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2618 PIRINEOS WAY; BLDG 2; CB013254; Permit
City of Carlsbad '. 1635 Faraday Av Carlsbad, CA 92008 06-02-2003 Residential Permit Permit No: CB013254 Building Inspection Request Line (760) 602-2725 Job Address: 2618 PIRINEOS WY CBAD Permit Type: RESDNTL Sub Type: APT Status: ISSUED Parcel No: 2162002400 Lot #: 0 Applied: 10/15/2001 Valuation: $576,098.00 Construction Type: VN Entered By: JM Occupancy Group: Reference #: Plan Approved: 06/24/2002 # Dwelling Units: 4 Structure Type: MF2-4 Issued: 06/24/2002 Bedrooms: 12 Bathrooms: 10 Inspect Area: RB Project Title: PIRINEOS POINTE-APTMNTS-BLDG 2 Orig PC#: 4 UNITS-6364 SF,GAR 2176 SF,DK 160 SF-1320 SF Plan Check#: Applicant: Owner: CLUBB DARRYL 213 7909 SILVERTON AVE SAN.DIEGO CA 92126 o351 0S/02/03 0002 01 02 858-689-8911 C:G,P Building Permit $1,979.53 Meter Size Add'I Building Permit Fee $0.00 AddI Red. Water Con. Fee $0.00 Plan Check $1,286.69 Meter Fee $0.00 AddI Plan Check Fee $0.00 SDCWA Fee $0.00 Plan Check Discount $0.00 CFD Payoff Fee $0.00 Strong Motion Fee $57.61 PFF $10,484.98 Park in Lieu Fee $0.00 PFF (CFD Fund) $9,678.45 Park Fee $0.00 License Tax $0.00 LFM Fee $1,240.00 License Tax (CFD Fund) $0.00 Bridge Fee $000 TraffiO' Impact Fee $1,037.76 Other Bridge Fee $1,272.00 Traffic Impact (CFD Fund) ,. $1,170.24 BTD #2 Fee $0.00 Sidewalk Fee $0.00 BTD #3 Fee $0.00 PLUMBING TOTAL $483.00 Renewal Fee $0.00 ELECTRICAL TOTAL $110.00 AddI Renewal Fee $0.00 MECHANICAL TOTAL , $207.00 Other Building Fee $60.00 - Housing Impact Fee $0.00 Pot. Water Con. Fee $0.00 Housing InLieu Fee $0.00 Meter Size Housing Credit Fee $0.00 AddI Pot. Water Con. Fee $0.00 Master Drainage Fee $0.00 Red. Water Con. Fee $0.00 Sewer Fee $0.00 Additional Feés $0.00 TOTAL PERMIT FEES $29,067.26 Total Fees: $29,067.26 Total Payments To Date: $29,007.26 Balance Due: $60.00 FINAL tPPRO VAL Inspector: is.Li Date: /,1 Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given p NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. 0 FOR OFFICE USE ONLY PERMIT APPLICATION / I 17, PLAN CHECK NO 71 4 g/35"7 CITY OF CARLSBAD BUILDING DEPARTMENT 'EST. VAL. 1635 Faraday Ave. Carlsbad, CA 92008 Plan Ck Deposl Validated By .,.j Date S 1 90JECWiNFO1MATI0N 5• . ' - . -. - Address (include Bldg/Suite #) . Business Name (at this addcassL Pt/ J,77,979 h159 . . Legal Des ription Lot No. Subdivision Name/Number 'nit lTo/ Phase No. Total # of'units -/ ao . '. . 2034 10/15/01 0002, 01 02 4 ess ( , Il Lting Use Proposed Use. . cop s0000 Description of Work lb SQ. FT. #of StoFes T \ # of'Bedróoms # of Bathrooms Name Address . '- City State/Zip Tel ephone # Fax # JLl D DAgentfr 23J /f,j j ,,., .. -J jr - Name . ' Address City State Zip Telephone # F RTaYWNER Name Addrea City State Zip Telephone # . . . .. . . .... (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or, that he is eempt therefrom, and the basis for the alleged ex tion. Any violatio Section 7031.5 by an plicant f r a permit subjects the applicant to a civil penally of not more than five hundred dollars [$ 5001). T2-7 5. z Name Addf'ess . City /Z. State/Zip Telepho # State License # ''7'7 3'7 License Class City Business License #/3'Z-245 Ss D Designer Name Address City State/Zip Telephone State License'# . ': .............':T::T" '. Workers' Compensation Declaration: I hereby-affirm under penalty of perjury one of the following declarations: C3 I have and will maintain a certificate 6f consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for theerf9mance ' of the work for which thispermit 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 whiql( tl) perniTr" issue . My worker's compensation insurance carrier and policy number are: Insurance Company ...S7217 /t1,4./L Policy No.4L7 33 S$7 c/ Expiration Date_ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS ($100) OR LESS) .. D CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. - WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000), in addition to the Cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees, SIGNATURE ' ' DATE 9' 'I hereby affirm that I am exempt from the Contractor's License Law for the following reason: 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). 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 Sectioii 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 .1 (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 I contractors license number): 4.. I plan to provide portions of the work,. but I have hired the following person to coordinate, supervise and provide the major work (include nam'e / address I phone number I contractors license number): 5.' I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address 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 or 25,534 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 Is the 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. r8'.' CONSTRUCTIONtLENDlNG AGENCY 777F I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAME 'LENDER'S ADDRESS ' APPUCANLTIRCATION I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws, 'relating to building construction. I hereby authorize representatives of the CitV of Carlsbad.to enter upon the above mentioned property for inspection, purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY-ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0"-deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the' building Official under the provisions of this Code shall' expire by limitation and become null and void if the building or 'work authorized by such permit is no commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is c n eriod of 180 days P/ption 6.4 Unit Building Code). - - APPLICANT'S SIGNATU -- DATE VHlTE: File YELLOW: Applicant PINK: Finance 5'. City of Carlsbad Bldg Inspection Request For: 10/30/2003 Permit# CB013254 Inspector Assignment: RB Title: PIRINEOS POINTE-APTMNTS-BLDG 2 Description: 4 UNITS-6364 SF,GAR 2176 SF,DK 160 SF-1320 SF RETAIN WALLS ' ,it, 7'Ts 7— / C' Type: RESDNTL. Sub Type: APT Phone: 8584149400 Job Address: 2618 PIRINEOS WY Suite: Lot 0 Location: APPLICANT CLUBB DARRYL Owner: Remarks: Total Time: Inspector: Requested By: ARON Entered By: CHRISTINE CD Description Act Comment 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Associated PCRs/CVs PCR02301 ISSUED PIRINEOS PT/ TRUSS, HARDWARE; FRAMING CHANGES Inspection History Date Description 10/28/2003 89 Final Combo 10/27/2003 89 Final Combo 10/22/2003 89 Final Combo 10/21/2003 89 Final Combo 09/26/2003 89 Final Combo 09/25/2003 89 Final Combo 09/12/2003 65 Retaining Walls 09/09/2003 66 Grout 09/05/2003, 66 Grout 08/26/2003 61 Footing 08/25/2003 61 Footing 08/22/2003 61 Footing 08/21/2003 61 Footing 08/04/2003 39 Final Electrical 08/01/2003 39 Final Electrical 06/26/2003 63 Walls Act Insp Comments CO RB SEE LIST CA RB NS RB NS RB CO RB STOP SEE NOTICE, CA RB @ JOB SITE AP RB ON FRENCH DRAIN@FRT SITE WALLS AP RB ON ALL SITE WALLS PA RB SEE JOB PLANS/SEE ATTACHED NOTICE AP RB FOR WALL IN FRONT CO RB SEE NOTICE ATTACHED CA PS S CA PD TOO WET AP RB EMR UNITS 6, 7, 8, 9, 10, AND HOUSE METER NS RB PA RB FRENCH DRAINS ON RETAIN WALLS OK ON BLDG 12,3, & 4 Inspection List Permit#: .CB013254 Type: RESDNTL APT PIRINEOS POINTE-APTMNTS-BLDG 2 4 UNITS-6364 SF,GAR 2176 SF,DK 160 SF Date Inspection Item Inspector Act Comments 10/30/2003 89 Final Combo - RI 10/30/200389 Final Combo RB AP UNITS 7THRU 10 10/28/2003 89 Final Combo - RI 10/28/2003 89. Final Combo RB CO SEE LIST 10/27/2003 89 Final Combo - RI 10/27/2003 89 Final Combo RB CA 10/22/2003 89 Final Combo RB NS 10/21/2003 89 Final Combo - RI 10/21/2003 89 Final Combo RB NS 09/26/2003 89 Final Combo RB CO STOP SEE NOT CE 09/25/2003 89 Final Combo RB CA © JOB SITE 09/12/2003 65 Retaining Walls RB AP ON FRENCH DRAIN ©FRT SITE WALLS 09/09/2003 66 Grout RB AP ON ALL SITE WILLS 09/05/2003 66 Grout RB PA SEE JOB PLANS/SEE ATTACHED NOTICE 08/26/2003 61 Footing RB AP FOR WALL IN FRONT 08/25/2003 61 Footing RB CO SEE NOTICE ATTACHED 08/22/2003 61 Footing PS CA 08/21/2003 61 Footing PD CA TOO WET 08/04/2003 39 Final Electrical RB AP EMR UNITS 6, 7, 8, 9, 10, AND HOUSE METER 08/01/2003 39 Final Electrical RB NS 06/26/2003 63 Walls RB PA FRENCH DRAINS ON RETAIN WALLS OK ON BLDG 1,2,3, & 4 06/02/2003 22 Sewer/Water Service RB AP 05/30/2003 22 Sewer/Water Service RB NS NEED TO PAY RE-INSP FEE 05/29/2003 22 Sewer/Water Service RB PA ONLY PARTIAL READY ON UNITS 9 & - 10. PAY REINSP FEE 05/28/2003 22 Sewer/Water Service RB PA PARTIAL ON WATER 03/25/2003 22 Sewer/Water Service RB PA SEWER ONLY 03/13/2003 18 Exterior Lath/Drywall RB AP 03/13/2003 23 Gas/Test/Repairs RB AP 03/13/2003 34 Rough Electric RB CO ON EXTERIOR GHT FIXTURES - SEE NOTICE ATTACHED 03/12/2003 17 Interior Lath/Drywall RB AP 03/12/2003 23 Gas/Test/Repairs RB NR 03/11/2003 17 Interior Lath/Drywall RB NS 03/10/2003 17 Interior Lath/Drywall RB PA SEE NOTICE AT—ACHED 03/06/2003 17 Interior Lath/Drywall RB PA 1ST LAYER © 2HR WALL OK 03/04/2003 16 Insulation RB AP 03/03/2003 16 Insulation RB PA MISSING R30 © GARAGE & 1ST FLR 02/27/2003 16 Insulation RB NR 02/27/2003 84 Rough Combo RB AP COMPLETED 02/26/2003 84 Rough Combo RB CO ON UNIT 10 - OK TO INSULATE 02/25/2003 84 Rough Combo RB CO ON UNIT 7 ONLY INSP 02/25/2003 84 Rough Combo RB PA OK ON UNITS 8 & 9 Friday, October 31, 2003 Page 1 of 3 02/24/2003 82 Drywall/Ext Lath/Gas Test RB WC 02/24/2003 84 Rough Combo RB CO ON UNIT 9 INSP ONLY 02/20/2003 17 Interior Lath/Drywall RB NR @ CONCEILED AREAS 02/20/2003 84 Rough Combo RB CO FOR UNIT 8 INS? ONLY SEE LIST ATTACHED 02/18/2003 14 Frame/Steel/Bolting/Weldin RB . NR AGAIN 02/18/2003 17 Interior Lath/Drywall RB PA D.W. © CONCEILED AREAS OK 02/18/2003 24 Rough/Topout RB AP 02/18/2003 34 Rough Electric RB.. NR - 02/18/2003 44 Rough/Ducts/Dampers RB NR 02/13/2003 17 Interior Lath/Drywall RB PA 1ST LAYER © 2 HR WALL ABOVE CEILING OK 02/13/2003 84 Rough Combo RB NR NOT SCRAPPED OUT 02/07/2003 13 Shear Panels/HD's RB PA AND INTERIOR - SEE NOTICE ATTACHED 02/07/2003 17 Interior Lath/Drywall RB WC 02/07/2003 84 Rough Combo RB NR 02/05/2003 13 Shear Panels/HD's RB NR © INTERIOR SHR & FIRE STOP © PARTY WALLS 02/05/2003 17 Interior Lath/Drywall RB WC 02/04/2003 13 Shear Panels/HD's RB NS 02/04/2003 17 Interior Lath/Drywall RB NS 01/31/2003 13 Shear Panels/HD's RB PA BEHIND TUBS ONLY OK 01/31/2003 17 Interior Lath/Drywall RB . PA OK TO DW BEHIND TUBS & 2ND LAYER BEHIND TUBS © 2HR WALLS OK 01/30/2003 17 Interior Lath/Drywall RB CO REMOVE DRYWALL & CALL FOR DBL SHRINSP 01/30/2003 17 Interior Lath/Drywall RB PA 1ST LAYER BEHIND TUBS @2 HR WALLS OK 01/30/2003 18 Exterior Lath/Drywall RB NR .INSP © DRYWALL INSP 01/15/2003 13 Shear Panels/HD's RB AP 01/14/2003 13 Shear Panels/HD's RB CO 01/14/2003 18 Exterior Lath/Drywall RB WC 01/13/2003 16 Insulation RB PA FIRE STOP © lOFT LINES AND INSUL. BEHIND TUBS OK 01/09/2003 13 Shear Panels/HD's RB WC 01/09/2003 15 Roof/Reroof RB WC 01/09/2003 16 Insulation RB PA FIRE STOPPING @ DBL SHR AREA OK 01/06/2003 13 Shear Panels/HD's RB NR FOR OK TO DBL SHR INSP 01/03/2003 13 Shear Panels/HD's RB NS 12/23/2002 13 Shear Panels/HD's RB PA OK TO WRAP- 1ST 6FT ONLY 12/19/2002 13 Shear Panels/HD's RB NS 12/02/2002 13 Shear Panels/HD's RB AP 12/02/2002 15 Roof/Reroof . RB AP PLUS TRUSSES 11/27/2002 15 Roof/Reroof PS CO NEED NEW-TRUSS APPROVAL 11/26/2002 13 ShearPanels/HDs PD NR 11/26/2002 14 Frame/Steel/Bolting/Weldin PD NR 11/26/2002 15 Roof/Reroof PD . NR 11/26/2002 83 Roof Sheathing/Ext Shear PD NS 11/20/2002 14 Frame/Steel/Bolting/Weldin RB PA HARDWARE © FRONT ON DETAIL 01/S5.O OK 11/19/2002 13 Shear Panels/HD's RB NS 11/18/2002 14 .Frame/SteeVBolting/Weldin RB NS 10/30/2002 13 Shear Panel s/HD's PD WC Friday, October 31 2003 Page 2 of 3 10/30/2002 14 Frame/Steel/Bolting/Weldin PD PA FLOOR NAILING '10/29/2002 13 Shear Panels/HD's RB WC 10/29/2002 14 Frame/SteevBoltinglWeldin RB CO 2ND FLR NAILING INSP. - SEE NOTICE ATTCH. 10/25/2002 13 Shear Panels/HD's RB WC 10/25/2002 14 Frame/Steel/Bolting/Weldin RB PA MST 60 STRAP © BM CONNECTION & TOP PLATES © TOP FLR OK TO INSTALL FLR SHEATHING 10/22/2002 13 Shear Panels/HD's RB CO © DBL SHR AREA INSP. 10/15/2002 62 Steel/Bond Beam RB PA SEE JOB PLANS 10/15/2002 66 Grout ' RB PA' SEE JOB PLANS 10/03/2002 61 Footing RF PA N.E. FOOTING RETAIN WALL 10/02/2002 14 Frame/SteevBolting/Weldin RB PA 1ST FLR NLG WSTRAPS OK 10/02/2002 61 Footing RB NR SITEWALL BETWEEN BLDGS 2 &3 10/02/2002 62 Steel/Bond Beam RB PA SEE JOB PLANS 10/02/2002 66, Grout RB PA 10/01/2002 14 Frame/SteeVBolting/Weldin RB NA ON FLOOR NAILING 09/24/2002 66 Grout RB CA BY AARON 09/13/2002 61 Footing RB PA SEE JOB PLANS FOR SITE WALLS 08/21/2002 81 Underground Combo RB AP COMPLETED & SET BACK CERTS 08/14/2002 65 Retaining Walls RB PA FRENCH DRAIN © BACK & PART OF SIDES 08/12/200221 Underground/Under Floor, RB AP 08/09/2002 21 Underground/Under Floor RB CO NEED 1/41N FT FALL 08/02/2002 66 Grout RB AP TOP LIFT WITH HD S 07/29/2002 11 Ftg/Foundation/Piers RB PA ON 7/12/02 - SEE JOB PLANS 07/29/2002 66 Grout RB PA PERIMETER 1ST LIFT OK Friday, October 31 2003 Page 3 of 3 City of Carlsbad Final Building Inspection Dept: Building Engineering Planning CMWD St Lite Fire Plan Check #: Date: 09/16/2003 Permit #: CB013254 Per milt Type: RESDNTL Project Name: PIRINEOS POINTE-APTMNTS-BLDG 2 Sub Type: APT 4 UNITS-6364 SF,GAR 2176 SF,DK 160 SF-1320 SF RET Address: 2618 PIRINEOS WY. Lot: 0 Contact Person: Phone: Sewer Dist: LC Water Dist: CA Inspected Date By: . Inspected: Approved: Disapproved: Inspected Date By: Inspected: Approved: Disapproved: Inspected Date By: Inspected: . Approved: Disapproved: Comments: Cliv of Carlsbad Final Building Inspection Dept: Building Engineering Planning CMWD St Lite CFfr1e Plan Check #: Date: 09/16/2003 Permit #: CB013254 Permit Type: RESDNTL Project Name: PIRINEOS POINTE-APTMNTS-BLDG 2 Sub Type: APT 4 UNITS-6364 SF,GAR 2176 SF,DK 160 SF-1320 SF RET Address: 2618 PIRINEOS WY Lot: 0 Contact Person: Phone: - Sewer Dist: LC Water Dist: CA Date klsPectede I nspected: /J45 Approved: Disapproved: Inspected Date By: Inspected: Approved: Disapproved: Inspected Date By: Inspected: Approved: Disapproved: Comments: 01/08/09 04:47P P.001 PAUL C. OCHELTREE. OCRELTRE ARCHITECTURE January 6, 2003 Mr. Ron Burke Building Inspector City of Carlsbad, Building Division Carlsbad, CA RE: Pirineos Pt. Apartments, Pirineos Way, Carlsbad, CA Dear Mr. Burke, The straps on the second floor shear walls #1A, 1B, 2A, 3A, 3B and 4A can be MSTA36 straps instead of the ST6224 straps called for in the.plans. Thank you for.your assistance in this matter. T S' aul t. Architect(CA#12744) . 200 MARINE VIEW AVENUE DEL MAR, CALIFORNIA 92014-3935 (858) 755-4414 (PHONE) (858) 259.0703 (FAX) E-MAIL: ochettreo.archItecturemsn;com Jul 11 02 09:35a P.' BARRY AND ASSOCIATES GEO TECHNICAL ENGINEERING P.O. Box 230348 Encinitas, CA 92023-0348 (760) 753-9940 July 11, 2002 Darryl Clubb Coast Contracting 7929 Silverton Avenue, Suite 609 San Diego, California 92126 Subject: FOOTING INSPECTION PIRINEOS POINTE BUILDING #2 Garage Level PIRINEOS WAY CARLSBAD, CALIFORNIA Reference:. Plans Prepared by Ocheltree Architecture of Del Mar, CA Dear Mr. Clubb, In accordance with your request we have inspected the footing excavation for the garage level portion of the proposed Building #2 at the subject site. The footing excavation was inspected on July 3, 2002. The bottom of the footing excavation was probed with a steel probe and determined to be adequate. The depth and width of the footing excavation meet the minimum requirements of the above referenced plans. The bottom of the footing excavation should be clear of loose debris prior to pouring concrete. If you have any questions please call us at (760) 753-9940. Sincerely, R. Barry nd soci A. R. Barr , . E. Principal Engin OTEC OFGP Copy: City of Cans S/20/02 10:28.2, P.001 PAUL C. OCHELTREE OCHELTREE ARCHITECTURE August 19, 2002 Mr. Ron Burke Building Inspector City of Carlsbad, Building Division Carlsbad, CA RE: Pirineos Pt. Apartments, 2618 Pirineos Way, Carlsbad, CA; Permit 4CB013254 Dear Mr. Burke, I have reviewed the information provided by Ed Bohrer, land surveyor. I have determined that building #2 is within the project setbacks and substantially conforms to the site plan. Thank you for your assistance in this matter. P S. aulA.0e ree Architect (CA #12744) O Afl, No. 44 m* 200 MARINE VIEW AVENUE DEL MAR, CALIFORNIA 92014-3935 (858) 755-4414 (PHONE) (858) 259-0703 (FAX) E-MAIL: ocheltree_archlt9cture@msn.com .1 BARRY AND ASSOCIATES GEOTECHNICAL ENGINEERING P.O. Box 230348 Encinitas, CA 92023-0348 (760) 753-9940 August 19, 2002 Darryl Clubb Coast Contracting 7929 SilvertOn Avenue, Suite 609 San Diego, California 92126 Subject: RETAINING WALL BACKFILL Building #2 Pirineos Way Carlsbad, California 92009 APN 216-200-2400 Dear Mr. Clubb In response to your request, we have observed the backfilling of the garage retaining wall of building #2 and performed soil density tests during the backfilling of the retaining wall. The results of our density testing and laboratory testing are presented in this report. Based on the results of our testing, it is our opinion that the fill was placed in an adequate manner and compacted to a minimum of 90 percent of the laboratory maximum dry density. If you have any questions, please contact us at 760.753.9940. Respectfully submitted A.R. 7Y ASSOC FESS0 ARr -CIO ("i0>)m U1 rn Principal Engine - p. 3/31/06 Ex August 19, 2002 W.O. G-1706-4 page 2 Density tests were conducted every 2 vertical feet of compacted fill. Fill soil was placed in lifts of approximately 6.0 to 8.0 inches thick. The soil was moistened as required to achieve optimum moisture content, and compacted with a gasoline powered mechanical compactor. The fill was placed to a minimum of 90 percent of the maximum dry density, as indicated by our test results. The results of our density testing are presented on Table 1. LABORATORY TEST DATA The laboratory standard for determining the maximum dry density was performed in accordance with ASTM D 1557-92. Field density tests were performed in accordance with ASTM D 1556. The results of the laboratory maximum dry density, for the soil used as compacted fill on the site, is summarized below: Maximum Dry Density Optimum Description (p.c.f.j Moisture (%) Brown sandy clay 127 .5 10.5 LIMITATIONS This firm assumes no responsibility for any alterations made without our knowledge and written approval. •: If you have any questions, please do not hesitate to contact us at (760) 753-9940. Respectfully submit ES SIC)k A. R. BAR R D A ' Barr OO119 A Principal Engin. W.O. # G-1706-4 Pirineos Way Carlsbad,Californja APPENDIX "A" LABORATORY TEST RESULTS TABLE I Field Dry Density and Moisture Content Above Moisture Dry Relative Test Test Wall Base Content Density No. Location Elev. -% (pcf)_ Compaction 1. Ret. Wall 2' 11.2 115.7 91 2. Ret. Wall 2' 12.3 115.3 90 3. Ret. Wall 4' 10.9 115.1 90 4. Ret. Wall 4' 11.5 115.6 91 5. Ret. Wall 6' 12.2 116.0 91 6. Ret. Wall 6' 11.0 115.3 90 EsGil Corporation In Partnership with government for Bui1Iing Safety DATE: February 8, 2002 El ICANT I JURIS JURISDICTION: Carlsbad S 0 PLAN REVIEWER U FILE PLAN CHECK NO.: 01-3250-54-55 SET: I V PROJECT ADDRESS: Pirineos Way PROJECT NAME: Pirineos Pointe project 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. 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: 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: Per the City staffs request, the City's sets are compatible with the owner's set. By: Bert Domingo Enclosures: Esgil Corporation U GA LI MB [] EJ [] PC Log 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil Corporation In Partners/lip with government for fBui(ding safety DATE: January 16, 2002 JURISDICTION: Carlsbad 1LAN CHECK NO.: 01-3254 SET: III U APPLICANT O JURIS'. U PL N REVIEWER Q FILE PROJECT ADDRESS: 2618 Pirineos Way RIOJECT NAME: Bldg. 2 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: Esgil Corporation staff did not advise the applicant that the plan check has been 6ompleted. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person REMARKS: By: Bert Domingo Enclosures: 'Esgil Corporation fl GA M MB EJ El PC 1/8/02 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858)56C,-1468 • Fax(858)560-1576 EsGil Corporation In Partnership with government for Building Safe tu DATE: December 21, 2001 JURISDICTION: Carlsbad PLAN CHECK NO: 01-3254 SET: II PROJECT ADDRESS: 2618 Pirineos Way PROJECT NAME: Bldg. 2 for Pirineos Pointe D NT JURIS. O PLAN REVIEWER El FILE The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. 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 7909 Silverton Ave., # 23, San Diego, CA 92128 LII 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: Daryl Clubb Telephone #: (858) 689-8911 Date contacted: i 2ll Lf)c, (by:ic) Fax #: (858) 689-0234 Mail ...._—Telephone Fax— In Person U REMARKS: Fax also to Paul Ocheltree (858) 259-0703 By: Bert Domingo• Enclosures: Esgil Corporation LIIGA MB EJEJ PC 12/13/01 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 01-3254 II December 21, 2001 RECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad PROJECT ADDRESS: 2618 Pirineos Way DATE PLAN RECEIVED BY ESGIL CORPORATION: 12/13/01 REVIEWED BY: Bert Domingo PLAN CHECK NO.: 01-3254 SET: II DATE RECHECK COMPLETED: December 21, 2001 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws'and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied' before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. 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? DYes UNo Carlsbad 01-3254 II December 21, 2001 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 All sheets of the plans and the first sheet of the calculations are required to be signed and sealed by the licensed architect or engineer responsible for their preparation. This will be checked when all the items below are met. Any portion of the project shown on the site plan that is not included with the building permit application filed should be clearly identified as "not included" on the site, plan or Title Sheet. How about the lap pool and Spa? FOUNDATION 14. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have, been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans. Please submit the final letter. ADDITIONAL 20. Please show detail 01 and 02/S4.1 as cross reference on sheet S4.0. There is no sheet S4.1 submitted. Carlsbad 01-3254 II December 21, 2001 ELECTRICAL PLAN REVIEW 1996 NEC JURISDICTION: CARLSBAD DATE: 12/18/01 PLAN REVIEW NUMBER: 01-3250 PLAN REVIEWER: MORTEZA BEHESHTI 13.Rebar is not an acceptable grounding electrode for commercial applications in the City of Carlsbad. Please describe what the UFER" ground will, be. (footage, conductor material and size, depth in footing). Note: If you have any questions regarding this electrical plan review list please contact Morteza Beheshti 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 pans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes El NoD 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. - EsGil Corporation In Partners/lip with Government for Bui&1ing Safety DATE: October 26, 2001 U APPLICANT M R79 JURISDICTION: Carlsbad PkEVIEWER U FILE PLAN CHECK NO.: 01-3254 SET:I PROJECT ADDRESS: 2618 Pirineos Way PROJECT NAME: Bldg. 2 for Pirineos Pointe 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 identi9ed 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: 1-' Cu..k?ki (v.dc.1' Telephone #: (858) 7- 89 It' Date contacted: So-Zi-. (by: ) Fax #: (858) t ,b?-O24- Mail —Telephone- Fax - In Person REMARKS: \o .fcQd +0 By: Bert Domingo Enclosures: Esgil Corporation U GA EMB F1 EJ PC 10/16/01 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 01-3254 October 26, 2001 PLAN REVIEW CORRECTION LIST MULTI-FAMILY PLAN CHECK NO.: 01-3254 IOCCUPANCY: R 1 ITYPE OF CONSTRUCTION: V N IALLOWABLE FLOOR AREA: SPRINKLERS?: YES REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: October 26, 2001 FOREWORD (PLEASE READ): JURISDICTION: Carlsbad USE: Apartment ACTUAL AREA: 6364 SQ. FT. STORIES: TWO HEIGHT: OCCUPANT LOAD: DATE PLANS RECEIVED BY ESGIL CORPORATION: 10/16/01 PLAN REVIEWER: Bert Domingo This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that residential construction comply with Title 24 and the following model codes: 1997 UBC, 1997 UPC, 1997 UMC and 1996 NEC (all effective 7/1/99). The above regulations apply to residential construction, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. LIST NO. 16, R-1 GENERAL WITHOUT ENERGY OR POLICY SUPPLEMENTS (1997 UBC) rlforw.dot Carlsbad 01-3254 October 26, 2001 GENERAL 1. Please make all corrections on the original tracings, as requested infhe 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. Provide a statement on the Title Sheet of the plans stating 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. 3. All sheets of the plans and the first sheet of the calculations are required to be signed and sealed by the licensed architect or engineer responsible for their preparation. 4. Any portion of the project shown on the site plan that is not included with the building permit application filed should be clearly identified as "not included" on the site plan or Title Sheet. . SITE PLAN 5. Clearly dimension building setbacks from property lines, street centerlines, and from all adjacent buildings and structures on the site plan. 6. Provide a statement on the site plan stating: "All property lines, easements and buildings, both existing and proposed, are shown on this site plan." 7. Provide construction details of the retaining walls if a part of this permit. Carlsbad 01-3254 October 26, 2001 . SOUND TRANSMISSION The Title Sheet or Site Plan should clearly indicate if any portion of the project is in a noise critical area (CNEL contours of 60 dB) as shown on the City or County's General Plan. If no portion of the project is within a noise critical area, provide a note on the Title Sheet stating: "This project is not within a noise critical area (CNEL contour of 60 dB) as shown on the General Plan". If the project is located in noise critical areas (CNEL contours of 60 dB) as shown on the City or County's General Plan, then an acoustical analysis showing that the proposed building has been designed to limit noise in habitable rooms to CNEL of forty-five dB is required. Where windows must be closed to comply, it is necessary to provide mechanical ventilation capable o providing at least two air changes per hour. Provide design. . STAIRWAYS AND ELEVATORS A minimum headroom clearance of 6-8" for stairways should be indicated on the plans. Section 1003.3.3.4. Note that this is from a plane tangent to the stairway tread nosing. . R-1 GENERAL OCCUPANCY REQUIREMENTS Glazing in the following locations should be of safety glazing material in accordance with Section 2406.4 (see exceptions): a) Doors and enclosures for showers and in any portion of a building wall enclosing these compartments where the bottom exposed edge of the glazing is less than 60 inches above a standing surface and drain inlet. . FOUNDATION 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 and shall comply with UBC Section 1804. 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. 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. Carlsbad 01-3254 October 26, 2001 STRUCTURAL 15. Provide truss details and truss calculations for this project. Specify on the plans the truss identification numbers. ADDITIONAL It seems that the floor plan designations shown on sheet A2.4 are jumbled. Please cross out the information on the plans not applicable for this permit to include the site plan. The middle rated wall shown on sheet A7.3 should be the area separation wall. The units C & D and the club house shown on the waM, floor & ceiling spec table on sheet A7.3 seem not a part of this permit. Please remove such units on the table.. Please show detail 01 and 02/S4.1 as cross reference on sheet S4.0. Please show a load diagram for the beam 101 unit A identifying where the load were derived from. Please cross reference the retaining/restraint walls calculations to the foundation details. Please show a note that the top of the restraint walls shall be braced until the supporting elements would attained its designed capacity. Please submit calculations for the floor ledger to the masonry walls. Please show where would the detail 01/S3.1 be on the foundation plans. Please submit complete foundation calculations. Pad foundation may be needed for the beam 101 supports. Carlsbad 01-3254 October 26, 2001 ELECTRICAL PLAN REVIEW 1996 NEC JURISDICTION: CARLSBAD DATE: 10/25/01 PLAN REVIEW NUMBER: 01-2754 PLAN REVIEWER: MORTEZA BEHESHTI Provide appropriate title on single line diagram for each building. If typical for all buildings then indicate so. Show the ampere interrupting capacity (AIC) ratings of the unit panels. NEC 110-9, 230-65. Show or note on the plans the method used to limit fault currents to 10,000 amps on branch circuits. Specify the wire type (AL or CU) and insulation (i.e. THWN). NEC 310. The building grounding electrode may not be metal pipe connection alone. Specify the grounding electrode. NEC.250- 81 Show the grounding electrode conductor size and wire type (AL/CU). NEC 250-94. Submit load calculations. Include long continuous loads (LCL) and the largest motor loads. NEC 220. Specify the wiring method you intend to use for this project. Indicate the type of conduit to be used when exposed or buried underground, etc. (i.e., EMT, Metal Flex, NMC etc.). NEC 110-3(a) and (b). Show on the plan the location of the service(s) NEC 110-16, 230-2. Show the location of all panels, load centers and switchboards. NEC 110-16,240-24 & 300-21. Submit complete panel schedule(s). Provide building and site electrical design for review. 13.Rebar is not an acceptable grounding electrode for commercial applications in the City of Carlsbad. Please describe what the "UFER" ground will be. (footage, conductor material and size, depth in footing). Carlsbad 01-3254 October 26, 2001 14.Each sheet of the electrical plans must be signed and stamped by the person responsible for their preparation. Business and Professions Code. If utilizing a series-rated system, note on plans: "Overcurrent device enclosures will be identified as series-rated and labeled in accordance with NEC 110-22" and "The overcurrent devices shall be AIC rated per manufacturers, labeling of the electrical equipment". Please change the 1993 NEC code cycle date to 1996. I.e., on the cover sheet. Note: If you have any questions regarding this electrical plan review list please contact Morteza Beheshti 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. PLUMBING (UNIFORM PLUMBING CODE) Provide dryer vent to outside. The maximum length is 14 feet with two 90-degree elbows. UMC, Section 504.3.2. Provide complete water line sizing calculations. Show pressure, fixture units, GPM and maximum developed length. Provide complete drain, waste and vent plans. . ENERGY CONSERVATION Provide plans, calculations and worksheets to show compliance with current energy standards. The version of the computer program that you have used is no longer current. Provide new calculations, using acceptable updated residential computer energy programs. As of June 1, 2001, they are the following: Micropas 6.00 & 6.01 EnergyPro 3.0, 3.1 CalRes 1.39 32. Cloth backed duct tape is no longer permitted to be used as the sole connection for mechanical ducting. Note on the plans that duct tape, as a minimum, meeting the requirements of ULI8I, 181A, orl8lB, shall be used or additional duct attachment devices such as tie wraps or mastic will be required for installing mechanical ducting. Carlsbad 01-3254 October 26, 2001 Detail or note on the plans: "The return air plenum serving the mechanical equipment must be fully ducted from the equipment to the conditioned space. Drop ceilings, wall cavities and equipment platforms may not be used as plenums." The regulations require a properly completed and properly signed Form CF-1 R to be either imprinted on the plans, taped to the plans or "sticky backed" on the plans, to allow the building inspector to readily compare the actual construction with the requirements of the approved energy design. All sheets of the latest CF-1 R form must be imprinted onto the plans (sheets I of 3, 2 of 3 and 3 of 3 must be included). All energy items shown on the plans must be in agreement with the information shown on the properly completed Form CF-1 R. Specify on the building plans all of the mandatory energy conservation requirements as listed on the enclosure titled, "Mandatory Measures Checklist". Show the make, model, type and efficiency of the space heating (or cooling) system. Provide fluorescent general lighting (40 lumens per watt minimum) in kitchen(s) and bathrooms (containing a tub or shower). Note on the plans: "The manufactured windows shall have a label attached certified by the National Fenestration Rating Council (NFRC) and showing compliance with the energy calculations." Carlsbad 01-3254 October 26, 2001 To speed up the review process, note on this list (or a copy) where each crrectidn item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes No L3 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 01-3254 October 26, 2001 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 01-3254 PREPARED BY: Bert Domingo DATE: October 26, 2001 BUILDING ADDRESS: 2618 Pirineos Way BUILDING OCCUPANCY: R 1 TYPE OF CONSTRUCTION: V N BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod.' VALUE ($) Apartment 6364 72.00 458,208 Garage 2176 33.00 71,808 Deck 160 12.00 1,920 Fireplaces 4 2,000.00 8,000 Air Conditioning Fire Sprinklers 8540 1.80 15,372 TOTAL VALUE ' 555,308 Jurisdiction Code Icb Bldg. Permit Fee by Ordinance V I $1,924.72 Plan Check Fee by Ordinance V I $1 ,251.071 Type of Review: I Complete Review fl Structural Only LI Repetitive Fee F-1 Other Hourly , Hour * Esgil Plan Review Fee I $269.46 Esgil Basic Fee 1,077.84 Repetitive Fee (Each) 269.46 Comments: The plans are similar with the one used for CB0I-3250 Sheet 1 of I macvalue.doc C of Clsbaff. uicwor!Engi neering BUILDING PLANCHECK DATE: 'cR - PLANCHECK NO.: CB BUILDING ADDRESS: tet LYOS PROJECT DESCRIPTION: (1 ' ASSESSOR'S PARCEL NUMBER: -/ -D - EST. VALUE: 5P7 O98 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 ft'\ attached report of deficiencies marked W 0. ake necessary corrections to plans or spe fica s for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. By: llJO(ate: By: 49xe_. Date: By: Date: FOR-OFFICIAL, d'SE ONLY ENGINE IN AUTH RlATION TO ISSUE BUILDING PERMIT: By: Daté: ATTACHMENTS LI Dedication Application LI Dedication Checklist LI Improvement Application LI 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: Karen Niemi City of Carlsbad Address: 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: (760) 602-2775 CFD INFORMATION Parcel Map No: Lots: Recordation: LI Right-of-Way Permit Submittal Checklist Carlsbad Tract: and Information Sheet LI Sewer Fee Information Sheet CA 9200817314 • (760) 60272720 • FAX (760) 6O25 U] BUILDING PLANCHECK CHECKLIST SITE PLAN I 2N/ 3RD FJ 1. Provide a fully dimensioned site plan drawn to scale. Show: North Arrow dF Right-of-Way Width & Adjacent Streets Existing & Proposed Structures JV, Driveway widths ,1 Existing Street Improvements Existing or proposed sewer late- raI/ Property Lines Existing or proposed water service ,E Easements Existing or proposed irrigation service 2. Show on site plan: Drainage Patterns Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. 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 47 Size, type, location alignment of existing or proposed sewer and water service ¼f (s) that serves the project Each unit requires a separate service, however, second dwelling units and apartment complexes are .an exception 9 Sewer and water laterals should not be located wi-hin proposed driveways per 1 standards. 3. Include on title sheet: ,A(Site address ,B Assessor's Parcel Number ,v1.egal 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 HAWORDDOCSCMKLSrBuUdIng Plantheck Cklst Form (Geneilc).doc 2 Rev. 7/14/00 BUILDING PLANCHECK CHECKLIST 1ST 2N0 3 rd DISCRETIONARY APPROVAL COMPLIANCE 0 0 4a. Project does not comply with the following Engineering Conditions of approval for ProjectNo.___________________________________________________________ Li LI Li 4b. All conditions are in compliance. Date: DEDICATION REQUIREMENTS i( LI Li 5. Dedication for all street Rights-of-Way adjacent to the building site and any storm / drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $15,000, pursuant to Carlsbad Municipal Code Section 18.40.030. Dedication required as follows: Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 1/2" x 11" plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax. Dedication completed by: Date: 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 Carsbad Municipal Code Section 18.40.040. Public improvements required as follows: Attached please find an application form and submittal checklist for the public. improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the H:WORD\DOCS\CHKLS1'8uUding Plancheck Cklsl Form (RIDDLE - HARVEY 7-12-00).doc 3 Rev. 12126196 BUILDING PLANCHECK CHECKLIST 1ST 2N0 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: PL19 \'JO CI- Date: 2 O 0 0 6b. Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $310 so we may prepare the necessary Future Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building. permit. Future public improvements required as follows: IN 0 El 6c. Enclosed please find your Future Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Future Improvement Agreement completed by: Date: 10 0 0 6d. No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adjacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11.06.030 of the Municipal Code. 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities (cut, fill import, export). El 7b. Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached. NOTE: The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit. . Grading Inspector sign off by: Date: qc.Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) . H:\W0RD'D0CS\CHKLS118uiIding Plancheck Mist Form (Generic 7.I4-00).doc 4 Rev. 7t14/00 NEERN 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 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: LI LI LI 9. INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Camino Real, Carlsbad, CA 92008. District personnel can provide forms and assistance, and will check to see if youc business enterprise is on the EWA Exempt List. You may telephone (760) 438-2722, extension 7153, for assistance. Industrial Waste permit accepted by: Date: LI LI 10. NPDES PERMIT Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit. The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas. Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever occurs first. LI LI 11. ,,U fees are attached E1 No fees required WATER METER REVIEW LI .LI 12a. Domestic (potable) Use Ensure that the meter proposed by the owner/developer is not oversized. Oversized meters are inaccurate during low-flow conditions. If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used. All single family dwelling units received "standard" 1" service with 5/8" service. H:WORD\DOCS\CHKLST\BuIIng Plantheck Cktst Form (Gene,lc).doc 5 Rev. 7114100 BUILDING PLANCHECK CHECKLIST 1ST 2 ND 3RD 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). LI 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 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 (wl 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 H:WORD\DOCS\CHKLST\BuHdIng Plaflthed, Cidsi FOSS (Geneilc).doc 1 6 Rev. 1114100 BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future. U U 0 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. P1 LI 0 0 13. Additional Comments: H:\WORDDOCS\CHKLSflBuIIdirig Plancheck Clds* Form (GefleJic).dOc 7 Rev. 7114100 =$ O?' DIST.#3 4 /212 Vol ( ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET 0 Estimate based on unconfirmed information from applicant. Calculation based on building plancheëk plan submittal. Address:Q-/ 1 KLkLOS 'V'J14 Bldg. Permit No.(13 0 1 - 3 Prepared by: tcl0 Date: 2- !O2- Checked by: Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: Sq. Ft./Units: EDU's: Types of Use: Sq. Ft./Units: EDU's: ADT CALCULATIONS: List types and square footages for all uses. Types of Use: _______________ Sq. Ft./Units: ADT's: Li 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) kNO 0 1. PARK-IN-LIEU FEE PARK AREA & #: FEE/UNIT: X NO. UNITS: TRAFFIC IMPACT FEE ADT's/UNITS: 'I X FEE/ADT: BRIDGE AND 'THOROUGHFARE FEE (DIST. #1 1K 01ST. #2 AD-Ps/UNITS: LI x FEE/ADT: 3I8 IX 4. FACILITIES MANAGEMENT FEE ZONE: Z f' ?O UNIT/SQ.FT.: X FEE/SQ.FT./UNIT: 31O 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/ACE_______ 8. POTABLE WATER FEES UNITS CODE CONNECTION FEE METER FEE SDCWA FEE IRRIGATION lof2 F:\FEE CALCULATION WORKSHEET.dOC Rev. 7/14(00 ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET o g. RECLAIMED WATER FEES UNITS CODE CONNECTION FEE METER FEE TOTAL OF ABOVE FEES*: $___________________ *NOTE: This calculation sheet is NOT a complete list of all fees which maybe due. Dedications and Improvements may also be required with Building Permits. 2 of 2 F:\FEE CALCULATION WORKSHEET.doc Rev. 7/14100 06/13/2002 14:13 FAX 7604384178 1001 GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE PROJECT INSPECTOR_ SoP 00 14 PROJECT ID P1tfZA4C-0S - GRADING PEWIT' NO.. IC' 3 LOTS REQUESTED FOR REEASEL.. N/A = NOT APPLICABLE 4 = COMPLETE 0 a INCOMPLETE OR UNACCEPTABLE 1st 2nd, Site access to requested lots adequate and logicelly gioied. Site erosion control measures adequate. Overall site adequate for health, safety and welfare of public. Letter of request for partial release subirittOd, S. 8 W X 11 site plan (attachment) showing requested lots submitted. Conadion report from Soils engineer subnttad. Engineer of Work certification of work done and pad elevations. Geologic engineer's latter If unusual geologic orsubsiAlaoa conditions exist 9. Projed conditions of approvaltheded forconlll Wd 81 10. Fie hydrants within 500 feetof Wilding combus$es roads access to site. -/ / _____ 1 Ev weather PatIia1 release of grading for the above stated lob is appred for 10 papcee of buading permit 1ssuan. issuance of building pemts is sIll subjéd to all wave City requirements required pursuant to the building permIt process. C) Partial release of the site is denied far the blowing reasons: Date 111 2..- Date aner I PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB 2/3c~5 / Address ,2/S f(4 kz> ' IPlanner Phone (760) 602- Y6 - APN: Type of of Project & Use:i4tt 774-'-- Net Project Density: ,q DU/AC Zoning:6D-i'Vl General Plan:___ 14 _ Facilities Management Zone: CFD (in/out) #/ Date of participation: Remaining net dev' acres:______ Circle One (For non-residential development: Type of land used created by . . this G) 0 0 permit: 0 0 0 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: El" 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 of Approval: Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES NO____ CA Coastal Commission Authority? YES NO____ If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): Coastal Permit Determination Form already completed? YES NO____ • If NO, complete Coastal Permit Determination Form now. • Coastal Permit Determination Log #: Follow-Up Actions: • H:\ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 Inclusionary Housing Fee required: YES ____ NO (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES NO (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing YIN, Enter Fee, UPDATE!) Site Plan: 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). Provide legal description of property and assessor's parcel number. Zoning: Setbacks: Front: Required Shown Interior Side: Required Shown Street Side: Required Shown Rear: • Required Shown Top of slope: Required Shown Accessory structure setbacks: Front: Required Shown Interior Side: Required Shown Street Side: Required Shown Rear: Required Shown Structure separation: Required Shown LI LI 3. Lot Coverage: Required Shown 4. Height: Required Shown LI LI LI 5. Parking: Spaces Required Shown (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown LI LI LI Additional Comments_____________________________________________________ OK TO ISSUE AND. EF9.TERED APPROVAL INTO COMPUTER DATE________ 1) 0 H:\ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 CarIsbadFire Department 013254 1635 Faraday Ave. Fire Prevention Carlsbad, CA 92008 (760) 602-4660 Plan Review Requirements Category.- Building Plan Date of Report: 11/21/2001 Reviewed by: YP Name: Pirineos Pointe, LLC Address: 7909 Silverton Ave. Suite 123 City, State: San Diego CA 92123 Plan Checker: Job #: 013254 Job Name: Pirineos Pointe #2 ,Bldg #: . CBOJ Job Address: 2618 Pirineos 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 improveñ-ients. 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 lD FD Job # 013254 FD File # Job#PIRJ$E P1 Date Page 1of'17 Structural Design For: z AR 'l Ri i'1 CA Index: Page: '• \ R/'' I4.' A Li.. S EfrfTh( CpUAKe P9i &W OF c" Specification: Roof live load 20' "LIVE Concrete 2000ps1 © 28 days (U.N.O.) Concrete blocks Grade "A11 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 1" minimum (U.N.O.) Foundations: All footings shall be placed i B 0 deep on firm undisturbed soil or on approved non-expansive, compacted fill. All coninuous footings shall beej" continuous footing. with (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 Pc7R i lJZP'ria.. Framing: . 1. Headers shall be; 4 x12 in 2 x 4 walls, and 6 x 12 in 2 x 6 walls. ( U.N.O.) .2. All rafters and roof trusses shall be placed directly over wall studs below. 3. 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.B.O.. approved. (U.N.O.) U.N.O. (Unless Noted Otherwise) All headers shall have 2 trimmers minimum (U.N.O.) Studs shall be 160 on center spacing. c2o'/32q 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 10* 14 40 4.. Deck load. 1004 5. Other ('t,) 10 4 too* 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 wil.l provide a higher degree of structural strength, shall prevail. The plans, specifications, and calculations are intended to provide a designintentu 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 owners 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): 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. . OCHELTREE ARCHITECTURE Title: Job # 200 MARINE VIEW AVENUE Dsgnr e: 2:37PM, 11 OCT 01 DEL MAR CA, 92014 (858) 755-4414 scope: (858) 259-0703 Ra51O3OO Page 1 KW-O6a2S23,Ve5.1.. Z24z19N.Wn32 General Timber Beam (C) 1983-09 ENERCALC Description BEAM 101 UNIT A General Information Calculations ale designed to 1997 NDS and 1997 USC Reuj Section Naas Prftm: 7.0x20.0 Center Span 16.50 ft .....Lu 0.00 it Seen Width 7.000 In Left CaThiacier it .....Lu 0.00 it Bean Depth 20.000 in Right Caitileer it .....Lu 0.00 it Mentor Te Truss Joist - MacMillan, Parailan 2.OE Fb Base Allow 2,900.0 psi Load Der. Factor 1.000 FvAlow 290.0 psi Bean End Fbdty Pin-Pin Fc MaN 650.0 psi E 2,000.0 lal Full Lengh Uniform Loads Center DL 120.00 ft Ii 200 00 Wit Left Cantilever DL #/ft Ii #lft Right Carder DL #/ft Ii Wit LTdaILoads #1 DL @ Left 670.00 f/ft Ii © Lt 480.00 f/ft Stal Loc 0.000 it DL @ Right 67000 Wit ft © Right 480.00 f/ft End Loc 6.000 it 02 DL@ Lt 1,045.00 f/ft ft@ Left 1,150.00 f/ft Stal Loc 6.000 it DL@ Right 1,045.00 f/ft LL@ Right 1,150.00 f/ft End Loc 10.560 ft [Point Loads Lhe Load 3,503.0 lbs 4,710.0 lbs lbs lbs lbs lbs lbs ...dlslance 6.500 it 10.500 it 0.000 ft 0.000 it 0.000 it 0.000 it 0.000ft le -II S Beam Design OK Spa 16.50ft, Bean Width = 7.0001n x Depth = 20.in, Ends are Pin-Pin Max Stress Ratio 0.905 :1 Maximum Moment 102.0 k-ft Maximum Shear * 1.5 30.0 k Allowable 112.8 k-ft Allowable 40.6 k Mac. PosithManent 102.04k-ft at 8.118 ft Shear @ Left 19.98 k Max Negative Mjiieut -0.00k-ft at 16.500 it @ Right 16.79k Max @ Lidt Support 0.00 k-ft Canter @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.355 in Max M ailcW 112.78 Reaons... @ Right 0.000 in lb 2,623.87 psi fv 214.09 psi Left DL 9.53 k Max 19.98 k Fb 2,900.00 psi Fv 290.00 psi Right DL 7.61 k Mac 16.79k [eflections Center Span... Deal Load Total Load Left Cantilever... Deal Load Tatal Load Deflection -0.236 in -0.515 in Deflection 0.000 in 0.000 in .J.ocation 8.184 it 8.250 it ...l.ength/Defl 0.0 0.0 ... L-angthID0 837.4 384.60 Right cantilever... Deflection 0.000 in 0.000 in ...LengthlDl 0.0 0.0 OCHELTREE ARCHITECTURE hUe: Job # Degnr Date: 2:37PM, 11 OCT 01 200 MARINE VIEW AVENUE Description: DEL MAR CA, 92014 (858) 755-4414 scope: (858) 259-0703 Page 2 k Rv 510300 U02523,Vef5.l.3.22-JLm-l9999M32 General Timber Beam (C) 1983-99 ENERCAIC Description BEAM 101 UNIT A Stress Calcs Bonding Analysis. Ck 21.298 La 0.000 It Soc 466.667 1n3 Area 140.000 1n2 Cf 1000 Rb 0000 CI 0.000 Max Moment S,oc Rea'd Allowable lb @ Center 102.04 k-ft 422.23 1n3 2,900.00 psi © 14t Support 0.00 k-ft 0.00 in3 1900.00 psi @ Right Support 0.00 k-ft 0.00 1n3 2,900.00 psi Shear Analysis @ Left Support @ Right Support Design Sheer 29.97k 25.19k Area Required 103.354 02 86.847 in2 Fv. A1Ile 290.00 psi 290.00 psi Bearing @ Supports Mac. Left Reaction 19.98 k Bearing Length Recd 4.392 in Max. Right Reaction 16.79 k Boning Length Req'd 3.690 in yaIue J M, V, & 0 @ Specified Locations Moment Shear Deflection © Center Span Location = 0.00 it 0.00k-ft 19.98 k 0.0000 in © Right Cat Location = 0.00 it 0.00 k-ft 0.00 k 0.0000 in @ Lcit Cant Location = 0.00 ft 0.00 k-ft .. 0.00 k 0.0000 in OCHELTREE ARCHITECTURE Tide: Job # 200 MARINE VIEW AVENUE DMPW. Date: 2:41 PM, 11 OCT 01 Description: DEL MAR CA, 92014 (858)7554414 . scope: (858) 259-0703 Page 1 Re 510300 User N-O6O2523, Vc 5.1.3, V-J,,,-1999. Wn32 General Timber Beam c:cnrrnos.ecwCalculations (C) 1983-99 ENERCLC - -- _______ Description BEAM 101 UNIT B LGeneral Information Calculations are designed to 1997 NW and 1997 UBC RequlremenIs Section Nam Prftm: 7.0x200 Center Span 16.50 ft .....Lu 0.00 ft Bean Width 7.000 in Lt Centheser ft -----Lu 0.00 ft Bean Depth 20.000 in Right Catileer ft .....Lu 0.00 ft Member Type Truss Joist - MMlUan, Paradan 2.0E Fb Be Allow 2,900.0 psi Load Our. Factor 1.000 FvAlow 290.0 psi Bean End Fodty Pin-Pin FcAbw 650.0 psi E 2,000.0 ksi I Full Len9h Uniform Loads Center Dl 120.00 Mt IL 200.00 Mt Lt Cantheer Dl Mt IL Wit Right Cantileer DL Wit LL Wit I Trapezoidal Loads #1 DL @ Left 1,010.00 #111 U. @ left 820.00 Wit SW LW 0.000 ft DL @ Right 1,010.00 Wit U.. @ Right 820.00 Wit End L.oc 6.000 ft #201 @ Lt 1,045.00 Wit IL @ Left 1,150.00 Wit Start Icc 6.000 ft Dl © Right 1,045.00 #111 IL @ Right 1,150.00 Wit End Icc 10.560 ft Point Loads Deed Load 301.0 lbs 4,069.0 lbs lbs lbs lbs lbs lbs Lie Load 1,503.0 lbs 4,710.0 lbs lbs lbs lbs lbs lbs ...distaioa 6.500 ft 10.500 ft 0.000ft 0.000 It 0.000 ft 0.000 ft 0.000ft "J Beam Design OK Spa= 16.50ft Bean Width = 7.0001n x Depth = 20.in, Ends are Pin-Pin Max Stress Ratio 0.844 1 Maximum Moment 952 k-ft Maximum Shear * 1.5 31.3 k Allowable 112.8 k-ft Allowable 40.6 k Max. Positive Moment 9&20 k-ft at 8.448 ft Shear @ Left 20.90 k Max. Negative Moment -000k-ft at 16.500 it © Right 15.96 k Max@LeftSupport 0.00 k-ft Canter @L&t 0.000 in Max © Right Support 0.00 k-ft © Center 0.332 in Max. M allow 112.78 Reactions... @ Right 0.000 in lb 2,447.94 psi fv 22388 psi Left DL 9.98 k Max 20.90 k Fb 2,900.00 psi Fv 290.00 psi Right DI 7.19 k Max 15.96k [eflections Center Span... Deal load Tntal Load Left Cantilever... Dead lOad Total Load Deflection -0.222 in -0.485 in Deflection 0.000 in 0.000 in ...Location 8.184 ft 8.250 ft ...Length/Def1 0.0 0.0 ..Length!Dotl 893.8 40822 Right Cantilever... Deflection 0.000 in 0.000 in ...LengthlDotl 0.0 0.0 OCHELTREE ARCHITECTURE 200 MARINE VIEW AVENUE DEL MAR CA, 92014 (858) 755-4414 (858) 259-0703 Re 510300 Uw-. KW0602523. V 5.1.3. 22-Jj.-I999. Vn32 Title: Dagnr Description: Scope: General Timber Beam Job # Date: 2:41 PM, 11 OCT 01 Pap Description BEAM 101 UNIT B Stress Calcs Bending Analysis Ck 21.298 La 0.000 It Soc 466.667 1n3 Area 140.000 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Mmient Sxx Rd AIkwalJe lb @ Center 95.20 k-ft 393.92 1n3 2,900.00 psi Left Support 0.00 k-ft 0.00 in3 2900.00 psi @ Right Support 0.00 k-ft 0.00 1n3 2,900.00 psi Shear Analysis @ Left Support © Right Support Design Shear 31.34 k 23.93 k eaRequund 108.081 in2 82.533 1n2 Fv A1Icw1e 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 20.90 k Bearing Length R'd 4.592 In Max. Right Reaction 15.96 k Bearing Length Reqd 3.507 in IQue'y Values . - M,V,&D Q Specffled Locatloàs Moment Shear Deflection @ Center Span L.ocalion = 0.00 ft 0.00k-ft 20.90 k 0.0000 In @ Right Cant. I ocefhrm = 0.00 ft 0.00k-ft 0.00 k 0.0000 in @ Left Cat Location = 0.00 ft 0.00k-ft 0.00 k 0.0000 in OCHELTREE ARCHITECTURE Title: Job S 200 MARINE VIEW AVENUE Dsgnr Date: 4:14PM, 11 OCT 01 Description: DEL MAR CA, 92014 (858) 755-4414 scope: (858) 259-0703 I R 510300 Page 1 Ver General Timber Beam abons (C) 1983.99 ENERCPJ.0 - -- ________ Description BEAM 102 General Information Calculations are designed to 1997 NDS and 1997UBCRequirements - Section Name Polim: 5.25x14.0 Center Span 26.00 it .....Lu 0.00 it Bean WIdth 5.250 in Left Cantilever it .....Lu 0.00 it Bean Depth 14.000 in Right Canti it .....Lu 0.00 it Member Type Truss Joist - MacMillan, Parallan 2.OE Fb Be Allow 2,900.0 psi Load Our. Factor 1.000 FvAlkm 290.0 psi Bean End FUdty Pin-Pin Fc PJI, 650.0 psi E 2,000.0 ksi I Full Lengh Uniform Loads Center DL 13.00 #/ft U 52.00 #lft Left Caitila.nr DL #I'ft LL #fft Right Cantde.er DL #/ft LL #fft Point Loads Deal Loal 380.0 lbs lbs lbs lbs lbs lbs lbs Live Load 1,520.0 lbs lbs lbs lbs lbs We lbs ...distance 9.000 ft 0.000 ft 0.000 ft 0.000 it 0.000 ft 0.000 It 0.000ft 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= 26.00ft, Bean Width = 5.2501n x Depth = 14in, Ends are Pin-Pin Max Stress Ratio 0.389 : 1 Maximum Moment 16.1 k-ft Allowable 41.4 k-ft Max. Posithe Moment 16.13k-ft at 9.048 ft Max. Negative Moment 0.00k-ft at 0.000 it LAW @Left Support 0.00 k-ft Max @Rip Support 99, II ,.dl... 0.00 k-ft AAC 19999. lvi aii,j,v -, I Reactions... lb 1,128.92 psi fv 42.60 psi Left DL Fb 2,900.00 psi Fv 290.00 psi Right DL Deflections Right Comber. © Left @Center @ Right 0.42 k Max 0.30k Max Maximum Shear 9 1.5 Allowable Shear Left Center Span... Dead Load Total Load Left Cantilever... Dead Load Tca1 Load Deflection -0.144 in -0.718 in Deflection 0.000 in 0.000 in ...IocatIon 12.272 ft - 12.272 ft ...Length/Defl 0.0 0.0 ...Length!Defi 2,174.0 434.80 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 It S,oc 171.500 1n3 Area 73.500 in2 1.000 Rb 0.000 CI 0.000 Max Moment Soc Read Pdbable 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 1n3 2,900.00 psi Shear Analysis © Left Support @ Right Support Design Shear 3.13 k 2.25 k Area Required 10.796 1n2 7.773 1n2 Fv Akal1e 290.00 psi 290.00 psi Bearing @ Supports Max. 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 Title: Job # Data: 4:1513M, 11 OCT 01 Dsgnr 200 MARINE VIEW AVENUE S Description: DEL MAR CA, 92014 (858) 7554414 Scope: (858) 259-0703 .Page 1 Rev 510300 General Timber Beam c:pirineos.ecw.calculations UseT KW-06025. ye, 5.1.3. 22-Jtn-1999. V9n32 (C) 1983-99 ENERCA(.0 Description BEAM 103 General Information Calculations are designed to 1997 PIUS and 1997 UBC Requirem sno ents 11, Section Nam Pillm: 3.6x14.0 Center Span 8.00 it -----Lu 0.00 ft Bean Width 3.500 in Left CMiior It -----Lu 0.00 ft Bean Depth 14.000 in Right CantiIer ft .....Lu 0.00 ft Member Type Truss Joist - MacMillan, Parallan 2.0E Fb Base Ail, 2,900.0 psi Load Dur. Factor 1.000 Fv Allow 290.0 psi Bean End Fodty Pin-Pin Fc Allow 650.0 psi E 2,000.0ll I Full Lengh Uniform Loads Center DL 95.00 *ft U. 380.00 #r'ft Left CaThlenr DL #/ft Li. #lft Right Cantllmar DL #/ft U. #1t Beam Design OK 2.8 k 142 k 1.90 k 1.90 k 0.000 In 0.008 in 0.000 in 1.90 k 1.90k Span= 8.00ft, Bean Width = 3.500m x Depth = 14.in, Ends we Pin-Pm Max Stress Ratio 0.201 I Maximum Moment 3.8 k-ft Allowable 27.6 k-ft Max. Posbm Moment 3.80k-ft at 4.000 It Max. Negative Moment 0.00k-ft at 0.000 ft Max @ Left Support 0.00 k-ft Max ©Right Support II .JI... 0.00 k-ft -- dIINv 4r.00 Reions... lb 398.83 psi Iv 58.16 psi Left DL Fb 2,900.00 psi Fv 290.00 psi Right DL Deflections @ Right Comber @Left @Center @ Right 0.38k Max 0.38k Max Maximum Shear *1.5 Allowable Shear (Left Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.005 in -0.027 in Deflection 0.000 in 0.000 in ...Location 4.000 ft 4.000 ft ...Length/Defl 0.0 0.0 ...LengthDefl 17,551.6 3,510.33 RightCantilever... Deflection 0.000 in 0.000 in ...Length/Defl 0.0 0.0 Stress Calcs .-- Bending Analysis Ck 21.298 La 0.000 ft S,oc 114.333 in3 Area 49.000 1n2 1.000 Rb 0.000 Cl 0.000 Max Moimnt S)oc Rea'd ftjkmthte lb @ Center 3.80 k-ft 15.72 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 2.85 k 2.85 k Area Required 9.828 In2 9.828 1n2 Allowable 290.00 psi 290.00 psi Bearing © Supports Max Left Reaction 1.90 k Bearing Length Reqd 0.835 in Max. Right Reaction 1.90 k Bearing Length Req'd 0.835 in Query Values -- M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k-ft 1.90 k 0.0000 in @ Right Cant Location = 0.00 ft 0.00k-ft 0.00k 0.0000 in @ Left Cant Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in OCHELTREE ARCHITECTURE Tide: Job # Dsgnr. Date: 4:15PM, 11 OCT 01 200 MARINE VIEW AVENUE S Description: DEL MAR CA, 92014 (858) 7554414 Scope: (858) 259-0703 Ray. 5lO3 'Pap I kw-0602523, Vw 5.13. fl-J,.1g99. 99n32 General Timber Beam ecwcaicuitions (C) 1983-99 ENERCAIC Description BEAM 104 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Nam Prim: 3.5x14.0 Center Span 8.00 ft .....Lu 0.00 ft Been Width 3.500 In Left Cantilever It .....Lu 0.00 ft Been Depth 14.000 in Right Cantilmer It .....Lu 0.00 ft Member Type Truss Joist - MacMillan, Parellan 2.OE Fb Base Allow 2,900.0 psi Load Dur. Factor 1.000 Fv Allow 290.0 psi Been End Fbdty Pin-Pin Fc Allow 650.0 psi E 2,000.0 ksi Full Lengh Uniform Loads Center DL 310.00#11't Ii 535.00 #Jft Left Cantilever DL #fft Li #/ft Right Carthleer DL #/ft Li #Itt Beam Design OK Span= 8.00ft, Been Width = 3.500tn x Depth = 14.in, Ends are Pin-Pin Max Stress Ratio 0.357 : 1 Maximum Moment 6.8 k-ft Maximum Shear * 1.5 5.1 k Allowable 27.6 k4t Allowable 14.2 k MaxPositive Moment 6.76k-ft at 4.000 ft Shear @ Left 3.38 k Marc. Nngathe Moment 0.00k-ft at 8.000 It @ Right 3.38 k Max © Left Support 0.00 k-ft Gaiter © Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.027 in Marc. M allow 27.63 .- .. ... @ Right 0.000 in fb 709.50 psi fv 103.47 psi LeftDL 124 k Max 3.38 k Fb 2,900.00 psi Fv 290.00 psi Right DL 1.24 k Max 3.38k [eflections Center Span... Dead Load total Load Left Cantilever... Dead Load Total Load Deflection -0.018 in -0.049 in Deflection 0.000 in 0.000 in ...Location 4.000 ft 4.000 ft ...Length/Defl 0.0 0.0 .-Length/Dell 5,378.7 1,973.26 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Defl 0.0 0.0 Stress Calcs Bending Analysts Ck 21.298 Le 0.000 ft SXX 114.333 in3 Area 49.000 1n2 1.000 Rb 0.000 CI 0.000 Max Moment Sxx Reid 44Jlowthle lb @ Center 6.76 k-ft 27.97 1n3 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 1n3 2,900.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 5.07 k 5.07 k Area Required 17.483 in2 17.483 1n2 Fv. Alkralle 290.00 psi 290.00 psi Bearing @ Supports Mac Left Reaction 3.38 k Bearing Length Req'd 1.486 in Max Right Reaction 3.38 k Bearing Length Req'd 1.486 in Values M, V, & D @ Specified Locations Moment Shear Deflection © Center Spa's 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 Title: Job # 200 MARINE VIEW AVENUE Dsgnr: Date: 4:15PM. 11 OCT 01 Description: DEL MAR CA, 92014 - (858) 765-4414 Scope: (858) 259-0703 Rev. 5103 Page 1 00 I UWK503523.Ver5.I.3.22Jtm-1 ON, Wm32 General Timber Beam (C) 1983-00 O00RCALC Description BEAM 105 General Information Cajculatlons are designed to 1991 NDS and 1997 USC Requj Section Nome PilIm: 5.26x14.O Center Span 23.00 ft .....Lu 0.00 ft Bean With 5.250 in 141 Cantilever ft .....Lu 0.00 ft Bean Depth 14.000 in Right Cantilever It .....Lu 0.00 ft Mener Type Truss Joist - Mac9lIan, Parallan 2.OE Fb Base Allow 2,900.0 psi Load Our. Factor 1.000 Fv Allow 290.0 psi Bean End Focity Pin-Pin Fc Allay 650.0 psi E Z000.0ksi Full Lengh Uniform Loads Center DL 13.00 #Ift Ii 53.00 #flt Left Cantilever DL #/ft U. #/ft Right Cantilever DL #/ft Li #/ft Trapezoidal* Loads #1 DL@ Left 193.00 #,'ft LL@ Left 60.00 #/ft Stat Loc 23.000 ft DL © Right 193.00 #!ft IL © Right 60.00 #(ft End Loc 26.000 ft Point Loads L)eadlaal 1240.0 lbs lbs lbs lbs lbs lbs lbs Live Load 2,140.0 lbs lbs lbs lbs lbs lbs lbs ...distanoa 23.000 ft 0.000 ft 0.000ft 0.000 ft 0.000 ft 0.000 ft 0000ff L IIIUI7 - Beam Design OK Spar= 23.00ff, Bean Width = 5.250in 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. Peattive Moment 4.36k-ft at 11.500 ft Shear @ Left 0.76 k Mac. Negative Moment 0.00k-ft at 23.000 ft @ Right 0.76 k Max ©LefLSupport 0.00 k-ft Comber @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 fb 305.37 psi fv 15.49 psi LeftDL 0.15 k Max 0.76 k Fb 2,900.00 psi Fv - 290.00 psi Right DL 1.39k Max 4.14k [Deflections Center Span... Deal Load Tilal iced Left Cantilever... Dead Load Total Load Deflection -0.034 in -0.173 in Deflection 0.000 in 0.000 in ...Location 11.500 ft 11.500 ft ...Length/Defl 0.0 0.0 ...Length/Def1 8,096.1 - 1,594.68 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Defl 0.0 0.0 OCHELTREE ARCHITECTURE 11110: Job # 200 MARINE VIEW AVENUE Degnr. Date: 4:15PM, 11 OCT 01 : DEL MAR CA, 92014 Description (858) 755-4414 Scope: (858) 259-0703 I Rev. 5103(8) I 02523.Ve5.1.322-Ju,-1Q99W)n32 General Timber Beam Page 2 I K) 1983-89 6NERCALC Description BEAM 105 Calcs Bending Analysis Ck 21.298 Le 0.000 ft So. 171.500 1n3 Area 73.500 1n2 1.000 Rb 0.000 CI 0.000 Max Moment So Read PJlwIe fb @ Center 4.36 k-ft 18.06 in3 2,900.00 psi @ Left Support 0.00 k-ft 0.00 1n3 2,900.00 psi ©' Right Supped 0.00 k-ft 0.00 1n3 2,900.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.14k 1.14k Area Reqiized 3.926 1n2 3.926 1n2 Fv: A11abIe 290.00 psi 290.00 psi Bearing @ Supports IWANDL Left Reaction 0.76 k Boning Length Req'd 0.222 in Max. Right Reaction 4.14 k Boning Length Reqd 1.213 in Query Values - M. V,&D @ Specified Locations Moment Shear Deflection © Center Span Location = 0.00 ft 0.00 k-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 ft 0.00k-ft 0.00 k 0.0000 in OCHELTREE ARCHITECTURE Title: Job # 200 MARINE VIEW AVENUE Dsgnr: Date: 4:16PM, 11 OCT 01 Description: DEL MAR CA, 92014 (858) 755-4414 Scope: (858) 259-0703 I Re'. 510300 Page 1 KW-06D25 V 5.13, n.199g. 9932 General Timber Beam (C) 1983-99 99LERC c:ec\pirineos.ecwCatcuIations Description BEAM 201 General Information Calculations are designed to 1997 NDS and 1997 USC Requirements Section Naie Prim: 3.5xl1.875 Center Span 8.00ft .....Lu 0.00 It Beom Width 3.500n, Left CantiIer ft .....Lu 0.00 ft Beam Depth 11.875 in Right Cantileu it .....Lu 0.00 It Member Type Truss Joist - MacMillan, Parallan 2.OE ft Base Allow 2,900.0 psi Load Dur. Factor 1.000 FvAIcw 290.0 psi Bean End Fbdty Pin-Pin ft Allow 650.0 psi E 2,000.0 ksi I Full Uniform Loads -- - -- Center DL 30.00#/It U.. 150.00 #ft Left Centileu DL #lft LL #'ft Right Cantte'er DL Wft LL #'ft Point Loads Lhe Load lbs lbs lbs lbs lbs lbs lbs ...distance 1.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft Beam Design OK Spa1F 8.00ff, Bean Width = 3.5001n 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 Ma Positive Manx" 1.67k-ft at 3.680 ft Sheer @Left 1.11 k Max. Negative Moment 0.00k-ft at 8.000 It @ Right 0.78 k Max @Left Support 0.00 k-ft Camber @L.eft 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.009 in Max. M eflev., 19.88 Reactions... @ Right 0.000 in fb 244.17 psi fv 40.20 psi Left DL 0.51 k Max 1.11 k ft 2,900.00 psi Fv 290.00 psi Right DL 0.18k Max 0.78k Deflections Center Span... Dead Load Tcal Load Left Cantilever... Dead Load Total Load Deflection -0.006 in -0.020 in Deflection 0.000 in 0.000 in ...LocatioA 3.712 It 3.904 ft ...Length/Defl 0.0 0.0 ...Longth/Defl 16,039.5 4,773.75 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 Scc 82.259in3 Area 41.563 1n2 1.000 Rb 0.000 Max Moment Cl 0.000 SRea'd Allowabletb @ 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 0.0013 2,900.00 psi Shear Analysis @ Left Support © Right Support Design Shear 1.67k 1.16k Area Required 5.761 in2 4.015 in2 Fv Allowable 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 1.11 k Boning Length Req'd 0.490 in Max. Right Reaction 0.78 k Bearing Length Req'd 0.341 in OCHELTREE ARCHITECTURE 200 MARINE VIEW AVENUE DEL MAR CA, 92014 (858) 755-4414 (858) 259-0703 Title: Dsgnr Description: Job # Date: 3:21 PM. 11 OCT 01 Re. 51O3 L523Ve5.1.3.23.Jg,-l999,W1n32 General Timber Beam ° (c) 1983.99 ENERCALC Description BEAM 202 [era Information Calculations are designed to 1997 NOS and 1997 UBC Requlrernents Section Name Prim: 5.25x14.0 Center Span 11.50 ft .....Lu 0.00 ft Bean Width 5.250111 Left Cantilever ft .....Lu 0.00 ft Bean Depth 14.000 In Right CathIeier ft .....Lu 0.00 ft Member Type Truss Joist - MacMillan, Paralian 2.OE Fb Base Allow Z900.0 psi Load Our. Factor 1.000 FvAllow 290.0 psi Bean End Fcdty Pin-Pin Fc ftJkw 650.0 psi E 2,000.0 ksi L:!2ezoidaI Loads -- #1 Dl Left 95.00 #.'ft LI @ Left 380.00 SIft Start Loc 0.000 it Dl @ Right 95.00 Sift LL © Right 380.00 S/ft End Icc 9.000 ft #2 DL @ Left 130.00 S/It IL @ Left 529.00 S/ft Start Loc 9.000 It DL@ Right 130.00 #/ft LL@ Right 520.00 S/ft End bc 11.500 It I Point Loads _J Deed Load 200 01bs lbs lbs lbs lbs lbs lbs Lim Load 600.0 lbs lbs lbs lbs lbs lbs lbs ...distance 9.000ft 0.000ft 0.000ft 0.000ft 0.000ft 0.000 ft 0.000ft Beam Design OK Spar= 11.501t. Bean Width = 5.250in x Depth = 14.in, Ends as Pin-Pin Max Stress Ratio 0.264 : 1 Maximum Moment 9.2 k-ft Maximum Shear *1.5 5.6 k Allowable 41.4 k-ft Aflowwable 21.3 k Max. Positive Moment 9.18k-ft at 6.210 ft Shear @ Left 2.95 k Max. Negalhe Mcinent -0.00k-ft at 11.500 ft @ Right 3.75k Max @ Left Support 0.00 k-ft Camber @ Left 0.000 in Max @ Right Support 0.00 k-ft © Center 0.028 in Max M alkw 41.45 Reactions... @ Right 0.000 in lb I 642.15 psi fv 76.48 psi Left DL 0.60 k Max 2.95 k Fb 2900.00 psi Fv 290.00 psi Right DL 0.78 k Max 3.75k [tlections Th Center Span.... Deal Load Total Load Left Cantilever... Dead Load Tcai Load Deflection -o.oig in -0.002 in Deflection 0.000 in 0.000 in ...Localion 5.888 ft 5.842 it ..iengthlDefl 0.0 0.0 ...LengthlDeo 7,263.8 1,496.93 Right Cantilever... Deflection 0.000 in 0.000 in ...LengthlDefl 0.0 0.0 [Stress Calcs Bending Analysis Ck 21.298 i.e 0.000 ft S,oc 171.500 in3 Area 73.500 1n2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Soc Redd AitGlthie lb © Center 9.18 k-ft 37.98 in3 2900.00 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 4.43 k 5.62 k Area Required 15.273 in2 19.382 in2 Fv ftJiowdsle 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 Title: Job # 200 MARINE VIEW AVENUE Dsgnr Date: 3:47PM, 11 OCT01 Description: DEL MAR CA. 92014 (858) 755-4414 Scope: (858) 259-0703 page i Re 510300 Multi-Span Timber Beam (c) 1983-99 ENERCAJ.0 c:irineos.ecwCaIcu)aons Description BEAM 203 General Information Truss Joist - MacMilan, Pan 2.OE Fb: Basic Allow 2,900.0 psi Elastic Modulus 2,000.0 ksi Spans Considered Continuous Over Support Fv: Basic Allow 2900 psi Load Duration Factor 1.000 Calculations are desicinod to 1997 NDS and 1997 USC Requirements Timber Member Information -. Description BEAM 203 LFYT BEAM 203 Span ft 5.50 15.00 Timber Section dlm: 5.25x14. PTlIm: 5i5x14. Beam Width in 5.250 5.250 Beam Depth in 14.000 14.000 EndFbdly Pin-Pin Pln - Pn La: Unbraced Length ft 0.00 0.00 Member Type Loads Lhe LOW Used This Span? Yes Yes Dead Load #ffil 600 6Z00 Lhe Load #Ift ! 250.00 250.00 Deal Load *ftl 580.00 Lim Load #/ft 400.00 start It 7.000 End ft 5.500 15.000 Point #1 Dead Load ins 1,140.00 1,900.00 IlieLoal lbs 1,140.00 2545.00 ft 0.100 7.000 Results - Inax @ Cntr in-k 0.0 330.5 ft 0.00 8.50 Max@Left End in-k 0.0 -311.0 Max© Right End in-k -311.0 0.0 fb:Mtual psi 1,813.5 1,926.9 Pb: Ailonalle psi 2,900.0 2,900.0 Bending OK Bending OK Shear (Left k 1.62 8.53 Shear @ Right kj 5.61 8.44 fv:Actuat psi 107.1 167.1 Fv: Alkivable psi 290.0 290.0 Shear OK Shear OK Reactions & Deflection DL © Left k -074 5.68 LL@Left k -0.88 8.46 Total @ Left k 462 14.14 DL © Right k 5.68 4.01 U..©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 ft 0.00 0.00 Moment in-k 0.0 -311.0 Shear lbs -1.6 8.5 Deflection in 0.0000 0.0000 OCHELTREE ARCHITECTURE Title: Job # 200 MARINE VIEW AVENUE Dsgnr Date: 3:57PM, 11 OCT 01 Description: DEL MAR CA, 92014 (858) 7554414 scope: (858) 259-0703 Rev: 510300 Page I I UwKW.0602523.Ver5.1.3.224in.I599,W1n32 Multi-Span Timber Beam rinecs.ecCaIcuiadons (C) 1983-09 ENERCALC c: c Description BEAM 204 General Information Truss Joist - MecMdIai, Parallan 2.OE Fb: Basic Mow 2,900.0 psi Elastic Modulus 2,000.0 ksi Spam Considered Continuous Over Support Fv: Basic Allow 290.0 psi Load Duration Factor 1.000 Calculations are designed to 1997 NDS and 1997 UBC Requirements Timber Member Information Description BEAM 204 RIGI{TEAM 204 MIDDLE BEAU 204 LEFT Span It 5.50 7.50 8.00 Timber Section rflm: 52.5x14. Prtlm: 5.25x14. Bean Width in 5.250 5.250 0.000 Bean Depth in 14.000 14.000 0.000 End Fixity Pin - Pin Pin - Pin Pin - Pin Le. Unbraced Length ft 0.00 0.00 0.00 Merrther Type . SUB Loads Lhe Loaf Used This Span 7 Yes Yes Yes Deal Load #lfti 260.00 280.00 60.00 Lbe Load #/fti 140.00 160.00 60.00 Point #1 Deal Load Ibsi Live Load lbsj 888.00 888.00 ft 0.100 7.500 Results - C Mmax ( ntr in-k 9.6 132 2.1 ft 1.87 3.65 6.29 Max @ Left End in-k: 0.0 -21.8 -26.2 Max@ Right End in-k! -21.8 -26.2 0.0 fb:Actual psi 126.8 153.1 0.0 Fb: Allowable psi 2,900.0 2,900.0 0.0 Bending OK Bending OK Bending OK Shear @Left k 1.64 1.60 0.75 Shear Right kj 1.45 2.59 0.21 fv:tual psi: 19.9 23.9 0.0 Fv:Allowable psi 290.0 290.0 0.0 Shear OK Shear OK Shear OK Reactions & Deflection _J 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 LLRlght k 1.10 1.84 0.14 Total @ Right Ic 3.05 3.34 0.21 Max. Deflection in -0.001 -0.003 0.000 It 2.16 3.65 0.00 I Query Values 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 OCHELTREE ARCHITECTURE Title: Job # 200 MARINE VIEW AVENUE Date: 4:03PM, 11 OCT 01 Dsgnr: Description: DEL MAR CA, 92014 (858) 755-4414 S Scope: (858) 259-0703 . Rev: 510300 Page 1 I uo KW-O6025,v5.1.3, 22.J1g99.v8,02 General Timber Beam c) 1983-99 B4ERCALC c:ec\pirineos.ecw:CalcuIabons Description BEAM 205 General Information Calculations are designed to 1997 NOS and 1997 USC RequirementsJ Section Name Prtlm: 3.5x14.0 Center Span 6.00 ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....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 Dur. Factor 1.000 Fv Allow 290.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi E 2,000.0 ksi Trapezoidal Loads #1 DLLeft 293.00 SM LL©Left #/ft StariLoc 0.000 ft DL @ Right #lft LL @ Right #lft End Loc 0.000 ft 1F2 UL (CD Len 15200 *11 IL CM Len Wn Stan LOC 0.0th) It DL @ Right #/ft IL @ Right #/ft End Loc 0.000 ft Point Loads Dead Load -739.0 lbs lbs lbs lbs lbs lbs lbs Live Load -877.0 lbs lbs lbs lbs lbs lbs . lbs ...distance 3.000 ft 0.000 ft 0.000 ft 0.000 ft ft 0.000 0.000 ft 0.000 ft Beam Design OK 0.8 k 14.2 k 0.52 k 0.36 k 0.000 in 0.001 in 0.000 in 0.08 k -0.36k Span= 6.00ft, Beam Width = 3.5001n x Depth = 14.in. Ends are Pin-Pin Max Stress Ratio 0.055 : 1 Maximum Moment -1.4 k-ft Allowable 27.6 k-ft Max. Pose 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 (tA..... AN ...II...... 0.00 k-ft fl7 Ofl IV99A.. lvi øilUVV 4' Reactions... fb 149.33 psi fv 15.93 psi LeltDL Fb 2900.00 psi Fv 290.00 psi Right DL Deflections @ Right Camber @ Left @ Center @ Right 0.52 k Max 0.08k Max Maximum Shear 1.5 Allowable Shear: Loft 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 ...Length/Defl 0.0 0.0 .Length/Dell 125,730.5 18,936.46 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Defl 0.0 0.0 Stress Ccs Bending Analysis Ck 21.298 Le 0.000 ft Sxx 114.3331n3 Area 49.000 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Reg' Allowable fb @ 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 in2 1.878 in2 Fv. Allowable 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 0.08 k Bearing Length Req'd 0.036 in Max. Right Reaction -0.36 k Bearing Length Req'd 0.160 in Bar Develop ABOVE Ht. in= 30.00 30.00 Bar Lap/Hook BELOW Ht in = 30.00 6.00 Wall Weight psf = 78.0 78.0 Rebar Depth 'd' in= 5.25 5.25 Masonry Data psi= 1,500 1,500 Fs 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 = Medium Weight Concrete Data ft psi Fy psi Other Acceptable SIzes & Spacings Toe: #4@ 11.25 in, #5@ 17.50 in, #6© 24.75 in, 97@ 33.50 in, #8@ 44.25 in, #9@ 4 Heel: Net req'd, Mu <S * Fr Key. Net req'd, Mu <S * Fr OCHELTREE ARCHITECTURE Title: Job # Dsgnr Date: 2:31PM, 4JUL01 200 MARINE VIEW AVENUE Description: DEL MAR CA, 92014 (858) 7554414 scope: (858) 259-0703 R Page 1 ev 5IO3 (C) 1883-99 ENERC?LC Cantilevered Retaining Wall Design c-ec\pirineos.ecw.CalcuIations1 Description Criteria Retained Height = 6.00 ft Wan height above soil = 0.75 it Slope Behind Wall = 0.00:1 Height o( Sod otorToe = 0.751n Sal Density = 110.00 pcf Wind on Stein 0.0 psf Soil Data Allow Sal Beating = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 Toe Active Pressure = 40.0 Passive Pressure = 400.0 Water height over heel = 0.0 it Footiri9llSoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 In Footing Strengths & Dimensions ft = 2,000 psi Fy = 24,000 psi Mm. As % = 0.0012 Toe Width = 2.00 it Heel Width = 1.00 Total Fooling Width = Fading Thickness 12.00 in Key Width = 12.00 in Key Depth = 14.001n Key Distance from Toe = 150 it Axial Dead Load = 290.0 lbs Axial Live Load = 600.0 lbs I Stem Construction 0 Top Stem Axial Design summary J Total Bearing Load = 2,518 lbs ...resultant ecc. = 1.72 in Soil Pressure @Toe = 1,079 psf OK Soil Pressure @Heel = 599 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACl Factored @Toe = 1,443 psi ACI Factored © Heel = 801 psf Footing Shear @ Toe = 19.8 psi OK Footing Shear @ Heel = 7.8 psi OK Allowable = 75.0 psi Wall Stability Ratios Oertuming = 1.89 OK Siding = 1.60 OK Sliding Caics (Vertical Component Used) Lateral Siding Force = 957.4 lbs less 100% Passive Force = - 993.8 lbs less 100% Friction Force = - 575.4 lbs Added Force Reqd = 0.0 lbs OK .for 1.5:1 Stability = 0.0 lbs OK I_Footing Design Results Toe Heel Factored Pressure = 1,443 801 psf Mu': Upward = 0 0ft4 Mu':Dcwiwad = 0 279ft-# Mu: Design = 2,448 279 ft-# Actual 1-Way Shea = 19.79 7.75 psi Allow 1-Way Shea = 76.03 76.03 psi Toe Reinforcmg = Now Spec'd Heal Reinforcing = None Specd Key Reinforcing = None Specd Cover © Top = 3.00 in @ Btm.= 3.00 in Axial Load Eccentricity = 0.0 in 2nd Stem OK 0.00 Masonry 8.00 #5 8.00 Edge Stem OK 2.75 Masonry 8.00 #5 16.00 Edge 0.230 0.910 211.3 719.9 228.9 1,440.0 1,407.1 1,7519 3.8 13.4 25.8 25.8 Design height ft = Wall Material Above "Ht" = Thickness = Reba Size = Reba Spacing = Reber Placed at = Design Data fhJFB + falFa = Total Force © Section lbs = Moment-Actual ft-# = Moment ... fiJlthle ft-#= Shear .... Actual p51= Shear .... .Ali,al,le psi = OCHLTREE ARCHITECTURE Title: 200 MARINE VIEW AVENUE Dsgnr : DEL MAR CA, 92014 Description (858) 7554414 Scope: (858) 259-0703 Job # Date: 2:31PM, 4JUL01 Page 2 Re' 510300 I Cantilevered Retaining Wall Design c:ecpinneos.ecw'.Calculations I (C) 1983-99 BERCA1.0 Description I OVERTURNING RESISTING.... Force Distance Moment Force Distance Moment Item Is ft ft-# lbs ft ft-# Heel Adthle Pressure = 980.0 2.33 2,286.7 Soil Over Heel = 220.0 2.83 623.3 Toe Active Pressure = -22.6 0.35 -8.0 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel Adjacent Footing Load = Adjacent Footing Load = Added Laterel Load = Adal Deal Load on Stem = 290.0 2.33 676.7 Load @ Stem Above Soil = Soil Over Toe = 13.8 1.00 13.8 SeismicLoad = Surcharge Over Toe = Total = 957.4 O.T.M. = 2,278.7 Stem Weight(s) = Earth @ Stern Transitions = 526.5 2.33 1,228.5 ReslstlnglOvertumlng Ratio = 1.89 Footing Weight = 4500 1.50 675.0 Vertical Loads used for Soil Pressure = 2,517.9 lbs KY Weight = 175.0 2.00 350.0 Vert. Component = 242.7 3.00 728.1 Vertical component of active pressure used for sod pressure Total = 1,917.9 lbs R.M. 4,2953 DL= 290., LL= 290.050000000.0005#, Ecc= 0.0005in Pp= 993.84f W599.14psf 1079. 5psf 8.00005in Mas wl #5 @ 16.in o/c 8.00C 3/4" #O@O.ii @Toe DE @ Heel OCKELTREE ARCHITECTURE TWO: Job # 200 MARINE VIEW AVENUE Date: 2:21113M, 4JUL01 Dsgnr Description: DEL MAR CA, 92014 (858) 755-4414 Scope: (858) 259-0703 i Re 510300 I Restrained Retaining Wall Design c:\ec\pinneos.ecwcu)ations I (C) t983-99 ENERCALC Description PIRINEOS POINTE RESTRAINED 6' WALL Criteria [_J Esoll Footing Strengths & Dimensions J Retained Height = 6.00 ft Allow Sell Bearing = 2,000.0 psf fc = 2,000 psi Fy = 60,000 psi Wall height above sell = 0.75 ft Equivalent Fluid Pressure Method Mm. As % = 0.0014 Total Wall Height = 6.75 ft Heel Active Pressure = 40.0 Toe Width = 0.92 ft Toe Acthe Pressure = 40.0 Heel Width = 1.58 Top Support Height = 6.75 Water PaSSI'iQ Pressure = 400.0 Total Footing Width = 2.50 height over heel 0.0 ft Footing Thickness = 12.00 in Slope Behind Wail = 0.00:1 FootingSeil Friction = 0.300 Toe = Height of Soil Sod 0.75 in height to ignore = Key Width 0.00 in Sell Density = 110.00 pcI jpass he ppure = 0.00 in , = 0.00 n Key Distance from Toe = 0.00 It Wind on Stem = 0.0 psf Cater @ Top = 3.00 in © Btm.= 3.00 in LSurcharge Loads _J [Uniform Lateral Load Applied to Stem J Surcharge Oter Heel = 0.0 Pd Lateral Load = 0.0 #iit Adjacent Footing Load = 0.0 lbs >>>NOT Used To Resist Sliding & Ovartum ...ht to Top = 0.00 ft Fooling Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...HM to = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding & Overturning Wall to Ftg CL Dist = 0.00 It Axial Load Applied to Stem Footing Type Line Load = Base Ab/BeIow Sod at 0.0 ft Axial Dead Load = 220.0 lbs Back of Wall Axial Live Load = 560.0 lbs Axial Load Eccentricity = 0.0 in I Design Summary Jl May Stem Construction J Total Bearing Load = 2,278 lbs Thickness = 8.00 in I'm = 1,500 psi Short Term Factor = 1.000 ...resultant eec. = 0.91 in Wall Weight = 78.0 pd Fs = 24,000 psi Equiv. Solid Thick. = 7.600 in Soil Pressure @ Toe = 1,077 psf OK Stem is FIXED to top of footing n Ratio (Es/Em) = 25.778 Soil Pressure © Heel = 745 psf OK Block Type = Medium Weight No Special Inspection A!kI = 2000 rc Solid Grouted ... Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,588 psf ACI Factored @ Heel = 1,098 psf Fooling Shear @ Toe = 11.5 psi OK Footing Shear @ Heel = 10.2 psi OK Allowable = 76.0 psi Reaction at Top = 116.9 lbs Reaction at Bottom = 863.0 lbs - Sliding Calcs Sith Resists All Sliding! Lateral Sliding Forte = 8.0 lbs -sign MZZZX~ Results Toe eel Factored Pressure = 1,588 1,098 psf Mu': Upward = 896 oft-# Mu': Downward = 130 661ft4 Mu: Design = 766 661 ft-# Actual l-WayShear = 11.53 10.15 psi Allow 1-Way Shear = 76.03 76.03 psi Top Support luhulca tnu, I Top &Base @BaseofWall Stem OK Stem OK Stem OK Design height = 6.75 ft 3.58 ft 0.00 ft Reba Size = #5 #5 #5 Reber Spacing = 16.00in 16.00 in 16.00 in Reber Placed at = Edge Edge Edge Reber Depth d = 5.25 in 5.25 in 5.25 in Design Data IbJFB+falFa = 0.000 0.107 0.615 Moment...Actual = O.C. ft-# 276.2 ft-# 650.7ft-# Moment ... ..Ajloweble = 1,058.0 ft-# 1,058.0 ft4 1,058.0 ft-# Shear Forte @ this height = 0.0 lbs 603.0 lbs Shear ..... Actual = 0.00 psi 10.77 psi Shear .... .Alloweble = 19.36 psi 19.36 psi Reba L, Required = 25.00 in 25.00 in Reba embedment into fooling = 6.00 in Other Acceptable Sizes & Spacings: Toe: None Spec'd -or- Nor reqd,Mu<SFr Heel: None Spec'd -or- Nor req'd, Mu <S * Fr Key. No key defined -or- No key defined OCHELTREE ARCHITECTURE Title: Job # 200 MARINE VIEW AVENUE Dsgnr Date: 2:21 PM, 4JUL01 DEL MAR CA, 92014 Description: (858) 7554414 scope: (858) 259-0703 I Re 510300 I Restrained Retaining Wall Design Page 2 ENERCALC c:ec\pfrmneos.ecwCaIcuIations I Description PIRINEOS POINTE RESTRAINED 6' WALL I Summary of Forceson Footing : Slab RESISTS sliding, stem is FIXED at footinL, Forces acting on footing for soil pressure >>> Sliding Forces are restrained by the adjacent slab Load & Moment Summary For Footing :For Soil Pressure Caics Moment @ Top of Footing Applied from Stan = -650.7 ft-# Surcharge Over Heel = lbs It fl-# Mai Deed Loan on Stem = 780.0 lbs 1.25 ft 977.6 ft-# Soil Over Toe = 6.3 lbs 0.46 ft 2.9 ft-# Surcharge Over Toe = lbs ft ff4 Stem Weight = 526.51bs 1.25 ft 659.9 ft-# Soil Over Heel = 602.8 lbs 2.04 ft 1,231.7 ft-# Footing Weight = 362.51bs 1'.25 ft 453.1 ft-# Total Vertical Force = 2,278.1 lbs Base Moment = 2674.6 ff4 Soil Pressure Resulting Moment = 173.11:4 DL= 220., LL= 560.049999990.00054t, ECC= 0.0005i Pp= 225.784 "74P508psf 980.41 1077. 4psf 8. Stem CX 0.00 Concrete 8.00 #5 18.00 Edge 0.447 1,223.9 2,448.0 5,470. 16.5 76.') Stem OK 0.00 Concrete 0.00 #5 12.00 Edge 0.000 0.0 0.0 0.0 0.0 0.0 Bar Develop ABOVE Ht. Bar LHock BELOW Ht. Wall Weight Rebar Depth 'd' Masonry Data I'm Fe Solid Grouting Special Inspection Modular Ration' Short Term Factor Equiv. Solid Thick. In= 26.16 0.00 in= 6.00 0.00 psf= 96.7 0.0 In= 6.19 0.00 PSI = psi = Masonry Block Type = Medium Weight Concrete Data fc psi = 2,000.0 2,000.0 Fy psi = 60,000.0 60,000.0 Other Acceptable Sizes & Spacings Toe: #4@ 12.75 in, #5@ 19.50 in, #6© 27.75 in, #7@ 37.75 in, #8© 48.25 in, #9© 4 Heal: Not req'd, Mu <S * Fr Key Not reqd,MuCS*Fr OCHELTREE ARCHITECTURE 200 MARINE VIEW AVENUE DEL MAR CA, 92014 (858) 755-4414 (858) 259-0703 Rw 510300 User K'N-O€02523.vec5.1.3. 22-Jtr.-1099. lMn32 Tile: Dsgnr Description: Scope: Cantilevered Retaining Wall Design Job # Date: 11:25AM, 11 JUN 01 Page 1 Description Criteria Retained Height = 6.00ft Wall height abova soil = 0.75 ft Slope Behind Wall = 0.00:1 Height of Soil over Toe = 0.75 in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heal Active Pressure = 40.0 Toe Active Pressure = 40.0 Passive Pressure = 400.0 Water height over heel = 0.0 ft FoolingSoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in Footing Strengths & Dimensions - =791029920=00=01 fc = 2,000 psi Fy = 24,000 psi Min. As% = 0.0012 Toe Width = 2.00 ft Heel Width = 1.00 Total Fooling Width = 3.00 Footing Thickness = 12.00 In Key Width = 12.00 in Key Depth = 14.00 in Key Distance frornToe = 1.501t I Axial Load Applied to I Design Summary Total Bearing Load = 2,644 lbs ...resuftant ecc. = 1.16 in Soil Pressure © Toe = 1,051 psf OK Soil Pressure © Had = 711 psf OK Allowable 2,000 psf Soil Pressure Less Than Allowable ACI Factored © Toe = 1,409 psf ACI Factored @ Heel = 953 psf Footing Shear@ Toe = 13.8 psi OK Footing Shear © Heel = 7.8 psi OK PJkmable = 76.0 psi Wall Stability Ratios Overturning = 2.01 OK Sliding = 1.64 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 957.4 lbs less 100% Passive Force = - 993.8 lbs less 100% Friction Force = - 613.2 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5:1 Stability = 0.0 lbs OK IFootingDesign Resuj Toe Heel Factored Pressure = 1,409 953 psf Mu': Upward = 2,614 0 ft-# Mi?:Dcwnward = 439 201ft-# Mu: Design = 2,175 201 ft-# Actual 1-Way Shear = 13.81 7.75 psi Allow 1-Way Shear = 76.03 76.03 psi Toe Reinforcing = None'Spec'd Heal Reinforcing = None Spec'd Key Reinforcing = None Spec'd A,dal Dead Load = 290.0 lbs Axial Live Load = 600.0 lbs I struction - Design height ft= Wall Material Above "Hr = Thickness = Rebar Sim = Rebar Spacing = Rebar Placed at = Design Data fb/FB+falFa = Total Force @ Section lbs = Moment.-Actual ft-#= Mona, L.Allowable ft-#= Shear .... Actual psi Shear ..... Allowable psi = Cover @ Top = 3.00 in © Btm.= 3.00 in AdaI Load Eccentricity = 0.0 in ip Stern 2nd OCHELTREE ARCHITECTURE 200 MARINE VIEW AVENUE DEL MAR CA, 92014 (858) 755-4414 (858) 259-0703 Rev: 510300 User. KW-0602523. ye, 5.1.3. 22-Je,-l999. W32 jc) 1983-99 ENERCALC Description Title: Dsgnr Description: Scope: Cantilevered Retaining Wall Design Job # Date: 11:25AM, 11 JUN 01 Page 2 I Summary ofOverturni1 Resisting Forces & Moments OVERTURNING RESISTING.... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft4 Heel Active Pressure = 9800 2.33 2,286.7 Sod Ovier Heel = 220.0 2.83 623.3 Toe Active Pressure = -22.6 0.35 -8.0 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stern = Load @ Stem Above Soil = Soil Over Toe = Seismicload = Surcharge Over Toe = Stern Weight(s) = Total = 957.4 O.T.M. = 2,278.7 Ej$J © Stem Transrtions = ReslstlnglOvorturnlng Ratio = 2.01 Footing Weight = Vertical Loads used for Sod Pressure = 2,643.9 lbs Key Weight Vert. CayWwft Vertical component d active pressure used for soil pressure Total= 290.0 2.33 676.7 13.8 1.00 13.8 652.5 2.33 1,522.5 450.0 1.50 675.0 175.0 2.00 350.0 242.7 3.00 728.1 2,043.9 lbs R.M. 4,589.3 8.000051n Conc wl #5 @ 18.in o/c 3/4" #O@O.ii @Toe Di @ Heel! DL= 290., LL= 290.050000000.0005#, Ecc= 0.00051n Pp= 993.84t 4psf 1051. 5psf sern is ru#.w to top or ioormg Mmax Between @ Top Support Top & Base @ Base of Wall Design height Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data fFB + fa/Fa Mu. .. Actual Mn • PhL...AJlowthle Shear Force @ this height Shear ..... Actual Shear ..... Allowable Rebar Lap Required Rebar embedment into footinb, Other Acceptable Sizes & Spacings: Toe: None Spec'd -or- Heal: None Spec'd -a- Key No key defined -or- Stem 01< = 6.75 ft = 18.0Cm = Edge = 4.501n = 0.000 = 0.aft-# = 3,901.5ft4 = 0.0 lbs = 0.00psi = 76.03 psi = 26.16mn Not. req'd, Mu < S * Fr Nolreq'd,MucSFr No key defined Stem OK Stem OK 3.58 ft 0.00 It #4 #5 18.00 in 16.00 in Edge Center 7.50 in 4.00 in 0.107 0.289 469.6ft-# 1,106.2ft-# 4,382.0 ft-# 3,826.2 ft-# 1,025.1 lbs 21.36 psi 76.03 psi 20.93 in 6.00 in OCHELTREE ARCHITECTURE 200 MARINE VIEW AVENUE DEL MAR CA, 92014 (858) 755-4414 (858) 259-0703 Res 510300 User: KW-0802523, Ver 5.1.3, 22-Jun- 1899. lMn32 Title: Dsgnr. Description: Scope: Restrained Retaining Wall Design Job# Date: 11:36AM, 11 JUN 01 Page 1 Description PIRINEOS POINTE RESTRAINED 6 WALL criteria Retained Height = 6.00 ft Wall height above soil = 0.75 ft Total Wall Height = 6.75 ft Top Support Height = 6.75 ft Slope Behind Wall = 0.00:1 Height of Soil over Toe = 0.751n Soil Density = 110.00 pd Wind on Stain = flflrf Soil Data AJk* Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 Toe Active Pressure = 40.0 Passive Pressure = 400.0 Water height over heel = 0.0 ft FootingllSoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in Footing Strengths & Dimensions f's = 2,000 psi Fy = 60,000 psi Mm. As % = 0.0014 Toe Width = . 0.92 ft Heel Width = 1.58 Total Footing Width = Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.001n Key Distance from Toe = 0.00 ft Cover '@ Top = 3.00 in @ Btrn.= 3.00 in I Surcharge Loads UnIform Lateral Load Applied to Stem J Surcharge Over Heel = 0.0 psf L.OIaI Load = 00 wit Adjacent Fooling Load = 0.0 lbs >>>NOT Used To Resist Sliding & Overturn .1-bight to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding & Overturning . Wall to Fig CL Dust = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Axial Deal Load = 220.0 lbs Base AboBebow Soil at Back of Wall 0.0 ft Axial Live Load = 560.0 lbs Axial Load Eccentricity = 0.0 in I Design Summary hl Concrete Stem Construction Total Bearing Load = 2,404 lbs Thickness = 8.00 in Fy = 60,000 psi ... resultant ecc. = 0.86 in Wall Weight 967pcf fc = 2,000 psi Soil Pressule@ Toe = 1,127 psf OK Soil Pressure @Heel = 796 psf OK AJIable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,657 psf ACl Factored @Heel = 1,170 psf Footing Shear @ Toe = 2.9 psi OK Footing Shear @ Heel = 10.2 psi OK Allowable = 76.0 psi Reaction at Top = 116.9 lbs Reaction at Bottom = 863.0 lbs Sliding Calcs Slab Resists All Shdina! Lateral Sliding Force = 86.0 lbs 'Si n Results i~:41eel Factored Pressure = 1,657 1,170 psf Mu": Upward = 676 oft-# Mu': Downward = 93 . Mu: Design = 563 473ft4 ual 1-Way Shear = 2.94 10.15 psi Allow 1-Way Shear = 76.03 76.03 psi OCHELTREE ARCHITECTURE Tftie: 200 MARINE VIEW AVENUE Dsgnr: Description: DEL MAR CA, 92014 (858) 754414 scope: (858) 259-0703 Rw 510300 IN-0802523,Ver 5.1.3, 22-J1999. W)n32 Restrained Retaining Wall Design (C) 1983-99 ENERCALC Description PIRINEOS POINTE RESTRAINED 6' WALL Job # Date: 11:36AM. 11 JUN 01 Page 2 Summary of Forces on Footing: Slab RESISTS sliding, stem is FIXED at footiiq_otin . Forces acting on tooting for soil pressure >>> Sliding Forces are restrained by the adjacent slab Load & Moment Summary For Footing : For Soil Pressure Cates Moment @ Top of Footing Applied from Stem = -650.7 ft-# Surcharge Over Heel = lbs ft ft-# A,del Dead Load onStem = 780.0 lbs 1.25 It 977.6ft-# Soil Over Toe = 6.3 lbs 0.46 ft 2.9 ft4 Surcharge Over Too = lbs ft ft-# Stem Weight = 652.5 lbs 1.25 ft 817.8 ft-# Sell Over Heel = 602.8 lbs 2.04 ft 1,231.7 ft-# Footing Weight = 362.5 lbs 1.25 ft 453.1 ft4 Total Vertical Force = 2,404.1 lbs Base Moment = 2,832.5 ft-# Soil Pressure Resulting Moment = 172.lt-9 8. 8. 8. DL= 220., LL= 560.049999990.0005fl, Ecc= 0.00051 Pp= 225.78i 8 980.* moppppp 8psf 1127. 4psf 0 0 ow WAL 3* 33' 53A L1 0 1 I 3A 3XSLL 7.3'30M © IA3=LL 73' ZflS 0 BASOIT 51CM VLLS BLG L23. Hil IA IA 0 0 3WA w w 0 IA B, © FIR S1€AR VAII,S JIG 44 ZC= V 0 _ 0 IA 32M 0 V MCML 4.? *XTU 6' TU © © ., nI 3XULL 3A SCULL 7.5' utn: 7.5'MMTVM 1ST rR SHEAR WALLS BLGjaa 0 Right Roof Floor Mock Block Perim Overall rea Area Wall Width 2251.6 84 2184 84 84 2184 84 84 1385.6 Roof at 2nd Fl 1344 84 1344 84 M13 HzProj hRe 2.25 hRi= 144.75 'Establish Grid spacing uorauo Left IfHoOhn Lac uceu hear Wall Spacing 21 21 21 21 onw3 ack Roof R R .R R 2ndFl/Rf 26 2 2 2 2 1st Fl I I I I Roof R R R R 2ndFl/Rf 16 2 2 2 2 1st Fl LMI Roof 2nd FIIRf 1slFI fl Roof 2nd FIIRf isifi Roof 2nd FI/Rf 1st FI Roof 2nd Fl/Rf 1st FI V51 Roof 2nd FIIRf pffl 1st Fl -4ront I Typical' Overhang F to BI 1.3 I Roof Roof Block Area 936.6 936.6 936.6 936.6 Overall Depth 42 Z= 3 hRe= 55.95 hRi= 354.25 2nd Fl I Roof Overall Depth of Roof at 2nd Fl Roof Block Area Floor Block Area Perimeter Wall Overall Depth 1st Floor Floor Block Area Perimeter Wall Overall Depth @ 1995 Archforms Ltd. Lateral Load Analysis & Construction Design Software TYPICAL DEAD LOADS Establish Dead Loads (lbs/sf)' Roof Interior Wail Roofing 15.5 Gyp.Bd 4 Sheathing 1.5 Framing 4 Framing 2 Int. Finish Snow Other_______ 19 8 Ceiling insulation 1 Exterior Wall Framing 0.5 Ext Finish 2 Gyp. Bd. 2 Shear 1.5 Other _________ Framing 4 3.5 Insulation 0.5 Floor Gyp. Bd. 2 Flooring 4 Int .Finish Sheathing 2 Other Framing 3.5 10 Insulation 0.5 Other WlArea 10 We= 64.8 FLOOR HEIGHTS & WIND AREA 84.872' -Establish Floor to Floor and Roof Heights (ft)' wj= Roof Roof Floor 313.2 347.73 Pitch Height Height ZR`oof X/12 I N ] L Plan wi both I 4-Jan 7 ILegs '15% of Plan .V? Enter Roof Height -' ON Roof Area 3637 9 2fid Fl/Roof 1 J vRe 1399 vRi 2566 2nd Fl Depth 1.3 I I Roof Area Fl to Fl Height 10.3 , 1st Floor Floor Area 3528 WI Perimeter 252 1st Fl Dp - S if Slab 1.3 1Base/-GrqwIi vRe Ave. Sill to Fl Ht 5 , Floor Area 3528 vRI Wind Ht.©Ridge Slab/Foundaticr 28.8 WI Perimeter 252 Wind Ht.@Gable 25.3 Ridge F to B L to R 882 882 882 882 42 42 42 Z= 3.6 hRe= We= 64.8 882 882 882 882 42 42 42 Z= 4.12 We= 84.872 horiz. dim. or 40% of ht. bUt not less than 4% hRi= Wi= 691.2 Lateral Loading: Area, Height & Weight Data Page 1 MaxQuake Date: Firm: OCHELTREE ARCHITECTURE All Rights Reserved Job: PIRINEOS POINT BLDG 1 &3 By: PCO Q99.07We7 FLOOR PLAN AREAS & SHEAR WALL GRID SPACING Wi= 780.328 Mean Roof Ht. 27.8 Runs? Y of least horlz. dim. but at least 3ft. Hips? Y Lateral Load Analysis Page 2 MaxQuake © 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 SEISMIC LOADS 'Establish Dead Loads' Mat. Weights Item DL(psf) 2nd Floor Area (sf) DL(ibs) 1st Floor Area(sf) DL(Ibs) Base Level Area(sf) DL(Ibs) Wt Roof 19 3637.2 69106.8 Wt Cell 3.5 3528 12348 3528 12348 Wt Ext WI 10 2268 22680 2595.6 25956 630 6300 Wt mt WI 10 3528 35280 3528 35280 Wt Floor 10 3528 35280 3528 35280 Sum 2nd 174695 Sum 1st 108864 Base 6300 interior wall default: 10 psf of floor area Sum 2nd,1st & Base 289859 -Distribute Weights to Various Levels' Roof 2nd Fl 1st Fl Wt Tributary Weight Una Una Una Sum Wt Roof 2nd 69106.8 69106,8 Wt Ceil 2nd 12348 12348 1/2Wt Ext Wi 2 11340 11340 22680 WtlntWl2 35280 35280 Wt Floor 2 35280 35280 WtRoof 1st WtCeil1 12348 12348 1/2Wt Ext Wl1 12978 12978 25956 Wt mt WI I 35280 35280 Wt Floor 1 35280 35280 1/2Wt Ext WI Bsmt 6300 Wt Cell Bsmt Line Sum 92794.8 107226 89838 W= 289859 'Determine Base Shear' UBC Section 1630.2 Zone 4 Flg.16-2 Seismic Source Type A Table 16-U Soil Prof SID Table 16-J Fault Distance 16 in km to Seismic Source Z=[4 Table 16-i Ca= 0.44 Table 16-0 1=_1.0 _Table 16-K Cv= 0.64 Table 16-R 1=_0.24 _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 'Distribute Shear to Various Levels' UBC formula (30-15) Force at Level x = V (W)(Htx)/Sum(Wtl)(Htl) 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 Ito R Roof 2 92795 24.3 2254914 21491 2nd Fl/Roof 1 107226 15.3 1640558 15636 1.00 1.00 1st Floor 89838 5 449190 4281 1.00 1.00 Sum 289859 24 4344661 41408 WIND LOADS 'Wind Pressure' UBC Sedtion1620 90 P=qslwCeCq I 1 I Vp 70 Figure 16-1 19.7 Ex B Section 1616 Iwl_IjTable 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)' TribAreaFtoB Trib Area LtoR Wind Load End Z Inter Z SumP*At End Z Inter Z SumP*At F to B L to R Roof 2 56 354 4,838 2 145 1,734 Roof 1 9,296 3,963 2nd Fl 65 691 8,916 65 313 4,458 9,560 4,780 1st Floor 85 780 10,204 85 348 5,102 7,579 3,789 Up Roof 2 1,399 2,566 Uplift 25,178 25,178 Up Roof I Uplift GOVERNING LATERAL LOADS 'Maximum Total Load In Each Direction At Each Level (Ibs)' Front toBack Side toSide Roof 2 21,491 Seismic 21,491 Seismic BUILDING CODE -Select Code' 96 BOCd 97SBCC X 97 UBC formula (30-4) (30-5) (30-6) . (30-7) E= Cvi W/RT but not> 2.5CalW/R but not c 0.11CalW zone 4 not< 0.8ZNvlW/R 139296 57972 14029 16865 E/1.4= 41,408 lbs Eli .4=V 1612.3.1 formula (12-9) For Code _Table references used by MaxQuake seeCode Sectionscitedor AppendixA(below) 2nd FllRoof I 1st Floor 15,636 Seismic 7,579 Wind 15,636 Seismic 4,281 Seismic 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 I ILine 2 I1-ine.3 ILine 4 Line 5 ILine 6 ILine 7 ILine 8 Segment (Seg) names a-g appear to show possible quadrants (q). Remove Sags not used. Move and add I 2...to denote multiple (m) segs In a quadrant, le., b2. - Sea Variables; Lg: Sr. i lqth. Ht: Seq hght (from pg 1). B: Bearing Wall?. B=yes. Eli: Ext or Int. Wail? - E=Ext, l=lnt. S: Stacked Seq above, same row, g&m &:5 Lg. 2nd Seg Wall Variables Seg Wall Variables Sag Wall Variables Sag Wall Variables Sag Wall Variables Seg Wall Variables Sag Wall Variables Seg Wall Variables Level 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 q&m Lg Ht B E/I Al 8 9 8 E Al 16 9 8 I Al 16 9 8 I Al 16 9 8 I Al 8 9 8 E Bi 8 9 8 E BI 16 9 8 I BI 16 9 8 I E BI 16 9 8 I BI 8 9 8 E Wall Lines Run From Front to sum 16 Syst SW sum 32 Syst SW sum 32 Syst SW sum 32 Syst SW sum 16 Syst SW sum Syst sum Syst sum Syst Back 1st Sag Wall Variables Seg Wall Variables Seg Wall Variables Sag Wall Variables Sag Wall Variables Sag Wall Variables Sag Wall Variables Sag Wall Variables Level q&m Lg Ht B E/I 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 ElI S q&m Lg Ht B E/I S q&m Lg Ht B E/I S q&m Lg Ht B Eli S A189BE All 169Bl All 169Bl Al169Bi. All 89BE 81 8 11 BE 81 16 11 B i BI 16 11 B I BI 16 11 B I 81 8 11 B E sum 16 Syst SW sum 32 Syst SW sum 32 Syst SW sum 32 Syst SW sum 16 Syst SW sum - Syst sum - Syst sum Syst Base Sag Wall Variables Sag Wall Variables Sag Wall Variables Sag Wall Variables Seg Wall Variables Sag Wall Variables Sag Wall Variables Sag Wall Variables Level q&m Lg Ht B E/I 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 Eli S q&m Lg Nt B E/I S q&m Lg Ht B E/I S q&m Lg Ht B E/I S 812648E 81524BlSB1524BlS61524BlS61264BE sum 26 Syst SW sum 52 Syst SW sum 52 Syst SW sum 52 Syst SW sum 26 Syst SW 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 I Page 4 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 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 ab ... to denote multiple (m) seg's in a quadrant, le., 2b. Se Variables; Lg: S lath. Ht: Sea hght (from pa 1). B: Bearing Wall? -B=yes. Eli: Ext. or Int. Wall? - E=Ext, l=Int. S: Stacked Sea above, same row, g&m & ~ Lg. ______ 2nd Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wail Variables Seg Wall Variables Seg Wall Variables Sag 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 IA 7 9 B E IA 8 9 B E A,B,C.. 2A 5 9 B E I lB 10 9 B E Wall 213 6 98E 2A 8 9 B E Lines 3A 5 9 B E 3A 8 9 B E Run 4A 7 9 B E 30 10 9 B E From 4A 8 9 B E Side to sum 30 Syst SW sum Syst sum 52 Syst SW sum Syst sum Syst sum Syst sum Syst sum Syst Side load trans to adj line let Seg Wall Variables Sag Wall Variables Seg Wall Variables Sag Wall Variables Seg Wall Variables Sag 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 Eli S q&m Lg Ht B E/I S q&m Lg Ht B E/I S IA 6.8 9 B E IA 9 9 B I IA 7.5 11 B E 2A 4.5 9 B E 2A 9 9 B I lB 5.5 11 B E 2B 6.8 9 B E 213 9 9 B I 2A 7.5 11 B E 3A 4.5 9 B E 3A 9 9 B I 3A 7.5 11 B E 4A 6.5 9 B E 4A 9 9 B I 313 5.5 11 B E 4A7.5IIBE sum 29 Syst SW sum 45 Syst SW sum 41 Syst SW sum Syst sum Syst sum Syst sum Syst sum Syst Base Seg Wall Variables Sag 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 Ig Ht B E/I S q&m Lg Ht B Eli S q&m Lg Ht B Eli S IA 3.5 7 B I IA 21 4 B E S IA 21 1 B I 2A 5 7Bl 2A 214BE52A 21181 3A 5 7Bl 3A 214BE 3A 21181 4A 5 7B1 4A 2I4BES4A 211Bl 483.5 7B1 sum 22 Syst SW sum 84 Syst SW sum 84 Syst SW sum Syst sum Syst sum Syst sum Syst sum - Syst _____ Shear Segment Height/Length ratio is limited to 211 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 ® 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 I 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 Stk Vnetht Vadj= V= SumV= Dlstrlb bib fi A/Sum fiA bib wi A/Sum wIA Sum 1ev. w*tjib area .Wt/ft*LQA2/2k SumV from ad! Ln Ln%Vmax SorW Vadl+Vabv+V 2nd % SM 12.9 12.5 % SM 25.8 25 % SM 25.8 25 % SM 25.8 25 % SM 12.9 12.5 % SM % SM % SM Level Seq W/ft RM OTM Seq W/ft RM OTM Seq WIft RM OTM Seq W/ft RM OTM Seq W/ft RM OTM Seq WIft RM 0Th Seq W/ft RM OTM Seq W/ft RM OTM Seismic Al 135 3,89 12.5 Al 117 13.5 24.9 Al 117 13.5 24.9 Al 117 13.5 24.9 Al 135 3.89 12.5 21,491 BI 135 3.89 12.5 BI 117 13.5 24.9 Bl 117 13.5 24.9 BI 117 13.5 24.9 BI 135 3.89 12.5 SW r=Vwall 10Ilw I V level Frame Vframe/ Vadj line 2 Vadj line l or Vadj line 2or4 Vadj line 3or5 Vadj line 4or6 Vadj line 5or7 Vadj line 6or8 Vadj line 7 V level 2nd level V 2.77 2nd level V 5.53 2nd level V 5.53 2nd level V 5.53 2nd level V 2.77 2nd level V 2nd level V 2nd level V $ Sum V 2.77 s Sum V 5.53 8 Sum V 5.53 s Sum V 5.53 s Sum V 2.77 Sum V Sum V Sum V 1st % SM 12.5 12.5 % SM 25 25 % 5/W 25 25 % SM 25 25 % SM 12.5 12.5 % SM % SM % SM Level Seq W/ft RM OTM Seq W/ft RM OTM Seq W/ft RM ON Seq W/ft RM ON Sag W/ft RM ON Seq W/ft RM 0Th Seq W/ft RM ON Seq W/ft RM OTM Seismic Al 330 9.5 21.2 Al 399 34.1 35.7 Al 399 34.1 35.7 Al 399 34.1 35.7 Al 330 9.5 21.2 15,636 Bl 350 10.1 26 BI 415 35.4 43.6 BI 415 35.4 43.6 BI 415 35.4 43.6 BI 350 10.1 26 2-20/ (r max AbA.5) Vadj line 2 Vadj line l or Vadj line 2or4 Vadj line 3or5 Vadj line 4or6 Vadj line 5or7 Vadj line 6or8 Vadj line 7 1.00 r= V above 2.77 r V above 5.53 r V above 5.53 r= V above 5.53 r= V above 2.77 r= V above r= V above M V above 0.08 lstlevV 1.95 0.08 lstlevV 3.91 0.08 lstlevV 3.91 0.08 lstlevV 3.91 0.08 lstlevV 1.95 lstlevV . lstlevV lstlevV s Sum V 4.72 s Sum V 9.44 s Sum V 9.44 s Sum V 9.44 s Sum V 4.72 Sum V Sum V Sum V Base % SM 12.5 12.5 % SM 25 25 % SM 25 25 % 5/W 25 25 % 5/W 12.5 12.5 % 5/W % SM % SM Level Seq W/ft RM OTM Seq W/ft RM ON Seq W/ft RM OTM Sag W/ft RM ON Seq W/ft RM ON Seq W/ft RM OTM Seq W/ft RM ON Seq W/ft RM OTM Wind BI 492 111 21 BI 655 590 7.01 BI 655 590 47.7 BI 655 590 7.01 BI 492 111 21 7,579 FF 2-20/ (r max AbA.5) Vadj line 2 Vadj line 1 013 Vadj line 2 or 4 Vadj line 3 or 5 Vadj line 4 or 6 Vadj line 5 or 7 Vadj line 6 o 8 Vadj line 7 1.00 r= V above 4.72 r V above 9.44 r= V above 9.44 r= V above 9.44 r V above 4.72 r= V above r= V above M V above 0.05 Bsmt V 0.95 0.05 Bsmt V 1.89 0.05 Bsmt V 1.89 0.05 Bsmt V 1.89 0.05 Bsmt V 0.95 Bsmt V Bsmt V Bsmt V ____ w Sum 5.67 w Sum 11.3 w Sum 11.3 w Sum 11.3 w Sum 5.67 Sum Sum Sum Lateral Load Distribution & Overturning Moment Page 6 MaxQuake @'N5 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 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".67,"s'.9 OTM-- if Stk Vnet*ht Vadj= V= SumW Dlstrib trib fi A/Sum flA bib wi A/Sum WA Sum 1ev. w*t,lb area Wt/ftL02J2k SumV from adi Ln Ln%'Vmax SorW Vadi+Vabv+V 2nd % S/W 31 31 % SM 50 50 % SM 19 19 % SM % SM % SM % SM % SM Level Seq W/ft RM OTM Seq W/ft RM 0Th Seq WIft RM OTM Seq W/ft RM OTM Seq W/ft RM OTM Seq W/ft RM 0Th Seq W/ft RM OTM Seq W/ft RM OTM Seismic IA 383 8.43 22.6 IA 270 7.78 14.9 21,491 2A 383 4.3 16.1 lB 270 12.2 18.6 SW 2B 383 6.2 19.3 2A 270 7.78 14.9 r=V wall 3A 383 4.3 16.1 3A 270 7.78 14.9 *0fly 4A 383 8.43 22.6 36 270 12.2 18.6 / V level 4A 270 7.78 14.9 Frame V frame! Vadj line B 4.09 Vadj line AorC Vadj line BorD 6.85 Vadj line CorE Vadj line DorF Vadj line EorG Vadj line ForH Vadj line G V level 2nd level V/ft 6.65 2nd level V 10.7 2nd level V 4.09 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V s Sum 10.7 s Sum $ Sum 10.7 Sum Sum Sum Sum Sum 1st %SPW 31 31 %SM 50 50 %SM 19 19 %SM %SM %SM %SIW %SM Level Seq W/ft RM OTM Seq W/ft RM 0Th Seq W/ft RM OTM Seq W/ft RM 0Th Seq W/ft RM 0Th Seq W/ft RM ON Seq W/ft RM OTM Seq W/ft RM OTM Seismic IA 603 12.5 32.8 IA 282 10.3 14.1 IA 460 11.6 27.6 15,636 2A 603 5.49 21.7 2A 282 10.3 14.1 lB 460 6.26 20.3 213 603 12.5 32.8 26 282 10.3 14.1 2A 460 11,6 27.6 3A 603 5.49 21.7 3A 282 10.3 14.1 3A 460 11.6 27.6 p= 4A 603 11.5 31.3 4A 282 10.3 14.1 38 460 6.26 20.3 2-20/ 4A 460 11.6 27.6 (r max AbA.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 10.7 r= V above r= V above 10.7 r= V above r= V above r= V above r V above r= V above 0.14 1st 1ev V 4.84 0.05 1st 1ev V 7.82 0.09 1st 1ev V 2.98 1st 1ev V 1st 1ev V 1st 1ev V 1st 1ev V 1st 1ev V s Sum 15.6 s Sum 7.82 s Sum 13,7 Sum Sum Sum Sum Sum Base % SM 31 31 % SM 50 50 % SM 19 19 % SM % SAN % SM % SM % SM Level Seq W/ft RM ON Seq W/ft RM ON Seq W/ft RM OTM Seq W/ft RM OTM Seq W/ft RM OTM W/ft RM OTM .g Seq W/ft RM OTM Seq W/ft RM OTM Seismic IA 789 3.22 18.7 IA 532 78.2 22.2 IA 544 80 1.81 4,281 2A 789 6.57 26.7 2A 532 78.2 22.2 2A 544 80 1.81 3A 789 6.57 26.7 3A 532 78.2 9.71 3A 544 80 1.81 4A 186 1.55 26.7 4A 250 36.8 1.89 4A 548 80.6 3.61 p= 48 186 0.76 18.7 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 1.00 r= V above 15.6 r= V above 7.82 r= V above 13.7 r V above r= V above r= V above r=' V above r= V above 0.21 Bsmt V 1.33 0.03 BsmtV 2.14 0.05 BsmtV 0.82 BsmtV BsmtV BsmtV BsmtV BsmtV _____ s Sum V 16.9 s Sum V 9.96 s Sum T14.51 Sum V Sum V Sum V Sum V Sum V Shear Wall and Hold Down Requirements Page 7 MaxQuake @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 Line I ILine 2 ILine 3 ILine 4 Line 5 Line 6 Line 7 Line 8 Uplift = Overturning Moment (OTM) - Resisting Moment (RM)/ Segment Length (Sag Lg). Al 1,070 A Hib Al 714 A Hia Al 714 A Hia Al 714 A Hia Al 1,070 A Hib 1,2,3.. BI 1,070 A Hib BI 714 A Hia Bi 714 A Hia BI 714 A Hia BI 1,070 A Hib Wall Lines Run From Front to Shear(plf) 173 Shear(plf) 173 Shear(plf) 173 Shear(plf) 173 Shear(plf) 173 Shear(plf) Shear(plf) Shear(plf) Back Wall Type A 6 Wall Type A 6 Wail Type A 6 Wall Type A 6 Wail Type A 6 Wall Type Wall Type Wall Type Roof I muff from IdA to SIdA msistpd by LAff and Rlnht Ext. Walls UDlift (Ifl Rf 2 0 Ext WI -249 Uplift Detail @ Rf 2 &Ext WI NA Level Sag Uplift Type Seg Uplift Type Sag Uplift Type Sag Uplift Typal sag upiun typ Al 1,468 A HIb I Al 100 A NA Al 100 A NA Al 100 A NA I Al 1,468 A Hit BI 1,986 A H2 BI 509 A Hie I BI 509 A Hie 1 BI 509 A Hia BI 1,986 A H2 Shear(plf) 295 Shear(plf) 295 Shear(plf) 295 Shear(plf) 295 Shear(plf) 2951 Shear(plf) Shear(plf) Shear(plf) Wall Type ,& 4 1 Wall Type ,& 4 Wall Type A 4 1 Wall Type ,& 4 Wall Type A I Wall Type Wail Type Wall Type A Uplift from Side to Side resisted by Left and Right Ext. Walls Uplift (pit) RI I @ Ext WI Uplift Detail @ Rf I & Ext WI NA psIHold-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. Hbl HD HD HD HD HD HD BI BI Shear(plf) 218 Shear(plf) 218 Shear(plf) 2181 Shear(plf) 218 Shear(plf) 218 Shear(plt) Wall Type A 8 Wall Type A 6 Wall Type A 6 WaliTypeA 6 Wall Type 6 Wall Type ar per Linear Foot (Shear(pif)) = Sum of Shear at that Line & Level (Sum V) I Linear Feet of Shear Wall at that Line & Level (Sum imum required Shear Wall Construction or Shear Frame for Wall Type Symbol is selected from Shear Wall Schedule on Page 9. Shear(plf) Shear(plf) Wall Tvoe Wall Tve 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: PCO Q99.07We1 Construction Design Software Line A ILine B Line C ILine D Line E Line F Line G Line H Uplift = Overturning Moment (OTM) - Resisting Moment (RM) I Segment Length (Seg Lg). Minimum required Hold Down (HD Type) selected from Hold-down and Wall Strap Schedule on Page 9. ______ 2nd ND HD ND ND ND HD HD HD Level Seq Uplift Type Seq Uplift Type Sag Uplift Type Seq Uplift Type Seq Uplift Type Seq Uplift Type Seq Uplift Type Sag Uplift Type IA 2,019 A H2 IA 888 A His AIB,C.. 2A 2,363 A Hi IS 645 A His Wail 28 2,191 A H2 2A 888 A His Lines 3A 2,363 A Hi 3A 888 A His Run 4A 2,019 A Hi 31B 645 A His From 4A 888 AHIa Side to Shear(plf) 358 Shear(plf) Shear(plf) 207 Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Side Wall Type A 4 Wall Type Wall Type A 6 Wall Type Wall Type Wall Type Wall Type Wall Type Roof Uplift from Front to Back resisted by Front and Back Ext. Walls Up ift(plf) Rf 2 @ Ext WI -125 Uplift Detail @ Rf 2 & Ext WI NA let HD ND HD HD HD HD ND HD Level Sag Uplift Type Seq Uplift Type Sag Uplift Type Seq Uplift Type Seq Uplift Type Seq Uplift Type Sag Uplift Type Seq Uplift Type IA 2,977 A H5 IA 421 A His IA 2,130 A H2 2A 3,600 A H5 2A 421 A His. IS 2,544 A H2 2B 2,977 A N5 28 421 A His 2A 2,130 A H2 3A 3,600 A N5 3A 421 A His 3A 2,130 A Hi 4A 3,058 A H5 4A 421 A His 313 2,544 A H2 4A 2,130A Hi Shear(plf) 536 Shear(plf) 174 Shear(plf) 335 Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Wall Type A 2 Wall Type A 6 Wall Type A 4 Wall Type Wall Type Wall Type Wall Type Wail Type Roof Uplift from Front to Back resisted by Front and Back Ext. Walls Upllft(plf) Rf I @ Ext WI Uplift Detail @ Rf I & Ext WI NA Straps/Hold-Downs must run continuous down through the Wail below to the Foundation. If no Wall below; tie to Beams, sized for Hold-Down Point Loads. Base ND HD HD HO HD ND HD HD Level Seq Uplift Type Sag Uplift Type Sag Uplift Type Seq Uplift Type Seq Uplift Type Sag Uplift Type Seq Uplift Type Sag Uplift Type IA 4,412 A H5 IA IA 2A 4,017A H5 2A 2A 3A 4,017 & H5 3A 3A 4A5,022AH6 4A 4A 413 5,115 A H6 Shear(plf) 769 Shear(plf) 119 Shear(plf) 173 Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Wall Type A 33 Wall Type A 6 Wall Type A 6 Wall Type Wail Type Wail Type Wall Type Wail Type Shear per Linear Foot (Shear(plf)) = Sum of Shear at that Line & Level (Sum V) I Linear Feet of Shear Wail at that Line & Level (Sum Sag 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 9MaxQuake©1 ArthfosLtd. Date: , Firm: OCHELTREE ARCHITECT All Rights Reserved Lateral Load Analysis & RINEOS POINT 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 PlyIPB Wall Sheathing Fasteners 094UBC No X Simpson X Doug Fir or So,Pine I 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) L SW-Gyp,Stuc or Ply 3/8'orllZ Struc I Ply lOd USP-Silvr/Kant 3-1/2" Metal Studs HF- Hardy Frame 318'orl/2" CD Ply o/GB l4ga Staple Other (Apx.C) SF-Simpson Frame 1/2"Ext M,S/M-2 Prtcl Bd 1" Screw To Customize, Overwrite Schad. on Apx. C below Other (See Apx. C) ZF -z Frame Other Sheathing/Fastener Combo (See Apx. C) WIND AND EARTHQUAKE DATA 97 UBC SHEAR WALL SCHEDULE # Wind Speed mph 70 Seismic Zone 4 Na Wail Shear Wall Edge Anchor Plate to Fl. Plate Importance Fact I Source Type A 1.00 Type Load Sheathing Nail Bolts Nail Lag Clips Exposure Cat. B Fault Distance 15 Symbol (p11) Material 8d 5/8"x12 16d 1/2" A35 Wind Pres.hoilz. psf 11.79 Soil Profile SD GF:880 GF:140 GF:480 GF:450 Wind Pies. vert. osf -6.35 Response Factor 5.5 Note 1,2 Note 3 Note 6 Note 7 Note 6,8 Note 9,10 NA construct wall as spec'd per symbol or any below WALL HOLD-DOWN & STRAP SCHEDULE A 6 260 1/2" Ply 6" 40"oc 6"oc 22"oc 20"oc Hold-Down Max. Mm. Wall Foundation Bolt Symbol Uplift Post Fl to Fl Anchor Type Bolt 4 A 4 380 1/2" Ply 4" 27"oc 4"oc 15"oc 14"oc lbs. Size Strap Straps HD Die. 4 A 3 490 1/2" Ply 3" 21"oc 1100c 11"oc Note 3,4 Note 2 Note 2,4 Note 2 4 A 2 640 1/2" Ply 2" 16"oc 9"0c 8"oc NA up to 300 use the hold-down across or below req'd type 4,5 A 44 760 ea side 1/2" Ply 4" 14"oc roc roc A His 1,005 2x CS20 20"+ PAHD42 4.5 A 33 980 ea side 1/2" Ply 3" 10"oc 6"oc 5"oc A Hib 1,650 2x CSI6 30"+ LTT20 1/2" 4,5 A 22 1280 ea side 1/2" Ply 2" 8"oc 4"oc 4"oc A H2 2,775 2-2x MST 48" STHDIO HD2A 5/8" A H5 4,685 2-2x MST 60" PHD5 5/8" 1 Sheathing: 318"-1/2" (4 ply mm) CD, CC Ply or OSB with all edges blocked A H6 5,800 2-2x MST 72" PHD6 7/8" 2 Framing: 2x DF typ @ 16"oc., 3x req'd if lOd w/ +1-5/8" penetration, 2' or 3"oc A H8 6,730 2-2x CMSTI4 68"+ PHDS 7/8" 3 Typical Fasteners: 8d Common or Galv. Box nails (no sinkers), nail field @12" A RIO 9,540 4x CMSTI2 90"+ HDIOA 7/8" 4 3x at plate and panel edges at walls w/ Shear over 3501bs, nail mm. 1/2" from edge A H14 11,080 4x HDI4A 1" 5 Offset panel edges on opposite sides of wall and stagger plate splices A H15 15,305 6x HDI5 ? Add[ 48 lInches to Fl to Fl Tie Strap for Joist 1-1/4" 6 Anchor Bolts (ASTM A-307) Mn. 7" imbedment, w/ 2"x2"x3/16" Plate Washer gap across 7 Stagger 16d nails in 2x, lags at 3x plates when no sheathing continuity to Rim Joist 1 Straps and HD's as Mfg. by Simpson Strong-Tie Co. Cat C-99 8 Pro-drill 3/8" hole for Lag. Provide Washer. Adjust lgth for 2" penetration into Joist. 2 Nail Straps & Hold-Downs w/10d (2x max.pen.1-518") See Details 9 Clips: Plate to Blocks only req'd if no shear sheathing continuity from Wall to Blocks and Mfg. Data for Nailing, Bolt and Embedment Requirements 10 Anchors and Clips as Mfg. by Simpson Strong-Tie Co. Cat C-99 3 If No Cont. Rim Joist Add Lgth Of Gap.lod 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 Shear Wall and Hold Down Schedules Page 10 MaxQuaké © 1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: Firm: OCHELTREE ARCHITECTLI Job: PIRINEOS POINT BLDG 1 &3 By: PCO I Q99.07We7 Construction Design Software DIAPHRAGM OPTIONS: RIIFi Framing Mat RfIFl Diaphragm Fasteners COLLECTOR/TIE AND DIAPHRAGM SCHEDULE C/T Max. Collector/Tie Tie Tie Rod DF or So.Pine X All Unblocked 8d Corn Only Hem Fir Rf UnBIk, Fl Bik X 8d@Rf, 10@Fi Dother, Block All Edges lOd Corn Only Type Force Cont Joist or Strap Washer 14 ga Staple Symbol (ibs) Solid Blocking or Cont DIa. Die. HO To Customize, Overwrite Schedule or See Apx. C Other less of C&T par to grain: 425 Joist 20ks1 625 Note 1,2,6 Note 2,3,4 Note 4 Note 5Note 7 Use Collector/Tie as spec'd per symbol or any below NA 300 A CI 2,231 20 MST27 A C2 3,506 2x6 MST37 3/4" 1.79 2- H05A Frame Model Numbers and Unit Shear Capacities (ibs) Height 7 ft 8 It 9 ft loft A C3 4,405 2x8 MST48 7/8" 2.24 2- HD6A Lgth A C4 5,800 2x10 MST6O 7/8" 2.98 2- HDSA A C5 6,440 2x12 2- MST37 7/8" 3.28 2. HD8A A A A A C6 8,310 2- 200 HST5 7/8" 4.23 HDIOA A Cl 11,170 2- 200 HST6 7/8" 5.69 2- PHDS A A C8 17,691 3. 200 7/8' 9.01 2- HDIOA A ? ? 1 Provide Cont. Rim Joist/Rafter or Solid Blocking at all Shear Wall Grid Unes 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 w/ Dla. (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-lie Cat C-99 ROOFIEXT. WALL UP-LIFT SCHEDULE Root 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 (pif) at 16" oc at 24"oc at 16" at 16" cc Symbol (pit) Note 1,2,4 Note 3 Symbol (pit) Note 1,2,4 50 8d Nail lOd Nail A T 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 SPI HIO HI H2 A R3 1/2" Ply 2-112" A F3 3/4" Ply A W 460 SP4 H7 HIO LTSIO A R2 112" Ply 2" A F2 3/4" Ply AX 600 SP2 HIOH7 A Y 1,170 FTA2 1 Sheathing: floor 3/4 CD-AC Piy/OSB, Roof 1/2 CD or CC PIy/OSB, Unblocked A Z 2,560 FTA7 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, 10d Corn. © Floor (no sinkers) field 120@Rf,l0"@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 POINT BLDG 1 &3 By: PCO 0199.07We7 Construction Design Software Line I I Line 2 I Line 3 I Line 4 Line 5 I Line 6 I Line 7 I Line 8 Seg CIT Load (back) - max. load on the Collector rIle between this and Seg above. CIT Type - mm, adequate Collector/lie. 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 Shea! along the Line. IF "G D" appears correct Line C/T discontinuity. ZT CIT Load CIT Sag CIT Load CIT Sag CIT Load C/T Sag CIT Load CIT Seg CIT Load CIT Seg CIT Load CIT Sag CIT Load C/T Sag CIT Load C/T Seg Roof Seg back Type beg Seg back Type beg Seg back Type beg Seq back Type beg Seq back Type beg Sag back Type beg Beg back Type beg Seg back Type beg Al Al Al Al Al 123.. BI 856 A Cl BI 659 A Cl BI 659 A Cl 81 659 A Cl BI 856 A Cl Wall Lines Run From Front to front 527 A Cl front front front front 527 A Cl front front front Back Shear(plf) 66 Shear(plf) 132 Shear(plf) 132 Shear(plf) 132 Shear(plf) 66 Shear(plf) Shear(plf) Shear(plf) RI Diaph A RB RI Diaph A R6 RI Diaph A RB RI Dlaph A RB RI Diaph A RB RI Dlaph RI Diaph RI Diaph 11T CIT Load CIT Se CIT Load CIT Sec C/T Load CIT Se CIT Load CIT Sec CIT Load CIT Se CIT Load CIT SeE CIT Load CIT SeE CIT Load CIT Sag 2F1 Seg back Type beg Sag back Type beg Seg back Type bet Seg back Type beg Sag back Type bet Seg back Type beg Seg back Type b& Seg back Type beg Al Al Al Al Al BI 1461A Cl Bl 1124A Cl BI 1124A Cl BI 1124A Cl BI 1461 A Cl front 899 A Cl front front front front 899 A Cl front front front Shear(plf) 112 Shear(pø) 225 Shear(plf) 225 Shear(plf) 225 Shear(plf) 112 Shear(plf) Shear(plf) Shear(plf) RI Dlaph A RB RI Diaph A block? RI Diaph A block? RI Diaph A block? RI Dlaph A RB RI Diaph RI Dlaph RI Diaph Fl Diaph A F8 Fl Diaph A block? Fl Dlaph A block? Fl Diaph A block? Fl Diaph A FB Fl Diaph Fl Diaph Fl Diaph {i Load CIT Sec CIT Load C!T Se CIT Load CIT Se CIT Load CIT SeE CIT Load CIT Sei CIT Load CIT Sec CIT Load CIT Se CIT Load CIT Seg Floor JC/T Seg back Type beg Seg back Type be Sag back Type beSeg back Type beg Seg back Type bet Seg back Type be Seg back Type _beg Seg back Type beg BI 3509A C3 BI 7019A CO BI 7019A CO BI 7019A CO BI 3509 A C3 front 1350 A Cl front 9718 A Cl front 9718 A Cl front 9718 A Cl front 1350 A Cl front front front Shear(plf) 135 Shear(plf) 270 1 Shear(plf) 270 Shear(plf) 270 ISheaqplQ 135 Shear(pIl) Shear(plf) Shear(plf) Fl Dlaph A F6 Fl Diaph A block? I F) Diaph A block? I Fl Diaph A block? I Fl Dlaph A F8 Fl Diaph Fl Dlaph Fl Dlaph If RI 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 AH Page 12 MaxQuake 01995 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 Line A I Line B I Line C I Line 0 Line E I Line F I Line G I Line H Se9 CIT Load (left) - max. toad on the Collector Tile between this and Sag to left. CIT Type - mm. adequate CollectorlTle. Sag beg - feet Seg begins right of Quad Line. - right -CIT load at right side of the right most Segment. Shear - the average Dlhragm She along the Line. If "Ga appears correct Line C/T discontinuity. 2nd C/T Load CIT SeE CIT Load C/T Se C/T Load CIT Se C/T Load C/T Sej UT Load UT Se CIT Load CIT SeE CIT Load CIT SeE C/T Load CIT Sag Roof Sag left Type beg Sag left Type beE Sag left Type be Sag left Type beg Sag left Type beg Sag left Type be Sag left Type be Sag left Type beg IA IA A,BIC.. 2A 1612 A Cl lB 1653 A Cl Wall 28 1612 A Cl 2A 2440 A C2 Unes 3A 2993A C2 3A 1663A ci Run 4A 2226 A Cl 3B 1653 A Cl From 4A 2440 A C2 Side to right 1791 A Cl right right 1663 A Ci right right right right right Side Shear(plt) 128 Shear(plf) Shear(plf) 128 Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) RI Dlaph A RB RI Dlaph RI Dlaph A RB RI Diaph RI Dlaph RI Dlaph RI Dlaph RI Diaph fT CIT Load CIT Sec CIT Load CIT Se CIT Load CIT Se CII Load CIT Se UT Load CIT Sec,CIT Load CIT Se CIT Load CIT SeE CIT Load CIT Sag 2F1 Sag left Type be. Sag left Type be Sag left Type beg Sag left Type be Sag left Type beg Sag left Type be Sag left Type beE Sag left Type beg IA IA IA 2A 2380 A C2 2A 726 A Cl lB 2510 A C2 2B 2156 A Cl 2B 1173 A Cl 2A 3453 A C2 3A 4536 A C4 3A 1899 A Cl 3A 2206 A Cl 4A 3476 A C2 4A 1508 A Cl 3B 2510A C2 4A 3453AC2 right 2690 A C2 right 1117 A Cl right 2206 A Cl right right right right right Shear(plf) 186 Shear(plf) 93 Shear(plf) 163 Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(0l) RI Diaph A block? RI Diaph A RB RI Dlaph A RB RI Dlaph RI Diaph RI Dlaph RI Diaph RI Dlaph - Fl Dlaph A F6 Fl Olaph A F6 Fl Diaph A F6 Fl Diaph Fl Diaph Fl Diaph Fl Dlaph Fl Dlaph 1st Load CIT Se CIT Load CIT Se CIT Load CIT Sec CIT Load CIT Se VT Load CIT Sec,C/T Load C/T Se CIT Load CIT SeE CIT Load CIT Sag Floor jCrr Sag left Type beg Sag left Type beSeg left Type beg Seg left Type beSeg left Type beg Sag left Type big Sag left Type beg Seg left Type beg IA IA IA 2A1986AC1 2A 2A 3A 1922A Ci 3A 3A 4A 2306A C2 4A 4A 4B 1537 A Cl right 3523 A C3 right right right right right right right Shaar(plf) 201 Shear(plf) 119 Shear(plf) 173 Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Fl Diaph A F6 Fl Diaph A FS Fl Dlaph A F6 I Fl Dlaph Fl Dlaph Fl Diaph Fl Diaph Fl Diaph - If RI or Fl Diaph return "block?, load values are higher than the diaphragm capacity. Change to blocked diaphragm or fastener Option (pa 10) or add Shear Wall (pg 3or4) Buildings Vertical Wind Loads for Gable or Hip Roofed GCP GCp 0 20 100 1000 0 20 100 1000 Overhang GCp include effect of both upper & lower surface Effective Wind Area sq.ft. Effective Wind Area sq.ft. FIgur91606.2E GCp for Roof Slope 30< a <45 Degrees OCaClO 10<a<45 ff"21 [LILt1' I ==r'---.- - _. •?? - - - - 1,:a . - I ==;i • ======= I -. ---- ____ -I! 0.4 0:41 1 FIgure1606.21) GCp for Roof Slope 0<0 C 10 OCaClO 10caC4$ 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 3<a<30 (1 20 100 1COC Reduce C 10% if 3 < a < 5 Effective Wind Area (sq.ft.) if a< 3 see Figure 1606.2D Figure 1606.2G Monosiope Roofs 10 <a <30 Degrees nd Pressure for Components & Cladding Page 13 MaxQuake © 1995 - Archforms Ltd. Firm: OCHELTREE ARCHITECTURE All Rights Reserved Lateral Load Analysis & Wind Pressure P and Wind Coefficients GCp for Components and Cladding of enclosed Buildings U __•_71I'A'AflITItTI:1THr.lTiI'A'fllfl iiiEi • --- --- A 1.1L4 - -- . - --- I 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 Values are for enclosed Buildings. SBCCI Values for GCp are equivalent to UBC Table 16-H for values of Cq. C4Lc.5 pi:i/ot Pr F64N QIk #0 /-34... 2. Title: Job 0 Dag0r Date: 24'/ /'E//Vez75 Description: I Rev 510300 User KW.0602523, Ver 5.1.3, 22Jun1999, wn32 General Timber Beam ° I I (e) 198399 ENERCALC c:\ec\Dtrineos.ecw;CaIcuI Description BEAM 101 UNIT A General Information Calculations we designed 101997 NDS and 1997 UBC Requirements Section Nam PrIm: 7.0*20.0 Center Span 16.50 ft .....Lu 0.00 ft Beam Width 7.000 in Left Cantileier ft .....Lu 0.00 ft Bean Depth 20.000 in Right CaitiIemr ft .....Lu 0.00 ft Member Type Truss Joist - MacMillan, Parallan 2.OE Fb Base Allow 2,900.0psl Load Our. Factor 1.000 FvAliow 290.0 psi Bean End Fbdty Pin-Pin Fr. Allow 650.0 psi E 2,000.0ksl LTrapezoidal Loads #1 Dl © Lalt . 146.00 #111 ii 0 Left 266.00 #lft Start bc 0.000 ft DL @ Right 148.00 #flt IL Right 266.00 0/ft End icc 6.000 ft #2 DL © Left 930.00 #!ft Ii © Left 1,226.00 #111 Start Loc 6.000 ft DL. @ Right * 930.00 WIt I.I. @ Right 1,226.00 0/ft End Icc 8.000 ft DL @ Left . 995.00 0/ft IL @ Left 1,310.00 0/ft Start Loc 8.000 ft DL @ Right 995.00 0/ft I.I. @ Right 1,310.00 0/ft End Loc 10.000 ft #4 DL @ Left 980.00 0/ft IL @ Left 1,170.00 #/ft Stat J . 10.000 ft DL @ Right 980.00 0/ft Ii @ Right 1,170.00 WIt End bc 16.500 ft I Point Loads uean L.OQ 1,JJ.0 icc i,uu.0 icc 11V.UWs ups ws tub •tub Live Load 3,350.0 lbs 1,900.0 lbs. 1,202.0 lbs lbs lbs lbs lbs ...dlstancu 6.500 ft 8.000 ft 10.000ft 0.000 ft 0.000 It 0.000 ft 0.000ft Beam Design OK Span= 16.50ft, Bean Width = 7.0001n x Depth = 20.ui, Ends are Pin'In Max Stress Ratio : 0.852 :1 Maximum Moment 96.1 k-ft Allowable 112.8k-ft Max Positive Moment 96.13k-ft at 8.052 ft Marc. Negative Moment -0.00k4t at 16.600 ft Max @ Left Support 0.00 k-ft Max © Right Support fl•. la_AL.... 0.00 k-ft 4a*%Vfl IVII. WI dIIL7dV I I.10 lb 2471.85 psi fv 223.33 psi Left DL 6.20 k - Fb 2,900.00 psi Fv 290.00 psi Right DL 9.01 k Deflections UTuwI 5IWI... LIWJ LJ I Deflection -0.200 In -0.475in Deflection ...Location &382 ft 8.316 ft ...Length/Defl ...Lnngth!Defl - 991.6 416.46 Right cantilever... Ddlection ...LengthVefl Right @Lt @Center Right Max Max 31.3 k 40.6 k 15.09 k 20.84 k 0.000 in, 0.300 In 0.000 in 15.09 k 20.84k 0.000 in 0.000 In 0.0 0.0 0.000 In 0.000 in 0.0 0.0 Maximum Shear* 1.5 Allowable .Shear Camber. 253ft t512ths 41 UU11 ft 21 2150#/ft =96.1k.ft Max = 0.475in Rnax=15.lk Rmax=2O.81i VmaxftI=15.Ik Vmax@rt=20. Title: Job# Dsgnr. Date: Description: Scope: Page 21 Iv 510300 User : s(W0602523. Ver 5.13. 22•Jwi-1999. w1n32 General Timber Beam (e) 1033.09 ENEALC 2jrieos.eew:CaIcuIa Description BEAM 101 UNIT A Stress Caics Bending Analysis Ck 21.298 La 0.000 ft Sxx 466.667 In3 Area 140.000 1n2 1.000 Rb 0.000 Cl 0.000 Max Mamnt Sxx Redd f'JbwiIe lb @ Cantor 96.13 k-ft 391.77 1n3 2,900.00 psi Left Supped 0.00 k-ft 0.00 1n3 2900.00 psi @ Right Supped 0.00 k-ft 0.00 1n3 2900.00 psi ShearAnalysis @ Left Suppcxt @Ri9htSuPPort Design Shear 2264 k 31.27k Area Required 78.053 In2 107.813 1n2 Fv Allowable 290.00 psi 290.00 psi Bearing @ Supports Max. lAt Reaction 15.09 k Bearing Length Req'd 3.317 In Max. Right Reaction 20.84 K Bearing Length Req'd 4.581 in M, V. & 0 @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00k-ft 15.09 K 0.0000 in © Right Cant Location = 0.00 It 0.00 k-ft 0.00 k '0.0000 In @ Left Cant Location 0.00 it 0.00 k-ft 0.00 k 0.0000 in Sketch & Diagram * 1 LJPAT rRuJeO PT. LOADf- ig OIIAOS ,7qôL 'lot L. LO.D run. 14 %. N:!7 Title: gnr. Description: Scope: Date: Job # Ray. 510300 Uset: KW0602523. V (c) 1983.99 ENERCAU Description 5.13, 22Jun.1999. Wn32 BEAM 101 UNIT B General Timber Beam pap General Information Calculations are designed to 1997 NDS and 1997 UBC RequirementsjJ Section Name Prllm:7.0x20.O CenterSpan 16.50ft .....Lu 0.00 ft Beam Width 7.000 In Left Cantilever ft .....Lu 0.00 ft Beam Depth 20.000 in Right Cantile'er ft .....Lu 0.00 ft Member Type Truss Joist - MacMillan, PaaIIem 2.OE Fb Base AlIi 2,900.0 psi Load Our. Factor 1.000 FvA1Iaiv 290.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi E 2,000.0 ksi Trapezoidal Loads #1 DL @I-eft 450.00 #fft U. @ Left 570.00 #/ft Stan Loc 0.000 ft DL @ Right 450.00 #/ft IL @ Right 570.00 #/ft End Loc . 6.000 ft #2 DL @ Left 995.00 #/ft LL @ Left 1,310.00 WIt Start bc 6.000 ft DL@Right 995.00 WIt LLRight 1,310.00 WIt End Loc 10.000 ft t3 DL @ Left 980.00 #/ft U. @ Left 1,170.00 WIt Stan bc 10.000 ft Dl. @ Right 980.00 WIt IL @ Right 1,170.00 WIt End Loc 16.500 It Point Loads Live Load 3,350.0 lbs 1,2020 lbs lbs lbs lbs lbs lbs ...distance 6.000 ft 10.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft . Beam Design OK Span= 16.50ft, Beam Width = 7.0001n x Depth = 20.in, Ends are Pin-Pin Max Stress Ratio 0.762 j * Maximum Moment 85.9 k-ft MaximumShear ' 1.5' 294 k Allowable 112.8 k-ft Allowable 40.6 k Max. Positive Moment 8591 k-ft at &184ft . Shear @ Left 16.45 k Marc. NegatIve Moment .0.00k -ft at 16.500 ft @ Right 19.63k Marc @ Left Support 0.00 k-ft . Camber @ Left 0.000, in Max® Right Support 0.00 k-ft @ Center 0.275 in Marc. M allow 112.78 Reactions... @ Right 0.000 in lb Z209.24 psi fv 210.34 psi Left DL 6.85 k Max 16.45 k Fb 2900.00 psi Fv 290.00 psi Right DL 8.42k Marc 19.63k [eflections ----.-.- Center Span... Dead Load Intel Load Left Cantilever... Dead Load Tc*al Load Deflection -0.183 in -0.442 in Deflection 0.000 in 0.000 in ...Location &31611 8.250 ft ...bengthlDell 0.0 0.0 ...LenglhlDefl 1,079.7 447.48 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Defl 0.0 0.0 _253Jbs t5121b5 21 1111JI 111111 21506/ft =85.9k.ft Dmax = -O.442in Rmax = 16.4k Rmax = 19.6k Max O felt =164k Max@rt19. Titie: Job # Dsgnr. Description: Scope: I 5.I.3,22J1999.Win32 General Timber Beam . PO 2 Description BEAM 101 UNIT B Stress Caics Bending Analysis Ck 21.298 Le 0.000 ft Soc 486.667 in3 Area 140.000 1n2 1.000 Rb 0.000 Cl 0.000 Max Mcmient Sxx Rea'd AflcMdie lb ©Center 85.91 k-ft 355.51 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 1n3 2900.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 24.67 k 29.45 k Area Required 85.076 in2 101.544 In2 Fv. IAJIONat19 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 16.45 k Bea,ing Length Req'd 3.615 in Max. Right Reaction 19.63 k Bearing two Reqd 4.315 in Query Values M, V. & D @ Specified Locations Moment Shear Deflection © Center Span Location = 0.00 ft 0.00k-ft 16.45 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 0.00 k-ft 0.00 k 0.0000 in Sketch & Diagram 'r rLP • t1to2 rIRDeo r Map 3Q10 LOADS 15 FLP- Vt 600 L 1500 WALL • FLA. . 'f OIPL • ____ - I • Oe ROOF 410 Al • f9op 30L t&2OL 1 7DrAL C • 5701. [176 L 'OCHELTREE ARCHITECTURE 200 MARINE VIEW AVENUE DEL MAR CA, 92014 (858) 755-4414 (858) 259-0703 Raw 510300 Uw KW-0502523. Ve 5.1.3, fl-Jun-1988. 1Mn32 (c) 1983-08 ONERCALC TWe: Description: Scope: Restrained Retaining Wall Design Job # Date: 11:19AM, 31 OCT01 Description PIRINEOS POINTE RESTRAINED 6' WALL I)CrAILS 12/50 3,0/ 04/53,O 02 /53.Z Criteria Soil Data 21 Footing Strengths & Dimensions 1 Retained Height = 6.00 ft Wall height eho soil = 0.75 ft Total Wall Height . = 6.75 ft Top Support Height = 6.75 ft Slope Behind Wall = 0.00:1 Height of Soil oerToe = 0.75 in Soil Density = 110.W pd Allow Soil Bearing = 2,000.0 psf fc = 2,000 psi Fy = 60,000 psi Equivalent Fluid Pressure Method On. As % = 0.0014 Had Achm Pressure = 35.0 Toe Width 0.92 It Toe Active Pressure = 35.0 Heel Width = 1.58 Passfl5 Pressure = 400.0 Total Footing Width Water height overheal = 0.0 it Footingilsoil Friction = 0.300 Soil height to Ignore for passhe pressure = 0.00 In Footing Thickness = 12.00 in Key Width = 0.001n Key Depth = 0.00 In Key Distance from Toe = 0.00 it ,%_...... a. -:. - Wind on Stem = 0.0 psf UV03 ( Lup .3.UU UI DUIL ,3.W III I Surcharge Loads [Uniform Lateral Load Applied to Stem j Adjacent Footing Load Surcharge Over Had = 0.0 psf Lateral Load 0.0#fft Adjacent Footing Load = 0.0 lbs >>>NOT Used To Resist Sliding & Ortum to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Helght to Bottom = 0.00 ft ECcertiicity = 0.00 In NOTUsedforSIiding&Oerturrung Wall toFtgCLDist = 0.00 ft [Axial Load Applied to Stern Footing Type Una Load mmmoniik Base AboveiBdow Sod - Axial Dead Load = 220.0 lbs at Back of Wall 0.0 ft Axial IKe Load = 560.0 lbs Mel Load Eccentricity = 0.0 in I Design Summary II Masonry Stem Construction Total Bearing Load = 2,278 lbs Thickness = 8.00 in I'm = 1,500 psi Short Term Factor = 1.000 ..resultant ecc. 0.48 in Wail Weight = 78.0 pet Fs = 24,000 psi Equiv. Solid Thick. = 7.600 in Soil Pressure ( Toe = 999 psf OK Stem is FIXED to top otfooting nRatio (Es/Em) = 25.778 Soil Pressure © Heel = 823 pat OK Block Type = Medium Weight No Special Inspection Alfrw'Jj 00 0 2 . ricf Solid Grouted . - ----r• Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,473 psf ACl Factored @Had = 1,213 psf Footing Shear @ Toe = 10.9 psi OK Footing Shaw @ Heel = 10.2 psi OK Allowable = 76.0 psi Reaction at Top = 102.3 lbs Reaction at Bottom = 755.1 lbs SIId1ngCa1cs Slab Resists All Slidine I Lateral Sliding Force = 751 lbs I Footing Den Results Toe Heel Factored Pressure = 1,473 1,213 pat Mu':Upwaid = 847 oft-# Mu': Downward = 130 661ft-# Mu: Design S 718 661 ft-# Actual l-WayShaw = 10.87 10.15 psi Allow 1-Way Shear = , 76.03 76.03 psi ©Top Support uIIuIu* Top& Base Stem OK Stem OK Design height = 8.75 it 3.58 ft Reber Size #5 #5 Reber Spacing = 16.00: in 16.00 in Reber Placed at = Edge Edge Reber Depth 'd' = 5.25 in 5.25 in Design Data ftB + falFa = 0.000 0.261 Moment-Actual = 0.0 ft4 241.7 ft-# Mont....Allowabie : 1,058.0 ft# 1,058.0 ft4 Shear Force @ this height = 0.0 lbs Shear .... Actual = 0.00 psi Shaw .... ftuloweble = 19.36 psi Reber Lop Required = 25.00 in 25.00 in Reber embedment into footing = Other Acceptable Sizes & Spacings: Toe: None Spec'd -or- Noll req'd, Mu cS * Fr Had: None Spec'd -or- Not req'd, Mu < S * Fr Key: No key defined -or- Nokeydefined Base of Wall Stem OK 0.00 ft #5 16.00 In Edge 5.25 in 0.538 569.3 ft-# 1,058.oft-# 527.6 lbs 9.42 psi 19.36 psi 6.00 in OCHELTREE ARCHITECTURE 200 MARINE VIEW AVENUE Dsgnr. DEL MAR CA, 92014 Description: (858) 765.4414 scope: (858) 259-0703 I R,y 510300 I Restrained Retaining Wall Design (c) 1983-09 ENERCAI.0 Description. PIRINEOS POINTE RESTRAINED 6' WALL Job # Date: 11:19AM, 31 OCT01 Page Summary of Forces on Footing: Slab RESISTS sliding, stem is FIXED at footing Forces acting on footing for soil pressure Sliding Forces are restrained by the adjacent slab Load & Moment Summasy. For Fooling : For Soil Pressure Coles Moment @ Top of Footing Apied from Stem = -569.3 ft-# Surcharge Or Heel = lbs ft ft4 Mat Dead Load on Stem = 780.0 Its 125 ft 977.6 ft-# Sal Or Toe = 6.3 lbs 0.46 ft 2.9 ff4 Surcharge Or Toe - lbs ft ft-# Stem Weight = 526.5 lbs 1.25 ft 659.9ft4 SclI Over Hod = 602.81bs 2-04 ft 1,231.7ft-# Footing Weight = 36Z5 lbs 1.25 ft 453.1 ff4 Total Vertical Force = 2,278.1 lbs Base Moment = 2,755.9 ff4 Soil Pressure Resulting Moment MAW PIGH OF FLM LEO&Ef 5rfr4 K LAN 01 NG10 :r LD 41 Q SO #/ /4 0 OL.T tZuO.C. c42O'p .Q 8. B. 8. DL= 220., LL= 560.049999990.0005, Ecc= 0.00051 Pp= 225.78# 857.54 P18203.16,psf 999. 34psf OCHELTREE ARCHITECTURE Title: JobS 200 MARINE VIEW AVENUE Dsgnr. Date: 11:21AM, 31 OCT 01 DEL MAR CA, 92014 Description: (858)7554414 Scope: (858) 259-0103 I Rev. 510300 Cantilevered Retaining Wall Design Page 1 I (c) 1983-99 ENERAIC c,tnirinpns gcwCatriflationn I Description Criteria _I Retained Height = 6.oOft Wall height these soil = 0.75 ft Slope Behind Wall = 0.00:1 Height ot Soil overToe = 0.75 in Soil Density = 110.00pcf Wind onStern 0.0 psi [Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 Toe Acthe Pressure = 35.0 Passive Pressure = 400.0 Water height over heel = 0.0 ft FoctingJSoll Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in Footing strengths & Dimension] ft = 2,000 psi Fy = 24,000 psi Me-i As% = 0.0012 TOO Width = 2.0oft HeelWidth = 1.00 Total Footing Width = 3.00 Footing Thickness = 12.00 In KeyWldth = 12.001n Key Depth = - 14.001n Key DlstancefromToo 1.50 it Cover © IP = 3.00 in © Btrn.= 3.00 in Axial Dead Load = 290.0 lbs Axial Load Eccentricity = 0.0 in Mal Live Load = 600.0 lbs Stem Construction j Top Store 2nd Stem OK Stem OK Design height ft= 2.75 0.00 Wall MaterialAbove"Hr = Masonry Masonry Thickness = 8.00 8.00 Rebar Size = #5 #5 Rebar Spacing = 16.00 8.00 Rebar Placed at = Edge Edge Design Data fb/FB falFa = 0.210 0.807 Total Farce @ Section lbs = 184.e. 629.9 Moment-.Actual 11-5= 200.2 1,260.0 MomenL..Allabte ft-# = 1,407.1 1,751.9 Show .... .Actual psi = 3.3 11.7 Show .... .A1leethie psi = 25.8 25.8 Bar Develop ABOVE lit In= 30.00 30.00 Bar Lap/Hook BELOW Ht in = 30.00 6.00 Waif Weight psf = 78.0 78.0 Rebar Depth 'd' in= 5.25 5.25 Masonry Data I'm psl = 1,500 1,500 Fs psi = 24,000 24,000 Solid Grouting = Yes Yes Special Inspection Na 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 Medium Weight Concrete Data fc psi= Fy p51= Other Acceptable Sizes & Spacings Toa #4@ 13.00 in, #5© 20.00 in, #6© 2825 in, #7@ 38.50 in, #8@ 48.25 In, 4 Had: Net ieq'd, Mu <S * Fr Kay Not reqd,Mu.CS*Fr Axial Load ppliedtoStej I Design Summary .1 Total Bearing Load = 2,514 lbs ...resultactecc. 0.39 in ScilPressure @Too = 892 psi OK Soil Pressure @ Heel = 784 psf OK Ailowable sf = 2,000 p Soil Pressure Less Than Allowable ACl Factored ©Toe = 1,194 psf ACI Factored @ Heel = 1,050 psf Footing Shear @Too 182 psi OK Footing Shear @Heel = 7.7 psi OK AJIable = 76.0 psi Wall Stability Ratios Overturning = 2.15 OK Sliding = 1.83 OK Sliding cake (Vertical Component Used) Lateral Sliding Force = 837.7 lbs less 100% Passive Force = 993.8 lbs less 100% Friction Fate = - 574.3 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5:1 Stability = 0.0 lbs OK I ! Design Results I Toe Heel Factored Pressure = 1,194 1,050 psf Mu':Ur*vard = 0- oft-4 Mu': Doanward = 0 277 M Mu: Design = 2,142 277 1%4 Actual 1-Way Shear = 18.16 7.69 psi Allow 1-Way Shear = 76.03 76.03 psi Toe Reinforcing = Now Spec'd Heel Reinforcing = Nom Speed Key Reinforcing = NoneSpedd OCHELTREE ARCHITECTURE 200 MARINE VIEW AVENUE DEL MAR CA, 92014 (858) 755.4414 (858) 259-0703 Rev 510300 User. KW0502523. Vef 51.3. 22'Jun-I999. M32 (C) 1095 ENFRCALC * Description Title:, 08gnr. Description: Scope: Cantilevered Retaining Wall Design Job # Date: 11:21 AM, 31 OCT 01 Page 2 I Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING.... Force Distance Moment Force Distance Moment Item lbs ft ft4 lbs it ft.# Heel Active Pressure = 857.5 2.33 2,000.8 Soil over Heel = 220.0 2.83 623.3 Too Active Pressure = -19.8 0.35 -7.0 Siped Soil Over Heel = Surcharge Over Toe = - Surcharge Over Had = Adjacent Footing Load = , .A4acent Foaling Load = Added I terel Load = Anal Deal Iced on Stern = 290.0 2.33 676.7 Load@ Stem Above Soil = Sed Over Toe = 13.8 1.00 13.8 Seismicloal = SurchargeOnrToe = Total = 837.7 O.T.M. = 1,993.8 Stem Weight(s) - Earth . 5265 . 233 1,228.5 RoslstlnglOverturnlng Ratio = 2.1$ Foaling Weight = 450.0 1.50 675.0 Vertical Loads used for Soil Pressure = 2,514.2 lbs KeyWeight = 175.0 2.00 350.0 Vert. Cponent = 239.0 3.00 717.0 VOtIlCal corripment of activepressure used f'601 PSS1 Total 1,914.2 lbs R.M. 4,284.2 8.00005in Mas wl #5 @ 16.ino/c 8.00( 3,4., #0@0.i @Toe Di MaIll @ Heel) DL= 290., LL= 290.050000000.0005#, Ecc= 0.0005in Pp= 993.84# 892. 06psf TRUSSES UNDER flU SECTION A—A I * Adjust distance of shortest ' i PROVIDE SOLID BLOCK BETWEEN TRUSSES TO Cal Fill member from the SUPPORT RIDGE IF termination point to compensate i NECESSARY. for volley pods - then 24 O.C. A LEM 3 JExp12/31/O2 j* tEVISIONS BY 6.20.001 11 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 Volley Fill DETAILS: 2x4 Post to 1/2 Valley - with purlin 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 purfln (over 3 Trusses Yin.) Pro—out Call Fill Member 7 -2x4 Valley Pods SECTION B—B k[.._Truss as occurs 2X6 #2 DF—L Ridge, support as shown 2X4 VALLEY RAFTERS VAIN 3-16d TOE-NAILS TO RIDOE T'VPTCAL 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 IJOB REP. ENGINEERING DESIGN GROUP GEOIECK1LICAL. CIVIL STRUCTURAL & ARCHITECTURAL CONSULTANTS FOR RESIUEAFIAL A COMMERCIAL CONSTRUCTION - 2121 Montiel Road, San Marcos, California 92069• (760) 839-7302• Fax: (760) 480-7477 E-mail: ENGDG@aOI.COm Date: November 20, 2001 To: Mr. B. Darryl Clubb c/a COAST CONTRACTING 7909 Silverton Avenue, Suite 213 San Diego, CA 92126 Re: Proposed New Pirineos Point Apartments, to be located on Pirineos Pointe, Carlsbad, California Subject: Plan Review Letter Ref: 1) "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." EDG Project No. 002425-1, dated, November 10, 2000. 2) Plans forPirineos Point Project, Sheets S2.0-S2. 1, S3.0-S3.3, prepared by Phil Ocheltree, dated July l,2001. . . We have reviewed the above referenced plans for compliance with the project limited geotechnical report and find that the plans generally meet the recommendations set forth in the above referenced report with the following exceptions. On Sheets S3.0-S3.3, various details, and Sheet S2.0 & S2.1, Foundation Note 2.3, the minimum depth of footings shall be measured 18 inches below lowest adjacent grade, which should be measured from bottom of lowest sand layer. On Sheet S2.0 & S2.1, Foundation Note 5.2, pad footings should have a minimum width of 24 inches. On Sheet S2.0 & S2.1, Foundation Notell.3 visqueen shall be a minimum of 10 mil in lieu of 6 mil as noted on plans. These changes should be incorporated into the project plans for prior to construction. If you have any questions regarding the recommendations herein do not hesitate to call our office. Sincerely, IONGINEERING DESIGN GROUP Erin Rist Staff Engineer Job No. 002425-1 Page No. 1 \\MainFtile on main\LETTER\LETTER 1\200002425 CLUBB, PLAN REVIEW LETTER FOUNDATION.wpd Oil ,i 2-9 c_L_i JAN-30-2002 WED 01:17 PI'1 CITY OF CARSLBAD FAX NO, 750 62 8558 MW of Carlsbad CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION This form must be completed by the City; the applicant, and the appropriate school di s t r i c t s a n d r e t u r n e d t o t h e C i t y prior to issuing a budding permit. The City will not issue any building permit without a completed sc h o o l f e e f o r m . Project Name: JJ E-t~5 9p / fri L- Building Permit Plan Check Number: - Project Address: 2t /g ,P/Ai in Li I,V A,P.N.: /(-.~) -gj ••. 0 Project Applicant S (Owner Name): I! ?JJ ç •biIT t2 Project Description: 4joA -..W JJI & i 2. / LM / 7'If Building Type: 731 Residential: Number of New Dwelling Units Square Feet of Living Area in New Dwelling , 3/ Second Dwelling Unit: Square Feet of Living Area in SOU Residential Additions: Net Square Feet New Area .•• Commercial/Industrial: re Feet Floor Area City Certification of J, Date: / Applicant Information:[k-~) 6A~l CaIsbad Undied School District Sin Marcos 1,.Jaified School District 801 Pine Ave. 215 Mata Way Carlsbad CA 920 729-9291) San Maxcos, CA 92069 (736-2200) Encinitas Uniou School District' San Dieguito Union High School District 7 )Ol South Rancho SantaFeRd 710 EncuiitasBlvd, (nciaitaCA_92024 (94.4-4300) Encinitas,CA2024(7S3-6491) Certification of ApplicantlOwners. The person executing this declaration (Owner") certifies u n d e r p e n a l t y o f p e r j u r y t h a t ( 1 ) t h e 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 num b e r o f d w e l l i n g u n i t s o r s q u a r e footage after thebui%dlng permit is Issued or It the Initial determination of units or square footage is found to be incorrect, and that (2) the Owner Is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. Signature.. Date: 1635 Faralay Avenue Cax\sad, CA 2003-7314 • (760) 602-2700 9 FAX (750) 602-8560 € JAN-30-2002 WED 0:18 PM CITY OFCASLBAD AX NO. 760 62 8558 P. 07 -7 -' SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT., The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant tisted n page 1 has paid all amounts. or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT DATE PHONE NUMBER \JAN302002 WED 01:19 PM CITY OF CARSLBAD FAX NO, 760 602 8558 P. 08 Citv --of Carlsbad CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES O, 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 0 Plan Check Number: Project Address:. /g ,P.LIJ ii iiS A.P.N,: Project Applicant /'•) (Owner Name): Project Description: lXTT4') di7 4JL_1iI ::::h . 2 /)L1 z1:I Building Typo: j014* V1. Residential: Number of Newwelna Units / •.), Square Feet of Living Area in New Dwelling ('p,, YCz - •=-i,.s/ (7 Second Dwelling Unit: Square Feet of Living Area in SOU Residential Additions: Net Square Feet New Area Commercial/industrial: S uare Feet Floor Area City Certification of Applicant Information: kin Date: OF Carlsbad Unified School District 801 Pine Ave. Carlsbad CA 92009 (729-9291) Encinitas Union School District tOl South Rancho Santa Fe Rd Encinitas, CA 92024 (944.4300) Sin Marcos Unified School District 215 Mata Way San Dieguito Union High School Dish-let 710 Encinitas Blvd. Encinitas, CA 92024 (753-6491) Certification of ApplIcant/Owners. The person executing this declaration (w0wne) certifies under penalty of perjury that (1) the Information provided above Is correct and true to the beat of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase In the number of dwelling units or square footage after the building permit is Issued or if the Initial delermlnatiori of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above decribed project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. Signature: Date: 1635 Faraday Avenue Carlsbad CA 92008-7314.(760) 602-2700.FAX (760) 602-8560 .JAN-30-2002 WED 01:19 PM CITY OF CARSLBAD FAX NO. 760 60? 8558 P. 09 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE_SCH.00L DISTRICT REQUIREMENTS FOR THE PROJECT AVE BEEN J )OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT DATE PHONE NUMBER Frki. Hall erintendeflt. Business AA%&C Uf('l r..... - _d@3 15:33 8586890234 COAST CONTRACTING PAGE @2 LEUCADIA COUNTY WATER DISTRICT APPLICATION FOR SEWER SERVICE The application must be signed by the owner (or his representative) of the property to be 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. FAI L U R E T O M A K E S U C H SUBMITTAL. WILL RESULT IN AUTOMATIC CANCELLATION OF THE SEWER PERMI 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 balanc 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 charges fo 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-month 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 for that fiscal ye 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 all 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 roll in the same manneras property taxes. There will be no addition a l f e e o r r e f u n d if service actually commences on a different date. The prorated sewer service charge shall not be required in those application for se 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 provided 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 cha rges shall commence upon close of escrow and will be the responsibility of the buyer. If a service lateral is required, it must be installed by the owner/applicant in co n f o r m a n c e w i t h the specifications, rules and regulations of the District and subject to ins p 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 CONNECTIO N . The service lateral is that part of the sewer system that extends from the main colle 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) where 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 responsible for the 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, maintenanc 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 SEWER SY S T E M M A Y B E USED BY THE APPLICANT. THE APPLICANT, OR HIS AUTHORIZED REPRESENTATIV 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 TH 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 DIST R I C T W I L L B E C O N - SIDERED INVALID AND WILL NOT BE ACKNOWLEDGED. ALL SUCH CONNECTI O N S M U S T B E M A D E WITH AN LCWD INSPECTOR ATTHE SCENE ATIHE TIME OF CONNECTION. IF, FORANY R E A S O N , A C O N - NECTION IS IMPROPERLY MADE, IT SHALL BE THE RESPONSIBILITY OF TH E A P P L I C A N T , A T T H E APPLICANTS EXPENSE, TO DIG UP OR OTHERWISE RE-EXPOSE THE CON N E C T I O N $ 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 THATTHE 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 RI G H T T O D I G U P A N D INSPECT THE CONNECTION AND MAKE ANY CORRECTIONS NECESSARY, AT T H E A P P L I C A N T S EXPENSE: OR IN THE ALTERNATIVE, TO DISCONNECT SERVICE. ANY COSTS 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 APPLICANTAND MAY BE RECORDED AS A LIEN AGAINST THE APPLICANTS PROPERTY EQUAL IN PRIORITY TO A TA X L I E N . Pirineos Point LLC OWNER'S NAME U5b-6S9-911 PHONE NUMBER 2610 Pirineway La SERVICE ADDRESS_ 7929 Silverton Ave. Ste MAILING ADDRESS ste 609 San Diego CA 92126 Costa 3950.00 TRACT NAME/NO. LOT# ________ CONNECTION FEE: 216-200-2400 0 ASSESSOR'S PARCEL NO. __________________ PRORATED SEWER SERv. FEE: $_ 55,300.00 -. -- - TOTAL $ TyPEJBUlLDINGApartments,UNITS4 PAIDBY: UCASH CHECK* -52 ThXtinders! d hereby a rees that the above information given is correct and agrees to th e 4 /121 fl 2 rr 2 262-1- Owner Signature Date Redd by Account No Ref: 156 S PERM iT1 rel)l Lvg "ozz- r E ci C00I324 20I0PIUINE03WYCDAD piPIRINEOS POINTE-APTMNTS-BLDG 2 BI UNITS-6364 SFGAR 2176 SF,DK 160 SF-1320 RI RESDNTL APT J., Lot#: CLUBB DARRYL t5 / 'of ES // / / CFD FORM -•ø/ 4 Co 44, 12 , t6l-/l / ( MCv27E - A 41,C upq I IJ 1 BUILDING - PLANNING ENOtNEEPMO 54 HREAIFORM :;4OJJAL L UIiiiiit Pucr APPUCW PIMOOM I emm acHoolForna City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 11-27-2002 Plan Check Revision Permit No: PCR02301 Building Inspection Request Line (760) 602-2725 Job Address: 2618 PIRINEOS WY CBAD Permit Type: PCR Status: ISSUED Parcel No: Lot #: 0 Applied: 11/14/2002 Valuation: $0.00 Construction Type: NEW Entered By: CB Reference #: Plan Approved: 11/27/2002 Issued: 11/27/2002 Project Title: PIRINEOS PT! TRUSS, HARDWARE Inspect Area: FRAMING CHANGES Applicant: Owner: DARRYL CLUBB 2292 11/27/02 0002 01 02 STE 609 COp 12000 7929 SILVERTON AVE SD 92126 858-689-8911 - / Total Fees: $120.00 Total Payments To Date: $0.00 Balance Due: $120.00 Plan Check Revision Fee ; $120.00 Additional Fees - S $0.00 f 7 . / / - / -S - - S 5- 5'-- - PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 9(37t I FOR OFFICE USE ONLY PLAN CHECK NO.fR22 EST. VAL. Plan Ck. Deposit Validated By Date il-f 4—c2 (f Address (iñ1ude Bldg/Suite if) Business. Name Of this address) Legal Description Lot No. . Subdivision Name/Number Unit No. - Phase No. Total if of units Assessor's Parcel if Proposed Use Description of Work SQ. Fl. I . #of Irtories if of Bedrooms C' if of Bathrooms 721 19,TFA!6,,T,~,PEERSON-Of.,Idlff /'- e-2-0:9 J 6cf_Qvj/E/O 4L Name Address City State/Zip Telephone if Fax if Ag Qtrac E Owne -r---- ------- --"-, ---------r Name Address City State/Zip Telephone if ER Name . Address City . State/Zip . Telephone if (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any 'structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter.9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($5001). Name * Address . City State/Zip Telephone if State License if . . License Class City Business License if Designer Name . Address 0 City State/Zip Telephone State License if - 16'WISÔ PE AjLE . Workers Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: 0. I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. o I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company Policy No. Expiration Date___________________ (THIS SECTION NEED Not BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS ($1001 OR LESS) C] CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as .to become subject to the Workers' Cor'pensation Laws of California. WARNING: Failure to secure workers' compensation coverage 18 unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($ 100.000). In addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. SIGNATURE - DATE öL -- I hereby affirm that I am exempt fromthe Contractor's License Law for the following reason: C3 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 roving.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 . lam 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 I have not) signed an application for a building permit for the proposed work. 0 - I have contracted with the following person (firm) to provide the proposed construction (include name I address / phone number / contractors license number): I plan to provide portions of the work, but I have hired the-following parson to coordinate, supervise and provide the major work (include name / address / phone number / 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 / phone number / type of work): PROPERTY OWNER SIGNATURE . DATE :ML 7177r- 7 Is the applicant or futuri building occupant required to'submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 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 Is the 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. T 'hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 30970) Civil Code). LENDER'S NAME LENDER'S ADDRESS__________________________________________________________ L9 ER Rul -t I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the Cits 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 ANYWAY ACCRUE AGAINST SAID CITY INCONSEQUENCE OF THE GRANTING OF THIS PERMIT. 0 0 OSHA: An OSHA permit is required for excavations over 5'0 deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every per o building Offici un r the 'provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such p it is not commence hin 1 0 from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after it workis commenced for 80 clays (Section 106.4.4 Uniform Building Code). - - - APPLICANT'S SIGNA . 0 0 - DATE WHITE: File YELLOW; Applicant PINK: Finance EsGil Corporation In Partnership with Government for Building Sa:etv DATE: November 26, 2002 0 APPLICANT JURISDICTION: Carlsbad ci -PLAN REVIEWER U FILE PLAN CHECK NO.: PCR02-301(01-3254.rev) SET: I PROJECT ADDRESS: 2618 Pirineos Way PROJECT NAME: Structural and Truss Revision for Bldg. 2 The plans transmitted herewith have been corrected where'necessaryand substantially comply with the jurisdiction's building codes. I1 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. L The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. S The applicant's copy of the check list has been sent to: Darryl Clubb 7929 Silverton Avenue, # 609, 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 Telephone #: (858) 689-8911 518-7033(6ell) Date contacted: (by: ) Fax #: 0234 Mail Telephone Fax In Person . LI REMARKS: By: Bert Domingo S Enclosures: Esgil Corporation E] GA fl MB EJ D PC 11/15/02 trnsmtl.dot VALUATION AND PLAN CHECK FEE S -, /1 $120.00I VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: PCR02-301(01- 32$4.rev) PREPARED BY: Bert Domingo DATE: November 26, 2002 BUILDING ADDRESS: 2618 Pirineos Way BUILDING OCCUPANCY R 1 TYPE OF CONSTRUCTION: V N BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By ordinance Idg.Pennit Fee by Ordinance {V I - Plan Check Fee byOrnente Type of Review. 0 Complete Review 0 Structural Only RePOMW Fee 0 Other ____ Repeats Hourly I ---71 Hour Hour * Elgil Plan Review Fee eased on hourly rate Comments: Sheet I of I macvaIu.doc so *d 6S:T ZOO AON 92ST09S8S8I:XJ d103 119S3 MaxQuake © 1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Q99.07We7 Construction Design Software FLOOR PLAN AREAS & SHEAR WALL GRID SPACING TYPICAL DEAD LOADS Fstabllsh Grid So Ina and Floor Plan Confiauratlon at Each Level • -Establish Dead Loads (lbs/s fl• rZ V 1 -5 QLS O2 Lateral Page 1 Date: Firm: OCHELTREE ARCHITECTURE Job: PIRINEOS POINT BLDG 1&3 By: PCO. . Left n r' hear Wall Spacing 21 21 21 21 7 mp-qBack LA-Roof R R R R 2ndFl/Rf 26 2 2 2 2 FM lstFl I I I I Roof R R R R 2ndFlIRf 16 2 2 2 2 st 2nd Fl/Rf 1st Fl oof 2nd Fl/Rf A L=j Roof 1st 2nd Fl/Rf 1st Fl 2nd Fl/Rf in ist i Roof 2nd Fl/Rf ITH 1st Fl Right Roof Interior Wall Roof Floor Roofing 15.5 Gyp.Bd 4 Block Block Perim Overall Sheathing 1.5 Framing 4 Area Area Wall Width Framing 2 mt. Finish 2251.6 84 Snow Other 2184 84 84 19 8 2184 84 84 Ceiling 1385.6 Roof at 2nd Fl Insulation 1 Exterior Wall 1344 84 Framing 0.5 Ext Finish 2 1344 84 Mto Gyp. Bd. 2 Shear 1.5 Other ___________ Framing 4 HzProj 3.5 Insulation 0.5 hRe= Floor Gyp. Bd. 2 2.25 Flooring 4 Sheathing 2 hRi= Framing 3.5 144.75 Insulation 0.5 i Other WlArea 10 We= 64.8 FLOOR HEIGHTS & WIN EN. 84.872 -Establish Floor to Floor and Roo 11rt(ft). Wi= Roof Roof Floor 313.2 Pitch Height Height 347.73 X/12 S - -ront N I L Plan wl both 4-Jan 7 KOOT I Typical Overhang F to B 1.3 1 Legs >15% of Plan.Y? Enter Roof Height - ,... j Roof Roof Block Area 936.6 936.6 936.6 936.6 Roof Area 3637 9 I 2fd Fl/Rooj Overall Depth 42 Z= 3 hRe= 55.95 hRi= 354.25 vRe 1399 - V 2nd Fl I Roof Overall Depth of Roof at 2nd Fl vRi 2566 2nd Fl Depth 1.3 Roof Block Area Roof Area Fl to Fl Height 10.3 1St Floor Floor Block Area 882 882 882 882 Floor Area 3528 Perimeter Wall 42 42 WI Perimeter 252 1st Fl Dp - Sif Slab 1.3 TBa'sel-Crawl J Overall Depth 42 Z= 3.6 hRe= - hRi= vRe Ave. Sill to Fl Ht 5 ______ 1st Floor We= 64.8 Wi= 691.2 vRi Floor Block Area 882 882 882 882 Floor Area 3528 Wind Ht.Ridge 28.8 Slab/Foundatl') Perimeter Wall 42 42 WI Perimeter 252 Wind Ht.@Gable 25.3 Ridge F to B L to R Overall Depth 42 Z= 4.12 We= 84.872 Wi= 780.328 Mean Roof Ht. 27.8 Runs? V Z=less of 10% of least horiz. dim. or 40% of ht. but not less than 4% of least horlz. dim. but at least 3ft. Hips? V 0 Ri 4: Coo/ w3t soj BUILDING CODE -Distribute Shear to Various Levels' UBC formula (30-15) 'Select Code' Force at Level x = V (Wtx)(Htx)/Sum(Wti)(Hti) Ft assumed = 0 96 BOCA Ht is measured from plate to foundation EEh*p (30-1) 97 SBCCI Wt x Ht x (Wt)(Ht) Fx p F to B p L to R X 97UBC Roof 2 92795 24.3 2254914 21491 2nd Fl/Roof 1 107226 15.3 1640558 15636 1.00 1.00 1st Floor 89838 5 449190 4281 1.00 1.00 Sum 289859 24 4344661 41408 - WIND LOADS 'Wind Pressure' UBC Section1620 90 P=gslwCeCq ' I 1 I Vp 70 Figure 16-1 19.7 Ex B Section 1616 wi_IITable 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 Z Inter Z SumP'At End Z Inter Z SumP'At F to B L to R Roof 2 56 354 4,838 2 145 1,734 Roof I V 9,296 3,963 2nd Fl 65 691 8,916 65 313 4,458 9,560 4,780 1st Floor 85 780 10,204 85 348 5,102 7,579 3,789 Up Roof 2 1,399 2,566 Uplift 25,178 25,178 Up Roof i Uplift GOVERNING LATERAL LOADS 'Maximum Total Load in Each Direction At Each Level (Ibs)' FronttoBack SidetoSide Roof 2 21,491 Seismic 21,491 Seismic Lateral Load Analysis Page 2 MaxQuake © 1995 Archforms Ltd. Date: 2 Firm: OCHELTREE ARCHITECTURE All Rights Reserved Lateral Load Analysis& Job: PIRINEOS POINT BLDG 10 By: PCO Q99.07We7 Construction Design Software SEISMIC LOADS 'Establish Dead Loads' Mat Weights 2nd Floor 1st Floor Base Level Item DL(osfl Area (sO DL(Ibs) Area(sf) DL(lbs) Area(st) DL(lbs Wt Roof 19 3637.2 69106.8 Wt Ceil 3.5 3528 12348 3528 12348 .Wt Ext Wi 10 2268 22680 2595.6 25956 630 6300 WtlntWl 10 3528 35280 3528 35280 Wt Floor 10 3528 35280 3528 35280 Sum 2nd 174695 Sum 1st 108864 Base 6300 interior wall default: 10 psf of floor area Sum 2nd,lst & Base 289859 'Distribute Weights to Various Levels' Roof 2nd Fl 1st Fl Wt Tributary Weight Line Line Line Sum Wt Roof 2nd 69106.8 69106.8 Wt Cell 2nd 12348 12348 1/2Wt Ext WI 2 11340 11340 22680 WtlntWl2 35280 35280 Wt Floor 2 35280 35280 Wt Roof 1st WtCeil1 12348 12348 1/2 Wt Ext WI 1 12978 12978 25956 WtlntWl1 35280 35280 Wt Floor 1 35280 35280 1/2Wt Ext WI Bsmt 6300 Wt Cell Bsmt Line Sum 92794.8 107226 89838 W= 289859 'Determine Base Shear' UBC Section 1630.2 Zone 4 Flg.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-I Ca= 0.44 _Table 16-Q 1= 1.0 Table 16-K Cv= 0.64 Table 16-R T=_0.24 _Formula (30-8) Na= 1.00 Table 16-S R=_5.5 _Table 16-N (Tied toPg 9) Nv= 1,00 Table 16-T formula (30-4) (30-5) (30-6) (30-7) E= CvlW/RT but not > 2.5CalW/R but not r 0.11CalW zone 4 not< 0.8ZNvlW/R 139296 57972 14029 16865 E/1.4= 41,408 lbs E/1.4=V 1612.3.1 formula (12-9) V For Code Table references used by MaxQuake see Code Sections cited or Appendix A (below) 2nd Fl/Roof I 1st Floor 15,636 Seismic 7,579 Wind 15,636 Seismic 4,281 Seismic Shear Wall Segments Data, Lines 1-8 Page 3 MaxQuake © 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 - Line I ILine2 ILine 3 ILine 4 Line 5 ILine 6 ILine 7 Line 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) seq's in a quadrant, ie., b2. Seg Variables; Lg: Sea lqth. Ht: Seq hght (from pg 1). B: Bearing Wall? - B=yes. E/I: Ext. or Int. Wall? - E=Ext, i=lnt. S: Stacked Seq 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 lq&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 1-It B E/I q&m Lg 1-ft B E/I q&m Lg Ht B EJI q&m Lg Ht B E/I A1898E Ai16981 Al16981 Al16981 A1898E 1,2,3.. BI 8 9 8 E BI 16 9 8 I BI 16 9 8 I E BI 16 9 8 I 81 8 9 8 E Wall Unes Run From Front to sum 16 Syst SW sum 32 Syst SW sum 32 Syst SW sum 32 Syst SW sum 16 Syst SW sum Syst sum Syst sum Syst Back Ist 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 I-It 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 B E/I S AI89BE All 16981 All 16981 A1169B1 All 89BE BI 8 11 BE BI 16 11 B I BI 16 11 B I 81 16 118 I BI 8 11 B E sum 16 Syst SW sum 32 Syst SW sum 32 Syst SW sum 32 Syst SW sum 16 Syst SW 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 Eli 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 q&m Lg Ht B E/I S q&m Lg Ht B E/I S BI 26 4 B E BI 52 4 B I S BI 52 4 B I S Bi 52 4 B I S BI 26 4 B.E - sum 26 Syst SW sum 52 Syst SW sum 52 Syst SW sum 52 Syst SW sum 26 Syst SW sum Syst sum Syst sum Syst - Shear Segment Height/Length ratio Is limited to 2/1 for edge blocked panel. "Ht1Lg >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 POINT BLDG 1 &3 By: PCO Q99.07We7 Construction Design Software Line A Line 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 ab ... to denote multiple (m) seg's in a quadrant, ie., 2b. Seq Variables; Lg: Se iqth. Ht: Seq hght (from pg 1). 9: Bearing Wall? -B=yes. E/I: Ext. or mt. Wall? - E=Ext, l=lnt. S: Stacked Senn above, same row, q&m & 5 Lg. 2nd Seq Wall Variables Seq Wall Variables Seq Wall Variables Seq Wall Variables Seq Wall Variables Sag Wall Variables Seq Wall Variables Seq Wall Variables Level lq&m Lg Ht B EA q&m Lg Ht B E/I q&m Lg Ht B E/I q&m Lg Ht B Ell q&m Lg Ht B EA q&m Lg Ht B E/I q&m Lg Ht B E/I q&m Lg Ht B E/I IA 7 9 B E IA 8 9 B E A,BIC.. 2A 5 9 B E I lB 10 9 B E Wall 213 6 9 B E 2A 8 9 B E Lines 3A 5 9 B E 3A 8 9 B E Run 4A 7 9 B E 313 10 9 B E From 4A 8 9 B E Side to sum 30 Syst SW sum Syst sum 52 Syst SW sum Syst sum Syst sum Syst sum Syst sum Syst Side load trans to adj line 1st Seq Wall Variables Seq Wall Variables Seq Wall Variables Seq Wall Variables Seq Wall Variables Seq Wall Variables Seq Wall Variables Seq Wall Variables Level 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 Eli S q&m Lg Ht B E/I S q&m Lg Ht B Eli S IA 6.8 9 B E IA 9 9 B I IA 7.5 11 B E 2A 4.5 9 B E 2A 9 9 B I lB 5.5 11 B E 2B 6.8 9 B E 213 9 9 B I 2A 7.5 11 B E 3A 4.5 9 B E 3A 9 9 B I 3A 7.5 11 B E 4A 6.5 9 B E 4A 9 9 B I 38 5.5 11 B E 4A 7.5 IlBE sum 29 Syst SW sum 45 Syst SW sum 41 Syst SW sum Syst sum - Syst sum Syst sum - Syst sum - Syst Base Seq Wall Variables Seq Wall Variables Seq Wall Variables Seq Wall Variables Seq Wall Variables Sag Wall Variables Sag Wall Variables Seq Wall Variables Level q&m Lg Ht B EA S q&m Lg Ht B Eli S q&m Lg Ht B Eli 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 IA 3.5 7 B I IA 21 4 B E S IA 21 1 B I 2A 5 7B1 2A 214BES2A 211B1 3A 5 7 B I 3A 21 4 B E 3A 21 1 B I 4A 5 7Bi 4A 214BES4A 211BI 48 3.5 7 B I sum 22 Syst SW sum 84 Syst SW sum 84 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 l&3 By: PCO Q99.07We7 Construction Design Software Lateral Line I 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 Vnet*ht Vadj= V= SumV Distrib (rib fi A/Sum fiA (rib wi A/Sum WA Sum 1ev. wtrib area Wtift*LgA2/2k SumV*Ht*LgILq SumV from adj Ln Ln%Vmax SorW Vadj+Vabv+V 2nd % SM! 12.9 12.5 % SM! 25.8 25 % SM! 25.8 25 % SM! 25.8 25 % SM! 12.9 12.5 % SM! % SM! % SM! 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 135 3.89 12.5 Al 117 13.5 24.9 Al 117 13.5 24.9 Al 117 13.5 249 Al 135 3.89 12.5 21,491 BI 135 3.89 12.5 81 117 13.5 24.9 BI 117 13.5 24.9 BI 117 13.5 24.9 BI 135 3.89 12.5 SW r=V wall *10/lw I V level Frame V frame/ Vadj line 2 Vadj line 1 or 3 Vadj line 2 or Vadj line 3 or Vadj line 4 or 6 Vadj line 5 or 7 Vadj line 6 or 8 Vadj line 7 V level 2nd level V 2.77 2nd level V 5.53 2nd level V 5.53 2nd level V 5.53 2nd level V 2.77 2nd level V 2nd level V 2nd level V s Sum V 2.77 s Sum V 5.53 s Sum V 5.53 s Sum V 5.53 s Sum V 2.77 Sum V Sum V Sum V let % SM! 12.5 12.5 % SM! 25 25 % SM! 25 25 % SM! 25 25 % SM! 12.5 12.5 % SPiN % SM! % SM! 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 330 9.5 21.2 Al 399 34.1 35.7 Al 399 34.1 35.7 Al 399 34.1 35.7 Al 330 9.5 21.2 15,636 BI 350 10.1 26 BI 415 35.4 43.6 BI 415 35.4 43.6 BI 415 35.4 43.6 BI 350 10.1 26 2-20/ (r max Ab".5) Vadj line 2 Vadj line 1 or 3 Vadj line 2 or Vadj line 3 or Vadj line 4 or Vadj line 5 or 7 Vadj line 6 or Vadj line 7 1.00 r V above 2.77 r V above 5.53 r= V above 5.53 r= V above 5.53 rz V above 2.77 r= V above r= V above r V above 0.08 1st 1ev V 1.95 0.08 1st 1ev V 3.91 0.08 1st 1ev V 3.91 0.08 1st 1ev V 3.91 0.08 1st 1ev V 1.95 1st 1ev V 1St 1ev V 1st 1ev V s Sum V 4.72 s Sum V 9.44 s Sum V 9.44 s Sum V 9.4.4 s Sum V 4.72 Sum V Sum V Sum V Base % SPiN 12.5 12.5 % 5/W 25 25 % SM! 25 25 % SM! 25 25 % SM! 12.5 12.5 % SM! % 5/W % SM! Level Seg W/ft RM OTM Seg WIft 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 BI 492 111 21 Bl 655 590 7.01 Bl 655 590 47.7 Bl 655 590 7.01 BI 492 111 21 7,579 2-20/ (r max Ab".5) Vadj line 2 Vadj line 1 or Vadj line 2 o 4 Vadj line 3 or Vadj line 4 o 6 Vadj line 5 or Vadj line 6 or Vadj line 7 1.00 r= V above 4.72 r= V above 9.44 r= V above 9.44 r= V above 9.44 r V above 4.72 r= V above r= V above r= V above 0.05 Bsmt V 0.95 0.05 Bsmt V 1.89 0.05 Bsmt V 1.89 0.05 Bsmt V 1.89 0.05 Bsmt V 0.95 Bsmt V Bsmt V Bsmt V _____ w Sum 5.671 w Sum 11.31 w Sum 11.31 w Sum 11.31 w Sum 5.67 Sum Sum Sum Lateral Load Distribution & Overturning Moment Page 6 MaxQuake @1111 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 Lateral Line A 1¼ Line B Line C Line D Line E Line F Line G Line H Force Sels %= Wind %= W/ft-- if "w",-snow RM= if "w.67,s".9 OTM= if St'k Vnet*ht Vadj= V= SumV= Distrib (rib ii A/Sum flA tub wi A/Sum WA Sum 1ev. wti1b area Wt/ft*LgA2/2k SumV*Ht*Lg/YLg SumV from adj Ln Ln%Vmax SorW Vadl+Vabv+V 2nd %S77 31 31 % S/W 50 50 % SM 19 19 % SAW % SAW % SM % SM % SM Level Sag W/ft RM OTM Seq W/ft RM OTM Seq W/ft RM OTM Seq W/ft RM OTM SagW/ft RM OTM Seq W/ft RM OTM Sag W/ft RM OTM Sag W/ft RM OTM Seismic IA 383 8.43 22.6 IA 270 7.78 14.9 21,491 2A 383 4.3 16.1 IS 270 12.2 18.6 SW 2B 383 6.2 19.3 2A 270 7.78 14.9 r=V wall 3A M.1 43 16.1 3A 270 7.78 11.9 *0/ 4A 383 8.43 22.6 313 270 12.2 18.6 /V level 4A 270 7.78 14.9 Frame V frame! Vadj line B 4.09 Vadj line AorC Vadj line BorD 6.65 Vadj line CorE Vadj line DorF Vadj line EorG Vadj line ForH Vadj line G V level 2nd level V/ft 6.65 2nd level V 10.7 2nd level V 4.09 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V s Sum V 10.7 s Sum V s Sum V 10.7 Sum V Sum V Sum V Sum V Sum V 1st %SM 31 31 %SM 50 50 %SIW 19 19 %SM %SM %SM %SM %SM Level Seq W/ft RM OTM Sag W/ft RM OTM Sag W/ft RM OTM Seq W/ft RM OTM Sag W/ft RM OTM Sag W/ft RM OTM Seq W/ft RM OTM Seq W/ft RM OTM Seismic IA 603 12.5 32.8 IA 282 10.3 14.1 IA 460 11.6 27.6 15,636 2A 603 5.49 21.7 2A 282 10.3 14.1 IS 460 6.26 20.3 2B 603 12.5 32.8 213 282 10.3 14.1 2A 460 11.6 27.6 3A 603 5.49 21.7 3A 282 10.3 14.1 3A 460 11.6 27.6 p= 4A 603 11.5 31.3 4A 282 10.3 14.1 313 460 6.26 20.3 2-20/ 4A 460 11.6 27.6 (r max AbA.5) Vadj line B Vadj line AorC Vadj line BorO Vadj line CorE Vadj line DorF Vadj line EorG Vadj line ForH Vadj line G 1.00 r= V above 10.7 r= V above r= V above 10.7 r= V above r= V above r= V above r V above r= V above 0.14 1st 1ev V 4.84 0.05 1st 1ev V 7.82 0.09 1st 1ev V 2.98 1st 1ev V 1st 1ev V 1st 1ev V 1st 1ev V 1st Isv V s Sum 15.6 s Sum 7.82 $ Sum 13.7 Sum Sum Sum Sum Sum Base % SM 31 31 % SM 50 50 % SPiN 19 19 % SM % SAW % SAW % SM % SM Level Seq W/ft RM OTM Seq W/ft RM OTM Seq W/ft RM OTM Seq W/ft RM OTM Seq W/ft RM OTM Seq W/ft RM OTM Seq W/ft RM OTM Sag W/ft RM OTM Seismic IA 789 3.22 18.7 IA 532 78.2 22.2 IA 544 80 1.81 4,281 2A 789 6.57 26.7 2A 532 78.2 22.2 2A 544 80 1.81 3A 789 6.57 26.7 3A 532 78.2 9.71 3A 544 80 1.81 4A 186 1.55 26.7 4A 250 36.8 1.89 4A 548 80.6 3.61 p= 413 186 0.76 18.7 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 1.00 r V above 15.6 r V above 7.82 r= V above 13.7 r= V above r= V above r V above rz V above r= V above 0.21 Bsmt V 1.33 0.03 8êmtV 2.14 0.05 BsmtV 0.82 BsmtV BsmtV BsmtV BsmtV BsmtV _____ s Sum 16.91 s Sum 9.961 $ Sum 14.5 SumV I Sum I Sum I Sum I Sum Shear Wall and Hold Down Requirements Page 7 MaxQuake @1991 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 I ILlne2 ILine 3 ILine 4 Line 5 Line 6 Line 7 Line 8 I Line Uplift = Overturning Moment (0Th) - Resisting Moment (RM) I Segment Length (Seg Lg). Minimum required Hold Down (HO Type) selected from Hold-down and Wall Strap Schedule on Paqe 9. 2nd HO HD HO HD HD HO HD HD Level Seg Uplift Type Seg Uplift Type Sag Uplift Type Seg Uplift Type Sag Uplift Type Seg Uplift Type Sag Uplift Type Seg Uplift Type Al 1,070 A Hib Al 714 A Hia Al 714 A Hia Al 714 A Hia Al 1,070 A Hib 1,2,3.. BI 1,070 A HIb BI 714 A Hia BI 714 A Hia BI 714 A Hia SI 1,070 A Hlb Wall Lines Run V From Front . V to Shear(plf) 173 Shear(plf) 173 Shear(plf) 173 Shear(plf) 173 Shear(plf) 173 Shear(plf) Shear(plf) Shear(plf) Back Wail Type A 6 1 Wall Type A 6 Wall Type A 6 Wall Type A 6 Wall Type A 6 j Wall Type Wall Type Wall Type Roof Uplift from Side to Side resisted by Left and Right Ext. Walls UpI ft (plf) Rf 2 @ Ext WI .249 Uplift Detail @ Rf 2 & Ext WI NA 1st HD HD HD HO 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 1,468 A HIb Al 100 A NA Al 100 A NA Al 100 A NA Al 1,468 A HIb BI 1,986 A H2 BI 509 A Hia BI 509 A Hia BI 509 A Hia BI 1,986 A H2 Shear(plf) 295 Shear(plf) 295 Shear(plf) 295 Shear(plf) 295 Shear(plf) 295 Shear(plf) Shear(plf) Shear(plf) Wall Type A 4 1 Wall Type A 4 I Wall Type A 4 1 Wall Type A 4 1 Wall Type A 4 1 Wall Type 1 Wall Type I Wall Type Roof Uplift from Side to Side resisted by Left and Right Ext Walls Uplift (pif) Rf I @ Ext WI Uplift Detail © Rf I & 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 HO HD HO 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 BI BI BI BI BI Shear(plf) 218 Shear(plf) 218 Shear(plf) 218 Shear(plf) 218 Shear(plf) 218 Shear(plf) Shear(plf) Shear(plf) Wall Type A 6 Wall Type A 6 Wall Type A 6 Wall Type A 6 Wall Type A 6 Wall Type Wall Type Wall Type Shear per Linear Foot (Shear(plf)) = Sum of Shear at that Line & Level (Sum V) I 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 © 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 ILine"B Line ILine Line Line Line Line 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 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 IA 2,019 A H2 IA 888 A Hia A,BJC.. 2A 2,363 A H2 lB 645 A Hia Wall 2B 2,191 A H2 2A 888 A Hia Lines 3A 2,363 A H2 3A 888 A Hia Run 4A 2,019 A H2 3B 645 A Hia - From 4A 888 A Hia Side to Shear(plf) 358 Shear(plf) Shear(plf) 207 Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Side Wall Type A 4 Wall Type I Wall Type A 6 Wall Type I Wall Type Wall Type Wail Type Wall Type Roof Uplift from Front to Back resisted by Front and Back Ext. Walls Up ift(plf) Rf 2 @ Ext WI .125 Uplift Detail © Rf 2 & Ext WI NA 1st HD HD HD HD HD HD HD ND 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 IA 2,977,A H5 IA 421 A HIa IA 2,130 A H2 2A 3,600 A H5 2A 421 A Hia lB 2,544 A H2 28 2,977 A H5 28 421 A Hia 2A 2,130 A H2 3A 3,600 A H5 3A 421 A Hia 3A 2,130 A H2 4A 3,058 A H5 4A 421 A Hia 3B 2,544 A H2 4A 2,130A H2 Shear(plf) 536 Shear(plf) 174 Shear(plf) 335 Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Wall Type A 2 Wall Type A 6 Wall Type A 4 Wall Type Wall Type Wall Type Wail Type Wall Type Roof Uplift from Front to Back resisted by Front and Back Ext. Walls Uplift(pif) Rf I @ Ext WI Uplift Detail @ Rf I & 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 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 IA 4,412 A H5 IA IA 2A 4,017A H5 2A 2A 3A 4,017 A H5 3A 3A 4A5,022AH6 4A 4A 48 5,115 A H6 Shear(plf) 769 Shear(plf) 119 Shear(plf) 173 Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Wall Type A 33 1 Wall Type A 6 1 Wall Type A 6 1 Wail Type I Wall Type - Wail Type Wall Type Wail Type Shear per Linear Foot (Shear(plf)) = Sum of Shear at that Line & Level (Sum V) I Linear Feet of Shear Wall at that Line & Level (Sum Seg Lgth) ______ Minimum required Shear Wall Construction or Shear Frame for Wail Type Symbol is selected from Shear Wall Schedule on Page 9. Shear Wall and Hold Down Schedules 1 Archforms Ltd. Date: z_ Firm: OCHELTREE ARCHITECT All Rights Reserved ® 905 Lateral Load Analysis & Job: PIRINEOS POINT BLDG 1 &3 Construction Design Software 9.07 We7 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 orSo.Pine X ISW-All PlyorPB X 318"orll2"CCorCDPly X 8d Los Angeles Area KC Metals Hem Fir (s.gray.<.49) JSW-Gyp,Stuc or Ply 3/8"orll2" Struc I Ply lOd USP-Silvr/Kant 3-1/2" Metal Studs HF- Hardy Frame 318"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 -Z Frame Other Sheathing/Fastener Combo (See Apx. C) WIND AND EARTHQUAKE DATA 97 UBC SHEAR WALL SCHEDULE Wind Speed mph 70 Seismic Zone 4 Na Wail Shear Wall Edge Anchor Plate to Fl. Plate Importance Fact. I Source Type A 1.00 Type Load Sheathing Nail Bolts Nail Lag Clips Exposure Cat. B Fault Distance 15 Symbol (pif) Material 8d 5/8"x12 16d 1/2" A35 Wind Pres.honz. psf 11.79 Soil Profile SD . GF:880 GF:140 GF:480 GF:450 Wind Pres, vert. psf -6.35 Response Factor 5.5 Note 1,2 Note 3 Note 6 Note 7 Note 6,8 Note 9,10 NA construct wall as spec'd per symbol or any below WALL HOLD-DOWN & STRAP SCHEDULE A 6 260 1/2" Ply 6" 40"oc 6"oc 22"oc 20"oc Hold-Down Max. Mm. Wall Foundation Bolt Symbol Uplift Post Fl to Fl Anchor Type Bolt 4 A 4 380 1/2" Ply 4" 27"oc 4'oc 15"oc 14"oc lbs. Size Strap Straps HD Dia. 4 A 3 490 1/2" Ply 3" 21"oc 11"oc 11"oc Note 3A Note Note 2,4 Note 4 A 2 640 1/2" Ply 2" 16"oc 9"oc 8"oc 4.5 A 44 760 ea side 1/2" Ply 4" 14"oc 7"oc 7"oc NA up to 300 use the hold-down across or below req'd type A HIa 1,005 2x CS2020"+ PAHD42 4,5 A 33 980 ea side 1/2" Ply 3" 10"oc 6"oc 5"oc A HIb 1,650 2x CSI6 30"+ LTT20 1/2" 4,5 A 22 1280 ea side 1/2" Ply 2" 8"oc 4"oc 4"oc A H2 2,775 2-2x MST 48" STHDIO HDZA 5/8" A H5 4,685 2-2x MST 60" PHD5 5/8" 1 Sheathing: 3/8"-1/2" (4 ply mm) co, CC Ply or OSB with all edges blocked A H6 5,800 2-2x MST 72" PHD6 7/8" 2 Framing: 2x OF typ © 16"oc., 3x req'd if lOd w/ +1-5/8" penetration, 2" or 3"oc A H8 6,730 2-2x CMSTI4 68"+ PHD8 7/8" 3 Typical Fasteners: 8d Common or Galv. Box nails (no sinkers), nail field @12" A HIO 9,540 4x CMSTI2 90"+ HDIOA 7/8" 4 3x at plate and panel edges at walls w/ Shear over 3501b5, nail mm. 1/2" from edge A H14 11,080 4x HDI4A 1" 5 Offset panel edges on opposite sides of wall and stagger plate splices A H15 15,305 6x HDI5 1-1/4" 6 Anchor Bolts (ASTM A-307) Mm. 7" imbedment, w/ 2"x2"0/16" Plate Washer ? Addl 48 _1 Inches to Fl to Fl Tie Strap for gap across Joist 7 Stagger 16d nails in 2x, lags at 3x plates when no sheathing continuity to Rim Joist 1 Straps and HD's as Mfg. by Simpson Strong-Tie Co. Cat C-99 8 Pre-drill 3/8" hole for Lag. Provide Washer. Adjust lgth for 2" penetration into Joist. 2 Nail Straps & Hold-Downs w/10d (2x max.pen.1-518") See Details 9 Clips: Plate to Blocks only req'd if no shear sheathing continuity from Wall to Blocks and Mfg. Data for Nailing, Bolt and Embedment Requirements 10 Anchors and Clips as Mfg. by Simpson Strong-Tie Co. Cat C-99 311 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 Shear Wall and Hold Down Schedules Page iol MaxQuake © 1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Q99.07We7 Construction Design Software Date: .,.. Firm: OCHELTREE ARCHITECTL Job: PIRINEOS POINT BLDG 1 &3 By: PCO J I' DIAPHRAGM OPTIONS: Rf!Fi FramIng Mat. Rf/Fl Diaphragm Fasteners Hem Fir Rf UnBIk, Fl BIk X 8d@Rf, 10@Fl Other Block All Edges lOd Corn Only 14 ga Staple X. DF or So.Pine X All Unblocked 8d Corn Only COLLECTOR/TIE AND DIAPHRAGM SCHEDULE C/T Max. Collector/Tie Tie Tie Rod Type Force Cont. Joist or Strap Washer 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 Note 12,6 Note 2,3,4 Note 4 Note 5 Note 7 Use Colloctor/Tio as opcc'd per symbol or any below NA 300 A Cl 2,231 20 MST27 A C2 3,506 2x6 MST37 3/4" 1.79 2- H135A 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 HDIOA A C7 11,170 2- 2x10 HST6 7/8" 5.69 2- PHD6 A C8 17,991 3- 2x10 7/8" 9.01 2- HDIOA Frame Model Numbers and Unit Shear Capacities (ibs) Height 7 ft 8 ft 9 ft lOft Lgth A A A A A 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 RftlJst, Igth=LoadlShear(plf), secure ends wl Washer or HD 5 Provide Washer W/ Dia. (inches) at end of blocked Rft/Jst bays, Mal. iron or 1/4" St. 6 Connect Continuous Collectorllie to shear wall as required by Shear Wall Schedule 7 HD at Rod to Shear Wall and/or RftlJst. 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 Symbol (pit) Note 1,2,4 Note 3 Symbol (pit) Note 1,2,4 Wail Uplift Stud to Plate Plate to Rafter Stud to Rafter Type (ph) at 16" oc at 24"oc at 16" at 16" oc 50 8d Nall lOd Nail A T 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 SPI HiO Hi H2 A R3 1/2" Ply 2-112" A F3 3/4" Ply A W 460 SK H7 1110 LTSIO A R2 1/2" Ply 2" A F2 3/4" Ply AX 600 SP2 HiO Hi ? ? 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 FTA7 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,10d Corn. @ Floor (no sinkers) field 12"@Rf,10"@Fl 1 Anchors and Clips as Mfg. by Simpson Strong-Tie Co. Cat 0-99 4 Continuous Rim Rafter/Joist recommended at perimeter of unblocked diaphragms Cotlector!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 Q99.07We7 Construction Design Software Line I I Lln'2 I Line 3 I Line 4 Line 5 I Line 6 I Line 7 I Line 8 Seg CIT Load (back) - max. load on the Collector Tile 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 She r along the Line. IF "GaD appears correct Line CIT discontinuity. 2nd CIT Load C/T Seg C/T Load CIT Seg CIT Load C/T Seg CIT Load CIT Seg C/T Load CIT Seg CIT Load C/T Sag CIT Load CIT Seg CIT Load CIT Sag Roof Seg back Type beg Seg back Type beg Seg back Type beg Seg back Type beg Seg back Type beg Seg back Type beg Seg back Type beg Seg back Type beg Al Al Al- Al Al 1,23.. BI 856 A Cl BI 659 A Cl BI 659 A Cl BI 659 A Cl Bl 856 A Cl Wall Lines Run From Front to front 527 A Cl front front front front 527 A Cl front front front Back Shear(plf) 66 Shear(plf) 132 Shear(plf) 132 Shear(plf) 132 Shear(plf) 66 Shear(plf) Shear(plf) Shear(plf) - Rf Diaph A R6 Rf Diaph A R6 Rf Dlaph A R6 Rf Diaph A R6 Rf Dlaph A R6 Rf Diaph Rf Diaph Rf Diaph I Rf CIT Load CIT Sec.CIT Load CIT Se CIT Load CIT Se CIT Load C/T Se CIT Load CIT Sec CIT Load CIT Se CIT Load C/T Se CIT Load CIT Sag 2F1 Seg back Type beg Sag back Type beg Sag back Type bei Sag back Type bet Sag back Type bet Sag back Type bet Sag back Type beg Sag back Type beg Al Al Al Al Al Bl 1461 A Cl BI 1124A Cl BI 1124A Cl BI 1124A Cl BI 1461 A Cl front 899 A Cl front front front front 899 A Cl front front front Shear(plf) 112 Shear(plf) 225 Shear(plf) 225 Shear(plf) 225 Shear(plf) 112 Shear(plf) Shear(plf) Shear(plf) I Rf Diaph A R6 Rf Diaph A block? Rf Diaph A block? Rf Diaph A block? Rf Diaph A R6 Rf Dlaph Rf Diaph Rf Diaph FI Dlaph A F6 Fl Dlaph A block? Fl Dlaph A block? Fl Diaph A block? Fl Diaph A F6 Fl Diaph Fl Diaph Fl Diaph 1st CIT Load C/T Se CIT Load CIT SeE CIT Load CIT Se CIT Load CIT Se CIT Load CIT Se CIT Load CIT Se CIT Load CIT Se CIT Load CIT Seg Floor Sag back Type be. Sag back Type beg Sag back Type beg Sag back Type beg Sag back Type bec Sag back Type be Seg back Type bec Sag back Type beg Bl 3509A C3 BI 7019A C6 BI 7019A C6 BI 7019A C6 BI 3509 A C3 front 1350 A Cl front 9718 A Cl front 9718 A Cl front 9718 A C7 front 1350 A Cl front front front Shear(plf) 135 Shear(plf) 270 Shear(plf) 270 Shear(plf) 270 Shear(plf) 135 Shear(plf) Shear(plf) Shear(plf) Fl Diaph A F6 Fl Diaph A block? Ft Dlaph A block? I Fl Dlaph A block? I Fl Dlaph A F6 I Fl Dlaph 1FI Diaph I 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 30r4) 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 Q99.07 WeT 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 CIT Load (left) - max. load on the Collector Me between this and Seg to left. CIT Type - mm. adequate Collector/Tie. Seg beg - feet Seg begins right of Quad Line. - tight -CIT load at right side of the right most Segment. Shear -the average Diaphragm She along the Line. If Ga "appears correct Line C/T discontinuity. 2nd CIT Load CIT Se CIT Load C/T Se C/T Load C/T Se CIT Load C/T Se C/T Load CIT S€ C/T Load CIT Se CIT Load CIT Se CIT Load CIT Seg Roof Seg left Type bet Seg left Type bet Seg left Type be. Seg left Type be. Seg left Type beg Seg left Type beg Seg left Type bet Seg left Type beg IA IA A,B,C.. 2A 1612 A Cl lB 1653 A Cl Wall 213 1612 A Cl 2A 2440 A C2 Lines 3A 2993 A C2 3A 1663A ci Run 4A 2226 A Cl 3B 1653 A Cl From 4A2440AC2 Side to right 1791 A Cl right right 1663 A Cl right right right right right Side Shear(plf) 128 Shear(plf) Shear(plf) 128 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 RI Diaph cr CIT Load C/T Se C/T Load CIT Se CIT Load C/T Se CIT Load C/T Se C/T Load CIT Se CIT Load C/T Sec C/T Load CIT Se CIT Load CIT Seg 2F1 Seg left Type be 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 IA IA IA 2A 2380 A C2 2A 726 A Cl lB 2510 A C2 28 2156 A Cl 28 1173 A Cl LA 3453 A C2 3A 4536A C4 3A 1899A Cl 3A 2206A Cl 4A 3476A C2 4A 1508A Cl 3B 2510A C2 4A 3453 A C2 tIght 2690 A C2 right 1117 A Cl right 2206 A Cl right right right . right right Shear(plf) 186 Shear(pll) 93 Shear(plf) 163 Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) RI Diaph A block? RI Diaph A R6 RI Dlaph A R6 RI Diaph RI Diaph RI Diaph RI Diaph RI Diaph Fl Diaph A F6 Fl Diaph A F6 Fl Diaph A F6 Fl Diaph Fl Diaph Fl Diaph Fl Diaph Fl Diaph let C/T Load C/T SeE C/T Load C/T So CIT Load C/T Se CIT Load CIT Se CIT Load C/T So CIT Load C/T Sec CIT Load C/T So CIT Load CIT Sag Floor Seg left Type WE Sag left Type beg Seg left Type be Seg left Type bei Seg left Type be Seg left Type be. Seg left Type be. Seg left Type beg IA IA IA 2A 1986ACI LA LA 3A 1922A Cl 3A 3A 4A 2306A C2 4A 4A 48 1537 A Cl 3 A C3 light right right right right right right ) 201 Shear(ptf) 119 Shear(plf) 173 Shear(plf) Shear(plf) Shear(plf) Shear(plf) IFI Shear(plf) LD[aphA F6 Fl Diaph A F6 Fl Dlaph A F6 Fl Diaph Fl Diaph Fl Diaph Fl Dlaph Diaph -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 30r4) I t. r. GCp ,pTZc1 rt I :TTI1 F ITT! . JLAAA LLL - - I -1.4 -1.2 -1.0 -0.8 -0.6 . ==-=== • __ptl I?(Tht Cj t irTsLFz.r1 0<a<10 10<a<45 Wind Pressure for Components & Cladding Page 13 MaxQuake 1995 Archforms Date: I,- Firm: OCHELTREE ARCHITECTURE All Rights Reserved Lateral Load Overturning Calculation Tern lat7'] e Job: PIRINEOS POINT BLDG 1 &3 Wind Pressure P and Wind Coefficients GCp for Components and Cladding of enclosed Buildings Wind Pressure for GCp 10 GCp 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 Values are for enclosed Buildings. SBCCI Values for GCp are equivalent to UBC Table 16-H for values of Cq. NiI*csI(1 ' ffla~ L1 Ti •4•= -- .._1ra __-_c- I: -- -_• - -- . S ======= E•I:I - - .. -- • ------- ._4-- --- -- p5.-I-- --- -- .5 - ------- I__ -- ------- 0 20 ion moo 0 20 100 1000 - - - - - Overhang GCp include effect Effective Wind Area sq.tt. Effective Wind Area sq.ft. of both upper & ler surface FIgure1606.2E GCp for Roof Slope 30<a< 45 Degrees s 1111 --------- Plus: in, Minus: out, design for I'---.-•__--- ma)dmum ± pressure liii 11111 IlillU 111111111 1.2 For partially enclosed buildings - 1.6 • _____ . iAI - Reduce • . e 1606.2C Wall GCp I.] i[.1 [.1 ------- 4 • - ----- --. Ir ---- • --,.--- _-.a-.'___ • ------ ------- ______ ' • Figure 1606.2F 3< a < 1( 3 <a <30 .'r w•__I -,--- -I-a----- .1 .-. I S r I r E g of Roof S Si 0<a<10 10 <a<45 (T i( 0ES9J COi32 s C J. -hddS ?( w PCR0230I 2618 PIRINEOS WY CBAD PIRINEOS PT/TRUSS, HARDWARE FRAMING CHANGES PCR • • Lot#: DARRYL CLUBB N U MA Serving San Diego County For More Than 80 Years INDEX KEY LAYOUT NOTES -REVISIONS 6.20.001 I g I SHOWS AREA LIMITS , I. THESE TRUSS LAYOUTS AND' ENGINEERING SHOULD BE REVIEWED BY THE FRAMER OR BUILDER. AND ANY DISCREPANCIES BETWEEN THE DIMENSIONS AND CONDITIONS NOTED VERSUS THE' APPROVED- FOR-CONSTRUCTION coui ' FOR CONSTRUCTION BLUEPRINTS SHOULD BE REPORTED TO THE TRUSS DIVISION IMMEDIATELY. cci ED ENCI(G. SHEET 'REFERENCE DEVIATION FROM THESE LAYOUTS AS TO INSTALLATION OR LOCATION OF TRUSSES MUST BE REVIEWED JOB REP. AND APPROVED BY OUR OFFICE DETAIL INDICATOR DRAWN:' C# 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 z OR VAULTED CEILING OTHERS UNLESS OTHERWISE NOTED. ' AREA INDICATES 4. ALL 2X4 RIDGE BLOCKS ARE COLOR CODED BLACK ON ENDS. CAL FILL 5. REVIEW ALL TRUSS DETAILS ENCLOSED. AREA INDICATES ' 6. GEF = GABLE END FRAME. REQUIRES CONTINUOUS BEARING OR SUPPORT UNLESS OTHERWISE NOTED. HIP OVERFRAME PROVIDE ADEQUATE SUPPORT AND BEARING AREA FOR ALL GIRDER TRUSSES. BRACE GIRDERS TO COMMON TRUSSES ON BOTH SIDES TO KEEP GIRDERS PLUMB. [><zJ FAU PLATFORM LOCATION THE FRAMER WILL BE REQUIRED TO TRIM OVERHANGS TO LENGTH IN THE FIELD AS 'WELL AS REMOVING [> ATTIC ACCESS LOCATION OVERHANGS WHERE NOT APPLICABLE ON SOME NIPPED ROOF AREAS AND INDIVIDUAL TRUSSES. ALL F.A.U. LOADS SHALL BE UNIFORMLY DISTRIBUTED OVER FIVE (5) TRUSSES MINIMUM UNLESS OTHERWISE Z (2) LU2' 'SIMPSON' INDICATES HANGER INDICATED. SEE INCLUDED SHEET FOR SUGGESTED PLATFORM DETAIL I I QUANITY ( ) AND TYPE FOR ALL SHEAR TRANSFER CONNECTIONS AND DETAILS, REFER TO THE ARCHITECTURAL AND STRUCTURAL ABBREVIATIONS TYPICAL WALL TYPES DRAWINGS. 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 BET. BEVEL(ED) ROOF SHG 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 BRG BEARING / RAKEWALI. To BOTTOM OF IT IS fl4 RESPONSIBILITY OF THE BUILDING DESIGNER TO SPECIFY ALL BRACING AND CONNECTIONS CII CONDITION 11 SCISS. B/C BY OTHERS. NECESSARY TO INTEGRATE THE TRUSS SYSTEM WITH THE REST OF THE BUILDING TO ENSURE STABILITY. DIFF DIFFERENCE EJ END JACK - fl= STANDARD HEADER - 12. ALL WALLS AND TRUSS CONNECTIONS SHALL BE DESIGNED, TO PROVIDE FOR HORIZONTAL MOVEMENT OF VAULTED TRUSSES BY THE BUILDING PQ FILL GABLE FILL FLUSH BEAM ONLY TYPE ENGINEER OR DESIGNER rr FILLER TRUSS ' WHERE INDICATED. ' 13. IT IS RECOMMENDED THAT GIRDER BOTTOM CHORDS. OPPOSITE THE SIDE SUPPORTING VAULTED TRUSSES GEF GABLE END FRAME GET GABLE END TRUSS )k , INDICATES DRAG TRUSS OR SHOULD BE DIAGONALLY BRACED TO ROOF SHEATHING 0 48 O.C. __ ra HOR HORIZONTAL OR TRUSS LOCATED FOR HT HEIGHT BOUNDARY NAILING 14. ALL HANGERS SHALL BE NAILED TO TRUSSES OR GIRDERS IN A FASHION THAI'S PREVENTS SPLITTING. A ______ 11ff INTERIOR MONO 1/2 TRUSS FASTENER THAT SPLITS THE WOOD WILL NOT TAKE THE DESIGN LOAD. PRE-DRILL IF NECESSARY. O.C. ON CENTER ' •....m 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. DDCIELINE DOES NOT ASSUME ANY RESPONSIBILITY FOR CORRECTING OR STRAIGHT EDGING : FIELD-ALTERED TR TRUSS OR UNNECESSARILY SHIMMED TRUSSES DATE: 'VLTD VAULTED ' VT VALLEY TRUSS 17. BEAMS AND DESIGN OF BEAMS/HEADERS TO BE PROVIDED BY OTHERS , T/C SIZE: W/ WITH 18. TRUSS DESIGNS ASSUME THAT LATERAL BRACING IS PROVIDED AT MAXIMUM SPACING OF 3'-O ALONG MTRL TOP CHORD AND 10'-0 ALONG BOTTOM CHORD MR ' SCALE: SHEF1' OF JOB REP. BY iJ? roar ev,JEO . jc POte FAIJL C. c7/iEL.rREe coNFo,c(-s,9N.e 7V PLd9/tJ$ n,ci1irr /744 EicP4 DATE. 7.6.1 T/C SIZE:2X4 MTRL TILE SCALE: SHEET OF Job Nanè: PRINEOS WAY Truss ID: G3 Qty: 3 Drwg: COOl 187148-001 NO X-LCC FEkCT SIZE RE'D 'IC 2X4 DEL #1 P1atir : AEI/IPI - 1995 IIYSD SE *1 DESIG ICS?SCS ---------------- 1 0- 1-12 3080 3.50 1.50 B: 2x6 DEL SS anr \I7CIES R I RSSE71 RE *1607. L.PI± L.Lor R.P]± R.L lLU., 2 12-10-4 64873.50' 2.31" WDE 2x4 DEL SItD TC Vert 68.00 0-0-0 68.00 13-0-0 .59 'IC F I Iulr sFasar afln,usblee are NZ-97. £Tonran± nscarg is riocxsaxe0y I) to Nail attem sIn is for RE leeds casly. Q2stIatad loads f'IEl' he distrihatef to B Vart .00 0- 0- 0 176.00 8- 0- 0 .00 B: Vert 839.90 8- 0- 0 839.90 13- 0- 0 .45 1-2 -9646 2-3 -10064 .10 .13 .24 .10 .08 .18 Prevent ra.ia/i• See HEB-91 seaS AEI/IPI 1-1995; 10.3.4.5 srx:I 10.3.4.6. each ply . eally. ( m.slti-p1y with s, use 3 reeJ.s mm. into the insubm ...>pe... lire X.Lcc LL/U 1718.0 8- 0- 0 1.00 3-4 -10060 .10 .11 .21 PLPZ EASED DEE CEEEN IfllBER VAILES. 3Nail B:X, ED -PLY! w/iod stered -97 For more tLwn 2 nly add nail halts if adiiti.aasl ply(d) oa/or elri, or BC Vert 2061.6 8- 0- 0 .00 4-5 -16420 .30 .42 .72 Sect. 12) in: IC- 2 f B:- 8/ft ?1EDS- 2/ft use sesy ct1vr approved dstaaJ. (by ctters). B: FORCE AX[j END CSI Nail inlsrsorneathface. ' TO TRANSFER THE POINT LOAD(S) EQUALLY 6-7 9237 7-8 9278 .23 .14 .37 .23 .14 .37 TO EACH PLY: CLUSTER THE BACK PLY(S) WITH /dNAILS 8-9 15326 9-10 15779 .38 .47 .85 .39 .27 .66 - AS SPECIFIED AT EACH POINT LOAD LOCATION. ALLOW 3.5 SQIN. (MIN.) PER NAIL AND DISTRIBUTE IIEB F= DEl : Pt DEl THEM WITHIN 12OF THE HANGER PERIMETER. 2-7 -395 .02 4-8 -6282 .38 IF 30d (4.5 LONG) NAILS ARE SPECIFIED, DRILL A 2-8 430 3-8 5267 .04 4-9 4323 .44 .54 LEAD HOLE FOR EACH NAIL @ 75% OF THE NAILS DIAMETER. DISTRIBUTE THE NAILS EVENLY. X rEFI=CN () OR /999 IN MB4 8-9 (U1JE) USE AN ADEQUATE THROUGH BOLTED HANGER = -U11 11= -.1311 T'= -.23-- . DESIGNED BY OTHERS. = Joiit Itiaie 1 0-0-0 6 0-0-0 2 4-0-0 3 6- 6- 0 7 4-0-0 8 6- 6- 0 4-0-0 2-6-0 2-6-0 4-0-0 4 9- 0- 0 5 13- 0- 0 9 9- 0- 0 10 13- 0- 0 4-0-0 :=1_i 6-6-0 6-6-0 9-0-0 13-0-0 6-6-0 3-PLYS 1 2 '3 4 5 I REQUIRE!) 350 35 I T 2-2-10 SHIP I0-3-L4 ,-QESI0 cc (/ No. c'4p9a2 :I3)' Exp. 12/31/02 1*i C/./Od q-'c1 3780# 3 ( 13-0-0 6 7 8 9 10 4-0-0 2-6-0 2-6-0 4-0-0 4-0-0 6-6-0 9-0-0 13-0-0 7/6/2001, Truswal Systems Plates are 20 ga. unless shown by "18(18 ga.), . Scale: 3/8" = 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. TB?: 3 1. 3 WT: 54 4 WO: PIRINEOS This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done Chic: cp Custeeser Name: D I XI El. I 'I%I E 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 lutist ascertain that the loads utilized on this Dsgnr: DR #LC = 0 TC Live 20.00 psf 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 it laterally braced by a rig')d 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 paf Rep Nbr Bud 1.15 Truswal Systems - Colorado will cause the moisture consent of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this Is-uss in BC Live .00 pa f 0. C. Spacing 2- 0- 0 4445 Nortflparts Dr.. Colo Springs, CO 80907 accordance with the following standards: JOINT DETAILS', by Truswal, 'ANSI/TPI 1' • 'WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB.91) and 'I'IIB-91 BC Dead 10.00 paf Design Spec T.IBC=97 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located it-583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and tef]. Butjo: 14/240 'IC: 1/240 Tp5 .0 Version T6.2.6 Paper Association (AFPA) in located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. . TOTAL 44.00 paf Job Name: PIRINEOS WAY Truss ID: G6 Qty: 3 Drwg: LUULL1 11 3U-UU1 REQ'D 'IC 2x4 tIlL *1 & Btr. Plating sper : I/1'PI - 1995 LQT1D CASE *1 tEEI4 I.CSILE Ti/iL 1 0- 1-12 5185 3.5011 1.84' BC 2x8 tIlL *1 THIS tIGT IS THE 034ECSI'IE P.ISULI1' OF Dir L.P1f L.Lor R.P1f R.Lor 2 12-10- 4 5185 3,50" 1.84 IVM 2x4 EFL SIM II1tiJ'lFtE IC%D CJsSE. 'IC Vert 60.00 0- 0- 0 60.00 13- 0- 0 .40 Ian±er etmar allczashIss are per WS-97. EE7SRJNJ P JIBEMENTS shan are based GilTh' BC Vert 737.71 0- 0- 0 737.71 13- 0- 0 .40 'IC FCRM SOIL RZ CSI BA'IE \.US PER I) PESWB PEECRP 4(1607. as the truss nasterial at ea± bearing. 1-2 -9546 .16 .73 .88 aPTfl3 RASED aT (3EEN ILI"IBER WilES. Loadscl for 10 1SF rx7-orurrust BtIL. 2-3 -68 .00 .23 .23 This 3-PLY truss designed to carry End verticals dssigred for axial bonds only. 38 211 span frssmS to BC one face Extensiaeo above or lanbo,,' the truss profile BC R1 SOIL IBD CSI 4-5 9188 .28 .63 .91 - 2 3 BCI' rus.t1re additional crx7sidsratiaa (if z bonds as the bldg. 5-6 8857 .27 .50 .77 S. 12) in: 'IC- 2 f BC- 7/ft hESS- 2/ft Nail in layers or fran each fans, %'D I= CSI hES ECRCE 151 2-5 5578 .57 3-6 -79 .00 2-6 -9545 .66 X r631BCnaT (span): /999 BT NIH 4-5 (LIVE) a -.1-211 D' -.1811 T= -.3111 - Jn)xit Locations = 1 0-0-0 4 0-0-0 2 7-6-4 5 7-6-4 3 13-0-0 6 13-0-0 7-6-4 5-5-12 7-6-4 13-0-0. 3-PLYS 1 2 3 REQUIRED F3.5(3 2-i .3 ..3-1 5) 4. 5 . 6 7-6-4 5-5-12 8/5/2002 7-6-4 13-0-0 Truswal Systems Plates are 20 ga. unless shown by '18(18 ga), Scale: 3/81' = 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. TBF: 108.0 WT: 91 * WO: PDOS This design in for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done Chk: CF Customer Name: D 1 XI E [41 'PrI E in accordance with the current versions of TPI and AI'PA 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 onthis Dsgnr; DR #LC = 2 TC Live 16.00 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 flour sheathing and the bonoto chord is laterally braced by a rigid sheathing material directly attached, stnless otherwise ttoled. TC 14.00 Dead psf Rep Hbr 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 Tn,sval Systmua - Columdo 4445 Nurthpark Dr., Colo Springs, CO 90907 will cause she moisture consent 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 D.C. Spacing 2- 0- 0 accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TI'! 1', 'WTCA 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 psf Design Spec UBC-97 SUMMARY SHEET by TI'!. The Truss Plate Institute (TI'!) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and fl jjj 1/240 'IC: W24( Tp5 .0 Version T6.3.5 Paper Association (AFPA) is located at liii 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf T 2-7-14 4-1 J- 0-3-14 T 14 2-7-14 SHIP 3.5-10 MX/8-14' , MX/8-14 3.5-4 Job Name: PIRINEOS WAY I I Truss ID: HI Qty: 2 Drwg: COOl 187148-003 X-1 RE2CZ SIZE REC'D 'IC 2x4 DEL #1 Plating spar : ItIPI - 1995 This ign based as c±d 1maoirg lied 1 0- 1-12 3680 3.50' 1.96' 2x4 SW 2100F-1.8E 3-7, 7-1]. flP.3E VAU R I RIEE2'.1i REECR #1607. per the fàllmairg s&an±ile: 2 37-8-14 38043.50" 2.03" BC 2x6 DEL SS tewco.c. fruit to IES c4 DEL SlID 8b11 pattern thas is for PLF leads aily. 'IC 24.00" 8- 0- 0 30 2- 2 DEDiG4 IDE'.DE "IC FCFCE AXLE END CSI Drairioge riust be pzi to avoid pafr. Oionitratth leads PIEr he distrib±ed to ----------IC5d) CASE #1 ---------------- 1-2 2-3 -11660 -13.671 .39 .30 .33 .73 .13 .43 FrTTart bracirg is ron.iired (by kers) to prevont rctatia'tqpLi.rg. See 1DB- 91 erd each ply ect.tally. Qi ttulti-ply with 1ararS, use 3' rails item. into the carryir nserer. tai L'P1 'IC illart 68.00 0- 0- 0 --' 68.00 8- 0- 0 1Lt1L .59 3-4 -11639 .25 .16 .41 .8SI/"IPI 1-1995; 10:3.4.5 and 10.3.4.6. mm. matin.scus . attached For ne than 2 ply, add rail cluster fruit knits if addit.ia-as]. ply(s) . ard./ar eln, Cr 'IC Vert 165.04 8--0- 0 -165.04 'IC Vert 68.00 30- 2- 2 30- 2- 2 68.00 37-10-10 .59 .59 4-5 5-6 -15861 -18266 .50 .67 .20 .70 .22 .89 1x4 lateral lsracirg to flat 'IC ts&-ssre indicated w/ 2-10d rails use any other appzvved detail (b5 rtJs), IC Vent 48.54 0- 0- 0 48.54 37-10-10 .00 6-7 -19067 .74 .23 .97 sad-i. lurter- mist be stn.l grads. + + + + + + + + + + + + + + + + + + + + + + . . I'pe... The X.Lar 'IC 'Vert 0 LLfrl1, 1.00 7-8 8-9 -19067 -18288 .74 .67 .23 .97 .22 .89 Brace (1) 24" o.c. unless rated st]wise. BTB BASED ( UMBER14 GI UMBER VAU. 2-PLY! Nail w/lod R2(, staggered (14123-97 220.0 8- 0- 'IC Vert L54. 0 8- 0- 0 .00 9-10 -15909 .50 .19 .69 . Sart. 12) in: 'IC- 2/ft IC- 2/ft E'IEBS- 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 -12 -11690 .30 .22 .52 -1.3 -11186 .32 .27 .60 IC I= AX[, B1D CSI 4-15 11164 .42 .22 .64 5-16 11174 .42 .22 .64 -3.7 14195 .53 ,31 7-18 17378 .65 .16 .80 8-19 18976 .71 .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 VEB FCRCE CSI WED FCRCE CSI 2-15 -126 .01 8-19 113 .02 2-16 44 .01 8-20 -1002 .09 3-16 2779 .43 9-20 1260 .19 4-16 -3475 .32 9-21 -2146 .20 4-17 2385 .37 10-21 2353 .36 5-17 -2171 .20 10-22 -3556' .32 5-18 1272 .20 11-22 2636 .41 6-18 -1016 .09 12-22 604 .09 6-19 131 .02 12-23 -410 .04 X EM=CN (span): /588 IN MB1 18-19 (LIVE) -.77" -.92' 'Ito -1.69" = Joint Locations = 1 0- 0- 0 13 37-10-10 2 4-9-0 14 0-0-0 3 7-6-0 15 4-9-0 4 9-5-3 16 7-6-0 5 13-3-9 17 11-4-6 6 17- 1-14 18 15- 2-11 7 19-1-1 19 19-1-1 8 21- 0- 4 20 22-11- 7 9 24-10-10 21 26- 9-12 028-8-15 22 30-8-2 1 30-8-2 23 33-5-2 2 33- 5- 2 24 37-10-10 4-9-0 4-8.3 3-10.6 3-10.6 3-10.6 3-10-6 3.10- 4-8.3 4.5.5 4-9-0 9-53 13-3-9 17-1-14 21-0-4 24-10.10 28.8.15 33-5.2 37.10-10 I 8-0-0 7-8-8 2-PLYS 1 2 4 5 6 7 8 9 10 11 12 13 REQUIRED F 3.50 374#3 22-2-2 c424 37-10-10 I 0-3-8 14 15 16 17 18 19 20 21 22 23 24 STUB 4-9-0 4-7.6 .J0-i5 3-10-6 3-10-6 3.10-5 7.2.8 4-9-0 11-4-6 15-2-11 19-1-1 22-11-7 269-12 30.8-2 37-10-10 ESSj' - ME No. Ct45982 / Exp.12/31/02 ) 716/2001 Truswal 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 positioiied as shown above. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 101.3 14T: 173 # WO: PThOS This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done chic:CF Customer Name: D I XI EL I titi E 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 Dsgnr: DK #LC = 0 I BC Live 20.00 pa f 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. 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 Mbr Bad 1.00 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 ttll5s in BC Live .00 pa f 0. C. Spacing 2- 0- 0 4445 Nortlipark Dr., Cots Springs, CO 80901 accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TN 1', 'WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (BIB-91) and 'HIB-91 BC Dead 10.00 pef Design Spec UBC-97 SUMMARY SHEET' by TN. The Truss Plate Institute (TPI) is located at 583 D'Oitofrio Drive, Madison, Wisconsin 53719. The American Forest and tteflPatio: L/240 'IC: 14/240 75.0 Version T6.2.6 Paper Association (AFPA) is located at III 19th Street, NW, Ste 800, Washington, DC 20036. ' TOTAL 44.00 paf Job Name: PIRINEOS WAY Truss ID: H1A Qty: I Drwg:CUUZZ1/1$U-UUZ 33 X-l= REPCr SIFE REQD 'IC 2X4 tFL *1 PLating spee A8EIfi'PI - 1995 This csiqn tmse1 m chsrd bracing aWlied 1 0- 1-12 1680 3.50" 1.79" 2 4 EFL 4(1 =IGtT 15 'fI5 (rfl P 112' OF per the f Ucasir sc±eeiiLe: 2 38- 0- 6 1680 3.50" 1.79" DM 2x4 1L SIU3 urJI'IaE IL'D ISED. 5TBX O.C. frau to PIIATE VJILEES gER I) RESE1U REEtRF 4(1607. BE7tRIN3 REIJINEMENIS s}rx,n are based QLi 'IC 24.00" 10- 0- 0 28- 2- 2 'IC EULE XL 3D CSI Idvd for 10 ESF ncn-caxitrrent BIL. m the truss nBterial at each tearirg. 1-2 -4903 .30 .30 .60 amtin.ans lateral bracing attadasci to flat Th.aine tTUst he pruvided to avoid perAing. 2-3 -4495 .24 .26 .50 'IC as indicated. Ls.s±er oust be structural PiJslflbZ3 B8561) a4. GREEN LLFIEER 'VN.LES. 3-4 -5561 .57 .32 .88 grads. Brace 90 24' o.c. unless n±th. 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 BC F XL RID CSI 0-11 4663 .70 .21 .91 1-12 4297 .65 .12 .76 2-13 5624 .85 .11 .96 3-14 5626 .85 .11 .96 4-15 4297 .65 .12 .76 5-16 4663 .70 .21 .91 VM RAT CI 16 FC1&1 mi. 2-11 -411 .14 6-13 433 .13 3-11 300 .09 6-14 -545 .1.1 3-12 1409 .43 7-14 1408 .43 4-12 -545 .11 7-15 300 .09 4-13 435 .13 8-15 -4.11 .14 5-13 -316 .07 ,X 1IFII'IcN (ees) : 5-5-9 4-0-7 4-8-10 4-10-7 4-10-7 4-8-11 4-0-7 5-5-9 I /827 IN filM 13-14 (LM) -.55" 13= -.66" '1 -1.21' 5-5-9 9-6-0 14-2-11 19-1-1 23-11-8 28-8-2 32-8-9 38-2-2 10-0-0 10-0-0 I JOU7t Lt1cI5 = 1 2 4 5 6 7 8 9 1 0-0-0 9 38-2-2 2 5-5-9 10 0-0-0 3 9- 6- 0 U 9- 6- 0 35 I 18-2-2 I 3.50I 4 14- 2-11 12 14- 2-11 5 19-1-1 13 19-1-1 6 23-U- 8 14 23-11- 8 T T 7 28-8-2 15 28-8-2 8 32- 8- 9 16 38- 2- 2 3-2-14 3-2-14 o __________________________________________________________ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ I SHIP n • 0-3-14 3.5-4 3-6 _______________________________ _ _ MX/5-12 3-6 3.5-4 0-3-14 4582 Ep. 12!3!02 /4 10 11 12 13 14 15 16 9-6-0 4-8-10 4-10-7 4-10-7 4-8-11 9-6-0 9-6-0 14-2-11 19-1-1 23-11-8 28-8-2 38-2-2 Truswal Systems Plates are 20 ga. unless shown by "18(18 ga.), "11(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. TEF: 90.0 WT:219 4 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done Chic: CF in accordance with the current versions of TM and AFFA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be DIXI EL 11.1 E verified by the componentmanufacturer and/or building designer prior to fabrication. The building designer muss ascertain that the loads utilized on this Dsgr: DE #LC = 2 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 TC Live 20.00 pef LUMBER I braced by the roof or floor stsesslhing and the bottom chord is laterally braced by a rigid sheathing material directly att a c h e d , u n l e s s o t h e r w i s e n o t e d . 1 Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed its any environment that TC Dead 14.00 psf Trsswut 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 psf 4445 Nortlpark Os., Cole Springs, CO 80907 accordance with the following standards: JOINT DETAILS, by Trsmswzsl, ANSI/TPI 1', WTCA 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 SUMMARY SHEET' by TM. The Truss Plate Institute (TM) is located at .583 D'Onofrio Drive, Madison, Wisconsin 53719 . T h e A m e r i c a n F o r e s t and Tp5 .0 Version T6.3.5 Paper Association (AFPA) is located at 1111 19111 Street, Nil'; Ste 800, Washington, DC 20036, TOTAL 44.00 psf 8/ 5/2002 Scale: 1/8" 1' WO: PIRINEOS Customer Name: DurPacs L=1.25 P=1.25 Rep Hbr Bad. 1.15 O.C.Spaciug 2- 0- 0 Design Spec iiBC-97 tinfi Ratio: J.V240 'IC: 11241 Job Name: PIRINEOS WAY Truss ID: HI B Qty: 1 DrWg IJULL I I I JUUUJ X-ICC RE7CF SIZE RED 'IC 2x4 DEL (1 Plating Spec : ?iJSIj"rPI - 1995 This dsS9n lassad a-u chord racirg applied the oUoirg ed-aniLe: 1 0- 1-12 1667 3.50 1 78 IC 2c4 rsi g 'nE ms tsia Is cri"IECSYrE iSuur OF' per frau to 2 37- 8-14 1668 3.50 1.78 2x4 DEL ((1 & Btc-. 13-16 coax o.c. VM IILlI'IaE LOAD CASES. based OFILY BE75R]N2 REJIREMD'TIS sl'rtsa'u are 'IC 24.00' 10- 0- 0 28- 2- 2 'IC FE1I AXL 8'ID (I 2x4 DEL SlID t&P35 \E1LES FER ICBO RES67JH REIU? (1607. a-i the truss material at eath 1e.erirg. 1-2 -4861 .29 .30 .59 Draixspe rust he prcsvicleel to avoid perthrg. PLAT)N3 BASED ai CAERI4 LU"ISER Lrad for 10 1SF rn-cxrrurrsst BCIL. C.trttinan.as J.,ateral bracing attad'tecl to flat 2-3 -4452 .23 .25 .49 'JAtL. 'IC as indicated. Iin'ker oust he structura]. 3-4 -5496 .55 .31 .87 Brace (/1 24" o.c. unless ntad. grads. 4-5 -5913 .64 .25 .90 5-6 -5913 .64 .26 .90 6-7 -5450 .54 .34 .89 7-8 -4331 .23 .35 .58 8-9 -4622 .19 .58 .78 IC KKE AXL BAD CSI 0-1.1 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 1.52 F I W99 $3 I 2-3.1 -412 .15 6-13 455 .14 3-11 301 .09 6-14 -551 .12 3-12 1382 .43 7-14 1459 .45 4-12 -532 .11 7-15 208 .06 4-13 408 .13 8-15 -263 .09 5-13 -317 .07 X DEF15ES'IU'I 5-5-9 4-0-7 4-8-10 4-10-7 4-10-7 4-8-11 4-0-7 5-2-1 / B49IsMEMl2_LfVE) 5-5-9 9-6-0 14-2-11 19-1-1 23-11-8 28-8-2 32-8-9 37-10-10 '1'"' - -.5311 t - .64" -1.17" 9 -S-S = Joint Lt1cflS 10-0-0 1 2 1 0- 0- 0 9 37-10-10 2 5-5-9 10 0-0-0 3 9- 6- 0 U 9- 6- 0 358 I _______ _____________________________ 18-2-2 I _3 •501 4 14- 2-3a 12 14- 2-U 5 19-1-1 13 19-1-1 8 6 23-1-1- 8 14 23-3-1 5-1 T- _____________________________________________ 7 28- 8- 2 15 28- 8- 2 1 3.244 ME <C1 8 32- 8- 9 16 37-10-10 3-2-14 3.5-10 SHIP =04-1i i 0-3-14 qzc I 37-10-10 I 2/3 /02 jI) 0-3-8 uS' C It- 10 11 12 13 14 15 16 STUB 9-6-0 4-8-10 4-10-7 4-10-7 4-8-11 9-2-8 9-6-0 14-2-11 19-1-1 23-11-8 28-8-2 37-10-10 8/5/2002 Truswal Systems Plates are 20 ga. unless shown by 18(18 ga.), Scale: 1/911 = 11 "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. TEF: 90.0 WT: 218 * WO: POS This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and dose hk: CF Customer Name: in accordance with the current versions of TEl and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are, lobe Dogar: DK #LC = 2 verified by the component manufacntrer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this TC Live 20.00 pof DurFacs L=1.25 P1.25 D I XI EL I t1 E design meet or exceed the loading imposed by the beat building code and the paticular application. The design assumes that the sop chord is laterally LUMBER braced by the roof or floor sheathing and the bonom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. be in that TC Dead 14.00 paf Rep Mbr Bad 1.15 Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not placed any, environment Tn.svn1 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 its 'ANSI/TEl 'WTCA Council America Standard Design c Live .00 po f 0. C. Spacing 2- 0- 0 44.15 Nor park Dr., cob Springs, co 80907 accordance with the following standards: JOINT DETAILS', by Truswal, 1', I' - Wood Truss of BC Dead 10.00 paf Design Spec tJBC-97 '14tB-91 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (lIIB'41) and SUMMARY SHEET' by TEl. The Truss Plate Institute (TEl) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The Atstencatt Forest and fl Ratio: 14/240 'IC: 1.1241 Tp5. 0 Version T6.3.5 Paper Association (AFPA) is located at 1111 1911s Street, NV.', Ste 800, Washington, DC 20036. TOTAL 44.00 psf Job Name: PIRINEOS WAY . . Truss ID: Ti Qty: 1 Drwg: COOl 187148-009 X-10C RCT SIZE REDD It 2X4 EEL 4(1 Plating : ItrPI - 1995 1 0- 1-12 f 1680 3.50 1.79 2x4 M *1 'flS I4 IS ME Cl3'IflE REEULfl' CF 2 38- 0- 6 1680 3.50' 1.79" VEB 2X4 DFL 51W !g.lurIa.E 1D a'SES. PuCE \IJ.BS PER IC90 PEEEI.PuH REF 4(1607. BE7tRIIG REJINBIEIS ebn are tasad QII1( 'IC I CSI LcaS far 10 1SF errs- ,eerusst W1 I. am the truss nat a]. at each bearing. 1-2 74930 .29 .27 .56 PuC'3N3 EASED a GREEN II2l2ER 11A11. 2-3 -4696 .27 .28 .54 3-4 -3905 .13 .21 .34 4-5 -3839 .12 .18 .31 5-6 -3011 .08 .18 .26 6-7 -3011 .08 .18 .26 7-8 -3905 .13 .21 .34 8-9 -4696 .27 .28 .54 9-10 -4930 .29 .27 .56 BC KPLE IAXL END CSI 1-12 4688 .71 .14 .85 2-13 4155 .63 .12 .75 3-14 3505 .53 .10 .63 4-15 3505 .53 .10 .63 5-16 4155 .63 .12 .75 .r.17. 11 4P,R 71 14 .R.S VEB 17CRIE CSI WEB KKE CSI 2-12 -300 .06 7-14 -899 .63 3-12 446 .14 7-15 591 .18 3-13 -619 .22 8-15 -619 .22 5-13 591 .18 8-16 446 .14 9-16 300 .06 5-5-10 4-6-8 4-6-8 4-6-8 4-6-8 4-6-8 4-6-8 5-5-10 6-14 1355 .42 5-5-10 10-0-2 14-6-9 19-1-1 23-7-9 28-2-0 32-8-8 38-2-2 X 1ET1=CN (span) : 10 - '1 - 1 19-1-1 (999 IN MEN 1314 (alE) 1 2 3 4 5 6 7 8 9 10 -.34" -.41" T= -.74" Joint Locations = 3.50 -3.50 1 0- 0- 0 10 38- 2- 2 2 5- 5-10 11 0 0- 0 -6 34-4 T IF 3.5-44 3.5-4 5-10-11 SFHHIP No. C04598' Exp. 12131/02 12 5 6 7 6, 16l011 U6OlO;: 6O1O 6-0-10 6-11-13 13-0-7 19-1-1 25-1-11 . 31-2-5 38-2-2 7/ 61200t Truswal 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. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. 'I 89.3 Wr: 149 4 WO: PIRfl'IEOS This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done Chk: CF Customer Name: D I XI £ I. I 't1 £ in accordance with the current versions of TI'! 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 Dagnr: 13K #LC 2 TC Live 20.00 pa f DurFacs L=1.25 P=1.25 design meet or exceed the tending 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. 14.00 £ 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 pa Rep t'8r Bnd 1.15 Truswat Svnczss . Cotorado will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this 5,115510 BC Live .00 pa £ 0 • C. Spacing 2- 0- 0 4445 Northpartr Dr., Colo Springs, CO 80907 'JOINT 'ANSI/TI'! accordance with the following standards: DETAILS, by Truswaf, 1', WTCA 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 psf Design Spec DBC-97 SUMMARY SHEET' by TPt. The Truss Plate Institute (TI'!) is located at583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Ebef]. Ratio: W240 'IC: 14/240 Tp5 .0 Version T6.2.6 Paper Association (APPA) is located at 1111 19th Street, NW, Ste tOO, Washington, DC 20036 . TOTAL 44.00 paf 5-5-10 4-6-8 4-6-8 4-6-8 4-6-8 4-6-8 4-6-8 5-2-2 5-5-10 10-0-2 14-6-9 19-1-1 23-7-9 28-2-0 32-8-8 37-10-10 19-1-1 I 18-9-9 2 3 4 5 6 7 8 9 10 3.50 -3.501 IJob Nanie: PIRINEOS WAY Truss ID: TIA Qty: I Drwg:C001187148-01'O I3 X-1D2 RCF SIZE P'D 'IC 2,c4 DEL #1 Platirg EPeC : ItIPI - 1995 1 0- 1-12 i 1667 3.5011 1.78' IC 2x4 DEL *1 THIS MICN IS 'lEE Ct3IT]E P1LS CF 2 37- 8-14 1667 3.50' 1.78" 2x4 DEL *1 & Btr. 14-17 ItJEIl'lRE IQtSD cP,SEB. Wa 2s4 DEL 51W HR RB2flEIIE thss are ksaef ax 'IC FaKE AXL EED CSI PLPOE VP= PER ICE10 R1E741E3I REECIZP *1607. as t1as truss material at each tearirg. 1-2 -4887 .28 .27 .56 PLA= B1SEL CN GREEN UI4BER VAlISE. IresSed for 10 FEF rex-onanyonst BIL. 2-3 -4653 .26 .27 .54 3-4 -3860 .13 .21 .33 4-5 -3795 .12 .18 .30 5-6 -2965 .07 .18 .26 6-7 -2965 .07 .18 .25 7-8 -3823 .12 .24 .36 8-9 -4445 .25 .35 .61 9-10 -4636 .19 .58 .77 IC FaRCE A)Q. HO CSI 1-12 4647 .70 .14 .84 2-13 4112 .62 .12 .74 3-14 3462 .52 .10 .62 4-35 3436 .45 .10 .56 5-16 4030 .53 .15 .68 -17 4RR .58 .33 .91 VEB I= CSI I5B = CSI 2-12 -301 .06 7-14 -865 .60 3-12 447 .14 7-15 560 .17 3-13 -619 .22 8-15 -556 .20 5-13 592 .18 8-16 289 .09 5-14 -901 .63 9-16 -212 .04 6-14 1328 .41 X EEYL=CN (art) p999 114 MDT 13-14 (LIVE) -.33" -.39" T= -.72". = Joint Lticns = 1 0- 0- 0 10 37-10-10 2 5-5-10 11 0-0-0 3 10- 0- 2 12 6-11-13 4 1.3- 4-15 13 13- 0- 7 5 14- 6- 9 14 19- 1- 1 6 19- 1- 1 15 25- 1-11 7 23- 7- 9 16 31- 2- 5 5-10-11 8 28- 2- 0 17 37-10-10 9 32- 8- 8 3.5-10 0-3-14 co 9B2 :10 37-10-10 0-3-8 11 12 13 14 15 16 17 STUB 6-11-13 6-0-10 6-0-10 6-0-10 6-0-10 6-8-5 6-11-13 13-0-7 19-1-1 25-1-11 31-2-5 37-10-10 \ /Exp. 2'31/02 /* 7/6/2001 Truswal 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. 89.3 WT:149 # WO: PIRINEOS 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 Custconer Name: D I XI E 1.4 1 'P1 E in accordance with the current versions of Ti'I and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verifted by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this Dsgnr: 11K #LC = 2 I TC Live 20.00 pef TC Dead 14.00 pa f Du.rFacs L=1.25 71 .25 Rep !4br 11th 1. 15 LUMBER 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 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 length. This component shall not be placed in any environment that Truawal Systems . Colorado 4445 NorLbpark Dr., Coin Springs, CO 80907 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 accordance with the following standards: JOINT DETAILS, by Trssswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and '1118-91 BC Live .00 pa f DC Dead 10.00 psf 0 • C. Spacing 2- 0- 0 Design Spec UBC-97 Tp5.0 Version T6 .2. 6 jPaper SUMMARY SHEET by TPl. The Truss Plate Institute (TP1) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Association (APPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. ,, TOTAL 44.00 paf Def].Ratio: 14/240 'IC: 14/240 Job Name: PIRINEOS WAY Truss ID: T2 Qty: I Drwg: COOl 187148-Oil I X-1 RDECT SIDE RE'D 'IC 2x4 DEL 4$1 1 0- 1-12 I 484 3.50 Plating , : I/TPI - 1995 4(1607. RE \17i.I1ES PER ICBD REM RE1UT 1.50' BI 2x.4 DEL *1 2 10-10- 4 484 3,50" 1.50" WEB 2x4 DEL SIt]) PLIITThI3 BASED aT GZMN 111'IBER \UtLI. 'IC FaKE AXE,3ID CSI 1-2 -967 .01 .24 .25 2-3 -967 .01 .24 .25 IC FWE AXI., EM CSI 4-5 891 .13 .15 .29 5-6 891 .13 .15 .29 WEB PU CSI %'EB I= CSI 2-5 163 .05 '2(rEF=CN (mi): /999 IIMEM 5-6 (LIvE) = -.0211 D= -.0311 To -.05-- Joint Lcrmtiats = 1 0-0-0 4 0-0-0 2 5--0 5 0-6-0 3 11-0-0 6 11-0-0 5-6-0 5-6-0 5-6-0 11-0-0 5-6-0 I 5-6-0 I 2 3 3.50 _3.501 3-6 ESS/J> /No. co9s2 Exp. 12/31102 7/6/2001 Scale: 15/3211 1' 4 5. 6 5-6-0 . 5-6-0 5-6-0 11-0-0 Truswal Systems Plates are 20 ga. unless shown by "18(18 ga.), "10(16 ga.), or "MX" (TWMX 20 ga), positioned per Joint Report. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TSP: 17.3 WT: 29 # WO: POS This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done Cbk: CF Customer Name: D I XI E [ i'P'J E in accordance with the current versions of TPI and AFFA 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 Dsgnr: DK 4(LC = 0 '' Live 20 .00 pa f DurFacs L=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 LUMBER braced by the roof or floor sheathing and the bonom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. 14.00 Bracing shown is for lateral support of components members only to reduce buckling length. This càtnponent shall not be placed in any environment that TC Dead paf Rep !r Bnd 1.15 Truswnt Systems , Colorado will cause the moisture content of the wood to exceed 1996 and/or cause connector plate corrosion. Fabricate, handle, install and brace this 101St in BC Live .00 pa f 0. C. Spacing 2- 0- 0 444$ Nortlmpnrk Dr., Colo Springs, CO 80907 'JOINT 'WTCA accordance with the following standards: DETAILS, by Truswal, 'ANSI/TPI 1', 1' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (1415-91) and '1418-91 BC Dead 10.00 pa f Design Spec tJBC- 97 SUMMARY SHEET' by TPI. The Truss Plate Institute ('FF1) is located at 583 D'Onofrio Drive, Madison, Wisconsin $3719. The American Forest and ' tf1 Patio: 1.41240 'IC: W240 Tp5.0 Version T6 .2. 6 Paper Association (APPA) in located at 1111 19th Street, NW, Ste 800, Washington, DC 20036 •..' TOTAL 44.00 paL 6-6-I) 6-6-0 6-6-0- 13-0-0 350 _3.501 6-6-0 i 6-6-0 1 2 3 3-6 T 2-2-10 1 10-3-14 I 13-0-0 I Job Name: PIRINEOS WAY Truss ID: 13 Qty: T Drwg:C001187148-012 2 X-I RECi' SIZE RD TIC 2x4 DEL *1 Plating : - 1995 1 0- 1-12 i 572 3.50 1.50 2x4 DEL $1 PLAM VA= FM ICM REDE7l1B REFM t160. 2 12-10- 4 572 3.50 1.50 ?1DE 2x4 DEL SItD PLA= EEISEi) al GEW U2IBER \ILEZ. IC I= IsXL IND DEl 1-2 -1170 .02 .34 .36 2-3 -1.170 .02 .34 .36 B2 I= P,XL IND DEl 4-5 1078 .16 .23 .39 5-6 1078 .16 .23 .39 VEB FCRCE CSI WEB I. CSI 2-5 197 .06 X lflLEDITa4 (n): /999 IN MEM 5-6 (LIVE) - .04" D= -.0511 T= - .09" = Joint Locations = 1 0-0-0 4 0-0-0 3 -G-0 5 313-0-0 6 13-0-0 4 5 - 6 6-6-0 6-6-0 6-6-0 13-0-0 (-c:. AES N4 *\( a .t213i102 OF . 7/6/2001 Truswal Systems Plates are 20 ga. unless shown by 18(18 ga.), . Scale: 3/8" 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. TEF: 21.3 WT: 34 4 WO: PTE.IkOS This design is for an individual building component not truss system. It has been basest on specifications provided by the component manufacturer and done k: CF Ctistmeasr Name: in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be D I XI E [ 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 Dsgnr: IlK #LC 0 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 TC Live 20.00 pa f DurFaca L=1.25 P=1.25 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 length. This component shall not be placed in any environment that TC Dead 14.00 pa f Rep Mbr Bnd 1.15 Trusn'at Systems. 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 4445 Nortlspark Dr., Cots Springs, CO 50907 accordance with the following standards:'JOINT DETAILS, by Truswal, ANSI/TN 1', WTCA 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 SIIEIiT by TM. The Truss Plate Institute (i'PI) is Inatled ,it M3 DOtsolrio Drive, Madison, Wisconsin $3719. The American Forest and Defi Ratio: I/240 IC: i./240 Tp5.0 Version T6.2.6 Paper Ass,tciaties (M'I'A) is lttcated at 1111 1911t Street, NW, Sic MXt, Wasltittgtstn, DC 2006. . TOTAL 44.00 pa f Job Name: PIRINEOS WAY Truss ID: T4 Qty: 1 Drwg:C001187148-013 113 X-1SX OREACr SIZE REI D 'It 2X4 DFL *1 Plstirg : ?.bEI/'IPI - 1995 PIJI3E VAt1 ER I RESE7431 RER #1607. 1 0- 1-12 506 3.50" 1.50 c4 DEL 4(1 2 U- 4- 4 506 3.50" 1.50' NEB 2x4 DFL SIU7 'IC F= AXLj 11/ID CSI 1-2 -1018 .01 .26 .27 2-3 -1018 .01 .26 .27 IC FaKE AXIj aM DEl 4-5 938 .14 .17 .31 5-6 938 .14 .17 .31 VEB FCRCE DEl %/IEB FaRCE DEl 2-5 172 .05 E'X DEEl.fla4 (ms): /999 IN MEN 4-5 (LIvE) -.03" I)= -.03" T= -.06" = Joint Itia2s 1 0-0-0 4 0-0-0 2 5-9- 0 5 5- 9-0 3 U- 6-.0 6 U- 6- 0 59)) I 5-9-0 5-9-0 11-6-0 5-9-0 I 5-9-0 . 2 3 35Q _3.50I 3-6 T 2-0-0 o?ESS/oSHIP . MESS 10-3-1 Cr No. (7,045982 I . 11-6-0 (1i '-3") 4 5 6 5-9-0 . . 5-9-0 5-9-0 11-6-0 Truswal Systems Plates are 20 ga. unless shown by '18(18 pa.), "1411 (16 ga.), or "MX" (TWMX 20 ga.), positioned.per Joint Report. Exp. 12131/02 .....- 7/ 6/2001 Scale: 7/16" 1' WARNING Read all notes on tills sheet and give a copy of it to the Erecting Contractor. TB?: 20.0 WT: 30 * WO: POS This design is for as individual building component not truss system. It has been based on specifications provided by the component manufacturer and done Chk3 CF Custer Name: in accordance with the current versions of TM and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be D 1 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 Dsgnr: DR *LC = 0 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 'IC Live 20.00 pef DsarFacs L=1.25 P.1.25 LUM B ER 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 length. This component shall not be placed in any environment that 'IC Dead 14.00 psf Rep Mbr Bad 1.15 Truswat Svnlesis - Cotorsdo will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this linus in BC Live . 00 pef 0. C. Spacing 2- 0- 0 4445 Norlhpark Dr.. Cots Springs. CO 80907 accordance with the following standards: JOINT DETAILS, by Tnsswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES - (14I11-91) and 'HIB-91 BC Dead 10.00 pef Design Spec UBC-97 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at 583 DOnofris Drive, Madison, Wisconsin 53719. The American Forest and - Ratio; W240 'IC: W240 Tp5 .0 Version T6.2.6 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036 TOTAL 44.00 paf S Job Name: PIRINEOS WAY I Truss ID: 15 Qty: 1 Drwg:C001187148014 83 X-IDC RC1' SIZE RE'D 'IC 2x4 DEL *1 Plating : IflPi - 1995 1 0- 1-12 887 3.50" 1.50" 3: DEL *1 Ti.S lIGsE IS THE ajiFmrm BE= CF 2 20- 0- 4 887 3.50 1.50' VES 2c4 DEL 51W MJ1iITE 1D CAM . A'IE VAUIS PER I TMKRr *1607. BEAI=3 R)IRB'IENIS s1an are kasad aqX 'IC FCFZM AX[j END CSI T-APA fcr 10 ESF 3.1 . as the truss netar-lal at each bearing. 1-2 72286 .06 .23 .30 PIA= EASED a,T Q9 uio vic.LEs. 2-3 2013 .03 .21 .24 3-4 -2013 .03 .21 .24 4-5 -2286 .06 .23 .30 3: I= AXL END CSI 6-7 2160 .32 .14 .47 7-8 1456 .22 .10 .32 8-9 2160 .32 .14 .47 VEB FCRCE CSI hiDE FCRM (SI 2-7 -377 .07 38 585; .18 3-7 585 .18 4-8 -377 .07 X DE1131'I(S (: /999 IN MEN 7-8 (LIvE) -.09!1 P- -.3.11' T= - = Joint Lamtiass 1 0-0-0 6 0-0-0 2 5-6-1 7 7-0-6 3 10-1-0 8 13-1-10 4 14-7-15 9 20-2-0 5 20- 2- 0 5-6-1 4-6-15 4-6-15 5-6-i 5-6-1 10-1-0 14-7-15 20-2-0 10-1-0 I 10-1-0 I 1 2 3 4 5 3.50 _3.501 3-6 T 2~3 T SHIP 20-2-0 6 7-0-6 6-1-4 8 7-0-6 7-0-6 13-1-10 20-2-0 Truawal systems Plates are 20 ga. unless shown by "18(18 ga.), 'H"(lG ga.), or 'MX' (TWMX 20 ga.), positioned.per Joint Report. M ES Co r1\ o. 7/6/2001. Scale: 1/4" 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. 41.3 WT: 64 # WO: P.DOS This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done Cbk: CF Customer Name: D I XI EL I 'P1 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 Dognr: DX *LC = 2 Tc Live 20.00 pof burFaca L=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 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. f 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 pa Rep l'Sr Bod 1. 15 Truswat System- 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 pBf 0.C. Spacing 2- 0- 0 4445 Nortlipark Dr.. Cob Springs, CO 80907 accordance with the following standards: JOINT DETAILS, by Truswal, 'ANSJ/TPt 1, 'WTCA 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 IJBC-97 SUMMARY SHEET' by TPt. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and . .fl Ratio: W240 'IC: W240 Tp5 .0 Version T6 .2 .6 Paper Association (AFFA) is located at 1111 19th Street, NW, Ste 900, Washington, DC 20036: .. TOTAL 44.00 pef Job Name: PIRINEOS WAY Truss ID: 16 Qty: 1 Drwg:LLJUZZJ/1iUUU'I B2 FU A)E., H0 CSI 4-5 1032 .15 .23 .39 5-6 1022 .15 .19 .34 bBB FtB csi 1EB FCRCE csi 2-5 182 .06 3-6 -156 .05 2-6 -1087 .75 ZtX IEEIECTIa4 (span): 4/999 IN MEM 4-5 (LIvE) -06" 13= -.07" T= -.11" -.06" = Joint Locations = 1 0-0-0 4 0-0-0 2 CU 9 5 E3a-9 313-0-0 613-0-0 'IC 24 1L ff1 BC 2x4 DEL *1 VM 2x0 DEL 51W PJ3E ITAILRS PER IC90 1ESE7i}1 REECRr *1607 lrmdwl for 10 1SF ncn-ocrj=m7xexit Rryl . 1d vtimals deeigranl for athl loads only E-mia-m a1roae or beloa the truss profile (if arg,) rusp.aire additicnaJ. ocrisideratiarl (byothers) far lrasiz. imads on the bldg. 1 Plating upma 3BItI1'I - 1995 'ISlES EESIGS IS THE C3IEtSrlE RESULIr OF UTE MAD SES. BRIN3 REJIRE1IS shen are hese en the truss material at math kearirg. PLAThT3 DEtSED as aitw UJ"IBER \LLBS. 6-11-9 6-11-9 2 3.50 W. X-10C REBcr SIZE REQ'D 1 0- 1-12 572 3.50" 1.50" 2 12-10- 4 572 3.50 1.50" 'Ic FCRCE na., BD CSI 1-2 -3.123 .01 .52 .53 2-3 -69 .00 .52 .52 6-0-7 13-0-0 3 2-3 ~rNl.~C"A045882 Exp. 12/31/02 CN\\ 4 5 6 6-11-9 6-0-7 6-11-9 13-0-0 Truswal Systems Plates are 20 ga. unless shown by "18(18 ga.), "H"(lG ga), or "MX"(TWMX 20 ga.), positioned per Joint Report. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 26.7 WT: 68 # This design is for all individual building component not truss system. It has been based no specifications provided by the component manufacturer and done Chic: CF 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 I'll E verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the toads utilized on the Dagnr: DR #LC = 2 design meet or exceed the loading imposed by tlte local building code and the pnticttlar application. The desigit assumes that the lop chord is laterally TC Live 20.00 ps f LUMBER braced by the roof or floor sheathing and the bosom chord is laterally braced by a rigid sheathing material directly attached, unless otherwisenoted. Bracing shown is for lateral support of components members otsl)' to reduce buckling length. This component shall not be placed in any environment that TC Bead 14.00 psf Trus-t System - Colorudo 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 paf 44.15 Nurtbpark Dr., Colo Springs, Co 80907 accordance with the following standards: JOINT DETAILS, by Trttswal, ANSI/TPI I, 'WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES - (HIB-91) and NIB-Pt BC Dead 10.00 psf SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at 583 DOsofrio Drive, Madison, Wisconsin 53719. Tlte American Forest and - Tp5 .0 Version T6 .3 .5 Pisper Association (AFPA) is located at 1111 191h Street, NW, Ste 600, Washington, DC 20036. TOTAL 44.00 psf 8/512002 Scale: 3/8" = 1' WO: PIR]2IEOS Ctitazrter Name: Du.rFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC-97 13ef1Ratio: W240 'IC: W241 Tag ( Line Strongback/ SpreaderBar At or above mid-height Tag Line Vito '1. truss length Greater than 60' This safety alert symbol is used to attract your A attention! PERSONAL SAFETY IS INVOLVEDI When you see this symbol - BECOME ALERT - HEED ITS MESSAGE. A .CAUTION: A CAUTION identifies safe operating practices or indicates unsafe conditions that could result in personal injury or damage to structures. HIB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES © It 1st!jp,js rionsibilityp! the installer(builder. buildinocontmctor. licensedconfractor. ej.c1gror erection contractor) toom,Q,pftdv receive, unload, store, handle. install and br,ce metal plate connected wood trusses to orotect 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 Architect's or Engineer's design specification for handling, installing and bracing wood trusses for a particular roof or floor. These recommendations are based upon the collective experience of leading technical personnel in the wood CAUTION: The builder, building contractor, licensed contractor, erector orerection contractor is advised A to obtain and read the entire booklet "Commentary and Recommendations for Handling, Installing & Bracing Metal Plate Connected Wood Trusses, HIB- 91" from the Truss Plate Institute. A DANGER: A DANGER designates a condition where failure to follow Instructions or heed warn- Ing will most likely result In serious personal Injury or death or damage to structures. WARNING: A WARNING describes a condition I.A where failure to follow Instructions could result In severe personal injury or damage to structures. TRUSS PLATE! 583 D'Orrofrlo 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 by building designers, installers, and others. Copyright © by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. CAUTION: Alltemporary bracing should be no less than 2x4 grade marked lumber. All connections A 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 unloaded on rough terrain or un- even surfaces which could cause I damage to the truss. EA:CAUTION: Trusses stored horizontally should be supported on blocking to prevent excessive lateral CAUTION: Trusses stored vertically should be bending and lessen moisture gain, 11 braced to prevent toppling or tipping.. WARNING:' Do not break banding until installation,! begins. Care, should be exercised In banding "0- moval to avoid shifting of individual trusses. A...: WA RNiNG:, Do' not lift bundled. trusses by bands. Do not use damaged trusses. . J AJA 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 prohibited. . , , Frame I A WARNING: Do not attach cables, chains; or. ' , WARNING: Do not lift slngletrusaee,with spans hooks to the web members. . greater than 30' by the peak. /\, MECHANICAL / 60 /or \ IN - / less Zi $ Tag~'A~pproxlmsiely Approxlmately\ Tag Llne 'I2 truss length 'I, truss length \ Line be connected the truss lop chord with a closed-ic attachment utilizing materials such slings, chains, cables, nylon strappi etc. of sufficient strength to carry I weight of tire truss. Each truss should set in proper position per the build designer's framing plan and held the lifting device until the ends of truss are securely fastened and lemi is I Strongback/ SpreaderBar 10, I p,prgxinjajeIy,,,__ ...I Vito '/. truss length Greater than 60' EL.. .4 Truss spans less than 30'. Spreader Bar Toe in Toe In Less than or equal to 60' Tag Line Spreader Bar Toe in ---Toe In -.._ Approximately Tag .. Less than or equal to 60' Line • SPAN MINIMUM PITCH TOP CHORD LATERAL BRACE SPACING(LB& __________ TOP CHORD. DIAGONAL BRACE SPACING (08s) f# trussegj SP/DF SPF/HF Up to 32' 4/12 8' 20 IS 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 4orgreater GROUND BRACING:BUILDlNG INTERIOR .fli -n .: \\ I \\ Gtound bias. \\ scilicol (OBrj) truss lo,*~W group of tfusses) ~1. \ IIV not beac. (ED) 4! / \ •-r •\ Ground b Ground braS. lateral (LB(j)_diagun.t. (0B) Noler 2nd ey.*.m aliaS hay. .dcquale capacity to support grouP braC... ._2nd It. tutlt IGROUND BRACING: BUILDING EXTERI] Top Chord Typical vertical _.•• - .....End Wall hm;ut Week! 9 Grourid Brace Ve'licals (GeV) Ground bras. P' diagonals (G9D) Ground bracs vertical (Gov) , f 18, truss of braced N., group of busseor V4 brace (ED) Backup (j ground I Strut / (Si) .take ground .take. . Dow..Typical horizontal It. ,n.n.bar with multiple stake. (HI) Frame 2 OF - Douglas Fir-Larch HF - Hem-Fir SP - Southern Pine SPF- Spruce-Pine-Fir PITCHED TRUSS h A WARNING FaIlure to followthese recommendatIons could result In A -- -, eeveroperonaIlniury ordamage.to' trusses or. buIIdIngsjp PkN SPAN MINIMUM PITCH DIFFERENCE TOP CHORD LATERAL BRACE SPACING(LB5) TOP CHORD DIAGONAL BRACE SPACING (OB& (# trussesi SP/DF SPF/HF Up 1Q28' 2.5 7' 17 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 DF- Douglas Fir-Larch SP - Southern Pine HF - Hem-Fir SPF - Spruce-Pine-Fir Continuous Top Chord Lateral Drace ---. All lateral braces Acquired lapped at least 2 trusses. 10' or Greater .- I Attachment •. -- Required . Topchoid.thutai. Ioterat braced anbuhIe naibracing. Dl.gonulbr.cingnhosldbenoiled to the underside of the lop chord when puiline Sr. attached to the iopnide alike lop chord. SCISSORS TRUSS Frame 3 SPAN MINIMUM PITCH BOTTOM CHORD LATERAL BRACE SPACING (L05) --a BOTTOMCHORD DIAGONAL BRACE SPACING (DOS) (# trusses) SPF/HF Up to 32' 4112 Is, 20 15 Over 32' -48' 4/12 15' 10 7 0vor48'-60' 4112 Is, 6 4 Over 60' See a registered professional engineer WE 12 '1 40rgreater ur uougtas rlr-Larcn SI - Southern Pine HF. Hem-Fl, SPE - Spruce-Pine-Fir All lateral braces lapped at least 2 trusses. Bottom chord diagonal bracing repeated at each end of the building and at same spacing as top chord diagonal bracing. BOTTOM CHORD PLANE ING:, Failure to follow.1hesolecommendations could result in.-A.i i. Vero personal lnJuryoredarnage4 trusses or bulldInMINI W"`1114a gsç, " '--'- Cross bracing repeated / " --•-- at each end of the building and at 20' - : •- '- Permanent - - - .-: continuous lateral bracing q -. as specified by the truss engineering. WEB MEMBER PLANE Frame 4 IMP- SPAN MINIMUM DEPTH TOP CHORD LATERAL BRACE SPACING(105) ________ TOP CHORD DIAGONAL BRACE SPACING (DO.) [# trusaesj SP/0F SPFIIIF Up to 32' 30' 8' 16 1 tO Over 32' -48' 42" 6' 6 4 Over 48'-60' 48" S. 4 2 Over 60' See a registered professional engineer 2x4/2x6 PARALLEL Continuous - CHORD TRUSS _________________________ Top Chord - - Lateral Brace - Required Top d.o.d. that ii. b..o.d o.nbookt. Iogdhoi.ade.o.ecoft.p.o t*I.o i...odi.go- 10' or Gloater ...Ib,aclng. 01.5 .lb..o,ng.l,00ldb.n.lkd So Sb. .nd.,.Sd. of Sb. fop d.o.d who.. po.bn. ... .fs.ch.d to the Sopdd. of Sb. Sop d.o.d. - Attachment - OF- Douglas Fir-Latch SP - Southern Pine Required HF Hem FIr 20-(08 30* or 't greater Allistetal tteasttwo', , diagonal brace for cantilevered End diagonals are ssrit'al f9 trusses must be stability and must be dupilcati placed on vertical both ends of the truss system, webs In line with Ilia support. SPAN MINIMUM PITCH TOP CHORD LATERAL BRACE SPACING(LB5) _____ TOP CHORD DIAGONAL BRACE SPACING (DOS) [# trusses) SPIDF SPE/l-IF Up to 24' Over 24'- 42' 3/12 8' 17 12 3112 7' 10 6 Over 42'- 54' 1 3/12 6' 6 1 4 Over 54' 1 See a registered professional engineer OF. Douglas Fir-Larch SP. Southern Pine /c.' ''.. /1 '.. .. •.: . ... >N / 'N ••.- I' Il Truss Depth 0(m) Ill Lesser of ,- D/50 or 2" Maximum "- Plumb Misplacement Line PLUMB 0(m) 0/50 0(11) 12* 12" .1/4" 1' 36" 3/4" 3' _4_ 1" _4__ 60" 1-1/4" 5' i2. 1i1 4_ _h3J 2 96" 2" 8' 108" 2" 9' 4x2 PARALLEL CHORD TRUSS :TOP CHORD Trusses must have turn. bar oriented In the hori- zontal direction to use this brace spacing. End diagonals are essential fou stability and must be dupUcatod both ends of the truss system. Frame 5 greater "I 000, HF. Hem-Fir SPF- Spruce-Pine-Fir . 0 ..••• .. . . .. ( / N / lateral braces - lapped at least 2 trusses Diagonal brace also required on end verticals. nti ( Conuous Top Chord I Lateral Brace ....:. •.;•• . Required I p I I II I 1.1-11j, b dc -f ki I U d II p III I ., d o A, .t •• I 10 or Greater II ci I) g II g I Idbu II d II I iii rep he d wi. puiline 44; AltaclullerIt ale II I ii II I p d fib I p Io.d 4 Required MONO TRUSS —.......... A . WARNING: Failure to follow these recommendations could result in •. severe personal injury or damage to trusses or buildings I 1' I INSTALLATION TOLERANCES I BOW Length 1(m) ... I Lesser of ±YI' L/200or2" 1(m) . 1(m) :: Lesser of L/2000r2 1(m) 1./200 1(11) 200" 1" 16.7' 250 1-1/4" 20.8' 300" 1-112" 25,0' 1(m) LJ200 1(11) F3/4" 12j OIJT.OF-PLUMB INSTALLATION TOLERANCES. . OUT-OF-PLANE INSTALLATION TOLERANCES. su rr cIrcurnsta4siod 1I*WARNING Do flot cut trusses i ¼conetruc11on lode olany,deocrlptlon b0p15c9d on Frame 6 SEE (IIEi) REVISIONS 6.20. oô BY 24 116 iirj. 116 1,24 REQUIRES EXTRA TRUSS IN LAYOUT-POSITION OF TRUSSES #2. g3. & #4 MAY VARY BUT DIMENSIONS A.B. OR C MAY NOT EXCEED 16 1/2. NOR SHALL THE DISTANCE BETWEEN TRUSSES fl & #5 EXCEED 72w. COND. 1 72 24 24 Lo ¶ .H 24 .[ 31 1/2 .[16 1/2.[ REQUIRES EXTRA TRUSS IN LAYOUT (DBL)-NAIL DBL TOGETHER AT 12 O.C.-POSITION OF TRUSSES 02. #3. & 04 MAY NOT VARY NOR SHALL THE DISTANCE BETWEEN TRUSSES fl & #5 EXCEED 72 COND. 2 30X30 ATTIC ACCESS IJOB REP. 1DRAWN: 24 16 -r 32__24 MIN. MAX.1'_MAX. I to Cl, U U) U) (I) Cl) U) U) I- I- c cr 30 \ / 2X4 LADDER FRAMING AT I TOP & BOTTOM CHORDS BY OTHERS CD TRUSS IS DESIGNED FOR A 30X30 ATTIC ACCESS I 28 IN i1ICH THE ON CENTER SPACING NEVER EXCEEDS . SEE FRAMING PLAN ABOVE. I cl CON 0. 3 I I REVISIONS BY LUMBER SPECIFICATIONS: 6.20.00[ PER BUILDING ENGINEER 2X6 RIDGE B/O I TRUSS fl 7Fl DRAWN: I ] 1J .A35'STYP. ADEQUATE CONNECTIONS TO SUPPORT LOADS MUST BE VERIFIED. AND/OR I TRUSS SPECIFIED BY OTHERS u \ \ 2X4 TOP CHORD ATTACH 2X6 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 • ____ 00 DRAWING DESCRIBES FRAMING PROCEDURE FOR AT11C ACCES AND IN NOT SPECIFYING ANY SPECIFIC TRUSS PROFILE 12/31/02 __ REVISIONS BY 6.20.00 LUMBER SPECIFICATIONS: CHECKETh PER BUILDING ENGINEER 105 REP. DRAWN: HIP CORNER RAFTER (ONE SIZE LARGER THAN STANDARD RAFTERS) A RAFTER 11E NOT REQUIRED ON SPANS UNDER 18-0) RAFTER TIE ONE ROW REQUIRED ON SPANS 18'-0 TO 22'-0) TWO RQW REQUIRED ON SPANS 24-0 SPANS AT 4-0 O.) - BRACE TO ROOF STRUCTURE HIP TERMINAL TRUSS PER DESIGN NOTE: BOTTOM CHORD OF 3 JACKS NOT SHOWN FOR CLARITY MIS 0. L FACE OF TRUSS PER HB-1 I Ar4 EDGER ATTACHED TO R P TAIL TO MATCH ME PER KB-i STANDARD RAFTERS ME DETAIL A .EVISIO; I BY 6.20.00 BOTTOM CHORD OF TRUSSES RI_ (2) lOd SIMPSON' H-3 lOd 0 12 O.C. METHODS OF STRONGBACKING (2) 1 O MINIMUM LA DETAIL LATERAL BRACING :1 + OA © PLYWOOD 2X4 X—BRACE PER PLAN TOE—NAIL W/ lOd lrr. TRUSSES 4 A PLYWOOD 01-1 < --- 2X4 X—BRACE YZ2~ I AS REQUIRED IMPACT 0 / TRUSSES PER PLAN 1: 0 12 O.C. LATERAL d (2 10d SECTION A-A lOd 0 12' O.C. LATERAL BRACE (T) 2X4 IMPACT BRIDGING (ON EDGE) _/" WHERE NO RIDGID CEILING IS APPLIED DIRECTLY TO THE 41A BOTTOM CHORD, IT SHALL BE BRACED AT INTERVALS NOT EXCEEDING 10'-0" O.C. USE 1X4 MINIMUM CONTINUOUS MINIMUM CONSTRUCTION GRADE LATERAL BRACING AND ATTACH NTH 2-8d NAILS. HEM—AR BRACING MATERIAL SEE 1.-91 OR B1DG DESIGNER SPECAONS mwl 3-5 MIN. OR USE SAME SIZE PLATE AS ON TRUSS FULL BEARING WALl. I- H UP TO 24" O.C. OPTIONAL CANTILEVER UP TO 48" NTH STUD © WALL UP TO 24" NO CHANGE ,---.,-SEE OUTLOOKER DETAIL BEVEL GABLE END FRAME SECTION A 2 - 16d NAILS DIAGONAL BRACE AT CENTERLINE OR AT 16-0 O.C. 0 45 DEC. -J •45 Exp12/31/O2 C: c-'-- CABLE END FRAME- 2X4 DIAGONAL BRACE AT CENTERLINE OR AT 16-O" O.C. MINIMUM BRACING DETAILS - SEE STRUCTURAL DRAWiNGS FOR ADDITIONAL REQUIREMENTS 16d AT 24 O.C. BEARING CONNECTIONS ARE THE SOLE RESPONSIBILITY OF THE ENGINEER OF RECORD. DETAILS ON THIS PACE ARE SUGGESTIONS ONLY AND ARE NOT TO BE UTILIZED WITH OUT THE BUILDING DESIGNERS APPROVAL SEE WI HIB-91 FOR OTHER BRACING RECOMMENDATIONS BY I 6.20.001 SHEATHING OR SIMILAR ON ONE FACE REQ. SHEAR DESIGN BY OTHERS 16-14-10 OR 20-10-10 PSF. LOADING CUMOUT FOR 2X4 70 MPH WIND LOADING ADO-ON SAME SIZE AND GRADE AS TOP CHORD WITH 16d NAILS AT 12" O.C. ADD ON SPLICE TO OCCUR 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 Go. STAPLES 12 VARIES , LUMBER SPECIFICATIONS: 2X4 #2 DF—L CHORDS 2X4 STD. DF—L STUDS FOR GABLE ASSEMBLY GREATER THAN 5'-10" IN HEIGHT SEE CE-2. VARIES A 11DB REP. EWSIONS BY 6.20.00 LUMBER SPECIFICATIONS SHEATHING ON ONE FACE REQ. 2X4 #2 DF-L CHORDS SHEAR DESIGN BY OTHERS AND STD. OF-L STUDS 16-14-10 OR 20-10-10 PSF. LOADING 0 2X4 CONST. VARIES 70 MPH WIND LOADING FIR AT 32 O.C. SEE OUTILOOKER 3-5 41A DETAIL GE-1 6-O MAXIMUM BRACE SPACING © 20 STRONGBACK BRACED AT EVERY 2X4 NO. 2 DOUG. FIR CONTINUOUS STRONGBACK BRACED TO ROOF STRUCTURE 6-0 MAX. AT 6-0 O.C. 1X4 MIN. LATERAL BRACING Ø0 Ii MAXIMUM. WEB BRACING IF REQ. u 12 2X4 END BLOCK -.. VARIES DIAGONAL BRACE 1.5-3 ONE SIDE AND (2) 14 GA 0 APPROX. 45 DEC. 1X4 WEB 2* STAPLES ON OTHER SIDE BRACING F REQ. - - 2X4 END BLOCK USE SAME SIZE S TRUSS 2X4 CONTINUOUS BACKING WITH 16d NAILS AT 24 O.C. TO WALL PLATE D ____________ I SECTION A 3-5 FULL BEARING WALL I I I A 4' .4' OPTIONAL CANTILEVER UPTO24" UP TO 48 WITH STUD © WALL UP TO 24 WITH NO CHANGE GABLE END FRAMING CONNECTION DETAILS (MINIMUM NAIL REQUIREMENTS SHOWN) SHEATHING TO GABLE 2X4 SOLID BLOCK WITH 3-16d TRUSS. 8d AT 6 O.C. NAILS EACH END -\ NAIL )- GASD \ NAIL \ 1 5/8 NOTCH AT 32 O.C. 4 BRACE 2-16d d AT WITH 4-16d NAILS 24 O.C. NAILS SEE TPI HIB-91 FOR OTHER BRACING RECOMMENDATIONS MOB REP. MINIMUM BRACING DETAILS - SEE STRUCTURAL DRAWINGS FOR ADDITIONAL REQUIREMENTS BEARING CONNECTIONS ARE THE SOLE RESPONSIBILITY OF THE ENGINEER OF RECORD. DETAILS ON THIS PAGE. 44 ARE SUGGESTIONS ONLY AND ARE NOT TO BE UTILIZED WITHOUT THE BUILDING DESIGNERS APPROVAL C 59B2.- 12/31/02 *1 CM\.. c .— . REVISIONS BY 6.20.00 CHECXED JOB REP. 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. LEDGER - SEE SCHEDULE FOR REQUIRED NAIUNG (IN VERT. ONLY) + (2) EACH. END MIN. RIP TAIL TO MATCH OVERHANG 3 WIDE SHEAR PLATE LENGTH AS REQUIRED 2 MAX. WITHOUT SHEAR PLATE TYPICAL HIP BEAM SUPPORT DETAIL NOTE: DUTCH GABLE SHOWN HIP FRAMING SIMILAR NOTE: ALL BEAM MATERIAL SHALL BE #1 DF—L MINIMUM UNLESS NOTED OTHERWISE. HIP BEAM SIZING CHART SETBACK ROOF LOADING FROM 25 PSF 30 PSF 35 PSF END WALL 6'-0* OR 3 X 4 3 X 4 LESS 2 X 4 2 X 6 2 X 6 7-0s 2 X 6 2 X 6 2 X 6 8.-0.2X6 SS OF 2X6 SS OF 2X8 #2 OF 2X8 02 DF 2X8 12 OF LEDGER NAILING SCHEDULE 'NUMBER OF 16d NAILS BEAM SIZE I REQUIRED TO SECURE LEDGER TO TRUSS 2 X 6 I HIP BEAM -SEE CHART FOR SIZE * xp12/31/02 * END JACK PER DETAIL OR DESIGN OKAWIN EVISIONS I BY 6.20.00 FOB REP. )RAWN: NZ Ej 2X4 RIDGE BLOI ALT. FRAMING A 1X4 LATERAL BRACING REQUIRED PER DRAWING X—BRACE COMMON TRUSS TO HIP TRUSS AT CENTERUNE OR 20'-0 MAX. SEE DETAIL HF-3 TRUSSES JACK TOP CHORD 12H 10 SH -PKLbbUKL HIP TRUSSES (OPT. HANGER) 24 O.C. 1W. SECTION A—A THE ARCHITECT AND/OR ENGINEER OF RECORD IS RESPONSIBLE FOR PROVIDING CONNECTION DETAILS REQUIRED TO RESIST WIND AND SEISMIC LOADING CONDITIONS. WORK SHALL COMPLY WIN THE CURRENT UNIFORM BUILDING CODE AND THE REQUIREMENTS OF THE LOCAL BUILDING DEPARTMENT. 14H 2 PIECE HIP RAFTER ____7/'( 2 PIECE HIP RAFTER I' 12H IOH 3 RIDGE PRES RE 811< SU TX1'1I (oBL MEMBER SHOWN) EXTENDED BOTTOM CHORDS OF END JACKS SHAPED BU I L.. a gig _ 'U co 71 FI __ [LAYOUT END KS' :YOUT J • _ 24 O.C. A 24 O.C. PLAN ALT • STANDARD CALIFORNIA HIP FRAMING WITH 8'-0" SETBACK VWHE * SETBACK AND NUMBER OF PLYS MAY VARY - SEE ENGINEERED DRAWING MEE ED BLOCK SECTION B—B EV1S1ONS BY 11 6.20.001 1 MIN. 2X4 HIP RAFTER SEE CONNECTION DETAIL 10H 8H MIN. 2X4 HIP RAFTER SLOPING TOP CHORD 8H- MIN. 2X6 HIP RAFTER '-HORIZONTAL TOP CHORD 8H ROOF JACK W/ BOTTOM CHORD TOP VIEW Qj iOB REP. DRAWN: F 20 HIP RAFTER MINIMUM \ HIP MASTER (DBL8H SHOWN) /USE' 2X6 SS OF RAFTER WiTH HIP SET BACK 8'-0 FROM END WALL AND WITH TOTAL ROOF LOADING = 30 PSF. SEE HB-1 FOR OTHER SET BACK AND LOADING CONDITIONS. PERSPECTIVE LEDGER REQUIRED UNDER MIN. 2X6 HIP RAFTER - SEE SUPPORT DETAIL ON FILE NO. HB-1. NOTE: 'SIMPSON' LSU26 HANGER MAY BE USED CONNECTION DETAIL IN LIEU OF LEDGER. EvisIonsI B] 6.20. oö[ I FOB REP. DRAWN: =1 REFER TO TRUSS DRAWING FOR SPECIFIED BRACING REQUIRED - BRACING ON SECONDARY FLAT 6'-0" O.C. MAXIMUM. TOP CHORDS IS REQUIRED AT SECONDARY CHORDS USE 4-6 AT SHOULDER OVERF'RAMING - TYP. TOE—NAIL END JACK TOP CHORD EXTENSION TO HIP OVERFRAMING W 2— 16d NAILS. 147 USE 1.5-3 WITH 2X4 STUD FRAMING - TiP. :._~ 7 5-7 W/2X6 AT 48 O.C. 3-5(SPL) 14H 48 O.C. 12H EXTENDED HIP II Ii TOP CHORDS I I 1OH ALTERNATE SHOULDER DETAIL * INDICATES 1X4 LATERAL BRACING ATTACH WITH (2) 8d NAILS TO EACH MEMBER WHERE SHOWN. ALL BRACING MUST BE CONTINUOUS AND TIED TO-THE ROOF DIAPHRAGM * * * * * 8H FOR TRUSS CONFIGURATION AND PLATING SEE ENGINEERING /rA -I . 5982 * Ex 12/31/02 , ro- .*) i. 3 M Es , r"41zl\ K 982 12/31/02 ? 108 REP. DRAWN: rl SIDE VIEW EVISI0N~BY 6.20.0 p 16d NAILS TYP. HIP GRIDER - / TOENAIL INT HIP & LUMBER IS SEASONED FL ONLY. / STAGGER TO PREVENT /SPLITTING / JACK TOE NAIL TOP AND BOTTOM CHORDS OF JACKS TO HIP GIRDER TRUSS V,11H 4-16d NAILS FOR 10' MAX. SPAN JACKS 3-16d NAILS FOR 8 MAX. SPAN JACKS JACK Al— SIDE VIEW PLAN VIEW PRESSURE. BLOCKING DETAIL FOR END JACK BOTTOM CHORD UP TO. 10'-0" AT HIP NO. 1 WITH CEILING LOAD OF 5PSF —n-- HIP TRUSS NO 3— 10 d-, H II PRESSURE BLOCK 3— 1 O& IYATH 4-16d NAILS I I /-3— 1 Od \I PRESSURE BLOCK NTH 4-16d NAILS 7-3— 1 Od 3... 1 O '-BOTTOM CHORD OF --24" 0.0. 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 'AR E ATTACHED WITH 3-10d NAILS AT EACH END OF THE PRESSURE BLOCK. S . 30 PSF MAX. LOAD ON ROOF RESSURE BLOCK CONT. 2X4 SUPPORT TRUSS 12 MIN. 1.5-3 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 NTH (2) lOd NAILS 4-5 * 1.5-3 1.5-3 24"J. * REQUIRES 2X4 BRACE WHEN VER11CAL EXCEEDS 5'-0 2 BRACES AT 10'-0" ETC. 72" O.C. 1W. 1'15-3 1.5-3 lOB REP. (2) 16d TOENAIL PIGGYBACK I • 1.._ - I • •r'—.j •. ol / I-S. 1/2"X8"X1/2" PLYWOD GUSSET AT EACH END OF TRUSS (AND 6'-0" O.C. FOR SPANS 36' AND X LARGER) ATTACH NTH (4) 1.5" LONG 8d NAILS. USE 2X4 AS AN ALTERNATE NTH (4) 16d EACH END. WHEN USING PLYWOOD SEATHINC, TOE—NAIL CAP TRUSSES WITH lOd NAILS FROM EACH FACE AT 6" O.C. 964 3-5 RE a ALTERNATE SHOULDE BALLOON FRAME BEARING WALL TO SCISSOR BOTTOM CHORD (BY OTHERS) 111111 IA REVISIONS BY 6.20 .00 5-7 JOB REP. DRAWN ri rA 0 1r SEClONA J:I MINIMUM BRACING DETAILS - SEE STRUCTURAL DETAILS FOR ADDITIONAL REQUIREMENTS BEARING CONNECTIONS ARE THE SOLE RESPONSIBILITY OF THE ENGINEER OF RECORD. DETAILS ON THIS PAGE NOT ARE SUGGESTIONS ONLY AND EN - S. UTILIZED %MTH OUT THE BUILDING ENGINEERS APPROVAL 4 0 9 Aj 45982 X I - LUMBER SPECIFICATIONS: 2X4 #2 DF—L CHORDS 2X4 SID. DF—L STUDS SHEATHING OR SIMILAR ON ONE FACE REQ. SHEAR DESIGN BY OTHERS 16-14-10 OR 20-10-10 PSF. LOADING 70 MPH ININD LOADING SEE GE-2 FOR WEB BRACING REQ. 4-5 A 2X4 CONST. DOUG. FIR AT 32 O.C. - 2X4 BLI< W/3-16d EACH ND N II )../4-16dII SCISS. GABLE END FRAME OUTLOOKERS PER DETAIL GE-1 (1/4 MAX. OVERSIZE CUT) 16d AT 24 O.C. STAPLES ON OTHER SIDE 1.5-3 ONE SIDE AND (2) 14 GA 2X4 CONTINUOUS BACKING Y.1Th 16d NAILS AT 24 O.C. TO WALL PLATE 3-6 MIN. OR USE SAME SIZE AS ON TRUSS - 6111 I'l, SEE ENGINEERED SCISSOR DRAWING FOR WEB CONFIGURATIONS AND REQUIRED B/C BRACING LEVISIONS I BY 6.20.00 I-. * 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 DF 101-0" 2X4 CONSTRUCTION OF 6'-0 2X4 1650 MSR - 1.5 E io'-o OPTIONAL FURRING FOR ANY 24" O.C. TRUSS WITH 10 pg TOTAL BOTTOM CHORD LOADING. (MAX. DEFLECTION = L/240.) I Z MPA. (OFF PANEL. POINT) L' J. NOTE: MAY USE (3) 16d NAILS AT EACH END OF 20 VERTICALS TO ATTACH FURRING TO BOTTOM CHORD OF TRUSS INSTEAD OF CONNECTORS. TRIPLE TR .E TRUSS USS 3LE TRUSS RUSS THIS ENGINEERING APPLIES FOR ALL CONFIGURATIONS OF TRUSSES INCLUDING SCISSORS AND VAULTS. TRUSS ARE TO BE NAILED TOGETHER NTH 16d NAILS A0f>982 g * / E. 12131102 DOUBLE TRU LADDER FRAMING 1 BY OTHERS 10-0' 4'244' 3888 INCHES O.C. NAIL PLF = SPACING FOR TRIPLE TRUSSES LADDER FRAMING BY OTHERS #24 -5'-0 -24" MAX. 2592 INCHES O.C. NAIL PLF = SPACING FOR DOUBLE TRUSSES IALL WORK SHALL COMPLY WITH CURRENT UBC AND IREMIONSI BY REQUIREMENTS OF LOCAL BUILDING DEPARTMENT 1 6.20.001 BY I 6.20.001 NON—BEARING PARTITION PERPENDICULAR TO TRUSSES 1X TOP - BOTTOM CHORD PLATE_\ 16d' OF TRUSS 2X PLATE - 16d NAIL U I IC SIMPSON STC CUP OR EQUAL MAY BE SUBSTITUTED SECTION C—C FOR 16d NAIL NON—BEARING PARTITION PARALLEL TO TRUSSES BOTTOM CHORDPr 2X4 BLOCK W/ 2— Ir OF TRUSS 2-0 (rIP.) B /_ 1f 16d NAILS EACH END 'i1X TOP PLATE—\ I 2X PLATE I J\._ I - 16d NAIL SECTION B—B TRUSTS AT 2-0 D.C. TYPICAL IOB REP. OPTIONAL SHEAR CONNECTION - - ACER SPACER BLOCK BLOCK RO4 O'A P8RAGMF - BOTTOM CHORD SHEAR BLOCXING AND NAIUNG PER JII.DING ENGINEER. TRUSS CONNECTION TO EXTERIOR WALL B.N. PLYWOOD TO o? 000 SPACER BLOCK BOTTOM CHORD BEARING WALL I NAILING SEQUENCE: I (1) NAIL SPACER BLOCK TO TRUSS BEARING CONNECTIONS ARE THE SOLE RESPONSIBILITY SECTION A—A .M SET NEXT TRUSS AGAINST BLOCK AND TOE NAIL TO PLATE OF THE ENGINEER OF RECORD. DETAILS ON THIS PAGE I DRIVE NAIL THROUGH TRUSS INTO BLOCK ARE SUGGESTIONS ONLY AND ARE NOT INTENDED TO BE I ® BACK NAIL TRUSSES TO PLATE AFTER ALL TRUSSES ERECTED UTILIZED V.ITH OUT THE BUILDING ENGINEERS APPROVAL C 982 (\IP. 12131/02 SINGLE TRUSS 2X4 OR 2X6 TOP CHORD REVISIONSI By 16.20.001 FOR 2X4 CHORDS: MUST HAVE GABLE ENDS STUDS 24" O.C. OR LESS I TOP CHORDS MUST HAVE AXIAL CHECK LESS THAN .20 I I FACE OF TRUSS MUST BE SHEATHED OR ADD—ON IS REQUIRED, ICHECKETh LOWERED TO FIT UNDER THE OUTLOOKERS OF THE SAME 'SOB REP. SIZE AND GRADE AS THE TOP CHORD, NAILED 4" O.C. I IF AXIAL CHECK IS MORE THAN .20 YOU MUST UPGRADE THE ID LUMBER UNTIL AXIAL CHECK IS UNDER .20 OR USE 2X6 CHORD MATERIAL OR DOUBLE 2X4 (STACKED) CHORD." FOR 2X6 CHORDS: 1. ANALYSIS OF TRUSS WITH THE NEXT SMALLER CHORD SIZE OF THE SAME GRADE MUST WORK FOR EXAMPLE, 2X6 CHORD WITH NOTCHES MUST BE ANALYZE WITH A CS! OF LESS THAN 1.0 FOR A 2X4 OF THE SAME GRADE. SIMILARY, FOR 2X8 ANALYZE WITH 2X8, FOR 2X1O ANALYZE WITH 2X8, AND FOR 2X12 ANALYZE WITH 2X10. 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—ONS 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 Q CH FOR OUThOOKERS E 12/31/02 * co CN I'•4 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" 0. C. REVISIONS BY 6.20.00 - —I ROOF LL+DL = 30 PSF. MAXIMUM - NOTES: (1) VALLEY RAFTERS TO BE MINIMUM 2X4 #2 - DF-L AND NOT TO EXCEED 8-0 CLEAR SPAN-SEE EJ VARIABLE CHECKETh FOR LUMBER SIZE. JOB REP. (2) NAILING PER UBC. DRAWN: DETAILS: (A) 2X4 POST 10 1/2 VALLEY V,IDTh PURLIN, NQJ REQUIRED FOR SPANS LESS THAN 16'-0' VALLEY FILL TO 20-0" (B) 2X4 POST TO BEARING, GABLE END OR GIRDER TRUSS. NOTE: DO NOT BEAR RIDGE BOARD ON COMMON TRUSS. B 4A 2X4 VALLEY RAFTERS WITH 3-16d TOE—NAILS TO RIDGE TYPICAL. l iar —SHEATHING REQ. B PROVIDE SOLID BLOCK SECTION A-A 04 BETWEEN TRUSSES TO SUPPORT RIDGE IF NECESSARY. A E1! FRAMING DETAIL FOR CONVENTIONAL FRAMED VALLEY FILL • . _ 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 (8) 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 purtin (over 3 Trusses Mm.) Pre—cut Call Fill Member —2x4 Valley Pods SECTION B-B L_Truss as hI occurs 2X6 #2 DF—L Ridge. support as shown 2X4 VALLEY RAFTERS WITH 3-16d TOE—NAILS TO RIDGE TYPICAL - liOn REP. SECTION A-A ROOF LL+DL = 30 PSF. MAXIMUM LUMBER SPECIFICATIONS #2 DF—L For shorter valley fills, eliminate longer members and respective details POINT LOADS (IF ANY) MUST RE DESIGNED INTO TRUSSES BELOW FRAMING. VA RIDGE BOARD hA ° I B F il TRUSSES UNDER ALL I. * Adjust distance of shortest i PROVIDE SOLID BLOCK BETWEEN TRUSSES TO Cal Fill member from the termination point to compensate SUPPORT RIDGE IF NECESSARY. for volley pods - then 24 O.C. A