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2614 PIRINEOS WAY; BLDG 1; CB013250; Permit
City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 06-02-2003 Residential Permit Permit No: CB013250 Building Inspection Request Line (760) 602-2725 Job Address: 2614 PIRINEOS WY CBAD Permit Type: RESDNTL Sub Type: APT Status: ISSUED Parcel No: 2162002400 Lot #: 0 Applied: 10/12/2001 Valuation: $555,308.00 Construction Type: VN Entered By: JM Occupancy Group: Reference #: Plan Approved: 11/16/2001 # Dwelling Units: 4 Structure Type: MF2-4 Issued: 06/24/2002 Bedrooms: 12 Bathrooms: 10 Inspect Area: RB Project Title: PIRINEOS POINTE-BLDG 1-APPTMNT Orig PC#: 4 UNITS-6364 SF,GAR 2176,DK 160 SF Plan Check#: Applicant: Owner CLUBB DARRYL 213 7909 SILVERTON AVE 6351 06/02/03 c 112 01. 02 SAN DIEGO CA 92126 LP 858-689-8911 Building Permit $1,924.72 Meter Size Add'l Building Permit Fee $0.00 AddI Red. Water Con. Fee $0.00 Plan Check $1,251.07 Meter Fee $0.00 AddI Plan Check Fee $0.00 SDCWA Fee $0.00 Plan Check Discount $0.00 CFD Payoff Fee $0.00 Strong Motion Fee $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 $0.00 MECHANICAL TOTAL $207.00 Other Building Fee $120.00 Housing Impact Fee, $0.00 Pot. Water Con. Fee $0.00" , Housing InLieu Fee $0.00 Meter Size Housing Credit Fee $0.00 AddI Pot. Water Con. Fee $0.00 Master Drainage Fee $0.00 Red. Water Con. Fee $0.00 , Sewer Fee $0.00 Additional Fees $0.00 TOTAL PERMIT FEES $28,307.10 Total Fees: $28,307.10 Total Payments To Date: $28,247.10 Balance Due: $60.00 FINAL APPROVAL Inspector: Date: .J&3 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 60 00 PERMIT APPLICATION 'CITY OF CARLSBAD BUILDING DEPARTMENT. 1635 Faraday Ave., Carlsbad, CA 92008 WE-PROJEçRMAT FOR OFFICE USE ONLY PLAN CHECK NO.3O/315O EST. VAL. '4 Th.s7wj Plan ck. Deposit ___________________ Val dated By :j-w \. Date V O/I4, ad7ss) U9f 10/11O02 dfal # &nits' e #1 Ads(i7e Bldg /Su4 4/ Ll Description / f'47'ee-I /,P Lot No.' Subdivision Assessor's Parcel # Existing Use Proposed Use -'-/ / Name 7)47//jffr',dress ' City State/Zip Tel?h#/ Fx # TLINT Dntrajq ojr Eo i DgLntfO - -)rt:tJ i- & ~Nam 2/3 City Z p Telephone P P" ROPE _/7 J 'ZL / Name ' AdJre, City / State Zip Telephone P 5QQRRQM,ANAML. NY '(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 tie provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is eempt therefrom, and the basis for the alleged exe 'tion. Any violatio f Section 7031.5 by any'ap l'cant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars l$5001). V77'V4' Name Address City State/Zip , Telephone # State icense # ' License Class City Business License # iv/14j/VE (d&7C-1 4O# '7 WV Designer Name Address State/Z' Telephone State License # - --- Workers' Compensation Declaration: 1, hereby affirm under penalty-of perjury oneof the following declarations: - C] I have and will maintain a certificate of consent to self-insure for workers' cmpensation as piovided by Section 3700 of the Labor Code, for the performance of the work for which this'permit is issued. will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is - issued. My worker's compensation insurance carrier and policy number are: Insurance Company ' " ,f/1L " Policy No. /f7L7 '35c O/ 'Expiration Date /'3 /' t (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 the Labor code, interest and attorney's fees. SIGNATURE . . ' DATE - - k12bNERBUILDERDECLARATIL,,. I hereby affirm that I am exempt from the Contractors License Law for the following reason: - El I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is - -sold within one year of completion, the owner-builder will have the burden ofproving that he did not build or improve for the purpose of sale). C1 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law, does not apply to an owner of -property who builds or-improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). - 0 I am exempt under Section Business and Professions Code for this'reason: - - I personally plan to provide the major labor and materials for construction of the proposed property improvemer*. 0 YES []NO 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 I address / phone number / contractors license-number):, I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name I address I phone number / contractors license number): I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number I type of work): PROPERTY OWNER SIGNATURE DATE - SEjONiFORNONRES/DENTlALBUILDGJPERONiTL i--- i' 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. 8CQNSTRU.cTIONLENDINGGENCY 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 L9APPLCANTjCMCA1TION I I certify that I have read the application and state that the above information is correct and that the information on Ihe plans is accurate. I agree to comply with all - City ordinances and State laws relating to building construction. I hereby authorize representatives of the Citi Cf 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 5t0" deep and demolition or construction of structures 0ve 3 stories in height. - -- EXPIRATION: Every permit issued by the building Official under the provisions of this code shall expire by limitation and become null and void if the building or work - authorized by such permit is not commenced-within 180 days f.'om th date of such permit or if the building or work authorized by such permit is suspended or abandoned - at atuie after the work is 5Of 180 days cp% Building Code): DATE _____________ - - - - 7H IT File YELLOW: Applicant PINK: Finance - -. - -- - - - - -. City of Carlsbad Bldg Inspection Request For: 10/21/2003 Permit# CB013250 Title: PIRINEOS POINTE-BLDG 1-APPTMNT Description: 4 UNITS-6364 SF,GAR 2176,DK 160 SF Type: RE TL SibTyp: APT , .-. '.10 -° ' Job Address: '2612 P INEOSWY Suite: Lot 0 Location: APPLICANT CLUBB DARRYL Owner: Remarks: Total Time: CD Description , Act Comment. 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 ' Final Mechanical LI Inspector Assignment: RB ,ci ' I Phone: 8584149400 Inspector: (o '° Requested By: DARYL CLUB Entered By: CHRISTINE gp U01,4 34ç1 61 Associated PCRs/CVs PCR02086 ISSUED PIRINEOS POINTE-CHANGE FROM; KEYSTONE TO A-I6 RETAIN WALL SYSTEM PCR02300 ISSUED PIRINEOS PT/ TRUSS, HARDWARE; & FRAMING CHANGES Inspection History Date Description Act Insp comments 09/26/2003 89 Final combo CA RB WRONG BLDG CALLED IN 09/25/2003 89 Final Combo ' CA RB @ JOB SITE 06/26/2003 32 Const. Service/Agricultural WC RB 06/26/2003 39 Final Electrical AP RB EMR ON UNITS 34,5 & 6 06/26/2003 63 Walls WC RB 06/23/2003 39 Final Electrical NR JE 06/20/2003 39 Final Electrical CO RB CORRECTIONS AGAIN-SEE ATTACHED NOTICE 06/18/2003 34 Rough Electric WC RB 06/18/2003 39 Final Electrical CO RB SEE NOTICE - STOP 06/02/2003 22 Sewer/Water Service AP RB 05/30/2003 22 Sewer/Water Service NS RB 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 03/25/2003 22 Sewer/Water Service PA RB SEWER ONLY 01/31/2003 17 Interior Lath/Drywall AP RB Inspection List Permit#: CB013250 Type: RESDNTL APT PIRINEOS POINTE-BLDG 1-APPTMNT 4 UNITS-6364 SF,GAR 2176,0K 160 SF Date Inspection Item Inspector Act Comments 10/22/2003 89 Final Combo RB AP UNITS 3,4,5, & 6 10/21/2003 89 Final Combo RB CO 10/21/2003 89 Final Combo - RI 09/26/2003 89 Final Combo RB CA WRONG BLDG CALLED IN 09/25/2003 89 Final Combo RB CA © JOB SITE 06/26/2003 32 Const. Service/Agricultural RB WC 06/26/2003 39 Final Electrical RB AP EMR ON UNITS cv,4,5 & 6 06/26/2003 63 Walls RB WC 06/23/2003 39 Final Electrical JE NR 06/20/200339 Final Electrical RB CO CORRECTIONS AGAIN-SEE ATTACHED NOTICE 06/18/2003 34 Rough Electric RB WC 06/18/2003 39 Final Electrical RB CO SEE NOTICE - SOP 06/02/2003 22 Sewer/Water Service RB AP 05/30/2003 22 Sewer/Water Service RB NS 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 03/25/2003 22 Sewer/Water Service RB PA SEWER ONLY 01/31/2003 17 Interior Lath/Drywall RB AP 01/16/2003 17 Interior Lath/Drywall RB PA SEE NOTICE ATTACHED 01/16/2003 18 Exterior Lath/Drywall RB AP 01/16/2003 23 Gas/Test/Repairs RB AP 01/15/2003 17 Interior Lath/Drywall RB NR TOO MUCH MISSING 01/13/2003 17 Interior Lath/Drywall RB PA 1ST LAYER ON 5FT FLARE BACK OK 01/09/2003 16 Insulation RB AP COMPLETED 01/08/2003 16 Insulation RB NR TOO MUCH MISSING - PAY REINSP FEE 01/03/2003 17 Interior Lath/Drywall RB PA 2ND LYR @2HR WALL ABOVE CEILING OK 01/03/2003 17 Interior Lath/Drywall RB PA OK © PARTY WALLS ABOVE CEILING LINE 01/02/2003 84 Rough Combo RB AP 12/30/2002 17 Interior Lath/Drywall RB NR ND LISTING FOR ABS PIPE THRU RATED PEN. 12/27/2002 17 Interior Lath/Drywall RB PA 1STLAYER © 2HR WALL ABOVE LID OK 12/23/2002 14 Frame/Steel/Bolting/Weldin RB WC 12/23/2002 16 Insulation RB PA INSULATION © PARTY WALLS OK 12/19/2002 14 Frame/SteeVBolting/Weldin RB PA OK TO INSULATE & D.W. 1 SIDE © PARTY WALLS 12/19/2002 84 Rough Combo RB CO SEE NOTICE 12/16/2002 18 Exterior Lath/Drywall RB WC 12/16/2002 84 Rough Combo RB WC 12/12/2002 14 Frame/Steel/Bolting/Weldin RB CO © PARTY WALL INSP. 12/11/2002 13 Shear Panels/HD's RB WC 12/11/2002 84 Rough Combo RB CO SEE NOTICE ATTACHED 12/06/2002 13 Shear Panels/HD's RB NR ON INTERIOR Thursday, October 23, 2003 Page 1 of 3 12/06/2002 14 Frame/Steel/Bolting/Weldin RB NR 12/06/2002 18 Exterior Lath/Drywall RB NR 12/06/2002 24 Rough/Topôut RB AP 12/06/2002 34 Rough Electric RB NS 12/06/2002 44 Rough/Ducts/Dampers RB AP 12/04/2002 14 Frame/Steel/Bolting/Weldin RB WC 12/04/2002 16 Insulation RB WC 12/04/2002 24 Rough/Topout RB . CO SEE NOTICE ATTACHED 12/04/2002 34 Rough Electric RB WC 12/04/2002 44 Rough/Ducts/Dampers RB CO SEE NOTICE ATTACHED. 12/02/2002 13 ShearPanels/HDs RB AP OK TO WRAP 12/02/2002 14 Frame/Steel/Bolting/Weldin RB WC 12/02/2002 15 Roof/Reroof RB AP PLUS TRUSSES 12/02/2002 24 Rough/Topout RB NR 12/02/2002 34 Rough Electric RB' WC 12/02/2002 44 Rough/Ducts/Dampers RB NR 11/27/2002 14 Frame/Steel/Bolting/Weldin PS NR 11/27/2002 24 Rough/Topout PS NR 11/27/2002 44 Rough/Ducts/Dampers . PS NR 11/25/2002 84 Rough Combo PD CO TOO MANY COS 11/20/2002 13 Shear Panels/HD's RB . . PA PARTIAL OK TO WRAP - SEE JOB CARD 11/19/2002 13 Shear Panels/HD's RB CO SEE NOTICE ATTACH. - MISSING 3RD. FLR TRANSFR 11/19/2002 14 Frame/Steel/Bolting/Weldin RB WC 11/19/2002 15 Roof/Reroof RB PA OK TO LOAD - ND APPROVAL FOR HI TRUSSES 11/19/2002 17 Interior Lath/Drywall RB PA DW BAHIND TUBS OK 11/19/2002 24 Rough/Topout RB WC 11/19/2002 44 Rough/Ducts/Dampers RB WC 11/18/2002 13 Shear Panels/HD's RB CO SEE NOTICE ATTACHED 11/18/2002 84 Rough Combo RB WC 11/12/2002 13 Shear Panels/HD's RB CA 11/08/2002 13 Shear Panels/HD's RB NS 11/06/2002 13 Shear Panels/HD's . RB CO STOP - © INTERIOR HARDWARE & SHRINSP 10/30/2002 13 Shear Panels/HD's PD PA OK TO DOUBLE SHEAR 10/30/2002 16 Insulation PD PA 10/25/2002 16 Insulation RB NR . © DBL SHR AREAS 10/22/2002 13 Shear Panels/HDs RB NR NEED ENG FIX @ REAR FOR BEAM CONNECTION 10/22/2002 14 Frame/Steel/Bolting/Weldin RB . NR 10/22/2002 16 Insulation RB NR 10/15/2002 13 Shear Panels/HD's RB CO STOP - TOO MUCH MISSING 10/15/2002 14 Frame/Steel/BoltinglWeldin RB WC 10/15/2002 16 Insulation RB WC 10/02/2002 15 Roof/Reroof RB CO RESUBMIT- SEE NOTICE 10/01/2002 13 Shear Panels/HD's RB NR 10/01/2002 15 Roof/Reroof RB NR 09/04/2002 14 Frame/Steel/Bolting/Weldin RB PA 2ND.FLR NAILING OK EXCEPT STRAPS 08/30/2002 14 Frame/Steel/Bolting/Weldin RB NR ON FLR NAILING © 4:30PM 08/16/2002 14 Frame/Steel/Bolting/Weldin RB PA FLR NAILING OK EXCEPT STRAPS 08/15/2002 14 Frame/Steel/Bolting/Weldin RB PA PRELIM © GARAGE PARTY WALLS. Thursday, October 23, 2003 Page 2 of 3 08/15/2002 16 Insulation RB PA 08/15/2002 24 Rough/Topout RB PA 08/15/2002 34 Rough Electric RB WC 08/09/2002 14 Frame/Steel/Bolting/Wéldin RB CO 08/09/2002 34 Rough Electric RB CO 08/07/2002 14 Frame/Steel/Bolting/Weldin RB NR 08/02/2002 66 Grout RB AP 07/30/2002 11 Ftg/Foundation/Piers RB AP 07/30/2002 66 Grout RB NR 07/30/2002 81 Underground Combo RB AP 07/29/2002 81 Underground Combo RB PA 07/26/2002 81 Underground Combo RB CO 07/25/2002 11 Ftg/Foundation/Piers RB CO 07/16/2002 21 Underground/Under Floor PS AP 07/16/2002 24 Rough/Topout PS WC 07/12/2002 21 Underground/Under Floor RB PA 07/12/2002 66 Grout RB PA 07/11/2002 11 Ftg/Foundation/Piers RB CO 07/11/2002 24 Rough/Topout RB CO 07/11/2002 66 Grout RB CO 07/03/2002 11 Ftg/Foundation/Piers RB PA 07/03/2002 11 Ftg/Foundation/Piers. RB • PA 07/03/2002 61 Footing • • RB PA 06/26/2002 11 Ftg/Foundation/Piers RB NR @ GARAGE PARTY WALLS SEE NOTICE ATTACHED FOR PRELIM © DOUBLE SHR AREAS TOP LIFT WITH H D S COMPLETE COMPLETE OK FROM LINES B TO C ONLY NEED #4 @ 181NCHES OC AT SLAB OR EQUAL TO 18 INCHES STOP - SEE NOTICE ATTACH FRENCH DRAINS & E OUTSIDE DRAIN ND 1/4 IN FALL FOR 3 IN N E LINE SEE PLNS & JOB CARDS SEE NOTICE ON 6/28/02 - NOT SHOWN ON HISTORY REBAR OK SEE JOB PLNS 1ST LIFT OK LINE B & LINES 1 &5FRM ATO B LINE OK SEE NOTICE ATTACH Thursday, October 23, 2003 S • Page 3 of 3 City of Carlsbad , Final Building Inspection RECEIVED Dept: Building Engjering Planning CMWD St Lite Fire L. - CM&I DIVISION Plan Check #: Date 09/16/2003 Permit #: CB01 3250 Permit Type: RESDNTL Project Name: PIRINEOS POINTE-BLDG 1-APPTMNT Sub Type: APT 4 UNITS-6364 SF,GAR 2176,DK 160 SF Address: 2612PLRINEOS WY Lot: 0 Contact Person: Phone: Sewer 01st: LC Water 01st: CA Inspected / ' Date Inspected: Approved: I.! Disapproved: By: Inspected Date By: Inspected: Approved: Disapproved: Inspected Date By: Inspected: Approved: Disapproved: Comments: J City of Carlsbad i.•' -, Final Building Inspection Dept: Building Engineering P1Tjiig CMWD St Lite Eire Plan Check #: Date: 09/16/2003 Permit #: CB013250 Permit Type: RESDNTL Project Name: PIRINEOS POINTE-BLDG 1-APPTMNT Sub Type: APT 4 UNITS-6364 SF,GAR 2176,DK 160 SF Address: 2612 PIRINEOS WY 0 Lot: C Contact Person: Phone: Sewer Dist: LC Water Dist: CA, Date R By: ispected ?. Lti' Inspected: //4 Approved: Disapproved: Inspected Date By: Inspected: Approved: Disapproved: Inspected Date By: Inspected: Approved: Disapproved: Comments: 0 4. SAN DIEGO (COUNTY) AREA CIRCUIT CARD AND LOAD SUMMARY (1996 NEC) DEPARTMENT OF PLANNING AND LAND USE - BUILDING DIVISION OCCC THIS CARD MUST BE FILLED OUT AND AVAILABLE AT THE SERVICE EQUIPMENT FOR THE ROUGH INSPECTION Address Pennft Number Owner Phone - Census Tract Number Contractor Phone Area in Sq. ft. PANEL 41 94 AMP At4%J A.I.C. j_ VOLTS 0 WIRE WIRE WIRE LOCATION CKT BKR -rAlt. MISC IAIL. - BKR SIZE - - SIZE SIZE TYPE LTG REC REC LTG MiSC SIZE riPE CKT LOCATION ILJjdhE&. 1 j2 11TCA bivAJi'7 3 4 67-f/p LLr -A-u 9 PE 1141 __11 10 tht L. ! 15 16 17 .21 22 23 24 25 26 27 28 31$ 32 33 34 35 36 37 38 39 40 41 42 MAIN: 0 nI) - MM' AMP BKR/FUSE 0 MLO Computed Load __ AMPS BUS: AMP See CalOulation Worksheet on back Service entrance or feeder conductors: Branch circuits required: A) Lighting circuits! 220- 3(b), 4(d) A) Size: No. B) Type: CU ~;I-B) Two small appliance circuits 220- 4(b) C) Insulation: )Ift) D) Conduit Size: Service ground/bood: C) Laundry circuit 220-4(c) A) Size: No. s- LI- B) Type: o cu o D) Central heating equipment 422-7 C CI I E) Bathroom 210.52(d) L ocatbon(5). Remarks. t41_b IJJA-1Vifl- /4' 250 -81(c) Ø.Water Pipe 250- 80(a),,81 (a) C21_.t ii1A1fi - PIPE tti7r IJ.JFr76e— -; lci Ground rod 250 - 83(c) 0. G!cl locations 210-8, 6P-70: i cerwy mar all terminations have been tor ueu in acrdance with manuiactumrs Bathroom(s) Kitchen instructions and that the work shown on this circuit card represents the full extent of the ,. 1,14 Garage(s) 0 Hydromassage tub 1Outdoors 0 0 Owner _____________________ r - PP Contractor r - Signed V Date hl yr .27 02 01:52p P.' BARRY AND ASSOCIATES GEOTECHNICAL ENGINEERING P.O. Box 230348 Encinitas, CA 920230348 (760) 753-9940 June 27, 2002' Darryl Clubb Coast Contracting 7929 Silverton Avenue, Suite 609 San Diego, California 92126 Subject: FOOTING INSPECTION PIRINEOS POINTE BUILDING #1 PIRINEOS WAY CARLSBAD, CALIFORNIA Reference: Plans Prepared by Ocheltree Architecture of Del Mar, CA Dear Mr. Clubb, In accordance with your request we have inspected the footing excavation for the garage level portion and the step up to the upperpad portion of the proposed Building tl at the subject site. The footing excavation was inspected on June 25, 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, Barry and*,,' 0 A qR4 Principal Engi Copy: City of PAUL C. OCKELTREE OCflELTREE ARCH rracru Dember 12, 2002 Mr. Ron Burke Building Inspector City of Carlsbad, Building Division Carlsbad, CA RE: Pirineos Pt. Apartments", Pirineos Way, Carlsbad, CA; permit #C.8013250,4 &.5 and #CB023322. Dear Mr. Burke, The water heaters in the apartments referenced in the above permit numbers have been changed form gas water heaters to electric water heaters. The water heater in the club house remains a gas water heater. Thank you for your assistance in ".matter FaLd Architect (CA #12744) O MARUE VIEW AVENUE DEL MAR. cAUFORNIA EU14-3935 (EU) TE3r.414 (PHONE) (EU) 2EEM703 (FAX) E41AiL. INSTALL DBL 2X6 POST TO SUPPORT END OF BEAM. OK - FOR POST TO OVERLAP EDGE OF CONC, PIER BELOW BY 2 ff , FURR OUT 2X4 \ALL TO DEPTH OF DB L 2X6 POST -BEAM ABOVE BEAM ABOVE -.REDUNDANT HANGER POSTS PER PLAN BEAM HANGER PER PLAN - t I j BEAM ABOVE 1 EDGE OF CONCRETE SUPPORT PIER BELOW 2X4 STUD WALLS RESTING ON PIER BEAM SUPPORT DETAIL AT RENTER ENTRY COLUMN BLDG 4*1 & 4*2 PERMIT 4tCB0 1 3 2 5 0 & 4 08/16/02 10:53A P.002 PAUL C. OCHELTREE OCHELTREE ARCHITECTURE August 16, 2002 Mr. Ron Burke Building Inspector City of Carlsbad, Building Division Carlsbad, CA' RE: Pirineos Pt. Apartments, 2614 Pirineos Way, Carlsbad, CA; Permit #CBO 13250 Dear Mr. Burke, The plywood floor sheathing specified in the plans shall be the following type and nailing: Floors over garage areas (1-hr rated) %" 48/24 exposure Iplywood with 8d deformed shank nails at 6" & 10". Boundary nailing shall be lOd's at 4" on center. All other floor areas (nonrated): %" 32/16 exposure I plywood or OSB with 8d deformed shank nails at 6" & 10". Boundary nailing shall be lOd's at 4" on center. Thank you for your assistance in this matter. r Paul . cheltree Architect (CA #12744) AR 2V 4 'REN. <' 200 MARINE VIEW AVENUE DEL MAR, CALIFORNIA 92014-3935 (858) 755-4414 (PHONE) (858) 259-0703 (FAX) E-MAIL: ocheltree_archltecture@msn.com 07/26/02 04:OSP P.005 PAUL C. OCHELTREE OCHELTREE ARCHITECTURE July 25, 2002 Mr. Ron Burke Building Inspector City of Carlsbad, Building Division Carlsbad, CA RE: Pirineos Pt. Apartments, 2614 Pirineos Way, Carlsbad, CA; Permit #CBO 13250 Dear Mr. Burke, I have reviewed the information provided by Ed Bohrer, land surveyor. I have determined that building #1 is within the project setbacks and substantially conforms to the site plan. Thank you for your assistance in this matter. ,0 AR cer Paul No. c 12744 5Ar"A 4127441) \O cp/ 200 MARINE VIEW AVENUE DEL MAR, CALIFORNIA 92014-3935 (858) 755-4414 (PHONE) (858) 259-0703 (FAX) E-MAIL: ocheltree_architecture@msn.com. 07/25/02 4:09P P.e02 PAUL C. OCHELTREE OCLIELTREE ARCHITECTURE July 25, 2002 Mr. Ron Burke 0 - Building Inspector City of Carlsbad, Building Division Carlsbad, CA RE: Pirineos Pt. Apartments, 2614 Pirineos Way, Carlsbad, CA; Permit #CB013250 Dear Mr. Burke, I have reviewed the as built foundation condition at building #1 and have determined that the construction conforms with the enclosed details. Certification of the compaction of soil is required by the soils engineer. The enclosed details are being used instead of CMU stepped stem walls. Thank you for your assistance in this matter. r— Paul VOctree Architect (CA #12744) Enc.: 2 grade beam details. - 200 MARINE VIEW AVENUE DEL MAR, CALIFORNIA 92014-3935 (858) 755-4414 (PHONE) (858) 259-0703 (FAX) E-MAIL: ocheltree_archltecture@msn.com ,- PRESSURE TREATED 1 DOUG FIR MUD SILL / PLATE TYPICAL -SEE SEE SHEAR SCHEDULE FOR I SHEAR SCHEDULE FOR ANCHOR BOLT SIZE AND / THICKNESS. SPACING.-.. MINIMUM U.N.O. I 1/20X10' AT 48' O.C. WITH / 4' CONC SLAB WITH 7' MINI EMBEDMENT A.B.. . I / *3 REBAR AT 12' O.0 SHEAR PANEL SEE SHEAR ( / EACH WAY OVER 2' SCHEDULE. ---------------. / . SAND OVER 6 MILL VISQUEEN OVER EDGE. NAIL (E.N.) 2' OF SAND FINISH GRADE 5% SLOPE MIN. 26 18' I . : 0, .0 _ * , 3. CONTINUOUS CONCRETE I MIN, TYPICAL FOOTING WITH (4)-#4 REBAR CONTI TYPICAL USNIOP $ FOUNDATION DETAIL 07/36/2802 88:57 8586890234 COAST CONTRACTING PAGE 02 PAUL C. OCHELTRE OCRflES ARCErrWTURE July 10, 2002 Mr. Ran te BuilügJpeor Cy of C3zIsbad. Building Division Carlsbad, CA RE Pirineos Pt. Apewints, 2614 Pirineos Way, Cezl*bad, CA; Permit #CB013250 Dear Mr. Burk Plow see the attacked detail fisrtha subgftuticu of concrete block walla being eubatinrad for wood shear walls at thebaa"t garage door sideiid walls. The concrete block walls will be surpass the utrmgth desige of the wood thear wulls Thank you for your usiet.aøe in this mar. / Enc: Wall, dstiil / 200 MARINE VIEW AVENUE DEL MAR, CAUFORNIA 520144985 (sea) 7U,4414 (PHONE) (U$) 255.0703 (A)J g-MAJL: It se_sr Iectursmsn.au.e 07/30/2002 /08:57 .8586890234 ot OONTRACTING -, I --I I l-1 F • vivo PAGE 03 5' PULL WIDTH CHU WALL BLOCKING IN CONTACT WITH C4CRETC BLOCK SHALL BE PRESSURE TREATED (PS.). SOLID 2X BLKG TO BOTTOM OF FLOOR DECKING FROM TOP WALL /BEAM. FLOOR DECK HUNG TJI'S GLB HEADER iTMPSDN GLB12X1075' V. BEAM SEAT PROVIDE (2)-e4 DOWELS IN CORE-BELOW EACH BEAM SEAT. GLB HEADER PROVIDE *4 DOWELS 01161 D.C. IN --'WALL. ii II (1)'*4 DOWELS EACH END OF WALL PARTY WALLS - III IN ADOITI TO (1)-*4 DOWEL AT itt EA 16' D.C., DOWELS TO BE 20' OUT M4 'OF.rODTING. TOP or si.r— J1 8' SOLID GROUTED CONCRETE BLOCK WALL (2000 PSI GROUT) WITH *4 REBAII AT I6'D.C. HORZ $ *4 REBAR AT 16' FOUTING.4 D.C. VERT. BOLT P.T. DOUG FIR END STUDS TO PARTY WALL MASONRY WALL WITH 1/2' DIA 'WEDGEANCHOR' BY WEDGE-IT ICBQ ':STEM WALL *1821 AT 18' D.C. VERTH PIER FOOTING DETAIL ro 2 ALT, TO WOOD SHEAR WALLS c or sri a rrn 700 Fs 24000.0 DWWMFGAW 1.33D No Gp.cii I?ØsctJn Thlckriuss 10 I. W We MulL I 0 aølic Qmi*id Raw &1a 4 MudH.ri W.M Block 040 to Raw 32101,i 0 Csnlor Milan Laid C4MNrft AWW Load - - Wnd Load 000 W 0usd Laid 3.000 541 Dow Laid 0=" Lin Loud 6,40.000541 LAm Load Laid Eawrow 0.000 in RW Loud FwL. jDesign Values 111C0O01 ReaArsi 012 rip 0.t$4B7 I -- ri 5./Em 3.Y75 Rs" ofridon 2.2M h k O.Wo I 2/ks 571525 Ws* 73C00 ps mwwt of nuivs 441320M MaxAlm Aid Stisus a OM fri (I.(M4)*2) • Spinsp 100.35 am AUosi MMuy ftfdft sea. .0 fri •Softp- 247.00 psi Aeadç8tmua Load Combination & Sbsia Detail, SunuTIay kr -- - memo" LOW etuui ma"Cci-,ww'o. tlPb • JFI Top of W.5 s psi psi Psi 09 D. 4 LL 0.0 01 .O 0.0 0.0 1.eB Ot. . LI. • Wind DL. LI. • Sidulo 0.0 0.0 eo &3.o 0.0 ao 0.0 0.0 i.ai MAG L1012 DL* LL DC ESJ5C 010 0.0 imm I.N DL.LL.Wrtd IWO 1075.0 367623 74.0 106CB S.aiM Dl. + LI. + 2,4710 5,675.0 4J07 1.0113 Wall Design OK 8.00fl high wall with 0.00ft parapet, Mod Wt Block wl 8.001n wail & 04 bars at 1.00in Governing Load Combination Is.... Dead I Liie• 8e1sm1c Between Top I B Masonry Bending Stress 95.28po1 Steel Bending Stress 4,7.85psl Muonry Axial Stress 106.09 psi Combined Stress Ratio 1.O13<1,3300 (sik41blbt Final Loads & Moment, U WM mamuitSLINdHt 312w be NMMa.ouMLIdHt Dad LaidMom4 Tap .WsiI 0 (n4 Quad Laid Momsft MW I0 $ 000 1ri4 Tsi 0usd Loud 3a.00 lbs id u. Laid S,OD.DQ to u Load Monwil Top olwiII 0.00 r4 LML_asd Momsr* 41 Mid Ht om IM Mothr.iii Akw Mortunt for Aplud AXISI Laid • 0,,13 n4 Muslou,i Aftw *d t.cud lbr Appl*t Mam* • 15,40.1 lbs Ju126 02 11:42a P.1 BARRY AND ASSOCIATES GEO TECHNICAL ENGINEERING P.O. Box 230348 Encinitas, CA 92023-0348 (760) 753-9940 July 25, 2002 Darryl Clubb Coast Contracting / 7929 Silverton Avenue, Suite 609 San Diego, California 92126 Subject: SLAB REINFORCING STEEL FOR BLDG. #1 Pirineos Way Carlsbad, California 92009 APN 216-200-2400 Dear Mr. Clubb In response to your request, we have verified that if additional #3 bars are added to the existing #3 bars at 18" on center each way such that you have an equivalent of #3 bars 9" on center each way it will equate to #4 bars at 18" on center each way. If you have any questions, please contact us at 760.7.53.9940. Respectfully submitted, A.R. RY ASSOCI ESS/0, GUM A.ar , Principal Engineer Exp.3131106 VP). °tEc' , 4ZOpc goi f i. Dat: 7 Wh j4 Fax: -, 7i Rcuiark: 4. I '? ir ' Pi ).al - - - - -. - -r - -•. Fr Ll-')Casc cafl if any Part of this Trasmis on is not Received - I. ------ - -r• - Asna 09 øLt996T 9SLPt9c6t9 3N ________ •: .LWcrMl NO Li:DIIA NOISSIW I 10/18 3d 1331S SO& M3HSNIW 8L1996T9 E0I8O/9Z/Lg Respectfully submitt A. R. HARRY AH AS S02 Jul 25 02 07:47a BARRY AND ASSOCIATES GEQ TECHNICAL ENGINEERING P.O. Box 230348 Encinitas, CA 92023-0348 (760) 753-9940 July 24, 2002 Darryl Clubb Coast Contracting- 7929 Silverton Avenue, Suite 609 San Diego, California 92126 Subject: RETAINING WALL BACKFILL Building #1 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 #1 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. le Jul 25 02 07:47a p.2 July 24, 2002 W.O.G-1706--3 page Density tests were conducted every 2 vertical feet of compacted fill. Fill soil was placed in lifts of approximately 6.0 to 8.0 inches thick. The soil was moistened as required to achieve optimum moisture content, and compacted with a gasoline powered mechanical compactor. The fill was placed to a minimum of 90 percent of. the maximum dry density, as indicated by our test results. The results of our density testing are presented on Table 1. LABORATORY TEST DATA The laboratory standard for determining the maximum dry density was performed in accordance with ASTM D 1557-92. Field density tests were performed.in accordance with ASTM D 1556. The results of the laboratory maximum dry density, for the soil used as compacted fill on the site, is summarized below: Maximum Dry Density Optimum Description (.c.f.) Moisture (%) Brown sandy clay 127.5 10.5 'LIMITATIONS This firm assumes no responsibility for any alterations made without our knowledge and written approval. if you have any questions, please do not hesitate to contact us at (760) 753-9940. Respectfully sibmitted, A. R. BARRY AND ASSOCIATES A. R. Barry Principal Engineer I Jul 25 02 07:47a P.3 W.O. * G-1706-3 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. % pcf) Compaction 1. Ret. Wall 2' 108 115.1 90 2. Ret. Wall 2' 11.2 115.6 91 3. Ret, Wall 4' 10.7 114.2 90 4. Ret. Wall 4' 11.0 115.2 90 5. Ret. Wall 6' 11.5 116.5 91 6. Ret. Wall 6' 11.4 116.4 91 =fwan .,.. rtsld Op 1 JEFF DAVIDSON ris oMange: 7377 cONVOY C0UT SA14 bA 92111 'IJL 858 268-1550 T14 800 325-2822 PAX , 858 2689662 858268-Ot56Fax LKEr TIE. FAX .4. 777 Convoy Court San Diego, CA 9211 I oxn: JET DAVIDSON get Jor Rev.sr M Pie Cozxext. OP1aaeReply* (T Dly 4Sfc C., 9N11K N C~-~ TAT vtcr L- bV-6' J~> 0 LA- C ) 572 - U tAZ YOU & RAVE A QIZIAT DAY111. JE FF 39toES8 LT :L0 /IE/T 3M. 0 Utra_-P1MficP One-minute application. Three.hour The tJlfraPPD Plastic Pipe Less confusing Device is dw quickest easiest ffmtop More convenienL around. Its pant png, ultra fast wr3p around th 'i'pe An4 Irbas a The 3M Ultra P?D fitatops cpyC, lmphñed clOsliresysteth —just lock anchoring system e vice to most subsubstrates PVC, cpvc, app, pvrz s and. the latch and bend the tab. There's no toolsAllyouneedisa without any power ABS pipes penetatmgl- and 2-hour need o apply cau&And there's no to 1- 2. and 3-hour TJ-CI g P floor/ceiling assemblies; -, 2- need for power tools either, s It's 3-hour fire-ratcd gysun wallboard especially convenient in hard-to-work-protection - assemblies; and up to 3-hour fire-rated areas such as on scsft'olclizg. The one-piece metal collar assembly concrete wall and floor essernblies, It encases an intumescit nwaiial may be applied to drain, waste, vent or Saves 1me. Saves money. developed in 3M laboratories. When closed-pipe systems. In short, the . All this convenience ,andtime savings exposed to ten perture f 30OF 3M Uia PPD firestop most varieties means it saves you money, too. And (149°C) and highcr, the material ofplastic pipe In gypsum and 2-1/2" it docan t take long to really add up. expands up to 25x its original volufn,, (63mm) and 4-102" (114mm) concrete. In fact, in the time it takes to install sealing oft the phL4tic pipe while So there's never any coniision over one conventional FPb, you could have releasing chemically bound water which type of device to use. This one at least four Mv! Ultra PPDs installed. To help cool i. versatile PPJ) covers them all, So get the UL-ciassifed protection The 3M Ultra PPI) also has a softer you need - in a fraction of the time intumescent material than otriet - 3M Ultra PP. N'I>1 9I89B98 LTLa i3/tC/ZT Z.12 9d 12/30/02 MON 12:31 FAX 7604343373 TRUS JOIST 002 December30, 2002 City of Carlsbad Budding Department 1635 Faraday Avenue Carlsbad, CA 92008 Re: Pñlr,eos Pointe Apartments Carlsbad, CA To Whom It May Concern: Thank you for using True JoisP products on the reference project (Below is on, Index to the Individual joist calculations. These calculations are provided as a supplemeM to the work of the design professional of record. As such, they are to be reviewed and approved as consistent with the intent of the overall building design or rejected for correction. The calculations apply only to True J0j81tM products for the reference project Please look for the proper This JoistTm trademarks when at the project site. INDEX: I TJ-Beam" v8.05 1 Serial #7002020308 ftem I age MM 1 12130/02 110:32:60 AM The engineer's seal affixed below indicates that the method of analysis presented is consistent with accepted engineering practice and uses code accepted design values. This engineer Is not, acting as the engineer of record, but rather assisting with the design of True MOM products UND jOIStS are covered. byPFC-4354 MicrollarnS LVI.., Parallam® PSI., and TimberStrandS LSt. are covered by ER4979. The above products are also covered by code approval documents PFC-5676P and LA RR #25138. Please contact me If you have any questions. Cordial TenyK C 053457 CA PE # C053457 Bxp. Cc: Jay Love! True Joist DarTyl Ckibb File C:iPmgram Fflssffn,s tTJ.Oeam 602Uab FN2304'tne pe.doc ScutwesI lefts £300 Caefsbcd Vil;e Dii,s, We 216' C.lscd. CclWarhia 92008' Pka. 760.434.3374 'Fix 760.431.3373 1/30/02 MON 12:32 FAX 7604343373 TRUS JOIST 003 Condition TJ&fTU)aO6S&P ax33OB 14 TJI®lPro(TM)-250 @ 1711211 old 4 IONI 1fl.1CflMA pwl THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED wr___ Product Dlaaram is Collcepti. WAD Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf). 40.0 Live at 100% duration. 12.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Polnt(lbs) Floor(1.00) 240 72 1'7 112" - head-out SUPPORTS' * 5ec ffLy, a 4k de+u. I. Input Bearing Vertical Reactions (the) Detail Other Width Length LivaiDeadRIP11100tal I Stud wall 3.50" 2.25" 6921208101900 A3: Rim Board 1 Ply I1l4"0.8E TJ-Strand Rim Board 2 Stud wall 3.50" 225" 4951149101644 A3: Rim Board 1 Ply 1 114"0.8E TJ-Strand Rim BoardS) -See TJ SPECIFIERS I BUILDERS GUIDE for debit(s): A3 Rim Board Maximum Design Control Control Location Shear (Ibo) 884 878 1710 Passed (51%) Lt. end Span 1 under Floor loading Vertical Reaction (Ibs) 884 884 1170 Passed (76%) Bearing I under Floor loading Moment (Ft-Los) 2603 2603 5418 Passed (45%) MID Span 1 under Floor loading Live Load Doff (in) 0.187 0.396 Passed (lJ99) MID Span I under Floor loading Total Load lft (in) 0243 0.792 Passed (t1782) MID Span 1 under Floor loading TJPro 49 Any Passed Span -Deflection Critevia STANDARD(LL1J480,T1.11240). -Allowable moment was increased for repetitive member usage. -Deflection analysis is be an composite action with single layer of 19132", 518" Panels (20" Span Rating) GLUED & NAILED wood decking. -Braclng(Lu): All compression edges (top and bottom) must be braced at 3' ru/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achIeve member stability. ADDITIONAL NOTES: -IMPORTANT! The analysis presented Is output from software developed by True Joist (TJ). Allowable product values shown are in accordance with current 1.1 materials and code accepted design values. TJ Engineering has verified the analysis. The input toads and dimensions have been provided by others ( ) and must be verified and approved for the specific application by the design professional for the prcect -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code USC analyzing the TJ Distribution product listed above. Laura WendIng Trus Joist A Weyerhaeuser Business 300 Carlsbad Village Dr. #216 Carlsbad, CA 92008 Phone: 780434-3374 Fax :76D-434-3373 WendflL@tnlsloistcorn Copyright C 2002 by Ciae Joilt, a W.yerhaenaer Busineaa and TJ-fleai are regieteted tradaaarke of Trun Joist. -I oi$t", 2ro and TJ-?ro" are trademarks of TrUs Joist. C:\Progrbm ri as',rua Joiet\?J-Beam 6. 02'tJob Y11e8\2301condiUon1 . I0V4 12/30/02 MON 12:32 FAX 7604343373 TRIJS JOIST 1%QW—Buimm • Gonn1 14" TJIgvPro(TM).250 @ 17 1I2' olc This PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Notes: One common layout joist has been "headed.ctd" at 1'-4" from the left support The plans call for the joists to be spaced at 16" o.c., however, they have been installed at 19" oz. See page 1. "Head-our as shown In detail H2 below. This condition Is acceptable and no mmedlal action Is reqiired. Backer blocic Install tight to top flange (tight to bottom flange with face mount hangers), both sides of web with single TJI joists. Attach with ten lOd (7) box nails, clinched when possible. 8 Bacillar blockrequhsd. PROJECT INFORMATION: Pirineos Points Apartments artsbad. CA Copyright 0 2002 by True Joist, a Weyerhaeuser Business T.15 and 7J-8. are registered trdanarke of True Joist. u-I Joist"'. ProM and TJ-PrO' axe tradesarke of TZuO Joist. C:rogusm Fiieafrus JO1at\T7-aees 6.02.7ob £iea2304\condttioui.aea OPERATOR INFORMATION: LaumWendhng Trus Joist, A Wleyerhmm Business 300 Carlsbad Village Or. 9216 Carlsbad, CA 92008 Phone: 7604U-=74 Fax :760.434-3313 WendllLlt?uajoistcom DEC-27-02 FRI 03:26 P P.01 NOW to Use These Tables Determine the appropriate LIVE LOAD DEFLECTION. IdentIfy the UVE an DEAD LOAD condition. Select on-center spacing. Scan down the column r.sntil you meet Or exceed the span of your aCatron. Select T)PB Joist and depth. Minimum criteria Per Code L/300 Live Load Deflectio* . t6 :492/.Z& .-....•/.: ISO 181.-1 V 17-4 ty-.4' I4.'-ll {7--o- j15.11 W. 22-7' 20-.3' 18-10 15-0' a' 24 214/ 20-4 ) 784(') 25 25'-O' 22/0' 21-7' 20.1)) r 28-3' i5'-9- 24-4' 22-8' '• - -- -rjir Th•-i ;:; 28-5'I 25'-Ir 24'-.6111 2.4'11 -I ". 2927-/ fr9lsI 4tis, > '-3- Zy9' '--'' I'33 j,: 24- '58_10 154 12 6 7f•• .:Z3-*. 20- 1 ('1 79-5 ('7 75-911) 2.50. k"50 20 -94; I 17.911) .. __/[••_O 250 .46..l'. 22\ 7-i (') A! f/ 2-l___ 2Y-7 3 550 • 2.8'-11.?l'7. 23'-81) 19'901 16 3i',6-'nt 26-8 ('1. 22 211 7 91'J 35O :35!4' ,3Z-60) 550 Improved Performance System L/480 Live Lead beflmfinn - TJLiP --:t2-Ox.__1._T6'oc.4J.2a. 14.0 f 24'oc 134' . . /;....i0.:- IT- ,': 15-7' I7'-9' W-3_47s.4. 14.4' 20-5' 18-8 17'-i' 75-0' .250'. -)-. . 21-3' 79-5' 184' 22"7' Z0-i' 19-'i' 181-11 2 '' 25'.6 23'-3' I '- V 20'-5' 2V 221-11 201-1010118.7V") 23-5 T 20-11'l j --o 26-5' 24 -IV1 23-2' :s5o1 CL 2610' 241 71' L3-1T 18'-Il'!') 28'-6' 26-O 24'_6'il) 1 21*..4'C: . 32-2 29'-4 27'-8' 25'-8' ...55Q. • . 150 • 17'-P 15-7' 14*4 tZ'-6 250 ii'-r j 16-3 15'-4' 13'S' ISO 20-5' 18-8' - 15 -& .1 Till 211-t' 19'-S' 18_4'() 15'-91lfl 250. - 350 22'-7' 20-7' 19.5-0I 17'-9'01 556 2;. 2s'.6. 23-3' 211-11' - 250 24'.Z' 22'-1'() I9 '9'(O 7L9(I7 -350 -a 14' 25'-8' 23410 22'4'0) IT-Sill - 550 - 250 SL ' 330 26'-010l Zt-ii') '[2.21 ____29'4..:_f;2101su1_Z2'-5J _j_550 m d ficct,on undo dcad toed 11,c7. h.dudi-t tt.. ..16-ct od eep ha, not thecoIe.k- cd $bade ipu ,.Ocm in bel dead toad dOfitaia.i ,,ce.kn 0 i3 / (i) WcbstiIfenen aa requIted at ntnnnediate suppons p of continuous Ipannb in coodlionio.hatie the inte.m.ed.ale bE3driSlength hien than 511 and ds,, .p.w on eit"e, i'do of she .'.cd,stc be,.ing is SfeaWf than tkw f&IO'itn8 spanu 40 P_U.e.Iuad2Q PSF Dead Load _I 12'ac.1_16'ac.(19.2_o.c.24' ej Web Stiffener Not Required Not Required I 24-3' I 20_2 161-1' Notequue 27-8• • 23'-r 18'-S' _NotReqaired _37,-" _25-8' Web Stiffener Not Required 26'-11' ' 20"-Z' 16'_, 13"S' 19'-1 NotRequired_32-4' _26-51' '2C- '-5: 5S0'- '12. plde3d load at 71l/Po" 550)0kb. "22 pd dnai d aT)$)Pa' SO)QIt. General Notes Tables are based on: - Uniform /oads. - Move restrictive of £irnOlC Or Continuous •. - Clear distance bcten SU9POF (1314' minimum end bearin). .4is,mcd opite .cticn with a single tayet or appropriate span-rated gtec-n9110d wood *hcathing for deflection only (spans shalt be reduced 5' when sheathing pAsoIi are nailed only). A ode-allowed increase for sepetIvc member use has been ineluelard. For loading conditions not shown, refer to load tablet on page II. EsGil Corporation In Partnership with Government for Bui[Iing Safety DATE: February 8, 2002 El CANT.. O JURIS JURISDICTION: Carlsbad O PLAN REVIEWER PLAN CHECK NO.: 01-3250-54-55 SET: IV 0 FILE PROJECT ADDRESS: Pirineos Way PROJECT NAME: Pirineos Pointe project The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith.have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check. list transmitted herewith is for your information. The plans are. being held at Esgil Corporation until corrected plans are submitted for recheck. fl 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: Lii Esgil Corporation staff did not advise the applicant that the plan check has been completed. JJ 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 D GA D MB fl EJ Q PC Log 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil Corporation in Partnership with government for Bui/Iing Safety DATE: January 16, 2002 0 APPLICANT JURISDICTION Carlsbad 0 PLAN REVIEWER Q. FILE PLAN CHECK NO.: 01-3250 SET: Ill PROJECT ADDRESS: 2614 Pirineos Way PROJECT NAME: Bldg. 1 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 fora complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. LII The applicant's copy of the check list!, has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Mail Telephone Fax In Person LI REMARKS: By: Bert Domingo Esgil Corporation LIGA MB EEJ EPc Fax #: Enclosures: 1/8/02 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 fBui&uing Safety DATE: December21, 2001 JURISDICTION: Carlsbad PLAN CHECK NO.: 01-3250 SET: II PROJECT ADDRESS: 2614 Pirineos Way PROJECT NAME: Bldg. 1 for Pirineos Pointe O CANT JURIS. O REVIEWER 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. 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: 2.1 2'-!! c (by: Fax #: (858) 689-0234 Mail ..- Telephone Fax'— In Person U REMARKS: Fax also to Paul Ocheltree (858) 259-0703 By: Bert Domingo Enclosures: Esgil Corporation EGA 0MB EEJ LIPC 12/13/01 trnsmtLdot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 Carlsbad 01-3250 II December 21, 2001 RECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad PROJECT ADDRESS: 2614 Pirineos Way DATE PLAN RECEIVED BY ESGIL CORPORATION: 12/13/01 VIEWED BY: Bert Domingo PLAN CHECK NO.: 01-3250 SET: II DATE RECHECK COMPLETED: December 21, 2001 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. Please make all corrections on the original tracings and submit two new sets of prints to: ESGIL CORPORATION. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? IYes GINo IV Carlsbad 01-3250 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. 11) Carlsbad 01-3250 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 L1 No El The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Bert Domingo at Esgil Corporation. Thank you. EsGil Corporation In Partnership zoitli Government for Wui(ding Safety DATE: October 25, 2001 0 APPLICANT RI JURISDICTION: Carlsbad N REVIEWER 0 FILE PLAN CHECK NO.: 01-3250 SET: I PROJECT ADDRESS: 2614 Pirineos Way PROJECT NAME: Building 1 of 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 checklist 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: C.Ldb (v'M\ Telephone #: 50 ,q Date contacted: tO --&.— (by: Pni.) Fax #: (e! 4peq —02- ?7q- Mail 'Telephone- Fax In Person LI REMARKS: &Q4 -A.4-. Oet--re S'07o By: Bert Domingo Enclosures: Esgil Corporation F1 GA 1MB U EJ [] PC 10/16/01 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 Carlsbad 01-3250 October 25, 2001 PLAN REVIEW CORRECTION LIST MULTI-FAMILY PLAN CHECK NO.: 01-3250 IOCCUPANCY: R 1 ITYPE OF CONSTRUCTION: V N IALLOWABLE FLOOR AREA: SPRINKLERS?: YES REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: October 25, 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 chance. 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 01-3250 October 25, 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 (twosts 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. 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. 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 Clearly dimension building setbacks from property lines, street centerlines, and from all adjacent buildings and structures on the site plan. Provide a statement on the site plan stating: "All property lines, easements and buildings, both existing and proposed, are shown on this site plan." Provide construction details of the retaining walls if a part of this permit. Carlsbad 01-3250 October 25, 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 plare 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 01-3250 October 25, 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. 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 02/S4.1 as cross reference on sheet S4.0. Please show a load diagram for the beam 101 unit A identifying where the load were derived from. Please cross reference the retaining/restraint walls calculations to the foundation details. Please show a note that the top of the restraint walls shall be braced until the supporting elements would attained its designed capacity. Please submit calculations for the floor ledger to the masonry walls. Please show where would the detail 01/S3.1 be on the foundation plans. Please submit complete foundation calculations. Pad foundation may be needed for the beam 101 supports. Carlsbad 01-3250 October 25, 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 I 10-16,240-24 & 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 01-3250 October 25, 2001 14.Each sheet of the electrical plans must be signed and stamped by the person responsible for their preparation. Business and Professions Code. If utilizing a series-rated system, note on plans: "Overcurrent device enclosures will be identified as series-rated and labeled in accordance with NEC 110-22" and "The overcurrent devices shall be AIC rated per manufacturers. labeling of the electrical equipment". Please change the 1993 NEC code cycle date to 1996. I.e., on the cover sheet. Note: If you have any questions regarding this electrical plan review list please contact Morteza Beheshti at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. . PLUMBING (UNIFORM PLUMBING CODE) Provide dryer vent to outside. The maximum length is 14 feet with two 90-degree elbows. UMC, Section 504.3.2. Provide complete water line sizing calculations. Show pressure, fixture units, GPM and maximum developed length. Provide complete drain, waste and vent plans. . ENERGY CONSERVATION Provide plans, calculations and worksheets to show compliance with current energy standards. The version of the computer program that you have used is no longer current. Provide new calculations, using acceptable updated residential computer energy programs. As of June 1, 2001, they are the following: Micropas 6.00 & 6.01 EnergyPro 3.0, 3.1 CalRes 1.39 32. Cloth backed duct tape is no longer permitted to be used as the sole connection for mechanical ducting. Note on the plans that duct tape, as a minimum, meeting the requirements of ULI81, 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 01-3250 October 25, 2001 Detail or note on the plans: "The return air plenum serving the mechanical equipment must be fully ducted from the equipment to the conditioned space. Drop ceilings, wall cavities and equipment platforms may not be used as plenums." The regulations require a properly completed and properly signed Form CF-1 R. to be either imprinted on the plans, taped to the plans or "sticky backed" on the plans, to allow the building inspector to readily compare the actual construction with the requirements of the approved energy design. All sheets of the latest CF-1 R form must be imprinted onto the plans (sheets I of 3, 2 of 3 and 3 of 3 must be included). All energy items shown on the plans must be in agreement with the information shown on the properly completed Form CF-1 R. Specify on the building plans all of the mandatory energy conservation requirements as listed on the enclosure titled, "Mandatory Measures Checklist". Show the make, model, type and efficiency of the space heating (or cooling) system. Provide fluorescent general lighting (40 lumens per watt minimum) in kitchen(s) and bathrooms (containing a tub or shower). Note on the plans: "The manufactured windows shall have a label attached certified by the National Fenestration Rating Council (NFRC) and showing compliance with the energy calculations." Carlsbad 01-3250 October 25, 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: Yes El No U 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 01-3250 October 25, 2001 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 01-3250 PREPARED BY: Bert Domingo DATE: October 25, 2001 BUILDING ADDRESS: 2614 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 1By Ordinance Bldg. Permit Fee by Ordinance v I $1,924.721 Plan Check Fee by Ordinance lvi $1,251 .071 Type of Review: E1 Complete Review fl Structural Only Repetitive Fee [1 Other I I Repeats El Hourly Hour * lvi Esgil Plan Review Fee I $1,077.841 Comments: Sheet 1 of 1 macvalue .doc A LI Dedication Application LI Dedication Checklist LI Improvement Application LI Improvement Checklist Address: 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: (760) 602-2775 ENGINEERING DEPT. CONTACT PERSON Name: Karen Niemi City of Carlsbad - City of Carlsbad IPubl ic Works lI.II.I-Z-J dl 11.1 BUILDING PLANCHECK CHECKLIST DATE: O- PLANCHECK NO.:. CB OJ _32g BUILDING ADDRESS: 2(,// 22rfpzeS Vk-1' (6/1& PROJECT DESCRIPTION: a -, ASSESSOR'S PARCEL NUMBER: EST. VALUE: ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. LI A Right-of-Way permit is required prior to construction of the following improvements: DENIAL Please see attached report of deficiencies marked wi60 '2i' ake necessary corrections to plans or specififor compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. By:"n/!Uate: By:. L~V 2,4___ By: Date: , . . . . FOR OFFICIAL USE ONLY. ENGINE AUTHORI - TION-TO ISSUE BUILDING PERMIT.: By: ____________ Date: 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 9200817314 • (760) 602-2720 •FAX (760) 602562 SITE PLAN ,K Drainage Patterns Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building." Existing & Proposed Slopes and Topography Size, type, location alignment of existing or proposed sewer and water servicei 7 (s) that serves the project Each unit requires a separate service, however, ,('sécond dwelling units and apartment complexes are an exception ) Sewer and water laterals should not be located within proposed driveways, per standards: P 2ND/ 3RD 1. Provide a fully dimensioned site plan drawn to scale. Show: Right-of-Way Width & Adjacent Streets ,f3 Driveway widths - )4j) Existing or proposed sewer Iatéial C7( Existing or proposed water service ,X Existing or proposed irrigation service X_ North Arrow & Proposed Structures ~_(Existing Existing Street Improvements )e( Property Lines Easements 2. Show on site plan: BUILDING PLANCHECK CHECKLIST 3. Include on title sheet: X. Site address Assessor's Parcel Number ,Z 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:\WORDOOCS\CMKLSTWuUdInq Plantheck Cklst Fom, (GeneiiC).doc 2 Rev. 7/14(00 BUILDING PLANCHECK CHECKLIST 1ST 2N 3rd DISCRETIONARY APPROVAL COMPLIANCE 0 0 4a. Project does not comply with the following Engineering Conditions of approval for ProjectNo._________________________________________________________ 4b. All conditions are in compliance. Date: DEDICATION REQUIREMENTS 5. Dedication for all street Rights-of-Way adjacent to the bUilding site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or 'exceeding $15.000, pursuant to Carlsbad Municipal Code Section 18.40.030. Dedication required as follows: Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the 'appropriate legal description together with an 8 W' 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 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 improvements required as follows: Attached please find an application, form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the H:\WORDOOCS\CHitSV8u0ing Plancheck Cklst Form (RIDDLE - HARVEY 7.12-00)doC 3 Rev. 12126196 BUILDING PLANCHECK CHECKLIST 1S1 2° 3RD checklist must be submitted in person. Applications by mail or fax are not accepted. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit. Improvement Plans signed by: L1T7 iA4'jc.k_ Date: El El El 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: El El El 6c. Enclosed please find your Future Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Future I rnprôvement Agreement completed by: Date: El El El 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. El El El 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities (cut, fill import, export). El El 7b. Grading Permit required. A separate grading plan prepared by a registered Civil / Engineer must be submitted together with the completed application form attached. NOTE: The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit. Grading Inspector sign off by: Date: 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) H:\WORD\OOCS\CHKLST\Building Plancheck Cklat Form (Generic 7.14.00)doc 4 Rev. 7/14/00 BUILDING PLANCHECK CHECKLIST 2ND 3RD 7d .No Grading Permit required. 0 fl 7e. If grading is not required, write "No Grading" on plot plan. MISCELLANEOUS PERMITS U 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. LEI /0 Right-of-Way permit required for: O 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 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. ,2'equired fees are attached IJ No fees required WATER METER REVIEW . 0 .0 12a. Domestic (potable) Use 7 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\CHKLS'flBulng Planthed, ckld Form (Generlc).doc 5 . Rev. 7114100 BUILDING PLANCHECK CHECKLIST 1S1 ND 3RD If owner/developer proposes a size other than the "standard", then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm). A typical fixture coun: 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). Lii 0 0 12b. Irrigation Use (where recycled water is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval. The developer must provide these calculations. Please follow these guidelines: If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets. If so, at the water meter station, the demand in gpm may be listed there. Irrigation services are listed with a circled "I", and potable water is typically a circled "W". The irrigation service should look like: O 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 (w/ a right of way permit of course), then the applicant must 'provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach). Typically, Larry Black has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use. Once you have received a good example of irrigation calculations, keep a set for your reference. In general the calculations will include: Hydraulic grade line Elevation at point of connection (POC) Pressure at POC in pounds per square inch (PSI) Worse case zone (largest, farthest away from valve Total Sprinkler heads listed (with gpm use per head) Include a 10% residual pressure at point of connection 3. In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA). As long as. the project is located within the City recycled water H:WORD\DOCS\CHKLST\3uI1Ing Plancheck CktsI Form (Geneilc).doc 6 Rev. 7114100 BUILDING PLANCHECK CHECKLIST 1S1 2ND 3RD service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future. E] 0 12c. Irrigation Use (where recycled water is available) Recycled water meters are sized the same' as the irrigation meter above. If a- project fronts a street with recycled water, then they should be connecting to this line to irrigate slopes within the development. For subdivisions, this should have been identified, and implemented on the improvement plans. Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees. However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego 'Water Capacity Charge. If within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund. However, let the applicant know that we cannot guarantee the refund, and they must deal with the SDCWA for this. 0 0 13. Additional Comments: H:\WORODOCS\CHKLS1'Building Plantheci, cldst Form (Genetic).doc 7 Rev. 7/14100 X FEE/EDU:______ X FEE/EDU:______ HIGH /LOW ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET 0 Estimate based on unconfirmed information from applicant. Calculation based on building plancheck plan submittal. Address: P L') Bldg. Permit No. Oi Prepared by:____________ Date: 2_)--_ Checked by: Date: EDUCALCULATIONS: List types and square footages for all uses. Types of Use: . Sq. Ft./Units: EDU's: Types of Use: Sq. Ft./Units: EDU's: ADT CALCULATIONS: List types and square footages for all yses. Types of Use: Sq. Ft./Units: ADT's: Types of Use: Sq. Ft./Units: ADT's: FEESREQUIRED: WITHIN CFD: 0 YES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee) VNO 0 1. PARK-IN-LIEU FEE PARK AREA & #: FEE/UNIT:. X NO. UNITS: TRAFFIC IMPACT FEE ADTs/UNITS: LI x FEEIADT: BRIDGE AND THOROUGHFARE FEE (DIST. #1 DIST. #2 ADTs/UNITS: .. X FEEIADT: 312' FACILITIES MANAGEMENT FEE ZONE: (o UNITISQ.FT.:1/ x FEEISQ.FT./UNIT:_______ =$______ DIST.#3 =s_/. 27 =$_1) . 5. SEWER FEE EDU's: BENEFIT AREA: EDU's: 6. SEWER LATERAL ($2,500) .7. DRAINAGE FEES PLDA_______ ACRES: X FEE/AC:_______ 0 8. POTABLE WATER FEES UNITS CODE CONNECTION FEE METER SDCWA FEE IRRIGATION lof2 F:WEE CALCULATION WORKSHEET.doc Rev. 7114100 ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET o g. RECLAIMED WATER FEES UNITS CODE CONNECTION FEE METER FEE TOTAL OFABOVEFEES*:$ ' *NOTE: This calcUlation sheet is NOT a complete list of all fees which may be due. Dedications and Improvements may also be required with Building Permits. 2of2 F:\FEE CALCULATION WORKSHEET.dO Rev. 7/14/00 06/13/2002 14:13 FAX 7604384178 Q01 Wo V W1 Maw GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE PROJECT INSPECTOR: - Znr#gs'i -- DATE __ SbP 00-/4 PROJECT ID__ /A'/A/S PO/r7• GRADING PERMif NO._____ '6570K 7540 LOTS REQUESTED FOR RELEASE.'—') N/A NOT APPLICABLE 4 = COMPLETE 0= INCOMPLETE OR UNACCEPTABLE 1st 2nd. 1, Site aess to requested lots adequate and logically grouped. Site erosion control measures adequate. Overall site adequate for health, safety and welfare of public. Letter of request for partial release submitted. S. 8 36' X 11' site plan (attachment) showing requested lets submitted. Compaction report from sOils engineer submitted. Engineer of Work oartlficatlon of work done and pad elevatIons. e. Geologic engIneer's letter If unusual geologic or subsu,faca conditions exist Project =M= of approval checked for conI. Fwe hydrants within 500 feet of bulidlig combustibles and all weather roads ass to site. / / Ai/4 V' / Par1iaI release of grading for the above stated lots is approved For purpose of buading pemt Issuance. Issuance of building pennits is still subject to all normal City requirements required pursuant to the building permit process. 0 Partial release of the site is denied for the following reasons: all Z/0 a Date af t Date I&LgARYWpDATAJSPECTIORMSIARTSfIt.FRM PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB 1/ Address / 3 Planner 1C-j-7 Phone (760) 602- ---- APN: -;2jL ZUQ Type of Project & Use: --//L ñ---Net Project Density:...- 1-7-DU/AC 70 ning:Af2j) //Vl General Plan:/ 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 Dermit:______________________________________________________ C CD CD CD Q_ a. a. Legend: Z Item Complete Item Incomplete -Needs your action Environmental Review Required: YS NO TYPE DATE OF COMPLETION: C / Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: YES NO 7 T)'FP APPROVALJRESO. NO. 6010 DATE PROJECT NO. DP CC) /t OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: / Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES NO____ CA Coastal Commission Authority? YES____ NO____ If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive,. Suite 103, San Diego CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): Coastal Permit Determination Form already completed? YES NO If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: Follow-Up Actions: H:\ADMIN\COUNTER\BldgPlnchkRevChklSt . . Rev 9/01 m'a r-i lnclusionary Housing Fee required: YES NO (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES NO (NP/Os, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing V/N, Enter Fee, UPDATE!) Site Plan: E 1. Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical / lines (including all side and rear yard slopes). F1 F 2. Provide legal description of property and assessor's parcel number. Zoning: 1. Setbacks: Front: • . Required Shown Interior Side: Required Shown Street Side: Required . Shown Rear:. Required . Shown Top of slope: Required Shown E71" 2. Accessory structure setbacks: Front: Required Shown Interior Side: Required Shown Street Side: Required Shown Rear: Required Shown Structure separation: Required Shown Lot Coverage: Required Shown Height: Required Shown LII 5. Parking: Spaces Required . Shown (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown LII Additional Comments_________________________________________________ OK TO ISSUE AbID- ENYERED APPROVAL INTO COMPUTER .DATE D2 . .. . . / H:\.ADMIN\COUNTER\BldgPlnchkRevChklst . Rev 9/01 Carlsbad Fire Department 013250 If 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: Name: Pirineos Pointe, LLC Address: 7909 Silverton Ave. Suite 123 City, State: San Diego CA 92123 Plan Checker: Job #: 013250 Job Name: Pirineos Pointe #1 Bldg # C130i32ö Job Address: 2614 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 applicable codes and standards. U Incomplete The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and / or standards. Please review carefully all comments attached. Please resubmit the necessary plans and /or specifications to this office for review and approval. Review 1st __________ 2nd __________ 3rd __________ Other Agency ID FD Job # 013250 FD File # JOb#PlRIt4 Date Page lof'1'7 Structural Design For: F1jKIw mcx=,CRLA CA Index: Page: i(IINr 4rrflil*I vR.r. \ RENW!&' Re-r- &O ALLS Efr4fl4 q'UAK. 106S16W OF c Specification: 1. Roof, live load 27LiUE i2o# DEA 2. Concrete 2000psi @ 28 days (U.N.O.) S. Concrete blocks Grade "A" units and grout all cells solid Lumber Douglas Fir, grade as specified Rebar 20,000psi LAP 50 rebar diameters Soil See soils report (If none exists, 1000psf) Shear plywood 3/8" struct 1" minimum (U.N.O.) Foundations: All footings shall be placed i S N deep on firm undisturbed soil or on approved non-expansive, compacted fill. All conSinuous footings shall bee xi continuous footing with (24 ¶ continuous. (U.N.O.) Retaining walls shall not be backfilled until all concrete and All anchor bolts, hold downs, and hardware shall be placed pg011C 1' IJ5Pr,c'p4.. Framing: 1. Headers shall be; 4 x12 in 2 x 4 walls, and 6 x 12 in 2 x 6 0 walls. ( U.N.O.) .2. All rafters and roof trusses shall be placed directly over wall studs below. 3. All roof beams and 'girder trusses shall rest on a minimum of 3 wall studs. (U.N.O.) Where the posts are noted in structural plans; the posts shall be .continuous from top to foundation with vertical grain members only (U.N.O.) All structural hardware shown in plans shall be Simpson , Strongtie, I.C.B.O.. approved. (U.N.O.) U.N.O. (Unless Noted Otherwise) All headers shall have 2 trimmers minimum (U.N.O.) Studs shall be 160 on center spacing. 8. All floor and deck joists shall have full bearing on walls or beams. If supported by hangers, hangers. shall be nailed to beam or rim joist with 16d nails in all holes. 9. Simpson ST 22 ties shall be nailed across rafters at ridge. (U.N.O.) - .. . 10. Simpson A35 clips shall be. nailed from each rafter or roof truss to top plate or beam. Loads: Earthquake zone 4 Wind exposure C Floor load to 4 40 4.. Deck load 10':, 4 5Q* 5. Other (ic',*) 10 4 too* General: Contractor shall report any discrepancies found at the site or in plans to the Architect before proceeding with work. These calculations are valid only when the original signature is affixed to the stamp. All copies are invalid. All construction shall conform'to The Uniform Building Code minimum standards. These calculations shall become a part of the plans upon which they are based. In case of conflict, the information shown which will provide a higher degree of structural strength, shall prevail. The plans, specifications, and calculations are intended to provide a design-intenV for the project's construction. Because of the complexity of all construction projects there are instances when omissions or oversights occur at the planning stage. . However, the architect's involvement, intuitively, does not stop at the planning stage and carries through the project to its completion. It is the owner's and contractor's responsibilty to inform the architect if and when discrepancies become apparent in the plans, and when it is, necessary for scheduled architectural inspections. The Architect shall provide visits to the project's site. Architect's inspections shall include, ( but are not limited to): I. Foundation trenches dug prior to placing steel. Foundation steel prior to pouring concrete. Concrete block steel prior to grouting. Rough framing proir to covering. Completion. OCHELTREE ARCHITECTURE Title: Job # Dsgnr. Date: 2:37PM, 11 OCT 01 200 MARINE VIEW AVENUE DEL MAR CA, 92014 Description: (858) 755.4414 Scope: (858)259-0703 . . Rev. 510300 Wm KW0602523. Ve 5.1.3. -j,-iggo. w32 General Timber Beam (C) 1983-09 ENERCALC Description BEAM 101 UNIT A General Information Calculations are designed to 1997 NOS and 1997 IJBC Requirements Section Name Prtlm: 7.0x20.0 Center Span 16.50 ft .....Lu 0.00 It Bean Width 7.000 In LsitCantilaer ft .....Lu 0.00 ft Bean Depth 20.000 in Right Cantilewr it .....Lu 0.00 ft Member Type Truss Joist - MacMillan, Parallan 2.OE Fb Base Allow 2,900.0 psi Load Der. Factor 1.000 FvA13o, 290.0 psi Bean End Fbdty Pin-Pin Fclb#, 650.0 psi E 2,000.0 li Full Lengh Uniform Loads . Center DL 120.00 lift LI. 200.00 lift Left Cantilever DL lift LL urn Right Cantilever DL #111 IL lift [Trapezoidal Loads #1 DL @ 1St 670.00 lift iL@ 1St 480.00 l/ft Stat Loc 0.000 ft DL @ Right 670.00 #flt. IL @ Right 480.00 l/ft End Icc 6.000 ft 02 DL@LSt 1,045.00 l/ft LL@Left 1,150.00 lift Stat Icc 6.000 ft DL@ Right 1,045.00 lift LL@ Right 1,150.00 lift End Icc 10.560 ft Point Loads D1 Load 2,301.0 bs 4,069.0 lbs lbs lbs lbs be lbs Liye Load 3,503.0 lbs 4,710.0 lbs lbs lbs lbs lbs lbs ...distance 6.500 ft 10.500 ft 0.000 ft 0.000 It 0.000 ft 0.000 ft 0.000ft Beam Design OK Spas 16.50ft, Bean Wdh = 7.000in x Depth = 20.m, Ends are Pin-Pin Max Stress Ratio 0.905 :1 Maximum Moment 102.0 k-ft Maximum Shear *15 30.0 k Allowable 112.8 k-ft Allowable 40.6 k Mac. PoslbMemait 102.04k-ft at 8.118 ft Shear @ Loft 19.98 k Mac. Negative Mcment -000k-ft at 18.500 It @ Right 16.79k Max @ Left Support 0.00 k-ft Camber- @1St 0.000 in Max @ Right Support 0.00 k-ft © Canter 0.355 in Mac M 5kw 112.78 @ Right 0.000 in lb 2,62387 psi fv 214.09 psi Left DL 9.53 k Mac 19.98 k Fb 2,900.00 psi Fv 290.00 psi Right Dl 7.61k Max 16.79k [Deflections - Center Span... Deal Load Tctal Load Left Cantilever... Dead Load Total Load Deflection 0.236 in -0.515 in Deflection 0.000 in 0.000 in ...Location 8.184 ft 8.250 ft ...iengthloefl 0.0 0.0 ...IengthlDSl 837.4 384.60 Right Cantilever... Deflection 0.000 in 0.000 in ...LengtM)efl 0.0 0.0 Job # Date: 2:37PM, 11 OCT 01 OCHELTREE ARCHITECTURE 200 MARINE VIEW AVENUE DEL MAR CA, 92014 (858) 755-4414 (858) 259.0703 Rev: 510300 Us KW.0602523, Vec 5.1.3. 22-Jev1999. WS,32 (C) 1883.89 ENERCALC Title: Dsgnr Description: Scope: General Timber Beam Page 2 Description BEAM 101 UNIT A I SSS Catcs - Bending Analysis Ck 21.298 La 0.000 It Sxx 466.667 in3 Area 140.000 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Mcment Sxx Ren'd AIlo'abIe fb Center 102.04 k-ft 422.23 1n3 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 © Lt Support @ Right Support Design Shear 29.97k 2519k Area RequIred 103.354 1n2 86.847 1n2 Fv. Allowable 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 19.98 k Bearing Length Req'd 4.392 in Marc. Right Reaction 16.79 k Bearing two Req'd 3.690 in Query Values MV, & D Q Specified Locations Moment Shear Deflection © Center Span Location = 0.00 ft 0.00k-ft 19.98 k 0.0000 in @ Right Cat Location = 0.00 ft 0.00k-ft 0.00 k 0.0000 in @ Lt Cad. Location = 0.00 ft 0.00k-ft 0.00 k 0.0000 in I Job# OCHELTREE ARCHITECTURE Title: Dsgnr Date 2:41 PM, 11 OCT 01 200 MARINE VIEW AVENUE Description: DEL MAR CA, 92014 (858) 7554414 scope: (858) 259-0703 R 510 Page 1 300 I Lfter. General Timber Beam cle6pirjnem.ecw.Calculations! (C) 1983-59 ENERCLC Description BEAM 101 UNIT B General Information Calculations are designed to 1997 NOS and 1997 UBC RequirementsJ Section Name Prllm: 7.0x20.0 - Center Span 16.50ff .....Lu 0.00 ft Bean WIdth 7.000 in Left Centiler ft -----Lu 0.00 It Bean Depth 20.000 in Right Catlever ft ..i.0 0.00 ft Monte Type Truss Joist - MacbHan, Parallan 2.OE Fb Base Allow 2,900.0 psi Load Our. Factor 1.000 FvAiow 290.0 psi Beau End Fixity Pin-Pin FcAaN 650.0 psi E 2,000.0 ksi I Full Lengh Uniform Loads Center Dl 120.00 ft LL 20000 #lft Left Cantilever DL #lft LL Wit Right Caitiler DL Wit U. WIt I Trapezoidal Loads #1 DL @ Left 1,010.00 WIt tj @ It 820.00 #111 Start icc 0.000 ft DL@ Right 1,010.00 ti/ft Ii @ Right 820.00 WIt End icc 6.000 ft 92 Dl@ Left 1,045.00 WIt LL left 1,150.00 #/ft Start icc 6.000 ft DL © Right 1,045.00 WIt IL @ Right 1,150.00 WIt End icc 10.560 ft Point Loads Deal Iced 301.0 lbs 4,069.0 lbs lbs lbs lbs lbs lbs Live Load 1,503.0 lbs 4,710.0 lbs lbs lbs lbs lbs lbs ...dista'ioa 6.500 ft 10.500 ft 0.000ft 0.000 ft 0.000 It 0.000 It 0.000ft Beam Design OK Spai= 16.50ft Bean Width = 7.0001n x Depth = 201n, Ends are Pin-Pin Max Stress Ratio 0.844 :1 Maximum Moment 952 k-ft Maximum Shea- *1,5 31.3 k Allowable 1128 k-ft Allowable 40.6 k Mac. PsitheeM&d 9520k-ft at 8.448 ft Shear @ Left 20.90 k Max Negative Manent 0.00k-ft at 16.500 ft @ Right 15.96k ax@LeftSuppo.t 0.00 k-ft Carter @Lt 0.000 in Marc © Right Support 0.00 k-ft © Center 0.332 in Marc. Mallow 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 7.19 k Max 15.96k [eflections Center Span... Deed Iced Tatal Loal Left Cantilever... Dead iced Total Load Deflection -0.222 in -0.485 in Deflection 0.000 in 0.000 in ...Locaticn 8.184 ft 8.250 It ...Lenglh/DeO 0.0 0.0 ...Length/DefI 893.8 408.22 Right Cantilever... Deflection 0.000 in 0.000 in ...Iength/Detl 0.0 0.0 OCHELTREE ARCHITECTURE 200 MARINE VIEW AVENUE DEL MAR CA. 92014 (858) 755-4414 (858) 259-0703 Re 510300 User. N0602523. Ver 5.1.3, 22-J.,-1 999, Wn32 Tao: Dsgnr Description: Scope: General Timber Beam Job # Date: 2:41 PM, 11 OCT 01. Page 2 Description BEAM 101 UNIT B stress Caics - Bonding Analysis Ck 21.298 Le 0.000 ft S,oc 466.667 In3 Area 140.000 1n2 Cf 1.000 Rb 0.000 Cl 0.000 Max Monient Sxx Rea'd Aflavat)Ie lb @ Center 95.20 k-ft 393.92 1n3 2,900.00 psi @ Left Support 0.00 k-ft 0.00 1n3 2,900.00 psi © Right Support 0.00 k-ft 0.00 1n3 2,900.00 psi Shear Analysis @ Left Support © Right Support Design Shea 31.34 k . 23.93k Area Required 108.081 1n2 82.5331n2 Fv. Albvatlie 290.00 psi 290.00 psi Bearing @ Supports Mac. Left Reaction 20.90 k . Beaing Length Req'd 4.592 in Max. Right Reaction 15.96 k Bearing Length Req'd 3.507 in ery Values . M, V. & D a Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 It 0.00k-ft 20.90 k 0.0000 In @ Right Cart Location = 0.00 ft 0.00k-ft 0.00k 0.0000 in © Left Cat Location = 0.00 ft 0.00k-ft 0.00 k 0.0000 in OCHELTREE ARCHITECTURE Title: Job # 200 MARINE VIEW AVENUE Dsgnr Date: 4:141310, 11 OCT 01 DEL MAR CA, 92014 Description: (858) 755-4414 Scope: (858) 259-0703 Page 1 Ra' 510300 UseK03023.V5.l3.22,Jl999.Wn32 General Timber Beam W 1983-99 ENERCALC . c:ec\pinneos.ecwCaIcuIations Description BEAM 102 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirement Section Name Prllm: 5.25x14.0 - Center Span 26.00 ft .....Lu 0.00 It Bean Width 5.250 in Left Cantilever It .....Lu 0.00 It Bean Depth 14.000 in Right Cantiis it .....Lu 0.00 it Member Type Truss Joist - MacMillan, ParaUan 2.OE Fb Bane Allow 2,900.0 psi Load Dur. Factor 1.000 FvAllow 290.0 psi Bean End Axity Pin-Pin Fc Ab#, 650.0 psi E 2,000.0ksi I Full Lengh Uniform Loads - Center DL 13.00 #Mt Li 52.00 St/ft Left CaTh1r DL #/ft Li St/ft Right Carthleer DL #/ft U. #/ft Point Loads Lhe LOW 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 L __ Beam Design OK Spa'i= 26.00ft, Bean Width = 5.2501n x Depth = 14.in, Ends we Pin-Pin Max Stress Ratio 0.389 : I Maximum Moment 16.1 k-ft Maximum Shear * 1.5 3.1 k Allowable 41.4 k-ft Allowable 21.3 k Max. Positive Moment 16.13k-ft at 9.048 ft Sheet @ Left 2.09 k Max. Negative Moment 0.00k-ft at 0.000 ft @ Right 1.50 k Max © Left Support 0.00 k-ft Camber © Left 0.000 in Max @ Right Support 0.00 k-ft © Center 0.215 in Mac. M allow 41.45 Reactions... © Right 0.000 in lb 1,128.92 psi Iv 42.60 psi Left DL 0.42 k Max 2.09 k Fb 2,900.00 psi Fv 290.00 psi Right DL 0.30k Max 1.50k [Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Lead Deflection -0.144 in -0.718 in Deflection 0.000 in 0.000 in ...Location 12.272 ft 12.272 ft ...LengthlDefl 0.0 0.0 ...LengthlDdi 2,174.0 434.80 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 S,oc 171.500 1n3 Area 73.500 1n2 1.000 Rb 0.000 Cl 0.000 Max Moment thor Reo'd Allowable lb © Center 16.13 k-ft 66.76 1n3 2,900.00 psi © Left Support 0.00 k-ft 0.00 in3 2,900.00 psi @ Right Support 0.00 k-ft 0.00 1n3 2,900.00 psi Shear Analysis © Left Support © Right Support Design Shear 3.13 k 2.25 k Area Required 10.796 1n2 7.773 1n2 Fv Allowable 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 OCIIELTREE ARCHITECTURE Title:Job # 200 MARINE VIEW AVENUE Date: 4:i5PM, 11 OCT 01 osgnr. Description: DEL MAR CA, 92014 (858) 7554414 Scope: (858) 259-0703 f Rv 510300 Us602523.Ver5.1.3.22-J1999.W,32 General Timber Beam (C) 1983-99 ENERCAC . c:cneos.ecwCaIcuIatons . Description BEAM 103 General Information Calculations are designed to1997 NDS and 1997 LJBC Requirements Section Name Pilim: 3.604.0 Center Span 8.00 ft .....Lu 0.00 ft Bean Width 3.500 in Inft Cantilever It .....Lu 0.00 It Beam Depth 14.000 in Right Cantir ft .....Lu 0.00 It Member Type Truss Joist - MacMillan, Parallarn 2.OE Fb Base Afloa, 2900.0 psi Load Dur. Factor 1.000 FvAIIcM, 290.0 psi Bean End Fixity Pin-Pin FcAlow 650.0 psi E . 2,000.01ar1 [Full Lengh Uniform Loads Center DL 95.00 #/ft IL 380.00 #/ft Left Caitile'.,er DL #Rt LL Mt Right CantiIeer DL Mt IL #/ft ;uIIuuavy N Beam Design OK Span 8.00ft. Bean Width = 3.5001n x Depth = 14.in, Ends we Pin-Pin Max Stress Ratio 0.201 :1 Maximum Moment 3.8 k-ft Maximum Shear * 1.5 2.8 k Allowable 27.6 k-ft Allowable 14.2 k Max Positive Moment 3.80k-ft at 4.000 ft Shear @ Left 1.90 k Max. Negafirye Moment 0.00k-ft at 0.000 ft © Right 1.90 k Marc © left Support 0.00 k-ft Camber © Left 0.000 In Max @ Right Support 0.00 k-ft @ Center 0.008 in Max. M alkw 27.83 @ Right 0.000 in lb 398.83 psi fv 58.16 psi Left DL 0.38 k Max 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 Load Left Cantilever... Dead Load Total Load Deflection -0.005 in -0.027 in Deflection 0.000 in 0.000 in ...Location 4.000 ft 4.000 It ...Length/D 0.0 0.0 ...lengthlDefl 17,551.6 3,510.33 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Defl 0.0 0.0 [Stress aics Bending Analysis Ck 21.298 La 0.000 ft Soc 114.333 1n3 Area 49.000 1n2 1.000 Rb 0.000 CI 0.000 Max Moimnt Sec Read Allowable lb @ Center 3.80 k-ft 15.72 in3 2900.00 psi © Left Support 0.00 k-ft 0.00 in3 2,900.00 psi © Right Support 0.00 k-ft 0.00 1n3 2,900.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.85 k 2.85 k Area Required 9.828 In2 9.828 in2 FY. Allowable 290.00 psi 290.00 psi Bearing @ Supports Mac. Left Reaction 1.90 k Bearing Length Req'd 0.835 in MacRight Reaction 1.90 k Bearing Length Req'd 0.835 in [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 0.00 k-ft 0.00k 0.0000 in OCHELTREE ARCHITECTURE Title: Job ti 200 MARINE VIEW AVENUE Dagnr Date: 4:1513M. 11 OCT 01 DEL MAR CA, 92014 Description: (858) 7554414 . Scope: (858) 259-0703 Page 1 Re 510300 U5e0602523,Ve5.1.3.22-Jun.1999.99n32 General Timber Beam (C) 1963.99 ENERCALC rnjnnpnspcw-CacuIations Description BEAM 104 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section None Prtlm: 3.5x14.0 Center Span 8.00 ft .....Lu 0.00 ft Bean, Width 3.500h, Left Ca,ti1er ft .....Lu 0.00 ft Beam Depth 14.000 in Right Cantilever it .....Lu 0.00 ft Member Type Truss Joist - MacMillan, Parallon 2.OE Fb Bane Allow 2900.0 psi Load Dur. Factor 1.000 Fv Allow 290.0 psi Bear. End Fodty Pin-Phi Fc Allow 650.0 psi E 2,000.0 ksi Full Lengh Uniform Loads Center DL 310.00#l11 LL 535.00 #/ft Left Caililer DL #/ft IL #/ft Right Cantilever DL #ilt U- #111 10 Beam Design OK Spar= 8.00ft, Beam Width = 3.5001n x Depth = 14.in, Ends are Pin-Phi Max Stress Ratio 0.357 :1 Maximum Moment 6.8 k-ft Maximum Shear * 1.5 5.1 k Allowable 27.6 k-ft Allowable 14.2 k Max. Positive Moment 6.76k-ft at 4.000 It Shear @ Left 3.38 k Marc. Negative Moment 0.00k-ft at 8.000 ft @ Right 3.38k Max @LeftSupport 0.00 k-ft Canter @Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.027 in Max. M allow 27.63 Reactions... @ Right 0.000 in fb 709.50 psi fv 103.47 psi Left DL 1.24 k Marc 3.38 k Fb 2,900.00 psi Fv 290.00 psi Right DL 1.24 k Max 3.38k 1eflections Deflection -0.018 in -0.049 in Deflection 0.000 in 0.000 in ...Localion 4.000 ft 4.000 It ...LengthlDefl 0.0 0.0 ...lengthlDefl 5,378.7 1973.26 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 Soc 114.333 in3 Area 49.000 in2 1.000 Rb 0.000 . Cl . 0.000 Marc Moment Sec Read AIlOWthlO lb @ Center 6.76 k-ft 27.97 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 5.07 k 5.07 k Area Required 17.483 in2 17.483 in2 Fv. Pllowatñe 290.00 psi 290.00 psi Bearing @ Supports Marc. Left Reaction 3.38 k Bearing Length Req!d 1.486 in Marc Right Reaction 3.38 k Bearing Length Req'd 1.486 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00k-ft 3.38 k 0.0000 in @ Right Cant. Location = 0.00 It 0.00k-ft . 0.00 k . 0.0000 in @ Left Cant Location = 0.00 ft 0.00k-ft 0.00 k 0.0000 in OCHELTREE ARCHITECTURE Title: Job # 200 MARINE VIEW AVENUE Dsgnr Date: 4:1513M. 11 OCT 01 DEL MAR CA, 92014 (858) 7554414 Scope: (858) 259.0703 R P 1 Rev: 510= I Uee8523.Va5.l3.22-Jevl999.32 Genera' Timber Beam (C) 1983-03 03IERCAIC c:ecineos.ecwcaIcuIations Description BEAM 105 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Plane Prllm: 5.25x1&0 Center Span 23.00 ft .....Lu 0.00 ft Bean Width 5.250 in Left CantlIr ft......Lu 0.00 ft Bean Depth 14.000 in Right Cantilever ft .....Lu 0.00 ft Member Type Truss Joist - MacMillan, Parallaii 2.OE Fb Base AIbN 2,900.0 psi Iced Our. Factor 1.000 FvAJkw 290.0 psi Bean End Fixity Pin-Pin Fe Allow 650.0 psi 2,000.0 ksi I Full Lengh Uniform Loads Center DL 13.00 #lft U. 53.00 #fit left Cathler DL t/lt IL tilt Right Cantilever DL #/ft IL tilt Trapezoidal Loads #1 DL @ Left 193.00 #lft LL @ Uift 60.00 t/lt Start bc 23.000 ft DL © Right 193.00 t/lt Li. @ Right 60.00 tIlt End bc 26.000 ft Point Loads IJealLoal 1,240.0 ft lbs lbs lbs lbs lbs lbs Uve 2140.0 lbs its lbs lbs lbs lbs lbs ...dtaice 23.000 ft 0.000 ft 0.000ft 0.000 ft 0.000 ft 0.000 ft 0.000ft iIIICCI7 Beam Design OK Spar- 23.00ft, Bean Width = 5.250inx Depth = 14.in, Ends are Pin-Pin Max Stress Ratio 0.105 1 Maximum Moment 4.4 k-ft Maximum Shear * 15 11 k Allowable 41.4 k-ft Allowable 21.3 k Max Posithe Moment 4.36k-ft at 11.500 ft Shear @ Left 0.76 k Max. Negative Moment 0.00k-ft at 23.000 ft © Right 0.76 k Max @ Left Support 0.00 k-ft Camber @ Left 0.000 in Max @ Right Support 0.00 k-ft © Center 0.051 in Max. M albN 41.45 Reactions... © Right 0.000 in lb 305.37 psi lv 15.49 psi Left DL 0.15 k Max 0.76 k Flo 2,900.00 psi Fv 290.00 psi Right DL 1.39k Max 4.14k [Deflections LJ Center Span.. Deal Load Tntal Load Left Cantilever... Dead Load Total Load Deflection -0.034 in .0.173 in Deflection 0.000 in 0.000 in ...Location 11.500 ft 11.500 It ...Length/Defl 0.0 0.0 ...Langth/Defl 8,096.1 - 1,594.68 Right Cantilever.. Deflection 0.000 in 0.000 in ...L.ength/Defl 0.0 0.0 OCHELTREE ARCHITECTURE Title: Job # 200 MARINE VIEW AVENUE . Dsgnr. Date: 4:15PM, 11 OCT 01 DEL MAR CA, 92014 Description: (858) 7554414 scope: (858) 259-0703 I Rev. 510300 UseKW-0802523.Vef5.1.3.22*J,,,.199999n32 General Timber Beam P 2 (c) 1983.90 ERC II.......... Description BEAM 105 aIcs Bending Analysis Ck 21.298 La 0.000 ft So. 171.500 1n3 Area 73.500 1n2 1.000 Rb 0.000 CI 0.000 Max Moment SocReci'd AiIqvMleth Center 4.36 k-ft 18.06 in3 2900.00 psi @ Left Support 0.00 k-ft 0.00 1n3 2,900.00 psi @ Right Support 0.00 k-ft 0.00 in3 2900.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.14k 1.14k Area Required 3.926 1n2 3.926 in2 Fv Allowatle 290.00 psi 290.00 psi Bearing @ Supports Max. Left Resion 0.76 k Boning Length Req'd 0.222 in MwL Right Reaction 4.14 k Searing Length Req'd 1.213 in [ry Values M. V. & 0 @ Specified one Moment Shear Deflection @ Center Span Location = 0.00 It 0.00 k-ft 0.76 k 0.0000 in @ Right Cant Location = 0.00 It 0.00k-ft 0.00 k 0.0000 in @ Left Cant Location = 0.00 It 0.00k-ft 0.00 k 0.0000 in OCHELTREE ARCHITECTURE TRIO: Job X 200 MARINE VIEW AVENUE Dsgnr Date: 4:16PM, 11 OCT01 DEL MAR CA, 92014 (858) 755-4414 Scope: (858) 259-0703 I Rey 510300 Page 1 U55.13..ki-1999.Wn32 General Timber Beam (C) 1983-99 ENERCAI.0 c:ec\pinneos.ecwCatcuIations Description BEAM 201 General Information Calculations are d0519n0d to 1997 NDS and 1997 UBC Requirements Section Nane Prllm: 3.5xll.875 Center Span 8.00 ft .....Lu 0.00 ft Beam Width 3.500 in Left CathIeer it .....Lu 0.00 it Bean Depth 11.875 in Right Caidji it .....Lu 0.00 ft Member Type Truss Joist - MacMillan, Parailan 2.OE Fb Base Allow 2,900.0 psi Load Our. Factor 1.000 FvAlow 290.0 psi Bean End Fbdty Pin-Pin Fc Allow 650.0 psi E 2,000.0 ksi Full Lengh Uniform Loads Center DL 30.00 Wit LL - 150.00 #lft IAtCentiIe'*er DL Wft LL #ft Right Cantiieer DL #111 LL #/ft [Point Loads Dead load 450.0 lbs ibs lbs lbs lbs lbs lbs Lim Load lbs lbs lbs lbs lbs lbs lbs ...distaice 1.000 It 0.000 ft 0.000 ft 0.000 ft 0.000 It 0.000 ft 0.000 ft Beam Design OK Span= 8.00ft, Bean Width = 3.5001n x Depth = 11.875in, Ends are Pin-Pin Max Stress Ratio 0.1391 Maximum Moment 1.7 k-ft Maximum Shear * 1.5 1.7 k Allowable 19.9 k-ft Allowable 12.1 k Max. Posithe Moment 1.67k-ft at 3.680 ft Shea @ Left 1.11 k Max. Negathe Moment 0.00k-ft at 8.000 ft @ Right 0.78k 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 lb 244.17 psi Iv 40.20p61 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 Loft Cantilever... Dead Load Tctal Load Deflection -0.006 in -0.020 in Deflection 0.000 in 0.000 in ...Location 3.712 ft 3.904 It ...Length/Defl 0.0 0.0 ...Length/Defl 16,039.5 4,773.75 Right Cantilever- Deflation 0.000 in 0.000 in ...Length/D01 0.0 0.0 Stress Calcs Bending Analysis Ck 21.298 La 0.000 ft S,oc 82259 in3 Area 41.563 1n2 1.000 Rb 0.000 Cl 0.000 Max Moment Soc Redd PJlow3b4e lb @ Center 1.67 k-It 6.93 03 2,900.00 psi © Left Support 0.00 k-ft 0.00 1n3 2,900.00 psi @ Right Support 0.00 k-ft 0.00 1n3 2,900.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.67k 1.16k Area Required 5.761 1n2 4.015 1n2 Fv AJlow1e 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 1.11 k Beaing Length Req'd 0.490 in Max. Right ReactIon 0.78 k Bearing Length Reqd 0.341 in OCHELTREE ARCHITECTURE Title: Job # 200 MARINE VIEW AVENUE Dagnr. Date: 3:21 PM. 11 OCT 01 Description: DEL MAR CA, 92014 (858) 755-4414 Scope: (858) 259-0703 Rev 510300 I U2523.Ve5.1.3,22-Jti-l999,Wn32 General Timber Beam Page 1 ici 1983.99 ENERCALC -..ii....,,.., Description BEAM 202 General Information Calculations are designed to 199? NOS and 1997 UBCReu1remej Section Name Prllm: 5.2$x14.0 Center Span 11.50 ft .....Lu 0.00 ft Bean Width 5.250 in Loft CwutIIer It .....Lu 0.00 ft Bean Depth 14.000 in Right Cathleier It .....Lu 0.00 ft Member Type Truss Joist - Mi, Parallan 2.OE Fb Base Allow 2,900.0 psi Load Dur. Factor 1.000 Fv Alcry 290.0 psi Bean End Fcdty Pin-Pin Fc Aikw 650.0 psi E 2,000.0ks1 [Trapezoidal Loads - - #1 DL @ Left 95.00 SIft U. © Left 380.00 SIft Start bc -------.--- 0.000 ft DL @ Right 95.00 Sift IL @ Right 380.00 SIft End Loc 9.000 ft #2 DL © Left 130.00 SIft IL @ Left 520.00 SIft start bc 9.000 ft DL Right 130.00 SIft LL@ Right 520.00 Sift End bc 11.500 ft [Point Loads U880 Load 200.01135 lbs lbs lbs lbs lbs lbs Liise Load 600.0 lbs lbs lbs lbs lbs lbs lbs ..distence 9.000ft 0.000ft 0.000ft 0.000ft 0.000ft 0.000 ft 0.000ft ______ Beam Design OK Spam 11.50ft, Bean Width = 5.250m x Depth = 141n, Ends are Pin-Pin Max Stress Ratio 0.204 1 Maximum Moment 9.2 k-ft Maximum Shear *1.5 5.6 k Allowable 41.4 k-ft Allowable 21.3 k Max. PealtieMome9t 9.18k-ft at 6.210 ft Shear: © Left 2.95 k Marc. Negathe Moment -0.00k-ft at 11.500 ft © Right 3.75k Marc@ Left Support 0.00 k-ft Canter @L&t 0.000 in Max © Right Support 0.00 k-ft © Center 0.028 in Marc. M allow 41.45 Reactions... © Right 0.000 in lb 642.15 psi fv 76.48 psi Left DL 0.60 k Max 2.95 k Fb 2,900.00 psi Fv 290.00 psi Right DL 0.78 k Max 3.75k [Deflections Th Center Span.... Dead Iced Total Load Left Cantilever.. Dead Iced Total Load Dotlection -0.019 in -0.092 in Deflection 0.000 in 0.000 in ...Location 5.888 ft 5.842 ft ...LengthlDefl 0.0 0.0 ...Lcrigth/DeO 7,263.8 1,496.93 ffight Cantilever- Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs Bending Anatgsls Ck 21.298 Le 0.000 ft Soc 171.500 in3 Area 73.500 in2 CI 1.000 Rb 0.000 Cl 0.000 MaxMoinent S,ocRedd AJlelb © Center 9.18 k-ft 37.98 in3 2,900.00 psi @ Left Support 0.00 k-ft 0.00 in3 2,900.00 psi © Right Support 0.00 k-ft 0.00 in3 2,900.00 psi Shear Analysis @ Left Support © Right Support Design Shear 4.43 k 5.62 k Area Required 15.273 1n2 19.382 1n2 Fv AllcwatIe 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 2.95 k Bearing Length Req'd 0.865 in Max. Right Reaction 3.75 k Bearing Length Req'd 1.098 in OCHELTREE ARCHITECTURE 200 MARINE VIEW AVENUE DEL MAR CA, 92014 (858) 755.4414 (858) 2590703 Rr. 510300 Use, KW-0602523. ye, 5.13 22-Jw,-1999, Wn32 (C) 1583-99 E58RCALC Title: Dagnr. Scope: Multi-Span Timber Beam Job # Date: 3:47PM, 11 OCT 01 Page 1 Description BEAM 203 General Information Truss Joist - MacMillan, Parallam 2.OE Fb: Basic Allow 2,900.0 psi Elastic Modulus 2000.0 ksi Spans Considered Continuous Oier Support Fv: Basic Allow 290.0 psi Load Duration Factor 1.000 Calculations are designed to 1997 NDS and 1997 UBC Requirements I Timber Member Information . Description BEAM 203 LEFT BEAM 203 R Span it 5.50 15.00 Timber Section MIre: 5.25x14. Pdlm: &25x14. Been Width in 5.250 5.250 Been Depth in 14.000 14.000 EndFbdty Pin - Pin Pin - Pin La: IJnbraced Length ft 0.00 0.00 Member Type Loads - Lim Load Used This Span ? Yes Yes Dead Load oft 62.00 62)0 Live Load #Ift, 250.00 250.00 Deal Load WftI 580.00 Live Load #Jft 400.00 start it 7.000 End ft 5.500 15.000 Point #1 Dead Load lbsi 1,140.00 1900.00 Ue Load lbsi 1,140.00 2545.00 ft1 0.100 7.000 [-Results Panac a Cntr in-k 0.0 330.5 it 0.00 8.50 Max @ Left End in-k 0.0 -311.0 Max @ Right End in-kj -311.0 0.0 lb: Actual psi 1,813.5 1,626.9 Fb : AJbie psi 2,900.0 2900.0 Bending OK Bending OK Shaw Left k 1.62 8.53 Shear a Right k 5.61 8.44 fv:Actual psi! 107.1 167.1 Fv: Allowable psi 290.0 290.0 Shear OK Shear OK Reactions & Deflection DL © Left k -0.74 5.68 LL@Left 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 Tota1RIght k 14.14 8.44 Max. Deflection in 0.033 -0.373 ft 3.23 8.30 I_Query Values Location ft 000 0.00 Moment in-k 0.0 -311.0 Shear lbs -1.6 8.5 Deflection in 0.0000 0.0000 OCHELTREE ARCHITECTURE 200 MARINE VIEW AVENUE DEL MAR CA, 92014 (858) 755-4414 (858) 259-0703 Title: DOW Description: Scope: Job # Date: 3:57PM, 11 OCT 01 Re 510300 Page 1 I Multi-Span Timber Beam (C) 1983-99 ENERCALC -- Description. BEAM 204 General Information Truss Joist - MacMillan, PalBIia1'i 2.OE Fb: Basic Allow 2,900.0 psi Elastic Modulus 2,000.0 ksi Spans Considered Continuous Over Support Fv r Basic Allow 290.0 psi Load Duration Factor 1.000 Calculations are designed to 1997 NDS and 1997 UBC Requirements Timber Member Information r Description BEAM 204 RIGHTEAM 204 MIDDLE BEAM 204 LEFT Span It 5.50 7.50 800 Timber Section 1lm: 5.25x14. Pofim: 5.25x14. Beam Width in 5.250 5.250 0.000 Beam Depth in 14.000 14.000 0.000 End Fixity Pin - Pin Pin - Pin Pin - Pin La Unbraced Length ft 0.00 0.00 0.00 Member Type . Sam [Loads - LKe Load Used This Span ?f Yes Yes Yes Dead Load Wit 260.00 280.00 60.00 Live Load Wft 140.00 160.00 60.00 Point #1 Dead Load Ib& Lie Load lbsj 888.00 888.00 ft 1 1 0.100 7.500 [Results Mmax @ Cfltr in-k 9.6 13.2 2.1 It 1.87 3.65 6.29 Max® Left End in-k 0.0 -21.8 -26.2 Max® Right End in-k! -21.8 -26.2 0.0 fb:Actual psi; 126.8 153.1 0.0 Fb: AJio,vaile psi! 2,900.0 2,900.0 0.0 Bending OK Bending OK Bending OK Shear @Left k 1.64 1.60 0.75 Shear® Right kl 1.45 2.59 0.21 fv:Actuat psi 19.9 23.9 0.0 Fv: Allowable psi 290.0 290.0 0.0 Shear OK Shear OK Shear OK Reactions & Deflection DL @ Left k 0.51 1.94 1.50 LL@Left k 1.14 1.10 1.84 Total ® Left k 1.64 3.05 3.34 DL @ Right k 1.94 1.50 0.07 LL@Right k 1.10 1.84 0.14 Total® Right k 3.05 3.34 0.21 Max. Deflection in -0.001 -0.003 . 0.000 ft 2.16 3.65 0.00 Query Values Location ft 0.00 0.00 0.00 Moment in-k 0.0 -21.8 -26.2 Shear lbs 1.6 1.6 0.8 Deflection in 0.0000 0.0000 480.0000 OCHELTREE ARCHITECTURE Title: Job # 200 MARINE VIEW AVENUE Dsgnr: Date: 4:03PM, 11 OCT 01 Description: DEL MAR CA, 92014 (858) 7554414 Scope: (858) 259-0703 Page 1 Re' 510300 Use. 60.V5.1.3,V-Jw,-l999.Wn32 General Timber Beam (C) 1983-99 aiERCALC c:irineos.ecwCalculations Description BEAM 205 General Information Calculations are designed to 1997 NDS and 1997 UBCReulrementJ Section Name Prllm: 3.5x14.0 Center Span 6.00 ft .....Lu 0.00 It Beam Width 3.500 in Left Cantilever It .....Lu 0.00 ft 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 Our. Factor 1.000 Fv.AJlow 290.0 psi Beam End Fbdty Pin-Pin Fc Allow 650.0 psi E 2,000.0 ksi I Trapezoidal Loads - #1 DL Left. 2900 i/ft LL©Left #/ft Start Loc 0.000 ft DL @ Right #/ft LL © Right #/ft End Loc 0.000 ft ire UL (Q LEt 1 b2.(JtJ Wit IL © Lett Wit Start Loc 0.0th) It DL © Right #ft IL © Right #/ft End Loc 0.000 ft Point Loads Dead Load -739.0 lbs lbs lbs - lbs - lbs lbs lbs Live Lead -8770 lbs lbs lbs lbs lbs lbs lbs ...distance 3.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Beam Design OK Span= 6.00ft, Beam Width = 3.500m x Depth = 14.in. Ends are Pin-Pin Max Stress Ratio 0.055 1 Maximum Moment -1.4 k-ft Maximum Shear * 1.5 0.8 k Allowable 27.6 k-ft Allowable 14.2 k Max. Positive Moment 0.01 k-ft at 0.192 ft Shear: © Left 0.52 k Max. Negative Moment -1.42k-ft at 3.000 ft @ Right 0.36 k Max@ Left Support 0.00 k-ft Camber. @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.001 in Max. M aglow 27.63 Reactions... @ Right 0.000 in ft) 149.33 psi fv 15.93 psi Left DL 0.52 k Max 0.08 k Fb 2,900.00 psi Fv 290.00 psi Right DL 0.08 k Max -0.36k Ieflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.001 in 0.004 in Deflection 0.000 in 0.000 in ...Location 1.920 ft 3.072 ft ...LengthlDefl 0.0 0.0 ...Length/Defl 125,730.5 18,936.46 Right Cantilever... Deflection 0.000 in 0.000 in ...LengthiDefl 0.0 0.0 Stress Caics Bending Analysis Ck 21.298 La 0.000 ft Sxx 114.3331n3 Area 49.000 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Reg' d 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 in3 2900.00 psi Shear Analysis © Left Support © Right Support Design Shear 0:78 k 0.54 k Area Required 2.592 in2 1.878 in2 Fv. 8llowable 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 0.08 k Bearing Length Req'd 0.036 in Max. Right Reaction -0.36 k Bearing Length Req'd 0.160 in Soil Data Allow Sod Boning = 2,000.0 psf Equivalent Fluid Pressure Method Heel Achy Pressure = 40.0 Toe Active Pressure = 40.0 Passhe Pressure = 400.0 Waterheight over heel = 0.0 ft p Stem Stem OK 2.75 Masonry 8.00 #5 16.00 Edge 0.230 2113 228.9 1,407.1 38 25.8 30.00 30.00 78.0 5.25 2nd Stem OK 0.00 Masonry 8.00 #5 8.00 Edge 0.910 719.9 1,440.0 1,751.9 13.4 25.8 30.00 6.00 78.0 - 5.25 I'm psi= 1,5C0 1,500 Fs psi = 24,OCO 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. Sold Thick, in= 7.60 7.60 Masonry Block Type = Medium Weight Concrete Data fc p51= Fy psi= Other Acceptable Sizes & Spacings Toe: #4@ 11.25 in, #5@ 17.50 in, #6@ 24.75 in, #7@ 33.50 in, #8@44.25 in, #9@ 4 Heel: Not req'dMu<SFr Key. Not req'd, Mu <S * Fr OCHELTREE ARCHITECTURE Title: Job # Dsgnr. Data: 2:31PM, 4JUL01 200 MARINE VIEW AVENUE Description: DEL MAR CA, 92014 (858) 755-4414 Scope: (858) 259-0703 Re 510300 Page 1 User KW-0602523, v. 5.1.3. 22-Jis-I999. 2 . Cantilevered Retaining Wall Design Ic) 1983-99 ENERCALC c:\ec\pirineos.ecw.Calculations I Description Criteria Retained Height = 6.00 ft Wall height abode sod = 0.75 ft Slope Behind Wall = 0.00:1 Height o( Sad over Toe = 0.75 in Sod Density = 110.00 pcf FoalingliSoil Friction = 0.300 Wind on Stan = 0.0 psf Sod height to ignore for passive pressure = 0.00 in [I Lod Applied to S tem 99j =~sign Summary Trial Bearing Load = 2,518 lbs ...iesultant ecc. = 1.72 in Soil Pressure @ Toe = 1,079 psf OK Sod Pressure @Had = 599 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACl Factored ©Toe = 1,443 psf ACl Factored @Heel = 801 psf Foaling Shear © Toe = 19.8 psi OK Footing Shear ©Heel = 7.8 psi 0K Allowable = 76.0 psi Wall Stability Ratios Overturning 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 Face = - 575.4 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5:1 Stability = 0.0 01< I_Footing Design Results Toe Heel - Factored Pressure = 1,443 801 psf We: Upward = 0 . oft-# Mu' : Downward = 0 279 R-# Mu: Design = 2,448 279 ft-# Actual 1-Way Shear = 19.79 7.75 psi Allow 1-Way Shear = 76.03 76.03 psi Toe Reinforcrng = None Spec'd Heal Reinforcing = None Specd Key Reinforcing = None Spec'd Axial Dead Load = 290.0 lbs Axial Live Load = 600.0 lbs [stem onsu j Tc Design height ft = Wall Material Above "Hr = Thickness = Rebar Size = Reba Spacing = Reber Placed at = Design Data ThJFB + fafFa = Trial Force © Section lbs = Moment-Actual ft-# Moment ...AlIabIe ft-#= Shear .... Actual p51= Show .... .Allowable psi = Bar Develop ABOVE Ht. in = Bar Lop/Hook BELOW Ht. in = Wall Weight psf= Reba Depth 'd' 1n Masonry Data Footing Strengths & Dimensions fc = 2,000 psi Fy = 24,000 psi Mm. As % = 0.0012 Toe Width ' = 2.00 ft Heel Width = 1.00 Trial Foaling Width = 3.00 Foaling Thickness = 12.00 in Key Width = 12.00 in Key Depth = 14.00 in Key Distance from Toe = 1.50 ft Cover ©Top = 3.00 in © Btm.= 3.00 in Axial Load Eccentricity = 0.0 in OCHELTREE ARCHITECTURE 200 MARINE VIEW AVENUE DEL MAR CA, 92014 (858) 755-4414 (858) 259-0703 Re 510300 Use, KW-0802523. Vec 5.1.3, 22-Jun-1999. 99n32 (C) 1983-98 ENERCALC Description Title: Dsgnr Description: Scope: Cantilevered Retaining Wall Design Job # Date: 2:31PM, 4JUL01 Page 2 Summary OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft - ft-# lbs ft ft-# Heel Active Pressure = 980.0 2.33 2,286.7 Toe Actte Pressure = -22.6 0.35 -8.0 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismicthzi = 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 active pressure used for soil pressure Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Mel Deal Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions = Footing Weight = Key Weight = Vet CalWonent = Total = 220.0 2.83 623.3 290.0 2.33 676.7 13.8 1.00 13.8 526.5 2.33. 1,228.5 450.0 1.50 675.0 175.0 2.00 350.0 242.7 3.00 . 728.1 1,917.9 lbs R.M.= 4,295.3 DL= 290., LL= 290.050000000.00054t, Ecc 0.0005in Pp= 993.841t W599.14plf. 1079. 5psf 8.00005in Mas WI #5 @ 16.in o/c Solid Grout, 8.00005in Mas wl #5 @ 8.in 0/c Solid Grout, 3/4., #O@O.in @Toe Designer select #O@qlnhoriz - reinf. @ Heelsee Appendix A 60,000 psi 0.0014 0.92 ft 1.58 2.50- 12.00 in 0.00 in 0.00 in 0.00 ft 0= flS_ n nfl - OCI4ELTREE ARCHITECTURE Title: Job # 200 MARINE VIEW AVENUE 0sgnr. Date: 2:21PM, 4JUL01 Description: DEL MAR CA, 92014 (858) 7554414 Scope: (858) 259-0703 R Page 1 I e 51O3 U3.Vr5.1.3,fl-Jun-1999.Win32 Restrained Retaining Wall Design (C) 1983-92 ENERCALC c:ctnneos.ecCalcuIations I Description PIRINEOS POINTE RESTRAINED 6' WALL Criteria Soil Data Footing Strengths & Dimensions ---- ____ - Retained Height = 6.00 ft Allow Soil Bearing = 2,000.0 psf Wall height abore ccii = 0.75 ft Equivalent Fluid Pressure Method Total Wall Height = 6.75 ft Heel Active Pressure = 40.0 Toe Active Pressure = 40.0 Top Support Height = 6.75 Passive Pressure = 400.0 Water height over heel 0.0 ft Slope Behind Wall = 0.00:1 FootingSeil Friction = 0.300 Height of Soil over Toe = 0.75 in Soil height to ignore Soil Density = 110.00 pcf for passive pressure = 0.00 in fc = 2,000 psi Fy Min .As% = Toe Width = Heel Width = Total Fading Width = Footing Thickness = Key Width = Key Depth = Key Distance from Toe = Wind on Stem = 0.0 psf lop = .).(fiJ III ( DSun.= 300 in Surcharge Load ________________________________ jacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #Ift Adjacent Fooling Load = 0.0 lbs >>>NOT Used To Resist Sliding & Overturn ...Hht to Top = 0.00 ft Fooling Width = 0.00 It Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding & Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load IM Base AbovelBelow, Soil - Axial Deal Load = 220.0 lbs at Back of Wail 0.0 ft Axial Live Load = 560.0 lbs Axial Load Eccentricity = 0.0 in Design Summary jlMasonry StemConsfruction J Total Bearing Load = 2,278 lbs Thickness = 8.00 in I'm = 1,500 psi Short Term Factor = 1.000 ... resultant ecc. = 0.91 in Wall Weight = 78.0 pd Fs = 24,000 psi Equiv. Solid Thick. = 7.600 in Soil Pressure @ Toe =1,077 psf OK Stem is FIXED to top of fading n Ratio (Es/Em) = 25.778 Soil Pressure © Heel = 745 psf OK Block Type = Medium Weight No Special Inspection nnn Solid Grouted - - ,-- Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,588 psf ACI Factored @ Heel = 1,098 psf Footing Shear@ Toe = 11.5 psi OK Fading Shear @ Heel = 10.2 psi OK Allowable = 76.0 psi Reaction at Top = 116.9 lbs Reaction at Bottom = 863.0 its, Sliding Calcs Slab Resists All Slidino! Lateral Sliding Force = 86.0 lbs I ,siqn Results Factored Pressure = 1,588 1,098 psf W: Upward = 896 0ft4 Mu': Downward = 130 661 ft-# Mu: Design = 766 661 ft-# Actual l-WayShear = 11.53 10.15 psi AJlcw 1-Way Shear = 76.03 76.03 psi @ Top Support mmdA DUWUUfl Top & Base @ Base of Wall Stem OK Stem OK Stem OK Design height = 6.75 ft 3.58 ft 0.00 ft Reber Size = #5 #5 #5 Reber Spacing = 16.00 in 16.00 in 16.00 in Reba' 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 Mament...Actual = 0.0 ft4 276.2 ft-# 650.7 ft-# MOmenL....AikMebIe = 1,058.0 ft-# 1,058.0ft4 1,058.oft-# Shea' Force @ this height = 0.0 lbs 603.0 lbs Shear .... Actual = 0.00 psi 10.77 psi Shaw .... ..AJithte = 19.6 psi 19.36 psi Reba Lop Required = 25.00 in 25.00 in Reba embedment into footing = 6.00 in Other Acceptable Sizes & Spacings: Toe: None Spec'd -or- Not req'd, 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: Job # 200 MARINE VIEW AVENUE . l)sgnr Date: 2:21PM, 4JUL01 : DEL MAR CA, 92014 Description (858) 7554414 scope: (858) 259-0703 I R—.510300 UN602523,Ver5.1.3.22.Jir-1g9g.W,32 Restrained Retaining Wall Design Page 2 (C) 1983-99 ENERCALC c:ec\pirineos.ecw.CaIcuIation Description 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 Fooling Applied from Stem = -650.7 ft-# Surcharge Over Had = lbs ft ff4 And Dead Load on Stem = 780.0 lbs 1.25 ft 977.8 ff4 Soil Over Toe = 6.3 lbs 0.46 ft 2.9 ff4 Surcharge Over Toe = lbs ft ff4 Stem Weight = 526.5 lbs 1.25 ft 659.9 ft-# Soil Over Heel = 602.8lbs 2.04 ft 1,231.7 ff4 Fochng Weight = 362.5 lbs 1.25 ft 453.1 ff4 Total Vertical Force = 2,278.1 lbs Base Moment = 2,674.6 ff4 Soil Pressure Resulting Moment = 173.11:4 DL= 220., LL= 560.049999990.0005*, Ecc= 0.00051 Pp= 225.78* 980.4 P174P5.08psf 1077. 4psf B. 8. p Stem Stem OK 0.00 Concrete 8.00 #5 18.00 Edge 2nd Stem OK 0.00 Concrete 0.00 #5 12.00 Edge 0.447 0.000 1,223.9 0.0 2,448.0 0.0 5,470.9 0.0 16.5 0.0 76.0 0.0 Bar Develop ABOVE Ht. in= 26.16 0.00 Bar l.Hook BELOW Ht in = 6.00 0.00 Wall Weight psf= 96.7 0.0 Rebar Depth 'd' in= 6.19 0.00 Masonry Data fm psi= Fs psi= Solid Grouting = Special Inspection = Modular Ration' = Short Term Factor = Equiv. Solid Thick. = Masonry Block Type = Medium,Weight Concrete Data ft psi = 2,000.0 2,000.0 Fy psi = 60,000.0 60,000.0 Other Acceptable Sizes & Spacings Toe: #4@ 12.75 in, #5@ 19.50 in, #6@ 27.75 in, #7@ 37.75 in, #8@ 48.25 in, #9© 4 Heel: Not req'd, Mu <S * Fr Key. Not req'd,Mu<SFr OCHELTREE ARCHITECTURE Title: 200 MARINE VIEW AVENUE Dignr : DEL MAR CA, 92014 Description (858) 7554414 scope: (858) 259-0703 Job # Date: 11:25AM, 11 JUN 01 Page 1 Rev 510300 Cantilevered Retaining Wall Design (C) 1983-89 9NERCA%.0 Description Criteria Retained Height = 6.00 ft Wall height above soil = 0.75 ft Slope Behind Wall = 0.00:1 Height of Soil over Toe = 0.75 in Sell Density = 110.00 pcf Wind on Stem = 0.0 psf FAxialLoad Ii10 Stem j I Design Total Bearing Load = 2,644 lbs ...resultant ecc. = 1.16 in Sell Pressure @ Toe = 1,051 psf OK Sod Pressure @ Heal = 711 psf OK Allowable = 2,000 pet Soil Pressure Less Than Allowable ACl Factored @Toe = 1,409 psf ACI Factored @ Heel = 953 psf Footing Shear @ Toe = 13.8 psi OK Footing Shear @ Heel = 7.8 psi OK Allowable = 76.0 psi Wall Stability Ratios Overturning = 2.01 OK Sliding = 1.64 OK 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 Req'd = 0.0 lbs OK ....for 1.5:1 Stability = 0.0 lbs OK Footing Design Re Toe Heel Factored Pressure = 1,409 953 psf Mu': Upward = 2,614 0 ft4 Mu': Downward = 439 201ft-# Mu: Design =' 2,175 201 ft4 -Actual 1-Way Shear = 1331 7.75 psi Allow 1-Way Shear = 76.03 76.03 psi Toe Reinforcing = None Spec'd Heal Reinforcing = None Spec'd Key Reinforcing = None Spec'd Tooting Strengths & Dimensions J ft = 2,000 psi Fy = 24,000 psi Mm. As % = 0.0012 Toe Width = 2.00 ft Heel Width = 1.00 Total Footing Width = 3.00 Footing Thickness = 12.00 In Key Width = 12.00 in Key Depth = 14.00 in Key Distance from Toe = 1.50 ft Cover @Top = 3.00 in © Btm. 3.00 in Aidal Load Eccentricity = 0.0 in Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Auld Pressure Method Heel Active Pressure = 40.0 Toe Active Pressure = 40.0 Passive Pressure = 400.0 Water height cier heel = 0.0 ft FodtngSoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in Aióal Dead Load = 290.0 lbs Axial Lim LOW = 6W.0-lbs I_ Constructi_,,,J - Design height ft= Wall Material Above "H = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data tb/FB+falFa = Total Force © Section lbs = Moment-Actual ft-# = Moment. ... Allowable ft-#= Shear .... Actual psi= Shear .... ftJlab1e psi = OCHELTREE ARCHITECTURE Title: 200 MARINE VIEW AVENUE DsgflF : DEL MAR CA, 92014 Description (858) 7554414 scope: (858) 259-0703 Job # Date: 11:25AM, 11 JUN 01 Rev. 510300 Page 2 5.1.3. 22-J1999. Wn132 Cantilevered Retaining Wall Design (C) 1983-59 9'1ERCALC c:cpirineos.ecC21cu1otions Description I Summarv9yerturfling & Resisting Forces& Moments .....OVERTURNING . RESISTING.... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 9800 2.33 2,286.7 Soul Oyu Heel = 220.0 2.83 623.3 Toe Active Pressure = -22.6 0.35 -8.0 Sloped Soul Over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load © Stem Above Soil = SelsniicLoad = Total = 957.4 O.T.M. = 2,278.7 Resisting/Overturning Ratio = 2.01 Vertical Loads used for Soul Pressure = 2,643.9 lbs Vertical component d active pressure used for soil pressure 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) = 652.5 2.33 1,522.5 Earth @Stem Transitions = Footing Weight 4500 1.50 675.0 Key Weight = 175.0 2.00 350.0 Veil. Component = 242.7 3.00 728.1 Total = 2,043.9 lbs R.M. 4,589.3 00005in Conc WI #5 @ 18.in 0/c 3/4.. #O@O.ii @Toe Di @ Heel*' DL= 290., LL= 290.050000000.0005#, Ecc= 0.00051n Pp= 993.84# 4psf 1051. 5psf OCHELTREE ARCHITECTURE Tide: Job # 200 MARINE VIEW AVENUE Dsgnr. Date: 11:36AM, 11 JUN 01 DEL MAR CA, 92014 Description: (858) 755-4414 Scope: (858) 259-0703 Rev. 510300 Page I W-06=23. Ver 5.1.3. 22.lB99. 32 Restrained Retaining Wall Design (C) 1883-99 ENERCALC c:ec\pirineos.ecw:CaIculations Description PIRINEOS POINTE RESTRAINED 6 WALL Criteria J Retained Height = 6.00 ft Wall height above soil = 0.75 ft Total Wall Height = 6.75 ft Top Support Height = 6.75 It Slope Behind Wall = 0.00:1 Height of Soil over Toe = 0.75 in Soil Density = 110.00 pd Wind on Stem = flflnf I Sod Data ftJI 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 FootinglSoiI Friction = 0.300 Sell height to ignore for passive pressure = 0.00 in [Footing Strengths & Dimensions fc = 2,000 psi Fy = 60,000 psi Mm. As % = 0.0014 Toe Width = 0.921 Heel Width ' = 1.58 Total Footing Width =fW Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.001n Key Distance from Toe = 0.00 ft Covar @ Top = 3.00 in @ Btm.= 3.00 in Surcharge Loads [uniform Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Had = 0.0 psf >>>NOT Used To Resist Sliding & Overturn Lateral Load = 00 Adjacent Footing Load = 0.0 lbs Surcharge Over Toe = 0.0 psf ...Height to Top ...I-IalhI to Bottom = = 0.00 ft 0.00 It Footing Width = Eccentricity = 0.00 ft 0.00 in NOT Used for Sliding &Oerttsning . . Wall to Fig CLDièt = 0.00 It Axial Load Applied to Stem Footing Type Line Load Axial Dead Load = 220.0 lbs - Base Ab Back of Wall Bdow Sell -0.0 at ft Axial Live Load = 560.0 lbs Axial Load Eccentricity = 0.0 in [9n Summary Concrete Stem Construction Total Bearing Load = 2,404 lbs 0.86 in Thickness = 8.00 in Fy = 60,000 psi ... resultant ecc. = Weight 967pc1 fc = 2,000 psi Sail Pressure @Toe = 1,127 psf OK Sail Pressure @Heel = 796 psi OK MbNable = 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 Allowable = 76.0 psi Reaction at Top = 116.9 lbs Reaction at Bottom = 863.0 lbs Sliding Calcs Slab Resists Ad Sdina! Lateral Sliding Force = 863.0 lbs I Foo -sign Results j Toe Heel Factored Pressure = 1,657 . 1,170 pet Mu': Upward = 676 oft-# Mu':Doenward = 93 473ft-# Mu: Design = 583 473ft-# Actual 1-Way Shear = 2.94 10.15 psi sAikw 1-Way Shear = 76.03 76.03 psi iem is rutu to top OT tooting Mmax Between @ Top Support Top & Base @ Base of Wall Stem Olt Stem OK Stem OK Design height = 6.75 It 3.58 It 0.00 it Reber Size = #5 #4 #5 Rebar Spacing = 18.00 in 18.00 in 16.00 in Rebai- Placed at . = Edge Edge Center Reber Depth 'd' = 4.50 in 7.50 in 4.00 in Design Data fb/FB + falFa = 0.000 0.107 0.289 Mu ... Actual = 0.0 ft-# 469.6 ft-# 1,106.2 ft-# Mn * Phi .... fiJIth1e = 3,901.5 ft4 4,382.0 ft-# 3,826.2 ft-# Shear Force © this height = 0.0 lbs 1,025.1 lbs Shear.....Actual = 0.00 psi 21.36 psi Shear .... ftJlvable = 76.03 psi 76.03 psi Reber Lap Required = 26.16 in 20.93 in Reber embedment into footing = 6.00 in Other Acceptable Sizes & Spacings: Toe: NoneSpec'd -or- Not req'd,Mu'cSFir Heel: None Spec'd -a- Not req'd, Mu <S * Fr Key No key defined -a- No key defined OCHELTREE ARCHITECTURE 200 MARINE VIEW AVENUE DEL MAR CA, 92014 (858) 755-4414 (858) 259-0703 Title: Job# Dsgnr: Date: 11:36AM, 11 JUN 01 Description: Scope: Page 2 I Res 510300 User: KW-0602523, Ver 5.1.3, 22-Jwr-1999. 90n32 Restrained Retaining Wall Design (C) 1983-99 ENERCAI.0 c:ecpinneos ecwCaIcuations I 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 = -6507 ft-# Surcharge Oer Heel = lbs ft ft-# Ma1 Dead Load on Stem = 780.0 lbs 1.25 ft 977.6 ft-# Sci Or Toe = 6.3 lbs 0.46 ft 2.9 ft-# Surcharge Over Too = lbs ft ft-# Stem Weight = 652.5 lbs 1.25 ft 817.8 ft-# Sell Or Heel = 602.8 lbs 2.04 ft 1,231.7 ft4 Footing Weight = 362.5 lbs 1.25 ft 453.1 ft-# Total Vertical Force = 2,404.1 lbs Be Moment = 2,832.5 ft-# Soil Pressure Resulting Moment = 172.11:4 8. B. DL= 220, LL= 560.049999990.00054t, Ecc= 0.0005i Pp= 225.78* 980.* FFP795.W88psf 1127. 4psf 44 5' 5' cm WAL 5* 25' frI 0' 0 34 33MUL 7.5' BASEWT S1EAR WALLS BILl L2I3II f\ 34 © 0 0 0 0 rLR SEAR VAL.L.$ © 4* 0J. A3 1U3* (V a, 1A 3a" 0* MCULL V VELL 0.7 *33030 6' *31030 6. 13 II 3*30.4. GN 4* 3XOU 3* XJ. IA . ,. ,xIn: (&) 73 miu 73 l30$ 1ST .n-L SHEAR WALLS .J1&12.a ,-.. © Right Roof Floor Mock Block Perim Overall rea Area Wall Width 2251.6 84 2184 84 84 218484 84 1385.6 Roof at 2nd Fl_______ 1344 84 TypOH 1344 84 Lto 1.3 HzProJ hRe= 2.25 hRI 144.75 © 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 Ceiling Insulation I Framing 0.5 Gyp. Bd. 2 Other 3.5 Floor Flooring 4 Sheathing 2 Framing 3.5 Insulation 0.5 Other -- Exterior Wall Ext Finish 2 Shear 1.5 Framing 4 Insulation 0.5 Gyp. Bd. 2 mt Finish Other_________ 1•0 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 stabIISfl iiria upacing Left 1rioon n r r hear Wall Spacing 21' 21 21 21 7 R R .R .R 2ndFl/Rf 26 2 2 2 2 1st Fl I 1116=1 Roof R R R R 2nd AM 16 2 2 2 2 1st FI , 2nd FliRt 1 ftl 2nd FliRt 1st FI M-A Roof 2nd FliRt Ist Fl KJ Roof 2nd FliRt Roof 2nd FliRt 1st Fl -ront I Typical Overhang F to BI 1.3_J 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 882 882 882 Perimeter Wall 42 Overall Depth 42 Z= 3.6 1st Floor Floor Block Area 882 88,1 882 Perimeter Wall 42 Overall Depth 42 Z= 4.12 Ness of 10% of least honz. dim. or \M Area ' 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 I N j L Plan w/ both 1aui 7 I Legs >15% of Plan.Y? Enter Roof Height IN Roof Area 3637 9 21d FllRoof j vRe 1399 vRI 2566 2nd Fl Depth 1.3 Roof Area Fl to Fl Height 10.3 1St Floor Floor Area 3528 -' WI Perimeter 252 1st Fl Op - S if Slab 1.3 T8aeIl _ p vRe Ave. Sill to Fl Ht 5 ___ vRI Floor Area 3528 Wind Ht.©Ridge Slab/Fouridatic r 28.8 WI Perimeter 252 Wind Ht.@Gable 25.3 Ridge F to B L to R Mean Roof Ht. 27.8 Runs? Y st 3ft. ' ' Hips? V 882 42 hRe= hRi= We= 64.8 ' Wi= 691.2 882 42 We= 84.872 Wi= 780.328 ,t less than 4% of least horlz. dim. but Lateral Load Analysis Pagej MaxQuake @1111 Archforms Ltd. Date: Firm: OCHELTREE ARCHITECTURE All Rights Reserved Lateral Load Analysis & Job: PIRINEOS POINT BLDG 1 &3 By: PCO I Q99.07We7 Construction DesIgn Software SEISMIC LOADS 'Establish Dead Loads- Mat. Weights Item DL(psf) 2nd Floor Area (si) DL(lbs) 1st Floor Area(sl) DL(Ibs) Base Level Area(sf) DL(lbs) 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 lntWl 10 3528 35280 3528 35280 Wt Floor 10 3528 35280 3528 35280 Sum 2nd 174695 Sum 1st 108864 Base 6300 interior wall default: 10 psf of floor area Sum 2nd,lst & Base 289859 -Distribute Weights to Various Levels. Roof 2nd Fl 1st Fl Wt Tributary Weight Line Line Line Sum Wt Roof 2nd 69106.8 69106.8 Wt Cell 2nd 12348 12348 1/2Wt Ext Wl2 11340 11340 22680 WtlntWl2 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 Int 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 Distance15 In km to Seismic Source Z= E5. ]Table 16-i Ca= 0.44 _Table 16-Q 1=lTable 16-K Cv=_0.64 Table 16-R 1=IFormula (30-8) Na= 1.00 _Table 16-S R=Table 16-N (Tied to Pg 9) Nv= 1.00 _Table 16-I 'Distribute Shear to Various Levels' UBC formula (30-15) Force at Level x = V (Wtx)(Htx)/Sum(Wti)(Hti) Ft assumed = 0 Ht is measured from plate to foundation E=Ehp (30-1) Wt x Ht x (Wt)(Ht) Fx p F to B p Ito 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 Wlnd Pressure' UBC Section1620 90 P=qslwCeCq I_I I Vp 70 Figure 16-1 19.7 ExBSection 1616 Iwl I lIable 16-K qs 12.6 Table 16-F Ce 0.72 Table 16-G hCq 1.3 Table 16-H, #2 vCq -0.7 Table 16-H, #2 Ph= 12 Hz. Force (psi) Pv -6.35 Vt. Force (psi) 'Total Wind Load In Each Direction At Each Level (Ibs). TflbAreaFtoB Trib Area LtoR Wind Load End Z inter Z SumP'At End Z Inter Z SumP'At F to B L to R Roof 2 56 354 4,838 2 145 1,734 Roof 1 9,296 3,963 2nd Fl 65 691 8,916 65 313 4,458 9,560 4,780 1st Floor 85 780 10,204 85 348 5,102 7,579 3,789 Up Roof 2 1,399 2,566 Uplift 25,178 25,178 Up Roof I Uplift GOVERNING LATERAL LOADS Maximum Total Load In Each Direction At Each Level (Ibs)' Front to Back Side to Side Roof 2 21,491 Seismic 21,491 Seismic BUILDING CODE -Select Code. 96 BOC 97SBCC X 97 UBC formula (30-4) (30-5) (30-6) (30-7) E= Cvi W/RT but not > 2.5CalWlR but not < 0.11CalW zone 4 not< 0.8ZNvlW/R 139296 57972 14029 16865 VIA= 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 FilRoof 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 Q99.01We7 Construction Design Software Line I Line 2 Line 3 ILine 4 Line 5 ILine 6 ILine 7 ILine 8 Segment (Seg) names a-g appear to show possible quadrants (q). Remove Segs not used. Move and add 1,2 ... to denote multiple (m) sag's in a quadrant, le., b2. - Seq Variables; La: Sea lath. lit: Seq hqht (from pq 1). B: Bearing Wall? -B=yes. E/I: Ext or mt. Wall? - EExt, lzlnt. S: Stacked Seq above, same row, q&m &:5 La. 2nd Seg Wall Variables Seq Wall Variables Seq Wall Variables Seq Wall Variables Seq Wall Variables Seq Wall Variables Seq Wall Variables Seq Wall Variables Level q&m Lg Ht B E/I q&m Lg lit 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 E/I q&m Lg Ht 8 E/I All 898E A116981 All 16981 All 1698i All 898E 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 l' Sag Wall Variables Sag Wall Variables Seq Wall Variables Seq Wall Variables Seq Wall Variables Seq Wall Variables Seq Wall Variables Seq Wall Variables Level q&m Lg lit B E/I S q&m Lg lit B E/I S q&m Lg Ht B E/I S q&m Lg lit B Eli S q&m Lg lit B Eli S q&m Lg lit B E/I S q&m Lg Ht B Eli S q&m Lg Ht B E/I S Al 8 9 B E Al 16 9 B I Al 16 9 B i Al 16 9 B I Al 8 9 B E BI 8 118 E 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 Seq Wall Variables Seq Wall Variables Seq Wall Variables Seq Wall Variables Seq Wall Variables Seq Wall Variables Seq Wall Variables Seq Wall Variables Level q&m Lg Ht B E/I S q&m Lg lit B E/I S q&m Lg lit B Eli S q&m Lg lit B E/i S q&m Lg Ht B Eli S q&m Lg Ht B E/I S q&m Lg Ht B E/I S q&m Lg lit B Eli S 612648E B152481SB152481561524B1S131264BE 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. "lit/Lg >2 limit' appears if exceeded. See Code Ch.16 for HtlLg limits for other assemblies. Shear Wall Segments Data, Lines A-H Page ' MaxQuake @1995 Archforms Ltd. Date: Firm: OCHELTREE ARCHITECTURE All Rights Reserved Lateral Load Analysis & Job: PIRINEOS POINT BLDG 1 &3 By: PCO 099.01We7 Construction Design Software Line A ILine B ILine C ILine D Line E I Line F ILine G I Line H Segment (Seg) names 1-7 appear to show possible quadrants (q). Remove Segs not used. Move and add ab ... to denote multiple (m) seg's In a quadrant, le., 2b. Sea Variables* Lq: Se Iqth. Ht: Sea haht (from pg 1). B: Bearing Wall? -B=yes. Ell: Ext. or Int. Wail? - E=Ext, l=lnt. S: Stacked Sewn above, same row, q&m &!5 Lq. 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 HI BE/I q&m Lg HI BE/I q&m Lg Ht BE/I q&m Lg Ht BE/i q&m Lg Ht BE/I q&m Lg lit BE/I q&mLg HI 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 213 6 9 B E 2A 8 9 B E Lines 3A 5 9 B E 3A 8 9 B E Run 4A 7 9 B E 313 10 9 B E From 4A 8 9 B E Side to sum 30 Syst SW sum Syst sum 52 Syst SW sum Syst sum Syst sum Syst sum Syst sum Syst Side load trans to adj line let Seg Wail Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wail Variables Seg Wall Variables Seg Wail Variables Level q&m Lg lit B E/i S q&m Lg Ht B E/l S q&m Lg Ht B E/i S g&m Lg Ht B E/l S q&m Lg lit B Ell S q&m Lg Ht B Ell S q&m Lg Ht B E/i S q&m Lg Ht B E/i S IA 6.8 9 B E IA 9 9 B I IA 7.5 11 B E 2A 4.5 9 B E 2A 9 9 B I IS 5.5 11 B E 2B 6.8 9 B E 213 9 9 B I 2A 7.5 11 B E 3A 4.5 9 B E 3A 9 9 B I 3A 7.5 11 B E 4A 6.5 9 B E 4A 9 9 B I 313 5.5 11 B E 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 Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Level q&m Lg lit B E/i S q&m Lg lit B E/l S q&m Lg lit B E/i S q&m Lg Ht B E/i S q&m Lg lit B Eli S q&m Lg Ht B E/i S q&m Lg Ht B Eli S q&m Lg Ht B E/i S IA 3.5 7 B I IA 21 4 B E S IA 21 1 B I 2A 5 781 2A 214BES2A2118I 3A 5 7Bl 3A 214BE 3A 211Bl 4A 5 781 4A 21 48ES4A 21 IBI 4B3.5 7B1 sum 22 Syst SW sum W Syst SW sum 84 Syst SW sum Syst sum Syst sum Syst sum Syst sum Syst _____ Shear Segment Height/Length ratio is limited to 211 for edge blocked panel. Ht/Lq >2 limit' appears if exceeded. See Code Ch. 16 for HI/La 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 099.07We7 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 SM Vnet0ht Vadj= V= SumV Distrib bib fl A/Sum flA bib WA/Sum WA Sum 1ev. w*tnb area Wtlft*LQA2/2k SumV from adi Ln Ln%'Vmax SorW Vadi+Vabv+V 2nd % SM 12.9 12.5 % SM 25.8 25 % SM 25.8 25 % SM 25.8 25 % SM 12.9 12.5 % SM % SM % SM Level Seg W/ft RM OTIVI Seg W/ft RM OTIVI Seg W/ft RM OTM Sag W/ft RM OTM Seg Wift RM OTIVI Seg W/ft RM OTIVI Seg Wift 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 r=V wall *10/lw I V level Frame Vfrarne/ Vadj line 2 Vadj line lor3 Vadj line 2or4 Vadj line 3or5 Vadj line 4or6 Vadj line 5or7 Vadj line 6or8 Vadj line 7 V level 2nd level V 2.77 2nd level V 5.53 2nd level V 5.53 2nd level V 5.53 2nd level V 2.77 2nd level V 2nd level V 2nd level V 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 % SIW 25 25 % SM 25 25 % SM 12.5 12.5 % SM % SM % SM Level Seq W/ft RM OTM Sag W/ft RM OTM Sag W/ft RM OTM Seq W/ft RM OTM Sag W/ft RM OTM Sag W/ft RM OTM Seq W/ft RM OTM Sag 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 8 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 list levV 1.95 0.08 lstlevV 3.91 0.08 lstlevV 3.91 0.08 lstlevV 3.91 0.08 lstlevV 1.95 1st levV 1st levV 1st levV s Sum V 4.72 $ 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 % 5/W % SM Level Sag W/ft RM OTM Seq 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 WIft RM OTM 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 IF 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 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 Bsmt V Bsmt V _____ w Sum V 5.671 w Sum V 11.31 w Sum V 11.31 w Sum V 11.31 w Sum V 5.671 Sum V I Sum V I Sum V Lateral Load Distribution & Overturning Moment Page 6 MaxQuake @1w5 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: Firm: OCHELTREE ARCHITECTURE Job: PIRINEOS POINT BLDG 1 &3 By: PCO Q99.07We7 Construction Design Software Lateral Line A Line B Line C Line D Line E Line F Line G Line H Force Sels %= Wind %= W/ft-- if"w",-snow RM if 'w'.67"s°.9 OTM= if Stk Vnetht Vadj= V= SumV= Distrib tub fl A/Sum flA bib wi A/Sum WA Sum 1ev. wtnb area Wt/ft*L2/2k SumV from adi Ln Ln%Vmax SorW Vadl+Vabv+V 2nd %S/W 31 31 %SIW 50 50 %SIW 19 19 %S!W TO %S/W %S/W %S/W Level Sag W/ft RM OTM Sag W/ft RM OTM Sag W/ft RM OTM Sag W/ft RM OTM Seq W/ft RM 0Th Seq W/ft RM OTM Sag W/ft RM OTM Sag W/ft RM OTM Seismic IA 383 8.43 22.6 IA 270 7.78 14.9 21,491 2A 383 4.3 16.1 lB 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 *1)/ 4A 383 8.43 22.6 313 270 12.2 18.6 / V level 4A 270 7.78 14.9 Frame V frame! Vadj line B 4.09 Vadj line AorC Vadj line BorD 6.85 Vadj line CorE Vadj line DorF Vad] line EorG Vadj line ForH Vadj line G V level 2nd level V/ft 6.65 2nd level V 10.7 2nd level V 4.09 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V s Sum V 10.7 s Sum V s Sum V 10.7 Sum V Sum V Sum V Sum V Sum V let % SM 31 31 % SM 50 50 % SAN 19 19 % SM % SM % SAN % SM % SIW Level Sag W/ft RM OTM Sag W/ft RM 0Th Sag W/ft RM OTM Sag W/ft RM OTM Seq W/ft RM OTM Sag Wift RM OTM Sag W/ft RM OTM Seq W/ft RM OTM Seismic IA 603 12.5 32.8 IA 282 10.3 14.1 IA 460 11.6 27.6 15,636 2A 603 5.49 21.7 2A 282 10.3 14.1 lB 460 6.26 20.3 213 603 12.5 32.8 213 282 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 38 460 6.26 20.3 2-20/ 4A 460 11.6 27.6 (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 10.7 r= V above r= V above 10.7 r= V above M V above r= V above r= V above r= V above 0.14 1st 1ev V 4.84 0.05 1st 1ev V 7.82 0.09 1st 1ev V 2.98 1st 1ev V 1st 1ev V 1st 1ev V 1st 1ev V 1st 1ev V s Sum 15.6 8 Sum 7.82 s Sum 13.7 Sum Sum Sum Sum Sum Base % 5/W 31 31 % SAN 50 50 % SAN 19 19 % SM % SM % SAN % SAN % SAN Level Sag W/ft RM OTM Sag W/ft RM ON Sag W/ft RM OTM Sag W/ft RM OTM Sag W/ft RM OTM Sag W/ft RM ON §j _W/ft RM OTM Seq W/ft RM OTM Seismic IA 789 3.22 18.7 IA 532 78.2 22.2 IA 544 80 1.81 4,281 2A 789 6.57 26.7 2A 532 78.2 22.2 2A 544 80 1.81 3A 789 6.57 26.7 3A 532 78.2 9.71 3A 544 80 1.81 4A 186 1.55 26.7 4A 250 36.8 1.89 4A 548 80.6 3.61 p= 48 186 0.76 18.7 2-20/ (r max Ab".5) Vadj line B Vadj line AorC Vadj line BorD Vadj line CorE Vadj line DorF Vadj line EorG Vadj line ForH Vadj line G 1.00 r= V above 15.6 r= V above 7.82 r= V above 13.7 r= V above r= V above r=, V above r= V above M V above 0.21 Bsmt V 1.33 0.03 Bsmt V 2.14 0.05 Bsmt V 0.82 Bsmt V Bsmt V Bsmt V Bsmt V Bsmt V _____ s Sum V 16.9 s Sum V 9.96 s Sum V 14.5 Sum V Sum V Sum V Sum V Sum V Shear Wail and Hold Down Requirements Page 7 Date: Firm: OCHELTREE ARCHITECTURE Job: PIRINEOS POINT BLDG 1 &3 By: PCO Line I ILine 2 ILine 3 ILine 4 Uplift = Overturning Moment (OTM) - Resisting Moment (RM) I Segment Length (Seg Lg). MaxQuake @1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Q99.O7We7 Construction Design Software Line 5 IL1ne6 Line 7 ILine 1,2,3.. Wall Lines Run From Front to Back Iii Al 1,070 A Hib Al 714 A Hia Al 714 A Hia Al 714 A HI Al 1,070 A Hib BI 1,070 A Hib BI 714 A HI a B11 714 A Hia BI 714 A HIa BI 1,070 A Hib Shear(plf) 173 Shear(plf) 1731 Shear(plf) 173 Shear(plf) 1731 Shear(plf) 173 Shear(plf) Shear(plf) Shear(plf) Wall Type ,& 6 1 Wall Type A 6 1 Wall Type A 6 Wall Type ,& 8 1 Wall Type ,& 6 1 Wall Type I Wall TWO I Wall Tve HD Al 1,468 A Hib Al 100 A NA Al 100 A NA Al 100 A NA Al 1,468 A Hit BI 1,986 A H2 BI 509 A Hia BI 509 A Hie BI 509 A Hie BI 1,986 A H2 Shear(plf) 295 Shear(plf) 2951 Shear(plf) 295 Shear(plf) 2951 Shear(plf) 2951 Shear(p$f) Shear(plf) Shear(plf) Wall Type ,& 4 1 Wall Type A 4 1 Wall Tyl I Wall Type ,& 4 1 Wall Type ,& I Wall Type Wall Type Wall Type )f Uplift from Side to Side resisted by Left and Right Ext. Walls Uplift (pH) RI I @ Ext WI Uplift Detail @ RI I & Ext WI NA aps/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. HD HD HD HD HD HD HDI Shear(plf) 218 Shear(plf) 218 Shear(plf) 2181 Shear(plf) 218 Shear(plf) 218 Shear(plf) Shear(plf) Shear(pill) 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 ar per Linear Foot (Shear(plt)) = Sum of Shear at that Line & Level (Sum V) I Linear Feet of Shear Wall at that Line & Level (Sum Seg Lgth) imum required Shear Wall Construction or Shear Frame for Wall Type Symbol is selected from Shear Wall Schedule on Page 9. Shear Wall and Hold Down Requirements Page 8 MaxQuake 1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: Firm: OCHELTREE ARCHITECTURE Job: PIRINEOS POINT BLDG 1 &3 By: PCO Q99.07 WeT Construction Design Software Line A ILine B ILine C ILine 0 Line E Line F Line G Line H Uplift = Overturning Moment (OTM) - Resisting Moment (RM) / Segment Length (Seg Lg). Minimum required Hold Down (HD Type) selected from Hold-down and Wall Strap Schedule on Page 9. ______ 2nd HD HD HD HD HD HD HD HD Level Seq Uplift Type Seq 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 Hi IS 645 A Hia Wall 2113 2,191 A H2 2A 888 A Hie Lines 3A 2,363 A Hi 3A 888 A Hie Run 4A 2,019 A Hi 3B 645 A Hia From 4A 888 AHIa Side to Shear(plf) 358 Shear(plf) Shear(plf) 207 Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Side Wall Type A 4 Wall Type Wall Type A 6 Wall Type Wail Type Wall Type Wall Type Wall Type Roof Uplift from Front to Back resisted by Front and Back Ext. Walls Uplift(plf) Rf 2 @ Ext WI -125 Uplift Detail @ RI 2 & Ext WI NA 1st HD HD HD HD HO HD HD HO Level Seg Uplift Type Sag Uplift Type Seg Uplift Type Seg Uplift Type Sag Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type IA 2,977 A H5 IA 421' A Hie IA 2,130 A H2 2A 3,600 A H5 2A 421 A HIa IS 2,544 A H2 26 2,977 A H5 28 421 A lIla 2A 2,130 A H2 3A 3,600 A H5 3A 421 A Hie 3A 2,130 A Hi 4A 3,058 A H5 4A 421 A Hie 3B 2,544 A H2 4A 2,130 A 112 Shear(plf) 536 Shear(plf) 174 Shear(plf) 335 Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Wall Type A 2 Wail Type A 6 Wall Type A 4 Wall Type Wall Type Wail Type Wail Type Wall Type Roof Uplift from Front to Back resisted by Front and Back Ext. Wails Upiift(plf) RI I @ Ext WI Uplift Detail @ RI I & Ext WI NA Straps/Hold-Dawns must run continuous down through the Wail below to the Foundation. If no Wall below; be to Beams, sized for Hold-Down Point Loads. Base HD HO HD HD HO HO HD HO Level Seg Uplift Type Seg Uplift Type Seg Uplift Type Uplift Type _Seg_ Seg Uplift Type Seg Uplift . Type Seg Uplift Type Sag Uplift Type IA 4,412 A H5 IA IA 2A 4,017A H5 2A 2A 3A 4,017 A H5 3A 3A 4A5,022AH6 4A 4A 4B 5,115 A H6 Shear(plf) 769 Shear(plf) 119 Shear(plf) 173 Shear(plf) Shear(plf) Shear(plf) Shear(pif) Shear(plf) Wall Type A 33 1 Wail Type A 6 1 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) I Linear Feet of Shear Wall at that Line & Level (Sum Seg Lgth) _____ Minimum required Shear Wail Construction or Shear Frame for Wall Type Symbol is selected from Shear Wail Schedule on Page 9. I Shear Wall and Hold Down Schedules Page 9 MaxQuake 01995 Archforms Ltd. Date: Firm: OCHELTREE ARCHITECT All Rights Reserved Lateral Load Analysis & RINEOS POINT Construction Design Software SHEAR WALL OPTIONS: Place an "X" in the appropriate shaded block. Special Zone Hardware Mfg. Wall Framing Material 194 No X Simpson X Doug Fir or So.Pine Los Angeles Area KC Metals Hem Fir (s.gray..c.49) USP-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 Wall System PlylPB Wall Sheathing Fasteners X SW-All Plywd or PB X 3/8"orl/2" CC or CD Ply X 8d SW-Gyp,Stuc or Ply 318"orl/2" Struc I Ply lOd HF- Hardy Frame 3/8"orl/2" CD Ply 0/GB 14ga Staple SF-Simpson Frame 1/2"Ext M,S/M-2 Prtci Sd 1" Screw 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 toFl. Plate Importance Fact. I Source Type A 1.00 Type Load Sheathing Nail Bolts Nail Lag Clips Exposure Cat. B Fault Distance 15 Symbol (pit) Material Sd 518"x12 16d 112" A35 Wind Pres.horlz. psf 11.79 Soil Profile SD GF:880 GF:140 GF:480 GF:450 Wind Pres. vert. osf .6.35 Response Factor 5.5 Note 1,2 Note 3 Note 6 Note 7 Note 6,8 Note 9,10 NA construct wall as spec'd per symbol or any below WALL HOLD-DOWN & STRAP SCHEDULE Hold-Down Max. Mm. Wall Foundation Bolt Symbol Uplift Post Fl to Fl Anchor Type Bolt lbs. Size Strap Straps HD Die. Note 3,4 Note 2 Note 2,4 Note 2 A 6 260 1/2" Ply 6" 40"oc 6"oc 22"oc 20"oc 4 A 4 380 1/2" Ply 4" 2T'oc 4"oc 15"oc 14"oc 4 A 3 490 1/2" Ply 3" 21"oc ii"oc 11"oc 4 A 2 640 1/2" Ply 2" 16"oc 9"oc 8"oc 45 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 type A His 1,005 2x CS20 20"'+ PAHD42 4,5 A 33 980 ea side 1/2" Ply 3" 10"oc 6"oc 5"oc A Hib 1,650 2x CS1630"+ LTT20 1/2" 45 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 WI +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 HID 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 H015 1-1/4" 6 Anchor Bolts (ASTM A-307) Mm. 7" imbedment, wl 2"x2"x3/16" Plate Washer ? Add l 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/lOd (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-lie 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 ARCHITECT I Job: PIRINEOS POINT BLDG 1 &3 By: PCO I 099.07We7 Construction Design Software DIAPHRAGM OPTIONS: Rf!Fl Framing Mat RI/Fl Diaphragm Fasteners X OF or So.Pine X All Unblocked 8d Corn Only COLLECTOR!TIE AND DIAPHRAGM SCHEDULE C(T Max. CollectorlTle Tie Tie Rod Hem Fir RI UnBik, Fl Blk X 8d@Rf, 10@Fl Other Block All Edges lOd Corn Only Type Force Cont Joist or Strap Washer 14 ga Staple Symbol (ibs) Solid Blocking or Cont Dia. DIa. HD To Customize, Oveiwilte Schedule or See Apx. C ________Other less of C&T par to grain: 425 Joist 20ks1 625 Note 1.2.6 Note 2,3,4 Note 4 Note 5 Note _7 Use Collector/Tie as spec'd per symbol or any below NA 300 A Cl 2,231 20 MST27 A C2 3,506 2x6 MST37 3/4" 1.79 2- HD5A Frame Model Numbers and Unit Shear Capacities (Ibs) Height 7 ft 8 f 9 ft lOft A C3 4,405 2x8 MST48 718° 2.24 2- HDSA Lgth A C4 5,800 200 MST60 7/8° 2.96 2- HD8A A C5 6,440 2x12 2- MST37 718° 3.28 2- HD8A A C6 8,310 2- 200 HST5 7/8" 4.23 HDIOA A Cl 11,170 2- 2x10 HST6 7/8" 5.69 2- PHDG A C8 17,691 3- 200 7/80 9.01 2- HDIOA A A A A A I Provide Cont. Rim Joist/Rafter or Solid Blocking at all Shear Wall Grid Unes 2 A properly sized continuous Rafter or Joist can act as both Collector and lie 3 Between Blocks or breaks in Rafters/Joists provide straps to maintain Tie continuity 4 Run All-thread Rod thru RftIJst, Igth=Load/Shear(plf), secure ends wl Washer or HO 5 Provide Washer WI DIa. (inches) at end of blocked Rft/Jst bays, Mal. iron or 1/4" St. 6 Connect Continuous Collector/Tie to shear wall as required by Shear Wall Schedule 7 HD at Rod to Shear Wall and/or Rft/Jst. Mfg. by Simpson Strong-Tie Cat C-99 ROOF!EXT. WALL UP-LIFT SCHEDULE Roof 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 (p11) at 16 oc at 24"oc at 16" at 16° cc Symbol (p11) Note 1,2,4 Note 3 Symbol (p11) Note 1,2,4 50 8d Nail lOd Nail A T 100 Ply Nailing or H2 H2 A R6 180 1/2" Ply 6" A F6 215 3/4" Ply A U 180 A35 H4 H2 A R4 1/2" Ply 4" A F4 3/4" Ply A V 310 SPI HIO HI H2 A R3 1/2" Ply 2-112" A F3 3/4" Ply. A W 460 SK Hi HIO LTSIO A R2 1I2° Ply 2" A F2 3/4" Ply AX 600 SP2 HIOH7 A Y 1,170 FTA2 I Sheathing: Floor 3/4 CD-AC Piy/OSB, Roof 1/2 CD or CC PIy/OSB, Unblocked A Z 2,560 FTA7 2 Framing: 2x typ, 3x req'd if lOd pen more thanl-5/8°, or nails spaced less than 3°oc ? . . 3 Typ. Fasteners: 8d Corn. @ Roof, l0d Corn. @ Floor (no sinkers) field 12"@Rf,10"@Fi I Anchors and Clips as Mfg. by Simpson Strong-Tie Co. Cat C-99 4 Continuous Rim Rafter/Joist recommended at penrneter of unblocked diaphragms Collector/Tie & Diaphragm Loads, Lines 18 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 C/T Load (back) - max. load on the Collector Me between this and Seg above. C/T Type - mm. adequate Collector/Tie. Seg beg - feet Seg begins front of Quad Line. front- CIT load at front side of the front most Segment. Shear -the nveraqe Diaphragm She along the Line. IF "Gao appears correct Line C/T discontinuity. iT CIT Load C/T Seg CIT Load CIT Seg C/T Load CIT Seg CIT Load C/T Seg C/T Load CIT Seg CIT Load CIT Seg CIT Load C/T Sag CITLoad CIT Seg Roof Seg back Type beg Seq back Type beg Sag back Type beg Seg back Type beg Seg back Type beg Seg back Type beg Seg back Type beg Sag back Type beg Al Al Al Al Al 1,2,3.. BI 856 A Cl BI 659 A Cl BI 659 A Cl Bl 659 A Cl BI 856 A Cl Wall Lines Run From Front to front 527 A Cl front front front front 527 A Cl front front front Back Shear(plf) 66 Shear(plf) 132 Shear(plf) 132 Shear(plf) 132 Shear(plf) 66 Shear(plf) Shear(plf) Shear(plf) Rf Diaph A R6 RI Dlaph A R6 Rf Diaph A R6 RI Dlaph A R6 RI Diaph A RB RI Dlaph RI Dlaph RI Diaph i" CIT Load CIT SeE CIT Load CIT SeC CIT Load CIT Se CIT Load CIT S CIT Load CIT Set C/T Load CIT S%c CIT Load CIT Sec.CIT Load CIT Seg 2F1 Sag back Type be Seg back Type beg Seg back Type beg Seg back Type beg Seg back Type beg Seg back Type beg Seg back Type beg Sag back Type beg Al Al Al Al Al BI 1461A Cl BI 1124AC1 B11124AC1 BI 1124AC1 BI 1461A 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 Diaph A block? RI Diaph A block? RI Diaph A block? RI Dlaph A R6 RI Diaph RI Diaph RI Dlaph Fl Diaph A F6 Fl Dlaph A block? Fl Dlaph A block? Ft Diaph A block? Fl Diaph A F6 Fl Dlaph Fl Diaph Fl Diaph 1T-' Load C/T Set CIT Load CIT Se CIT Load CIT Sei CIT Load C/T Sei CIT Load CIT Se CIT Load CIT Se C/T Load CIT Se CIT Load CIT Seg Floor IC/T Seg back Type beg Seg back Type beg Sag back Type be Sag back Type beg Seg back Type be Seg back Type be Sag back Type beg Sag back Type beg BI 3509 A C3 BI 7019 A CS BI 7019 A C6 BI 7019 A C6 BI 3509 A C3 front 1350 A Cl front 9718 A Cl front 9718 A Cl front 9718 A Cl front 1350 A Cl front front front Shear(plf) 135 Shear(plf) 270 Shear(plf) 270 Shear(plf) 270 Shear(plf) 135 Shear(plf) Shear(plf) Shear(plf) Fl Dlaph A F6 Fl Diaph A block? 1 Fl Diaph A block? 1 Fl Dlaph A block? Fl Dlaph A F6 Fl Dlaph Fl Dlaph Fl Diaph - If RI or Fl Diaph return"block?", load values are higher than the diaphragm capacity. Change to blocked diaphragm or fastener Option (pg 10) or add Shear Wall (pg 3or4) Collector/Tie & Diaphragm Loads, Lines 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 CIT Load (left) - max. load on the Collector Me between this and Seg to left. CIT Type - mm. adequate Collector/Tie. Seg beg - feet Seg begins right of Quad Line. - right -C/T load at right side of the right most Segment. Shear - the average Diaphragm She along the Line. If "Gape appears correct Una C/T discontinuity. 2nd C/T Load C/T Set C/T Load CIT Sec C/T Load C/T Sec C/T Load C/T Sac C/T Load CIT Se CIT Load C/T Sac C/T Load C/T Sec C/T Load C/T Seg Roof Sag left Type bec Seg left Type bec Sag left Type beg Seg left Type be Sag left Type bet Seg left Type be. Sag left Type be Seg. left Type beg IA IA AIBIC.. 2A 1612 A Cl lB 1653 A Cl Wall 28 1612A Cl 2A 2440A C2 Lines 3A 2993 A C2 3A 1663 A ci Run 4A 2226 A Cl 3B 1653 A CI From 4A 2440A C2 Side to right 1791 A Cl 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) Rf Dlaph A R6 RI Diaph RI Diaph A R6 RI Diaph RI Dlaph RI Diaph RI Diaph RI Dlaph fP CIT Load CIT Sec CIT Load CIT Sec CIT Load C/T Sec CIT Load C/T Set C/T Load CIT Sec C/T Load C/T Set CIT Load CIT Sec CIT Load C/T Seg 2 F Seg left Type be. Sag left Type beg Sag left Type beg Seg left Type bet Seg left Type beg Sag left Type bet Sag left Type be. Seg left Type beg IA IA IA 2A 2380 A C2 2A 726 A Cl lB 2510 A C2 213 2156 A Cl 28 1173 A Cl 2A 3453 A C2 3A 4536 A C4 3A 1899 A Cl 3A 2206 A Cl 4A 3476A C2 4A 1508 A Cl 38 2510A C2 4A 3453A C2 right 2690 A C2 right 1117 A Cl right 2206 A C1 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 Diaph A R6 RI Diaph A R6 RI Diaph RI Diaph RI Diaph RI Diaph RI Diaph Fl Dlaph A F6 Fl Diaph A F6 Fl Diaph A F6 Fl Diaph Fl Diaph Fl Diaph Fl Diaph Fl Dlaph Ist CIT Load CIT Sac CIT Load CIT Sec C/T Load CIT Sec.CIT Load C/T Set C/T Load CIT Sec CIT Load C/T Sec CIT Load C/T Se CIT Load C/T Seg Floor Sag left Type beg Sag beg left Type beg IA IA IA 2A1986AC1 2A 2A 3A 1922A Cl 3A 3A 4A 2306A C2 4A 4A 48 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(pll) Shear(plf) Shear(plf) Shear(plf) Fl Diaph A F6 Fl Diaph A F6 Fl Diaph A F6 Fl Diaph Fl Dlaph Fl Diaph Fl Dlaph Fl Diaph - If Rf or Fl Dlaph return 'block7, load values are higher than the diaphragm capacity. Change to blocked diaphragm or fastener Option (on 10) or add Shear Wall (pg 3or4) H+tU 8:2i i0-1 t!MUnsI FIgure1606.2D GCp for Roof Slope 0 'C a <10 0<a<10 10Ca'C45 0<a<10 10ca<45 Horizontal Wind Loads for Buildings Walls GCp Wi ii±fH1 -0.8 -0.6 00 z 0.8 _____________ maximum * pressure 1.0 _____________ 0.6 Plus: in, Minus: out, design for 1.7 -'_-_-_-_-_- For partially enclosed buildings 1.4 _____________ 1.6 ______________ +GCp add 0.1, -GCp minus 0.4. 1.8 Reduce GCplo% when a<10 Figure 1606.2C Wall GCp VerticalWindLoads for Monoslope Roof5 -3.4i_I_I_i_I_ldf1 i_i i-.I Figure 1606.2F 3 <a 'C 10 3<a <30 Reduce C 10% It 3< a< 5 Effective Wind Area (sq,ft.) It a< 3 see Figure 16062D Figure 1606.2113 Monoslope Roofs 10 <a <30 Degrees Wind Pressure for Components & Cladding Page 13 MaxQuake 01995 Archforms Ltd. Date: Firm: OCHELTREE ARCHITECTURE All Rights Reserved Lateral Load Analysis & ,. MMIKIC^0 r,rikrr DI ry a V1 Rw- pri I 099.01W0 Overturnina Calculation Template Wind Pressure P and Wind Coefficients GCp for Components and Cladding of enclosed Buildings Vertical Wind Loads for Gable or Hip Roofed Buildings GCp GCp I [iI:W4cI.T • I I ==r--- -.:-'.4 I I • ======= • . =======_• 0 20 100 1000 0 20 100 1000 Overhang GCp Include effect of both upper & lower surface Wind Pressure for GCo 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 I. Values are for enclosed Buildings. ?. SBCCI Values for GCp are equivalent to UBC Table 16-H for values of Cg. Effective Wind Area sq.ft Effective Wind Area sq.ft. Figure160$2E GCp for Roof Slope 30< a <45 Degrees ,_1p/ ,41eivv PlUJEOf P7; PIS9N c/k #0/-32.E0 Title: Job 0ngnr. Date: Description: Rv. 510300 User.KW.0602523. Ver 5.1.3. 22-Jun-1999. Wln32 General Timber Beam c:\ec\Djrineos.ecc1 (e) 1983.99 ENERCA(C Description BEAM 101 UNIT A [General Information - Calculations we designed to 1997 NDS and 1997 UBC Requirements Section Nam Pilim: 7.0x20.0 Center Span 16.50 ft .....Lu 0.00 ft Bean Width 7.000 In Left Caitileer ft ......Lu 0.00 ft Bean Depth 20.000 in Right Cantfter it .....Lu 0.00 ft Meeter Type Truss Joist - MacfvIlan, Parallan 2.OE Fb Base Allow 2,900.0 psI Load Our. Factor 1.000 FvAllow 290.0 psi Bean End Fbdty Pin-Pin Fc Allow 650.0 psi E 2,000.0ks1 LTrapezoidal Loads #1 Dl @14t 146.00 #/ft U.. @ Left 266.00 #/ft Stat Loc 0.000 ft Dl @ Right 146.00 #!ft U. @ Right 266.00 Nit End Lao 6.000 ft #2 DL @ Left 930.00 #1ft U. @ Left 1,228.00 WIt Start Loc 6.000 ft Dl.. @ Right 930.00 #fft Li. @ Right 1,226.00 WIt End Lao 8.000 ft 43 DL @ Left 995.00 WIt II @ Left 1.310.00 #/ft start Lao 8.000 ft DL@ Right 995.00 WIt LL@ Right 1,310.00 WIt End Lao 10.000 ft #4 DL @ Left 980.00 WIt U- @ Left 1,170.00 WIt Start Lao 10.000 ft DL @ Right 980.00 WIt IL @ Right 1,170.00 #/ft End Loc 16.500 ft Point Loads j Dead Load 1,903.0 lbs 1,900.0 lbs 310.0 lbs lbs lbs - lbs lbs Live Load 3,350.0 lbs 1,900.0 lbs 1,202.0 lbs lbs lbs be lbs ...distwioa 6.500 ft 8.000 ft 10.000 ft 0.000 ft 0.000 it 0.000 ft 0.000 ft L_ Summa, t.v I Beam Design OK I Spai= 18.5011, Bean Width = 7.0001n x Depth = 20in, Ends we Pin-Pin Max Stress Ratio : 0.852 : I Maximum Moment 96.1 k-ft Maximum Shear* 1.5 31.3 k Allowable 112.8 k-ft Allowable 40.6 k Mac. Positive Moment 95.13k-ft at 8.052 ft Shear @ Left 15.09 k Max NegalKe Moment -0.00k-ft at 16.500 ft @ Right 20.84 k Max @ Left Sl43pat 0.00 k-ft Cattier. @Left 0.000 In Max @ Right Support 0.00 k-ft @Cerder 0.300 in Max M allow 112.78 pe @ Right 0.000 In lb 2,471.85 psi fv 223.33 psi Left DL 6.20 k Mac 15.09 k Fb 2,900.00 psi Fv 290.00 psi Right DL 9.01 K Max 20.84k [lections Center Span... D Load Total Load Left Cantilever.. Dead Load Total Load Deflection -0.200 in -0.475 in Deflection 0.000 in 0.000 in ...Locndon 8.382 ft 8.316 ft .-Length/Dell 0.0 0.0 ...LengthlDefl 991.8 416.48 Right Cantilever... Deflection 0.000 In 0.000 in ...LengthlDefl 0.0 0.0 cf ( 3L5o 1 flUe: Job# Dsgnr. . Date: DescpUon: I. 510300 Page 2 User KW0602523. Vet 5.1.3. 22.Jie1999. WhM General Timber Beam ...11 (c) 1083.00 ENALC - -C- - Description BEAM 101 UNIT A [sfresscaics -. Sending Analysis Ck 21 298 Le 0.000 ft Soc 486.867 In3 Area 140.000 1n2 1.000 Rb 0.000 Mmed Max CI 0.000 Sc Read Alk1e lb © Carter . 96.13 k-ft 397.77 1n3 2900.00 psi © Left Supped 0.00 k-ft 0.00 1n3 2,900.00 psi © Right &çpat 0.00 k-ft 0.00 1n3 2900.00 psi Shear Analysis @ Lalt Stqport @ Right Supped Design Shea 22.64 k 31.27 k Area Required 78.053 In2 107.813 In2 Fv Allowable 290.00 psi 290.00 psi Bearing @ Supports Max Left Reaction 15.09 k Bowing Length Req'd 3.317 In Max Rigid Reaction 20.84 k Bearing Length Req'd 4.581 in MV, & 0 @ Specified Locations Moment Shear Deflection © Center Span Location = 0.00 ft . 0.00k-ft 15.09 k 0.0000 in © Right Cant Lacalion = 0.00 it 0.00k-ft 0.00 k 0.0000 In @ Left Cat Location = 0.00 it 0.00k-ft . 0.00 k 0.0000 in Lsketch& Diagram 25 t512Jb1 1&60 L 25 90 1L513.30 a&85 06.! 414f4 I Il 21= 21 flThTffrnT1 1 TTT on = -0.475in Rinax=15.Ik Rniaz=20.8k vinaxO left =15.jk Vmax6rt=20.I IiMiMIdE1IIlllll1ii' 11111 IbrItip1Iil • I iiiiIItiiili : . ii . ] ii. 11111111 IIiUMiF!U 1llflhiifIlI1tO lii i fill t i 1I11Ifl 1111 IbID 'Pl! DI I III II DIII ID !"HiIU IIIIII flU iii' DIII II I Il Ii III fl lilt IU I IIfllIUIIIU 1! 111 I II fUIi 0 II IlUiIU ii1'lII !flhlli 1ll1&Whllhl 'l1FihhI iiia jlli "M • I flhljjiiflllilll. lJ ID D DIII I IIIDDUf 1111 IIU jUl lililli I liii I liii! I 1111 DII 1IIIIIII0IDIIlIID illlllilt0l11lliil DOt itUIIIII II 110 II VIIiifli tUlill 1114 iiiiii II • • Local Y Ddection (m) Location Along Mnber (it) 6.50 i L 0 I £3c FL fL 'S • • r( 14 eoi S -- 4- S - PT.. T3aw LoA0' . 121. 20*0 Løo-O " ilk FLIL FOL ---+-.-. 4-#------ .: • • e ti201 600 - L ____ - -5-- - frop WALL - FL. - -- 20V&L.. - 4-. - 4---- 0 - - S • ••• •T UcAA , - l,D • - -- - 1D0I. Koo - S 1O3P I :4' 11001.. - 4 Slop S 47 SOL) -. Title: Job# Dsgnr. Data: Description: Scope: Rev: 510300 User: KW0602523, Ver 5.1.3, VJun1. w General Timber Beam Page f (C) 1983.99 £NRCALC Description BEAM 101 UNIT B General Information Calculations are designed to 1997 NOS and 1997 USC Requirernwrts Section Naiie Prflm: 7.0x20.O Center Span 16.50ft .....Lu 0.00 ft Bean Width 7.000 In Left CentOe ft .....Lu 0.00 ft Bean Depth 20.000 in Right CaThle ft .....Lu 0.00 ft Member Type Truss Joist - MacMillan, Parallam 2.OE Fb Base M Z900.0 Psi Load Dur. Factor 1.000 Fv AJlovv 290.0 psi Bean End Fodty Pin-Pin Fc Allow 650.0 psi E 2,000.0 ksi I Trapezoidal- Loads #1 DL @ Left 450.00 ft Li © Left 570.00 #fft Start Lao 0.000 ft DL@Right 450.00 #/ft I.L@Right 570.00 #/ft End Lao 6.000 It Q DL @ Left 995.00 #/ft IL © Left 1,310.00 #ftt Start icc 6.000 ft DL @ Right 995.00 #111 Li @ Right 1,310.00 #fft End Lao 10.000 ft #3 DL @ Left 980.00 #Ift I.I. © Left 1,170.00 #dft Start Loc 10.000 ft DL@ Right 980.00 #Rt LL© Right 1,170.00 #Ift End Lao 18.500 ft Point Loads Lkie Loaf 3,350.0 lbs 1,202.0 lbs lbs lbs Lbs lbs lbs ...distaice 6.000 ft 10.000ft 0.000ft 0.000ft 0.000ft 0.000 ft 0.000ft Beam Design OK Span= 16.50ft, Bean Width = 7.01)Oin x Depth = 20.in, Ends are Pin-Pin Max Stress Ratio 0.762 : I Maximum Moment 85.9 k-ft Maximum Shear *15. 29.4 k Allowable .• 112.8 k-ft Allowable 40.6 k Max. PosWw Moment 85.91 k-ft at 8.184 ft .. Shear: @ Left 16.45 k Max. Negative Moment .0.00k -ft at 16.500 ft @ Right 19.63 k Mw( @ Left Suppoit 0.00 k-ft Canber: @Left 0.000 in Max © Right Support 0.00 k-ft @ Center 0.275 in Max. M allow 112.78 pj @ 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 [Deflections . 1 Center Span... Deed Load Tc*al Loaf Left Cantilever... Dead iced Tctal Lead Deflection -0.183 in -0.442 in Deflection 0.000 In 0.000 in ...Locion 8.316 ft 8.250 ft ...iengthloefl 0.0 0.0 ...lEngthlDefl 1,079.7 447.48 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Defl 0.0 0.0 Title: Job# Dsgnr. Data: Description: Scope: Rev. 510300 User KW-0602523, Ver 5.1.3, 22•Jm1999. WIn32 (c) 1983.99 ENERCALC Description BEAM IOI UNIT B General Timber Beam Page 2 Stress Caics Bending Analysis Ck 21.298 La 0.000 It Sxx 466.667 in3 Area 140.000 in2 1.000 Rb 0.000 CI 0.000 Max Mon @Center 85.91 k-ft @ Left Support 0.00 k-ft @ Right Support 0.00 k-ft Shear Analysis © Left Support Design Shea ' 24.67 k Area RequIred 85.076 1n2 Fv. wMle Jk 290.00 psi Sxx Read - Allcval,Ie lb 356.51 1n3 2,900.00 psi 0.00 1n3 2900.00 psi 0.00 1n3 2,900.00 psi @ Right Suppoit 29.45 k 101.544 In2 290.00 psi Bearing @ Supports Max. Left Reaction 16.45 k Boning Length Req'd 3.615 in Max. Right ReactIon 19.63 k Beaiing Length Req'd 4.315 fri Kuery Values M, V. & 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 it 0.00k-ft 0.00k 0.0000 in @ Left Cant. Location = 0.00 It 0.00k-ft 0.00 K 0.0000 in Sketch & Diagram 253bs t5121b5 21509/ft She =85.9$-ft Omax = •0.442m Rznax=16.41i Rmax=l9.6i Max Oleft =16.48 Max 0r1=19.6k I!fflIIii]Iii Piifli VJJVIIIIIIIIIIIOI oilr"i i iiiii II '11111 lhfl II ill! Iil3liIflII II II 'VII II rIIVflIfli 11111 ilI . I I ____________ ________________ ;iiii II -. III_&. VVVJJ!I VIi1IIIiIIlJ 6.50 6.50 6.50 LocalDe4Iecticn (in) Location Along Mnber (ft) e*i L9 1. 94j10 ri eo. 138%' LoAO ' 7Ot. %k MIL OL pt 06 Ut to 3iZoi 9I4D IooL ZttyLJ ISoo Ldt.L 200 80L F* - 440 rTT,I 4tTi1J I9o3P $10 ID j35OL L 1 Mot 7DrAL OCHELTREE ARCHITECTURE Title: Job # 200 MARINE VIEW AVENUE 050nr Data: 11:19AM, 31 OCT01 DEL MAR CA, 92014 Description: (858)755-4414 Scope: (858) 259-0703 P 1 I Rav 510300 I W KVV4*025M,Vw5.1.3,22-J~1M,WnM Restrained Retaining Wall Design (C) 1983-99 ENERCAIC PIRINEOS POINTE RESTRAINED 6'WALL T) r1QIL I /cz ,,. Description Criteria Retained Height = 6.00 ft Wall height soil = 0.75 ft Total Wall Height 8.75f1 Top Support Height = 6.75 ft Slope Behind Wail = 0.00:1 Height ofSdJ over Toe = 0.75n Soil Density = 11O.00pcf - - - - - • -e Soil Data Footing Strengths & Dimensions_] Allow Sail Boning = 2,000.0 pef fc = 2,000 psi Fy = 60,000 psi Equivalent Fluid Pressure Method Mn. As % = 0.0014 Had Active Pressure = 35.0 Toe Width = 0.92 ft Toe Active Pressure = 35.0 Heel Width = 1.58 Passive Pressure = 400.0 Total Footing Width = 2.50 Water height am had = 0.0 ft Footing Thickness = 12.00 in FoctingflSodFiiction = 0.300 Soil height to 0one Key Width = Key Depth = 0.00 in 0.00 In for passive pressure = 0.00 In , .,.,,, - , ,. l%V LIGJIt II'.AII I - IJ.'JV II. Wind on Stem = 0.0 psf Cover @ Tap 3.00 in © Btm.= 3.00 in LSurcharge Loads iiiiiiie Uniform Lateral Load Applied to Stem [Adjacent Footing Load I Surchal9e Over Heal = 0.0 psf Lateral = ___ 00 #Ift Adjacent Footing Load = 0.0 lbs >3-3-NOT Used To Resist Sliding & Oitum Height to Top 0.00 ft Footing Width = 0.00 ft Surcharge Or Toe = 0.0 PSf ...Height to oom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding & Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stern _j Footing Type Line Load Axial Dead Load = 220.0 lbs Base AbcBelow Sod at Back wan - - 0.0 ft Axial Live Load = 560.0 lbs Axial Load Eccentricity = 0.0 in I Design Summary Masonry Stem Construction Total Bearing Load = 2,278 lbs Thickness = 8.00 in Fm = 1,500 psi Short Term Factor = 1.000 ...resulterit ecc. = 048 in wail Weight = 76.0 pat Fs = 24,000 psi Equiv. Solid Thick = 7.600 In Soil Pressure @ Toe 999 psf c)( Stern is FIXED to tap of fooling n Ratio (Es/Em) = 25.778 Soil Pressure © Heel = 823 psf OK Block Type = Medium Weight No Special Inspection = 2000 rmf Solid Grouted ... _._. - Soil Pressure Less Than Allowable ACl Factored @Toe = 1,473 pd PCI Factored© Heel = 1,213 psf Fading Shear @Too = 10.9 psi OK Fooling Shear© Heal = 10.2 psi OK Allowable = 76.0 psi Reaction at Top = 102.3 lbs Reaction at Bottom = 755.1 lbs Sliding Caics Slab Resists All Sridina! Lateral Sliding Force = 755.1 lbs STop Support Stem OK Design - = 6.75 ft Reber Size = #5 Reber Spacing = 16.00 in Reber Placed at = Edge Reber Depth 'd = 5.251n Design Data - fbJFB + falFa = 0.000 MrmenLAdual = 0.oft-# MenL ... AUorveble = 1,058.0 ft4 Sheer Force @ this height = 0.0 lbs Show .... Actual = 0100 psi Sham ... .Alloweble = 19.36 psi IIlIIIAsamTruml Top & Base Base of Wall Stem OK Stem OK 3.58 ft 0.00 ft #5 #5 16.00 in 16.00 in Edge Edge 525 in 5.25 in 0.261 0.538 241.7 ft-# 569.3ft4 1,058.0 ft-# 1,058.oft-# 527.6 lbs 9.42 psi 19.36 psi I Footing Design Results Toe fleel Factored Pressure = 1,473 1,213 psf Mu':Upwatl = 847 0ft4 Mu':Downwa-d = 130 661 ft-# Mu: Design = 718 661 ft-# Actual 1-WayShaw = 10.87 10.15 psi Allow 1-Way Shear = 76.03 76.03 psi Reber Lap Required = 25.00 in 25.00 in Reber embedment into footing = Other Acceptable Sizes & Spacings: Toe None Specd or- Not req'd, Mu CS Fr Heal: None Spec'd -or- Not req'd, Mu < S * Fr Key No key defined -or- No key defined 6.00 in = -M.3 f14 ft ft4 1.25 ft 977.6ft4 0.46 ft 2.9ft-# ft ft-# 1.25 ft 659.9fL4 2.04 ft 1.231.7ft4 125 ft 453.1 ft4 Base Moment = 2,755.9 ft4 9t4 OCHELTREE ARCHITECTURE 200 MARINE VIEW AVENUE DEL MAR CA, 92014 (856) 755-4414 (858) 20-0703 Rev: 510300 User I0N46025, VeT 5.1 .22-Js-I999. 99n32 (c) 1993-99 Ø&ERCALC Description PIRINEOS TWo: Degnr. Description: Scope: Restrained Retaining Wall Design TE RESTRAINED 6' WALL Job # Date: 11:19AM, 31 OCT01 Page 2 Summau of Forces on Footins: Slab RESISTS sliding, stem is FIXED at footing Forces acting on footing for soil pressure >> Sliding Forces ore restrained by the adjacent slab Load & Moment Summary For Footing : For Soil Pressure Caics - Mcrnerd @ Top of Fading Applied from Stem Swchargè Over Heel - = lbs A'daI Dead Load onStem = 780.0 lbs Soil O.er Toe = 6.3 lbs Surth -ge 0r Too = lbs Stem Weight = 526.5 lbs Soil Over Heel = 602.8 lbs Fooling Weight = 362.5 lbs Total Vertical Force = 2,278.1 lbs Soil Pressure Resulting Moment PFMIGH OF FLM LEMER (e 5M K LAN 01 r L D 4 Q so/ 1'4 0 WLT tZu6-C. er420'p.. 8. 8 DL= 220., LL= 560.049999990.0005, Ecc= 0.0005i Pp= 225. 78 P1820316psf 257.5 999. 34psf Criteria - - Retained Height = 6.o0ft Wail height above Soil = 0.75ft Slope Behind Wall = 0.00:1 Height o( Soil over Too = 0.751n Soil Density = 110.00 pcI Wind on Stem = 0.0 psf [Soil Data - Mow Soil Bearing = 2000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 Toe Active Pressure = 35.0 Passive Pressure = 400.0 Water height over heel = 0.0 ft FootingSoiI Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in OCHELTREE ARCHITECTURE Title: Job # 200 MARINE VIEW AVENUE 1121AM, 31 OCT 01 DEL MAR CA, 92014 Description: (858) 7554414 scope: (858) 259.0703 I Rev 510300 I User. 523.Ve5.1.3,fl-Jw,-1999.Wn32 Cantilevered Retaining Wall Design Page 1 I I (c) 1953-19 ENERCALC c:ecnirineos.ecwCaIculgtions Axial Dead Load = 290.0 lbs Axial Live Load = 600.0 lbs Stern Construction mmmmmmmmmM Design height ft= Wall Material Above Ht = Thickness = Reber Size = Reber Spacing = Reber Placed at = Design Data 1b/FBfalFa = Total Force © Section bs = Moment ..Actual 114 = Moment ... Allowable ft-# = Shear .... .Actual psi= Show .... Allowable psi = fm - psi= 1,500 Fs psi= 24,000 Solid Grouting = Yes Special Inspection = No Modular Ratio 'n = 25.78 Short Teem Factor = 1.330 EquIv Solid Thick. j= 7.60 Masonry Block Type = Medium Weight Concrete Data ft psi= Fy psi= Description IAxial Load iedtoSternj I Design Summary Total Bearing Load =m'o 2,514 lbs ...resultentecc. = 0.39 in Soil Pressure @Toe = 892 psf OK Soil Pressure © Heel = 784 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACl Factored ©Toe = 1,194 psf ACl Factored @Heel = 1,050 psf Footing Shear @ Toe = 18.2 psi OK Footing Shaw @Heel = 7.7 psi OK Allowable = 76.0 psi Wall Stability Ratios Overturning 2.15 OK Sliding = 1.83 OK Sliding Cake (Vertical Component Used) Lateral Sliding Force = 837.7 lbs less 100% Passive Force = - 993.8 lbs less 100% Friction Force = - 574.3 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs OK I Footing Design Results Toe Heel Factored Pressure = 1,194 1,050 pot Mu': Upward = 0 oft-# Mu':Dawnward = 0 277ft-# Mu: Design = 2142 277 ft4 Actual 1-Way Sheer = 18.16 7.69 psi Allow 1-Way Shea = 76.03 76.03 psi Toe Reinforcing = None Spec'd Had Reinforcing = None Specd Kay Reinforcing = None Spedd Footing Strengths & DimensionsJ fc = 2,000 psi Fy = 24,000 psi Min. As % = 0.0012 Too Width = 2.00 ft Pad Width = 1.00 Total Footing Width Footing Thickness = 1200 In KeyWldth = 12.001n Key Depth = 14.00 in Key Distance from Toe = 1.50 ft Cover © Top = 3.00 in © Bbm= 3.00 in Axial Load Eccentricity = 0.0 in Stern OK 0.00 Masonry 8.00 #5 8.00 Edge 0.807 629.9 1,260.0 1,751.9 11.7 25.8 1,500 24,000 Yes No 25.78 1.330 7.60 Stem OK 2.75 Masonry 8.00 #5 16.00 Edge 0.210 184.8 200.2 1,407.1 3.3 25.8 p Stem 2nd Bar Develop ABOVE HI. in = 30.00 30.00 Bar LHook BELOW HI. in = 30.00 6.00 Wall Weight psf = 78.0 78.0 Reber Depth d in= 5.25 5.25 Masonry Data Other Acceptable Sizes & Spacings Toa #4@ 13.00 lii, #5@ 20.00 m, #6@ 28.25 in, #7@ 38.50 in, #8@ 48.25 In, #9© 4 Heel: Not Ieq'd, Mu <S Fr Key Not reqd,Mu CS*Fr Surcharge Over Heel = A4acent Foeling Lead' = AdaI Dead Load on Stem = SdlOverTOO = Surcharge Over Toe = Stem Weight(s) = Eath @ Stem Transitions = Focting Weight ' = Key Weight = Vat Component = Total = 290.0 2.33 676.7 13.8 1.00 13.8 526.5 2.33 1,228.5 450.0 1.50 675.0 175.0 2.00 350.0 239.0 3.00 , 717.0 1,914.2 lbs R.M. 4,2842 OCHELTREE ARCHITECTURE 200 MARINE VIEW AVENUE' DELMAR CA, 92014 (858) 755-4414 Title: Dsgnr Description: Scope: Job # Data: 11:21 AM, 31 OCT 01 I Page 2 Rev 510300 L°255''2 Cantilevered Retaining Wall Design (C) 1903-95 ENERCALC c:c\pIñneos.ecwCaIculations I Description Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft4 lbs ft ft4 Heel Active Pressure = 857.5 2.33 2,000.8 Soil Over Heel = 220.0 2.83 623.3 Toe Adive Pressure = -19.8 0.35 -7.0 Sloped Soil Over Heel = Surcharge Over Toe = Adjaerd Fooilng Load = Added Laleral Load = Load @ Stern Above Soil = Seisnicloal = Total = 837.7 O.T.M. = 1,993.8 ReslstlnglOvertumlng Ratio = 2.15 Vertical Loath used for Sod Pressure = 2,514.2 lbs Vertcoi conWonerd of active pressure used for soil pressure 8.000051n Mas wl # Solid 3/4" #000. in @Toe Designer select 000lhoriz. reinf. @ BeelSee Appendix A 8 00005i Mas WI #5 9 1 A in n1r Solid (, I DL= 290., LL= 290050000000.0005#, Ecc= 0.0005in Pp= 993.84# 0 00784.09vsf 892.06psf F'f 1-202 4:4PM FROM WE Engineering Design Groun 2121 Montiel Road, San Marcos, California 92069 PHONE: (76Q) 839-7302 FAX: (7601480-7477 FACSIMILE TRANSMISSION TOTAL PAlES INCLtTh)UC 2 COVER SHEET:i. Comments: plazel-, II DATE: 1-c1'-O2-- COMPANY: ATTENTION: PROJECT NAME- FAX NUMBER: SENTRY: j2L4 j '-1f—o2 4:1BPM FROM P.2 ENG[NEERING DESIGN GROUP £ 0MCIUA9 CO*F 'OASW.IFIAt ACOMt*C ThU,O3S 2121 Montiel Road, San Marcos, California 92069 (760) 839-7302W Fax: (760) 480-7477 - E-mail: ENGDG@aol.com Date: January 9, 2002 To: Mr. B. DarTyl Clubb do COAST CONTRACTING 7909 Silverton Avenue, Suite 213 San Diego, CA 92126 Re: Proposed New Pinneos Point Apartments, to be located on Pirineos Pointe, Carlsbad, California Subject: Plan Review Letter Ref 1) 'Geotechnical Investigation and Foundation Recommendations, Proposed New Multi-unit Development, Located on the North Side of Pirineos Way, A. P N. 216-200-2400, City of Carlsbad, California.' EDG Project No. 002425-1, dated, November 10, 2000. 2) Second Plan Sub 7)ittal For Pirineos Point Project. Sheets S2. 0, S3. 0. S3. I and 53.2. prepared by Phil Ocheltree, dated July 1, 2001. We have reviewed the above referenced plans for compliance with the project limited geotechnical report and find that the plans generally meet the recommendations set forth in the above referenced report. These changes should be incorporated into the project plans for prior to construction. If you have any questions regarding the recommendations herein do not hesitate ':o call our office. Sincerely, O NGINEERING DESIGN GROUP Erin Rist Staff Engineer Job No. 002425-1 Page No. I %wanifloon mn\LTTERUrTER 1\2OO1%2000242 c1u88. PLAN REVuW LETTER cOUNOA rI0N.2N0 SU8T,,pd EARTH RETENTION CAL CULATIONS DECEMBER 10, 2001 SHEET 1OF k PREPARED BY: RETAINING WALLS COMPANY NORTH 1800 THIBIDO DRIVE SUITE 110 VISTA, CA, 92083 (760) 599-2500 PROJECT CONTACT: PAUL WINTER RWCN CLIENT: COAST CONTRACTING 7909 SILVERTON AVENUE, SUITE 213. SAN DIEGO, CA 92126 . (858)689-8911 SITE: PIRINEOS POINTE CARLSBAD PIRINEOS WAY (APN 216-200-2400 CARLSBAD, CA SOIL DATA FROM: ENGINEERING DESIGN GROUP 2121 MONTIEL ROAD. SAN MARCOS, CA 92069 (760) 839-7302 LETTER DATED: NOVEMBER 20, 2001 PROJECT NUMBER: 002425-1 NOTE: THESE STRUCTURAL CALCULATIONS ARE ONLY VALID FOR USE BY RETAINING WALLS COMPANY NORTH. IT IS REQUIRED AS A CONDITION OF THESE STRUCTURAL CALCULATIONS, THAT A MEMBER OF THE RETAINING WALLS COMPANY NORTH STAFF, FIELD APPROVE THE CONSTRUCTION OF THIS PROJECT. RETAINING WALLS COMPANY NORTH WILL NOT ACCEPT RESPONSIBILITY. FOR ANY PROJECT RELEASED WITHOUT WRITTEN FINAL APPROVAL FROM RETAINING WALLS COMPANY NORTH. JOB NO. a?o z_~ur~ CONTENTS PAGE KEYSTONE RETAINING WALL SITE LOCATION 3 KEYSTONE RETAINING WALL TYPICAL SECTIONS 4 KEYSTONE CONCRETE BLOCK DETAIL 5 GENERAL NOTES AND SPECIFICATIONS . 6 GEOGRI]) REINFORCEMENT TABLE 7-8 STABILITY ANALYSIS - (3:1 Sloped Backfill) 9 -12 NOTES: THESE CALCULATIONS ARE BASED UPON A SOIL WITH INTERNAL FRICTION OF 30 DEGREES MINIMUM THE SOILS ENGINEER SHALL VERIFY THESE'SOILPARAMETERS DURING CONSTRUCTION THE SOILS ENGINEER SHALL OBSERVE THE TEMPORARY BACKCUT EXCAVATION PRIOR TO CONSTRUCTION THE SOILS ENGINEER SHALL OBSERVE ALL WALL DRAINS. . THE SOILS ENGINEER SHALL OBSERVE THE FOUNDATION EXCAVATION PRIOR TO CONSTRUCTION OF THE WALL. THE SOILS ENGINEER MUST NOTIFY THE DESIGN ENGINEER IN THE EVENT THAT THE SOIL CONDITIONS ENCOUNTERED DO NOT MEET THE PARAMETERS USED HEREIN. THE GRID.LENGHTS SHOW ARE MEASURED FROM THE WALL FACE. THE GRID ELEVATIONS ARE MEASURED FROM THE TOP OF THE LEVELING PAD. . NO. LAYER OF GEO GRID SOIL REINFORCEMENT SHALL BE PLACED WITHIN THE UPPER MOST 2 FEET OF THE WALL... . . . . . . . .. HEAVY EQUIPMENT SHOULD BE KEPT 3 FEET BACK FROM THE RETAINING WALL FACE AT ALL TIMES. 79.3 FS EXISTING 10 SEWER EASEMENT DEDICATED PER MAP 6462 EXISTING 8 VC. SEWER MAIN Hv — -' PROPOSED. 6 DIA. SCH 40 PVC D 2% MIN. SLOPE TO OUTLET' PROPOSED RETAINING WALL UNDER SEPARATE PERMIT - 1 d.00TW • • • J6.0BW ' 59.841E • 60.091E jJ 60.341E' o 6059IE • (4) PROPOSED 4 SEWER • • 77,07FL LATERALS PER cMiD SB' IL .80.00Tt • • •' ' '' IM 79.6 FS ' PROPOSED 6' DIA. SCH 40' 'PVC 0 2% MIN. SLOPE TO OUTLET -ii' ' PROPOSED CONCRETE -,-twe (_.//I1 ' 75 —PROPOSED 18 R.C.P. STORM 'DRAIN PIPE a 0.5% MINIMUM SLOPE TO OUTLET SEE CITY 1 CARLSBAD DRAWING No. 395-1 RECOMMENDED BROW DITCH BY OTHERS -\ ALIGNMENT 16' SOIL CAP PIN (TYP) KEYSTONE STANDARD UNIT -.M - FILTER FABRIC . . I \~GEOGRID YP) ' & FACE BATTER -M4- . LENGTH, TYPE AND • I ELEVATION PER TABLE • II till • I Z -V'--. ':1 Li1 6" MIN.WIDTH OF 3/4'CRUSHED -: ROCK OR CLASS II PERMEABLE • . MINIMUM ••• DRAINAGE AGGREGATE (36"HIGH). BURIAL PER SOIL ENGINEER • S •• - 4"PERF PVC DRAIN INCASED IN 34"cRUSHED CK • ____________ W/FILTER FABRIC BETWEEN ROCK SOIL, AND SOLID PVC A T OUTLET PIPES AT 50-FEET MAXIMUM SPACING, LOCATE DRAINS AS LOW AS POSSIBLE TO ALLOW OUTLET PIPE • / TO DAYLIGHT. - -: • 4 6" THICK X 3' WIDE 3/4" S I CRUSH ROCK LEVELING PAD • • <S *NOTE: IF CAPSTONES ARE NOT TO BE USED, THE TOP HALF OF THE UPPER ROW OF BLOCKS • S S S SHALL BE FILLED WITH HAND TAMPED SOILS. - S .5 KEYSTONE TMRETAINING WALL TYPICAL CROSS-SECTION WITH GEOGRID SOIL REINFORCEMENT NO SCALE 5 .• 1 1/4" +/- 8" I .4 PLACE GRID OVER PINS. - PLACE NEXT COURSE. PULL TIGHT AND BACKFILL: KEYSTONE STANDARD UNIT GRID/PIN CONNECTION SCALE: NONE "'- FIBERGLASS PIN GRID CONNECTION DETAIL GRID/PIN CONNECTION SCALE: NONE H • • . KEYSTONE STANDARD UNIT . KEYSTONE STANDARD UNIT • ISOMETRIC . • SCALE: NONE SCALE: NONE STANDARD UNIT DETAILS TECHNICAL SPECIFICATIONS FOR GEOGRID RETAINING WALL SYSTEM 1.0 GENERAL Work shall consist of furnishing and installing Keystone Retaining Wall constructed in accordance with these specifications and in reasonably close conformity with the lines, grodes, design and dimensions shown on the plans or established by the Engineer. 2.0 MATERIALS 2.1 Keystone Facing Modules A. The facing modules shall be Keystone black of the type indicated on. the construction detail drawings. (Standard Units or Compac Units) 8. Keystone facing modules shall have a minimum compressive strength of 3000 psi at 28 days. 2.2 Sail Reinforcement A. Soil Reinforcement shall be of either sheet or grid type, specifically fabricated for use as o soil reinforcement. B. Soil reinforcement shall be the type as shown on the drawings and/or design colculotins. The (nntrrn-to, or the supplie' us fits agent. Snôll furnish the Engineer a Certificate of Camplionce certifying that the soil reinforcement complies with this section of the specifications, the drawings and the design calculations. Material not conforming to these shall not be used without the prior written consent of the Engineer. 2.3 Reinforced Sail Backfill All backfill materials used in the reinforced sail volume shall be free from stones or lumps exceeding 6 inches in greatest dimension. organic material, or unsuitable material, as determined by the Engineer. Backfill materials used in the reinforced soil volume and backfill soils behind the reinforced Soils volume shall have material properties similar to those indicated on the drawings or in the design calculations and shall conform to the requirements of the Soils Engineer. 3.0 CONSTRUCTION 3.1 Facing Modules Excavation 1.0 Contractor shall excavate •to the lines and grades shown on the Site Civil site drawings. Contractor shall be careful not to disturb embankment materials beyond lines shown. - Foundation Sail Preparation 1.0 Foundation soil shall be cut level for a width equal to or exceeding the length of the. Soil reinforcement as shown an the construction drawings. or as directed by the Soils Engineer. 2.0 Foundation sail shall be examined by the Soils Engineer to assure that the actual foundation soil strength meets or exceeds the asurned design strength. Soils not meeting required strength shall be removed rind replaced with acceptable material as determined by the Soils Engineer. - - 3.0- Over excavated areas shall be filled with compacted backfill materiiol as directed by the Soils Engineer. - Base Leveling Course - - - 1.0 Leveling course shall be placed as shown on the construction drawings. 2.0 Leveling course materials shall be installed upon undisturbed sails or recompacted fill as directed by the Soils Engineer. 3.0 Leveling course shall be prepared to insure- complete contact of Keystone facing units with leveling course. - - Keystone Facing Unit Installation - 1.0 First course of concrete wall units' shall be placed on the leveling course. The units shall be checked for level and alignment. - 2.0 Insure that units are in full contact with leveling course 3.0 Units are placed side by side for full length of wall - alignment. Alignment may be done by means of a string line or Offset from base line. 4.0 Install Keystone facing units and fill around units with 1/2 or 3/4 inch crushed rock. Place* 6 inches mm. width of 3/4 inch crushed rack immediately behind units as shown. 5.0 Sweep oil excess material from top of -units, place pins, and install next course. Insure each course is completely filled prior to proceeding to the next course. 6.0 Lay up each course maintaining design batter of wall face as shown an construction drawings. Repeat to extent of wall height. 7.0 If capstones ore not to be used, the pin holes in the tap of wall shall be filled with epoxy or grout to match the block color and texture. 3.2 Soil Reinforcement Installation The soil reinforcement shall be laid horizontally an compacted backfill and shall extend to the face of the wall. - - Slack in the sail reinforcement shall be removed between the facing units. - Soil reinforcement shall be. pulled to eliminate slack prior to placing fill soils. Soil reinforcement shall be laid at the proper elevation and orientation as shown on the construction drawings or as directed. by the Engineer. - - Correct orientation (roll direction) of the soil reinforcement shall be verified by the Contractor. - Soil reinforcement may be secured in place with staples, pins, sand bogs, or backfill, or as directed by the Engineer. Adjacent borders of the sail reinforcement shall be butted together. No overlap is necessary. If overlap occurs, the preceedin9 roll shall overlap the following roll, in the direction that the fill material is being spread. - C. There shall be no soil reinforcement joints parallel to the wall face. The soil reinforcement must be continuous from face of wall to back of grid. - 3.3 Backfill Placement Backfill shall be placed, spread, and compacted in such a manner that minimizes the movement of the wall units and the development of wrinkles in and/or - movement' of the soil reinforcement. Any soil reinforcement material or facing units which become damaged during backfill placement shall be either removed and replaced at the Contractor's expense or repaired as directed by the Engineer. - Backfill material shall be placed in layers of uniform thickness and shall be compacted as specified in the project specifications or to a minimum of 90% of maximum density as determined, by ASTM D1557-91.' whichever is greater. Construction equipment shall not be operated directly an the Soil reinforcement. 'A minimum backfill thickness of 6 inches is required prior to operation of equipment over the soil reinforcement. Turning of equipment shall be kept to o minimum to prevent displacement of the fill and damaging the soil reinforcement. Sheep.sf oat or grid type' rollers shall only be used as directed by the Engineer. - The moisture content of the backfill material prior to and during compaction shall be uniformly distributed throught'out each layer of material. Backfill material shall have a placement moisture content 'of +/— 2% of the Optimum Moisture Content. Backfill material with, a placement moisture content outside of these limits shall be removed and reworked until the moisture content is uniformly acceptable throughout the entire lift. The Optimum Moisture Content shall be determined in accordance with ASTM 01557-91. The maximum lift thickness after compaction shall not exceed 203 mm. The Contractor shall decrease this lift thickness, if necessary, to obtain the specified density. - At the end of each day of operation when the chance of rain exists, the Contractor shall slope' the last level of backfill away from the wall face to direct runoff of rainwater away from the wall face. In addition, the Contractor shall' not allow surface runoff from adjacent areas to enter the wall site. GEOGRID REINFORCEMENT TABLES LEVEL BACKFILL WALL HEIGHT GRID ELEVATION GRID LENGTH GRID TYPE up TO 2.67' no grid required 3.33' TO 5.33' 2.67 4.0 FORTRAC 35/20-20 6.00' TO 8.00' 2.67 . 5.5 . FORTRAC 35/20-20. 5;33 5.5 FORTRAC 35/20-20 8.67' TO 10.00'. 2.00 7.0 FORTRAC 55/30-20 4.67 7.0 FORTRAC 35/20-20 7.33 . 7.0 FORTRAC 35/20L20 10.67' TO 12.00' 1.33 9.5. . FORTRAC 55/30-20. 4.00 9.5 FORTRAC 35/20-20 • • 6.67 9.5 FORTRAC 35/20-20 1 9.33 . 9.5 • FORTRAC 35/20-20 12.67' TO 14.00' 1.33 • 13.0 FORTRAC 55/30-20 • • • 3.33 13.0 . FORTRAC 55/30-20 . . • 6.00 . 13.0 FORTRAC 35/20-20 8.67 •.. . 13.0 FORTRAC 35/20-20 • : . • 11.33 . 13.0 • FORTRAC 35/20-20 • • -7 KEYSTONE RETAINING WALL DESIGN 4 Based on Rankine (modified) Methodology A CCOITEM 3.1.2 Project: PIRONEOS POINTE CARLSBAD Date: 12/10/01 Proj. No.: By: Design Parameters Soil Parameters c psf Retained Fill: 30 0 120 Foundation Fill: 30 0 120 I / Unit Fill: Crushed Stone, 1 inch minus Factors of Safety Sliding:. 1.50 Overturning: 1.50 Bearing: Analysis: Case: Case.! Unit Type: Standard 21.5 in Wall Batter: 8.80 deg. Leveling Pad: Crushed Stone Wall I-It: 2.67 ft embedment: 1.00 ft BackSlope Geometry: 18.40 deg. slope, 20.00 ft long Surcharge: LL -- 250 psf uniform surcharge DL -- 600 psf uniform surcharge Offset= 20.00 ft; Load Width= 60.00 ft Results Sliding Overturning Bearing Shear Bending Factors of Safety: 3.76 • 5.55 19.37 N/A<< N/A<< • Calculated Bearing Pressure: 325 psf • • • • Eccentricity at base: 0.04 ft • Pref. Embed./ HingeHt./ • - 1 - page of &LYNTUINE KJ'IAJlNL1N(i WALL DESIGN welLym Based on Rankine (modified) Methodology ACOMPNIY 3.1.2 Project: PIRONEOS POINTE CARLSBAD 0 Date: 12/10/01 Proj. No.: By: Design Parameters Soil Parameters c psf Retained Fill: 30 0 120 Foundation Fill: 30 0 120 Unit Fill: Crushed Stone, 1 inch minus II / Factors of Safety Sliding: 1.50 Overturning: 1.50 Bearing: knalysis: Case: Case 1 Unit Type: Standard 21.5 in Wall Batter: 8.80 deg. Leveling Pad: Crushed Stone Wall Ht: 5.33 ft S embedment: 1.00 ft BackSlope Geometry: 18.40 deg. slope, 20.00 ft long Surcharge: LL -- 250 psf uniform surcharge DL-- 600 psf uniform surcharge Offset= 20.00 ft; Load Width= 60.00 ft 0 esuIts: Sliding Overturning Bearing Shear Bending Factors of Safety: • 1.88 1.65 6.47 N/A<< N/A<< Calculated Bearing Pressure: 825 psf 0 Eccentricity at base: 0.39 ft • . atztO ç: z.hn' v4rn A LfNic*ef 41 Pref. Embed./ pagei Date: 12/10/01. By: Bearing: 2.00 Serviceability:' N/A Tal . Ci Cds .881 . 0.80 0.80 KEYSTONE RETAINING WALL DESIGN Based on Rankine (modified) Methodology 3.1.2 Project: PIRONEOS POINTE CARLSBAD Proj. No.: Design Parameters Soil Parameters c psf L_-Pcf Reinforced Fill: 30 0 120 Retained Fill: 30 0 120 Foundation Fill: 30 0 120 Reinforce Fill Type: Silts & sands Unit Fill:, Crushed Stone, 1 inch minus Factors of Safety Sliding: . 1.50 Overturning: 2.00 Pullout: 1.50 Uncertainties: . 1.50 Connection Peak: ' 1.50 Reinforcing Parameters: Huesker Geogrids Tult RFcr RFd RFid LTDS FS 35/20-20 .. 2601. . 1.67 71 1.05 1322. 1.50 Analysis: . . 'Case: Case 1 Unit Type: " Standard 21.5 in Wall Batter: 8.80'deg. . Leveling Pad: Crushed Stone Wall Ht:' 8.00 ft embedment: 1:00 ft BackSiope Geometry: 18.40 deg. slope, 20.00 ft long Surcharge: LL -- .250 psf uniform surcharge DL -- 600 psf uniform surcharge Offset-- 20.00 ft; Load Width 60.00 ft Results: . . . •. Sliding , Overturning Bearing Shear Bending Factors of Safety: 1.72 2.93 6.88. 6.11 5.57 Calculated Bearing Pressure: 1211 psf Eccentricity at base: 0.47 ft . ' Allow.. Peak Serviceablity Reinforcing: (ft & lbs/ft) Calculated Tension Connection Connection Pullout Layer- Height Length Tension. Reinf. Type Tal 'Tel , , Tsc FS' 2 5.33 5.5 287' 35/20-20 • 881 ok 734 ok ' N/A 2.20 ok Y. 2.67 5.5 ' 862 . 35,2020: 881 ok 934 ok N/A 2.06 ok ' Reinforcing Quantities (no waste included): (% of Rein. Strength Used = 65 %). 35/20-20: 1.22 sy/ft . Pref. Embed./ page of Bearing:. 2.00 Serviceability:' N/A 1SJYS'1U1N1 KElAIINLING WALL DESIGN Based on Rankine (modified) Methodology 3.1.2 Project: PIRONEOS POINTE CARLSBAD Date: 12/10/01 Proj.No.: By: Design Parameters Soil Parameters c psf Reinforced Fill: 30 0 120 Retained Fill: 30 0 120 Foundation Fill: 30 0 120 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus Factors of Safety - Sliding: 1.50 Overturning: .2.00 Pu1lou: 1.50 Uncertainties: 1.50 Connection Peak: 1.50 Reinforcing Parameters: Huesker Geogrids Tult RFcr RFd RFId. LTDS FS Tal Ci. Cds 35/20-20 . . 2601 T. 1.12 1.05 1322 1.50 . . 881 0.80 0.80 -- 55/30-20 3701 1.67 1.12 1.02 1937 1.50 1291 0.80 0.80 Analysis:...' Case: Case 1 Unit Type: Standard 21.5 in Wall Batter: 8.80 deg. Leveling Pad: Crushed Stone :Wall Ht: ' 10.00 ft - embedment: 1.00 ft. BackSiope Geometry: 18.40 deg. slope, 20.00 ft long . Surcharge: LL'-- . 250 psf uniform surcharge ' DL -- 600 psf uniform surcharge Offset= 20.00 ft; Load Width= 60.00 ft Results: , ' Sliding ' Overturning ' Bearing Shear Bending Factors of Safety:' . 1.55 2.64 ' . 5.92 5.44 5,53 Calculated Bearing Pressure: 1622 psf Eccentricity at base: 0.75 ft , , Allow. ..Peak ' Serviceablity Reinforcing: (ft &lbs/ft) Calculated ' Tension Connection .' Connection Pullout Layer Height Length Tension Reinf. Type Tal Tcl . , Tsc . FS ' 3 7.33 .7.0 289' 35/20-20 , 881 ok ''734ok N/A ' 3.53 ok 2 4.67 7.0 ' 514 ' 35/20-20 ' 881 ok ' ' 93"4 ok ' N/A' ' 4.63 ok 1 2.00 7.0 1005 55/30-20 1291 ok 1460 ok N/A ' 4.29 ok Reinforcing Quantities (no waste included): - ' (% of Rein. Strength Used = 59 %) 55/30-20: 0.78 sy/ft 35/20-20:' 1.56sy/ft ' Pref:' Embed./ -1- page of KEYSTONE RETAINING WALL DESIGN Based onRankine (modified) Methodology A41HCOt4PANY Project: PIRONEOS POINTE CARLSBAD Date: 12/10/01 Proj.No.: By: Design Parameters / Soil Parameters j, c psf Reinforced Fill: 30 0 120 Retained Fill: 30 0 120 F / / Foundation Fill: 30 0 120 / ' _/4 -. I/I Reinforce Fill Type: Silts & sands / / 3 Unit Fill: Crushed Stone, 1 inch minus /2 Factors of Safety 1 Sliding: 1.50.. Overturning: 2.00 Bearing: 2.00 Pullout: 1.50 Uncertainties: 1.50' Connection Peak: 1,50 Serviceability: N/A Reinforcing Parameters: Huesker Geogrids . Tult RFcr RFd RFid LTDS FS Tal Ci Cds 35/20-20 ' 2601 1.67 '1.12 '1.05 1322 1.50 .881 0.80 0.80 55/30-20' 3701 1.67 ' 1.12 1.02 1937 1.50 1291 0.80 0.80 Analysis: Case: Case 1 Unit Type: Standard 21.5 in Wall Batter: 8.80 deg. Leveling Pad: Crushed Stone Wall Ht:. 12.00 ft . embedment: 1.00 ft BackSlope Geometry: 18.40 deg. slope, 20.00 ft long . Surcharge: LL -- • 250 psf uniform surcharge DL -- 600 psf uniform surcharge Offset 20.00 ft; Load Width= 60.00 ft Results: Sliding Overturning Bearing Shear Bending Factors of Safety: . , 1.51 2.69 6.09 5.38 5.40 Calculated Bearing Pressure: 1992 psf Eccentricity at base: 1.06 ft : . ' Allow. , ' Peak' Serviceablity Reinforcing: (ft & Ibs/ft) Calculated , . ' Tension ' Connection Connection Layer Height Length Tension Reinf. Type. Tal ' Tcl - Tsc 4 9.33 , 9.5 296 35/20-20 881 ok 734 ok N/A, .3 6.67 9.5 526 ', 35/20-20 881 ok 934 ok N/A 2 4.00 '9.5 790 35/20-20 8810k ' 934 ok ' N/A 1 ' 1.33 9.5 , 1053 55/30-20. ' 1291 ok' 1596 ok N/A' Reinforcing Quantities (no waste included): . (% of Rein. Strength Used = 68 %) 55/30-20:' 1.06 sy/ft. ' 35/20-20: 3.17 sy/ft ' •- - Pullout FS 7.00 ok, 7.46 ok 8.04 ok 8.87 ok Embed./ -1'- page of &EYMUINE KI'1'A11N1NU WALL DESIGN Based on Rankine (modified) Methodology 3.1.2 Project: PIRONEOS POINTE CARLSBAD SEISMIC DESIGN Proj. No.: (display: static/seismic) Design Parameters Date: 12/10/01 By: Soil Parameters c nsf Reinforced Fill: 30 0 120 Retained Fill: 30 0 120 Foundation Fill: 30 0 120 Reinforce Fill Type: Silts & sands / / ' Unit Fill: Crushed Stone, 1 inch minus /3 Peak Acceleration = 0.15 g Vertical Acceleration= 0.00 g / / 2 Factors of Safety (seismic are 75% of static) 1 Sliding: 1.50/1.13 Overturning: 2.00/1.50 Bearing: 2.00/1.50 Pullout: 1.50/1.13 Uncertainties: 1.50/1.13 Connection Peak: 1.50/1.13 Serviceability: N/A Reinforcing Parameters: Huesker Geogrids Tult RFcr RFd RFid LTDS FS Ta! Ci Cds 35/20-20 2601 1.67 1.12 1.05 1322 1.50 881 0.80 0.80- 55/30-20 3701 1.67 1.12 1.02 1937 1.50 1291 0.80 0.80 Analysis: Case: Case 1 Unit Type: Standard 21.5 in Wall Batter: 8.80 deg. Leveling Pad: Crushed Stone Wall I-It: 14.00 ft embedment: 1.00 ft BackSlope Geometry: 18.40 deg. slope, 20.00 ft long Surcharge: LL - 250 psf uniform surcharge DL -- 600 psf uniform surcharge Offset= 20.00 ft; Load Width= 60.00 ft Results: Sliding Overturning Bearing Shear. Bending Factors of Safety: 1.57/1.37 3.05/2.30 7.23/4.75 --- /4.58 --- /1.29 Calculated Bearing Pressure: 2267/2857 psf Eccentricity at base: 1.23 ftl0.00 ft . Allow. Peak Serviceablity Reinforcing: (ft & lbs/ft) Calculated . Tension Connection Connection Pullout Layer Height LengthY Tension Reinf. Type Tat Tcl Tsc FS 5 •. 11.33 13.0 301/558 35/20-20 881/1570ok 734/979ok N/A >10/7.32ok 4 8.67 13.0 536/838 35/20-20 881/1570ok 934/1245ok N/A >10/8.01ok 3 6.00. 13.0 803/1150 35/20-20 881/1570ok 934/1245ok N/A. >10/8.60ok 2 3.33 . 13.0 922/1315 55/30-20 1291/2300ok 1596/2127.ok N/A ?10/>10ok 1 . 1.33 . 13.0 1253/1567 55/30-20 1291/2300ok 1596/2127ok N/A . >10/>10ok Reinforcing Quantities (no waste included): . (% of Rein. Strength Used = 73 %) 55/30-20.: 2.89 sy/ft . . 35/20-20: 4.33 sy/ft . Pref. Embed.! H page of Iq ENGINEERING DESIGN GROUP I 600TOCKNICAL dAli. STRUCTURAL & ARCHITECTURAL CONSULTANTS FOR RESIDENTIAL U COMMERCIAL CONSTRUCTION 2121 Montiel Road, San Marcos, California 92069 • (760) 839-7302k Fax: (760) 480-7477 • E-mail: ENGDG@aol.com I H S I GEOTECHNICAL INVESTIGATION AND FOUNDATION RECOMMENDATIONS I PROPOSED NEW MULTI-UNIT DEVELOPMENT, LOCATED ON THE NORTH SIDE OF PIRINEOS WAY, A.P.N. 216-200-2400 I CITY OF CARLSBAD, CALIFORNIA i IProject No. 002425-1 I I 5 November 10, 2000 I. i PREPARED FOR: I : Darryl Clubb S COAST CONTRACTING - 7909SiIverton Avenue, Suite 213 I . S San Diego, CA 92126 I 5. I I - TABLE OF CONTENTS I Page I SCOPE ...........................................................1 AND PROJECT DESCRIPTION ....................................1 I SITE FIELD INVESTIGATION ................................................1 I SUBSOIL CONDITIONS ...............................................1 I GROUNDWATER ....................................................2 LIQUEFACTION ......................................................2 CONCLUSIONS AND RECOMMENDATIONS ...............................4 GENERAL.....................................................4 EARTHWORK...................................................4 I FOUNDATIONS .................................................6 CONCRETE SLABS ON GRADE ....................................7 RETAINING WALLS .............................................9 I SURFACE DRAINAGE ..........................................10 I . CONSTRUCTION OBSERVATION AND TESTING .............................11 MISCELLANEOUS ...................................................12 I .. ATTACHMENTS I Site Vicinity Map ................................................Figure No. 1 Site Location Map ..............................................Figure No. 2 Site Plan/Location of Exploratory Trenches ........................Figure No. 3 I Logs of Exploratory Trenches .................................Figures No. 4-8 References ..................................................Appendix A I General Earthwork and Grading Specifications ......................Appendix B Testing Procedures ...........................................Appendix C SCOPE U This report gives the results of our geotechnical investigation for the vacant parcel of land located on the north side of Pirineos Way, legally identified as APN 216-200-2400 in the I City of Carlsbad, California. (See Figure No. 1, "Site Vicinity Map", and Figure No. 2, "Site Location Map"). The scope of our work, conducted on-site to date, has included a visual reconnaissance of the property and neighboring properties, a limited subsurface I investigation of the property, field analysis and preparation of this report presenting our findings, conclusions, and recommendations. SITE AND PROJECT DESCRIPTION I The subject property consists of a vacant lot located at the north of Pirineos Way in the City of Carlsbad. The site is bordered to the north, west, and east by multi unit residential developments, and to the south by Pirineos Way. The overall topography of the site area I consists of moderately sloping hillside terrain. The subject site consists of a previously graded pad, bounded along the rear portion of the lot by a 11/2 :1 cut slope. Based on our conversations with the project developer, and our review of the preliminary project site plan, it is anticipated that the proposed site improvement will consist of four separate structures, each containing four residential units. In addition, each building will contain partially subterranean garages. FIELD INVESTIGATION Our field investigation of the property, conducted September 22, 2000 and October 10, I 2000, consisted of a site reconnaissance, site field measurements, observation of existing conditions on-site and on adjacent sites, and a limited subsurface investigation of soil conditions. Our subsurface investigation consisted of visual observation of five exploratory I trenches, logging of soil types encountered, and sampling of soils for laboratory testing. The locations of the Trenches are given in Figure No. 3, "Site Plan/Location of Exploratory Trenches". Logs of the exploratory trench excavations are presented in Figures No. 4-8, I "Trench Excavations". SUBSOIL CONDITIONS Materials consisting of slightly silty/clayey sand and sandy silts to sandy clay topsoil/fill I CLUBB DEVELOPMENT Page No. 1 APN 216-200-2400, PIRINEOS WAY, CARLSBAD, CA Job No. 002425-1 U ENGINEERING. DESIGN GROUP. GEOTECHNICAL CIVIL STRUCTURAL & ARCHITECTURAL CONSULTANTS underlain by siltstone were encountered during our subsurface investigation of the site. I Soil types within our test pit excavations are described as follows: Fill: Weathered fill materials were found to extended to depths of 4-5 feet below adjacent grade. Fill materials consist of brown to light brown, slightly moist to moist, medium dense, silty sand to sandy silts. Old Fill materials are not considered suitable for the support of structural improvements. These materials are suitable for use as compacted fill during grading. Fill Materials classify as SM-ML according to the Unified Classification System, and based on visual observation and our experience, possess expansion potentials in the medium range. Siltstone I Formational siltstone was found to underlie fill material within the test pit excavations. Siltstone materials consisted of mottlled tan to dark brown moist, dense, siltstone. Siltstone materials are considered suitable I for the support of structures and structural improvements, provided the recommendations of this report are followed. Siltstone materials classify as SM-ML according to the Unified Classification System, and I based on visual observation and our experience, possess expansion potentials in the medium range. I For detailed logs of soil types encountered in our trenches excavations, as well as a depiction of our trench locations, please see Figure No. 3, "Site Plan/Location of Exploratory Trenches", and Figures No. 4-8, "Trench Excavations". I GROUNDWATER Groundwater was not encountered during our subsurface investigation of the site. Ground water is not anticipated to be a significant concern to the project provided the I - recommendations of this report are followed. I LIQUEFACTION It is our opinion that the site could be subjected to moderate to severe ground shaking in I the event of a major earthquake along any of the faults in the Southern California region. CLUBB DEVELOPMENT Page No. -2 APN 216-200-2400, PIRINEOS WAY, CARLSBAD, CA Job No. 002425-1 ENGINEERING DESIGN GROUP. GEOTECHNIcAL, CIVIL STRUCTURAL & ARCHITECTURAL CONSULTANTS I I I I I I I I . I I . I . I I I . I I I I . However, the seismic risk at this site is not significantly greater than that of the surrounding developed area. Liquefaction of cohesionless soils can be caused by strong vibratory motion due to earthquakes. Research and historical data indicate that loose, granular soils underlain by a near-surface ground water table are most susceptible to liquefaction, while the stability of most silty clays and clays is not adversely affected by vibratory motion. Because of the dense nature of the soil materials underlying the site and the lack of near surface water, the potential for liquefaction or seismically-induced dynamic settlement at the site is considered low. The effects of seismic shaking can be reduced by adhering to the most recent edition of the Uniform Building Code and current design parameters of the Structural Engineers. Association of California. CLUBB DEVELOPMENT . Page No. 3 APN 216-200-2400, PIRINEOS WAY, CARLSBAD, CA Job No. 002425-1 ENGINEERING DESIGN GROUP. GEOTECHNICAL CIVIL. STRUCTURAL & ARCHITECTURAL CONSULTANTS CONCLUSIONS AND RECOMMENDATIONS GENERAL In general, it is our opinion that the proposed construction, as described herein, is feasible from a geotechnical standpoint, provided that the recommendations of this report and I generally accepted construction practices are followed. The following recommendations should be considered as minimum design parameters, I and shall be incorporated within the project plans and utilized during construction, as applicable. EARTHWORK I Where structural and cosmetically sensitive improvement are proposed onsite, existing fill material will require removal and re-compaction during grading. Based on our investigation, removal depths are anticipated to range from 4-5 feet below existing site I grade. Where removals can not be made as described above, the non-conforming condition should be brought to the attention of the Engineering Design Group in writing so modified recommendations may be provided. Site Preparation Prior to any grading, areas of proposed improvement should be cleared of surface I and subsurface organic debris (including topsoil). Removed debris should be properly disposed of off-site prior to the commencement of any fill operations. Holes resulting from the removal of debris, existing structures, or other I improvements which extend belowthe undercut depths noted, should be filled and compacted using on-site material or a non-expansive import material. Removals Fill soils found to mantle the site in our exploratory trenches (i.e., upper approximately 4-5 feet), are not suitable for the structural support of buildings or improvements in their present state, and will require removal and re-compaction in areas of proposed slab on grade floors or other settlement sensitive locations. In general, grading should consist of the removal of fill profiles, scarification of I CLUBB DEVELOPMENT Page No. 4 APN 216-200-2400, PIRINEOS WAY, CARLSBAD, CA Job No. 002425-1 I .. ENGINEERING DESIGN GROUP GEOTECHNICAL CIVIL, STRUCTURAL & ARCHITECTURAL CONSULTANTS I removal bottom, and re-compaction of fill materials to 90 percent relative I compaction per ASTM 1557-91 (See Appendix B for grading detailing). Excavated fill materials are suitable for re-use as fill material during grading, provided they are cleaned of debris and oversize material in excess of 6 inches I in diameter (oversized material is not anticipated to be of significant concern) and are free of contamination. Removals and undercuts should extend a minimum of 5 feet beyond the footprint of the proposed structures and settlement sensitive improvements. Where this condition cannot be met, it should be reviewed by the Engineering Design Group on a case by case basis. Removal depths should be visually verified by a representative of our firm prior to the placement of fill. 3. Fills I Areas to receive fill and/or structural improvements should be scarified to a minimum depth of 12 inches, brought to near optimum moisture content, and re- compacted to at least 90 percent relative compaction (based on ASTM D1557-9i). Compacted fills should be cleaned of loose debris, oversize material in excess of 6 inches in diameter, brought to near optimum moisture content, and I re-compacted to at least 90% relative compaction (based on ASTM D1557-91). Surficial, loose or soft soils exposed or encountered during grading (such as any undocumented or loose fill materials) should be removed to competent formational I material and properly compacted prior to additional fill placement. Fills should generally be placed in lifts not exceeding 8 inches in thickness. If the import I of soil is planned, soils should be non-expansive and free of debris and organic matter. Prior to importing,-soils should be visually observed, sampled and tested at the borrow pit I area to evaluate soil suitability as fill. After completion of grading, the geotechnical consultant shall confirm the "medium" expansion potential assumed herein. Cut\fihl shall be mitigated per the details provided in Appendix A of this report. I All excavations shall be made in accordance with OSHA, City and Industry accepted standards. Onsite safety is the sole responsibility of the project I contractor. I CLUBB DEVELOPMENT Page No. 5 APN 216-200-2400, PIRINEOS WAY, CARLSBAD, CA Job No. 002425-1 I .S ENGINEERING DESIGN GROUP GEOTECHNICAL. CIVIL STRUCTURAL a ARCHITECTURAL CONSULTANTS FOUNDATIONS In deriving foundation recommendations for this site the subsoil conditions were evaluated. We anticipate that the proposed foundation system for the structure will I .utilize slab on grade and perimeter footing foundation system. Footings, bearing in competent fill or formational materials may be designed I . utilizing maximum allowable soils pressure of 2,000 psf. Seismic Design Parameters: I U I I. I Bearing values may be increased by-33% when considering wind, seismic, or I other short duration loadings. 3. The following parameters should be used as a minimum, for designing footing width I . and depth below lowest adjacent grade: No. of Floors Supported Minimum Footing Width *Minimum Footing Depth Below Lowest Adjacent Grade 1 15 inches 18 inches 2 15 inches 18 inches 3 18 inches 24 inches Medium expansion potential 1 4. All footings should be reinforced with a minimum of two #4 bars at the top and two #4 bars at the bottom (3 inches above the ground). FOr footings over 30 inches in depth, additional reinforcement, and possibly a stemwall system will be necessary. CLUBB DEVELOPMENT .. Page No. 6 APN 216-200-2400, PIRINEOS WAY, CARLSBAD, CA Job No. 002425-1 ENGINEERING DESIGN GROUP . ..........,... . GEOTECHNIAL CIVIL STRUCTURAL& ARCHITECTURAL CONSULTANTS This detail should be reviewed on a case by case basis by our office prior to construction. All isolated spread footings should be designed utilizing the above given bearing values and footing depths, and be reinforced with a minimum of #4 bars at 12 inches o.c. in each direction (3 inches above the ground). Isolated spread footings should have a minimum width of 24 inches. For footings (including site\retaining wall footings) and all other cosmetically sensitive improvements adjacent to slopes, a minimum 10 feet horizontal setback in formational material or properly compacted fill should be maintained. A setback: measurement should be taken at the horizontal distance from the bottom of the footing to slope daylight. Where this condition can not be met it should be brought to the attention of the Engineering Design Group for review. All excavations should be performed in general accordance with the contents of this report, applicable codes, OSHA requirements and applicable city and/or county standards. All foundation subgrade soils and footings shall be pre-moistened a minimum of 18 inches in depth prior to the pouring of concrete. CONCRETE SLABS ON GRADE Concrete slabs on grade should use the following as the minimum design parameters: I Concrete slabs on grade of the garage should have a minimum thickness of 4 inches (5 inches at garage and driveway locations) and should be reinforced with #4 bars at 18 inches o.c. placed at the midpoint of the slab. I All concrete shall be poured per the following: Slump: Between 3 and 4 inches maximum I . Aggregate Size: 3/4-1 inch Air Content:5 to 8 percent Moisture retarding additive in concrete at moisture sensitive areas. I . Water to cement Ratio - 0.5 maximum 2. All required fills used to support slabs, should be placed in accordance with the I CLUBB DEVELOPMENT . Page No. 7 APN 216-200-2400, PIRINEOS WAY, CARLSBAD, CA . Job No. 002425-1 I ... ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL STRUCTURAL & ARCHITECTURAL CONSULTANTS I grading section of this report and the attached Appendix B, and compacted to 90 I percent Modified Proctor Density, ASTM D-1557. 3. A uniform layer of 4 inches of clean sand is recommended under the slab in order I to more uniformly support the slab, help distribute loads to the soils beneath the slab, and act as a capillary break. In addition, a visqueen layer (10 mu) should be placed mid-height in the sand bed to act as a vapor retarder. 1 4. Adequate control joints should be installed to control the unavoidable cracking of concrete that takes place when undergoing its natural shrinkage during curing. The I control joints should be well located to direct unavoidable slab cracking to areas that are desirable by the designer. I 5. All subgrade soils to receive concrete flatwork are to be pre-soaked to 3 percent over optimum moisture content to a depth of 24 inches. 6 Brittle floor finishes placed directly on slab on grade floors may crack if concrete is not adequately cured prior to installing the finish or if there is minor slab movement. To minimize potential damage to movement sensitive flooring, we recommend the use of slip sheeting techniques (linoleum type) which allows for foundation and slab movement without transmitting this movement to the floor finishes. I 7. Exterior concrete flatwork and driveway slabs, due to the nature of concrete hydration and minor subgrade soil movement, are subject to normal minor concrete I cracking. To minimize expected concrete cracking, the following may be implemented: I . Concrete slump should not exceed 4 inches. Concrete should be poured during "cool" (40 - 65 degrees) weather if possible. If concrete is poured in hotter weather, a set retarding additive I should be included in the mix, and the slump kept to a minimum. Concrete subgrade should be pre-soaked prior to the pouring of concrete. The level of pre-soaking should be a minimum of 4% over optimum moisture I to a depth of 24 inches. Concrete may be poured with a 10 inch deep thickened edge. Concrete should be constructed with tooled joints or sawcuts (1 inch deep) creating concrete sections no larger than 225 square feet. For sidewalks, the maximum run between joints should not exceed 5 feet. For rectangular I I CLUBB DEVELOPMENT Page No. 8 APN 216-200-2400, PIRINEOS WAY,'CARLSBAD, CA Job No. 002425-1 I ENGINEERING DESIGN GROUP GEOTECHNICAL CIVIL, STRUCTURAL & ARCHITECTURAL CONSULTANTS shapes of concrete, the ratio of length to width should generally not exceed I 0.6 (i.e., 5 ft. long by 3 ft. wide). Joints should be cut at expected points of concrete shrinkage (such as male corners), with diagonal reinforcement placed in accordance with industry standards. I . Drainage adjacent to concrete flatwork should direct water away from the improvement. Concrete subgrade should be sloped and directed to the collective drainage system, such that water is not trapped below the flatwork. I . The recommendations set forth herein are intended to reduce cosmetic nuisance cracking but will not prevent concrete cracking. The owner should be aware all concrete, because of it's cementitious nature, will to I some degree shrink and crack. The amount, location and impact on the cosmetic finish, of cracking can be reduced by design philosophy and construction. The project concrete contractor is ultimately responsible for I concrete quality and performance, and should pursue a cost-benefit analysis of these recommendations with the owner & general contractor, and other options' available in the industry, prior to the pouring of concrete. Additionally, the project owner should be made fully aware of expected performance of concrete finishes, so as to avoid follow up calls regarding minor concrete cracking. RETAINING WALLS Retaining walls up to 10 feet may be designed and constructed in accordance with the I following recommendations and minimum design parameters: 1. Retaining wall footings should be designed in accordance with the allowable bearing I . criteria given in the "Foundations" section of this report, and should maintain minimum footing depths outlined in "Foundation" section of this report. I 2. Unrestrained cantilever retaining walls should be designed using an active equivalent fluid pressure of 35 pcf. This assumes that granular, free draining ,material will be used for backfill, and that the backfill surface will be level. For I sloping backfill, the following parameters may be utilized: Condition 2:1 Slope 1.5:1 Slope I Active 50 65 Any other surcharge loadings shall be analyzed in addition to the above values. I CLUBB DEVELOPMENT . . Page No. 9 APN 216-200-2400, PIRINEOS WAY, CARLSBAD, CA Job No. 002425-1 I .. ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL & ARCHITECTURAL CONSULTANTS 3. If the tops of retaining walls are restrained from movement, they should be I .designed for an additional uniform soil pressure of 7XH psf, where H is the height of the wall in feet. I 4. Passive soil resistance may be calculated using an equivalent fluid pressure of 350 pcf. This value assumes that the soil being utilized to resist passive pressures, extends horizontally 2.5 times the height of the passive pressure wedge of the soil. I Where the horizontal distance of the available passive pressure wedge is less than 2.5 times the height of the soil, the passive pressure value must be reduced by the I percent reduction in available horizontal length. A coefficient of friction of 0.35 between the soil and concrete footings may be I utilized to resist lateral loads in addition to the passive earth pressures above. Retaining walls should be braced and monitored during compaction. If this cannot be accomplished,, the compactive effort should be included as a surcharge load when designing the wall. All walls shall be provided with adequate back drainage to relieve hydrostatic I pressure, and be designed in accordance-with the minimum standards contained in the "Retaining Wall Drainage Detail", Appendix B. Area drains should not be I . connected to French Drain System behind retaining wall. Retaining wall backfill should be placed and compacted in accordance with the I "Earthwork" section of this report. Backfill shall consist of a non-expansive granular, free draining material. SURFACE DRAINAGE I Adequate drainage precautions at this site are imperative and will play a critical role on the future performance of the dwelling and improvements. Under no circumstances should water be allowed to pond against or adjacent to foundation walls, or tops of slopes. The I ground surface surrounding proposed improvements should be relatively impervious in - nature, and slope to drain away from the structure in all directions, with a minimum slope of 2% for a horizontal distance of 7 feet (where possible). Area drains or surface swales I should then be provided to accommodate runoff and avoid any ponding of water. Roof gutters and downspouts shall be installed on the new and existing structures and tightlined to the area drain system. All drains should be kept clean and unclogged, including gutters CLUBB DEVELOPMENT Page No. 10 U APN 216-200-2400, PIRINEOS WAY, CARLSBAD, CA Job No. 002425-1 ENGINEERING DESIGN GROUP . GEOTECHNICAL CIVIL STRUCTURAL & ARCHITECTURAL CONSULTANTS and downspouts. Area drains should be kept free of debris to allow for proper drainage, I and remain separate from any wall back drain systems. During periods of heavy rain, the performance of all drainage systems should be inspected. I Problems such as gullying or ponding should be corrected as soon as possible. Any leakage from sources such as water lines should also be repaired as soon as possible. In addition, irrigation of planter areas, lawns, or other vegetation, located adjacent to the I foundation or exterior flat work improvements, should be strictly controlled or avoided. CONSTRUCTION OBSERVATION AND TESTING The recommendations provided in this report are based on subsurface conditions I disclosed by our investigation of the project area. Interpolated subsurface conditions should be verified in the field during construction. The following items shall be conducted I prior/during construction by a representative of Engineering Design Group in order to verify compliance with the geotechnical and civil engineering recommendations provided herein,. as applicable. The project structural and geotechnical engineers may upgrade any I condition as deemed necessary during the development of the proposed improvement(s). 1. Attendance of a pre-construction meeting prior to the start of work I 2. Review of final approved structural plans prior to the start of work, for compliance with geotechnical recommendations. 3. Observation of the removal bottom. I 4. Testing of any fill placed, including retaining wall backfill and utility trenches. Observation of footing excavations prior to steel placement. Field observation of any "field change" condition involving soils. 1 7. Walk through of final drainage detailing prior to final approval. The project soils engineer may at their discretion deepen footings or locally recommend I additional steel reinforcement to upgrade any condition as deemed necessary during site observations. - I Engineering Design Group shall, prior to the issuance of the certificate of occupancy, issue in writing that the above inspections have been conducted by a representative of their firm, and the design considerations of the project soils report have been met. The field I inspection protocol specified herein is considered the minimum necessary for Engineering Design Group to have exercised "due diligence" in the soils engineering design aspect of this building. Engineering Design Group assumes no liability for structures constructed I utilizing this report not meeting this protocol. I CLUBB DEVELOPMENT . Page No. 11 APN 216-200-2400, PIRINEOS WAY, CARLSBAD, CA Job No. 002425-1 I . ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL & ARCHITECTURAL CONSULTANTS I Before commencement of grading the Engineering Design Group will require a separate I contract for quality control observation and testing.. Engineering Design Group requires a minimum of 48 hours notice to mobilize onsite for field observation and testing. MISCELLANEOUS It must be noted that no structure or slab should be expected to remain totally free of cracks and minor signs of cosmetic distress. The flexible nature of wood and steel structures allows them to respond to movements resulting from minor unavoidable settlement of fill or natural soils, the swelling of clay soils, or the motions induced from seismic activity. All of the above can induce movement that frequently results in cosmetic cracking of brittle wall surfaces, such as stucco or interior plaster or interior brittle slab finishes. Data for this report was derived from surface observations at the site, knowledge of local conditions, and a visual observation of the soils exposed in the exploratory trenches. The recommendations in this report are based on our experience in conjunction with the limited soils exposed at this site and neighboring sites. We believe that this information gives an acceptable degree of reliability for anticipating the behavior of the proposed structure; however, our recommendations are professional opinions and cannot control nature, nor can they assure the soils profiles beneath or adjacent to those observed. Therefore, no warranties of the accuracy of these recommendations, beyond the limits of the obtained data, is herein expressed or implied. This report is based on the investigation at the described site and on the specific anticipated construction as stated herein. If either of these conditions is changed, the results would also most likely change. I Man-made or natural changes in the conditions of a property can occur over a period of time. In addition, changes in requirements due to state of the art knowledge and/or legislation, are rapidly occurring. As a result, the findings of this report may become invalid I due to these changes. Therefore, this report for the specific site, is subject to review and not considered valid after a period of one year, or if conditions as stated above are altered. I It is the responsibility of the owner or his representative to ensure that the information in this report be incorporated into the plans and/or specifications and construction of the project. It is advisable that a contractor familiar with construction details typically used to I deal with the local subsoil and seismic conditions, be retained to-build the structure. If you have any questions regarding this report, or if we can be of further service, please I CLUBB DEVELOPMENT . . Page No. 12 APN 216-200-2400, PIRINEOS WAY, CARLSBAD, CA . . Job No. 002425-1 I ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL & ARCHITECTURAL CONSULTANTS I do not hesitate to contact us. We hope the report provides you with necessary information to continue with the development of the project. Sincerely, ENG IN EERl N GDS+&4 G J'~ No.47672 Exp. 12.03 California RCE #47672 CLUBB DEVELOPMENT Page No. 13 APN 216-200-2400, PIRINEOS WAY, CARLSBAD, CA Job No. 002425-1 ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL & ARCHITECTURAL CONSULTANTS 110 :1148 I i j,50 1151 ,CUVDet&IN I Ill I. n68 1W 15OFAIP+S 1PEZZ-1TOS ELI POWAY Oi188EWY11/ U k 1191 914.1 a%J'1~2.10,] ~1211 * SITE VICINITY MAP PROJECT NAME DARRYL CLUBB, COAST CONTRACTIN, NEW MULTI-UNIT DEVELOPMENT PROJECT ADDRESS APN 216-200-2400, PIRINEOS WAY, CITY OF CARLSBAD, CA JOB NUMBER ENGINEERING DESIGN GROUP FIGURE GEOTECHNICAL, CIVIL STRUCTURAL & ARCHITECTURAL CONSULTANTS 2121 MontIel Road. San Marcos, CA 92069 0024251 Phone: (760)839-7302 Fax: (760)480-7477 C:FILE\Forms\1 FRMVVIASTER - SITE VICINITY - FIG 1.woc ENCINI ThE 1 L 1 I I I I I I I I I I SITE SITE LOCATION MAP PROJECT NAME DARRYL CLUBB, COAST CONTRACTING, NEW MULTI-UNIT DEVELOPMENT PROJECT ADDRESS APN 216-200-2400, PIRINEOS WAY, CITY OF CARLSBAD, CA JOB NUMBER ENGINEERING DESIGN GROUP FIGURE GEOTECHNICAL CIVIL, STRUCTURAL & ARCHITECTURAL CONSULTANTS 2121 Monti Road, San Marcos, CA 92069 0024251 Phone:(760)839-7302 Fax: (760)480-7477 2 C:tFILEForms1 FRM\MASTER - SITE LOCATION - FIG 2.wc JR.ENc.H A I #1 I 1 - APPROXIMATE LOCATION OF TEST PITS POJECT NAME CLUBB DEVELOPMENT - PROJECT ADDRESS PIRINEOS WAY, APN 216-200-2400, CITY OF CARLSBAD, CA JOB NUMBER ENGINEERING DESIGN GROUP FIGURE GEOTECHNICAL CIVIL. STRUCTURAL & ARCHITECTURAL CONSULTANTS 002425-1 A 'SC'+LJ 4 810W. Los VallecItos Blvd.. Suite A, San MSrcos, CA 92069 V - VL I Phone: (760)752-7010 Fax: (760)752-1092 - \\Maln\file\Forms\1 FRM\002425-1 CLUBB- PIRINEOS WAY - CARLSBAD - LOG OF TRENCHES.wpJ I I I I I I I I I I I I I I I I I PROJECT NAME: CLUBB DEVELOPMENT LOGGED BY: EER : I PROJECT NO: 002425 DATUM: EXISTING GRADE = 84.5' :E:4 [FI ENGINEERING PROPERTIES EQUIPMENT: HAND DUG ELEVATION: SEE MAP DATE LOGGED: 9/22/00 DESCRIPTION: SEE MAP UCSC SAMPLES OTHER SOIL TYPE GEO. ATT. TOPSOIL/FILL 0-4' Brown to light brown to tan, slightly moist to moist, medium stiff, sandy 1 clay to clayey sand and silty sand to snady silt, weathered with small SM-CL rootlets. 2 SILTSTONE 4-14' Brown to rust brown to tan, moist, dense, silty sand to gravelly sand. SW-ML GRAPHIC REPRESENTATION: SURFACE SLOPE: N/A TREND: N/A A SILT SAND CLAY CONTACT FRACTURE \ - - / jI•• f lit I - 2 ' . . r•_-. I . - _—f_ I I SEEPAGE POCKETST OF GRAVEL ROOTLESS BULK SAMPLE CEMENTED ZONE A I • BEDDING CONTACT (J) JOINT V - (F( FRACTURE (CS)t.AY SEAM I U ¼ MC UNCONFINED COMPRESSION (TSP) El EXPANSION INDEX ,_.¼- ¼ H ' 14 1R 1R 20 _- TOTAL DEPTH = 14' NO GROUNDWATER \)Ma)n\file)Forms11 FRM002425•1 CLUBB• PIRINEOS WAY. TRENCH #1.wpd PROJECT NAME: CLUBB DEVELOPMENT .------ ----------- ----- LOGGED BY: EER TEST PIT NO: 2 ------- — PROJECT NO: 002425 DATUM: EXISTING GRADE = 84.0' ENGINEERING PROPERTIES EQUIPMENT: HAND DUG FIGURE 5 ELEVATION: SEE MAP DATE LOGGED: 9/22/00 DESCRIPTION: SEE MAP UCSC SAMPLES OTHER SOIL TYPE CEO. ATT. 1 EL 0-5" Brown to light brown to tan, slightly moist to moist, medium stiff, sandy SW—CL clay to clayey sand and silty sand to snady silt, weathered with small rootlets. 2 SILTSTONE 5-19" Brown to rust brown to tan, moist, dense, silty sand to gravelly sand SW-ML GRAPHIC REPRESENTATION: SURFACE SLOPE: N/A TREND: N/A '.1 SILT SAND CLAY \ ...f / CONTACT - --( I FRACTURE SEEPAGE - /3 I POCKETS OF GRAVEL ROOTLET BULK SAMPLE CEMENTED ZONE ROOTLET C l A - I I ) BEDDING JB ) JOINT C) CONTACT - . • - I - I j (F) FRACTURE (CS)CLAY SEAM UC UNCONFINED COMPRESSION (TSF) El EXPANSION INDEX 8 jn I 14 • - - 1A - 20 TOTAL DEPTH = 19' NO GROUNDWATER \MaIn3tIIe\Forms31 FRM\002425-1 CLUBB- PIRINEOS WAY - TRENCH #2.wpd JECT NAME: CLUBB DEVELOPMENT JECT NO: 002425 LOGGED BY: EER TEST PIT NO: 3 ENGft4EERINGPROPERIIES IPMENT: HAND DUG F DATUM: EXISTING GRADE = 797' ELEVATION: SEE MAP FIGURE: 6 TE LOGGED: 9/22/00 DESCRIPTION: SEE MAP UCSC SAMPLES OTHER SOIL TYPE GEO. AU. - 1 Eh 0-3' Brown to light brown to tan, slightly moist to moist, medium stiff, sandy SM-CL clay to clayey sand and silty sand to snady silt, weathered with small rootlets. 2 SILTSTONE 3'-13' Brown to rust brown to tan, moist, dense, silty sand to gravelly sand SW-ML 3 GRAPHIC REPRESENTATION: SURFACE SLOPE: N/A TREND: N/A SILT SAND CLAY CONTACT FRACTURE SEEPAGE — : 2 POCKETS OF GRAVEL ROOTLET SULK SAMPLE . CEMENTED ZONE ROOTLET 4 BEDDING CONTACT )J) JOINT (F) FRACTURE (CS) CLAY SEAM 6 - UC UNCONFINED COMPRESSION El EXPANSION INDEX (TSP) 8 in "0 17 14 1A 1R 2fl_- TOTAL DEPTH= 13' NO GROUNDWATER \\Main\f)Ie)Fnrms\1 FRM\002425-1 CLIJEB- PIRINEOS WAY -TRENCH #3.wpd I_-_-_-__-___------ PROJECT NAME: CLUBB DEVELOPMENT ---- LOGGED BY: EER TEST PIT NO: 4 -- - -- — PROJECT NO: 002425 DATUM: EXISTING GRADE = 82' ENGINEERING PROPERTIES EQUIPMENT: HAND DUG FIGURE 7 ELEVATION: SEE MAP DATE LOGGED: 9/22/00 DESCRIPTION: SEE MAP UCSC SAMPLES OTHER SOIL TYPE GEO. AU. FILL 0-4' Brown to light brown to tan, slightly moist to moist, medium stiff, sandy SM-CL clay to clayey sand and silty sand to snady silt, weathered with small 1 rootlets. 2 SILTSTONE 4-12.5' Brown to tan, yellow to light brown, slightly moist, dense, siltstone to SW-ML fine sandstone. GRAPHIC REPRESENTATION: SURFACE TREND: N/A _SLOPE: _N/A A U SILT SAND CLAY CONTACT FRACTURE . 2 ..-f SEEPAGE /'. //• 2 . . 1/ 1) I POCKET ROOTLET OF GRAVEL BULK SAMPLE A . --I I BEDDING CONTACT (J) JOINT (F) FRACTURE (CS) CLAY SEAM U • UC • UNCONFINED COMPRESSION (TSP) El EXPANSION INDEX 8 _ •__•_,,,/) \ 1n- 17________ 14 is 1R 2(1 TOTAL DEPTH= 12.5 NO GROUNDWATER )\MaIn1f(IoForms(1 FRM1002425-1 CLUBB• PIRINEOS WAY -TRENCH #4.wpd ---- - - PROJECT NAME: NAME: CLUBB DEVELOPMENT LOGGED BY: EER TEST PIT NO: 5 PROJECT NO: 002425 DATUM: EXISTING GRADE = 84.5' ENGINEERING PROPERTIES EQUIPMENT: HAND DUG ELEVATION: SEE MAP FIGURE: 8 U DATE LOGGED: DESCRIPTION: SEE MAP . UCSC SAMPLES OTHER SOIL TYPE GEO. ATT. TOPSOIL/FILL 0-5' Brown to light brown to tan, slightly moist to moist, medium stiff, sandy 1 clay to clayey sand and silty sand to snady silt, weathered with small SM-CL rootlets. 2 SILTSTONE 5-19' Brown to rust brown to tan, moist, dense, silty sand to gravelly sand. SW-ML GRAPHIC REPRESENTATION: _SLOPE: _N/A SURFACE TREND: N/A SILT SAND CLAY CONTACT - / FRACTURE SEEPAGE 2 . // hi POCKETSOFGRAVEL ROOTLET NE ROOTLET 'F /1 . '.' B) BEDDING C)s CONTACT J)JOINT / (F) FRACTURE (CS) CLAY SEAM - UC UNCONFINED COMPRESSION (TSF) El EXPANSION INDEX 8 .-. in 12 "-'--5, 14 - - 0. 20 TOTAL DEPTH = 19' NO GROUNDWATER r1f4;5n241q , 5' ......................r, REFERENCES California Department of Conservation, Division of Mines and Geology, Fault- Rupture Zones in California, Special Publication 42, Revised 1990. Greensfelder, R.W., 1974, Maximum Credible Rock Acceleration from Earthquakes in California: California Division of Mines and Geology, Map Sheet 23. Tan, S.S., 1995, Landslide Hazards in the Northern San Diego Metropolitan Area, California: California Division of Mines and Geology, Open File Report. Engineering Design Group, Unpublished In-House Data. Ploessel, M.R., and Slosson, J.E., 1974, Repeatable High Ground Acceleration ; from Earthquakes: California Geology, Vol. 27, No. 9, P. 195-199. State of California, 1994, Fault Activity Map of California: California Division Mines and Geology, Geologic Data, Map No. 6. State of California, Geologic Map of California, Map No. 2, Dated 1977. Kennedy, Michael P., 1975, Geology of the San Diego Metropolitan Area, California: CDMG Bulletin 200, 56 p. GENERAL EARTHWORK AND GRADING SPECIFICATIONS 1.0 General Intent I These specifications are presented as general procedures and recommendations for grading and earthwork to be utilized in conjunction with the approved grading plans. These general earthwork and grading specifications are a part of the I recommendations contained in the geotechnical report and shall be superseded by the recommendations in the geotechnical report in the case of conflict. Evaluations performed by the consultant during the course of grading may result in new I recommendations which could supersede these specifications or the recommendations of the geotechnical report. It shall be the responsibility of the contractor to read and understand these specifications, as well as the geotechnical I report and approved grading plans. 2.0 Earthwork Observation and Testin Prior to the commencement of grading, a qualified geotechnical consultant should be I employed for the purpose of observing earthwork procedures and testing the fills for conformance with the recommendations of the geotechnical report and these I .specifications. It shall be the responsibility of the contractor to assist the consultant and keep him apprised of work schedules and changes, at least 24 hours in advance, so that he may schedule his persQnnel accordingly. No grading operations should be I .performed without the knowledge-of the geotechnical consultant. The contractor shall not assume that the geotechnical consultant is aware of all grading operations. It shall be the sole responsibility of the contractor to provide adequate equipment and methods to accomplish the work-in accordance with applicable grading codes and agency ordinances, recommendations in the geotechnical report, and the approved grading plans not withstanding the testing and observation of the geotechnical consultant. If, in the opinion of the consultant, unsatisfactory conditions, such as unsuitable soil, poor moisture condition, inadequate compaction, adverse weather, etc., are resulting in a quality of work less than recommended in the geotechnical report and the specifications, the consultant will be empowered to reject the work and recommend that construction be stopped until the conditions are rectified. Maximum dry density tests used to evaluate the degree of compaction should be performed in general accordance with the latest version of the American Society for. Testing and Materials test. method ASTM D1557. -1- I 3.1 Clearing and Grubbing: Sufficient brush, vegetation, roots and all other deleterious material should be removed or properly disposed of in a method acceptable to the owner, design engineer, governing agencies and the I geotechnical consultant. The geotechnical consultant should evaluate the extent of these removals depending on specific site conditions. In general, no more than 1 percent (by volume) of the fill material should consist of these materials and nesting of these materials should not be allowed. I 3.2 Processing: The existing ground which has been evaluated by the geotechnical consultant to be satisfactory for support of fill, should be scarified to a minimum depth of 6 inches. Existing ground which is not satisfactory I should be overexcavated as specified in the following section. Scarification should continue until the soils are broken down and free of large clay lumps or clods and until the working surface is reasonably uniform, flat, and free of I uneven features which would inhibit uniform compaction. I 3.3 Overexcavation: Soft, dry, organic-rich, spongy, highly fractured, or otherwise unsuitable ground, extending to such a depth that surface processing cannot I adequately improve the condition, should be oerexcavated down to competent ground, as evaluated by the geotechnical consultant. For purposes of determining quantities of materials overexcavated, a licensed land I surveyor/civil engineer should be utilized. 3.4 Moisture Conditioning: Overexcavated and processed soils should be watered, dried-back, blended, and/or mixed, as necessary to attain a uniform moisture content near optimum. I 3.5 Recompaction: Overexcavated and processed soils which have been properly mixed, screened of deleterious material, and moisture-conditioned should be recompacted to a minimum relative compaction of 90 percent or as otherwise recommended by the geotechnical consultant. I 3.6 Benching: Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical), the ground should be stepped or benched. The lowest bench should be a minimum of 15 feet wide, at least 2 feet into competent I material as evaluated by the geotechnical consultant. Other benches Should be excavated into competent material as evaluated by the geotechnical consultant. Ground sloping flatter than 5:1 should be benched or otherwise overexcavated when recommended by the geotechnical consultant. I 3.7 Evaluation of Fill Areas: All areas to receive fill, including processed areas, removal areas, and toe-of-fill benches, should be evaluated by the geotechnical consultant prior to fill placement. 4.0 Fill Material I 4.1 General: Material to be placed as fill should be sufficiently free of organic matter and other deleterious substances, and should be evaluated by the geotechnical consultant prior too placement. Soils of poor gradation, I expansion, or strength characteristics should be placed as recommended by the geotechnical consultant or mixed with other soils to achieve satisfactory fill material. I 4.2 Oversize: Oversize material, defined as rock or other irreducible material with a maximum dimension greater than 6 inches, should not be buried or placed in fills, unless the location, materials, and disposal methods are specifically recommended by the geotechnical consultant. Oversize disposal operations should be such that nesting of oversize material does not occur, and such that the oversize material is completely surrounded by compacted or densified fill. Oversize material should not be placed within 10 feet vertically of finish grade, within 2 feet of future utilities or underground construction, or withi,n 15 feet horizontally of slope faces, in accordance with the attached detail. -3- 4.3 Import: If importing of till material is required for grading, the import material should meet the requirements of Section 4.1. Sufficient time should be given to allow the geotechnical consultant to observe (and test, if necessary) the proposed import materials. I 5.1 Fill Lifts: Fill material should be placed in areas prepared and previously evaluated to receive fill, in near-horizontal layers approximately 6 inches in I compacted thickness. Each layer should be spread evenly and thoroughly mixed to attain uniformity of material and moisture throughout. 5.2 Moisture Conditioning: F11 soils should be watered, dried-back, blended, and/or mixed, as necessary to attain a Uniform moisture content near optimum. I 5.3 Compaction of Fill: After each layer has been evenly spread, moisture- conditioned, and mixed, it should be uniformly compacted to not less than 90 percent of maximum dry density (unless otherwise specified). Compaction t equipment should be adequately sized and be either specifically designed for soil compaction or of proven reliability, to efficiently achieve the specified degree and uniformity of compaction. 5.4 Fill Slopes: Compacting of slopes should be accomplished, in addition to I normal compacting procedures, by backrolling of slopes with sheepsfoot rollers - at increments of 3 to 4 feet in fill elevation gain, or by other methods producing - satisfactory results. At the completion of grading, the relative compaction of I the fill out to the slope face would be at least 90 percent. -4- 5.5 Compaction Testing: Field tests of the moisture content and degree of I compaction of the fill soils should be performed at the consultant's discretion based on field conditions encountered. In general, the tests should be taken at approximate intervals of 2 feet in vertical rise and/or 1.000 cubic yards of I .compacted fill soils. In addition, on slope faces, as a guideline approximately one test should be taken for each 5,000 square feet of slope face and/or each 10 feet of vertical height of slope. I ___ I 6.0 Subdrain Installation Subdrain systems, if recommended, should be installed in areas previously evaluated for suitability by the geotechnical consultant, to conform to the approximate alignment I and details shown on the plans or herein. The subdrain location or materials should not be changed or modified unless recommended by the geotechnical consultant. The consultant, however, may recommend changes in subdrain line or grade I depending on conditions encountered. All subdrains should be surveyed by a licensed land surveyor/civil engineer for line and grade after installation. Sufficient time shall be allowed for the survey, prior to commencement of filling over the I . subdrains. 7.0 i Excavation I Excavations and cut slopes should be evaluated by a representative of the geotechnical consultant (as necessary) during grading. If directed by the geotechnical consultant, further excavation, overexcavation, and refilling of cut areas and/or I remedial grading of cut slopes (i.e., stability fills or slope buttresses) may be recommended. - -. 8.0 Quantity Determination For purposes of determiningquantities of materials excavated during grading and/or - . determining the limits of overexcavation, a licensed land surveyor/civil engineer - . should be utilized. I- - I ND MIRADRAIN (top) RETAINING WALL I hORADRAJN MEMBRANE INSTALLED PER MANUFACTURES SPECIFICATIONS OVER MASTIC WATERPROOfiNG - HLM 5000 OR EQUIVALENT I IHHH= COMPACTED FILL OR BEDROCK WALL FOOTING MINIMUM RETAINING WALL WATERPROOFING 1 & DRAINAGE DETAIL FINAL WATERPROOFING SPECIFICATIONS & DETAILS TO BE PROVIDED BY PROJECT ARCHITECT rop OF RETAINING WALL MASTIC TO BE APPLIED TO TOP CF WALL MASTIC TYPE WATER PROOFING (11 LM 5000 OR EOUIV) INSTALLED PER MANUFACTURES SPECIFICATIONS & PROTECTED W1Th 9ACKER BOARD (ABOVE 4IRACPAIN) MASTIC NOT TO BE EXPOSED TO SJNUGHT 27. • AREA DRAIN - SYSTEM SOIL BACKFiLL COMPACTED TO 907 RELA11VE COMPACTiON PER ERENCE#L PROPOSED SLOPE BACKCU \--PER OSHA STANDARDS \ OR PER ALTERNATIVE SLOP!: / PLAN, OR PER APPROVED 7 SHORING PLAN FILTER FABRIC ENVELOPE (h4IRAFI 14CN OR APPROVED EQUIVALENT) 12- MIN. LAa 3/4 - 1 1/2 CLEAN. GRAVEL 4X4 (45d) CONCRETE CANT o FOOTING/WALL CONNECTION (UNDER WATER PROOFING) 4 (MIN.) DIAMETER - PERFORATED PVC PIPE (SCHEDULE 40 OR EQ.) WITH PERFORATIONS ORIENTED DOWN AS DEPICTED MIN. 27. GRADIENT TO SUITABLE OUTLET. END MIRDRAIN (botri) I , COMPETENT BEDROCK OR FILL MATERIAL AS EVALUATED BY THE GEOTECHNICAL CONSULTANT I I ENGINEERING DESIGN GROUP 4.9 810 WEST LOS VALLECITOS BLVD. SUITE "A SAN MARCOS, CA 92069 (760) 752-7010 FAX (760) 752-7092 DETAL/FiGLIPE NUMBER DATE ROJECT NUMBER 'R0JECT NAME I IROJECT ADDRESS DRAWN BY: DESIGN CONDITIONS: Walls are to be used far the loading conditions shown for each type will. Design H shall not be exceeded. Footing key is required except as shown otherwise 3, when found unnecessary by the Engineer. Special footing design is required where foundation material is uncapable of supporting toe pressure listed in cable. DESIGN DATA: Reinforced Concrete: Fc a 1200 psi F'c 3000 psi Fs a 20.000 psi n 10 Reinforced Masonry: F'm 600 psi Fm = 200 psi Fs 20.000 psi n 50 Earth a 120 pcf and Equivalent Fluid Pressure • 36 pf per foot of height Walls shown for I 4: I unlimited sloping surcharge are designed in accordance with Ranklina's formula for unlimited sloping surcharge with a O 330 42 REINFORCEMENT: Intermediate grade, hard grade, or rail steel deformation shall conform to ASTM A615, A616, ASh. Bars shall lap 40 diameters, where spliced, unless otherwise shown on the plans. 8ersds shall conform to the Manual, of Standard Practice, A.C.I. Backing for hooks is four diameters. All bar embedments are clear distances to outside of bar. Spacing for parallel bars is center to center of bars. MASONRY: All reinforced masonry retaining walls shall be constructed of regular or light weight standard units conforming to the "Standard Specifications for Public Works Construction." JOINTS: Vertical control joints shall be placed at 32 foot intervals maximum. Joints shall be designed to resist shear and other lateral forces while permitting longitudal movement Vertical expansion joints shall be placed as 96 foot inter- vals maximum. CONCRETE: Footing concrete shall be 560—C-3250, using B aggregate when placing conditions permit. BACKFILL: No backfill material shall be placed against masonry retaining walls until grout has reached design strength or until grout has cured for a minimum of 28 days. Compaction of backfill material by jetting or ponding with water will not be permitted. Each layer of backfill shall be moistened as directed by the Engineer and thoroughly tamped, rolled or otherwise compacted Until the relative compaction is not less than 90%. FENCING: Safety fencing shall be installed at the cop of the wall as required by the agency. INSPECTIONS: Call for inspections as follows: A. When the tooting has been formed, with the steel tied securely in final position, and is ready for the concrete to be placed. B. Where cleanout holes are not provided: After the blocks have been laid up to a height of 4', or full height for walls up to 5', with steel in place but before the grout is poured, and ..... After the first lift is properly grouted. the blocks have been laid up to the top of the wall with the steel tied securely in place but before the upper lift is grouted. Where cleanout holes are provided: After the blocks have been laid up to the top of the wail, with the steel tied securely in place, but before grouting. C. After grouting is complete and after rock or rubble wall drains are in place but before earth backfill is placed. 0. Final inspection when all work has been completed. CONCRETE GROUT AND MORTAR MIXES: Concrete grout shall attain a minimum compressive strength of 2,000 psi in 28 days and mortar shall attain 1,800 psi in 28 days. All cells shall be tilled with grout Rod or vibrate grout within 10 minutes of pouring to insure consolidation. Bring grout to a point 2" from the top of masonry units when grouting of second lift is to be continued at another time. MORTAR KEY: To insure proper bonding between the footing and the first course of block, a mortar key shall be formed by embedding a flat 2 X 4 flush with and at the top of the freshly poured tooting. The 2 X 4 should be removed after the concrete has started to harden (approximately 1 hour). A mortar key may be omitted if the first course of block is sat into the fresh concrete when the footing is poured, and a good bond is obtained.-* WALL DRAINS: Wall drains shall be provided in accordance with Standard Drawing C•8. SOIL: All footings shall extend at least 12 inches into undisturbed natural soil or approved compacted fill. Soil should be dampened prior to placing concrete in footings. I THE ENGINEERING DESIGN GROUP - RETAINING WALL DETAIL Fum 1 CY: W I CICUEI tdO, out line PLAN 1/2 : I sloping backfill or 250 psf. live load surcharge mortar cap # 4 total 2 bars 00 #4 total 2 II = 12 bars cc 1 4 tot 2-- Key W/2 H I I 1.-0.. TYPICAL SECTION over 3' • 8" NOTES See Standard Drawings C•7 and C•8 for additional notes and details. Fill all block cells with grout. 1 1/2 1 sloping backfill or 250 psf. live load surcharge mortar cap 4 total 2 E . LLS' cc bars It = - —2" #4 total 3 Key 12"x 12" key W/2 14f W Cn N 2" 'I Horizontal reinf. not shown TYPICAL SECTION 3'. 8" max. ELEVATION DIMENSIONS AND REINFORCING STEEL H (max) 5' - 4" 3'. 8" T (min) J 01.10" 01- 10" W (mm) 5' - 0" bars 1 4@16" bars I6@16" All 4@16" max. to. pre. (psf) 700 550 THE ENGINEERING DESIGN GROUP I RETAINING WALL DETAIL /IJ No surcharge loads within his area for level backfill design. Filter Material, 1" max. crushed aggregate, 4 cu. ft. per 4" dia. +1 drain or I Cu. ft. per ft. of open E : head joints. - 4" dia. drain with 1/4" galv. wire mesh i - 1 screen 8'-0- on centers, or one row T horizontally of open head joints. Line of undisturbed natural soil TYPICAL SECTION Mortar or cast-in-place concrete 9" 12" block wall Finished ground line , 1/4 8" block wall I I Grout filled block cells /— Top of footing bond beam block I . 2" x 4" (nominal) key CAP DETAIL KEY DETAIL I NOTES: I . 1. All masonry retaining walls shall be constructed with cap, key a n d drainage details as shown hereon. 2. 4" diameter drain may be formed by placing a block on it's side. I. THE EMINaRING DEMON GROUP IT RETAINING WALL DETAIL SIDE HILL STABILITY FILL DETAIL FINISHED SLOPE FACE PROJECT 1 10 1 LINE FROM TOP OF SLOPE TO OUTSIDE EDGE OF KEY OVERBURDEN OR UNSUITABLE MATERIAL.. 7 2 P15 MIN.- MIN. LOWEST KEY BENCH DEPTH (KEY) EXISTING GROUND _..- SURFACE ...--FINISHED CUT PAD lut rt VY PAD OVEREXCAVATION DEPTH IWi AND RECOMPACTION MAY BE RECOMMENDED BY THE GEOTECHNICAL CONSULTANT BENCH BASED ON ACTUAL FIELD CONDITIONS ENCOUNTERED. ( MATERIAL AS EVALUATED I COMPETENT BEDROCK OR BY THE GEOTECHNICAL CONSULTANT NOTE: Subdrain details and key width recommendations to be provided based On exposed subsurface conditions 1 CANYON SUBDRAIN DETAILS 1X1$FINQ GROUNO SURFACI SENCHING OUPACTED FIL. ------------ REMOVE UNSUITABLE MATERIAL SUBORAJN TRENCH SEE BELOW SUBDRAIN TRENCH DETAILS FILTER FABRIC ENVELOPE 6' MIN. OVERLAP 6' MIN. OVERLAP (MIRAFI 140N OR APPROVED EQUIVALENT)* a' t V MIN. CO VER 31 RAVL CLEAN 40 MIN. BEDDING MIN.) 3/4-1-1/2' CLEAN -1/ GRAVEL 0110/f t. MIN.) - 6' 0 MIN. - PERFORATED PIPE DETAIL OF CANYON SUBDRAIN TERMINAL DESIGN FINISH GRADE .c--:—:—. SUBDRAIN TRENCH SEE - ABOVE ---------------------- ------------------------ 1z - - ~5: __-: 15'MIN. 1M1N PERFORATED 6ØN. PIPE NONPERFORATcr R' 01 I4liJ 71 *IF CALTRANS CLASS 2 PERMEABLE MATERIAL IS USED IN PLACE OF 3/4'-1-1/2' GRAVEL. FILTER FABRK MAY BE DELETED SPECtFICATIONS FOR CALTRANS CLASS 2 PERMEABLE MATERIAL U.. S. Standard Sieve Size Passing 1 100 90-100 313 1, 40-100 Nc. 4 25-40 No. 3 13-32 Nc. 30 5-15 NC. 50 0-7 Nc. 200 0-3 .sand Equivaertt>75 3ubdrain should be cortetructod Only on competent material as evaluated by the geotechnical Consultant. - SUODRAIN INSTALLATION Subdraln pipe should be Installed with perforations down 55 depicted. At locations recommended by the geotechnical consultant, nonoerlorated pipe should be Installed. SUBORAIN TYPE-3ubd,.iin type should be Acrylonitriie Butadiene Styrene (A.a.8.). Polyvinyl Chloride (PVC) or approved •uIv*lent. Class 125, SOR 32.5 should be used for maximum till deaths of f.*, iiA as 2nn. SOR I i .q,,.i,i h. ,.. i, rnaImum fill d.otha of 100 last. ÔA --------------------- KEY DEPTH - H- KEY WIOTH T AS NOTED ON GRADING PLANS 15' MIN. 6 MIN. OVERLAP 3/4-1-1/2' CLEAN GRAVEL (3ft/ft. MINJ....... 4•Ø NON-PERFORATED PIP5J - FILTER FABRIC - ENVELOPE (MIRAFI 140N OR APPROVED EQUIVALENT)* SUBDRAIN TRENCH DETAIL SEE T_CONNECTIOM DETAIL TC6 MIN. VER - 4. 0 PERFORATED PIPE % MIN. 4 MIN. BEDDING STABILITY FILL / BUTTRESS DETAIL OUTLET PIPES -4, 0 P4OMPERPORATEO PIPE. ioo MAX. O.C. HORIZONTALLY. 30' MAX. O.C. VERTICALLY-S 8ACK CUT 1:1 OR FLATTE BENCH SM' SEE SUBORAIN TR DETAIL . LOWEST SUBORAIN SHOu. :- BE SITUATED AS LOW &.. POSSIBLE TO ALLOW SUITABLE OUTLET .,/PERFORATED rT'EACH SIDE PlPE— CA? NO N_P ER FO R ATED OUTLET PIPE I T-CONNECTION DETAIL 'IF CALTRANS CLASS 2 PERMEABLE MATERIAL IS USED IN PLACE OF 3/44 -11/2' GRAVEL. FILTER FABRI: MAY BE DELETED SPEctFtCATtQNS FOR CALTR.A4S CLASS 2 PERMEABLE MATERLAL U.S. Standard Se'ie Size Pass inc 100 90-100 2/3' '0-100 c. 2-0 Nc 3 13-33 5-15 NC. C 0-7 Nc. 200 0-2 Sa' Evaier>' NOTES: For buttress dimensions, see geo?echfliCal report/Plans. Actual dime nsiO°3 of buttress and .ubdra may be changed by the geotochnical consultant based on field conditions. di SUBORAIN iNSTALLATION-Subdtaifl pipe should be Ins talled with perforations down as d.PiCt0 At locations recommended by the g.otechtiical consultant. nonperforatod pipe should be irtstaU0d SUBORAINTYPE-Subdrsin typo should be Acrylon true Butadleno Styrene (A.B.S.). Poly vinyl Chloride (PVC) or approved equivalent. CIA$& 1125.30141 32.3 should be used for maximum fill depths of 35100 Cliii 200,30A 21 should be used for maximum 1111 depths of 100 feet. I KEY AND BENCHING DETAILS FILL SLOPE PROJECT 1 10 1 LINE FROM TOE OF SLOPE 10 COMPETENT MATERIAL IXI$TING GROUND SURFACE REMOVE UNSUITABLE MATERIAL !-52% MIN. - r 2' MIN.1-15' MIN. rzy LOWEST DEPTH BENCH (KEY) FILL—OVER—CUT SLOPE EXISTING --. GROUND SURFACE\ _:2W :: 3' 2 LOWEST BENCH (KEY) DEPTH CUT SLOPE (TO BE EXCAVATED PRIOR TO FILL BENCH LJ II BENCH REMOVE UNSUITABLE MATERIAL PLACEMENT) ..' - EXISTING GROUND SURFACE-----.,,Z, CUT—OVER—FILL SLOPE PROJECT I 10 1 LINE FROM TOE OF SLOPE TO COMPETENT MATERIAL 04- CUT SLOPE / (TO BE EXCAVATED PRIOR TO FILL PLACEMENT) REMOVE UNSUITABLE MATERIAL BEN C H 4 'MIN. 2' MIP4 Alt LOWEST KEY DEPTH BENCH NOTE: Back drain may be recommended by the geotechniCal consultant based on actual field conditions encountered. Bench dimension recommendations may also be altered based on field conditions encountered. a ROCK DISPOSAL DETAIL PINLaH OAOE SLOPE FACE 31 WIN. --------------------- ------------------ OVERSIZEwow GRANULAR SOIL (3 E. 30) TO BE DENSIFIED IN PLACE BY FLOODING DETAIL - - - TYPICAL PROFILE ALONG WINDROW Rock with maximum dimensions greater than 6 inches should n o t b e u s e d w i t h i n io feet vertically of finish grade (or 2 feet below depth of lowest utility whi c h e v e r I S g r e a t e r ) and 15 feet horizontally of slope faces. Rocks with maximum dimensions greater than 4 feet shculd not be utilized in fills. Rock placement, flooding of granular soil, and fill placement s h o u l d b e o b s e r v e d b y t h e geotechnical consultant. Maximum size and spacing of windrows should be in accordanc e w i t h t h e a b o v e d e t a 1 . Width of windrow should not exceed 4 feet. Windrows should b e s t a g g e r e d vertically (as depicted). - Rock should be placed in excavated trenches. Granular soil (S.E . g r e a t e r t h a n o r to 30) should be flooded in the windrow to completely fill voids around and be rocks. LABORATORY TESTING PROCEDURES Direct Shear Test Direct shear tests are performed on remolded and/or relatively undisturbed samples which are soaked for a minimum of 24 hours prior to testing. After transferring the sample to the shearbox, and reloading, pore pressures are allowed to dissipated for a period of approximately 1 hour prior to application of shearing force. The samples are sheared in a motor- driven, strain controlled, direct-shear testing apparatus. After a travel of approximately 1/4 inch, the motor is stopped and the sample is allowed to "relax" for approximately 15 minutes. Where applicable, the "relaxed" and "peak" shear values are recorded. It is anticipated that, in a majority of samples tested, the 15 minutes relaxing of the sample is sufficient to allow dissipation of pore pressures set up due to application of the shearing force. The relaxed values are therefore judged to be good estimations of effective strength parameters. Expansion Index Tests: The expansion potential of representative samples is evaluated by the Expansion Index Test, U.B.C. Standard No. 29-2. Specimens are molded under a given compactive energy to-approximately the optimum moisture content and approximately 50 percent saturation. The prepared 1-inch thick by 4-inch diameter specimens are loaded to an equivalent 144 psf surcharge and are inundated with tap water for 24 hours or until volumetric equilibrium is reached. Classification Tests: Typical materials were subjected to mechanical grain-size analysis by wet sieving from U.S. Standard brass screens (ASTM D422-65). Hydrometer analyses were performed where appreciable quantities of fines were encountered. The data was evaluated in determining the classification of the materials. The grain-size distribution curves are presented in the test data and the Unified Soil Classification is presented in both the test data and the boring logs. Project Description: Building Type: Residential: NumberofNew Dwelling Units Feet of ng Area in New Owellin JAN-30-2002 WED 01:15 PM .CITY OF CARSLBAE FAX NO. 70 602 8558 P. 02 Cit -- - -- I - I_ - CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit, The City will not issue any building permit without a completed school fee form. Project Name: Budding Permit Plan Check Number. Project Address: A.P.N.: Project Applicant (Owner Name): ano - - -. -S - .5 - • - I - Second Dwelling Unit: Square Feet of Living Area in SDU Residential Additions: Net Square Feet New Area Commercial/Industrial: City Certification of Applicant Information: CaT1sbad Unified School District San Marcos Unified School District 801 Pine Ave. 2l5 Mats Way Carlsbad CA920fl2.ç20.9291j, San Marcos, CA 92069 (736-2200) - / ClEnwtwiuiltm, Union School District San Dieguito Union High School District v South Rancho Santa Fe Rd 710 Encinitas Blvd. V ' 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) the information provided abovo Is correct and true to the best of the Owners knowledge, and that the Owner will file an amended cerlificatlon of payment and pay the additional fee it Owner requests an Increase In the number of dwelling units or square footage after the building permit Is Issued or If the Initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. Signature: Date: 1635 Faraday Avenue u Carlsbad, CA 92008-7314 • (760) 602-2700 • FAX (760) 602.8560 QO ID'OA'' 3AJt JAN-30-2002 WED 01:20 PM CITY OF CARSLBAD FAX NO, 760 6,02 8558 P. II -.----- . SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL. DISTRICT: . The undersigned, being duly authorized by the applicable School District. certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined, by. the. School District. The City may issue building permits for'this project. SIGNATURE OF AUTHORIZED SCP-$OC DISTRICT OFFICIAl. TITLE .'. NAME OF SCHOOL DISTRICT DATE PHONE NUMBER . . . • • . . • . JAN-30-2002 WED 01:16 PH CITY OF CARSLBAD Cit rem .11 - Number of New Dwelling Units Square Feet of Living Area in New Dwelli FAX NO. 760.Q2 8558 P. 04 'P — c77 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. The City will not issue any building permit without a completed school fee form. Project Name: Building Permit Plan Check Number: Project Address: A.P.N.: Project Applicant (Owner Name): Project Description: Building Type: Residential: Second lJweUing Unit: Square Feet of Living Area in SDU Residential Additions: Net Square Feet New Area Commercial/Industrial: City Certification of Applicant Information: Carlsbad Unified School District San Marcos Unified School District 01 Pine Ave. 215 Mate Way Carlsbad CA 92009 (729-9291) San Marcos, CA 92069 (736-2200) Encinitas Union School District C San Dieguito Uiuou High School District 101 South Rncbo Santa Fe Rd 710 Encinitas Blvd. Eucinitas, CA 92024 (944-4300) Encuutas, CA 92024 (753-6491) Certification of ApplicantlOwners. The person executing this declaration (Owner') certifies under penalty of penury that (1) the information provided above is correct and true to the best of the Owners knowledge, and that the Owner will file an amended certification of payment and pay the additional lee if Owner requests an Increase In the number of dwelling units or square footage after the building permit Is issued or if the Initial determination of units or square footage is found to be incorrect, and that (2) the Owner Is the owner/developer of the above described proiect(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. Signature: Date: 1635 Faraday Avenue. Carlsbad, CA 92008-7314 • (760) 602-2700 • FAX (760) 6028560 No Revised 4/20/00 JAN-30-2002 WED 01:17 PH CITY OF CRSLBAE ____ FX NO, 76C 6.02 8558 P. 05 'S. SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE-SCHOOL DISTRICT REQUIREMENTS FOR THE PROJEC(f HAVE 9 BEE9R WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issu wialler mits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFiCIAL '. ifle TITLE Asst. Superintendent, DO= NAME OF SCHOOL DISTRICT $ DWAMJIIU UIVION "101i SCHOOL D1S11J( DATE PHONE NUMBER _d03 15:33 8586890234 COAST CONTRACTING PAGE 02 LEUCADIA COUNTY WATER DST*ICT APPLICATION FOR SEWER SERVICE The application must be signed by the owner (or his representative) of the property to be served. Th 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. FAILU 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 for the balan 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 charges 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 year 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 s e w e r p e r m i t s f o r subdivisions. Such applicants shall be required to notify the District, on forms provided by th e D i s t r i c t , o f e s c r o w closing on individual properties within the subdivision. Sewer service charges shall c o m m e n c e u p o n c l o s e o f escrow and will be the responsibility of the buyer. It a service lateral is required, it must be installed by the owner/applicant in conformance with the specifications, rules and regulations of the District and subject to ins p e c t i o n b y t h e D i s t r i c t . A DISTRICT INSPECTOR MUST BE ON THE SCENE AT THE TIME OF CONNECTI O N . The service lateral is that part of the sewer system that extends from the main collec t i o n l i n e i n t h e s t r e e t (or easement) to the point in the street (at or near the applicant's property line) where t h e s e r v i c e l a t e r a l i s connected to the applicant's building sewer. The applicant is also responsible for the c o n s t r u c t i o n , a t t h e applicant's expense, of the building of sewer from the applicant's plumbing to t h e p o i n t i n t h e s t r e e t ( o r easement) where a connection is made to the service lateral and for construction, 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 SEWER SY S T E M M A Y B E USED BY THE APPLICANT. THE APPLICANT, OR HIS AUTHORIZED REPRESENTATI V E M U S T N O T I F Y T H E DISTRICT AT THE TIME INSPECTION IS DESIRED. ANY CONNECTION MADE TO T H E S E R V I C E L A T E R A L OR COLLECTION LINE WITHOUT PRIOR APPROVAL AND INSPECTION BY THE 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 CONNECT I O N S M U S T B E M A D E WITH AN LCWD INSPECTOR AT THE SCENE AT THE TIME OF CONNECTION. IF, FOR A N Y R E A S O N , A C O N - NECTION IS IMPROPERLY MADE, IT SHALL BE THE RESPONSIBILITY OF THE APP 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 $ O T H A T A N INSPECTION MAY BE MADE AND THE APPLICANT AT THE APPLICANTS EXPEN S E S H A L L M A K E A N Y CORRECTIONS OR ALTERATIONS REQUIRED BY LCWD. IN THE EVENT THAT THE A P P L I C A N T , F O R A N Y REASON, FAILS TO TAKE APPROPRIATE ACTION, THE DISTRICT RESERVES THE R I G H T T O D I G U P A N D INSPECT THE CONNECTION AND MAKE ANY CORRECTIONS NECESSARY, A T T H E A P P L I C A N T S EXPENSE: OR IN THE ALTERNATIVE, TO DISCONNECT SERVICE, ANY COSTS INCUR R E D B Y L C W D I N TAKING SUCH CORRECTIVE ACTION SHALL BE BILLED TO THE APPLICANT AND MAYBE RECORDED AS A LIEN AGAINST THE APPLICANTS PROPERTY EQUAL IN PRIORITY TO A TA X L I E N , Pirineos Point LLC OWNER'S NAME ______________ -6t-S911 PHONE NUMBER _______ 7929 Silvertofl Ave. Ste MAILING ADDRESS.. Ste 609 San Diego CA 92126 2610 Pfrmneos way La Costa SERVICE ADDRESS 3950.00 CONNECTION FEE: 0 PRORATED SEWER SERV. FEE: $ TOTAL $ 55,300.00 */UNITS 14 PAIDBY: DGASH CHECK* 2522 The undersi ned hereby a rees that the above information given is cor r e c t a n d a g r e e s t o t h e ZI5 " 4/1 7102 'r -22623 Owner Sirature Date Reed by Account No. - Ref: 158 aPERMITi TRACT NAME/NO. LOT # ASSESSOR'S PARCEL 4O0 NO. 216-200-7 400 TYPE/BUILDING Apartments W 2 'o-• /rft J)fJ3/ Ji 1)/7 Sjc __ ç .01 gon --vvJ-F—e-vlw 47AVv ap lei ]m1do3 s 0018 .3HSY.HOMVd WNW MID I Lu ) 7 .f HHOO SN3 Qth i ' / 1. - Q - 'TW/'f MWOO NVId V WOW 01 UMB 1I4V3fld 7/ çy ?l'10 H3m3s,u3HW- ivno 1.1W / .LVVI ZVH 1d30Hi1VH 1• V1H01/liddv31.Ui 12 NI1J33NI9N3 9NINNVId - 0Nlfl(fl9 irn :c1 i.dv 1J.N0S8 lS 091. )l09L1 V0dS P9C9-SiJNfl P .LNV1IddVi. 001 -3J.MOd SONlId SO3NIdt'i9 - 09C 1090 2 / INCORPORATED / 195 ) N ' \j - O$120.00 $0.00 \c) Plan Check Revision Fee Additional Fees / •—J ,,/ / 11-27-2002 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No: PCR02300 Building Inspection Request Line (760) 602-2725 2614 PIRINEOS WY CBAD PCR Status: ISSUED Lot #: 0 Applied: 11/14/2002 $0.00 Construction Type: NEW Entered By: CB Plan Approved: 11/27/2002 Issued; 11/27/2002 PIRINEOS PT/ TRUSS, HARDWARE Inspect Area: & FRAMING CHANGES 2292 11/27/02 0002 01 02 COP 12000 Job Address: Permit Type: Parcel No: Valuation: Reference #: Project Title Applicant: DARRYL CLUBB STE 609 7929 SILVERTON SD 92126 Total Fees: $120.00 Total Payments To Date: $0.00 ç Balance Due: $120.00 FINAL APPROVAL Inspector: Date: Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as 'fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and 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 PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1.685 Faraday Ave., Carlsbad, CA 92008 EINjMAT3 0* C4 FOR OFFICE USE ONLY PLAN CHECK NO.g()— EST. VAL. Plan Ck. Deposit Validated By _£7 Date _r'rr e.d#* ,y (/'c'E S /i E Address (include (include Bldg/Suite #) Business Name (at this address( '.1 Legal Description Lot No. Subdivision Name/Number. Unit No. Phase No. Total # of units Assessor's Parcel # of Work Existing Use SQ. fl. #of Stories Proposed Use # of Bedrooms # of Bathrooms Name - Address City State/Zip Telephone # Fax #, 3. APPCA Lonra;tcr g 1oContra9r Name Address City State/Zip Telephone # OP T i Name Address '. City State/Zip Telephone # Z AAc izt 31 -.--- (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 r7000 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 # . . PEN AT W Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: Cl I have and will maintain a certificate of consent to self-insure for workers' compensation as provide by Section 3700 of the Labor Code, for the performance of the work for, which this permit is issued. " l have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit' is issued. My worker's compensation insurance carrier andpolicy number are: Insurance Company ' Policy No.. Expiration bate__________________ (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 the Labor code, interest and attorney's fees. SIGNATURE _. . . , . . '. . . DATE r1 - I hereby affirm that I am exempt from the'Contractors License Law for the following reason: I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is, not intended or offered for sale (Sec. 7044, Business and Professions. Code: The Contractor,'s License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). 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) liôensed 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 ONO '2. I (have I 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 I address I phone number I 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 will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address I phone number / type of work): PROPERTY OWNER SIGNATURE. ' - DATE 'T MIT, ffi• . ' 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 I 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.' 8 JRIQE GY ] .1 * iN 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 ' ' ' ' LENDERS ADDRESS - ' 9L 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 Citt' 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 i building Official u he provisions of this Code shall expire by limitationand become null *and void if the building or work authorized by such per mil not commence within 180 d s fro he date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the rk is commenced to r'od 80 s (Section 106.4.4 Uniform Building Code). APPLICANT'S SIGNA - ' .A__. -- " 'DATE WHITE: File YELLOW: Aølicant PINK: Finance' ) EsGil Corporation In Partnership with Government for Building Safety DATE: November 26, 2002 JURISDICTION: Carlsbad PLAN CHECK NO.: PCR02-300(01-3250rev) SET: I PROJECT ADDRESS: 2614 Pirineos Way PROJECT NAME: Structural and Truss Revision for Building 1 D APPLICANT JURIS. 0 PLAN REVIEWER 0 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. El 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. El The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. El 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. El 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 REMARKS: By: Bert Domingo Enclosures: Esgil Corporation EGA EMB EJ L1Pc 11/15/02 trnsmtl.dot VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: PCR02-300(01- 3250.rev) PREPARED BY: Bert Domingo DATE: November 26, 2002 BUILDING ADDRESS: 2614 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 lcb IBy Ordinance Bldg. Permit Fee by Ordinance V I I Plan check Fee by Ordinance I $120.00 Type of Review: E Complete Review -' J Structural Only [I Other LI Repetitive Fee Repeats Hourly ii Hour * Esgil Plan Review Fee I $96.00 * Based on hourly rate Comments: Sheet I of I macvalue.doc t MaxQuake All Rights Reserved Q99.07We7 Right Roof Floor Block Block Perim Overall Area Area Wall Width 2251.6 84 2184 84 84 2184 84 84 1385.6 Roof at 2nd Fl 1344 84 TypOH 1344 84 Lto 1.3 HzProj hRe= 2.25 hRi= 144.75 Exterior Wall Ext Finish 2 Shear 1.5 Framing 4 Insulation 0.5 Gyp. Bd. 2 12744 I hRi= 354.25 hRi= Wi= 691.2 Wi= 782E st horiz. Ail r~ Z V Fajo CA L Lateral t iicAa-Height&Weight-Data- Page 1 Date: Firm: OCHELTREE ARCHITECTURE Job: PIRINEOS POINT BLDG 1&3 By: PCO FLOOR PLAN AREAS & SHEAR WALL GRID SPACING *Establish Grid Soacina and Floor Plan Conflauration at Each_Level. - © 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 I Left fl.n fl hear Wall Spacing 21 21 21 21 r.qpack VF_ Roof R R R R 2ndFWRf 26 2 2 2 2 lstFl 1 1 1 1 Roof R R R R 16 2 2 2 2 2ndFI/Rf1st A I I I I fl Roof 2nd FlIRf lstFl Roof 2nd FIIRf r Roof 2nd Fl/Rf 1st FI 2nd FI/Rf &ZA Roof 2nd Fl/Rf WiArea 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 4-Jan 7 Hgs LPIanw/both 5% 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 Floor Area 3528 WI Perimeter 252 1st Fl Dp - S it Slab 1.3 vRe Ave. Sill to Fl Ht 5 vRi Ceiling Insulation 1 Framing 0.5 Gyp. Bd. 2 Other 3.5 Floor Flooring 4 Sheathing 2 Framing 3.5 Insulation 0.5 Other Slab/FoundatiD FtoB LtoR Y Y L ON 2/RooJ 1st Floor Floor Area 3528 Wind Ht.Ridge 28.8 WI Perimeter 252 Wind Ht.@Gable 25.3 Ridge Mean Roof Nt. 27.8 Runs? but at least 3% n-i- ront I Typical Overhang F to BI 1.37 Roof Roof Block Area 936.6 936.6 936.6 936.6 Overall Depth 42 Z= 3 hRe= 55.95 2nd Fl I Roof Overall Depth of Roof at 2nd Fl Roof Block Area Floor Block Area 882 882 882 882 Perimeter Wall 42 42 Overall Depth 42 Z= 3.6 hRe= 1st Floor We= 64.8 Floor Block Area 882 882 882 882 Perimeter Wall 42 42 Overall Depth 42 Z= 4,12 We= 84.872 Z=Iess oflO% of least horiz. dim. or 40% of ht. but not less than 4% SEISMIC LOADS -Establish Dead Loads' Mat Weights 2nd Floor let Floor Base Level Item DL(osfl Area (sO DL(Ibs) Area(sf) DL(Ibs) Area(sf) DL(Ibs Wt Roof 19 3637.2 69106.8 Wt Ceil 3.5 3528 12348 3528 12348 Wt Ext WI 10 2268 22680 2595.6 25956 630 6300 WtlntWl 10 3528 35280 3528 35280 Wt Floor 10 3528 35280 3528 35280 Sum 2nd 174695 Sum 1st 108864 Base 6300 interior wall default: 10 psf of floor area Sum 2nd,lst & Base 289859 WIND LOADS 'Wind Pressure' UBC Section1620 90 P=gslwCeCq . I I I Vp 70 Figure 16-1 19.7 Ex B Section 1616 Iwl_1lIable 16-K qs 12.6 Table 16-F Ce 0.72 Table 16-G hCq 1.3 Table 16-H, #2 vCg -0.7 Table 16-H, #2 Ph= 12 Hz. Force (psf) Pv= -6.35 Vt. Force (psf) -Total Wind Load In Each Direction At Each Level (Ibs). Trib Area F to B Trib Area L to R Wind Load End Z Inter Z SumPAt End Z Inter Z SumPAt F to B L to R Roof 2 56 354 4,838 2 145 1,734 Roof I . . 9,296 3,963 2nd Fl 65 691 8,916 65 313 4,458 9,560 4,780 1st Floor 85 780 10,204 85 348 5,102 7,579 3,789 Up Roof 2 1,399 2,566 . Uplift 25,178 25,178 Up Roof I Uplift GOVERNING LATERAL LOADS 'Maximum Total Load in Each Direction At Each Level (ibs)' Front toBack Side toSide Roof 2 21,491 Seismic 21,491 Seismic Lateral Load Analysis Page 2 MaxQuake © 1995 Archforms Ltd.. IDate: 2 Firm: OCHELTREE ARCHITECTURE All Rights Reserved Lateral Load Analysjs.& I Job: PIRINEOS POINT BLDG 1 &3 By: PCO Q99.07We7 Construction Design Software BUILDING CODE -Distribute Shear to Various Levels' UBC formula (30-15) 'Select Code' Force at Level x = V (Wtx)(Htx)/Sum(Nti)(Hti) Ft assumed = 0 96 BOCA Ht is measured from plate to foundation EEhp (30-1) 97 SBCCI Wt x Ht x (Wt)(Ht) Fx p F to B p L to R' X 97UBC Roof 2 92795 24.3 2254914 21491 2nd Fl/Roof 1 107226 15.3 1640558 15636 1.00 1.00 1st Floor 89838 5 449190 4281 1.00 1.00 Sum 289859 24 4344661 41408 '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 W12 11340 11340 22680 WtIntWl2 35280 35280 Wt Floor 2 35280 35280 Wt Roof list WtCeill 12348 12348 1/2 Wt Ext WI 1 12978 12978 25956 WtlntWl1 ' 35280 35280 Wt Floor 1 35280 35280 1/2Wt Ext WI Bsmt 6300 Wt Cell Bsmt Line Sum 92794,8 107226 89838 W= 289859 'Determine Base Shear' UBC Section 1630.2 Zone 4 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= l_0.44 _Table 16-Q 1= 1.0 _Table 16-K Cv=l_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=I 1.00 Table 16-T formula (304) (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: 41 Firm: OCHELTREE ARCHITECTURE All Rights Reserved Lateral Load Analysis & Job: PIRINEOS POINT BLDG i&3 By: PCO Q99.07We7 Construction Design Software Line I Line 2 ILine 3 Line 4 Line 5 ILine 6 Line 7 ILine 8 Segment (Seg) names a-g appear to show possible quadrants (q). Remove Segs not used. Move and add 1,2 ... to denote multiple (m) seq's in a quadrant, le., b2. Seq Variables; Lg: Se I lgth. Ht: Sag hght (from pg 1). B: Beating Wall? -B=yes. E/I: Ext. or Int. Wall? - E=Ext, l=lnt. S: Stacked Seq above, same row, q&m & 15 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 Fit BE/I q&m Lg Ht BE/I q&m Lg Fit BE/I q&m Lg Ht BE/I q&m Lg Fit B E/I q&m Lg Fit BE/I q&m Lg Ht BE/I q&m Lg Ht BE/I A1898E A116981 All 16981 A116981 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 Unes Run From Front to sum 16 Syst SW sum 32 Syst SW sum 32 Syst SW sum 32 Syst SW sum 16 Syst SW sum Syst sum Syst sum Syst Back 1st Sag 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 Fit B EA S q&m Lg Fit B E/I S q&m Lg Fit B E/I S q&m Lg Fit B E/I S q&m Lg Fit B E/I S q&m Lg Fit B E/I S q&m Lg Fit B E/I S q&m Lg Ht B E/I S AI89BE All 169B1 A1169B1 A1169B1 AI89BE BI 8 11 B E 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 Fit B E/I S q&m Lg Fit B E/I S q&m Lg Fit B E/I S q&m Lg Fit B E/I S q&m Lg Ht B E/I S q&m Lg Ht B E/I S q&m Lg Fit B E/I S q&m Lg Fit B E/I S B126 4 B E B152 4B1SB1 52 4BISBI 52 4BISBI 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 HeighULength ratio is limited to 2/1 for edge blocked panel. 'FitlLg >2 limit' appears if exceeded. See Code Ch. 16 for FitJLg limits for other assemblies. Shear Wall Segments Data, Lines A-H Page 4 MaxQuake © Archforms Ltd. Date: Firm: OCHELTREE ARCHITECTURE All Rights Reserved Lateral Load Analysis & Job: PIRINEOS POINT BLDG 1 &3 By: PCO Q99.07We7 Construction Design Software Line A. I Line 'B ILine C ILine D Line E ILine F ILine G ILine H Segment (Seg) names 1-7 appear to show possible quadrants (q). Remove Segs not used. Move and add a,b ... to denote multiple (m) seg's in a quadrant, ie., 2b. Seq Variables; Lg: Sea lgth. Ht: Seq hght (from pg 1). B: Bearing Wall? -B=yes. E/i: Ext. or mt. Wail? - E=Ext, i=lnt. S: Stacked Seq above, same row, g&m &!5 Lg. 2nd Seg Wall Variables Seq Wall Variables Seg Wall Variables Seg Wall Variables Seq Wall Variables Seg Wall Variables Seq Wail Variables Seg Wall Variables Level q&m Lg Ht B EA q&m Lg Ht B E/i q&m Lg Ht B E/i q&m Lg Ht B E/i q&m Lg Ht B E/i q&m Lg Ht B E/i q&m Lg Ht B E/i q&nl Lg Ht B E/i IA 7 9 B E IA 8 9 B E A,B,C.. 2A 5 9 B E I lB 10 9 B E V 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 Seq Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seq 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 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 Eli S IA 6.8 9 B E IA 9 9 B I IA 7.5 11 B E 2A 4.5 9 B E 2A 9 9 B I lB 5.5 11 B E 28 6.8 9 B E 2B 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 3B 5.5 11 B E 4A 7.5 IlBE sum 29. Syst SW sum 45 Syst SW sum 41 Syst SW sum Syst sum Syst sum Syst sum Syst sum Syst Base Seg Wall Variables Seq Wall Variables Seq Wail Variables Seg Wall Variables Seq Wall Variables Seq Wall Variables Seq Wail Variables Seq Wail 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 ElI S q&m Lg Ht B E/i S q&m Lg Ht B E/i S q&m Lg Ht B Eli S q&m Lg Ht B E/i S IA 3.5 7 B I IA 21 4 B E S IA 21 1 B I 2A 5 7Bl 2A 214BES2A 211B1 V 3A57B1 3A214BE 3A211Bl 4A 5 7B1 4A 2I4BES4A 211Bl 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 211 for edge blocked panel. "HtlLg >2 limit" appears if exceeded. See Code Ch. 16 for Ht/Lg limits for other assemblies. Lateral Load Distribution & Overturning Moment Page 5 MaxQuake © 1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: Firm: OCHELTREE ARCHITECTURE Job: PIRINEOS POINT BLDG 1&3 By: PCO Q99.07We7 Construction Design Software Lateral Line I Line 2 Line 3 Line 4 Line 5 Line 6 Line 7 Line 8 Force I %SM Seis %= Wind %= W/ft-- if 'W',-snow RM= if "w".67,"s".9 OTM= if St'k Vnet*ht Vadj= V= SurnV= Distrlb bib fi A/Sum fiA bib wi A/Sum wtA Sum 1ev. wthb area Wt/ft*LqFt2/2k SumV*Ht*LgILg SumV from adi Ln Ln%*Vmax SorW Vadj+Vabv+V 2nd 12.9 12.5 % SM 25.8 25 % SM 25.8 25 % SM 25.8 25 % SM 12.9 12.5 % SM % SM % SM Level Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg WIft 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 r=V wall *10/lw I V level Frame V frame/ Vadj line 2 Vadj line 1 or 3 Vadj line 2 014 Vadj line 3 015 Vadj line 4 or 6 Vadj line 5 o 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 $ 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 % SM 12.5 12.5 % 5/W % SM % SM Level 1 Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seismic Al 330 9.5 21.2 Al 399 34.1 35.7 Al 399 34.1 35.7 Al 399 34.1 35.7 Al 330 9.5 21.2 15,636 BI 350 10.1 26 BI 415 35.4 43.6 BI 415 35.4 43.6 BI 415 35.4 43.6 BI 350 10.1 26 2-20/ (r max AbA.5) Vadj line 2 Vadj line I or 3 Vadj line 2or4 Vadj line 3 015 Vadj line 4 016 Vadj line 5 017 Vadj line 6 or 8 Vadj line 7 1.00 r= V above 2.77 V above 5.53 r= V above 5.53 r= V above 5.53 r= V above 2,77 1= Vabove p V above p V above 0.08 1st !evV 1.95 0.08 lstlevV 3.91 0.08 lstlevV 3.91 0.08 lstlevV 3.91 0.08 1st levV 1.95 1st levV 1st levV 1st levV 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 % 5/W 12.5 12.5 % 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 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 1 013 Vadj line 2 014 Vadj line 3 015 Vadj line 4 016 Vadj line 5 017 Vadj line 6018 Vadj line 7 1.00 p V above 4.72 p V above 9.44 r= V above 9.44 r= V above 9.44 p V above 4,72 p V above r V above r= V above 0.05 Bsmt V 0.95 0.05 Bsmt V 1.89 0.05 Bsmt V 1:890.05 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: a. Firm: OCHELTREE ARCHITECTURE Job: PIRINEOS POINT BLDG 1 &3 By: PCO Q99.01We7 Construction Design Software Lateral Line A I... Line B Line C Line 0 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= SurnV= Distrib tnb fl A/Sum flA bib wi A/Sum WA Sum 1ev. wtiib area WI1ft*LgA2/2k Sum V*Ht*Lg/YLg SumV from adj Ln Ln%*Vmax SoiW Vadl+Vabv+V 2nd %SIW 31 31 %S/W 50 50 %S/W 19 19 %SIVV %STW %SIW %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 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/IN 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 .SumV 10.7 Sum Sum Sum Sum Sum 1st %S/W 31 31 %S/W 50 50 %S/W 19 19 %SIW %STW %S/W %S/W %S/W Level Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seismic IA 603 12.5 32.8 IA 282 10.3 14.1 IA 460 11.6 27.6 15,636 2A 603 5.49 21.7 2A 282 10.3 14.1 IS 460 6.26 20.3 2B 603 12.5 32.8 2B 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 1ev V s Sum 15.6 s Sum 7.82 s Sum 13.7 Sum Sum Sum Sum Sum Base % S/W 31 31 % S/W 50 50 % 5/W 19 '19 % S/W % SIW % S/W % S/W % SPiN 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 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= 4B 186 0.76 18.7 2-20/ (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 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 021 Bsmt V 1.33 0,03 BsmtV 2.14 0.05 BsmtV 0.82 BsmtV BsmtV BsmtV BsmtV BsmtV _____ s Sum 16.91 s Sum 9.961 s Sum 14.5 SumV I Sum I Sum I Sum I Sum Shear Wall and Hold Down Requirements Page 7 MaxQuake @1991 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: ,, Firm: OCHELTREE ARCHITECTURE Job: PIRINEOS POINT BLDG 1 &3 By: PCO- Q99.07We7 Construction Design Software Line I ILlne2 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. Ed HD HD HD HO HD HD HD HD Level Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Al 1,070 A HIb Al 714 A Hie Al 714 A Hie Al 714 A Hie Al 1,070 A Hib 1,2,3.. BI 1,070 A HIb Bl 714 A Hla BI 714 A Hie BI 714 A Hla BI 1,070 A Hib Wall Lines Run From Front to Shear(pIf) 173 Shear(plf) 173 Shear(plf) 173 Shear(plf) 173 Shear(plf) 173 Shear(pif) Shear(plf) Shear(pif) Back Wall Type A 6 Wall Type A 6 Wall Type A 6 Wall Type A 6 Wall Type A 6 Wall Type Wall Type Wail Type Roof Uplift from Side to Side resisted by Left and Right Ext. Walls UPI ft (pif) Rf 2 © Ext WI -249 Uplift Detail © Rf 2 & Ext WI NA 1st HD HD HD HD HD HD HO HD Level I Seg Uplift Type Sag Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seq Uplift Type Seg Uplift Type Sag Uplift Type Al 1,468 A HIb Al 100 A NA Al 100 A NA Al 100 A NA Al 1,468 A Hib BI 1,986 A H2 BI 509 A Hla Bl 509 A Hla BI 509 A Hla Bl 1,986 A H2 Shear(plf) 295 Shear(plf) 295 Shear(plf) 295 Shear(pif) 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 (pif) Rf I @ Ext Wi Uplift Detail © Rf I & Ext WI NA Straps/Hold-Downs must run continuous down through the Wall below to the Foundation. If no Wall below: be to Beams, sized for Hold-Down Point Loads. Base ND HD HD HD ND HD HO HD Level Seg Uplift Type Seg Uplift Type Sag Uplift Type Seg Uplift Type Seq' Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type BI Bl BI BI BI Shear(plf) 218 Shear(pif) 218 Shear(plf) 218 Shear(plf) 218 Shear(plf) 218 Shear(pif) Shear(plf) Shear(plf) Wall Type A 6 Wall Type A 6 Wail Type A 6 Wall Type A 6 'Wall Type A 6 Wall Type Wail Type Wail Type Shear per Linear Foot (Shear(plf)) = Sum of Shear at that Line & Level (Sum V) I Linear Feet of Shear Wall at that Line & Level (Sum Seg Lgth) ______ Minimum required Shear Wall Construction or Shear Frame for Wall Type Symbol is selected from Shear Wall Schedule on Page 9. Shear Wall and Hold Down Requirements Page 8 MaxQuake © 1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: Firm: OCHELTREE ARCHITECTURE Job: PIRINEOS POINT BLDG 1 &3 By: PCO 099.07We7 Construction Design Software Line A I Line B Line C Line D Line E Line F Line G Line H Uplift = Overturning Moment (OTM) - Resisting Moment (RM) I Segment Length (Seg Lg). Minimum required Hold Down (HO Type) selected from Hold-down and all Strap Schedule on Page 9. 2nd HD HD HD HO HO HD HD HD Level Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type IA 2,019 A H2 IA 888 A Hia A,B,C.. 2A 2,363 A H2 lB 645 A HIa Wall 28 2,191 A H2 2A 888 A Hie Lines 3A 2,363 A H2 3A 888 A Hia Run 4A 2,019 A H2 3B 645 A HIa From 4A 888 AHIa Side to Shear(plf) 358 Shear(plf) Shear(pif) 207 Shear(pif) Shear(plt) Shear(plf) Shear(plf) Shear(plf) Side Wall Type A 4 1 Wall Type I Wail Type A 6 Wail Type Wail Type Wall Type Wail Type Wail Type Roof Uplift from Front to Back resisted by Front and Back Ext. Walls Up ift(pif) Rf 2 @ Ext WI -125 Uplift Detail @ Rf 2 & Ext WI NA let 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 IA 2,977 A H5 IA 421 A Hia IA 2,130 A H2 2A 3,600 A H5 2A 421 A HIa lB 2,544 A H2 28 2,977 A H5 2B 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 2,130 A H2 Shear(plf) 536 Shear(plf) 174 Shear(plf) 335 Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Wail Type A 2 Wall Type A 6 Wail Type A 4 Wall Type Wall Type Wall Type Wail Type Wail Type Roof Uplift from Front to Back resisted by Front and Back Ext. Walls Upiift(pif) Rf I @ Ext Wi Uplift Detail @ Rf I & Ext WI NA Straps/Hold-Downs must run continuous down hrough the Wall below to the Foundation. If no Wall below; tie to Beams, sized for Hold-Down Point Loads. Base HD HD HD HO HD HD HO HO Level Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type IA 4,412 A H5 IA IA 2A 4,017A H5 2A 2A 3A 4,017 A H5 3A 3A 4A5,022AH6 4A 4A 48 5,115 A H6 Shear(plf) 769 Shear(plf) 119 Shear(pif) 173 Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Wall Type A 33 Wall Type A 6 Wall Type A 6 Wall Type Wail Type Wail Type Wail Type Wail Type Shear per Linear Foot (Shear(plf)) = Sum of Shear at that Line & Level (Sum V) I Linear Feet of Shear Wall at that Line & Level (Sum Seg Lgth) ______ Minimum required Shear Wall Construction or Shear Frame for Wall Type Symbol is selected from Shear Wall Schedule on Page 9. Shear Wall and Hold Down Schedules Page 9 MaxQuake 1995 ArchformsLt Date: Firm: OCHELTREE ARCHITECTE M Rights R d. Construction Design Software Job: PIRINEOS POINT BLDG 1 &3 SHEAR WALL OPTIONS: Place an "X" in the appropriate shaded block. Special Zone Hardware Mfg. Wall Framing Material X No X Simpson X Doug Fir or So.Pine Los Angeles Area KG Metals Hem Fir (s,gray.c49) USP-Silvr/Kant 3-1/2" Metal Studs 94 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 PIyIPB Wall Sheathing Fasteners X SW-All Plywd or PB X 3/8"orll2° CC or CD Ply X 8d SW-Gyp,Stuc or Ply 3/8"orl/2° Struc I Ply lOd HF- Hardy Frame 318"orll2° CD Ply o/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 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 Pros. vert. psf -6.35 Response Factor 5.5 Note 1,2 Note 3 Note 6 Note 7 Note 6,8 Note 910 NA construct wall as spec'd per symbol or any below WALL HOLD-DOWN & STRAP SCHEDULE A 6 260 1/2° Ply 6" 40"oc 6"oc 22"oc 20"oc Hold-Down Max. Mm. Wall Foundation Bolt Symbol Uplift Post Fl to Fl Anchor Type Bolt 4 A 4 380 1/2" Ply 4" 27"oc 4"oc 15"oc 14"oc lbs. Size Strap Straps HD DIa. 4 A 3 490 1/2' Ply 3" 21"oc : 11"0c 11"oc Note 3A Note Note 2A Note 4 A 2 640 1/2" Ply 2" 16"oc 9"oc 8"oc 4,5 A 44 760 ea side 1/2" Ply 4" 14"oc 7"oc 7"oc NA up to 300 use the hold-down across or below req'd type A HIa 1,005 2x CS20 20"+ PAHD42 4,5 A 33 980 ea side 1/2" Ply 3" 10"oc 6"oc 5"oc A HIb 1,650 2x CSI6 30"+ LTT20 1/2" 4,5 A 22 1280 ea side 1/2" Ply 2" 8"oc 4"oc 4"oc A H2 2,775 2-2x MST 48" STHDIO HD2A 5/8° A H5 4,685 2-2x MST 60" PHD5 5/8° 1 Sheathing: 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 OF typ © 16"oc., 3x req'd if lOd w/ +1-5/8" penetration, 2" or 3"oc A H8 6,730 2-2x CMSTI4 68"+ PHD8 7/8" 3 Typical Fasteners: 8d Common or Galv. Box nails (no sinkers), nail field @12° A HIO 9,540 4x CMSTI2 90"+ HDIOA 7/8° 4 3x at plate and panel edges at walls w/ Shear over 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/ 7x2"0/16" Plate Washer ? Add F-4-8 -1 inches to Fl to Fl Tie Strap for gap across Joist 7 Stagger 16d nails in 2x, lags at 3x plates when no sheathing continuity to Rim Joist 1 Straps and HD's as Mfg. by Simpson Strong-lie Co. Cat C-99 8 Pre-drill 3/8" hole for Lag. Provide Washer. Adjust lgth for 2° penetration into Joist. 2 Nall 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 Walling, 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 Lgth Of Gap. 10d at CS, 16d: CMST & MST 4 Straps and Hold-Downs must run continuous to Walls below; if no Wall below, tie to Beams, sized for Hold-Down Point Loads Shear Wall and Hold Down Schedules Page 101 MaxQuake @1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Q99.07We7 Construction Design Software Date: . Firm: OCHELTREE ARCHITECTLI Job: PIRINEOS POINT BLDG 1 &3 By: PCO j I' DIAPHRAGM OPTIONS: RfIFl Framing Mat RfIFl Diaphragm Fasteners X DF or So.Plne X All Unblocked 8d Corn Only Hem Fir Rf UnBIk, Fl BIk X 8d@Rf, 10@Fl Other Block All Edges lOd Corn Only 14 ga Staple FCOLLECTOR/TIE AND DIAPHRAGM SCHEDULE Max. Collector/Tie Tie Tie Rod Force Cont. Joist or Strap Washer Symbol (Ibs) Solid Blocking or Cont. Dia. Dia. HO To Customize, Overwrite Schedule or See Apx. C Other less of C&T par to grain: 425 Joist 20ksi 625 Note 1,2,6 Note 2,3,4 Note 4 Note 5 Note 7 Use collector/Tie as spec'd per symbol or any NA 300 A CI 2,231 2x4 MST27 . odel A C2 3,506 2x6 MST37 3/4" 1.79 2. HD5A A C3 4,405 2x8 MST4B 7/8" 2.24 2. HD6A A C4 5,800 2x10 MST6O 7/8" 2.96 2- HDBA C5 6,440 2x12 2- MST37 7/8" 3.28 2- HD8A A C6 8,310 2- 2x10 HST5 7/8" 4.23 HDIOA A C7 11,170 2- 2x10 HST6 7/8" 5.69 2-PHD6 A C8 17,691 3. 2x10 7/8" 9.01 2. HDIQA Numbers and Unit Shear Capacities (Ibs) ft 8 ft 9 ft lOft F - 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 HD 5 Provide Washer w/ Dia. (inches) at end of blocked RftlJst bays, Mal. iron or 1/4" St. Connect Continuous Collector/Tie to shear wall as required by Shear Wall Schedule 7 HO at Rod to Shear Wall and/or RftiJst. Mfg. by Simpson Strong-Tie Cat C-99 XT. WALL UP-LIFT SCHEDULE Roof Shear Diaphragm Edge Floor Shear Diaph. Diaphragm Load Material Nail Diaphragm Load Material Symbol (pit) Note 1,2,4 Note 3 Symbol (pif) Note 1,2,4 lift Stud to Plate Plate to Rafter Stud to Rafter if) at 16" oc at 24"oc at 16" at 16" oc 50 8d Nail lOd Nail F 6 A100 Ply Nailing or H2 H2 A R6 180 1/2" Ply 6" A F6 215 3/4" Ply 180 A35 H4 H2 A R4 1/2" Ply 4" A F4 3/4" Ply 310 SPI 1110 HI H2 A R3 1/2" Ply 2-1/2" A F3 3/4" Ply 60 SP4 Hi HIO LTSIO A Ri 1/2" Ply 2" A F2 3/4" Ply 600 SP2 1110 H7 ? ? 170 FTA2 1 Sheathing: Floor 3/4 CD-AC Ply/OSB, Roof 1/2 CD or CC Ply/OSB, Unblocked 560 FTA7 2 Framing: 2x typ, 3x req'd if lOd pen more thanl-5/8", or nails spaced less than 3"oc 3 Typ. Fasteners: 8d Corn, @ Roof,10d Corn. @ Floor (no sinkers) field 12"@Rf,10"@Fl 1 Anchors and Clips as Mfg. by Simpson Strong-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. All Rights Reserved Lateral Load Analysis & Date: ._- Firm: OCHELTREE ARCHITECTURE Job: PIRINEOS POINT BLDG 1 &3 By: PCO Q99.07We7 Construction Design Software Line I I Lin'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 me 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 eraqe Diaphragm Shear along the Line. IF "G p" appears correct Line C/T discontinuity. 2nd CIT Load CIT Seg CIT Load CIT Seg CIT Load CIT Seg C/T Load CIT Seg CIT Load CIT Seg CIT Load C/T Seg C/T Load C/T Seg C/T Load CIT 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.. BI 856 A Cl BI 659 A Cl r BI 659 A Cl BI 659 A Cl BI 856 A Cl Wall Lines Run From Front to front 527 A Cl front front front front 527 A Cl. front front front Back Shear(plf) 66 Shear(plf) 132 Shear(plf) 132 Shear(plf) 132 Shear(plf) 66 Shear(plf) Shear(plf) Shear(plf) - Rf Dlaph A R6 Rf Diaph A R6 Rf Diaph A R6 Rf Diaph A R6 Rf Diaph A R6 Rf Diaph Rf Diaph Rf Diaph I Rf C/T Load C/T Sec CIT Load C/T Sec CIT Load C/T Se C/T Load CIT Se C/T Load C/T Se C/T Load C/T Se C/T Load CIT Se C/T Load C/T Seg 2F1 Sag back Type be Seg back Type b& Sag back Type beg Seg back Type beg Seg back Type beg Seg back Type beg Seg back Type_beg Sag back Type beg Al Al Al Al Al BI 1461 A Cl BI 1124 A Cl BI 1124 A Cl Bl 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) Rf Diaph A R6 Rf Dlaph A block? Rf Diaph A block? Rf Dlaph A block? Rf Diaph A R6 Rf Diaph Rf Dlaph Rf Diaph Fl Diaph A F6 Fl Diaph A block? Fl Diaph A block? Fl Dlaph A block? Fl Diaph A F6 Ft Dlaph Fl Diaph Fl Diaph 1st C/T Load C/T Se C/T Load CIT Se! C/T Load C/T Se C/T Load CIT Se CIT Load C/T Se C/T Load CIT Se CIT Load C/T Se C/T Load CIT Seg Floor Sag back Type bec. Seg back Type be! Seg back Type bet Sag back Type be Seg back Type be Seg back Type be Sag back Type be 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 Dlaph A block? Fl Dlaph A block? Fl Diaph A block? Fl Diaph A F6 Fl Diaph 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) Collector/Tie & Diaphragm Loads, Lines A-H Page 12 MaxQuake © 1995 Archforms Ltd. Date: j..- Firm: OCHELTREE ARCHITECTURE All Rights Reserved Lateral Load Analysis & Job: PIRINEOS POINT BLDG 1 &3 By: PCO Q99.07We7 Construction Design Software Line A I Lin 1 e 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 Diaphragm She along the tine. If 'Ga ' appears correct Line C/T discontinuity. 2nd CIT Load CIT Se CIT Load CIT Se CIT Load CIT Se CIT Load C/T Sec CIT Load CIT Se CIT Load CIT S€ CIT Load CIT Se CIT Load C/T Seg Root Seg left Type beC Seg left Type be Seg left Type be Seg left Type bet Sag left Type be Sag left Type beg Sag left Type be. Sag left Type beg IA IA AIBIC.. 2A 1612 A Cl I 1653 A CI Wall 2B 1612 A Cl 2A 2440 A C2 Lines 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 Cl right right 1663 A Cl right right right right right Side Shear(plf) 128 Shear(plf) Shear(plf) 128 Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Rf Dlaph A R8 Rf Diaph Rf Dlaph A R6 Rf Diaph Rf Diaph Rf Diaph RI Diaph Rf Diaph rr CIT Load CIT Se CIT Load CIT Se CIT Load CIT Se CIT Load C/T Sec CIT Load CIT Se CIT Load CIT Se CIT Load CIT Se C/T Load CIT Seg 2F1 Sag left Type beg Sag left Type beg Sag left Type beg Sag left Type beg Sag left Type beg Sag left Type begg Seg left Type be. Seg left Type beg IA IA IA 2A 2380 A C2 2A 726 A CI lB 2510 A C2 2113 2156 A Cl 2B 1173 A Cl 2A 3453 A C2 3A 4536 A C4 3A 1899 A Cl 3A 2206 A Cl 4A 3476 A C2 4A 1508 A Cl 3B 2510 A C2 4A 3453A C2 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 Dlaph A block? RI Diaph A R6 RI Dlaph A R6 RI Diaph RI Diaph RI Diaph Rf Diaph RI Diaph Fl Diaph A F6 Fl Dlaph A F6 Fl Dlaph A F6 Fl Diaph Fl Diaph Fl Diaph Fl Diaph Fl Diaph 1St CIT Load CIT Se CIT Load CIT Sec,CIT Load CIT Se C/T Load C/T Se C/T Load CIT Se CIT Load CIT Se CIT Load CIT Se CIT Load C/T Seg Floor Seg left Type bet Seg left Type bet Sag left Type be Sag left Type beg Seg left Type be Seg left Type beg Seg left Type be Seg left Type beg IA IA IA 2A 1986ACI 2A 2A 3A 1922 A Cl 3A 3A 4A 2306A C2 4A 4A • 4B 1537A 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 Dlaph A F6 lFl Dlaph A F6 I Fl Dlaph A F6 I Fl Diaph Fl Dlaph Fl Dlaph Fl Diaph Fl Diaph - If RI or Fl Diaph return 'block?, load values are higher than the diaphragm capacity. Change to blocked diaphragm or fastener Option (pg 10) or add Shear Wall (pg 3or4) Vertical Wind Loads for Gable or Hip Roofed Buildings GCp GCp 0(a<10 10<a<45 I S 77 - -. ____ - _.._..•____ -.-- .---- S ===== ------- • - -- --.---FA - ____:- ---- ------- IM M ======= • • ======= • ======= ii. -ray_i .r. • z $ r i rt E g of Roof I ''! L1U e_,r•, __. Is:--- ======= F,L1-- -- • _d -- - -- -- ------- 1E1 ------- 1,1.1, of off 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: PCO I Q99.07We7 Overturning Calculation Template Wind Pressure P and Wind Coefficients GCp for Components and Cladding of enclosed Buildings Wind Pressure for GCp -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 Note: Values are for enclosed Buildings. SBCCI Values for GCp are equivalent to UBC Table 16-H for values of Cq. . • I • _____________ i U II U .uui 11111111 III =======--r•iw• 4 --'-I---- • --.---- ------- =======g! --------' • Figure 1606.217 3< a < It 3 < a < 30 0 20 100 Reduce C 10% if 3< a< 5 Effective Wind Area (sq.ft.) If a< 3 see Figure 1606.20 Figure 1606.2G Monoslope Roofs 10< a <30 Degree: 5 I ===== ------- ------- --------- -----C--- ---"U--- ------- • --==-== "i Serving San Diego County For More Than 80 Years TSSIj de ijSj®N Tilands Avenue 'fiona1ity,€AO 61I9:26364r61Fax461I94776891 DII'iNE to : - V ;fO 3 Ak I rol • INDEX KEY .41 (iT(PIVOUT NOTES 'REVISIONS' BY.iW 6.20.001 SHOWS AREA LIMITS I. THESE TRUSS LAYOUTS AND ENGINEERING SHOULD BE REVIEWED BY THE FRAMER OR BUILDER AND ANY DISCREPANCIES BETWEEN THE DIMENSIONS AND CONDITIONS NOTED VERSUS THE APPROVED- muss cou FOR- CONSTRUCTION BLUEPRINTS SHOULD BE REPORTED TO THE TRUSS DIVISION IMMEDIATELY. ANY (~ ENGWG. SHEET -REFERENCE DEVIATION FROM THESE LAYOUTS AS TO INSTALLATION OR LOCATION OF TRUSSES MUST BE REVIEWED JOB p. AND APPROVED BY OUR OFFICE. DETAIL INDICATOR SHEET NUMBER ALL AREAS NOT DESIGNATED AS HAVING TRUSSES ARE TO BE CONLENTIONALLY FRAMED BY OTHERS. DIN: MATERIALS SUPPLIED ARE FOR INSTALLATION OF THE TRUSSES ONLY. ANY BLOCKING, CONNECTORS. OR L x AREA INDICATES SLOPED FRAMING MATERIALS REQUIRED FOR BACKING, SHEAR TRANSFER OR BRACING SHALL BE PROVIDED BY OR VAULTED CEILING OTHERS UNLESS OTHERWISE NOTED. . AREA INDICATES ALL 21(4 RIDGE BLOCKS ARE COLOR CODED BLACK ON ENDS. j CAL FILL REVIEW ALL TRUSS DETAILS ENCLOSED. AREA INDICATES GEF = GABLE END FRAME. REQUIRES CONTINUOUS BEARING OR SUPPORT UNLESS OTHERWISE NOTED. HIP OVERFRAME PROVIDE ADEQUATE SUPPORT AND BEARING AREA FOR ALL GIRDER TRUSSES. BRACE GIRDERS TO j COMMON TRUSSES ON BOTH SIDES TO KEEP GIRDERS PLUMB. FAU PLATFORM LOCATION OEM 8. THE FRAMER WILL BE REQUIRED TO TRIM OVERHANGS TO LENGTH IN THE FIELD AS WELL AS REMOVING WHERE NOT ATTIC ACCESS LOCATION OVERHANGS APPLICABLE ON SOME RIPPED ROOF AREAS AND INDIVIDUAL TRUSSES. ALL F.A.U. LOADS SHALL BE UNIFORMLY DISTRIBUTED OVER FIVE (5) TRUSSES MINIMUM UNLESS OTHERWISE (2) LU26 INDICATES 'SIMPSON HANGER INDICATED. SEE INCLUDED SHEET FOR SUGGESTED PLATFORM DETAIL -t• T QUANITY ( ) AND TYPE FOR ALL SHEAR TRANSFER CONNECTIONS AND DETAILS, REFER TO THE ARCHITECTURAL AND STRUCTURAL ABBREVIATIONS TYPICAL WALL TYPES DRAWINGS. WQ FOR ALL BRACING. TEMPORARY AND PERMANENT. REFER TO 1115-91 SUMMARY SHEET COMMENTARY AND B/C AT BOTTOM CHORD '- BALLOON FRAMED WALL TO RECOMMENDATIONS FOR HANDLING. INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES (TPI) I t BEV. BEVELLED) ROOF SHT'G BY OTHERS. LATERAL BRACING OF TRUSS MEMBERS, WHEN REQUIRED, IS SPECIFIED ON THE INDIVIDUAL ENGINEERED BM BEAM TRUSS DRAWINGS AND GENERAL NOTES. -I4 B.O. BY OTHERS .'. / RAKEWALL TO BOTTOM OF IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER TO SPECIFY ALL BRACING AND CONNECTIONS ad BRG CII BEARING CONDITION H SCISS. B/C BY OTHERS. NECESSARY TO INTEGRATE THE TRUSS SYSTEM WITH THE REST OF THE BUILDING TO ENSURE STABILITY. I DIFF EJ DIFFERENCE END JACK =fl - fl= STANDARD HEADER - ALL WALLS AND TRUSS CONNECTIONS SHALL BE DESIGNED. TO PROVIDE FOR HORIZONTAL MOVEMENT OF • I Ii PQ FILL GABLE FILL FLUSH BEAM ONLY VAULTED TYPE TRUSSES BY THE BUILDING ENGINEER OR DESIGNER FT GEF FILLER TRUSS GABLE END FRAME WHERE INDICATED. • IT IS RECOMMENDED THAT GIRDER BOTTOM CHORDS, OPPOSITE THE SIDE SUPPORTING VAULTED TRUSSES GET GABLE END TRUSS ___________• INDICATES DRAG TRUSS OR SHOULD BE DIAGONALLY BRACED TO ROOF SHEATHING @ 48 O.C. NOR HORIZONTAL OR TRUSS LOCATED FOR NT HEIGHT BOUNDARY NAILING ALL HANGERS SHALL BE NAILED TO TRUSSES OR GIRDERS IN A FASHION THATS PREVENTS SPLITTING. A INT MONO INTERIOR 1/2 TRUSS • FASTENER THAT SPLITS THE WOOD WILL NOT TAKE THE DESIGN LOAD. PRE-DRILL IF NECESSARY. O.C. ON CENTER IUUSW INTERIOR BEARING HANGER FASTENERS SHALL BE LONG ENOUGH TO DISTRIBUTE LOADS TO ALL PLYS OF GIRDER SIB • SETBACK • ii .* ii& SCISS T/C SCISSOR TOP CHORD 16. DDCIELINE DOES NOT ASSUME ANY RESPONSIBILITY FOR CORRECTING OR STRAIGHT EDGING FIELD-ALTERED TR TRUSS OR UNNECESSARILY SHIMMED TRUSSES DAM VLTD VAULTED VT VALLEY TRUSS BEAMS AND DESIGN OF BEAMS/HEADERS TO BE PROVIDED BY OTHERS • T/C SIZE WITH • • TRUSS DESIGNS ASSUME THAT LATERAL BRACING IS PROVIDED AT MAXIMUM SPACING OF 3'-0 ALONG MTRL TOP CHORD AND 10'-0 ALONG BOTTOM CHORD • IPFIVH • IscAL • ISHEET OF 1308 REP. BY -T j IN.Q. v W4.' 7•' I' I c.o,'J fc2i t4C 7D P'-/3M5. PI'1LJL C. or,e.e 4PJfirecr #,z 744 &Kr 0i; - IT/C SIZE:2X4 SCALE: SHEET OF Job Nan!è: PIRINEOS WAY Truss ID: G3 Qty: 3 Drwg:C001187148-OO1 M X-LOC REP= SIZE REQD. 'IC 2X4 DFL (l Platirg spec : At'EI/lPI - 1995 LClD C3SE *1 I24 1IYtDE 1 0- 1-12 3080 3.50 1.50 IC 2x6 DEL SS PLATE WtIL ER I R(SE763I REECPL' (1607. r L.P]1 LIar R.PIE R.Lar IL./'IL 2 12-10-4 64873.50 2.31 IsIEB 2,oil DEL SIll) 'ICVt 68.00 0-0-0 68.00 13-0-0 .59 'IC EE A)C. D CSI Iu*er sasnr aflosabise axe NES-97. (hj l'asrs) to Nail ttetn stosm is far PLp icads cnly. Cratth leads ?'I.ET he di 'b±ed to IC Vert .00 0- 0- 0 176.00 8- 0- 0 .00 IC Vert 839.90 8- 0- 0 839.90 13- 0- 0 .45 1-2 -9646 2-3 -10064 .10 .33 .24 .10 .08 .18 see HEB-91 aid 10.3.4.5nrd10.3.4.6. eath1nfly. Qi nulti-ply with use3 nun. intoeq earrdx The X.Lc 1718.0 8- 0- 0 1.00 3-4 -10060 .10 .11. .21 PLAT BESD) a GREEN lIMBER WilliS. For ne then 2 uly ad nail clustax' from IC Vert 2061.6 8- 0- 0 .00 4-5 -16420 .30 .42 .72 3-H.'! Nail w/lod BOX, staxad (NES-97 Sect 12) in: 'IC- 2/ft IC- 8/ft 'l'S- 2/ft additional ply(d) ai4/cr helte if nhezi, ar use sir5' d±ax' approved detail (hy ethers). .' IC FE A0D CSI Nail ]n layers arfrcas each face. TO TRANSFER THE POINT LOAD(S) EQUALLY 6-7 9237 7-8 9278 .23 .14 .37 .23 .14 .37 TO EACH PLY: CLUSTER THE BAG KPLY(S) WITH NAILS 8-9 15326 9-10 15779 .38 .47 .85 .39 .27 .66 - AS SPECIFIED AT EACH POINT LOAD LOCATION. ALLOW 3.5 SQIN. (MIN.) PER NAIL AND DISTRIBUTE VM F= CSI 1,01 FURCEf CSI THEM WITHIN 12'OFTHE HANGER PERIMETER. 2-7 -395 .02 4-8 -6282' .38 IF 30d (4.5" LONG) NAILS ARE SPECIFIED, DRILL A 2-8 430 3-8 5267 .04 4-9 4323 . .54 LEAD HOLE FOR EACH NAIL @ 75% OF THE NAILS DIAMETER. DISTRIBUTE THE NAILS EVENLY. J( DELQ (an) : OR BI MB! 0- LrE) USE AN ADEQUATE TI [ROUGH BOLTED HANGER D= -.1311 T= -.23,, DESIGNED BY OTHERS. == Joist Lnatia'ia 1 0-0-0 6 0-0-0 2 4-0-0 3 6- 6- 0 7 4-0-0 8 6- 6- 0 4-0-() 2-6-0 2-6-0 4-0-0. - 0- 0 0- 0 9 9- 0- 0 10 ] 0- 0 4-0-0 1 6-6-0 6-6-0 9-0-0 13-0-0 6-6-0 1 2 3-PLYS 3 4 5 I REQUIRED 3.50 35 I 4-5 T 2-2-10 SHIP I0-3-1 ,.j No C S982 j'"IbcI q.ic'd EXP. 12/31/02 3780# 6 7 8 9 10 4-0-0 2-6-0 . 2-6-0 4-0-0 4-0-0 6-6-0 9-0-0 13-0-0 Truswal Systems Plates are 20 ga. unless shown by 18(18 ga.), H"(16 ga.), or 'MX'(TWMX 20 ga.), positioned per Joint Report. 7/6/2001- Scale: 3/80 = 11 WAKA'IIV& Read all notes on this sheet and give a copy of it to the Erecting Contractor. 'F 31.3 WT: 54 # WO: PIRINEOS This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done Chic: CF Customer Name: D I XI EL 114 E in accordance with the-current versions of TPI and APPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to b verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on Dsgnr: DR *LC = 0 TC Live 20.00 psf DurFacs L=1.25 P-1.25 design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally LUMB ER braced by the roof or floor sheathing and the bottom chord is laterally braced by a rig')tl sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that Tc Dead 14.00 pof Rep l4r Bad 1.15 Tnsswat SysLems. Colorado will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live .00 pa f 0. C. Spacing 2- 0- 0 4445 Norttipark Dr., Cots Springs, CO $0907 accordance with the following standards: 'JOINT DETAILS', by Trunwal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Councilof America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (BIB-91) and 'HIB-91 BC Dead 10.00 psf Design Spec tJBC-97 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at. 583 D'Onofrio Drive, Madison, Wisconsin $3719, The American Forest and Etufi Patio: W240 'IC: L/240 Tp5 .0 Version T6.2.6 1Paper Association (APPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036, TOTAL 44.00 paf Job Name: PIRINEOS WAY Truss ID: G6 Qty: 3 urwg: .?ULL 1'r i .w-. SIZE RE'D IC 2x4 nFL 4(1 & Btr. Platir 5pnc : plsltrPl - 1995 T.D SE *1 E851G9 1QtZE Dir L.P1f L.Lor R.P1f R.Lor Il4/'lL 1 0- 1-12 5185 3.50' 1.84 3: 2x8 nFL 4(1 31115 IISIG1 IS 'ISlE CEFIRSTIE RESULT OF 'IC Vert 60.00 0- 0- 0 60.00 13- 0- 0 .40 2 12-10- 4 5185 3.50" 1.84 WEB 2x4 DEL gJr K=PLE ID (7ig5 based CNLY 3: Vert 737.71 0- 0- 0 737.71 1.3- 0- 0 .40 AXL 38D CSI 'IC FUI lui±er easar aUcablss are per 585-97. FSJt1E VAILES PER 1(3: FEM*KH REECNT 4(1607. ZE7i,RII53 REI3JIREN2IIS shon are m the truss material at each izearir. 1-2 -9546 .16 .73 .88 RPTfl43 BASED a4 (35114 lIMBER VPII. Lras3th for 10 8SF n-rea.trreat BaL. End verticals designed for axial 1is only- 2-3 -68 .00 .23 .23 This 3-PLY truss designed to carry 38 2' span frastenl to 3: a-as face 11asasias alx,jè or izeloo ti-is knass profile 3: FU XL BED CSI : - 2 face 3 HX' r.u.re additional erztsideratiai by s) for i-eariz, leads as the bldg- 5-6 9188 .28 .63 .91 5-6 8857 .27 .50 .77 S. 12) in: 'IC- 2 ft3:- 7/ ft bEES- 2/ft thil in layers or a each face. WEB ECRCE CSI WEB PCIRCE CSI 2-5 5578 .57 3-6 -79 .00 2-6 -9545 66 : tEEL3:fl MBE (34 4-5 (spas (LIvE) lAX99 /9 IN - .12" (1= -.181- T= -.31" = Joint Lrzastiaas = 1 0-0-0 4 0-0-0 2 7-6-4 5 7-6-4 3 13-0-0 6 13-0-0 =1-i t 3-PLYS REQUIRED 1 7-6-4 7-6-4 3.50 PA 5-5-12 13-0-0. 3 MES - "A' Q112 CN 4 5 6 7-6-4 5-5-12 8/5/2002 7-6-4 13-0-0 Truewal Systems Plates are 20 ga. unless shown by "18(18 ga), Scale: 3/8" = 1' H11 (16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Report. Circled plates and false frame plates are positioned as shown above. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 108.0 WT: 91 # WO: PDOS This design is for an individual building compon6tss not truss system. It has been based on specifications provided by ihe component snansifactitrer and done Chic: CF customer Name: in accordance with the current versions of TPI and APPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be Dsgnr: DE #LC = 2 yenned by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized this TC Live 16.00 paf DurFace L=1.25 P=1.25 D I XI E I. I Iii E design meet or exceed the loading imposed by the local building code and the paticuksr application. The design assumes thai the top chord is laterally LUMBER braced by the roof or floor sheashusg and the bottom chord is laterally braced by a rigid sheathing material directly attached, sinless otlserwece toted. be in that TC Dead 14. 00 pa f Rep 9r Bnd 1.15 Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not placed any environment Truvst sinmn . Cotorudn will cause the moisture Content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this ttl,i5S in 'ANSI/TPI 'WTCA America Standard Design BC Live .00 paf 0. C. Spacing 2- 0- 0 4445 No park Dr., Coin Springs, CO 80907 accordance with the following standards: JOINT DETAILS', by Truswal, 1', 1' - Wood Truss Council of BC Dead 10.00 pef Design Spec IIBC-97 '1118-95 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (I4lB-91) and SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and .0 Version T6.3.5 D--fl Ratio: If240 'IC: 1/24( Tp5 Paper Association (APPA) in located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 paf Job Name: PIRINEOS WAY Truss ID: Hi Qty: 2 Drwg: COOl 187148003 3 X-U REACT SIZE RE'D 'IC 2X4 DEL *1 Platii spse : I/iDI - 1995 This kss3 ai drd hraairg anDlied 1 2 0- 1-12 37-8-14 i 3680 3.50' 1.96' 38043.50' 2.03' 2x4 SW 2100F-1.8E 3-7, 7-U 132 2x6 DEL SS A3E wuE EER i REBDE2lH RE *1607. ++++++-++++++++++++++++ t f llo..oxg per sd-le: ITWCO.C. fran to WEB 2x4 DEL SRD Nail pattern e1,n is for ELF lcsde a1y. 'IC 24.00" 8- 0- 0 30- 2- 2 DEZIC2E I.EB 'It FORCE AXIj END CBI Drainage mist be rjj to avoid pn3ir9. Cbritratth loads 1TBI' he distrib't Em JD CASE *1 1-2 2-3 -11660 -11671 .39 .30 .33 .73 .13 .43 ETjusrant israc±-g is recpirecl (byothers) to prevest rctat.ia-t/tqpLirg. See HIE-91 arri seth ply . ally. Q nulti-ply with }Brses, use 3" nui]b nut, into the cariylrxt nanrEse. Dir L.P1f L.Lcc 'IC Vert 68.00 0- 0- 0 R.P1f R.Lor 68.00 8- 0- 0 LWIL .59 3-4 -11639 .25 .16 .41 ti/rPi 1-1995; lo.3.4.5ardlo.3.4.6. i.atasa1 Fcx add nail cluster frcan bolts if 7C Vert 165.04 8-0-0 'IC Vert 68.00 30- 2- 2 165.04 30-2-2 68.00 37-10-10 .59 .59 4-5 5-6 -15861 -18266 .50 .67 .20 .70 .22 .89 1x4 mis. cxxttlrixa.ts acirg attad to flat 'It s'kasre irsicated w/ 2-10d mails ssicliti.a-ssJ. ply(s) er4/or stors, or use any ctl-er agprcaJ detail (by others) . , EC Vert 48.54 0- 0- 0 48.54 37-10-10 .00 6-7 -19067 .74 .23 .97 eath. Lii±er suet be structh,cca]. + + + + + + + + + + + + + + + + + + + + + + . . .'Ie... The X.I 'IC 0 \fert 220.0 8- 0- U./IL 1.00 7-8 8-9 -19067 -18288 .74 .67 .23 .97 .22 .89 Bra @ 24" o.c. unless noted otherwise. EE.ATIt33 BASED CN EBE4 UJ1HER 7AUXS. 2-! 3il w/10d 133K, staggerad (NtS-97 'IC Vert 154.0 8- 0- 0 .00 9-10 -15909 .50 .19 .69 St. 12) in: 'IC- 2/ft IC- 2/ft W- 2/ft 'IC Vert 319.0 30- 2- 2 1.00 0-11 -11649 .25 .22 .47 'IC Vert 223.3 30- 2- 2 .00 -12 -11690 .30 .22 .52 -13 -13186 .32 .27 .60 132 F= JXL, aZ CSI 4-15 3.1164 .42 .22 .64 5-16 11174 .42 .22 .64 6-17 14195 .53 .13 .66 7-18 17378 .65 .16 .80 8-19 18976 .71 .17 .87 9-20 18988 .71 .17 .87 0-21 17408 .65 .16 .81 1-22 14265 .53 .13 .66 2-23 10717 .40 .28 .68 3-24 10684 .40 .28 .68 WEB FCRCE 2-15 -126 CSI .01 WEB Ft3E CSI 8-19 1.13 .02 4.9.0 4-8-3 3-10-6 3.10.6 3-10-6 3-10-6 4-8-3 4-5-8 2-16 44 .01 8-20 -1002 .09 4-9-0 9-5-3 13-3-9 17-1-14 21-0-4 24-10-10 28-8-15 33-5-2 37-10-10 3-16 2779 .43 9-20 1260 .19 - s-p-p 7-8-8 4-16 -3475 .32 9-21 -2146 .20 4-17 2385 .37 10-21 2353 .36 2-PLYS 1 2 4 5 6 7 8 9 10 11 12 13 5-17 -2171 .20 10-22 -3556 .32 5-18 1272 .20 11-22 2636 .41 1?EQIJIFj3D 374114 22-2-2 c424'4 3.50 3501 6-18 -1016 .09 12-22 604 .09 6-19 131 .02 12-23 -410 .04 S=3.5-10 4-14 T 4-14 3-6 T 3 54 9X EEEIIt2'IQ4 (agss': /588 IN MEN 18-19 (LIVE) te 'lb -.7711 -.92" -1.69" - 2714 4 14 14 2-7-14 _________ __________ j_ O-4-1 SHIP Joint Ltias 0-3-14 1 0- 0- 0 13 37-10-10 3.5-10 MXJS-14 MX/8-14 5-4 2 4-9-0 14 0-0-0 3 7- 6- 0 15 4- 9- 0 & ( 4 9-5-3 16 7-6-0 5 13- 3- 9 17 11- 4- 6 5982 a . 6 17- 1-14 18 15- 2-11 37-10-10 7 19- 1- 1 8 21- 0- 4 19 20 19- 1- 1 22-11- 7 I 0-3-8 p '1 2'31/O2 ) 1 9 24-10-10 21 26- 9-12 14 15 16 17 18 19 20 21 22 23 24 'STUB 0 28- 8-15 1 30- 8- 2 22 23 30- 8- 2 33- 5- 2 371010 4-9-0 6-7-6 3-10-6 3-10.6 3-10-6 3-10.6 3.10-6 7-2-8 2 33 5 2 24 4-9.0 11-6 15-2-11 19.1-1 22-11-7 26-9.12 30.8-2 37-10.10 71 6/2001 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga), Scale: 1/8" 1' 1114(16 gaj, or "MX"(TWMX 20 ga), positioned per Joint Report. Circled plates and false frame plates are positioned as shown above. fVAI?IViNG Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 101.3 4T: 173 # WO: PIRDOS This design is for an individual building compotent not truss system. It has been based on specifications provided by the component manufacturer and done chic: CF Customer Name: D I XI EL I jiij E in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the. component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this Dsgnr: DX #LC = 0 TC Live 20.00 pa f DurFacs L=1.25 P=1.25 design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally LUMBER braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that TC Dead 14.00 paf Rep )(br Bad 1.00 Tn,sval Systems- Colorado will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live .00 paf 0. C. Spacing 2- 0- 0 4445 NortEpark Dr., Cots Springs, CO 80907 accordance with the following standards: 'JOINT DETAILS', by Tnsswal, 'ANSI/TPI 1', 'W'FCA 1' - Wood Trust Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB-91) and '1418-91 BC Dead 10.00 paf Design Spec UBC-97 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and ' jflPatio: 14/240 'IC: L/240 Tp5.0 Version T6.2.6 Paper Association (AFFA) is located at 3111 19th Street, NW, Ste 800, Washington, DC 20036. -- TOThI. 44.00 pf Job Name: PIRINEOS WAY Truss ID: H1A Qty: I Drwg:COUZZ1i1$U-UUZ R3 X-10 RECF SIZE PEQ'D 'IC 2YA LTL *1 Plating sper 3EItI'PI - 1995 This danictn teasel m àrircl teaczirg nsli&. 1 0- 1-12 1680 3.50 1.79 IC 2x4 liL ((1 THIS sias is n cl1EcsflE p.gsnLir OF per the f Lcanirg sdaslile: 2 38- 0- 6 1680 3.50 179" VM 2x4 LFL 53TW n=PLE 1D tioac O.C. f2XXU to atE VALLItS IER lOB) RE'IEAR1 RERR t1607. DE2IRIN3 p.5QJfl?u15NIS slva.,n are heath QITJi 'It 24.00" 10- 0- 0 28- 2- 2 St FOBI AM RID CSI Lcsdth for 10 1-12F r -crrseit IC3.1. on the tisans material at each bearing- 1 2 -4903 .30 .30 .60 Ctmtirirus lateral bcascing attached to flat Drainage oust to provided to avoid paxling. 2-3 -4495 .24 .26 .50 'IC as indicated. Iu±er nust be structural PUATM WsSED a4 C2&1N 111'IOER \s.U. 3-4 -5561 .57 .32 .88 grade. &are B 24" o.c. unless rctth. 4-5 -6004 .66 .26 .92 5-6 -6004 .66 .26 .92 6-7 -5561 .57 .32 .88 78 -4495 .24 .26 .50 8-9 -4903 .30 .30 .60 IC K1E AXL IND csi 0-11 4663 .70 .21 .91 1-12 4297 .65 .12 .76 2-13 5624 .85 .13. .96 3-14 5626 .85 .11 .96 4-15 4297 .65 .12 .76 5-16 4663 .70 .21 .91 1tEB FC2E cli 143) r. =, CDI 2-11 -411 .14 6-13 433 .13 3-11 300 .09 6-14 -545 .11 3-12 1409 .43 7-14 1408 .43 4-12 -545 .11 7-15 300 .09 4-13 435 .13 8-15 -411 .14 5-13 -316 .07 '.X IBTIEtI'Ia4 (spoas) : 5-5-9 4-0-7 4-8-10 4-10-7 4-10-7 4-8-11 4-0-7 5-5-9 /827 IN IVIEN 13-14 (LIVE) -.5511 13= -.661- -1.21 5-5-9 9-6-0 14-2-11 19-1-1 23-11-8 28-8-2 32-89 3822 Joint 1.t1tX5 ' 1 2 4 s 6 7 8 10-0-0 9 1 0-0-0 9 38-2-2 2 5-5-9 10 0-0-0 18-2-2 3 9- 6- 0 13. 9- 6- 0 3.50 I 3.50I - 4 14- 2-11 12 14- 2-11 5 19-1-1 13 19-1-1 6 23-11- 8 14 23-11- 8 T 7 28-8-2 15 28-8-2 8 32-.8- 9 16 38- 2- 2 3-2-14 3-2-14 3.510 1 5-10 i I SHIP 0-3-14 0-3-14 cr d4582 No. 38-2-2 I EP 12:31102 10 11 12 13 14 15 16 9-6-0 4-8-104-10-7 4-10-7 4-8-11 9-6-0 9-6-0 14-2-11 19-1-1 23-11-8 28-8-2 38-2-2 8/5/2002 Truswal Systems Plates are 20 ga. unless shown by "18(18 ga), Scale: 1/80 = Is 11H11 (16 ga.), or "MX"(TWNX 20 pa.), 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 1QT:219 # WO: P.flOS This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done )c: CF Cu.stser Nante: D IXI EL I'tJ E us accordance with thn current versions of TPI and AFI'A design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabricitioss. The building designer muss ascertain that the loads utilized on this Degnr: DR #LC = 2 design meet or exceed the loading imposed by the local building code and the palicular application. The design assumes that the top chord is laterally TO Live 20.00 pof DurFaca L=l. 25 P=1.25 LUMBER braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attach t e d , u n l e s s o t h e r w i s e n o s e d . TC Dead 14.00 pef Rep Nbr Deaf 1.15 Bracing shownis for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that Tnsswnt Svstenu . Cnlomdn will cause the moisture content of the wood to exceed 19% and/or cause cotusecsnr plate corrosion. Fabricate, handle, install and brace this truss its BC Live .00 pa f 0. C. Spacing 2- 0- 0 4445 Norlimpark Dr., Cots Springs. CO 80907 accordance with the following standards: JOINT DETAILS, by Truswal, ANSI/TN 1', WTCA 1, . Wood Truss Council of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES - (BIB-91) and HIB-91 BC Dead 10.00 paf Design Spec UBC-97 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at 583 DOnofrio Drive, Madison, Wisconsin 53719 . T h e American Forest and Linfi Ratio: 1240 'IC: L/24( Tp5 .0 Version T6.3.5 Paper Association (AFPA) is located at .1111 1911s Street, NW, Ste 800, -Washington, DC 20036. TOTAL 44.00 pof 'IC 2x4 DEL #1 BC 2.4 DFL #1 2Q1 DEL )(1 & Btr. 13-16 VEB 2x4 DEL SItD pLAaE 1Jfl55 FM ICBO RRMW<CH FEP #1607 ticthnuge taint be previded to inioid ixrdirg. ATJN3 R7tSC) a'T GOEEN IU43ER VAILSS. Plating spec : lItTPI - 1995 'flIts DESIGS Is 'J}lE Cr41rJE RESULT OF r411rIRE LOAD a½565. BRfl REREN62ItS n e hes&I CICY mtlin truss riatarial at each kearirg. LcedaS fcn 10 1SF rrai-c irxmat BaL. ctritin,tcajs lateral bracing attached to flat 'IC as jzirat. Lurrber mist he struc±ura]. grade. Brace P 24" o.c. unless rc±ezl. 4-0-7 4-8-10 --i --' t 5-5-9 9-6-0 14-2-11 19-1-1 23-11-8 28-8-2 32-8-9 37-10-10 10-0-0 2 4 5 6 7 8 9 350 18-2-2 _3.501 T 3214 3.5-10 0-3-14 T. 3-2-14 SHIP 1 -çoF i> <c 7-ir L)S I No C A 82 Truss ID: H I B oh Name: PIRINEOS WAY 103 X-LCC 562cr SIZE REQ'D 1 0- 1-12 1667 3.50' 1.78' 2 37- 8-14 1668 3.50" 1.78' 7C FCRCE AXL B'ID CSI 1-2 -4861 .29 .30 .59 2-3 -4452 .23 .25 .49 3-4 -5496 .55 .31 .87 4-5 -5913 .64 .25 .90 5-6 -5913 .64 .26 .90 6-7 -5450 .54 .34 .89 7-8 -4331 .23 .35 .58 8-9 -4622 .19 .58 .78 BC FUXE AXL, H9D CSI 0-11 4623 .70 .21 .90 1-12 4256 .64 .12 .76 2-13 5557 .84 ,U .95 3-14 5516 .72 .09 .81 4-15 4140 .54 .09 .63 5-16 4374 .57 .32 .89 I`EB I= CSI VEB I= (SI 2-11 -412 15 6-13 455 .14 3-11 301 .09 6-14 -551 .12 3-12 1382 .43 7-14 1459 .45 4-12 -532 .11 7-3.5 208 .06 4-13 408 .13 8-15 -263 .09 5-13 -317 .07 10X LEFIBCI'l(I4 (): /849 IN MEN 12-13 (LIVE) -.53" D= -.64" T= -1.17" = Joint Lrratias = 1 0- 0- 0 9 37-10-10 2 5-5-9 10 0-0-0 3 9-6-0 U 9-6-0 4 14- 2-3.1 12 14- 2-11 5 19-1-1 13 19-1-1 6 23-11- 8 14 23-11- 8 7 28- 8-2 15 28- 8- 2 8 32- 8- 9 16 37-10-10 This dvs4gn based as chord kaacirg applied per tFss foi.1o.viz sdus±s1e: SaX O.C. fruit to 'IC 24.00" 10- 0- 0 28- 2- 2 10 11 12 13 14 15 9-6-0 4-8-10 4-10-7 4-10-7 4-8-11 9-6-0 14-2-11 19-1-1 23-11-8 28-8-2 0-3-8 9-2-8 16 STUB 37-10-11) Exp. 12/3IO2 OF 8/5/2002 Truowal Systems Plates are 20 pa. unless shown by "18(18 pa.), Scale: 1/8" 1' "H"(16 pa.), or "MX"(TWMX 20 pa.), 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 W': 218 # WO: PDOS This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done 05k: CF CustSaer Name: in accordance with the current versions of TPl and APPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be Dsgnr: DK - #LC = 2 verified by the component manufacturer andfor building designer prior to fabrication. The building designer must ascertain that he loads utilized on [his TC Live 20.00 pof flurFaca L=1.25 P=1.25 D I XI EL 111 E design meet or exceed the loading imposed by the local building code and ihe paiicslar application. The design assumes that the lop chord is laterally LUMBER braced by the roof or floor sheathing and the bonom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. be in that TC Dead 14. 00 pef Rep Mbr Bad 1.15 placed any environment Bracing shown is for lateral support of components only to reduce buckling length. This component shall not Trussval Systems Colorado will cause the moisture content of the wood to exceed 191, and/or cause connector plate corrosion. Fabricate, handle, install and brace this trust hi 'ANSI/TPI 'W'FCA America Standard Design BC Live .00 pa f D.C. Spacing 2- 0- 0 4445 No park Dr., Coin Springs, CO 80907 accordance with he following standards: 'JOINT DETAILS', by Truswal, 1', 1 - Wood Truss Council of BC Dead 10.00 psf Design Spec UBC-97 'HlB-91 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HlB-91) and by TPI. The Truss Plate Institute (TPI) is located at 583 D'Ouofrio Drive, Madison, Wisconsin 53719. The American Forest and SUMMARY SHEET' ' fl Ratio: I./240 'IC: I4/24t Tp5 .0 Version T6.3.5 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, _DC20036. TOTAL 44.00 pef Job Name: PIRINEOS WAY I . Truss ID: TI Qty: I Drwg: COOl 187148-009 X-I RCr SIZE E'D 'IC 2x4 DEL #1 P1aftx sp ItrPI - 1995 1 0- 1-12 1680 3.50 1.79 3 2x4 DEL #1 'flIES IGE IS 'filE CCI4flE PESt]EXE CF 2 38- 0- 6 1680 3.50 1.79 VM 2)d DEL SIUD M.3EICEHE LDPD GASES. alOE VJtILES SIR ICBD RESZ4Pd3I REI' #1607. 5E25.RflI3 REQJflIE3'IllNIS ahnrss are Imsad Q1L21 'IC joa. Ir1 f 10 FEF rw-c rrnmt 3'.3.L. tlos tiuss nateria]. at each bearing- 1-2 -4930 .29 .27 .56 . . PLAMG BASEDaP GIEE'T IfllBER \11. 2-3 -4696 .27 .28 .54 3-4 -3905 .13 .21 .34 . 4-5 -3839 .12 .18 .31 5-6 -3011 .08 .18 .26 6-7 -3011 .08 .18 .26 - 7-8 -3905 .13 .21 34 8-9 -4696 .27 .28 .54 9-10 -4930 .29 .27 .56 IC I= AXL RDU CSI 1-12 4688 .71 .14 .85 2-13 4155 .63 .12 .75 1.3-14 3505 .53 .10 .63 1.4-15 3505 .53 .10 .63 1.5-16 4155 .63 .12 .75 - 1.6-17-4688 .71 .14 .85 VEB FCPCE CSI VEB FCRCE CSI 2-3.2 -300 .06 7-14 -899 .63 3-12 446 .14 7-15 591 .18 3-1.3 -619 .22 8-15 -619 .22 5-1.3 591 .18 8-16 446 .14 9-16300.06 5-5-104-6-8 4.4-8 4-6-8 ,4-6-8 4-6-8 4.4-8 5-5-10 6-14 1355 .42 5-5-10 10-0-2 14-6-9 19-1-1 23-7-9 28-2-0 32-8-8 38-2-2 AX rEFI=CN (wan) : 10 1 - 1 19-1-1 4/999 IN MEM 13-14 (LIVE) I i h 4 5 .) I o 7 0 y I e -.3411 D= -.41° T -.74" = Joint Locations = F3.50 -:3 .50 1 0-0-0 1038-2-2 2 5- 5-10 11 0- 0- 0 3-6 T T j!,~'. ''I 6 19- 1- 1 15 25- 1-11 7 23 3.5-4 31.15-4- 5-10-11 0-11 2-3 2-3 SS ': Ts s -70 AExp: !:Q . :6 312 6-11-13 6-0-10 6-0-10 6-0-10 6-0-10 6-11-13 6-11-13 13-0-7 19-1-1 25-1-11 . 31-2-5 38-2-2 7/ 6/200t Truswal Systems Plates are 20 pa. unless shown by '18(18 ga.), Scale: 1/80 1' "H"(16 ga.), or 'MX" (TWMX 20 ga.), positioned per Joint Report. WARNING Read all notes on, this sheet and give a copy of it to the Erecting Contractor. 'IB 89.3 WT:149 # WO: PIRfllEOS This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done )c: cF Customer Name: D I XI El. I 'trI E in accordance with the current versions of TPI and APPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this Dagxir: 13K #LC 2 TC Live 20.00 psf DurFacs L=1.25 P=1.25 design meet or exceed the loading imposed by the local building code and the paticular application. . The design assumes that the top chord is laterally LUMBER braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. 1.15 Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that TC Dead 14.00 psf Rep I'r Bnd Truswal Systems - Colorado will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this trtlss 111 BC Live .00 p5 f 0. C. Spacing 2- 0- 0 4443 Nortlspark Dr., Coin Springs, Co 80907 'ANSI/TPI accordance with the following standards: JOINT DETAILS, by Tniswal, 1,, WTCA 1 - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES - (HIB-91) and 'HlB-91 BC Dead 10.00 pef Design Spec UBC-97 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Dufi Ratio: 1.4/240 'IC: 14/240 Tp5.0 Version T6.2.6 Paper Association (APPA) is located at 1111 19th Street, NW, Ste 8, Washington, DC 20036. .- TOTAL 44.00 psf Job Nane: PIRINEOS WAY Truss ID: TIA Qty: I Drwg: COO 1187[48-01'O X-ICC ,RE SIZE RE D Ic ' 2x4 EM #1 Platir It1?I - 1995 1 0- 1-12 , 1667 3.50 1.78 Ic 2x4 EFL #1 'flitS MSI(N IS 'lIE C[74FCSrIE R3L CF 2 37- 8-14 1667 3.50 1.78 2se1 EFL *1 & Btr. 14-17 IIiUflE ID CtSES. WED 2x4 tL SItlI EEDRfl REJIS shoAn are based QIIX TC I= AXL, fliD CSI PLP3E VPUlIS PER IMO R EDIH PEr #1607. ai the truss nastonial at each huarirg. 1-2 -4887 .28 .27 .56 E.PTiN.3 EPdED ai GEEI LIMBER VP=. for 10 ESF r-i-em.ronit B1 L. 2-3 -4653 .26 .27 .54 3-4 -3860 .13 .21 .33 4-5 -3795 .12 .18 .30 5-6 -2965 .07 .18 .26 6-7 -2965 .07 .18 .25 7-8 -3823 .12 .24 .36 8-9 -4445 .25 .35 .61 9-10 -4636 .19 .58 .77 . Ic I= AXL it'D CSI 112 4647 .70 .14 .84 2-13 41.12 .62 .12 .74 3-14 3462 .52 .10 .62 4-15 3436 .45 .10 .56 5-16 4030 .53 .15 .68 6-17 4388 .58 .33 .91 IVEB I= csi VES F= CSI 2-12 -301 .06 7-14 -865 .60 3-12 447 .14 7-15 560 .17 3-13 -619 .22 8-15 -556 .20 5-13 592 .18 8-16 289 .09 5-14-901.63 9-16-212.04 5-5-10,4-6-8 4-6-8 4-6-8 4-6-8 4-6-8 ,4-6-8 6-14 1.328 .41 5-5-10 10-0-2 14-6-9 19-1-1 23-79 28-2-0 32-8-8 37-10-10 15.X EEFL=CN(an) : 19-1-1 18-9-9 ,1999 IN MEN 13-14 1 2 3 4 5 '6 7 8 9 10 --.33" -.39" T= -.7211 = JO]1lt Ltiass = .50 -3.50 I 1 0- 0- 0 10 37-10-10 2 5-5-10 11 0-0-0 3-6 3 10- 0- 2 12 6-11-13 4 13- 4-15 13 13- 0- 7 I 514-6-9 14 19-1-1 6 19- 1- 1 15 25- 1-11 T 3.5-4 3.5-4 7 23- 7- 9 16 31- 2- 5 5-10-11 5-10-il 8 28- 2- 0 17 37-10-10 9 32- 8- 8 , I 3.5-10 3 510 SHIP 1= 0-3-14 ESS'o4 ( 0 9B2 D3 12/31/02 11 6-11-13 12 6-0-10 13 6-0-10 14 6-0-10 15 6-0-10 16 6-8-5 17 STUB ' 6-11-13 13-0-7 19-1-1 25-1-11 31-2-5 37-10-10 7/6/2001 Truswal Systems Plates are 20 ga. unless shown by 18(18 ga.), Scale: 1/8 1 1111"(16 ga.), or "MX" (TWMX 20 ga.), positioned per Joint Report. Circled plates and false frame plates are positioned as shown above. I WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. , TBF: 89.3 'lT: 149 # 140: PIRtNEOS This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done Chk Custser Name: D I XI E 1.1 I 'P1 E us accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on thin Dsgnr: DR #LC = 2 TC Li 20.00 psf DurFacs L=1.25 P=1.25 design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally LUMBER braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. TC Dead 14.00 £ Rep lr 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 that pa Truswsl Systems . Colorado will cause the moisture content of the wood to exceed 1991. and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live .00 pa £ 0.C. Spacing 2- 0- 0 4445 Nortlipast Dr., Colo Springs. CO 80907 'JOINT accordance with the following standards: DETAILS, by Trusunl, ANSI/TN 1' • WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES - (t-HB-91) and '1-118-91 BC Dead 10.00 psf Design Spec DEC-97 SUMMARY SHEET' by TN. The Truss Plate Institute (TPt) is located at-583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and tfl Patio: 1,1240 'IC: 1,1240 Tp5.0 Version T6.2.6 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 804, Washington, DC 20436. ".-1 . TOTAL 44.00 paf Job Name: PIRINEOS WAY I Truss ID: T2 Qty: I Drwg:C001 187148-011 X-ICQ RE4CF SIZE RE-D 'PC 2,c4 DEL *1 Plating . : I/FPI - 1995 1 0- 1-12 484 3.50' 1.50 BC 2x4 DEL *1 t3E WtIlES PER ICEIO RI3il REECIZI' *1607. 2 10-10- 4 484 3.50" 1.50" %IEB 2x4 DEL DEl) FLATRZ BASED CN G1EZN LLNBER VittlES. IC I= AXE, END CSI 1-2 -967 .01 .24 .25 2-3 -967 .01 .24 .25 BC FMM AXE, END CSI 4-5 891 .13 .15 .29 5-6 891 .13 .15 .29 VEB FCFICE CSI WE I= CSI 2-5 163 .05 X ZEEIIDI'IDEI (me) (999 IN MEN 5-6 (LIvE) -.02" D= -.03" T= -.05" = Joint Locations = 1 0-0-0 4 0-0-0 7 0...fl S 5-6-0 3 11- 0- 0 6 11- 0- 0 5-6-0 5-6-0 5-6-0 11-0-0 5-6-0 5-6-0 1 t2 3 t 3.50 -3.50' oESS!C, 'ue ViEs co LU 1"No. C5952 Exp. 12131102 4 5 6 5-6-0 . 5-6-0 5-6-0 11-0-0 71 6/2001 Truewal 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. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 17.3 WT: 29 * WO: PIN.DOS This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done Ojak: CF Customer Name: D I XI EL I t'1 E in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component mnnufactuier and/or building.designer prior to fabrication. The building designer must ascertain that the loads utilized on this Dsgnr: DR #LC = 0 TC Live 20.00 pof IDsirFacs L=1.25 P=1.25 design meet or exceed the loading imposed by the local building code and the palicular application. The design assumes that the top chord in 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 14.00 Bnd Bracing shown in for lateral support of componentsmembers only to reduce buckling length. This component shall not be placed in any environment that Dead pof Rep Mbr 1.15 Tr,sswut System . Colorado CO will cause the moisture content of the wood to exceed 1990 and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss 111 BC Live .00 pof 0. C. Spacing 2- 0- 0 4445 Norllipark Dr., Cots Springs, 80907 'JOINT accordance with the following standards: DETAILS, by Truuwal, 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 'H-91 BC Dead 10.00 pof Design Spec tJBC- 97 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) in located at583 D'onofrio Drive, Madison, Wisconsin $3719. The American Forest and Def]. Ratio: 14/240 'IC: W240 Tp5.0 Version T6.2.6 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 900, Washington, DC 200361 TOTAL 44.00 pof Job Name: PIRINEOS WAY I I Truss ID: 13 Qty: I Drwg: COOl 187148-012 W. X-1/C RE4CT SIZE REQ'S 'IC 24 IJFL *1 Platirg I/rPI - 1995 1 0- 1-12 I 572 3.50 1.50 24 DFL *1 PLATE r.tLES R I PEEE{ RE1' 41607. 2 12-10- 4 572 3.50" 1.50 VEB 2)9 IJPL SItD PLATIM EASED CN GZEEN Ill40ER VAIIBS. 'IC I= AXL H1D CSI 1-2 -1170 .02 .34 .36 2-3 -1170 .02 .34 .36 BC I= Ata.., HO CSI 4-5 1078 .16 .23 .39 5-6 1078 .16 .23 .39 NED FCFKE C33I NEB KRIE CSI 2-5 197 .06 p.X rEFL=CN (sn): /999 IN N54 5-6 (LIVE) = -.04" D= -.05" T= -.09" == Joint Ijtiais = 1 0-0-0 4 0-0-0 2 6-6-0 5 6-6-0 3 33-0-U b U- U- U 6-6-() 6-6-0 6-6-0 13-0-0 6-6-0 6-6-0 1 2 3 350 _3.501 3-6 rjrE,\- I N - Ex f3"tJO2 CN\- 4 5 . 6 6-6-0 6-6-0 6-6-0 . 13-0-0 7/6/2001 Truswa]. Systems Plates are 20 ga. unless shown by 1118"(18 ga.), Scale: 3/8" = 1' "H"(16 ga.), or "MX"(TWMX 20 ga), positioned per Joint Report. Circled plates and false frame plates are positioned as shown above. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 21.3 NT: 34 4 WO: PINEOS This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done ttJc: CF Cus tser Name: in accordance with the current versions of TN and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be Dagor: 5K #LC = 0 D I XI El. I Iii E verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this TC Live 20.00 pef DurFacs L-1.25 P=1.25 design meet or exceed the loading imposed by the local building code and the palicular 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 14. 00 f Rep Mbr 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 that Dead pa Truswnt Systems - Cotomdo 4445 Nortlipark Dr., Colo 50907 will cause Ire moisture content of the wood to exceed 199. and/or cause connector plate corrosion. Fabricate, handle, install and brace this ItliSt in BC Live .00 pa f 0. C. Spacing 2- 0- 0 Springs, CO 'JOINT 'WTCA accordance with the following standards: DETAILS', by Truswal, ANSI/TN 1', 1' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB.91) and 'HIB-91 BC Dead 10.00 paf Design Spec UBC-97 SIIMMARY SIIfiP.T' by 'FF1. The Truss Plate Institute ('l'I'I) is Incited at593 D'Ottofrio Drive, Madison, Wisconsin 53719. The American Forest and De-fl Patio: 14/240 'IC: 14/240 Th5 .0 Version T6.2.6 Paper Associalioit (Al'I'A) is litcaled at 1111 I91lt Street, NW, Sic 800, Washington, DC 20036. TOTAL 44.00 pef Job Name: PIRINEOS WAY Truss ID: 14 Qty: I Drwg:C001187148-013 FG X-I REBcr SIZE REQ'D 'IC 2>4 DEL *1 P1atht : I'I/F - 1995 1 0- 1-12 506 3.50" 1.50" 2,4 DEL *1 PLA'IE ¶JJsJ1ES PER I) REBE74l REMU *1607. 2 11- 4- 4 506 3.50" 1.50" WEB 2XI EEL S'ItD pLz= EPsEED (BE GEEN II11R WtILEB. 'IC F= AXL, EM CSI 1-2 -1018 .01 .26 .27 2-3 -1018 .01 .26 .27 Bc E Aa., ED CSI 4-5 938 .14 .17 .31 5-6 938 .14 .17 .31 FUE CSI WEB FCIE CSI 2-5 172 .05 X EEELDI'IaE (oa): 1999 IN MEN 4-5 (LIVE) -.03" D= -.03" T= -.06" = Joiit Itiass = 1 0-0-0 4 0-0-0 2 5-9-0 5 5-9-0 3 11-6-0 6 U-- 0 5-9-0 5-9-0 5-9-0 11-6-0 5-9-0 5-9-0 1 '2 3 3.50 _3.501 No. 90-45982 11-6.0(11'3) Exp. 12i3/O2 5 5-9-0 5-9-0 Truswal Systems Plates are 20 ga. unless shown by '18(18 ga), "H"(16 ga), or "MX"(TWMX 20 ga), positionedper Joint Report. 6 5-9-0 11-6-0 7/ 6/2001 Scale: 7/16" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 20.0 WI: 30 * WO: POS This design is Wait individual building component not truss system. It has been based on specifications provided by the component manufacturer and done bk: CF Customer Name: D I XI E I I j.J E in accordance with the current versions of TPl and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be yenned by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this Dsgnr: DR *LC = 0 TC Live 20.00 pof flurFaos L=1.25 P1.25 design meet or exceed the loading imposed by the beat building code and the paticubar 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 14.00 Bracing shown is for lateral support of components members only to reduce buckling length. This component nball not be placed in any environment that Dead pef Rep lr End 1.15 Tnsswot Systems . Colorado CO will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live .00 paf 0, C. Spacing 2- 0- 0 4445 Nortlspsrb Or. • Colo Springs, 80907 'WTCA accordance with the following standards: JOINT DETAILS, by Tnjswal, ANSIITPI 1, 1. - Wood Truss Council of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES - (HIB-91) and HIB-91 BC Dead 10.00 pef Design Spec UBC-97 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at'583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Defi Ratio: 1/240 'XC: 1/240 Tp5.0 Version T6 .2. 6 IPaper Association (APPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036 ,- TOTAL 44.00 psf Job Name: PIRINEOS WAY I I S Truss ID: T5 Qty: 1 Drwg:C001187148-014 X-iiX RE7icr SIZE REQ'D 'IC 2x4 DEL *1 Platis IflPi - 1995 1 0- 1-12 887 3.5011 1.50 IC DEL *1 IBIS tSI(I'T IS 'lEE CtII'lE R]U1' CF 2 20- 0- 4 887 3.50" 1.50" WEB 2K4 DEL SflD 1I12']2.E ICI5D CASES. PLA'lE VAUIES PER I RESEARM REL' *1607. EEARIM REJ]EEMDIIB sixtasi are 1asse3. QIL1 IC FaTE AXL, END CSI far 10 5SF rexi-exrrs.srrenit PrTL. on the truss ttetosri.al at each teariz. 1-2 72286 .06 .23 .30 5u'nt4 PIISEB C14 GZEEN I1MRER Wi.IISS. 2-3 2013 .03 .21 .24 3-4 -2013 .03 .21 .24 4-5 -2286 .06 .23 .30 IC FMCE AX[j lED CSI 6-7 2160 .32 .14 .47 7-8 1456 .22 .10 .32 8-9 2160 .32 .14 .47 WEB FCPCE CSI WEB FCRM CSI 2-7 -377 .07 3-8 585 .18 3-7 585 .18 4-8 -377 .07 X LEIIICI'I(S (an): /999 BI'lE 7-8 (LIVE) = -.09" D= -.11" T= -.201- Joint Latia'ss 1 0-0-0 6 0-0-0 2 5-6-1 7 7-0-6 3 10- 1- 0 8 13- 3-10 - :' 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 -3.50 T-0-3-1 3-6 71,1151 3-3-3 SHIP 6 7 8 9 7-0-6 6-1-4 7-0-6 7-0-6 13-1-10 20-2-0 7/ 6/2001 Truswal Systems Plates are 20 ga. unless shown by "18(18 ga.), Scale: 1/40 = 1' "H"(16 pa.), or "MX" (TWMX 20 ga.), pooitioned.per Joint Report. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBFi 41.3 WT: 64 # WO: PIRDEOS This design is for an individual building component not truss system. Is has been based on specifications provided by the component manufacturer and done ask: CF Csistmasr Name: D I XI E LI ti E in accordance with the current versions of TPI and AFFA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this Dsgnr: DX #LC = 2 TC Live 20.00 paf DurFacs L=1.25 P.1.25 design meet or exceed she loading imposed by the local building code and she paticular application. The design assumes that the top chord is laterally LUMB ER braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. TC Dead 14.00 f Rep Mbr Bod 1.15 Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that pa Trsswsl Systems - Colorado will came the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss UI BC Live .00 pa f 0 • C. Spacing 2- 0- 0 4445 Northpark Dr., Colo Springs. CO 80907 'ANSI/TPI 'WTCA accordance with the following standards: JOINT DETAILS', by Truswal, 1, 1' - Wood Truss Council of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES - (HIB-91) and 'HIB-91 BC Dead 10.00 psf Design Spec tJBC-97 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at583 D'Onofrio Dove, Madison, Wisconsin 53719. The American Forest and Lfl Ratio: 14/240 'IC: 14/240 TpS .0 Version T6.2.6 Paper Association (AFPA) is located at 1111 195h Street, NW, Ste 800, Washington, DC 20036 .- TOTAL 44.00 psf = Jotht Lezatia'ts = 1 0-0-0 4 0-0-0 2 6-11- 9 5 6-11- 9 3 13-0-0 6 13-0-0 6-0-7 13-0-0 3 2-i 2 L350 6-11-9 6-11-9 1 E Mo. C045 92 Exp. 2/31/02 CN OF I 13-0-0 (Job Name: PIRINEOS WAY Truss ID: 16 Qty: I Drwg:CUOZZ1/1iU-UU' M X-L PEI.ICT SIZE PED 1 0- 1-12 572 3.50 1.50 2 12-10- 4 572 3.50" 1.50' IC FCRCE AXL EM CSI 1-2 -1123 .01 .52 .53 2-3 -69 .00 .52 .52 BC Fa P,XL END CSI 4-5 1032 .35 .23 .39 5-6 1022 .15 .19 .34 'BE I. CSI 1EB FCRCE CSI 2-5 182 .06 3-6 -156 .05 2-6 -1087 .75 I/tX IF1EEITa4 (span): /999 IN MEM 4-5 (lIVE) -.06" B" -.0711 T= -.1-j" 72 2x4 DPL *1 BC 2c4 IJFL #1 2'4 EEL STUD J5,IE MUM ETR IC130 1ESEARD REEP (1607 Lcaclsd for 10 5SF r i-m.srrant BL. Eh1 verticals dwnigr1 for axial loads only R<terlsiais above ar lelra the truss profile (if any) regxixe ad±.ticra]. cisintia (by ctFnars) far hid.z. bade on the }iL&. Platir span : pJ/sltrPl - 1995 THIS tBDIG9 IS THE C3411E RCD1LT CD f"ILICIPLE LIYtD assES. BCDRfl RE13JIS2S dn are teamS WLY on the truss insterj.al at each tear. PJ3 B/tEED ai QCDN IU"IBER \I7tLCDS. 4 5 6 6-11-9 6-0-7 6-11-9 13-0-0 8/5/2002 Truswal Systems Plates are 20 ga. unless shown by 18(18 pa.), Scale; 3/8" "H"(16 ga.), or "MX" (TWMX 20 ga.), positioned per Joint Report. Circled plates and false frame plates are positioned as shown above. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TB?: 2 6. 7 WT; 68 # WO: PTBDOS 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; cs' Custener Name; D I XI E 1.1 I 'J4 E in accordance with the current versions of TPI and AFPAdesigls standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this Dsgnr: DK #LC = 2 I TC Live 20.00 psf TC Dead 14 .00 psf DurFacs L=1. 25 P=l. 25 Rep Mbr Bud 1.15 L UMB ER design meet or exceed the loading imposed by the local building code and the paticttlar application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that Trus-t Systems. Colorado 4.1.15 No, 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 truss 155 accordance with 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 'HIB-91 BC Live .00 psf BC Dead 10.00 psf 0. C. Spacing 2- 0- 0 Design Spec 1OBC-97 Tp5 .0 Version T6.3.5 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. Tile American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 44.00 psf Dufi Ratio: 1/240 'IC I/241 This safety alert symbol Is used to attract your attentloni PERSONAL SAFETYIS INVOLVEDI When you see this symbol - BECOME ALERT - HEED ITS MESSAGE. A CAUTION: A CAUTION Identifies safe operating practices or indicates unsafe conditions that could result In personal Injury or damage to structures. HIB-91 Summary Sheet COMMENTARY and RECOMMNDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES © ltJjhesoonsibiiitvof the insteiier(bui!der. building contractor, licensed contractor. er.c1Qror erection contractor) to Qprlv receive, unload. store, handle. install and brace metal plate connected wood trusses to protect life and property. The installer must exercise the same high degree of safety awareness as with any other structural material. TPI does not intend these recommendations to be interpreted as superior to the project Architect's or Engineer's design specification for handling, installing and bracing wood trusses for a particular roof or floor. These recommendations are based upon the collective experience of leading technical personnel in the wood CAUTION: The builder, building contractor, licensed A contractor, erectororetection contractor is advised to obtain and read the entire booklet "Commentary and Recommendations for Handling, Installing & Bracing Metal Plate Connected Wood Trusses, HIB- 91" from the Truss Plate Institute. DANGER: A DANGER designates a condition A where failure to follow instructions or heed warn- ing will most likely result in serious personal Injury or death or damage to structures. A WARNING: A WARNING describes a condition where failure to follow Instructions could result in severe personal injury or damage to structures. TRUSS PLATE INSTITUTE 583 D'Onofrto Dr., Suite 200 Madison, Wisconsin 53719 (608) 833-5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide for the use of a qualified building designer or installer. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein bybuilding designers, installers, and others. Copyright © by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. CAUTION: All temporary bracing should be no less than 2x4 grade marked lumber. All connections A 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 CAUTION: Trusses should not be A unloaded on rough terrain or un- even surfaces which could cause damage to the truss. A A JA CAUTION: Trusses stored horizontally should be supported on blocking to prevent excessive lateral bending and lessen moisture gain. . WARNING: Do not break banding until installation, begIns. Care should be exercised In banding re- moval to avoid shifting of individual trusses. WARNING.;:- Do' not lift bundled, trusses by the [bands. Do not use damaged trusses. AA J A CAUTION: Trusses stored vertically should be braced to prevent toppling or tipping.. DANGER: Do not store bundles upright unless properly braced. Do not break bands until bundles are placed In a stable horizontal position. DANGER: Walking on trusses which are lying flat Is extremely dangerous and should be strictly prohibited. . Frame I WARNING: Do not attach cables, chains or AM hooks to the web members. A. WARNING: Do not lift single trusees,wlth spans greater than 30' by the peak. A 60 1"or iess\ r iess\ I i.--.-------4 ---'l Tag / ApproxImately Approximately Llne/ v, truss length V. truss length Truss spans less than 30'. MECHANICAL INSTALLATION Tag ..., Line be connected the truss top chord with a attachment utilizing materials such as stings, chains, cables, nylon strapping, etc. of sufficient strength to carry the weight of tire truss. Each truss should be set in proper position per the building designer's framing plan and held with the lifting device until the ends of the truss are securely fastened and tempo- rary bracing is Installed. Spreader Bar - Toe In Toe In '- k 'I. to truss length - ....-.._.- ........................................Tag Less than or equal to 60 Line Strongback/ SpreaderBar 10' pjro)flrjly,,,__ ..4 to 3' truss length I I Greater than 60' Spreader Bar Toe in Toe In ATi1 I-.......__..21iruss_lgt ._. Less than or equal 1060' Tag Line Tag Line At or above mid-height Tag Line Typical horizontal IIe member with multiple stake. (lIT) 12 5 r 4: :....CAUTiON;.Temporary bracing shown in this summary' sbeet is, adequate for. the installation of..;, ;.:. ,truescs'wIth similar configurations Consult aeglstered professional engineer if a different bracing arrangement Is desired The enginee4may design bracing in accordance with TPI'e ' ),Recommended Design Specification for Temporar4Braclng of Metal PjatejConnectectffoo7 ZTrussee,DSB.89,:andIn some cases determInchaV8widerspacing s postal I GROUND BRAC1NG:BUILDING INTERIOR IGROUND BRACING: BUILDING EXTERIOR GBD'. Tap Chard Typical vertical E,,d Wait -. Side \j Blocking I Ground brace itdit Ai - T. i.. (913v) IZyopC Ground 11'act, Vertical (G V lttru..cibr.cbd \t \ ,.-'&. \ , . . . . group .4 ku...& \1. - . . .\ . ' .. . Ground brace nd brace (SB)' ; )/4 vertical (GeV) I y I Or Ground It / \ Wave, . 184 true. of braced group citrusses lateral(LOU) Ground brace End brace (ES) -. _dagon.i. (GB0) , Note: 2°' floor syatam .haU hay. . adequate capacity to support ground -"brace.. . Strut Backup 1ST) 2-d floor, ... ... ground ' \. Frame 2 12 4 or greater • SPAN MINIMUM PITCH TOP CHORD LATERAL BRACE SPACING(LBS) ________ TOP CHORD DIAGONAL BRACE SPACING (DB& L# trusses SP/DF SPF/HF Up to 32' 4/12 8' 20 IS Over 32' -48' 4/12 6 10 7 Over 48' -60' 4/12 5' 6 4 Over 60' See a registered professional engineer DF - Douglas Fir-Larch SP - Southern Pine HF - Hem-Fir SPF - Spruce-Pine-Fir Continuous Top Chord All lateral braces Lateral Brace ----.. . - lapped at least 2 Required -- trusses. - 10' or Greater I L Attachment L Top chords that are laterally braced can buckle loycilue, anti c.uuecotl.pne lithe,, lenodl.go. nut bracing. Diagonal bracing should be nailed to the underntde of the top chord when parlin. ore .iIched Ia II,, t,,pside ciii,. top chord. PITCHED TRUSS " WARNING. Failure to follow these recommendations could result in _\severe per8onI;Injury ordarnage .to'trusses or. buUdingsJ'4__ SPAN MINIMUM PITCH DIFFERENCE TOP CHORD LATERAL BRACE SPACING(LB5) TOP CHORD DIAGONAL BRACE SPACING (°°s) (#trusees) SP/DF Up1028' 2.5 7' 17 Over28'-42' 3.0 ' 65' 9 _SPF/HF _12 0ver42'-60 3.0 5 _6 _3 Over 60' See a registered professional engineer DF - Douglas Fir-Larch SP - Southern Pine Continuous Top Chord Lateral Brace, All lateral braces Required lapped at least 2 10* or Greater Atlachinent Required C. 0c' Topchordelhatel.lstoratlybrocrdc.nbuchio togetheeandc.osecoliapseillhrreinnadi.yo. rralbr.ctng. 0lag0n.Ibr.c:ngohoaldbenoilrd to the underside attire top chord when prolino are attached to the tupuide at Ike top chord. SCISSORS TRUSS Frame 3 Permanent continuous lateral bracing as specified by the truss engineering. 12 —i 4orgreater N, Bottom chord diagonal bracing repeated at each end of the building and at same spacing as top chord diagonal bracing. BOTTOM CHORD BOTTOM CHORD DIAGONAL BRACE MINIMUM LATERAL BRACE SPACING (O0) SPAN PITCH SPACING(185) (# trusses] LDF SPF/HF Upto32' 4/12 IS. 20 is Over 32' 48' 4/12 15' 10 7 Over 48'-60 4/12 1 IS' 6 4 Over 60. See a registered professional engineer ur - uouglas ru-Larch si'- Southern Pine HF- Hem.FIr SPF - Spruce-Pine-Fir All lateral braces lapped at least 2 trusses. BOTTOM CHORD PLANE W. WARNING Failure to follow these çecommendatlons could result in ' --V Cross bracing repeated at each end of the building and at 20' "\--.X -' Intervals. V\\ 17 Frame 4 2x4/2x6 PARALLEL Continuous CHORD TRUSS Top Cho,d - - Lateral Brace P Required Topoho,d. lh.l... I*t..*Urb..o.d can buckle glh. and s.o.eooibp.o tIll ,otoo,di.go. 10' or Greater ...lb..ol..g. Diagonal b,.otng should benailed In the nd—Id. .111.. lop d.o.d when prnlin. .,. .li.ch.d I. the lop.tde oil,. top cha,d. Attachment Dr - Douglas Fir-Latch 5!- Southern Pine _- Required ,- 30' or -1 •) greater -•. lKhe end diagonal brace for canhlievered End diagonal, are àss.nfial trusses must be stability and must be dupiiâat'sd.ph placed on vertical both ends of the true. system. - webs In line with - the support. SPAN MINIMUM DEPTH TOP CHORD LATERAL BRACE SPACING(185) _________ TOP CHORD L)IAGONAL BRACE SPACING (DOS) J# trusses) SPIDF SPFIIIF Up to 32' 30' 8' 16 tO Over 32' -48' 42 6' 6 4 Over 48'.60' 48' 5' 4 1 2 Over 60' 1 See a registered professional engineer .l'..13 sr /N •. .. greater -.... N (' N/JN. Truss Depth 0(m) PLUMB 0(m) 1 2" __?4" _!i.__ __- 36" 3/4" 3' _4__ 60" 1-1/4" 5' i2 11 108" 96° _h3J 2' _j. 9' I INSTALLATION TOLERANCES I Length 1(m) )/50 0(R) T I ie.seroi S L/200or2" 4x2 PARALLEL CHORD TRUSS:TOP CHORD - S... S.- *—+- 3W Trusses must have turn- bar oriented in the hori- zontal direction to use this brace spacing. trusses End diagonals are easentlalfo stability and must be dupiicIt both ends of the truss system. Frame 5 SPAN MINIMUM PITCH TOP CI4OflD LATERAL BRACE SPACING(185) ______ TOP CHORD DIAGONAL BRACE SPACING (OB) (# trusses) SP/DF SPFIHF 3/12 8' 17 12 Over 24-42' 3/12 7' 10 6 Over 42-54 3/12 6' 6 4 Over 54' See a registered professional engineer OF Douglas Fir Larch SP Southern Pine HF- Hem-Fir SPF- Spruce-Pine-Fir All lateral braces lapped at least 2 ( / trusses Diagonal brace — also required on end verticals. lop clionla ll,.,ta,e labially b, ..S can titickle b.yctl.eI .u,d caiinccollopnc iltliete benodiago. / ,,..11,,a,in. Diagonal b,ac.ng nl,00ld be nailed / In he ambe,eide oliliC top ohoid when paiiion am atloolmed to lime bopeide of the lop t,.d. MONO TRUSS] S.'.. Continuous Top Chord Lateral Brace ......, ..' ;'. S. Required , 10" or Greater ." I .. . :.. Aitciclirtietit Required ':. A WARNING: Failure to follow these recommendations could restütln '. severe personal Injury or damage to trusses or buildings I < ill I Lesser of 0/50 or 2" ' ILQn) 1/200 L(fl) I Maximum Plumb Misplacement Line 1150" 3/4" 12.5' L(In) 1/200 L(fl) 200" 250' 1-1/4" 20.8' 300° 1-1/2" 25.0 OUT-OF-PLUMS INSTALLATION TOLERANCES. S OUT-OF-PLANE INSTA'.LATION TOLERANCES. 0 *Om or e-jy no clrcumstapcsholtd i*WARNiNG Do not cut trusses constructionIoddsofanydescriptionbepiacpd '•. Frame 6 TRUSS IS DESIGNED FOR A 30X30 ATTIC ACCESS IN WICH THE ON CENTER SPACING NEVER EXCEEDS / 28. SEE FRAMING PLAN ABOVE. COND. 3 1 1 QJ (59 m * E .12/31/02 'JCN\ , 24 16 32 24 MIN. f MAX MAX 20 LADDER LADDER F TOP & BOTTOI BY OTHERS FOB REP. DRAWN: _rM C'1 U) 11 U) C,) C,) 116 J16 1/2- REQUIRES EXTRA TRUSS IN LAYOUT-POSITION OF TRUSSES #2. g3. & #4 MAY VARY BUT DIMENSIONS A.8, OR C MAY NOT EXCEED 16 1/2. NOR SHALL THE DISTANCE BETWEEN TRUSSES gl & 05 EXCEED 72. COND. 1 24 31 1/2 J16 1/24 REQUIRES EXTRA TRUSS IN LAYOUT (DBL)-NAIL 061. TOGETHER AT 12 O.C.-POSITION OF TRUSSES 02. #3. & #4 MAY NOT VARY NOR SHALL THE DISTANCE BETWEEN TRUSSES #1 & j5 EXCEED 72 COND. 2 30X30 ATTIC ACCESS SEE (IIE) - REVISIONS E20.00 BY CHECKETh 72 I iI 24 1 T i 72 24 24 1 IL 1' 24 24 24 — ii Jr iii I L 11 (f) tI C,) U) (I) I U) U) (nIl (1,11 Cl) (nI U) 1(f) I IL IIv (l 1 (f) Ii D D ii i I iIc Ii lI ii '-I '- I- I _ III- LUMBER SPECIFICATIONS: PER BUILDING ENGINEER I I TRUSS ADEQUATE CONNECTIONS TO SUPPORT LOADS MUST BE VERIFIED AND/OR I TRUSS SPECIFIED BY OTHERS ATTACH 2X6 PURLINS TO EACH PANEL POINT USING A35'S TRUSS 2X6 RIDGE B A35'S TYP. SEE 2X4 TOP CHORD 2X4 TOP CHORDS B/O CUT AND HEAD-OUT BOTTOM CHORDS AS REQUIRED FOR OPENING EVISIONS BY 6.20.00 FOB REP. DRAWN: cr Ova Ji i DRAWING DESCRIBES FRAMING PROCEDURE FOR ATTIC AND IN NOT SPECIFYING ANY SPECIFIC TRUSS PROFILE. *12/31102 REVISIONS BY 6.20.00 LUMBER SPECIFICATIONS: CHECKETh PER BUILDING ENGINEER JOB REP. DRAWN: HIP CORNER RAFTER (ONE SIZE LARGER THAN STANDARD RAFTERS) A RA RAFTER TIE (NOT REQUIRED ON SPANS UNDER I8-0) RAFTER TIE (ONE ROW REQUIRED ON SPANS 18-0 TO 22-0) (Two ROW REQUIRED ON SPANS 24'-0 SPANS AT 4'-0 D.C.) • • _____ 91 BRACE TO ROOF STRUCTURE ;RWO; HIP TERMINAL TRUSS PER DESIGN NOTE: BOTTOM CHORD OF JACKS NOT SHOWN FOR CLARITY ON rA V _ LFACEEDGER ATRUSSTTACHEPERD TO RIP TAIL TO MATCH PER HB-I STANDARD RAFTERS m DETAIL A BOTTOM CHORD OF TRUSSES MINIMUM LAP DETAIL TERAL TRUSSE5 IMPACT IL W/ lOd 1W. BRACE LuRED N Ift-1 N-val EVISIONS Ky:l 6.20.00 OB REP. LRAM. 9h11 METHODS OF STRONGBACKING 'SIMPSoN' H-3 lCd G 12" D.C. / \ r (2) 1Od r (2) lCd 2X4 X—BRACE PER PLAN 41 A -. PLYWOOD TRUSSES PER PLAN LATERAL 10 (2) lCd d 0 12" O.C. SECTION A—A lOd 0 12" O.C. 2X4 LATERAL BRACE (T) 20 IMPACT BRIDGING (ON EDGE) 1 ERE NO RIDGID CEILING IS APPLIED DIRECTLY TO THE BOTTOM 'CHORD, IT SHALL BE BRACED AT INTERVALS NOT 4 A EXCEEDING 10'-0" O.C. USE 1X4 MINIMUM CONTINUOUS . MINIMUM CONSTRUCTION GRADE LATERAL BRACING AND ATTACH %9Th 2-8d NAILS. HEM—FIR BRACING MATERIAL ( SEE TP1-HIB-91 OR BUILDING DESIGNER SPECIFICATIONS LUMBER SPECIFICATIONS: 2X4 #2 DF-L CHORDS 2X4 STD. DF-L STUDS FOR GABLE ASSEMBLY GREATER THAN 5-10" IN HEIGHT SEE CE-2. A VARIES L SHEATHING OR SIMILAR ON ONE FACE REQ. SHEAR DESIGN BY OTHERS 16-14-10 OR 20-10-10 PSF. LOADING CUTOUT FOR 20 70 MPH WIND LOADING or siuo ADD—ON SAME SIZE AND GRADE AS TOP CHORD WITH 16d NAILS AT 12 D.C. ADD ON SPLICE TO OCCUR AT PANEL POINTS WITH CLUSTERS 2-16d NAILS OUTLOOKER DETAILS HORIZ. VENT MEMBERS NOT REQUIRED 1.5-3 ONE SIDE AND (2) 14 GA 2" STAPLES ON OTHER SIDE OR (5) 2" 16 Go. STAPLES 12 VARIES 3-5 MIN. OR USE SAME SIZE PLATE AS ON TRUSS lm FULL BEARING WALL I- •••i UP TO 24" O.C. OPTIONAL CANTILEVER UP TO 48" MTh STUD © WALL UP TO 24" NO CHANGE ---..--SEE OUTLOOKER DETAIL BEVEL GABLE END FRAME GABLE END FRAME 20 DIAGONAL BRACE AT - CENTERLINE OR AT 16-0" O.C. MINIMUM BRACING DETAILS - SEE STRUCTURAL DRAWINGS FOR ADDITIONAL REQUIREMENTS 16d AT 24 BEARING CONNECTIONS ARE THE SOLE RESPONSIBILITY OF THE ENGINEER OF RECORD. DETAILS ON THIS PAGE ARE SUGGESTIONS ONLY AND ARE NOT TO BE UTILIZED WITH OUT THE BUILDING DESIGNERS APPROVAL SECTION A 2 - 16d NAILS DIAGONAL BRACE AT CENTERLINE OR AT 16'-0" O.C. 0 45 DEC. SEE WI HIB-91 FOR OTHER BRACING RECOMMENDATIONS FOB REP. )RAWN: I r1, Ogg CD Do 1 LUMBER SPECIFICATIONS SHEATHING ON ONE FACE REQ. 2X4 02 DF-L CHORDS SHEAR DESIGN BY OTHERS AND 510. DF-I. STUDS 16-14-10 OR 20-10-10 PSF. LOADING VARIES 2X4 CONST. 70 MPH WIND LOADING FIR AT 32 O.C. J 2-O SEE OUTLOOKER 3-5 AA DETAIL GE-1 MUM BRACE SPACING © 2X4 STRONGBACK / BRACED AT EVERY I, 2X4 NO. 2 DOUG FIR CONTINUOUS STRONGBACK 6'-0 MAX. - BRACED TO ROOF STRUCTURE AT6 0 0 C 1X4 MIN. LATERAL o WE BRACING 2 MAXIMUM WEB BRACING IF RE ul u 12 2X4 END 8L00< -..., IVARIES DIAGONAL BRACE 1.5-3 ONE SIDE AND (2) 14 GA 0 APPROX. 45 DEG: iX4 WEB 2* STAPLES ON OTHER SIDE BRACING- . F REQ. 2X4 END o BLOCK MIN. OR USE SAME SIZE 4 CONTINUOUS BACKING WITH - S ON TRUSS 16d NAILS AT 24" O.C. TO WALL PLATE D SECTION A 3-5 FULL BEARING WALL 4 A OPTIONAL CANTILEVER UPTO24" 41, UP TO 48" WITH STUD @ WALL UP TO 24" WITH NO CHANGE GABLE END FRAMING CONNECTION DETAILS (MINIMUM NAIL REQUIREMENTS SHOWN) SHEATHING TO GABLE 2X4 SOLID BLOCK WITH 3-16d TRUSS. 3d AT 6 O.C. NAILS EACH END NAIL 1 16d NAIL GA STUD \ 1 5/8" NOTCH AT 32" O.C. ¶ BRACE 216d Al 16d AT WITH 4-16d NAILS 24" O.C. NAILS SEE TPI HIB-91 FOR OTHER BRACING RECOMMENDATIONS EVISIONS I BY 6.20.00 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 C 5982.- 12/31/02 CN\y ROB REP. THE ARCHITECT AND/OR ENGINEER OF RECORD IS RESPONSIBLE FOR PROVIDING CONNECTION DETAILS REQUIRED TO RESIST WIND AND SEISMIC LOADING CONDITIONS. WORK SHALL COMPLY WITH THE CURRENT UNIFORM BUILDING CODE AND THE REQUIREMENTS OF THE LOCAL BUILDING DEPARTMENT. xp12/31/O2 * Cl 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 BEAU MATERIAL SHALL BE #1 DF—L MINIMUM UNLESS NOTED OTHERWISE. HIP BEAM SIZING CHART SETBACK ROOF LOADING FROM 25 PSF 30 PSF 35 PSF END WALL 6'-0 OR 3 X 4 3 X 4 LESS 2 X 4 2 X 6 2 X 6 7'-0 2 X 6 2 X 6 2 X 6 8' 0 2X6 SS OF 2X6 SS OF 2X8 2 OF - 2X8 02 OF 2X8 2 OF LEDGER NAILING SCHEDULE INUMBER OF 16d NAILS BEAM SIZE REQUIRED TO SECURE I LEDGER TO TRUSS 2 X 6 5 BY NAILER HIP BEAM —SEE CHART FOR SIZE LEDGER - SEE SCHEDULE FOR REQUIRED NAILING (IN VERT. ONLY) + (2) EACH. END MIN. I- EV1SIONS BY 6.20.00 08 REP. )RAWN: ow am Co p is RIDGE - SHAPED BLOCK 'B PLAN ALTERNATE FRAMING Wi4ERE HIP RAFTERS DO NOT MEET AT COMMON TRUSS. L',IIUI'I •-P% EXTENDED JACK TOP CHORD THE ARCHITECT AND/OR ENGINEER OF RECORD IS RESPONSIBLE FOR PROVIDING CONNECTION DETAILS REQUIRED TO RESIST WIND AND SEISMIC LOADING CONDITIONS. WORK SHALL COMPLY WIN THE CURRENT UNIFORM BUILDING CODE AND THE REQUIREMENTS OF THE LOCAL BUILDING DEPARTMENT. 2X4 RIDGE BLO( 1X4 LATERAL BRACING REQUIRED PER DRAWING X—BRACE COMMON TRUSS TO HIP TRUSS AT CENTERLINE OR 20'-0 MAX. SEE DETAIL HF-3 YOUT LAYOUT 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 END JACK PER DETAIL OR DESIGN DRAWING TRUSSES lOSS BLOCK HIP RAFTER SHAPED BLOCK SECTION B—B REVISIONS BY 6.20.00 MIN. 2X4 HIP RAFTER SLOPING TOP CHORD 8H-. REP. WK Zj F 2X6 HIP RAFTER '- HORIZONTAL TOP CHORD 8H ROOF JACK W/ BOTTOM CHORD TOP VIEW Es 2X4 HIP RAFTER MINIMUM LEDGER REQUIRED UNDER MIN. 2X6 HIP RAFTER - SEE SUPPORT DETAIL ON FILE NO. HB-1. NOTE: SJMPSON' LSU26 HANGER MAY BE USED CONNECTION DETAIL IN LIEU OF LEDGER. DWN) FROM END WALL AND WITH TOTAL ROOF LOADING = 30 PSF. SEE HB-1 FOR OTHER SET BACK AND LOADING CONDITIONS. PERSPECTIVE FOR TRUSS CONFIGURATION AND PLATING SEE ENGINEERING EvIsIoHsI 6.20.001-1 ALTERNATE SHOULDER DETAIL * INDICATES 1X4 LATERAL BRACING ATTACH NTH (2) 8d NAILS TO EACH MEMBER WHERE SHOWN. ALL BRACING MUST BE CONTINUOUS AND TIED TTHE ROOF DIAPHRAGM REFER TO TRUSS DRAWING FOR SPECIFIED BRACING REQUIRED BRACING ON SECONDARY FLAT TOP CHORDS IS REQUIRED AT 6-0" O.C. MAXIMUM. REP. WN: =1 USE 4-6 AT SHOULDER OVERFRAMINC - rrP. TOE-NAIL END JACK TOP CHORD EXTENSION TO HIP OVERFRAMING W 2— 16d NAILS. 3-5 (SPL) 5-7 W/2X6 48 O.C. ) SECONDARY CHORDS '16H USE 1.5-3 WITH 2X4 14H STUD FRAMING - 1W. AT 48 D.C. EXTENDED HIP TOP CHORDS ILI - 1OH _________ 8H ri - II II,h( * Exj 5982 2/3l/O2 HF 3 *11 11* II * * EV1S1ONS BY 6.20.00 By ,.- 16d NAILS 1W. I TOENAIL INT HIP & / STAGGER TO PREVENT SPLITTING JACK PLAN VIEW Lj 3— 1 O SIDE VIEW JOB REP. DRAWN: =1 VIM 0 v- is go 0ESS ,S Wes /Q82 P. 12/31/02 ) IV I HIP TRUSS NO. RESSURE BLOCK HIP GRIDER LUMBER IS SEASONED FL ONLY. TOE NAIL TOP AND BOT JACKS TO HIP GIRDER 1 4-16d NAILS FOR 10' 3-16d NAILS FOR 8' Md JACK SIDE VIEW PRESSURE. BLOCKING DETAIL FOR END JACK BOTTOM CHORD UP TO 10'-0" AT HIP NO. 1 WITH CEILING LOAD OF 5PSF 3— — 1 Od PRESSURE BLOCK if 3 10 PRESSURE BLOCK ç3 1 O NTH 4-16d NAILS ç3 WITH 4-16d NAILS '-BOTTOM I 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 (2) 16d TOENAIL PIGGYBACK 72" O.C. TYP. 35pI) 1.5-3 CONT. 2X4 SUPPORT TRUSS 12 -.....J4 MIN. 1.5-3 AT EACH END OF TRUSS (AND 6'-0" O.C. FOR SPANS 36' AND LARGER) ATTACH NTH (4) 1.5" LONG Sd NAILS. USE 2X4 AS AN ALTERNATE WITH (4) 16d EACH END. WHEN USING PLYWOOD SEATHING, TOE—NAIL CAP TRUSSES WITH lOd NAILS FROM EACH FACE AT 6" O.C. $ 3-5 1.5-3 f 1.5- 24" * REQUIRES 2X4 BRACE WHEN VERTICAL EXCEEDS 5'-0" 2 BRACES AT 10'-0" ETC. 2X4 CONTINUOUS SUPPORT BRACING. ATTACH TO THE TOP SIDE OF TOP CHORD OF TRUSS SUPPORTING PIGGYBACKS NTH (2) lOd NAILS ALTERNATE SHOULD .- [1 BALLOON FRAME BEARING WALL TO SCISSOR BOTTOM CHORD (BY OTHERS) IA 1]. 1111 REVISIONS BY 6.20.00 LUMBER SPECIFICATIONS: SHEATHING OR SIMILAR ON ONE FACE REQ. 2X4 #2 DF-L CHORDS SHEAR DESIGN BY OTHERS 2X4 STD. DF-L STUDS 16-14-10 OR 20-10-10 PSF. LOADING 70 MPH WIND LOADING SEE CE-2 FOR WEB BRACING REQ. 4-5 2X4 CONST. DOUG. FIR AT 32 O.C. -. SCISS. GABLE END FRAME OUTLOOKERS PER DETAIL GE-1 (1/4 MAX OVERSIZE CUT) 5-7 STAPLES ON OTHER SIDE 16d AT 24 D.C. 1.5-3 ONE SIDE AND (2) 14 GA 2X4 BLK W/3-16d EACH 2X4 CONTINUOUS BACKING Y1Th 16d NAILS AT 24 O.C. TO WALL PLATE REP. WN: 2! 11 g 3-6 MIN. OR USE SAME SIZE AS ON TRUSS.. Ln;g g SECTION - Ici'II MINIMUM BRACING DETAILS - SEE STRUCTURAL DETAILS FOR ADDITIONAL REQUIREMENTS BEARING CONNECTIONS ARE THE SOLE RESPONSIBILITY oi l 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 45982 X VE 12,3-.-'02 7* BY I 6.20. 001 * WHERE NO RIDGID CEILING IS APPLIED DIRECTLY TO THE BOTTOM CHORD. IT SHALL BE BRACED AT INTERVALS NOT CHECKED EXCEEDING 10'-0. USE 1X4 MINIMUM CONTINUOUS LATERAL BRACING AND ATTACH WITH 2-8d NAILS AS SHOWN. IJOB REP. LUMBER MAX. PANEL LENGTH, L 2X4 NO. 2 DF 10-0 2X4 CONSTRUCTION OF 6'-0 2X4 1650 MSR - 1.5 £ 10-0 SEE ENGINEERED SCISSOR DRAWING FOR WEB CONFIGURATIONS AND REQUIRED B/C BRACING on -I' 2X4 fl 1553 (TYPICAL) I (OFF PANEL 12 MAX. (OFT PANEL POINT) L' OPTIONAL FURRING FOR ANY 24 O.C. TRUSS WITH 10 PSF TOTAL BOTTOM CHORD LOADING. NOTE: MAY USE (3) 16d NAILS AT EACH END OF 2X4 VERTICALS TO ATTACH FURRING TO BOTTOM (MAX DEFLECTION = L/240.) CHORD OF TRUSS INSTEAD OF CONNECTORS. Z~zc e le 0 - 4. &9B2 V-0 1ExV12/3i02 *1 LADDER FRAMING BY OTHERS TRIPLE TRU TRUSS •1 DOUBLE ISS TRI.. THIS ENGINEERING APPLIES FOR ALL CONFIGURATIONS OF TRUSSES INCLUDING SCISSORS AND VAULTS. TRUSS ARE TO BE NAILED TOGETHER WITH 16d NAILS II 1 ALL WORK SHALL COMPLY WITH CURRENT UBC AND I REVISIONS BY I I REQUIREMENTS OF LOCAL BUILDING DEPARTMENT 6.20. 00! I REP. RUSS MAX. 2592 INCHES O.C. NAIL PLF = SPACING FOR DOUBLE TRUSSES 3888 INCHES O.C. NAIL PLF = SPACING FOR TRIPLE TRUSSES LADDER FRAMING 1 BY OTHERS 244' 10-0" t24 I' IJOB REP. NON-BEARING PARTITION PERPENDICULAR TO TRUSSES lx TOP PLATE 16d ocmoss ic BO Fol 2X PLATE 17' 1 - 16d NAIL 11 cj SIMPSON STC CUP OR EQUAL MAY BE SUBSTITUTED SECTION C-C FOR 16d NAIL NON-BEARING PARTITION PARALLEL TO TRUSSES B BOTTOM cnOROTr 2X4 BLOCK W/ 2- 2-0 (1W.) _ 1' 1 ,/or1Russ TOP PLATEN / / MAILS EACH _f\_ I - 16d NAIL 4B SECTION B-B BY OPTIONAL SHEAR CONNECTION ROOF DIAPHRAOM B.N. SPACER BLOCK BOTTOM CHORD IEAR BLOCKING AND NAMING PER BUILDING ENGINEER. SHEAR WALl. PER OEGN TRUSSES AT 2'-O 0.0. TYPICAL TRUSS CONNECTION TO EXTERIOR WALL B.N. PLYWOOD TO SPACER BLOC(—. - — BOTTOM CHORD BEARING WALL NAIL SPACER BLOCK TO TRUSS BEARING CONNECTIONS ARE THE SO RESPONSIBILITY SECTION A-A NAILING SEQuENCE: ( SET NEXT TRUSS AGAINST BLOCK AND TOE NAIL TO PLATE OF THE ENGINEER OF RECORD. DETAILS ON THIS PAGE ) DRIVE NAIL THROUGH TRUSS INTO BLOCK ARE SUGGESTIONS ONLY AND ARE NOT INTENDED TO BE (3 BACK NAIL TRUSSES TO PLATE AFTER ALL TRUSSES ERECTED UTILIZED VATH OUT THE BUILDING ENGINEERS APPROVAL c 982 P. 12/31/02 . CNIV J1 SINGLE TRUSS 2X4 OR 2X6 TOP CHORD TRUSS CHORD WITH 1 1/2" NOTCH ADD-ON SAME SIZE AND GRADE AS TOP CHORD WITH 16d NAILS AT 12" 0. C. DOUBLE TRUSS 2X4 OR 2X6 TOP CHORD TRUSS CHORDS WITH 1 1/2" NOTCH ADD-ON ONE SIZE LARGER THAN TOP CHORD (#2 DF OR #1 HF) WITH 16d NAILS AT 12" O.C. 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 21(6 CHORD MATERIAL OR DOUBLE 2X4 (STACKED) CHORD. FOR 2X6 CHORDS: 1. ANALYSIS OF TRUSS WITH THE NEXT SMALLER CHORD SIZE OF THE SAMEGRADF MUST WORK FOR EXAMPLE. 2X6 CHORD WITH NOTCHES MUST BE ANALYZE WITH A CS! OF LESS THAN 1.0 FOR A 2X4 OF THE SAME GRADE. SIMILARY, FOR 21(8 ANALYZE WITH 2X6, FOR 2X10 ANALYZE WITH 21(8, AND FOR 2)(12 ANALYZE WITH 2X10. DRAWING NOTE: 1.5" DEEP NOTCH AT—MAY BE USED ON TOP CHORD IF ONE FACE OF THE TRUSS IS SHEATHED, OR IF FULL- LENGTH ADD-ONS OF THE SAME SIZE AND GRADE AS TOP CHORD ARE USED, NAILED UNDER THE NOTCHES WITH lOd NAILS @ 4 O.C. THROUGHOUT. DO NOT OVER CUT NOTCHES NOTCH FOR OUTLOOKERS 32" O.C. MAX. BY 1108 REP. c. co )82 M 1 12/31/02 OB REP. )RAWN: om ri ip is 2X4 VALLEY RAFTERS WITH 3-16d TOE—NAILS TO RIDGE TYPICAL. - SECTION A-A SHEATHING REQ. FRAMING DETAIL FOR CONVENTIONAL FRAMED VALLEY FILL /ME r.j . " J0k5982 IREVMIONSI BY 6.20.00 NOTES: (1) VALLEY RAFTERS TO BE MINIMUM 2X4 #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 V,IDTh PURLIN. NQ.T 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. ROOF LL+DL = 30 PSF. MAXIMUM VALLEY FILL TO xJ1V31/02 FRAMING DETAIL FOR CONVENTIONAL FRAMED VALLEY FILL NOTES: (1) See EJ variable (1/1) for size, grade, and loading Nailing per current USC except as noted below Continue plywood under Valley Fill DETAILS: 2x4 Post to 1/2 Valley - with purlin 2x4 Post to bearing, Gable End or Girder truss (DO NOT BEAR RIDGE BOARD ON COMMON TRUSS) 2X4 Post to Truss 2x4 Post to 2x4x4'-2 purlin (over 3 Trusses Mm.) Pre—cut Call Fill Member —2x4 Valley Pads SECTION B-B PLITruss as occurs 2X6 #2 DF—L Ridge. support as shown 2X4 VALLEY RAFTERS WITH 3-16d TOE—NAILS TO RIDGE TYPICAL IJOB REP. SECTION A-A EVISIONS I BY 6.20.00 . a ROOF LL+DL = 30 PSF. MAXIMUM LUMBER SPECIFICATIONS #2 DF—L For shorter valley fills, eliminate longer members and respective details POINT LOADS (IF ANY) MUST BE DESIGNED INTO TRUSSES BELOW FRAMING. w RIDGE BOARD 4JA TRUSSES UNDER FILL ' L I PROVIDE SOLID BLOCK * Adjust distance of shortest I BETWEEN TRUSSES TO Cal Fill member from the I SUPPORT RIDGE IF I, termination point to compensate i NECESSARY. for valley pads - then 24" O.C. AlA I-