAR WALL SCHEDULE wail shear wait toga Ancnor riaw w ri. ridw Type Load Sheathing Nail Bolts Nail Lag Clips Symbol (pit) Material 8d 5/8"x12 16d 1/2" A35 GF:880 GF:140 GF:480 GF:450 Note 1,2 Note Note Note Note 6,8 Note 910 NA construct wall as spec'd per symbol or any below A 6 280 3/8' Ply 6" 20"O.C. 6"oc 21"oc 4 A 4 350 3/8' Ply 4" 12"0.C. 4"oc 16"oc 4 A 3 430 3/8' Ply 4" 12"0C. 3"oc 16"oc 4 A 2 550 3/8' Ply 3" 10"OC 20d 3" 24"oc 1.5 A 44 730 3/8' Ply 2 10"O.0 12"oc A 33 870 1/2' Ply 3" 12"O.C. 8"oc .5 A 22 1140 ea side 1/2' PL10D 2" 3/4"12" oc 8"oc 7 1 Sheathing: 3/8"-.1/2'(4 ply mm) CD, CC Ply or OSB with all edges blocked 2 Framing: 2x DF typ @ 16'oc., 3x req'd if lOd w/ +1.5/8' penetration, 2' or 3'oc 3 Typical Fasteners: 8d Common or Galv. Box nails (no sinkers), nail field @12' 4 3x at plate and panel edges at walls w/ Shear over 3501bs, nail mm. 1/2' from edge 5 Offset panel edges on opposite sides of wall and stagger plate splices 6 Anchor Bolts (ASTM A-307) Mm. 7' imbedment, w/ 2'x2'x3/16' Plate Washer 7 Stagger 16d nails in 2x, lags at 3x plates when no sheathing continuity to Rim Joist 8 Pre-drill 3/8' hole for Lag. Provide Washer. Adjust Igth for 2' penetration into Joist. 9 Clips: Plate to Blocks only req'd if no shear sheathing continuity from Wall to Blocks 10 Anchors and Clips as Mfg. by Simpson Strong-Tie Co. Cat C-99 Shear Wall and Hold Down Schedules Page 10 [ MaxQuake 01995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: Firm: OCHELTREE ARCHITECT Job: PIRINEOS POINT BLDG 1 &3 By: PCO [ Q99.07We7 Construction Design Software DIAPHRAGM OPTIONS: Rf/Fl Framing Mat. Rf/Fi Diaphragm Fasteners Hem Fir Rf UnBIk, Fl Bik X 8d@Rf, 10@F1 Other Block All Edges lOd Corn Only 14 ga Staple COLLECTOR/TIE AND DIAPHRAGM SCHEDULE X I DFor So.Pine X All Unblocked 8d Corn Only CIT Max. Collector/Tie Tie Tie Rod Type Force Cont. Joist or Strap Washer Symbol (Ibs) Solid Blocking or Cont. Dia. Dia. HO To Customize Overwrite Schedule or See Apx. C Other less of C&T par to grain: 425 Joist 20ksi 625 Note 12,6 Note 2,3,4 Note 4 Note 5 Note 7 Use Collector/Tie as spec'd per symbol or any below HARDY FRAME (Hfl SCHEDULE ICBO No. PFC-5342 NA 300 A Cl 2,231 2x4 MST27 A C2 3,506 2x6 MST37 3/4 1.79 2- HD5A A C3 4,405 2x8 MST48 7/8" 2.24 2- HD6A A C4 5,800 2x10 MST60 7/8' 2.96 2- HD8A A C5 6,440 2x12 2- MST37 7/8' 3.28 2- HD8A A C6 8,310 2- 2x10 HST5 7/8" 4.23 HD10A A C7 11,170 2- 2x10 HST6 7/8' 5.69 2-. PHD6 A C8 17,691 3- 2x10 7/8" 9.01 2- HD10A 4 Frame Model Numbers and Unit Shear Capacities (Ibs) Height 7 It 811t 9 ft 10 ft Note 5 Lgth A 1.8 8x18 2,410 9x18 2,132 5 A 2.9 8x32 3,660 9x32 3,160 5 A 4.3 8x48 5,390 9x48 4,610 10x48 3,920 5 A 5.6 8x64 6,560 9x64 5,660 10x64 4,850 5 A 6.9 8x80 7,250 9x80 6,310 10x80 5,440 ? 7 ? ? 1 Mfg. By Simplified Structural Systems 800 754.3030 2 Follow Mfg. literature for all HD, anchor & other installation req'ts 3 Provide mfg. post or beam under free ends of frames if not stacked 4 V adj of 1.43 for bottom floor of 3 floor buildings made on page 7 & 8 5 Other Standard and Custom Sizes are available 7 1 Provide Cont. Rim Joist/Rafter or Solid Blocking at all Shear Wall Grid Lines 2 A properly sized continuous Rafter or Joist can act as both Collector and Tie 3 Between Blocks or breaks in Rafters/Joists provide straps to maintain Tie continuity 4 Run All-thread Rod thru Rft/Jst, lgth=Load/Shear(plf), secure ends w/ Washer or HO 5 Provide Washer w/ Dia. (inches) at end of blocked Rft/Jst bays, Mal. iron or 1/4' St. 6 Connect Continuous Collector/Tie to shear wall as required by Shear Wall Schedule 7 HD at Rod to Shear Wall and/or Rft/Jst. Mfg. by Simpson Strong-Tie Cat C-99 ROOF/EXT. WALL UP-LIFT SCHEDULE _______________________________________________ Roof Shea! Diaphragm Edge Floor Shear Diaph. Diaphragm Load Material Nail Diaphragm Load Material Symbol (pit) Note 1,2,4 Note 3 Symbol (pit) Note 1,2,4 Wall Uplift Stud to Plate Plate to Rafter Stud to Rafter Type (plf) at 16' oc at 240c at 16" at 16" oc 50 A T 100 Ply Nailing or H2 H2 A U 180 A35 H4 H2 A V 310 SP1 H10 Hi H2 A W 460 SP4 H7 HiO LTS10 AX 600 SP2 H10 Hi A Y 1,170 FTA2 A Z 2,560 FTA7 ? 1 Anchors and Clips as Mfg. by Simpson Strong-Tie Co. Cat C-99 Sd Nail LOd Nail A R6 180 1/2" Ply 6" A F6 215 3/4" Ply A R4 1/2" Ply 4" A F4 3/4" Ply A R3 1/2" Ply 2-1/2" A F3 3/4" Ply A R2 1/2" Ply 2" A F2 3/4" Ply ? ? 1 Sheathing: Floor 3/4 CD-AC Ply/OSB, Roof 1/2 CD or CC Ply/OSB, Unblocked 2 Framing: 2x typ, 3x req'd if lOd pen more thanl-5/8, or nails spaced less than 30c 3 Typ. Fasteners: 8d Corn. @ Roof, 10d Corn. @ Floor (no sinkers) field 12"cRf,10'©Fl 4 Continuous Rim Rafter/Joist recommended at perimeter of unblocked diaphragms Collector/Tie & Diaphragm Loads, Lines 1-8 Page 11 MaxQuake © 1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: Firm: OCHELTREE ARCHITECTURE Job. PIRINEOS POINT BLDG 1 &3 By: PCO 1299.07We7 Construction Design Software Line 1 I Line 2 I Line 3 I Line 4 Line 5 I Line 6 I Line 7 I Line 8 Seg C/T Load (back) - max. load on the Collector /Tie between this and Seg above. C/T Type- mm. adequate Collector/Tie. Seg beg - feet Seg begins front of Quad Line. front - C/T load at front side of the front most Segment. Shear the average Diaphragm Shear along the Line. IF 'Gap' appears correct Line C/T discontinuity. 2nd C/T Load C/T Seg C/T Load C/T Seg C/T Load C/T Seg C/T Load C/T Seg C/T Load C/T Seg C/T Load C/T Seg C/T Load C/T Seg C/T Load C/T Seg Roof Seg back Type beg Seg back Type beg Seg back Type beg See back Type beg Seg back Type beg Seg back Type beg Seg back Type be Seg back Type beg Al A2 A3 1,2,3.. Bl ### A Cl B2 892 A Cl B3 ### A Cl Wall Lines Run From Front to front 713 A Cl front front 713 A Cl front front front front front Back Shear(plf) 89 Shear(plf) 178 Shear(plf) 89 Shear(plf) Shear(plf) Shear(plf) Shear(pll) Shear(plf) RI Diaph A R6 RI Diaph A R6 Rf Diaph A R6 RI Diaph RI Diaph RI Diaph RI Diaph Rf Diaph IT C/T Load C/T Sei C/T Load C/T Se C/T Load C/T Se C/T Load C/T Se C/T Load C/T Seg C/T Load C/T Sei C/T Load C/T Se C/T Load C/T Seg 2 F Seg back Type be Seg back Type be Seg back Type be Seg back Type be Seg back Type beg Seg back Type beg Seg back Type beg Seg back Type beg Al A2 A3 Bi ### A Cl B2 ### A Cl B3 ### A Cl front ### A Cl front front ### A Cl front front front front front Shear(plf) 155 Shear(plf) 310 Shear(plf) 155 Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) RI Diaph A R6 RI Diaph A block? RI Diaph A R6 Rf Diaph RI Diaph Rf Diaph RI Diaph RI Diaph Fl Diaph A F6 Fl Diaph A block? Fl Diaph A F6 Fl Diaph Fl Diaph Fl Diaph Fl Diaph Fl Diaph tT C/T Load C/T Se C/T Load C/T Sej C/T Load C/T Se C/T Load C/T Se C/T Load C/T Se C/T Load C/T Se, C/T Load C/T Sei C/T Load C/T Seg Floor Seg back Type be, Seg back Type beg Seg back Type beg Seg back Type be Seg back Type be Seg back Type be Seg back Type beg See back Type beg Al A2 A3 front ### A C2 front ### A C3 front ### A C2 front front front front front Shear(plf) 177 Shear(plf) 355 Shear(plf) 177 Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Fl Diaph A F6 I Fl Dlaph A block? 1171 Diaph A F6 I Fl Diaph 1171 Diaph Fl Diaph Fl Diaph Ft Diaph - If Rf or Fl Diaph return block?', load values are higher than the diaphragm capacity. Change to blocked diaphragm or fastener Option (pg 10) or add Shear Wall (pg 3or4) Collector/Tie & Diaphragm Loads, Lines A-H Page 12 MaxQuake © 1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: Firm: OCHELTREE ARCHITECTURE Job: PIRINEOS POINT BLDG 1 &3 By: PCO Q99.07We7 Construction Design Software Line A I Line B I Line C I Line D Line E I Line F I Line G I Line H Seg C/T Load (left) - max. load on the Collector /Tie between this and Seg to left. C/T Type - mm. adequate Collector/Tie. Seg beg - feet Seg begins right of Quad Line. right - C/T load at ri ht side of the right most Segment. Shear - the average Diaphragm Shear along the Line. If"Gap' appears correct Line C/T discontinuity. 2nd C/T Load C/T Se C/T Load CIT Seg C/T Load CIT Seg C/T Load C/T Se C/T Load C/T Seg C/T Load C/T Seg C/T Load C/T Se, C/T Load C/T Seg Roof Seg left Type be, Seg left Type beg Seg left Type be Seg left Type beg Seg left Type beg Seg left Type be Seg left Type beg Seg left Type beg 1A 1C A,B,C. 2A ### A C2 2C ### A Cl Wall 3C ### A C2 Lines Run From Side to right ### A C2 right right ### A Cl right right right right right Side Shear(plf) 178 Shear(plf) Shear(plf) 178 Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) RI Dlaph A R6 RI Diaph Rf Diaph A R6 Rf Diaph RI Diaph RI Diaph RI Dlaph RI Diaph I•T C/T Load C/T Se C/T Load C/T Seg C/T Load C/T Seg C/T Load C/T Se, C/T Load C/T Sel C/T Load C/T Seg C/T Load C/T Se, C/T Load C/T Seg 2 Fl Seg left Type be Seg left Type bei Seg left Type be Seg left Type beg Seg left Type beg Seg left Type beg Seg left Type beg Seg left Type beg 1A lB 1C 2A ### A C3 2B ### A Cl 2C ### A Cl 3C ### A C3 right ### A C3 right ### A Cl right ### A Cl right right right right right Shear(plf) 260 Shear(plf) 131 Shear(plf) 228 Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) RI Dlaph A block? RI Diaph A R6 Rf Diaph A block? RI Diaph Rf Diaph RI Dlaph RI Diaph RI Diaph Fl Dlaph A block? Fl Dlaph A F6 Fl Dlaph A block? Fl Diaph Fl Diaph . Fl Diaph Fl Diaph Fl Diaph Ii• C/T Load C/T Se C/T Load C/T Sel C/T Load C/T Se C/T Load C/T Sej C/T Load C/T Se C/T Load C/T Seg C/T Load C/T Se C/T Load C/T Seg Floor Seg left Type beg Seg left Type be Seg left Type be Seg left Type beg Seg left Type beg Seg left Type beg Seg left Type be Seg left Type beg 1A lB 1C 2A ###AC2 28 2C ###ACl 3A ### A C3 3C ### A C2 right 719 A Cl Iright Iright ### A C4 Iright Iright Iright Iright Iright Shear(plf) 288 1 Shear(plf) 176 Shear(plf) 246 1 Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Fl Diaph A block? I Fl Dial; I Fl Diaph A block? 1171 Diaph I Fl Diaph I Fl Diaph I Ft Diaph Fl Diaph - If Rf or Fl Diaph return block?*, load values are higher than the diaphragm capacity. Change to blocked diaphragm or fastener Option (pg 10) or add Shear Wall (pg 3or4) 0<a<10 10<a<45 Wind Pressure for Components & Cladding Page 13 MaxQuake ® 1995 Archforms Ltd. Date: Firm: OCHELTREE ARCHITECTURE All Rights Reserved Lateral Load Analysis & ii Job: PIRINEOS POINT BLDG 1 &3 By: PCO Wind Pressure P and Wind Coefficients GCp for Components and Cladding of enclosed Buildings Wind Pressure for GCD Uplift -3.4 -40 or .3.2 -38 Out- -3.0 .35 Force -2.8 -33 .2.6 31 .2.4 -28 .2.2 26 -2.0 -24 -1.8 -21 -1.6 .19 -1.4 -17 -1.2 -14 -1.0 -12 -0.8 .9 -0.6 • -7 0.4 -5 -0.2 -2 0.0 0 Down 0.2 2 Load 0.4 5 or 0.6 7 In- 0.8 9 Force 1.0 12 1.2 14 1.4 17 1.6 19 Note: Values are for enclosed Buildings. SBCCI Values for GCp are equivalent to UBC Table 16-H for values of Cq. Vertical Wind Loads for Gable or Hip Roofed Buildings GCp_____________ GCp 1.2 _____________ HLThfl '3 -2 g i1-.L .LII 8: I'1-I-AUHulIlglIIl I Figure1806.2D GCp for Roof Slope 0< a < 10 -3.0 -2.8 -2.6 -2.4 -2.2 -2.0 -1.8 -1.6 -1.4 -1.2 .1.0 .08 -0.6. 0.4 0.8I-I--1--11L1J. I I±11 Flgure11e082E GCp for Roof Slope 10 < a c 30 14 .1.4 MEEREEE T'1 1: f 1:g -++-ILLJ I 0 20 100 1000 0 20 100 1000 Effective Wind Area sq.ft. - Effective Wind Area sq.ft. - Figure1606.2E GCp for Roof Slope 30 < a <45 Degrees Horizontal Wind Loads for Buildings Walls GCp .2.0 __________________ -1.8 _________________ I I _________________ ±ft11 -0.8 __________________ ___________ Z W e -0.6. __________________ 0.6 ___________________ ___________________ Plus: In, Minus: out, design for 0,8 ___________________ __________________ maximum* pressure - 1.2 ___________________ For partially enclosed buildings _________________ 1.6 +GCp add 0.1, -GCp minus 0.4. _________________ 1.8. __________________ _________________ Reduce GCp 10% when a e 10 Figure 1606.2C Wall GCp Vertical Wind Loads -3.4. • I • I for Monoslope Roofs .3.2 1-i I I I Iz i -3.0 I k I I -2.81 .2.61-I 1\I I .2.4 I l\lN I -2.21 IXP-J -2.0 I-LI.'tl .1.8 -1.6 . i i - s r .1.41 .1.21 I I I I .to.l I I I I E a of Roof Figure 1606.2F 3< a < 10 -3.6 .3.4 -3.2 -3.0 .2.8 -2.6 -2.4 -2.2 -2.0 -1.8 -1.6 -1.4 -1.2 -. ReduceCl0%ff3ac5 Effective Wind Area (sq.ft.) If ac 3 see Figure 1608.2D Figure 1608.23 Monoslope Roofs 10< a <30 Degrees 0<a<10 10<ac45 Overhang GCp Include effect of both upper & lower surface 4.0 -2.8 -2.6 -2.4 -2.2 -2.0 -1. 1.68 - -1.4 -1.2 -1.0 -0.8 -0.6. 3< a < 30 Title: Job Dsgnr: Date: p Description: Scope: 5.1.3, 22-iun-1999. Winn Masonry Wall Design Page 1 Description MASONRY SHEAR WALLS WORST CASE: PIRINEOS PT. (ACTUAL LOAD 950#/L.FT.) General Information Calculations are designed to 1997 UBC Requirements Wall Height 8.00 ft Seismic Factor 03300 Pm 1,500.0 psi Parapet Height 0.00 ft Calc of Em = I'm • 750.00 Fs 24,000.0 psi Duration Factor 1.330 No Special Inspection Thickness 8.0 in Wall Wt Mutt. 1.000 Solid Grouted Rebar Size 4 Medium Weight Block Rebar Spacing 16 in Equivalent Depth to Rebar 3.810 in @ Center Solid Thickness 7.600 in Loads . Uniform Load Concentric Axial Load Wind Load 20.000 psf Dead Load 3,963.000 #/ft Dead Load 0.000 #/ft Live Load 5,40fl #flt Live Load 0.000 #/ft Load Eccentricity 0.000 in Roof Load Floor Load I Design Values E 1,125,000 psi Rebar Area 0.150in2 np 0.08457 j 0.88823 n: Es/Em 25.778 Radius of Gyration 2.205 In k 0.33531 2/14 6.71526 Wall Weight 78.000 psf Moment of Inertia 443.320 in4 Max Allow Axial Stress =0.25f'm (1(h/140r)A2)* Spinsp 169.36 psi Allow Masonry Bending Stress = 0.33 fm * Spinsp = 247.50 psi Allow Steel Bending Stress = 24,000.00 psi I Load Combination & Stress Details Summary Axial Bending Stresses Axial tYIdAIIHUIJL Moment Load Steel Masonry Compression + falFa Top of Wall . in-# lbs psi psi psi DL + IL 0.0 9,363.0 0.0 0.0 102.66 0.6082 01+ LL + Wind 0.0 9,363.0 0.0 0.0 102.66 0.6082 DL + LL + Seismic 0.0 9,363.0 0.0 0.0 102.66 0.6062 Between Base & Top of Walt DL + IL 0.0 . 9,675.0 0.0 0.0 106.09 0.6264 DL + LL + Wind 1,920.0 9,675.0 3,782.3 74.0 106.09 0.9254 DI + IL + Seismic 2,471.0 9,675.0 4,867.9 95.3 106.09 1.0113 Wall Design OK 8.00ft high wall with 0.00ft parapet, Med Wt Block WI 8.00m wall wl #4 bars at 16.00ino.c. at center Governing Load Combination is.... Dead + Live + Seismic Between Top & Bottom Masonry Bending Stress 95.26 psi Steel Bending Stress 4,867.85 psi Masonry Axial Stress 106.09 psi Combined Stress Ratio 1.0113 < 1.3300 (allowable) Final Loads & Moments .. Wall Weight moment @ Mid Ht 312.00 lbs Wind Moment @ Mid Ht 1,920.00 in.# Seismic Moment @ Mid Ht 2,471.04 iri# Dead Load Moment @ Top of Wall 0.00 in-# Dead Lead Moment Mid Ht 0.00 in# Total Dead Load 3,963.00 lbs Total Live Load 5,400.00 lbs Live Load Moment @ Top of Walt 0.00 in-# UveLoad Moment Q Mid Ht 0.00 in# Maximum Allow Moment for Applied Axial Load = 6,420.13 in# Maximum Allow Axial Load for Applied Moment = 15,445.91 lbs - \ Serving San Diego County For More Than 80 Years I N mg]RMTS1 INDEX KEY U. '' LC'fGT NOTES 'REV1SIONS'B 16.20.001 I hF SHOWS AREA LIMITS I. THESE TRUSS LAYOUTS AND ENGINEERING SHOULD BE REVIEWED BY THE FRAMER OR BUILDER, AND I J Is ANY DISCREPANCIES BETWEEN THE DIMENSIONS AND CONDITIONS NOTED VERSUS THE APPROVED— FOR—CONSTRUCTION BLUEPRINTS SHOULD BE REPORTED TO THE TRUSS DIVISION IMMEDIATELY. ANY gj. I ENGRG. siigr .yggg DEVIATION FROM THESE LAYOUTS AS TO INSTALLATION OR LOCATION OF TRUSSES MUST BE REVIEW IJOB REP. I AND APPROVED BY OUR OFFICE. DETAIL INDICATOR DRAWN- SHEET NUMBER 2. ALL AREAS NOT DESIGNATED AS HAVING TRUSSES ARE TO BE CONVENTIONALLY FRAMED BY OTHERS. 3. MATERIALS SUPPLIED ARE FOR INSTALLATION OF THE TRUSSES ONLY. ANY BLOCKING, CONNECTORS. OR AREA INDICATES SLOPED FRAMING MATERIALS REQUIRED FOR BACKING, SHEAR TRANSFER OR BRACING SHALL BE PROVIDED BY Li OR VAULTED CEILING OTHERS UNLESS OTHERWISE NOTED. AREA INDICATES 4. ALL 2X4 RIDGE BLOCKS ARE COLOR CODED BLACK ON ENDS. I CAL FILL 5. REVIEW ALL TRUSS DETAILS ENCLOSED. J AREA INDICATES 6. GEF = GABLE END FRAME. REQUIRES CONTINUOUS BEARING OR SUPPORT UNLESS OTHERWISE NOTED. HIP OVERFRAME Li PROVIDE ADEQUATE SUPPORT AND BEARING AREA FOR ALL GIRDER TRUSSES. BRACE GIRDERS TO COMMON TRUSSES ON BOTH SIDES TO KEEP GIRDERS PLUMB. FAU PLATFORM LOCATION THE FRAMER WILL BE REQUIRED TO TRIM OVERHANGS TO LENGTH IN THE FIELD AS WELL AS REMOVING WHERE NOT F [> ATTIC ACCESS LOCATION OVERHANGS APPLICABLE ON SOME HIPPED ROOF AREAS AND INDIVIDUAL TRUSSES. ALL F.A.U. LOADS SHALL BE UNIFORMLY DISTRIBUTED OVER FIVE (5) TRUSSES MINIMUM UNLESS OTHERWISE Z (2) LU2 INDICATES 'SIMPSON HANGER INDICATED. SEE INCLUDED SHEET FOR SUGGESTED PLATFORM DETAIL -1- T QUANITY ( ) AND TYPE FOR ALL SHEAR TRANSFER CONNECTIONS AND DETAILS, REFER TO THE ARCHITECTURAL AND STRUCTURAL DRAWINGS. ABBREVIATIONS TYPICAL WALL TYPES FOR ALL BRACING, TEMPORARY AND PERMANENT, REFER TO HIB-91 SUMMARY SHEET COMMENTARY AND AT _________ RECOMMENDATIONS FOR HANDLING. INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES (TPI) B/C BOTTOM CHORD '-- '- BALLOON FRAMED WALL TO aq I BEll. BEVEL(ED) ROOF SUT'G BY OTHERS. LATERAL BRACING OF TRUSS MEMBERS, WHEN REQUIRED, IS SPECIFIED ON THE INDIVIDUAL ENGINEERED BM BEAM TRUSS DRAWINGS AND GENERAL NOTES. B.O. BY OTHERS RAKEWAII TO BOTTOM OF IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER TO SPECIFY ALL BRACING AND CONNECTIONS BRG BEARING SCISS. B/C BY OTHERS. NECESSARY TO INTEGRATE THE TRUSS SYSTEM WITH THE REST OF THE BUILDING I I CH CONDITION II TO ENSURE STABILITY. DIFF DIFFERENCE 12. WALLS CONNECTIONS SHALL BE I Aso i EJ END JACK =r - STANDARD HEADER - ALL AND TRUSS DESIGNED. TO PROVIDE FOR HORIZONTAL MOVEMENT OF VAULTED BY THE FILL GABLE FILL FLUSH BEAM ONLY TYPE TRUSSES BUILDING ENGINEER OR DESIGNER FT WHERE INDICATED. FILLER TRUSS 13. IT IS RECOMMENDED THAT GIRDER BOTTOM CHORDS, OPPOSITE THE SIDE SUPPORTING VAULTED TRUSSES GEF GABLE END FRAME 05 GET GABLE END TRUSS )k )k INDICATES DRAG TRUSS OR SHOULD BE DIAGONALLY BRACED TO ROOF SHEATHING 0 48 O.C. I HOR HORIZONTAL OR TRUSS LOCATED FOR HT HEIGHT BOUNDARY NAILING 14. ALL HANGERS SHALL BE NAILED TO TRUSSES OR GIRDERS IN A FASHION THATS PREVENTS SPLITTING. A tNT INTERIOR MONO 1/2 TRUSS FASTENER THAT SPLITS THE WOOD WILL NOT TAKE THE DESIGN LOAD. PRE—DRILL IF NECESSARY. O.C. ON CENTER '••••' INTERIOR BEARING 15. HANGER FASTENERS SHALL BE LONG ENOUGH TO DISTRIBUTE LOADS TO ALL PLYS OF GIRDER S/B SETBACK SCISS SCISSOR T/C TOP CHORD 16. DIXIELINE DOES NOT ASSUME ANY RESPONSIBILITY FOR CORRECTING OR STRAIGHT EDGING : FIELD—ALTERED TR TRUSS OR UNNECESSARILY SHIMMED TRUSSES DATE.I VLTD VAULTED VT VALLEY TRUSS 17. BEAMS AND DESIGN OF BEAMS/HEADERS TO BE PROVIDED BY OTHERS IT/C SIZE W/ WITH 18. TRUSS DESIGNS ASSUME THAT LATERAL BRACING IS PROVIDED AT MAXIMUM SPACING OF 3'-0 ALONG mm- TOP CHORD AND 10'-0 ALONG BOTTOM CHORD 1PITCK ISCALE. Isr OF IF I I JOB REP. LP4POLJT IJEt fog cow 1Q1JL. C. £ztL#Z6 jqrcr fi'!: 74f- ext: c/b • '0 • DATE:- 7.6.1 IT/C SIZE: 2X4 TME j PITCH: SCALE: - REWS1ONf1 LAYoT ieF'iEiQ&P °I POL CON pQfMI'e T - r ,recr#I274f CHECKED: JOB REP. U DATE 7.6.1 T/C SIZE:2X4 M1 TELE PITCH: SCALE SHEET OF Job Nanè: PRINEOS WAY I Truss ID: G3 Qty: 3 Drwg: COOl 187148-001 RE7.C1' SITE REQ'l) It 2x4l DEL #1 Platirg : I7I1`I - 1995 -----------IIYID CASE *1 USIC11 J.CAIS ---------------- 1 0- 1-12 3080 3.50 1.50" BC 2,<6 DEL 59 H1E \96.LES PER ICBD REEl3 REEU' #1607. Dir I.,. Pif L.Lcc R. P1f R.Lcc IL,J11, 2 12-l0-4 64873.50 2.31" ' 2x4 DFL 93U.33 'ItVt 68.00 0-0-0 68.00 1.3-0-0 .59 Iu±er shear afloab1se ae 1455-97. Idail pattern eIea,n is f aF 1s asly. Vert .00 0- 0- 0 176.00 8- 0- 0 .00 'Ic m AL lD I 1tssst immcsrg is reea.sinsbj &.3'asrs) to Cimitxsstef imads ILEr he distxiht to Vert 839.90 8- 0- 0 839.90 13- 0- 0 .45 1-2 -9646 .10 .13 .24 prevoath x iaVt]is. See HM-91 and each ply ecp.saliy. CIa milti-ply with ...pe... in X.L ll/U. 1718.0 8- 0- 0 1.00 2-3 -10064 .10 .08 .18 ABEI/IPI 1-1995; 10:3.4.5 and 10.3.4.6. use 3° nails tom. into tl'as casrrvi.rrrmenber- 3-4 -10060 .10 .11 .21 aAm.3 RASED a4 SEEP LU°IBER For ntu than 2 nly, adf nail clusEar- frcni Vert 2061.6 8- 0- 0 .00 ad5itia1 ply(d) a/ halts if sIn, 4-5 -16420 .30 .42 .72 3-PLY! Nail w/10d B3X ster N55 97 or S. 12) in: 'IC- 2/ft - 8/ft I4EB.S- 2/ft use any ct1er' sprc,jed dail (by d±eas). Ic FaXE AXL )CSI Nail rn layers crfrmn each Lace. ++++++++++++++++++++++ TO TRANSFER THE POINT LOAD(S) EQUALLY 6-7 9237 .23 .14 TO EACH PLY: 7-8 9278 .23 .14 .37 CLUSTER THE BACK PLY(S) WITH /dNAILS 8-9 15326 .38 .47 .85 9-10 15779 .39 .27 .66 AS SPECIFIED AT EACH POINT LOAD LOCATION. ALLOW 3.5 SQIN. (MIN.) PER NAIL AND DISTRIBUTE N 551 R8 551 THEM WITHIN 12' OF THE HANGER PERIMETER. 2-7 -395 .02 4-8 -6282 .38 IF 30d (4.5 LONG) NAILS ARE SPECIFIED, DRILL A 2-8 430 .04 4-9 4323 .44 3-8 5267 .54 LEAD HOLE FOR EACH NAIL @ 75% OF THE NAIL'S DIAMETER. DISTRIBUTE THE NAILS EVENLY. rEFT=CN (wan) : . OR /999 IN t'4 8-8 (LVE) USE AN ADEQUATE THROUGH BOLTED HANGER F -.1111 13= -.1311 'I'= -.2311 ' DESIGNED BY OTHERS. Joint Iiticcs 1 0-0-0 6 0-0-0 . 2 4-0-0 7 4-0-0 3 6- 6- 0 8 6- 6- 0 4-0-0 2-6-0 2-6-0 4-0-0. I I 4 9-0-0 9 9-0-0 5 13- 0- 0 10 13- 0- 0 4-0-0 6-6-0 9-0-0 13-0-0 I 6-6-0 6-6-0 3-PLYS 1 . 2 '3 4 5 I REQUIRED 35 . 3.501 4-5 2- 2-2-10 2-10 4 SHIP ES 1 10-3-14 Io-3 1 Iod q-1d */ Exp. 12/31/02 3780#r 13-0-0 I I 0 CO- 6 7 8 9 . 10 4-0-0 2-6-0 . 2-6-0 4-0-0 I I I 4-0-0 6-6-0 9-0-0 . 13-0-0 71612001 Truswal Systems Plates are 20 ga. unless shown by '18(18 ga.), Scale: 3/811 = 1' "H"(lG ga.), or "MX (TWMX 20 ga.), positioned per Joint Report. Circled plates and false frame plates are positioned as showri above. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 31.3 WT: 54 * WO: Pfl.=OS This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done k: CF Customer Name: in accordance with the current versions of TPI and APPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be D IXI EL Ill E verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this Dsgnr: DK *LC = 0 design meet or exceed the fending imposed by the local building code and the palicular application. The design assumes that the top chord is laterally TC Live 20.00 psf Du.rFacs L=1.25 P=1.25 - - LUMBER braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigd sheathing material directly attached, unless otherwise noted. - Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that TC Dead 14.00 pef Rep lr -Bud 1.15 Truswal Systems . Colorado will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live .00 p5 f 0. C. Spacing 2- 0- 0 4445 Norllipork Dr.. Cola Springs, CO 80907 accordance with Use following standards: 'JOINT DETAILS', by Tntswal, 'ANSI/TPI 1,, 'W'FCA 1 - Wood Truss Council of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES -- (HIB-91) and l-IIB-91 BC Dead 10.00 psf Design Spec tJBC-97 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at. 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Dsfl Ratio: 1/240 'IC: 1/240 Tp5 .0 Version T6 .2 . 6 Paper Association (AFPA) is located at tilt 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 44.00 psf Job Nane: PIRINEOS WAY Truss ID: HI Qty: 2 Drwg:C001187148-003 1 X-LC REACT SIZE R'D 0- 1-12 3680 3.50 1.96 'IC 2d IJOL #1 2x4 SF9' 2100F 3-7, 7-11 -1.8E Plating ep : 2I/TPI - 1995 PLAtE II I RZEE½ REUU' (1607. This dasign based mdd hcacth J. fàiJ..o4r schedale: per 2 37-8-14 38043.50' 2.0311 DC 2x6 DOL SS ++++++.++++++++++++++++ UCO.C. fan to - 24 DEL SlID Nail pattern shaai is for ø.F Icads aily. [o 'IC ----------ILIaD 24.00" 8- 0- 0 30 2- 2 LLI'DE SE ($1 DESIG4 ---------------- 'IC F 101 all) I Drainage oust be o.'i to avoid paxlirg. Cbrntxstad l.s IVIET he distribitth 1-2 2-3 -11660 -11671 .39 .30 .33 .13 .73 .43 Frnannt bracixg is reg.thad (by stIers) to pret rctat.Ia/tcpp12zg. See NIB- 91 er each ply egeally. Qs milti-ply with 1-ans, use 3" rails mill. into the carryi naiter. fli.r 'IC Vert L.P1f L.Lcc 68.00 0- 0- 0 R.P1f R.L 68.00 8- 0- 0 IWiL .59 3-4 -11639 .25 .16 .41 llEI/IPI 1-1995; 10.3.4.5 sad 10.3.4.6. For sore than 2 ply, n rail cluster frost 'IC Vert 'IC Vert 165.04 8--0- 0 68.00 30- 2- 2 165.04 30- 2- 2 68.00 37-10-10 .59 .59 4-5 5-6 -15861 -18266 .50 .67 .20 .22 .70 .89 1x4 nun. crotiraicus lateral bracing attscia5 to flat 'IC vAe indicated w/ 2-10d rails adsiti.craJ. ply(s) ar4/or bolts if sln, or use any cthar apro'ad detail (by others). , IC Vert 48.54 0- 0- 0 48.54 37-10-10 .00 6-7 -19067 .74 .23 .97 each. Lu-e}-nusthastxucts.ccalgrade. ...Te... 'IC Vert hiss X.Lcc 220.0 8- 0- 0 Il/fl. 1.00 7-8 8-9 -19067 -18288 .74 .67 .23 .22 .97 .89 ace (0 24" o.c. unless notedd.iserwise. PLP,TJN3 BASED ll Q2EIN IIIIBER V7s.ILEB. 2-PLY! Nail w/lOd , staggered RCS-97 'IC Vert 154.0 8- 0- 0 .00 9-10 -15909 .50 .19 .69 . S. 12) in: 'IC- 2/ft IC- 2/ft li(0 - 2/ft 'IC Vert 319.0 30- 2- 2 1.00 0-11 -11649 .25 .22 .47 . 'IC Vert 223.3 30- 2- 2 .00 1-12 -11690 .30 .22 .52 2-13 -11186 .32 .27 .60 IC FCRIE JOCL BEll) CSI 4-15 11164 .42 .22 .64 5-16 1.1174 .42 .22 .64 6-17 14195 .53 .13 .66 7-18 17370 .65 .16 .00 8-19 18976 .73. .17 .87 9-20 18988 .71 .17 .87 0-21 17408 .65 .16 .81 1-22 14265 .53 .13 .66 2-23 10717 .40 .28 .68 3-24 10684 .40 .28 .68 2-15 -126 .01 8-19 113 .02 3-10.6 .5-10.6 3-10.6 3464 4.4.3 4-5.8 2-16 44 .01 8-20 -1002 .09 4-9.0 9.5-3 13.3.9 17.1-14 21-0.4 24-10.10 28-8-13 33.3.2 37-10.10 3-16 2779 .43 9-20 1260 .19 - 4-16 -3475 .32 9-21 -2146 .20 S gpp 4-17 2385 .37 10-21 2353 .36 ZPLYS 1 2 4 5 6 7 8 9 10 11 12 13 5-17 -2171 .20 10-22 -3556 .32 ________ 5-18 1272 .20 11-22 2636 .41 REQUIRED F 374# 22-2-2 542#3 3 -3.50' 6-18 -1016 .09 12-22 604 .09 6-19 131 .02 12-23 -410 .04 . S=3.5-10 4-14 PA tDElICI'Ia4 (span): T - 35-4 3.54 3.-4 3.S,-4 3 54 T /588 IN MEPI 18-19 (LM) 2714 414 14 2-7-14 ________________ _________________ oFESS/Q& a-.77" 13= .-.92" Iin -1.69" __ _______________________________________________________________________________ C044 SHIP int i.ti 0-3-14 3.5-4 ME 1 0- 0- 0 13 37-10-10 3.5-10 MX/8-14' MX/8-14 3.5-4 2 4-9-0 14 0-0-0 -3 7-6-0 15 4-9-0 4 9-5-3 16 7-6-0 513-3-9 17 11-4-6 17- 1-14 18 15- 2-11 - 37-10-10 19- 1- 1 19 19- 1- 1 21- 4 20 22-11- 7 0-3-8 Exp. 12/31/02 ,* 9 24-10-10 21 26- 9-12 0 28- 8-15 22 30- 8- 2 . 14 15 16 17 18 19 20 21 22 23 24 'STUB 1 30- 8- 2 23 33- 5- 2 2 5- 2 33- 24 37-10-10 4-9-0 6-7.6 3-10.6 .5-10.6 3-10.6 340-5 7-2-8 4-9.0 - 114-6 15.2-11 19.1-1 22.11-7 26.9.12 30.&2 37.10.10 - - - - 71 612001 Truewal Systems Plates are 20 ga. unless shown by '18(18 ga.), Scale: 1/8" = 1 - "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Report. - Circled plates and false frame plates are positioned as shown above. - WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBS 101.3 WT: 173 # WO: Pfl5.DEOS This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done )c: CF Customer Name: D I XI EL I 1'1 E in accordance with the current versions of TPI and APPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this Degar: DX ((I.e a 0 TC Live 20 . 00 pa f DsirFaca L-1.25 P=1.25 design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally LUMBER braced by the roof or floor sheathing and the bottom chord is laterally braced by is rigid sheathing material directly attached, unless otherwise noted. -: - - - - . - Mbr Bad 1. OO Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that TC Dead 14.00 paf Rep Truswat Svste,ns . Colorado ' 4445 Nortlspark Or., Cots CO will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this tr'555 in BC Live .00 pa f 0. C. Spacing 2- 0- 0 Springs, 80907 'ANSI/TPI 'WTCA accordance with the following standards: JOINT DETAILS', by Tnsswal, 1', 1' - Wood Truss Council of America Standard Design - Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and 'HIB-91 BC Dead 10.00 pof Design Spec IJBC-97 SUMMARY SHEET' by TPI. The.Truss Plate Institute (TPI) is located as 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Fprest and Dufl Patio: L./240 'IC: 14/240 Tp5 .0 Version T6.2.6 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 8(X), Washington, DC 236. .-. TOTM. 44.00 pof Job Name: PURINEOS WAY Truss ID: Hi A Qty: 1 Drwg: CUUZZ 1 /1 $UUUZ M X-LCC PERCI' SIZE RED 'IC 2x4 DFL *1 Plalirg epee : AI'slrrPl - 1995 This dasipn based can duxil bracirg a lied 1 0- 1-12 1680 3.50 1.79" IC 2,c4 E5L 4(1 '11115 tEI9 IS TIE Cfl°tEtSrrE P15WI' OF per the foflo,'ii sd'eliler 2 38- 0- 6 1680 3.500 1.79" , NED 2x4 tBL .SIW ?4]UI'IPEE LQT5D MSES. ITaX O.C. frrats to PEPIIE VAIIIES PER ICBD 1EREkJ1 RE3rpr 4(1607. BEI4RII$53 PIzVIREFIENIS slanon are based alLIs' ric 24.00" 10- 0- 0 28- 2- 2 'IC FUE AXL RID CSI lcadwl for 10 ESF ri-oruairrast 11a L. on the truss ismterial at each bearing. 1-2 -4903 .30 .30 .60 CtntEmss lateral bracfrg attadanil to flat Drainage mist he provided to avoid pcxdirE. 2-3 -4495 .24 .26 .50 'IC as indicated. Lmd.anr mist be stn.rctural 6111N3 EPISED EN C2ICIN lIMBER VAIIES. 3-4 -5561 .57 .32 .88 grade. Brace ® 24" o.c. unless noted. 4-5 -6004 .66 .26 .92 5-6 -6004 .66 .26 .92 6-7 -5561 .57 .32 .88 7-8 -4495 .24 .26 .50 8-9 -4903 .30 .30 .60 IC F1iE P,XL BID CSI 0-11 4663 .70 .21 .91 1-12 4297 .65 .12 .76 2-13 5624 .85 .11 .96 3-14 5626 .85 .0 .96 4-15 4297 .65 .12 .76 6-16 4663 .70 .21 .91 VES FCRM cs Fr17JM ci: 2-11 -4.11 .14 6-13 433 .13 3-11 300 .09 6-14 -545 .11 3-12 1409 .43 7-14 1408 .43 4-12 -545 .11 7-15 300 .09 4-13 435 .13 8-15 -41]. .14 5-13 -316 .07 . . V827 IN MIII 13-14 (L2:VE) 4-0-7 4-8-10 4-10-7 4-10-7 4-8-11 4-0-7 5-5-9 -.55" 0= -.66" Dr -1.21" Is59 9-6-0 14-2-11 19-1-1 23-11-8 28-8-2 32-8-9 38-2-2 Joist ltiais = 1 0-0-0 9 38-2-2 2 5-5-9 10 0-0-0 3 9-6-0 U 9-6-0 4 14- 2-11 12 14- 2-11 5 19-1-1 13 19-1-1, 6 23-11- 8 14 23-11- 8 7 28-8-2 15 28-8-2 8 32-8-9 16 38-2-2 10-0-0 10-0-0 '1 2 '4 . 5 6 7 8 9 ' I 18-2-2 3.50 I I -3.50 T 3214 3510 0-3-14 I 3-2-14 o -L SHIP 0-3-14 No. 45...62. Ep. 12,31102 1 10 11 12' 13 14 15 9-6-0 4-8-10 4-10-7 4-10-7 4-8-11 9-6-0 14-2-11 19-1-1 23-11-8 28-8-2 16 9-6-0 38-2-2 CN1' 8/ 5/2002 Truswal Systems Plates are 20 pa. unless shown by "18(18 pa.), Scale: 1/8" = 1' "5(16 pa.), or "MX"(TWMX 20 pa.), positioned per Joint Report. Circled plates and false frame plates are positioned as shown above. TV44R.NiATG Read all notes on this sheet and give a copy of it to the Erecting contractor. TBF: 90.0 NT: 219 4 WO: PIR14EOS This design is for an individual building composes: not truss system. It has been based on specifications provided by the composes: manufacturer and done Chk: ci5 Customer Name,: I)(I ELI 11 E _D -- , in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this I Dsgnr: D1 #LC = 2 - TC Live 20.00 paf DurFaca L=l.25 P=1.25 design meet orexceed the loading imposed by the local building code and the palicularapplicatiots. The design assumes that the top chord is laterally LUMBER braced by the roof or floor sheathing .and the bottom chord is laterally braced by a rigid sheathing material directly anached, unless otherwise noted. Dead - 14.00 TC paf Rep b4br Bod 1.15 Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that - Truswat Systems - Colorado will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live .00 pa f 0. C. Spacing 2- 0- 0 4445 Nortlipark Dr., Coin Springs, C0.80907 'ANSI/TPI accordance with the following standards: 'JOINT DETAILS, by Truswat, 1', 'WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES - (HIB-91) and 'HlB-91 BC Dead 10.00 paf Spec UBC-97 Design SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located as 593 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and tinfi Patio: 11240 'IC: I124C Tp5.0 Version T6.3.5 Paper Association (APPA) is located as 1111 19th Street, N\V, Ste 800, Washington, DC 21.036. TOTAL 44.00 paf -- Job Name: PIRINEOS WAY. Truss ID: H I B Qty: 1 Drwg: I.AJUZZ I I I )UUU M X-LOF REACT SIZE RE-D 'IC 2K4 EFL 411 Plating spec : I/TPI - 1995 This cin bused as c1rd brsczirg plied ti-as follou'ir ediLe: per 1 0- 1-12 1667 3.50" 1.78' R 2x4 tilL *1 'flitS ifl s THEct TJE RE= CF nenc 0c. fruit to 2 37- 8-14 1668 3.50' 1.78" 2s DFL #1 & Btr. 13-16 i-g.L'flaE J.D SEE. based GLY BBYSR]Bt PEJIRENEN1S sha,rx are 'IC 24.00" 10- 0- 0 28- 2- 2 'IC TCRCE AXL aD CSI ~,4 tilL SIt]) 91AIE VAIISS PER ICB0 R00,ZEH REP= 411607. on the truss material at each hear=. 1-2 -4861 .29 .30 .59 Draixe trust he provided to avoid prru±rg. . Lcaded for 10 1SF rru-o sirreat BaL. 2-3 -4452 .23 .25 .49 n.PTIN3 BASED a4 GE1N Iu'IBER VATJ. aiit,irj.sois lateral bracing attathed to flat 'IC as jrsdicstei lurker trust to structural 3-4 -5496 .55 .31 .87 4-5 -5913 .64 .25 .90 grade. Brace 58 24" o.c. unless rioted. - 5-6 -5913 .64 .26 .90 6-7 -5450 .54 .34 .89 7-8 -4331 .23 .35 .58 8-9 -4622 .19 .58 .78 S EC FUE A)a. 1SD CSI 0-11 4623 .70 .21 .90 1-12 4256 .64 .12 .76 2-13 5557 .84 ,11 .95 3-14 5516 .72 .09 .81 4-15 4140 54 .09 .63 5-16 4374 .57 .32 .89 VEB PERCE csi WEB FCRCE. csi 2-11 -412 .15 -6-13 455 .14 - 3-22 301 .09 6-14 -551 .12 3-12 1382 .43 7-14 1459 .45 4-12 -532 .11 7-15 208 .06 4-13 408 .12 8-15 -263 .09 5-13 -317 .07 4-0-7 4-8-10 4-10-7 4-10-7 4811 4-0-7 52 4 = -.53" 12" -.64" '2= -1.17" (849 B9NEI412-L rVE) 5-5-9 9-6-0 14-2-11 19-1-1 23-11-8 28-8-2 32-8-9 37-10-10 9-8-S = = 1 2 4 5 6 7 8 . 9 1 0- 0- 0 9 37-10-10 2 5-5-9 10 0-0-0 3 9- 6- 0 11 9- 6- 0 I 3.50 18-2-2 I 35 I 4 14- 2-13- 12 14- 2-11 7-1-1 3-2-14 ME LI() 10 11 12 13 . 14 15 9-6-0 1 4-8-10 4-10-7 4-10-7 4-8-11 9-6-0 14-2-11 19-1-1 23-11-8 28-8-2 9-2-8 16 STUB & OF ~C~L~0 37-10-10 . . 8/5/2002 Truewal Systems Plates are 20 pa. unless shown by "18")18 pa.), Scale: 1/8" 11H"(16 pa.), or "MX")TWMX 20 ga), positioned per Joint Report. Circled plates and false frame plates are positioned as shown above. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 90.0 WT: 218 41 WO: PBOS • This design is for an individiLal building component not truss system. It has been based on specificatiotts provided by the component manufacturer and done Chk: CF Customer Name: in accordance with the current versions-of TPI and APPA design standards. No responsibility is assumed for dimenstoisal accuracy. Dimensions are to be Dsgnr: DR #LC = 2 verified by site component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that tite loads utilized on Isis TC Live 20.00 pef DurFacs L=1.25 P1.25 D I XI E I I'I E design meet or exceed the loading imposed by the local bitilding code and tlte pasicttktr applicatiots. The design assumes that site top chord is laterally - - LUMBER- bced by the roof. or floor sheathing and she bonom chord is laterally braced by a rigid sheathingmaterlal directly attached, unless otltenoise noted. Bracing shown is for lateral support of components membersonly to reduce bukIing length. 'This comptetst shll not be placed in aisy environment that TC Dead - 14. 00 ps f Rep I'lbr find 1. 15 - Trussvnl Systems . Colorado will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Li-' .00 psf 0. C. Spacing 2- 0- 0 4445 No park Dr., Cola Springs, CO 805107 'JOINT 'ANSIITPI 'W'I'CA Standard Design accordance with she following standards: DETAILS', by Truswal, 1', F - Wood Truss Council of America BC Dead 10.00 pef Design Spec DBC-97 'HIB-91 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and - SUMMARY SHEET' by TPI. Tise Truss Plate Institute (TPI) is located as 583 D'Ossofrio Drive, Madison, Wisconsin 53719. The American Forest and jf)_ Ratio: 1/240 'IC: 1/241 Tp5. 0 Version T6 .3 .5 Paper Association(APPA) is located at 1111 19th Street, NW, Ste 801), Washington, DC 20836. 1 TOTAL 44.00 psf Job Name: PIRINEOS WAY Truss ID: 12 •• Qty: I Drwg: CO01187148-011 X-IIX RERC1 SIZE RB D 'IC 2x4 tlL 4)1 Platirg spec : lt.IEI/TPI - 1995 1 0- 1-12 484 3.50" 1.50" BC 2x4 GEL #1 I2E VALLES PER I RESE7I.RM PE' 4)1607. 2 10-10- 4 484 3.50" 1.50" WEB 2c4 DEL SItD PLATING BEtEl]) CN GEl]T Ill"IBER VI"JJ.ES. 'IC FU1 AXL, aD CSI 1-2 -967 .01 .24 .25 2-3 -967 .01 .24 .25 BC FaKE AXL RZ CSI 4-5 891 .13 .15 .29 S 5-6 891 .13 .15 .29 WEB I= CSI' liED FCRCE CSI 2-5 163 .05 ESX tEFLIC1 (am): /999 IN MEM 5-6 (LIVE) -.0211 D= -.0311 T= -.05-- Joint Iatiass 1 0-0-0 4 0-0-0 2 5-6-0 5 5-6-0 11-0-0 6 U- U- U 5-6-0 5-6-0 5-6-0 11-0-0 5-6-0 I 5-6-0 I 2 3 3.50 -3.50' 3-6 SHIP Io-34 No. CO4 932 Exp 21131 i02 4 5 6 5-6-0 ' 5-6-0 5-6-0 11-0-0 71612001 Truswal Systems Plates are 20 ga. unless shown by "18(18 ga.), Scale: 15/32" = 1' '111"(16 ga), or "MX' (TWMX 20 ga.), positioned per Joint Report. - Circled plates and false frame plates are positioned as shown above. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 17.3 WI: 29 * WO: POS This design is for an individual building component not truss system. Is has been based on specifications provided by the component manufacturer and done k: CF Custser Name: in accorchutce with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be Dsgnr: DX #LC 0 'P1 D I XI E I I E by the component manufacturer and/or building designer prior to fabrication. The building designer muss ascertain that the loads utilized on this TC Live 20.00 pe f Du.rFacs L=1.25 P=1.25 design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord in laterally LUMBER braced by the root or floor sheathing and the bOttom chord Is laterally br.itaid a by rigid sheathing material directly attached, unless otherwise noted. . . _._. -- Dead 14.00 Rep )(br Bnd 1.15 Bracing shown is for lateral support of components members only so reduce buckling length. This component shall not be placed in any environment that TC psf , Tnaswal Systems . Colorado CO will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live .00 pe f 0. C. Spacing 2- 0- 0 4445 Nortlspnrk Or., Coto Springs, 80907 'ANSI/TPI 'WTCA accordance with the following standards: JOINT DETAILS, by Trssswal, 1', 1' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB.91) and 'HIB-91 BC Dead 10.00 pef Design Spec tJBC-97 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at583 D'Onofrio Drive, Madison, Wisconsin 53119. The American Forest and tinf]. Ratio: W240 'IC: L4/240. Tp5 .0 Version T6.2.6 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036 ,. TOTAL 44.00 pef 3-6 13-0-0 I 2-2-10 'SHIP I0-3-1 1311112 r0"4 ;oFcJ Job Name: PIRINEOS WAY Truss ID: 13 Qty: 1 Drwg: 118COO 187148-012 X-L RCr SIZE RE'D IC 2x4 DEL #1 P1at.ix : 1SI/1'PI - 1995 1 0- 1-12 572 3.50 1.50' BC 2x4 DEL *1 Js1.E 10tUES PER ICBD PEDE7'I3J REP= #1607. 2 12-10- 4 572 3.50 1.50' NIB 2x4 DEL SIT.D PLAMU BASED a aEEN IU13ER V1LLIB. 'IC FCRCE 101L. IRD CSI 1-2 -1170 .02 .34 .36 2-3 -1170 .02 .34 .36 IC FUE 101L. IND CSI 4-5 1078 .16 .23 .39 5-6 1078 .16 .23 .39 NED FCKE CSI WEB I= CSI 2-5 197 .06 X LDEICI4 (span) /999 IN NET"I 5-6 (LIVE) p -.04" D= -05" Ita -.09" = JOWL 1tJ.Cr1S - 1 0-0-0 4 0-0-0 2 6-6-0 5 6-6-0 3 13-00 6 1.3-0-0 6-6-0- 6-6-0 13-0-0 6-6-0 - 6-6-0 2 3 350 _35Ø 1 4 5 6 - 6-6-0 . . 6-6-0 6-6-0 . 13-0-0 7/6/2001. Truewal Systems Plates are 20 ga. unless shown by "18(18 ga.), Scale: 3/8" 1' "14(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Report. Circled olates and false frame plates are positioned as shown n D I XIE 1.1 I 'I%I E WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design in for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. N. responsibility in assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the paticularapplication. The design assumes that the top chord is laterally TEF: 21.3 WT: 34 # sk: CF Dsgnr: DX #LC = 0 WO: PIBDOS Custser Name: TC Live 20.00 pBf Du.rFacs L=1.25 P=1.25 LUMBER braced-by the-roof or floor slseathing' and lie bottom chord is laterally braced by a rigid sheathing material directly.attachnd, -unless otherwise. noted.... - Dead 14.60 Rep Nbr Bnd 1.15 Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that TC pof Tn.swnl Svstsnss. Cotomdo will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this. truss in BC Live .00 pef D.C. Spacing 2- 0- 0 Cola Springs, Co 5090? 4445 Nortlipark Dr., 'JOINT 'ANSI/TPI accordance with the following standards: DETAILS, by Truswal, 1, WTCA 1' Wood Truss Council of America Standard Design Dead 1.0.00 Design Spec UBC-97 'HIB-91 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and BC pBf SUMMARY .Sl'IliIJT by TM. The Truss Plate Institute ('lI'l) is located at'.5ih3 D'Ottnfrio Drive, Madison, Wisconsin .53719. The American Forest and tinfi Ratio: 1/240 'IC: 1440 '1p5 .0 Version T6.2.6' latter Association (A111'A) is located at 1111 1911t Street, NW, Ste (X), Washington, DC 20036. . TOTAL 44.00 peE Job Name: PIRINEOS WAY . Truss ID: 18 Q: 1 Drwg:001187148-01' 6 X-I RCT SIZE R'D 'IC 2x4 DFL *1 1 0- 1-12 655 3.50 1.50 IIL P1ati ItI?I - 1995 al.aE wtU R I RI99F63 RE' *1607. I BC 2,s4 *3. 2 14- 8-12 655 3.50 1.50 WEB 2x4 11L SlID ITJCTN3 BASED CT GREEN I1I'IBIR VIE. 'IC F AXL MID CSI 1-2 71360 .04 .48 .51 2-3 -1360 .04 .48 .51 BC I= .AXL EM CSI 4-5 1253 .19 .32 .50 5-6 1253 .19 .32 .50 FaZLE CSI FurE CSI 2-5 228 .07 P.XtEF=CN (ax: /999 IN MB4 4-5 (LIVE) o -.07 -.08" To -.15" = JoiSt LccaLias 1 0-0-0 4 0-0-0 2 7-5-4 5 7-5-4 3 14-10- 8 6 14-10- 0 7-5-4 I 7-54 I 7-5-4 14-10-8 7-5-4 . I 7-5-4 - I 2 3 3.50 , _3.501 3-6 T 2-5-15 SHIP 10-3-1k 14-10-8 I 4 5 6 7-5-4 I 7-5-4 I 7-5-4 . 14-10-8 N. C245982 * Exp. 12/31/02 7/6/2001 Truewal SystemsPlatee are 20 ga. unless shown by 18(18 ga.), - Scale: 11/32" E"(16 ga.), orT"MX"(TWNX 20 ga.), positioned.per Joint Report. Circled plates and false frame plates are positioned as shown ab o v e . WARNING Read all notes on this sheet and give a. copy of it to the Erecting Contractor. TBF: 22.7 WV: 39 # WO: PIRDEOS This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done )c: CF Cuetmaser Name: D I XI E I. Iii E in accordance with the current versions of TI'! and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that-the loads utilized on this DR #LC 0 TC Live .20.00 pef DurFacs t.=1.25 P1.25 design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally LUMB ER braced by the roof or.flnorsheathing.andth,ebottotclsords terally braced by a rigid shcathusg material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce bt/c1ding1engt1i: This component shall not bep15ced In-any envirosment that- .__..TC Dead 14.00 psf Rep l'r Bnd - 1.3.5 Truswsl Svslcms - Cotnrndo will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion, Fabricate, handle, install and brace this truss in BC Live . 00 pe f 0. C. Spacin 2- 0- 0 Springs. CO 4445 Norllspark Dr.. Colo 80907 'JOINT 'ANSI/TPI accordance with the following ntdndards; DETAILS', by Truswal 1', WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and I'HIB-91 BC Dead. 10.00 paf Design Spe1 TJBC-97 1 SUMMARY SHEET' by TPI. The Truss Plate Institute (PI) is located at 583 D'Ooofrio Drive, Madison, Wisconsin 53719. The American Forest and ' tinflRatio: 1/240 'IC: W240 Tp5 .0 Version T6.2.6 Paper Association (APPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036 ..- TOTJIL 44.00 pef 7-6-0 6-4-8 '-- 4-3-0 9-7-8 7-6-0 13-10-8 18-1-8 22-4-8 26-7-8 36-3-0 3-PLYS . 3 4 5 8-0-0 . 6 7 8 9 REQUIRED I 3.50 I 20-3-0 37411 -3.50' 4-14 T 2-7-14 4- 0-3-14 10: 11 12 13 14 15 16 17 7-6-0 4-3-0 4-3-0 4-3-0 4-3-0 4-3-0 7-6-0 7-6-0 11-9-0 16-0-0 20-3-0 . 24-6-0 28-9-0 36-3-0 7-tod 145911 T 5-10 2-7-14 0-3-14 SHIP JobNan1è: PIRINEOS WAY Truss ID: H7 Qty: 3 Drwg: COOl 187148-006 x-Ir RElcr SIZE RE-D 'IC 2,ed DEL 4)1 Platirg ae : ?lI/IPI - 1995 This dseisin hused as thnd Iarsscii applied 1 0- 1-12 3368 3.50" 1.50" B: s6 DEL SO I PEEFJs1 FEFDEfI' #1607. fErUoQirg per the ed±tle: 2 36-1-4 38063.50" 1.50" WE 2x4 DEL ggr, ttmxO.C. frcns to Deaixreje trust he provided to avoid paxbzxj. Nail pattern s}mn is for MF load s asly. 'IC 24.00" 8- 0- *1 IDE5D Q5SE EESICV 0 28- 3- 0 LC1't.tS ----------- xc Ft 1-2 -10892 -10892 P,XL L) csi .28 .24 .52 5t1.t ired (by others) to prevertt r iatqp1. See 1119-91 ath ttXated ],3a I'IET he di.stxhsted O each ply ecia11y. cas nulti-ply with Ira.jess, Mr L.P1f L.Lo R.P1f R.Las LLv°EL 2-3 -11107 .12 .07 .19 )III 1-1995; 10.3.4.5 end 10.3.4.6. use 3" rails mm. into the carryirx nansFer. 'IC Vert 68.00 0- 0- 0 68.00 15- 0- 0 .59 3-4 -16529 .40 .14 .53 1x4 stun. ccr±inxmB lateral hracirg attadmd Far trace theta 2 ply, add rail cluster fran halts if 'IC Vert 204.00 15- 0- 0 'IC Vert 68.00 28- 0- 0 204.00 28- 0- 0 68.00 36- 3- 0 .20 .59 4-5 -20287 5-6 -19696 .55 .28 .82 .48 .23 .71 'IC to flat a.kanre indicated w/ 2-10d rails each. Ijx±er trust he etxuctural grade. ailitiasal p].y(s) er4/ar slm'.n, or use arty other aggiesied detai I (by cthera). B: Vert 20.00 0- 0- 0 20.00 15- 0- 0 .00 6-7 -17204 .37 .23 .60 Bce®24"o.c.unleearntedctherwi.ee. 1 EC Vert 38.00 15-0-0 38.00 3630 .00 7-8 -12464 .15 .12 .27 3-i Nail w/lod (, stererI 01r-97 IATh'I B7tSDD CN GFUN*LLVEER WiU.BB. . . .Tae... 11s X.Lcc VEtrt 374.0 28- 0- 0 IZ4tB, .45 8-9 -12249 .33 .26 .59 'IC- S. 12) in: 2/ft B:- 2/ft WEBS- 2/ft 'IC k 1fl in layers or tran each face. Vert 1459.0 14-11- 4 .45 B: F= AXL RID DEl 0-11 10410 .26 .09 .35 1-12 13908 .35 .06 .41 2-13 18648 .46 .25 .71 3-14 20458 .51 .11 .61 4-15 18923 .47 .11 .58 5-16 15299 .38 .08 .46 6-17 11717 .29 .11 .40 tIDE Fqq DEl VEB F DEl 2-11 2760 .28 5-14 -1041 .06 3-11 -3807 .23 6-14 1056 .11 3-12 3582 .37 6-15 -2348 .14 4-12 -2895 .18 7-15 2604 .27 4-13 2239 .23 7-16 -3852 .23 5-13 -233 .01 8-16 2962 .30 X LED11C4 (apes) (860 RI 1'1B4 13-14 (LIVE) -.50" D= -.60" T= -1.10" I== ,Joint ltiass 1 0-0-0 10 0-0-0 2 7-6-0 11 7-6-0 3 9-7-8 12 11-9-0 4 13-10-8 13 16-0-0 518-1-8 14 20-3-0 6 22-4-8 15 24-6-0 7 26-7-8 16 28-9-0 8 28-9-0 17 36-3-0 9 36- 3- 0 71 6/2001 Truswal Systems Plates are 20 ga. unless shown by "18(18 ga.), . Scale: 1/8" 1' "H"(lG ga.), or?"MX"(TWMX 20 ga.), positioned per Joint Report. Circled plates and false frame plates are positioned as sh o w n a b o v e . WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. - TEF: 90.0 WI: 154 # WO: PDOS This design is for an individual building component not truss system. Is has been based on specifications provided by the component manufacturer and done Chk: CF Customer Name: in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be Dsgnr: DR *LC = 0 D I XI EL I 1"l E verified by the component manufacturer and/or building designer prior to fabrication. The building designer nsisnt ascertain that the loads utilized on this TC Live 20.00 pef Du.rFacs L=1.25 P-1.25 design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally LUMBER braced by the. roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling leng t h . T h i s eutupotsent shall not be placed in any environment that . TC Dead 14.00 psf - Rep 14br Brad 1.15 Tnss,oai Systems. Colorado . will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this trust in BC Live .00 psf O.C.Spacin 2- 0- 0 4445 Nortlspurk Dr., Coin Springs. CO 0907 'ANSI/TN accordance with she following standards: JOINT DETAILS', by Truswal, 1', WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES - (HIB-91) and 11118-91 BC Dead 10.00 psf Design Spec tJBC-97 1 Version SUMMARY SHEET by TN. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and tinfiRatio* L/240 'IC: 14/240 Tp5 .0 T6.2.6 Paper Ats9clatios (APPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. .. . TOTAL 44.00 paf Job Name: PIRINEOS WAY I ITruss ID: H7A Qty: I Drwg: COOl 187148-007 3 X-ILC IRD= SIZE RED 'IC 2x4 IJEL 41 & Btr. Platirg s ISI/I?I - 1995 MUM This dusiqu based m chieS bracii a1plieS. 1 0- 1-12 1595 3,50" 1.70" 2x4 DFL #1 IER I P1 REE *1607. follo..jiro.p p the sdiLe: 2 36- 1- 4 1595 3.50" 1.70 2x4 DFL #1 & Btr. 12-15 Drainage mist he provided to avoid peraiirg. max o,c. Scott to 2x4 DPI, =1x4 mis. cnatin.aaia lateral bracirg attad 'IC 24.00 8- 0- 0 28- 3- 0 'IC FCRCE P,XL RM DPI RATJ]>23 PJtSED a7 C!PIN 1134052 VtILE5. to flat 'IC srAe ixsSicated w/ 2-10d nails 1-2 -4528 .37 .61 .98 each. 'Iur'm.sst las stojda.al gradu. 2-3 -4516 .34 .16 .50 Brace @ 24" o.c. unless rx±eS stlasrwise, 3-4 -5962 .59 .27 .87 4-5 -6743 .76 .23 .99 5-6 -6743 .76 .23 99 6-7 -5963 .59 .27 .87 7-8 -4517 .34 .16. .50 8-9 -4529 .37 .61 .98 IC I= AXL 0540 DPI 0-11 4290 .65 .20 .85 1-12 5341 .80 .08 .88 2-13 6511 .85 .10 .96 3-14 6887 .90 .3.0 1.00 4-15 6511 .85 .10 .96 5-16 5342 .80 .08 .88 6-17 4291 .65 .20 .85 VEB F .DPI T.-ES FCRCE DPI 2-11 947 .29 5-14 -200 .05 3-11 -1142. .26 6-14 323 .10 3-12 866 .27 6-15 -763 .18 4-12 -763 .18 7-15 866 .27 4-13 323 .10 7-16 -1141 .26 5-13 -200 .05 8-16 947 .29 PsX rEF=CN (epam) : 7-6-0 6-4-8 4-3-0 4-3-0 4-3-0 9-7-8 /704 IN MET'! 13-14 (LIVE) 7-6-0 13-10-8 18-1-8 22-4-8 26-7-8 36-3-0 -.6111 t - .74" Tv -1.35" oo 8-0-0 oint Lixaticns I 1 1 3 4. 5 6 7 8 9 1 0-0-0 10 0-0-0 2 7- 6- 0 11 7- 6- 0 I 20-3-0 I 3.50 3 9-7-8 1211-9-0 - . 4 13-10- 8 13 16- 0- 0 4-14 5 18- 1- 8 14 20- 3- 0 3.5-10-,A-5-4 ~.54_ - 5-7_..3.5- - 3.5.4... ESS to 10 11 12 13 14 15 16 17 7-6-0 4-3-0 4-3-0 4-3-0 4-3-0 4-3-0 7-6-0 7-6-0 11-9-0 16-0-0 20-3-0 24-6-0 28-9-0 36-3-0 cxj't / Ii N/s C64952 * , 4xp. 12/31/02 7/6/2001 Truswal Systems plates are 20 pa. unless shown by "18(1 8 g a . ) , . Scala: 1/8" 1' "H"(16 ga.), or 'MX"(TWMX 20 pa.), positioned per Joint Report. Circled plates and false frame plates are positione d a s s h o w n a b o v e . WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 77.3 WT: 133 * WO: POS This design is for an individual building component not truss system. It has been based on spec i f i c a t i o n s p r o v i d e d b y the component manufacturer and done chk: CF Customer Name: is accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensions! accuracy. Dimensions are to be Dsgnr:DR#LC =0 D 1 XI E I. I 11 E verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this ' TC Live 20.00 pof Du.rFacs L-1.25 P.1.25 design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally LUMBER braced by the roof or.floor.sheathing.an&the.bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shove is for lateral support of components members only to reduc bsickJing length. This component shall no: be placesl'itrasty environment that- .....TC..Dead 14.00 psf Rep I"flar Bnd 1.15 Tnwat Systems . Cotorndo will came the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Liv .00 pef 0. C. Spacing 2- 0- 0 4445 Nortlspsrk Dr.. Cole Springs. CO 50907 'ANSI/TI'I 'WTCA accordance with the following standards: JOINT DETAILS', by Truswal, 1, 1 - Wood Truss Council of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES ' - (HlB-91) and 'jH1B.91 BC Dead 10.00 paf Design Spec UBC-97 SUMMARY SIifiF.T' by TPI. The Trust Plate Institute (TPI) is located it 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest dttd fl ti Lt!"240 'IC: W240 TpS .0 Version T6 .2 . 6 'spur Ass,tciation (API'A) is located at 1111 19111 Street, NW, Ste %(X), Washington, DC 2036. .. WTA. 44.00 pef 7-6-0 3-4-8 6-9-)) 3-4-8 7-6-0 7-6-0 10-10-8 17-7-8 21-0-0 28-6-0 2-11LYS 3 4 . 6 ItEQUI1tEI) r 350 374# 3 12-6-0 174// 3 . -3.50 l obName:' FU X-IxX RE7CF SHE IQ'D 1 0- 1-12 2295 3.50' 1.50' 2 28- 4- 4 2295 3.50' 1.50" C PUCE AXL BI CSI 1 -6894 .20 .26 .46 2 -6905 .09 .36 .44 3 -8894 .23 .49 .72 4 -6905 .09 .36 .44 r 5 -6893 .20 .261 .46 C FarE J'.XL R) CSI 1 6560 .49 .11 .60 2 8755 .66 .12. .78 3 8755 .66 .12 .78 4 6559 .49 .11 .60 t'!B R181 (SI ¶'B FCPCE CSI 2-8 1333 .21 4-9 163 .03 3-8 -2169 .21 4-10 -2170 .21 3-9 162 .03 5-10 1333 .21 X tEEflQ9 (,an): 1999 IN 4 8-9 (LIVE) -.32" L -.31" 16 -.63.1 Joint Loatia 1 0-0-0 7 0-0-0 2 7-6-0 8 7-6-0 3 10-10- 8 9 14- 3- 0 417-7-8 1021-0-0 5 21-0-0 11 28-6-0 6 28- 6- 0 'IC 2x4 L1L to. 2x4 SE' 2100F-1.8E 2-5 BC 2,4 ML )01 VEB 24 EFL 5RD Iaire oust be pre,4 to avoid perdirg. Irn bracirg is rna,iixed (by cthnrs) to prevm-t rctatLa/tqptir. See 1-1IB-91 and 4SIfrPI 1-1995; 10.3.4. ard 10.3.4.6. 1x4 mm. cert1rtzx.xs lateral bracing attacFan3 to flat 'IC s'A'anre irclicated w/ 2-16d nails each. Lurber mist be structural grade. Prace (1? 24" o.c. Unless noted cf.bezwise. Truss ID: H Platirp spec : J9?SIfl'I - 1995 aJCE VA1IIS PER 1(83 RESS½JGI RilRr (01607. T= Na patte shum is far F )c:t In ady. loads PLr be dieit:i'U,Leei to each ply ezpaUy. On nulti-ply wit.h Innyraro, use 3 nails nun, into the cart y hr n,sn'bsr. Fbr omen than 2 ply, add nail c.i:.int:ar- frt]n aàiitiaial ply(s) arel/ar bolts i.I El-can, ar use any ctlanr approved dutail Ily cth:rs). +++++9++++++++++ I-I ++++ PLATJ113 BASED (8 G1E31N LIJ4IIER P:::Es. 2-RY! Nail w/lOd 83, staggered Sect. 12) in: 'IC- 2/ft BC- 2./T- h'EBS- 2/ft ;-g:c000tl2116-ooz 1(::111 : nsign based rn dxzd kzaczix a plied fO11oNix ed-edile: Lx none O.C. fran to IC 24.0" 8- 0- 0 20- 6- 0 ---ICASE #1 EESIGN 1 ---------------- L. Plf L.Lcc RP1f R.Lar IL/IL 'IC Vvi:L 68.0 0- 0- 0 68.0 8- 0- 0 .59 'IC 'Jet:t: 165.0 8- 0- 0 165.0 20- 6- 0 .59 68.0. 20- 6-0 68.0 28- 6- 0 .59 8C Vert 24.3 0- 0-0 24.3 28-6- 0 .00 ... 'Py)e... Ll:a X.Lc.c IL/IL TC Vert 220.0 8- 0- 0 1.00 111C Vert 154.0 8- 0- 0 .00 'IC Vert 220.0 20-6- 0 1.00 TIC Vert 154.0 20-6- 0 .00 T 2-7-14 -3-I4 T 2-7-14 S1111' 28-6-08"Ok) '! c /04gB2 7 8 9 10 11 7-6-)) 6-9-)) 6-9-0 . 7-6-I) 7-6-0 I4-3-0 21-0-0 • 28.6-0 OF 6/20/00 Truswal Systems Plates are 20 ga. unless shown by " 1 8 ( 1 8 g a . ) or Scale: 5/32" 1' "H"(16 ga.) , positioned per Joint Report. Circled plates, and faltie frame plates are positioned as shown above. WARNING Read all notes on this sheet and give a copy of it to the Erecting Co 'ilrnc(or. TBFZ 57.3 WO: BA0'TON7 This design is for an individual building component. It has been based u,nspcciricaiians provided by the component mauiiil,t:lte:.r and dune in Chic: CF ' Customer Name: D I XI El II1 E accordance with the current vergiottn,of TI'I and ArIA design standards. No responsibility is assumed for dimensional occi::a:y. Dimensions are lobe verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain ti's' ne leeds utilized on Dog-ar: DK #LC = 0 TC Live 20.0 pu f DurFacu L=1.25 P=1.25 this design meet or exceed the loading imposed by the local building code. It is assumed that the top chord is laterally hracia:l '.t;. lie roof or floor LUMBER , sheathing and the bottom chord in laterally braced by a rigid sheathing material directly attached, t,ttleus otherwise noted. III; icing shown is for lateral support of components members only to reui,,r.e buckling length. This component shall not be placed in any environiner,t tint sill cause the moisture TC Dead '14.0 pu f Rep Mbr Bnd 1.00 Trsva,t System, - Cotorudo content of the wood exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss itt c :.,u'tlautcn with the following BC Live "' 0 par OX-.Spacing- ---2- 0- 0 4441 Northpork I),.. Coin Spring,. CO 5o90 "fl5tS('t)M standards: MANUAL, by Trxtswal, QUALITY CONTROl. S'I'ANDAISI) FOR METAL PLATE CO N ' l E ( l P D W C t O i ) T R U S S E S - (QST-8), 'hANDLING INSTALLING AND BRACING METAL I'i.ATE CONNECTED Wool) TRUSSES - (111.8-91) id 1110-91 SUMMARY BC Dead 5.0 puf Design spec UBC-97 ShEET' byTl'i. The Truss Plate Institutte ('Ill) is located ut 383 DOttofris, Drive, Madison, Wisc,sttsitt 53719. The Aulet'ic?Jt Purest and Paper (nfl Patio: 11240 'IC: 1124C Tp5. 0 Version 06.05.99 Association (APPA) is located at 1250 Coutneciicttt Ave N\V, Ste 7th, Washington, DC 21X)36. TOTAL 39.0 pnf Job Name: Truss ID: HqA Qty: I Drwg:C00U11ZI16UU.i M X-I03: l7'CI' SIZE REQ'D 1t 2x4 EFL )1 Pistirci • : J"1EIfi'PI - 1995 This tineiqn hesm1 as dirx1 hracirn agpliml Um fflo,,irg per sded.sle: 1 0- 1-12 1112 3.50 .5O" B 2x4 [iL ))1 HA'IE VALLES EER ICD I 67slil }!EF(IT 111607. Eras to max o.c. 2 28- 4- 4 1111 3.50" 1.50" bE]) 24 UL 3RD IiJ'.TIIt) E)SED W aEEN IL?ERR WJ.LES. tk-ai reeje oust be provided to one: ccl perelirq. 1x4 nun. ozitjxs. lateral krac: itx attacIed 'XC 24.00 8- 0- 0 20- 6- 0 C FE1 XL .t) CSI to fiat TIC vA-mrs rdicatocl w/ 2-1cd nails 1 -2993 .73 .17 .56 each. l.us3er nust be stxsx±ural ctraele. 2 -2950 .36 .32 .48 Beace ® 24" o.c. unless irtoci c:1arw18e. 3 -3655 .29 .66 .94 4 -2950 .36 .32 .48 -5 -2993 .17 .56) .73 3: FCRCE AXL Rt) CSI 1 2817 .42 .18 .61 2 3611 .54 .07. .62 3 3611 .54 .07 .62 4 2817 .42 .18 .61 bE]) FCRCE CSI bEB FCFfE CSI 2-8 515 .16 4-9 51 .02 3-8 -774 .26 4-10 -775 .26 3-9 51 .02 5-10 516 .16 tbX tEflGl (qam): /999 214 I'B'l 8-9 (LJVE) . -.27' -.26" To -.53". = Joirt Lccatiais = 3. 0-0-0 7 0-0-0 2 7-6-0 8' 7-6-0 3 10-10- 8 9 14- 3- 0 4 17- 7- 8 10 21- 0- 0 7-6-0 3-4-8 6-9-0 3-4-8 7-6-0 0- 0 U 28 6- 0 7-6-0 10-10-8 17-7-8 21-0-0 286-() 8-0-0 3 50 I 12-6-0 _35 I T 2-7-14 I 3' L I:()34 1 2-7-14 SHIP o ESlOt YES 28-6-0 I çfl5982 ' 7 8 9 1)) 11 _ 0 7-6-0 6-9-0 6-9-0 . 7-6-I) - 7-6-0 14-3-U 21-0-0 • 28-6-0 5/32° 3.' Truewal Systems Plates are 20 ga. unless shown by 'i8°(18 ga.) ccl: "H'(16 ga.), positioned per Joint Report. Circled plates and false frame plates are positioned as shown above. aull SI 1'VARNING Read all notes on 1/six sheet and give a copy of it to 1/ic Erecting Có'flractor. TBF: 57.3 WO: ERbTON7 This design in For nit individual building component. It has been based us specificaliutlt provided by the component tnaccuf;cctc. icr and done ut Chk: CF Customer Name: accordance with the current versions of TI'l aid AFPA design standards. No responsibility is assumed for dimnettsiottocl acJmac:y. Dimensions are lobe D I XI E 1111 E verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascectcicm 12t the loads utilized on Dnguir: OK 1$LC 0 his design see) or exceed the loading imposed by the local buildic/g code. It Is aistttncd tie,) the top chord is laterally I,cuceii .y the roof or floor - TC Live 20.0 poE DurFaco L=1.25 P-1.25 LUMBER sheathiitg and the bottom chord is laterally braced by a rigid sheaticlimg material directly ccttaclted, cicless otherwise notes 1. ltt:ceing oltown is for Lster.,l sccpp,til tci.ccccnponcttio members only to reduce bttcklittg length, this cctcnptcctectl shall not be placed it, sty envjrs,n,ner,t IIL:,t Wit! cause tlte moisture TC Dead 14 . 0 poE Rep hr End 1.15 Fnownl Svsso,, - Cotorndn content of the wood exceed 19% and/or cause connector plate corrosion. Fabricate, lc,idIe, ictuedi and hr.,ceThis1rs,s,i lit s':uttattce .0 peE o:a:';g' 2 0- 0' 4145 No,tboh Dr.. Coin Springs. Co 80907 standards: TR(JSC(JM MANUAL, by Irunwul, QIIAI.l'FY CONl'ltOl. ,STANI)ARI) FOR MirlAl. l'l.AlE CONNEitlliI) WOOD rgtJsst.s (QST-88),'HANDLING INSTALLING AND fikA(:INO METAL PLATE CONNECTED WOOD TRUSSES' - (1119-9)) :cc,d'lllfl-91 SUMMARY BC Dead 5.0 pof Design Spec UBC-97 ShEET' by Tl'l. The Truss Plate Institute (fl'l) is located at 58) I)OnccIric, Drive, Madison, Wisconsin 5.1719. Ihe Atti:rc;n Form) and Paper I Etufl. Ratio: 1f240 'IC: 1/240 Tp5 .0 Version 06.05.99 Association (AII'A) is located at 1250 Connecticut Ave, NW Ste 2(1) Waslcingtcnt DC 211)36. ' I TOTAL 39.0 poE Job Nan1é: PIRINEOS WAY S Truss ID: MG9 Qty: 1 Drwg:COOI 187148-008 X-lCFG4= SIZE REQ'D 'IC 2X4 DEL 4(1 Plstiixp : plrsl/IPI - 1995 IIYtD CAM #1 tIG9 ItZE 1 0- 1-12 1459 3.50 1.56 B: sS DEL OS SLA'IE ¶9tLLES 1(B) R.ESEJH RE1' 4(1607. Dir L.P1f L.Lar R.P1f R.Lar I1/2. 2 7-10- 4 1459 3.50' 1.56' t'IDE 2x4 DEL SItD PLATIM IC Vert 68.00 0- 0- 0 68.00 8- 0- 0 .45 Inthar thanar s1lablss are per MM-97. hind verticals dunigranO for md.al lcads cesly. B: Vert 296.83 0- 0- 0 296.83 8- 0- 0 .45 'IC F This l-BI truss designed to carry 'verticals tl'at, are essters5ud akzaie or 1-2 -2374 .06 .49 .55 14 10" 's frartad to B: ass face to face irelo the truss profile (if any) stay re531ixe addit.iassl crrssideraticn 2-3 -39 .00 .24 .24 21 011 spars rplit-franed qpcsite design (iry d1 for lateral for ass to with or sesnsuc B: FE AXU DID CSI . 1a at the Wilding. 4-5 2273 .17 .39 .56 5-6 2159 .16 .22 .38 WEB FCRCE CSI IEB FCRCE CSI . . 2-5 1303 .40 3-6 -73 .01 2-6 -2373 .59 /999 IN MDI 4-5 (LIvE). -.0511 D= -.0611 '1= -.11'. = Joirt Itiass - 1 0-0-0 4 0-0-0 2 4-9-0 5 4-9-0 3 8- 0- 0 6 8- 0- 0 . . 4.9 ° I 3-0 4-9-0 80-0 1 . 2 .3 350 "1 5 6 4-9-0 3-3-0 I I ' 4-9-0 8-0-0 7/6/2001 Truswal Systems Plates are 20 ga. unless shown ny 1118" (18 ga) , . Scale: 5/8" 1' "H"(16 ga.), or"MX'(TWMX 20 ga.), positioned per Joint Repo r t . Circled plates and false frame plates are posit i o n e d a s s h o w n a b o v e . WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 18.7 SIT: 33 * WO: This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done Calk: Cus tcaer Name: in accordance with the current versions of TPI and AFPA design standards. No responsibility is 'assumed for dimensional accuracy. Dimensions are to be Dsgnr: DK *LC = 0 'P1 I) I XI E I. I E verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this TC Live 20.00 psf DurFacs L-1.25 P-1.25 design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally - 'LUMBER braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Dead 14.00 Rep bfbr Brid 1.00 Bracing shown is for lateral support of components members only to reduce buckJing-length;-This cotnppnent shall not be placed in any environment that TC psf Trsswat Systems. Colorado CO will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live .00 E o'cpaiis - 2 0- 0 4445 Norslspork Dr.. Cots Springs. 80907 'JOINT 'ANSI/TPI 'WTCA accordance with the following standards: DETAILS', by Tnsswal, 1, 1.-Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (FIB-91) and IH91 BC Dead 10.00 psf Design Spec TJBC-97 SUMMARY SlII3tIT' by 'l'I't. The 'miss Plate Institute (FM) is located at 583 D'Onslriu Drive, Madison, Wisconsin 53719. Tlse American Forest and Ztefl Patio: L/240 'IC: L/240 Tp5.0 Version T6 .2.6 Paper Asspcialisls (Ail'A) is located at 1111 191h Street, NW, Ste 800, Washington, DC 20036. . . TOTAL 44.00 psf 3/3/00 Boalem 1/8" 1' TBF: 81.3 chkFO Dngnrt AS #LC 2 TC Live 20.0 pef TC Dead 14.0 pef -SC 1Ave''':0p9f BC Dead 10.0 pef TOTAL 44.0 pof WO: PI4AY Customer Namet HORMOZ DurFacn L=1.25 P.1.25 Rep Mbr Bnd 1.15 O.C.spaoing 2- 0- 0 Design Spec UBC-97 hifl Patio: W240 'IC: L/240 3.50 _3.501 8 9 10 9-6-1 . 8-6-15 8-6-15 9-6-I 18-I4) 26-7-15 II 12 9-6-1 36-2-0 Job Name: 4u X-LC R17'cr SIZE 1 0- 1-12 1723 3.50" 2 36- 0- 4 1723 3.50" C FCRCE 1/31L END CSI 1 -4554 .31 .46 .77 2 -4115 .21 .30 .52 3 -2890 .07 .34 .41 4 -2890 .07 .34 .41 5 -4115 .21 .30 .52 6 -4554 .31 .46 .77 C FUE AM RU csi 1 4324' .65 .22 .87 2 3540 .37 .51 .88 3 3540 .37 .51 .88 4 4324 .65 .22 .87 Truss D:17 Qty: I Drwg: C0000 REI'D 'IC 2x4 EFL fll P1atir sng 3I/IPI - 1995 1.84" B 2X4 -EFL #1 'THIS IS IS '11€ Cfl4lCsrlE rtJJr CF 1.84" IsB 2X4 EFL SlID ruJflaE 1l1) CASES. RPE VMISS I'IR ICED RESEARM REFClRr #1607. EQEAR= ISQJU1ENENIS shn are based CNLY LI for 10 [SF xus-oia.xrrert BCLL. as the truss material at each bssrixg. PLATING BASED a4 GREEN UJ10ER W\flS. bEB FUE CDI bED FUE CSI 2-9 -506 .14 5-10 -969 .80 3-9 .576 .18 5-U 576 .18 3-10 -969 .80 6-U -506 .14 4-10 1211 .37 hX 1E31IC11a4 (n): /999 IN NEIl 9-10 (LIvE) -.32" I -.38" T= -.69" = Joiit I.ccatia 1 0-0-0 7 36-2-0 2 6-7-12 8 0-0-0 3 12-4-6 9 9-6-1 4 18-1-0 10 18-1-0 5 23- 9-10 11 26- 7-15 6 29-6-4 12 36-2-0 DIXIELINE LUMBER Tnj,wal Systems - Colorado 4445 Nrdhpsrlc Os.. Cob Springs, Co 80907 Tp5.0 Version 06.05.99 6-7-12 5-8-10 5-8-10 5-8-10 5-8-10 6-7-12 6-7-12 12-4-6 18-1-11) 23-9.10 29-6-4 36-2-0 18-14) 18-140 2 3 4 5 6 7 Truawal Systems Plates are 20 ga. unless shown by "18"(18 ga.) or "H"(lG ga), positioned per Joint Report. Circled plates and false WARNING Read all notes on this sheet and give a copy of it to the lrec(ing Con(rac(or. This design is for in individual building component. It lee been based on specifications provided by the component mantulocturcr and done in accordance with the current versions of TN and AFFA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are In he verified by the component manufacturer and/or building designer prior to Fabrication. The building designer shall aseellaill that the bonds utilized on this design meet or exceed the loading imposed by the local building code. It is assumed that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is lalehmlly,braced by a rigid sheathing material directly attached. unless otherwise noted. (tracing shown in for lateral sttpporl of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture' contt"M ticid ce'ed'l9%a'ddfo''tuecitnnclor plate'corrnsittit: Fabricate, 'ltSttdle, lttsetll and brace this lioss in aces,tdaitce'with thefollowing standards: 'TRI.'SCOM MANUAl.', by Tneswal, 'QUALITY CONTROL STANctARD FOR MhiTAl. FLATP. ('ONNECTlh') WOOD 'rkltsslls' lIANI )l ,INO lNS'l'Al .1 tNt; AND BRAt IN(t Mll'Al . PLATE CONNECTED WOOD 'rtu tS5FS' . (1111!-91) and *1111-1-91 SUMMARY S;11;17 by 'Ill. rIme I'mnss l'14e institute ('It'l) in lttutcd at 583 I)'ttmt,'lrio Drive, Madison, Wisconsin 53119. The ,\ttleric:u, Forest and raper Association (AFI'A) is located at lLll Connecticut Ave NW, Ste 2011, Wnshittgtott, DC 2tYt.16. Job Name: Truss ID: T Qty: I. Drwg:C0001ÔÔU'IbUIZ m X-L ptcr SIZI33 I'D 'IC 2Y4 EFL, Hi Plating cp 1tEIfI'P1 - 1995 1 0- 1-12 998 3.50 1.50' PC 24 EL fll 71-US WS114 IS 'HE WIt13rlE RIi)JI.T ' 2 28- 4- 4 998 3.50" 1.5(1" hAB 24 L!L StUD 14J01'IflC IfY\L) (J ES. 11JLE VAJ.I 113 FUI 1CB0 R87\lfl4 REtU1F 11607. 83.7ARIIT TRIM04UTIS drimi are tnrj GIL.? 'IC RItE AXI.. B'flD (SI I.cun1d for 10 (SF i -cc1tlrrc2t 13aL. cit tins tennis ,,rctcst±al at: mcdi 1.7'-arirg. 1-2 -2676 .13 .44 .57 . a/WIN) I3P$0) (14 (PIll-I W-1I3IR WLLES. 2-3 -2314 .05 .45 .50 3-4 -2314 .05 .45 .50 4-5 -2676 .13 .44 .57 12C FMCE NO.. (III) csi 6-7 2524 .38 .17 .55 7-8 1676 .17 .27 .44 8-9 2524 .38 .17 .55 )'EB EUtE CSI VEB RItE (SI 2-7 -494 .12 3-8 656 .20 3-7 656 .20 4-8 -494 .12 VX LEILEI131Q4 ( /999 IN HEM 7-8 (LIVE) -.18" ID" -.21" T= -.39'- -=== .Joijt Lccaticans 1 0-0-0 6 0-0-0 2 7-7-1 7 9-9-11 3 14-3-0 8 18-8-5 4 20-10-15 9 28- 6- 0 5 28- 6- 0 7-7-1 6-7-15 6-7-I5 7-7-1 7-7-1 14-3-0 20-1045 28-6-0 14-3-0 14-3-0 1 2 3 4 5 3.50 -3.50' 4-5-12 1. 3-6 28-6-0 4) I 6 -. 7 8 . 9 9-9-Il 8-10-9 9-9-1 I 9-9-I1 18-8-5 28-6-0 Truowal Systems Plates are 20 pa. unless shown by "18(18 pa.) or "H"(16 ga), positioned per Joint Report. Circled pla t e s a n d f a l s e WARNING Read all iwte.c on this sheet and give a copy of it to the Erecting Contractor. This design is for nn individual building culnpiutent. II has been based on speciliculions p r ovided by the cc,mplittcnl innnulztctnrcr and dune in D I X E L I N E :,cc,,rdance will, the current versions of I'M rind Al'I'A design tandnrds, N,, responsibility i s a s s u m e d for dj,nci,si,,te,l accur.icy. Dimensions are to be verilied by lie citinpniteot inninilaclurer nnd/,,r building dc.cigncr prior to laliricutite. 'rue building designer shall uccilaill liii the loads util i z e d o n - this design meet or exceed lie loading imposed by the local building code. It is assu,n c , I u n i t l i u c i t y c l o u d i s l i t c u a l l y h r : , c e d b y t h e r o o f o r f l o o r L uiia he..thung ntd lie 1,11,0 cli iii , I.,tet Ill) brined by i rigid hr utlu,ng in in, iii duct_thy hi_d It in tunIc cu,Iluu.t cc not d itt Lut. ch u.n is For L icr 'I uutoll of colluponents members only I,, reduce buckling length. This cimup,ncnt shall not he pl:icmd in any envir,'Ittncmmt liii will cause the moisture l,osvnl ct-sic,,,, - C,'lcnnd,, c,,nte,tt of tIme w,,,,d exceed 197, i,tdl,,r entice connector plate c,,r,',oi,,n. In-sidle, ui_dull aid hr.,ce Ibis lists_s in ,ec,,rda,tce with tile following 4443 Nomtlpurk t)r.. Cots' Spongs, CO nile)) standards: '-rkuScoM MANUAL', by 'rntswal. 'QttAIjFY CONtROl. STANDARD FOR MliI'Al. I'I.A'I'I( (l)NNt(1It) Wool) TRUSSES' - (Qs-r-88). 'IIANIDljNO IN.S'l'Al.l.INIJ AND BRACING MUM, PLATE CONNI rEt, WOOD TRUSSES' - (11111-91) and 11111-91 SUMMARY .SllEluT' by 'l'l'l. The 'ru-tim l'late Institute (IPI) is located at 593 D'Qnolrin Drive, Madi.cntt, Wisconsin 5.1719. The Amend, Fore.ct an d Paper Tp5 .0 Version T6.1.4 Association (AlI'A) is located :11 1250 Connecticut Ave 11W, Ste 2191. Washington, DC ?MM. Ei. 2'31/02 CNVt- 6/14/2000 Scale: 5/32° - 3 TBF: 54.7 WO: C)sk: CF Custcner Name: Dognr: DK )$LC 2 TC Live 16.p pof DurFac,e L.1.25 P1 _TCDead _1kJQpo_ Pep_Hbr Bnd 1.15 BC Live /'t pof O.C.Spacing 2- 0- BC Dead .Ô pof Design Spec IJBC-97 Efl Ratio: 1.n/240 'IC: L TOTAL 35.0 pof Job Name: S Truss ID:7/O Qty: 1 . Drwg:C00U166U'6U1 1 lu X-LCC RE7CI' SIZE RE'D JC 2x4 EL #1 platirg ep N'131/1PI - 1995 1 0- 1-12 - 819 3.50 1.50 BC 2x4 EEL #1 'TIllS t1Q'T IS 'TIE cE241o3rIE flES< CF 2 20-10- 4 819 3.50 1.50 I,%B 2K4 1L SIUJ fUL.TIa_E IIlD OSES. A'TE VAUES PER 10EO RESEi1 REFUEF #1607. EE7RIpG iomi are based alLY J\XL EMD csi Lo-e1 for 10 1SF r-orrurrit B3 L. the trujein unterial nit eid bearing. 1-2 -2124 .05 .24 .30 njwiia ASEi) (U cUEEI4 LJ1UR VALUES. 2-3 -1526 .02 .24 .26 . 3-4 -1526 .02 .24 .26 4-5 -2124 .05 .24 .30 BC FE PXL B83 C'TI 6-7 2005 .30 .17 .48 7-8 2005 .30 .17 .48 .EB IU I VED iva csi 2-7 -616 .30 4-7 -616 .30 37 494 .15 . M LU'lEEfla4 (speni): S S /999 EM HEM 6-7 (Lr9E) -.11" D -.11" P -.22" Joint Lrxatiaa -- 1 0-0-0 5 21-0-0 2 5-8-9 6 0-0-0 3 10-6-0 7 10-6-0 4 15-3-7 8 21-0-0 9-7 I 5-8-9 5-8-9 10-6-0 15-3-7 21-0-0 10-6-0 I 10-6-0 2 3 4 5 3.50 _3.501 3-6 3-4-lU 110-3- ME 3-4-10 - SHIP 10-3-I I ('(: f.59B2 J) C. 12:31/02 * I 21-0-0 . I 6 7 8 10-6-0 10-6-0 10-6-0 21-0-0 Truewal Systems Plates are 20 ga. unless shown by "18(18 ga.) or H"(16 ga.'), positioned per Joint Report. Circled plates and false frame rilates are positioned an shown above. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. I'his denigu in fur an individual building cuuinpnncnl. II has been hascd on npecilicauiiuns provided by lie nuinpuuucttt tu,nulaclttrcr and disc in ccnrdancc willi the current versions of III and AFI'A dcsign nlandardn. No respunsibilily is assumed For di,ttctiiunal accuracy. I)ipncusi,nis arc Is be .cuificd by the cnmpnneol mainifacturer mid/or building dcsigner prior Ii, Fabrication. The building ilcuigner xli:ill ;iscc,tiiti that the loads ulilircd on his design fleet or exceed the lauding itn1u,sed by llic l,,il building code. Ii is issiuned fluil llic top cli,,rd is literally breed by the roof or Il'n,r haillihig YJE a LY rigidshcatlnng malcrlal directly ittarlied, unles hcrwiscniited.ltr.ucingsliowttla for uppuni of ontpi,ncnlc members only to reduce buckling lenglim. This cumrnpmmmmcnt shill nit he placed in zioy envirunineni litul will cause the moisture :,,ntent of tIme wood exceed 199c and/or cause connectu,r plate corr,msinum. Fabricate. lemiidle, instill amid brace this Iniss in accordance with the following taudartlu: TRO.SCOM MANUAL, by Truswal, 'QUALITY CONTROL STANDARD FOR MIcFAL I'LATE CONNECTED WOOD TRUSSES* - QSr-It1t), IIANDIJNU INSTALLINU AND URACING METAL PLATE CONNL1CTIiI) WOOD TRUSSES' . (llhht-91)aild '11111-91 SUMMARY 11110fF by Ill. Time Trans Plate Imistitnie (II'l) is located al .983 h)Oimmulrimm l)rivc, Madisunt, \Viscunsin 53119. The Atnem-icun Forest and I'aper unuuciaIiomm (AFI'A) is located at 1250 Cimuneclicut Ave. NW, Ste 2(91, Waslmingtumn. Dr 218136. DIXIELINE H. . LUMBER Truswal S iefl, Colorado 4445 No,t,park Ur.. Coin Sprixgr, CO 80907 Tp5.0 Vernion T6.1.4 6/14/2000 Scale: 7/32" = 11 TBF: 40.7 WO: aik: CF Customer !ame: Dngnrm OK #LC 2 - TC Live 00 psf DurFaop L-1.25 P=1.2! TCDad 10 pat Rep l'r d 1.15 - BC Live /.paf O.C.Spacing 2- 0- 0 BC Dead .0 paf Design Spec UBC-97 Efl Patio: I./240 'IC: I.f24 TOTAL 39.0 pef Tag I Line Strongback/ SpreaderBar At or above mid-height VJ to Y truss length Tag /r Line Greater than 60' to' A This safety alert symbol Is used to attract your attentloni PERSONAL SAFETYIS INVOLVEDI When you see this symbol - BECOME ALERT -HEED ITS MESSAGE. A CAUTION: A CAUTION Identities safe operating practices or Indicates unsafe conditions that could J result In personal Injury or damage to structures. HIB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES ® lffjhejsponsibilitypf the installer(builder. bui!dinqcontracforr licensedcontractor. eQfgror erection contractor) to prooerly receive. unload, store, handle, install an brç.jjietal plate connected wood trusses to protect life and property. The installer must exercise the same high degree of safety awareness as with any other structural material. TPI does not intend these recommendations to be interpreted as superior to the project Architects or Engineers design specification for handling, installing and bracing wood trusses for a particular roof or floor. These recommendations are based upon the collective experience of leading technical personnel in the wood CAUTION: The builder, building contractor, licensed A contractor, erectororerection contractor is advised to obtain and read the entire booklet "Commentary and Recommendations for Handling, Installing & Bracing Metal Plate Connected Wood Trusses, HlB- 91" from the Truss Plate Institute. DANGER: A DANGER designates a condition A where failure to follow Instructions or heed warn. lng will most likely result In serious personal Injury or death or damage to structures. A WARNING: A WARNING describes a condition where failure to follow Instructions could result In severe personal injury or damage to structures. TRUSS PLATE INSTITUTE 583 D'Onofrlo Dr., Suite 200 Madison, Wisconsin 53719 (608) 833-5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide for the use of a qualified building designer or installer. Thus. the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein bybuilding 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 form without written permission of the publisher. Printed in the United States of America. CAUTION: Alltemporaiy bracing should be no less A than 2x4 grade marked lumber. All connections should be made with minimum of 246d nails. All trusses assumed 2' on-center or less. All multi-ply trusses should be connected together in accor- dance with design drawings prior to installation. TRUSS STORAGE CAUTION: Trusses should not be A unloaded on rough terrain or un- even surfaces which could cause damage to the truss. __•'sI ' J ui •ii A A A CAUTION: Trusses stored horizontally should be supported on blocking to prevent excessive lateral bending and lessen moisture gain. . WARNING: Do not break banding until Installation begins. Care should be exercised In banding re- moval to avoid shifting of Individual trusses. _-WAkNIN G:: Do not lift bundled, trusses by the I bands. Do not use damaged trusses. '. J A A CAUTION: Trusses stored vertically should be braced to prevent toppling or tipping.. DANGER: Do not store bundles upright unless properly braced. Do not break bands until bundles are placed In a stable horizontal position. DANGER: Walking on trusses which are lying flat Is extremely dangerous and should be strictly Fran 6 1 A WARNING: Do not attach cables, chains or WARNING: Do not lift single trusses with spans hooks to the web members. 11A. greater than 30' by the peak. /"\ JA\V MECHANICAL 60 /60' \ INSTALLATION / or ess bor less r;LDZI '• Tag / Approximately Approximately Tag Llne/ Y. truss length V3 truss length \ Line ' Truss spans less than 30'. 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 weight of the truss. Each truss should be set in proper position per the building designer's framing plan and held with the lifting device until the ends of the truss are securely fastened and tempo- rary bracing is installed. Spreader Bar - - Toe ln\ Zioe In - -.--_--x, I- Approximately Tag '1 I 'I. to V. truss length r " ' -. " ' ...................... Less than or equal to 60' Line Spreader Bat Toe In Toe In Less than or equal to 60' Tag Line Strongback/ SpreaderBar 10' proximately V., to 14 truss length Greater than 60' - SPAN MINIMUM PITCH TOP CHORD LATERAL BRACE SPACING(LBS) _________ TOP CHORD DIAGONAL BRACE SPACING (0B5) [# trusses] SPJDF SPF/HF Up to 32' 4/12 8' 20 15 Over 32'-48' 4/12 6 10 7 Over 48'-60' 4/12 5' 6 4 Over 60' 1 See a registered professional engineer 12 4 or greater GROUND BRACING:BUILDING INTERIORJ IGROUND BRACING: BUILDING EXTERIOR GOD..-'.Top Chord Typical codicil - End w.v Side 74m 10T ill hm 0% Pt - '\ \ Ground blocs vertical (GBV) "T Ground B race Jh d J11 ' 'A'" ' Vertical* (GOV) around bra.. diagonal. (GO 0) at tru" of bracbd I..• .romp of trusaes~ Ground' IV \ ~1,1184 truss of braced group CA trusses Ground brace .. . lateral (LBO) Ground tosos . , End brace ((B) tc. - du.gon.I. Note: 2nd (lone syatam shati hays •• . adequate capacity, to support groun braces. . ç, Slral Backup s (ST) \ - 2nd11 ground ç . stab. A - Typical horizontal Its inembar with — l°°r oraundkne multiple stake. (HT) Frame 2 OF- Douglas Fir-Larch SP - Southern Pine HF- Hem-Fir SPF. Spruce-Pine-Fir PITCHED TRUSi7 4 A WARNING. Failure to follow these recommendations could result In 0~ta4r~seee or. bulldlrii 0" SPAN MINIMUM PITCH DIFFERENCE TOP CHORD LATERAL BRACE SPACING(1B5) TOP CHORD DIAGONAL BRACE SPACING (DB5) # trusses) SP/DF I SPF/HF Up to 28' 2.5 7' 17 1 12 Over 28' -42' 3.0 6' 9 6 Over 42'- 60' 3.0 5' 5 3 Over 60' 1 See a registered professional engineer OF - Douglas Fir-Larch SP - Southern Pine HF - Hem-Fir SPF - Spruce-Pine-Fir Continuous Top Chord Lateral Brace •.-.-- . . - Required k' . I. 10' or Greater .— ---. ---- Attachment Required All lateral braces lapped at least 2 trusses. / Topcho.d. that.,. lotnrui b,.crd con / logeiher.nd cause cottap.e itihrre innodiago- net bracing. 0IagonotbraCingshoutdbnoited to the underside OS the tnp chord when put tinn or. attached 10 the topoide ol the iop chord. SCISSORS TRUSS Frame 3 - 12 4 Of greater SPAN MINIMUM PITCH BOTTOM CHORD LATERAL BRACE SPACING(LOS) BOTTOM CHORD DIAGONAL BRACE SPACING (OB5) I# trusses) SPF/HF UpIo32' 4/12 15' 20 15 32'- 48.4/12 15' 10 7 l Over Over 48'- 60 4/12 15' 6 1 4 over6o' See a registered professional engineer SP - Southern Pine SPF- Spruce-Pine-Fir All lateral braces lapped at least 2 trusses. Bottom chord diagonal bracing repeated 4Wi OR at each end of the building and at same / spacing as top chord diagonal bracing. -, BOTTOM CHORD PLANE7 'ItWARNING Failure to follow these çecommendatlons could result In - rP*yeevere personal lnjuryor5darnago trusses or buiidlngs- -I - ' :.. Cross bracing repeated .10 /-' ---- at each end of the building and at 20' Intervals. —, 7 10 :-- '- Permanent continuous lateral bracing as specified by the 454 1 truss engineering. Ll WEB MEMBER PLANE Frame 4 IWPP- SPAN MINIMUM DEPTH TOP CHORD LATERAL BRACE SPACING(LBs) _________ TOP CHORD DIAGONAL BRACE SPACING (085) J# trusses) SP,DF spFnlF Up 1032' 30" 8' 16 10 Over 32' '1g 42" 6' 6 4 Over 48' - 60' 48" 5' 4 2 Over 60' 1 Sao a registered professional engineer DF. Douglas Fir-Larch SP- Southern Pine HF- Hem-Fir SPF- Spruce-Pine-Fir q; 2x4/2x6 PARALLEL Continuous - CHORD TRUSS Top Chord _________________________ Lateral Brace - Required Topcho.d. 15.1.,. lM.*lly b,—.d e.nb.ckl. lll5.,o,.nedi.g- 10' Or GroaIoi n.lb,.l.9. 0l.o.lb...ing.le.ldb.n.jl,d f I, lb. und.,.ld. o lb. lop oho.d wi,.. p..lm. .. sll.ch.d to lb. top.td• of W. top cho,d. Attnclimonl --Required o 30° or greater diagonal brace for cantilevered trusses must be placed on vertical webs In line with Ilia support. End diagonals 11r60111ntt1119 stability and must be dupliàati both ends of the true. system. Length 1(m) J I Lesser of L/200 or 2" 1(In) L(In) tLessor of - 1/200 or 2° 1(m) 1/200 . 1(11) _sQ_. _iow 15(" 3/4° 12j 1(m) 1/200 1(11) 2000 1° 16.7' 20.8' 300" 1-1/2° 25.0' I, I I 'I Truss 11 Depth 1! D(In) Ill Lesser of 0/50 or 2" - Maximum Plumb Misplacement Line PLUMB D(In) D/50 0(R) 12" .1/4" 1' _ii.- 36" 3/4° 3' i _4 600 - L!1 - 108° 7' 9' 14x2 PARALLEL CHORD TRUSS:TOP CHORD Trusses must have lum- bar oriented in the hori- zontal direction to use this brace spacing. End diagonals are essential foi stability and must be duplicate both ends of the trues system. Frame 5 SPAN MINIMUM PITCH TOP CliOflO LATERAL BRACE SPACING(LB5) _____ TOP CHORD DIAGONAL BRACE SPACING (DOS) (# trusses) SP/OF SPF/HF Up Ill 4' 3/12 8' 17 12 Over 24'- 42' 3/12 7' 10 6 ver 42- O54' 1 3/12 6' 6 4 Over 54' See a registered professional engineer N grester / N DF- Douglas Fir-Larch HF. Hem-Fir SP. Southern Pine SPF - Spruce-Pine-Fir Diagonal brace - also required on end verticals. I cl,o,,Io Ilist a,e laterally braced can Irrickic togellec. .1,0 taunt collapac IIhcrc lenediago. n.,lb,sni,,g. Oisgo,,sl,,.cingnl,o..IdbanaIled , to the ,,,,,t,',,ulde ot Iluelop chord when prntlne arc aulaclund to the turp.idc of the top ol,e,d. MONO TRUSS] WARNING: Failure to follow these recommendations could result ln •. severe personal Injury or damage to trusses or buildings.AIL INSTALLATION TOLERANCES I BOW OUT-OF-PLUMB INSTALLATION TOLERANCES. . OUT-OF-PLANE INSTALLATION TOLERANCES. 1fl0 circumstai'e4ahot4d tIiWAANING Do not cut trusses , 'l conetructIonloddsotanydeecrIptknbepIacd on ra Frame 6 :: r24 24 I I I I , I C4 I n I I Lo .- I1 I qh *1I U, U, U U' U,11 U, U' U' cnhl U, U' U' v) U' U' U' U I U'11 D m it of IU, II I— I- lI 116 t,z4 116 iitjj4 REQUIRES EXTRA TRUSS IN LAYOUT-POSITION OF TRUSSES #2. #3. & #4 MAY VARY BUT DIMENSIONS A.S. OR C MAY NOT EXCEED 16 1/2. NOR SHALL THE DISTANCE BETWEEN TRUSSES fl & #5 EXCEED 72. COND. 1 W. li i!Jj 24 31 1/2w J16 1/2j, REQUIRES EXTRA TRUSS IN LAYOUT (DBL)-NAIL DBL TOGETHER AT 12 O.C.-POSITION OF TRUSSES #2. #3. & 14 MAY NOT VARY NOR SHALL THE DISTANCE BETWEEN TRUSSES #1 & #5 EXCEED 72 COND. 2 30X30 ATTIC ACCESS EVISiONS[1 6.20.001 SEE 'IMIN.f MAX. MAX. c..1 r) U, qh U, U, U' U' U' F5 05 --7- 2X4 LADDER FRAMING AT TOP & BOTTOM BY OTHERS _ / TRUSS IS DESIGNED FOR A 30X30 ATTIC ACCESS IN WHICH THE ON CENTER SPACING NEVER EXCEEDS 28. SEE FRAMING PLAN ABOVE. ~j COND. 3 il JIOB REP. I IDRAWN: I I U, U, 1 CNk on .n LUMBER SPECIFICATIONS: PER BUILDING ENGINEER 2X6 RIDGE B TRUSS ftT {fl H U H1 ADEQUATE CONNECTIONS TO SUPPORT rA35'S. TYP. LOADS MUST BE VERIFIED AND/OR I TRUSS ftJ LU [j SPECIFIED BY OTHERS 2X4 TOP CHORD ATTACH 2X6 PURLINS TO EACH PANEL POINT USING A35'S 2X4 TOP CHORDS B/O CUT AND HEAD—OUT BOTTOM CHORDS TRUSS AS REQUIRED FOR OPENING SEE DRAWING DESCRIBES FRAMING PROCEDURE FOR AMC AND IN NOT SPECIFYING ANY SPECIFIC TRUSS PROFILE. FOjko'sz.x REVISIONS BY 6.20.00 I 0 LUMBER SPECIFICATIONS: CUSCKED PER BUILDING ENGINEER lOB REP. DRAWN: HIP CORNER RAFTER (ONE SIZE LARGER THAN STANDARD RAFTERS) A • RAFTER TIE NOT REQUIRED ON SPANS UNDER 18'—O) RAFTER TIE ONE ROW REQUIRED ON SPANS 18-0 TO 22'-0) TWO ROW REQUIRED ON SPANS 24'-0 SPANS AT 4-0n D.C.) • BRACE TO ROOF STRUCTURE HIP TERMINAL TRUSS PER DESIGN NOTE: BOTTOM CHORD OF lo JACKS NOT SHOWN FOR CLARITY 0. • iA' DETAIL A LEDGER ATTACHED TO RIP TAIL STANDARD RAFTERS MATCH LATERAL -' lOd 012 O.C. SECTION A-A X 2 lOd 0 12 O.C. -' '- 2X4 LATERAL BRACE (FLAT) 20 IMPACT BRIDGING (ON EDGE) 4k MINIMUM CONSTRUCTION GRADE HEM—FIR BRACING MATERIAL ( WHERE NO RIDGID CEILING IS APPLIED DIRECTLY TO THE BOTTOM CHORD, IT SHALL BE BRACED AT INTERVALS NOT EXCEEDING 10'-0" O.C. USE 1X4 MINIMUM CONTINUOUS LATERAL BRACING AND ATTACH NTH 2-8d NAILS. IIoNskY 1 tW.XiI.1 MINIMUM LAP DETAIL 7: 9OTTOM CHORD OF TRUSSES TERAL METHODS OF STRONGBACKING SIMPSON H-3 lOd 0 12 O.C. (2) (2) lOd lOd .9 © © U- PLYWOOD 2X4 X—BRACE PER PLAN I fl TOE—NAIL W/ lOd iTr. TRUSSES X4 - 2 X—BRACE IMPACT - AS REQUIRED T . • / I IA PLYWOOD TRUSSES PER PLAN SEE TP1-HIB-91 OR BUILDING DESIGNER SPECIFICATIONS ME \\* /xp 121/O2 * N H H UP TO 24" O.C. OPTIONAL CANTILEVER UP TO 48" NTH STUD © WALL UP TO 24" NO CHANGE OUTLOOKER DETAIL FULL BEARING WALL BY I 6.20.001 I- LUMBER SPECIFICATIONS: 2X4 #2 DF—L CHORDS 2X4 STD. DF—L STUDS * FOR CABLE ASSEMBLY GREATER THAN 5'-10 IN HEIGHT SEE GE-2. A —a a- SHEATHING OR SIMILAR ON ONE FACE REQ. SHEAR DESIGN BY OTHERS 16-14-10 OR 20-10-10 PSF. LOADING CUTOUT FOR 20 CUTOUT FOR 2X4 70 MPH WIND LOADING "OFF STUD* ADD—ON SAME SIZE AND GRADE AS TOP CHORD Y,11H 16d NAILS AT 12" O.C. ADD ON SPLICE TO OCCU AT PANEL POINTS WITH CLUSTERS 2-16d NAILS OUTLOOKER DETAILS HORIZ. VENT MEMBERS NOT REQUIRED 1.5-3 ONE SIDE AND (2) 14 GA 2" STAPLES ON OTHER SIDE OR (5).2' 16 Ga. STAPLES 12 VARIES 3-5 MIN. OR USE SAME SIZE PLATE AS ON TRUSS IOB REP. BEVEL GABLE END FRAME GABLE END FRAME- 2X4 DIAGONAL BRACE AT TRUSS - CENTERLINE OR AT 16-0" O.C. MINIMUM BRACING DETAILS - SEE STRUCTURAL DRAV.INGS FOR ADDITIONAL REQUIREMENTS 16d AT 24" O.0 BEARING CONNECTIONS ARE THE SOLE RESPONSIBILITY OF THE ENGINEER OF RECORD. DETAILS ON THIS PAGE ARE SUGGESTIONS ONLY AND ARE NOT TO BE UTILIZED WITH OUT THE BUILDING DESIGNERS APPROVAL SECTION A 2 - 16d NAILS DIAGONAL BRACE AT CENTERLINE OR AT 16-0" O.C. 0 45 DEC. SEE TPI HIB-91 FOR OTHER BRACING RECOMMENDATIONS LUMBER SPECIFICATIONS SHEATHING ON ONE FACE REQ. 2X4 #2 DF-L CHORDS SHEAR DESIGN BY OTHERS AND STD. DF-L STUDS 16-14-10 OR 20-10-10 PSF. LOADING VARIES VARIES =_O, 2X4 CONSI. 70 MPH WIND LOADING AR AT 3 DOU 2 0 G. SEE OUTLOOKER 1' DETAIL GE-1 6 MAXIMUM BRACE SPACING 2X4 STRONGBACK BRACED AT EVERY ii 2X4 NO. 2 DOUG. AR CONTINUOUS SWONGBACK 6'-O MAX ii BRACED TO ROOF STRUCTURE AT6 0 0 C 1X4 MIN. LATERAL i n MAXIMUM. MAXIM WEB BRACING - u 12 2X4 END BLOCK - q ,u VARIES DIAGONAL BRACE 1.5-3 ONE SIDE AND (2) 14 GA C APPROX. 45 DEC. IX4*tB 2" STAPLES ON OTHER SIDE I BRACING - IF REQ. 2X4 END BLOCK MIN. OR USE SAME SIZE S ON TRUSS 3-5 FULL BEARING WALL 4 A OPTIONAL CANTILEVER UPT024 UP TO 48 WITH STUD @ WALL UP TO 24 WiTH NO CHANGE GABLE END FRAMING CONNECTION DETAILS (MINIMUM NAIL REQUIREMENTS SHOWN) BY 16.20.001 0 WEB BRACING N-. 2X4 CONTINUOUS BACKING WITH 16d NAILS AT 24 O.C. TO WALL PLATE SECTION A lOB REP. DRAWN: F U',', SHEATHING TO GABLE 2X4 SOLID BLOCK WITH 3-16d TRUSS. 8d AT 6 O.C. NAILS EACH END NAIL \ASJD - 1 5/8 NOTCH ¶ AT 32 D.C. 4BRACE J2_16d AT WITH 4-16d NAILS 24 O.C. () NAILS o SEE TPI HIB-91 FOR OTHER BRACING RECOMMENDATIONS MINIMUM BRACING DETAILS - SEE STRUCTURAL DRAWINGS FOR ADDITIONAL REQUIREMENTS BEARING CONNECTIONS ARE 'THE SOLE RESPONSIBILITY OF THE ENGINEER OF RECORD. DETAILS ON THIS PAGE. ARE SUGGESTIONS ONLY AND ARE NOT TO BE UTILIZED WITHOUT THE BUILDING DESIGNERS APPROVAL rn C 59S2.- 12/31102 CNk * REVISIONS BY 6.20.00 THE ARCHITECT AND/OR ENGINEER OF RECORD IS RESPONSIBLE 'FOR - PROVIDING CONNECTION DETAILS REQUIRED TO RESIST WIND AND CRECXED SEISMIC LOADING CONDITIONS. JOB REP. WORK SHALL COMPLY WITH THE CURRENT UNIFORM BUILDING CODE AND THE REQUIREMENTS OF THE LOCAL BUILDING DEPARTMENT. DRAWN: NAILER NOTE: ALL BEAM MATERIAL SHALL BE #1 DF—L MINIMUM UNLESS NOTED OTHERWISE. T &H~ HIP BEAM SIZIW6. HIP BEAM - SEE FR OM / CHART FOR Si END WALL 25 PSF 30 PSF 35 PSF PERSPECTIVE NOIE DUTCH GABLE SHOWN- 8 - HIP FRAMING SIMILAR 2X8 #2 OF 2X8 #2 OF 2X8 #2 OF LEDGER NAILING SCHEDULE E : 2 MAX 'NUMBER Of 16d NAILS RIP TAIL TO BEAM SIZE I REQUIRED SECURE I LEDGER TO IRUSS MATCH °EARP'N OVERHANG TYPICAL HIP BEAM SUPPORT DETAIL 2 X 6 5 3' WIDE LENGTH AS REQUIRED —] NOTE: DUTCH GABLE SHOWN HIP FRAMING SIMILAR P BEAM SEE 5R/1 CHART FOR SIZE 2 MAX. WITHOUT SHEAR PLATE LEDGER - SEE SCHEDULE FOR REQUIRED NAILING (IN VERT. ONLY) lij + (2) EACH. END MIN. 12/31/02 C;ç jJ SETBACK ROOF LOADING 6'-0' OR 3X4 3X4 2X4 LESS 2X6 2X6 7'—O 2X6 2X6 2X6 2X6 SS OF 2X6 SS OF END JACK PER DETAIL OR DESIGN DRAWING THE ARCHITECT AND/OR ENGINEER OF RECORD IS RESPONSIBLE FOR PROVIDING CONNECTION DETAILS REQUIRED TO RESIST WIND AND SEISMIC LOADING CONDITIONS. WORK SHALL COMPLY WITH THE CURRENT UNIFORM BUILDING CODE AND THE REQUIREMENTS OF THE LOCAL BUILDING DEPARTMENT. 2X4 RIDGE BLOCKING 1X4 LATERAL BRACING EXTENDED REQUIRED PER DRAWING X—BRACE COMMON TRUSS TO HIP TRUSS AT CENTERUNE \4/ OR 20'—O MAX. 1 HJPOf BK EXTENDED TOP CHORD SEE DETAIL HF-3 TRUSSES -- HIP TRUSSES (OPT. HANGER) \PRESSURE BLK'G 24 O.C. 1W. ________ SECTION A-A PORTION OF EXTENDED TOP CHORD - 14K 2 PIECE HIP RAFTER 2 PIECE HIP RAFTER COMMON TRUSSES RIDGE PRESSURE 8H (DBL MEMBER SHOWN) / -CROSS BLOCK - EXTENDED BOTTOM CHORDS OF END JACKS - - = — ft APED BLOCK-SHAPED HIP RAFTER ii II V - II _'Ic II V co = : = = = = SHAPED BLOCK LYOUT END JACKS' LAYOUT PLAN O.C. A 24 O.C. PLAN ALTERNATE FRAMING II V STANDARD CALIFORNIA HIP FRAMINGWITH 8'-0" SETBACK WHERE HIP RAFTERS DO NOT II V * SETBACK AND NUMBER OF PLYS MAY VARY - SEE ENGINEERED DRAWING MEET AT COMMON TRUSS. U SECTION B-B EVISIONS BY 6.20.00 FOB REP. DRAWN: MOM A ALT. FRAMING MIN. 2X4 HIP RAFTER SLOPING TOP CHORD 8H-. MIN. 2X4 HIP RAFTER SEE CONNECTION DETAIL 10H 8H MIN. 2X6 HIP RAFTER '-HORIZONTAL TOP CHORD 8H ROOF JACK W/ BOTTOM CHORD TOP VIEW -.-1 C04592 * E 12/31/02 * rccJ HIP MASTER (DBL 8H SHOWN) v.Kc / \7 USE 2X6 SS DF RAFTER WITH HIP SET BACK 8-0 FROM END WALL AND WITH TOTAL ROOF LOADING = 30 PSF. SEE NB-i FOR OTHER SET BACK AND LOADING CONDITIONS. PERSPECTIVE MINIMUM 2X4 HIP RAFTER ;;L7`11 LEDGER REQUIRED UNDER MIN. 2X6 HIP RAFTER - SEE SUPPORT DETAIL ON FILE NO. HB-1. NOTE: SIMPSON L5U26 HANGER MAY BE USED CONNECTION DETAIL IN LIEU OF LEDGER. EVISIONS I BY ] 1 6.20.001 1 * ALTERNATE SHOULDER DETAIL USE 4-6 AT SHOULDER OVERFRAMING - TYP. TOE—NAIL END JACK TOP CHORD EXTENSION TO HIP OVERFRAMING W 2— 16d NAILS. 3-5 (SPL) 48 O.C. 5-7 W/2X6) *11 11* II * * INDICATES 1X4 LATERAL BRACING ATTACH WITH (2) 8d NAILS TO EACH MEMBER WHERE SHOWN. ALL BRACING MUST BE CONTINUOUS AND TIED 10.-THE ROOF DIAPHRAGM REFER TO TRUSS DRAWING FOR SPECIFIED BRACING REQUIRED BRACING ON SECONDARY FLAT TOP CHORDS IS REQUIRED AT 6'-0" O.C. MAXIMUM. SECONDARY CHORDS USE 1.5-3 WITH 2X4 14H O.C. STUD FRAMING - 1W. AT 48 12H EXTENDED HIP TOP CHORDS IOH * 8H FOB REP. )RAW)t F I g ti li F rl 'o pI FOR TRUSS CONFIGURATION AND PLATING SEE ENGINEERING 9 HIP GRIDER p 16d NAILS TYP. / TOENAIL INT HIP & / STAGGER TO PREVENT /1 SPLITTING I LUMBER IS SEASONED FL ONLY. JACK SIDE VIEW 3. 1 O FOB REP. DRAWN: lion Ir HIP TRUSS NO. PLAN VIEW us N4082 So% * a1p. 12/31/02 * RESSURE BLOCK 3— 1 O I I 3-1Od- 'I I PRESSURE BLOCK 3— 1 O WITH 4-16d NAILS 3— 1 Od PRESSURE BLOCK WITH 4-16d NAILS SIDE VIEW PRESSURE BLOCKING DETAIL FOR END JACK BOTTOM CHORD UP TO 10'-0" AT HIP NO. 1 WITH CEILING LOAD OF 5PSF '-BOTTOM CHORD OF i'-24" O.C. TYP.— HIP TRUSS NO. 1 NOTE: ATTACH 2X4 DOUG. FIR PRESSURE BLOCK TO BOTTOM CHORD OF HIP NO. 1 WITH 4-16d NAILS. BOTTON. CHORDS OF END JOINTS ARE ATTACHED WITH 3-10d NAILS AT EACH END OF THE PRESSURE BLOCK. 30 PSF MAX. LOAD ON ROOF BY I TOE NAIL TOP AND BOTTOM CHORDS OF - JACKS TO HIP GIRDER TRUSS WiTH 4-16d NAILS FOR 10' MAX. SPAN JACKS 3-16d NAILS FOR 8' MAX. SPAN JACKS JACK (2) 16d TOENAIL PIGGYBACK 1.5-3 1.5-3 j24"J. * REQUIRES 2X4 BRACE WHEN VERTICAL EXCEEDS 5'-0" 2 BRACES AT 10'-0" ETC. 4-5 * 72" O.C. TYP. 'i;5-3 J~"~~3- 5](Spl) 1.5-3 WHEN USING PLYWOOD SEATHING, TOE-NAIL CAP TRUSSES WITH lOd NAILS FROM EACH FACE AT 6" O.C. 3-5 1.5-3 3-5(SpI) 1.5-3 2X4 CONTINUOUS SUPPORT BRACING. ATTACH TO THE TOP SIDE OF TOP CHORD OF TRUSS SUPPORTING PIGGYBACKS WITH (2) lOd NAILS 12 ...J4 MIN. 1.5-3 CONT. 2X4 SUPPORT TRUSS 3 1/2"X8"X1/2" PLYWOD GUSSET AT EACH END OF TRUSS (AND 6'-0" O.C. FOR SPANS 36' AND LARGER) ATTACH WITH (4) 1.5" LONG 8d NAILS. USE 2X4 AS AN ALTERNATE NTH (4) 16d EACH END. ALTERNATE SH REVISIONS BY 6.20.001 LUMBER SPECIFICATIONS: SHEATHING OR SIMILAR ON ONE FACE REQ. CHECKED. 2X4 #2 DF-L CHORDS SHEAR DESIGN BY OTHERS JOB REP. 2X4 STD. DF-L STUDS 16-14-10 OR 20-10-10 PSF. LOADING DRAWN: 70 MPH WIND LOADING SEE GE-2 FOR WEB BRACING REQ. 4-..5 2X4 BLK W/3-16d EACH NO b 2X4 CONST. DOUG. FIR AT 32" O.C. j. A SS. GABLE END FRAME OUTLOOKERS PER DETAIL GE-1 (1/4" MAX. OVERSIZE CUT) 16d AT 24" O.C. 2X4 CONTINUOUS BACKING Th — --.- 1.5-3 ONE SIDE AND (2) 14 GA . 16d NAILS AT 24" O.C. TO WALL 2 STAPLES ON OTHER SIDE PLATE - 3-6 MIN. OR BALLOON FRAME BEARING WALL USE SAME SIZE TO SCISSOR BOTTOM CHORD AS ON TRUSS (BY OTHERS) I A SECTION A MINIMUM BRACING DETAILS - SEE STRUCTURAL DETAILS FOR ADDITIONAL REQUIREMENTS BEARING CONNECTIONS ARE THE SOLE RESPONSIBILITY OF THE ENGINEER OF RECORD. DETAILS ON THIS PAGE ARE SUGGESTIONS ONLY AND ARE NOT INTENDED TO B 4<1 ME 0 (A U1UTILIZED ¶MTH OUT THE BUILDING ENGINEERS APPROVAL o8 \J V 12/3;O2 EVISIONS I BY 6.20.00 * WHERE NO RIDGID CEILING IS APPLIED DIRECTLY TO THE BOTTOM CHORD, IT SHALL BE BRACED AT INTERVALS NOT EXCEEDING 10'-0". USE 1X4 MINIMUM CONTINUOUS LATERAL BRACING AND ATTACH WITH 2-8d NAILS AS SHOWN. LUMBER MAX. PANEL LENGTH, L' 2X4 NO. 2 OF 10'-0" 2X4 CONSTRUCTION DF 6'-0" 2X4 1650 MSR - 1.5 E 10'-0" SEE ENGINEERED SCISSOR DRAWING FOR WEB CONFIGURATIONS AND REQUIRED B/C BRACING I I f 2X4 E (TYPICAL) 12" MAX. (OFF PANEL POINT) 12" MAX. - (OFF PANEL POINT) OPTIONAL FURRING FOR ANY 24" O.C. TRUSS WITH 10 PSF TOTAL BOTTOM CHORD LOADING. (MAX. NOTE: MAY USE (3) 16d NAILS AT EACH END OF 2 DEFLECTION = L/240.) 0 CHORD OF TRUSS INSTEAD OF CONNECTORS. VERTICALS TO ATTACH FURRING TO BOTTOM JOB REP. DRAWN: ri F , I (. ME rll~ A . C05982 l \ 12/3..,:0:2/*j CNl'./) LADDER FRAMING BY OTHERS TRIPLE 1 TRU TRUSS Ss 10'—O MAX. REv1SIONSIBY 1 ALL WORK SHALL COMPLY WITH CURRENT UBC AND 1 6.20.00 1 I REQUIREMENTS OF LOCAL BUILDING DEPARTMENT OB REP. )RAWN: ED LADDER FRAMING BY OTHERS DOUBLE TRUSS-\ ,-DOUBLE TRUSS TRUSS-'. / ,-TRUSS THIS ENGINEERING APPLIES FOR ALL CONFIGURATIONS OF TRUSSES INCLUDING SCISSORS AND VAULTS. TRUSS ARE TO BE NAILED TOGETHER WITH 16d NAILS ME I' tlWII l'\ —1 a C045982 * I 12I31IO2 1 CN 3888 INCHES O.C. NAIL 2592 INCHES O.C. NAIL TL-F= SPACING FOR TRIPLE TRUSSES PLF = SPACING FOR DOUBLE TRUSSES IJOB RZP. BY I 6.20. 001 NON—BEARING PARTITION PERPENDICULAR TO TRUSSES IX TOP PLATE - BOTTOM CHORD 1 C 2xp 16d OF TRUSS - 16d NAIL U I 4CIi SIMPSON STC CUP OR EQUAL MAY BE SUBSTITUTED SECTION C—C FOR 16d NAIL OPTIONAL SHEAR CONNECTION B.N. ROOF DIAPHRAGM CIAO SPACER BLOCK BOTTOM OIOI (BEVaED) SHEAR BLOCIONG AND NAILING - - PER DESIGN PER BUILDINGENGINEER. SHEAR WALL I' NON—BEARING PARTITION PARALLEL TO TRUSSES B BOTTOM CHORD 2X4 BLOCK W/ 2— fl 2-0_(riP.) _ OF TRUSS ______________ l6d HAILS EACH END. 11X TOP PLATE—S\ _______________ 48 U 2X PLATE I 1 - 16d NAIL SECTION B—B TRUSSES AT 2'—O 0.C, TYPICAL TRUSS CONNECTION TO EXTERIOR WALL N. PLYWOOD TO 0? CIAO BOTTOM CHORD NAILING SEQUENCE: ® NAIL SPACER BLOCK TO TRUSS (Z) SET NEXT TRUSS AGAINST BLOCK AND TOE NAIL TO PLATE () DRIVE NAIL THROUGH TRUSS INTO BLOCK €) BACK NAIL TRUSSES TO PLATE AFTER ALL TRUSSES ERECTED BEARING WALL BEARING CONNECTIONS ARE THE SOLE RESPONSIBILITY SECTION A—A OF THE ENGINEER OF RECORD. DETAILS ON THIS PAGE ARE SUGGESTIONS ONLY AND ARE NOT INTENDED TO BE UTILIZED YtITH OUT THE BUILDING ENGINEERS APPROVAL ES o0or aA 6982 I EyD. 12/31/02 a SINGLE TRUSS 2X4 OR 2X6 TOP CHORD TRUSS CHORD WITH 1 1/2" NOTCH ADD-ON SAME SIZE AND GRADE AS TOP CHORD WITH 16d NAILS AT 12" O.C. DOUBLE TRUSS 2X4 OR 2X6 TOP CHORD TRUSS CHORDS WITH 1 1/2" NOTCH ADD-ON ONE SIZE LARGER THAN TOP CHORD (#2 DF OR #1 HF) WITH 18d NAILS AT 12" O.C. IVIU NOTCH FOR OUTLOOKERS 32" O.C. MAX. 11DB REP. FOR 2X4 CHORDS: MUST HAVE GABLE ENDS STUDS 24" O.C. OR LESS TOP CHORDS MUST HAVE AXIAL CHECK LESS THAN .20 FACE OF TRUSS MUST BE SHEATHED OR ADD-ON IS REQUIRED, LOWERED TO FIT UNDER THE OUTLOOKERS OF THE SAME SIZE AND GRADE AS THE TOP CHORD, NAILED 4 O.C. IF AXIAL CHECK IS MORE THAN .20 YOU MUST UPGRADE THE LUMBER UNTIL AXIAL CHECK IS UNDER .20 OR USE 2X6 CHORD MATERIAL OR DOUBLE 2X4 (STACKED) CHORD. BY t;WIIóIiI FOR 2X6 CHORDS: I. ANALYSIS OF TRUSS WITH THE NEXT SMALLER CHORD SIZE OF THE SAME GRADE MUST WORK FOR EXAMPLE, 2)16 CHORD WITH NOTCHES MUST BE ANALYZE WITH A CS! OF LESS THAN 1.0 FOR A 2X4 OF THE SAME GRADE. SIMILARY, FOR 2)18 ANALYZE WITH 2X6, FOR 2X10 ANALYZE WITH 2X8, AND FOR 2X12 ANALYZE WITH 2XI0. DRAWING NOTE: 1.5" DEEP NOTCH AT—MAY BE USED ON TOP CHORD IF ONE FACE OF THE TRUSS IS SHEATHED, OR IF FULL- LENGTH ADD-OHS OF THE SAME SIZE AND GRADE AS TOP CHORD ARE USED, NAILED UNDER THE NOTCHES WITH lOd NAILS @ 4" O.C. THROUGHOUT. DO NOT OVER CUT NOTCHES \. —I /C082 a 2X4 VALLEY RAFTERS WITH 3-16d a FRAMING DETAIL FOR CONVENTIONAL FRAMED VALLEY FILL hhi ESs-.. c' < "1 -.1 . JO45982 BY I 6.20. 001 ROOF LL+DL = 30 PSF. MAXIMUM NOTES: (1) VALLEY RAFTERS TO BE MINIMUM 2X4 #2 DF-L AND NOT TO EXCEED 8-0w CLEAR SPAN-SEE EJ VARIABLE FOR LUMBER SIZE. (2) NAILING PER UBC. UOB REP. FILL TO 20- DETAILS: (A) 2X4 POST TO 1/2 VALLEY WIDTH PURLIN. NQJ REQUIRED FOR SPANS LESS THAN 16'-0 (B) 2X4 POST TO BEARING. CABLE END OR GIRDER TRUSS. NOTE: DO NOT BEAR RIDGE BOARD ON COMMON TRUSS. I xJ1V31IO2 1!6720: ONS BY 0 FRAMING DETAIL FOR CONVENTIONAL FRAMED VALLEY FILL NOTES: (1) See EJ variable (1/1) for size, grade, and loading (2) Nailing per current UBC except as noted below (3). Continue plywood under Valley Fill DETAILS: (A) 2x4 Post to 1/2 Valley - with purlin I. TO (B) 2x4 Post to bearing. Gable End or Girder truss (DO NOT BEAR RIDGE BOARD ON COMMON TRUSS) 2X4 Post to Truss 2x4 Post to 2x4x4'-2 purlin (over 3 Trusses Mm.) Pre-.cut Call Fill Member —2x4 Valley Pads ROOF LL+DL = 30 PSF. MAXIMUM LUMBER SPECIFICATIONS #2 DF—L For shorter volley fills, eliminate longer members and respective details POINT LOADS (IF ANY) MUST BE DESIGNED INTO TRUSSES BELOW FRAMING. RIDGE BOARD A 0 0 SECTION B-B 2X6 #2 DF—L Ridge, support as shown 20 VALLEY RAFTERS V87H 3-16d ftC_hAll C in Diflir nctrs, Truss as occurs TRUSSES UNDER FILL I PROVIDE SOLID BLOCK * Adjust distance of shortest I BETWEEN TRUSSES TO termination point to compensate SUPPORT RIDGE IF Cal Fill member from the for valley pods - then 24" O.C. A NECESSARY. BARRY AND ASSOCIATES GEOTECHNICAL ENGINEERING P.O. Box 230348 Encinitas, CA 92023-0348 (760) 753-9940 October 17, 2002 Darryl Clubb Coast Contracting 7929 Silverton Avenue, Suite 609 San Diego, California 92126 Subject: PLAN REVIEW Building #4 AND #5 REVISED Pirineos Way Carlsbad, California 92009 APN 216-200-2400 References: 1. Revised Plans prepared by Ocheltree Architecture of Del Mar, California. Revised 1/29/02 2. Geotechnical Investigation and Foundation Recommendations, Prepared by Engineering Design Group of San Marcos, California. Dear Mr. Clubb As requested, we have reviewed the referenced plans and geotechnical investigation. The plans incorporate the minimum recommendations presented in the above referenced report. All of the applicable recommendations presented in the preliminary geotechnical report should be implemented during the construction phase. Should any unforesecn geotechnical conditions be encountered during construction, additional recommendations may be necessary at that time. Should you have any questions please contact us at (760) 753-9940. Respectfully submitte A.R. BAR D ASS O W&Si0 Barr , P.E ~2 00119 Principal Engine I:-RN GINlEER1NG DESIGN GROUP . OCU COO. CML, STRUCOLIRAt & ARCHITECTURAL CIRQJUALITS FOR RESIDENTIAL & MORC000 CONSTRUCTION 2121 Montiel Road, San Marcos, California 92069 (760) 839-7302 Fax: (760) 480-7477. E-mail: ENGDG@aol.com GEOTECHNICAL INVESTIGATION AND FOUNDATION RECOMMENDATIONS PROPOSED NEW MULTI-UNIT DEVELOPMENT, LOCATED ON THE NORTH SIDE OF PIRINEOS WAY,.. A.P.N; 216-200-2400 CITY OF CARLSBAD, CALIFORNIA Project No. 002425-1 November 10, 2000 TABLE OF CONTENTS Page SCOPE.............................................................I SITE AND PROJECT DESCRIPTION .....................................I FIELD INVESTIGATION ..................................................i SUBSOIL CONDITIONS ...............................................I GROUNDWATER..........................................................2 LIQUEFACTION.........................................................2 CONCLUSIONS AND RECOMMENDATIONS ............................ 4 GENERAL......................................................4 EARTHWORK ..................................................4 FOUNDATIONS ...................................................6 CONCRETE SLABS ON GRADE ...................................7 RETAINING WALLS .............................................9 SURFACE DRAINAGE ..........................................10 CONSTRUCTION OBSERVATION AND TESTING ..........................11 . MISCELLANEOUS • . 12 ATTACHMENTS • • • •.. Site Vicinity Map .................................................Figure No. 1 Site Location Map ................................................Figure No. 2 Site Plan/Location of Exploratory Trenches ............................ Figure No. 3 Logs of Exploratory Trenches Figures N6.'4-8 References Appendix A General Earthwork and Grading Specifications .................. Appendix B. Testing Procedures Appendix C SCOPE This report gives the results of our geotechnical investigation for the vacant parcel of land located on the north side Of Pirineos Way, legally identified as APN 216-200-2400 in the City of Carlsbad, California. (See Figure No. 1, "Site Vicinity Map", and Figure No. 2, "Site Location Map"). The scope of our work, conducted on-site to date, has included a visual reconnaissance of the property and neighboring properties, a limited subsurface investigation of the property, field analysis and preparation of this report presenting our findings, conclusions, and recommendations. SITE AND PROJECT DESCRIPTION The subject property consists of a vacant lot located at the north of. Pirineos Way in the City of Carlsbad. The site is bordered to the north, west, and east by multi unit residential dev&opments, and to the south by Pirineos Way. The overall topography of the site area consists of moderately sloping hillside terrain. The subject site consists of a previously graded pad, bounded along the rear portion of the lot by a1-1/:1 cut slope. Based on our conversations with the project developer, and our review of the preliminary project site plan, it is anticipated that the proposed site improvement will consist of four separate structures, each containing four residential units. In adc,ition, each building will contain partially subterranean garages. FIELD INVESTIGATION Our field investigation of the property, conducted September 22, 2000 and October 10, 2000, consisted 'of a site reconnaissance, site field measurements, observation of existing conditions on-site and on adjacent sites, and a 'limited subsurface investigation of soil conditions. Our subsurface investigation óonsisted of-visual observation of five exploratory trenches, logging of soil types encountered, and sampling of soils for laboratory testing. The locations of the Trenches are given in Figure No. 3, "Site Plan/Location of Exploratory Trenches". Logs of the exploratory trench excavations are presented in Figures No. 4-8, "Trench Excavations". SUBSOIL CONDITIONS Materials consisting of slightly silty/clayey sand and sandy silts to sandy clay, topsoil/fill CLUBB DEVELOPMENT . ' . . " , . ' . ' ' , Page No. I APN 216-200-2400, PIRINEOS WAY, CARLSBAD, CA . ' Job No. 002425-1 ENGINEERING. DESIGN GROUP -' GEOTECHNICAL CIVIL STRUCTURAL & ARCHITECTURAL CONSULTANTS underlain by siltstone were encountered during our subsurface investigation of the site. Soil types within our test pit excavations are described as follows: Fill: Weathered fill materials were found to extended to depths.of 4-5 feet below adjacent grade. Fill materials consist of brown to light brown, slightly moist to moist, medium dense, silty sand to sandy silts. Old Fill materials are not considered suitable for the support of structural improvements. These materials are suitable for use as compacted fill during grading. Fill Materials classify as SM-ML according to the Unified Classification System, and based on visual observation and our experience, possess expansion potentials in the medium range. Siltstone Formational siltstone was found to underlie fill material within the test pit excavations. Siltstone materials consisted of mottiled tan to dark brown moist, dense, siltstone. Siltstone materials are considered suitable for the support of structures and structural improvements, provided the recommendations of this report are followed. Siltstone materials classify as SM-ML according to the Unified Classification System, and based on visual observation and our experience, possess expansion potentials in the medium range. For detailed logs of soil types encountered in our trenches excavations, as well as a depiction of our trench locations, please see Figure No. 3, "Site Plan/Location of Exploratory Trenches", and Figures No. 4-8, "Trench Excavations". - GROUNDWATER Groundwater was not encountered during our subsurface investigation of the site. Ground water is not anticipated to be a significant concern to the project provided the recommendations of this report are followed. LIQUEFACTION . ..•• . . . . It is our opinion that the, site. could be subjected to moderate to severe ground-shaking in the event of a major earthquake along any of the faults in the Southern California region. CLUBS DEVELOPMENT. . . . . .. •. . Page No.2 APN 216-200-2400, PIRINEOS WAY, CARLSBAD, CA ' . Job No. 002425-1 ENGINEERING DESIGN GROUP.. . •.. .. '. . GEOTECHNICAL. CIVIL. STRUCTURAL & ARCHITECTURAL CONSULTANTS However, the seismic risk at this site is not significantly greater than that of the surroun d i n g developed area. Liquefaction of cohesionless soils can be caused by strong vibratory motion du e t o earthquakes. Research and historical data indicate that loose, granular soils underlain by a near-surface ground water table are most susceptible to liquefaction, while the st a b i l i t y of most silty clays and clays is not adversely affected by vibratory motion. Because of the dense nature of the soil materials underlying the site and the lack of near surface water, the potential for liquefaction or seismically-induced dynamic séttlernentat the site is considered low. The effects of seismic shaking can be reduced by adhering to the most recent edition of the Uniform Building Code and current design parameters of t h e Structural Engineers Association of California. CLUBB DEVELOPMENT Page No. 3 APN 216-200-2400 PIRNEOS WAY, CARLSBAD, CA . Job No. 002425-1 ENGINEERING DESIGN GROUP.. .. GEOTECHNICAL CML STRUCTURAL & ARCHITECTURAL CONSULTANTS . . CONCLUSIONS AND RECOMMENDATIONS GENERAL In general, it is our opinion that the proposed construction, as described herein, is f e a s i b l e from a geotechnical standpoint, provided that the recommendations of this re p o r t a n d generally accepted construction practices are followed. The following recommendations should be considered as minimum design p a r a m e t e r s , and shall be incorporated within the project plans and utilized during construc t i o n , a s applicable. EARTHWORK Where structural and cosmetically sensitive improvement are proposed onsite, ex i s t i n g f i l l material will require removal and re-compaction during grading. Based o n o u r investigation, removal depths are anticipated to range from 4-5 feet below ex i s t i n g s i t e grade. Where removals can not be made as described above, the non-confo r m i n g condition should be brought to the attention. of the Engineering Design Group in w i t i n g s o modified recommendations may be provided. 1. SitePreparation Priorto any grading, areas of proposed improvement should be cleared of surf a c e and subsurface organic debris (including topsoil). Removed debris should be properly disposed of off-site prior to the commencement of any fill operatio n s . Holes resulting from the removal of debris, existing structures, or ot h e r improvements which extend below the undercut depths'noted, should be filled a n d compacted using on-site material or a non-expansive import material. 2. Removals . . . . . I. Fill soils found to mantle the site in .our exploratory trenches (i.e., upp e r approximately 45 feet), are not suitable for the structural support of buildings or improvements in their present state, and will require removal and re-compaction :. in areas of proposed slab on grade floors r other settlement sensitive locations. In general, grading should consist of the removal of fill profiles, scarification o f CLUBS DEVELOPMENT . . - . . • Page No. 4. APN 216-200-2400, PIRINEOS WAY, CARLSBAD, CA S Job No. 002425-1 • ENGINEERING DESIGN GROUP . - . . GEOTZCNNICAL CML STRUCTURAL & ARCHflEC1URAL. CONSULTANTS .. C - -- .---------- -- - removal bottom, and re-compaction of fill materials to 90 'percent relative compaction per ASTM 1557-91 (See Appendix B for grading de t a i l i n g ) . Excavated fill materials are suitable for re-use as fill material durin g g r a d i n g , provided they are cleaned of debris and oversize material in excess of 6 i n ches in diameter (oversized material is not anticipated to be of significant conce r n ) a n d are free of contamination. Removals and undercuts should extend a minimum of 5 feet b e y o n d , t h e footprint of the proposed structures and settlement sensitive im p r o v e m e n t s . Where this condition cannot be met, it should be reviewed b y t h e Engineering Design Group on a case by case basis. Removal depths s h o u l d be visually verified by a representative of our firm prior to the plac e m e n t o f fill. 3. Fills Areas to receive fill and/or structural improvements should be sc a r i f i e d t o a minimum depth of 12 inches, brought to near optimum moisture conte n t , a n d r e - compacted to at least 90 percent relative compaction (based o n A S T M Dl 557-91). Compacted fills should be cleaned of loose debris, oversize m a t e r i a l in excess of 6 inches in diameter, brought to near optimum moisture co n t e n t , a n d re-compacted to at least 90% relative, compaction (based on ASTM D l 5 5 7 - 9 1 ) . Surficial, loose or soft soils exposed or encountered during grading (su c h a s a n y undocumented or loose fill materials) should be removed to competent form a t i o n a l material and properly compacted prior to additional fill placement. Fills should generally be placed in' lifts not exceeding 8 inches in thickness. If th e i m p o r t of soil is planned, soils should be non-expansive and free of debris a n d o r g a n i c m a t t e r . Prior to importing, soils should be visually observed, sampled and tested a t t h e b o r r o w p i t area to evaluate soil suitability as fill. After completion of grading, the geotechnical consultant shall c o n f i r m t h e "medium" expansion potential assumed herein. Cut\fill shall be mitigated per the details provided in Appendix A of this r e p o r t . All excavations shall be made in accordance with OSHA, City and I n d u s t r y accepted standards. Onsite safety is the sole responsibility of t h e p r o j e c t contractor. CLUBB DEVELOPMENT Page No. 5 APN 216-200-2400, PIRINEOS WAY, CARLSBAD, CA ' ' . . . Job No. 002425-1 ENGINEERING DESIGN GROUP . . GEOTECHNICAL CML STRUCTURAL & ARCHITECTURAL CONSULTANTS FOUNDATIONS In deriving foundation recommendations for this site the subsoil conditions were evaluated. We anticipate that the proposed foundation system for the structure will utilize slab on grade and perimeter footing foundation system. Footings bearing in competent fill or formational materials may be designed utilizing maximum allowable soils pressure of 2,000 psf. -. Seismic Design Parameters: Bearing values may be increased by3% when considering wind, seismic, or other short duration loadings. 3. The following parameters should be used as a minimum, for designing footing width and depth below lowest adjacent grade: No. of Floors Minimum Footing Width *Minimurn Footing Depth Supported Below Lowest Adjacent Grade 1 l5inchés iSinches 2 l5inàhes 18 inches 3 18 inches .24 inches Medium expansion potential .. . . . . .. 4. All footings should be reinfOrced with a minimum of two #4 bars at the top and two. #4 bars at thebottom (3 inches above the ground). For footings over 30. inches in depth, additional reinforcement, and possibly a stemwall system will be necessary. CLUBB DEVELOPMENT .. . . . . .. -. . . Page No.6 APN 216-200-2400, PIRINEOS WAY, CARLSBAD, CA .. : • Job No. 002425-1 ENGINEERING DESIGN GROUP GWTECHNICAL CML STRUCTURAL & ARCHITECTURAL CONSULTANTS . . •• . . This detail should be reviewed on a case by case basis by our office prior to 'construction. All isolated spread footings should be designed utilizing the above given bearing values and footing depths, and be reinforced with a minimum 'of #4 bars at 12 inches o.c. in each direction (3 inches above the ground). Isolated spread footings should have a minimum width of 24 inches. , For footings (including site\retaining wall footings) and all other cosmetically sensitive improvements adjacent to slopes, a minimum 10 feet horizontal setback in formational material or properly compacted fill should be maintained. A setback measurement should be taken at the horizontal distance from the bottom of the footing to slope daylight. Where this condition can not be met it should be brought to the attention of the Engineering Design Group for review. All excavations should be performed in general accordance with the contents of this report, appliôable codes) OSHA requirements and applicable city and/or county thandards.' S All 'foundation subgrade soils and footings shall be pre-moistened a minimum of 18 inches in depth prior to the pouring of concrete. CONCRETE SLABS ON GRADE Concrete slabs on grade should use the following as the minimum design parameters: 1. Concrete slabs on grade of the garage should have a minimum thickness of 4 inches (5 inches' at garage and driveway locations) and should be reinforced with #4 bars at 18 inches o.c: placed at the midpoint of the slab. All concrete shall be poured per the following: Slump: Between 3 and-4 inches maximum Aggregate Size: 3/4 - 1 inch ' Air Content:5to8percent Moisture retarding'additive in concrete at moisture sensitive areas. Water to cement Ratio - 0.5 maximum 2. All required fills used to' support slabs, should be placed in accordance with the. CLUBB DEVELOPMENT : ' '. ' ' ' ,. ' Page No.7 APN 216-200-2400, PIRINEOS WAY, cARLsBAD, CA ' ' ' S , , Job No. 002425-1 'ENGINEERING DESIGN GROUP GEOTECHNICAL CIVIL STRUCTURAL & ARCHITECTURAL CONSULTANTS grading section of this report and the attached Appendix B, and compacted to 90 percent Modified Proctor Density, ASIM D-1557. A uniform layer of 4 inches of clean sand is recommended under the slab in order to more uniformly support the slab, help distribute loads to the soils beneath the slab, and act as a capillary break. In addition, a visqueen layer (10 mil) should be placed mid-height in the sand bed to act as a vapor retarder. Adequate control joints should be installed to control the unavoidable cracking of concrete that takes place when undergoing its natural shrinkage during curing. The control joints should be well located to direct unavoidable slab cracking to areas that are desirable by the designer. All-subgrade soils to receive concrete flatwork are to be pre-soaked to 3 percent over optimum moisture content to a depth of 24 inches. 6 Brittle floor finishes placed directly on slab on grade floors may crack if concrete is not adequately cured prior to installing the finish or if there is minor slab movement. To minimize potential damage to movement sensitive flooring, we recommend the use of slip sheeting techniques (linoleum type) which allows for foundation and slab movement without transmitting this movement to the floor finishes. 7. Exterior concrete flatwork and driveway slabs, due to the nature of concrete hydration and minor subgrade soil movement, are subject to normal minor concrete cracking. To minimize expected concrete cracking, the following may be implemented: Concrete slump should not exceed 4 inches. 'Concrete should be poured during "cool" (40 - 65 degrees) weather if possible. If concrete is poured in hotter weather, a set, retarding additive should be included in the mix, and the slump kept to a minimum. Concrete subgrade should be pre-soaked prior to the pouring of concrete. The level of pre-soaking should be a minimum of 4%.over optimum moisture to a depth of,24 inches. Concrete may be poured with a 10 inch deep thickened edge. Concrete should be constructed with tooled joints or sawcuts (1 inch deep) creating concrete sections no larger than 225 square feet. For sidewalks, the maximum run between joints should not exceed 5 feet. For rectangular CLUBS DEVELOPMENT ' ' ' Page No. 8 APN 216-200-2400, PIRIN EQS WAY, CARLSBAD, CA ' ' ,' Job No. 002425-1 ENGINEERING DESIGN GROUP GEOTEC4NCAL CML STRUCTURAL & ARCHITECTURAL CONSULTANTS shapes of concrete, the ratio of length to width should generally not exceed 0.6 (i.e., 5 ft. long by 3 ft. wide). Joints should be cut, at expected points of concrete shrinkage (such as male corners), with diagonal, reinforcement placed in accordance with industry standards. Drainage adjacent to concrete flatwork should direct water away from the improvement. Concrete subgrade should be sloped and directed to the collective drainage system, such that water is not trapped below the flatwork. The recommendations set forth herein are intended to reduce cosmetic nuisance cracking but will not prevent concrete cracking. The owner should be aware all concrete, because of it's cementitious nature, will to some -degree shrink and crack.' The amount, location and impact on the cosmetic finish, of cracking can be reduced by design philosophy and construction. The project concrete contractor is ultimately responsible for. concrete quality and performance, and should pursue a cost-benefit analysis of these recommendations with the owner & general contractor, and other options available in the industry, prior to the pouring of concrete. Additionally, the project owner should be made fully aware of expected performance of concrete finishes, so as to avoid follow up calls regarding minor concrete cracking. RETAINING WALLS Retaining walls up to- 10 feet may be designed and constructed in accordance with the following recommendations and minimum design parameters: 1 Retaining wall footings should be designed in accordance with the allowable bearing criteria given in the "Foundations" section, of this report, and should maintain minimum footing depths outlined in "Foundation" 'section of this report. 2. , Unrestrained cantilever retaining walls should be designed using an active equivalent fluid pressure of 35 pcf. This assumes that granular, free draining. material will be used for backfill, and that the backfill surface will be level. For sloping backfill, the following parameters may be utilized: ' Condition ' 2:1 Slope 1.5:1 Slope Active : 50 • 65 Any other surcharge loadings shall be analyzed in' addition to the above values CLUBB DEVELOPMENT •' . •' . Page No. 9 APN 216-200-2400, PIRINEOS WAY, CARLSBAD, CA ' , - • Job No. 002425-1 ENGINEERING DESIGN GROUP GEOTECHNICAL CML STRUCTURAL I. ARCHITECTURAL CONSULTANTS If 'the tops of retaining walls are restrained from movement, they should be designed for an additional uniform soil pressure of 7XH psf, where H is the height of the wall in feet. Passive soil, resistance may be calculated using an equivalent fluid pressure of 350 pcf. This value assumes that the soil being utilized to resist passive pressures, extends horizontally 2.5 times the height of the passive pressure wedge of the soil. Where the horizontal distance of the available passive pressure wedge is less than" 2.5 times the height of the soil, the passive pressure value must be reduced by the percent reduction, in available horizontal length. A coefficient of friction of 0.35 between the 'soil and concrete footings may be utilized to resist lateral loads in addition to the, passive, earth pressures above. , Retaining Walls should be braced and monitored during compaction. If this cannot be accomplished, the compactive effort should be included as a surcharge load when designing the wall'. All walls shall be provided with adequate back drainage to relieve hydrostatic pressure, and be designed in accordance With the minimum standards contained in the "Retaining Wall Drainage Detail", Appendix B. Area drains should not be connected to, French Drain System behind retaining wall. Retaining wall backfill should be placed and compacted in accordance with the "Earthwork" section of this report. Backfill shall consist of a non-expansive granular, free draining material. " SURFACE DRAINAGE Adequate drainage'precautions at this site are imperative'and will play a critical role on the future- performance of the dwelling and improvements. Under no circumstances should Water be allowed to pond against or adjacent to foundation walls', or tops of slopes. The ground surface surrounding proposed 'improverrients should be relatively impervious in nature, and slope to drain away from the structure in all directions, with a minimum slope of 2% for a horizontal distance of 7 feet (where possible)., Area drains or surface swales should then be provided, to accommodate runoff and avoid any pending of water. Roof gutters and downspouts shall be installed on the new and existing structures and tightlined to,the area drain system. All drains should be kept clean and unclogged, including gutters CLUBB DEVELOPMENT ' , ' . ' . , ' Page No. 10' APN 216-200-2400, PIRINEOS, WAY', CARLSBAD, CA' ', ' ' ' ' ' . ' , Job No. 002425-1 'ENGINEERING DESIGN GROUP GEOTECHNICAL. CIVIL, STRUCTURAL 6 ARCHITECTURAL CONSULTANTS , and downspouts. Area drains should be kept free of debris to allow for proper drainage, and remain separate from any wall back drain systems. During periods of heavy rain, the performance of all drainage systems should be inspected. Problems such as .gullying or ponding should be corrected as soon as possible. Any leakage from sources such as water lines should alsO be repaired as soon as possible- In addition, irrigation of planter areas, lawns, or other vegetation, located adjacent to the foundation or exterior flat work improvements, should be strictly controlled or avoided. CONSTRUCTION OBSERVATION AND TESTING The recommendations provided in this report are based on subsurface conditions disclosed by our investigation of the project area. Interpolated subsurface conditions should be verified in the field during construction. The following items shall be conducted prior/during construction by a representative of Engineering Design Group in order to verify compliance with the geotechnical and civil engineering recommendations provided herein, as applicable. The. project structural and geotechnical engineers may upgrade any condition as deemed necessary during the development of the proposed improvement(s). Attendance of a pre-construction meeting prior to the start of work Review of final approved structural plans prior to the start of work, for compliance with geotechnical recommendations. Observation of the removal bottom. Testing of any fill placed, including retaining wall backfill and utility trenches. Observation of footing excavations prior to steel placement. Field observation of any "field change" condition involving soils. Walk through of final drainage detailing prior to final approval. The project soils engineer may at their discretion deepen footings or locally recommend additional steel reinforcement to upgrade any condition as deemed necessary during site observations. . Engineering Design Group shall, prior to the issuance of the certificate of occupancy, issue in writing that the above inspections have been conducted by a representative of their firm, and the design considerations of the project soils report have been met. The field inspection protocol specified herein is considered the minimum necessary for Engineering Design Group to have exercised "due diligence" in the soils engineering design aspect of this.-building. Engineering Design Group assumes no liability for structures constructed utilizing this report not meeting this protocol. . . CLUBB DEVELOPMENT . S •• Page No. 11 APN 216-200-2400, PIRINEOS WAY, CARLSBAD, CA , '. . Job No. 002425-1 ENGINEERING DESIGN GROUP • • • • GEOTECHNICAL civiL STRUCTURAL & ARCHITECTURAL CONSULTANTS • Before commencement of grading the Engineering Design Group will require a separate contract for quality control observation and testing.: Engineering Design Group requires a minimum of 48 hours notice to mobilize onsite for field observation and testing. MISCELLANEOUS It must be noted that no structure or slab should be expected to remain totally free of cracks and minor signs of cosmetic distress. The flexible nature of wood and steel structures allows them to respond to movements resulting from minor unavoidable settlement of fill or natural soils, the swelling of clay soils, or the motions induced from seismic activity. All of the, above can induce movement that frequently results in cosmetic cracking of brittle wall surfaces, such as stucco or interior plaster or interior brittle slab finishes ' Data for this report was derived from surface observations at the site, knowledge of local conditions, and a visual observation of the soils exposed in the exploratory trenches. The recommendations in this report are based on our experience in corjunction with the limited soils exposed at this site and neighboring sites. We believe that this information gives an acceptable degree of reliability for anticipating the behavior of the proposed structure; however; our recommendations are professional opinions and cannot control nature, nor can they'assure the soils profiles beneath or adjacent to those observed. Therefore, 'no warranties of the accuracy of these recommendations, beyond the limits of the obtained data, is herein expressed or implied. This report is based on the investigation at the described site and on the specific anticipated construction as stated herein. If either of these conditions is changed, the results would also most likely change. Man-made or natural changes in the conditions of a property can occur over a period of time. In addition, changes in requirements due to state of the art knowledge and/or legislation, are rapidly occurring. As a result, the findings of this report may become invalid due to these changes. Therefore, this report for the specific site, is subject to review and not considered valid after a. period of one year, or if conditions as stated above are altered. It is the responsibility of the owner or his representative to ensure that the information in this report be incorporated into the plans and/or specifications and construction of the project. It is advisable that a contractor familiar with construction details typically used to 4dea1 with the local subsoil and seismic conditions, be retained -to build the structure. If you have any questions regarding this report, or if we can be of further service, please CLUBB DEVELOPMENT ' ' ' ' ' •, ,. ' ' PageNo. 12 APN 216-200-2400, PIRINEOS WAY, CARLSBAD, CA ' ' ' ' Job No. 002425-1 ENGINEERING DESIGN GROUP GEOTECHNCAL CML STRUCTURAL & ARCHrTECTURAL CONSULTANTS ' do not hesitate to contact us. We hope the report provides you with necessary i n f o r m a t i o n to continue with the development of the project. Sincerely, ESSJ04 ENGINEERING D QR 0° CD No. 47672 Exp. 12O3 California RCE #4762 * 10881 11091 EBW VA 1148 '1k Ulu k15O 1151 LAAE 68 RWOC iT 1rI7. 111- qKS FPOWA cwm 1188F PEQ Q'1 L ),.1911 -s poli 1 91 MESA RD I W V THE 11& )EL MA 120 SITE VICINITY MAP 1 if PROJECT NAME DARRYL CLUBB, COAST CONTRACTN, NEW MULTI-UNIT DEVELOPMENT ••• PROJECT ADDRESS APN 216-200-2400 PIRINEOS WAY CITY OF CARLSBAD CA JOB NUMBER. ENGINEERING DESIGN GROUP •. FIGURE GEOTECIINICAL CMLSTRUCTURAL & ARCHITECTURAL CONSULTANTS 2121 Mongol Road. San Marcos, CA 92069 -002425-1 •-- • • • Phone: (760)839-7302. Fax(780)48Q-7477 •: 1. -. • • •• -- • C:FILE'Fonns'1 FRMMASTER - SITE VICINITY - FIG 1.wpd SITE SITE LOCATION MAP PROJECT NAME 'DARRYL CLUBB, COAST CONTRACTING, NEW MULTI-UNIT DEVELOPMENT' PROJECT ADDRESS APN 216-200 2400 PIRINEOS WAY CITY OF CARLSBAD CA JOB NUMBER ENGINEERING DESIGN GROUP FIGURE GEOTECHNICAL, CML STRUCTURAL & ARCHITECTURAL CONSULTANTS 0 0 0 ' 2121 MonlieIROad.SaflM&LC 9 ''' 0 ' , 0 002425-1 0 ' ' ' ne:.)839-7302. Fax (790)4807477 0 ' 0 ,, 2 :0 0 0 0 •.' C:\FILE'IFoflfls\l FRM\MASTER - SITE LOCATION .F!G2Pd T3Z,E,.JcF1 ttS #1- APPROXIMATE LOCATION OF TEST PITS POJECT NAME. CLUBB DEVELOPMENT . PROJECT ADDRESS PIRINEOS WAY, APN 216-200-2400, CITY OF CARLSBAD, CA JOB NUMBER ENGINEERING DESIGN GROUP FIGURE GEOTECHNICAL, CIVIL. STRUCTURAL & ARCHITECTURAL CONSULTANTS 810W. Loa Vallocflos Blvd., SuIte A San Marcos, CA 92069 3 . 002425-1 Pt,oie: (160)752-7010 Fax (760)752-1092 \\MainflIe\Foims\1 FRM\002425-1 CLUBB- PIRINEOSjNAY - CARLSBAD - LOC OF TRENCHES.wpd PROJECT NAME: CLUBB DEVELOPMENT LOGGED BY: EER TEST P)T NO: .1 PROJECT 1110:002425 DATUM: EXISTING GRADE = 84.5' 4 ENGINEERING PROPERTIES EQUIPMENT: HAND DUG ELEVATION: SEE MAP FIGURE: DATE.LOGGED: 9/22100 DESCRIPTION: SEE MAP - - UCSC I SAMPLES OTHER SOIL TYPE GEO. ATT. S TOPSOIL/FILL 04 Brown to light brown to tan, slightly moist to moist, medium stiff, sandy 1 clay to clayey sand and silty sand to snady silt, weathered with small SM-CL rootlets. 2 SILTSTONE 4-14' Brown to rust brown to tan, moist, dense, silty sand to gravelly sand. SW-ML GRAPHIC REPRESENTATION: SURFACE SLOPE: N/A TREND: N/A O SILT SAND CLAY CONTACT - • . ...- -' " I (it - • - •f FRACTURE SEEPAGE 2 / I POCKETS OF GRAVEL : ROOTLET SAMPLE CEMENTED ZONE • I . I . JBULK - .1... / • . - /, : ROOTLET - (C). CONTACT (J(. JOINT (F) • FRACTURE - I - f • - . I (CS) CLAY SEAN 6 . S. I UC • UNCONFINED COMPRESSION (1SF) El - EXPAIISIONINDEX S S 17 5 . F2 a 14 TOTAL DEPTH = 14' NO GROUNDWATER ANN" - ,-Ammuft PROJECT NAME: CLUBB DEVELOPMENT . LOGGED BY: EER PROJECT NO: 002425 DATUM: EXISTING GRADE 84.0' EQUIPMENT HAND DUG ELEVATION: SEE MAP DATE LOGGED: 9/22/00 DESCRIPTION: SEE MAP SOIL TYPE CEO. ATT. ••i ;• -•FILL TEST PIT NO: 2 FIGURE: 5 ENGINEERING PROPERTIES UCSC SAMPLES OTHER _7 0-5" . Brown to light brown to tan, slightly moist to moist, medium stiff, sandy SW—CL clay to clayey sand and silty sand to snady silt, weathered with small rootlets. 2 . SILTSTONE- 5-19" Brown to rust brown to tan, moist, dense, silty sand to gravelly sand SW-ML GRAPHIC REPRESENTATION: SURFACE SLOPE: N/A TREND: N/A O. . SILT SAND cl-ÀY - - --f CONTACT - - • S . t . - I - - ...-( I FRACTURE SEEPAGE. • I • • - I) / - I POCKETS OF GRAVEL ROOTLET BULK SAMPLE CEMENTED ZONE ROOTLET - . • - 0 S S • • - ' C . • I • / • A • • -P - - . - . . I / . I I D) BEDDING c)CONTACT J). JOINT - . - F). FRACTURE S l_— - CS) . CLAY SEAM S - o - - I UC - UNCONFINEDCOMPRESSION(TSF) El EXPANSION INDEX -S • . - -14 • - . 16' • S - ' jR - . S _I_5__ •: • - S . S • TOTAL DEPTH I9' -5 .•' :.. .. • - S NO'GROUNDWATER :- '- --• • • -- ......................S • • S S • PROJECT NAME: CLUBB DEVELOPMENT V. LOGGED BY: EER TEST PIT NO: 3 PROJECT NO: 002425 DATUM: EXISTING GRADE 79.7' FIGURE 6 ENGINEERING PROPERTIES - EQUIPMENT: HAND DUG 0 ELEVATION: SEE MAP DATE LOGGED: 9/22/00 DESCRIPTION: SEE MAP UCSC SAMPLES I OTHER • • SOIL TYPE GEO. ATT. • • FILL 0-3' Brown to light brown to tan, slightly moist to moist, medium stiff, sandy SM-CL - clay to clayey sand and silty sand to snady silt, weathered with small rootlets. 2 V, V V SILTSTONE - 3'-1 3' Brown to rust brown to tan, moist, dense, silty sand to gravelly sand SW-ML .3 GRAPHIC REPRESENTATION: SURFACE SLOPE: N/A TREND: N/A 0 V V - V SILT SAND CLAY • • .-. V V / • - S • • - - . • - • - V CONTACT RACTURE • ;...-i( F SEEPAGE 2 •• -•-" • ED : POCKETS OF GRAVEL ROOTLET BULK SAMPLE • . / • - f • 0 V V • t • CEMENTED ZONE 0 V V 0 ROOTLET 4 - - 0 •V / • / • (B) BEDOIUG (C). COtIlACT (Jp JOINT (F) FRACTURE V • V t V - V I • V t • - . f V I )Cs) - CLAY SEAM V. 6 ( V ••• • - V - - MC -UNCONFINED COMPRESSION (TSP). E) EXPANSION INDEX - V - 8 V •V•' •V - - V •• 14 lA V 1R V V V V • V V V V TOTAL DEPTH =13' NO GROUNDWATER V V • V V • V PROJECT NAME: CLUBB DEVELOPMENT LOGGED BY: EER TEST PIT NO: 4 PROJECT NO: 002425 DATUM: EXISTING GRADE = 82' ENGINEERING PROPERTIES EQUIPMENT: HAND DUG ELEVATION: SEE MAP FIGURE: 7 DATE LOGGED: 9/22/00 - DESCRIPTION: SEE MAP UCSC SAMPLES OTHER SOIL TYPE • GEO. ATT. FILL - 04 Brown to light brown to Ian, slightly moist to moist, medium stiff, sandy SM-CL clay to clayey sand and silty sand to snady silt, weathered with small I rootlets. 2 SILTSTONE 4-12.5' Brown to tan, yellow to light brown, slightly moist, dense, siltstone to SW-ML S -------- - fine sandstone. S GRAPHIC REPRESENTATION: SURFACE SLOPE: N/A TREND: N/A fl SILT SAND CLAY CONTACT SEEPCAGE - .' - •. . . .•. /. /. . , ) Ij •. / .•,•. • 2 . . ¶\ ( POCKETS OF GRAVEL ROOTLET BULK SAMPLE . 4 __\_.•.ED.. • ROOTLET CEMENTED ZONE •• —.-----...---_I I IB BEDDING C) COUTACT J)JOINT F) FRACTURE . •• • - • .- I • • CST CLAY SEAM • I UC • UNCONFINED COMPRESSION (TSP) E) EXPANSION INDEX - S 8_ED _ • \.L in • S. 12 • -14- 5 5 •• S S la • S • • S • • 20 • • S TOTAL DEPTH 12.5 S • • •• S • • -S NO GROUNDWATER PROJECT NAME: CLUBB DEVELOPMENT LOGGED BY: EER PIT NO: 5 PROJECT NO: 002425 DATUM: EXISTING GRADE 84.5' LFIGURE:8 ENGINEERING PROPERTIES EQUIPMENT: HAND DUG ELEVATION: SEE MAP _________ DATE LOGGED: DESCRIPTION: SEE MAP UCSC SAMPLES -,-- OTHER SOIL TYPE GEO.ATT. • TOPSOIL/FILL • 0-5' Brown to light brown to tan, slightly moist to moist, medium stiff, sandy 1 • clay to clayey sand and silty sand to snady silt, weathered with small SM-CL rootlets. 2 SILTSTONE • 5-19' Brown to rust brown to tan, moist, dense, silty sand to gravelly sand. SW-ML GRAPHIC- REPRESENTATION: • SURFACE TREND: N/A _SLOPE: _NIA A U - SILT SAND CLAY CONTACT •• •• S •. • -..• - ..' 1.- .1 • . - / •' / FRACTURE • • • EEPAGE SPOCKETS • 2 • . . . -'!• 2 ,/ OF GRAVEL ROOTLET BULK SAMPLE CEMENTED ZONE 4 18) - BEDDING C)- CONTACT 'I J N 6 •_•_•_• •_•_._._• COMPRESSION (1SF) El - EXPANSION INDEX 8 . 14 IA • S • • S • 4 j75 .5 5 -20__• _S S S S TOTAL DEPTH 19' S NO GROUNDWATER APPENDIX-A- REFERENCES 1 California Department of Conservation, Division of Mines and Geology, Fault- Rupture Zones in California, Special Publication 42, Revised 1990; 2 Greensfelder, R.W., 1974, Maximum Credible Rock Acceleration from Earthquakes in California: California Division of Mines and Geology, Map Sheet 23. 3 Tan, S.S., 1995, Landslide Hazards in the Northern San Diego Metropolitan Area, California: California Division of Mines and 'Geology, Open File Report. 4 Engineering Design Group, Unpublished In-House Data. 5 Ploessel, M.R., and Slosson, J.E., 1974, Repeatable High Ground Acceleration from Earthquakes: California'Geology, Vol. 27, No. 9, P. 195-199 , State of California, 1994, Fault Activity Map of California: California Division Mines and Geology, Geologic Data, Map No. 6. State of California, Geologic Map of California., Map No. 2, Dated 1977. Kennedy, Michael P., 1975, Geology of the San Diego Metropolitan Area, California: CDMG Bulletin 200, 56 p. naley.-w Me 1.0 Generallntenj These specifications are presented as general procedures and recommendations for grading and earthwork to be utilized in conjunction with the approved grading plans. These general earthwork and grading specifications are a part of the recommendations contained in the geotechnical report and shall be superseded by the recommendations in the geotechnical report in the case of conflict. Evaluations performed by the consultant during the course of grading may result in new recommendations which could supersede these specifications or the recommendations of the geotechnical report. It shall be the responsibility of the contractor to read and understand these specifications, as well as the geotechnical report and approved grading plans. 2.0 Earthwork Observation and Testing Prior to the commencement of grading, a qualified geotechnical consultant should be employed for the purpose of observing earthwork procedures and testing the fills for conformance with the recommendations of the geotechnical report and these specifications. It shall be the responsibility of the contractor to assist the consultant and keep him apprised of work schedules and changes, at least 24 hours in advance, so that he may.schedule his persQnnel accordingly. No grading operations should be performed without the knowledge-of the geotechnical consultant. The contractor shall not- assume that the geotechnical consultant is aware of all grading operations. It shall be the sole responsibility of the contractor to provide adequate equipment and methods to accomplish the work-in accordance with applicable grading codes and agency ordinances, recommendations in the geotechnical report, and the approved grading plans not withstanding the testing and observation of the geotechnical consultant. If, in the opinion of the consultant, unsatisfactory conditions, such as unsuitable soil, poor moisture condition, inadequate compaction, adverse weather, etc., are resulting in a quality of work less than recommended in the geotechnical report and the specifications, the consultant will be empowered to reject the work and recommend that construction be stopped until the conditions are rectified. Maximum dry .density tests used to evaluate the degree Of compaction should be performed in general accordance with the latest version of the American Society for Testing and Materials test. method ASTM 01557: . -1- 3.1 Clegring and Grubbing: Sufficient brush, vegetation, roots and all other deleterious material should be removed or properly disposed of in a method acceptable to the owner, design engineer, governing agencies and the geotechnical consultant. - The geotechnical consultant should evaluate the, extent of these removals depending on specific site conditions. In general, no more than 1 percent (by volume) of the fill material should consist of these materials and nesting of these materials should not be allowed. 3.2 Processing: The existing ground which has been evaluated by the geotechnical consultant to be satisfactory for support of fill, should be scarified to a minimum depth of 6'inches. Existing ground which is not satisfactory should be overexcavated as specified in the following' section.. Scarification should continue until the soils are broken down and free of large clay lumps or clods and until the working surface is reasonably uniform, flat, and free of, uneven features which-would inhibit uniform compaction. 3.3 . Overexcavation: Soft, dry, organic-rich, spongy, highly fractured, or otherwise unsuitable ground, extending to such a depth that surface processing cannot adequately improve the 'condition, should be oerexcavated down to competent ground, as evaluated by the geotechnical consultant. For purposes of determining quantities of materials overexcavated, a licensed land surveyor/civil engineer should '.be utilized. 3.4 Moisture Conditioning: Overexcavated and processed soils should be watered, dried-back, blended, and/or mixed', as necessary to attain a uniform moisture content near optimum. •• ', - ' ' 3.5 Recompacfion: OVerexca'atéd arid Orbdetsedsdilt which have been properly' mixed, screened of deleterious material, and moisture-conditioned should be recompacted to a minimum relative compaction of 90 percent or as otherwise 'recommended by the. geotechnical consultant. 3.6 Benching: Where fills are to be placed On ground with slopes steeper than 5•1 (horizontal to vertical), the ground should be stepped or benched. The lowest bench should be a minimum of 15 feet wide, at least 2 feet into competent material as evaluated by the geotechnical consultant. Other benches Should be excavated into competent material as evaluated by the geotechnical' consultant. Ground sloping flatter than 5:1 should be benched or otherwise overexcavated when recommended by the geotechnical consultant. 3.7 Evaluation of Fill Aeas:- All areas to receive fill, including processed areas, removal areas, and .toe-of-fill benches, should be evaluated by the geotechnical consultant prior to fill placement. 4.0 Fill Material 4.1 General: Material to be placed as fill should be sufficiently free of organic matter and other deleterious substances, and should be evaluated by the geotechnical consultant prior too placement. Soils of poor gradation, expansion, or strength characteristics should be placed as recommended by the geotechnical consultant or mixed with other soils to achieve satisfactory fill material. -. 4.2 Oversize: -Oversize material, defined as rock or other irreducible material with a maximum dimension greater than 6 inches, should not be buried or placed in fills, unless the location, materials,and disposal methods are specifically recommended by the geotechnical consultant. Oversize disposal operations should be such that nesting of oversize material does not occur, and such that the oversize material is completely surrounded by compacted or densifled fill. Oversize material should not be placed within 10 feet vertically of finish grade, within 2 feet of future utilities or underground construction, or within 15 feet horizontally of slope faces, in accordance with the attached detail. 4.3 Import: If importing of fill, material is required for grading, the import material should meet the requirements of Section 4.1. Sufficient time should be given to allow the geotechnical consultant to observe (and test, if necessary) the proposed import materials. FW40010 =1.9 FIRMS 5.1 Fill Lifts: Fill material should be placed in areas prepared and previously evaluated to receive fill, in near-horizontal layers approximately'6 inches in compacted thi'kness. Each layer should be spread evenly and thoroughly mixed to attain uniformity of material and moisture throughout; 5.2 Moisture Conditioning: Fill soils should be watered, dried-back, blended, and/or mixed, as necessary to attain a uniform moisture content near optimum. 5.3 ComQaction of Fill: After each layer has been evenly spread, moisture- - conditioned, and. mixed, it should be uniformly compacted to not less than 90 percent of maximum dry density (unless otherwise specified). Compaction ' equipment should be adequately sized and be either specifically designed for soil compaction or of proven reliability, to efficiently achieve the specified degree and uniformity of compaction. ' 5.4. Fill Slopes: Compacting of slopes should be accomplished, in addition to normal compacting procedures, by bäckrofling of slopes with sheepsfoot rollers at increments of 3 to 4 feet in fill elevation gain, or by Other methods producing satisfaötory results. At the completion of grading, the relative compaction of the fill out to the slope face would beat least 90 percent. 5.5 Compaction Testing: Field tests of the moisture content and degree of compaction of the fill soils should be performed at the consultant's discretion based on field conditions encountered. In general, the tests should be taken at approximate intervals of 2 feet in vertical rise and/or 1,000 cubic yards of compacted fill soils. In addition, on slope faces, as a guideline approximately one test should be taken for each 5,000 square feet of slope face and/or each 10 feet of vertical height of slope. 6.0 Subdrain Installation Subdrain systems, if recommended, should be installed in areas previously evaluated for suitability by the geotechnical consultant, to conform to the approximate alignment and details shown on the plans or herein. The subdrain location or materials should not be changed or modified unless recommended by the geotechnical consultant. The consultant, however, may recommend changes in subdrain line or grade depending on conditions encountered. All subdrains should be surveyed by a licensed land surveyor/civil engineer for line and grade after installation. Sufficient time shafl. be allowed for the survey, prior to commencement of filling over the subdrains. 7.0 Excpvation Excavations and cut slopes should be evaluated by a representative of the geotechnical consultant (as necessary) during grading. If directed by the geotechnical consultant, further excavation, overexcavation, and refilling of cut areas and/or remedial grading of cut slopes (i.e., stability fills or slOpe buttresses) may be recommended. , 8.0 Quantity Determination S For purposes of determining quantities of materials exôavated during grading and/or determining the limits* of overexcavation, a licensed, land surveyor/civil engineer should be utilized: MiNIMUM RETAINING WALL WATERPROOFING & DRAINAGE DETAIL. FINAL WATERPROOFING SPECIFICATIONS & DETAILS IC BE PROVIDED BY PROJECT ARCHITECT TOP OF RETAINING WALL AST1C TO BE APPLIED TO:TCP CF WALL MASTIC TYPE WATER PROOFING (-ILM 5000 CR EOUIV) INSTALLED PER MANUFACTURES SPECIFICATIONS & PROTECTED WiTh BACKER BOARD (ABOVE 4IRACPAIN) '.IST1C NOT TO BE EXPOSED TO SUNUGHT SOIL BACKFiLL COMPACTED TO 907. RELATIVE COMPACTION PER REFERENCE 01 'C =0 -1 :NO MIRADRAI (top AREA DRAIN I PTAIP4IPJ( WAI I 1! SYSTEM —7 / \ PROPOSED SLOPE BACXCL ' PER OSHA STANDARDS OR PER .ALTERNATIVE SLCP / PLAN. OR PER APPROVED / SNORING PLAN RAORA MEMBRANE - FILTER FABRIC ENVELCPE INSTALLED PER MANUFACTURES - (MIRAFI 14.0N OR SPECIFICATIONS OVER MASTIC :In. APPROVED EQUIVALENT) WATERPROOFING - HLM 5000 :. 12 MIN. LAP— OR EQUIVALENT :..". .-•: . 3/4 - 1 1/2 CLEAN. - GRAVEL I (45d) CONCRETE CANT I . 0 FOOTING/WALL CONNECTION (UNDER WATER PROOFING) E'IIEIIE I=I;lE IIt (MIN.) DIAMETER PERFORATED PVC PIPE (SCHEDULE 40 OR EQ WITH PERFORATIONS ' ' " A ORIENTED DOWN AS A / DEPICTED ).4N27 I V e Ix - COMPACTED FILLS WALL FOOTING <"i: ' GRADIENT TO SUITABLE OR BEDROCK END MIRADRAIN (botr) COMPETENT BEDROCK OR FILL MATERIAL AS EVALUATED. BY THE GEOTECHNICAL .• CONSULTANT . 0 ROJECT NUMBER ROJECT NAME 'ROJECT ADDRESS.. DRAWN BY: ;cAL.E . '. ENGINEERING : DESIGN ;GROUF• 810 WEST LOS VALLECITOS BLVD. SUITE, "A". •. . .5 • SAN MARCOS, CA 92069 70) 752-7010 !60) 752-7092 0 ETA! L/F!GL NUMBER. -, DATE OESIGN CON GITIONS: Wills into be used for the biding conditions shown for each type will. Design H shall not be exceeded. Footing key is required except as shown otherwise or when found unnecessary by the Engineer. Special looting design is required where foundation material is uncapable of supporting toe pressure listed in table. DESIGN DATA: Reinforced Concrete: Fc - 1200 psi F'c 3000 psi Ft 20.000 psi a 10 Reinforced Masonry: F'm 600 psi Fm = 200 psi Fs 20.000 psi a 50 Earth 120 pci and Equivalent Fluid Pressure - 36 pit per foot of height. Walls shown for 1'/j:l unlimited sloping surcharge are designed in accordance with Rankline's formula for unlimited sloping surcharge with a 6 - 331 42: REINFORCEMENT: Intermediate grade, hard grade, or rail steel deformation shall conform to ASTM A615, A616, ASh. Bars shall lap 40 diámeter, where spliced, unless otherwise shown on the plans. Bends shall conform to the Manual of Standard Practice, A.C.I. Backing for hooks is four diameters. All bar embedments are clear distances to outside of bar. Spacing for parallel bars is center to center of bars. MASONRY: All reinforced masonry retaining walls shall be constructed of regular or light weight standard units conforming to the "Standard Specifications for Public Works Coiistruction." JOINTS Vertical control joint shall be plead it 32 foot intervals maximum. Joins shell be designed to rit shear and other lateral fortes while prmitting longitudal movement. Vertical expen.siors joins shall be placed ii 96 foot inter- vals mirnurn. CONCRETE: Footing concrete shall be 560—C-3250, using B aggregate when placing conditions permit. acxI.LL4 No backfill material shall be placed against masonry retaining walls until grout has reached design strength or until grout has Cured for a minimum of 28 days. Compaction of backfill material by jetting or ponding with water will not be permitted. Each layer of backfill shall be moistened as direcied by the Engineer and thoroughly tamped. rolled or otherwise compacted until the relative compaction is not less than 90%. FENCING: - INSPECTIONS: Call for inspections as follo: A. When. the footing has been formed, with the steel tied securely in final position, and is ready for the concrete to be placed. B. Where cleanout holes are not provided: After the blocks have been laid up to a height of 4', or full height for walls up to 5', with steel in place but before the grout is poured, and ..... After the first lift is properly grouted. the blocks have been laid up to the top of the wall with the steel tied securely in place but before the upper lift is grouted. Where 'cleanout holes are provided: After the blocks have been laid up to the top of the wall, with the steel tied securely in place, but before grouting. C. After grouting is complete and after rock or rubble wall drains are in place but before earth backfill is placed. 0. Final inspection when all work has been completed. CONCRETE GROUT AND MORTAR MIXES: Concrete grout shall attain a minimum compreive strength of 2,000 psi in 28 days and mortar shall attain 1,800 psi in 28 days. All cells shall be filled with grout Rod or vibrate grout within 10 minutes of pouring to insure consolidation. Bring grout to a point 2" from the top of masonry units when grouting of second lift is to be continued at another time. MORTAR KEY: To insure proper bonding between the footing and the first course of block, a mortar key shall be formed by embedding a flat 2 X 4 flush with and at the top of the freshly poured footing. The 2 X 4 should be removed after the concrete has started to harden (approximately 1 hour). A mortar key may be omitted if the first course of block is sat into the fresh concrete when the footing is poured, and a good bond is obtained. - WALL DRAINS: - Wall drains shall be provided in accordance with Standard Drawing C.8. SOIL: All footings shall extend at least 12 inches into undisturbed natural soil or approved compacted fill. Soil should be dampened prior to placing concrete in POOtin. Safety lencing shall be installed at the top of the wall as required by the agency. I ''THE' ENGINEERING DESIGN GROUP I ' . . RETAINING WALL DETAIL:. :"., sm Edgi of Footing layout !e PLAN 1 1/2 1 sloping backfill or 1 1/2 : 1 sloping backfill or 250 psi. live load surcharge . 250 psi. live load surcharge mortar cap . • 4" H 3'.8" mortar cap cc bars Go bars- cc 4 total ey— iFI 2 4 total 5 W/2 Cn Key Go W12 ~14 _# 4@ ir ______ I • 0' - . Horizontal reinf. not shown TYPICAL SECTION . ' - 8" max. TYPICAL SECTION . . . ELEVATION . over 3'•S' . - NOTES 1. See Standard Drawings C•7 and C.8 for additional note and details. . . 2. Fill all block cells with grout. I- THE ENGINEERING DESIGN GROUP I- RETAINING WALL DETAIL of NO, • j IY*IN • • J ICUttWOi - DIMENSIONS AND REINFORCING STEEL H (max) 5. 4" . 3. 8" f -O.-1-0 W (mm) J 57 0" 3'.9-, bars ',4@16' ba.s E@I6" !4@16" max. 10* pre. (psf) 700 • 550 - ¼ - No surcharge loath within this area for level backfill design. Filter Material, 1" max. crushed -' - aggregate. 4 cu. ft. per 4" dia. +1 drain or I Cu. ft. per ft. of open head, joints.. - _______ _____ •.•- 4" dia. drain with 1/4" galv. wire- mesh screen 8' 0" on centers, or one row t horizontally of open head joints. Line of undisturbed natural soil TYPICAL SECTION Mortar orcart-in-place concrete 9" 12" block wall Finished ground line I/4 8" block will - - Vertical reinf. = Vertical reinf. - . Grout filled block cells vi = '. •. . •• Top of footing Horizontal reinf. thru •.. : - bond beam block 2" x C. (nominal) key CAP DETAIL KEY DETAIL NOTES: •. : " : . All masonry retaining walls shall be constructed with cap key and 'drainage details as shown hereon. - 2 4 diameter drain may be formed by placing a block on it's side THE ENGINEERING DESiGN GROUP RETAINING WALL DETAIL lot - - PO, I@To Of I •$GL*I MO, SIDE HILL STABILITY FILL DETAIL EXISTING GROUND _- SURFACE - - \-__ FINISH ED SLOPE FACE PROJECT 1 TO 1 LINE - FINISHED CUT PAC FROM TOP OF SLOPE TO .-' •: OUTSIDE EDGE OF KEY . ------------- OVERBURDEN OR UNSUITABLE --.--- -:---:--:-'--- PAD OVEREXCAVATION DEPTH MATERIAL AND RECO4PACTION MAY BE RECOMMENDED BY THE GEOTECHNICAL CONSULTANT BENCH BASED ON ACTUAL FIELD CONDITIONS ENCOUNTERED. - -2i MIN.-. • L_1 I=•' .2 15' MIN. COMPETENT BEDROCK OR DEPTH r RIAL (T AS EVALUATED KEY BENC E THE GEOTECHNICAL NOT: Subdrain details and key width recommend atiols to be provided based • on exposed subsurface conditions • • SPECEFICATIONS FOR CILTRANS CLASS 2 PERMEABLE MATERIAL L'.. S. Standard Sieve Size Passin V. 100 90-100 40-100 Nc. 4 23-40 NO. 3 18-33 30 5-13 iq C .. SO 0-7 Nc. 200 0-3 Sand Equivaletlt>73 CANYON SL.JBDRAIN DETAILS - gxiaTlN• GAOUNO SURFACIN 8P4PA6TEO FIL BENCHING REMOVE UMSUITABLE " MATERIAL SUBORAIN TRENCH SEE BELOW SUBDRAIN TRENCH DETAILS e MIN. OVERLAP FILTER FABRIC ENVELOPE (AIRAFI 140N OR APPROVED / EQUIVALENT)* 'N çt - e MIN. I COVER COYER 4. MIN. BEDDING MIN. OVERLAP 3/4'-1 1/2' CLEA, GRAVEL (91t.3/ft. MIN.) 3/4-1-1/2' CLEAN GRAVEL (910/ft. MIN.) - 8 Or MIN. - PERFORATED PIPE *IF CALTRANS CLASS 2 PERX4EAB MATERIAL IS USED IN PLACE OF 314'-1-1/2 GRAVEL. FILTER FABF MAY BE DELETED DETAIL OFCANYONSUBDRAIN TERMINAL DESIGN FINISH GRADE SUBDRAIN TRENCH SEE ABOVE ------------- ------------------------ ____ •TT Ti... ::: H5M. PERFORATED 15 MIN. 6 MIN. PIPE NONPERFORATED 6' 0 MIN.1 3ubdrain Should be constructed only on competent material as evaluated by the QOOtOChfliCSI Consultant. - - SUBORAIN INSTALLATION 5ubdra1n pipe should be Installed with perforations down as depicted. At locations recommended by the geoléchnical consultant, nonperforated pipe should be Installed SUBORAIN TYPE-subdraln type should be Acrylonitrile Sutadiefle Styrene (A.B.S.). PoIyvIflY1 ChiOrid. (PVC) or approved equivalent. Class 125, SDR 32.5 sho%JId be used for maxImum 1111 depth* Of 35 f*•t. Class 200,SOR 21 should be used for fll*XIIflUfll fill depthS of 100 lit. BACK CUT 1:1 OR FLATTE BENCH SEE SUBORAIN TR DETAIL LOWEST SUBDRAIN SHO' BE SITUATED AS LOW V POSSIBLE TO ALLO1i V SUITABLE OUTLET 7 1 l0' MIN . PERFORATED I EACH SIDE PIPE NON-PER FOR A TEED) OUTLET PIPE T-CONNECTION DETAIL % IF CALTRANS CLASS 2 PERMEABL MATERIAL is USED IN PLACE OF 3/4'-1-1/2' GRAVEL, FILTER FASF MAY BE DELETED SPEC[FtCATt0NS FOR CALTR.ANS CLASS 2 PERMEABLE MATERLAL U.S. Standard Se'ie Sire Passino 1. 100 50-100 100 A 13-23 Nc. 20 S-IS Nc. 50 0-7 No. 200 . . 0-3 Sand Equ/aienZ>7 STABILITY FILL / BUTTRESS DETAIL OUTLET PIPES - 4 0 NONPERPORATED PIPE. 100 MAX. O.C. HORIZONTALLY. 30 MAX. O.C. VERTICALLY --------------------------------------------------- ------------- A CTQ F IL L--- KEY DEPTH % WIN. K WIDTH 1 AS NOTED ON GRADING PLANS 15' MIN. .,-SEET-CONNECTION 6 MIN. 7 DETAIL OVERLAP 7 HCLEAN GRAVEL T• M. NON-PRORATED j_fJ PERFORATED PIPE FILTER FABRIC ENVELOPE .. I 4' MIN. 140N OR APPROVED BEDDING EQUIVALENT)* SUBDRAN TRENCH DETAIL NOTES: . . . For buttress dimensions. see geotechflical report/plans. Actual dime ions of buttress arid ibd may be changed by the geotechnical consultant based on field conditions. .. - 3U50RA1P4 INSTALLATION .Subdralfl'PIPO should be Installed with perforations down s depicted. At location* recommended by the geolechnicai consultant. nonperforated riould be Installs rld SUBORAIN TYPE-Subdraln type should be Acrylon true Outadleno Styrene (A.B.S.). polyvinyl. Chl° (PVC) or approved equivalent. Class 125,SOR 32.5 should be used for maximum fill depths of 3 CIII. 200,30A 21 should be used for maximum fill depths of 100 feet. -UiJWE0 i:b FM UITY OF UASL8AD FAX NO 760 602 8558 F. 04 of Carlsbad. 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 withoJt a completed school fee form. Carlsbad Unified School District 801 Pine Ave. Carlsbad CA 92009 (729-9291) San Marcos Unified School District 215 Mata Way San Marcos, CA 9209 (290-2649) Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 (944-4300) San Dieguito Union High School District 710 Encinitas Blvd. Ericinitas, CA 92024 753-6491) Project Name: Building Permit Plan Check Number: Project Address: A.P.N.: Project Applicant (Owner Name(s): Project Description: BUILDING TYPE: Residential: Second Dwelling Unit: Residential Additions: Number of New QweU[nijnIts Square Feet of Living Area in New Dwelling Square Feet of Living Area in SDU Net Square Feet New Area Commercial/Industri, City Certification of applicant's information: uri.nyi, vi ppIicanuuwners. The person executing this declaration ("Owner") certits under penalty of perjury that (1) the Information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will The an amended certification of payment and pay the additional fee if Owner requests an inersase in the number of dwelling units or square footage after the building permit is Issued or If the initial determination of uni-.s or square footage is found to be incorrect, and that (2) the Owner Is the owner/ developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. Signature: Date: SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) 1635 Faraday Avenue • Carlsbad, CA 92008-7314 • (760) 602-2700 • FAX (760) 6028560 wir4 4/17/IYI F DEC-04-2002 WED 12:29 PM CITY OF CRRSLBD FAX NO. 760 602 8558 P. 05 / THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR TH E P R O J E C T / HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT; The undersigned, being duly authorized by the applicable School District, certifies t h a t t h e 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 appli c a b l e s c h o o l mitigation determined by the School District. The City may issue building permits f o r t h i s project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT DATE PHONE NUMBER SUSJY~ - CA L-c IO3- C7(6) qcf_cf3() 4(1 1/Ofl 17 Number of New Dwelftng Units Square Feet of Living Area in New Dwelling ? / ri Square Feet of Living Area In SDU - Net Square Feet New Area 'I DEC-04-2002 WED 12:29 PM CITY OF CRRSLBAD FAX NO 760 602 8558 P. 06 of Carlsbad ' PAYMENTF SCHOOL FEES OR OTHER MITIGATION This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not Issue any building permit without a completed school fee form. Project Name: Building Permit Plan Check Number: Project Address: A.P.N.: Project Applicant (Owner Name(s): Project Description: BUILDING TYPE: Residential: Second Dwelling Unit Residential Additions: Commercial/I ndustri City Certification of applicant's information: Carlsbad Unified School District S Unified School District 801 Pine Ave. 215 Mata Way Carlsbad CA 92009 (729-9291) San Marcos, CA 92069 (290-249) Encinitas Union School District lgthWU?iion High School District 101 South Rancho Santa Fe Rd 710 Encinitas Blvd. Encinitas. CA 92024 (944.4300) Encinitas, CA 92024 (753-6491) nuicauan OT Appiicanvuwriars. ma pereon executing tnis ceciaration (uwne1) centites unacr ponaity or perjury mat (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 13 issued or If the Initial determination of units or square footage is found to be Incorrect, and that (2) the Owner is the owned developer of the above described project(s), or that the person executing this declaration Is authorized to sign on behalf of the Owner. / Signature; -: '''' / , Date: SCH96M FEE CERTIFICATION (To be co school school district(s)) 1635 Faraday Avenue • Carlsbad, CA 92008-7314 • (750) 602.200 • FAX (760) 6028560 is R.wigart 4I11IIfl 04-2002 WED 12:30 PM CITY OF CARSLBD FAX NO. 760 602 8558 P 07 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 schcol facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District, The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT Ericj Hall Asst Superintendent uinpc SAN Dl&Uno UNION HIGH SCHo(JL DJSThJ( - DATE P1cP2—. PHONE NUMBER aiiqi1 4/17/flfl _d03 15:33 8586890234 COAST CONTRACTING 01 PAGE 02 LEUCADIA COUNTY WATER DIST*ICT APPLICATION FOR SEWER SERVICE The application must be signed by the owner (or his representative) of the property to b e s e r v e d . T h e t o t a l charges must be paid to the District at the time the application is submitted. APPLICANT MUST SUBMIT EVIDENCE OF BUILDING PERMIT WITHIN 60 DAYS. F A I L U R E T O M A K E S U C H SUBMITTAL WILL RESULT IN AUTOMATIC CANCELLATION OF THE SE W E R P E R M I T . T H E S E W E R CONNECTION FEE LESS A $50 ADMINISTRATIVE FEE WILL BE REFUNDED. A six-month construction period shall be provided and sewer service charges for the bal a n c e o f t h e f i s c a l year shall be collected at the time of application for sewer permits. Sewer service charge s f o r s u b s e q u e n t f i s c a l years shall be collected on the tax roll in same manner as property taxes. If the six-mo n t h c o n s t r u c t i o n p e r i o d extends into the subsequent fiscal year, a prorated sewerservice charge forthat fiscal y e a r s h a l l b e c o l l e c t e d o n the tax roll in the same manner as property taxes. The full sewerservice charges for a l l s u b s e q u e n t y e a r s s h a l l b e collected on the tax roil in the same manner as property taxes. There will be no additi o n a l f e e o r r e f u n d i f s e r v i c e actually commences on a different date. The prorated sewer service charge shall not be required in those application for s e w e r p e r m i t s f o r subdivisions. Such applicants shall be required to notify the District, on forms provi d e d b y t h e D i s t r i c t , o f e s c r o w closing on individual properties within the subdivision. Sewer service charges shall c o m m e n c e u p o n c l o s e O f escrow and will be the responsibility of the buyer. It a service lateral is required, it must be installed by the owner/applicant in c o n f o r m a n c e w i t h the specifications, rules and regulations of the District and subject to insp e c t i o n b y t h e D i s t r i c t . A DISTRICT INSPECTOR MUST BE ON THE SCENE AT THE TIME OF CONNECTION. The service lateral is that part of the sewer system that extends from the main coll e c t i o n l i n e i n t h e s t r e e t (or easement) to the point in the street (at or near the applicant's property line) w h e r e t h e s e r v i c e l a t e r a l i s connected to the applicant's building sewer. The applicant is also responsibl e f o r t h e c o n s t r u c t i o n , a t t h e applicants expense, of the building of sewer from the applicant's plumbing to t h e p o i n t i n t h e S t r e e t ( o r easement) where a connection is made to the service lateral and for construction, maint e n a n c e a n d c o n n e c t i o n of the service lateral to the main line. IT MUST BE INSPECTED AND APPROVED BY THE DISTRICT BEFORE THE SEWE R S Y S T E M M A Y B E USED BY THE APPLICANT, THE APPLICANT, OR HIS AUTHORIZED REPRESE N T A T I V E M U S T N O T I F Y T H E DISTRICT AT THE TIME INSPECTION IS DESIRED. ANY CONNECTION MADE TO T H E S E R V I C E L A T E R A L OR COLLECTION LINE WITHOUT PRIOR APPROVAL AND INSPECTION BY THE D I S T R I C T W I L L B E C O N - SIDERED INVALID AND WILL NOT BE ACKNOWLEDGED. ALL SUCH CONNE C T I O N S M U S T B E M A D E WITH AN LCWD INSPECTOR AT THE SCENE AT THE TIME OF CONNECTION. IF, FOR A N Y R E A S O N , A C O N - NECTION IS IMPROPERLY MADE, IT SHALL BE THE RESPONSIBILITY OF THE A P P L I C A N T , A T T H E APPLICANTS EXPENSE, TO DIG UP OR OTHERWISE RE-EXPOSE THE C O N N E C T I O N S O T H A T A N INSPECTION MAY BE MADE AND THE APPLICANT AT THE APPLICANTS EXPEN S E S H A L L M A K E A N Y CORRECTIONS OR ALTERATIONS REQUIRED BY LCWD. IN THE EVENT THAT THE A P P L I C A N T , F O R A N Y REASON, FAILS TO TAKE APPROPRIATE ACTION, THE DISTRICT RESERVES THE R I G H T T O D I G U P A N D INSPECT THE CONNECTION AND MAKE ANY CORRECTIONS NECESS A R Y , A T T H E A P P L I C A N T S EXPENSE: OR IN THE ALTERNATIVE, TO DISCONNECT SERVICE, ANY COST S I N C U R R E D B Y L C W D I N TAKING SUCH CORRECTIVE ACTION SHALL BE BILLED TO THE APPLICANT AND M A Y B E R E C O R D E D A S A LIEN AGAINST THE APPLICANT'S PROPERTY EQUAL IN PRIORITY TO A TAX L I E N . Pirineos Point LLC 7929 Silverton Ave. Ste OWNER'S NAME W6-91I PHONE NUMBER 2610 Piiineos way La SERVICE ADDRESS _____ TRACTNAME/NO. LOT# - ASSESSOR'S PARCEL NO, 216-200-400 $ 55,300.00 2522 TYPE/BUILDING #/UNITS..______ PAID BY: 0 CASH CHECK* TVundersid herebya rees that the above information given is correct and a g r e e s t o t h e conditions as a d. LA:::- t/tJO2 '- Owner signature Date Rec'd by Account No Ref: 15SPERMiT1 MAILING ADDRESS ste 609 San Diego CA 92126 Costa - 3950.00 CONNECTION FEE: 0 PRORATED SEWER SERV. FEE: $ TOTAL 1 A DEC-04-2002 WED 12:30 PM CITY OF CARSLBAD FAX NO, 760 602 8558 P. 08 Carlsbad Office of Fire Protection Services 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 needfurther clarification, please contact the Fire Protection Services Department at the telephone number listed below. Thank you. )kd4 9&( Michael E. Smith Fire Marshal j0mp8ny Name LIZ-7,7-- Phone Number 03/23t2OO 1636 Faraday Avenue 9 Carlsbad, CA 92008 • (760) 602.4860 • FAX (760) 6026561 11/13,23)2 38 .i 8:9 8:3 4 0 5:o - / •_\ fl L H Li Lic. # c iU1 UNIT LOAD CALCULAT1ON PIRINEOS POINTE, CARLSBAD GENERAL LIGHTING LOADS 2135 S.F. 3VA M 6405 VA. 2 Small Appl.anGe Loads @ 1500 VA 3000 VA I Laundry Circuit @ 1500 VA = 1500 VA No Cooking Loads No Dryer Loads FIXED APPLIANCE LOADS Dishwasher Loads 1200 VA Garbage Disposal Load = 900 VA Hot Water Load 4500 VA TOTAL LOADS = 17,604 VA DEMAND FACTOR First 10,000 VA @ 100% 10.000 Next 7,054 VA @ 40% = 3002 NC Load (Largest) = 4560 TOTAL 17562 VA 17,562 VA divided by 240 volts = 73 amps 2140 Madreselva Way • San Diego, CA 92154-4153 • Tel (619) 934-9150 • Fax (619) 934.6500 ¶cO29cO9 LOCATION - BUiLDING #4 TYPICAL UNIT PANEL VOLTAGE - 1201240 BUSS AMPERAGE -125 NO. WIRES 3 CIRCUIT# BRK SIZE WiRE SIZE KO. OUTLETS NO. LIGHTS OTHER CIRCUITS OAK SIZE WIRE SIZE NO. OUTLET NO. LIGHT OTHER 1.BDRM-BATH _15 14 6 4 - 2. BDflM -8ATH 15 14 6 - 20 12 3 5 3. BATHS $. SMOKE DETECTO IS 14 5. LROOM-EXT - 15 14 6 7 - 6. KIT-FAM.ROOM - 15 14 3 7 KITCHEN 20 12 4 KITCHEN 20 12 3 3.0.tM - KITCHEN 20 12 4 10. DISHWASHER 20 12 - 11. GARAGE is 14 2 2 12. LAUNDRY 20 12 1 13.HOT1 30 1 10 14. MICROWAVE 20 12 1 IS d WATER 1 16. GRBAGE DISPOS 15 17 ie -- 19 20 21 22 23 24 REC - BUILDING VOLTAGE - 1201240 BUSSAMPERAGE - 125 1 NO. WIRES -3 - CfRCIJ1T II BRIC SiZE WiRE SIZE A - PHASE B - PHASE (iIRVUIT 3 BRK SIZE. WIRE SIZE A PHASE B PHASE 1HOUSEiJGNT$ 2l -1 5S --2;'EKflMRGflGHtS 20iI 3 GEN. L1GKflNG 20 1362 4. GARAGE 20 12 720 5. KITCHEN 20 i 1224 - LWSHWASHER 20 12 1200 K1TCIN 21) 12 540 LGARBAGE DISPOSAL 20 12 900 9..CONFR&cOUTL.ETS 20 '11 - 1440 lb. POOL 30 10 1707 EXERCJSEROOM 20 12 10801 12. 1 SUB PANEL 30 -10 1707 13 I 14 is is 17 18 20 22 123 1 24 TOTAL LOAD A PHASE 6029 VA B PHASE 6309 VA 1233B VA 12338 VA DMDED BY 240V = 51 AMPS C. a bULDING PLANNING ENGINEERING FIRE APPR/FORM HEALTH DEPT HAZ MAT/ AIR QUAL OTHER SEWER DISTA tG-lZ . ___________ BLDG GRADING LETTER TO FROM APPLICANT APPLICANT PLAN ORR ENG CORR. CFD FORM I _PE&MWOI1KSIIELrI ___________ BLDG FEES coMpLErI S. S5 / PCO20039 2610 PIRINEOS WY CBAD j PIRINOS POINTEBLDGS 4&5 2 UNITS(BLDG-4) CLUBHOUSE(BLOG-5) PLANCK Low: COAST CONTRACTING / /3(o I / C /i // ;/ P- / 1• / J:O Ct f-3-e S p'O i'o E476i )J<J4J