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2622 PIRINEOS WAY; BLDG 3; CB013255; Permit
City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 " 06-02-2003 Residential Permit Permit No: CB013255 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: 2622 PIRINEOS WY CBAD RESDNTL Sub Type: APT 2162002400 Lot #: 0 $555,308.00 Construction Type: VN Reference #: 4 Structure Type: MF2-4 12 Bathrooms: 10 PIRINEOS POINTE - APARTMENTS BLDG #3-4 UNITS-6364 SF, GAR 2176, DK 160 SF Status: ISSUED Applied: 10/15/2001 Entered By: JM Plan Approved: 06/24/2002 Issued: 06/24/2002 Inspect Area: RB Orig PC#: Plan Check#: Applicant: Owner: CLUBB DARRYL 213 7909 SILVERTON AVENUE SAN DIEGO CA 92126 858-689-8911 6351 06/02/03 0002 01 02 COP 60..00 Building Permit $1,924.72 Meter Size , FP5/8 AddI Building Permit Fee $0.00 AddI Red. Water Con. Fee $0.00 Plan Check $1,251.07 Meter Fee $455.00 AddI Plan Check Fee $0.00 SDCWA Fee'.$6,012.00 Plan Check Discount $0.00 CFD Payoff Fee $0.00 Strong Motion Fee $55.53 PFF $10,106.61 Park in Lieu Fee $0.00 PFF (CFD Fund) $9,329.17 Park Fee $0.00 License Tax $0.00 LFM Fee $1,240.00 License Tax (CFD Fund) $0.00 Bridge Fee $0.00 Traffic 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 $o:oo MECHANICAL TOTAL . $207.00 Other Building Fee $60.00. Housing Impact Fee $0.00 Pot. Water Con. Fee $10,200.00 Housing InLieu Fee $0.00 Meter Size .. D1.5 Housing Credit Fee $0.00 Addi Pot. Water Con. Fee ' $0.00 Master Drainage Fee $0.00 Red. Water Con. Fee , ' $0.00 . SewerFee $0.00 Additional Fees - ' $0.00 TOTAL PERMIT FEES $44,914.10 Total Fees: $44,914.10 Total Payments To Date: $44,854.10 Balance Due: $60.00 FINAL APPROVAL Inspector: fl-':3_ ____________ Date: )' '0' 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 FOR OFFICE USE ONLY PERMIT APPLICATION , PLAN CHECK NOcBO 3 i ES 1635 Faraday Ave.,.CarIsbad,',CA 92008' Validated B '; Date- 1 ROJECTINFcRMATION ' .1) ñ ,-, c .f4/fl/á(•) - Addr7 (include Bldg/Suits y Business Nam s ,dr . Legal Desc 'pt' Lot AWL N, Subdivision Name/Number . ,1 Unit No. Phase No. Total 6f units 3 A Parcel Existing Use Proposed Use C G P 500.00 . I (o Description of'Work FT. #of Stories - # 6f, Bedrooms # of Bathrooms Ibo D-/i-- _In policanfl, W ' m - / 1 4e-vI. Name 7 ,4t ,s /3 S9'/e99Jtv Teiephon, j3C PU NT fl Cont tcr Ag rCotrar E Owner_s /,1 A1'—o iilAh7j Name Address Address City State'Zip Telephone # 14, AE'ffv o'w;iiit r T ,LfrE /i,t7 Name Address - Address City State Zip Telephone # (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom, and the basis for the alleged emption. An violation of Sectio 7031 .5jy an apJicant for a permit subjects 'tbe pplicant to civil nalty of not more,.thanjjve hundred dollars [$50011. cmr Afl724?7A, 7 9J J4i' Name Address City State/Zip, Telep one # State License # 7 License Class City Business License # Designer Name Address - City State/Zip Telephone State License'# f5WQRKECOMPENSATO Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: 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. I have and will maintain workers' compensation, as required by Section 3709 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./ 4"2 83 s5 -o r' 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' 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 ths Labor code, interest and attorney's fees, SIGNATURE DATE I hereby affirm that I am exempt from the Contractor's License Law for the following reason: o 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 se. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for. the purpose of sale). 0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed .pursuant to the Contractor's License Law). , 0 I am exempt under Section Business and Professions Code for this reason: 1. I personally plan t provide the major labor and materials for construction of the proposed property improvement 0 YES DNO '2. I (have / have not) signed an application for a building permit for the proposed work. - , I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number): I willprovi'de some of the work, but I have contracted (hired) the following persons to provide the workindicated (inck.ide name / address / phone number / type of work): PROPERTY OWNER SIGNATURE DATE RM 'T .•": .1'. - 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. QILqO!jENDINGtAGENCY ' 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 ADDRESSLC __________________________________________________________ ___ • ---- -• - - S . -- -:-J--:L- - - - 5 __________ 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 Cit' ofCarlsbad 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 linitation and become null and void if the building or work authorized by such permit is not commenced within 180 days fr m the date of such Dermit or if the building or work authorized by such permit is suspended or abandoned at any time after the work i enc eriod of .180 is (S n 6.4 iform Building Code). - - -, - - 'APPLICANT'S SIGNATU , - - - DATE -z7/ - - - HITE: File Yr-LLOW:r Applicant PINK: Finance • • . -- - - City of Carlsbad Bldg Inspection Request For: 11/03/2003 Permit# CB013255 Inspector Assignment: RB Title: PIRINEOS POINTE -APARTMENTS Description: BLDG #3 - 4 UNITS-6364 SF, GAR 2176, DK 160 SF ----- Type: RESDNTL Sub Type: APT 1/ 'Phone: 8584149400 Job Address: 2622 PIRINEOS WY Suite: Lot 0 Location: APPLICANT CLUBB DARRYL Owner: Remarks: Total Time: CD Description Act "ment 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Inspector: Requested By: DARYL Entered By: ROBIN Associated PCRs/CVs PCR02299 APPROVED PIRINEOS PT/ TRUSS, HARDWARE; & FRAMING CHANGES Inspection History Date. , Description Act Insp comments 10/30/2003 89 Final combo NR RB ON CORRECTIONS 10/28/2003 ' 89 Final combo co RB SEE 2 PAGE LIST 10/27/2003 89 Final combo CA RB 08/29/2003 39 Final Electrical AP RB EMR ON UNITS 11, 12, 13, 14, AND HOUSE MTR 08/27/2003 39 Final Electrical CO RB STOP TOO MUCH MISSING 07/03/2003 11 Ftg/Foundation/Piers CA RB 6FT OR UNDER NO INSP. NEEDED FOR TRASH ENCLOSURES' 06/02/2003 22 Sewer/Water Service AP RB 05/30/2003 22 Sewer/Water Service NS RB NEED TO PAY RE-INSP FEE 05/29/2003 22 Sewer/Water Service NR RB AGAIN ON WATER SERVICE - PAY REINSP FEE 05/28/2003 22 Sewer/Water Service' NR RB 05/16/2003 23 Gas/Test/Repairs AP JE 05/12/2003 23 Gas/Test/Repairs • CA RB 04/28/2003 17 Interior Lath/Drywall AP RB 04/28/2003 23 Gas/Test/Repairs PA RB ND 10 LBS © UNIT 12 04/25/2003 17 Interior Lath/Drywall NS RB NR ON CORREC FROM 4/24 04/25/2003 23 Gas/Test/Repairs NS RB NO READY ON CORREC FROM 4/24 Inspection List Permit#: CB013255 Type: RESDNTL APT PIRINEOS POINTE - APARTMENTS BLDG #3 - 4 UNITS-6364 SF, GAR 2116, D Date Inspection Item Inspector Act Comments 11/03/2003 89 Final Combo - RI 11/03/2003 89 Final Combo RB AP 10/30/2003 89 Final Combo RB NR ON CORRECTIONS 10/30/2003 89 Final Combo - RI 10/28/2003 89 Final Combo - RI 10/28/2003 89 Final Combo RB CO SEE 2 PAGE LIST 10/27/2003 89 Final Combo - RI 10/27/2003 89 Final Combo RB CA 08/29/2003 39 Final Electrical RB AP EMR ON UNITS 11. 12. 13. 14. AND HOUSE MTR 08/27/2003 39 Final Electrical RB CO STOP TOO MUCH MISSING 07/03/2003 11 Ftg/Foundation/Piers RB CA 6FT OR UNDER NO INSP. NEEDED FOR TRASH ENCLOSURES 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 NR AGAIN ON WATER SERVICE - PAY REINSP FEE 05/28/2003 22 Sewer/Water Service RB NR 05/16/2003 23 Gas/Test/Repairs . JE AP 05/12/2003 23 Gas/Test/Repairs RB . CA 04/28/2003 17 Interior Lath/Drywall RB AP 04/28/2003 23 Gas/Test/Repairs RB PA 04/25/2003 17 Interior Lath/Drywall RB NS 04/25/2003 23 Gas/Test/Repairs RB NS 04/24/2003 16 Insulation RB WC 04/24/2003 17 Interior Lath/Drywall RB NR 04/21/2003 17 Interior Lath/Drywall RB PA 04/21/2003 18 Exterior Lath/Drywall RB AP 04/21/2003 23 Gas/Test/Repairs RB NR 04/18/2003 17 Interior Lath/Drywall, RB NR 04/14/2003 17 Interior Lath/Drywall RB PA 04/10/2003 16 Insulation RB AP 04/10/2003 84 Rough Combo . RB AP 04/09/2003 16 Insulation RB NS 04/08/2003 16 Insulation RB NR 04/03/2003 14 Frame/SteeVBolting/Weldin RB PA 04/03/2003 24 Rough/Topout RB AP 04/03/2003 34 Rough Electric RB AP 04/03/2003 44 Rough/Ducts/Dampers RB AP 04/02/2003 16 Insulation RB WC 04/02/2003 17 Interior Lath/Drywall . RB PA 04/02/2003 84 Rough Combo RB PA 04/01/2003 16 Insulation RB WC 04/01/2003 17 Interior Lath/Drywall RB PA ND 10 LBS © UNIT 12 NR ON CORREC FROM 4/24 NO READY ON CORREC FROM 4/24 ON MISSING FLASH GUARDS MISSING FLASHGUARD, FIRE CAULK MUST BE SCRAPPED OUT 1ST 1ST LAYER @ 2 HR WALL OK ON C 0 S SEE NOTICE - OK TO INSULATE ALL UNITS TAPING OK © CONCEALED AREAS OK ON UNITS 13 & 14 2ND LAYER © CONCEALED AREA IN 2 HR WALL Monday, November 03, 2003 Page 1 of 3 0401/2003 84 Rough Combo RB PA UNIT 14 OK 03/28/2003 14 Frame/SteetlBolting/Weldin 'RB CO ON UNIT 14 INSP ONLY 03/28/2003 17 Interior Lath/Drywall RB PA 1 X LAYER © CONCEALED AREAS OF BLDG 3 03/28/2003 34 Rough Electric RB CO 03/28/2003 44 Rough/Ducts/Dampers RB CO 03/27/2003 24 Rough/Topout RB AP 03/27/2003 34 Rough Electric RB CA 03/25/2003 14 Frame/Steel/Bolting/Weldin RB WC 03/25/2003 15 Roof/Reroof RB AP PLUS TRUSSES OK 03/25/2003 22 Sewer/Water Service RB PA SEWER ONLY 03/24/2003 14 Frame/Steel/Bolting/Weldin RB WC 03/24/2003 15 Roof/Reroof RB CO SEE NOTICE 03/21/2003 14 Frame/Steel/Bolting/Weldin PD NS 03/14/2003 14 Frame/Steel/Bolting/Weldin RB WC 03/14/2003 15 Roof/Reroof RB NR ON TRUSS INSP 03/14/2003 17 Interior Lath/Drywall RB PA 2ND LAYER D.W. BEHIND TUBS OK 03/13/2003 13 Shear Panels/HD's RB PA OK © DBL SHRS 03/13/2003 14 Frame/Steel/Bolting/Weldin RB WC 03/13/2003 17 Interior Lath/Drywall RB PA 1ST LAYER BEHIND TUBS 03/12/2003 13 Shear Panels/HD's RB AP 03/12/2003 16 Insulation RB PA OK © DBL. SHR AREAS 03/11/2003 13 Shear Panels/HD's RB NS 03/10/2003 13 Panels/HD's ,Shear RB NR ON DBL SHR INSP 03/10/2003 13 Shear Panels/HD's RB NR ON EXTERIOR CO 03/10/2003 18 Exterior Lath/Drywall RB WC 03/06/2003 13 Shear Panels/HD's RB PA RECALL FOR CORR ON TOP FLR - SEE ATTACHED NOTICE 03/05/2003 16 Insulation RB PA OK © DBL SHR AREAS 03/04/2003 16 Insulation RB NR © PARTY WALL INSPECTION 03/03/2003 13 Shear Panels/HD's RB NR 03/03/2003 14 Frame/Steel/Bolting/Weldin RB PA FIRE STOP © lOFT LINES © PARTY WALLS OK 03/03/2003 17 Interior Lath/Drywall RB WC 02/27/2003 18 Exterior Lath/Drywall RB WC ? ON INSP REQUEST - NO SUPER ON SITE 02/05/2003 13 Shear Panels/HD's .RB NR 02/04/2003 13 Shear Panels/HD's RB NS 01/06/2003 13 Shear Panels/HD's RB WC 01/06/2003 15 Roof/Reroof RB PA OK TO PAPER ONLY 01/03/2003 83 Roof Sheathing/Ext Shear RB NS 01/02/2003 83 Roof Sheathing/Ext Shear RB CA 12/16/2002 14 Frame/Steel/Bolting/Weldin RB CO SEE NOTICE ATTACHED 12/06/2002 14 Frame/Steel/Bolting/Weldin RB PA 2ND FLR NAILING & STRAPS OK 12/04/2002 14 Frame/Steel/Bolting/Weldin RB PA MSTI60S & MST48 TRAP © TOP FLOOR PARRELAMS OK 12/02/2002 13 Shear Panels/HD's RB WC 12/02/2002 14 Frame/Steel/Bolting/Weldin RB NR ON PARTIAL HARDWARE INSP. 11/22/2002 13 Shear Panels/HD's RB CA AT JOB SITE 11/08/2002 14 Frame/Steel/Bolting/Weldin RB CA 11/07/2002 14 Frame/Steel/Bolting/Weldin RB PA 1ST FLR NAILING OK 11/06/2002 14 Frame/Steel/Bolting/Weldin RB NR Monday, November 03, 2003 Page 2 of 3 'V 10/31/2002 21 Underground/Under Floor PY 10/31/2002 24 Rough/Topout PY 09/26/2002 11 Ftg/Foundation/Piers RB 09/26/2002 81 Underground Combo RB 09/25/2002 11 Ftg/Foundation/Piers RB 09/19/2002 21 Underground/Under Floor RB 09/18/2002 24 Rough/Topout RB 09/18/2002 65 Retaining Walls RB 09/13/2002 66 Grout RB 09/10/2002 61 Footing RB 09/10/2002 66 Grout RB 09/04/2002 11 Ftg/Foundation/Piers RB 09/03/2002 11 Ftg/Foundation/Piers RB PA 10 FT. SECTION ON SOUTH END OF BUILDING WC AP W SETBACK CERT AP NR JMISSING SETBACK CERTS AP WASTE LINES WC PA WALL FRENCH DRAIN - ND TO VERIFY DAYLIGHT AP TOP LIFT OK PA 1ST LIFT - SEE NOTICE PA PA OK AS MARKED ON JOB PLANS NS Monday, November 03, 2003 Page 3 of 3 ri City of Carlsbad Final Building Inspection Dept: Building Engineering Planning CMWD St Lite Fire Plan Check #: Date: 09/16/2003 Permit #: CB013255 Permit Type: RESDNTL Project Name: PIRINEOS POINTE - APARTMENTS • Sub Type: APT BLDG #3 - 4 UNITS-6364 SF, GAR 2176, DK 160 SF Address: -&FPIRINEOSWY Lot: 0 Contact Person: 2(2 Z 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: CIty 01 Carlsbaø Final Building Inspection Dept: Building Engineering Planning CMWD St Lite Plan Check #: Date: 09/16/2003 Permit #: CB013255 Permit Type: RESDNTL Project Name: PIRINEOS POINTE - APARTMENTS Sub Type: APT BLDG #3-4 UNITS-6364 SF, GAR 2176, DK 160 SF Address: 2612 PIRINEOSWY Lot: 0 Contact Person: Phone: Sewer Dist: LC Water Dist: CA ate I nspected 67-1 t Inspected: 3 Approved: Disapproved: Inspected Date By: Inspected: Approved: Disapproved: Inspected Date By: Inspected: Approved: Disapproved: PAUL C. OCHELTREE oCøELmE AI(CH1TECURE April 8, 2.003 Mr. Ron Burke Building Inspector City of Carlsbad, Building Division Carlsbad, CA RE: Pirineos Pt. Apartments, 2622 Pirineos Way, Carlsbad, CA; Pennit # CB013255 Dear Mr. Burke, The use of 4x8 headers at the first floor exterior wall of the family rooms of units 12 & 13 is acceptable in place of the 4x12 as was called out on the plans. This is possible because the bedroom headers on the floor above are in direct alignment with the ones in question, transferring the load directly on to the trimmers below. Therefore the 4x8 headers are carrying only the floor load of the first floor. Thank you for your assistance in this matter. - q. Architect (CA 912744) 200 MARINE VIEW AVENUE DEL MAR, CAUFORNIA 920144935 (888) 766-4414 (PHONE) (858) 289-0703 (FAX) E-MAIL ochaltree_arehIt3CtU9fl.Cm 03/16/2663 16:39 8586896234 COAST CONTRACTING PAGE @1 -, -r PAUL C. OCHgLTPgE Mth 7,2003 Mr. Ron Briike Building Inspector City of Cizlabed, 8uiklin1 Division Carlsbad, CA RE: Pirinsoa Pt. Aplricnts, Pirineos Way Car1abad, CA; pamlt # 13255. 2622 Pkineoe Way (building 3) Dear ML 8uat. The vaticaJ smaps as called oui on IMIJ 01I3,1 may be vjbmwbd wIth ahrna&e s* as follows: CALM MST 24 ST6224 ST 6224 MSTA .36 Thank you for your it"WARN in this ma. A,11hba4 (CA I2744) MANful view AVENUE OIL MAI% c*ucoMu* •14all 4I4 (PHONE) (UM 211171$ (PAX) FROM :COAST CONTRACTING FAX NO. :760 942 4272 Sep. 25 2002 06:16PM P2 Wa/LB/ bWI+' '.31 PAUL C. OCRELTREE OCHELTREE ARCHU'Wfl)BE September 25, 2002 Mr. Kcm Burke Building Inspector City of Carlsbad, Budding Division Carlsbad, CA RE: Pirineos Pt. Apartments, 2622 Pirineos Way, Carlsbad, CA; Permit #CB013255 Dear Mr. Burke, I have reviewed the information provided by Ed Bohrer, land surveyor. I have.detcmüned that building #3 is within the project setbacks and substantially conforms to the site plan. Thank you for your assistance in this maUer. PENt Jzc' 200 MARINE VIEW AVENUE DEl. MAR. CALIFORNIA 92014.3935 (858) 755.4414 (PHONE) (858) 2150103 (FAX) E.MAIL: oche_archItecturem,n.vuni PAUL C. OCHELTREE OCHELTREE ACH1TECTURE September 25, 2002 Mr. Ron Burke Building Inspector City of Carlsbad, Building Division Carlsbad, CA RE: Pirineos Pt. Apartments, 2622 Pirineos Way, Carlsbad, CA; Permit #CB013255 Dear Mr. Burke, I have reviewed the information provided by Ed Bohrer, land surveyor. I have determined that building #3 is within the project setbacks and substantially conforms- to the site plan. Thank you for your assistance in this matter. Mau1c. a Architect (CA #12744) No 4c ?127-444f 1; (\, .. 200 MARINE VIEW AVENUE . DEL EAR, CALIFORNIA 92014.393 (858) 751&"114 (PHONE) (8581 259.0703 (FAX) E-MAIL: ochoItrge_archItecture.nsn.com Sep 03 02 02:26p BARRY AND ASSOCIATES GEO TECHNICAL ENGINEERING P.O. Box 230348 Encinitas, CA 92023-0348 (760) 753-9940 September 3, 2002 Darryl Clubb Coast Contracting 7929 Silverton Avenue, Suite 609 San Diego, California 92126 Subject: FOOTING INSPECTION PIRINEOS POINTE BUILDING #3 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 excavations for proposed Building #3 at the subject site. The footing excavation was inspected on August 28, 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, Principal Engineer Copy: City of Cans 6VESSi%. R. r GO1I9 \ R FXP.3131 106 ) Sep 25 02 10:07a BARRY AND ASSOCIATES GEO TECHNICAL ENGINEERING P.O. Box 230348 Encinitas, CA 92023-0348 (760) 753-9940 Septeñiber 25, 2002 Darryl Clubb Coast Contracting 7929 Silverton Avenue, Suite 609 San Diego, California 92126 Subject: RETAINING WALL BACX?ILL Building *3 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 #3 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. Respectfull bmitted, A R BRY (7I/. I:/ oClATE A.R. tarry Principal Engix2 Ui G001192/ Exp.31,O6 ' Sep 25 02 10:08a p.2 September 25, 2002 W.O. G-1706-5 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—s minimum of-90 percent -of the maximum dry density, as indicated by our test results. The results of our density testing are procontod on Table 1. LABORATORY TEST DATA The laboratory standard fnr determining the maximum dry density wac performed in accordance with AS'IM D 1557-92. Field density tests were performed in accordance with ASTM D 1556. The re5ults of the laboratory maximum dry density, for the soil used as compacted fill on the site, is summarized below: Maximum Dry Density Optimum Deocription (i.c.C.) Moisture () rtiwus ...irtray c].ay L/.b 10.5 LIMITATIONS This firm ascumeo no rcoponsibility for any altecLic iitct.1t without our knowledge and written approval. If you have any e,ectitnc, place do not hesitate to contact uo at (760) 753-9940. Respectfull bmitted. ASSOCIATES A. ,j Principal Eninee/" G00119? Exp. 3I31I0 1P orccl% Sep 25 02 10:08a p.3 W.O. # G-1706--5 Pirineos Way Carlsbad ,California 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. - % fl Compaction 1. Ret. Wall ' 2' 10.3 117.5 92 2. Ret. Wall 2' 11.7 114.8 90 3. Ret. Wall 4' 11.9 114.9 90 4. Ret. Wall 4' 11.5 115.0 90 5. Ret. Wall 6' 10.2 118.0 92 6. Ret. Wall ' 6' 10.0 116.8 91 Structural Inspections 'SPECIAL INSPECTION SERVICEs' 440 Tilling Way, El Cajon, CA 92020 Telephone: (619) 7494912, Fax: (619) 749-5693, Cell: (619) 770-9559, Pager: (619) 907-3511 M Inspection Report Project Name:. A11~ 11,fM,4ø- Page: of_____ Report #: Project Address: .&2- $h1Q)I /s)Y Permit#:C/f 0(3 2 S Architect: 04C // L. rR File #:______________________________ Engineer:_, DSA #: Contractor: /9S7 it (?dvt I. Other: - INSPECTION MATERIAL SAMPLING \Qry MATERIAL DESCRIPTION INSPECTION CHECKLIST Structural Steel - H.S. Bolts - H.S. Bolts Plans/Specs - Masonry - Prisms Conc. PSI - Clearances - Concrete - Mortar/Grout - Grout PSI Positions — - Fireproofing - Conc. Cylinders Mortar PSI - ieel.1#ç Sizes - her-- Fireproof Laps - Elect./Wire - - Other. — Other: Consolidation - Other: Other: Freproof _Torque Ft.Lbs: Other. Other. - Othe 5', pt/ô 57 >OiWer / 4e,z'<3' Other: ,-.. Other: - OtherJ- 40 Other. / 771 (,M- //f ,r /1 -604 JM7'I 7/2962. / le- - m % (i0J-_ /22. CERTIFICATION OF COMPLIANCE: All reported work, unless otherwise noted, complies with approved plans, specifications and applicable sections of the building codes. This report covers the locations of the work inspected and does not constitute opinion or project control. Inspector: MARIO BATTAGLIA Cert: 350 Signature Date gE71VFJT 3k1" NkL,L- FcOfl J6i 0 °F'• To 1J€ ::g BuL-C 43• (? I WPcLO0T( tJ 1 L)PPE eAP-s (#q 2d4) .oufeo ft to C1JW wklt vv/ 4 0 ci€Z..S C 1Af 10 TO .LL. Oi ?(Ae) .tt LAP MU4 r'o1Wt, á0ki WA- CoT, FrC. PAc t, Lows. kS(5 (2)e*4.) D I T* loil kt / H1 eJfl.' (5IMr !' iCO*R.527 II C.N) Whit Structural Inspections "A SPECIAL INSPECTION COMPANY" 440 Tilling Way, El Cajon, CA 92020 19) 749-4912, Fax: (619) 749-5693, Cell: (619) 770-9559, Pager: (619) 907-3511 Inspection Report Project Name: PIRINEOS POINTE Page: _1 of I Report #: 01 Project Address:2622 PIRINEOS WAY Permit #: CB013255 Architect: OCHELTREE ARCHITECTS File #: N/A Engineer: DSA#: N/A Contractor:COAST CONTRACTING Other. N/A SAMPLRiG? D Structural Steel [ H.S. Bolts H.S. Bolts Plans/Specs o Masonry Prisms Conc. PSI Clearances Concrete Mortar/Grout Grout PSI 0 Positions C] Fireproofing Conc. Cylinders Mortar PSI Sizes F1 Other: 'Fireproof Steel #5 Laps 10 Other: EPDXY Other: 0 Elect.NVire Consolidation o Other Other: Fireproof Torque Ft.Lbs: o Other: 0 Other: 0 Other: SIMPSON SET Other ICBO 5279 E] Other: Q Other: Other: 10" EMBED Other: PERFORMED CONTINUOUS SPECIAL INSPECTION ON THE INSTALLATION OF 6 TOTAL, # 5 REBAR EPDXY DOWELS INTO (E) CMU WALLS AT PARTY WALL FOOTINGS PER THE DETAIL DATED 9/23/02. VERIFIED BAR TYPES, SIZES, HOLE SIZES, DEPTH, LOCATION, CLEANLINESS AND EPDXY TYPE PRIOR TO INSTALLATION. NOTE #1: THE NOTED DETAIL REFERS TO #4 DOWELS. #5 BARS ARE INSTALLED. NOTE #2: COMPLIANCE IS PENDING THE APPROVAL FROM THE BUILDING OFFICIAL OF THE ENGINEERS DETAIL. CERTIFICATION OF COMPLIANCE: All reported work, unless otherwise noted, complies w ap roved plans, specifications and applicable sections of the building codes. This port coy 10 io of the work inspected and does not constitute opinion or project control. Inspector: MARIO BATTAGLIA Cert: City of SD #350 Signa e 9/2/02 Date Insp Date : Day 1 9/232 Day 2 Day 3 Day 4 _Pay _5 Time Start: 9:00 : ---------------oo ----------------- Copies of report submitted to: EsG ii Corporation In Partnership with government for Bui(1ingSfety DATE: February 8, 2002 JURISDICTION: Carlsbad PLAN CHECK NO.: 01-3250-54-55 PROJECT ADDRESS: Pirineos Way SET: IV 0 CANT. El JURIS O PLAN REVIEWER El FILE 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. I LII 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 checklist is enclosed for the jurisdiction to forward to the applicant contact person. . The applicant's copy of the checklist has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: •(by: ) Fax #: 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 0 GA 0 MB EJ JJ PC Log trnsmtl.dot 9320 Chesapeake Drive, Suite 208• San Diego, California 92123 • (858) 560-1468 • Fax(858) 560-1576 EsGil Corporation In Partnership with government for Building Safety DATE: January 16, 2002 JURISDICTION: Carlsbad PLAN CHECK NO.: 01-3255 SET: III PROJECT ADDRESS 2622 Pirinens Way U APPLICANT O PLAN REVIEWER U FILE •-----• • ---•-----. -.--- --------- PROJECT NAME: Bldg. 3 for Pirineos Pointe The plans transmitted herewith have been corrected where necessary and subsfantial!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 departrent staff LII The plans transmitted herewith have significant deficiencies identified on the enclosed heck 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 jurisdictbn to forward to the applicant contact person. A. 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. LI 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 LI REMARKS By: Bert Domingo Enclosures: Esgil Corporation EGA E] MB EEJ EPC 1/8/02 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858)5,60-1576 EsGil Corporation In !Partners/lip with government for Wui&ling Safety DATE: December 21, 2001 JURISDICTION: Carlsbad PLAN CHECK NO.: 01-3255 SET: II PROJECT ADDRESS: 2622Pirineos Way PROJECT NAME: Bldg 3, for Pirineos Pointe EI APRUCANT b—PtANIFREVI O 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 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: (by: ) Fax #: (858) 689-0234 Mail• Telephone Fax In Person REMARKS: Fax also to Paul Ocheltree (858) 259-0703 By: Bert Domingo Enclosures: Esgil Corporation EGA EMB IIJEJ EPC 12/13/01 trnsmtLdot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 01-3255 II December 21, 2001 RECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad PROJECT ADDRESS: 2622Pirineos Way DATE PLAN RECEIVED BY ESGIL CORPORATION: 12/13/01 REVIEWED BY: Bert Domingo PLAN CHECK NO.: 01-3255 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 ordihances 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? LJYes UNo Carlsbad 01-3255 II December 21, 2001 . GENERAL Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring one corrected set of plans and calculations/reports to EsGil. Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. . PLANS 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 01-3255 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 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 El No The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the rplan 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 Partnership with Government for Bui&uing Safety DATE: October 26, 2001 O APPLICANT JURIS. JURISDICTION: Carlsbad 0 P N REVIEWER O FILE PLAN CHECK NO.: 01-3255 SET:I PROJECT ADDRESS 2622 Pirineos Way PROJECT NAME: Bldg. 3 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. 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 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: Cku Telephone #:5 (ä-// Date contacted: io (by: p,) Fax #: ( -zç Mail %- Telephone..- Fax # In Person LII REMARKS: Qlso c>LJ C etre By: Bert Domingo Enclosures: Esgil Corporation GA •MB U EJ U PC 10/16/01 trnsmti.dot 9320 Cliesapeake Drive, Suite 208 • San Diego, California 92123 • (858)560-,1468 • Fax(858)560-1576 Carlsbad 01-3255 October 26, 2001 PLAN REVIEW CORRECTION LIST MULTI-FAMILY PLAN CHECK NO;: 01-3255 IOCCUPANCY: R 1 TYPE OF CONSTRUCTION: V N ALLOWABLE 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 01-3255 October 26, 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 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 01-3255 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 of 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 engineers 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 01-3255 October 26, 2001 STRUCTURAL 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. 17.. 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 wall, 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 021S4.1 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 01-3255 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 01-3255 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 AlC 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, fixtureunits, 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, or 181B, shall be used or additional duct attachment devices such as tie wraps or mastic will be required for installing mechanical ducting. Carlsbad 01-3255 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 conditiohed 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 01-3255 October 26, 2001 To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: YesLI No LI 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 01-3255 October 26, 2001 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 01-3255 PREPARED BY: Bert Domingo DATE: October 26, 2001 BUILDING ADDRESS: 2622 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 1cb Bldg. Permit Fee by Ordinance VJ . I $1,924.72 Plan Check Fee by Ordinance v I $1,251 .071 Type of Review: El Complete Review LI Struc:ural Only El Repetitive Fee El Other El 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 1 macvalue.doc 0rç Citv of Carlsbad DATE: PLANCHECKNO CB 3.)5-S -- BUILDING ADDRESS: PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER: -2ô-- tf EST. VALUE: j4'4 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 seeth.,e attached report of deficiencies marked wi ff0.. Make necessary corrections to plans or specific-al-ions for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. By: U(JjtkDate: By: 1Kllv%14EE'-,-P1)ate: By: Date: Date: By:Date: ENGl G AUT FOR OFFICIAL USE ONLY I IZATION TO ISSUE BUILDING PERMIT: "y ATTACHMENTS ENGINEERING DEPT. CONTACT PERSON LI Dedication Application Name: Karen Nierni El Dedication Checklist City of Carlsbad LI Improvement Application Address: 1635 Faraday Avenue, Carlsbad, CA 92008 LI Improvement Checklist / Phone: (760) 602-2775 LI Future Improvement Agreement CFD INFORMATION LI Grading Permit Application Parcel Map No: LI Grading Submittal Checklist Lots: LI Right-of-Way Permit Application Recordation: LI Right-of-Way Permit Submittal Checklist Carlsbad Tract: and Information Sheet LI Sewer Fee Information Sheet CA 9200617314 • (760) 602-2720. FAX (760) 602562 BUILDING PLANCHECK CHECKLIST. SITE PLAN 2N/ 3RD V (f) )ZI 0 1. Provide a fully dimensioned site plan drawn to scale. Show: I X North Arrow Right-ot-Way Width & Adjacent Streets ,B" Existing & Proposed Structures J, Driveway widths Existing Street Improvements Property Lines 7( Existing or proposed water service Easements V f Existing or proposed irrigation service Show on site plan: ,P( Drainage Patterns V 1. Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. V 2. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive V drainage of 2% to swale 5' away from building." ,Existing & Proposed Slopes and Topography Include on title sheet: V Site address Assessor's Parcel Number Y. Legal Description For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved.. EXISTING PERMIT NUMBER DESCRIPTION H:W0RD\D0CS\Cl1KLSr\Bu1Fng Plantheck Cklst Form (Generc)Vdoc 2 Rev. 7114100 BUILDING PLANCHECK CHECKLIST 1ST 2ND 3rd DISCRETIONARY APPROVAL COMPLIANCE El El 4a. Project does not comply with the following Engineering Conditions of approval for ProjectNo._________________________________________________________ El 0 0 4b. All conditions are in compliance. Date: DEDICATION REQUIREMENTS 0 0 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 $15000, pursuant to Carlsbad (y Municipal Code Section 18.40.030. 11 Dedication required as follows: Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the 'appropriate legal description together with an 8 Y2" 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 EZI' 0 0 6a. All needed public improvements upon and adjacent to the building site must be / constructed at time of building construction whenever the value of the construction exceeds $75,000, pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvementi 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\CHKLS1BuildIng Plantheck Cklst Form (RIDDLE- HARVEY 7-12-OO).doc 3 ' Rev. I2I26m6 1ST 2ND 3RD BUILDING PLANCHECK CHECKLIST checklist must be submitted in person. Applications by mail or fax are not accepted. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit. Improvement Plans signed by: 1k2 J0Jt- Date: Li Li Li 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: Li Li Li 6c. Enclosed please find your Future Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Future Improvement Agreement completed by: Date: Li Li Li 6d. No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adiacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11.06.030 of the Municipal Code. Li Li Li 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities (cut, fill import, export). Li Li 7b. Grading Permit required. A separate grading plan prepared by a registered Civil Xff Engineer must be submitted together with the completed application form A 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: .Li 7c. Graded Pad Certification required. (Note: Pad certification may be required even / if a grading permit is not required.) H:\WORD\DOCS\CHKLST'Building PIncheck dUst Form (Generic 7.I4.00).doc 4 Rev. 7114/00 BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD fl 0 7d .No Grading Permit required. 0 0 0 7e. If grading is not required, write "No Grading" on plot plan. MISCELLANEOUS PERMITS 8. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. Right-of-Way permit required for: 0 0 9. INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Camino Real, Carlsbad, CA 92008. District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List. You may telephone (760) 438-2722, extension 7153, for assistance. Industrial Waste permit accepted by: Date: 0 0 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. 0 0 11. % Required fees are attached U No fees required WATER METER REVIEW EZI 0 0 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\CHKLSflBuIing Planthed, Cklst Form (Genedc)doc 5 Rev. 7114100 BUILDING PLANCHECK CHECKLIST 1ST 2ND 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 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 waler meter station, the demand in gpm may be listed there. Irrigation services are listed with a circled "I", and potable water is typically a circled "W". The irrigation service should look like: STA 1+00 Install 2" service and 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 fa?thest 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\DOC1KLSVBuIIng PlanthecX Cidsi form (Geneuic).doc 6 . Rev. 7114100 BUILDING PLANCHECK CHECKLIST 1ST 2N0 3RD service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future. U U U 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. U U 0 13. Additional Comments: • • H:\WORODOCS\CHKLST'.30dk1g Planeck Cklst Form (Geneilc).doc 7 Rev. 7l1400 IMF EL mallm ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET O Estimate based on unconfirmed information from applicant. Calculation based on building plancheck plan submittal. 9&,2c— fK/,2145 rA ói 323 Address: Bldg. Permit No. Prepared by:___ Date: 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 footagés for all uses. £11 4 Types of Use: 4p4S Sq. Ft./Units: ADT's: Types of Use: Sq. Ft./Units: ADT's: FEES REQUIRED: WITHIN CFD: 0 YES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee) O 1. PARK-IN-LIEU FEE PARK AREA & #: FEE/UNIT: X NO. UNITS: =$_____________ TRAFFIC IMPACT FEE ADTs/UNITS: BRIDGE AND THOROUGHFARE FEE AD7s/UNITS:_________ FACILITIES MANAGEMENT FEE UN IT/SQ . FT. X FEE/ADT: (DIST.#1 DIST.#2 X FEE/ADT:_______ ZONE:________ X FEE/SQ.FT./UNIT:3%2 4 DIST.#3 =$ =$f 5. SEWER FEE EDU's: X FEE/EDU:______ BENEFIT AREA: EDU's: X FEE/EDU:______ 6. SEWER LATERAL ($2,500) 7. DRAINAGE FEES PLDA : HIGH /LOW ACRES: X FEE/AC:_______ 8. POTABLE WATER FEES =$ UNITS CODE CONNECTION FEE METER FEE SDCWA FEE IRRIGATION lof2 F:FEE CALCULATION WORKSHEET.dOC Rev. 7/14100 ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET o 9. RECLAIMED WATER FEES UNITS CODE CONNECTION FEE METER FEE TOTAL OF ABOVE FEES*:$ LX -CV *NOTE: This calculation sheet is NOT a complete list of all fees which maybe due. Dedications and Improvements may also be required with Building Permits. 2 of 2 F:FEE CALCULATION WORKSHEET.dOC - Rev. 7/14/00 06/13/2002 14:13 FAX 7604384178 iI1 GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE- PROJECT INSPECTOft DATE:__ SoP OQ-1' PROJECT ID /A'JA/,'O$ - GRADING PERMITN0,6.401 u 033 - 9PA LOTS REQUESTED FOR RELEASE: I, 2,13! N/A = NOT APPLICASLE i1= COMPLETE 0 = INCOMPLETE OR UNACCEPTABLE, let 2nd. Site access to requested lots adequate and logically grouped. Site erosion control measures adequate Overall site adequate for health, safety and welfare of pubfie. Letter of requestfor paillal release subrrittod. S. 8 W X 11 site plan (attachment) showing requested lets submitted. 6. Compadion report from soils engineer submitted. Engineer of Work os,llfidan of work done and pad elevations. Geologic engineer's letter if unusual geologIc or subsurbo conditions exist Projed conditions of approval thedvad for corifilalL Re hydrants within 500 feet of bull*vg combustibles and all weather rdsaess to sits. i. / / ____ / / / Par1ial release of grading for the above stated lots is appud for 1* Purpose of butiding permit issuanos. issuance of building permits is stil subjed to all nOrn City ukemenis required pursuant to the building permit procass. 0 Partial release of the site is denied for the following reasons: Date afi -S Date PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Chec,fr.No. ç Address it 1 Planner (I 9 - Phone (760) 602- 4c ;=;u APN: 2Jf Type of Project & Use: __i7L 1, c tvi-.._Net Project Density: /Y - ..DU/AQ Zoning:#.f2J7 General pian:jE' it/I Facilities Management Zone: CFD (in/out) #( Date of participation:. Remaining net dev acres:_— Circle One . . . . (For non-residential development: Type of land used created by . . this permit:______________________________________________________ Legend: Z Item Complete Item Incomplete - Needs your action II"T Environmental Review Required: YES NO TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: LI Discretionary Action Required: YES 'io TYPE .APPROVALJRESO. NO. O 0 &DATE / PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval:_________________________________________________________ LI 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? If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: Follow-Up Actions: YES. NO H:\ADMlN\COUNTERBldgPInchkRevChklst . . Rev 9/01 ET"LIi Inclusionary Housing Fee required: YES NO (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES NO (A/PIDs, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construót 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 struclures, 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 E E E 3. Lot Coverage: Required Shown Height: Required Shown Parking: Spaces Required Shown (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown Additional Comments___________________________________________________ OK TO ISSUE q,TERED APPROVAL INTO COMPUTER H:\ADMIMCOUNTER\BldgPlnchkRevChklst Rev 9/01 Carlsbad Fire Department I 013255 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: hA Name: Pirineos Pointe, LLC Address: 7909 Silverton Ave. Suite 123 City, State: San Diego CA 92123 Plan Checker: Job # 013255 Job Name: Pirineos Pointe #3 Bldg #: B013255) Job Address: 2622 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 improvements. Please resubmit to this office the necessary plans and / or specifications required to indicate compliance with appliôable codes and standards. U Incomplete The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and / or standards. Please review carefully all comments attached. Please resubmit the necessary plans and / or specifications to this office for review and approval. Review 1st 2nd _________ 3rd __________ Other Agency ID FD Job # 013255 FD File # Job#PS1l$E P1 Date /0I/O1 Page 1of4t7 Structural Design For: CA - SO Index: Page: No vr. \u REN''' \/,\,/J E,$T1-4 qu f. C Specification: . 1. Roof live load 2e7# Li UE O DEftb 2. Concrete 2000ps1 © 28 days (U.iLO.) Concrete blocks Grade NAU units and grout all cells solid Lumber Douglas Fir, grade as specified Rebar 20,000psi LAP 50 rebar diameters Soil See soils report (If none exists, 1000psf) Shear plywood 3/8" struct "I" minimum (U.N.O.) Foundations: 1. All foOtings shall be placed i B N deep on firm undisturbed soil or on approved non-expansive, compacted fill. All coninuous footings shall beBçj continuous footing with ()i 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 P'Rlosc -r lJ5PrIop4.. 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.) 5. All structural hardware shown in plans shall be Simpson • Strongtie, I.C.B.O. approved. (U.N.O.) U.N.O. (Unless Noted Otherwise) 6. All headers shall have 2 trimmers minimum (U.N.O.) 7. Studs shall be 16N on center spacing. 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 F!oor load to -40 4.. Deck load io' 4 5. Other(rc,.) 10 4 goo' General: Contractor shall report any discrepancies found at the site or in plans to the Architect before proceeding with work. These calculations are valid only when the original signature is affixed to the stamp. All copies are invalid. All construction shall conform to The Uniform Building Code minimum standards. These calculations shall become a part of the plans upon which they are based. In case of conflict, the information shown which will provide a higher degree of structural strength, shall prevail. The plans, specifications, and calculations are intended to provide a designintentM 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 contractors 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 200 MARINE VIEW AVENUE DEL MAR CA. 92014 (858) 755-4414 (858) 259-0703 Re 510300 Use. KW-0602523. V. 5.1.3. 22-J,j-1999. Wn32 (C) 1983-99 ENERCALC Te: Dsgnr. Description: Scope: General Timber Beam Job 8 Data. 2:37PM, 11 OCT 01 Description BEAM 101 UNIT A General Information Calculations are designed to 1997 NDS and 1997 UBC RequIren1ej Section Name PrHm: 7.0x20.0 Center Span 16.50 ft .....Lu 0.00 ft Beam Width 7.000 in Loit Caitilaier ft -----Lu 0.00 ft Bean Depth 20.000 in Right Cantile.er it -----Lu 0.00 ft Member Type Truss Joist - J1lai, Paraflarn 2.OE Fb Base Allaw 2,900.0 psi Load Der. Factor 1.000 Fvs4llow 290.0 psi Bean End Fodty Pin-Pin FcMai 650.0 psi E 2,000.OIi [Full Lengti Uniform Loads Center DL 120.00 #!ft U. 200.00 Wit (At Cadliever DL #lft Ii #lft Right Canti1eier DL Wit IL Wit I Trapezoidal Loads - -- - #1 DL @ Left 670.00 8/ft Ii @ (At 480.00 8/ft Start Loc 0.000 ft DL @ Right 67000 8/ft LL © Right 480.00 8/ft End Loc 6.000 ft f2 DL© (At 1.045.00 8/ft LL© (At 1,150.00 8/ft Start Loc 6.000 ft DL@ Right 1,045.00 8/ft LL@ Right 1,150.00 S/ft End Lao 10.560 ft Point Loads Lhe Load 3,503.0 lbs 4,710.0 lbs lbs ..distence 6.500 ft 10500ft 0.000 ft lbs lbs lbs lbs lbs lbs lbs lbs 0.000 it 0.000 ft 0.000 ft 0.000ft Wma . Beam Design OK Span 16.501t Beam Width = 7.000in x Depth = 201n, Ends are Pin-Pin Max Stress Ratio 0.905 : I Maximum Moment 102.0 k-ft Maximum Shear *1.5 30.0 k Allowable 112.8 k-ft Allowable 40.6 k Max PosthiaMement 10204k-ft at 8.118 ft Shear @ Left 19.98 k Marc. Negathe Moment -0.00k-ft at 18.500 ft @ Right 16.79 k Max © (At Support 0.00 k-ft Camber © (At 0.000 in Max © Right Support 0.00 k-ft @Center 0.355 in Max. M allow 112.78 Reactions... © Right 0.000 in lb 2.62387 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 Max 16.79k eflections Center Span... Dead Lcad Tctal Loan Left Cantilever... Dead Load Total Load Deflection -0.236 in -0.515 in Deflection 0.000 in 0.000 in ...Location 8.184 it 8.250 ft ...Length/Defl 0.0 0.0 ...LengthlDefl 837.4 384.60 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Defl 0.0 0.0 OCHELTREE ARCHITECTURE Tide: Job # 200 MARINE VIEW AVENUE Dagnr Date: 2:37PM, 11 OCT 01 DEL MAR CA, 92014 Dascilptlon: (858) 7554414 scope: (858) 259-0703 Page 2 Rev 51O3) KW-O8O25, Ve5.1.3. 22-Jt999, General Timber Beam (C) 1883-89 ENERC8LC c:innos.ecwCalculabons Description BEAM 101 UNIT A Stress Calcs Bending Analysis Ck 21.298 Le 0000 ft Soc 466.667 Ui3 Area 140.000 1n2 Cf 1.000 Rb 0.000 Cl 0.000 Max Mamit S,oc Req'd PJb1e fb @ Center 102.04 k-ft 422.23 1n3 2,900.00 psi © 141 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 29.97 k 25.19k Area Required 103.354 1n2 86.847 in2 Fv. AIkwal3le 290.00 psi 290.00 psi Beating @ Supports Max. (41 Reaction 19.98 k Bearing Length Req'd 4.392 in Max. Right Reaction 16.79 k Bearing two Req'd 3.690 in LQuv Values MV, & 0 @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00k-ft 19.98k 0.0000 in @ Right Cat Location = 0.00 It 0.00 k-ft 0.00k 0.0000 in @ (41 Cat Location = 0.00 ft 0.00k-ft 0.00 k 0.0000 in OCHELTREE ARCHITECTURE 200 MARINE VIEW AVENUE DEL MAR CA, 92014 (858) 755-4414 (858) 259-0703 Re 510300 U,rr. KW4602523. 11cr 5.1 3, 22-J*c-1999. Wui32 (C) 1983-99 D5RCLC TWo: Dsgn General Timber Beam Job # 0ath 2:41 PM. 11 OCT 01 Page 1 Description BEAM 101 UNIT B General Information . Caculatlons are designed to 1997 NOS and 1997 UBC RequiMmOnts Section Nave Pilim: 7.0x20.0 Center Span 16.50 ft ......Lu 0.00 ft 8ean Width 7.000 in Left CerdiIer It .....Lu 0.00 ft Been Depth 20.000 in Right Cadileer ft .....Lu 0.00 ft Monte Type Truss Joist - MacMUon, Paralla'n 2.OE Fb Base Allow 2,900.0 psi Load Our. Factor 1.000 FvAJow 290.0 psi Been End Fbcity Pin-Pin FcAow 650.0 psi E 2,000.0ks1 Full Lengh Uniform Loads Center DL 120.00 #/ft IL 200.00 #dft Left Cantheur DL #Ift LL #Ift Right Caitileer DL #/ft LL Wit lTrapezoidal Loads #1 DL @ Left 1,010.00 Wit ii Left 820.00 Wit Start Icc 0.000 ft DI@ Right 1,010.00 Wit Ii © Right 820.00 Wit End Icc 6.000 ft 02 DL (g Left 1,045.00 Wit IL @ Left 1,150.00 Mt Stat Icc 6.000 ft DL @ Right 1,045.00 It/ft IL © Right 1,150.00 Wit End Lac 10.560 It Point Loads Live Load 1,5030 lbs 4,710.0 lbs lbs lbs lbs lbs lbs ...distarioa 6.500 ft 10.500 ft 0.000ft 0.000 It 0.000 ft 0.000 ft 0.000ft ourfillycily 11 Beam Design OK Span= 16.50ft Been Width = 7.0001n x Depth = 201n, Ends are Pin-Pin Max Stress Ratio 0.844 : Maximum Moment 952 k-ft Maximum Shear * 1.5 31.3 k Allowable 112.8 k-ft Allowable 40.6 k Max. Posithe P.bnent 9520k -ft at 8.448 ft Shew © Left 20.90 k Max Negathie Mcrient -0.00k-ft at 16.500 ft @ Right 15.96k Max @ Left Support 0.00 k-ft Camber @Left 0.000 in Max© Right Support 0.00 k-ft © Center 0.332 in MaX. M dbW 112.78 Reactions... @ Right 0.000 In lb 2,447.94 psi fv 223.88 psi Left DL 9.98 k Max 20.90 k Fb 2,900.00 psi Fv 290.00 psi Right DL 7.19k Max 15.96k [efIections _I1 Center Span... Deal Iced Total Load Left Cantilever... Dead Load Total Load Deflection -0.222 in -0.485 in Deflection 0.000 in 0.000 in ...l rvi 8.184 ft 8.250 It ...Length/Defl 0.0 0.0 ...Length/De" 893.8 408.22 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Defl 0.0 0.0 OCHELTREE ARCHITECTURE Title: Job # Dagnr. Date: 2:41 PM, 11 OCT01 200 MARINE VIEW AVENUE Description: DEL MAR CA, 92014 (858) 7554414 scope: (858) 259-0703 . Page 2 Rev. 510300 User. KW.0602523. Ver 5.1.3. 22-lsso. W32 General Timber Beam (C) 1983-00 ENERCAIC c:ecnes.ecwCaIculations Description BEAM 101 UNIT B Stress Caics Bonding Analysis Ck 21.298 Le 0.000 ft Soc 466.667 1n3 Area 140.000 1n2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Soc Re'd Allowable fb @ Center 95.20 k-ft 393.92 m3 Z900.00 psi @ Left Support 0.00 k-ft 0.00 1n3 Z900.00 psi @ Right Support 0.00 k-ft 0.00 1n3 2,900.00 psi Shear Analysis @ Left Support © Right Support Design Shea 31.34 k 23.93 k Area Required 108.081 1n2 82.533 in2 Fv Allowable 290.00 psi 290.00 psi Bearing @ Supports Max Left Reaction 20.90 k Bearing Length Req'd 4.592 In Max Right Reaction 15.96 k Bearing Length Req'd 3.507 in Query Values &D Specified M Show Deflection @ Center Span Location = 0.00 ft 0.00k-ft 20.90 k 0.0000 In © Right Cant. Location = 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 Job # Oats: 4:14PM, 11 OCT 01 OCHELTREE ARCHITECTURE 200 MARINE VIEW AVENUE DEL MAR CA, 92014 (858) 755-4414 (858) 259-0703 Re 510300 U,.r. KW-0803023. Ver 5.1.3. fl-Jun-1999. Wr,32 (Cl 1983-09 ENERCAIC Title: Dsgnn Description: Scope: General Timber Beam Page 1 Description BEAM 102 General Information Calculations are designed to 1997 NDS and 1997 UBC Req~~ Section Name Pvllm: 5.25x14.0 Center Span 26.00 ft .....Lu 0.00 ft Beam Width 5.250 in Left Cantilever It .....Ui 0.00 it Bean Depth 14.000 in Right Cantilever ft .....Lu 0.00 it Member Type Truss Joist - MacMillan, Parallarn 2.OE Fb Base sJI 2,900.0 PSI Leal Our. Factor 1.000 FvAllow 290.0 psi Bean End Fixity Pin-Pin Fc PJIi 650.0 psi E 2,000.0 ksi I Full Lengh Uniform Loads Center DL 13.00 #Ift Li 52.00 #/ft Left Caitilesr DL Wit Li Wit Right Cantilever DL Wit Li Wit Point Loads LiveLoad 1,520.0 lbs lbs lbs lbs lbs lbs lbs ...distance 9.000 ft 0.000 ft 0.000ft 0.000 ft 0.000 ft 0.000 ft 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= 26.00lt, Beam Width = 5.2501n x Depth = 14.in, Ends we Pin-Pin Max Stress Ratio I Maximum Moment 16.1 k-ft Maximum Shear 1 1.5 Allowable 41.4 k-ft Allowable Max. Positive Moment 16.13k-ft at 9.048 ft Shear Left Max. Negative Moment 0.00k-ft at 0.000 ft Right Left Support 0.00 k-ft Camber @Left Max @ Right Support 0.00 k-ft @Center Max. M 611bN 41.45 Reactions... © Right lb 1,128.92 psi fv 42.60 psi Left DL 0.42 k Max Fb 2,900.00 Psi Fv 290.00 psi Right DL 0.30 k Max Deflections Center Span... Deal Loan Tc*al Loan Left Cantilever... Deal Load Total Lend Deflection -0.144 in -0.718 in Deflection 0.000 in 0.000 in ...Location 12.272 it 12.272 It ...Length/Defl 0.0 0.0 ...Length/DOfl 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 ft SXX 171.500 1n3 Area 73.500 1n2 1.000 Rb 0.000 CI 0.000 Max Moment Soc Rea'd Al14elb @ 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 2.25k Area Required 10.796 In2 7.773 1n2 Fv Mowdele 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 # 200 MARINE VIEW AVENUE Date: 4:15PM, 11 OCT 01 Dsgnr Description: DEL MAR CA, 92014 (858) 755-4414 Scope: (858) 259-0703 b Rev: 51034X) Page I I UsetKO6O2523.Vec5.1322-Jtev1999.Wn32 General Timber Beam )c) 19a3-99 RCAI.0 c:cneos.ecwCaIcuIaons Description BEAM 103 LGeneral Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Pilim: 3.5x14.0 Center Span - 8.00ft .....Lu 0.00 It Bean Width 3.500 in Left Caitiler ft .....Lu 0.00 It Bean Depth 14.000 in Right Caithleeer ft .....Lu 0.00 It Member Type Truss Joist - MacItai, Parallani 2.0E Fb 2900.0 psi Load Dur. Factor 1.000 Fv Allow 290.0 psi Bean End Fbdty Pin-Pin FcPJkw 650.0p51 E 2,000.0 ksi [Fuulengh Uniform Loads Center DL 95.00 *It Li 380.00 Wft Left Caitilejer DL #lft Li #lft Right CantiIer DL #/ft U- Wit it Beam Design OK Span= 8.00ft, Bean Width = 3.5001n x Depth = 14.in, Ends are Pin-Pin Max Stress Ratio 0.201 1 Maximum Moment 3.8 k-ft Maximum Shea *1.5 2.8 k Allowable 27.6 k-ft Allowable 14.2 k Max. Pesthe Moment 3.80k-ft at 4.000 ft Shear @ Left 1.90 k Max. Negative Mcrnent 0.00k-ft at 0.000 ft @ Right 1.90k Max @ Left Support 0.00 k-ft Camber @ Left 0.000 In Max @ Right Support 0.00 k-ft @ Center 0.008 in Max. M alloa, 27 Re @ Right 0.000 in lb 398.83 psi fv 58.16 psi Left DL 0.38 k Mac 1.90 k Fb 2,900.00 psi Fv 290.00 psi Right DL 0.38k Max 1.90k [eflections Center Span... Dead Load Total Loan 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 ...LenglhlDefl 17,551.6 3,510.33 Right Cantilever.. Deflection 0.000 in 0.000 in ...Length/Defl 0.0 0.0 Stress Calcs Bending Analysis Ck 21.298 La 0.000 ft Soc 114.333 in3 Area 49.000 in2 1.000 Rb 0.000 Cl 0.000 Mac Moment S)or Rea'd Albwable lb @ Center 3.80 k-ft 15.72 in3 2,900.00 psi © Left Support 0.00 k-ft 0.00 in3 2900.00 psi © Right Support 0.00 k-ft 0.00 in3 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 in2 Fv. Allowable 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 1.90 k Bearing Length Req'd 0.835 in Max. Right Reaction 1.90 k Bearing Length Req'd 0.835 in Query Values 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 0.00 k 0.0000 in © Left Cant Location = 0.00 ft 0.00k-ft 0.00k 0.0000 in OCHELTREE ARCHITECTURE Title: Job # 200 MARINE VIEW AVENUE Date: 4:15PM, 11 OCT 01 Dsgnr Description: DEL MAR CA, 92014 (85g) 755-4414 scope: (858) 259-0703 Page 1 Rev 510300 I Us.602523.Ver5.13,22-Jim-1999.Wn32 General Timber Beam (C) 1983-99 ENERCALC c:cirineos.ecwCaIcuIabons Description BEAM 104 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Prllm: 3.5x14.0 Center Span 8.00 ft .....Lu 0.00 ft Beam Width 3.500 in Left Carthle,or ft .....Lu 0.00 ft Beam Depth 14.000 in Right Cantilever ft .....Lu 0.00 ft Member Type Truss Joist - MacMillan, Pamilam 2.OE Fb Base Allow 2900.0 psi Load Dur. Factor 1.000 Fv sJkM' 290.0 psi Beam End Fodty Pin-Pin Fc PJI, 650.0 psi E 2,000.0 ksi Full Lengh Uniform Loads -- Center DL 310.00 #fft LL 535.00 #fft Left Cadile.er DL #lft IL #ft Right Cantileer DL #/ft IL #/ft Beam Design OK 5.1 k 14.2 k 3.38 k 3.38 k 0.000 in 0.027 in 0.000 in 3.38 k 3.38k Spam 8.00ft, Beam Width = 3.5001n x Depth = 14.in, Ends are Pin-Pin Max Stress Ratio 0.357 1 Maximum Moment 6.8 k-ft Allowable 27.6 k-ft max Posftie Moment 6.76k-ft at 4.000 It Max Negative Moment 0.00k-ft at 8.000 ft Max @ Loft Support 0.00 k-ft Max @ Right Support 0.00 k-ft ILA- 11 ..&i,.... - 41 .va 41.v Reactions... fb 709.50 psi fv 103.47 psi Left DL Fb 2,900.00 psi Fv 290.00 psi Right DL Deflections @Right Canber @Lcit @Center @Right 1.24k Mac 1.24k Max Maximum Shea *1.5 Allowable Shear (Left Center Span... Deal 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 ..iength/Defl 0.0 0.0 ...LengthlDed 5,378.7 1,973.26 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Defl 0.0 0.0 Stress Calcs Bending Analysis C1c 21.298 Le 0.000 ft Soc 114.333 in3 Area 49.000 in2 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Redd AilOwatileib @ Center 6.76 k-ft 27.97 in3 2,900.00 psi @ Lalt 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 in2 Fy. Allowable 290.00 psi 290.00 psi Bearing @ Supports Max Left Reaction 3.38 k Bearing Length Recd 1.486 in Max. Right Reaction 3.38 k Bearing Length Req'd 1.486 in TQuery Values M, V, & 0 @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00k-ft 3.38 k 0.0000 in @ Right Cant Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in © Left Cant Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in OC1ELTREE ARCHITECTURE 200 MARINE VIEW AVENUE DEL MAR CA, 92014 (858) 755-4414 (858) 259.0703 Title: Dsgnr: Description: Scope: Job # Date: 4:15PM. 11 OCT 01 Res 510300 Pe I Use 523.Vec513.23-Jin.1999.Wu02 General Timber Beam (c) 1983-09 ENERCALC oeclirinem.ecwCalculations Description BEAM 105 General Information Calculations are designed to 1997 NOS and 1997 USC RequIromenj Section Name PrtIm: 5.25x14.0 Center Span 23.00ft .....Lu 0.00 ft Beam Width 5.250 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 14.000 in Right Cantiieer ft .....Lu 0.00 ft Member Type Truss Joist - MacMillan, Parallan 2.OE Fb Base Allow 2,900.0 psi Load Our. Factor 1.000 Fv Mow 290.0 psi Bean End Fodty Pin-Pin FcAlIow 650.0 psi E 2,000.0ksi [Full Lengh Uniform Loads Center DL 13.00 #/ft U. 53.00 #/11 Left Cath1eor DL #/ft Li #/ft Right Cantilever DL #/ft U. ft/ft I Trapezoidal Loads #1 DL @ Left 193.00 ft/ft LL @ Left 60.00 #/ft start. bc 23.000 ft DL@ Right 193.00 #/ft U. © Right 60.00 ft/ft End Icc 26.000 ft Point Loads L)eadLoari 1,240.o lbs lbs lbs lbs lbs lbs lbs U'.ebcal Z140.0 lbs lbs lbs lbs lbs lbs lbs 23.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 It 0.000 ft Beam Design OK Span= 23.00ft, Bean Width = 5.2501n x Depth = 14.in, Ends are Pin-Pin Max Stress Ratio 0.105 :1 Maximum Moment 4.4 k-ft Maximum Shear * 15 1.1 k Allowable 41.4 k-ft Allowable 21.3 k Marc. PoslbeManent 4.36k-ft at 11.500 ft Shear @ Left 0.76 k Max. Negative Moment 0.00k-ft at 23.000 It @ Right 0.76k Max @ Left Support 0.00 k-ft Camber @I.aft 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.051 in Max. M allow 41.45 Reactions... © Right 0.000 In lb 305.37 psi fv 15.49 psi LaftDL 0.15 k Mac 0.76 k Fb Z900.00 psi Fv 290.00 psi Right DL 1.39k Max 4.14k [eflections Center Span. Deal Load Tctal Load Loft Cantilever... Dead Loan Tctal Load Deflection -0.034 in -0.173 in Deflection 0.000 in 0.000 in ...Locaion 11.500 ft 11.500 It ...Length/Defl 0.0 0.0 .:.Length/Defl 8,096.1 - 1,594.68 P.1gM Cantilever.... Deflection 0.000 in 0.000 in ...Length/Defl 0.0 0.0 Job # Data: 4:15PM, 11 OCT 01 OCHELTREE ARCHITECTURE 200 MARINE VIEW AVENUE DEL MAR CA, 92014 (858) 755-4414 (858) 259-0703 Rev: 510300 Use, KW-0602523, Vv 5.1.3, 22-Ju,-1999, Wr,32 (c) 1083-99 ENERCM.0 Title: Dsgnr. Description: Scope: General Timber Beam Page 2 Description BEAM 105 Lstress Caics Bending Analysis Ck 21.298 Le 0.000 ft So. 171.500 1n3 Area 73.500 in2 1.000 Rb 0.000 Cl 0.000 Max Mcment Sxx Redd J4N4eth @ Center 4.36 k-ft . 18.06 1n3 2,900.00 psi @ Left Support 0.00 k-ft 0.0013 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 1.14k 1.14k Area Required 3.926 in2 3.926 1n2 Allowthle 290.00 psi 290.00 psi Bearing @ Supports Max. Lsit Prii 0.76 k Boning Length Req'd 0.222 in Max Right Reaction 4.14k Bearing Length Reqd 1.213 in Query Values M, V. & 0 @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00k-ft 0.76 k 0.0000 in @ Right Cant. Location = 0.00 It 0.00 k-ft 0.00 k 0.0000 in. @ Left Cant Location = 0.00 It 0.00k-ft 0.00 k 0.0000 in Job # Date: 4:1613M, 11 OCT 01 OCHELTREE ARCHITECTURE 200 MARINE VIEW AVENUE DEL MAR CA, 92014 (858) 755-4414 (858) 259-0703 Rev: 510300 Usef KW.0802523, V 5.1.3, 72.Ju,-1999. 98,32 (8) 1983-89 ENERCALC Tide: Dsgnr Description: Scope: General Timber Beam Page 1 Description BEAM 201 General Information Calculations are designed to 1997 NOS and 1997 UBC Requirements Section Name Pitim: 3.5x11I.875 Center Span 8.oOft' -----Lu 0.00 ft Bean Wsr.th 3.500 in Left Cantilever ft .....Lu 0.00 ft Bean Depth 11.875 in Right Cantilae ft .....Lu 0.00 ft Member Type Truss Joist - MacMillan, Parallem 2.OE Fb Base Allow 2,900.0 psi Load Our. Factor 1.000 FvAJbw 290.0 psi Beau End Fodty Pin-Pin FcAllow 650.0 psi E 2,000.0 ksi F611[jegh Uniform Loads - Center DL 30.00 #/ft U. 150.00 #ft Left Catileusr DL Wit Li #ft Right Cantile'er DL #111 IL #fft Point Loads Live 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 Span= 8.00ft, Beau Width = 3.5001n x Depth = 11.8751n, Ends are Pin-Pin Max Stress Ratio 0.139 : I Maximum Moment 1.7 k-ft Maximum Shear* 1.5 1.7 k Allowable 19.9 k-ft Allowable 12.1 k Max. Pesitius Moment 1.67k-ft at 3.680 ft Shear © Left 1.11 k Max. Negative Moment 0.00k-ft at 8.000 ft @ Right 0.78 k Max@Left Support 0.00 k-ft Camber @Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.009 in Max. M allow 19.88 Reactions... @ Right 0.000 In fb 244.17 psi fv 40.20p51 Left DL 0.51 k Max 1.11 k Fb 2,900.00 psi Fv 290.00 psi Right DL 0.18 k Max 0.78k Deflections Center Span... Dead Load Tc*al Load Left Cantilever... Dead Load TOW Load Deflection -0.006 in -0.020 in Deflection 0.000 in 0.000 in ...Location 3.712 ft 3.904 ft ...Length/Defl 0.0 0.0 ...Length/oefl 16,039.5 4,773.75 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Defl 0.0 0.0 I-Stress CaIcs Bending Analysis Ck 21.298 Le 0.000 ft Soc 82.259 in3 Area 41.563 02 1.000 Rb 0.000 Cl 0.000 © Center Max Moment 1.67 k-ft S)oc Read 6.93 1n3 Alkwiatle lb 2,900.00 psi © Left Support 0.00 k-ft 0.0013 2,900.00 psi © Right Support 0.00 k-ft 0.00 in3 '2,900.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.67 k 1.16k Area Required 5.761 1n2 4.015 1n2 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 Re 510300 U,e, KW-0602523, Vec5.1.3. 22-ju-l999. Wn32 (C) 1883-99 6NERCLC Title: Degnr. Description: Scope: General Timber Beam Job # Data: 3:21 PM. 11 OCT 01 Page 1 Description BEAM 202 General Information Calculations are designed to 1997 NOS and 1997 UBC Requirements Section Narie PriMi: 5.25x14.0 Center Span 11.5011 .....Lu 0.00 it Bean Width 525 Left Cantilever it .....Lu 0.00 it Bean Depth 14.000 in Right Caritl1e it .....Lu 0.00 ft Menther Type Truss Joist - MmUllan, Parallam 2.OE Fb Base Allow 2,900.0 psi Load Our. Factor 1.000 Fv AJbN 290.0 psi Beam End Fodty Pin-Pin FcMow 650.0 psi E 2.000.0 ksi [Trapezoidal Loads #1 Dl @ Isit 95.00 Mt LL @ Left 380.00 #Ift Start Loc 0.000 ft DL @ Right 95.00 Mt LL @ Right 380.00 Mt End Loc 9.000 It #2 DL @ Left 130.00 Mt IL © Left 520.00 Mt Start Loc 9.000 ft DL@ Right 130.00 Mt LL@ RIght 520.00 Mt End., Loc 11.500 ft I Point Loads iieaa Load 200.01bs lbs lbs lbs lbs -- lbs lbs Live Land 600.0 lbs lbs lbs lbs lbs lbs lbs ...distonce 9.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft Beam Design OK 5.6 k 21.3 k Z95 k 3.75 k 0.000 in 0.028 in 0.000 in 2.95 k 3.75k Spar= 11.50ft, Bean Width = 5.2501n x Depth = 14.,n, Ends are Pin-Pin Max Stress Ratio 0.264 1 Maximum Moment 9.2 k-ft Allowable 41.4 k-ft Max. PosltiveMumo,t 9.18k-ft at 6.210ft Max. Negative Mcinent -0.00k-ft at 11.500 ft Max @ Left Support 0.00 k-ft Max @ Right Support 0.00 k-ft Marc M alicw 41.45 Reactions- . fb 642-15 psi fv 76.48 psi Left OL 0.60 k Fb 2,900.00 psi Fv 290.00 psi Right DL 0.78 k Deflections @Right @Left @Center @Right Max Max Maximum Shear' 1.5 Allowable Shear (Left Center Span... Dead Lead Total Load Left Cantilever... Dead Load Total Load Deflection -0.019 in .0.092 in Deflection 0.000 in 0.000 In ...Location 5.888 It 5.842 ft ...Length/Defl 0.0 0.0 ...Length!Defl 7,263.8 1,496.93 Right Cantilever... Deflection 0.000 in 0.000 in ...Langth/Dett 0.0 0.0 jStressCaks Bending Analysis Ck 21.298 La 0.000 ft Soc 171.500 in3 Area 73.500 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment SxxRead A8orwatle1b @ Center 9.18 k-ft 37.98 in3 2,900.00 psi @ Left Support 0.00 k-ft 0.00 in3 2,930.00 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 1n2 19.382 in2 Fv Allowable 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 2.95 k Bearing Length Reqd 0.865 in Marc. Right Reaction 3.75 k Bearing Length Reqd 1.098 in OCHELTREE ARCHITECTURE 200 MARINE VIEW AVENUE DEL MAR CA, 92014 (858) 755-4414 (858) 259-0703 R 510300 KW-0602523. Ve 5.1.3. 22-Ju,-1999, W,,32 (c) 1883-89 89ERCALC Title: Osgnr Scope: Multi-Span Timber Beam. Job # Date: 3:47PM, 11 OCT 01 Page 1 Description BEAM 203 General Information Truss Joist - MacMillan, Pallarn 2.OE Fb: Basic Mw 2,900.0 psi Elastic Modulus 2000.0 ksi Spans 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 _J Description BEAM 203 LEFT BEAM 203 Span it 5.50 15.00 Timber Section 1lm: 5.25x14. Pdlm: 5.25x14. Bean Width in 5.250 5.250 Bean Depth in 14.000 14.000 End Fixity Pin-Pin Pin - Pin Le: Unbraced Length ft 0.00 0.00 Mentor TWe [oads . Live LOW Used This s7J Yes Yes Dead load 6200 6200 Live Load #/ft 250.00 250.00 Deal Loaf Wft! 580.00 Live Low #fft 400.00 start it 7.000 End ft 5.500 15.000 Point #1 Dead Load Ibs 1,140.00 1,900.00 Live Load lbs 1,140.00 2545.00 ft 0.100 7.000 Results Mmax@ Cntr in-k 0.0 330.5 it 0.00 8.50 Max @ Left End iwk 0.0 -311.0 Max © Right End in-k -311.0 0.0 fb:Actual psi{ 1,813.5 1,926.9 Fb : Ai1le psil 2,900.0 2900.0 Bending OK Bending OK Shear @Left k1 1.62 8.53 Shear @ Right kj 5.61 8.44 fv:Actual psi 1 107.1 167.1 Fv: Alloaabie psi 290.0 290.0 Shear OK Shear OK [Reactions & Deflection . DL@Left k -0.74 . 5.68 LL@Wit k -0.88 8.46 Total @ Left k -1.62 14.14 DL @ Right k 5.68 4.01 LL@Right k 8.46 4.43 Total @ Right k 14.14 8.44 Max, Deflection in 0.033 -0.373 ft 3.23 8.30 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 Job # Date: 3:57PM, 11 OCT 01 OCHELTREE ARCHITECTURE 200 MARINE VIEW AVENUE DEL MAR CA, 92014 (858) 7554414 (858) 259-0703 Rev 510300 Usei W-O602523. Ver 51.3, fl-Ju,-1999. lMn32 (C) 1983-99 ENERC,LC Title: Dagnr Description: Scope: Multi-Span Timber Beam Page 1 Description BEAM 204 General Information Truss Joist - MacMillan, ParaI 2.0E Fb: Basic AIk74, 2,900.0 psi Elastic Modulus 2,000.0 ksi Spans Considered Continuous Oyer Support Fv: Basic Allow 290.0 psi Load Duration Factor 1.000 Calculations are designed to 1997 NDS and 1997 USC Requirements Timber Member Information Description BEAM 204 R(GH1EAM 204 MIDOtE BEAM 204 LEFT Span ft 5.50 7.50 8.00 Timber Section turn: 5.25x14. Prflrn: 5.25x14. Beam Width in 5.250 5.250 0.000 Beam Depth in 14.000 14.000 0.000 End Fbdty Pin - Pin Pin - Pin Pin - Pin La Unbraced Length ft 0.00 0.00 0.00 Momber Type . Sawn Loads LieLeai Used This Span? Yes Yes Yes Dead Load witi 260.00 280.00 60.00 Lie Load I#ftl 140.00 160.00 60.00 Point #1 Dead Load Ibs! Live Load lbs 888.00 888.00 ft 0.100 7.500 Results - - Mmax1Cntr tn-k 9.6 13.2 2.1 ft 1.87 365 6.29 Max @ Left End in-k! 0.0 -21.8 -26.2 Max© Right End in-k! -21.8 -26.2 0.0 lb: Actual psu 126.8 153.1 0.0 Fb : Allowable psi! 2,900.0 2900.0 0.0 Bending OK Bending OK Bending OK Shear @Left k! 1.64 1.60 0.75 Shear @ Right kl 1.45 2.59 0.21 fv:Actual psi 19.9 23.9 0.0 Fv:AIlcw,able psii 290.0 290.0 0.0 Shear OK Shear OK Shear OK Reactions & Deflection DL@Left k - 0.51 1.94 1.50 LL@Left k 1.14 1.10 1.84 Total @ Left k 1.64 3.05 3.34 DL @ Right k 1.94 1.50 0.07 LL@Right k 1.10 1.84 0.14 Total @ Right k 3.05 3.34 0.21 - Max. Deflection in -0.001 -0.003 0.000 ft 2.16 3.65 0.00 Query Values _J Location ft 0.00 0.00 0.00 Moment in* 00 -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 Dsgnr: Date: 4:PM, 11 OCT 01 Description: DEL MAR CA, 92014 (858) 7554414 Scope: (858) 259-0703 Res 510300 Page 1 User. KW-0602523, Yff 5.1.3, 22440.IM. VM32 General Timber Beam (C) 1883-99 ENERCALC ccorineos.ecwCaIculations a Description BEAM 205 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Pilim: 3.5x14.0 Center Span 6.00 ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 It Beam Depth 14.000 in Right Cantilever It .....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 Fbdty Pin-Pin Fc Allow 650.0 psi E 2,000.0 ksi [Trapezoidal Loads #1 DL @ Left 293.00 #/ft LL © Left #ift Start Icc 0.000 ft DL @ Right #!ft Li © Right #Jft End Loc 0.000 ft #2 01- @6 LEt 152.w #nt Li @ Len Wn Start LOC 0.0m It DL @ Right #/ft Li @ Right #/ft End Loc 0.000 ft Point Loads oeadLoad -739.0 lbs lbs lbs Live Load -877.0 lbs lbs lbs lbs lbs lbs lbs ...distance 3.000 ft 0.000 ft 0.000 It 0.000 It 0.000 ft 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 k4t Max Positive Moment 0.01 k-ft . at 0.192 ft Max. Negative Moment -1.42k-ft at 3.000 ft Max @ Left Support 0.00 k-ft Max @ Right Support 0.00 k-ft Mwc M allow 27.63 Reactions... ft) 149.33 psi tv 15.93 psi Left DL 0.52 k Fb 2,900.00 psi Fv 290.00 psi Right DL 0.08 k Deflections @ Right @Left @ Center @ Right Max Max Maximum Shear * 1.5 Allowable Shear: @ Left Camber. 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/Defl 125.730.5 18.936.46 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Defl 0.0 0.0 Stress Calcs Bending Analysis Ck 21.298 Le 0.000 ft Sxx 114.333in3 Area 49.000 in2 Cl 1.000 Rb 0.000 Cl 0.000 Max Moment Soc Read Allowable fb @ Center 1.42 k-ft 5.89 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 (J 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 Reqd 0.036 in Max. Right Reaction -0.36 k Bearing Length Req'd 0.160 in OCHELTREE ARCHITECTURE Title: Job # 200 MARINE Degn Date: 2:31PM, 4JUL01 VIEW AVENUE Description: DEL MAR CA, 92014 (858) 755-4414 scope: (858) 259-0703 page 1 Re 510300 Cantilevered Retaining Wall Design (C) 1983-99 ENERCLC c-\ec\pirineos.ecw.Calculations I Description 'ICriteria J Retained Height = 6.00 ft Wall height above sdl = 0.75 ft Slope Behind Wall = 0.00:1 Height c(SoikierToe = 0.75 in Sod Density = 110.00 pcf Wind on Stem Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 Toe Active Pressure = 40.0 Passrue Pressure = 400.0 Water height over heel = 0.0 ft Footing Strengths & DonJ fc2,000 psi Fy: 24,000 psi Mm. As % = 0.0012 Toe Width = 2.00 ft Heel Width = 1.00 Fatal Fooling Width = Footing Thickness - = 12.001n Key Width = 12.00 in Key Depth = 14.00 in Key Distance from Toe = 1.50 ft FoatingflSoil Friction = 0.300 0.0 psf Sod height to ignore for passive pressure = 0.00 In [Axial Load Applied to Ste Design summary Total Bearing Load = 2,5180)s ...resuttant eec. = 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 AClFactored@Toe = 1,443 psf ACI Factored © Heel = 801 psf Fooling Shear @ Toe = 19.8 psi OK Fooling Shear @ Heel =. 7.8 psi OK Allowle = 78.0 psi Walt Stability Ratios Oertuming = 1.89 OK Sliding = 1.60 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 957.4 lbs less 100% Passive Force = - 993.8 lbs less 100% Friction Force = - 575.4 lbs Added Force Recd = 0.0 lbs OK ....for 1.5:1 Stability = 0.0 lbs OK Foing Design !uI Toe Heel - Factored Pressure = 1,443 801 psf Mu': Upward = 0 0ft4 Mu': Downward = 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 Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Cover © Top = 3.00 in © Btrn. 3.00 in Axial Load Eccentricity = 0.0 in 2nd Stem OK Stem OK 2.75 0.00 Masonrj Masonry 8.00 8.00 #5 #5 16.00 8.00 Edge Edge 0.23) 0.910. 211.3 719.9 228.9 1,440.0 1,407.1 1,751.9 3.8 13.4 25.8 25.8 Bar Develop ABOVE Ht in= 30.00 30.00 Bar LIHook BELOW Ht in= 30.00 6.00 Well Weight psf = 78.0 78.0 Reber Depth 'd in= 5.25 5.25 Masonry Data I'm - 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 Shod 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© 44.25in, #9@ 4 Heel: Not req'd, Mu <S * Fr Key: Not req'd,Mü<SFir Mel Dead Loaf = 290.0 lbs Mel the Load = 600.0 lbs Stem construction Top Stem Design height ft = Wall Materiel Above "Hr = Thickness = Reba Size = Reba Spacing = Reber Placed at = Design Data fb/FB+fafFa = Total Force @ Section lbs = Moment.-.Actual ft-# = MomenL....Ailoweble ft-# = Shear .... Actual psi= Shaw .... Allowable psi = Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = 290.0 2.33 676.7 Soil Over Toe = 13.8 1.00 13.8 Surcharge Over Toe = Stem Weight(s) = 526.5 2.33 1,2285 Earth @ Stem Transitions= Footing Weight = 4500 1.50 675.0 Key Weight = 175.0 2.00 350.0 Vert. Canponerd = 242.7 3.00 728.1 Total 1,917.9 lbs R.M. 4,295.3 Job # Date: 2:31PM, 4J1.11-01 OCPIELTREE ARCHITECTURE 200 MARINE VIEW AVENUE DEL MAR CA, 92014 . (858) 755.4414 (858) 259-0703 Re 5(0309 Us KW-0602523. Ver 5.1.3. 22-Jun-1999. W1r.32 (C) 1983-99 ENERCALC Title: Dsgnr. Description: Scope: Cantilevered Retaining Wall Design Page 2 Description Summary of Overturning & Resistiq%fo2rces & Moments OVERTURNING RESISTING..... Force Distance Moment . Force. Distance Moment Item lbs ft ft-# . lbs ft ft# Heel Active Pressure = 980.0 2.33 2286.7 Sod Or Heel = 220.0 2.83 623.3 Toe Active Pressure = -22.6 0.35 -8.0 Surcharge Or Toe = Adjacent Footing Load = Added Laterel Load = Load @ Stem Above Soil = seismic = Total = 957.4 O.T.M. = 2,278.7 Resisting/Overturning Ratio = 1.89 Vertical Loads used for Soil Pressure = 2,517.9 lbs Vertical component of acthe pressure used for soil pressure DL= 290., LL= 290.050000000.0005#, Ecc= 0.0005in IF Pps 993.84# 1079. 5psf 8.00005in Mas WI #5 @ 16.in o/c Solid Grout, I2J 8.000051n Mas wl #5 @ 8.in 0/c Solid Grout, i1 3,4- sT s _____ •1 #O@O.in Me Designer select #O@9jiflh0rjz reinf. @ lleelSee Appendix A OCI4ELTREE ARCHITECTURE 200 MARINE VIEW AVENUE DEL MAR CA, 92014 (858) 755-4414 (858) 259-0703 Re 510300 Use, KW-0602523, Ve, 5.1.3, 22-Jun-1999. Mn32 (c) 1933-99 ENERCAIC Title: Dsgnr Description: Scope: Restrained Retaining Wall Design Job # Date: 2:21PM, 4JUL01 Page 1 Description PIRINEOS POINTE RESTRAINED 6 WALL ICriteria J SoUData I FootingStrengths &Dimensions Retained Height = 6.00 ft PJkw Soil Bearing = 2,000.0 psf Wall height at,ae soil = 0.75 ft Equivalent fluid Pressure Method Total Wail Height = 6.75 ft Heel Active Pressure = 40.0 Toe Active Pressure = 40.0 Top Support Height = 6.75 ft Pessie Pressure = 400.0 Water height over heel = 0.0 It Slope Behind Wall = 0.00:1 Footingllsoil Friction = 0.300 Height of Soil over Toe = 0.75111 soil height to ignore Soil Density = 110.00 pd for passive pressure = 0.00 in fc= 2,000 psi Fy Min.As% = Toe Width = Heel Width = Total Fooling Width = Footing Thickness = Key Width = Key Depth = Key Distance from Toe = - )flfli., 60,000 psi 0.0014 0.92 ft 1.58 2.50 12.00 in 0.00 in 0.00 in 0.00 ft iQh.,- '3(lfli, Wind on Stem = 0.0 psf - ..-"v w o w Surcharge Loads I Uniform Lateral Load Applied to Stem J Ant Footing Load MCA Surcharge Over Heel = 0.0 pet Lateral Load = 0.0 ft Adjacent Footing Load = 0.0 lbs >>>NOT Used To Resist Sliding & Overturn ...Hoight to Top = 0.00 ft Footing Width = 0.00 ft Surohaige Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding & Overturning Wail to Fig CL Dist = 0.00 ft Axial Load Applied to Stem Fooling Type Line Load Axial Dead Load = 220.0 lbs Base AboBekm Soil - 0.0 ft at Back of Wall - Mal Live Load = 560.0 lbs Axial Load Eccentricity = 0.0 in I Design Summary jmiioii em Construction Total Bearing Load = 2,278 lbs Thickness = 8.00 in fm = 1,500 psi Short Term Factor = 1.000 ... resultantecc. = 0.91 in Wall Weight = 78.0 pcf Fs = 24,000 psi Equiv. Solid Thick. = 7.600 in Soil Pressure @ Toe = 1,077 per ox 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 Alloorable 2.000 ç Solid Grouted ...... - Soil Pressure Less Than Allowable ACl Factored @ Toe = 1,588 psf ACl Factored @ Heel = 1,098 psf Footing Shear@ Toe = 11.5 psi OK Footing Shear @ Heel = 10.2 psi OK AJiavotlie = 76.0 psi Reaction at Top = 116.9 lbs Reaction at Bottom = 8630 lbs Sliding Calce Slab Resists AJl Slidinci I Lateral Sliding Force = 8.0 lbs Design Toe eel Factored Pressure = 1,588 1,098 psf Mu': Upward = 896 0ft4 Mu': Downward = 130 661 ft4 Mu: Design = 766 661 ft4 Actual 1-Way Shear = 11.53 10.15 psi Allow 1-Way Shear = 76.03 76.03 psi @ Top Support max i,,uviu Top &Base @ Base ofWall Stem OK Stem OK Stem OK Design height = 6.75 ft 3.58 ft 0.00 ft Reber Sias = #5 #5 #5 Reba Spacing = 16.00 in 16.00 in 16.00 in Reber Placed at = Edge Edge Edge Reba Depth 'd = 5.25 in 5.25 in 5.25 in Design Data fbJfB + falFa = 0.000 0.107 0.615 Moment-Actual = 0.0 ft-# 276.2 ft-# 650.7 ft-# Moment ... .Allowable = 1,058.0 ft4 1,058.0 ft-# 1,058.oft-# Shear Force @this height = 0.0 lbs 603.0 lbs Shear ..... Actual = 0.00 psi 10.77p5i Shear .... ftJkMlthIe = 19.36 psi 19.36 psi Reba La, Required = 25.00 in 25.00 in Reba embedment into footing = 6.00 in Other Acceptable Sizes & Spacings: Toe: None Spec'd -or- Not reqd,Mu<S*Fr Heel: None Spec'd -or- Not req'd, Mu < S • Fr Key No key defined -or- No key defined ' OCHELTREE ARCHITECTURE Title: 200 MARINE VIEW AVENUE Dsgnr DEL MAR CA, 92014 Description: (858) 755-4414 Scope: (858) 259-0703 Job # Date: 2:21PM, 4JUL01 Rev5IO300 Page 2 6025 3Ve5.1.3,22-jt,,-1998,99j,32 Restrained Retaining Wall Design c:'ec\pinneos.ecvr.CaIcuIatIons (C) 1883.89 ENERCAIC Description PIRINEOS POINTE RESTRAINED 6' WALL I 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 Summary For Footing: For Soil Pressure Calcs Moment @ Top of Footing Applied from Stem = -650.7 ft-# Surcharge Over Heel = lbs ft ft-# ,4jda1 Dead Load on Stem = 780.0 lbs 1.25 ft 977.6 ft-# Sod Over Toe = 6.3 lbs 0.46 ft 2.9 ft-# Surcharge OverToe = lbs ft ft-# Stem Weight = 526 51bs 1.25 ft 659.9114 Soil Over Heel = 602.8 lbs 2.04 ft 1,231.7114 Footing Weight = 362.5 lbs 1.25 ft 453.1114 Total Vertical Force = 2,278.1 lbs Base Moment = 2,674.6114 Soil Pressure Resulting Moment= 173.11:4 DL= 220., LL= 560.049999990.00051t, Ecc= 0.0005i Pp= 225.78# r 745.08psf 980.4 ].077.4psf 3. S. Cover @ Top = 3.00 in © Btrn.= 3.00 in MaI Dead Load = 290.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 600.0 lbs I Stem Construction J Top Stem Design height ft= Wall Material Above Cft = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data th/FB + falFa = 0.44' Total Force @ Section lbs = 1,223.9 Moment ... Actual ft-# = 2,448.0 ManenL..ftilc,wable ft-# = 5,470. Shear .... Actual psi = 16. Shear .... Allowable psi = 76.0 Bar Develop ABOVE Ht. in= 261€ Bar LHock BELOW Ht in . 6.00 Wall Weight psf = 96.7 Rebar Depth 'd' in 6.19 Masonry Data I'm psi Fs psi= Solid Grouting = Special Inspection = Modular Ratio 'n' = Short Term Factor = Equiv. Solid Thick. = Masonry Block Type = Medium Weight Concrete Data ft psi = 2,000.0 Fy psi= 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 Heel: Not req'd, Mu < S * Fr Key. Not req'd,Mu<SFr Stem OK 0.00 Concrete 8.00 #5 18.00 Edge 2nd Stem OK 0.00 Concrete 0.00 #5 12.00 Edge 0.000. 0.0 0.0 0.0 0.0 0.0 0.00 0.00 0.0 0.00 2,000.0 60,000.0 OCIIELTREE ARCHITECTURE Title: 200 MARINE VIEW AVENUE Dsgnr : DEL MAR CA, 92014 Description (858) 755-4414 Scope: (858) 259-0703 Job # Date: 11:25AM, 11JUN01 rRev. 518300 Page 1 I Kw-o602s. v s.i.3. n-iseo. Cantilevered Retaining Wall Design inneos.ecw.Calculations (C) 1983-99 ENERCALC c:-- Description Criteria Retained Height = 6.00ft Wall height above soil = 0.75 ft Slope Behind Wail = 0.00:1 Height of Soil over Toe = 0.75 in Soil Density = 110.00 pcf Wind on Stern = 0.0 psf [Soil Data Allow 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 FootingflSoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in Footing Strengths & Dimensions = 2,000 psi Fy = 24,000 psi Mm. As % = 0.0012 Toe Width = 2.00 ft Heel Width = 1.00 Total Footing Width = Footing Thickness = 12.00 In Key Width = 12.00 in Key Depth = 14.001n Key Distance fromToe = 1.50 ft Axial Design Summary Total Bearing Load 2,644 lbs ...resultant ecc. = 1.16 in Sell Pressure @ Toe = 1,051 psf OK Soil Pressure © Heel = 711 psf OK Allowable . = 2,000 psf Soil Pressure Less Than Allowable ACl Factored @Toe = 1,409 psf ACI Factored @ Heel = 953 psf Fooling Shear @ Toe = 13.8 psi OK Fooling Shear @ Heel = 7.8 psi OK i4JI'abIe = 76.0 psi WeiI Stability Ratios Overturning = 2.01 OK Sliding = 1.64 .0K Sliding Caics (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 Reqd = 0.0 lbs OK ....for 1.5:1 Stability = 0.0 lbs OK Footing Toe Heel Factored Pressure = 1,409 953 psf Mu': Upward = 2,614 Oft-I Mu': Downward = 439 201 ft4 Mu: Design = 2,175 201 ft4 Actuad 1-Way Shear = 13.81 7.75 psi AIIc 1-Way Shear = 76.03 76.03 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd OCIIELTREE ARCHITECTURE Title: 200 MARINE VIEW AVENUE I)sgnr : DEL MAR CA, 92014 Description (858) 7554414 scope: (858) 259-0703 Job # Date: 11:25AM, 11 JUN 01 Page 2 I Rev: 510300 User.KW-0602523. V 5.1.3. 22-19o. W32 Cantilevered Retaining Wall Design c:)ecpirineos ecwCatcuIations I (C) 1583-99 ENERCA)C Description [Summary oOverturni Resisting Forces &Moments j OVERTURNING RESISTING.... Force Distance Moment Force Distance Moment Item lbs it ft4 lbs ft ft-# Heel Active 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 LraI Load = Axial Dead Load on Stem = 290.0 2.33 676.7 Load @ Stem Aboe Sal = Soil Over Toe = 13.8 1.00 13.8 Selsmicthad = Surcharge Over Toe = Total = 957.4 O.T.M. = 2,278.7 Stem Weight(s) = @ Stem Transitions = 662.5 2.33 1,522.5 Resisting/Overturning Ratio = 2.01 Footing Weight = 450.0 1.50 675.0 Vertical Loads used for Soil Pressure = 2,643.9 lbs Key Weight = 175.0 2.00 350.0 Vert. Component = 242.7 3.00 728.1 Vertical cemponent of active pressure used for soil pressure Total = 2,043.9 lbs R.M. 4,589.3 8.00005in Conc wl *5 @ 18.in o/c 3/4., #0@0. ii @Toe @ Heel! DL= 290., LL= 290.050000000.0005#, Ecc= 0.0005in Pp= 993.84# P 1711.14plf 1051. 5psf @ Top Support Mmax Between Top &Base @ Base ofWall Stem OK Stem OK Stem OK = 6.75 ft 3.58 ft 0.00 it = #5 #4 #5 = 18.00 in 18.00 in 16.00 in = Edge Edge Center = 4.50 in 7.50 in 4.00 in Shear Force © this height = 0.01 Shear ..... Actual = 0.00 pSI Shear .... .Allowable = 760ipsi Rebar Lap Required = 26.161in 20.93 in Rebar embedment into footing = Other Acceptable Sizes & Spacings: Toe: NoneSpec'd -a- Notreq'd, Mu<S Fr Heal: None Spec'd -or- Not req'd, Mu <S * Fr Key No key defined -a- No-ey defined Design height Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd Design Data fFB + falFa Mu. .. Actual Mn • PhL....Allowable = 0.000 0.107 = 0.0 ft-# 469.6 ft-# = 3,901.5 lt-# 4,382.0 ft-# 0.289 1,106.2 ft-# 3,826.2 ft-# 1,025.1 lbs 21.36 psi 76.03 psi 6.00 in OC1ELTREE ARCHITECTURE Title: 200 MARINE VIEW AVENUE : DEL MAR CA, 92014 Description (858) 755-4414 Scope: (858) 259-0703 Job# Date: 11:36AM, 11 JUN 01 Rw. 510300 Page 1 UerKW-0602523.V5.1.3.fl-Jw-I989,'Mn32 Restrained Retaining Wall Design c:\ec\pirineos.ecw:Ca1cu1afions I (c) 1983-99 B'ERCALC Description PIRINEOS POINTE RESTRAINED 6' WALL Criteria Soil Data 0 Footing Strengths & Dimensions Retained Height = 6.00 ft Wall height aboe soul = 075 ft Total Wail Height = 6.75 ft Top Support Height = 6.75 ft Slope Behind Wall = 0.00:1 Height of Sell or Toe = 0.75 in Sell Density = 110.00 pcf sOjla,v Soul Bearing = 2,000.0 psf Equivalent Auid Pressure Method Heel Active Pressure = 40.0 Toe Active Pressure = 40.0 Passive Pressure = 400.0 Water height over heel = 0.0 ft FoatingISoiI Friction = 0.300 Sell height to ignore for passive pressure = 0.00 in fc = 2,000 psi Fy = Min .As% = Toe Width = Heel Width = Total Footing Width = Footing Thickness = Key Width = Key Depth = Key Distance from Toe = 60,000 psi 0.0014 0.92 ft 1.58 2.50 12.00 in 0.00 in 0.00 in 0.00 It - Wind on Stem = 00 psf ( 'W - 3.00 in t DUII. 3.00 in Surcharge - ds Uniform Lateral Load Applied to Stem Adjacent Footing Load - - -. Surcharge Over Heel = 0.0 psf Lateral Load = 00 Adjacent Footing Load = 0.0 lbs >>>NOT Used To Resist Sliding & Overturn ...Height to Top = 0.00 ft Footing Width = 0.00 it Surcharge Over Toe = 0.0 psf to Bottom = 000 ft Eccentricity = 0.00 in NOT Used for Sliding & Overturning Wall to Ftg CL Dust = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Axial Dead Load = 220.0 lbs at Back of Wall - 0.0 ft Base AboBeiow Soil - Axial Live Load = 560.0 lbs Axial Load Eccentricity = 0.0 in [ , Design Summary Concrete Stem Construction Total Bearing Load = 2,404 lbs Thickness = 8.00 in Fy = 60,000 psi ...resultant ecc. = 0.86 in Wall Weight = 96.7 pcf ft = 2,000 psi Soil Pressure Toe = i ii r-f OK Stem is FtXEDtotop of footing Soil Pressure Heel = 796 psf OK Alloorable = 2,000 psf Soil Pressure Less Than Allowable ACl 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 Allabie = 76.0 psi Reaction atTop = 116.9 lbs Reaction at Bottom = 863.0 lbs Sliding Caics Slab Resists All Sliding ! Lateral Sliding Force. = 86.0 lbs I esi esi J eel Factored Pressure = 1,657 1,170 psf Mu':U,ard = 676 0ft-# Mu': Downward = 93 473ft-# Mu: Design = 583 473ft-# Actual 1-Way Shear = 2.94 10.15 psi Alkw 1-Way Shear = 76.03 76.03 psi OCHELTREE ARCHITECTURE Title: 200 MARINE VIEW AVENUE Dsgnr: DEL MAR CA, 92014 Description: (858) 75514 scope: (858) 259-0703 Job # Date: 11:36AM. 11 JUN 01 Page 2 I Res 510300 User. KW4)602523. Ver5.1.3. 22-J1899. 99n32 Restrained Retaining Wall Design c:ec\pjnneosecwCaIcuIations I (C) 1883-99 ENERCALC )escription PIRINEOS POINTE RESTRAINED 6' WALL 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 Summary For Footing: For Soil Pressure Caics Moment @ Top of Footing Applied from Stem = -650.7 ft-# Surcharge Over Heel = lbs ft ft4 Axial Dead Load on Stem = 780.0 lbs 1.25 ft 977.6 ft-# Sell Over Toe = 6.3 lbs 0.46 ft 2.9 ft-# Surcharge OverToo = lbs ft ft-# Stem Weight = 652.5 lbs 1.25 ft 817.8 ft-# Soil Over Heel = 602.8 lbs 2.04 ft 1,231.7 ft-# Fooling Weight = 362.51bs 1.25 ft 453.1 ft-# Total Vertical Force = 2,404.1 lbs Base Moment = 2,632.5 ft4 Soil Pressure Resulting Moment= 172.7t-# 8. 8. DL= 220., LL= 560.049999990.0005#, Ecc= 0.00051 Pp= 225.78# P88 p s 980.it 1127. 4psf C Dy VNJ IA 5.5' © Is MaTm EO BASENT SI€#IR WALLS BLG ®3A OD IA 0 7. 0 W LIJA © bW FL.R SMM VAU..S LG 4A 3X= mnL 0 V I'% PA 9391.1. V 43 *3TU39 63399 9. 1U33 3Jr 3* J .P I1t1I2 73 Tuas 1ST .!R SHEAR WW. )L.i2.a © © 0 Right Roof Floor Mock Block Peiim Overall rea Area Wall Width 2251.6 84 2184 84 84 2184 84 84 1385.6 Roof at 2nd Fl 1344 84 1344 84 MJ3 HzProj hRe= 2.25 hRl= 144.75 'Establish Grid spacing ioratIctaCifw' Left fHOOfl _, hear Wall Spacing 21 21 21 21 ack rj3 Roof R R .R R 2ndFiIRf 26 2 2 2 2 lstFl I I I I _ B LMI Roof R R R R 2ndFl/Rf 16 2 2 2 2 1l oof 2nd FI/Rf 1st FI IM Roof 2nd FlIRf 1st F1 L!7j Roof 2nd FliRt 1st F1 KAI Roof 2nd FIIRf 1st F1 V-751 Roof 2nd FliRt FM 1st Fl -ront 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! 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 Ness of 10% of @ 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 Wail Framing 0.5 Ext Finish 2 Gyp. Bd. 2 Shear 1.5 Other Framing 4 3.5 Insulation 0.5 Floor Gyp. Rd. 2 Flooring 4 mt .Flnish Sheathing 2 Other Framing 3.5 10 Insulation 0.5 Other WiArea 10 We= 64.8 FLOOR HEIGHTS & WIND AREA 84.872 'Establish Floor to Floor and Roof Heights (ft)' Wi= Roof Roof Floor 313.2 347.73 Pitch Height Height - 7R'oof~ X/12 Plan wi both I 4-Jan 7 HL 5% of Plan.Y? I Enter Roof Height Roof Area 3637 9 2nd Fl/Roof J vRe 1399 vRl 2566 2nd Fl Depth 1.3 Roof Area Fl to Fl Height 10.3 f 1St Floor Floor Area 3528 WI Perimeter 252 1st Fl Dp - S if Slab 1.3 TBase/-Grqiwl p vRe Ave. Sill to Fl Ht 5 vRl Floor Area 3528 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 oriz. 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 st horlz. dim. but at least 31t. Hips? Y Lateral Load Analysis Pagej MaxQuake @1995 Archforms Ltd. Date: Firm: OCHELTREE ARCHITECTURE All Rights Reserved Lateral Load Analysis & SEISMIC LOADS 'Establish Dead Loads- Mat. Weights 2nd Floor Item DL(psf) Area (sf) DL(lbs) let Floor Area(sf) DL(lbs) 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 tnt 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 Line Line Line Sum Wt Roof 2nd 69106.8 69106.8 Wt Cell 2nd 12348 12348 1/2Wt Ext Wi 2 11340 11340 22680 Wt mt WI 2 35280 35280 Wt Floor 2 35280 35280 Wt Roof 1st wt Cell 1 12348 12348 1/2 Wt Ext WI 1 12978 12978 25956 Wt lnt WI 1 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 Fig.16-2 Seismic Source Type A Table 16-U Soil Prof SID Table 16-J Fault Distance 16 In km to Seismic Source Z= 0.4 Table 16-I Ca= 0.44 _Table 16-0 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 to Pg 9) Nv= 1.00 _Table 16-T 'Distribute Shear to Various Levels' UBC formula (30-15) Force at Level x = V (Wtx)(Htx)/Sum(Wtt)(HtI) Ft assumed = 0 Ht is measured from plate to foundation E=Eh'p (30-1) Wt x Ht x (Wt)(Ht) Fx p F to B p L to R Roof 2 92795 24.3 2254914 21491 2nd Fl/Roof 1 107226 15.3 1640558 15636 1.00 1.00 1st Floor 8983854491904281 1.00 1.00 Sum 289859 24 4344661 41408 WIND LOADS 'Wind Pressure' UBC Section1620 90 P=qslwCeCq I_I I Vp 70 Figure 16-1 19.7 ExB Section 1616 twl 1 ITable 18-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 Phem 12 Hz. Force (psi) Pv= -6.35 Vt. Force (psi) 'Total Wind Load In Each Direction At Each Level (Ibs)' Tub Area F to B TO 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 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 to Back Side to Side Roof 2 21,491 Seismic 21,491 Seismic BUILDING CODE -Select Code- 96 Böcd 97 55CC X 97 UBC formula (30.4) (30-5) (30-6) (30-7) E= CvlW/RT but not> 2.5CalW/R but not < 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) 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 I Line 2 1 Line 3 ILine 4 Line 5 1 Line 6 ILine 7 ILine 8 Segment (Sag) names a-g appear to show possible quadrants (q). Remove Sags not used. Move and add 1,2 ... to denote multiple (m) sag's In a quadrant, le., b2. Seq Variables; La: SE. 110. Ht: Seq hqht (from pq 1). B: Bearing Wall? -B=yes. E/I: Ext or Int. Wall? - E=Ext, Iint. S: Stacked Seq above, same row, q&m &:5. Lg. 2nd Sag Wall Variables Sag Wall Variables Sag Wall Variables Sag Wall Variables Sag Wall Variables Sag Wall Variables Sag Wall Variables Sag Wall Variables Level q&m Lg Ht B Ell 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 Ell q&m Lg Ht B E/I q&m Lg Ht B Ell q&m Lg Ht B Ell A1898E A116981 A116981 All 1698i 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 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 let Sag Wall Variables Sag Wail Variables Sag 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 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 ft B Eli S q&m Lg Ht B E/I S q&m Lg Ht B E/I S AI89BE A1169B1 All 169Bl A1169B1 AIB9BE BI 8 11 BE BI 16 11 B I BI 16 11 B I BI 16 11 B I BI 8 11 B E sum W 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 Sag Wall Variables Seq Wall Variables Sag Wall Variables Sag Wall Variables Level q&m Lg Ht B Eli S q&m Lg FR 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 q&m Lg Ht B Eli S q&m Lg Ht B E/I S q&m Lg Ht B Ell S B1264BE 81524BiS81524BlS131524BiSB1264BE 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. 'HtILg >2 limit appears if exceeded. See Code Ch.16 for Ht/Lg limits for other assemblies. Shear Wall Segments Data, Lines AH Page ' 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 A ILine B ILine C lime D Line E ILine F ILine G I Line H Segment (Seg) names 1-7 appear to show possible quadrants (q). Remove Sags not used. Move and add a,b ... to denote multiple (m) seg's in a quadrant. le., 2b. Se Variables: Lg: S lath. Ht: Se hqht (fromDo 11. B: Beartnq Wall? - B=yes. E/I: Ext. or Int. Wall? -E=Ext, l=Int S: Stacked Seq above, same row, g&m & Lg. 2nd Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Level q&m Lg Ht BE/I q&m Lg Ht BE/[ q&m Lg Ht BE/I q&m Lg Ht BE/I q&m Lg Ht BE/I q&m Lg Ht BE/I q&m Lg Ht BE/I q&m Lg Ht BE/I IA 7 9 B E IA 8 9 B E A,B,C.. 2A 5 9 B E I IS 10 9 B E Wall 28 6 9 B E 2A 8 9 B E Unes 3A 5 9 B E 3A 8 9 B E Run 4A 7 9 B E 3B 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 ir- 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 E/I S q&m Lg Ht B E/I S q&m Lg Ht B Ell 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 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 8 E 213 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 4A 7.5 11 B E sum 29 Syst SW sum 45 Syst SW sum f Syst SW sum Syst sum Syst sum Syst sum Syst sum Syst Base Seg Wall Variables Seg Wall Variables Seg Wail Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wail Variables Level q&m Lg Ht B Eli S q&m Lg Ht B Eli S q&m Lg Ht B Ell S q&m Lg Ht B Ell S q&m Lg Fit B Eli S q&m Lg Ht B Eli S q&m 1.g Ht B Eli S q&m Lg Fit B E/I S IA 3.5 7 B I IA 21 4 B E S IA 21 1 B I 2A 5 7 B I 2A 21 4 B E S 2A 21 1 B I 3A 5 7B1 3A 214BE 3A 21181 4A 5781 4A 2148ES4A 21I81 4B3.57B1 sum 22 Syst SW sum 84 Syst SW sum 84 Syst SW sum Syst sum Syst sum Syst sum Syst sum Syst - Shear Segment Heiqht/Lenqth ratio is limited to 2/1 for edge blocked panel. Ht/Lq >2 limit" appears if exceeded. See Code Ch.16 for Ht/Lq 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 St'k Vnet*ht Vadj V= SumV= Distrib bib fl AJSum fiA bib w$ A/Sum wtA Sum 1ev. wtiib area Wtlft*LQA2/2k Sum V*Ht*LQIYLq SumV from adi 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 Sag WIft RM OTM Sag W/ft RM ON Seq W/ft RM OTM Sag W/ft RM ON Sag W/ft RM ON Sag W/ft RM ON Sag W/ft RM ON 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 BI 117 13.5 24.9 BI 117 13.5 24.9 Bi 135 3.89 12.5 SW rVwall *110111N I V level Frame Vframe/ Vadj line Vadj line I or Vadj line 2or4 Vadj line 3or5 Vadj line 4or6 Vadj line 5or7 Vadj line 6or8 Vadj line 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 s Sum V 5.53 s Sum V 5.53 s Sum V 2.77 Sum V Sum V Sum V 1st % 5/W 12.5 12.5 % SM 25 25 % SM 25 25 % SM 25 25 % SM 12.5 12.5 % 5/W % SM % SM Level Seq W/ft RM ON Sag W/ft RM OTM Seq WIft RM ON Seq W/lt RM ON Seq W/ft RM ON Seq Wilt RM ON Sag 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 BI 350 10.1 26 Bl 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 1 or 3 Vadj line 2 or 4 Vadj fine 3 or 5 Vadj line 4 or Vadj line 5 o 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 r= 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 Isv, V 1st 1ev V 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 T. SM 25 25 % SM 25 25 % SM 25 25 % SM 12.5 12.5 % 5/W % SM % SM Level Seq Wilt RM OTM Sag W/ft RM ON Seq Wilt RM ON Sag W/ft RM ON Seq W/ft RM ON Seq W/ft RM OTM Sag 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 Bl 492 111 21 7,579 2-20/ (r max AbA.5) Vadj line 2 Vadj line 1 or 3 Vadj line 2 o 4 Vadj line 3 o 5 Vadj line 4 o 6 Vadj line 5 or 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 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 Bsrnt V Bsmt V _____ w Sum V 5.67 w Sum V 11.3 w Sum V 11.3 w Sum V 11.3 w Sum V 5.67 Sum V Sum V Sum V Lateral Load Distribution & Overturning Moment . Page 6 MaxQuake @1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: Firm: OCHELTREE ARCHITECTURE Job: PIRINEOS POINT BLDG 1 &3 By: PCO Q99.07We7 Construction Design Software Lateral Line A Line B Line C Line D Line E Line F LineG Line H Force Sels %= Wind %= W/ft-- if 'W,-snow RM if 'w.67,s.9 OTM-- if St'k Vnetht Vadj= V= SumV Distrib bib fl A/Sum flA bib wl A/Sum WA Sum 1ev. wtrib area /ft*LqA2/2k SumV*Ht*Lq/YLcI SumV from adi Ln Ln%Vmax SorW Vadl+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 OTM Seq W/ft RM OTM Seq W/ft RM OTM Seq W/lt RM OTM Seq W/ft RM OTM 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 IS 270 12.2 18.6 SW 28 383 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 10/lw 4A 383 8.43 22.6 3B 270 12.2 18.6 I 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 10.7 s Sum s Sum 10.7 Sum Sum Sum Sum Sum 1st % 5/W 31 31 % SM 50 50 % SM 19 19 % SM % SM % SM % SM % 51W 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 Seq W/ft RM OTM Seismic IA 603 12.5 32.8 IA 282 10.3 14.1 IA 480 11.6 27.6 15,636 2A 603 5.49 21.7 2A 282 10.3 14.1 lB 460 6.26 20.3 28 603 12.5 32.8 28 282 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 3B 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 Isv V s Sum 15.6 s Sum 7.82 s Sum 13.7 Sum Sum Sum Sum Sum Base 31 31 T. SM 50 50 % 5/W 19 19 % SM % SM % SM % SM % 5/W Level J %SM Sag W/ft RM OTM Seq W/ft RM OTM Sag W/ft RM OTM Seq W/ft RM OTM Seq W/ft RM OTM Seq W/ft RM OTM Seq Wilt 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 16.9 s Sum 9.96 s Sum 14.5 Sum Sum Sum Sum Sum Shear Wall and Hold Down Requirements Page 7 MaxQuake @1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: Firm: OCHELTREE ARCHITECTURE Job: PIRINEOS POINT BLDG 1 &3 By: P00 099.07We7 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) I Segment Length (Seg Lg). Minimum required Hold Down (HD Type) selected from Hold-down and Wall Strap Schedule on Page 9. 2nd HD HD HD HD HD HD HD HD Level Sag Uplift Type Sag Uplift Type Sag Uplift Type Sag Uplift Type Seg Uplift Type Sag Uplift Type Seg Uplift Type g Uplift Type Al 1,070 A Hlb Al 714 A Hie Al 714 A Hf a Al 714 A Hie Al 1,070 A Hlb 1,2,3.. Bl 1,070 A Hib BI 714 A Hie BI 714 A Hie Bi 714 A Hia BI 1,070 A Nib Wail 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 ,& 6 Wall Type A 6 Wall Type A 6 Wall Type A 6 Wall Type A 6 Wail Type Wall Type Wall Type Roof Uplift from Side to Side resisted by Left and Right Ext. Walls UPI It (p11) RI 2 @ Ext WI -249 Uplift Detail @ RI 2 & Ext WI NA 1st HD HO HD HD HD HD HO HD Level SagUplift Type Sag Uplift Type Seg Uplift Type Sag Uplift Type Sag Uplift Type Sag Uplift Type Sag Uplift Type Sag Uplift Type Al 1,468 A Hlb Al 100 A NA Al 100 A NA Al 100 A NA Al 1,468 A Hlb Bl 1,986 A H2 BI 509 A Hie Bl 509 A Hie BI 509 A Hie 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 ,& 4 1 Wall Type A 4 1 Wall Type A 4 Wall Type A 4 1 Wall Type A 4 1 Wall Type Wall Type Wall Type Roof Uplift from Side to Side resisted by Left and Right Ext. Walls Uplift (p11) RI I @ Ext WI Uplift Detail @ RI 1 & Ext WI NA Straps/Hold-Downs must run continuous down rough the Wall below to the Foundation. If no Wall below; tie to Beams, sized for Hold-Down Point Loads. Base HO HD HD HD HD HD HD HD Level I Seg Uplift Type Sag Uplift Type Sag Uplift Type Seg Uplift Type Seg Uplift Type Sag Uplift Type Seg Uplift Type Seg Uplift Type BI BI BI BI BI Shear(plf) 218 Shear(plf) 2181 Shear(plf) 218 Shear(plf) 218 Shear(plf) 218 Shear(plf) Shear(plf) Shear(plf) Wall Type A 6 Wall Type A 6 1 Wall Type ,& 6 1 Wail Type A 6 1 Wail Type A 6 Wall Type Wall Type Wall Type Shear per Unear 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 01995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: Firm: OCHELTREE ARCHITECTURE Job: PIRINEOS POINT BLDG 1 &3 By: PC O Q99.07 We? Construction Design Software Line A I Line B I Line C I Line D Line E Line F Line G Line H Uplift = Overturning Moment (OTM) - Resisting Moment (RM) I Segment Length (Sag Lg). ______ Minimum required Hold Down (HD Type) selected from Hold-down and Wall Strap Schedule on Page 9. 2nd HD HD HD HD HD HD HD HD Level Seq Uplift Type Seq Uplift Type Sag Uplift Type Seq Uplift Type Seq Uplift Type Sag Uplift Type Sag Uplift Type Seq Uplift Type IA 2,019 A H2 IA 888 A Hia A,B,C.. 2A 2,363 A H2 IS 645 A Hie Wall 213 2,191 A H2 2A 888 A Hia Lines 3A 2,363 A H2 3A 888 A Hie Run 4A 2,019 A H2 3B 645 A His From 4A 888AHie Side to Shear(plf) 358 Shear(plf) Shear(plf) 207 8hear(pif) Shear(pit) Shear(plf) Shear(plf) Shear(plf) Side Wall Type A 4 Wall Type Wall Type A 6 Wall Type Wall Type Wail Type Wall Type Wall Type Roof Uplift from Front to Back resisted by Front and Back Ext. Walls Up lft(plf) RI 2 @ Ext WI -125 Uplift Detail @ RI 2 & Ext WI NA 1st HD HD HD HD HD HD HD HD Level Seq Uplift Type Sag Uplift Type Sag Uplift Type Seq Uplift Type Sag Uplift Type S 9 Uplift Type Seq Uplift Type Seq Uplift Type IA 2,977 A H5 IA 421 A Hie IA 2,130 A H2 2A 3,600 A H5 2A 421 A Hie IS 2,544 A H2 28 2,977 A H5 21B 421 A HIa 2A 2,130 A H2 3A 3,600 A H5 3A 421 A Hie 3A 2,130 A H2 4A 3,058 A H5 4A 421 A Hie 313 2,544 A H2 4A 2,130A H2 Shear(plf) 536 Shear(plf) 174 Shear(pi!) 335 Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Wall Type A 2 Wall Type A 8 Wall Type A 4 Wall Type Wall Type Wall Type Wall Type Wall Type Roof Uplift from Front to Back resisted by Front and Back Ext. Walls Upllft(plf) RI I @ Ext WI Uplift Detail Q RI I & Ext WI NA Straps/Hold-Downs mist run continuous down through the Wall below to the Foundation. if no Wall below; be to Beams, sized for Hold-Down Point Loads. Base HD HD HD HD HD HD HD HD Level Seq Uplift Type Seq Uplift Type Seq Uplift Type Seq Uplift Type Seq Uplift Type Sag Uplift Type Sag Uplift Type Seq Uplift Type 1A 4,412 A H5 IA IA 2A 4,017A H5 2A 2A 3A 4,017 A H5 3A 3A 4A5,022AH6 4A 4A 4B 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 Wail Type A 6 Wall Type A 6 Wall Type Wall Type Wall Type Wall Type Wall Type Shear per Linear Foot (Shear(plf)) Sum of Shear at that Line & Level (Sum V) / Linear Feet of Shear Wall at that Line & Level (Sum Seg Lgth) _____ Minimum required Shear Wall Construction or Shear Frame for Wall Type Symbol is selected from Shear Wall Schedule on Page 9. Shear Wall and Hold Down Schedules Page 9 MaxQuake @1995 Archforms Ltd. Date: Firm: OCHELTREE ARCHITEC114 All Rights Reserved Lateral Load Analysis & Job: PIRINEOS POINT BLDG 1 &3 By: PCO I Q99.07We7 Construction Design Software SHEAR WALL OPTIONS: Place an "X" In the appropriate shaded block. Special Zone Hardware Mfg. Wall Framing Material E94 No X Simpson X Doug FirorSo.Pine Los Angeles Area KC Metals Hem Fir (s.gray.c.49) IJSP-Silvr/Kant 3-1/2' Metal Studs UBC Other (Apx.C) To Customize, Overwrite Sched. on Apx. C below Other (See Apx. C) Select only one option under each heading (except System when using frames) Shear all System Ply!PB Wall Sheathing Fasteners X SW-All Plvd or PB X 3/8'orl/2" CC or CD Ply X Sd SW-Gyp,Stuc or Ply 3/8'orl/2" Stiuc I Ply lOd HF- Hardy Frame 318'orl/2" CD Ply c/GB 14ga Staple SF-Simpson Frame 1/2'Ext M,S/M-2 Prtcl Bd 1" Screw ZF -z Frame ______Other Sheathing/Fastener Combo (See Apx. C) WIND AND EARTHQUAKE DATA 97 UK SHEAR WALL SCHEDULE Wind Speed mph 70 Seismic Zone 4 Na Wall 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 (plf) Material 8d 518"x12 16d 1/2" A35 Wind Pres.horiz. psf 11.79 Sall Profile SD GF:880 GF:140 GF:480 GF:450 Wind Pres. veit. ref .6.35 Resoonse 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. Min. Wall Foundation Bolt Symbol Uplift Post Fl to Fl Anchor Type Bolt 4 A 4 380 1/2' Ply 4" 27"'oc roc 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 3,4 Note 2 Note 2,4 Note 2 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 roc roc NA up to 300 use the hold-down across or below req'd We A HIa 1,005 2x CS20 20"+ PAHD42 4,5 A 33 980 ea side 1/2" Ply 3" 1O"oc 6"oc 5"oc A HIb 1,650 2x CSI6 30"+ 11120 1/2" 4,5 A 22 1280 ea side 1/2" Ply 2" 8"oc 4oc 4"oc A H2 2,775 2-2x MST 48" STHDIO HD2A 5/8" A H5 4,685 22x MST 60" PHD5 5/8' 1 Sheathing: 3/8"-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 CMST14 68"+ PHDS 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 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 1-1/4" 6 Anchor Bolts (ASTM A-307) Mm. 7" Imbedment, w/ 2"x2"016' Plate Washer ? Add l 48 lInches to Fl to Fl lie 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-lie Co. Cat C-99 8 Predrill 3/8" hole for Lag. Provide Washer. Adjust lgth for 2" penetration into Joist. 2 Nail Straps & Hold-Downs w/lOd (2x max.pen.1-5!8") See Details 9 Clips: Plate to Blocks only req'd.lf 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-lie Co. Cat C-99 3 If No Cont. Rim Joist Add 11th 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 ioj MaxQuake @1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: Firm: OCHELTREE ARCHITECT (4 Job: PIRINEOS POINT BLDG 1 &3 By: PCO J Q99.07We7 Construction Design Software DIAPHRAGM OPTIONS: RIIFi Framing Mat RI/Fl Diaphragm Fasteners COLLECTOR/TIE AND DIAPHRAGM SCHEDULE VT Max. Collector/Tie Tie Tie Rod DF or So.Plne X All Unblocked 8d Corn Only Hem Fir I Rf UnBlk, Fl Bik X 8d@Rf, 10@Fl Dother L Block All Edges lOd Corn Only Type Force Cont Joist or Strap Washer 14 ga Staple Symbol (Ibs) Solid Blocking or Cont. Dia. Die. HD 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 Note Note Use Collector/lie 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- HD5A Frame Model Numbers and Unit Shear Capacities (Ibs) Height 7 ft 8 f 9 It loft Lgth A C3 4,405 2x8 MST48 718" 2.24 2- HDGA A C4 5,800 200 MST6O 7/8" 2.96 2- HDSA A C5 6,440 202 2. MST37 718" 3.28 2. HDSA A C6 8,310 2- 200 HSTS 7/8" 4.23 HDIOA A Cl 11,170 2- 2x10 HST6 7/8" 5.69 2- PHDS A C8 17,691 3- 2x10 7/8" 9.01 2. HDIOA A A A A A 1 Provide Cant. 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 wl Washer or HD 5 Provide Washer WI Dia. (Inches) at end of blocked Rft/Jst bays, Mal. iron or 1/4" St. 6 Connect Continuous Collector/lie to shear wall as required by Shear Wail Schedule 7 HD at Rod to Shear Wall and/or Rft/Jst. Mfg. by Simpson Strong-lie Cat C-99 ROOF/EXT. WALL UP-LIFT SCHEDULE Roof Shear Diaphragm Edge Floor Shear Diaph. Diaphragm Load Material Nail Diaphragm Load Material Wall Uplift Stud to Plate Plate to Rafter Stud to Rafter Type (plf) at 16" oc at 24"oc at 16" at 16" oc Symbol (pit) Note 1,2,4 Note 3 Symbol (pIt) Note 1,2,4 50 Sd Nail lOd Nail A 1 100 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 Hi HIO LTSIO A R2 1/2" Ply 2" A F2 3/4" Ply A X 600 5P2 HIO Hi I - A Y 1,170 FTA2 1 Sheathing: Floor 3/4 CD-AC Piy/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'@FI 1 Anchors and Clips as Mfg. by Simpson Strong-lie 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. 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 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 File between this and Sag above. C/T Type - mm. adequate Collector/lie. Sag beg - feet Sag begins front of Quad Line. front - C/T load at front side of the front most Segment. Shear - the average Diaphragm Shear along the Line. IF "Gap" appears correct Line C/T discontinuity. 2nd CIT Load CIT Sag CIT Load CIT Sag CIT Load C/T Sag CIT Load CIT Sag CIT Load CIT Sag CIT Load CIT Sag CIT Load CIT Sag CIT Load CIT Sag Roof Seq back Type begSeg back Type beg Seq back Type beg 899 back Type begSeq back Type beaSeg back Type beqSeg back Type bepSeg back Type beg Al Al Al Al Al 1,2,3.. BI 856 A Cl BI 659 A Cl BI 659 A Cl BI 659 A Cl BI 856 A Cl Wall Lines Run From Front to front 527 A CI front front front front 527 A CI 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 RB RI Dlaph A RB RI Dlaph A RB RI Dlaph A RB RI Diaph RI Diaph RI Diaph 1•Rf CIT Load CIT Se CIT Load C/T SeC C/T Load CIT Se CIT Load CIT Sec CIT Load CIT SeE CIT Load CIT Set C/T Load CIT SeE CIT Load CIT Sag 2F1 Seq back Type be Seq back Type be Seq back Type beg Seq back Type beg Sag back Type beiSeg back Type beg Seq back Type beg Seq back Type beg Al Al Al Al Al BI 1461 A Cl BI 1124 A CI BI 1124 A Cl BI 1124 A Cl Bl 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) RI Dlaph A RB RI Dlaph A block? RI Diaph A block? RI Dlaph A block? RI Diaph A RB RI Diaph RI Dlaph RI Dlaph Fl Diaph A FB Fl Diaph A block? Fl Dlaph A block? Fl Diaph A block? Ft Dlaph A F6 Fl Diaph Fl Dlaph Fl Dlaph 1i C/T Load CIT SeC CIT Load CIT SeE CIT Load CIT Se CIT Load CIT Se CIT Load C/T Se C/T Load CIT SeE CIT Load C/T Sec CIT Load CIT Sag Floor IS99 back Type beg Seq back Type beg Sag back Type beg Seq back Type beg Seq back Type bei Seq back Type beg Seq back Type beg Seq back Type beg BI 3509A C3 BI 7019A CB RI 7019A CS BI 7019A CS BI 3509 A C3 front 1350 A Cf front 9718 A Cl front 9718 A CT front 9718 A Cl front 1350 A CI 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 FB Fl Dlaph A block? Fl Diaph A block? Fl Dlaph A block? Fl Dlaph A F6 I Fl Dlaph Fl Dlaph I Fl Dlaph - If Rf or Fl Diaph return 'block?", load values are higher than the diaphragm capacity. Change to blocked diaphragm or fastener Option (pg 10) or add Shear Wall (pg 3or4) Collector/Tie & Diaphragm Loads, Lines A-H Page 12 MaxQuake @1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: Firm: OCHELTREE ARCHITECTURE Job: PIRINEOS POINT BLDG 1 &3 By: PCO Q99.07We7 Construction Design Software Line A I Line B I Line C I Line D Line E I Line F I Line G I Line H Seg C/T Load (left) - max. load on the Collector me between this and Seg to left. C/T Type - mm. adequate Collector/Tie. Seg beg - feet Seg begins right of Quad Line. right -C/T load at right side of the right most Segment. Shear - the average Dihragm She along the Line. If "Ga appears correct Line CIT discontinuity. 27 C/T Load CIT Se C/T Load C/T Se C/T Load C/T Sikc C/T Load C/T Se C/T Load C/T Se C/T Load C/T Se C/T Load C/T Se CIT Load CIT Seg Roof Seg left Type b% Seg left Type beSeg left Type beg Seg left Type beg Seg left Type Seg left Type beg Sag left TypebeSeg left Typebeg IA IA A,B,C.. 2A 1612 A CI lB 1653 A Cl Wall 2B 1612A CI 2A 2440A C2 Unes 3A 2993 A C2 3A 1663 A ci Run 4A 2226 A Cl 3B 1653 A Cl From 4A 2440A C2 Side to rIght 1791 A CI right right 1663 A Ci right right right right right Side Shear(plf) 128 Shear(plf) Shear(plf) 128 Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) RI Diaph , RB RI Diaph RI Dlaph A RB RI Diaph RI Dlaph RI Diaph RI Diaph RI Diaph cr CIT Load CIT SeC CIT Load C/T Se CIT Load CIT Se CIT Load CIT Sec C/T Load CIT Sec C/T Load C/T Se C/T Load C/T Set CIT Load C/T Seg 2F1 Sag left Type beSeg left Type beSeg_leftType beg Sag Type beSeg _left Type beSeg _left _left Type beSag left Type bSeg left Typebeg IA IA IA 2A 2380A C2 2A 726 A Cl lB 2510A C2 28 2156 A Cl 28 1173 A Cl 2A 3453 A C2 3A 4536 A C4 3A 1899 , Cl 3A 2206 A Cl 4A 3476A C2 4A 1508A Cl 36 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(plf) RI Diaph A block? RI Dlaph A RB RI Diaph A RB RI Diaph RI Dlaph RI Dlaph RI Diaph RI Diaph - Fl Dlaph A F6 Fl Diaph A F8 Fl Diaph A FB Fl Diaph Fl Dlaph Fl Diaph Fl Diaph Fl Diaph 1st Load C/T Se CIT Load C/T Se C/T Load C/T SeE C/T Load CIT SeS C/T Load C/T Sec,C/T Load CIT SeC C/T Load CIT Se CIT Load C/T Seg Floor jCrr Sag' left Type b% Seg left Type bSeg left Type beg Seg left Type beg Seg left Type beg Seg left Type beg Sag left Type beg Seg left Type beg IA IA IA 2A1986AC1 2A 2A 3A 1922A Cl 3A 3A 4A 2306A C2 4A 4A 48 1537AC1 right 3523 A C3 right right right right right right right Shear(plf) 201 Shear(plf) 119 Shear(plf) 173 Shear(plf) Shear(plf) Shear(plf) ShearpIt) Shear(plf) Fl Dlaph A F6 Fl Dlaph A F6 Fl Dlaph A FB Fl Diaph Fl Dlaph Fl Dlaph Fl Dlaph Fl Diaph - If Rf or Fl Diaph return "block?, load values are higher than the diaphragm capacity. Change to blocked diaphragm or fastener Option (pg 10) or add Shear Wall (pg 3or4) Values are for enclosed Buildings. SBCCI Values for GCp are equivalent to UBC Table 16-H Uplift -3.4 -40 01 -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 Wind Pressure for GCo Wind Pressure P and Wind Coefficients GCp for Components and Cladding of enclosed Buildings Vertical r ----- --- -- g:H+1RUfl4 8:F t4sJnsI FIgure1606.211) GCp for Roof Slope 0< a < 10 Effective Wind Area sq.ft. Effective Wind Area sq.ft. Figure16062E GCp for Roof Slope 30< a <45 Degrees 1:9 IH-J RUnJ 1:81 1IkJ 0 20 100 1000 0 20 100 1000 U I ======= I ======= ======= I ======= '[sLf$cI I I ======= I I ===== I. I n a Overhang GCp Include effect of both upper & lower surface OcaclO 10ca<45 Horizontal Wind Loads for Buildings Walk GCp 11 1R'1 4ew0 0.6 ______________ Pius: in, Minus: out, design for 18 _____________ maximum ± pressure 12 - - - - . . For partially enclosed buildings +GCp add 0.1, -GCp minus 0.4. 1.6 1.8 Reduce GCp lo% when ac1O Figure 1606.2C Wall GCp Vertical Wind Loads for Monoslope Roofs -3.41 I I I i idi .i 11 20 100 1COC Reduce C 10% if 3< a< 5 Effective Wind Area (sq.ft.) If a< 3 see Figure 1606.21) Figure 1606213 Monoslope Roofs 10< a <30 Degrees Figure 1606.2F 3 <a <10 3<aC30 OcaclO 10ca<45 nd Pressure for Components & Firm: OCHELTREE Page 13 MaxQuake © 1995 Archforms Ltd. ITECTURE I All Rights Reserved Lateral Load Analysis & @, Left @Center @Right Max Max Of Load 0.000 in 0.0 0.000 In 0.0 '.4LC.5 P11IJEO P7 PNq/kWO/35 3 Tm.: Job # Dagnn Date: 24z-Z- p/,el,'v'w5 V%7' Description: Scope: 510300 Page 1 User. KW0602523, Ver 5.1.3, 22-k•1999, WhM General Timber Beam (C) 1983.99 ENERrALC c:Ne0Dirin%os.ecw.QALPu1@tgn Description BEAM 101 UNIT A General Information Calculations we designed to 1997 NDS and 1997 UBC Requlreorst Section Name Prim: 7.0x20.O Cents' Span 16.50 ft .....Lu 0.00 ft Bean WIh 7.000 In Left CwitiIeer ft .....Lu 0.00 ft Bean Depth 20.000 In Right Cantilever ft .....Lu 0.00 ft Member Type Truss Joist * MaMIIan, Ps-allan 2-OE Fb Base Allow 2,900.0psl Lead Our. Factor 1.000 FvAllow 290.opsi Bean End Fbdty Pin-Pin Fc AIkn 650.0 psi E 2,000.0 ksl I Tidal Loads - #1 DL@Left 14600 #Ift tjLt 266.00 #/ft Stat ICC 0.000 ft DI@ RigId 146.00 ##ft U. @ Right 266.00 #/ft End icc 6.000 ft #2 DL @ Lalt 930.00 #fft LL@ Lalt 1,226.00 #ift Start L.oc 6.000 ft DL@Right 930.00 #fft LL@ Right 1,226.00 tvft End I= 8.000 ft 03 DL @ Latt 995.00 WIt LL @ ialt 1.310.00 WIt Start icc 8.000 ft DL@Right 995.00 WIt I.I. @ Right 1,310.00 Wit End Lcc 10.000 ft #4 DL @ l.alt 980.00 WIt LL @ I4t 1,170.00 Wit Start 1= 10.000 ft DL @ Right 980.00 Wit IL @ Right 1,170.00 #rTt End Lac 16.500 ft Point Loads Live Load 3,350.0 lbs 1,900.0 lbs 1,202.0 lbs lbs ...dista'ioa 8.500 ft 8.000 ft 10.000ft 0.000 ft Spsi 16.50ft, Bean Width = 7.OWn x Depth = 20.m, Ends an Pin-Pin lbs lbs lbs 0.000ft 0.000 ft 0.000ft Beam Design OK Max Stress Ratio : 0.852 :1 Maximum Moment 96.1 k-ft Allowable 112.8 k-ft Max Positive Moment 96.13k-ft at 8.052 ft Max Negative Moment -0.00k-ft at 16.500 ft Left Support 0.00 k-ft Max @ Right Support ,.a_.. 1.1 ,.fl... 0.00 k-ft WI FJ9V I J. 10 Reactions... lb 2,471.85 psi fv 223.33 psi Left DL 6.20 k Fb 2900.00 psi Fv 290.00 psi Right DL 9.01 k Deflections Center Span... Dead Load Total I-cad Left Cantilever... Deflection -0200 in -0.475 'In Deflection ...Locotion 8.382 ft 8.316 ft ...Length/Defl ...LsthlDefl 991.8 416.46 Right Cantti.ver.. Ddlection 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 Total Load 0.000 In 0.0 0.000 In 0.0 Maximum Shear 1.5 Allowable Shear @tLeft Right Canter ( 6/3253 V 510300 Uscr: KW0602523. Vr 5.1.3, 22•i.1999. W!n32 () 1983-90 ENALC Description BEAM 101 UNIT A TWo: Description: Job # General Timber Beam Page 2 • Lstressca1cs Bending Analysis Ck 21.298 Is 0.000 ft S,o 486.6671n3 Area 140.000 n2 1.000 Rb 0.000 Cl 0.000 Max Monrd Soc Redd Allesie lb @ Center 9613 k-ft 397.77 1n3 2900.00 psi @ Left Suppott 0.00 k-ft 0.00 1n3 2,900.00 psi @ Right S,pod 0.00 k-ft 0.00 1n3 2,900.00 psi Shear Analysis @ Left Support . @ Right SUPPOt Design Shoe 22.64 k 31.27 It Area Required 78.053 1n2 107.813 1n2 IFY Al1thle 290.00 psi 290.00 psi Bearing @ Supports L48X Lalt Reaction 15.09 k Boeing Length Reqd 3.317 In Mac. Right Reaction 20.84 k Seeing Length Reqd 481 in Query Values . MV&D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00k-ft ' 15.69 Ic 0.0000 in © Right Cant. Location = 0.00 it 0.00k-ft 0.CO k 0.0000 In @ Left Cant. Location = 0.00 ft - 0.00k-ft 0.00 Ic 0.0000 in [ketch & Diagram . 5253! 00lbs lslabs 4, 4, kNAUM.8.60 825 9.90 34.85 36.! IM ELIML21 _----1 23 ThTflTh 21508/ft !SV96.1k.ft Dmai -0.475in Rsnax=15.lk Rmax=20.85 Vmax@loft=15.lk VmaxOrt=20J 0 1. . U tT "A ruJe0 PT. LOAOS ' 1a* oO 1 FLO- _ 100 -P ____ M, Title: Job# Dsgnr. Date: Description: Rev. 510300 Page User:KW.0602523,Ver5.t.3,22Jw.1999,WIn32 General Timber Beam (C) 1983.99 E.NEALC Description BEAM 101 UNIT B General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Nane Prllm: 7.0x20.0 Center Span 16.50ft .....Lu 0.00 ft Bean Wkfth 7.000 In Left Cantilever ft .....Lu 0.00 ft Bean Depth 20.000 in Right Cantilever ft .....Lu 0.00 ft Member Type Truss Joist - MacMillan, Parallan 2.OE Fb Base Allow 2900.0 psi Lend Dur. Factor 1.000 FvsAilow 290.0 psi Bean End Fixity Pin-Pin Fc AHow 650.0 psI E 2,000.0ksi I Trapezoidal Loads #1 Dl @ Left 450.00 #fft Li. Q Left 570.00 #fft Stat Loc 0.000 ft Dl.. @ Right 450.00 #/ft Ii @ Right 570.00 #/ft End Loc 6.000 ft #2 DL © Left 995.00 #/ft Li. @ Left 1,310.00 SPit Start Loc 6.000 ft DL © Right 995.00 SPIt Li. @ Right 1,310.00 SIft ,End Loc 10.000 ft #3 DL@ Lt 980.00 SIft LL@ Left 1,170.00 #/ft star Loc 10.000 ft DL@ Right 980.00 #/ft I..L@ Right 1,170.00 SIft End Loc 16.500 ft Point Loads L)eaa LOW 1,903.0 lbs 310.0 lbs lbs lbs lbs lbs lbs Live Load 3,350.0 lbs 1,202.0 lbs lbs lbs lbs lbs lbs ...distaice 6.000 ft 10.000ft 0.000ft 0.000ft 0.000 ft 0.000 ft 0.000ft Beam Design OK Span= 16.50ft, Bean Width = 7.000m x Depth = 20.,n, Ends are Pin-Pin Max Stress Ratio 0.762 1 Maximum Moment 85.9 k-ft Maximum Shear* 1.5 29.4 k Allowable 112.8 k4t Ailowable 40.6 k Max. Positive Moment 85.91k -ft at 8184 ft .. Shaw. @ Left 16.45 k Max. Negative Moment .0.00k -ft A 16.500 ft @ Right 19.63 k Mac © Left Support 0.00 k-ft Canbac @ Left 0.000. in Max @ Right Support 0.00 k-ft © Center 0.275 in Mac M allow 112.78 Reactions... @ Right 0.000 In lb 2,209.24 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 Max 19.63k [efIections Center Span... Deal Load Tc*al, Load Left Cantilever... Dead Load Total Load Deflection .0.183 in -0.442 In Deflection 0.000 In 0.000 in ...Locion 8.318 It 8250 ft ...Length/Ddl 0.0 0.0 ...Length/Dell 1,079.7 447.48 Right Cantilever.. Deflection 0.000 in 0.000 in ...LengthlDefl 0.0 0.0 Title: Degnr Description: Scope: Job # Ray. 510300 User: KW-0602523, Ver 5.1.3, 22•jtm•1999. Wfri32 (C) 1033.99 ENEF=LC Description BEAM 1O1 UNIT B General Timber Beam Page 2 Stress Caics Bending Analysis . Ck 21.298 La 0.000 it Soc 466.667 1n3 Area 140.000 1n2 1.000 Rb 0.000 Cl 0.000 Max Monent 5o ReQ'd AIIod)Ie lb © Center 85.91 k-ft 355.51 in3 2,000.00 psi @ Left Support 0.00 k-ft 0.00 1n3 2,000.00 psi @ Right Support 0.00 k-ft 0.00 1n3 2,900.00 psi Shear Analysis © Left Support @ Right Support Design Shear 24.67 k 29.45 k Area Required 85.076 1n2 101.544 1n2 Fv AIawIe 290.00 psi , 290.00 psi Bearing © Supports Max. Left Reaction 16.45 k Boning Length Req'd 3.615 in Maii. Right Reaction 19.63 k Beating Length Reqd 4.315 In Kuery Values MV, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 It 0.00k-ft 16.45 K 0.0000 in @ Right Cant. Location = 0.00 ft 0.00k-ft 000 k - 0.0000 in @ Left Cat Location = 0.00 It 0.00k-ft 0:00 k 0.0000 in Sketch & Diaqram _______253Ibs t5l2lts 21 21505/ft =85.9$lt Onas = -0.442in Rznax=16.4k Rmaz=I9.61i VmazOIdt=164 Max 5rt=19.l rtweo PT. . LoAO toD %,' FL. Boi I f'(4p IRE 600 L OQ L&)ftLL FL&.. 2oQ8oiJ . I .• 01 - - RODE 4IOD H ETIT1:ii 1 I9o3V iob 35OL 7PrAL 5749L 1 V1?L STop Support IIIUIQAvamv9somf Top & Base Base of Wall Stem OK Stem OK Stem OK = 6.75 ft 3.58 ft 0.00 ft = #5 #5 #5 = 16.00 in 16.00 in 16.00 In = Edge Edge Edge. = 5.251n 5.25 in 5.25 in = 0.000 0.261 0.538 = 0.0ft-# 241.711-# 569.3114 = 1,058.0 114 1,058.0 ft-# 1,058.0ft4 = 0.0 lbs 527.60)s = 0.00 pal 9.42 psi = 19.36 psi 19.36 psi Design height Reber Se Reber Spacing Reber Placed at Reber Depth 'd' DesignDats fb1FB + fafFa Momeit.Achiel MomeL.Ailoweble Shear Force @ this height Stew .... Actual Shear.... .Alloweble Reba- Lop Required = 25.00 in 25.00 in Reber embedment into footing = 6.00 in Other Acceptable Shes & Spacings: Toe None Specd -a- Not req'd, Mu cS • Fr Heel: None Spec'd -or- Not req'd, Mu <S • Fr Key. No key defined -or- No key defined OCHELTREE ARCHITECTURE Title: Job # 200 MARINE VIEW AVENUE Dsgnr: Date: 11:19AM, 31 OCT 01 DEL MAR CA, 92014 Description: (858) 755-4414 Scope: (858) 2590703 pap1 I 510300 I Restrained Retaining Wall Design cecnirinpOSec1rC9IcIII2tinfls I (c) 1983-99 ENERCM.0 Description PIRINEOS POINTE RESTRAINED 6' WALL t)i 7-4/ L S I - Criteria Retained Height = 6.00 ft Wail height the soil = 0.75 ft Total Wall Height = 6.75ft Tq)Suppat Height = r3.7'5 ft Slope Behind Wail = 0.00:1 Height of Soil eserToe = 0.75 in Soil Density = 110.00 pcf Soil Footing Strengths & Dimensions Allow Soil Booing = 2,000.0 pef ft = 2,000 psi Fy = 60,000 psi Equivalent Fluid Pressure Method Mm. As % = 0.0014 Heel Acthe Pressure = 35.0 roe Width = 0.92 ft Toe Active Pressure = 35.0 HeelWift = 1.58 Passse PresSure 400.0 Total Footing Width = 2.50 Water height or heel = 0.0 ft Footing Thickness 12.00 in FootingSoil Friction = 0.300 Sal height to Ignore KeyWidth = Key Depth 0.00 in 0.00 In for passnis pressure OLW In Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Coover 0 I up = .i..PJ In Lcv UUfl.= 3.00 In Surcharge Loads _] Uniform Lateral Load Applied to Stem Adjacent Footing Load I Surcharge Over Heel = 0.0 psf >>>NOT Used To Resist Sliding & Oisitum Lateral ___ 0.0 oft to TOP = 0.00 ft Adjacent Footing Land = 0.0 lbs Fooling Width = 0.00 ft Surcharge Over Toe = 0.0 psf Height to Bottom = o.00 ft Eccentricity = 0.00 In NOT Used for Sliding & Ortiirfling wall to Fig CL Dist = 0.00 ft Axial Load Applied to Stem Fooling Type Una Load Dead Iced = 220.0 lbs Base AboBeiow SadAxial at Back of Wail = 0.0 ft Mel Lha Iced = 560.0 lbs Mel Load Eccentricity = 0.0 in I Design Summary j Masonry Stem Construction Total Beoing Load = 2,278 lbs Thickness = 8.00 in fm = 1,500 psi Short Term Factor = 1.000 ..sesultad OCC. = 0.48 in wati Weight = 78.0 pct Fs = 24,000 psi Equiv. Solid Thick = 7.600 In Soil Presswe @ Toe = 999 psf OK Stem is FIXED to top of footing n Ratio (Es/Em) = 25.778 Soil Pressure @ Had = 823 psf OK Block Type = Medium Weight No Special Inspection Alowable = 2.000 rwf Solid Greeted Soil Pressure Less Than Allowable ACl Factored @Too = 1,473 psf l Factored @Heel = 1,213 psf Footing Sheer @ Toe = 10.9 psi OK Footing Sheer @ Had = 102 psi OK Allowable = 76.0 psi Reaction at Top = 102.3 lbs Reaction at Bottom = 755.1 lbs Sliding Calm Slat Resists All Suidina I Lateral Sliding Force = 75b.1 lbs I Footing Design Results Toe Heel Factored Pressure = 1,473 1,213 psf Mu!:IJpwad = 847 0ft4 Mu': Downward = 130 661114 Mu: Design = 718 661 ft-# Actual l-WayShow = 10.87 10.15 psi Allow 1-Way Shea = 76.03 76.03 psi OCHELTREE ARCHITECTURE Title: Job S 200 MARINE VIEW AVENUE Dsgnr. 0ate 11:19AM, 31 OCT 01 DEL MAR CA, 92014 Description: (858)7554414 Scope: (858) 259.0703 I Rev 510300 I User. 25,Ver5t3.V-JI999.WW2 Restrained Retaining Wall Design 2 (c) c:'cpirineos.ecwCaIculation, Description PIRINEOS POINTE RESTRAINED 6' WALL Summa!:y of Forces on Footing : Slab RESISTS sliding, stern is FIXED at footing Forces acting on footing for soil pressure >>> Sliding Forces are restrained by the adjacent slab Load & Moment Summary For Footing : For Soil Pressure Caics Mcmerd @ Top of Footing Applied 1mm Stern = -569.3114 Swchwgt Over Heel = lbs ft 114 Axial Dead Load on Stern = 760.0 lbs 1.25 ft 977.6114 Soil Or Toe = 6.3 lbs 0.46 ft 2.9114 Surthge Over Too =. lbs ft 114 Stem Weight = 526.5 lbs 1.2511 659.9ft4 Sod Over Heel = 602.811)s 2.04 ft 1231.7114 Footing Weight = 3.5 lbs 125 ft 453.1 ft-S Total Vertical Force = 2,278.1 lbs Base Moment = 2,755.9 ft4 SOIl Pressure Resulting Moment m 91.&4 PIGH or- FLJ LEMER M" 5r#4 K LAN DING L 0 4' Q i /4"Ø WLT IZuOC. 42O'rr £Oi.. @Toe #080 . in 0 Heel DL= 220., LL= 560.049999990.00054, £cc= 0.00051 Pp= 225.78#P1820316psf B57.5 999 34psf Stem OK Stem OK 2.75 0.00 Masonry Masonry 8.00 8.00 #5 #5 16.00 8.00 Edge Edge 0.210 0.801 184.8 629.9 200.2 1,260.0 1,407.1 1,751.9 3.3 11.7 25.8 25.8 Bar Develop ABOVE lit In = 30.00 30.00 Bar LHook BELOW lit in = 30.00 6.00 Wail Weight psi = 78.0 78.0 RebarDopth 'd' in= 5.25 5.25 Masonry Data I'm psl= 1,500 Fs psi= 24,000 SdldGroutlng = Yes Special Inspection = No Modular Ratio 'n = 25.78 Shod Term Factor = 1.330 Equlv Solid Thick. in= 7.60 Masonry Block Type = Medium Weight Concrete Data ft psi= Fy psi 1,500 24,000 Yes No 25.78 1.330 7.60 Other Acceptable Sizes & Spacings Too: #4@ 13.00 In, #5cff 20.00 in, #6@ 28.25 in, #7© 38.50 in, #80 48.26 In, #9@ 4 Heel: Not req'd, Mu <S • Fr Key Not recd,MucSFr OCHELTREE ARCHITECTURE Tide: Job * 200 MARINE VIEW AVENUE Dsgnn Date: 11:21AM, 31 OCT 01 Description: DELMAR CA, 92014 (858)7554414 scope: (858) 259-0703 Rev 510300 Page I I User. KW-0803023,Ve5.1i,23-Jw-1999.Wr.32 Cantilevered Retaining Wall Design (c) 198 c:iñnCalculaons 3-99 ENERCA1C Description Criteria -. Retained Height = - 6.00 ft Wail height above soil = 0.75 ft Slope Behind Wall = 0.00:1 lieightet Sol over Too = 0.751n Soil Density = 110.00pcf Wind on Stem = 0.0 psi Soil Data Allow Soil Bearing =Z000.0psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 Toe Active Pressure = 35.0 Passive Pressure = 400.0 Water height had = 0.0 It FootingSoIl Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in Footing Strengths & Dimensions fc = 2,000 psi FY = 24,000 psi Min.As% = 0.0012 ToeWidth = 2.0oft HeelWidth = 100 Total Footing Width Footing Thickness = 1200 In KeyWicith = 12.00 in Key Depth = 14.00 in Key Distance from Toe = 1.50 it I Axial Load ie Stem j Design Summy - Total Bearing Load = 2,514 lbs ... resultentecc = 0.39m Sail Pressure @Too = 892 psf OK Soil Pressure @Heal = 784 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACl Factored @Too = 1,194 psf ACI Factored 0 Heel = 1.050 psf Footing Show @Toe = 18.2 psi OK Footing Shear 0 Heal = 7.7 psi OK Allowable = 76.0 psi Wall Stability Ratios Overturning = 2.15 OK Sliding = 1.83 OK Sliding Calm (Vertical Component Used) Lateral Sliding Force = 837.7 lbs less 100% Passive Force = - 993.8 lbs less 100% Friction Force = - 574.3 lbs Added Farce Req'd = 0.0 lbs OK ...fcr 1.5: 1 StabIlity, = 0.0 lbs OK Footing Design Results Factored Pressure Toe Heel = 1,194 1,050 psf MLt: Upward 0 oft# Mu': Downward = 0 277 ft-it MLE Design = 2142 277 ft-it Actual 1-Way Shear = 18.16 7.69 psi Allow 1-Way Shear = 76.03 76.03 psi Toe Reinforcing = None Specd Heal = NoneSpecd Key Reinforcing = None Specd Mal Dead Load = 290.0 lbs Aidai Live Load = 600.0 lbs Stem Construction - Design height ft= Wall Material Abcm "Hf' = Thickness = Rebar Size = Rebar Spacing = Reber Placed at Design Data fb/FB+falFa = Total Force 0 Section be = McrnenL..Mtual ft-it = Mou,anL...Allcevable ft-#= Shear .... Actual psi Shear .... Allowable psi = Cover 0 Top = 3.00 In © Btm.= 3.00 in Mal Load Eccentricity = 0.0 in p Stem 2nd OCHELTREE ARCHITECTURE 200 MARINE VIEW AVENUE DEL MAR CA, 92014 (858) 7654414 TWo: Dsgnr Description: Scope: Job # Pate: 11:21AM, 31 OCT 01 Page 2 I PAW.5t0300 I User. 6O2523.Ve5.t3.22-Jl999,WTh32 Cantilevered Retaining Wall Design (C) 19-99 ENERCALC c:\ecpInneos.ecwCaIcuIations I Description SummaU OverturninalResisin &Momen!s -I OVERTURNING RESISTING..... IF Distance Moment Force Distance Moment ttem lbs ft ft4 lbs ft ft-# Heel Active Pressure = 857.5 2.33 2,000.8 Soil Qver Heel = 220.0 2.83 623.3 Toe Active Pressure = -19.8 0.35 -7.0 Sloced Sod Over Heel = Surcharge Over Toe = s4acent Footing Load = Added Laterel Load = Load @ Stem Abom Soil = Seismicloal = Total = 837.7 O.T.M. = 1,993.8 ReslstlnglOverWrnlng Ratio 2.15 Vertical Loads used for Soil Pressure = 2,5142 Its Vertical compo lerd of active pressure used for soil pressure Surcharge Over Had A4acerd Fng Load MaI Deal Load on Stem = 290.0 2.33 676.7 Soil Over Toe = 13.8 1.00 13.8 StrchargeOverToe = Stem Weight(s) = 526.5 2.33 1,228.5 Earth © Stern Transitions = Footing Weight = 450.0 1.50 675.0 Key Weight 175.0 2.00 350.0 Vat. Component = 239.0 3.00 717.0 Total 1,914.2 Pas R.M. 4,2842 8.00005in Mas wf #5 # 16.in o/c 3/4" @Toe @ Reel DL= 290., LL= 290.050000000.00051, Ecc= 0.00051n Pp= 993.84# 0 OF784.09vf 892.06psf BUILDING SHELL 0 0 0 0 0 0 0 0 0 0 0 Total Assembly R-value U-value Component Type --------------- Door Door Wall Wall Wall Wall Wall Wall Ceiling Floor Floor Slab Perimeter Slab Perimeter 0.330 0.330 0.088 2.470 0.088 0.088 0.088 0.088 0.031 0.028 0.295 0.756 0.507 3.03 3.03 11.36 0.40 11.36 11.36 11.36 11.36 32.26 35.71 3.38 0 0 INSULATION Cavity Sheathing Insul Insul R-value R-value 0 0 13 0 13 13 13 13 30 30 0 0 0 Location! Comments ----------------------- Unconditioned Outside Unconditioned. Unconditioned Outside Outside Outside Outside Attic Unconditioned Grade Outside Unconditioned CERTIFICATE OF COMPLIANCE: Residential Page 1 CF-1R ------------------------------------------------------------------------------- Project Title: Pirineos Pointe, Bldg. 3 Run: .047 06-Dec-01 Project Address: Pirineos Way Pirineos Pointe Bldg. 3 Carlsbad, CA Building Title: Pirineos Pointe, Bldg. 3 Building Permit # Document Author: Marilyn A. Ocheltree Telephone: (858) 755-4414 Plan Check / Date Compliance Method: CALRES2 1.4.02 Field Check / Date Climate Zone: 7 GENERAL INFORMATION Conditioned Floor Area: 6364 ft2 Average Ceiling Height: 91 0" ft-in - Building -Type: MF Multi-Family Building Front Orientation: 90 deg (East) Glazing Area, % of Floor Area: 15.0% Average Fenestration U-Value:0.51 Average Fenestration SHGC: 0.56 Number of Stories: 2 Number of Dwelling Units: 4.00 Floor Construction Type: Raised floor FLOOR TYPES AND AREAS Construction Type Area (ft2) Conditioned? Exterior Conditions/Descripti ------------------- ------------ Non-Slab 2197 Yes Unconditioned Slab 1043 Yes Grade a ti / 32.cs JAN-30-2002 WED 01:20 PM CITY OF CALBAD -. FAX NO. 760 6Q2 8558 P. 10 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 districts and returned to the City prior to Issuing a building permit. ThCity will not issue any buIIdingpermit without a completed schoolfee form. Project Name: Building Permit Plan Check Number Project Address: A.P.N.: Project Applicant (Owner Name): Project Décriptlon: Building Type: Residential: CA 0/ 3,2-5-S X. zoo - ' ?f2 O ••' Number of New Dwelling Units_ are Feet of Living Area in New Second Dwelling Unit: Square Feet of Living Area in SDIJ Residential Additions: Commercial/Industrial: City Córtification of Applicant Information: Net Square Feet New Area Feet Floor Area Date: 1 130/621 Carlsbad Unified School District Si Marcos Unified School District 801 Pine Ave. 215 Mata Way CaIsbad CA 92009 (729-9291) - San Marcos, CA 92069 (736-2200) Mon School Dias"San Dieguito Union High School District 101 South R.ancho Santa Fe Rd 710 Encinitas Blvd. Eticautas, CA 92024 (944-4300) Encinitas, CA 92024 (753-6491) Certification of ApplIca he person executing this declaration ('Owner) certifies under penaltyof penury that (1) the Information provided above Is correct and true to the best of the Owner's knowledge, and that the Owner will rile an amended certification of payment and pay the additional fee if Owner requests an increase In the number of dwelling units or square footage after the building permit Is Issued or if the Initial determination of units or square footage is found to be Incorrect, and that (2) the Owner Is the ownerdeveloper of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. Signatuxe; Date: 1635 Faraday Avenue • Carlsbad, CA 92008-7314 ..(760) 602•2700 • FAX (760) 602-8560 4MAUWS JAN-30-2002 WED 01:16 Pfl CITY OF CARSLBAD FAX NO, 76D U2 8558 P. 03 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 undersignOd, being duly authorized b 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 coitiplated other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL 44l n . -. DISTRICT OFFICIAL . , ....... . • - TITLE NAME OF SCHOQL DISTRICT DATE PHONE NUMBER:, . .. . . . ,. . . ( 1 JAN-30-2002 WED 01:21 PM CITY OF CARSLBAD FAX NO, 760 662-8558 P. 12 V.-.- - - CitV. Carlsbad 1 CERTIFICATE OF COMPLIANC PAYMENT OF SCHOOL FEES OR OTHER MITIGATION This form must be completed by the City, the applicant, and the appropriate schoo., districts and returned to the City prior to Issuing a building permit. ThCity will not issue any building,permit without a completed school fee form. Project Name: Building Permit Plan Check Number: Project Address: A.P.N.: Project Applicant (Owner Name): Project Desetiption: Building Type: Residential: Nmber of New DieHigUnits - 1' Square Feet of Living Area in New Dwelling Second Dwelling Unit: Square Feet of Living Area in SDU V Residential Additions: Net Square Feet New Area Commercial/Industrial: S uare Feet Floor Area City Certifi6ation' of Applicant Information:W Date: V SCM L DISTRICTS WITRIN T OF CARLSBAD Carlsbad Unified School District San Mazcos Unified School District 801 Pine Ave. 215 Mala Way Carlsbad CA 9200c(729.929 1) San Marcos, q&2269 (7 -2200 Bncuutaa Union School District an Dieguito Union High School District 101 South Rancho Santa F's Rd 710 Encinitas Blvd. Encinitas, CA 92024(944-4300) Encinitas, CA 92024 (753.6491) Certification of Applicant/Owners. The person executing this declaration ("Owner) certifies under penalty of perjury that (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 amende d certilcatlon of payment and pay the additional fee if Owner requests an Increase in to number of dwelling units or sq u a r e footage alter the bi1ding permit I$ issued or if the Initial determination of units or square footage is found to be incorrect, and that (2) the Owner: is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. Sig-nature: Date 135 Faraday Avenue• CarIsad, CA 92008-7314 • (760)602-2700 - FAX (760) 602-8560 EricJ.Hal AL. Surirtendflt, tisineS ._ S. JAN-30-2002 WED 01:22 PM CITY OF CARLBA - FAX NO. 760 60.28558 P. 13 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT TSCHOQL DISTRICT REQUIREMENTS FO R T H E P R O J E C T ( ) 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 facilitie s . T h i s i s t o c e r t i f y t h a t the applicant listed on page 1 has paid all amounts or completed other applicable sc h o o l mitigation determined by the. School District. The City may issue building per m i t s f o r t h i s p r o j e c t . SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL. . . .... 7_'. TITLE . . NAME OF SCHOOL DISTRICT( DATE PHONE NUMBER _d03 15:33 8586890234 COAST CONTRACTING PAGE 02 LEUCADIA COUNTY WATER DIST*ICT APPLICATION FOR SEWER SERVICE The application must be signed by the owner (or his representative) of the property to be serv 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. FAIL U R E T O M A K E S U C H SUBMITTAL WILL RESULT IN AUTOMATIC CANCELLATION OF THE SEWER P E R M I T . T H E S E W E R CONNECTION FEE LESS A $50 ADMINISTRATIVE FEE WILL BE REFUNDED. A six-month construction period shall be provided and sewer service charges forth e b a l a n c e o f t h e f i s c a l year shall be collected at the time of application for sewer permits. Sewer service ch a r g e s f o r s u b s e q u e n t f i s c a l years shall be collected on the tax roll in same manner as property taxes. If the six-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 propertytaxes. The full sewer service 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 manner as property taxes. There will be no additional f e e o r r e f u n d i f s e r v i c e actually commences on a different date- The prorated sewer service charge shall not be required in those application for 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 charges shall co m m e n c e u p o n c l o s e o f escrow arid will be the responsibility of the buyer. If a service lateral is required, it must be installed by the owner/applicant in con f o r m a n c e w i t h the specifications, rules and regulations of the District and subject to insp e c t i o n b y t h e D i s t r i c t . A DISTRICT INSPECTOR MUST BE ON THE SCENE AT THE TIME OF CONNECTI O N . The service lateral is that -part of the sewer system that extends from the main collection line in the street (or easement) to the point in the street (at or near the applicant's property line) w h e r e t h e s e r v i c e l a t e r a l i s connected to the applicant's building sewer. The applicant is also responsible for t h e c o n s t r u c t i o n , a t t h e applicant's expense, of the building of sewer from the applicant's plumbing to the 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, mai n t e n a n c e a n d c o n n e c t i o n of the service lateral to the main line. IT MUST BE INSPECTED AND APPROVED BY THE DISTRICT BEFORE THE SEW E R S Y S T E M M A Y B E USED BY THE APPLICANT, THE APPLICANT, OR HIS AUTHORIZED REPRESENTATIVE M U S T N O T I F Y T H E DISTRICT AT THE TIME INSPECTION IS DESIRED. ANY CONNECTION MADE TO THE S E R V I C E L A T E R A L OR COLLECTION LINE WITHOUT PRIOR APPROVAL AND INSPECTION BY THE DI S T 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 AT THE SCENE AT THE TIME OF CONNECTION. IF, FOR AN Y R E A S O N , A C O N - NECTION IS IMPROPERLY MADE, IT SHALL BE THE RESPONSIBILITY OF THE A P P L I C A N T , A T T H E APPLICANTS EXPENSE, TO DIG UP OR OTHERWISE RE-EXPOSE THE CONN E C T I O N S O T H A T A N INSPECTION MAY BE MADE AND THE APPLICANT AT THE APPLICANTS EXPEN S E S H A L L M A K E A N Y CORRECTIONS OR ALTERATIONS REQUIRED BY LCWD. IN THE EVENT THAT THE A P P L I C A N T , F O R A N Y REASON, FAILS TO TAKE APPROPRIATE ACTION, THE DISTRICT RESERVES THE RIG 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 IN C U R R E D B Y L C W D I N TAKING SUCH CORRECTIVE ACTION SHALL BE BILLED TO THE APPLICANTAN D M A Y B E R E C O R D E D A S A LIEN AGAINST THE APPLICANTS PROPERTY EQUAL IN PRIORITY TO A TAX L I E N . Pirineos Point LLC OWNERS NAME 5-69-91I PHONE NUMBER 7610 jj way La SERVICE ADDRESS_____ 7929 Silverton Ave. Ste MAILING ADDRESS Ste 609 San Diego CA 92126 Costa 3950.00 CONNECTION FEE: 0 PRORATED SEWER SERV. FEE: $ 55,300.00 - - - TOTAL $ TYPE/BUILDING Apartments #/UNiTS..._14 2522 PAIDBY: DCASH CHECK# TV undersied hereby a rees that the above information given is correct and agrees to the T .0 ,, , /12 102 ____________ 2 Owner Signature Date Rec'd by Account No. Ret: 156 S.PERMIT1 TRACT NAME/NO. ________ LOT # ASSESSOR'S PARCEL NO. -_216-200-.2400 BUILDING 2i1r=_ PLANNING ENGINEERING II J Of FIRE APPR/FORM HEALTh DEPT HAZMAT/AIRQUAL OThER 8EWER DISTR 4- _____________ To BLDG GRADING LETTER 1 PLANcORA L'-ctn I ENOCORR 8001001 FORM 2. FD FORM PE&MWORKSHEET BLDG FEES COMPLE1I I e(JL7ctr S I)-cI 29 rz - - 315-10 14 O-c ¼ S-2 7L/4 c '5 z " / ~ p- z /4yc 0 L-'L//' • / 5t f CB013255 2622 PIRINEOS WY CBAD . PLRINEOS POINTE - APARTMENTS BLDG 93 -4 UNITS-6364 SF, GAR 2176, DK 160 5 RESDNTL APT _..Lpt#: CLUBB DARRYL / • City of Carlsbad 1635 FaradayAv Carlsbad, CA 92008 11-14-2002 Residential Permit Permit No: 0B013255 Building Inspection Request Line (760) 602-2725 Job Address: 2622 PIRIN EQS WY CBAD Permit Type: RESDNTL Sub Type: APT Status: ISSUED Parcel No: 2162002400 Lot #: 0 Ap3lied: 10/15/2001 Valuation: $555,308.00 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 - APARTMENTS Orig PC#: BLDG #3 -4 UNITS-6364 SF, GAR 2176, DK 160 SF Plan Check#: Applicant: Owner: CLUBB DARRYL 213 • 7909 SILVERTON AVENUE SAN DIEGO CA 92126 858-689-8911 Total Fees: $44,854.10 Total Payments To Date: $44,854.10 Balance Due: $0.00 Building Permit $1,924.72 Meter Size FP5/8 Add'I Building Permit Fee $0.00 Add'I Red. Water Con. Fee $0.00 Plan Check $1,251.07 Meter Fee $455.00 Add'I Plan Check Fee $0.00 SDCWA Fee $6,012.00 Plan Check Discount $0.00 CFD Payoff Fee $0.00 Strong Motion Fee $55.53 PFF $10,106.61 Park in Lieu Fee $0.00 PFF (CFD Fund) $9,329.17 Park Fee $0.00 License Tax $0.00 LFM Fee $1,240.00 License Tax (CFD Fund) $0.00 Bridge Fee $0.00 Traffic 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 Add'I Renewal Fee $0.00 MECHANICAL TOTAL $207.00 Other Building Fee $0.00 Housing Impact Fee $0.00 Pot. Water Con. Fee $10,200.00 Housing lnLieu Fee $0.00 Meter Size D1.5 Master Drainage Fee $0.00 Add'I Pot. Water Con. Fee $0.00 Sewer Fee • $0.00 Red. Water Con. Fee $0.00 Additional Fees $0.00 TOTAL PERMIT FEES $44,854.10 FOR OFFICE USE ONLY PLAN CHECK NO EST. VAL. Plan Ck. Deposit Validated By_________________________ Datef(—+—p2_ PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad,-CA 92008 : /1..1f#'V(i Address (include Bldg/Suite #) Business Name'(at this address) Legal Description Lot No. Subdivision Name/Nuri4T4/17C Unit No. Phase No. Total # of units 1c,c/~7'Z1?7 'C #iwce - _________ Assessor's Parcel # Existing Use '01 Proposed Use Description of Work SQ. FT. #of Stories # of Bedrooms # of Bathrooms ON"T b óphdWf) kjop L54f!A/C , ' Name Address City State/Zip T Telephone # Fax # L3 jc.r QgeniprGontçç9,r Name Address City State/Zip Telephone # Tovi ' •J - L.1 M. 2 - .': 11 OR Name Address City State/Zip Telephone # (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed: statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($5001). Name Address City State/Zip Telephone # State License # - - License Class City Business License # Designer Name Address City State/Zip Telephone State License # RKRSOMPENSATION 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. 0 I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, forthe performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company Policy No, - Expiration Date__________________ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100) OR LESS) E] 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 3j I hereby affirm that I am exempt from the Contractor's License Law for the following reason: o I, as owner of the property or my employees with wages as their sole compensation, will d0 the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale), 0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). 0 I am exempt under Section Business and Professions Code for this reason: 1. I personally plan to provide the major labor, and materials for construction of the proposed property improvement. 0 YES []NO 2.- I (have / have not) signed an application for a building permit for the proposed work. . I have contracted with the following person (firm) to provide the proposed construction(include name / address / phone number / contractors license number): I plan to provide portions of the work, but I have hired the-following person to coordinate, supervise and provide the major work (incl,.ide name / address / phone number./ contractors license number): - 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work): PROPERTY OWNER SIGNATURE - DATE Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley Tanner Hazardous Substance Account Act? 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. I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAME LENDER'S ADDRESS • - I certify that I have read the application and state that the above'information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of-the Cit, of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY-IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE-OF THE GRANTING OF THIS PERMIT. OSHA An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit iss e building Officia the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is t commenc d hin 1 fronflhe date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work commenced fo p • 180 da s Section 106.4.4 Uniform Building Code). • . S - APPLICANT'S SIGNATU • DATE •/"_/'4/—Q ___-- - WHITE: File - YELLOW: Applicant PINK: Finance - EsGil Corporation In Partnership with Government for Building Safety DATE: November 26, 2002 0 APPLICANT JURISDICTION: Carlsbad IJ PLAN REVIEWER FILE PLAN CHECK NO.: PCR02-299(01-3255.rev) SET: I PROJECT ADDRESS: 2622 Pirineos Way PROJECT NAME: Structural and Truss Revision for BLDG. 3 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. El The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. LII The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. - El The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Darryl Clubb 7929 Silverton Avenue, #609, San Diego, CA 92126 Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Darryl Clubb Telephone #: (858) 689-8911 518-7033(Cell) Date contacted: (by: ) Fax #:0234 Mail Telephone Fax In Person LII REMARKS: By: Bert Domingo Enclosures: Esgil Corporation EGA LIMB EJ [:1 PC 11/15/02 trnsmtl .dot VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: PCR02-299(01- 3255.rev) PREPARED BY: Bert Domingo DATE: November 26, 2002 BUILDING ADDRESS: 2622 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 Icb IBY Ordinance I Bldg. Permit Fee by Ordinance V Plan check Fee by Ordinance [j Type of Review: El Complete Review El Structural Only Repetitive . ve Fee []Other LI Repeats Hourly ii Hour LnF- Esgil Plan Review Fee * Based on hourly rate Comments: I • $120.00I I • $96.00I. Sheet I of I macvalue.doc Right Roof Floor 31ock 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 12744 1 c di/oJ 1stFloor Slab/Foundati' Ridge FtoB LtoR Runs? V Hlns? Y Pv'sp C4LcS 1116102 1 Lateral ThadiAfaHbtgtt&Weight-Data- Date: Firm:. OCHELTREE-AF Job: PIRINEOS POINT BLDG 10 By: PCO FLOOR PLAN AREAS & SHEAR WALL GRID SPACING r......L1_L i.j 4 Ck I Left n r c hear Wall Spacing 21 21 21 21 7 7 w-moSack A Roof R R R R 2ndFlIRf 26 2 2 2 2 1st Fl I I Roof R R R R 2ndFl/Rf 16 2 2 2 2 "111 1st FI I I I I 2nd FIIRf 1st FI oof 2nd Fl/Rf Fl r 1st I 2nd Fl/Rf 111110119111 Ist Fl 2nd FIiRf Fl &:111 Roof ::1st 2nd FlIRf 1st Fl 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 882 Perimeter Wall 42 Overall Depth 42 1st Floor Floor Block Area 882 Perimeter Wall 42 Overall Depth 42 Ness of 10% of least horiz. © 1995 Archforms Ltd. Lateral Load Analysis & Construction Design Software TYPICAL DEAD LOADS -Establish Dead Loads (lbs/sf). Roof Interior Wall Roofing 15.5 Gyp.Bd 4 Sheathing 1.5 Framing 4 Framing 2 Int. Finish Snow Other 19 8 Exterior Wall Ext Finish 2 Shear 1,5 Framing 4 Insulation 0.5 Gyp. Bd. 2 WI Area 10 We= 64.8 FLOOR HEIGHTS & WIN 84.872 *Establish Floor to Floor and Ro Wi= Roof Roof Floor 313.2 Pitch Height Height 347.73 X/12 N I L Plan w/ both 4-Jan 7 Legs >15% of Plan.Y? Enter Roof Height Roof Area 3637 9 vRe 1399 vRi 2566 2nd Fl Depth 1.3 Roof Area Fl to Fl Height 10.3 Page 1 MaxQuake URE All Rights Reserved Q99.07We7 882 882 882 Floor Area 3528 42 WI Perimeter 252 1st Fl Pp - S if Slab 1.3 Z= 3.6 hRe= hRi= vRe Ave. Sill to Fl Ht 5 We= 64.8 Wi= 691.2 vRi 882 882 882 Floor Area 3528 Wind Ht.@Ridge 28.8 42 WI Perimeter 252 Wind Ht.(Gable 25.3 Z= 4.12 We= 84.872 Wi= 780.328 or 40% of ht. but not less than 4% of least hoiiz. dim. but at least 3ft. Ok I Mean Roof Ht. 27.8 Ceiling Insulation Framing 0:5 Gyp. Bd. 2 Other 3.5 Floor Flooring 4 Sheathing 2 Framing 3.5 Insulation 0.5 Other C7 S= 7o'9 SEISMIC LOADS 'Establish Dead Loads' Mat Weights 2nd Floor 1st Floor Base Level Item DL(osfl Area (Sf) DL(Ibs) Area(sf) DL(Ibs) Area(sf) 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 WtIntWI 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' Tributary Weight Wt Roof 2nd Wt Cell 2nd 1/2Wt Ext WI 2 WtlntWl2 Wt Floor 2 Wt Roof 1st WtCeil 1 1/2 Wt Ext WI 1 Wt Int WI I Wt Floor I 1/2Wt Ext WI Bsmt Wt Cell Bsmt Line Sum 92794.8 107226 89838 W= 289859 Roof 2nd Fl 1st Fl Wt Line Line Line Sum 69106.8 69106.8 12348 12348 11340 11340 22680 35280 35280 35280 35280 12348 12348 12978 12978 25956 35280 35280 35280 35280 6300 '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 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)' FronttoBack SidetoSide Roof 2 21,491 Seismic 21,491 Seismic Lateral Load Analysis Page 2 MaxQuake @ 1995 Archforms Ltd. Date: Firm: OCHELTREE ARCHITECTURE All Rights Reserved Lateral Load AnaIysis.& , Job: PIRINEOS POINT BLDG 1,0 By: P00 Q99.07We7 Construction Design Sftiare BUILDING CODE 'Distribute Shear to Various Levels' UBC formula (30-15) 'Select Code' Force at Level x = V (Wlx)(Htx)/Sum(Wti)(Hti) Ft assumed = 0 96 BOCA I-It is measured from plate to foundation EEh'p (30-1) 97 SBCCI Wt x Ht x Nt)(Ht) Fx p F to B p L to R X 97 UBC 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=gslwCeCg I I I Vp 70 Figure 16-1 19.7 Ex B Section 1616 Iwl_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= -635 Vt. Force (psf) 'Determine Base Shear' UBC Section 1630.2 Zone 4 Fig.16-2 Seismic Source Type A Table 16-U Soil Prof SD Table 16-J Fault Distance15 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 to Pg 9) Nv=_1.00 Table 16-T formula (30-4) (30-5) (30-6) (30-7) E= CvIW/RT but not> 2.5CalW/R but not < 0.11CaIW zone 4 not< 0.8ZNvIW/R 139296 57972 14029 16865 E/1.4= 41,408 lbs E/1.4=V 1612.3.1 formula (12-9) For CodeTablereferencesusedbyMaxQuakeseeCodeSectionscitedor AppendixA(below) 2nd Fl/Roof I 1st Floor 15,636 Seismic 7,579 Wind 15,636 Seismic 4,281 Seismic e Shear Wall Segments Data, Lines 1-8 Page 3 MaxQuake © 1995 Archforms Ltd. Date: 11 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 ILine 3 ILine 4 Line 5 ILine 6 ILine 7 ILine 8 Segment (Seg) names a-q appear to show possible quadrants (q). Remove Segs not used. Move and add 1,2 ... to denote multiple (m) segs in a quadrant, ie., b2. - Sag Variables; Lg: Se n loth. Ht: Seq hqht (from pg 1). B: Bearing Wall? - B=yes. E/I: Ext. or Int. Wall? - E=Ext, l=lnt. S: Stacked Seq above, same row, q&m & q. 2nd Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Sag Wall Variables Seg Wall Variables Level q&m Lg Ht BE/I q&m Lg Ht BE/I q&m Lg Ht BE/I q&m Lg Ht BE/I q&m Lg Ht BE/I q&m Lg Ht BE/I q&m Lg Ht BE/I q&m Lg Ht BE/I A1898E A116981 All 16981 All 1698l 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 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 Seg Wall Variables Seg 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 BE/ISq&m Lg Ht BE/lSq&m Lg Ht BE/lSq&m Lg Ht BE/lSq&m Lg Ht BE/lSq&m Lg Ht BE/lSq&m Lg Ht BE/lSq&m Lg Ht BE/IS AI89BE All 169Bl A1169B1 A1169B1 AI89BE BI 8 11 BE BI 16 11 B I BI 16 11 B I BI 16 11 B 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 BE/lSq&m Lg Ht BE/lSq&m Lg Ht BE/lSq&m Lg Ht BE/lSq&m Lg Ht BE/lSq&m Lg Ht BE/lSq&m Lg Ht BE/lSq&m Lg Ht BE/IS B126 4 B E B152 4B1S131 52 4B151131 52 4BlSB1 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. Ht/Lg >2 limit appears if exceeded. See Code Ch. 16 for HtILq limits for other assemblies. Shear Wall Segments Data, Lines A-H Page4 MaxQuake @1991 Archforms Ltd. Date: Firm: OCHELTREE ARCHITECTURE All Rights Reserved Lateral Load Analysis & Job: PIRINEOS POINT BLDG 1 &3 By: P00 099.07We7 Construction. Design Software Line A ILineB ILine C Line D Line E ILine F Line G ILine H Segment (Seg) names 1-7 appear to show possible quadrants (q). Remove Segs not used. Move and add a,b ... to denote multiple (m) seg's in a quadrant, ie., 2b. Seg Variables; Lg: Se lqth. Ht: Seg.hqht (from pg 1). B: Bearing Wall? -B=yes. Eli: Ext. or mt. Wall? - E=Ext, l=lnt. S: Stacked Seq above, same row, q&m &!5 Lg. 2nd Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Level q&m Lg Ht B Ell q&m Lg Ht B Ell q&m Lg Ht B Ell q&m Lg Ht B Eli q&m Lg Ht B Eli q&m Lg Ht B Eli q&m Lg I-it B Ell q&m Lg Ht B Eli IA 7 9 B E IA 8 9 B E A,B,C.. 2A 5 9 B E I IS 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 3B 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 Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wail Variables Seg Wall Variables Seg Wall Variables Seg Wail Variables Seg Wall Variables Level q&m Lg Ht B Ell S q&m Lg Ht B Ell S q&m Lg Ht B Ell S q&m Lg Ht B Ell S q&m Lg Ht B Eli S q&m Lg Ht B Ell S q&m Lg Ht B Ell S q&m Lg Ht B Ell 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 IS 5.5 11 B E 213 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 11 B E 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 Seg Wall Variables Seg Wail Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Level q&m Lg Ht B Ell Sq&m Lg Ht B Ell Sq&m Lg Ht B Ell Sq&m Lg Ht B Ell Sq&m Lg Ht B Ell Sq&m Lg Ht B Ell Sq&m Lg Ht B Ell Sq&m Lg Ht BE/IS IA 3.5 7 B I IA 21 4 B E S IA 21 1 B I 2A 5 7Bi 2A 2I4BES2A 211B1 3A 5 7 B I 3A 21 4 B E 3A 21 1 B I- 4A 5 781 4A 2I4BES4A 211B1 413 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. "HtlLg >2 limit" appears if exceeded. See Code Ch. 16 for HtlLg limits for other assemblies. Lateral Load Distribution & Overturning Moment Page 5 MaxQuake © 1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: j, 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 Vnet*ht Vadj= V= SumV= Distrib trib fi A/Sum flA bib wi A/Sum WA Sum 1ev. w*trib area WtJft*LgI2/2k SumV*Ht*Lg/Lg SumV from adj Ln Ln%*Vmax SorW Vadj+Vabv+V 2nd % SIW 12.9 12.5 % S/W 25.8 25 % S/W 25.8 25 % S/W 25.8 25 % SM! 12.9 12.5 % SM! % S/W % S/W Level Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seismic Al 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 BI 117 13.5 24.9 BI 117 13.5 24.9 BI 135 3.89 12.5 SW rV will / V level Frame V frame/ Vadj line 2 Vadj line I or 3 Vadj line 2 or 4 Vadj line 3 or 5 Vadj line 4 or 6 Vadj line 5 or 7 Vadj line 6 or 8 Vadj line 7 V level 2nd level V 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 1st % SM! 12.5 12.5 % SM! 25 25 % SM! 25 25 % SM! 25 25 % SAN 12.5 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 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 Bl 415 35.4 43.6 BI 350 10.1 26 2-20/ (r max AbA.5) Vadj line 2 Vadj line 1 or 3 Vadj line 2 or 4 Vadj line 3 or 5 Vadj line 4 or 6 Vadj line 5 or 7 Vadj line 6 or 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 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 list 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 9.44 s Sum V 4.72 Sum V Sum V Sum V Base % SM! 12.5 12.5 % SM! 25 25 % SM! 25 25 % SM! 25 25 % SM! 12.5 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 Wind BI 492 111 21 BI 655 590 7.01 Bl 655 590 47.7 BI 655 590 7.01 BI 492 111 21 7,579 V 2-20/ (r max AbA.5) Vadj line 2 Vadj line 1 or 3 Vadj line 2 or 4 Vadj line 3 or 5 Vadj line 4 or 6 Vadj line 5 or 7 Vadj line 6 or 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 @1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: Firm: OCHELTREE ARCHITECTURE Job: PIRINEOS POINT BLDG 1 &3 By: PCO Q99.07We7 Construction Design Software Lateral Line A 1¼ 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= SumV= Distrib trib fl A/Sum flA tñb wi A/Sum WA Sum 1ev. wtrib area Wt/ft*LgA2/2k SumV*Ht*Lq/YLg SumV from adj Ln Ln%*Vmax SorW Vadj+Vabv+V 2nd % S/W 31 31 % SM! 50 50 % SEW 19 19 % SEW % S/W % S/W % SEW % S/W Level Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg WIft RM OTM Seg W/ft RM OTM Seg 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 213 383 6.2 19.3 2A 270 7.78 14.9 r=V wall 3A 363 4.3 16.1 3A 270 7.78 14.9 *10fl% 4A 383 8.43 22.6 3B 270 12.2 18.6 I 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 10.7 s Sum $ Sum V 10.7 Sum Sum Sum Sum Sum 1st % SM! 31 31 % SM! 50 50 % S/W 19 19 % SEW % SIW % SM! % SM! % 5/W Level Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM 5e9 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 28 603 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 S 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 levV 4,84 0.05 1st levV 7.82 0.09 1st levV 2.98 1st levV lstlevV lstlevV 1st levV 1st levV s Sum 15.6 s Sum 7.82 s Sum 13.7 Sum Sum Sum Sum Sum Base % 5/W 31 31 % SEW 50 50 % 5/W 19 19 % S/W % S/W % 5/W % S/W % S/W Level Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Sag W/ft RM OTM Seg W/ft RM OTM Seg 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 AV .5) Vadj line B Vadj line AorC Vadj line BorD Vadj line CorE Vadj line DorF Vadj line EorG Vadj line ForH Vadj line G 1.00 r= V above 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 16.91 s Sum V 9.961 s Sum V 14.5 -Sum V I Sum V I Sum V I Sum V I Sum V Shear Wall and Hold Down Requirements Page 7 MaxQuake @1111 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 ILine2 Line 3 ILine 4 Line 5 Line 6 Line 7 Line 8 Uplift = Overturning Moment (OTM) - Resisting Moment (RM) I Segment Length (Seg Lg). Minimum required Hold Down (HO Type) selected from Hold-down and all Strap Schedule on Page 9. 2nd HD HD HD HD HD HD HD HD Level Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Al 1,070 A Hib Al 714 A HIa Al 714 A HIa Al 714 A Hia Al 1,070 A Hlb 1,2,3.. BI 1,070 A Hib BI 714 A HIa BI 714 A Hla BI 714 A Hia 61 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 1 Wall Type A 6 Wall Type A 6 Wall Type A 6 Wall Type A 6 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 HD HD HD HD HD Level Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Al 1,468A 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 61 509 A Hia BI 509 A Hla 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 Wall Type A 4 Wall Type A 4 Wall Type A 4 Wall Type A 4 Wall Type Wall Type Wall Type Roof Uplift from Side to Side resisted by Left and Right Ext. Walls Uplift (plf) 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 HD HD HD HD HD HD Level Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type BI BI BI 61 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 01995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: Firm: OCHELTREE ARCHITECTURE Job: PIRINEOS POINT BLDG 1 &3 By: PCO 099.07We7 Construction Design Software Line A Line B Line C Line D A Line E Line F Line G Line H Uplift = Overturning Moment (OTM) - Resisting Moment (RM) I Segment Length (Seg Lg). Minimum required Hold Down (HO Type) selected from Hold-down and all Strap Schedule on Page 9. 2nd HD HO HD HO HO HO 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 2,019 A H2 IA 888 A Hia A,B,C.. 2A 2,363 A H2 lB 645 A Hia Wall 21B 2,191 A H2 2A 888 A Hia Lines 3A 2,363 A H2 3A 888 A Hia Run 4A 2,019 A H2 31B 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 Wail 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 1st HD HD HD HD HO HD HO 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 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 2113 2,977 A H5 2B 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 2,130 A H2 Shear(plf) 536 Shear(plf) 174 Shear(plf) 335 Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Wall Type A 2 1 Wall Type A 6 1 Wall Type A 4 Wall Type Wall Type Wall Type Wall Type Wall Type Roof Uplift from Front to Back resisted by Front and Back Ext. Walls Uplift(plf) Rf I © Ext WI Uplift Detail © Rf I & Ext WI NA StrapslHold-Downs must run continuous down hreugh the Wall below to the Foundation. If no Wall below; tie to Beams, sized for Hold-Down Point Loads. Base HD HD HD HD HO HO HO HO Level Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type IA 4,412 A H5 IA IA ZA 4,017A H5 2A 2A 3A 4,017 A H5 3A 3A 4A 5,022A H6 4A 4A 4B 5,115 A H6 Shear(plf) 769 Shear(plf) 119 Shear(plf) 173 Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) l Type A 33 Wall Type A 6 Wall Type A 6 Wall Type Wall Type Wall Type Wall Type Wall Type er Linear Foot (Shear(plf)) = Sum of Shear at that Line & Level (Sum V) I Linear Feet of Shear Wall at that Line & Level (Sum Seq Lgth) r m required Shear Wall Construction or Shear Frame for Wall Type Symbol is selected from Shear Wall Schedule on Page 9. Shear Wall and Hold Down Schedules Page 9 MaxQuake © 1995 Archforms Ltd. Date: j.. Firm: OCHELTREE ARCHITECTLI All Rights Reserved Lateral Load Analysis & Job: PIRINEOS POINT BLDG 1 &3 By: PCO I Q99.07We7 Construction Design Software SHEAR WALL OPTIONS: Place an "X" in the appropriate shaded block. Select only one option under each heading (except System when using frames) Special Zone Hardware Mfg. Wall Framing Material Shear Wall System Ply/P Wall Sheathing Fasteners X No X Simpson X Doug Fir or So. Pine X SW-All Plywd or PB X 3/8"orl/2" CC or CD Ply X 8d Los Angeles Area KC Metals Hem Fir (s,gray.<.49) SW-Gyp,Stuc or Ply 318"orl/2" Struc I Ply lOd USP-Silvr/Kant 3-1/2" Metal Studs HF- Hardy Frame 3/8"orl/2" CD Ply o/GB 14ga Staple 94 UBC Other (Apx.C) SF-Simpson Frame 1/2"Ext M,S/M-2 Prtcl Bd 1" Screw To Customize, Overwrite Sched. on Apx. C below Other (See Apx. C) ZF -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 Wall 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 (plf) Material 8d 518'x12 16d 1/2" A35 Wind Pres.horiz. 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 4oc 15"oc 14"oc lbs. Size Strap Straps HO Dia. 4 A 3 490 1/2" Ply 3" 21"oc 11"oc 11"oc Note 3,4 Note 2 Note 2,4 Note 4 A 2 640 1/2" Ply 2" 16"oc 9"oc 8"0c 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 CS1630"+ 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: 3/8"-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"+ 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"x3/16" Plate Washer ? Add 48 linches 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.1-5/8") 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 101 MaxQuake © 1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: ,.. Firm: OCHELTREE ARCH ITECTL1 Job: PIRINEOS POINT BLDG 1 &3 By: PCO [ Q99.07We7 Construction Design Software DIAPHRAGM OPTIONS: RfIFI Framing Mat. Rf/Fl Diaphragm Fasteners COLLECTOR/TIE AND DIAPHRAGM SCHEDULE CIT Max. Collector/Tie Tie Tie Rod OF or So. Pine X All Unblocked 8d Corn Only Hem Fir Rf UnBlk, Fl Blk X 8d@Rf, 10@Fl MOther Block All Edges lOd Corn Only Type Force Cont. Joist or Strap Washer 14 ga Staple Symbol (ibs) Solid Blocking or Cont. Dia. Dia. HD To Customize, Overwrite Schedule or See Apx. C Other less of C&T par to grain: 425 Joist 20ksi 625 Note 1,2,6 Note 2,3,4 Note 4 Note 5 Note 7 Use Collector/Tie as spec'd per iyiñbàiór any below NA 300 A Cl 2,231 2x4 MST27 A C2 3,506 2x6 MST37 3/4" 1.79 2- HD5A Frame Model Numbers and Unit Shear Capacities (Ibs) Height 7 ft 8 ft 9 ft loft A C3 4,405 2x8 MST48 7/8" 2.24 2- HD6A Lgth A C4 5,800 2x10 MST60 7/8" 2.96 2- HDBA A C5 6,440 2x12 2- MST37 7/8" 3.28 2- HD8A A A A C6 8,310 2- 2x10 HST5 7/8" 4.23 HDIOA A A C7 11,170 2- 2x10 HST6 7/8" 5.69 2-PHD6 A A C8 17,691 3- 2x10 7/8" 9.01 2.HDIOA 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 Rft/Jst, lgth=Load/Shear(plf), secure ends w/ Washer or HO 5 Provide Washer w/ Dia. (inches) at end of blocked Rft/Jst bays, Mal. iron or 1/4" St. 6 Connect Continuous Collector/Tie to shear wall as required by Shear Wall Schedule 7 HD at Rod to Shear Wall and/or Rft/Jst. Mfg. by Simpson Strong-Tie Cat C-99 ROOF/EXT. WALL UPLIFT SCHEDULE Roof Shear Diaphragm Edge Floor Shear Diaph. Diaphragm Load Material Nail Diaphragm Load Material Wall Uplift Stud to Plate Plate to Rafter Stud to Rafter Type (plf) at 16" oc at 24"oc at 16" at 16" oc Symbol (plf) Note 1,2,4 Note 3 Symbol (plf) Note 1,2,4 50 8d Nail lOd Nail A T 100 Ply Nailing or H2 H2 A R6 180 112" 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 1/2" Ply 2" A F2 314" Ply AX 600 SP2 HIO H7 ? ? A Y 1,170 FTA2 1 Sheathing: Floor 3/4 CD-AC Ply/OSB, Roof 1/2 CD or CC Ply/OSB, Unblocked A Z 2,560 FTA7 2 Framing: 2x typ, 3x req'd if 1 O 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 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 099.07We7 Construction Design Software Line I I Lin'e 2 I Line 3 I Line 4 Line 5 I Line 6 I Line 7 1 Line 8 Seg C/T Load (back) - max, load on the Collector /Tie between this and Seg above. C/T Type - mm. adequate Collector/Tie. Seg beg - feet Seg begins front of Quad Line. - front - C/T load at front side of the front most Segment. Shear - the average Diaphragm She along the Line. IF "Gape appears correct Line CIT discontinuity. 2nd CIT Load C/T Seg C/T Load C/T Seg C/T Load C/T Seg C/T Load C/T Seg CIT Load CIT Seg CIT Load C/T Seg CIT Load C/T Seg CIT LoadCIT Seg 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 1,2,3.. 131856AC1 BI 659AC1 BI 659AC1 BI 659AC1 BI 856 ACI 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 Dlaph A R6 RI Diaph A R6 RI Dlaph A R6 Rf Diaph A R6 RI Dlaph A R6 RI Diaph RI Diaph RI Dlaph I Rf CIT Load CIT SeC CIT Load CIT Sc CIT Load C/T Se C/T Load CIT Se CIT Load C/T Se CIT Load CIT Se CIT Load CIT Se C/T Load CIT Seg 2 F 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 BI 1461 A Cl BI 1124 A Cl BI 1124 A Cl BI 1124 A 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) RI Diaph A R6 RI Diaph A block? RI Diaph A block? Rf Diaph A block? RI Dlaph A R6 RI Diaph RI Dlaph RI Diaph - Fl Diaph A F6 Fl Diaph A block? Fl Diaph A block? Fl Diaph A block? Fl Dlaph A F6 Fl Dlaph Fl Diaph Fl Diaph 1st Load CIT Sem CIT Load CIT Se CIT Load CIT Se CIT Load CIT Se C/T Load CIT Se C/T Load CIT Se CIT Load CIT Se CIT Load CIT Seg Floor IC/T 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 BI 3509 A C3 BI 7019 A C6 BI 7019 A C6 BI 7019 A C6 BI 3509 A C3 front 1350 A Cl front 9718 A Cl front 9718 A C7 front 9718 A Cl 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? Fl Diaph A block? Fl Diaph A block? Fl Diaph A F6 Fl Diaph Fl Diaph Fl Diaph - If Rf or Fl Diaph return block?', load values are higher than the diaphragm capacity. Change to blocked diaphragm or fastener Option (pg 10) or add Shear Wall (pg 3or4) Collector/Tie & Diaphragm Loads, Lines A-H Page 12 MaxQuake © 1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: j..- Firm: OCHELTREE ARCHITECTURE Job: PIRINEOS POINT BLDG 1 &3 By: PCO Q99.07We7 Construction Design Software - Line A I Line B I Line C I Line D Line E I Line F I Line G I Line H Seg C/T Load (left) - max. load on the Collector Me between this and Seg to left. C/T Type - mm. adequate Collector/Tie. Seg beg - feet Seg begins right of Quad Line. - right - C/T load at right side of the right most Seqment. Shear - the average Diaphragm She along the Line. If "Ga appears correct Line C/T discontinuity. 2nd C/T Load C/T SeE C/T Load C/T Sikc C/T Load CIT Se C/T Load C/T Se C/T Load C/T Se C/T Load C/T Se CIT Load CIT Se CIT Load C/T Seg Roof Seg left Type beg Seg left Type beg Seg left Type be. Seg left Type be Seg left Type beg Seg left Type beg Seg left Type be Seg left Type beg IA IA A,B,C.. 2A 1612 A Cl lB 1653 A Cl Wall 28, 1612 A Cl 2A 2440 A C2 Lines 3A 2993 A C2 3A 1663 A Cl Run 4A 2226 A Ci 38 1653 A Cl From 4A 2440 A C2 Side to right 1791 A Cl right right 1663 A Cl right right right right right Side Shear(plf) 128 Shear(plt) Shear(plf) 128 Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) -I Rf Dlaph AR6 Rf Dlaph Rf Diaph A R6 Rf Diaph Rf Diaph Rf Diaph Rf Diaph Rf Diaph I Rf CIT Load CIT Se CIT Load CIT Seg CIT Load CIT Se CIT Load CIT Se CIT Load CIT Se C/T Load CIT Se CIT Load C/T Se C/T Load CIT Seg 2F1 Seg left Type beg Seg left Type beg Seg left Type be. Seg left Type beg Seg left Type be Seg left Type beg Seg left Type beg Seg left Type beg IA IA IA 2A 2380 A C2 2A 726 A Cl lB 2510 A C2 2B 2156A Cl 28 1173A Cl 2A 3453A C2 3A 4536 A C4 3A 1899 A Cl 3A 2206 A Cl 4A 3476 A C2 4A 1508 A CI 3B 2510 A C2 4A 3453 A C2 right 2690 A C2 right 1117 A CI right 2206 A CI right right right right right Shear(plf) 186 Shear(plf) 93 Shear(plf) 163 Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Rf Diaph A block? Rf Diaph A R6 Rf Diaph A R6 Rf Diaph Rf Diaph Rf Diaph Rf Diaph Rf Diaph - Fl Dlaph A F6 Fl Diaph A F6 Fl Diaph A F6 Fl Diaph Fl Diaph Fl Diaph Fl Diaph Fl Diaph 1st C/T Load CIT Se CIT Load CIT Se C/T Load CIT Se C/T Load CIT Se CIT Load C/T Se CIT Load CIT Se C/T Load C/T Se CIT Load CIT Seg Floor ISeg left Type bet Seg left Type beg Seg left Type be. Seg left Type beg Seg left Type beg Seg left Type beg'Seg left Type beg Seg left Type beg IA IA IA 2A 1986 A Cl 2A 2A 3A 1922 A Ci 3A 3A 4A 2306 A C2 4A 4A 4B 1537 A Cl right 3523 A C3 right right right right right right right Shear(plf) 201 Shear(plf) 119 Shear(plf) 173 Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Fl Diaph A F6 I Fl Diaph A F6 I Fl Diaph A F6 Fl Diaph IM Diaph I Fl Diaph lFI 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 3or4) . ===== • __I I?fTTli _____ca_ flflca I [.isI*1,Ie.t1 T !1rTIszF'L4 cii 0<a<10 10(a<45 [..•I.-wl eI [sEIL4cIs 0<a<10 10<a<45 2 3 < a < 30 Vertical Wind Loads for Monoslope Roo IzI I -z -z 81 r S Edaë of Roof Figure 1606.2F 3 < a < 10 F Wind Pressure for Components & Cladding Page 13 - MaxQuake © 1995 Archforms Ltd. Date: ._ Firm: OCHELTREE ARCHITECTURE All Rights Reserved Lateral Load Analysis & Job: PIRINEOS POINT BLDG 1 &3 By: P00 Q99.07We7 Overturning Calculation Template Wind Pressure for GCp Wind Piessure P and Wind Coefficients GCp for Components and Cladding of enclosed Buildings Vertical Wind Loads for Gable or Hip Roofed Buildings GCp GCp S 'I P -3.6 -42 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. : l-I-kIML I I 0 20 100 1000 0 20 100 1000 Overhang GCp include effect Effective Wind Area sq.ft. Effective Wind Area sq.tt. of both upper & lower surface Figure1606.2E GCp for Roof Slope 30 < a <45 Degrees Plus: in, Minus: out, design for 0.8 maximum ± pressure O.6f ________________ For partially enclosed buildings 1.6 +GCp add 0.1 -GCp minus 0.4. 1.8 Reduce GCp lo% when a<10 Figure 1606.2C Wall GCp IIL'li7i.. Effective Wind Area (sq.ft) If a< 3 see Figure 1606.21) Figure 1606.2G Monoslope Roofs 10 < a <30 Degree 4/ic/ ca s- k'-. PCR02299 2622 PIRINEOS WY CBAD PIRINEOS PT/ TRUSS, HARDWARE & FRAMING CHANGES PCR : Lot#: DARRYLCLUBB - r - - - - - - - = cs ll-2illll Serving San Diego County For More Than 80 Years TSIS 1 1 JVS ®1 T 274?Oide1Is Avenue NnaiL€i%y, €A 9it5O 69I?iI3I61 Fax 14 O1DIXiIiE LINE Tic iIëJit1Ug:Oj INDEX KEY SHOWS AREA LIMITS TRUSS COUNT ENGI(G. SHEET REFERENCE DETAIL INDICATOR SHEET NUMBER AREA INDICATES SLOPED Li OR VAULTED CEILING AREA INDICATES CAL Fill.. AREA INDICATES 111:1. HIP OVERFRAME FAU PLATFORM LOCATION [> ATTIC ACCESS LOCATION (2) LU26 INDICATES SIMPSO?( HANGER I I QUANITY () AND TYPE ABBREVIATIONS TYPICAL WALL TYPES AT B/C BOTTOM CHORD _ _-'-___ BALLOON FRAMED WALL TO BET. BEVEL(ED) ROOF SHT'G BY OTHERS. BM BEAM B.O. BY OTHERS / /RAKRWALL TO. BOTTOM OF BRG CH CONDITION BEARING H - SCISS. B/C BY OTHERS. DIFF EJ DIFFERENCE END JACK V -ir HEADER - FILL GABLE nil FLUSH BEAM ONLY FT FILLER TRUSS V WHERE INDICATED. GEF GABLE END FRAME V GET CABLE END TRUSS INDICATES DRAG TRUSS OR HOR HORIZONTAL OR TRUSS LOCATED FOR NT HEIGHT BOUNDARY NAILING INT INTERIOR V V MONO 1/2 TRUSS V O.C. ON CENTER '"'' INTERIOR BEARING S/B SETBACK SCISS SCISSOR T/C TOP CHORD TR TRUSS VLTD VAULTED VT VALLEY TRUSS W/ WITH ul 1 DAM T/CSIZE MTR PI1tH SCALE SHEET OF r 1OUT NOTES 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 i BLUEPRINTS SHOULD. BE REPORTED V TO 'THE TRUSS DIVISION IMMEDIATELY. ANY DEVIATION FROM THESE LAYOUTS AS TO INSTALLATION OR LOCATION OF TRUSSES MUST BE REVIEWED AND APPROVED BY OUR OFFICE. V V All. AREAS NOT DESIGNATED AS HAVING TRUSSES ARE TO BE CONVENTIONALLY FRAMED BY OTHERS. MATERIALS SUPPLIED ARE FOR INSTALLATION OF THE TRUSSES ONLY. ANY BLOCKING, CONNECTORS, OR FRAMING MATERIALS REQUIRED FOR BACKING, SHEAR TRANSFER OR BRACING SHALL BE PROVIDED BY OTHERS UNLESS OTHERWISE NOTED. ALL 21(4 RIDGE BLOCKS ARE COLOR CODED BLACK ON ENDS. 5 REVIEW ALL TRUSS DETAILS ENCLOSED GEF = GABLE END FRAME REQUIRES CONTINUOUS BEARING OR SUPPORT UNLESS OTHERWISE NOTED. • PROVIDE ADEQUATE SUPPORT AND BEARING AREA FOR ALL GIRDER TRUSSES. BRACE GIRDERS TO COMMON TRUSSES ON BOTH SIDES TO KEEP GIRDERS PLUMB. . THE FRAMER WILL BE REQUIRED TO TRIM OVERHANGS TO LENGTH IN THE FIELD AS WELL AS REMOVIN OVERHANGS WHERE NOT APPLICABLE ON SOME HIPPED ROOF AREAS AND INDIVIDUAL TRUSSES. ALL F.A.U. LOADS SHALL BE UNIFORMLY DISTRIBUTED OVER FIVE (5) TRUSSES MINIMUM UNLESS OTHER INDICATED. SEE INCLUDED SHEET FOR SUGGESTED PLATFORM DETAIL FOR ALL SHEAR TRANSFER CONNECTIONS AND DETAILS. REFER TO THE ARCHITECTURAL AND STRUCTURAL DRAWINGS. FOR ALL BRACING. TEMPORARY AND PERMANENT, REFER TO HIB-91 SUMMARY SHEET COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES (TPI) LATERAL BRACING OF TRUSS MEMBERS, WHEN REQUIRED, IS SPECIFIED ON THE INDIVIDUAL ENGINEERED TRUSS DRAWINGS AND GENERAL NOTES. FT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER TO SPECIFY ALL BRACING AND CONNECTIONS NECESSARY TO INTEGRATE THE TRUSS SYSTEM WITH THE REST OF THE BUILDING TO ENSURE STABILITY. ALL WALLS AND TRUSS CONNECTIONS SHALL BE DESIGNED TO PROVIDE FOR HORIZONTAL MOVEMENT OF VAULTED TYPE TRUSSES BY THE BUILDING ENGINEER OR DESIGNER IT IS RECOMMENDED THAT GIRDER BOTTOM CHORDS, OPPOSITE THE SIDE SUPPORTING VAULTED TRUSSES SHOULD BE DIAGONALLY BRACED TO ROOF SHEATHING 0 48" O.C. ALL HANGERS SHALL BE NAILED TO TRUSSES OR GIRDERS IN A FASHION THATS PREVENTS SPLITTING. A FASTENER THAT SPLITS THE WOOD WILL NOT TAKE THE DESIGN LOAD. PRE—DRILL IF NECESSARY. 15. HANGER FASTENERS SHALL BE LONG ENOUGH TO DISTRIBUTE LOADS TO ALL PLYS OF GIRDER V DDUELINE DOES NOT ASSUME ANY RESPONSIBILITY FOR CORRECTING OR STRAIGHT EDGING FIELD—ALTERED OR UNNECESSARILY SHIMMED TRUSSES BEAMS AND DESIGN OF BEAMS/HEADERS TO BE PROVIDED BY OTHERS TRUSS DESIGNS ASSUME THAT LATERAL BRACING IS PROVIDED AT MAXIMUM SPACING OF 3'-0 ALONG TOP CHORD AND 10'-0" ALONG BOTTOM CHORD REP. DATE: 7.6.1 T/C SIZE: 2X4 MTRL TILE PITCH: SCALE: SHEET OF OF ESS/-.. MEQ / lo CO 5-32 Job Name: PIRINEOS WAY Truss ID: GX3 Qty: 3 . Drwg:C302294133-001 X-LfX REACT SIZE RE'D IC 2x4 LBL 41 Plating spec : AMItM - 1995 1054) CASE #1 tESI4 Irt/i:s Dir L.Plf L.Lor R.P1f R.Lor llL 1 0- 1-12 3080 3.50' 1.50' BC 2x6 EFL S5 PIJOE Ws.LLEB 6B2 ID R6B62U4 REEUI' 41607. ICVes.t 68.00 0-0-0 68.00 13-0-0 .59 2 12-10-4 6487 3.50' 2.31" WEB 2x4 LZL SlID Lumber are I4CS- 97. uFear aflcarmblas par ...+++++-++++++++++++++ Nail pattern stoai is for R.F lads aily. BC Vert (tO 0- 0- 0 176.00 8- 0- 0 .45 FUE PtXL D CSI Panrsna± bracing is recg.tir (by atFars) to CFranaitraterl lads LET be distdb,stel to haspoaan, BC Vent . . .Ppe... 839.90 8- 0- 0 839.90 13- 0- 0 .45 irs X.I IL/IL 1-2 -10286 .12 .15 .27 2-3 -10762 .11 .09 .21 prevent rctatiai/tIirg. See }IIB-91 ara8 PISSI,/TPI 1-1995; 10.3.4.5 areS 10.3.4.6. e.ath ply esp.taily. Cn nulti-ply with use 3 nails mm. into the carryir nmthur. BC Vert 1718.0 8- 0- 0 1.00 3-4 -10758 .12 .12 .23 PLATING BASED a1 GREEN LIMBER VAtL8E. For norm than 2 ply, use ad5itiaial fasten- irxlicatth fran tie Feck or use ers as plys, BC Vent 2061.6 8- 0- 0 .00 4-5 -17408 .33 .48 .81 3-PLY! Nail w/10E BOX, staggered (NrB-97 Sect 12) in: TO- 2/ft BC- 8/ft WEBS- 2/ft any cLier spprcasel datail (by cthsrs). BC FMM AXL 11SID CSI Nail in layers or fran each face. + + + + + + + + + + + + + + + + + + + + + + 6-7 9909 .25 .15 .40 7-8 9957 .25 .15 .40 8-9 16314 .41 .46 .86 9-10 16824 .42 .29 .71 bED ROEE CSI WEB FE EBI 2-7 -412 .02 4-8 -6528 .39 2-8 482 .05 4-9 4304 .44 3-8 5243 .54 RX tflLBCTla4 (span): /999 114 bEN t39 (LIVE) o -.12" D -.1411 T -.26 = Joint Locations 1 0-0-0 6 0-0-0 '5 ,i_ n_li -, ,i_ n_li 3 6=6=0 8 6=6=0 4-0-11 2-5-5 2-5-5 4-0-11 4 8-11- 5 9 8-11- 5 I 5 13 0- 0 10 3.3 0- 0 4-0-11 6-c£ -U 8-11-5 13-0-0 I 6-6-0 I 6-6-0 I 3-PL VS 1 2 3 . 4 5 REQUIRED F 3.25 _3.251 4-5 378011 13-fl-fl 6 7 8 9 4-0-11 2-5-5 2-5-5 4-0-11 6-6-0 8-11-5 10 4-0-11 13-0-0 * xp.'-12/31102 . * 10/21/2002 Truswal Systems Plates are 20 ga. unless shown by 1118(18 ga), Scale: 3/80 = U "H"(16 ga.). or "MX"(TWMX 20 ga.), positioned per Joint Report. Cir1ed 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: 94. 0 WT: 77 11 WO: This design is for an individual building component not truss system. It has been based on specifications provided by bc component manufacturer and done Chic: CF Customer Name: D I XI E I., I I1 E in uccordancewith the current versions of 'i'Pi and APPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this Degar: DK #LC = 0 Tc Live 20.00 paf Du.rFace L=1.25 P=1.25 design meet or exceed the loading imposed by the local building code and the particular 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 slteathing material directly attaclted, unless otlserwise tinted. TC Dead 14.00 puf Rep Hbr Bad 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 tint Tnuawst Systems Colorado 4445 Nor park Dr., Colo 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 miss in BC Live Do pof O.C.Spacing 2- 0- 0 - 'JOINT 'ANSI/TN 'WTCA 'miss Desigis accordance with the following standards: DETAILS', by Truswal, 1', 4' - Wood council of America Standard BC Dead 10.00 pof Design Spec UBC-97 '1-015-91 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES - (H11391) and - SUMMARY SHEET' by TI'I. The Truss Plate Institute (Tl5l) is located at 583 DOttofriu Drive, Madison, Wisconsin 53719. The American Forest and - tfl Ratio: 14/240 'IC: W240 Tp5. 0 Version T6 .3.5 Paper Association (APPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. S - TOTAL 44.00 pof - Job Name: PIRINEOS WAY Truss ID: GX6 Qty: 3 Drwg:c002294133-OO2 RE7CF SITE RED 'IC 2x4 11L (l & Btr. P1atn spec : NSIt1PI -1995 NI]UI'IPLE LQ1D SEB. 'IC . - 2 12-10- 4 5185 3-50 1.84 bIEB 2x4 EFL SRI) ILI±e.r shear alloab1ea are per NES-97. 11E7-l.Pfl'I2 IEE7JIRENEBIS al-man are based C39LY . 40 BC: Vert 737 .71 0- 0- 0 737.71 13- 0- 0 'IC FC3E 101L 3D CSI PrJaE \IALLRS ER I) PESE)'JCSI REIEur )1607. as thu truss neteria]. at earls hearng. 1-2 -10219 .17 .80 .97 RATIN) BASED 04 04SE14 lIMBER VAILRS. This 3-PLY truss designed to y Lcdd for 10 PSFan-crnurre± BIlL. Ehf verticals dssigred far axral lcans only. 2-3 -64 .00 .24 .24 38 2" span frssed to BC: aan face ans1as alx,,'e or tm1o.j the truss profile BC: RBCE 101L 31D CSI 21 0" span split-frmsed to ccsite face (if m") res.uxe auilfticrml catsiatiai (by cCranrs) for lmz. lcnds as the 4-5 9796 .30 .64 .94 5-6 9419 .28 .49 .78 3-ay! Nail w/l0d 35)1, stered (515-97 Sart. 12) in: 'IC- 2/ft DC:- 7/ft NEES- 2/ft b1d3. Nail in layers or fran each face. BEE FCRM 151 BEE FUC 151 2-5 5569 57 3-6 -72 .00 2-6 -10082 .69 VtX BETIEDII04 (span): '. /999 IN 1465 4-5 (LM) = -.14" D= -.21" T -.34 Joint Lccatime = 1 0-0-0 4 0-0-0 2 7-7-3 5 7-7-3 313-0-0 6 31-U-U . - 7-712 5-414 7-7-2 13-0-0 3-PLYS 1 2 3 REQUIRED S 3.25 7-1 4 5 6. 7-7-2 5-4-14 I 7-7-2 '-°- .' .10/2112002 Truewal Systems Plates are 20 ga. unless shown by 11 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 1110 the Erecting Contractor. TBF: 106.0 WT: 90 4 WO: Pfl46 - This design is for an individual building component not truss system. It his been based at specifications provided by the component manufacturer and done Chic: CF Customer Name: Di X] EL [P1 E in accordance with the current versions of TE'F and AI5PA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be vetilied by he component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized us this = 2 TC Live 16.00 pof DurFaca L=1..25 P=1.25 design meet or exceed the loading imposed by the local building code atid the particular 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 atlaclted, unless otherwise toted. TC Dead 14.00 pof Rep Mbr Pnd 1.15 Bracing shown is for lateral support of components members 01st)' to reduce buckling length. This component stall not be placed in any environment that Tnssss'al Systems - Colorado ' will cause (tte inoisrurn content of the wood to exceed 199. and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live .00 psf 0. C. Spacing 2- 0- 0 '1445 Northpork Dr.; Colo Springs, CO 80907 'WTCA accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/IF! I', 1' - Wood Truss Council of Amiserica Standard Design BC Dead ' 10.00 pof Design Spec UBC-97 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL Pl.A'I'E CONNECTED WOOD TRUSSES' -'(1-1113-91) and 1-1111-91 SUMMARY SHEET' by TPI. The Truss Plate Institstte (l'Pl) Is located at 583 D'Oitofrio Drive, Madison, Wisconsin 53719. The American Forest and Dsfl Ratio: 14/240 'IC: 14/240 Tp5. 0 Version T6 .3.5 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 813,1, Washington, DC 20,036. TOTAL 40.00 pof Job Name: PIRINEOS WAY Truss ID: HX1 Qty: 2 Drwg: C0022941 33-003 IF83 X-IM RE7CC SIZE F.EQ'D 'IC 2>r4 DEL (1 P1atiz Spec : N3I/I'PI - 1995 This dasign based al drad bracing applied the oUoircj edth1].e: 1 0- 1-12 3355 3.50" 1 79' 24 SPF 2100E-1 . 8E 3-7, 7-11 IurE 'U'.ILES P512 1(53 RESDEJW REEuzr 116o7. per nsxo:c. fran to 2 37-8-14 34643.50" 1.85" BC 2X6 EEL SS . .++..++++++++.7+++++++++ Neil eFran is for P5F lrnds aily. VMB c4 DEL STUD pattern 'IC 24.00" 8- 0- 0 30- 2- 2 'IC EE 7'.XL R'1D CSI Drainage iuist he provided to avoid persiirg. Clxcasntxatth imels 9IB h distrihited to ID (7'SE )1 tIGS IQ.tS Dir L,P1f L.L R.P1f R.Iec ILtt1L 1-2 -11322 .36 .32 .69 mart bracdrg is reLnjired (by dI -s) to seth plaily. Qi nulti-ply with rctaticiVtqpTirg. See HEB-91 acri use 3" nun. ijito the preivait 'ICVert 60.00 0- 0- 0 60.00 8- 0- 0 .53 2- 2 2-3 -11375 3-4 -11477 .28 .24 .13 .41 .14 .38 astan .,irrpi 1-1995 10.3.4.5 and 10.3.4.6. For ne than 2ply, use fasten-- back 'IC Vert 145.63 8- 0- 0 145.63 30- .53 'IC Vert 60.00 30- 2- 2 60.00 37-10-10 .53 4-5 -15678 5-6 -18071 .50 .68 .20 .70 .22 .90 C1nbrncus lateral breairg attacked to flat are as irsiicatari Iran the ple, eruse 'IC as indicated. lusdasr oust he etnaturs]. any ctiisr ajzpccwacl datail (by others), BC Vert 48.54 0- 0- 0 48.54 .37-10-10 .00 6-7 -18868 .74 .24 .98 grade. Brace th24"o.c.ueileasnoted. . ...'Ijpe... The X.Lan Il/IL 'IC Vert 176.0 8- 0- 0 1.00 7-8 -18868 .74 .68 .24 .98 . 2-PLY! Nail w/lod al(, staggered (8(5-97 ?L8C SSE) a'T G2ESN UJVIBER V1llIS. S. 12) in: IC- 2/ft 53- 2/ft 8(- 2/ft Live iced rth. for area fran 0 5SF 'IC Vert 154.0 8- 0- 0 .00 8-9 -18088 9-10 -15716 .50 .23 .90 .19 .69 . . per ' Sect. 1606. 'IC Vert 255.2 30- 2- 2 1.00 'it Vert 223.3 30- 2- 2 .00 .0-11 -11470 .24 .20 .44 1-12 -11380 .28 .22 .50 . 2-1.3 -10856 .31 .27 .59 BC I= AXL. BND CSI 4-15 10905 .41 .23 .64 5-16 10917 .41 .23 .64 .6-17 14011 .52 .14 .66 .718 17178 .64 17 :81 8-19 18769 .70 .18 .8 9-20 18779 .70 .18 .88 0-21 17201 .64 .17 .81 1-22 14069 .52 .14 .66 . 2-23 10470 .39 .28 .67 3-24 10435 .39 .28 .67 7'85 PUI 2-15 -132 CSI .01 WEB R'IE (SI 8-19 121 02 4-9-11 4.7-2 3-10-8 3-10-8 3411.8 3.10-8 t3108 4-7-2 4-6-3 2-16 83 .01 8-20 -945 .09 4.951 9.4.43 43.3.5 17443 27-0-5 24-10-13 28-9-5 33-4-7 37-10-10 3-16 2553 4-16 -3311 .39 .30 9-20 1214 .19 9-23. -2034 .19 -1 7453 4-17 2282 .35 10-21 2255 .35 I 1 2 3 4 5 6 7 8 9 10 11 12 13 2-PLYS 5-17 -2055 5-18 1222 .19 .19 10-22 -3396 .31 11-22 2423 .37 REQUIRED 3.25 33011 22-2-2 3.25I 6-18 -955 6-19 135 .09 .02 12-22 613 .09 12-23 -389 .03 S=3.5-10 4-14 3-4 T BX ImICI'Ia4 (span): 624 IN M4 18-19 (LIE) T 2-5-14 4 9 14 2-5-14 -.72" Di -1.08" T= -1:81" . 1 2:0-4-4 SHIP -= Joist Locations . 1\4X/8-14 MX/8-14 3.5-4 1 0- 0- 0 2 4-9-11 13 14 37-10-10 0-0-0 O rcSS -41 3 7-5-9 15 4-9-11. 4 9-4-13 5 13-3-5 16 17 7-5-9 11-4-1 6 17- 1-13 18 15- 2- 9 37-10-10 I 7 19- 1- 1 8 21- 0- 5 19 20 .22-3.1--9 19- 1- 1 24 9 24-10-13 21 26-10- 1. 14 15 16 17 18 19 20 21 22 23 STUB 0 28- 9- 5 1. 30- 8- 9 22 23 30- 8- 9 33- 4- 7 4-9-11 6-6-6 3-10-8 3-10-8 3-10-8 3-1118 3-30-8 7-2-1 2 33- 4- 7 24 37-10-10 . 49-11 114-1 11-2-9 19-1-1 22-11-9 26-10-1 30-8-9 37-70-17) XP- 12,131102 CNA- /21/2002 truswal Systems Plates are 20 ga. unless shown by 11 18(18 ga), . Scale: 1/8" = 1' "5(16 ga.), or "MX"(TWMX 20 ga.) , positioned per Joint Report. Circled plates and false frame plates are positioned as shown above. WA.RI'JII\JG Read all notes on this sheet and give a copy of it to the Erecting Contractor. . TBF: 202.7 WT: 248 4 WO: PIRINE This design is foi an individual building component not Irons system. It has been based on specifications provided by the component manufacturer and done Chk: CF . Customer Name: in accordance mliii the current.versis,s of TI'! and AFI'A design standards. No responsibility is assumed for dimensiunaFhccuracy. Dimensions ale to be Dagnr: DR *LC= 0 D I XI EL IN E verified by the component manufacturer and/or building designer prior to fabrication. The building designer most ascertainthat the loads utilized n this The design asssttnes that the top chord is laterally 16.00 TC Live pof DurFacs L=1.25 P1.25 design meet orexceed the loading imposed by the local building code atid lie particular applicatiots. LUMBER braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise tinted. in that TC Dead 14.00 psf Rep Mbr Bud 1.00 15taciiig shown is for lateral support of cotnponcntstnetnbcn only to reduce buckling length. This component shall not be placed any environment T,ussvnt S,5em,- (otorado will cause tie n,oiststre contetit of the wood to exceed )9% and/or cause connector plate corrosion. Fabricate, luedle, install and brace this truss in 'WTCA Standard Desigit BC Live .00 psf 0 .C. Spacing 2- 0- 0 4445 No park Dr.. CoIn Sprigs. CO 80907 accordance with the following standards: 'JOINT DETAILS, by Truswal,'ANSI/Till I,, 1' - Wood Truss Council of America BC Dead 10.00 psf Design Spec UBC-97 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECI'ED WOOD TRUSSES - (HlB-91) and lIlB-91 SUMMARY SIIEEl' by TN. The Truss Plate Institute (TN) is located at 583 D0nofrio Drive, Madison, Wiscoitsitt 53719. The American Forest and Den Ratio: L/240 'IC: W240 Tp5 .0 Version T6.3.5 Paper Association (APPA) is located at 1111 19th Street, NW, Sic 800, Wasltittgton, DC 20036. TOTAL .40.00 psf Job Name: PIRINEOS WAY . Truss ID: HX1A Qty: I Drwg:C002294133004 2 X-1lX RIIBCT SITE REID 'IC 2x4 DEL #1 Platirg spec P5EItrPI - 1995 This c1ign banal cm chord bracing apliesl 1 0- 1-12 1680 3.50 1.79 2x4 DEL *1 & Btr. 4-7 SLATE UAUBS SER ICSL) RESEARCH RERRT #1607. per t1 fbl].cvzirg sdaniiLe: 2 38- 0- 6 1679 3.50 1.79" 2c4 DEL #1 & Btr. Dcai.ne mist has pzoidal to avoid perdirg. tan: o.c. fruit . to NED 4 DEL 51W Cbitin.ais lateral hracirg attadasd to flat . 'IC 24.00" 10- 0- 0 28- 2- 2 'IC FUE AXL BD (SI PLkTRIT3 BASED CN C31EBN LLNBER 'JALLRS. 'IC as iraicatth. lanrissar trust to structural 1-2 -5225 .34 .33 .67 grthit. Brace 0( 24" o.c. unless ral. 2-3 -4808 .27 .28 .55 3-4 -6023 66 .34 1.00 4-5 -6512 .71 .26 .96 5-6 -6512 .71 .25 .96 6-7 -6021 .61 .29 .90 - 7-8 -4807 .27 .28 .55 8-9 -5224 .34 .33 .67 IC FE AXL 310 CSI 0-11 5003 .66 .19 .84 1-12 4631 61 .09 .70 2-13 6094 .80 .11 .91 3-14 6098 .80 .11 .91 4-15 4630 .61 .09 .70 .5-16 5001 .66 .19 .84 MM pgg 2-11 -419 .14 6-13 466 .14 . 3-11 297 .09 6-14 -547 .11 3-12 1524 .47 7-14 1524 .47 4-12 -547 .3.1 7-15 297 .09 4-13 470 .14 8-15 -419 .14 5-13 -318 .06 5-6-0 3-11-9 4-8-14 4-10-1)) 4-10-10 4-8-14 341-9 , 5-6-1) 738 IN M4 12-13 (LIVE) -.62" D= -.74" Ta -1.35" 5-6.0 9-5-9 14-2-7 19-1-1 23-11-11 28-8.9 32-8-2 38-2-2 = oirt Itiam ., 10-0-0 10-0-0 10-0-0 938-2-2 1 2 3 4 5 6 7 S ) 2 5-6-0 10 0-0-0 3 9_ 5_ 9 fl 9_5_ 9 3.25 18-2-2 _3.251 4 14-2-7 12 14-2-7 6 23-11-11 14 23-21-3-1 5-16 5-7 2-3 .5-4.. 5,1 4-14 444 1 SHIP 306 314 36 16 36 10 11 12 16 4.10 13 -10 4 10 10 14 38-2 Truswal Systems Plates are 20 ga. unless shownby 1 18)18 ga), 11H11 (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: 90.0 NT: 219 * This design is for an individual building component not truss system. It has been based sin specifications provided by the component tnant,facliirer and done Cink: CF in accordance with the current versions of TPI and APPA design standards.. No responsibility LC is assumed for ditnensiotsal accuracy. Dimensions are to be - 0 verified by the component manufacturer and/or building designer prior to fabrication. The building designer most ascertain dint the loads utilized oil this Dsgrar.DI( - design meet or exceed the loading imposed by the local building code and the particular application, the design assumes that the top chord is laterally TC Live 20.00 psf braced by the roof or floor sheathing and the bottom chord is laterally braced by a ricid sheathing material -directly a(tached, unless otherwise noted. lti-uciiig.sttown 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 .psf will cause the moisture content of the wood to exceed 199. and/or cause coinsector plate corrosion. Fabricate, handle, aspi] and braCe this truss in BC Live . .00 psf accordance with the following standards: 'JOINT DETAILS', by Trnsav',sl, 'AN.SI/TP] 1', 'WTCA P - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNIICI'tII) WOOD TRUSSES' - (1118-91) and '1118-91 BC Dead . 10.00 psf SUMMARY SHEET' by TPI. 'l'lte 'F russ Plate Institute (l'Pl) is located at 563 D'Otsofrio Drive, Madison, Wisconsin 53719. The. American Pores and Paper Association (ARPA) is located at 1151 19th Street, NW, Ste 800, Wasltingtots, DC 20036. . . TOTAL 44.00 pef DIXIELINE LUMBER Tni,wal Sysiems -Colorado 4445 Northpark Dr., Cole, Springs, co 80907 Tp5.0 Version T6.3.5 10/21/2002 Scale: 1/8" = 1' WO: PIRINE Customer Name: DurFace L=1.25 P=1.25 Rep Mbr Brad 1.15 O.C.Spacing 2- 0- 0 Design Spec IJBC-97 Doll Ratio: W240 'IC: W240 Job Name: PIRINEOS WAY Truss ID: HXI B Qty: I Drwg: C002294133-005 83 X-Lt: REZCZ SIZE REQ'D 'IC 2x4 EFL 41 Platirrj spec NI/rPI - 1995 This d53191 lassel a-i chard brsc.ii 1ie 1 0- 1-12 1667 3.50 1.78" 2x4 EEL *1 & Btr. 4-7 RATE \Ps.1L5S g52 I RESEZJ,I83{ RF5U8 41607. per fins foflcwirg sdan±ile: 2 37- 8-14 1666 3.50" 1.78" BC 27A DFL #1 & Btr. Drainvge oust lar prcarid to avoid sxxxlirg. 111%K o.c. front to Ti ])FL Sit]) Cxtin.io.ts latersL bracirg at to flat iC 24.00" 10- 0- 0 28- 2- 2 TC }t XL B8) CSI PL= BASED a4 G621 IThiEER VsLLES. TC as indicated. barter rtust be structural 1-2 -5179 .34 .33 .67 . grads. Braras (4 24" oc. unless noted. 2-3 -4761 .27 .27 .54 3-4 -5951 .65 .33 .98 S 4-5 -6412 .69 -.25 .94 5-6 -6412 .69 .25 .94 6-7 -5899 .58 .32 .90 7-8 -4629 .25 .37 .62 - 8-9 -4919 .22 .57 .78 - BC ia AXL END CSI . 0-11 4958 .65 .19 .84 - 1-12 4585 .60 .09 .69 2-13 6020 .79 .11 .90 - 3-14 5976 .78 .10 .88 - 4-15 4457 .58 .09 .68 5-16 4688 .61 .29 .91 - - l) I1i8E CSI Will ItI8i CDI 2-1.1 -420 .14 6-13 490 .15 3-U- 298 .09 6-14 -553 .0 3-12 1495 .46 7-14 1.579 .49 - - 4-1.2 -534 .1.1 7-15 204 .06 - 4-13 441 .14 8-15 -261 .09 5-13 -319 .06 - - 5-6-0 3-11-9 4-8-14 4-10-10 4-10-10 4-8-14 ,3-11-9 5-2-8 = -.60" L -.72" 'i -1.32" 5-6-0 9-5-9 14-2-7 19-1-1 23-11-11 28-8-9 32-8-2 37-10-1() = Joint Lc caticrts, = 10-0-0 - 9-8-8 - 1 0- 0- 0 9 37-10-10 1- 2 3 4 6 7 8 9 2 5-6-0 10 0-0-0 3 9- 5- 9 U 9- 5- 9 - 3.25 I 19-2-2 1 73.25 4 14-2-7 12 14-2-7 3 sli CO - . . . 37-10-10 - - 0-3-8 12 1/02*1 13 14 16 10 Ii 12 2341-11 I 1 15 374010' STUB 28-8-9 - . . 10/21/2002 Truswal Systems Plates are 20 pa. unless shown by "18(18 pa.), . . Scale: 1/8" = 1' "11(16 pa.), or "MX"(TWMX 20.ga.), positioned per Joint Report. Circled plates and false frame plates are positioned as shown above. - . - 'WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 90.0 WT: 217 4 WO: PIRD]E This design is for all individual building component 001 truss system. Il-less been based on specifications provided by he component tnstttufacmrer and done ChIc-: CF Customer Name: Dl Xl EL l'Il E in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be ve rifted by tlte component manufacturer and/or building desig,ter prior to fabrication. The building designer mttst ascertain lint the loads utilized ottthis 1. TC Live 20.00 paf DurFacs L=1.25' P=1.25 desigtt meet or exceed lite loading imposed by the local building code and the particular applicaliolt. The design assumes hal the top chord is laterally LUMBER mi-aced by mite roof or floor sheathing and the bottom chord is laterally braced by a rigid siteathming material directly attached, unless otherwise noted. Rep Hbr Brad 1.15 Bracing shown is for lateral support of cotuponenls members only to reduce bticklistg length. This comnpottetti shall not be placed iii any' environmettt that TC De%d 14.00 f ps Tnmssmst Systems - Colorado will cause the moisture content of lite wood 10 exceed 19% and/or cause connector plate corrosion. Fsmbricate, handle, install and brace this truss in BC Live .00 pof 0. C.Spacing 2- 0- 0 - 4443 Normlmpmsek Dr.. Cohn Springs, co 80907 accordance with the following standards: 'JOINT DETAILS', by Trtmswal. 'ANSI/TI'] 1', WTCA 1' - Wood Truss Council of America Standard Desigtt Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (1118.91) and 11113-91 BC Dead 10.00 pof Design Spec UBC-97 - SUMMARY SHEET' by 'l'Pl. l'lte it-sos Plate Institute (T'PI) is located at 583 DO,mofriu Drive, Madison, Wisconsin 53719. The American Forest and . - flRatio: W240 TC: 1.4/240 Tp5 .0 Version T6.3.5 Paper Association (AFPA) is located is 1111 191h Street, NW, Ste 800, Washington, DC 20036. . TOTAL 44.00 psf - 1. U- U- U LU .38--4 2 5-6-4 11 0-0-0 3 10-0-9 12 7-0-6 4 13-5-4 13 13-0-11 - 5 14- 6-13 14 19- 1- 1 - T 3.5-4 6 19- 1- 1 15 25--1- 7 : :' 5-5-15 SHI 14 CV 0-344 Job Name: PIRINEOS WAY Truss ID: lxi Qty: 1 Drwg:C002294133006 M X-LDC RElIC? SINE RED TC 2>c4 lL *1 Platir spec : lI9N1/I'PI - 1995 1 0- 1-12 1680 3.50 1.79 BC 2c4 tlFL #1 11115 EBIG1 IS ThE CQ'TITh11E RENWI' OF 2 38- 0- 6 1680 3.50" 1.79 WEB 24 EEL SlED PLATE VAIIES PER ICBD RESE2.13I REFOFT 41607. rUMPLE 1C7D CASES. 1367½R1N3 REEJJIREMENIS 51- are 1-sawS CMX 'IC FEI8I AXL BD CSI Lcedod far 10 5SF rrn-clui:rw± BaL. as t1Tw truss nateria]. at earls 1-earirg. 1-2 -5252 .34 .31 .65 RElIT]N3 RaSEl) a4 GEBN UMBER VAILES. 2-3 -5007 .31 .31 .62 3-4 -4171 .15 .20 .35 4-5 -4110 .14 .18 .32 5-6 -3218 .11 .16 .27 6-7 -3218 .11 .16 .27 7-8 -4171 .15 .20 .35 8-9 -5007 .31 .31 .62 9-10 -5252 .34 .31 .65 FCPCE AXL 390 CI -12 5027 .76 .16 .92 -13 4466 .67 .13 .80 -14 3769 .57 .10 .67 -15 3769 .57 .10 .67 -16 4466 .67 .13 .80 6-17 5027 .76 .16 .92 si i WEB sacs CSI 2-12 -306 .06 7-14 -934 .61 3-12 455 .14 7-15 597 .18 3-13 -642 .22 8-15 -642 .22 5-13 597 18 8-16 455 .14 9-16-306.06 6-14 1354 .42 5-6-4 4-6-4 4-6-4 4-6-4 4-6-4 4-6-4 4-6-4 5-6-4 5-6-4 10-0-9 14-6-13 19-1-1 23-7-5 28-1-10 32-7-14 38-2-2 tX iarrai () _______________________________________________________ /999 IN MEN 1,3-14 (LIVE) I 19-1-1 19-1-I - .3811 D= _.461 Ta -.8511 1 2 3 4 5 6 7 8 9 10 JO1nt1t1a5 -3.25 -3.25 C Qcr 7-0-6 11 12 6-0-6 13 14 6-0-6 38-2-2 17 6-0-6 15 6-0-6 16 7-0-6 7-0-6 .13-0-11 19-1-1 25-1-7 31-1-12 38-2-2 10/21/2002 Truswal Systems Plates are 20 ga. unless shown by 18(18 ga), Scale: 1/8".= "1-l"(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?: 84.7 WV: 222 4 WO: - This design is for an individual building component not truss system. Is has been based on speciftcstions provided by site component manufacturer and done Chic: CF Customer Name: E D I)(I E liii in accordance with the current versions of Tl'l and AFFA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component tstanstfacturer and/or building designer prior to fabrication. The building desigtser. must ascertain that the loads utilized on this = 2 TC Live 20.00 pof Du.rFacs L=1.25 P=1.25 design meet or exceed Ilte loading imposed by lie local building code and 8w particular application. The desigtt assuitses that the lop chord is laterally LUMBER braced by the roof or floor sheathing and tie botsotss chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. lu TC Dead 14.00 pef Rep Idbr Biad 1.15 - firacing shown is for lateral support of components members only to reduce httcklittg length. This component shall not be placenvironmentany environment Tnissvnt Sytless. Colorado . will cause the moisture content of the wood to exceed 19% and/or close connector plate corrosiott. Fabricate, handle, install atid brace this truss in BC Live .00 paf 0. C. SpacIng 2- 0- 0 4445 Nnrtnpark Dr.. Coin Springs, CO 80907 'ANSI/TPI '\VTCA Statsdard Design accordance with the following standards: 'JOINT DETAILS, by Trtisscal, I', 1' - Wood Trttsit Council of Amertca BC Dead 10.00 pal Design Spec UBC-97 'HIB-91 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - M113-911 and SUMMARY SHEET by 'I'Pl. The Truss 'late Institute (TN) is located as 583 D'Otsofrio Drive, Madison, Wisconsin 53719. The Americas Forest and . fl Ratio: W240 'IC: W240 Tp5 .0 Version T6 .3 .5 Paper Association (APPA) is located at 1111 49ih Street, NW, Ste 800, Washington, DC 20036. . TOTAL 44.00 pof Job Name: PIRINEOS WAY Truss ID: TXIA Qty: I Drwg:C002294133OO7 M X-LIZC RE21C1' SIZEREE'D TC 2s4 EEL 41 plating sçan PNIIIPI - 1995 1 0- 1-12 1667 3.50 1.78" c4 tEL #1 IM IE3IG4 IS THE cCI'IEOEI'IE RE1LlI OP 2 37- 8-14 1667 3.50 1.78 2x4 tEL #1 & Btr. 14-17 lsuJrIaE LOAD ESEB. NEB 2x4 EEL 3RD BTh23 ENBEUS thn are lasseS a4LY 'IC RRE .XL END CSI aIE VPILES PER IC RESEB134 RELtPr #1607. a the truss nmterial at each buarirg. 1-2 -5207 .33 .31 .64 EIPTIN3 BASED EEl GREBSI IIJslBER Ws,US. liaudud for 10 1SF rcn-aca.sIron± BL. 2-3 -4961 .30 .30 .61 3-4 -4124 .14 .20 .35 4-5 -4062 .14 .18 .32 5-6 -3170 .08 .18 .26 6-7 -3169 .10 .16 .27 7-8 -4084 .14 .23 .38 8-9 -4742 .28 .38 .67 9-10 -4938 .22 .56 .78 IC FCRCE ISXL, HID EEl . 1-12 4983 .75 .16 .91 2-13 4420 .66 .13 .80 '1-14 3723 .56 .09 .65 . 4-15 3695 .48 .10. .59 5-16 4332 .57 .16 .73 6-17 4708 .62 .31 .93 NEB PCIRcE EEl WEB FCRM CSI 2-12 -307 .06 7-14 -898 .59 3-12 456 .14 7-15 566 .17 3-13 -642 .22 8-15 -577 .20 5-13 598 .18 8-16 294 .09 935 .61 9-16-215.04 . 5-6-4 4-6-4 4-6-4 4-6-4 4-6-44-6-4 4-6-4 5-2-12 6-14 1328 .41 5-64 10-0-9 14-6-13 19-1-1 23-7-5 28-1-10 32-7-14 37-10-10 X tEELECI'IC14 (span) : /999 IN MEN 13-14 (Law)19-1-1 1899 I = -.37" D= -.44" '1= -.8111 2 3 4 5 6 7 8 9 10 =jointtcrati.a'.s= . F-3.25 -3.25 ' I 1 0- 0- 0 10 37-10-10 6 19- 1- 1 15 25- 1- 7 T 3.5-4 3.5-4 T ;8217 o:-o <W 3-6 -10 17 37-10-10 K , -4 p. 12/31/02 0-3-8 11 14 12 13 15 16 17 STUB 7-0-6 6-0-6 6-0-6 6-0-6 6-0-6 6-8-14 7-0-6 13-0-11 19-1-1 25-1-7 31-1-12 37-10-10 . . .. . . . 10/21/2002 Truswal Systems Plates are 20 ga. unless shown by '18(18 ga.), . Scale: 1/80 = U 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 tl:i. sheet and give a copy of it to the Erecting Contractor. TBF: 84.7 WT-.220 # WO: P31RINE - Tltin design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer find done k: CF . Customer Name: in accordance with the current versions of TI'! and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be DsgnI: DK #LC= 2 D I XI EL I }-I E verified by the component manufacturer and/or building designer print to fabrication. The building designer must ascertain that be loads utilized on U TC Live -20.00 pef DtarFaca L=1.25 P=1-25 design meet or exceed the loading imposed by the local building code and theparticularapplication. The design assutnes lint Ilte 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, unlessotherwise noted. that TC Dead 14.00 puf Rep Mbr Brid 1.15 Etucing uhowtt is for lateral support of components members only to reduce buckling length. This component stinil not be placed in any environment - Truswut Sysaws - Cotorudi, will cause tie moisture content of the wood to exceed 19% aid/or cause connector plate. corrosion. Fabricate, handle, install and brace this truss in BC Live . 00 pa f O.C. Spacing 2- 0- 0 4445 Nurllspirk Dr., Cob Springs, CO 80907 'JOINT 'ANSI/TI'! 'WTCA Design accordance with Ilte following standards: DETAILS', by Tniswal, 1', I' - Wood Truss Council of America .Stattdnrd BC Dead 10.00 puf Design Spec tJBC-97 'HlB-91 . Res1t,'ttsihililies, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED \V000 TRUSSES' - (FHB-91) and SUbstMAltY SHEET' by TPI. The Truss Plate Institute (TI'!) is located at 583 D'Ottofriii Drive, Madison, Wisconsin 53719. The American Forest ted . ttufl Ratio: L51240 'IC: L/240 Tp5 .0 Version T6.3.5 Paper Ansncialintt (AFPA)is loéated at 1111 19dt Street, NW, Ste 807, Washington, DC 20736. - . TOTAL - • 44.00 pof 3.25 -3.25 3-6 4 5 5-6-0 6 5-6-0 5-6-0 11-0-0 job Name: PIRINEOS WAY Truss ID: TX2 Qty: I DrwjC0022941 33-008 I3 X-L RE1ICr SIZE RD 'IC 2x4 Dpi, (ii P1atirg spec : iti?i - 1995 1 0- 1-12 484 3.50 1.50 B2 2x4 DEL ((1 a?CE Ws,IIBS PER ICRD RESE7483J PEECRT ((1607. 2 10-10- 4 484 3.50 1.50 WEB 2>r4 DEL SRI) EUtTt1-I3 09Sf]) CN QE]N LJI4BER Wt1IES. 'IC FCPFE J1XL ZED CSI 1-2 -1025 .01 .24 .25 2-3 -1025 .01 .24 .25 IC FUE AXL, R3 CSI 4-5 956 .14 .16 .30 5-6 956 .14 .16 .30 WEB FCRCE CSI WEB Ft csi 2-5 164 .05 .X LEELEDna'T (span): 4/999 IN MEN 4-5 (LIVE) o -03" t -03" T -.06" = Joint- lzxatia-cs = 1 0-0-0 4 0-0-0 2 5-6-0 5 5-6-0 11-0-0 CU 00 5-6-I1 5-6-0 5-6-0 11-040 5-6-0 I 5-6-0 I 2 3 10/21/2002 Truswal Systems Plates are 20 ga. unless shown by 18(18 ga), Scale: 15/32° = 1 H"(16 ga.), or "MX (TWMX 20 ga.), positioned per Joint Report. Circled plates and false frame plates are positioned as shown above. 1VA RNITSJG Read all notes on this sheet and give a copy of it to the Erecting contractor. TBF: 17.3 WT: 43 * WO: PD Tltis.de.sign is for an individual building component not trusssystem. ti has been based utuspecifications provided by, the component iixtsufactitrer and dose k: CF Custcnier Name: D IXI E 14111 E ill 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 Dsgnr: DX *LC = 0 TCLi-V-e 20.00 pef 1)urFaca L=1.25 P=1.25 design fleet or exceed the loading imposed by the local building code and the particular :tpplicatioit. The design asstttnes that the top chord is laterally LUMBER hi-aced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing tnaterial directly anaclsed, unless otherwise toted. pof Rep 8r Bad 1.15 Bracing shown is for lateral support of compotietsis members only to reduce buckling length. This component shall not he placed in :tny environment tlot TC Dead. 14.00 sv Trusut S utems - Cotoedo will cause tie 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 0. C. Spacing 2- 0- 0 4445 Nortark Dr., CoIn Springs, CO 80907 accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TM 1', 'VrCA I' - Wood Truss Council of America Standard Desigit Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECI'ED WOOD TRUSSES' - (1-1113-91) and 1-118-91 BC Dead 10. 00 psf Design Spec IJBC-97 SUMMARY SHEET, by 'rpj. The Tram Plate Institute (TPI) is located at 583 D'Ottofrio Drive, Madison, Wisconsin .53719. The American Forest and flsfl Ratio: 14/240 'IC: 14/240 Tp5. 0 Version T6 .3 .5 Paper Association (APPA) is located at 1111 19th-Street, MV, Ste 800, Washington, DC 2(W)36. TOTAL 44.00 psf Job Name: PIRINEOS WAY Truss ID: TX3 Qty: 1 Drwg: C0022941 33-009 8 X-Lcr RE7'c[' SITE REQ 0 TO 2x.4 nFL #1 Plating spce : Itfl'I - 1995 PL2CE VAT.LRE FEB ]XBJ RESE3tI31 REFEBI #1607. 1 0- 1-12 572 3.50 1.50 TO 2x4 EFL 4(1 2 12-10- 4 572 3.50 1.50 TAIEB 2X4 nFL SlID HI'IkT3 BASED Q4 GEFN lINGER VArIES. IC FU P,XL IND CSI 1-2 -1241 .02 .34 .37 2-3 -1241 .02 .34 .37 TO Ft1E AXL EM CSI 4-5 1.157 .17 .23 .40 5-6 1157 .17 .23 .40 NED FCRCE CSI T6EB I= (SI 2-5 197 .06 X nFTl5EFIa4 (spda):' /999 IN MEM 5-6 (LIVE) = -.05" 0= -.05" T= -.101. = J - 1 0-0-0 4 0-0-0 2 6-6-0 5 6-6-0 3 13 0 0. C 13. 0 0 6-6-0 6-6-0 6-6-0 13-0-() I 6-6-0 I 6-6-0 1 2 .3 3.25 _3.25 1 3-6 Exp. I 2.3I;02 4 5 6 6-6-0 -- 6-6-0 6-6-0 . 13-0-0 10/21/2002 Truswal Systems Plates are 20 ga. unless shown by "18(18 ga.), Scale: 3/8" 1' H'(lG 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 WV: 51 * - WO: Pfl This design is for ais.indis'iduat building component not truss system. It lets been based onspecifications provided by he component manufacturer and done ChIc: CF - - Cuotser Name: in accordance with the current versions of TPI and AI51'A design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be Dsgnr; OK #LC = 0 serifkd by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertaus that be loads utilized on this TC Live 20.00 pof DurFaco L=1.25 P1.25 I) I Xi EL I1I E design meet or exceed the loading imposed by the boil building code and he particular application. The design assumes that the: lop chord is labially LUMBER braced by the roof or floor sheathing and the bottom chord is bter.tlly braced by a rigid sheathing material directly attached, sinless otherwise noted. in that TC Dead 14.00 pof Rep Mbr End 1.15 Eracing shun's is for lateral nupport.of compotsenis members only to reduce buckling length. This component shall not be placed any environment Tro,svnt Suto,im, - Cotomdc 4445 Noel park Dr., Coin Springs, Co 80907 will C3ttSC time moisture content of the wood to exceed 19% and/or cause c,,ttt,ectumr plate corrosion. Fabricate, Isatidle, install and brace (his trUsS bt with the following standards: 'JOINT DETAILS', by Trttswai, ANSl/'lPt 1', 'Wl'CA 1' - Wood Truss Council of America Standard Destgtt accordance BC Live .00 paf .- o.C. Spacing 2- 0- 0 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and Hlt3-91 BC Dead 10.00 pof Design Spec tJBC-97 St.tMMARY SHEET by TPI. The Truss Plate Institute (TI'!) is located at 563 DOnofriu Drive, Madison, Wisconsin 53719. The American Potent and . TOTAL 44.00 psf Dufi Ratio: I.240 'IC: I/240 Tp5 .0 Version T6 .3.5 - baiter Assttciation (APPA) is located at 1111 191b Street, N'\', Ste 600, Washington, DC 20036. I Job Name: PIRINEOS WAY Truss ID: TX4 Qty: 1 Drwg: C00229403-W-0 x-irc 11521cr SIZE RE'D 'IC 2x4 t1L #1 P1atir sp PI : EI/'I'PI - 1995 1 0- 1-12 506 3.50" 1.50 BC 24 L!FL )1 a?LTE VALLES PER 1(B) REBE7IJH REREI' ((1607. 2 U- 4- 4 506 3.50 1.50 WEB 2c4 £TL SUB PJJSEEPI3 118'SEL) (11 GIEBN huGER W'.ILEB. 'IC KREE AXE, GElD CSI 1-2 -1079 .01 .26 .28 2-3 -1079 .01 .26 .28 BC FMM AXL GElD CSI 4-5 1006 .15 .17 .32 5-6 1006 .15 .17 .32 WEB FCRCE CSI WEB KFrE CSI 2-5 172 .05 4X II211ELT.RN (aan): /999 IN !'IEP4 4-5 (LIvE) = -.03" [5= -.04" 'I= - .57" = Jofrit icns 1 0-0-0 4 0-0-0 2 5-9-0 5 5-9-0 3 11-6-0 6 11-6-0 5-9-0 . 5-9-0 5-9-0 11-6-0 5-9-0 5-9-0 I 2 3 3.25 _3 .251 3-6 4 6 5-9-0 5-9-0 5-9-0 11-6-0 ?BCF ES No C04 52 Efp. 2 /31;.O2 1* 10/21/2002 Truawal Systems Plates are 20 ga. unless shown by 18(18 ga.), . . Scale: 7/16' =11 "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. TBF: 20.0 WT: 45 * WO: PTA IM I'Itis design is for an individual building component not Irtiss system. it has been based on specifications provided by the component manufacturer and dose Chic: CF Cuetier Name: D I XI E I. I t1 E in accordance wills the current versions WIT, and APPA design staisdards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or buildag designer prior to fabrication. The building designer float ascertain that the loads utilized on this Bogart DK - *LC.= 0 TC Live 20.00 psf DurFacs L=1.25 P1.25 design meet or exceed the loading imposed by the local building code and the.panicolar application. The design assumes that the lop chord is laterally LUMBER braced by the roof or floor sheathing and the honest chord is Laterally braced by a rigid sheathing material directly anaclsed, unless otherwise noted. TC Dead 14.00 psf Rep Nbr Bud 1.15 Bracing shown is fisr lateral support of components members only to -educe lsstcllütg length. This component shall toil be placed in any eovirntrtnetst that Tn,swat Systems - Cntorodn will cause (he moisture content of the Wood is, exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this 1russ in BC Live .00 paf 0. C. Spacing 2- 0- 0 4445 Nnrthpork Dr., Colo Springs, CO 80907 accordance with the following standards: 'JOINT DETAILS, by Trssswal, ANSI/TI'! I, 'WTCA 1' - Wood Inns Council of America Standard Design Dead 10.00 BC psf Design Spec UBC-97 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD 'I'RUSSES' - (11I13-91) and '11I13-91 SUMMARY SHEET' by 'rpi. The Truss Plate institute (TI'!) is located at 583 D'0sofrio Drive, Madison, Wisconsin 53719. The American Forest and Defi Patio: hI240 'IC: I240 Tp5 .0 Ver8ion T6.3.5 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 8tXl, Washington, DC 20)36. . . TOTAL 44.00 psf Job Name: PIRINEOS WAY Truss ID: TX5 Qty: 1 Drwg:C002294133-011 E3 X-LW pgllcr SIZE REQ'D .rc 2x4 DEL #1 Plating spar : ?dSI/1'PI - 1995 1 0- 1-12 887 3.50' 1.50 B: 4 DEL 4(1 THIS DESIGN IS THE CCr4ttS1'IE 1ESULT OF 2 20- 0- 4 887 3.50" 1.501, NIB 2x4 DEL SlID P43U1.rHE LDE'D CASES. ELAIE VAILES FM ICB3 PEDEYIFttH REECRI' 441607. BEZsRIN REtJIRENENI5 sb,ari are lasth O'1Lh .rc p xra END CSI IaandsS for 10 EBF a-cxa.srrust BDl . cia the truss material at each bear5rg. 1-2 -2286 .04 .23 .30 . PLATRZ BASED Q'9 GEIN LU1BER VArIES. 2-3 -2013 .03 .21 .24 3-4 -2013. .03 .21 .24 4-5 -2286 .06 .23 .30 B: FCRCE AXL R'I) CSI 6-7 2160 .32 .14 .4? 7-8 1456 .22 .10 .32 8-9 2160. .32 .14 .47 NIB ECIRCE CSI NIB FCRCE CSI . 2-7 -377 .07 3-8 585 .18 3-7 585 .18 4-8 -377 .07 (q n): rLEEIEETI(S 99 IN HEM 7-8 (livE) - .09" D= -.11" Th -.20" I=== Jnt Lcrmtia'an = 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 5-6-1 5-6-1 10-1-0 14-7-15 20-2-0 10-1-0 . I 10-1-0 2 3 4 5 3.50 _3.501 OFESS ME -1 O. 0482 6 7 8 9 7-0-6 6-1-4 7-0-6 - 7-0-6 13-1-10 20-2-0 * 10/21/2002 Truswal Systems Plates are 20 ga. unless shown by "18(18 ga.), Scale: 1/4" = "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. TBF: 41.3 WT: 97 4 WO: PIRINE 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 Nests: D 1 XI E L I'll E in accordance wish the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component inastufactisrer and/or building designer prior 10 fabrication. The building designer must ascertain that the loads utilized on [his Dsgnr: DK. #LC= 2 IC Live 20.00 paf DurFacs L=1.25 P=1.25 design fleet or exceed Ilte loading imposed by the local building code and Ito patlicstlar applicatiots. The design assumes that the top chord laterally LUMBER braced by Its roof or floor sltestlting and lot bottom chord is laterally braced by a rigid slteathing material directly attached, unless otherwise toted. IC Dead 14.00 Rep Ir 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 psf Tnsswol System. Colc'rado 4445 will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace 11th truss us BC Live .00 psf 0. C.Spaci.ng 2- 0- 0 Nor1lsparls Etc., ColoSprings, CO 80907 accordance with the following standards: 'JOINT DETAILS', by Tritswal, ANSI/TI'l I', 'WTCA I' Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (1-1113.91) and '1118-91 BC Dead 10.00 psf Design Spec UBC-97 SUMMARY 51-1581" by Tl5I. 'l'lse Truss Plate Institute ('I'PI) is located at 583 D0ttofrio Drive, Madison, Wisconsin 53719. The Atnericass Purest and tinfl Ratio: W240 'IC: L/240 Tp5.0 Version T6.3.5 Paper Association (AFPA) is located at 1111 19ds Street, NW, Ste 80 , Washington, DC 20736. TOTAL 44.00 psf Job Name: PIRINEOS WAY Truss ID: TX6 Qty: I Drwg:C002294133-012 X-ICC RE4CT SI?E REQ'D 'IC 2x4 IIL 4(1 Platirp Spec : PI'Si/IPI - 1995 1 0- 1-12 572 3.50" 1.50" BC 2x.4 DEL 4(1 THIS t8SIG4 IS ThE CQ"IFCSI'IE RESWF OF 2 12-10- 4 572 3.50" 1.50" WEE3 2x4 DEL STUD l'uLa'IaE IntiD CYSTS. 18.A3E WsJ,LES PER ID RESOTM REFCTlr 4(1607. BE7'RIhC RECYJIRE%RNIS shan are teamS CIIILY Pre 'IC EQE XL IND CSI IcmdmS for 10 1SF ns-nsrrztrrit BCU. as tho truss neteria]. Iznsarir. 1-2 -1185 .01 .51 .52 5th verticals designed for axial loads only. PLAR[143 W'SED CII MEN UJ"IBER X&IM. 2-3 -64 .00 .51 .51 Extnataicxts above ar balou' the truss profile IC FCIE XL CSI (if arrj) rire adSiticusal caisiatim (ha" hors) far tea-is. lcnsds as the bldg. 475 1101 .17 .24 .41 5-6 1090 .16 .19 .35 WEB RE CSI WEB FCRCE CSI 2-5 173 .05 3-6 -155 .04 2-6 -1151 .77 VX DEBLICflC3II /999 IN MDI 4-5 (uvE) -.06" D= -.0711 T - .14" Joint Letiais = 0-0-0 4 0-0-0. r 7-00 5 7-0-0 3-0-0 6 13-0-0 7-0-0 6-0-I) 7-0-() 13-0-0 1 2 3 3.25 2-1 Mi E0. C. CO -i o; ..45982 .s.i VA *\ /Exp. 12/31/02 I .3-It-It 4 5 6 700 6-0-1) 7-0-0 13-0-0 . 10/21/2002 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga), Scale: 3/8" = 1 H"(lG 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: 26.7 W'1: 67 4 NE WO: PB 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: I) I XI ELI isi E in accordance with the current versions of TPI and API'A design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by lite component manufacturer and/or building designer prior to fabricatiott. 'I'lte building designer mttst asceruitt that tlte loads utilized ott Isis Dagnr: DK 4tLC= 2 TC Live 20.00 paf DurFace L--1.25 P=1.25 design meet or exceed the loading imposed by the local building code and the particular 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. TC Dead 14.00 f Rep hr Bnd 1.15 Bracing shown is for lateral support of components members only to reduce: bscislitsg length. This component shall not be placed in any environment that pa Tr,swol Svntrms - Colorado will cause the moisture conlunt of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live .00 pa f 0. C. Spacing 2- 0- 0 4.145 No park Dr., Colo Springs, CO 80907 accordance will, the following standards: 'JOINT DETAILS', by Trstswal, '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 'Hill-oh BC Dead 10.00 pef Design Spec TJBC-97 SUMMARY SHEET' by TPI. '['lie '['runs Plate ltssiiiiitte (['Fl) is located at 583 DCittr,fri,, Drive, Mr,disott, Wisconsin 53719. The America,, Forest and (nfl Ratio: 14/240 'IC: 14/240 Tp5.0 Version T6.3.5 Paper Association (AFPA) is located at 1111 19111 Street, NW, Ste ItO, Washington, DC 20036. TOTAL 44.00 pef V to ½ truss length I I Greater than 60' A This safety alert symbol is used to attract your attentionl 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 J result in personal injury or damage to structures. HIB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES © ltisthpj,soonsibilltypfthe Inst pller(bui!der. buildipa contractor. licensed contractor, eraclgrorerection contractor) toompedyreceive, unload, store, handle, install and kTce metat plate connected wood trusses to protect life and property. The installer must exercise the same high degree of safety awareness as with any other structural material. TPl does not intend these recommendations to be interpreted as superior to the project Architects 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 A contractor, erector orerection contractor is advised to obtain and read the entire booklet "Commentary and Recommendations for Handling, Installing & Bracing Metal Plate Connected Wood Trusses, HIS- 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 where failure to follow Instructions could result In severe personal injury or damage to structures. TRUSS PLATE INSTITUTE 583 D'Onofrlo Or., 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 0 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: All temporary bracing should be no less than 2x4 grade marked lumber. All connections should be made with minimum of 2-16d 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 I CAUTION: Trusses should not be I unloaded on rough terrain or un- I even surfaces which could cause damage to the truss. ., iuiiiiiiill CAUTION: Trusses stored horizontally should be supported on blocking to prevent excessive lateral bending and lessen moisture gain. ] A WARNING:• Do not break banding until installation begins. Care should be exercised In banding re- moval to avoid shifting of Individual trusses. [ CAUTION: Trusses stored vertically should be [ braced to prevent toppling or tipping.. JA DANGER: Do not store bundles upright unless property braced. Do not break bands until bundles are placed In a stable horizontal position. A. WARNING::: Do not lift bundled, trusses by the . DANGER: Walking on trusses which are lying flat bands. Do not use damaged trusses. .. Is extremely dangerous and should be strictly prohibited. . Frame I A WARNING: Do not attach cables, chains or AL. WARNING: Do not lift single truaees,whh spans hooks to the web members. greater than 30' by the peak. I MECHANICAL I less Vo INSTALLATION / or \ /or less INSTALLATION le Tag ApproxImately Approximately Tag \ Line V. truss length '/ truss length Line Truss spans less than 30'. I Lifting devices should be connected tol the truss top chord with a closed-loopi attachment utilizing materials such as[ Strongback/ slings, chains, cables, nylon strapping, Toe In etc. of sufficient strength to carry the -' weight of the truss. Each truss should be set in proper position per the building '•• designer's framing plan and held with the lifting device until the ends of the truss are securely fastened and tempo. rary bracing is installed. Tag Line Tag Line Spreader Bar ToeToe In Approximately 'I. to ½ truss length -' Tag Less than or equal to 60 Line Spreader Bar Toe In b---- Less than or equal to 60' At or above mid-height Tag Line • SPAN MINIMUM PITCH TOP CHORD LATERAL BRACE SPACING(LB& . _____ TOP CHORD. DIAGONAL BRACE SPACING (DBS) [# IT sees] SP/DF SPF/HF Upto32' 4/12 8 ' 20 IS Over 32'- 48' 4/12 6' 10 7 Over 48'- 60' 4/12 5' 6 4 Over 60' See a registered professional engineer 12 4 or greater 12 "IA v ... -i /..J j........ 12 ..'4 ;:.;..CAUTlO!4:.Temporary bracing shown in this summary' sheet is, adequate for the Installation of ,trueses with similar configurations Consult ayeglstered professional engineer If a different Vl~ bracing arrangement Is desired The enginee may design bracing In accordance with TPI a 4 - Recommended Design Specification for TemporasyBracIng of Metal PlatejConnected WoodI Tthss IA esDSB.89indInsomecasés deterrn!nejhat awlderepacIng is pslbIe.,' GROUND BRACiNG:BUiLDING INTERIOR ] IGROUND BRACING: BUILDING EXTERIOR 0." Top Chord7 Typical vatticu E.,W.jI 'SlJ& .. .-. LOT. attouhnwM 0 vertical (GBV) LChold' H otone G round fl Ground bra. I "1 kill Mi ', dt.00nals(oB&.i/ Ituate at br.cbd group at t,uss.Ground brace Sl l fld IttICa ' (koundbr.c! II I group of trusses lateral (LBO) Ground brace // II // fl"-JI T7JI End brace (SB) % -. dwgoiwl. (GB0) Note: 2nd float system ahaB have adequate capacity to suppoJi ground braices.sII // I/cV// / Strut \' Backup sJft // //J( / (Si) 2nd 11. ground stake Driven ' Typical horizontal it. member with floor ground . I orntttirts stakes (Hi) :&:, CAUTlON:GroundbracIna required foraiI'instailatIonsiitW A& Frame •? 4' Frame 2 OF - Douglas Fir-Larch HF- Hem-Fir SP - Southern Pine SPF - Spruce-Pine-Fir PITCHED TRUSS WARNING Failure to follow these recommendations could result in severe personal injury or damage to tr56ssea or buildIngs J4 SPAN MINIMUM PITCH DIFFERENCE TOP CHORD LATERAL BRACE SPACING(LB5) TOP CHORD DIAGONAL BRACE SPACING (DOS) (# lrussesj SPIDF 1 SPF/HF Up to 28' 2.5 7' 17 12 Over 28' -42' 3.0 6' 9 —5-4 3 6 Over 42'- 60' 1 3.0 5' 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 Brace . .., Required i'•,- 10' or Greater I .. .-'• Attachment / Required All lateral braces lapped at least 2 Top chordsthat a,. laterally btaced canbuchle logelhetandc.usecoltapse lt the, eionodiago' n.tb,.ctng. Diagonal bracing akorrtd be nailed lathe underside 01 the tnp chord when prnlinn are attached lathe topside at the top chord. SCISSORS TRUSS Frame 3 12 4 or greater Bottom chord diagonal bracing repeated at each end of the building and at same spacing as top chord diagonal bracing. SPAN MINIMUM PITCH BOTTOM CHORD LATERAL BRACE SPACING(185) BOTTOM CHORD DIAGONAL BRACE SPACING (OD) (N lruvsosj PIDF SPFIHF Upto32' 4/12 is, Over 32' -48' 4/12 15' 10 Over 48'. 60' 4/12 Is, 20a g— 60'Se 6Over e a registered professional en IJr. UUUg545 FIFLSICR r- OUtnern ,.lno HF. Hem-Fir SPF- Spruce-Pine-Fir All lateral braces lapped at least 2 trusses. BOTTOM CHORD PLANE ow.1 see. could result personal Injury, or5darnage$o trusses or bulidlngs tt '- I, --: k-- I-- : '- Permanent continuous lateral bracing as specified by the 45\ truss engineering. WEB MEMBER PLANE Cross bracing repeated at each end of the building and at 20' Frame 4 SPAN MINIMUM DEPTH TOP CHORD LATERAL BRACE SPACING(LB5) TOP CHORD DIAGONAL BRACE SPACING (OB.) J# tFUS8CS splor sPFnIr Up to 32' 30" 8' 16 -1-10 Over 32'- 48' 42" 6' 6 4 Over 48'- 60' 48' 5 4 2 Over 60' Sea a registered professional engineer 2x4/2x6 PARALLEL Continuous CHORD TRUSS Top Chord - - Lateral Brace Required Yop tho,d. th.S.,. I.S..Ily b..o.d ..nbookl. IOgothor.nd..o.eootl.p.oIftI,o.i.00.jj.go. 10' or Greater o.Ibr.c4n. Ot.9ou.Ib..c1ng.Io.Sdbenailed to St.. rnd...Sd. of the Sop d.o.d wh.n p.olin. . .tto.S..d to the repaid. at U.. Sop d.o.d. Attncl,mnnl OF. Douglas Fir-Larch SP. Southern Pine - Required HF - Hem-Fir SPF- Spruce-Pine-Fir . - -- 0 :--. •.- - . . - SPp,,F 2 30" or greater 'b is lapped at least o" truss The end diagonal brace es't for cantilevered End dIagonals as. es.snlal : trusses must be stability and must be dupilcaf.d on çF's 9' placed on vertical both ends of the truss system. webs In line with '--.---- the support. Truss Depth 0(m) Lesser of 1D/50 or 2" Maximum — Plumb Misplacement Line PLUMB 0(m) 0/50 D(fl) 12 1/4° 1' _2_ _ii__ _____ 360 3/4 3 .i._ _.4__ 600 1-114" 5' 727— 96" lOB" J. 2" 2" _7_ L 2 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 forl stability and must be duplicáted'O both ands of the truss system. Frame 5 SPAN MINIMUM PITCH TOP CHORD LATERAL BRACE SPAClNGLB5) _____ TOP CHORD DIAGONAL BRACE SPACING (OB) [# trusses) SP/OF SPFIHF Up to 2V 3112 8 *7 12 Over 24-42' 3 1 7' 10 6 0ver42' -54' 3112 6' 6 Over 54 See a registered professional engineer OF- Douglas Fir-Larch SP- Southern Pine HF - Hem-Fir SPF- Spruce-Pine-Fir 3 or NgrBStsr"NN & / N Y.. All lateral braces sapped at least 2 trusses. Diagonal brace - also required on end verticals. '•'--. lnpclso..Io that a,e labially b,aced can Ijochie t..5011,e. .,,dcs,,ce collapee Illicit Innodiaqo. fliego..aIli.ocin eliocld be nailed Ic lIe ,,ml,,ehle at 11,0 lop choid when po,llne a,O attached to the lapeide of the top eho,d. MONO TRUSS . . WARNING: Failure to follow these recommendations could result In . .. severe personal Injury or damage to trusses or buildings • I INSTALLATION TOLERANCES I BOW Length .:; T t Lesser of L/200 or 2" L(In) IOn) II .::::::::I::::::::::....... +I/ f Lesser o — 1.1200 or 2 1(m) 1.1200 L(Il) 200° I" *6.7' 250" 1.1/40 300" 1 1-1/2" 25.0- 1(m) 1/200 L(fl) _5_. Ji_. .iiz__ *50" 3/4" 12j OUT-OF-PLUMB INSTALLATION TOLERANCES. OUT-OF-PLANE INSTALlATION TOLERANCES. 40 4t ADANGERUnder no clrcurnstao4eiod 'S4*WARNING;004 pot cut trusses ' S-construction lotds of any,descrlpl(on beplacpd . on P4 Frame 6 Rim CEVISIONS BY 6.20.00 SEE U) U) I— U. J l6 1/2J)I/4 REQUIRES EXTRA TRUSS IN LAYOUT—POSITION OF TRUSSES #2. 93. & 94 MAY VARY BUT DIMENSIONS A.S. OR C MAY NOT EXCEED 16 1/2, NOR SHALL THE DISTANCE BETWEEN TRUSSES 91 & 95 EXCEED 72w. COND. 1 - 72 1' 24 24 24 , r I 4 31 1/2w 11 16 1/21 REQUIRES EXTRA TRUSS IN LAYOUT (DBL)—NAIL DOL TOGETHER AT 12 O.C.—POSITION OF TRUSSES 92. 93. & 94 MAY NOT VARY NOR SHALL THE DISTANCE BETWEEN TRUSSES 91 & 95 EXCEED 72 COND. 2 30X30 ATTIC ACCESS 2 I IJOB REP. (DRAWN: I M - 24 16 32 24 IN. MAX. MAX I I It) qh U) U) U) U) U) (/) U) U) D 30. rA F- c / 2X4 LADDER FRAMING AT TOP & BOTTOM CHORDS BY OTHERS TRUSS IS DESIGNED FOR A 30X30 ATTIC ACCESS E S IN WHICH THE ON CENTER SPACING NEVER EXCEEDS ?' 28. SEE FRAMING PLAN ABOVE. CON 0. 3 V 4cJ 12'31102 I I . - LUMBER SPECIFICATIONS: PER BUILDING ENGINEER 2X6 RIDGE B I TRUSS [fl H I1 tL A35'S.TYP. ADEQUATE CONNECTIONS TO SUPPORT LOADS MUST BE VERIFIED AND/OR I TRUSS UJ [U [j SPECIFIED BY OTHERS 2X4 TOP CHORD ATTACH 2X6 PURLINS TO EACH PANEL POINT USING A35'S 2X4 TOP CHORDS B/O CUT AND HEAD—OUT BOTTOM CHORDS TRUSS AS REQUIRED FOR OPENING SEE DRAWING DESCRIBES FRAMING PROCEDURE FOR ATTIC AND IN NOT SPECIFYING ANY SPECIFIC TRUSS PROFILE. lokosaz. * t12I31/O2 *d M REVISIONS BY 6.20.00 S LUMBER SPECIFICATIONS: CHECRETh PER BUILDING ENGINEER JOB REP. DRAWN: 1 HIP CORNER RAFTER (ONE SIZE LARGER THAN STANDARD RAFTERS) A RAFTER TIE NOT REQUIRED ON SPANS UNDER Ia-a) RAFTER TIE b ONE ROW REQUIRED ON SPANS 18'-0 TO 22'-o) TWO ROW REQUIRED ON SPANS 24-0 SPANS AT 4'-0 D.C.) • BRACE TO ROOF STRUCTURE I HIP TERMINAL TRUSS PER DESIGN NOTE: BOTTOM CHORD OF S JACKS NOT SHOWN E FOR CLARITY goo ad 02 LEDGER ATTACHED TO FACE F TRUSS EHB_1 RIPJRJ ITEc STADA RS m PER HB-I DETAIL A EVISIONS I BY 6.20.00 Q9 REP. )RAWN: . - BOTTOM CHORD OF TRUSSES METHODS OF STRONGBACKING - 'SIMPSON' H-3 lOd 0 12 O.C. T"T (2) lOd MINIMUM LA / \Mr 210 DETAIL I_LATERAL U BRACING ' © PLYWOOD 2X4 X—BRACE PER PLAN TOE—NAIL W/ lOd Ur. 4 A PLYWOOD 2X4 X—BRACE I I IMPACT AS REQUIRED / TRUSSES PER PLAN LATERAL lOd 0 12 O.C. SECTION A-A 12 O.C. 2X4 LATERAL BRACE (FLAT) lOd 0 2X4 IMPACT BRIDGING (ON EDGE) WHERE NO RIDGID CEILING IS APPLIED DIRECTLY TO THE lic BOTTOM CHOD, IT SHALL BE BRACED AT INTERVALS NOT 41 A EXCEEDING 10'-0" O.C. USE 1X4 MINIMUM CONTINUOUS MINIMUM CONSTRUCTION GRADE LATERAL BRACING AND ATTACH 'WITH 2-8d NAILS. HEM—FIR BRACING MATERIAL 1 xp 121' 1 riO2' NA SEE 1--91 OR B1DG DESIGNER SPECAflONS mi UP TO 24" O.C. OPTIONAL CANTILEVER UP TO 48" WITH STUD @ WALL UP TO 24" NO CHANGE SEE OUTLOOKER DETAIL BEVEL GABLE END FRAME 2X4 DIAGONAL BRACE AT CABLE END FRAME— CENTERUNE OR AT 16'-0" O.C. I~-TRUSS * xp 12/31/02 * BY I 6.20. 001 LUMBER SPECIFICATIONS: 2X4 #2 DF-L CHORDS 2X4 STD. DF-L STUDS FOR GABLE ASSEMBLY GREATER 11-IAN 5-10" IN HEIGHT SEE GE-2. A 5 SHEATHING OR SIMILAR ON ONE FACE REQ. SHEAR DESIGN BY OTHERS 16-14-10 OR 20-10-10 PSF. LOADING CUTOUT FOR 2X4 70 MPH WIND LOADING J' OFF STUD. ADO—ON SAME SIZE AND GRADE AS TOP CHORD Y,i1H 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 16 Go. STAPLES 2" STAPLES ON OTHER SIDE OR (5) 2 12 VARIES FULL BEARING WALL MINIMUM BRACING DETAILS - SEE STRUCTURAL DRAWiNGS FOR ADDITIONAL REQUIREMENTS 16d AT 24" O.C-...{ BEARING CONNECTIONS ARE THE SOLE RESPONSIBILITY JtL 1.1 IL OF THE ENGINEER OF RECORD. DETAILS ON THIS PACE ARE SUGGESTIONS ONLY AND ARE NOT TO BE UTILIZED %WTH OUT THE BUILDING DESIGNERS APPROVAL SECTION A IJOB REP. I wa _slil 2— 16d NAILS ""I DIAGONAL BRACE AT IIi CENTERLINE OR AT 16'-0 O.C. 0 45 DEC. 3-5 WIN. OR USE SAME SIZE PLATE AS ON TRUSS SEE WI HIB-91 FOR OTHER BRACING RECOMMENDATIONS LUMBER SPECIFICATIONS 2X4 #2 DF-L CHORDS AND SW. DF-L STUDS VARIES tJdIA SHEATHING ON ONE FACE REQ. SHEAR DESIGN BY OTHERS _________ 16-14-10 OR 20-10-10 PSF. LOADING 0 FIR AT 32 2X4 CONST O.C. OOU>,.. 9 1f 70 MPH WIND LOADING SEE OUTLOOKER IIx-/-II DETAIL GE-i IJOB REP. By I I - 2X4 NO. 2 DOUG. FIR CONTINUOUS STRONGBACK 2X4 STRONGBACK 7 BRACED AT EVERY 6-0 MAX. BRACED TO ROOF STRUCTURE AT 6-0" O.C. 1X4 MIN. LATERAL WEB BRACING -IF RE O WE BRA A MAXIMUM. 12 2X4 END BLOCK JVARIES DIAGONAL BRACE 3 ONE SIDE AND (2) 14 GA 0 APPROX. 45 DEG.- lX4 WEB 2" STAPLES ON OTHER SIDE BRACING- F REQ. 2X4 END 10 H USE SAME SIZE 2X4 CONTINUOUS BACKING WITH BLOCK 16d NAILS AT 24 O.C. TO WALL PLATE I I n Zln n n -S , TRUSS SECTION A 3-5 FULL BEARING WALL 4 A UPTO24 OPTIONAL CANTILEVER j.. UP TO 48 NTH 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 \ASJD 1 5/8 NOTCH ¶RACE AT 32 O.C. %: 2-16d WITH 4-16d NAILS Al161 JJ 24 O.C. 0 NAILS MINIMUM BRACING DETAILS - SEE STRUCTURAL DRAWINGS FOR ADDITIONAL REQUIREMENTS BEARING CONNECTIONS ARE THE SOLE RESPONSIBILITY OF THE ENGINEER OF RECORD. DETAILS ON THIS PAGE. ARE SUGGESTIONS ONLY AND ARE NOT TO BE UTILIZED WITHOUT THE BUILDING DESIGNERS APPROVAL —J 1oJC15982_ * EV,. 12/31/02 * / SEE TPI HIB-91 FOR OTHER BRACING RECOMMENDATIONS 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 6-00R 2 X 4 3 X 4 3 X 4 LESS 2 X 6 2 X 6 7'-0 2 X 6 2 X 6 2 X 6 - 8-0 2X6SSDF2X6SSDF DFB#ZDF 2X82DF2X82 LEDGER NAILING SCHEDULE NUMBER Of I6d NAILS BEAM SIZE REQUIRED TO SECURE LEDGER TO TRUSS 2X6 5 1- HIP BEAM -SEE CHART FOR SIZE LEDGER - SEE SCHEDULE FOR REQUIRED NAILING (IN VERT. ONLY) + (2) EACH. END MIN. F * xp'12/31/02 * BY I.P[IL.I.J .c1 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. IJOB REP. EXTENDED TOP CHORD 1411 2 PIECE HIP RAFTER 2 PIECE HIP RAFTER 1211 NL MEI SHOWN) OF [LAYOUT END JACKS' J V LAYOUT 24 O.C. - PLAN A 24 O.C. STANDARD CALIFORNIA HIP FRAMING WITH 8'-0" SETBACK * SETBACK AND NUMBER OF PLYS MAY VARY - SEE ENGINEERED DRAWING /Th Uj 82 E . 12/31/02 1 \\ CN4Y 16.20.001 BY THE ARCHITECT AND/OR ENGINEER OF RECORD IS RESPONSIBLE FOR PROVIDING CONNECTION DETAILS REQUIRED TO RESIST WIND AND SEISMIC LOADING CONDITIONS. WORK SHALL COMPLY WITH THE CURRENT UNIFORM BUILDING CODE AND THE REQUIREMENTS OF THE LOCAL BUILDING DEPARTMENT. 2X4 RIDGE BLOC OB REP. )RAWN: ALT. FRAMING 1X4 LATERAL BRACING REQUIRED PER DRAWING X-BRACE COMMON TRUSS TO HIP TRUSS AT CENTERLINE OR 20'-0 MAX. SEE DETAIL HF-3 COMMON TRUSSES EXTENDED JACK TOP CHORD PER DETAIL 1Th JACK Top CHORD HANGER) OR DESIGN DRAWING PRESSURE BLKG HIP TRUSSES 24 O.C. rP. SECTION A-A SES RIDGE CROSS BLOCK HIP HIP RAFTER SHAPED BLOCXJ N BLOCK PLAN SHAPED ALTERNATE FRAMING H H WHERE HIP RAFTERS 00 NOT II II V MEET AT COMMON TRUSS. V V SECTION B-B REVISIONS BY - 6.20.00 I , MIN. 20 HIP RAFTER SEE CONNECTION DETAIL 10H 8H MIN. 2X6 HIP RAFTER MIN. 20 HIP RAFTER SLOPING TOP CHORD 8H-. OB REP. DRAWN: =1 =1 HIP MASTER (DBLBH 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 '-HORIZONTAL TOP CHORD 8H ROOF JACK W/ BOTTOM CHORD TOP VIEW 20 HIP RAFTER MINIMUM LEDGER REQUIRED UNDER MIN. 2X6 HIP RAFTER - SEE SUPPORT DETAIL ON FILE NO. HB-1. NOTE: SIMPSON L5U26 HANGER MAY BE USED CONNECTION DETAIL IN LIEU OF LEDGER. IJOB REP. * 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 BY ALTERNATE SHOULDER DETAIL a REFER TO TRUSS DRAWING FOR SPECIFIED BRACING REQUIRED BRACING ON SECONDARY FLAT TOP CHORDS IS REQUIRED AT 6-0" O.C. MAXIMUM. SECONDARY CHORDS -V.-. - I I AT IJriI II flED OVERFRAMING TYP. IL TOE-NAIL END JACK TOP CHORD EXTENSION TO HIP ORFRAMING W 2- 16d NAILS. - 3-5 (SPL) 5-7 W/2X6) AR I1( USE 1.5-3 WITH 2X4 STUD FRAMING - ryP. AT 48 O.C. 5~ f- _______________________ T rN / I 12H EXTENDED HIP 1OH fl m-n ITOPCHORDS _ 1 n am m e's - FOR TRUSS CONFIGURATION AND PLATING SEE ENGINEERING 1 IIaW - - ( _JA E 5982 12/31/02 1 CNk LUMBER IS SEASONED ft ONLY. HIP GRIDER p 16d NAILS TYP. I TOENAIL INT HIP & I STAGGER TO PREVENT SPLITTING EVIS1ONSI!! 6.20.001 .- • LJ TOE NAIL TOP AND BOTTOM CHORDS OF JACKS TO HIP GIRDER TRUSS ¶MTh 4-16d NAILS FOR 10' MAX. SPAN JACKS jN 3-16d NAILS FOR 8' MAX. SPAN JACKS JACK JACK FOB REP. DRAWN: t =1 SIDE VIEW PRESSURE. BLOCKING DETAIL FOR END JACK BOTTOM CHORD UP TO 10'-0" AT HIP NO. 1 WITH CEILING LOAD OF 5PSF PRESSURE BLOCK LOCK if 1 if PRESSURE 1 Od-\SURE BLOCK if NTH 4-16d NAILS 3- 1 Od 4-16d NAILS 3— 1 Od PLAN VIEW N4082 r=Tl) HIP TRUSS NO. SIDE VIEW 3 1 O v-BOTTOM CHORD OF ,-24 O.C. TYP.-* HIP TRUSS NO. 1 NOTE: ATTACH 2X4 DOUG. FIR PRESSURE BLOCK TO BOTTOM CHORD OF HIP NO. 1 WITH 4-16d NAILS. BOTTON CHORDS OF END JOINTS ARE ATTACHED WITH 3-10d NAILS AT EACH END OF THE PRESSURE BLOCK. 30 PSF MAX. LOAD ON ROOF RESSURE BLOCK ri1 REVISIONS BY 6.20.00 CNECXETh JOB REP. (2) 16d TOENAIL - .-.... ,- PIGGYBACK flDA. 'a- * Ini 1"I 1.5-3 f 1.5-3 * REQUIRES 2X4 BRACE WHEN VERTICAL EXCEEDS 5'-0" 2 BRACES AT 10'-0" ETC. -ç Mill WHEN USING PLYWOOD SEATHING, TOE—NAIL CAP - TRUSSES WITH lOd NAILS FROM EACH FACE AT 6" O.C. 3....5 fr1 ff 1.5-3 • 3-5(SpI) 1.5-3 2X4 CONTINUOUS SUPPORT BRACING. ATTACH TO THE TOP SIDE OF TOP CHORD OF TRUSS SUPPORTING PIGGYBACKS WITH (2) lOd NAILS ALTERNATE SHOULDE Nk CONT. 2X4 4...5 SUPPORT TRUSS 72 O.C. TYP. 'I5-3 1.5-3 3 1/2"X8"X1/2" PLYWOD GUSSET AT EACH END OF TRUSS (AND 6'-0" O.C. FOR SPANS 36' AND LARGER) ATTACH WITH (4) 1.5" LONG 8d NAILS. USE 2X4 AS AN ALTERNATE WITH (4) 16d EACH END. 12 MIN. 1.5-3 ,t . -'U.. I BY I.-wIjx.I.1- . - --a LUMBER SPECIFICATIONS: 2X4 #2 DF—L CHORDS 2X4 STD. 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 WIND LOADING SEE GE-2 FOR WEB BRACING REQ. 4-5 2X4 BLK W/3-16d EACH FND A 2X4 CONST. DOUG. FIR AT 32 D.C. - .- I - 5-7 SCISS. GABLE END FRAME OKERS PER DETAIL GE-1 MAX. OVERSIZE CUT) 16d AT 24 D.C. 1.5-3 ONE SIDE AND (2) 14 GA 2° STAPLES ON OTHER SIDE 2X4 CONTINUOUS BACKING ViiTH 16d NAILS AT 24 O.C. TO WALL PLATE I BALLOON FRAME BEARING WALL TO SCISSOR BOTTOM CHORD (BY OTHERS) 1111 3-6 MIN. OR USE SAME SIZE AS ON TRUSS, IT ----- - SECTION A MINIMUM BRACING DETAILS - SEE STRUCTURAL DETAILS FOR ADDITIONAL REQUIREMENTS BEARING CONNECTIONS ARE THE SOLE RESPONSIBILITY OF THE ENGINEER OF RECORD. DETAILS ON THIS PAGE ARE SUGGESTIONS ONLY AND ARE NOT INTENDED TO BE UTILIZED WITH OUT THE BUILDING ENGINEERS APPROVAL --I I. 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 10'-0" 2X4 CONSTRUCTION DF 6-0 2X4 1650 MSR - 1.5 E 1O-0 SEE ENGINEERED SCISSOR DRAWING FOR WEB CONFIGURATIONS AND REQUIRED B/C BRACING I I 2X4 f 1553 (TYPICAL) _ Hi ~(O~ll j pAX. ANEL POINT) 12 MAX. (OFF PANEL POINT) OPTIONAL FURRING FOR ANY 24 O.C. TRUSS WITh 10 PS? TOTAL BOTTOM CHORD LOADING. (MAX DEFLECTION L/240.) NOTE: MAY USE X4 VERTICALS TO 3' 16d NAILS AT EACH END OF 2 ATTACH FURRING TO BOTTOM CHORD OF TRUSS INSTEAD OF CONNECTORS. OBREP. IRAWN: 11 CD 1 ri *\ IExV12/3/O2 TRIPLE TRU 10-O" L~J EIAp. 12I31IO2 I I ALL WORK SHALL COMPLY WITH CURRENT UBC AND I REVISIONS I REQUIREMENTS OF LOCAL BUILDING DEPARTMENT 6.20.00 II LADDER FRAMING BY OTHERS LADDER FRAMING BY OTHERS E TRUSS DOUBLE USS TR 3888 INCHES O.C. NAIL PLF = SPACING FOR TRIPLE TRUSSES THIS ENGINEERING APPLIES FOR ALL CONFIGURATIONS OF TRUSSES INCLUDING SCISSORS AND VAULTS. TRUSS ARE TO BE NAILED TOGETHER NTH 16d NAILS MAX. 2592 INCHES O.C. NAIL PLF = SPACING FOR DOUBLE TRUSSES ILE TRUSS USS IJOB REP. OPTIONAL SHEAR CONNECTION ROOF DIAPHRAGM (BEVELED) SPACER BLOCK BOTTOM CHORD SHEAR BLOCKING AND NAILING SHEAR WALL PER BUILDING ENGINEER. PER DESIGN BY NON-BEARING PARTITION PERPENDICULAR TO TRUSSES 1X TOP P~ATE BOTTOM CHORD \ 2X ...1j16d OF TRUSS --'r--' 1 - r Lt. ] C A "I6d NAIL _____ * 'SIMPSON' STC CUP OR EQUAL MAY BE SUBSTITUTED SECTION C-C FOR 16d NAIL NON-BEARING PARTITION PARALLEL TO TRUSSES 2'-0 (1W) B BOTTOM CHORD 20 BLOCK W/ 2 OF /TRUSS / \¼ 7 / NAILS EACH END. TOP PLATE I I - I6d NAIL 41B 2X PLATE U SECTION B-B TRUSSES AT 2-O O.C. TYPICAL 1' TRUSS CONNECTION TO EXTERIOR WALL ad , CZ I NAILING SEQUENCE I -_ m Ep. 0 (I) NAIL SPACER BLOCK TO TRUSS BEARING CONNECTIONS ARE THE SOLE RESPONSIBILITY SECTION A-A ® BACK NAIL TRUSSES A A TRUSSES ERECTED UTILIZED Th OUT THE BUILDING ENGINEERS APPROVAL. I () SET NEXT TRUSS AGAINST BLOCK AND TOE NAIL TO .ME OF THE ENGINEER OF RECORD. DETAILS ON THIS PACE THROUGH © DRIVE NAIL ROUGH TRUSS INTO BLOCK ARE SUGGESTIONS ONLY AND ARE NOT INTENDED TO BE 982 S ( "r Tll _c 12.31IO2 B.N. Pi.'r000 TO SPACER BLOCK ARING WALL TRUSS CHORD WITH 1 1/2" NOTCH ADD-ON SAME SIZE AND GRADE AS TOP CHORD WITH 16d NAILS AT 12" 0. C. ArL FOR 2X6 CHORDS: 1. ANALYSIS OF TRUSS WITH THE NEXT SMALLER CHORD SIZE OF THE SAME GRADE MUST WORK. FOR EXAMPLE 2X8 CHORD WITH NOTCHES MUST BE ANALYZE WITH A CSI OF LESS THAN 1.0 FOR A 2X4 OF THE SAME GRADE. SIMILARY, FOR 2X8 ANALYZE WITH 2X6, FOR 2X10 ANALYZE WITH 2X8, AND FOR 2X12 ANALYZE WITH 2X10. DOUBLE TRUSS 2X4 OR 2X6 TOP CHORD ADD-ON ONE SIZE LARGER THAN TOP CHORD (#2 DF OR #1 HF) WITH 18d NAILS AT 12" O.C. TRUSS CHORDS WITH 1 1/2" NOTCH 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 E12/31 /O2 *1 ..J oCO 82 ,-NOTCH FOR OUTLOOKERS / 32" O.C. MAX. FOR 2X4 CHORDS: MUST HAVE GABLE ENDS STUDS 24" O.C. OR LESS TOP CHORDS MUST HAVE AXIAL CHECK LESS THAN .20 FACE OF TRUSS MUST BE SHEATHED OR ADD-ON IS REQUIRED, LOWERED TO FIT UNDER THE OUTLOOKERS OF THE SAME SIZE AND GRADE AS THE TOP CHORD. NAILED 4" O.C. IF AXIAL CHECK IS MORE THAN .20 YOU MUST UPGRADE THE LUMBER UNTIL AXIAL CHECK IS UNDER .20 OR USE 2X6 CHORD MATERIAL OR DOUBLE 2X4 (STACKED) CHORD. SINGLE TRUSS 2X4 OR 2X6 TOP CHORD IJOB REP. IF BY IwlIx,I.]— FOB REP. )RAWN: U i. 2X4 VALLEY RAFTERS WITH 3-16d 14 H ROOF LL+OL = 30 PSF. MAXIMUM VALLEY FILL TO 20'-0 NOTES: (1) VALLEY RAFTERS TO BE MINIMUM 20 #2 DF-L AND NOT TO EXCEED 8-0 CLEAR SPAN-SEE EJ VARIABLE FOR LUMBER SIZE. (2) NAILING PER UBC. DETAILS: (A) 2X4 POST TO 1/2 VALLEY WIDTH PURLIN. NQJ REQUIRED FOR SPANS LESS THAN 16-0' (B) 2X4 POST TO BEARING. GABLE END OR GIRDER TRUSS. NOTE: DO NOT BEAR RIDGE BOARD ON COMMON TRUSS. FRAMING DETAIL FOR CONVENTIONAL FRAMED VALLEY FILL lJ0B REP. 11 F 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 TO s&'-o (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 purlin (over 3 Trusses Mm.) Pre—cut Call Fill Member WHAZ/11 1 1-2x4 Valley Pods 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. VI RIDGE BOARD A B 0 Tf UNDER FILL k I. F i * Adjust distance of shortest PROVIDE SOLID BLOCK Cal Fill member from the TRUSSES TO I termination point to compensate SUPPORT RIDGE IF NECESSARY. A lETWEEN for valley pads - then 24 O.C. IA SECTION 8B klTruss as IAI occurs 2X6 #2 DF—L Ridge, support as shown 2X4 VALLEY RAFTERS WITH 3-16d TOE-NAILS TO RIDGE TYPICAL - SECTION A-A