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HomeMy WebLinkAbout2525 PIO PICO DR; ; CB004142; Permit- City of Carlsbad V I q5K 1635 Faraday Av Carlsbad, CA 92008 06/07/2001 Commercial/Industrial Permit Permit No: CB004142 Building Inspection Request Line (760) 602-2725 Job Address: 2525 PlO PICO DR CBAD Permit Type: COMMIND Sub Type: COMM Parcel No: 1561206400 Lot #: 0 Status: ISSUED Valuation: $597,173.00 Construction Type: NEW Applied: 11/08/2000 Occupancy Group: ' .. Reference #: Entered By: CB Project Title: CONWAY BUILDING 7758 SF OFFICE . Plan Approved: 06/07/2001 1242 SF RESIDENTIAL IN BASEMENT Issued: 06/07/2001 Inspect Area: Applicant: ..-' Owner: CONWAY & ASSOC., INC CONWAY & ASSOC., INC SUITE 0 SUITE D/ \ 13 06/07/01 0002 01 02 135 LIVERPOOL DR 2- 135 LIVE POOL" CGP 4210943 CARDIFF CA 92007 / CARDIFFCA92007 760-753-1453 760-753-1453"tj Total Fees $43,423.13-1 Total Payment To Date $!_,3i3.70 \ BIarice Due $42,109.43 Building Permit / ' ''."-J / -$2;313.12 z Meter Size:.-7,.,,,e Add'l Building Permit / '$0.00Add'IRecI" Water 'Con. Fee \ $0.00 Plan Check $1,503.53 Meter Fee $0.00 Add'I Plan CheckiFee. (,) $0.004 ,SDCWA Fee $0.00 Plan Check Discount I $O.OP ACFD Payoff Fee - $0.00 Strong Motion Fee I $125.41 ' FF7 ç j $10,868.55 Park Fee \ "$0.00 % 9FF (CFD Fund) / $10032.51 LFM Fee \ \ '\ $00P License Taj / / $0.00 Bridge Fee \ N$0.00 % License Tax (CF9j Fund) / $0.00 BTD #2 Fee \ \ $0.00 Traffic Impact Fee / $3,115.34 BTD #3 Fee \ \ $0.00 \Traffic Irpact (CFD, Fund) J$2,875.70 Renewal Fee \ \$0.00 1NCORPLUMBING TOTAL / $196.00 Add'I Renewal Fee \ $0.00. ELECTRICALTOTAL / $410.00 Other Building Fee ,- $0.00—MECHANlCAL TOTAL / $179.50 Pot. Water Con. Fee - ,$0.00 Master Drainage Fee:,3 / $1,362.00 Meter Size N 7/ /) Sewer Fee:') \'-......) / $10,441.47 Add'l Pot. Water Con. Fee N L..$000 Redèv Parking Fee: ,Z $0.00 Red. Water Con. Fee $0.00 AddiUdnal.Feés: .-' $0.00 17 TOTAL PERMIT-FEES $43,423.13 FINAL APPROVAL Ins Date: 0 I O 2 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 Carisbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capactiy changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARtMENT 1635 Faraday Ave. ;.Carlsbad, CA 92008 FOR OFFICE USE ONLY PLAN CHECK NO. EST. VAL. Plan Ck. Validated By I C-i 7(73 ~. -7:, Date I I 1. PRoJECrINFORMATION P,O cO r 'Address (include Bldg/Suite #) Business Name (at this address)' PdrTio ear 4e.c31 T/?5 551'1 Legal Descri ti Lot No. Subdivision Name/Number Unit No. Phase No. Total # of units --/ ZO 64 7 AJ&.ij snua7& 4riecic. t Assessor's Parcel # Existing Use 4/I7 3 Proposed Use . Z 57Dj Ouer ,*se4ngyrr 4 ' ovv- 6aSeineatT ' . r7 Description of Work IZ4Z FT. rvmt~Bedroomi # of Bathrooms.. - ,•••__ . O.i Ow JV Name Address ' City ' ' State/Zip - 'TeIeph5ie # Fatr#' " Name I • Address . City State/Zip Telephone # , , (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any Structure, prior to-its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the-Business and Professions Code] or that he is exempt therefrom, and the basis for the alleged exemption. Any violatio of action 7031.5 by any applicant for a permit subjects the applicant to a civ' penalt of not more than five hundred d II rs [S Enc)4 I Asc nw. , '€r,wt oc o deekP.e4 9ZW7 7-253 /4 Name ' I Address City State/Zip Telephone # License Class ,4 8- . /,iAZ #1(C City Business License # \. '7_ tO1,i. State License # I i-',- i.I-CJ , - y &'#'ri-' '.'r- '( -v ( ,pv - f - tesigner Name ' Address City ' State/Zip Te 05 State License# P 0'g RIKERSLgq.QMPENSATIQN Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: C] I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor, Code, for the performance of the work for which this permit is issued. have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company ~i.'7 á/iiO( I I I Policy No./ 5Z (D 47 -oo Expiration Date i 1 (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$1001 OR LESS) -0 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 c mpensation, damages as provided for in Section 3706 of the Laboi code, interest and attorney's fees, SIGNATURE ._- DATE .. WNERiLDERbECA?i I hereby affirm that I am exempt from the Contractor's License Law for the following reason: 0 I, as owner of the property or my employees with wages as their sole compensation, willdothe work and the structure is nt intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to,an owner of property whobuilds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). - 0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for. such projects with contractor(s) licensed pursuant to the Contractor's License Law). - 0 I am exempt under Section ' Business and Professions Code for this 'reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES ONO I (have I have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide theproposed construction (include name / address /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 / phone number / type of work): PROPERTY OWNER SIGNATURE DATE - Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 YES 0 NO Is the applicant or future building occupant required to obtain apermit 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? l"S 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 THEOFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. iCONSTRI CT ON LEND NGAdE ' ' ' '' "" - - -------'-.---- I hereby affirm that there is a constructiOn lending agency for the performance of the work for which this permit is is ,ued (Sec. 3097(i) Civil Code). LENDER'S NAME' 5ai' .'iej o (7.T I( LENDER'S ADDRESS 5W . ain gym f?t.4/ 4S I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the Cit%' of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION Every permit 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 from the date of such permit or if the building or work authorized by such permit is suspended or abandoned - at any time after the work is commenced for a period of 180 days (Section 106.4.4 Uriifo iIiNinode). 'APPLICANT'S SIGNATURE DATE t.t ((1/00 WHITE. File , YELLOW. Applicant - PINK. Finance City ofCarlsbad V 1635 FaradayAv' Carlsbad CA' 92008 06/07/2001. 1 Water Meter Permit Permit No:WMOI 0023 Building Inspection Request Line (760) 602-2725 Job Address: 2565 PlO PICO DR CBAD Permit Type: WMETER Parcel No: 2042704300 Lot #: Construction Type Reference #: CB004142 Project Title: COMMERCIAL BLDG 2565 PlO PICO Status: ISSUED 0 Applied: 02/14/2001 NEW Entered By: KMF Plan Approved: 06/07/2001 Issued: 06/07/2001 Inspect Area: Applicant: CONWAY & ASSTS 135-D LIVERPOOL DR CARDIFF CA 92007 760-753-1453 S JOHN ZATHA ç 3894 GARFIELD ST. ICIARLSBAD CA 92008 13 0 06/07/01 0002 01 02 CBP 1759200 Total Fees: $17,592.00 (\ Date: D11 de: $17,592.00 Unit 'Mèter: Potable Add'I Connection Fee Reclaim 0 0 Add'I Connection Fee Jumper Fee Construction Meter Rental Construction Meter Deposit\ Additional Fees TOTAL PERMIT FEES INCORPORATED 1952 onnetion Fee $6400.00 c: w400.00 .00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $17,592.00 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 lees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capactiy changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. Inspection List Permit#: CB004142 Type: COMMIND COMM CONWAY BUILDING 7758 SF OFFICE 1242 SF RESIDENTIAL IN BASEMENT Date Inspection Item Inspector Act Comments 07/30/2002 89 Final Combo PD AP 07/30/2002 89 Final Combo - RI NOON TIME INSPECTION PLEASE 07/24/2002 39 Final Electrical - RI EARLY AM PLEASE-METER RELEASE 07/24/2002 39 Final Electrical PD PA EMR 301 ELEC - GAS SUITES 101,102,301 07/03/2002 84 Rough Combo PD NR 06/05/2002 11 Ftg/Foundation/Piers PD AP 05/20/2002 62 Steel/Bond Beam PD AP 05/09/2002 34 Rough Electric PD PA SERVICE 05/07/2002 61 Footing PD AP TRASH ENCLOSURE, TRELLIS 03/28/2002 34 Rough Electric PD PA AT DOWNSTAIRS OFFICE 03/27/2002 34 Rough Electric PD NS 03/11/2002 22 Sewer/Water Service PY PA WATER LINE OUTSIDE BLDG 03/01/2002 22 Sewer/Water Service PD CO FIRE SPRINKER LINE 02/15/2002 17 Interior Lath/Drywall PD AP 01/25/2002 16 Insulation PD AP 01/16/2002 44 Rough/Ducts/Dampers PD AP' 01/16/2002 84 Rough Combo PD AP 01/10/2002 41 Underground Ducts PD WC 01/10/2002 84 Rough Combo PD PA DWELLING UNIT, T.I. 01/04/2002 31 Underground/Conduit-Wirin PD AP 01/04/2002 62 Steel/Bond Beam PD AP OK TO GROUT 12/18/2001 65 Retaining Walls PD CA 11/30/200118 Exterior Lath/Drywall PD AP OK TO PLASTER 11/30/2001 44 Rough/Ducts/Dampers PD NR 11/27/2001 18 Exterior Lath/Drywall PD CO 11/27/2001 44 Rough/Ducts/Dampers PD CO 11/20/2001 62 Steel/Bond Beam PD AP 11/16/2001 18 Exterior Lath/Drywall PD NR 11/14/2001 92 Compliance Investigation PD PA 10/31/2001 61 Footing PD AP WALL 10/24/2001 62 Steel/Bond Beam PD AP GROUT 10/19/2001 65 Retaining Walls NF CA BY MIKE 10/11/2001 13 Shear Panels/HD's PD AP 10/11/2001 22 Sewer/Water Service PD AP 09/18/2001 15 Roof/Reroof PD AP 07/24/2001 11 Ftg/Foundation/Piers PD AP SLAB 07/18/2001 62 Steel/Bond Beam PD AP 07/18/2001 66 Grout PD AP 2ND LIFT 07/17/2001 62 Steel/Bond Beam PD CA 07/16/2001 62 Steel/Bond Beam PD PA 07/06/2001 62 Steel/Bond Beam PD PA GROUT 1ST LIFT 06/21/2001 11 Ftg/Foundation/Piers RCB AP 06/11/2001 21 Underground/Under Floor PD AP Wednesday, July 31, 2002 Page 1 of 2 06/08/2001 21 Underground/Under Floor PD CO SEE NOTICE ATTACHED Wednesday, July 31, 2002 Page 2 of 2 City 01 Carlsbad Final Building Inspection Dept: Building Engineering Planning CMWD St Lite 11 Plan Check #: Date: 07/30/2002 Permit #: CB004142 Permit Type: COMMIND Project Name: CONWAY BUILDING 7758 SF OFFICE Sub Type: COMM 1242 SF RESIDENTIAL IN BASEMENT Address: 2525 PlO PICO DR Lot: 0 Contact Person: TRISH Phone: 7607531453 Sewer Dist: CA Water Dist: CA Inspected ate Inspected: Approved: approved: Inspected Date By: Inspected: Approved: _______ Disapproved: Inspected Date By: Inspected: Approved: _______ Disapproved: Comments: CityofCarlsbad Final Building Inspection L : JUL. 30 2002 Dept: Building Planning CMWD St Lite Fire Plan Check #: Date: 07/30/2002 Permit #: CB004142 Permit Type: COMMIND Project Name: CONWAY BUILDING 7758 SF OFFICE Sub Type: COMM 1242 SF RESIDENTIAL IN BASEMENT / Address: 2525 PlO PICO DR Lot: 0 Contact Person: TRISH Phone: 7607531453 Sewer Dist: CA Water Dist: CA Inspected Date Inspected: Approved: )( Disapproved: By: Inspected Date By: Inspected: Approved: Disapproved: Inspected Date By: Inspected: Approved: Disapproved: Comments: City of Carlsbad Bldg Inspection Request For: 07/30/2002 Permit# CB004142 Inspector Assignment: PD Title: CONWAY BUILDING 7758 SF OFFICE Description: 1242 SF RESIDENTIAL IN BASEMENT Type: COMMIND Sub Type: COMM Phone: 7607531453 Job Address: 2525 PlO PICO DR Suite: Lot 0 Location: Inspector: D APPLICANT CONWAY & ASSOC., INC Owner: Total Time: . Requested By: TRISH Entered By: CHRISTINE CD Description Act, Comments 19 Final Structural AP 29 Final Plumbing A 39 Final Electrical A F 49 Final Mechanical 4T Associated PCRs/CVs Inspection History Date Description Act Insp Comments 07/24/2002 39 Final Electrical PA PD EMR.301 ELEC - GAS SUITES 101,102,301 07/03/2002 84 Rough Combo NR PD 06/05/2002 11 Ftg/Foundation/Piers AP PD 05/20/2002 62 Steel/Bond Beam AP PD 05/09/2002 34 Rough Electric PA PD SERVICE 05/07/2002 61 Footing AP PD TRASH ENCLOSURE, TRELLIS 03/28/2002 34 Rough Electric PA PD AT DOWNSTAIRS OFFICE 03/27/2002 34 Rough Electric NS PD 03/11/2002 22 Sewer/Water Service PA PY WATER LINE OUTSIDE BLDG 03/01/2002 22 Sewer/Water Service CO PD FIRE SPRINKER LINE 02/15/2002 17 Interior Lath/Drywall AP PD 01/25/2002 16 Insulation AP PD 01/16/2002 44 Rough/Ducts/Dampers . AP PD 01/16/2002 84 Rough Combo AP PD 01/10/2002 41 Underground Ducts WC PD 01/10/2002 84 Rough Combo PA PD DWELLING UNIT, T.I. DI_L#.I1,VU - DETAIL t DS L. FZL 11111 'L4M=ffl=4#=11 I III III I CENTERLINE BUILDING DRAG STRUT CONNECTIONS: CONTINUOUS 2X6 BLOCKING BETWEEN TOP CHORDS; INSTALL 47' LONG CPAST14 ON TOP OF PLYWOOD FLOOR WITK 1 O @ 3.5" OC STAGGERED 0 BLOCKING CONTINUOUS 2X6 BLOCKING BETWEEN TOP CHORDS; INSTALL 26'-6" LONG 6MST14 ON TOP OF PLYWOOD FLOOR WITH 1 O 0 3.5" OC STAGGERED 0 BLOCKING & 4XW ~3> CONTINUOUS 2X6 BLOCKING BETWEEN TOP CHORDS; INSTALL 8' LONG CkST14 ON TOP OF PLYWOOD. FLOOR WITE 10d 0 3.5" OC STAGGERED 0 BLOCKING & 4X10 INSTALLS" LONG CMST14 ON TOP OF PLYWOOD FLOOR WITH 10d 0 3.5" OC STAGGERED 0 4X10 BEAM & 4X NAILER ON BLOCK WALL 1I!Iil!liIIIIiIi1li1IiiiiI - - - - I U!II. iivm It'll. !!U!!!uI!.!!U IND HD -1iIIi 11111 iim 'II 11111 lintin = = I n e- 1 BEAJ! ( WLF— SECUE AB SOLD ro EACH TRUSS SHALL BE LEGIBLY BRANDtb,, MARKED TRUSS: AI.Ifl UtUIIC LIAIt t&iA&IkI1t V A -t-IVrrt I Z-N447 - a 'II U F _ .. VII liMilo -11W N-00 10 I FROM : Conway & Assoc, Inc. CA FAX NO. : 760-635-0839 May. 04 2001 03:54PM Fl Conway & Associates, Inc. Civil Engineers/Surveyors/General-Engineering Contractors A84 12412 135 Liverpool Drive Suite • Cardiff-by-the-Sea, CA 92007 • Telephone (760) 753-1453 • Fax (760) 635.0839 FAX COVER SHEET DATE: ____________ TO: 1gC1f/to — FROM: Mk tch' PROJECT No. PAGES SENT: (O (Including this cover sheet) Comments: MEMO 7 ah dcl- 16L4 ieJ c4i jaJi•t%; 419tC(.i. th M'ni i4&'nni v/ 4' ((%.r If you do not receive the number of sheets noted above, please contact our office at (760) 753-1453 p:\admin\c&a adminmiscca_fax.doc FAX No. (ts) .5?DO -/74, ek. SUBJECT: eO Job: 20034 Date: 05/2001 Caics by: C. Sun Sheet I of 3 S ctural Calcidations PlO PICO REV! DEL TA ENGINEERING Consulting Structural Engineers 135 Liverpool Dr. Suite D Cardiff CA 92007 Tele: (760)942-8649 Fax: (760)942-6189 6 <-I- uH,", ELTA FNGINEERING Project: Pio Pico Office Building. CONSULTING STRUCTURAL ENGINEERS -, 135 Liverpool Dr. Suite By C.SUN Date 05/2001 Sht. No.(-Of Cardiff CA 92007 Tele: (160)942-8649 Fax: (760)942-6189 Subject ...................................Job No. 9R o L/rA RSTPAip M LAFE - c) - 3o AL AT P/* 0 4 \3 3390 CtrD . !2 C FT- L6. Ic:- )' ST Al 0tJ L1& A /\S)ELTA Project- Plo Pico Office Building. ENGINEERING COWt1LTINGSTRUTURAL ENGINEERS 135 Liverpool Dr. Suite D By C.SUN Date 05/2001 Slit. No. Of Cardiff CA 92007. Te Fax: (760)942-6189 SübJect ...................................Job No. 2-c034 Jf1iJ Q UGoc, 1ff \1— • )3o P PA T I 0.b 30 )i.55 77/ A'/ • ilia Y3A 'j?5LWr. &&c,p USz C/dtQiI4 ALoNJ T - Cardiff Design Center, Inc. Project Management /Construction Management/Construction Services 2525 Pio Pico Drive • Carlsbad, CA 92008 • Telephone /Fax (760) 635-0839 PAGE AR OF ____ FIELD INSPECTION REPORT FOR: D REINFORCED CONCRETE REINFORCED MASONRY 0 WELDING 0 FIREPROOFING 0 Q.C. CONCRETE 0 ROOFING/WATERPROOFING 0 P.T. CONCRETE/STRESS 0 EXPDXY ANCHORS 0 H.S. BOLTING 0 PROJECT TITLE: 3.4'/4. I CDC FILE NO.: O PROJECT ADDRESS: Z 55 ,.9, I PERMIT NO.:ej4,t PLAN FILE NO.: ARCHITECT: - ENGINEER: jc GENERAL CONTRACTOR: r. SUB CONTRACTOR: 7 LOCATION OF WORK INSPECTED:jL it/f /(dy C444 MATERIAL CLASSIFICATION: DATE: DESCRIPTION OF WORK INSPECTED TIME ARRIVED: TIME DEPARTED: S lql 7 Aik/ re - - c 4J. JL/ V - jo. /,4/// 4/c (J - ,1/A f (I//4J hi&-/ tr y-e-ii j4d IA)AJAJ ,7P t :7 4ft) iL)esiI yTh- I ____/L• - - (+ ) P.E. REVIEW: I hereby certify that I have inspected the above reported work. Unless noted otherwise, the work inspected is to the. best of my knowledge in compliance with the approved plans, specifications and applicable sections of the governing building laws. Inspector initials ____________________________________________ INSPECTOR'S SIGNATURE SIJPERINTENDENT'S SIGNATURE 'siature authorizes the above work. _____ REGISTRATION No. 7 Arle K Cardiff Design Center, Inc. Projct Management /Construction Management/Construction Services 2525 Plo Pica Drive • Carlsbad, CA 92008 • Telephone / Fax (760) 635-0839 PAGE ...%...OF FIELD INSPECTION REPORT FOR; 0 REINFORCED CONCRETE JNFORCED MASONRY 0 WELDING 0 FIREPROOFING 0 Q.C. CONCRETE 0 ROOFING/WATERPROOFING 0 P.T. CONCRETE/STRESS E OXY ANCHORS 0 H.S. BOLTING 0 PROJECT TITLE.---/,,. 'CDC FILE NO.: a-,'/ PROJECT ADDRESS: E5Z , 4- PERMIT NO.: 8CO4j4Z.. PLAN FILE NO.: ARCHITECT: 7flWCI -1q1 . ENGINEER: '-I-Inle r. GENERAL CONTRACTOR[ SUBCONTRACTOR: LOCATION OF WORK INSPECTED: MATERIAL CLASSIFICATION: DATE: DESCRIPTION OF WORK INSPECTED TIME ARRIVED: TIME DEPARTED: 14h1/ 7. Q 74 - 4117 1 r4 ej , I hereby cer ify that [have inspected the above reported the best of my knowledge in compliance with the approved plans, specifications and applicable sections of the governing building laws Inspector work. Uess noted otherwise, the work inspected is to *signature P.E. REVIEW: INSPECTOR'S SIGNATURE REGISTRATION No. . /,/ _____________ *SUPERINTENDENT'S SIGNATURE DATE: authorizes the above work, Cardiff Design Center, Inc. Prèje& Management !Construction Management/Construction Services 2525 Plo Pico Drive • Carlsbad, CA 92008 • Telephone / Fax (760) 635-0839 PAGE L2- OF FIELD INSPECTION REPORT FOR: 0 REINFORCED CONCRETE kEINFORCED MASONRY 0 WELDING 0 FIREPROOFING 0 Q.C. CONCRETE 0 ROOFING(WATERPROOFJN3 OPT. CONCRETE/STRESS 0 E3U'OXY ANCHORS 0 H.S. BOLTING 0 PROJECT TITLE: L CDC FILE NO.: PROJECT ADDRESS: ' PERMIT NO.:Co/4 PLAN FILE NO.: O&CCtL ARCHITECT: ENGINEER: GENERAL CONTRACTOR: SUB CONTRACTOR: LOCATION OF WORK INSFECTEI MATERIAL CLASSIFICATION: /" 6ML1 ii DATE: DESCRIPTION OF WORK INSPECTED TIME ARRIVED: TIME DEPARTED: Z/w A61/4Ja/#e- I, (c Mill - ëqitii q1 jif/ I/cc% ___ 1 - 1 P.E. REVIEW: I hereby certify that I have inspected the above reported work. Unless noted otherwise, the work inspected is to the best of my knowledge in compliance with the approved plans, specifications and applicable sections of the governing building laws. Inspector Initials *sia. *SUPERINTENDENT'S SIGNATURE authorizes the above work. 4/0 ?2- C_ REGISTRATION No. /ii,4 / ______________ DATE: Cardiff Design Center, Inc. Project Management /Construction Management/Construction Services 2525 Plo Pica Drive • Carlsbad, CA 92008 • Telephone I Fax (760) 6350839 PAGE iZ_. OF -- FIELD INSPECTION REPORT FOR: 0 REINFORCED CONCRETE REINFORCED MASONRY U WELDING 0 FIREPROOFING a Q.C. CONCRETE 0 ROOFING/WATERPROOFING 0 PT. CONCRETE/STRESS 0 EX]OXY ANCHORS 0 H.S. BOLTING C PROJECT TITLE: #4 o 9C CDC FILE NO. o /'/ PROJECT ADDRESS: 55 J"""' / PERMIT NO.: C12..j PLAN FILE NO.: AC7Z bARCmTEcT: #4,rrot. 1 ENGINEER: jc.., GENERAL CONTRACTOIt: (j .. 4I-i. SUB CONTRACTOR: LOCATION OF WORK INSPECTED: MATERIAL CLASSIFICATION: ," c44e4' eoap DATE: DESCRIPTION OF WORK INSPECTED TIME ARRIVED: TIME DEPARTED: 7j2-1(l $,vfrA ija/1 /ew"s c,'-' /,pL/ ,jeld' f'i.'e/ (4/izv ed ,', (I /V'Y/ & ex // Ma#' 1 J4 S ci.-5e s (4 ) P.E. REVIEW: 112 IN, best of my knowledge in compliance with the approved plans, specifications and applicable sections of the governing building laws. [i spectc, itis_ I hereby certify that I have inspected the above reported work. Unless noted otherwise, the work inspected is to I NSPECTOR'S SIGNAJRE REGISTRATION No. 7/.Jø / *SUPERINTENDENT'S SIGNATURE DATE: sgnature authorizes the above work. Cardiff; Design Center, Inc. Projct Management/Construction Management/Construction Services 2525 Pio Pico Drive • Carlsbad, CA 92008 • Telephone / FAx (760) 635-0839 PAGE,1OF FIELD INSPECTION REPORT FOR: 0 REINFORCED CONCRETE flFORCED MASONRY 0 WELDING 0 Q.C. CONCRETE 0 ROOFING'ATERPROOFING fl P.T. CONCRETE/STRESS 0 E OXY ANCHORS 0 H.S. BOLTING 0 0 FIREPROOFING PROJECT TITLE: 4 /e 2/c CDC FILE NO.: 0,0 - PROJECT ADDRESS: j5. 5 j , /7.,, -a PERMIT NO.: ejS.40,q1 'i' PLAN FILE NO.: eX) Z ARCmTECT: ENGINEER: GENERAL CONTRACTOR: f- Jr( j SUB CONTRACTOR: LOCATION OF WORK INSPECTED: /. ,S,'I LUJII .• . eA.)ai ) /_/M1 MATERIAL CLASSIFICATION:1' 7'(cL jpo DATE: DESCRIPTION OF WORK INSPECTED TIME ARRIVED: TIME DEPARTED: /L j1/j4f 1A) 2/7 -4 / - JAjJ I hA4.'I 2 /-- - / / eertt 41/ I _____________ ___ /•-fM 4A P.E. REVIEW: I hereby certify that I have inspected the above reported the best of my knowledge in compliance with the approved plans, specifications and applicable sections of the governing building Laws. [Inspector InitiaIs_ ._ work. Unless noted otherwise, the work inspected is to - INSPECTOR'S SIGNA URE *SUPERINTENDENT'S SIGNATURE *signature authorizes the above work. 410-?_ REGISTRATION No. DATE: Cardiff Design Center, Inc. Project Management /Construction Management/Construction Services - 2525 Plo Pico Drive • Carlsbad, CA 92008 • Telephone / Fax (760) 635O839 ell ^1 (760) Sf - 2 k7 r•: ii PAGE ....L OF FIELD INSPECTION REPORT FOR: 0 REINFORCED CONCRETE *ErNFoRcED MASONRY 0 WELDING 0 FIREPROOFING 0 Q.C. CONCRETE 0 ROOFrNG/WATERPROOFrNG OPT. CONCRETE/STRESS 0 EXPDXY ANCHORS 0 H.S. BOLTING 0 PROJECT TITLE: ) J" 1-".o Zrn,4j,y CDC FILE NO.: PROJECT ADDRESS: Z95Z ,4,4', PERMIT NO. OOi4.tI PLAN FILE NO.: —J 1 ARCHITECT: I ENGINEER: GENERAL CONTRACTQR: SUB CONTRACTOR: "Aeeci LOCATION OF OF WORK INSPECTED: I MATERIAL CLASSIFICATION: '// 7Xb 4i DATE: DESCRIPTION OF WORK INSPECTED TIME ARRIVED: TIME DEPARTED: ___ é4'J ild'f c),44 e,sre REVIEW: I hereby certify that 1 have inspected the above reported the best of my knowledge in compliance with the approved plans, specifications and applicable sections of the governing building laws Inspector work. Unless noted otherwise, the work inspected is to SIGNATURE *sj atu **SUPERINTENDENT'S SIGNATURE r e authorizes the above work. REGISTRATION No. ______ DATE: Cardiff Design Center, Inc. Project Management /Construction Management/Construction Services 2525 Plo Pico Drive • Carlsbad, CA 92008 • Telephone /Fax (760) 635-0839 L (7kD 21/a — R2 ' PAGE OF -. [71LD INSPECTION REPORT FOR: 0 REINFORCED CONCRETE ,RE1NFORCED MASONRY 0 WELDING 0 FIREPROOFING C. CONCRETE 0 ROOFING/WATERPROOFING 0 P.T. CONCRETE/STRESS 0 £XPDXY ANCHORS 0 H.S. BOLTING O__ PROJECT TITLE: CDC FILE NO.: - PROJECT ADDRESS: 05 7,5 ,,Rice . PERMIT PLAN FILE NO.: e0 —VOL ARCHITECT: Ccr-i-i —?f.c ENGINEER: GENERAL CONTRACTOR! L-h(oc. SUBCONTRACTOR:. £ LOCATION OF WORK INSPECTED: fd, - MATERIAL CLASSIFICATION: / flii DATE: DESCRIPTION OF WORK INSPECTED TIME ARRIVED: TIME DEPARTED: :56 Lj A.' Ailed —1 7) 'V' • r 4 so iitL eb '/ // • Ld1 J Fr; 17 /L13t P. REVIEW I hereby certify that I have inspected the above reported the best of my knowledge in compliance with the approved plans, specifications and applicable sections of the governing building laws. TInspector initiais"—q work. Unless noted otherwise, the work inspected is to _________ ________ *SUPERJNTENDENT'S SIGNATURE authorizes the above work. - c/LID 2-Zc REGISTRATION No. / IN Cardiff Design Center, Inc. Prpjeet Management/Construction Management/Construction Services 2525 Pio Pico Drive • Carlsbad, CA 92008 • Telephone / Fax (760) 635.0839 PAGE OF 1• I FIELD INSPECTION REPORT FOR: 0 REINFORCED CONCRETE EINFORCED MASONRY 0 WELDING C FIREPROOFING [o Q.C. CONCRETE 0 ROOFING/WATERPROOFING 0 P.T. CONCRETE/STRESS 0 EXPDXY ANCHORS 0 H.S. BOLTING 0 PROJECT TITLE: f j4 CDC FILE NO.: 0€) PROJECT ADDRESS: Z$ ,'4 5 /, , PERMIT NO.-.C' 4/4. PLAN FILE NO.: O -Z ARCHITECT: ., o-4j Sd C. ENGINEER: GENERAL CONTRACTORS - SUBCONTRACTOR: LOCATION OF WORK INSPECTED: MATERIAL CLASSIFICATION: 7) 4,14 4JO P4 DATE: [DESCRIPTION OF WORKSPECTED TIME ARRIVED: TIME DEPARTED: I Iff 41z ov ___ OZ,/ZC JJ trJT '1 /fr ivelk i//// - f ci Id 4bi1 j my €-- iLAczcjt ___ FP E. FEVIEW:,/f work. Unless noted otherwise, the work inspected is to the best of my knowledge in compliance with the approved plans, specifications and applicable sections of I the governing building laws. Inspector InitialsJ I hereby certify that I have inspected the above reported NS E PECTOR S SIGNAT SUPERINTENDENT'S SIGNATURE *axre authorizes the above work REGISTRATION No. dATE: Cardiff Design Center, Inc. Project Management /Construction Management/Construction Services - 2525 Plo Pico Drive • Carlsbad, CA 92008 • Telephone / Fax (760) 635-0839 PAGE .joF -- FIELD INSPECTION REPORT FOR: 0 REINFORCED CONCRETE tErN FORCED MASONRY 0 WELDING 0 FIREPROOFING 0 Q.C. CONCRETE U ROOFING/WATERPROOFING 0 P.T. CONCRETE/STRESS U EXPDXY ANCHORS 0 H.S. BOLTING 0 PROJECT TITLE: ) J CDC FILE NO.: - 161 PROJECT ADDRESS: I PERMIT NO.:C/3o4j42 PLAN FILE NO.: ARCHITECT: ENGINEER:- GENERAL CONTRACTOR: SUB CONTRACTOR: )1I5/V LOCATION OF WORK INSPECTED: LA/,., MATERIAL CLASSIFICATION: / aCA14 2.02&D :cR) 4:OOP4 DATE: DESCRIPTION OF WORK INSPECTED TIME ARRIVED: TIME DEPARTED: 7/24 L £/ id rc'I v el.IS2, Q6/ I1-f 12 Phi - ,714/of / __- ________ P.E. REVIEW: I hereby certify that I have inspected the above reported the best of my knowledge in compliance with the Inspector Initials 9~~ -*signature work. Unless noted otherwise, the work inspected is to approved plans, specifications and applicable sections of the governing building laws. INSPECTOR'S SIGNATURE SUPERINTENDENT'S SIGNATURE authorizes the above work. REGISTRATION No. DATE: I Cardiff Design Center, Inc. Projebt Management /Construction Management/Construction Services 2525 Pia Pica Drive • Carlsbad, CA 92008 • Telephone / Fax (760) 635.0839 PAGE OF -- FIELD INSPECTION REPORT FOR: 0 REINFORCED CONCRETE 0ErNFORCED MASONRY 0 WELDING 0 FIREPROOFING DQ.C. CONCRETE 0 ROOFING/WATERPROOFING OPT. CONCRETE/STRESS CIEXPDXY ANCHORS 0 H.S. BOLT I N G PROJECT TITLE: 4 I CDC FILE NO.: PROJECT ADDRESS: ZS ?5 — I PERMIT NO.:>g/4zj PLAN FILE NO.: Co -&o ARCHITECT: 6 jnj4,,k ENGINEER: GENERAL CONTRACTOR: A&rc SUB CONTRACTOR: I LOCATION OF WORK INSPECTED: id t,-' i,c// ,")f 1 I MATERIAL CLASSIFICATION: DATE: DESCRIPTION OF WORK INSPECTED TIME ARRIVED: TIME DEPARTED: _ ,4Jo1HL ,/d< I/ c/ 4 f hJit; /AJ11 P114 4 /-ni LI g.J1i1 , e)Ve_tcapj4 2 P.E. REVIEW; I hereby certify that I have inspected the above reported work Unless noted otherwise, the work inspected is to the best of my knowledge in compliance with the approved plans, specifications and applicable sections of T the governing building laws. [Inspector Initials -. P INSPECT S1 NATURE . *SUPERINTENDENT'S SIGNATURE *signature authorizes the above work. O ii C REGISTRATION No. 6. DA'FE: Cardiff Design Center, Inc. Project Management /Construction Management/Construction Services - 2525 Pie Pico Drive • Carlsbad, CA 92008 e Telephone / Fax (760) 635-0839 PAGE OF _- FIELD INSPECTION REPORT FOR: 0 REINFORCED CONCRETE EINFORCED MASONRY 0 WELDING 0 FIREPROOFING L° Q.C. CONCRETE C ROOFING/WATERPROOFING 0 P.T. CONCRETE/STRESS 0 EXPDXY ANCHORS 0 as. BOLTING 0 PROJECT TITLE: CDC FILE NO.: C> /O/ PROJECT ADDRESS: PERMIT NO.e4064,4.Z I PLAN FILE NO.: a -vol ARCHITECT: y Ario c. i ENGINEER: GENERAL CONTRACTOR: jjje '- SUB CONTRACTOR: LOCATION OF OF WORK INSPECTED: f' / 4'e i'c e4r /A)J(1 — ,VcI /- d:7cFti MATERIAL CLASSIFICATION: /t' '/4f44 zixic 1:,4-r 23cPM DATE: DESCRIPTION OF WORK INSPECTED TIME ARRiVED: TIME DEPARTED: Wz!// cf - /7 ItC,74/I..( I-ti Y M- jed 1 _ _1 p,vi ft1 -3e /fIt4 41 -! P.E.REW:)2 I hereby certify that I have inspected the above reported the best of my knowledge in compliance with the approved plans, specifications and applicable sections of the governing building laws. Inspector Initials work. Unless noted otherwise, the work inspected is to INS PECTOR'S SIGNATURE REGISTRATION No. SUPERDRTENDENT'SSIGNATURE DATE: *signature authorins the above work. IN Cardiff Design Center, Inc. Project Management /Construction Management/Construction Services 2525 Plo Pico Drive • Carlsbad, CA 92008 • Telephone / Fax (760) 635-0839 PAGE/OF __ FIELD INSPECTION REPORT FOR: 0 REINFORCED CONCRETE ,EINFORCED MASONRY 0 WELDING 0 FIREPROOFING 0 Q.C. CONCRETE 0 ROOFING/WATERPROOFING 0 P.T. CONCRETE/STRESS 0 EXPDXY ANCHORS 0 RS. BOLTING 0 PROJECT TITLE: FILE NO.: oO PROJECT ADDRESS: PERMIT NO.:4jJ PLAN FILE NO.: 60 -CO ? ARCfflTE: - ENGINEER: GENERAL CONTRACT(: (r.J 'y- 4çJO c. SUB CONTRACTOR: LOCATION OF WORK INSPECTED: & - 1A e, I MATERIAL CLASSIFICATION: 4'o DATE: LDESCRIPTION OF WORK INSPECTED TIME ARRIVED: TIME DEPARTED: 19/Z4I:)1 ,t1''iJt1 L/Y / d'Ud i Ze4F'hSJ 12" AW 1• _ 2 LRAe J P.E.REVIEW: I hereby certify that I have inspected the above reported work. Unless noted otherwise, the work inspected is to the best of my knowledge in compliance with the approved plans, specifications and applicable sections of 1 the governing building laws. *SUPOWNTNDENT'S 11- Inspector iti&s ____________ INSPECTOR'S SIGNATURE SIGNATURE *sjatwe authorizes the above work. _/ ai c REGISTRATION No. Cardiff Design Center, Inc. Project Management /Construction Management/Construction Services 2525 Plo Pico Drive • Carlsbad, CA 92008 • Telephone I Fax (760) 635-0839 PAGE /1OF FIELD INSPECTION REPORT FOR: D REINFORCED CONCRETE ErNFORCED MASONRY C WELDING C FIREPROOFING 0 Q.C. CONCRETE 0 ROOFING/WATERPROOFING 0 P.T. CONCRETE/STRESS 0 EXPDXY ANCHORS 0 H.S. BOLTING 0 PROJECT TITLE: / f?co Qc..9,6fc I CDC FILE NO.: 42/ PROJECT ADDRESS: The- PERMIT NO: c",4'4Z PLAN FILE NO.:), t ARCHITECT: ENGINEER: c74J/ 40" GENERAL CONTRACTO icc., . SUB CONTRACTOR: LOCATION OF WORK INSPECTED: /1_ jf Adej off 2—*14 MATERIAL CLASSIFICATION: /Z' ia gz) ,' . 17100 r DATE: DESCRIPTION OF WORK INSPECTED TIME ARRIVED: TIME DEPARTED: i;j: /i - lijeji ,1a/l - c h /- ••/* ___ /)IJ,L M((- A4 Cfr4I4 - 4: " ,' ''sto '- 7'es. 4M , é'k LA (IS f2 25, J7e 1 3 Fe-w--ti , frp( S" S 1' P.E. REVIEW: work. Unless noted otherwise, the work inspected is to the best of my knowledge in compliance with the proved plans, specifications and applicable sections of ie governing building laws. Inspector initials I hereby certify that I have inspected the above reported ECTOR'S SIGNATURE REGISTRATION No. ___________________________________________ 7X4' . *SUPERINTENDENT'S SIGNATURE DATE: signature authorizes the above work. Cardiff Design Center, Inc. Project Management /Construction Management/Construction Services 2525 Pie Pico Drive • Carlsbad, CA 92008 • Telephone / Fax (760) 635-0839 PAGE OF ___ FIELD INSPECTION REPORT FOR: 0 REINFORCED CONCRETE ,,rNFORCED MASONRY 0 WELDING 0 FIREPROOFING 0 Q.C. CONCRETE 0 ROOFING/WATRPROOFING 0 P.T. CONCRETE/STRESS 0 EXPDXY ANCHORS 0 H.S. BOLTING 0 PROJECT TITLE: 44,c.e $, CDC FILE NO.: t M1 PROJECT ADDRESS:r O Z_?p PERMIT NO;:04i4i I PLAN FILE NO.: . C'C92 ARC c . HITECT: ENGINEER: at J&ARCHITECT: CONTRACTOR:/ SUB CONTRACTOR: LOCATION OF WORK INSPECTED: /,y4 A21 14hI/, MATERIAL CLASSIFICATION: 6 /Z.. DATE: DESCRIPTION OF WORK INSPECTED TIME ARRIVED: TIME DEPARTED: /i?(o1' J02,A AIJI jj/ 4sfr i4i1/ FP-.EREVIEW: I hereby certify that I have inspected the above reported work. Unless noted otherwise, the work inspected is to the best of my knowledge in compliance with the ipproved plans, specifications and applicable sections of Inspector itinls the governing building IN 'PECTOR'S S1NATURE SUPERINTENDENT'S SIGNATURE *signature authorizes the above work. --.---_ d'i) z_Z..0 REGISTRATION No. 7//-7/-o( DATE: d SOILS TESTING, I.C. &Southern California Soil and Testing, Inc. 6280 Riverdale Street, P. 0. Box 600627, San Diego, CA 92160 (619) 280-4321 masonry Prism File Number: Project Title: Project Location: Architect: Engineer: Contractor: ressive tarengtri I est He 0112220 io PicóOffiôéBüildiñ 2525 PioPico- Mike Pasko Conway/Beeson Permit No: CB004142 Plan File No: Specimen sampling, transportation and compressive strength testing were performed by this agency in accordance with the applicable ASTM C140 standards. This agency makes no other warranties express or implied. Distribution: Reviewed By: (1) Conway & Associates Inc. (1) City of Carlsbad Edward C. Trasoras, RCE # 44233 8/16/2001 C SOIL S TESTING. INC. CS , ri S [I SOUTHERN CALIFORNIA SOIL & TESTING, INC. 6280 RIVERDALE STREET. POST OFFICE BOX 600327, SAN DIEGO, CA 92160-0627 Phone (619) 280-4321. FAX (619) 280-4717 I C PL NC FIX PAGE _LOF I FIELD INSPECTION REPORT FOR: 0 REINFORCED CONCRETE EINFORCED MASONRY DWELDING []FIREPROOFING 0 O.C. CONCRETE 0 ROOFING/WATERPROOFING 0 P.T. CONCRETE/STRE SD EPDXY ANCHORS 0 H.S. BOLTING 0 PROJECT TITLE: CfiItCE SCS&T FILE NO.: ID I I 22Z PROJECT ADDRESS: '4 p &UJ 61IT NO.: 'LAN FILE NO.: ARCHITECT: ENGINEER: GENERAL CONTRACTOR SUB CONTRACTOR: LOCATION OF WORK INSPECTED - MATERIAL CLASSIFICATION: DATE: DESCRIPTION OF WORKINSPECTED TIME ARRIVED: 00 TIME DEPARTED: 7-19 __ AD ttI.4 7- O& 4Q-3) h?€ad J 9-144* e Qtnc(eC ai_ __ P.E. REVIEW I hereby certify that I have Inspected the above reported work. Unless noted otherwise, the work inspected is to the best of my knowledge in compliance with the approved plans, specifications and applicable sections of the governing building la Inspector Initials REGISTRA UPERINT NDENTS SIGNATURE DATE signature authorizes the above work. I SOIL IS TESTING. INC. 2 SOUTHERN CALIFORNIA SOIL & TESTING, INC. 6280 RIVERDALE STREET, POST OFFICE BOX 600327, SAN DIEGO, CA 92160-0627 Phone (619) 280-4321, FAX (619) 280-4717 I 09 PL F71 NC 1 FIX PAGE _.L OF' ____ FIELD INSPECTION REPORT FOR: 0 REINFORCED CONCRETE >ZEINFORCED MASONRY DWELDING []FIREPROOFING 0 O.C. CONCRETE 0 ROOFING/WATERPROOFING 0 P.T. CONCRETE/STRESSO EPDXY ANCHORS 0 H.S. BOLTING J PROJECT TITLE: 9t 6 V I C4> é)Mç.o tIcJ.. SCS&T FILE NO.: 0J PROJECT ADDRESS: / Gf7ch'J ERMITNO.( £J24J'LAN FILE NO.: d_ 1 ENGINEER: SUB CONTRACTOR: ARCHITECT: GENERAL CONTRACTOR: (ç LOCATION OF WORK INSPECTED: t-QeYc , MATERIAL CLASSIFICATION: .?OiO ) S' g r dVJ 1 154 Mk-et, DATE: DESCRIPTION OF WORKINSPECTED TIME ARRIVED: 770 TIME DEPAR ED —g th 0Li r4 Li I hereby certify that I have inspected the above reported work. Unless noted otherwise, the work inspected is to the best of my knowledge in compliance with the approved plans, specifications and applicable sections of the governing building law Inspector Initials _____IIECTIRS SIGNATURE k$o 6oDgc41-g ____________ REGISTRATION No. ______________________ _________________ *SUPERINTENDENTS SIGNATURE signature authorizes the above work. Southern California Soil and Testing, Inc. 3L6280 Riverdale Street, P. 0. Box 600627, San Diego, CA 92160 (619) 280-4321 Grout Compressive Strengtfl lest Keport File Number: Project Title: Project Location Architect: Engineer: Contractor: Location In Structure: 12' block wall at each side of entry way - high lift Material Supplier: Superior Ready Mix Mix Designation: 866P Admixture(s): Time in Mixer: 60 Mins. Slump Inches: 8.00 Air Temp: Ticket Number: 206365 Truck Number: 667 Samples Tested By: JB Samples Made By: JB Laboratory Number: 1483 Mark: 1484 1485 Date Made: 10/24/01 Date Received 10/25/01 Date Tested 10/31/01 11/21/01 11/21/01 Nominal Size, Inches Area, Square Inches 9.57 9.30 9.27 Maximum Load, Pounds 23,750 35,000 34,500 Compressive Strength, psi 2,480 3,760 3,710 Age Tested, Days 7 28 28 Required 28 Day Strength, psi 2,000 Specimen compressive strength testing were performed by this agency in accordance with the ASTM C1019 standards. This agency makes no other warranties express or implied. Distribution: Reviewed By: (1) Conway & Associates, Inc. (1) City of Carlsbad Edward .raras,RcE# 44233 11/26/2001 . 5 SOIL S TESTING. I.C. IT &Southern California Soil and Testing, Inc. 6280 Riverdale Street, P. 0. Box 600627, San Diego, CA 92160 (619) 280-4321 iviasonry Prism uomDresslve strenatli Test H File Number: Project Title: Project Location Architect: Engineer: Contractor: 0112220 Pio Pico Office Building 2525 Pio Pico Michael Pasko Conway/Beeson Construction Permit No: GB 004142 Plan File No: Location In Structure: Material Supplier: Mix Designation: Admixture(s): Time in Mixer: Air Temp: Truck Number: Samples Made By: 12 block wall at each side of entry way - high lift Superior Ready Mix 866P 60 Mins. Slump Inches: 8.00 ° Ticket Number: 206365 667 Samples Tested By: VM JB Laboratory Number: 1486 Mark: 1487 1488 Date Made: 10/24/01 Date Received 10/25/01 Date Tested 11/21/01 11/21/01 11/21/01 Nominal Size, Inches Area, Square Inches 57.50 57.60 57.68 Maximum Load, Pounds 94,750 112,000 99,500 Compressive Strength, psi 1,650 1,940 1,730 Age Tested, Days 28 28 28 Required 28 Day Strength, psi Specimen sampling, transportation and compressive strength testing were performed by this agency in accordance with the applicable ASTM C140 standards. This agency makes no other warranties express or implied.. Distribution: Reviewed By: (1) Conway & Associates, Inc. (1) City of Carlsbad Edward . Trasoras RCE # 44233 11/26/2001 EsGil Corporation In Partnership with government for Building Safety DATE: May 8, 2001 JURISDICTION: Carlsbad PLAN CHECK NO.: 00-4142 SET: IV PROJECT ADDRESS: 2565 Plo Pico Dr. PROJECT NAME: Office /Apartment for Conway U PLAN REVIEWER U 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: F-] Esgil Corporation staff did not advise the applicant that the plan check has been completed. I1 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: The engineer of work, Mr. Mike Pasko, is to hand carry the plans. Per e the special inspection form has already been submitted to the city. By: Bert Domingo Enclosures: Esgil Corporation Eli GA [] MB [1 EJ LI PC Log trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 EsGil Corporation in Partnership with Government for Building Safety DATE: March 8, 2001 JURISDICTION: Carlsbad PLAN CHECK NO.: 00-4142 - SET: III PROJECT ADDRESS: 2566 Plo Pico Dr. PROJECT NAME: Office /Apartment for Conway O APPLICANT (. U PLAN REVIEWER U 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. 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: Tim Nagle 135 Liverpool Dr., # D, Cardiff, CA 92007 Esgil Corporation staff did not advise the applicant thatthe plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Tim Nagle (V. u,) Telephone #: (760) 753-1453 Date (by: 5&,) Fax #: Mail - Telephonev Fax In Person REMARKS: By: Bert Domingo Enclosures: Esgil Corporation Li GA ZE MB LI EJ L] PC 2/27/01 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 00-4142 III March 8, 2001 RECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad PROJECT ADDRESS: 2565 Plo Pico Dr. DATE PLAN RECEIVED BY ESGIL CORPORATION: 2/27/01 REVIEWED BY: Bert Dom PLAN CHECK NO.: 00-4142 SET: III DATE RECHECK COMPLETED: March 8, 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. 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? LIYes INo Carlsbad 00-4142 III March 8, 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 2. All sheets of the plans and the first sheet of the original calculations are required to be signed by the California licensed architect or engineer responsible for the plan preparation. Please include the California license number, seal, date of license expiration and the date the plans are signed. Business and Professions Code. 4. When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit. Please review Section 106.3.5. Please complete the attached form. Not attached as responded. . GLASS AND GLAZING 21. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.4 (see exceptions): a) nging doors other than wardrobe doors. . ADDITIONAL STRUCTURAL 40. Please have the truss layout signed by the design engineer. Carlsbad 00-4142 III March 8, 2001 45. The soil report calls for 60 PCF EFP for the restrained walls but, sheet 33 used different loading. Please clarify. If line 4 is a restrained top wall, please show how the reaction ( the top would be transferred to the foundation @ line A. compression. . ADDITIONAL 56. Please use 96 NEC. Please change the general Note #1 on sheet 1. 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: UYes 13 No The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Bert Domingo at Esgil Corporation. Thank you. . PLUMBING, MECHANICAL AND ENERGY CORRECTIONS PLAN REVIEWER: Eric Jensen The licensed designer must sign each sheet of the plans. (To be plan checked, final set for, plumbing, mechanical, and electrical.) Carlsbad 00-4142 III March 8, 2001 . MECHANICAL (1997 UNIFORM MECHANICAL CODE) 2. Provide combustion air for the basement level furnaces (Both residential and commercial sides). Detail the residential mechanical equipment: The response was a powered vent/intake system was being used. Normally the concentric vent/combustion air pipe is used with a high efficiency direct vent style of unit, please provide details for the horizontal concentric vent pipe (Bryant Model 350 MAV) that allows it's Use with the specified equipment. Note: If you have any questions regarding this Plumbing, Mechanical, and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. EsGil Corporation In Partners/lip with Government for Bui&Iing Safety DATE: February 8, 2001 JURISDICTION: Carlsbad PLAN CHECK NO.: 00-4142 SET: II PROJECT ADDRESS: 2565 Plo Pico Dr. PROJECT NAME: Office /Apartment for Conway 2f:75T J 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. 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: Tim Nagle 135 Liverpool Dr., # D, Cardiff, CA 9200.7 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: Tim Nagle Telephone #: (760) 753-1453 Date contacted: 319 (byt ) Fax #: Mail ,--Telephone Fax In Person LII REMARKS: By: Bert Domingo Enclosures: Esgil Corporation EGA zMB E EJ PC 1/24/01 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-.1576 Carlsbad 00-4142 II February 8, 2001 RECHECK PLAN CORRECTION LIST rjuRlsDlcTloN: Carlsbad PROJECT ADDRESS: 2565 Pio Pico Dr. DATE-"PLAN RECEIVED BY ESGIL CORPORATION: 1/24/01 REVIEWED BY: Bert Domingo PLAN CHECK NO.: 00-4142 SET: H DATE RECHECK COMPLETED: February 8, 2001 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. Please make all corrections on the original tracings and submit two new sets of prints to: ESGIL CORPORATION. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? DYes DNo Carlsbad 00-4142 II February 8, 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 di(ectly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. . PLANS 2. All sheets of the plans and the first sheet of the calculations are required to be signed by the California licensed architect or engineer responsible for the plan preparation. Please include the California license number, seal, date of license expiration and the date the plans are signed. Business and Professions Code. 4. When special inspection is required, the architect or engineer of. record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit. Please review Section 106.3.5. Please complete the attached form. Not attached as responded. GLASS AND GLAZING 21. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.4 (see exceptions): Fixed and sliding panels of sliding door assemblies and panels in swinging doors other than wardrobe doors. Fixed or operable panels adjacent to a door where the nearest exposed edge of the glazing is within a 24-inch arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60 inches above the walking surface. See window 3 in sheet 4. Carlsbad 00-4142 H February 8, 2001 e MISCELLANEOUS LIFE/SAFETY 24. Guardrails (Section 509.1): c) Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Table 16-B. Please submit calculations. FOUNDATION 26. Provide a letter from the soils engineer confirming thatthe 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 see page 18 of the soils report. MASONRY AND CONCRETE 31. Show floor and roof connections to masonry or concrete walls, per Section 1605.2.3: a) Please show detail 7/D2 as reflected on sheet 4A. b) Please show the detail of the recommendation shown on page 16 of the calculations. STRUCTURAL 36. In Seismic Zones 3 and 4, where allowable shear values exceed 350 plf in wood structural panel shear walls, foundation sill plates and all framing members receiving edge nailing from abutting panels shall not be less than a single 3" nominal member. In shear walls where the total wall design shear does not exceed 600 plf, a single 2" nominal sill plate may be used, provided the anchor bolts are designed for a load capacity of 50% or less of the allowable capacity. Table 23-I1-I-I, footnote 3. 38. Specify plywood grade and panel span rating. Table 23-I1-F-I. . ADDITIONAL STRUCTURAL Please have the truss layout signed by the design engineer. Please show detail 7/D3 as cross referenced on sheet 4B. Detail 7/133 is not on sheet D3 as responded. Carlsbad 00-4142 II February 8, 2001 Please show where the RR#I shown on sheet - 5 of the calculations be on the plans. In order to follow the calculations, please submit a diagram of the floor, roof and foundation reflecting the designations similar with the ones shown in the calculations. The sheets 2- 4 as responded do not show the call outs of the structural elements shown on the calculations. The soil report calls for 60 PCF EFP for the restrained walls but, sheet 33 used different loading. Please clarify. If line 4 is a restrained top wall, please show how the reaction @ the top would be transferred to the foundation @ line A. Please see line 0 also @ line 1.8 & 3. Please show length of the shear walls on the plans. See grid lines 2 & 3. Please show shear transfer details for the interior walls to the roof on the plans and cross reference to the framing plans. None shown as responded. Sheets 50 &51 of the calculations calls for increment of shear walls but lines A & C shows differently. Please clarify. Still not clear The shear wall schedule 5 in the calculations calls for struct I plywood but the plan shows differently. The notes were not revised as responded. The sheet 54 of the calculations calls for 16" block wall but theplan shows differently. Please clarify. Sheet 6 of the addendum calculations indicates line 4 is a restrained top ret/wall but, shear line 4 on sheet # 2 is a free standing wall. Please clarify. Please show the recommended rebar shown on sheet 58 of the calculations. Which detail as responded? Please direct and cross refence the same to the framing plans. 55. A complete structural plan check will be made. Please show the height of the dowel shown on detail 11136. Page 13 of the addendum calculations shows 562 plf for wi and less for w2 but, the reaction @ the top of the restrained top walls is 600 plf. Please clarify. Carlsbad 00-4142 II February 8, 2001 ADDITIONAL 56. Please use 96 NEC. Please change the general Note #1 on sheet 1. PLUMBING, MECHANICAL AND ENERGY CORRECTIONS PLAN REVIEWER: Eric Jensen The licensed designer must sign each sheet of the plans. . PLUMBING (1997 UNIFORM PLUMBING CODE) Provide combustion air for fuel burning water heaters in accordance with the Uniform Plumbing Code, Section 507.0 Clarify the combustion air, design: Both upper and lower separate ducts must be installed to the basement mechanical room and the basement residential unit. . MECHANICAL (1997 UNIFORM MECHANICAL CODE) Show how the occupancy separation for the exhaust fan in the dwelling unit is maintained. The exhaust fans penetrate the (rated) ceiling design per the architectural reflected ceiling plan. Provide combustion air for the basement level furnaces (Both residential and commercial sides). See the comment under "PLUMBING' Note: If you have any questions regarding this Plumbing, Mechanical, and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. ELECTRICAL PLAN REVIEW 1996 NEC JURISDICTION: CARLSBAD DATE: 02/02/01 PLAN REVIEW NUMBER: 00-4142 PLAN REVIEWER: MORTEZA BEHESHTI 1. Show the ampere interrupting capacity (AIC) ratings of the service and subservice equipment. NEC 110-9, 230-65.PROVIDE NOTE 3 FOR PANEL "HPA" ALSO. Carlsbad 00-4142 II February 8, 2001 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.) ONLY COPPER UFER IS ALLOWED. Each sheet of the electrical plans must be signed by the person responsible for their preparation. Business and Professions Code. 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 addre;sed 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: C) Yes L] No The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Bert Domingo at Esgil Corporation. Thank you. EsGil Corporation in Partners/lip with Government for Bui[&ng Safety DATE: November 30, 2000 JURISDICTION: Carlsbad PLAN CHECK NO.: 00-4142 SET: I PROJECT ADDRESS: "I~rio Piëo Dr. PROJECT NAME: Office/ Apartment for Conway APPLICANT O PLAN REVIEWER O FILE The plans transmitted herewith have been corrected where necessary and substantially comply with thejurisdiction's building codes. I 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: Tim Nagle 135 Liverpool Dr., # D, Cardiff, CA 92007 LI 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: Tim Nagle (. 1.4 Telephone #: (760) 753-1453 Date contacted: Ii (by: - ) Fax #: Mail -._2tlephone -._-' Fax In Person REMARKS: By: Bert Domingo Enclosures: Esgil Corporation El GA E. MB • EJ El PC 11/14/00 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 00-4142 November 30, 2000 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: 00-4142 JURISDICTI ON: Carlsbad OCCUPANCY: B/Ri USE: Office/ Apartment ITYPE OF CONSTRUCTION: V N ACTUAL AREA: 9038 SQ. P1'. ALLOWABLE FLOOR AREA: STORIES: TWO/Basement HEIGHT: SPRINKLERS?: NO INANUIRWI DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: November 30, 2000 OCCUPANT LOAD: DATE PLANS RECEIVED BY ESGIL CORPORATION: 11/14/00 PLAN REVIEWER: Bert Domingo FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 1997 UBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revisea plans.'. S Carlsbad 00-4142 November 30, 2000 GENERAL Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. . PLANS 2. All sheets of the plans and the first sheet of the calculations are required to be signed by the California licensed architect or engineer responsible for the plan preparation. Please include the California license number, seal, date of license expiration and the date the plans are signed. Business and Professions Code. Provide a Building Code Data Legend on the Title Sheet. Include the following code information for each building proposed: Type of Construction Justification to exceed allowable area in. Table 5-B. (if applicable) When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit. Please review Section 106.3.5. Please complete the attached form. . 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." Carlsbad 00-4142 November 30, 2000 . FIRE-RESISTIVE CONSTRUCTION 7. Provide details of the one-hour fire-resistive construction. Include roof/ceiling assemblies, floor/ceiling assemblies, wall assemblies, column and beam assemblies, etc. 'INTERIOR WALL AND CEILING FINISHES Provide a note on the plans or on the finish schedule, stating, "Wall and ceiling materials shall not exceed the flame spread classifications in UBC Table 8-B." . OCCUPANCY SEPARATION A one-hour occupancy separation is required between the Ri occupancy and the B occupancy. Table 3-13, Section 302.2. (See exceptions in Section 302) Provide one -hour fire-resistive door assemblies in the one-hour occupancy separation. Section 302.3. EXITS Note on the plans: "All exits are to be openable from inside without the use of a key or special knowledge." In lieu of the above, in a Group B, F, M or S occupancies, you may note "Provide a sign on or near the exit door, reading THIS DOOR TO REMAIN UNLOCKED DURING BUSINESS HOURS." This signage is only allowed at the main exit. Section 1003.3.1.8. Regardless of occupant load, a floor or landing not more than .1 inch (1/2-inch if disabled access is required) below the threshold is required on each side of an exit door. Section 1003.3.1.6. STAIRWAYS 13. Stairway handrails should not project more than 3-1/2 inches into the required width. Trim and stringers may not project more than 1-1/2 inches. Section 1003.3.3.2. ' Carlsbad 00-4142 November 30, 2000 14. All interior stairways, and ramps shall be enclosed. In other than H and I occupancies, an enclosure is not required if serving only one adjacent floor and not connected to stairs or corridors serving other floors. Section 1005.3.3.1, Exception 1. 15. Stairways should be enclosed as specified in Section 1005.3.3: Two-hour fire-resistive walls are required in buildings of Type I and 11-F.R. construction and in all buildings four or more stories in height, and one-hour elsewhere. Only exit doors are allowed to open into exit enclosures. Doors should be labeled one and one-half hours or one-hour fire assemblies, and noted that the maximum transmitted temperature end point shall not exceed 450 degrees (F) above ambient at the end of 30 minutes of the fire exposure specified in UBC Standard 7-2. Exit enclosures should include a corridor on the ground floor extending to the exterior (see exception). Fire-resistive construction should be as required for the exit enclosure, including protected openings. Only exit doors are permitted to open into the corridor. An approved barrier is required at the ground floor to prevent people from accidentally continuing to the lower level. Usable space is not allowed under the stairs. 16. Handrails (Section 1003.3.3.6): Handrails and extensions shall be 34" to 38" above nosing of treads and be continuous. The handgrip portion of all handrails shall be not less than 1-1/4 inches nor more than 2 inches in cross-sectional dimension. Handrails projecting from walls shall have at least 1-1/2 inches between the wall and the handrail. Ends of handrails shall be returned or shall have rounded terminations or bends. . ELEVATORS 17. Elevators shall be enclosed in a one-hour shaft except in Type I and Type II F.R. construction where the elevator shall be in a two hour shaft. Section 711. 18. Efvery opening into an elevator shaft enclosure shall be protected by a self-closing fire assembly having a one-hour fire rating in one-hourshafts and one and one-half hours in two hour shafts. Section 711.4. 19. Provide notes, details or specifications to show the elevator will comply with UBC Sections 3002-3007 and Title 24. Carlsbad 00-4142 November 30, 2000 GLASS AND GLAZING 20. Specify on the window schedule the glass type and thickness to show compliance with Table 24-A and Graph 24-1. 21. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.4 (see exceptions): Fixed and sliding panels of sliding door assemblies and panels in swinging doors other than wardrobe doors. Fixed or operable panels adjacent to a door where the nearest exposed edge of the glazing is within a 24-inch arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60 inches above the walking surface. . ROOFS 22. Specify on the plans the following information for the roof materials, per Section 106.3.3: Manufacturer's name. Product name/number. ICBO approval number, or equal. . MISCELLANEOUS LIFE/SAFETY 23. Provide details of restrooms to show compliance with Section 807 regarding floors, walls and showers. - 24. Guardrails (Section 509.1): Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Table 16-13. Openings between railings shall be less than 4". The triangular openings formed by the riser, tread and bottom element of a guardrail at a stair shall be less than 6". . TITLE 24 DISABLED ACCESS 25. Frovide notes and details on the plans to show compliance with the enclosed Disabled Access Review List. Disabled access. requirements may be more restrictive than the UBC. Carlsbad 00-4142 November 30, 2000 . FOUNDATION 26. 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 see page 18 of the soils report. 27. The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: The building pad was prepared in accordance with the soils report, The utility trenches have been properly backfihled and compacted, and The foundation excavations comply with the intent of the soils report." 28. Show foundation sills to be pressure treated, or equal. Section 2306.4. 29. The following anchor bolt requirements shall apply in Seismic Zones 3 and 4, per Section 1806.6.1: The minimum nominal anchor bolt diameter shall be 5/8-inch (for Seismic Zone 4 only). Note: This will require a minimum distance from the ends of sill plates to be 4-3/8" (and a maximum of 12"). Plate washers (minimum size of 2" x 2" x 3/16") shall be used on each anchor bolt. 30. Note on the plans that hold down anchors must be tied in place prior to foundation inspection. Section 108.5.2. . MASONRY AND CONCRETE. 31. Show floor and roof connections to masonry or concrete walls, per Section 1605.2.3: Connections shall resist 200 pounds per lineal foot or the actual design load, whichever is greater (using Allowable Stress Design; otherwise, see Section 1612). Where wood diaphragms laterally support concrete or masonry walls, the aspect ratio of subdiaphragms are limited to 21/2:1. Section 1633.2.9.4. In Seismic Zones 3 and 4, the value of a in equation 32-2 shall be 1.5, per Section 1633.2.8.1. d In Seismic Zone 4, the value of Fp used in Section 1632.2 shall not be less than 420 plf, per Section 1633.2.8.1. e) In Seismic Zones 3 and 4, diaphragm-to-wall anchorage using embedded straps shall have the straps attached to or hooked around the reinforcing steel or otherwise terminated so as to effectively transfer forces to the reinforcing steel.-Section 1605.2.3. Carlsbad 00-4142 November 30, 2000 STRUCTURAL 32. Provide minimum structural specifications on the plans to show that all structural materials will comply with the design calculations and building code requirements. 33. Note an A.I.T.C. Certificate of Compliance for glued laminated wood members shall be given to the building inspector prior to installation. Section 2304. 34. Show or note fire blocks at the following locations per Section 708.2.1: In concealed spaces of stud walls and partitions, including furred spaces, at the ceiling and floor levels and at 10 foot intervals both vertical and horizontal; At all interconnections between concealed vertical and horizontal spaces such as occur at soffits, drop ceilings and cove ceilings; In concealed spaces between stair stringers at the top and bottom of the run and between studs along and in-line with the run of stairs if the walls under the stairs are unfinished; In openings around vents, pipes, ducts, chimneys, fireplaces and similar openings which afford a passage for fire at ceiling and floor levels, with noncombustible materials; and At openings between attic spaces and chimney chases for factory-built chimneys. 35. In buildings having floors and roofs of wood frame construction, other than dwelling or hotel occupancies, draft stop the area between the ceiling and floor above so that no concealed space exceeds 1,000 s.f. and no horizontal dimension exceeds 60 L.F. (if space has sprinklers, then 3,000 s.f. and 100 L.F.). Section 708. 36. In Seismic Zones 3 and 4, where allowable shear values exceed 350 plf in wood structural panel shear walls, foundation sill plates and all framing members receiving edge nailing from abutting panels shall not be less than a single 3" nominal member. In shear walls where the total wall design shear does not exceed 600 plf, a single 2" nominal sill plate may be used, provided the anchor bolts are designed for a load capacity of 50% or less of the allowable capacity. Table 23-I1-I-I, footnote 3. Carlsbad 00-4142 November 30, 2000 37. Per UBC Section 2321.4, provide the following note on the plans if trusses are used: "Each truss shall be legibly branded, marked or otherwise have permanently affixed thereto the following information located within 2 feet of the center of the span on the face of the bottom chord: a). Identity of the company manufacturing the truss. The design load. The spacing of the trusses." 38. Specify plywood grade and panel span rating. Table 23-11-E-1. . ADDITIONAL STRUCTURAL 39. The recommended spacing of the TJL is 16" O.C. but sheet 4B is different. 40. Please have the truss layout signed by the design engineer. 41. Please show detail 71D3 as cross referenced on sheet 4B. 42. The detail 1/DI is not clear how the floor joists would be supported. 43. Please show where the RR#1 shown on sheet 7 of the calculations be on the plans. 44. In order to follow the calculations, please submit a diagram of the floor, roof and foundation reflecting the designations similar with the ones shown in the calculations. 45. The soil report calls for 60 PCF EFP for the restrained walls but, sheet 33 used different loading. Please clarify. 46. Sheet.33 of the calculations also indicates that the wall design is for line I but the same line is free standing wall. 47. Where would lines D & E be for the retaining wall calculations shown on sheets 35 & 38 respectively? 48. Please show length of the shear walls on the plans. See grid lines 2 & 3. 49. Please show shear transfer details for the interior walls to the roof on the plans and cross reference to the framing plans. 50. Sheets 50 &51 of the calculations calls for increment of shear walls but lines A & C shows differently. Please clarify. . -Carlsbad 00-4142 November 30, 2000 The shear wall schedule 5 in the calculations calls for struct I plywood but the plan shows differently. The sheet 54 of the calculations calls for 16" block wall but the plan shows differently. Please clarify. Please show the recommended rebar shown on sheet 58 of the calculations. Where would the system shown on sheet 20 of the calculations be on the plans? Please show detail and cross reference the same to the framing plans. A complete structural plan check will be made. . ADDITIONAL Please use 96 NEC. Please show door and window schedules. Fire safety, egress, venitlation and lighting will be checked. Please show how the dining room would be provided with thew required ventilation and lighting. Sliding glass door is not allowed as exit door. Please see the 2nd floor exit systems. Please show on the plans the area of the roof vents provided. Please provide the required smoke detector for the apartment. Carlsbad 00-4142 November 30, 2000 PLUMBING, MECHANICAL AND ENERGY CORRECTIONS PLAN REVIEWER: Eric Jensen The licensed designer must sign each sheet of the plans. . PLUMBING (1997 UNIFORM PLUMBING CODE) The architectural plans show a sump pump for the waste, the plumbing design shows .a gravity fed waste system. Please clarify. Provide complete water line sizing calculations, including the water pressure, pressure losses, water demands, and developed pipe lengths. UPC Section 610.0 and Appendix 'A'. Correct the water line sizing calculations to show the maximum velocities of 8 feet per second as per the appropriate Installation Standard (IS 8-95 Section 610.1 for PVC & IS 3-93 Section 610) as per UPC Section A 6.1. Provide gas line plans and calculations, showing pipe.Iengths and gas demands. UPC Section 1217.0 Show compliance with UPC, Section 605.3. "A fullway valve shall be installed for each apartment of dwelling of more than one family. In lieu of the main supply shutoff in each apartment, individual shutoff valves may be provided ateach fixture." If shutoff valves are provided at each fixture detail plumbing of the valves at the tubs and showers. Showers and tub-shower combinations, control valves must be pressure balance or thermostatic mixing valves. UPC Section 420.0. 8.. Show that water heater is adequately braced to resist seismic forces. Provide two straps. One strap at top 1/3 of the tank and one strap at bottom 1/3 of the tank. UPC, Section 510.5 Provide combustion air.for fuel burning water heaters in accordance with the Uniform Plumbing Code, Section 507.0 (If a gas water heater is provided) Detail how floor drain trap seal is to be maintained. UPC Section 1007.0 (floor drain trap primers). Show main roof drainage gutter and downspout sizing and the storm drainage pipe sizing. Carlsbad 00-4142 November 30, 2000 G MECHANICAL (1997 UNIFORM MECHANICAL CODE) Show how the occupancy separation for the exhaust fan in the dwelling unit is maintained. The basement level restroom exhaust fan termination is adjacent to the main entrance of the building. Not a code violation, just unusual. Include the mechanical room ventilation fan(s) (sheet 4' of 49) on the mechanical and/or electrical floorplans. Provide combustion air for the basement level furnaces (Both residential and commercial sides). Detail disposal sites of main condensate drainage from air conditioning coils. UMC Section 309. Provide required independent ventilation or air conditioning system of elevator equipment room to prevent the overheating of the electrical equipment. UBC, Section 3005.1 Clarify if the elevator equipment room is a separate (to the mechanical) room or not. The lower combustion air opening for the first and second floors is located inside the return air plenum. Please correct. Provide gas line plans and calculations, showing gas meter location, gas pressure, pipe lengths and gas demands. UMC Section 1318. Is there a washer and dryer located at this premises for use by the residents? If so, provide complete details: gas line design, dryer vent ducting, make-up air. ENERGY CONSERVATION The residential occupancy' occupies more than 10% of the building. Please provide a separate residential energy calculation. Note: The plumbing schedule specifies an electric water heater, normally not allowed to be used in residential energy design. Provide plans, calculations and worksheets 'to show compliance with current energy standards. The lighting design calculations have not been provided. On the plans clearly show the window specifications, as per the energy design. Carlsbad 00-4142 November 30, 2000 Specify on the building plans all of the mandatory energy conservation requirements. provided. The regulations require a properly completed and properly signed Form CF-IR 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. Note: If you have any questions regarding this Plumbing, Mechanical, and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (ora copy) where the corrected items have been addressed on the plans. ELECTRICAL PLAN REVIEW 1996 NEC JURISDICTION: CARLSBAD DATE: 11/28/00 PLAN REVIEW NUMBER: 00-4142 PLAN REVIEWER: MORTEZA BEHESHTI Show the ampere interrupting capacity (AIC) ratings of the service and subservice equipment. NEC 110-9, 230-65. Show on the single line diagram the conduit and wire sizes. Specify the wire type (AL or CU) and insulation (i.e. THWN). NEC 310. Specify the wiring method you intend to use for this project (i.e., EMT, Metal Flex, NMC etc.). NEC 110-3(a) and (b) Provide GFl protected receptacle(s) within 25 feet of HVAC equipment. NEC 210- 8(b)2&210-63 Show exit signs on the lighting plan(s) at all required exits and specify them as being self-luminous or having a second source of power (battery or generator). This is required when two exits are required per the UBC. UBC 1003.2.8.2 and NEC 700- 16. In all occupancies where the exit system serves 100 or more occupants, provide a minimum of I foot-candle of emergency illumination at the floor level and specify a second 'source of power for the emergency illumination (battery or generator). UBC 1003.2.9.2 & NEC 700-16. ' Carlsbad 00-4 142 November 30, 2000 Each commercial building and each commercial occupancy accessible to pedestrians shall be provided with at least one outlet in an accessible location at each entrance to each tenant space for sign or outline lighting system use. NEC 600-5(a) Note the following requirements on the prints for panelboards supplying fire alarm equipment: Lockable cover, identified circuit breaker (red), and a breaker "lock-off' device to be installed. Commercial bathroom convenience receptacle outlets are required to be GFCI protected. NEC 210-8 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.) Each sheet of the electrical plans must be signed by the person responsible for their preparation. Business and Professions Code. Provide GFI protection for receptacle outlets in the elevator pit and the elevator machine rooms. NEC 620-85 Note on the single line diagram that all service disconnect devices shall be labeled as a "Service Disconnecting Means". NEC 230-70(b) 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. Carlsbad 00-4142 November 30, 2000 To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: El Yes El No The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Bert Domingo at Esgil Corporation. Thank you. Carlsbad 00-4142 November 30, 2000 SPECIAL INSPET*jR0GRAM ADDRESS OR LEGAL DESCRIPTION: 254'5 P10 to Z)rt V e C8'19f PLAN CHECK NUMBER: OWNER'S NAME: -..h4n 77,n Aio--k I, as the owner, or agent of the owner (contractors may not employ the special inspector), certify that I, or the architect/engineer of record, will be responsible for employing the special inspector(s) as required by Uniform Building Code (UBC) Section 1701.1 for the construction project located at the site listed above. UBC Section 106.3.5. Signed - lwk I, as the engineer/architect of record, certify that I have prepared at inspection program as required by UBC Section 106.3.5 for the con the site listed above. K . f 1 1 AZ 'V1 sign77Z EV.t/<' _______________________ ILi No.41022 1 33/-'3 1. List of work requiring special inspection: 'F CA SoIls Compliance Prior to Foundation Inspection Field We! Structural Concrete Over 2500 PSI j High Strength Bolting j Prestressed Concrete D Expansion/Epoxy Anchors Structural Masonry D Sprayed-On Fireproofing LJ Designer Specified 0 Other 2. Name(s) of Individual(s) or firm(s) responsible for the special inspections listed above: 3. Duties of the special inspectors for the work listed above: A.J :: pc- 914" pedal I 00 'diri 4ai f )As I / 7 , credentials for approval prior to beginning work on the job site. shall check in with the City 'add Carlsbad 00-4142 November 30, 2000 DEPARTMENT OF STATE ARCHITECT NON RESIDENTIAL TITLE 24 DISABLED ACCESS REQUIREMENTS SITE PLAN REQUIREMENTS Show, or note that at every primary public entrance, and at every major function area along, or leading to, an accessible route of travel, there is to be a sign displaying the international symbol of accessibility. Signs are required to indicate the direction to accessible building entrances and facilities, per Sections 1117B.5.7 and 112713.3. 2. Revise plans to show that stairways that occur outside a building comply with Section 11 33B as follows: a) Have the upper approach and all treads marked with a strip of contrasting 'color as follows: I) ~:2" in width. Placed parallel to and :~1" from the nose of the step or landing. The strip is required to be as slip resistant as the treads of the stairs. b) Treads shall be: I) Smooth, rounded or chamfered exposed edges. Have no abrupt edges at the nosing projecting :~11/2' past the face of the riser above. Open risers are not permitted. DISABLED ACCESS PARKING SPACES 3. Show or note on the plans that the accessible parking spaces are to be identified by a reflectorized sign, permanently posted immediately adjacent to and visible from each space, consisting of: A profile view of a wheelchair with occupant in white on dark blue background. The sign shall -a-70 in' in area. When in the path of travel, they shall be posted ~:80" from the bottom of the sign to parking space finished grade. Signs may also be centered on the wail of the interior end of the parking space ~36" from the parking space finished grade, ground or sidewalk.' Spaces complying with Section 1129B.4.2 shall have an additional sign "Van-Accessible" mounted below the symbol of accessibility per Section 112913.5. In addition, each accessible space is required to be marked with the international symbol of accessibility. ' : Carlsbad 00-4142 November 30, 2000 Show, or note, that an additional sign shall also be posted in a conspicuous place at each entrance to off street parking facilities, or immediately adjacent to and visible from each stall or space. The sign shall be ~17" x 22" with lettering not :~1" in height. Per Section 112913.5 required wording is as follows. "Unauthorized vehicles parked in designated accessible spaces not displaying distinguishing placards or license plates issued for persons with disabilities may be towed away at owner's expense. Towed vehicles may be reclaimed at or by telephoning CURB RAMPS Plans shall show that curb ramps are ~48" wide with a slope of :~1: 12 (8.33%), per Sections 112713.5.2 and 1127B.5.3. The lower end of each curb ramp shall have a 1/2" lip beveled 450, per Section 1127B.5.5. Revise plans to show that the landing at the top of the curb shall be level and ~!48" depth-for the entire width of the curb ramp. Section 1127B.5.4. The slope of the fanned or flared sides of curb ramps shall not exceed :~1:10, per Section 1127B.5.3. Show or note that the surface of all curb ramps and the flared sides are to be slip resistant, and contrasting from the, adjacent sidewalk finish, per Section 1127B.5.6. Provide details or note on the plans that all curb ramps have a grooved border 12" wide at the level surface of the sidewalk along the top and each side approximately 3/4I o.c., per Section 1127B.5.7. Show that detectable warnings, extending the full width and depth of the curb ramp, inside the grooved border are to be installed if the slope is <1:15(6.66%), per Section 1127B.5.8. These consist of raised truncated domes with a diameter of 0.9" at the base, tapering to 0.45" at the top. Spacing shall be 2.35" o.c. WALKS AND SIDEWALKS Walks along an accessible route of travel are required to be ~48" minimum in width and have slip resistant surfaces, per Section 1133B.7.1. Revise plans to show compliance. The maximum permitted cross slope shall be :!~1/4" per ft., per Section 11 33B. 7.1.3. . ENTRANCES AND CIRCULATION Show that an accessible route of travel is to be provided to all portions of the building, to accessible building entrances and the public way, per Section 1114B.1.2. Carlsbad 00-4142 November 30, 2000 . DOORS 14. Show or note that all hand-activated door opening hardware meets the following requirements, per Section 1133B.2.5.1: Is to be centered ~30" but :~44" above floor. Latching, or locking, doors in a path of travel are operated with a single effort by: Lever type hardware. Panic bars. Push-pull activating bars. Or other hardware designed to provide passage without the requirement to grasp the hardware. 15. Show or note that the lower 10" of all doors comply with Section 1133B.2.6, as follows: To be smooth and uninterrupted, to allow the door to be opened by a wheelchair footrest, without creating a trap or hazardous condition. Narrow frame doors may use a 10" high smooth panel on the push side of the door. STAIRWAYS AND HANDRAILS 16. Revise plans to show that handrails are provided on each side of the stairs, per Section 1133B.4.1.1. 17. Provide sections, details or notes to show that handrails are to be located ~34" but :Q8" above nosing of treads, per Section 113313.4.2.1. 18. Show that handrails extend a ~!12" beyond top nosing, and ~12"-plus-tread-width beyond the bottom nosing, per Section 1133B.4.2.2. 19. Per Section 1006.9.2.6a, please provide details, sections or notes to show that handgrip portions of handrails are: >11/41 and :!~1Y2" in cross sectional dimension. The shape may provide an equivalent gripping surface. Q) The handgrip portion shall have a smoqth surface, without any sharp corners. Carlsbad 00-4142 November 30, 2000 20. Show or note that interior stair treads are marked at the upper approach and the lower tread of each stair, by a strip of clearly contrasting color, per Section 1133B.4.4, as follows: At least 2" wide. Placed parallel to and not more than I "from the nose of the step or landing. The strip shall be as slip resistant as the other treads of the stair. 21. Note that all tread surfaces comply with Section 1133B.4.5, as follows: Be slip resistant. Have smooth, rounded or chamfered exposed edges. Have no abrupt edges at the nosing. Nosing shall not project-al 1/211 past the face of the riser above. Open risers are not permitted. o ELEVATOR PROVISIONS 22. Show that a handrail is provided on one wall of the car, preferably the rear, per Section 3003.4.12. The rails shall be smooth and the inside surface >11/211 clear of the walls at a height of 32"±l" from the floor. 23. Show, or note, that call operation buttons are to be :Q'6" above the floor, per Section 3003.4.14. SANITARY FACILITIES 24. Note that the doorways leading to sanitary facilities shall be identified, per Section 1115B.5, as follows: An equilateral triangle 1/4" thick with edges 12" long and a Vortex pointing upward at men's rest rooms. A circle 1A" thick, 12" in diameter at women's rest rooms. A 12" diameter circle with a triangle superimposed on the circle and within the 12" diameter at unisex rest- rooms. The required symbols shall be centered on the door at a height of 60". Braille signage shall also be located on the wall adjacent to the latch outside of the doorways leading to the sanitary facilities, per Section 1117B.5.9. Carlsbad 00-4142 November 30, 2000 . RESTROOM FIXTURES AND ACCESSORIES 25. Show, or note, on the plans that. the accessible water closets meet the following requirements, California Plumbing Code: The seat is to be ~17" but :~19" in height: The controls for flush valves shall be: Mounted on the side of the toilet area. Be !~44" above the floor. 26. Show that accessible lavatories comply with the following, per Sections 1115B.9.1 and California Plumbing Code: ~30" x 48" clear space is provided in front for forward approach. The clear space may include knee and toe space beneath the fixture. When lavatories are adjacent to a side wall or partition, there shall be a minimum of 18" to the center line of the fixture to the wall. The counter top is Q4" maximum above the floor. ~!29" high, reducing to 27" at a point located 8" back from the front edge. ~:9" high x 30" wide and 17" deep at the bottom. Hot water pipes and drain lines are insulated. 27. Revise plans to show that grab bars comply with the following, per Section 1115B.8: Grab bars shall be located on each side or one side and the back of the water closet stall or compartment. They shall be securely attached 33" above the floor, and parallel. 28. Revise plans to show !~40" height for: a) The operable parts of at least 1; Paper towel dispenser. Sanitary napkin dispenser. Waste paper disposal. Other similar dispensing and/or disposal fixtures. b) The bottom edge of mirrors. Carlsbad 00-4142 November 30, 2000 . PRIVATELY FUNDED MULTI-FAMILY DISABLED ACCESS CORRECTION CHECKLIST The following are the general accessibility requirements: a) Per Section 111 9A, all ground-floor units in nonelevator buildings must be adaptable and accessible. Exception: In multistory dwelling units, i.e., townhouse-type construction, accessibility is not required. DOORWAYS Latching and locking doors that are hand activated and in a path of travel shall be operable with a single effort by lever type hardware, panic bars, push-pull activating bars, or other hardware that provides passage without grasping the hardware. Section 1120A.2.5.1. The bottom 10 inches of all doors, except automatic and sliding doors, must have a smooth, uninterrupted surface to allow the door to be opened by a wheelchair footrest. Section 1120A.2.6. INTERIOR PATHS OF TRAVEL All interior doors shall have a level area on the swing side of the door that extends 18" past the strike edge of the door. Section 11 20A.2.4.3. Interior passage doors shall have hardware centered between 30" and 44" above the floor, and be openable with a single effort by lever type hardware. Section 1120A.2.5.1. o KITCHENS "U" shaped kitchens with a range or cooktop at the base of the "U" shall provide a 60" clear space between the cabinet fronts, appliances or fixtures, to allow a parallel approach at the range or cooktop, or base cabinets shall be removable at that location to a height of 27". Section 111 2A. A 48" clear width shall be provided for kitchens with cabinets or fixtures on only two sides. Section 11 12A. Base cabinets directly under the kitchen sink counter area, including toe board and shelving shall be removable without special knowledge or tools. Finish flooring shall be provided on the floor beneath the counter top. There is no exception to this requirement. Section 111 2A.4. A minimum linear length of 30" of countertop shall be provided for the kitchen sink, and a minimum linear length of 30" of countertop shall be provided for a work surface, both of which shall be designed to enable repositioning to a minimum height of 28 inches. Section 1112A.2. Carlsbad 00-4142 November 30, 2000 The following additional provisions shall be met if repositioning of countertops is required: (Section 1112A.2) 1) Base cabinets, directly under sink and work surface counter areas, shall be removable to provide clearance for a wheelchair. 2). Finished flooring shall be installed on the floor beneath such countertop. 3) The side and back of adjacent cabinets, which may become exposed to moisture or food handling when a countertop is lowered, shall be constructed of durable, nonabsorbent material, appropriate for such uses. . BATHROOMS Only one bathroom need comply. Section 1109A.2.2. Bathroom entrance doorways shall have an 18-inch clear space to the side of the strike edge of the door on the swing side of the door. Table 11 09A.2-2. Sufficient maneuvering space must be provided for a person using a wheelchair to enter and close the door, use the fixture, reopen the door and exit. Table 1109A.2-2. Where the door swings into the bathroom, there must be a clear space 30 inch x 48 inch within the room to position a wheelchair clear of the path of the door as it is closed. Table 1109A.2-2. There shall be a minimum clear space 48-inches parallel by 30-inches perpendicular to the side of a bathtub or bathtub-shower combination measured from the foot of the bathtub (where the controls are located) which may include maneuverable area under the lavatory. Table 11 09A.2-2. The water closet shall be located in a space 36 inches in width with 48 inches of clear space in front )or 48 inches in clear width with 36 inches of clear space in front). This space may include maneuverable space under a lavatory, arranged so as not to impede access. Section 11 09A.3. 17: Water closet seats must be at least 15 inches above the floor. Section 11 09A.3. 18. Walls must be reinforced to support grab bars. Table 1109A.2-2. Carlsbad 00-4142 November 30, 2000 Toilets shall be located in a manner that permit a grab bar to be installed on one side of the fixture. In locations where toilets are adjacent to walls or bathtubs, the center line of the fixture must be a minimum of 1'6" from the obstacle. The other (non-grab bar) side of the toilet fixture must be a minimum of 1'6" from the finished surface of adjoining walls, vanities or from the edge of a lavatory. Table 1109A.2-2. Vanities and lavatories shall be installed with the centerline of the fixture a minimum of 1'6" horizontally from an adjoining wall or fixture. The top of the fixture rim shall be a maximum of 2'10" above the finished floor. If knee space is provided below the vanity, the bottom of the apron must be at least 2'5" above the floor. If provided, full knee space shall be at least I'5" deep. Table 11 09A.2-2. Carlsbad 00-4142 November 30, 2000 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 00-4142 PREPARED BY: Bert Domingo DATE: November 30, 2000 BUILDING ADDRESS: 2565 Plo Pico Dr. BUILDING OCCUPANCY: ]B/R1 TYPE OF CONSTRUCTION: V N BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Office 7796 60.00 467,760 Apartment 1242 78.00 96,876 Air Conditioning 9038 3.60 32,537 Fire Sprinklers TOTAL VALUE 597,173 Jurisdiction Code BY Ordinance I 1994 UBC Building Permit Fee [j 1994 UBC Plan Check Fee [j Type of Review: Complete Review E Repetitive Fee E Other jRepeats E Hourly Esgil Plan Review Fee I 2,312.631 I 1,503.211 El Structural Only I 1,202.571 Comments: Sheet 1 of I macvalue.doc -I City of Carlsbad BUILDING PLANCHECK CHECKLIST DATE: / . rLANCHECKNO.: CB (inll4 2— BUILDING ADDRES9: ULO c- a PROJECT DESCRIPTION: O-jfieeA c(-t& ASSESSOR'S PARCEL NUMBER: )I7-4 ('+ EST. VALUE:SL71 CDi) ENGINEERING DEPARTMENT APPROVAL DENIAL The item you have submitted for review has been Pleas-ilI attached report of deficiencies approved. The approval is based on plans, marked with 0. J1ake necessary corrections to plans information and/or specifications provided in your or sbe4lett(ns for compliance with applicable submittal; therefore any changes to these items after codes and standards. S mit corrected plans and/or this date, including field modifications, must be specifications to this ice or review. 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. / y: D te: IA Right-of-Way permit is required prior to construction of the following improvements: O / By: _______ Date: By: FOR OFFICIAL USE ONLY AUTHORIZATION TO ISSUE B UILDING PERMIT I By: Date: O /O(. ( ATTACHMENTS Li Dedication Application LI Dedication Checklist LI Improvement Application LI Improvement Checklist LI Future Improvement Agreement Li Grading Permit Application LI Grading Submittal Checklist LI Right-of-Way Permit Application ENGINEERING DEPT. CONTACT PERSON Name: KATI-Il FFN M FARMFR City of Carlsbad Address: 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: (760) 602-2741 CFD INFORMATION Parcel Map No: Lots: Recordation: o Right-of-Way Permit Submittal Checklist Carlsbad Tract: and Information Sheet LI Sewer Fee Information Sheet A-4 CA 9200-7314 • (760) 602-2720 • FAX (760) 602R88 BUILDING PLANCHECK CHECKLIST SITE PLAN 1. Provide a fully dimensioned site plan drawn to scale. Show: ..-i. North Arrow F. Right-of-Way Width & Adjacent Streets -BE'xisting & Proposed Structures .—G Driveway widths -e-tisting Street Improvements -HExisting or proposed sewer lateral 8roperty Lines AExi ting or proposed water service E. Easements xisting or proposed irrigation service 101 2. Show on site plan: A. 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." B. Existing & Proposed Slopes and Topography C. Size, type, location, alignment of existing or proposed sewer and water service (s) that serves the project. Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception. D. Sewer and water laterals should not be locatedwithin proposed driveways,'per standards. 3. Include on title sheet: Site address Assessor's Parcel Number Legal Description For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. an EXISTING PERMIT NUMBER DESCRIPTION HAWORPOOCSOMSrSUMM P*anthedi CAW Form (Geneslc).doc 2 Rev. 7114100 BUILDING PLANCHECK CHECKLIST '1S1 3rd AP 4a. Project does not comply with the 0trr ring qonditions of approval for 0 El 0 4b. All conditions are in compliance. Date: DEDICATION REQUIREMENTS 0 0 5. Dedication for all street Rights-of-Way adjacent to the building site and any storm / drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $15,000, pursuant to Carlsbad - Municipal Code Section 18.40.030. Dedication required as follows: Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the 'appropriate legal description together with an 8 1/2" x 11" plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax. Dedication completed by: Date: IMPROVEMENT REQUIREMENTS 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: 91' Attached please find an application form and submittal checklist for the public ' improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the / H:\WORD\DOCS\CHKLSP8Uifl9 Planthed, Odst Form (RIDDLE -HARVEY 7-12-00).doc 3 Rev. 12126196 BUILDING PLANCHECK CHECKLIST 1ST 2ND 3rd checklist must be submitted in person. Applications by mail or fax are not accepted. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit. Improvement Plans signed by: Date: D 0 6b. Construction of the public' improvements may be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or 'current grant deed on the property and processing fee of $280 so we may prepare the necessary Neighborhood lmprbvement Agreement. 'This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit. Neighborhood Improvement Agreement will include the following: 0 0 0 6c. Enclosed please find your Neighborhood Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Neighborhood Improvement Agreement completed by: Date: 0 0 0 6d. No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adjacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for. a grading permit are found in Section 11.06.030 of the Municipal Code. DOD Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities (cut, fill import, export). 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: (c. Graded Pad Certification required. -fa grading permit is not required.) (Note: Pad certification may be required even H:W0RD1D0CSCHK1.SPBUIldfl9 Plantheci, 0,1st Form (RIDDLE - HARVEY 7-I2-00),doc 4 Rev. 9128/00 BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD 0 0 0 7d .No Grading Permit required. 0 0 0 7e. If grading is not required, write "No Grading" on plot plan. MISCELLANEOUS PERMITS CE 1% 8. ARIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. Right-of-Way permit required for: 0 0 0 9. INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Camino Real, Carlsbad, CA 92008. District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List. You may telephone (760) 438-2722, extension 7153, for assistance. Industrial Waste permit accepted by: Date: . ..•.. -. El El 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 dishge to sensitive areas. Plans for such improvements shall be approved by City Engineer prior to issuance of grading or building permit, whichever rs flrst... Q fl X ;0 eqired fees are attached Utt),4'2ithi i'2L1 No fees required M W 01 WATER METER REVIEW 0 0 0 12a. Domestic (potable) Use Ensure that the meter proposed by the owner/developer is not oversized. Oversized meters are inaccurate during low-flow conditions. If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used. All single family dwelling units received "standard" 1" service with 5/8" service. H:W0RD00CS$8U1dbO PIanthed t Form (Geneflc).doc 5 . Rev. 784/00 BUILDING PLANCHECK CHECKLIST 1ST 2N0 3RD If owner/developer proposes a size other than the "standard", then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm). A typical fixture count and water demand worksheet is attached. Once the gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for the unit. Maximum service and meter size is a 2" service with a 2" meter. If a developer is proposing a meter greater than 2", suggest the installation of multiple 2" services as needed to provide the anticipated demand. (manifolds are considered on case by case basis to limit multiple trenching into the street). 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: _J 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:W0RDDOCS'CI4S1\LThO planthedc Cltht Fonn (Geneilc).doc 6 Rev. 7114100 I,, BUILDING PLANCHECK CHECKLIST 1 ST 2ND 3R0 service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future. E 0 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 0 13. Additional Comments: H:WORDDOCSSBu Pland,edc c1s, Fcm (GeneS1C).dOC 7 R. 7n4o DIST, #3 EDU's: 6. SEWER LATERAL ($2,500) 7. DRAINAGE FEES PLDA_________ ACRES: X FEE/EDU:________ = $ =$__-_ HIGH fLOW_______ SAC: ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET O Estimate based on unconfirmed information from applicant. O Calculation based on buildi g plancheck plan submittal. Address: 1(O VLCZ)Bldg. Permit No.C/1 fll I if '7. Prepared by: Date: L Checked by: Date: EDU CALCULATIONS: ist types and square footages for all uses. Types of Use: Units: —119(4 EDU's: Types of Use: •CqFt.~/Jnits:I -i.-Y - EDU's: ADT CALCULATIONS: List types and square footages for all uses. Types of Use: LYJ1J q. Ft. Units: 1 ADT's: Types of Use: Ft_ / 2A( 2..-- ADT's:-- FEES REQUIRED: . . WITHIN CFD: 0 YES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee) 0 NO 1. PARK-IN-LIEU FEE PARK AREA & #: FEE/UNIT: •X NO. UNITS:_______ 2. TRAFFIC jFEE ADT' NITS: ( "XcDT: 31 3. BRID ND THOROUGHFARE FEE (DIST. #1 DIST. #2 ADT's/UNITS:____________ X FEE/ADT:__________ 0 4. FACILITIES MANAGEMENT FEE ZONE: 1 U NIT/SQ. FT X FEE/SQ.FT./UNIT:_________ =$____ 0 5. SEWER FEE .1- EDU's: X FEE/EDU:________ =sIU_LrTtI BENEFIT AREA: 0 8. POTABLE WATER FEES UNITS CODE CONNECTION FEE. METER FEE SDCWA FEE IRRIGATION lof2 Word\Docs\Mlsforfl1StFee Calculation Worksheet Rev. 7/14/00 ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET o 9. RECLAIMED WATER FEES UNITS CODE CONNECTION FEE TOTAL OF ABOVE FEES*: $_________________ *NOTE: This calculation sheet is NOT a complete list of all fees which may be due. Dedications and Improvements may also be required with Building Permits. 2of2 Word\DocsMIsformsFee Calculation Worksheet Rev. 7/14/00 779c7 FROM :.Conway 8 Assoc, Inc. CA FAX NO. : 760-635-0839 STATE OF CALIFORNIA • DEPARTMENT OF, TRANSPORTATION .' ENCtOACHMENT PERMIT TR-0120 (REV. 7/98) In compliance with (Check one): Feb. 16 2001 0423PM P2 'erma M. 11-00-6DM0763 -SD-5150.60 ro Your application of September 27, 2000 February 14, 2001 E] Utility Notice No. of $ 1190.00 (CHG) 1 $ 140.00 (CHG) F-1 Agreement No. of $ RMI Contract No. of TO: I I Februaiy 28, 2002 Conway & Associates, Inc. - - 135 Liverpool Drive Cardiff, CA 92007 AIrN: MR. Michael K. Pasko PHONE: (760) 753.1453 I I ,PERMITTEE and subject to the following, PERMISSION IS HEREBY GRANTED to: enter upon State highway right of way in San Diego County, City of Carlsbad, on Route 5, post miles 50.60, (Las Flores off Ramp) to construct a 450 mmHDPE storm drain pipe as shown on the attached plans, in accordance with the requirements and conditions contained herein, and as descibed in the attached Caltrans District 11 Encroachment Permit Special Provisions for Preservation of Highway Planting and as further directed or approved by the State's Inspector, Mr. John Lyons, telephone number (619) 688-6844. The State's Inspector shall be notified two working days prior to starting work. Working hours shall be from 9:00 a.m. to 3:00 p.m., Monday through Friday. No vehicles or equipment shall be parked within the highway right of way at any time, except for those vehicles or that equipment actually engaged in the work, during the working hours specified herein. In addition to fee, the permittee will be billed actual costs for Yes General Provisions Yes Z No Review E Yes Z No Utility Maintenance Provisions Z Yes D No Inspection O Yes Z No Special Provisions . Yes Field Work O Yes Z No A Cal-OSHA permit required prior to beginning 'work; (If any Caltrans effort expended) U Yes Z No : The information in the environmental documentation has been reviewed and considered prior to approval of this permit. This permit Is void unless the work is complete before FEBRUARY 28, 2002 This permit Is to be strictly construed and no other work other than specifically mentioned is hereby authorized. No nroieck work shall be commenced until all other necessary cermits and environmental clearances have been obtained. cc: Permits MLNusz, Rag. Mgr -. I Gary L. Gallegos,.plstnct Directc JLyons, inpector BY: Permittee' LFagot I Chris D. Calr. District Permit E The following attachments are also included as part of this permit (Check applicable): '?41-SA .S4eet 0. FROM :Conway & Assoc, Inc. CA FAX NO. : 76-635-839 Feb. 16 2001 04:22PM P1 Conway & Associates, Inc. Civil Engineers/SurveyorIGencral-Engineering Contractors A8412412 135 Liverpool Drive Suite D • Cardiff-by-the-Sea, CA 92007 • Telephone (760) 753-1453 • Fax (760) 635-0839 DATE: e FAX COVER SHEET /i / i TO: FROM: PROJECT: FAX No. 402. _/oc2. SUBJECT: S//rm,'t J1M21/ No. PAGES SENT: ..Z (including this cover sheet) Comments: it— el - - /~ - If you do not receive the number of sheets noted above, please contact our office at (760) 753-1453 p:\admin\c&a admin\rnsthca_fax.doc 06/05/2001 10:55 FAX 760 438 4178 ENG. INSPECTIONS 1601 7. PZ CITY OF CARLSOM GRADING INSPECTION CHECKLIST - FOR PARTIAL SITE RELEASE PROJECT INSPECTOR:____________ DATE; q 0 1 PROJECT ID. ZZ!?b '' GRADING PERMIT NO LOTS REQUESTED FOR RELEASE: VWtL 3V-611 = NOT APPLICABLE COMPLETE 0 = INCOMPLETE OR UNACCEPTABLE let 2nd. _______ 1. Site access to requested lots adequate and logically grouped. Site erosion control measures adequate. Overall site adequate for heatth, safety and welfare of public. Letter of request for partial release submitted. 8 W X I 1 site plan (attachment) showing requested Icgs submitted. Compaction report from sods engineer submitted. Engineer of Work certification of work done and pad elevatior. Geologic englnee?s letter If unusual geologic or subsurface ol conditions exist Fire hydrants within 500 feet of building combustibles and all weather roads access to site. release of grading for the above stated lots is approved for the p.rpe of building permit Issuance. Issuance of building permits is stud subject to all normal City requirements required pursuant to the budding permit process. (J Partial release of the site is denied for the following reasons: A I! a Dato - - CY ~/& Construction Manager a) M a) 0 0 0 . . PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST cs Plan Check No. 1200919z.. Address Tto?'C.,o ... Planner Christer Westman Phone (760) 602-4614 APN: •i(ø - tC)(L4ccD Type of Project & Use:OPI - Net Project Density:tJ/i DU/AC Zoning: General Plan:0 Facilities Management Zone: I CFD (i Ut) # Date of participation: Remaining net dev acres:0. Ci cle One (For non-residential development: Type of land used created by this permit:_________________________________ Legend: Item Complete Item Incomplete - Needs your action Environmental Review Required: YES NO TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: YES NO TYPE APPROVAL/RESO. NO. DATE PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: - - Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES NO____ CA Coastal Commission Authority? YES NO____ If California Coastal Commission Authority: Contact them at - 3111 Camino Del Rio North, Suite 200, San Diego CA 92108-1725; (619) 521-8036 Determine status (Coastal Permit Required or Exempt): Cstal Per6i Deteminátin F&m already completed?. YES_ NO____ If NO, complete Coastal Permit Determination Form'nov jI Coastal PermitiDterrhination Log Follow-Up Actions: Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). / Complete Coas'tál, Permit Determination Log as needed. H:\ADMIN\COUNTER\BldgPlnchkRevChklst ¼.. Inclusionary Housing Fee required: YES NO (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES NO ___ (A,P,Ds, ActivityMinteince, enter CB#, toolbar, Screens, .H6dsin6Fes,Coiistruct Housing YIN, Enter Fee, UPDATE!) Site Plan: • ,f••-' • '.: Provide a fully dimensional site plan drawn to scale. Show: North âow, property lines, easements, existing and proposed structures, streets, existing Street improvements, right--6`f-way width, dimensional setbacks and exiting topographical lines. LII 2. Provide legal description of property and assessor's parcel number. I \:,.-._:°•:L , Zoning: Setbacks: Front: Required Shown Interior Side: Required Shown Street Side: Required Shown Rear: Required Shown 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 LI LI [II 5.. Parking: Spaces Required Shown Guest Spaces Required Shown LII LI LI Additional Comments 2Mc\rE Ut--i V-Qü-t& -- t—. O- t/gie(o\ OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTERc_IJJAD.ATE 1'&/c% H:\ADMIN\COUNTER\BldgPlnchkRevChklst Carlsbad Fire Department 004142 1635 Faraday Ave. Fire Prevention Carlsbad, CA 92008 (760) 602-4660 Plan Review Requirements Category. Building Plan Date of Report: 01/04/2001 Reviewed by: Name: Conway & Assoc. Address: 135 Liverpool Drive Suite D City, State: Cardiff CA 92007 Plan Checker: Job # 004142 Job Name: Pio Pico Office Bldg Bldg #: c9004142) Job Address: Pico Drive Ste. or Bldg. No. 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. J 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. 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 # 004142 FD File # CrIsbad Fire Department 004142 1635 Faraday Ave. Fire Prevention Carlsbad, CA 92008 (760) 602-4660 Plan Review Requirements Category: Building Plan Date of Report: 11/17/2000 Reviewed by: f1j Name: Conway & Assoc. Address: 135 Liverpool Drive Suite D City, State: Cardiff CA 92007 Plan Checker: Job # 004.142 Job Name: Pio Pico Office Bldg Bldg#: CB004142 Job Address: .2-665-Plo Pico Drive Ste. or Bldg. No. 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. 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. )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 ED Job # 004142 ED File # Reeuirethents Category: Building Plan Requirement: Pending 05.04 Additional Fire Hydrants Additional fire hydrants shall be provided. Contact the Fire Prevention Bureau for locations or provide a suitable site plan on which tentative locations can be indicated. Hydrant spacing in single family residential developments shall be 500 feet. Spacing in industrial, commercial and multi-family residential projects shall be 300 feet. The Uniform Fire Code Appendix Ill-A has been utilized to determine the required fire flow and number of fire hydrants required. I Requirement: Pending 05.15 Automatic Fire Sprinkler System Required I A fire sprinkler system is required for this building. If the building is a spec building (no tenant known) the sprinkler system must be designed to .45/3000. Provide notes on the plans that fire sprinkler plans will be submitted to the fire department for approval prior to installation. Requirement: Pending 05.35 Elevators All buildings and structures with one or more passenger service elevators shall be provided with not less than one medical emergency service to all landings meeting the provisions of Section 3003.5. Page 1 11/17/00 C.rIsbad Fire Department 004142 1635 Faraday Ave. Fire Prevention Carlsbad, CA 92008 (760) 602-4660 Plan Review Date of Report: 11/17/2000 Reviewed by: Name: Conway & Assoc. Address: 135 Liverpool Drive Suite D City, State: Cardiff CA 92007 Plan Checker: 004142 Job Name: Pio Pico Office Bldg Job Address: 2565 Plo Pico Drive Ste. or Bldg. No. See attached comments from previous Fire Marshal review. CARLSBAD FIRE DEPARTMENT Fire Protection Services INITIAL PLAN REVIEW REPORT PROJECT NAME: PlO PICO OFFICE/RESIDENCE Date: 5-22-00 Project number: Planning SDP 00-07 Initial review: (Note: This commentary identifies fire protection issues associated with the project, and/or prescribes specific corrections needed to achieve Fire Department approval.) Per Uniform Building and Fire Codes, basement areas must by protected by automatic fire sprinkler systems. Per Uniform Fire Code, and additional fire hydrant must be provided on the west end of the site, OR, the entire building must be protected by an aUtomatic fire sprinkler system. Provide separation between the residential use and the storage use in the basement in accordance with the Uniform Building Code. Provide an exterior door to the residence for ingress and egress purposes in accordance with the Uniform Building Code. Cardiff Design Center, Inc. Project Management / Construction Management 2525 Pio Pico Drive • Carlsbad, CA 92008 • Telephone (760) 434-0872 • Fax (760) 635-0839 June 20, 2001 City of Carlsbad Building Department Attn: Pat Kelley 1635 Faraday Avenue Carlsbad, CA 92008 Project: Subject: Notification of Minor Plan Revisions Dear Mr. Kelley: I am the engineer of record and the special inspector for the above-referenced project. Pursuant to my inquiry at the city offices on Tuesday, June 19, 2001, and your subsequent direction, I am submitting this letter to advise the City of Carlsbad Building Department of a minor revision to the approved building plans made at my direction. The revisions to the approved plans are as follows: Plan Sheet Rev. Location Sht. No. Description On Plan Foundation Plan Row 2, Col C - exterior 2x6 wall, —6' long Revision Description Exclude 5/8"ø anchor bolts from footing pour; install epoxy-anchor bolts after exterior block walls and concrete slab are completed The purpose of this revision is to facilitate the movement of materials and equipment over the described area and to prevent damage to the anchor bolts during the construction of the exterior CMU basement walls. The proposed epoxy anchors will be installed under my direct observation and I will advise you in writing when the anchor bolt installation work is completed. Please contact me at 634-0872 if you have any questions. Sincerely, Cardiff Design Center, Inc CO Michael K. Pasko, P.E. I No. 41022 President VO4-, EXPiRES 3-31-2003 -' z. !LF c-2 p:\00-002 plo ptco\wordproc\cbad010620.doc Job: 20034 Date: 11/2000 Caics by: w.z. Sheet 1 of . 58 Structural Calculations PlO PICO OFFICE BUILDING ENGINEERING Consulting Structural -Engineers 135 Liverpool Dr. Suite Cardiff,CA 92007 Tele: (760)942-8649 Fax: (760)942-6189 • - Conway & Associates, Inc. .Civil Engineer/Surveyor/GeneraI-iieerii Contractors AB412412 -- - Suite D• Fax (760) 635-0839 RAL CALCULATION REFERENCE INDEX: Nov-00; Jan-01; 1eb-01 I Date iaae uescnøtion uomments t-'Ian Kel I I Cover 2 Shear Wall Schedule 3 Loading 4 Loading/Siesmic Zone/Wind 5 Floor Truss 4C & 5B 6 FRi 2x10 Floor Joists 4C & 5B 7 [RRi NOT USED 8 RHI 6X10 Window Header 2nd Floor 6A 9 RI-12 6X12 Window Header 2nd Floor 6A 13 FH1 6X12 Window Header 1st Floor 5A 14 [FBI NOT USED 15 F133 6X14 Entry Header 4A&5A 16 FF1 6.75X10.5GLB 4A&5A 17 FF2 6.75X18GLB 4A&5A 18 DRi 4X6 Deck Joists 4C 19 [bBI NOT USED 20 NOT USED 21 DB1 6X10 Cantivered Deck Support 5A 22 C3 6X6 Post for Deck Support 5A 23 & 24. DBI w8x24 steel beam entry support 4C 25 Handrail - Handrail at entry deck D8 26&27 [NOT USED 28 Column 4 6X6 for GLB 5A 29&30 [Column 3 NOT USED 31 Foundation I 6x6 pier footings 2 & 1/D4 32 NOT USED 33&34 INOT USED 35, 36 & 37 Retaining Wall - I 38, 39 & 40 Retaining Wall -2 41,42&43 Retaining WaII-3 44 to 48 Lateral 49 & 50 Shear Conway Assoc Inc Index to Delta Eng Str Calcs 1 Westerly Planter RW 2 Planter to W of Entry 2 RW at rear entry 2 2nd Floor N&S and E&W walls 6A File: structural-index.xls Page 1 of 2 Print Date:2123/01 Conway & Associates, Inc. Civil En eerslSurveyors/Generat-Engineering Contactors A8412412 135 Liverpool Drive• Suite D Cardiff-by-the-Sea, CA 92007• Telephone (760) 753-1453 • Fax (760) 635-0839 STRUCTURAL CALCULATION REFERENCE INDEX: Nov-00; Jan-01; Feb-01 PlO PICO OFFICE BUILDING CARLSBAD - PLAN CK. 00-4142 [Thate Page Description Comments Plan Rf1 Nov-00 51 Nov-00 52 INOT USED Nov-00 53 & 54 NOT USED Replaced by 10 & 11 below Nov-00 55, 56 & 57 Shear Vert Rebar in East restrained Wall 2 Nov-00 58 Shear CALCULATION AMENDMENT No. 1: Jan-01 I Cover Jan-01 2, 3 & 4 Drawings Jan-01 5 RRI 2X6 Roof Rafters 7 Jan-01 6, 7 & 8 Restrained Retaining Wall Main building RW 2 & 2/132 Jan-01 9 Shear 2nd Floor N wall 6A Jan-01 10&11 Shear 1st Floor N&S walls & end wall 4A 2 & 2/132 Jan-01 12 Seismic Jan-01 13 & 14 JNOT USED Jan-01 15 Chord reinforcement Main building RW - N & S 2 - Jan-01 16 Anchorage Connections - 3/03 & 61D3 CALCULATION AMENDMENT No. 2: Feb-01 I Cover Feb-01 2 RH3 6X12 Support Header over entry 6A Feb-01 3 Shear 1st Floor N wall 5A Feb-01 4 Shear 1st & 2nd Floor S wall 5A & 6A Feb-01 5&6 Column-1 Basement Steel Column 4A Feb-01 7 & 8 Column-2 1st Floor Steel Column 5A Feb-01 9 Diaphram 1st Floor Diaphram 4A Conway Assoc Inc Index to Delta Eng Str Caics File: structural-index.xls Page 2 of 2 Print Date:2123/01 Structural Calculations PlO PICO OFFICE BUILDING ) DEL TA ENGINEERING Consulting Structural Engineers 135 Liverpool Dr. Suite D Cardiff,CA 92007 Tele: (760)942-8649 Fax: (760)942-6189 SHF&R WALL SCHEDULE(UBC 1997 CODE) SBEART\ WALL \!I 230 PLY 3/8" STRUC. I PLYWOOD WI 8d NAILS 0 6 O.C. SHEATHING 0 EDGES AND 12" O.C. IN FIELD SILL CONNECTION USE 2x SILL PLATE FOR MASONARY OR CONCRETE W/ 5/8"ø "1" A.B.x12" LONG 0 48-O.C. FOR WOOD USE 2x SILL PLATE WI 16-d ft 8 O.C. SHEAR WALL lÀ 480 PLY WALL SHEATHING APPLIED TO BOTH SIDES OF SHEATHING WALL WI SAME NAILING AS ()) USE Dx SILL PLATE FOR MASONARY OR CONCRETE corc'rioi W/ 5/80 "J A.B.x12" LONG ft 2e0.c; FOR WOOD, USE 2x SILL PLATE W/ 16-d NAILS 0 3" O.C. SHEAR 380 P12 WALL 2 3/8" STRUC. I PLYWOOD W/ 8d NAILS ft 4 O.C. SHEATHING 0 EDGES AND 12" O.C. IN FIELD USE Dx SILL PLATE FOR MASONARY OR CONCRETE CONNECTION W/ 5/8"O "I" A.B.x 24" LONG ft 32"O.C. FOR WOOD USE 2x SILL PLATE W/ 16-d NAILS ft 4" O.C. SHEARf\ WALL SHEATHING 720PLF WALL SHEATHING APPLED TO ROTH SIDES OF WALL W/ SAME NAILING AS (g) (USE Dx STUDS 0 18" D.C.) USE 3x SILL PLATE FOR MASONARY OR CONCRETE CONNECTION W/ 3/40 ".1" A.B.x12" LONG ft 24"0.C. FOR WOOD USE 3x SILL PLATE WI 3/8"" LAG SCREW x 5 1/4" LONG ft 4" O.C. SHEAR . 310 PLY WALL ' 1/2" C-D PLYWOOD W/ lOd NAILS 0 6" O.C. SHEATHING ft EDGES AND 12" O.C. IN FIELD corc'no: USE 2x SILL PLATE FOR MASONARY OR CONCRETE W/ 5/8"0 J" A.B.x12" LONG ft 32"O.C. FOR WOOD USE 2x SILL PLATE WI 16-d 0 4" O.C. SHEAR 620 PLY WALL 3A SHEATHING WALL SHEATHING APPLED TO BPTH SIDES OF. WALL W/ SAME NAILING AS 3 USE Dx SILL PLATE FOR MASONARY OR CONCRETE CONNECTION WI 3/4"ø "I" A.B.x12" LONG ft 24"0.C. FOR WOOD USE 3x SILL PLATE W/ 3/8"" LAG SCREW x x 5 1/4" LONG 0 4 O.C. SHEAR 460 PLY WALL 1/2" C-D PLYWOOD W/ lOd NAILS ft 4" O.C. SHEATHING ft EDGES AND 12" O.C. IN FIELD USE 3x SILL PLATE FOR MASONARY OR CONCRETE CONNECTION WI 5/8"ø "I" A.B.x12" LONG ft 24"O.C. FOR WOOD USE 2x SILL PLATE W/16-d 0 3" O.C. SHEAR 920 P12 WALL A SHEATHING WALL SHEATHING APPLED TO ROTH SIDES OF WALL W/ SAME NAILING AS (&(USE 4 x STUDS ft 16" D.C. & 3x TOP PLATE) USE Dx SILL PLATE FOR MASONARY OR CONCRETE CONNECTION W/ 3140 "1" LB.x12" LONG ft 16"0.C. FOR WOOD USE Dx SILL PLATE WI 3/8"" LAG SCREW x 5 1/4" LONG 0 3" O.C. SHEAR WALL 550PLF 1/2" STRUC. I PLYWOOD WI 8-d NAILS 0 3" O.C. SHEATHING ft EDGES AND 12" O.C. IN FIELD CONNECTION USE Dx SILL PLATE FOR MASONARY OR CONCRETE W/ 5/8"0 "J" A.B.x12" LONG ft 24"O.C. FOR WOOD USE 2x SILL PLATE W/16-d ft 2 1/2" O.C. STAGG. SHEAR 1100 P12 WAIL SA SHEATHING WALL SHEATHING APPLED TO HOTH SIDES OF WALL WI SAME NAILING-AS 5 (USE 4 x STUDS ft 16" O.C. & Dx TOP PLATE). CONNECTION USE Dx SILL PLATE FOR MASONARY OR CONCRETE W/ 3/4"0 "I" A.B.x12" LONG ft 18"O.C. FOR WOOD USE 3x SILL PLATE W/ 3/8" LAG SCREW x 5 1/4" LONG 0 2 1/2" O.C.(STAGGER) SHEAR 730 P12 WALL 1/2" STRUC. I PLYWOOD W/ 8-d NAILS ft 2" O.C. ft SHEATHING EDGES AND 12" O.C. IN FIELD (USE 4x STUDES 0 16" O.C. & 3x TOP PLATE) CONNECTIOI USE 3x SILL PLATE FOR MASONARY OR CONCRETE W/ 5/8"ø "J" A.B.x12" LONG ft 32"O.C. FOR MOOD USE 3x SILL PLATE W/ 3/8' LAG SCREW x x 5 1/4" LONG 0 6" O.C. SHEAR A 1460 PLY WALL SHEATHING WALL SHEATHING APPLED TO ROTH SIDES OF WALL W/ SAME NAILING AS ()(USE 4 x STUDS ft 16" O.C. Dx TOP PLATE) CONNECTION USE Dx SILL PLATE FOR MASONARY OR CONCRETE WI 3/4"0 "I" A.B.x12 LONG ft 12" O.C. FOR WOOD USE 3x SILL PLATE WI 3/8"" LAG SCREW x 5 1/4" LONG 0-2* O.C.(STAGGER) SHEAR . WALL SHEATHING 870 PLY 1/2" STRUC. I PLYWOOD WI lOd NAILS 0 2" O.C. 0 EDGES AND 12" O.C. IN FIELD (USE 4x STUDS 0 18" O.C. & Dx TOP PLATE) CONNECTION USE Dx SILL PLATE FOR MASONARY OR CONCRETE USE 3/4"0 "I" A.B.x12" LONG ft 16-O.C. FOR WOOD USE Dx SILL PLATE WI 3/8"" LAG SCREW x 5 1/4' LONG ft 3 O.C. SHEAR 7A 1740 PLY WALL SHEATHING WALL SHEATHING APPLED TO JkOTH SIDES OF WALL W/ SAME NAILING AS (D (USE 4 x STUDS ft 16" O.C. & Dx TOP PLATE) \ CONNECTIO' USE Dx SILL PLATE FOR MASONARY OR CONCRETE W/.7./80 "1" A.B.x12" LONG ft 12"O.C. 'FOR ROOD USE Dx SILL PLATE W/ 3/8"" LAG SCREW x LONG ft 1 1/2 O.C.(STAGGER). Ii WHERE PLYWOOD -PANELS ARE APPLIED ON BOTH FACES OF A WALL, .......- PLYWOOD PANEL JOINTS SHALL OCCUR AT 3" NOMINAL OR THICKER -FRAMING MEMBER, INCLUDING BLOCKING, AND NAILS ON EA. SIDE SHALL BE STAGGERED. 2. IN SEISMIC ZONES 3 &4, WHERE ALLOWABLE SHEAR VALUES EXCEED 350 LB/Fr, FOUNDATION SILL PLATES AND ALL FRAMING MEMBERS RECEIVING EDGE NAILING . FROM ABUTTING PANELS SHALL NOT BE LESS THAN A SINGLE 3" NOMINAL MEMBER AND FOUNDATION SILL PLATES SHALL NOT BE LESS THAN A SINGLE 3" NOMINAL MEMBER (U.N.o.) c-i /D ELTA - - " -- ENGINEERING CONSULTING STRUCTURAL ENGINEERS 135 Liverpool Dr. Suite D Cardiff CA 92007 Tele: (76O)94249 Fax: (760)942-6189 LO/-PttvG7 jooF S1bf'tI!t13t1 TIL-E 'cpLYwcoD - X1 /6 M ,o/'P\O Project: 'Ff'(2 fL)'LPIM By: W.Z.. Date: Sht. No. ,. Of ..... Subject Job No. 2004 2 a /2'F -----------------------__ 2 rp ~f .MHIrn',C4k,v1IsC - :. 2 0fF •• CoM,TAL1CT,WLfl2 / e2 FL /- "LI 471H w1'rn,r 60AIC. 3/a" pz.rhuJ). 2fPP 7'JL y'&p1 fri ci , /CIO L M / S C LL, /\? ELTA ENGINEERING CONSULTING STRUCTURAL ENGINEERS 135 Liverpool Dr. Suite Cardiff CA 92007 Tele: (160)942-8649 Fax: (760)942-189 Project: ?I0 •(1tt VIj..Pf4/( By: W.Z. Date: 04/2000 Sht. No. 4 Of ..... Subject Job No. 200.4 3tfsF 0? SF B opsP TJLTM Series Load Tables/Floor (100Db) Sine Span Allowable Uniform. oad (pif) TI! TM Qgrc' A,i+I% tIlII4 m. - - -............- - 1 ,_ r th tL L LL 75M b T L L par.C.OM - OM CQM QOM COM pan 366 ,COM' . OM 1 367 3 2 328 313 298 _ 56 rc. .TJL/t' )J 1I T XU m4. !.'t'/' . - S * I07 127 ok /6 c~of2 -1 .; ro:7 7..X,Ofô,C Wood Works® Sizer SOFTWARE :OR WOOD DESIGN 4 I-t-6 SFRAFTER-1 WoodWorks® Sizer 97d June 1000 13:09:30 ç . -'fP P COI1FA; DESIGN CHECK - NDS-1991 PROJECT c rt'-'4 Ll@ Jl.ct DESIGN DATA.: teri1: Lumber-soft 8 16.0 [in] spacing 1at:a1 supp. . Top= Full Bottom= @Supports tta1 ler.tI-.: 8.70 [ft] xepezitive ac':or: applied where permitted(refer to online help) LQ3d Corhint...ns: ICBO-UBC INPUT LOA DS: force=bs, pressure=psf, udl=plf, location=ft) >>Sc-if--wsght automatically iicluded<< Lc-3d Type I Distribution I Magnitude I Location I Pattern I I. I Start End I Start End I Load --------------------- - ------------------ 1 -----------------I -------- I Dead Full .L 60 No 2 Ccnclr. Full L 67 No LC'.2MUM. RFACTTONS ar.d BEARING LENGTHS (force=lbs, length=in) 8.7 ft Dead 275 275 Live 21 291 Total 56' 567 .Lencitc 1.0 1.0 ------------ DESIGN SECTION: !).Fir-L, No.1, 2x10 8 3.296 pif This section PASSES the design code check. ----------------------------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Ana1yis Value I Design Value I Analysis/Design I ------I ----------------I ----------------I ------------------I Siear fi 8-I = 50 Fv' = 119 fv/E'v' = 0.42 :dinq( tr =- 692 Fb = 1581 fb/Fb' = 0.44 L Gefl'n 0.0 = <L/999 0.29 = L/360 0.18 Ttai. r'efl'ri 0.1(1 = <L/999 0.44 = L/240 0.23 FACtORS: F CD CM Ct CL CF CV Cfu Cr LC8 10t10 1.25 :.00 1.00 1.000 1.10 1.000 1.00 1.15 2 Fv 95 1.25 1.00 1.00 (CH = 1.000) • 2 Fcp'= 625 1.00 1.00 El-= 1.7 million 1.00 1.00 . 2 AEi)ITION.'L DATA ?erldlnql+: LCI = 17-C, M = 1233 lbs-ft Sr.eai : LC# 2 = 17C, V = 567, V@d = 466 lbs Oieetjor,: JC# 2 Total Deflection = 1.00(Defln dead) + Defln_Live. (D=iead L=live S=snow W=wind I=impáct C=construction) (All LC's are 1isd in the AnaIyioütüt)..........__ ......... DE:GN NOTES: ------------ Piase veri'J zh.i: the default deflection limits are appropriate for yc.t.r applictin. Sawrl lumoer her.; . members shall be laterally supported according to ti,.- provisions •: 'IDS Clause 4.4.1. /2 -. : 2, IL /2_ / I VtScudWorks@Sizerer SOFTWARE FOR WOOD DESIGN .Rr-1 WoodWorks®Sizer97d une 1, 2000 11:54:40 7 I PROJECT JjAij ,04VQ® .,::I3N CHECK - NDS-1997 RoofJoist DEZI(:J T: materi1: r,.ter-soft 8 16.0 (in) spacing latera sip:. rull Bc.ttc.m= @Supports total 1ei.th: J3.00 (ft) repetitive L•pplied where permitted(refer to online help) Load Cir c - crr: :cBo-uBC INPUT LOADS: for: , ssure=psf, udl=plf, location=ft) >>S1-.e7,t automatically included<< Load I Tyçe IS !si.ltr, Magnitude I Location I Pattern I Start End I Start End I Load I------------------------I -----------------I -----------------I -------- 1 Dead 'uJ:L 35 No 2 Constr. LU 21 No MAXIMUM REACTIONS ,id LENGTHS (force=lbs, length=in) -------------- ------------- Dead 331 Live 19 Total 540 B.Lengtn j 1.0 1.0 #ifififif#if#ff#rü4ifI;' #### 0 ###0########################.#### #H#### ## DESIGN SECTION: 0. L, No.1, 2x12 8 4.008 plf This section PASSES r'io .:ign code check. if if if if if if 8 if if if if if if if if if if if if if if if if if if if if if if if if if if if if if if if if if if if if if if if if if if if if if if if if if if if if if if if SECTION vs. rESIGN .ODE ,stress=psi, deflection=in) Criterion i Arav-. \'tlue I Design Value I Analysis/Design I ------I ------ --- - --------I ----------------I ------------------I Shear tv @. '3 Fv' = 119 fv/Fv' = 0.36 Bendir!g(+) f. ::'2 Fb' =-1437 . fb/Fb' = 0.64 Live Defl': 0.' .L/999 0.90 = L/240 0.18 Total Defl'rt J.'7 - . '61 1.20 = L/180 . 0.39 FACTORS: F C D Ct CL CF CV Cfu Cr LC# Fb'+= 1000 1.2 1.0. 1.00 1.000 1.00 1.000 1.00 1.15 2 = 93 1.15 .O? 1.00 (CH = 1.000) 2 Fcp'= 625 .. 0) 1.00 - 5' = 1.7 r.i1.:.r i.V' 1.00 2 ADDITIONAL DATA Bendingl+;: Tr 2 5: 1-C, 2430 lbs-ft Shear : LC 2 - F:':, 540, V@d = 484 lbs Def1etion: L.i I = Total Defjcior .-15()efln dead) + Defln Live. (D=dead -11j' S:r::, N=wind I=impact C=construction) iAI1 IJ(:. r' - i the Analysis butp1t ) -.......... DESIGN NOTES: 1. Pise -i'::1fj t:. . i..-- efault deflection limits are appropriate for yor 2-. Sawn ]urnt.r 5r7i .:.. .;.'...ers. shall be laterally supported according to the pr !i..i,: -:1 •)Juse 4.4.1. Wood Works® Sizer SOFTWARE FOR WOOD DESIGN - 1 Rh-1 'WoodWorks® Sizer 97d Apr. 12, 2000 16:53:16 COMPANY I PROJECT DESIGN CHECK - NDS-1997 V V Beam DESIGN DATA: V V material: Timber-soft lateral support: Top= Full Bottom= @Supports total length: 8.00 [ft] V V •, V Load Combinations: ICBO-UBC -------------- INPUT LOADS: (force=lbs, pressure=psf,udl=plf, location=ft) >>Self-weight automatically included<< V Load I Type I Distribution I Magnitude I Location I Pattern I I Start End I Start End I Load I--------I --------------I ----------------- - -----------------I -------- 1 Dead Full UDL V 468 No 2 Constr. Full UDL 288 No ------------ MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ------------------------------- I 8.0 ft Dead I 1922 1922 Live I 1152 1152 V Total I 3074 3074 B.Length I 1.0 1.0 ------------ H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H HH H H H H H H H H DESIGN SECTION: V D.Fir-L, No. 1, 6x10 @12.411 plf V This section PASSES the design code check. HHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHH SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I ------I ----------------I ----------------I ------------------I Shear V fv @d = 71 Fv' = 106 fv/Fv' = 0.67 Bending(+) ' fb = 892 Fb' = 1687 fb/Fb' = 0.53 Live Defl'n 0.04 = <L/999 0.27 = L/360 0.16 Total Defl'n 0.15 = L/649 0.40 = L/240 • 0.37 FACTORS: F CD CM. Ct CL CF CV Cfu Cr LCH Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 V (CH = 1.000) 2 Fcp'= 625 1.00 1.00 V • - E' = 1.6 million 1.00 1.00 2 ADDITIONAL DATA Bending(+): LCH 2 = D+C, M = 6147 lbs-ft Shear : LC# 2 = D+C, V = 3074, V@d = 2465 lbs Deflection: LCH 2 = D+C Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wjnd I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: V I. Please verify that the default deflection limits are appropriate for your application. V 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. LAJVL - ,8f VcE -'V DF Wood Works® Sizer SOFTWARE FOR WOOD DESIGN J,, ..- Rh-2 WoodWorks® Sizer 97d Aug. 21, 2000 11:48:52 COMPANY PROJECT tM1i DESIGN CHECK - NDS-1997 Beam DESIGN DATA: I. material: Timber-soft lateral support: Top= Full Bottom= @Supports total length: 8.00 [ft] Load Combinations: ICBO-UBC 4: INPUT LOADS: (force=lbs, pressre=psf, udl=plf, location=ft) >>Self-weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load ----I --------I --------------I -----------------I -----------------I -------- 1 Dead Partial UDL 468 468.00 4.00 8.00 No (1"9L. - / 2 Constr. Partial UDL 288 288.00 4.00 8.00 No - 2.bX 3 Dead Point 1872 4.00 No 4 Constr. Point 1152 4.00 No It L 36 = REACTIONS BEARING length=in) MAXIMUM and LENGTHS (force=lbs, 2 r I 8.0 ft Dead 1 1464 2400 . - _____ 2 Live •864 1440 I Total I 2328 3840 1L.J- B.Length I 1.0 1.1 DESIGN SECTION: D.Fir-L, No. 1, 6x12 @15.023 plf ' This section PASSES the design code check. - SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design -I -----I ----------------I ---------------I ------------------I Shear fv @d = 73 . Fv' .= 106 fv/Fv' = 0.69 Bending(+) fb = 910 Fb' = 1687 fb/Fb' = 0.54 Live Defl'n 0.03 = <L/999 0.27 = L/360 0.12 Total Defl'n 0.08 = <L/999 0.40 = L/240 0.21 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 )CH = 1.000) 2 Fcp'= 625 1.00 1.00 - = 1.6 million 1.00 1.00 S 2 ADDITIONAL DATA Bending(+): LC# 2 = D+C, M = 9192 lbs-ft Shear : LC# 2 = D+C, V = 3780, V@d = 3070 lbs Deflection: •LC# 2 = D+C Total Deflection = 1.00(Defln dead) + Defln Live. (D=dead W=wind I=impact C=construction) (All LCs are listed in the Analysis output) DESIGN NOTES: Please verify that the default deflection limits are appropriate for your application. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. k LI1 Rh-3 [ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN ç -'O Wood Works® Sizer 97d 4 3 Aug. 21, 2000 11:53:16 COMPANY PROJECT I L,4 J© / DESIGN CHECK - NDS-1997 Beam DESIGN DATA: LIU material: Timber-soft lateral support: Top= Full Bottom= @Supports total length: 8.00 Ift] ? Load Combinations: ICBO-UBC 1 INPUT LOADS: (force=lbs, pressure=psf, udlplf, locationft) 4' >>Self-weight automatically included<< Load I Type I Distribution I Magnitude Location I Pattern 1 .1 1 Start End I Start End I Load 1 Dead Full UDL 35 No i i 2 Constr. Full UDL 21 No () 1 )4 LF- 3 Dead Point 1859 3.00 No ' / ,'- 4 Constr. Point 1035 3.00 No -------------- MAXIMUM REACTIONS and BEARING-LENGTHS (force=lbs, lengthin) - ==========7========;================================================== P 3 -____ET--------- ---------- a Dead 1362 897 . Live I 731 472 Total I 2093 1369 I) C B.Length I 1.0 1.0 . DESIGN SECTION: D.Fir-L, No.2, 6x12 @15.023 plf This section PASSES the design çode check. SECTION-vs. DESIGN CODE (stress=psi, deflection=in) C ' Criterion I Analysis Value I Design Value I Analysis/Design I Shear fv @d = 48 Fv' = 106 fv/Fv' = 0.45 > ( Bendingl+> fb = 590 Fb' = 1094 fb/Fb' = 0.54 Live Defl'n 0.02 = <L/999 0.27 = L/360 0.08 Total Defln 0.06 = <L/999 0.40 = L/240 0.15 FACTORS: F CD -CM Ct CL CF CV Cfu Cr LC# Fb'+= 875 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 - Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - = 1.3 million 1.00 1.00 2 ADDITIONAL DATA Bending(+): LC@ 2 = D+C, M = 5963 lbs-ft Shear : LC# 2 = D+C, V = 2093, V@d = 2025 lbs Deflection: LCU 2 = D+C Total Deflection = 1.00(Defln dead) + Defln_Live. (D--dead L=live S=sroWWii'nd 1--impact- C=construction) ............--- ...................... -- IA11 LC's are listed in the Analysis output) DESIGN NOTES: Please verify that the default deflection limits are appropriate for your application. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. -F-1 I WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 1 Rb-2 WoodWorks® Sizer 97d COMPANY I PROJECT DESIGN CHECK - NDS-1997 Beam DESIGN DATA: material: Timber-soft lateral support: Top= Full Bottom @Supports total length: 20.50 (ft) Load Combinations: ICB0-UBC INPUT LOADS: = (forcelbs, pressurepsf, ud1p1f7 1ocat7onft) >>Self-weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I .1 Start End I Start End I Load I -----------------------I -----------------I -----------------I -------- 1 Dead Trapezoidal 0 130.00 0.00 9.00 No 2 Constr. Trapezoidal 0 80.00 0.00 9.00 Yes 3 Dead Partial UDL 130 130.00 9.00 18.50 No 4 Constr. Partial UDL 80 80.00 9.00 18.50 Yes 5 Dead Partial UDL 195 195.00 18.50 20.50 No 6 Constr. Partial UDL 120 120.00 18.50 20.50 Yes MAXIMUM REACTIONS and BEARING LENGTHS (forcelbs, length-in) I 18.5 2..0 ft Dead I 829 1689 Live 438 935 Total I 1267 2624 B.Length I 1.0 1.0 DESIGN SECTION: D.Fir-L, No. 1, 6x12 @15.023 plf This section PASSES the design code check. SECTION vs. DESIGN CODE (stress=psi, deflectionin) Criterion I Analysis Value I Design Value I Analysis/Design I ---I ----------------I ----------------I ------------------ Shear fv @d = 39 Fv 106 fv/Fv' = 0.37 Bending(+) fb = 792 Fb' 1687 fb/Fb' 0.47 Bending)-) fb = 65 Fb -.1687 fb/Fb' = 0.04 Live Defl'n 0.06 = L/429 0.13 L/180 0.42 Total DefPn 0.15 = L/159 0.20 = L/120 0.75 (a cantilever span governs deflection) - FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.25 1.00 1.00 1.000 . 1.00 1.000 1.00 1.00 3 1350 1.25 1.00 1.00 1.,000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CM = 1.000) .2 Fcp'= 625 1.00 1.00 C' = 1.6 million 1.00 .1.00 3 ADDITIONAL DATA Bending(+): LC#3= D+C (pattern: C_(, N 8001 lbs-ft Bending)-): LC@ 2 = D+C, N = 660 lbs-ft Shear : LCØ 2 = D+C, V = 1823, V@d = 1636 lbs Deflection: LC8 3 = D+C (pattern: C_) Total Deflection 1.00)Defln dead) + Defln Live.. (D=dead L=live S=snow W=wind I=impact CconstrUction( (All LC's are listed in the Analysis -output)--- ...........------------.... (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: - - I. Please verify that the default deflection limits ,are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Aug. 21,2000 11:59:0 6 Ii Apr. 10, 2000 17:05:58 Pt ... /0 L& Pt1 /671-J rc C - 7' 0 ( : / I -ILl Rb-3 WoodWorks® Sizer $7d ( COMPANY I PROJECT DESIGN CHECK - NDS-1997 Beam DESIGN DATA: material: Timber-soft lateral support: Top= Full Bottom= @Suports total length: 10.00 (ft) Load Combinations: ICBO-UBC INPUT LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) >>Self-weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I Start End I Start End I Load ----I --------I --------------I -----------------I -----------------I -------- 1 Dead Full UDL 260 No 2 Constr. Full UDL 160 No 3 Dead Trapezoidal 117 0.00 0.00 5.00 No 4 Constr, Trapezoidal 72 0.00 0.00 5.00 No 5 Dead Trapezoidal 0 117.00 5.00 10.00 No 6 Constr. Trapezoidal 0 72.00 5.00 10.00 No 7 Dead Point 923 5.00 No 8 Constr. Point 178 5.00 No 9 Dead Point 352 5.00 No 10 Dead Point 352 5.00 No 11 Constr. Point 187 5.00 No 12 Constr. Point 187 5.00 No MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, 1engthin) I 10.0 ft Dead I 2481 2481 Live I 1406 1406 Total I 3887 3887 B.Length I 1.1 1.1 DESIGN SECTION: D.Fir-L, No. 1, 6x12 @15.023 pif This section PASSES the design code check.. --------------- SECTION vs. DESIGN CODE (stress=psi, deflection-in) Criterion I Analysis-Value .1 Design Value I Analysis/Design I -------------I ----------------I ----------------I ------------------I Shear fv @d = 78 Lv' = 106 fv/Fv' = 0.74 Bendingl+) fb = 1231 Fb' = 1687 fb/Eb' = 0.73 Live Defl'n 0.07 = <L/999 0.33 L/360 0.20 Total Defl'n 0.24 = L/500 0.50 L/240 0.48 FACTORS: F CD CM - Ct CL - Cr CV Cfu Cr -- LC# Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CM =.1.000) 2 Fcp'= 625 1.00 1.00 - E' 1.6 million 1.00 1.00 . 2 ADDITIONAL DATA Bending(+): LC# 2 = D+C,M= 12434 lbs-ft Shear. : LC# 2 = D+C, V = 3887, V@d 3308 lbs Deflection: LC# 2 = D+C Total Deflection = 1.50(Defln dead) + Defln Live. (D4deád...1=ive S=snow W=wind I-impact (All LC's are listed in the Analysis output) DESIGN NOTES: Please verify that the default deflection limits are appropriate for your application. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Wood Works® Sizer SOFTWARE FOR WOOD DESIGN , L . -.-- A) )PL, 20 26 : 2 LI VJL 1 6 1 6 kJp L, =X :.'/7p4 /LAJ .L 4xt6 =72:pLf pp,/ Ld P10- Apr. 10, 2000 14:50:24 1LL ,ç WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Wood Works® Sizer 97d COMPANY I PROJECT DESIGN CHECK - NDS-1997 Beam DESIGN DATA: material: Timber-soft lateral support: Top= Full Bottom= @Supports total length: 8.00 [ft] Load Combinations: ICBO-UBC INPUT LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) >>Self-weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load I--------I --------------I -----------------I -----------------I -------- 1 Dead Full UDL 405 No 2 Live Full UDL 450 No 3 Dead Full UDL 48 No MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ----------------------- 8.0 ft Dead I 1872 1872 Live 1800 1800 ir jx( - p.L Total I 3672 3672 V B.Length 1.1 1.1 DESIGN SECTION: D.Fir-L, No. 1, 6x12 @15.023 plf This section PASSES the design code check. b ##############################)I##ff###I#########1###I########fHI## ---------------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I ---------------I ----------------I ----------------I ------------------I Shear fv @d = 66 Fv' = 85 fv/Fv' = 0.78 Bending(+) fb = 727 Fb' = 1350 fb/Fb' = 0.54 Live Defl'n 0.04 = <L/999 0.27 = L/360 0.14 Total Defl'n 0.10 = <L/999 0.40 = L/240 0.24 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 7344 lbs-ft Shear : LC# 2 = D+L, V = 3672, V@d = 2792 lbs Deflection: LC# 2 = D+L Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=jmpact C=construction) (lL I's ara listed in the Analysis output) .........•.•. .•_•.___•• ............... DESIGN NOTES: Please verify that the default deflection limits are appropriate for your application. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 1W WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN sm-i L11j7E J05 WoodWorks® Sizer 97d Apr.10, 2000 09:25:08 COMPANY I PROJECT DESIGN CHECK - NDS-1997 Beam DESIGN DATA: ------------- material: Glulam Simple lateral support: Top= Full Bottom= @Supports total length: 12.00 (ft) ICBO-UBC Load Combinations: INPUT LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) .' ...................'. . >>Self-weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern Start End I Start End I Load - 1 Dead Full UDL 810 No 2 Live Full UDL 900 . No . wt . L o/ 8 MAXIMUM REACTIONS and BEARING LENGTHS ,.(force=lbs, length=in) I 12.0 ft Dead I 4991 4991 Live I 5400 5400 . Total I 10391 10391 B.Length I 3.1 3.1 , 27- DESIGN SECTION: VG West.DF, 24F-V4, 5.125x18 @21.911 plf . This section PASSES the design code check. ' = , / 3 SECTION vs. DESIGN CODE (stre'ss=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I ------I ---------------- - ----------------I ------------------I Shear fv @d = 127 Fv' = 190 fv/Fv' = 0.67 /,- O,L Bending(+) fb = 1352 Fb' 2400 fb/Fb' = 0.56 'fAI Live Defl'n 0.09 = <L/999 0'.40 = L/360 0.23 Total Defl'n 0.22 = L/644 0.60 = L/240 . 0.37 FACTORS: F CD CM' Ct CL CF CV Cfu Cr LC# [o( Fcp'= 650 1.00 1.00 El = 1.8 million 1.00 1.00 2 ------------------------- ADDITIONAL DATA (, Bending(+): LC# 2 = D+L, H = 31174 lbs-ft Shear : LC# 2 = D+L, V =10391f V@d = 7794 lbs Deflection: LC# 2 = D+L Total Deflection = 1.50(Defln dead)' + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) --------------------- DESIGN NOTES': Please verify that the default deflection limits are appropriate for your application. GLULA11: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). GLIJLAN: bxd = actual breadth x actual depth. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. GLULP1'i: bearing length based on smaller of Fcp(tension), Fcp(comp'n). DESIGN CHECK - NDS-1997 Beam DESIGN DATA: material: Timber-Loft lateral-support: TÔp= Full Bottom= @Supports total length: 10.00 [ft] Load Combinations: ICBO-UBC ----------------------------------------- INPUT LOADS: (force=lbs, pressure=psf, udl=plf, locati0n=ft) >>Self-weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I Start End I Start End I Load I--------I --------------I ----------------'-I -----------------I 1 Dead Full UDL 64 -------- No 2 Dead Point 315 2.00 No 3 Constr. Point 1500 2.00 No MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 10.0 ft P Dead 660 471 Live I 1200 300 Total I 1860 771 B.Léngth 1 1.0 1.0 DESIGN SECTION: D.Fir-L, No. 1, 6x14 @17.636 plf This section PASSES the design code check. /31;7J; LdAI&G /2NO® UJ IiK4-6'4 1Pf i x2-I3IS-, I '.. jPL1 s' 00 p.E X ,,LDFL.#, Wood Works® Sizer. SOFTWARE FOR woob DESIGN srb-3 Wood Works® Sizer 97d 4 Aug. 21, 2000 13:24:26 COMPANY I PROJECT oN SECTION vs. DESIGN CODE (strets=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design' I -----I ----------------I ---------------- -------------------I Shear fv @d = 36 Fv' = 106 fv/Fv' = 0.34 Bendirg(+) fb = 254 Fb' = 1671 fb/Fb = 0.15 ( t' Live Defl'n 0.02 = <L/999 0.33 = L/360 0.05 -0.03 Total =<L/999 -0.50: L/240 -0.06 FACTORS: F CD C14 Ct CL CF CV Cfu Cr. LC# k Fb'-i-= 1350 1.25 1.00 1.00 1.000 0.99 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00. 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - = 1.6 million 1.00 1.00 2 ADDITIONAL DATA Bending(+(: LC# 2 = D+C, M = 3538 lbs-ft Shear : LC# 2 = D+C, V = 1860, V@d = 1768 lbs ' Deflection: LC# 2 = D+C Total Deflection = l.00(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's arelisted in_the_Anal.ysis.output) DESIGN NOTES: - Please verify that the default deflection limits are appropriate for your application. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. o.ptff CA' C 0. f 7..007 F~ I Woodworks® Sizer SOFTWARE FOR WOOD DESIGN 5 6 1 Ff-1 WoodWorks® Sizer 97d .-, Aug. 21, 2000 13:44:52 COMPANY I PROJECT oN 7/1?T DESIGN CHECK - NDS-1997 6/V Beam DESIGN DATA: material: Glulam Simple lateral support: Top= Full Bottom= @Supports total length: 8.00 Ift] Load Combinations: ICBO-UBC ------------ INPUT LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) >>Self-weight automatically included<< ------------- Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load I--------I --------------I -----------------I -----------------I -------- 1 Dead Full UDL 810 No 2 Constr. Full UDL 900 No MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 8.0 ft Dead I 3307 3307 Live I 3600 3600 Total I 6907 6907 B.Length I 1.6 1.6 DESIGN SECTION: VG Nest.DF, 24F-V4, 6.75x10.5 @16.834 plf This section PASSES the design code check. SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I ------I ----------------I ----------------I ------------------I Shear fv @d = 114 .Fv' = 237 fv/Fv' = 0.48 Bending(+) fb = 1337 Fb' = 3000 fb/Fb' = 0.45 Live Defl'n 0.07 =.<L/999 0.27 = L/360- 0.27 Total Defl'n 0.17 = L/570 0.40 = L/240 0.42 FACTORS: F •CD CM Ct CL CF CV Cfu Cr LC@ Fb'+= 2400 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.25 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E = 1.8 million 1.00 1.00 2 ADDITIONAL DATA Bending(+): LC# 2 = D+C, N = 13815 lbs-ft Shear : LC# 2 = D+C, V = 6907, V@d 5396 lbs Deflection: LCII 2 = D+C Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wjnd I=impact Cconstruction) (All LC's are-listed in the -.alysis output) DESIGN NOTES: Please verify that the default deflection limits are appropriate for your application. GLULN1: The loading coefficient KL used in the calculation of.Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). GLULAM: bxd = actual breadth x actual depth. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. GLULAN: bearing length based on smaller of Fcp(tension), Fcp(comp'n). F"T 61v - 1 4-I 4- /t 49F 6c°/ £A 3' Y - I xro X SO = Lp t 3A -a I Y x f" tV2i-,v c,111 = 0,f/ I o E C1041" 13 / .. b F1 I Wood Works® Sizer SOFTWARE FOR WOOD DESIGN Ff-2 Wood Works® Sizer 97d Aug. 21, 2000 13:57:40 COMPANY - I PROJECT ION CHECK - NDS-1997 Beam DESIGN DATA: material: Glulam Simple lateral support: Top= Full Bottom= @Supports total length: 20.00 Eft) Load Combinations: ICBO-UBC INPUT LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) >>Self-weight automaticaily included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load --------------I --------------I -----------------I -----------------I -------- 1 Dead Full UDL 810 No 2 Constr. Full UDL 540 Yes 3 Dead Point 3307 0.00 No 4 Constr. Point 2160 0.00 Yes 5 Dead Point 3307 20.00 No 6 Constr. Point 2160 20.00 Yes MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 4.0 12.0 4.0 ft Dead I 11696 11696 Live I 8640 8640 Total I 20336 20336 B.Length I 4.6 4.6 • DESIGN SECTION: VG West.DF, 24F-V4, 6.75x18 @28.859 plf This section PASSES the design code check. SECTION vs. DESIGN CODE (stress=psi, deflection-in) Criterion I Analysis Value I Design Value I Analysis/Design I --------------I ----------------I ----------------I ------------------I Shear fv @d = 110 Fv' = 237 fv/Fv' = 0.46 Bending(+) fb = 161 Fb' = 3000 fb/Fb' = 0.05 Bending(-) fb = 1083 Fb' = 1408 fb/Fb' = 0.77 Live Defl'n 0.11 = L/438 0.27 = L/180 0.41 Total Defl'n 0.26 = L/187 0.40 = L/120 0.64 -- (a cantilever span governs deflection) - FACTORS: F CD CM -Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.25 1.00 1.001.000 1.00 1.000 1.00 1.00 4 Fb'-- 1200 1.25 1.00 1.00 0.998 1.00 0.939 1.00 1.00 2 Fv = 190 1.25 1.00 1.00 2 Fcp= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 ADDITIONAL DATA Bending(+): LC@ 4 D+C (pattern: C_), H = 4881 lbs-ft Bending(-): LC# 2 = D+C, M = 32899 11;s-ft Shear : LC@ 2 D+C, V =10982, V@d = 8914 lbs Deflection: LCI( 7 = D+C (pattern: C_C) Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=ljve S=snow, W=wind I=impact C=constructiOfl) (All LC's are listed in the Analysis output) (Load Pattern: 5=5/2, X=L+S or L+C, _=nopattern ...oàdThtWi8spänY DESIGN NOTES: - Please verify that the default deflection limits are appropriate for your application. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2) Grades with equal bending capacity in the top and bottom edges of the beam cross-section are recommended for continuous beams. GLULAM: bxd = actual breadth x actual depth. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. - • 6. GLULAM: bearing length based on smaller of Fcp(teflsiofl), Fcp(comp'n). : F1 I Wood Works® Sizer SOFTWARE FOR WOOD DESIGN Dr - Wood Works® Sizer 97d Oct. 20, 2000 08:21:08 " COMPANY PROJECT DESIGN CHECK - NDS-1997 Roofjoist DESIGN DATA: material: ' Lumber-soft @ 16.0 (in) spacing lateral support: Top= Full Bottom= @Supports total length: 7.00 (ft) repetitive factor: applied where perrsitted(refer to online help) Load Combinations: ICBO-UBC INPUT LOADS: (forcelbs, pressurepsf, udl=plf, location=ft) >>Self-weight automatically included<< Load I Type I Distribution I Magnitude > Location I Pattern I I I Start End I Start End I Load -----I --------I --------------I -----------------I -----------------I -------- 1 Dead Full UDL 28 . No 2 Constr. Full UDL 133 Yes 3 Dead Point 75 7.00 No MAXIMUM REACTIONS and BEARING LENGTHS (forcelbs, lengthin) I 5.0 2.0 ft ---------------------------- Uplift I 15 - Dead 1 38 265 Live 1 332 652 Total I 371 916 B.Length I 1.0 1.0 88989 889988888 #98 #9888 #88 09 0809889 8 #98 #09 #988 #9899 00 #8989888988888888 DESIGN SECTION: D.Fir-L, 'No.2, 4x6 8 4.572 plf This section PASSES the design code check. SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I --------------I---------------- I ----------------I ------------------I - Shear fv @d = 34 Fv' = 119 fv/Fv' = 0.28 Bending(+) fb 283 Fb' = 1682 fb/Fb' = 0.17 Bending(-) fb = 327 Fb' = 1682 fb/Fb' = 0.19 Live Defl'n 0.03 = L/778 0.20 L/120 0.15 Total Defl'n 0.02 = <L/999 0.27 = L/90 0.06 (a cantilever span governs deflection) FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.25 1.00 1.00 1.000 1.30 1.000 1.00 1.15 3 Fb'-- 900 1.25 1.00 1.00 1.000 1.30 1.000 1.00 1.15 2 Fv' 95 1.25 1.00 1.00 (CH = 1.000) . . 2 Fcp'= 625 1.00 1.00 - V E' 1.6 million 1.00 1.00 3 ADDITIONAL DATA Bending(+): LCO 3 D+C (patter7----:-;;;=7 C), N bs-ft Bending(-): LC# 2 = D+C, N = 481 lbs-ft Shear : LC# 2 = D+C, V = 510, V@d = 434 lbs Deflection: LC# 3 = D+C (pattern: C) Total Deflection 1.00(Defln dead) + Defln Live. - (D-dead L=ljve S=snow V W=wjnd I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: 5=5/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: Please verify that the default deflection limits are appropriate for your application. Continuous or Cantilevered Beams: HDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 2' V -7' -'L' Af0b = rLF V v'=6 V V• VFV - •V V V Wood Works® Sizer 1. SOFTWARE FOR WOOD DESIGN Db #1 Wood Works® Sizer 97d p 13 Oct. Oct. 23, 2000 09:24:48 COMPANY I PROJECT DESIGN CHECK - NDS-1997 Beam DESIGN DATA: material: Timber-soft lateral support: Top Full Bottom= @Supports total length: 22.00 (ft) Load Combinations: ICBO-UBC INPUT LOADS: (forcelbs, .pressure=psf, udl=plf, location=ft) >>Self-weight automatically included<< ------------ Load I Type I Distribution I Magnitude I Location I Pattern I I Start End I Start End I Load I--------I --------------I -----------------I -----------------I-------- 1 Dead Partial UDL 231 231.00 18.00 22.00 No 2 Constr. Partial UDL 1100 1100.00 18.00 22.00 Yea 3 Dead Point 840 22.00 No 4 Dead Partial UDL 60 60.00 0.00 18.00 No 5 Constr. Partial UDL. 67 67.00 0.00 18.00 Yes 6 Dead Point 168 22.00 No 7 Constr. Point 800 22.00 Yes MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 18.0 2.0 2.0 ft _____________________\ 1726 __________ Uplift 1 958 1 Dead I 511 1047 Live I 478 3090 6068 - Total I 989 4138 7794 B.Length I 1.0 1.2 2.3 DESIGN SECTION: D.Fir-L, No. 1, 6x10 N plf This section PASSES the design code check. SECTION vs. DESIGN CODE (stress=psi, def in) Criterion I Analysis Value I Design Analysis/Design I I ---------------- ------------ - I Shear fv @d 99 Fv' ./\ fv/Fv' 0.93 Bending(+) fb 509 Fb'J 1 \fb/Fb' = . 0.30 Bending(-) fb 914 F,IY' = 1'çb/Fb' = 0.54 Live Defl'n 0.13 = <L/999 0.60 = \. 0.21 Total Defl'n 0.26 = L/837 /0.90 = \ -- 0.29 FACTORS: F CD CM CL CV '\,fu Cr LC# Fb'+= 1350 1.2--1.00 1.00 l.0bO .000 lbç 1.00 7 Fb'-= 1350 1.25 1.0d 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv 85 1.25 1.00 1.00 (CH = 1.000)\ 2 Fcp'= 625 1.00 1.00 \ - E 1.6 million 1.00 1.00 \ ADDITIONAL DATA Bending(+): LC# 7 = D+C (pattern: C C), N = 3510 lbs-ft Bending(-): LC# 2 D+C, N = 6303 lbs-ft Shear : LC8 2 = D+C, V = 4495, VI3d 3431 lbs Deflection: LC# 7 = D+C (pattern: C-C) Total Deflection = 1.00(Defln dead) + Defln Live. (D=deadL=live S=snow W=wind I=impact C=construction) (All LE'-- are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: Please verify that the default deflection limits are appropriate for your application. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 19PJ I-tAIF (9 -M . I';' 2,1 (411 D. ..1yfcLsT_ '2-IpLP I 2± (00 450 2 I . J (2za} too taoz-d U6- 6Xi'-Pf(:f Af p. 111 IVK ' =, - --,- ELTA ENGINEERING project P CONSULTING STRUCTURAL ENGINEERS 135 Liverpool Dr. Suite By ..............Date .............nt. No..Of CaCardiff.CA 92 .) 007 Tele: (760)942-8649 Fax: (760)942-6189 Subject ..........................................Job No. pi(J T ,oL 5M/v ij,-7cte . PL. 4 ' 4.1 4S - I . 0 2- •W~-95X~ L.rs COMW7-'-T R4cE To vlMw'y 6k yJ (C / 1' 1 2' 7 , IJ it T+ I .I --x(° 0 r &F t. tAJ1 / 4 P1 -7-(? -3- y 10 = (IO . L0I ' r .L LA joo 10b O) Wood Works® Sizer. SOFTWARE FOR WOOD DESIGN 41. 4h i 1 Db #1 WoodWorks® Sizer 97d 7 ') I Oct. 23, 2000 14:25:50 COMPANY I, PROJECT O DESIGN CHECK - NDS-1997 Beam DESIGi DATA: material: Timber-soft lateral support: Top= Full Bottom= @Supports 'total length: 22.00 (ft) Load Combinations: ICBO-UBC INPUT LOADS: (force=lbs, pressurepsf, udl=plf, location=ft) >>Self-weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I Start End I Start End I Load I--------I --------------I -----------------I ----------------- -------- 1 Dead Partial UDL 80 80.00 18.00 22.00 No 2 Live Partial UDL 800 800.00 18.00 21.50 Yes 3 Dead Point 476 22.00 No 4 Dead Partial UDL 60 60.00 0.00 18.00 No S Constr. Partial UDL , 67 67.00 0.00 18.00 Yes 6 , Dead Point 10 22.00 No- 7 Constr. Point 100 22.00 Yes MAXIMUM REACTIONS and BEARING LENGTHS )force=lbs, lengthin) I 18.0 1.5 2.5 ft Uplift I 1597 Dead 1 486 1543 72 Live 1 468 3024 3569 ttct (, ' O o\Z.. Total I 954 4567 3642 B.Length 1 1.0 1.3 1.1 ##########II##9#9#############88####8H 888 DESIGN SECTION: D.Fir-L, No. 1 6x8 8 9.798 plf This section PASSES the design code check. SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I ----I ----------------I ----------------I ------------------ Shear fv @d = 91 Fv' = ' 106 fv/Fv' = 0.85 Bending(+) fb = 774 Fb' 1500 fb/Fb' 0.52 Bending)-) fb = 1181 Fb' = 1500 fb/Fb' 0.79 Live Defln 0.24 = L/914 0.60 = L/360 0.39 Total Defl'n 0.48 = L/449 0.90 = L/240 0.53 FACTORS: F CD CM Ct CL . CF CV Cfu Cr LC# Fb'+= 1200 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 23 Fb'-= 1200 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 21 Fv' = 85 1.25 1.00 1.00 (CH 1.000) 21 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 ' 23 ADDITIONAL DATA Bending(+): LCO23 D+L+C (pattern: XX), M = 3327 lbs-ft Bending(-): LC#21 = D+L+C (pattern: XX_( , N = 5076 lbs-ft Shear : LC821 = D+L+C (pattern: XX), V = 3054, V@d = 2498 lbs Deflection: LC#23 = D+L+C (pattern: X X) Total Deflection = 1.00(Defln dead) +Defln Live. (D=dead. L=ljve 5=snow W=wind I=impact Cconstruction) '(All LC's are listed in the Analysis output)'"'''" (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: I. Please verify that the default deflection limits are appropriate for your application. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause '4.4.1. Fg = 1480 1.25 1.00 ADDITIONAL DATA Axial : LCI( 2 = D+C, P =14296 lbs ------------ fz (D=dead L=live S=snow W=wjnd I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: S S 1. Please verify that the default deflection limits are appropriate for your a plication. , j -1- Wood Works® Sizer SOFTWARE FOR WOOD DESIGN , Columnl #3 WoodWorks® Sizer 97d Oct. 23, 2000 13:13:40 Li NE AAJL) COMPANY PROJECT DESIGN CHECK - NDS-1997 Column DESIGN DATA: type: pinned base, Loàdface = width(b) material: Timber-soft Ke x Lb: 1.00 x 9.00= 9.00 [ft) Ke x Ld: 1.00 x 9.00= 9.00 [ft] total length: 9.00 (ft) -,:.ad Combinations: ICBO-UBC ------------------ INPUT LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) >>Self-weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load I-----------------------I -----------------I -----------------I 1 Constr. Axial 9D20 (Eccentricity = 0.0 in) 2 Dead Axial 5212 (Eccentricity = 0.0 in) DESIGN SECTION: D.Fir-L, No.1, 6x6 8 7.185 plf This section PASSES the design code check. SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion ) Analysis Value ) Design. Value I Analysis/Design -----) ----------------) ----------------) -----------------I Axial . fc = 473 Fc' = 863 fc/Fc'. = 0.55 Axial Bearing fg = 473 Fg' = 1850 fg/Fg' = 0.26 FACTORS: F CD CM Ct CL CF CV Cfu Cr LCII Fc' = 1000 1.25 1.00 1.00 1.00 (Cp = 0.690) 2 El = 1.6 million 1.00 1.00 5 0 2' 1 7' i08L.D Title: - Job# Dsgnr: Date: 10:26AM, 20 OCT OO Description: Scope R~. 510002 Page 1 User: KW-06031 18. Ver 5.1.2. 13-Jun.1999. 99n32 Steel Beam Design ERCALC Description BEAM ON LINE D General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W8X24 Fy 36.00ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 18.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu: Unbraced Length 1.33 ft Distributed Loads . . #1 #2 #3 #4 #5 #6. #7 DL 0.116 0.090 . l'Jft LL 0.550 . k/ft ST . k/ft Start Location . . . ft End Location 18.000 18.000 . . ft L . . . Beam OK . . Static Load Case Governs Stress Using: W8X24 section, Span = 18.00ft Fy = 36.0ksi End Fixity = Pinned-Pinned, Lu = I .33ft, LDF = 1.000 Actual Allowable Moment 31.592 k-ft 41.348 k-ft Max. Deflection -0.767 in • fb: Bending Stress 18.154 ksi 23.760 ksi . Length/DL Defi 954.6 :1 lb I Fb 0.764 :1 - Length/(DL+LL Eefl) 281.5 :1 - Shear 7.020 k 27.977 k fv: Shear Stress 3.613 ksi 14.400 ksi fv/Fv 0.251:1 LForce & Stress Summary . . . . <<- These columns are Dead + Live Load placed as noted ->> DL LL LL+ST LL LL+ST Maximum . Only Center Center 0 Cants (d Cants Max. M + 3159 k-ft . 9.32 31.59 k-ft Max. M - . . . k-ft Max. Mi Left . . k-ft Max. M @ Right . k-ft Shea(4 Left 7.02 k 2.07 7.02 . - k Shear @ Right 7.02 k 2.07 7.02 k Center Defi. -0.767 in . -0.226 -0.767 -0.767 0.000 . 0.000 in Left Cant Defl 0.000in 0.000 . 0.000 0.000 0.000 . 0.000 in Right Cant Defi 0.000ifl 0.000 . 0.000 0.000 0.000 0.000 in ...Query Defi c 0.000 .ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 7.02 2.07 7.02 7.02 k Reaction t Rt 7.02 2.07 7.02 7.02 . . k Fa calcd per 1.5-1, KUr < Cc ionoperties W8X24 - ...................- .... . Depth 7.930 in Weight .. . 24.05 #/ft r-o. 3.420 in Width 6.495in -xx 82.80 in4 r-yy . 1.608 in Web Thick 0.245 in l-yy 18.30 in4 Rt 1.760 in Flange Thickness 0.400 in S-)O( 20.883 in3 Area 7.08 in2 S-yy 5.635 in3 - --'--. Will 11111" 11, 19 191111111111 IM M 1111111111I 0.686k1# 0.09918 Mmax = 31.6k-ft Dmau = .07671n Rmax = 7.020k 7.020k Vmax@ left 7.020k Vmax©,t7.0 (+?)Yi I" 'LF L (-t-)X)oo fLF . -- Title: Job# Dsgnr: Date: 10:26AM, 20 OCT 00 Description: Scope Rev. 510002 Page I User. )6 5 1983-99 ENERCALC 2, 13-Jun.1999. 'Mr.32 Steel Beam DesIgn.\f\..\b ,,J Description BEAM ON LINE D ) S Sketch & Diagram j - E LTA ---'. piCO 6FF,i Z ENGINEERING rrojecL: ..j . CONSULTING STRUCTURAL ENGINEERS ç 135 Liverpool Dr. Suite D By ..............iate ............. ..itt. )T o. . o Cardiff. CA 92007 Tele: 760)942-8649 . Fax: MO)942-6189 Subject .................................... . ...... Job No. 7,Qt OF l ViLIi 6iv 4tIIE ® 2 L F = Zo7 27L 27X4 " /4 - 2 ___ 33Y31 'X &WS .... V5E Y4 6LT /ELTA ENGINEERING - CONSULTING STRUCTURAL ENGINEERS - 135 Liverpool Dr. Suite Cardiff CA 92007 Tele: d60)942-8649 Fax: (760)942-6189 Project: 1,90 P° ft IC (,0fLJ21/V By: W.Z. Date: 04/2000 Sht. No. Of ..... Subject Job No.: 2Oo .34 • Title: Job # Dsgnr: Date: 9:35AM, 11 APR 00 Description: Scope: Re' 510002 KW-0603118, ye, 5.1.2, 13-Jw-1999, Wn32 Steel Column olumn-1.ecw:CaIcuIafi:ons l (c) 1983-99 ENERCALC Description COLUMN-1 General Information' Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section 1S3X3X114 Fy . 46.00 ksi X-X Sidesway: Restrained Duration Factor 1.000 Y-Y Sidesway: Restrained Column Height 8.500 ft Elastic Modulus 29,000.00 ksi End Fixity Pin-Pin X-X Unbraced 8.500 ft Kxx 1.000 Live & Short Term Loads Combined Y-Y Unbraced. 8.500 ft Kyy 1,000 Loads Axial Load... Dead Load 9.98 k . Ecc. for X-X Axis Moments in Live Load 10.80 1< Ecc. for Y-Y Axis Moments in Short Term Load k L 3LJtrI11IdTYJ . Column Design OK ection : TS3X3XI/4, Height = 8,50ft, Axial Loads: DL = 9.98, LL = 10.80, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X-X = 8.501t, Y-Y = 8.50ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula Hi - 1 0.2429 0.2629 0.5058 0.5058 AISC Formula Hi -2 0.1396 0.1511 0.2907 0.2907 - - AISC Formula Hi -3 XX Axis: Fa ca1cd per 1.5-1, K*LJr< Cc YY Axis: Fa ca1cd oer 15-I. K*L/r < Cc Stresses Allowable & Adual Stresses Dead Live DL + LL DL + Short Fa: Allowable 15.86 ksi 1586 ksi 15.86 ksi - 15.86 ksi , ía : Actual • 3.85 ksi 4.17. ksi 8.02 ksi 8.02 ksi Fb:xx Allow [F3.1] • 30.36 ksi 30.36 ksi 30.36 ksi •. 30.36 ksi lb : xx Actual • 0.00 ksi • 0.00 ksi 0.00 ksi 0.00 ksi Fb:yy: Allow [F3.1l 30.36 ksi 30.36 ksi 30.36 ksi 30.36 ksi lb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi [Analysis Values . .. F'ex: DL+LL 17,512 psi Cm:x DL+LL 0.60 Cb:x DL+LL 1.75 Fey: DL+LL 17,512 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.75 F'ex: DL+LL+ST 17,512 psi . Cm:x DL+LL+ST 0.60 Cb:x DL+LL+ST 1.75 Fey: DL+LL+ST 17,512 psi Cm:y DL+LL+ST - 0.60.........Cb:y-DL+LL+ST 1.75 Max X-X Axis Deflection 0.000 in at 0.000 ft . Max Y-Y Axis Deflection 0.000 in at 0.000 ft .LSection Properties TS3X3XII4" . Depth 3.00 in . Weight 8.80 #/ft l-xx 3.16 in4 Width ' 3.000 in Area 2,59 1n2 l-yy 3.16 in4 Thickness 0.250 in S-xx 2.1071n3 S-yy 2.107in3 r_xx 1.105 in . r-yy 1.105 in PP, Ll 49IL.() -4LIJ,, ) u 6 A I V... i A, v2 / 1 V. Wood Works® Sizer• SOFTWARE FOR WOOD DESIGN Column-I A. WoodWorks® Sizer 97d ADr. 11.2000 09:40:06 - I PROJECT DESIGN CHECK - NDS-1997 Column DESIGN DATA: type: pinned base, Loadface = width(b) material: Timber-soft Ke x Lb: 1.00 x 8.50= 8.50 [ft] Ke x Ld: 1.00 x 8.50= 8.50 [ft] total length: 8.50 (ft] Load Combinations: ICBO-UBC ------------ INPUT LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) >>Self-weight automatically included<< - Load I Type I Distribution I Magnitude I Location I Pattern I I Start End I Start End I Load -----I --------------I --------------- -.- I -----------------I -------- 1 Dead Axial 4991 (Eccentricity = 0.0 in) 2 Live Axial 5400 (Eccentricity = 0.0 in) if if if I) if if if if if if if if if if if if if if if if if if if if if if if if if if if if if if if if if if if if if if if if if if if H if if if if if if if if if if if if if if if if if if if if if if if if if if DESIGN SECTION: D.Fir-L, No.1, 6x6 8 7.185 pif. This section PASSES the design code check. ififififififififif###ifififififif#if##ifififif#ififififif#ififififififififif#ififififififififififififififififififif##if#ififififififififif SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I ----- I. --------------------------------I ------------------I Axial fc = 346 Fc' = 793 fc/Fc' = 0.44 Axial Bearing fg = 346 Fg' = 1480 fg/Fg' = 0.23 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fc' = 1000 1.00 1.00 1.00 1.00 (Cp = 0.793) 2 = 1.6 million 1.00 1.00 0 Fg' = 1480 1.00 1.00 2 ADDITIONAL DATA Axial : LCif 2 = D+L, P =10452 lbs (D--dead L=live S=snow W--wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: ------------- 1. Please verify that the default deflection limits are appropriate for your application. - DLz4 F- Title: Dsgnr: Description: Scope: "Job# Date: 11:08AM, 11 APR 00 R 510002 I User: KW-0603118.Ve,5.1.2. 134un-lOgS. Wn32 L> 1983-99 ENERCALC Description COLUMN-3(J Steel Column General information Calculationsare designed to AISC 9th Edition ASDand 19B Requirements Steel Section TS4X4XI/4 Fy 46.00 ksi X-X Sidesway: Restrained Duration Factor 1.000 Y-Y Sidesway: Restrained Column Height 8.500 ft Elastic Modulus 29,000.00 ksi End Fixity Pin-Pin X-X Unbraced 8.500 ft Ku 1.000 Live & Short Term Loads Combined Y-Y Unbraced 8.500 ft Ky) 1.000 Loads Axial Load... Dead Load 19.96k Ecc. for X-X Axis, Moments in Live Load 21.60 k Ecc. for Y-Y Axis Moments, in Short Term Load k jmmdry Column Design OK Section: T54X4X114, Height = 8.50ft, Axial Loads: DL = 19.96, LL = 21.60, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X-X = 8.50ft, Y-Y = 8.50ft Combined Stress Ratios Dead Live , DL + LL DL + ST + (LL if Chosen) AISC Formula Hi - 1 0.2759 0.2985 0.5744 0.5744 AISC Formula Hi -2 0.2015 0.2180 ' 0:4195 0.4195 AISC Formula Hi -3 XX Axis: Fa calc'd per 1.5-I, K*Ur < Cc YY Axis: Fa calc'd per 1.5-1, K*LJr < Cc Stresses Allowable & Actual Stresses Dead Live DL .+ LL DL + Short Fa: Allowable 20.15 ksi ' 20.15 ksi 20.15 ksi 20.15 ksi fa : Actual 5.56 ksi 6.02 ksi 11.58 ksi 1158 ksi Fb:o : Allow [F31] . '. 30.36 ksi - 30.36 ksi 30.36 ksi 30.36 ksi fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Fb:yy: Allow FF3.11 30.36 ksi 30.36 ksi 30.36 ksi . 30.36 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi ' 0.00 ksi [Analysis values F'ex: DL+LL 32,865 psi Cm:x DL+LL 0.60 . Cb:x DL+LL 175 Fey: DL+LL 32,865 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.75 F'ex: DL+LL+ST 32,865 psi Cm:x DL+LL+ST ' 0.60 Cb:x DL+LL+ST 1.75 Fey: DL+LL+ST 32,865. psi. . Cm:y DL+LL+ST . 0.60 Cb:yDL+LL+ST.,1.75 Max X-X Axis Deflection 0.000 in at 0.000 ft - Max Y-Y Axis Deflection 0.000 in at 0.000 ft Depth 4.00 in' Weight 12.19#Ift' l-)o( 8.22in4 Width 4.000 in Area. 3.59 in2 . I-yy 8.22 in4 Thickness 0.250 in S)O( 4.110 in3 S-yy 4110in3 1.513 in r-yy 1.513 in eLk. .cbf)LOO I )800L v-WE 6JLL -F—] - WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN - Column-4 WoodWorks® Sizer 97d Apr. 11, 2000 09:47:42 COMPANY I PROJECT DESIGN CHECK - NDS-1997 Column DESIGN DATA: type: pinned base, Loadface = width(b) material: Timber-soft Ke x Lb: 1.00 x8.50= 8.50 [ft) Ke x Ld: 1.00 x 8.50= 8.50 (ft] total length: 8.50 [ft] Load Combinations: ICBO-UBC INPUT LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) )>Self-weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load I-----------------------I -----------------I -----------------I -------- 1 Dead Ay. al 9982 (Eccentricity = 0.0 in) 2 Live A•:ial 10800 (Eccentricity = 0.0 in) ((((((11ff ((((II ffifffif##if#if11ifffif#if#if #ifif##if####if#if #ifif##ifffff####ifl(IIIififff DESIGN SECTION: D.Fir-L, No.1, 6x6 8 7.185 pif This section PASSES the design code check. SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I -. --------------------------------I ------------------ Axial fc = 689 Fc' = 793 fc/Fc' = 0.87 Axial Bearing fg = 689 Fg' = 1480 fg/Fg' = 0.47 FACTORS: F CD CM Ct CL CF CV Cf u Cr LCO Fc' = 1000 1.03 1.00 1.00 1.00 (Cp = 0.793) 2 El = 1.6 million 1.00 1.00 0 Fg = 1480 1.00 1.00 2 ----------------- ADDITIONAL DATA ------------- Axial : LC# 2 = D+L, P =20843 lbs (D=dead L=live S=snow •W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. - r,727 - E:i,jrc (...a. 510002 L's,r: PW-3.3031 6. Vr 5.1.2. 13-Jw,1999, Wui132 (s) 1963,-Fv9ENERVLC Title: Dsgnr: Description: Scope: Square Footing Design Job# Date: 1:55PM, 1 JUN 00 Page 1 Description FOUNDATION-1 (ere:I Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Dead Load 19.960 k . Footing Dimension 6.500 ft Live Load 21.600 k Thickness V 24.00 in Shct 7ami Load 0.000 k # of Bars 6 Seismic Zone 4 Bar Size 6 Cvrbirieri Weight 0.000 psf Rebar Cover 3.000 C ipr,c.reie Weight 145.00 pcf ft 2,500.0 psi LI. & ST Loads Combine Fy 60,000.0 psi Lrzd Duration Factor 1.000 V .,nension 4.00 in Allowable Soil Bearing 1,500.00 psf -V. Rar Fer;uirement Actual R-abar fld" depth used 20.625 in As to USE per foot of Width 0.133 in2 200IFy 0.0033 Total As Req'd 0.862 in2 ,\s P.qd by Analysis 0.0004 in2 Min Allow % Rein! 0.0000 Mm. Rein! % to Req'd 0.0005% Footing OK 6 SOft square x 24.Oin thick with 6- #6 bars Vatic Soil Pressure 1,273.67 psf .Allcw Sta-Soil Pressure 1,500.00 psf May.. .hcri Term Soil Pressure 1,273.67 psf Aiksw Sl'or Term Soil Pressure 1,500.00 psf 9.21 k-ft * apacity 36.82 k-ft LV/Fv3 Vu: Actual One-Way VnPhi : Allow One-Way Vu: Actual Two-Way VnPhi : Allow Two-Way Alternate Rebar Selections... 5 #4's 3 #5's 2 #7's 2 #8's 10.68 psi 85.00 psi 36.26 psi 170.00 psi 2 #6's 1 #9's 1 #10's .- 6" c& V,4 &F A' 24 PP FTw* (d 2O , - /r / c o-'•' 4'-6". - VIERRiG fl.., Title: Job # Dsgnr: Date: 1:57PM, 1 JUN 00 Description: Scope: / F..: ..se: cI,.C-.C,,'1 .). Ver 5.1.2. 13-Jun-1999, Win32 E..'.RALC D-CrDfl FOUNDATION-2 - Square Footing Design Page 1 ri' iformation Calculations are designed to ACI 318-95 and 1997 UBC Requirements De: Load 9.980 k Footing Dimension - 4.500 ft I '? ..oad 10.800 k Thickness 24.00 in S1:.l; Term Load 0.000 k # of Bars 5 3.!nic Zone . 4 Bar Size 5 v'urden Weight 0.000 psf Rebar Cover 3.000 C :• i'ete Weight 145.00 pcf fc 2,500.0 psi .LLA ST Loads Combine . Fy . 60,000.0 psi Lu1 Duration Factor 1.000 1n Dimension 3.00 in Allowable Soil Beang . 1,500.00 psf Reic'rc.:• ig . '?ir Requirement ctual Rebar "d" depth used 20.688 in As to USE per foot of Width 0.065 in2 0IFy 0.0033 Total As Req'd 0.292 in2 Req'd by Analysis 0.0002 in2 Min Allow % Rein! 0.0000 Rein! % to Req'd 0.0003% Footing OK - 430ft Square x 24.Oin thick with 5- #5 bars Static Soil Pressure 1,316.17 ,psf Vu : Actual One-Way 3.24 psi Static Soil Pressure 1,500.00 psf Vn*Phi : Allow One-Way 85:00 psi \z.. Short Term Soil Pressure 1,316.17 psf Vu: Actual Two-Way 16.71 psi Short Term Soil Pressure 1,500.00 psf Vn*Phi : Allow Two-Way 170.00 psi Alternate Rebar Selections... Actual . 4.52 k-ft 2 # 4's 1 #5's 1 # 6s 'Phi: Capacity 31.44 k-ft 1 #7's 1 #8's 1 # 9s 1 # 10's - oIL, -COL UM/V jO 8/c <— ,J.Ufr1N! U 4'/,E,)( 2..4uOEE Fodi1 ,.001i') w/-14c ,4 .....( zo Other Acceptable Sizes & Spacings: Toe: # 5 @ 16.00 in -or- Heel:#5© 16.00 in • -or- Key: No key defined -or- Not req'd, Mu < S * Fr Not reqd,Mu<S*Fr No key defined .,.,.____••_ .f C C - Title: Job #. Dsgnr: Date: 4:11 PM, 19 OCT 00 Description: Scope: I Res 510002 I User KW.0803118.Ver5.1.2.134w-1999.'Mn32 . . Restrained Retaining Wall Design Page 1 • (C) 1983-99 ENERCAtC c \wenfeng',pio pico\retaining wall.ecw:Calcul • Description RESTRAINED RETAINING WALL g 7 Criteria Soil Data J ~Aing Strengths & Dimensions Retained Height = 10.00 ft. Allow Soil Bearing = 1,500. f / fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Min. Mm. As % = 0.0014 Total Wall Height = 10.00 ft Heel Active Pressure = _______ Toe Width = 1.00 ft Toe Active Pressure = 0.0 Heel Width = 2.00 Top Support Height = 10.00 ft = Passive Pressure 250.0 Water height over heel = 0.0 ft Total Footing Width = 3.00 Footing Thickness = 18.00 in Slope Behind Wall = 0.00:1 FootingiSoil Friction = 0.350 Height of Soil over Toe = 0.00 in. Soil height to ignore Key Width = 0.00 in Soil Density = 110.00 pcf for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf CoverTop = 3.00 in Btm.= 3.00 in Surcharge Loads Unit onn Lateral Load Applied Stem J [Adjacent Footing Load J Surcharge Over Heel = 0.0 psf Lateral Load ioQ#i Adjacent Footing Load = 0.0 lbs >>>NOT Used To Resist Sliding & Overturn ............ 10.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to BUm = 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 Base Above/Below Soil - ft 0.0 lbs Axial Dead Load = - . at Back of Wall Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary jj Masong stem construction Total Bearing Load = 3,083 lbs Thickness = 12.00 in I'm = 1,500 psi Short Term Factor = 1.000 ...resultant ecc. = 0.00 in Wall Weight = 133.0 pcf Fs = 24,000 psi Equiv. Solid Thick. = 11.620 in Soil Pressure @ Toe = 1,028 psf OK Stem is FIXED to top of footing n Ratio (Es/Em) = 25.778 Soil Pressure Heel = 1,028 psf OK Block Type = Normal Weight Use Special Inspection Allowable = 1,500 psf Solid Grouted Mmax Between Soil Pressure Less Than Allowable @ Top Support Top & Base @ Base of Wall ACI Factored @ Toe = 1,439 psf Stem OK Stem OK Stem OK ACt Factored @ Heel = 1,439 psf Design height = 10.00 ft 4.42 ft 0.00 ft Footing Shear @ Toe = 6.5 psi OK Rebar Size = # 5 # 5 # 5 Footing Shear @ Heel = 2.4 psi OK Rebar Spacing 16.00 in 8.00 in 16.00 in Allowable = 93.1 psi Rebar Placed at = Center Center Center Reaction at Top =. 883.3 lbs Rebar Depth 'd' = 5.75 in 5.75 in 5.75 in Reaction at Bottom = 2,031 .0 IDS Sliding Caics Slab Resists All Sliding I Lateral Sliding Force = .2,031.0 lbs Footing.Design Toe Heel Factored Pressure = 1,439 1,439 psf Mu': Upward = 1,124 1,124 ft-# Mu': Downward = 246 1,449 ft-# Mu: Design = 878 325 ft-# Actual 1-Way Shear = 6.46 2.39 psi Allow 1-Way Shear = 93.11 93.11 psi Design Data fb/FB + fa/Fa = 0.000 0.969 Moment .... Actual = 0.0 ft-# 2,981.4 ft-# Moment.....Allowable • =. 2,371.7 ft-# 3,077.0 ft-# Shear Force @ this height = 0.0 lbs Shear.....Actual = 0.00 psi Shear.....Allowable = 38.73 psi Rebar Lap Required . -- . PAhr embedment into fanfinri = 0.000 0.0ft4 2,371.7 ft-# 1,466.7 lbs 23.79 psi 38.73 psi 6.00 in 2 @Toe #5@I.in 01 2-0 . @Neel ... fi---_- 2 12 12 7C. Title Dsgñr: Description: Job# Date: 8:36AM, 22 AUG 00 Scope: Page 1 Rev: 510002 User. KW-0603118. Ver 5.1.2.13-J -1999, Cantilevered Retaining Wall Design c:\wenfeng\pio pico'retaining wall-i .ecw:Calc I Cc) 1983-99 ENERcALC - Description RETAINING WALL-1 ... € live I Criteria I SoH Data I Footing Strengths & Dimensions J Retained Height = 10.00 It Allow SoilBearing = 1,500.0 psf, fc = 2,500 psi Fy = 60,000 psi Wall height above soil = 0.00 It Equivalent Fluid Pressure Method Mm. As % 0.0014 Heel Active Pressure = 35.0 Toe Width = 2.00 ft Slope Behind Wall = 0.00:1 Ttiiessure = 0.0 Heel Width = 6.50 Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 Total Footing Width = 8.50 Soil Density = 110.00 pcf Water height over heel = Footing Thickness = 24.00 in FootingliSoil Friction = 0.350 Wind on Stem = 0.0 psf Soil height to ignore . Key Width Key Depth 12.00 in = 12.00 in for passive pressure = 0.00 in Key Distance from Toe = 2.38 ft Cover @ Top = 2.00 in c Btm.= 3.00 in I Design Summary Total Bearing Load = 10,080 lbs resultant ecc. = 4.21 in Soil Pressure @ Toe = 1,480 psf OK Soil Pressure @ Heel = 892 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored Toe = 2,072 psf ACI Factored Heel = 1,249 psf Footing Shear @ Toe = 12.6 psi OK Footing Shear @ Heel = 9.5 psi OK Allowable = 85.0 psi Wall Stability Ratios Overturning = 4.90 OK Sliding = 1.85 OK Sliding Caics (Vertical Component NOT Used) Lateral Sliding Force = 2,520.0 lbs less 100% Passive Force = - 1,125.0 lbs less 100% Friction Force = - 3,528.0 lbs Added Force Req'd = . 0.0 lbs OK ....for 1.5:1 Stability = . 0.0 lbs OK LFooting Design Results J Toe Heel Factored Pressure = 2,072 1,249 p Mu': Upward = 5,060 23,712 ft Mu': Downward = 1,063 32,401 ft Mu: Design = 3,997 . 8,690 ft Actual 1-Way Shear = 12.64 9.49 p Allow 1-Way Shear = 85.00 85.00 p Toe Reinforcing = #4 @ 18.00 in Heel Reinforcing = # 4 @ 18.00 in Key Reinforcing = None Spec'd Stem construction a Top Stem Stern OK Design height ft = 0.00 Wall Material Above "Ht" = Masonry Thickness in= 12.00 Rebar Size . = # 5 Rebar Spacing = 8.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.891 Total Force @ Section lbs = 1,750.0 Moment .... Actual ft-# = 5,833.3 Moment.....Allowable ft-# = 6,548.8 Shear.....Actual psi = 18.4 Shear ..... Allowable psi = 38.7 Bar Develop ABOVE Nt. in= 30.00 Bar Lap/Hook BELOW Ht. in= 8.36 Wall Weight psf =, 133.0 Rebar Depth d' in= 9.00 Masonry Data I'm psi= 1,500 Fs psi= 24,000 Solid Grouting = Yes Special Inspection . = Yes Modular Ratio 'n' 25.78 Short Term Factor = 1.000 31 Equiv. Solid Thick, in= 11.62 -# Masonry Block Type = Normal Weight -# Concrete Data - f'c psi si Fy psi= Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S • Fr Heel: Not req'd, Mu < S * Fr Key: Not req'd, Mu < S * Fr 2nd 3rd 4th Stem OK Stem OK Stem OK 0.00 0.00 0.00 0.00 0.00 0.00 #0 #0 #0 0.00 0.00 0.00 Center Center Center 0.000 0.000 0.000 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.6 0.0 6.0 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 - 0.00 0.00 0.00 0 0 0 0 0 0 No No No No. No. No 0.00 0.00 0,00 0.000 0.000 0.000 0.00 0.00 0.00 0,0 OcO 0.0 0.0 0.0 0.0 C. 7•9 Title: Dsgnr: Description: Scope: R~. 510002 ERdA Ver LC' Cantilevered Retaining Wall Design (c) 1983-99 e4 Description RETAINING WALL-1 •- ,&/ LINE () Job# Date: 4:57PM, 21 AUG 00 Page 2 if Overturning & Resisting Forces & Moments OVERTURNING . RESISTING..... Force Distance Moment S Force Distance Moment Item lbs ft ft-# lbs It ft-# Heel Active Pressure = 2,520.0 4.00 10080.0 Soil Over Heel = 6,050.0 5.75 34,787.5 Toe Active Pressure = 0.67 Sloped Soil Over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = SeismicLoad ' = 1,330.0 2.50 3,325.0 2,550.0 . 4.25 10,837.4 150.0 2.88 431.2 10,080.0 lbs R.M. 49,381.2 Total = 2,520.0 O.T.M. = 10,080.0 Resisting/Overturning Ratio = 4.90 Vertical Loads used for Soil Pressure = 10,080.0 lbs Vertical component of active pressure NOT used for soil pressure Surcharge Over Heel Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions = Footing Weight = Key Weight Vert. Component = Total = 0.00 I Sin @Toe Designer select I&A horiz. 'reini. @ Hee~ee Appendix A 1 ';' 00051n Mas wi V , Solid Grout Wall Material Above "Ht" = Masonry Thickness , in = 12.00 0.00 0.00 0.00 0.00 Rebar Size = # 6 # 0 # 0 # 0 # 0 Rebar Spacing in= 16.00 0.00 0.00 0.00 0.00 Rebar Placed at = Edge 'Center Center Center Center Design Data ibIFB + fa/Fa = 0.803 0.000 0.000 0.000 0.000 Total Farce @ Section lbs = 1,417.5 . 0.0 0.0 0.0 0.0 ft .Moment .... Actual - -# = 4,252.5 0.0 0.0 0.0 0.0 Moment ..... Allowable ft-# = 5,2948 0.0 0.0 0.0 0.0 Shear ..... Actual psi 14.7 0.0 0.0 0.0 0.0 Shear ..... Allowable - psi = 38.7 0.0 0.0 0.0 0.0 Bar Develop ABOVE Ht. in= 36.00 0.00 0.00 0.00 0.00 Bar Lap/Hook BELOW Ht. in= 10.12 0.00 0.00 0.00 0.00 Wall Weight psf= 124.0 0.0 0.0- 0.0 0.0 Rebar Depth 'd' in = 9.00 0.00 0.00 0.00 0.00 Masonry Data fm • psi= 1,500 0 0 , 0 0 Fs psi = 24,000 0 0 0 0 Solid Grouting = Yes No No No No Special Inspection = Yes No No No No Modular Ratio 'n' = 25.78 0.00 0.00 0.00 0.00 Short Term Factor = 1.000 0.000 0.000 0.000 0.000 Equiv. Solid Thick. in= 11.62 0.00 ' 0.00 0.00 0.00 Masonry Block Type = Medium Weight Concrete Data fc psi = , 0.0 0.0 0.0 0.0 - Fy psi = 0.0 0.0 0.0 0.0 Other Acceptable Sizes& Spacings Toe: Not req'd, Mu < S * Fr Heel: #4@ 10.00 in, #5@ 15.50 in, #6@ 21.75 in, #7@ 29.75 in, #8@ 39.00 in, #9c 4. - Key: Not req'd, Mu < s * Fr Design Summary Total Bearing Load resultant ecc. = 1.07 in Soil Pressure t Toe = 1,224 psi OK Soil Pressure Heel = 1,07 psi OK Allowable = 1,500 psi Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,606 psi ACI Factored @ Heel = 1,373 psi Footing Shear @ Toe = 10.9 psi OK Footing Shear t Heel = 12.4 psi OK Allowable = 85.0 psi Wall Stability Ratios Overturning = 5.61 OK Sliding ' = 1.54 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 1,929.4 lbs less 100% Passive Force = - 0.0 lbs less 100% Friction Force = - 2,980.7 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5:1 Stability = ' 0.0 lbs OK I Footing Design tJ Toe Heel Factored Pressure = 1,605 1,373 psi Mu':, Upward = 2,430 0 ft4 Mu': Downward = 482 0 ft• Mu: Design = 1,948 7,229 ft4 Actual 1-Way Shear = 10.92 ' 12.45 psi Allow 1-Way Shear = 85.00 85.00 psi Toe Reinforcing = # 5 16.00 in Heel Reinforcing = #5 @ 16.00 in Key Reinforcing = None Spec'd I Top Stem Stem 0 Design height ft = 0.0 Footing Strengths Dimensions J f'c=2,500 psi Fy = 60,000 psi Mm. As % = 0.0014 Toe Width = 1.50 ft Heel Width = 6.00 Total Footing Width = 7.50 Footing Thickness = 18.00 in Key Width = 12.00 in Key Depth = 18.00 in Key Distance from Toe = 1.80 ft Cover tTop = 3.00 in •c Btm.= 3.00 in 2nd 3rd 4th Bottom K , Stem OK Stem OK Stem OK Stem OK 0 0.00 0.00 0.00 ' 0.00 criteria Retained Height 9.00 ft Wall height above-soil = 0.00 ft Slope Behind Wall = 0.00:1 Height of Soil over Toe = 0.00 in Soil Density = 110.00 pci Wind on 'Stem = 0.0 psf Isoil Data Allow Soil Bearing = 1,500.0 psi Equivalent Fluid Pressure Method Heel Active Pressure , = 35.0 Toe Active Pressure = 0.0 Passive Pressure = 0.0 Water height over heel = 0.0 ft FootingilSoil Friction = 0.350 Soil height to ignore for passive pressure = 0.00 in Title: Job# Dsgnr: Date: 3:41PM, 19 OCT 00 Description: Scope: - Rev 510002 Cantilevered Retaining Wall Design (c) 1983-99 ENERCAIC Description RETAINING WALL-2 .: ,u L / Page 1 C . C Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions = Footing Weight = Key Weight = Vert. Component = Total= 0.00 1,116.0 2.00 2,232.0 1,687.5 3.75 6,328.1 - 225.0 2.30 517.5 537.7 7.50 4,032.9 8,516.2 lbs R.M.= 37,860.5 Title: " Job# Dsgnr: Date: 3:41 OM, 19 OCT 00 Description: Scope: Rev 510002 Page 2 User KW-0603118. Ver5.1.2. 13-Ju-1989,Wn32 Cantilevered Retaining Wall Design (c) 1983-99 ENERCALC c:\wenfena\io Dlco\retainina wall.ecw:Calcul Description RETAINING WALL-2 -. ci/ Li AIL Summaa of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force' Distance Moment Force Distance Moment Item lbs ft ft-# , ' lbs ft ft-# Heel Active Pressure = 1,9294 3.50 6752.8 Soil Over Heel = 4,950.0 5.00 24,750.0 Toe Active Pressure ,= 0.50 Sloped Soil Over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = SeismicLoad = Total = 1,92914 O.T.M. = 6,752.8 Resisting/Overturning Ratio = 5.61 Vertical Loads used for Soil Pressure = 8,516.2 lbs Vertical component of active pressure ued for soil pressure 1 2 00051n Mas w/ #G @ I - Solid Grout, Spc I Gin @Toe ener 5elect G.Iflafl horiz. rein. heel See Appendix A I - Aj Job # Date: 4:05PM, 3 NOV 00 ' -. " LVGJXFJQM , '- csz.. tnO Title: Dsgnr: Description: Scope Rev. 510002 C Page 1antilevered Retaining Wall Design (c) 1983-99 ENERCAIC c:\wen1engio pico\retaining wall.ecw:Calcul Description RETAINING WALL-3 criteria ==1 [Soil Data Footing Strengths & Dimensions Retained Height = 10.00 ft Allow Soil Bearing = 1500.0 psf f'c = 2,500 psi Fy = 60,000 psi Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Mm. As % = 0.0014 Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 Toe Width . = 4.50 ft Toe Active Pressure = 0.0 . Heel Width = 1.50 Height of Soil over Toe = 0.00 in Passive Pressure = 0.0 Total Footing Width = 6.00 Soil Density = 110.00 pcI Water height over heel = 0.0 ft Footing Thickness = 18.00 in FootingllSoil Friction = 0.350 Wind on Stem = 0.0 psf Soil height to ignore Key Width Key Depth = 12.00 in = 18.00 in for passive pressure = 0.00 in Key Distance from-Toe = 4.50 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Design Summary Stem construction INTop Stem 2nd 3rd 4th . Bottom Stem OK Stem OK Stem OK Stem OK Stem OK Total Bearing Load. = 4,010. lbs Design height. ft = 0.00 0.00 0.00 0.00 0.00 ...resultant ecc. 7.46 in . Wall Material Above "He = Masonry Soil Pressure @ Toe = 1,084 psf OK Thickness Rebar Size in= = 12.00 0.00 0.00 # 5 # 0 # 0 0.00 0.00 # 0 # 0 Soil Pressure @ Heel = 253 psf OK Rebar Spacing in = 8.00 0.00 0.00 0.00 0.00 Allowable = 1,500 psI Rebar Placed at = Edge Center Center Center Center. Soil Pressure Less Than Allowable ACI Factored t Toe = 1,274 psf Design IJULa fb/FB + fa/Fa = 0.891 0.000 0.000 0.000 ACI Factored @ Heel = 297 psf Total Force @ Section lbs = 1,750.0 0.0 0.0 0.0 Footing Shear @ Toe = 15.3 psi OK Moment .... Actual ft4 = 5,833.3 0.0 0.0 0.0 Footing Shear @ Heel = 10.7 psi OK Moment ..... Allowable ft-# = 6,548.8 . 0.0 0.0 0.0 Allowable = 85.0 psi Shear ..... Actual psi = 18.4 0.0 0.0 0.0 Wall Stability Ratios Overturning = . 2.07 OK Shear ..... .Allowable psi = 38.7 . 0.0 0.0 0.0 Sliding = 0.61 UNSTABLE! Bar Develop ABOVE Ht. in= 30.00 0.00 0.00 0.00 Sliding Calcs Slab Resists All Sliding! Bar Lap/Hook BELOW Ht. in= 8.36 0.00 0.00 0.00 Lateral Sliding Force = 2,314.4 lbs Wall Weight psf = 124.0 0.0 0.0 0.0 Rebar Depth 'd' in = 9.00 0.00 0.00 0.00 uviasonry Lidid I'm psi= 1,500 0 0 0 0 Fs psi = 24,000 0 0 0 0 Solid Grouting = Yes No No No No Footing Design Results Special Inspection Yes = No No No No .Modular Ratio 'n' 2518 00 00 00 0.00 Toe Heel Short Term Factor = 1.000 . 0.000 0.000 0.000 0.000 Factored Pressure = 1,274 297 psf . Equiv. Solid Thick, in= 11.62 0.00 0.00 0.00 0.00 Mu': Upward = 11,469 95 ft-# Masonry Block Type = Medium Weight Mu': Downward = 3,554 1,070 ft4 Concrete Data Mu: Design = 7,906 975 ft4 IC PSI = • 0.0 0.0 0.0 0.0 Actual 1-Way Shear = 15.32 10.66 psi Fy psi = 0.0 0.0 0.0 0.0 Allow 1-Way Shear = 85.00 85.00 psi Other Acceptable Sizes& Spacings Toe Reinforcing = #5 @ 16.00 in Toe: #4@ 10.00 in, #5@ 15.50 in, #6@ 21.75 in, #7@ 29.75 in, #8@ 39.00 in, #9@ 4 Heel Reinforcing = #5 @ 16.00 in Heel: Not req'd, Mu < S * Fr Key Reinforcing I- = None Spec'd Key: Slab Resists Sliding - No Force on 0.000 0.0 0.0 0.0 0.0 0.0 0.00 0.00 0.0 0.00 - - : - Title: Job# ___'- FAWNEWIr __ Dsgnr: Date: 4:05PM, 3 NOV 00 Description: 4 * C Scope: / Rev. 5100M Page User: KW4)603118. Ver5.1.2. l3-J-1999.W,n32 Cantilevered Retaining Wall Design (c) 1983-99 8NERCALC c:\wenfeng\pio pico\retaining wall.:cw:Calcul . Description RETAINING WALL-3 summa!y of Overturning & Resisting Forces & Moments . OVERTURNING . . .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs It ft-# lbs ft ft-# Heel Active Pressure = 2,314.4 3.83 8871.8 Soil Over Heel = 550.0 5.75 3,162.5 Toe Active Pressure = 0.50 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1 2400 500 62000 Total = 2,314.4 O.T.M. = 8,87t8 Earth @ Stem Transitions = . , . - ' Resisting/Overturning Ratio -= 2.07 Footing Weight = 1,350.0 3.00 4,050.0 Vertical Loads used for Soil Pressure = 4,010.0 lbs Key Weight = 225.0 5.00 1,125.0 Vert. Component =645.0 600 3,8702 Vertical component of active pressure used for soil pressure - Total = 4010.0 lbs R.M. 18,407.6 Detgner select .in all horiz. reinf. Heel See Appends A ZN? ELTA ENGINEERING CONSULTING STRUCTURAL ENGINEERS 135 Liverpool Dr. Suite Cardiff CA 92007 Tele: (760)942-8649 Fax: (760)942-6189 L/7PøLg7v'/diY1 Project: >0 OFF' Th'1t" By: W.Z. Date: 04/2000 Sht. No. 44k Of ..... Subject Job No. O p4-3 All 76 5o!L 1'0FLE I , V £t) F 7 V 2C4l c I' Cal SC 97 -R JkVC -o'4 tIu? cT,wy ,632./ / )./5 c,71 oly S -pfV 63o2,/ - -- •' IA) ii 1J q V r STR7w ER/7 7 Ct(A)' v—Y7 C-71 11Y /t3o o4c 12 22 7Le&/-1V o4 ffq o4- CV a = 061 /\ ELTA - ENGINEERING - CONSULTING STRUCTURAL ENGINEERS 135 Liverpool Dr. Suite Cardiff, CA 92007 Tele: (760)942-8649 Fax: (760)942-6189 Project: pso f>ICO oF7 7c.E (u,LPl/ By: W.Z. Date: 04/2000 Sht. No. '1(Of ..... Subject Job No. 43 t,TR(L '4.y(oYvTuvei) v Cvi '/x/ ~.SC2 7. Boi4'x,.o8x/ 67.0tV 77RTqt V o/i) - 3oO17- 2 r -to -37 )'-1, S Y) -210/ 2— . ...J.... /3 p -" - ' '@ Y;na4 : 0 1 0. /43 2 — ) ELTA L---- ENGINEERING CONSULTING STIIUCTURAL. 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CA 1)2007 Ick (76t))) c, .i'.i) is ('160'9.t7.,lS9 .'uifle(l .101) No 20D 34 Ikg li IV Rtzr fcr ( 0 GI 3(-) (1M/Z /oR& LI:: t°3° ci' P/cTh/r.?)T,o) 7o E,4-c/ f?1-Z '''r pI744 1MI 2 I'i c.c i D'° COr.SuLTIG STAUCTLJ(AI. EICINEE 13S l..serpool Dr. S.ic fl I Shi No Of c:.ir, CA 92007 II. (160)9.I7.SG!O (7609I2•6IS9 ;iI)IL( I .101) No . D/ -..•• ___ F1 T FLO%2 ( Nt.1) - S. r.çaiz (02,17 0. 774r-3'. . 4s.t/fr 79?c4x, FS 04 TI3 7v b5c1 - • : =5 1/a xa 2 ,/ 2 _______ d F:(4- ;-:/: q4— I•/• v Al L' k1D cn',9-Ie. WT - Job: 20034 Date: 01/2001 Caics by: w.z. Sheet I of 16 Structural Calculations Plo Pico Office Building REVISION DEL TA ENGINEERING Consulting Structural Engineers 135 Liverpool Dr. Suite D Cardff, CA 92007 Tele: (760)942-8649 Far: (760)942-6189 -- . ofr.o.)wl_e .r - — M EL 11115 . T • SLAB(L1871 Wf2C4,36443 . . SLA I I rCOCCPflG I. . I )90760f00 I f -1 I r--i I rt--i I I I r -+-- I I I I ---I---o-I'------I-O--f-- ••• I --- I La L+J) JL!J±2I I •'•I i::.. 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V N I fl I I 4 d rr(o,a 'Oa'6 0 . g fl$ 4C D7j In flip0..0 •aW0 IJ Old - . 4 . 5.,.d. ,an. "n,n , 1fl (JOld 10014 .10013 4S44 r ' III . . . ___•__•__ fin ID M 13 161 7 111 '13 Aj 17 -. ° . _:::iii - .----_-, . _____ —. --•--i- --• I L - - -1--- -.. T T--.i . Itz ID Rr ID -r- . - i I I 0 O0.pflpi L ' - — . - / - - - '-°r- 03.3 - ' ----------------I - I OOSCJp3 .0.035.03 . -, froO.o.o 71 ( o r 61 -01 ,--; 4 -t + ii t\L.r L so im. a &17 - I2O • !° ¶ - Second Floor Floor Pion I.- no Pits omt. Ouiidl.g in Pits C5.*Ck Sot C ME 1 41 .X6 Pf 1 aj1C F-1 Wood Wrks® Sizer SOFTWARE FOR WOOD DESIGN 1vr5 Rr-1 WoodWorks® Sizer 97d Dec. 13,2000 13:23:46 COMPANY I PROJECT DESIGN CHECK - NDS-1997 RoofJoist DESIGN DATA: ===============================f===============-===================--===--=== material: Lumber-oft @ 16.0 [in] spacing lateral support: Top= Full Bottom= @Supports total length: 6.00 ft) repetitive factor: applied where permitted(refer to online help) Load Combinations: ICBO-LJBC INPUT LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) >>Self-weight autoatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I -------------- I -----------------I -----------------I Load I--------I 1 Dead Full UDL 35 -------- No 2 Constr. Full UDL 21 ------------ No MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 6.0 ft Dead 111 111 Live l 63 63 Total I 174 174 - B.Length I 1.0 1.0 DESIGN SECTION: D.Fir-L, No2, 2x6 8 1.960 pif This section PASSES the design ode check. : =------------ SECTION vs. DESIGN CODE (stress=psi, deflection=in) ------------ Criterion I Analysis Value Design Value I Analysis/Design ---------------I ---------------------------------I ------------------ Shear fv @d = 27 Fv' = 119 fv/Fv' = 0.23 Bending(+) fb = 414 Fb' = 1682 fb/Fb' = 0.25 Live Defl'n 0.02 = <L/999 0.30 = L/240 0.06 Total Defl'n 0.07 = <L/999 0.40 = L/180 0.17 ------------------ FACTORS: F CD CM Ct . CL CF CV Cfu Cr LC# Fb'-i-= 900 1.25 1.00 1.b0 1.000 1.30 1.000 1.00 1.15 2 Fv' = 95 1.25 1.00 l.b0 (CH = 1.000) 2 Fcp'= 625 1.00 1.p0 E' = 1.6 million 1.00 1.00 2 ADDITIONAL DATA Bending(+): LCØ 2 = D+C, M = 261 lbs-ft Shear : LC# 2 = D+C, V = 174, V@d = 147 lbs Deflection: LC# 2 = D+C Total Deflection = 1.50(Defln dead.) + Defln Live. (D=dead L=live S=snow W=w.ncj I=impact C=construction) .....LC's are listed in-the-Ana•lysis--output-)--------------.......... DESIGN NOTES: Please verify that the defalt deflection limits are appropriate for your application. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Claus 4.4.1. Title: Job# Dsgnr: Date: 10:05AM, 13 DEC 00 • I Description: • Scope: <Ii4t Rev 51O2 ht85.1.2.11 , Restrained Retaining Wall Design Page 1 1 ENERCALC 983-99 c:\wenfeng\pio pico\retaining wall.ecw:Calcul I Description RESTRAINED RETAINING WALL 0/ti [Criteria iiFootingStrengths & Dimensions J J Retained Height = 10.0( ft Allow Soil Bearing = 1,500.0 psf ?c = 3,=00pi Fy = 60,000 psi Wall height above soil = o.od ft Equivalent Fluid Pressure Method Mm. As % = 0.0014 Total Wall Height = 10.00 ft Heel Active Pressure = 60.0 Toe Width = 2.00 ft Toe Active Pressure = 0.0 Heel Width = 2.00 Top Support Height = Passive Pressure = 250.0 10.00 ft Total Footing Width = 4.00 Water height over heel = 0.0 ft Slope Behind Wall = 0.00:1 Footingjjsoil Friction = 0.350 Footing Thickness = 18.00 in Height of Soil over Toe = 0.00 in Soil height to ignore Key Width = 0.00 in Soil Density = 110.00 PCf for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Cover Top = 3.00 in Btm.= 3.00 in [Design Summary jJ Masomy Stem Construction Total Bearing Load = 3,300 lbs Thickness = 12.00 in fm = 1,500 psi Short Term Factor = 1.000 ...resultant ecc. = 6.13 in Wall Weight = 133.0 pcf Fs = 24,000 psi Equiv. Solid Thick. = 11.620 in Soil Pressure @ Toe = 1,457 psf OK Stem is FIXED to top of footing n Ratio (Es/Em) = 25.778 Soil Pressure @ Heel = 193 psf OK Block Type = Normal Weight Use Special Inspection Allowable = 1,500 pot Solid Grouted Mmax Between Soil Pressure Less Than Allowable @ lop Support Top & Base @ Base of Wall ACl Factored @ Toe = 2,040 psf stem OK Stem OK Stem OK ACI Factored @ Heel = 270 psf Design height = 10.00 ft 5.54 ft 0.00 ft Footing Shear @ Toe 14.7 psi OK Rebar Size = # 5 # 5 # 5 Footing Shear @ Heel = 7.8 psi OK Rebar Spacing = 16.00 in 16.00 in 8.00 in Allowable = 93.1 psi Rebar Placed at = Center Center Edge Reaction at Top = 600.0 lbs Rebar Depth 'd' = 5.75 in 5.75 in 9.00 in Reaction at Bottom = 3,367.5 lbs Design Data . : ThJFB + fa/Fa . = 0.000 0.700 0.611 Sliding Calcs Slab Resists All Slid Moment .... Actual = 0.0 ft-# 1,788.8 ft-# 4,000.1 ft-# Lateral Sliding Force = 3,3.5 lbs Moment.....Allowable = 2,371.7 ft-# 2,371.7 ft-# 6,548.8 ft-# Shear Force @'this height = 0.0 lbs 2,400.0 lbs Shear.....Actual = 0.00 psi 25.26 Psi Shear.....Allowable = 38.73 psi 38.73 psi Footing Design Results Rebar Lap Required = 25.00 in 25.00 in Toe eel Rebar embedment into footing = 6.00 in Factored Pressure = 2,040 270 psf Other Acceptable Sizes & Spacings: Mu: Upward = 4,323 355 ft# Toe: #5 @ 16.00 in -or- Not req'd, Mu <S * Fr Mu': Downward = 797 1,449 ft • Heel: #5 @ 16.00 in. -or- Not req'd, Mu < S * Fr Mu: Design • = 3,526 1,094 Key: No key defined -or- No key defined Actual 1-Way Shear = 14.74 7.84 psi Allow 1-Way Shear = 93.11 -93.11 psi Re5 1 .1) r' Title: Job# Z--h, Ew=mow Dsgnr: Date: 10:05AM, 13 DEC 00 -ia - - Description: Scope: •çh-,-7 Rw. 510002 13-J,,,.lOa8.32 ()1983-99ENERdALC Restrained Retaining Wall Design Page 2 c:wenfeng\pio picoretaininq 1111 Description RESTRAIND RETAINING WALL bAl I Summary of Forces on FoQnq:Slab RESISTS sliding, stem is AXED at footing Forces acting on footing for soil pressure >>> Sliding Forces are restrained by the adjacent slab Load & Moment Summary For Footing : For Soil Pressure Calcs Moment @ Top of Footing Applied from Stem = -4,000.1 ft-# Surcharge Over Heel = lbs ft ft4 Axial Dead Load on Stem = lbs ft ft-# Soil Over Toe = lbs ft ft-# Surcharge Over Toe = lbs ft ft-# Stem Weight = 1 ,30.0 lbs 2.50 ft 3,325.0 ft-# Soil Over Heel = 1,100.0 lbs 3.50 ft - 3,850.0 ft-# Footing Weight = 870.0 lbs 2.00 ft 1,740.0 ft-# Total Vertical Force = 3,300.0 lbs Base Moment = 4,914.9 ft-# Soil Pressure Resulting Moient 2 2 2 c±S /\ELTA - ENGINEERING - CONSULTING STRUCTURAL ENGINEERS 135 Uverpool Dr. Suite D Cardiff Ck 92007 Tdc: (160)942-8649 Fax: (760)942-6189 Project: pIc p7/4a 07f/6 By: C-SUN Date: 03/2000 Sht. No. Of ..... Subject Job No. m4-t 1-i'vE _37'8•7• /7707e '~T 471349r__ GQVt-f?/VT ct •çIEev ,4t t TYP AIL C, o i'M '-"" '' F ' W9 0, T tt K 7' - - 7i '7 ç2 '-- ______ i8'Y , 2v 7 3B7e CI-itcI<. aVTO/1i ... .,9y2-,7/óf 7 I No Y- ./VW at 6-6 Il /ELTA ENGINEE1NG CONSULTING STRUCTURAL ENGINEERS 135 Liverpool Dr. Suite D Cardiff, CA 92007 TeIc (760)942-8649 Fax: (760)942-6189 V 4I-4: tANE L7+9'+ Project: P1O... By: W.Z. Date: 04/2000 Sht. No. /9 Of ..... Subject Job No. 234- 7f —~23 617 /•' O)'Vi 2. V i'V47 Pl - fl?E ( V T1 V V V S 7 , • VV•SV______ — C" (H &) 2- HrA-P L/t1±,), F1 X? /7"(M ) V (4) - -1 9) -' X 2 U M 3..7)c Oo)1 ________ = 4s-', 8 u3 C) ? V (WfO')A// 61 Fa ...V.Vf/ 0 L l 11 3J-0 fo I:- MCINCCRING Po1c1 plOP IL O O/ puIP! CONSU1.TlG S1%1%JCflJtbI. C-NCONEEPS I - I 3. t.vcrpcol Dr. Sr.; n rc y I Shi No 01 C.) r 0, ff '. . C. )2001 101) No 1 4- HLIA) -.. ---.---- ------ - - rT f.ovR( ('-'7 4.8X/2 /16 LJFIZTICA.L S _____ S / •xo/og fr 12 INr4L . 4l o/X /Z O -' . . i3, 3 • . • o /pq / S • Fu x1f IpTo c 7-Ic4L ------------- -. NDELTA - -'---' ENGINEERING CONSULTING STRL,CTUrAi. NCINEEflS 135 Us•crpooi Dr. Si'tc I CrtI,f1 CA 92007 IcI: (7GQ))I r:. (760i9.,12-61S9 Protect: (° pic-o oFt4- j3au11?SA_'ç. 13 Y l);Ite. Slit No /2- )f SIIb1(cI lob No 2,0043 • __ AT 7-0 f. = /.; cJ 0c2p • T • (1. O4f 0. 3x) = 0, 33 07 F '33 °'7c2W /1O22 I ( 0, I F? = rg&s _oI /'\DELTA ENGINEERING CONSULTING STRUCTURAL EIçIGINEERS 135 LivcrpooID. Suite D Cardiff CA 92007 Tele: (60)942-8649 Fax: (760)942-61g9 Project' By ..............Date .............Sht. No.13... Of Subject .......................................... Job No. • F/1.?' h7/ApMM6/4. N -S OIP. (L)2— 42-piF. V - s~lx 2 pLF iJ. 7PLfLET It) / iLpLF kJ b • : rpLf • • V •0-,,4z -2 1 42' of -s Pie' • • Ti 24'X2-' D!/ffli4rf'2 • To w ISÔT/1 42 c < /i0 41p p. ... .... (c97 - °I%. • :.. . • - i (Air • (P f O ' o, ff• • - - ELTA .5 z- ENGINEERING P ect' roj CONSULTING STRUCTURAL. EI?GINEERS 135 Uv IDr. Suite ardiff2oO7 D 'ht N ' 4- Of ate ..............., 0.1 V. Fax: Subject ..........................................Job No. ' S - ()NVT Pt S. • S — -' 22-I 1 F. --S W-E Ph. . - - T M7rn : L • S - 4 - 2 ( 2-r- : 5 5 5 5 . • IS 7pLF. S. S VS S S • USE TIc'CTt1iQfrLL .Pv S S 6et &t/2.tl Al. i3&t S I vS ;pF S V S ELTA 149 ENGINEERING . CONSULTING STRUCTURAL EIIGINEERS 135 Liverpool Dr. Suite D By ..............Date .............Sht. No. '...Of ..... Cardiff. CA 92007 Subject ........................................... Job No. 2c'43 Fax: 760)942-6189 b& ô J'-4 o'i• (O k . . . 20,0 . . 2 - . . . 2xO3X o5/ zz t- 7.Ale Ok MMO,)r CMo,u Tit Z2 . OE . = > T 39 fl oL \DELTA - '-'---' EN Tfl GINEERING Pioject: O f!cO 6lU1 1' co'SuLTlNG SUCTURAI. C.lc,INEEO.-, 35 i.i'crçool 0. Siiic I) fly I Shi No 1 C) I (rtlI( CA 92007 Ic1c: (.1 GO)94 2 .SG'tt) 1..i (760)912.6is9 .SIII)Je(:i 101) No 2_0043 w,4iL (.Dt.' €-isiL. (7) a.1, .. -30 _________ I, T TOf 3.: F(,3) = 6 c2 .oc2f T.°TTo (.f.)CP(3 o) cal rOI7CQ2f (c . 1 iO Flo 0 = e2 F ia 5'r,&cs F f /z __ cv 4; ? x 10 .( 1 _•.;ML ____ . , T AS FM 050 DAR Job: 20034 Date: 02/2001 Caics by: A. Zarel Sheet lof 12 Structural calculations PlO PICO OFFICE BUILDING REVISIONS DELTA • ENGINEERING Consulting Structural Engineers 135 Liverpool Dr. Suite D Cardiff,CA 92007 • Tele: (760)942-8649 Far: (760)942-6189 '3 • WoodWcrks® Sizer SOFTWARE FOR WOOD DESIGN Rh-3 . WoodWorks® Sizer 97d Feb. 16,2001 11:02:32 /ZH3 COMPANY I PROJECT DESIGN CHECK - NDS-1997 Aj LfN2 7 Beam DESIGN DATA: material: Timber-soft lateral support: Top= Full Bottom= @Supports total length: 8.00 ft] Load Combinations: ICB0-JBC A INPUT LOADS: (force=lbs, pressue=psf, udl=plf, location=ft) >>Self-weight automatically included<< J. Load I Type I Distribution I Magnitude I Location 1 Pattern I I I Start End Start End I Load I--------I --------------I -----------------I -----------------I -------- 1 Dead Full UDL 156 No - 2 6 2 Constr. Full UDL 96 No PL - ? pt1 I, MAXIMUM -REACTIONS and BEARING LENGTHS (force=lbs, length=in) ------------ jb ptF Dead 684 684 Live I 384 384 : 05E 6 t2. OfL / Total I 1068 1068 B.Length I 1.0 1.0 - DESIGN SECTION: D.Fir-L, No2, 6x12 @15.023 plf This section PASSES the design code check. SECTION vs. DESIGN CODE (stres=psi, deflection=in) ------------ Criterion I Analysis Value I Design Value I Analysis/Design I --------------I ---------- - ----- -----------------.1 --- ---------------I Shear fv @d = 19 1 Fv' = 106 fv/Fv' = 0.18 Bending (+) fb = 211 Fb' = 1094 fb/Fb' = 0.19 Live Defl'n 0.01 = <L/999 0.27 = L/360 0.04 Total Defl'n 0.03 = <L/999 0.40 = L/240 0.07 FACTORS: F CD CM C CL CF CV Cfu Cr LC# Fb'+= 875 1.25 1.00 1.pO 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.3 million 1.00 1.00 2 ------------ ADDITIONAL DATA Bending(+): LC# 2 = D+C, N = 2136 lbs-ft Shear : LC@ 2 = D+C, V = 1068, V@d = 812 lbs Deflection: LC# 2 = D+C Total Deflection = 1.00(Def1nead) + Defln Live. (D=dead L=live S=snow W=wjnd I=impact C=construction) (All LC's are listed in the analysis output) DESIGN NOTES: Please verify that the defatilt deflection limits are appropriate for your application. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. /SDELTA FNGINEERING CONSULTING STRUCTURAL ENGINEERS 13SLjvpooI Dr. SujtD Card(r. CA 92007 Tdc: (160)9424649 Fax: (760)942-6189 5t1fr Li W& Project: . . By: Date: ShL No. .. Of Subject Job No, /_• i -3/ /43. •• .c ----- ......... ço . •1 PLF O P MA tJ,LL Tr '4tJ O 9 cC..Ht1/ ev!yQgwiMr . . (-: 0 4)(iO 7 a0 7 4S-- /o'xic ) X . LL 272-s 7S ZO LB Of HL.0ok)A1 (S. /AQ ELTA FNGINEERING COULT1NG STRUCTURAL ENGINEERS 13SLivapooI Dr. SuitcD Cardiff CA 92007 Tcic: 1160)942-8649 Fax: (760)942-6189 P10 p'" 'FF1 . 1c)I1-o/fl&r By: Date: .Sht.No5J!Of Subject Job No. a;4 p - oDF )(5%2• e./0//i02..... - oo pLt- /1EAJ& (AJi4Ll Tr,OE < II!K v!yvgwiwr 7 3'oX4O)'( ' ,6.60 Fr-'-d. &o '•')". .-. . R . .,• =.5•4 A - iv, ,vcP 7; HL40'11(. J1V'S Z Fket - I- L 7 /4-77-1 - V . 34- DLF I tow . I / . - vctLP . OHEAJ ttJ/ILL T,OE .® . . u/t1 - . .. -77' lb IO F 7-L . t•9,o_ v74 F0 Title: Job # Dsgnr: Date: 10:53AM, 16 FEB 01 S Description: • Scope: 11 LRe,: 510002 Use,KW.O6O3118.Ver5.12.l3-Jun1999.W32 Steel Column Page 1 Description COLUMN-1 /At Al I General information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section TS3X3XII4 Fy 46.00 ksi X-X Sidesway: Restrained Duration Factor 1.000 Y-Y Sidesway: Restrained Column Height 8500 ft Elastic Modulus 29,000.00 ksi End Fixity. PinPin X-X Unbraced 8.500 ft Kxx 1.000 Live & Shrt Term Loads Combined Y-Y Unbraced 8.500 ft Kyy 1.000 Loads Axial Load... Dead Load 11.70 k Ecc. for X-X Axis Moments in Live Load 8.64 k Ecc. .for Y-Y Axis Moments in Short Term Load . k sum _________ Column Design OK I Section: TS3X3X1/4, Height = 8.50ft, Axial Loads: DL = 11.70, LL = 8.64, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X-X = 8. Oft, Y-Y 8.501t. Combined Stress Ratios Dead Live DL + LL DL + ST + (LL'if Chosen) AISC Formula Hi -1 0.2847 0.2103 0.4949 0.4949 AISC Formula Hi -2 - 0.1636 0.1209 0.2845 0.2845 AISC Formula Hi -3 XX Axis : Fa calc'd per 1.5-1, l(*Ur < Cc YY Axis: Fa calc'd per 1.5-1, K*L/r < Cc [tresses Allowable & Actual Stresses Dead Live. DL + LL DL + Short • Fa : Allowable 15.86 ksi 15.86 ksi 15.86 ksi 15.86 ksi fa : Actual . 4.52 ksi 3.34 ksi 7.85 ksi 7.85 ksi Fb:0: Allow [F3:11 30.36 ksi 30.36 ksi • 30.36 ksi 30.36 ksi fb :xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Fb:yy : Allow [F3.11 • 30.36 ksi 30.36 ksi 30.36 ksi 30.36 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi [Analysis Values F'ex: DL+LL -r7512 psi • Cm:x DL+LL 0.60 Cb:x DL+LL 1.75 Fey: DL+LL 117,512.psi Cm:y DL+LL . 0.60 Cb:y DL+LL 1.75 F'ex: DL+LL+ST 17512 psi Cm:x DL+LL+ST 0.60 Cb:x DL+LL+ST 1.75 Fey: DL+LL+ST • 7,512 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST • 1.75 Max X-X Axis Deflection 0.000 in at 0.000 ft Max Y-Y Axis Deflection 0.000 in at 0.000 ft Lsectidn TS3XX1I4 • Depth 1.00 • • • 00 in Weight • 8.80 #/ft • l-xx • 3.1614 Width 3.000 in • Area 2.59 1n2 l-yy 3.16 in4 Thickness 0.250 in - • S-)O( 2.107 in3 S S • S S-yy 2.107.j3 S S r-xx 1.105 in • r-yy 1.105 in Title: Job# Dsgnr: Date: 10:53AM, 16 FEB 01 1 Ewn Description: Scope R~. 510002 Page 2 : KWM3118.Ver5I.2.13Jn-1999.Wn32 Steel Column (c) 1983-99 ENERCALC Owenfenq\pio pico(20034)\column-l..ec.w:C.Icuj Description COLUMN-1 Sketch & Diagram daI DL = 11696k A,dI LL = 8.64k ST = Sic P 8.511 Title: Job # Dsgnr: Date: 10:54AM, 16 FEB 01 Description: Scope: 5 h7 ) Steel Column Page 1 o'v L,'v- ® o.v F"- ('< Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Fy . 46.00 ksi X-X Sidesway: Restrained Duration Factor 1.000 Y-Y Sidesway: Restrained Elastic Modulus 29,000.00 ksi X-X Unbraced 8.500 ft . Kxx 1.000 Y-Y Unbraced 8.500 ft Kyy 1.000 - Rc 510002 User KW-06031 18. Vee 5.1.2. 13-Jws.1999. lMn32 (c) 1983-99 ENERCALC Description COLUMN-2 General Information Steel Section TS444X1/4 Column Height 8L500 ft End Fixity PinPin Live & Short Term Loads Combined Axial Load... Dead Load . 23.39 k Ecc. for X-X Axis Moments in Live Load 17.28 k . Ecc. for Y-Y Axis Moments in Short Term Load k maty Column Design OK Section: TS4X4X114, Height ='! 8.50ft, Axial Loads: DL = 23.39, LL = 1728, ST = 0.00k, Ecc. = 0.0001n Unbraced Lengths: X-X = 8.50ft, Y-Y = 8.50ft Combined Stress Ratios Dead Live . DL + LL DL + ST + (LL if Chosen) AISC Formula Hi - 1 i 0.3233 0.2388 0.5621 0.5621 AISC Formula Hi -2 . 0.2361 01744 0.4105 0.4105 AISC Formula Hi - 3 XX Axis: Fa calc'd per 1.5-1, K*LJr <Cc YY Axis: Fa calc'd per 1.5-I, (*Ur < Cc Stresses Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa: Allowable 20.15 ksi 20.15 ksi 2015 ksi 20.15 ksi fa : Actual 6.52 ksi 4:81 ksi 11.33 ksi 0 11.33 ksi Fb:xx Allow [F3.1] 30.36 ksi 30.36 ksi - 30.36. ksi. 30.36 ksi fib : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.90 ksi Fb:yy: Allow [F3.1] 30.36 ksi 30.36 ksi 30.36 ksi 30.36 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F'ex: DL+LL 2,865 psi Cm:x DL+LL 0.60 Cb:x DL+LL 1.75 Fey: DL+LL . 32,865 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.75 F'ex: DL+LL+ST 32,865 psi Cm:x .DL+LL+ST 0.60 Cb:x DL+LL+ST 1.75 F'ey: DL+LL+ST p2,865 psi . Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.75 Max X-X Axis Deflection 0.000 in at 0000 ft Max Y-Y Axis Deflection 0.000 in at 0.000 It Section Properties TS4X4XII4 . Depth 4.00 in Weight 1219 NO: - 1)OC 8.22 in4 Width 4.00 in Area 3.59 1n2 l-w 8.22 in4 Thickness 0.50 in . S-xx 4.110in3 5yy . 4.1101n3 r-xx 1.513 in r-w . 1.513 in 8.59 Title: Job Dsgnr: Date: 10:54AM, 16 FEB 01 Emt Description: - V - Scope: Page 2 L 5.1.2 I3-J,,.i999.Vv1n32 Steel Column Description COLUMN-2 V .. L.fl1E ® O/1 I Sketch & Diagram AaI DL = 233925 : A.d., LL 17.28k AdaISTOk V p 1 //(96 12 XV V. EELTNAG INEE RI NG .; . Project .. ° CONSULTING STRUCTURAL EI1IGINEERS . 135 Liverpool Dr SuiteD ! By ..............Date .............Sht. No.L'... Of Cardiff CA 92007 TCIC:r60 42-6189 60?9428649 . Subject ..........................................Job No. ...... '° . N-S OIIL . _____-.......... ./Wp . = pLF. F ( 4 a) . .. . - / . 6oX2 2 . . / V CL 12400 .. . 0 IF /•:_ ovv, ,-"r . ... , .L)4''J of coJ!-piIM41v A/—S P/1. TI)' 24'xq2-' DI/f#1'i4r(1 To 1i)1.771 j9710 L 42 /' O 2 CiIp i1p F, =/O CJpt4Jp (cQ7 0. P = 1' ''°Ff ' q/,w17 (0. £. ELTA -" --ENGINEERING CONSULTING STRUCTURAL EIIGINEERS 135 UvcpooI Dr. Suite Cardiff CA 92007 Tcic: (60)942-3649 Fax: (760)942-6189. FtO t r2- LF . 'o-PlAf4r' UNIT V.:: ______ . . , _______ Project' ....P .................................. By ...............Date ............. Sht.No.14Of ..... Subject ...........................................Job No. Z.41 Fto. 79Y 7-0 . . L '8 <• ,u6 P119.fHP,461%4 vmT g pLF. TIuC T &IfrL P Os .., j9 'rvQ 'v. &(/2"f1, i34b • VI04CAJ ;5'opF 0 /N?ELlA FNGINEERING COI\I&.JLTING STRUCTURAL ENGINEERS 135 Liverpool Dr. Suite D Cardiff CA 92007 Tele: (160)942-8649 Fax: (760)942-6189 Project: PlO PICO OFFICE BUILDING By C.SUN Date 02/2001 Sht. No. I.. Of Subject ...................................Job No. oF Tn jjk1T -L •c'k'J. vVALt— i S A {rE nJro m& &-719Ep -TqT= wAtt 11EK HoRl .O\JT/L TO - MAt/4Uac\ WA q— So pcc(JlQ-a I2 CJPi1/J. sitJ 6- oTflThJ\ 16" TA •t/Ac 4 -- 0 C 1t'?i ?ailrku., fr(/) Io.C. VTh-4'-- IA! /ND ELTA F NGINEERING COt4tJLTING STRUCTURAL ENGINEERS 135 Live!pool Dr. Suite D Cardiff CA 92007 Tee: (160)942-8649 Fax: (760)942-6189 Project: PlO PICO OFFICE BUILDING By C.SUN Date 02/2001 Sht. No. 2-Of Subject ...................................Job No. o3f S - 16x.,I .. :_L t • S __ - S. S ..= + • I2 CM. 0 STONE TRUSS COMPANY www.stonetruss.com STONE TRUSS CO. )\, CERTIFIED INSPECTION ICBO EVALUATION SERVICE INC. AA-583 IN STRICT ACCORDANCE WITH UBC 2321.3 PREFABRICATED WARNING * WARNING * WARNING BE SURE ERECTION CONTRACTOR UNDERSTANDS HIB-91. SUMMARY SHEET ENCLOSED 507 JONES ROAD• OCEANSIDE, CALIFORNIA 92054. (760) 967-6171 . FAX 7-j3L4 STOOl E-mail: stc_inc@ix.netcom.com 15'3"8 20' ROOF PITCH 4:12 LOAD: TILE 24" SPACING 12" OVERHANGS 2X4 TOP CHORD 4-1/2" HEELS — - II •• IIIiIJPIJ!I IA_Ii FAU•_I I ii Ii ii 0 CD z 0 —J co z w 0 U. F- U.. Q_ U.. .— 0 Ci C Cl) C) w —. o c. co 0 CD ) O C U JOB NO: 9588 PAGE NO: I OF 1 TYP. NOTCH @ 24" O.C. 3.5" Max. I ...— OUTI.00KEI( CI1ITERIA SLrongback iiall to ledger 1)" D.C.) m''A3!, 1,e(11J01 _.__ ....... (null to vert. J .--.114 (K w/2-10d nails) —GahI DETAIL 'A' (T) 1.. IllS WIIIOI 141411$ UAILS fl1TA II 'fl' Hoof Mn tar La Oimtl ooker Gable and I)etaii V SYM ABOUT -Gable .. End (G) Gable end design based on 00 MPh wind load, exposure "C" at 0-20 Ft. mean height. I)ctal] "A". 24" Max. Outlooker.... (Sfl \\\ CONTINUOUS SUPPORT (P1) Peak plate to match common trusses. (Si) Splice plate to match common trusses. (Ill) Heel plate to match common trusses. 2X Ledger -- ' -'r \/ 'r Strouighack _\ COMMO1I braced at 60" O.C. . TRUSSES BRACING DETAIL / Max. WebLen9thi / ix 2-8-0 (0)( 2X4* 8-1-0 3X4 13-6-0 J. . CT) Refer to Simpson Catalog C-9211-1 for product attachment spec if ica t ion (attach in Fl direction) . . .................... 4 -....- •- 2X4 SPF Max. Length Max. Length lumber without W/strongback grade bracing (N) brace (5) STANDARD 4-2-0 8-8-0 \dun NOTE: This detail may he used for trusses with pitched B.C. also. (K) Spacing for 114 = 71.01 o.c. 2X4 F.L. 112 or BTR Stronyback brace -.-...-.- 1 ii. (C) 1X4 continuous lateral bracing for brace (strongback) member longer than 72". Attach at midpoint of each brace W/2-8d common nails. (0) Option to well plating:-use M-2" wire staples (0.072 1)ia./15 GA. ) toe- nailed thru chord into web & thru web into chord on one face for a total of 6 staples. (P1) , (Si), & (Ill) must be plated. Span to match common trusses NOTE: Chords to be 2X4 Fir-Larch 112 Minimum SEON-- 50006 d OfESS REV 15.6.5 SCALE 0.5000 0 C:7-) C= J ( ALPINE TRUSS I ( ' *1,11* (lUll 1411.01 lallliW IS. II C. K K IMPORTANT K K 1.4111.1 1151 01 fl1.SI0llSIIll( Fall flOYlAli011 11104 tIllS 0(51(11 011 IIYS( sl1,:uricA,mwn. WI *11! FAlluflE 10 BUILD Ip( muss I', CWI0lll1Aill( WI 1,1 051014 (1 1111 AIPIII( COIIIECIOIIS 1110 $A0 ( Or 70514 5*114. 5111(1 1411(111114 £5114 Aill CO 14 (AC(PI 85 11411(0. 81'15Y 111111110C111115 III (14(11 rICO Ill 141 11.055 0Ill(Illll5( 1(581(0 1111 11115 IlISIClI. P051110W IMISS 141 1.0 (10*15(1000 PER 101*1111155 130. iso c lolA-F. ntssc SIAIUI&lN.15 Colson" W/Al'l'LICAOI. Pnomitois or nos c 1 11.1. Ali ucnuns SEAL (II 11110 5111.1110 ANt us mo II'S C(1'lIIll(llI (*I'IC itii "SC III (Il_fl. LIII 511*11 11111 Of 11(1.1(0 I00II III 11( 1111*11 WAY. I lluSS(S lItlillIlIt (U 111(011 (800 WARNING Ll1CIlIlIl 0II*CIIIG. ((C 1,1,1-al 111 ni. aCt 1115 urcuc,, Fan 0llllillo,,A,. SPECIAL It'lllAIl(III 1.11*11115 110 lilIlh1.N(IIIS. 111.(S5 011101.14150 11*11(14(0. lOP ClIOflIl 5,4414. 01 1141(111411.1 IiIAC11l) WI lIllIltIl III II 1411*111(1 040110 51151411111111. 1 SEE 10 11114 (110110 still 'IIWEIW.Y *11801(0 111(10 Ct:tlilr . ALI'IIl( i(cl.IiC*1 U'tlI( Il/I/Oil loll 1110101 Elf (1111*814. *001. ICOl 1011. 010411 si co"r I'll, 11(51111 II 1,10 10055 (111(1 11111 ,:,l,I,nl,:Iu,,. C DL (U )) .0 PSF I.,., No 845 .- - * civi i or c . DESIGN cR1 T: UBC REF R)04 49442 - C LL 30 .0 2SF C DL 15 . 0 2SF 4 TOT. LO . 50 .0 2SF DATE 7/20/9 DRWG ç_ CA-ENG 0/A LEN Y!E PITCH VARIES OUR.FAC. 1 15 SPAC I MG TYPE GABLE END 1111,11 111414 l,l5llllflr 1415 . 11151 IlAllillIll. 11(51011 c- i c) (r.l,ir.*IloI, P011 1111111) 1:0161111-0101 - - - .79). çpç.rflflpj l—A VAJ.,L'l- ILL UtIAIL THIS DETAIL SHOWS TYPICAL VALLEY FILL FRAMING THAT WILL DISTRIBUTE ALL LOADS EQUALLY TO THE TRUSSES BELOW. ALL CONNECTIONS AND LUMBER USED FOR THE FRAMING ARE TO BE DESIGNED BY OTHERS. NO ADDITIONAL LOADING IS REQUIRED ON THE TRUSSES BELOW PROVIDED THAT THE LOADS ON THE VALLEY FRAMING ARE EQUALLY DISTRIBUTED TO THE TRUSSES BELOW BY USE OF CRIPPLES AS SPECIFIED. POST FROM RIDGE TO PURLIN OR TRUSS. POST FROM RAFTER/RIDGE TO BEARING. GABLE. OR GIRDER. POST FROM RAFTER TO PURLIN OR TRUSS. IIIIJ LIVU rncrnnLL, rnljpr I_Wit -111 1-11 "1 LVIIUJ L/lIiLIIJhUI!.IJ .JUU lilt I_hi Lii ,JSUJa Urn. x SEE ALPINE DRAWINGS FOR DESIGN OF TRUSSES BELOW. NOTE, PLYWOOD SHEATHING IS REQUIRED BELOW.THE VALLEY FILL TO BRACE THE TOP CHORD OF THE TRUSSES AND TO DISTRIBUTE THE LOADING. 4-0-0 MX. BETWEEN CRIPPLES ii IT Ii J IV ii . ii ii II 1 it Cb I ()A I II II ii Ii II 1''TRUSSES (*) I '1-0-0 MAX. I 0 BETWEEN II 1• ( ) ii CRIPPLES. 13 II I ,1 VALLEY RAFTERS I, VALLEY RIDGE 0 •' I X6 OR ROOF SJ lEAT1I ING .11 PLT TYP. Wave TPI-95 Design Criteria: TPI (STD) "WARNING" TRUSSES REQUIRE EDIR(N( CARE IN FABRICATION. HANDLING. SHIPPING. INSTAtLINC. AND BRACING. REFER TO HTB'NI (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE W. - Scale —.125/Ft. INSTITUTE. $83 DONOFRIN DR., SUITE 200, MADISON. WI 53719). FOR SAFETY PRACTICES PRIOR TO DATE 07/19/99 PERFORMING ThESE FUNCTIONS. UNLESS OThIERNISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTAChED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. REF R090 - 14554 IITPOR1AN1 FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED DRW 3.045,927 PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN:ANY FAILURE TO BUT LR THE TRUSSES IN CONFORMARCE NITH TPI: OR FADRICATING. HANDLING. SHIPPING. INSTALLING AND ___ ALPINE _____ CA Is OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF MRS (NAT ONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FO NEST ANN PAPER ASSOCIATION) AND TPI. ALPINE SEON - 20538 CONNECTORS ARE MARE OF 2OGA AUTH A653 CR40 GAIN. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS O(SIGH. POSITION CONNECTORS PER DRAWINGS 160 A1. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PBOF(SSIOOAL (NGIN Ell ING Of CA15 Alpine Engineered ProducLo, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF Tills COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER Sacramento, cA95828 ANSI/TPI I'IRRS SECTION 2. * SET I BACJ COMMON TRUSSES CALIFORNIA HIP SYSTEM TRUSSES _L #1 HIP PITCHED AND SHEATHED B CHORD AREA. 0-CRIPPLE (C), SUPPORT LOCATIONS. SUPPORTS EXTENDED MEMBERS TO FLAT TOP CHORD (4' O.C. CRIPPLE SPACING SHOWN.) CONNECT CRIPPLE TO FLAT TOP CHORD AND EXTENDED TOP CHORD, USING 3 - 8d COMMON TOE NAILS OR 2 - lOd COMMON NAILS THROUGH FACE. CALIFORNIA HIP PERMANENT BRACING DETAIL PERMANENT BRACING START OF TOP CHORD FLAT TOP CHORD. PtJRLINS. START OF TOP CHORD EXTENSIONS. (SLOPING (TYPICAL) / (CONTINUOUS) EXTENSIONS. (SLOPING TO FLAT) \ , TO FLAT) CRIPPLE SUPPORT LAYOUT SETBACK B , SETBACK I * I I I * I _I _____ ___•i.Ul..i..Uiui.liIii mg VJ4\\\ i E: T ~F=AINmmirAmEF SHEATHING. PERMANENT DIAGONALS FORM BRACED BAY. REPEAT AT ALL HIP ENDS, MAXIMUM INTERVAL EQUALS 20'. (NOTE: THE 1ST BAY OF PERMANENT DIAGONALS FORMING BRACED BAY AT THE #1 HIP CAN BE EXCLUDED WHEN ALL OF THE FOLLOWING CONDITIONS ARE MET: 1) THE CONTINUOUS TOP CHORD PURLINS ARE ATTACHED TO THE FLAT TOP CHORD OF THE /11 HIP. 2) THE END JACKS ARE SHEATHED WITH PROPERLY ATTACHED STRUCTURAL PANELS.) SECTION A-A FIELD APPLIED OR BUILT-IN CRIPPLES CRIPPLE IN PLANE - OF TRUSSES CRIPPLE SPACING COMMON SETBACK -(C) rc) (D) — * (B) (B) (B) (B)(D)M (B) lI SECTION B-B BUILT-IN CRIPPLES OR FIELD CRIPPLE SPACING REFER TO ORIGINAL DRAWING tJH FOR CRIPPLE SPACING. (TYPICAL) CHORD EXTENSION #1 HIP GIRDER iSETBACK SEE CA-HIP ENGINEERING FOR JACK TYPE USED. _____________________________________ NOTE: CONVENTIONAL FRAMING AND/OR CRIPPLES ARE NOT THE I RESPONSIBILITY OF THE TRUSS DESIGNER PLATE MANUFACTURER, I PURLINS SPACED 24"O.C. TYP. NOR TRUSS FABRICATOR. PERSONS ERECTING THE TRUSSES ARE I (CONTINUOUS 2X4) S CAUTIONED TO SEEK ADVICE OF A LOCAL PROFESSIONAL ENGINEER I CRIPPLES SPACED 48" O.C. TYP. REGARDING CONVENTIONAL FRAMING. I BUILT-IN FILL CRIPPLES *NOTE: SEE ORIGINAL DESIGN FOR SETBACK, LUMBER, PLATING, LOADING AND DURATION FACTOR REQUIRED. I (HORIZONTAL MEMBER OPTIONAL) THIS DRAWING REPLACES DRAWING COliC I WARNING TRUSSES REQUIRE EXTREME CARE IN FABRICATING. HANDLINI PLATE INSTITUTE, 583 D'ONOFRIO DR.. SUITE 200. MADISON, VI. 53719) F( PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAV CEILING. MK IMPORTANT R FURNISH A COPY OF THIS DESIGN TO THE INS ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR AN DESIGNi ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPl PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 206A AS EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND. UI THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-Z. THE SEAL 0 ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING). P1 D BY TPI (TRUSS W. TC LL PSF REF TV PRACTICES ORD SHALL HAVE c TC DL PSF DATE 06/25/99 JPERLY ATTACHED RIGI ON CONTRACTOR. 3 ' , I JI_.j, r'iru BC DL PSF DRVG BRCALHIP0699 lION FROM THIS 'I?' '""'' I II -ENG HANDLING. SHIPPING. INSTALLING AND BRACING OF TRUSSES. DESIGN CO BRICATING, WITH APPLICABLE I II .,OO1 BC LL PSF :AN FOREST AND 3 CR40 GALV. STEEL TOT.LD. * PSF THERVISE LOCATED ON DRAWING INDICATES DUR.FAC, * 1USS COMPONENT 1'.\' OF CM SPACING * N 2. ULAR BUILDING O'_ STANDARD JACK DETAIL RAFTER SPACING 24' O.C. Wi .5X3 DEFLECTION CRITERIA: (LIVE LOAD) RAFTER SLOPES < 4:12 = L/240 RAFTER SLOPES > 4:12 < 12:12 = L/180 CEILING JOIST = L/240 I IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER AND I I TRUSS FABRICATOR TO REVIEW THIS DRAWING PRIOR TO CUTTING I LUMBER TO VERIFY THAT. ALL DATA, INCLUDING DIMENSIONS 1-9- AND LOADS, CONFORM TO THE ARCHITECTURAL SPECIFICATIONS \ AND FABRICATOR'S TRUSS LAYOUT.. W1. 5X3 MAXIMUM CLEAR SPAN V2X'1 IIEM-FIR STANDARD REQUIRED IF RAFTER NOT SUPPORIED AT END CEILING JOIST RAVTER SLOPE !~4:I2 RAFTER SLOPE > 4:12 CEILING JOIST LIVE LOAD (PSF) . 16 16 30 30 16 16 30 30 DEAD LOAD (PSF) 10 15 10 15 10 15 10 15 5 DURATION FACTOR 25% 25% 15% 15% 25% 25% 15% 15% 1.00 RAFTER SIZE GRADE --MAXIMUM CLEAR SPAN-- 2X4 111 FL 9-2-0 8-7-0 7-11-0 7-5-0 8-11-0 8-4-0 7-10-0 7-5-0 I"\ ,/18-9-0 2X4 SS FL 9-6-0 8-11-0 8-5-0 8-0-0 - 9-3-0 8-7-0 8-2-0 7-10-0 \./ 19-0-0 2X6 flu FL 13-4-0 12-6-010-9-0 10-2-0 12-3-0 1176-0 10-9-0 10-3-0 /\ 113-11-0 2X6 SS FL 13-I1-0 13-1-0 11-10-0 11-4-0 12-8-0 11-11-0 11-4-0 10-I0-07 \J 13-11-0 = ___ =3 = =3 =3 =3 ALPINE =3 C=1 "VARNit4C" TRUSSES Rfl)UIRC IXIlTUIC cARl: IN IIANIJLINc,, S IlrlrR. INSIALLII1G AND DRALING. REFER 10 1110-91 (HANDLING INS1ALI..IN( AND DRAIING). PUDLISI'I:Il DY 1PI (IRUSS rLAIE INSI lutE. 59 DoNorpw UP.. siinr. 200. NAmSrJN. vi 5T719. rUR SArC1Y rPAc1 ICES I'RIIJR PERFORIIING IHCSE ruuci IONS. UNLESS OlI1F.PVISE INDICATED, lop CHORD ShALl, NAVE I'RUP(RLY AI1AC)ICD STRUCTURAL PANELS AND BUTTON ChlIJITI) SHALL HAVE A PROPERLY A1IACIIED RIGID CEILING. --IMPORTANT-- FURNISH A COPY OF 1H15 DESIGN lU INC INSIALLAlIUN CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALl. N01 DC RCSPUNSIIIL( FOR ANY DEVIATION rRuM 11415 I)CSlGWi ANY FAILURE 10 BUILD lIlt IR(JSSCS IN cITNFUhTHAUCE Vilil IPli OR IIA?SDLIIiC,. Sihlh'PING. INStALLING AND BRACING or TRUSSES. DESIGN CONILIRMS VITH APPLICABLE PROVISIONS or tills (NATIONAL DESIGN SPECIFICATION PUITLISIIED BY TIh( AMERICAN FORESt AND PAPER ASSIICIAI lUll) AND IN. ALPINE CONNECtORS RE MADE or 206A ASlN A653 r,R'J7 GALV. STEEL. CXCCP1 AS HIllEl). APPLY CONNECTORS 10 EACII rr.c OF TRUSS AND -UNLESS UIIIF.RVISF. LOCAIED ON tIllS DESIGN. POSITION CONNECTORS PER l)PA'.IIUI,S no. l0 AND 1(.0 A-r. AN ENGINFIR'S Sr.AI. OIl 11115 IPRAVINFi ArrLIEs ONLY it) 114C DESIGN or ME 1005$ DEPICTED CRC AND SHALL NO( BEkELICU UPON IN ANY OTHER WAY. w. cc 0-C43845 f- 3O2001 Or 0 / JACK DETAIL REF DAFE rev 7/15/98 DRVG CD101 -END W2 X 4 - I Job: C) / HIP JACK RAFTER DETAIL (2X4 OVER 2X4) THIS OWG. PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. LUMBER GRADES TCLL/TCDL I MAX SETBKII TCLL/TCDL MAX SETBK TCLLJTCDL I MAX SETBK TCLL/TCDL I MAX SETBK TCLL/TCDL I MAX SETBK TCLUTCDL MAX SETBK FL#2 fl 161723# 1 8-9-011 20/7=27# 8-4-0 16/14=30# 1 8-1-0 16/18=34# 1 7-9-0 20/14=34# 1 7-9-011 40/7=47# 6-11-0 i rr 1l7&V o..nIT 7L RQ.fl 1RI14=Ofl 8-5-0 16/1R=34 8-1-0 20114=34# 8-1-0 40/7=47# 7-6-0 I rFL 1 &BErrER( 1) 16/723# 9-3-0 20/727# 8-11-0 16/14=30# 8-8-0 1 16/18=34# 8-5-0 20114=34# 8-5-0 40/7=47# 7-7-0 FL SS 1617=23# 9-4-0 20/727# 9-0-0 16/14=30# 8-9-0 16/18=34# 8-6-0 20114=34# 8-6-0 40/7=47# 7-10-0 FL 1650F 1.4e 16/7=23# 8-8-0 2017=27# 8-4-0 16/14=30# 8-1-0 16/18=34# 7-10-0 20/14=34# 7-10-0 40/7=47# 7-3-0 FL 1800F 1.6e 16/723# 9-0-0 20/7=27# 8-7-0 16/1430# 8-5-0 16/1834# 8-2-0 20/14=34# 8-2-0 40/7=47# 7-6-0 FL 2100F 1.8e 16/7=23# 9-3-0 2017=27# 8-11-0 16/1430# 8-8-0 16/18=34# 8-5-0 20114=34# 8-5-0 4017=47# 7-9-0 FL 2400F 1.7e 16/723# 9-1-0 20/727# 8-9-0 16/14=30# .-- 8-6-0 16/18=34# 8-3-0 20/14=34# 1 8-3-0 1 40/7=47# 7-7-0 PLATINGPITCH 2.82-3.00 3.00-6.00 1.50-3.00 3.00.6.00 2.82-3.00 3.00-6.00 2.82-3.00 3.00-6.00 1.50-3.00 3.00-6.00 1.50-3.00 3.00-6.00 3X14 3X7 3X14 3X7 3X14 3X7 3X14 4X7 3X14 4X7 3X14 4X7 3X4 3X4 3X4 3X4 3X4 3X4 3X5 3X5 3X5 3X5 3X5 3X5 3X14 1 3X7 11 3X14 j JA( I I J7,14 I JAI I I jAlq J qA( I I JA 114 J 'IA! Li JA 114 1 'IA1 3X4 I 3X4 11 3X4 I 3X4 11 3X4 I 3X4 II 3X4 I 3X4 II 3X4 I 3X4 II 3X4 I 3X4 (1)REVISED 1/3/96 - PBC (LUMBER) 24':l (0.C. (TYP)i CONVENTIONAL FRAMING IS NOT THE RESPONSIBILITY OF THE TRUSS DESIGNER, PLATE MANUFACTURER, NOR TRUSS' FABRICATOR. PERSONS ERECTING TRUSSES ARE CAUTIONED TO SEEK ADVICE BY LOCAL PROFESSIONAL ENGINEER REGARDING CONVENTIONAL FRAMING. (SS)SHIM ALL SUPPORTS SOLID TO BEARING. * LOADS 30ff, DURATION FACTOR=1J5. THIS HIPJACK DESIGNED TO SUPPORT CONVENTIONALLY FRAMED RAFTERS. CANTILEVER HEEL RAISED HEEL' •B P (C)- ;VARIES WITH PITCH (B) VARIES WITH SETBACK 3X4 PLATE OVER SUPPORT OVER 2 SUPPORTS R=4809 MAX W=1.5"MIN. ' R=961# MAX W=1.5" MIN. 2X4, 2X6, 2X8, 2X10 BLOCK FL GRADE 2X4 - 2X6 — 2X62X8 - 2X8 —2X1O 2X1O-2X12 3X4 ITIEi' PLATE See: 19624 = )IMPORTANT)()PINE ENGINEERED PRODUCTS. INC. WARNINGIRUSPES REOUIIIE EXtREME CARE PLT. TYP.- ALPINE DESIGN CR11 UBC Rev 17.2m SCAL25g 5HALL 1107 SE RESPONSIBLE FOP ANY 141 1101101111G. ERECt 1011 AltO OEYIAIIOH FROM TIllS 0(5)041 OP IIIESE SPECIFICATIONS. OR ANY SPACI1IG. SEE H18-91 BY IPI. SEE uus aosicil C DL SEE PSF DATE 05/01/95 ATRUSS ____ TC LL LOADING PSF REF R384--34267 = FAILURE 10 BUILD 1*15 TRUSS IN CONFORMANCE WITH 05108 BY WI. FOR 000IIIOIJAL SPECIAL CERIIAIIEIII SPACIIIG RE ALPINE COHIIEC1OflS AIlS 1*05 OF 205* GALY. StEEl.. MEETING ASTM OUlREMEIl1S UNLESS 0111EP14150 INDICATED. jop OL ABOVE PSF ORW CD1 13 = COIIFO W/APPtICADLE PROVISIONS NGS £ TPI. ElIGl NEEflS ALPINE TECIOIICAL UPDATE 11/1/911 FOR PROPER OT . LO . PSF = *446 60 B EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF ChORD SMALL OS LATERALLY onACto will) PROPER LL PSF CAENG PBC TRUSS A UNLESS otlsIlMISE LOCATED Oil 74119 0(51011. POSt 11011 LY ATTACNED PLYWOOD SIIEAIHIIIG. BottoM CIIIJIID __________ COIIIIECTORS PEP DRAWINGS 130. 150 C I60kF. 0551011 SIAIJOARDS *1111 PROPErLY AITACIED RIGID CEILING -- SEE DUR.FAC. 1.25CIV SEA). 041 TIllS 600*1110 APPLIES TO TIE COIW'OIIENT DEPICTED IEPE DRYWALL APPttCAT1011. FUIWIISII A COPY OF Ills IN OILY. AND SMALL NOT TIE RELIED UPON IN ANY OIlIER WAY, 0(51(11 TO THE TRUSS ERtC'TIOIA CEIIIRACTOP. SPACING 24 o = = = == = - TRUSS PLATE IIISTIIUIE. 1105 - 19111 NATIONAL 0(51011 SPECIFICATION To,, WOOD CONSIIIUCi lou Job: C) I CALIF. HIP DETAIL (B) (2) 16d SINKERS SINGLE CUT EXTENSION * MAXIMUM GAP (HR) TOP CHORD EXTENSION (2) 16d SINKERS DOUBLE CUT EXTENSION (HR) HIP RAFTER w 0 (BW) BEARING. WALL Ln Eu (CH) CAL-HIP TRUSS CD to NOTE: MAXIMUM UNSUPPORTED LENGTH OF FRAMING TO HIP RAFTER (HR) MUSTNOT EXCEED 8-0-0 PARTIAL FRAMING PLAN \\ .. DETAIL TOP VIEW (BLOCI if ) BOTTOM VIEW (BLOCK) COMPOUND CUT SLOPING TOP CHORD #1 HIP •N FLAT TOP CHORD #1 HIP (HR) 2X4 F.L. STD BLOCK 12" LONG * * ATTACH TO UNDERSIDE OF HIpRAFTER (HR) USING (3) 16d SINKERS THRU BLOCK INTO HIP RAFTER. SHIM BEVELED BLOCK SOLID BETWEEN HIP RAFTER & 111 HIP FLAT TOP CHORD. NTS PLT. TYP.- ALPINE DESIGN CR11 UBC Il - Rev 17.3p 1-1 17-1 SHALL NOT BE RESPONSIBLE FOR AllY P1 IIAADLING. EflECT ION AUG APINE DEVIATION FROM THIS DESIGN CIT THESE SPECIFICATIONS. OR ANY BRACING. SEE 1110-91 BY IPI, SEE THIS OESIGU = IMPORTANT) W'11 E1IGINEESED WARNING'5 EGITTEME CArTE TC LL 16.0 PSF REF R090--31450 FAILuRE TO BUILD THE TRUSS IN COEFOITMANCE WITH OSTEJO BY TPI. FOR ADOITIOIIAL SPECIAL RERHAIIEIIT BRACING RE )OT. 0 DL 18 . 0 PSF DATE 04/26/95 ALPINE CONNECTORS ARE MASS or SODA GALA. STEEL MEETING ASTH OUIREI(ENTO. UT&ESS OTHERWISE INDICATED. TOP C DL 8 . 0 PSF ORM 3.052.699A *446 60 0 EXCEPT AS NOTED. APPLY COIOTECTORS TO EACH FACE or CHORD SHALL OS LATERALLY SPACED 01111 PROPER C LL 0 .0 PSF CA-ENG CWC\4L. CWIHECTOPS PER DRAWIHOS 130. ISO C IS0A-F. OSSICU STANGAROS WITH PRTPEBLY ATTACHED 01510CEILING -- SEE LO. 42.0 PSF 10159 *110 UNLESS OTHERWISE LOCATED CII THIS 0551511. P05111011 LY ATTACHED PLYWOOD 5115*1111110. 0011CM CIIUITD __________ 17-71 SEAL ON TIllS ORUWIIIG APPLIES TO THE COTOIICllT DEPICTED HERE DRYWALL APPLICATION. FlI9l A COPY or TIllS SPACING SEE ABOVE TRUSS COIIFOTRI H/APPLICABLE PflOVISIOhlS OF lIST C TN. AN EliGII15Efl9 ALPINE TECIOIICAL UPDATE 17/1/911 FOR PROPER OUR.FAC. 1.25 L = = = = = Ill 0T&Y. AND SHALL NOT OS RELIES IJT'OH Ill AllY OTHER WAY. 0551511 TO TIlE TRUSS ERECTION EUIITTIACIGR. --IPI - TRUSS PLATE INSTITIJIE. ADS - 1991 IIATIOTIAL 0(51611 SPECIFICATION FOR 111100 COIISTIIIICT 1011 Scale =. 1875/Ft. REF R090--56848 DATE 10/16/00 DRW CAUSR090 00290001 CA-ENG JCJ/GWH SEQN - 41223 FROM DSR rl..0 urr1.t bUILUINU - A ZFLY HIF HS) TOP CHORD 2x4 DF-L #1 :T2, T3 2x6 DF-L SS: BOT CHORD 2x4 DF-L #1 :B2 2x4 DF-L #1&Bet. WEBS 2x4 HF Std/Stud :W3, W9 2x4 DF-L #1: PLATES DESIGNED FOR GREEN LUMBER PER NDS-97 TABLE 7.3.3. DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. CALCULATED VERTICAL DEFLECTION IS 0.41" DUE TO LIVE LOAD AND 0.59' DUE TO DEAD LOAD AT X = 18- 0- 0. USE SAME DESIGN FOR ONE-PLY COMMON HIP TRUSSES @ 24.0' OC. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 4.00 FT TO FLAT TC. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 32.00' OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB-91 13.2.1(FIG.33) . OR DWG. BRCALHIP0699. SUPPORT HIP RAFTER WITH CRIPPLES AT 5- 7-14 OC. IllS UWLi lKLi'AKLV FRUM L.UMV'UILK IEHI'UU (LUAUS 0 UUEIENSIUNS) utirii i TV LIT IKUZb ririR. 2 Complete Trusses Required I NAILING SCHEDULE: (O.131x3.0....g_nal1s) TOP CHORD: 1 ROW @ 12" o.c. BOT CHORD: 1 ROW @ 12' o.c. WEBS : 1 ROW @ 4' O.C. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. #1 HIP SUPPORTS 8- 0- 0 JACKS WITH NO WEBS. CORNER SETS ARE CONVENTIONALLY FRAMED. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. W2X4 W3X7an W7X6an W3X7 W2X4 0-4-8 W3 ];!!~ :SB 21;ii!~~~ 0-A-8 28-0-0 W3X1O(B1) W3X4an HS618an W3X10 HS618oa W3X4 W3X1O(B1) 1-0-0 .1-0-0 7-10-15 ._I_ 20-9-5 ..L_ 7-3-12 36-0-0 Over 2 Support R=3223 W=3.5" R=3223 W=3.5" PLT TYP. High Strength,Wave TPI-95\R Design Criteria: TPI (STD) h- CA/4/-/-/E/-/- Stone Stonelruss 760-967-6171 507 Jones Road, Oceanside CA 92054 **HARNINS* TRUSSES REOUIRE EXTREME CARE Ill FABRICATION, HANDLING. SHIPPING. INSTALLING AND BRAd RU. REFER TO HIB'NU (MARDI ING INSTALL INS ADD BRACIOS) . PURL I SHED BY TPI (TRUSS PLATE INSTITUTE. 5N3 O'ONOFRIO DR.. SUITE 200. MADISON, MI 53119). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE IHOICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. - (1r•". TC T C LL DL 16 .0 14 .0 PSF PSF ""IMPORTANT"" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC DL 5.0 PSF PRODUCTS. INC. SMALL NOT BE RESPONSIBLE FOR ANT DEVIATION FROM THIS DESIGN; AMA FAILURE TO ALPINE BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING. INSTALLIOG AND URACING OF TRUSSES. THIS DESIGR CONFORMS WITH APPLICABLE PNONISIONS OF NDS (NATIONAL DESIGN BC LL 0.0 PSF SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AhID PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF YOGA ASTM AWS3 UR4O GAIN. STEEL. EXCEPT AS MUTED. APPLY CONNECTORS TO TOT. LD . 35.0 PSF Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS , AND UNLESS OTHERWISE LOCATES ONTHIS DESIGN. POSITION CONNECTORS PER ORAWIRSS 150 A- U. THU SEAL ON THIS ONAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSINILITT SOLELY FOR TOE TNUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANT PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER AhISI/TPI I-IRR5 SECTION 2. ',,,.Ns:..,_•.______.ii' Civil.DUR.FAC. OF CALk 1.25 SPACING SEE ABOVE „our 1v rI..v urric DUILLJII'IU - AD LUIII'IXJrX TOP CHORD 2x4 DF-L #1 801 CHORD 2x4 DF-L #1 WEBS 2x4 HF Std/Stud I PLATES DESIGNED FOR GREEN LUMBER PER NDS-97 TABLE 7.3.3. rhO IJhIu rr.crnn Ct) I RUth ,vr,rurcp,lu.ru, 5LVRUO a UttICflQ1UtQ) .juwtttt Lt/ U. IN LIEU OF OR RIGID CEILING USE PURLINS: TO BRACE BC @ 120.00” OC DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. W5X5 0-4-8 0-4-8 -4-28-0-0 W3X7(A1) W3X4 W6X8 W3X4 W3X7(A1) 1 -0-0 1-0-0 18-0-0 __j_ 18-0-0 Hz 36-0-0 Over 2 Support R=1323 W=3.5" R=1323 W""3.5" PLT TYP. Wave TPI-95\R Design Criteria: TPI (STD) CA/4/-/-/E/-/- Scale =.1875"/Ft. Stone Truss 760-967-6171 5O7 Jon Road,OceansideCA92054 ""WARNING"" TRUSSES REAOIRE EXTREME CARE IN FABRICATION, HANDLING. SKIPPING. INSTALLING AND *;WARNING** TO AIR-MI (HANDLING IASTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583 D'ONOFRIO DR., SUITE 200, MADISON. HI 53719), FOG SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACKED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILIDO. Il4PORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED T LL T DL BC DL 16.0 14.0 5.0 PSF PSF PSF REF R090-56849 DATE 10/16/00 DRW CAUSR090 00290002 PRODUCTS, INC. SHALL NOT RE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO No. 00 CA - ENG JCJ/GWH * ALPINE BUILD THE TRUSSES IN CONFORMANCE WITH TPI OR FABRICATING. HANGLINS. SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROAISIONS OF NOS (NATIOHAL OESISN BC LL 0.0 PSF SEQN - 41226 SPECIFICATION PUBLISHEO BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI . ALPINE CONNECTORS ARE MADE OF OOSA ASTH A653 OR4O GALA. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO ' * Oc 16 2 00 TOT.LD. 35.0 PSF Alpine Engineered Products, Inc. Sacramento, CA 95828 'DESIGN, EACH FACE OF TRUSS. AND ONLUSS OTHERWISE LOCATED AN THIS POSITION CONNECTORS PER DRAWINGS 160 A-B. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENOIDEERING RESPORSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER, AOSIITPI 119MG SECTION 2. dq CIVIt. 'rY DUR . FAC . 1 .25 FROM DSR SPACING 24 .0 0-4-8 Scale =.375"/Ft REF R090-56850 DATE 10/16/00 DRW CAUSR090 00290003 CA-ENG JCJ/GWH SEON - 41229 FROM DSR (9.586-PlO PICO OFFICE BUILDING - A7 STUB COMN) TOP CHORD 2x4 DF-L #1 BOT CHORD 2x4 DF-L #1 WEBS 2x4 HF Std/Stud PLATES DESIGNED FOR GREEN LUMBER PER NDS-97 TABLE 7.3.3. 10 PSF BC LIVE LOAD PER UBC. THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. IN LIEU OF OR RIGID CEILING USE PURLINS: TO BRACE BC @ 120.00 OC DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. RIGHT END VERTICAL MAY NOT BE EXPOSED TO WIND PRESSURE. W2X4 III W2X6(A1) W3X4 18-0-0 Over 2 Supports R=640 W=3.5" 0) W. No. C-56005 *\ Oct-16 201:10 PLT TYP. Wave TPI-95\R Design Criteria: TPI(STD Stone Truss 760-967-6171 **NARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING, INSTALLING AND 507 Jones Road, Oceanside CA 92054 BRACING. REFER TO HIB91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583 D'NNOFRIO DR.. SUITE 200, MADISON, WI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIGHS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HARE PROPERLY ATTACAOD STRUCTURAL PANELS, BOTTOM CHORD SHALL WANE A PROPERLY ATTACHED RIGID CEILING. *IMPORTANT FURNISH A COPY OF THIS 0(515W TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ART DEN IATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SWIPPIWO. INSTALLING AND ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NNS (NATIONAL 0(51GW SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI . ALPINE CONNECTORS ARE MADE OF URSA ASTM A653 GROG GAL Y. STEEL, EBCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATES ON THIS DESIGN. POSITION CONNECTORS PER DRAWINGS 160 AZ. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS CONPOHENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS Sacramento, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI/TPI 1 INNS SECTION 2. R=620 W=3.5" CA /4/-I-/El-/- IC LL 16.0 PSF IC DL 14.0 PSF BC DL 05.0 PSF BC LL 0.0 PSF TOT.LD. 35.0 PSF DUR.FAC. 1.25 SPACING 24.0" ,48. Scale =.375" /Ft. REF R090-56851 DATE 10/16/00 DRW CAUSR090 00290004 CA-ENG JCJ/GWH SEQN - 41232 FROM DSR ti.000-riu rll,.IJ urrlt I3UILUIFII - Au MU TOP CHORD 2x4 DF-L #1 BOT CHORD 2x4 DF-L #1 WEBS 2x4 HF Std/Stud PLATES DESIGNED FOR GREEN LUMBER PER NDS-97 TABLE 7.3.3. ((IS UAI(3 VKLF'AKLI) I- RUM E..EJIIVUIEK INI-'UI (LUAUS S UIMENSIUENS) SUESFII I It 1) tOO I MUSS MI- OR. IN LIEU OF OR RIGID CEILING USE PURLINS: TO BRACE BC @ 120.00' OC DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. I 4-4-5 I W2X4 Ill 0-4-8 428-0 -0 W2X4 III W3X4an W2X4(A1) an 11-11 -8 Over 2 Support R=408 W=3.5" 1 No. 005 fll N .30 * Oct 6 2000 * R=429 W=3.5" PLT TIP. Wave TPI-95\R Design Criteria: TPI(STD Stone Truss 760-967-6171 **WARNING** TRUSSES REOIJIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING, INSTALLING AND 507 Jones Road, Oceanside CA 92054 BRACIRG. REFER TO HIB91 (HANDLING INSTALLING AND BRACING),PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583 DANOFRIR OR., SUITE 200, NADISO1I. NI 03119). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIOnS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHES STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. **IMPO9TANT* FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SMALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE YR NE BUILD THE TRUSSES IN COHFORNARCE WITH TPI; OR FABRICATING. HAHALING. SHIPPIHG, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORHS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI . ALPINE CONNECTORS ARE MADE OF 2OGA ASTM A653 GR4U GALY. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRGSS, AND UNLESS OTHERWISE LOCATED OR THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 AZ. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENSINEERING Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS CORPONENT DESIGN SHOWN. THE SUITABILITY AND AGE OF THIS Sacramento, CA 95828 CUNPOBENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER AIISI/TPI 11995 SECTION 2. CA/4/-/-/E/-/- TIC LL 16.0 PSF TIC DL 14.0 PSF BC DL 5.0 PSF BC LL 0.0 PSF TOT.LD. 35.0 PSF DUR.FAC. 1.25 SPACING 24.0" WJA'f = W, W3X4 0-4-8 W3X— W3X4 0-4-8 _$_28-O-O (9.586-Plo PICO OFFICE BUILDING - BF COMMON W/FILL) TOP CHORD 2x4 DF-L #1 BOT CHORD 2x4 DF-L #1 WEBS 2x4 HF Std/Stud PLATES DESIGNED FOR GREEN LUMBER PER NDS-97 TABLE 7.3.3. THIS TRUSS DESIGNED TO SUPPORT 12" MAX TOP CHORD OUTLOOKERS. GABLE AREA TO SUPPORT SIDING LOAD NOT TO EXCEED 10 PSF. 10 PSF BC LIVE LOAD PER UBC. THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS HER SEE DWG GBLLETIN0699 FOR MORE REQUIREMENTS. DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. (K) 2x4 DF-L #1 OR BETTER BLOCK. ATTACH BLOCK TO THE IC WITH 2X4 ALPINE PLATES @ 24' OC THROUGHOUT PLUS HEEL PLATES AS SHOWN. L_ 10-0-0 10-0-0 20-0-0 Over 2 Supports R=1080 W'"3.5" R=1080 W=3.5" Note: All Plates Are. 142X4 Except As Shown. PLT TYP. Wave TPI-95\R Design Criteria: TPI(STD) CA/4/-/-/E/-/- Stone Truss 760-967-6171 5O7 Jones Road, Oceanside CA92O54 ""WARRING"" TRUSSES REOVIRE EXTREME CARE IN FABRICATION, HURDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. GNS D'UNRFRIO DR., SUITE 200. MADISON, WI SS719). FOR SAFETY PRACTICES PRIOR TO PERFURNING THESE FUNCTIUNS. UNLESS UTNERWISE INDICATED. TOP CHORD SHALL HAVE PRUPERLY ATTACHED STRUCTURAL PANELS. BUTTON CHORO SHALL WANE A PROPERLY ATTACHED RIGID CEILING. .46, TC TC LL DL 16.0 14.0 PSF PSF ENE MPORTANT"" FURNISH A COPY OF THIS RESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI OR FABRICATING. HANDLING. SHIPPING. INSTALLING AND I BRACING OF TRUSSES. THIS DESIGN CONFURNS WITH APPLICABLE PROVISIONS OF HOS (NATIONAL DESIGN f 05 BC BC DL LL 5.0 0.0 PSF PSF SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI . ALPINE CONNECTORS ARE MADE OF 200A ASTN A653 GNOO OALR. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO BJj_ TOT. LD . 35.0 PSF Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS. AIIO UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER DRAWINGS 160 AU. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS CON PONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING RESIGNER. PER ANSI/TPI I'I995 SECTION 2. DUR.FAC. 1.25 SPACING 24.0" Scale —.375/Ft. REF R090--56852 DATE 10/16/00 DRW CAIJSRODO 00290024 CA-ENG RWL/GWH SEQN - 41247 FROM DSR 3oo-rIu MDL) UrrILL I3UGLUIPI1 - 13 LUMEIUN W/ANI I&r) TOP CHORD 2x4 DF-L #1 BOT CHORD 2x4 DF-L #1 WEBS 2x4 HF Std/Stud I PLATES DESIGNED FOR GREEN LUMBER PER NOS-97 TABLE 7.3.3. IIIIS UWI, VKLN'AKLU I-GUM I.UMVUILK !NIUI (LUAUS S UIMEPISIUNS) SUUMI I LU UT IKUSS MI-K. DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. W4X4 0-4-8 W2X4 ( 0-4-8 _28-0-0 W2X4 Ill W2X4 III 10-0-0 _._j__ 10-0-0 20-0-0 Over 2 Support R=700 W=3.5" R=700 W=3.5" KA PLT TYP. Wave TPI-95\R Design Criteria: TPI(STD) CA/4/-/-/E/-/- Scale =.375"/Ft. - Stone Truss 760-967-6171 507 Jones Road, Oceanside CA92O54 **WARNING** TRUSSES RENUINE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND DNING, REFER TO HIBOl (HANDLING INSTALLING AND ORACIOG), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 503 D'OROFRIO DR., SUITE 200. MAD ISUN, HI 537I9) , FOR SAFETY PRACTICES PRIOR TA PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BUTTON CHORD SHALL NARO A PROPERLY ATTACHED RIGID CEILING. w No 005 TC TC LL DL 16.0 14.0 PSF PSF REF R090 --56853 DATE 10/16/00 DRW cAuSRO9O 00290005 **IMpDRTANT* FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILARG TO BC DL 5 .0 PSF CA JCJ/GWH * ALPINE 4 BUILD THE TRUSSES IN CONFORMANCE WITH TPI OR FABRICATIIIG. HANDLING. SNIPPING. INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WIT APPLICABLE PROVISIONS OF MUG (NATIONAL DESIGN BC LL 0.0 PSF SPECIFICATIOXI PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 200A ASTM H653 GRUB GALH. STEEL. EXCEPT AS NOTED. APPLA COIINOCTORS TO * '-r6J TOT .LD. 35.0 PSF SEON - 41249 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER DRAWINGS LAO AZ. THE SEAL UN THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENDIREERINS RESPONSIBILITY SOLELY FOR THE TRUSS CONPURENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDINO IS THE RESPONSIBILITY OF TRE BUILDING DESIGNER. PER ANSI/TPI I-INNS SECTION 2. Civil-DUR.FAC. 1.25 FROM DSR SPACING 24.0" TOP CHORD Y 0111116HORD DIAGONAL BRACE MINIMUM gil LATERAL BRACE SPACING (DB& SPAN .,. PITCH SPACING(L85) [# trus.8C _________ SP/DF SPF/HF Up to 32' 4/12 8' 20 15 Over 32' -48' 4/12 6' 10 7 Over 48'-60' 4/12 5'1 6 1 .4 Over 60 See a registered professional engineer /_- DF - Douglas Fir-Larch SP. Sdxtheri me HF - Hem-Fir SPF - Spruce ne.Fir Continuous Top Chord All lateral braces Lateral Brace lapped at least 2 Required trusses. I 10' or Greate Attachment / Required I.PI.Tc -D,TRVSS 1 Top chords thatare laterally braced can buckle togetherand causecollapse if there isno diago- nalbracing. Diagonal bracing should be nailed to the underside of the top chord when purlino are attached to the topside of the top chord. 45o TnpcHQRD MINIMUM TOP CHUHu DIAONALBRACE'" PITCH LATERAL BRACE .PAC!NG (DD5) FEF(E .,PAN fliF PACINC(LBb) '. ,,,. • SP/DF .oSPF/HF iA Upto28' 2.5 7' 17 12 Over 28'- 42' 3.0 6' 9 6 Over 42' - 60' 3.0 5' 5 1 3 Over 60' See a registered professional engineer A WARNING: Failure to follow these recommendations could result In severe personal injury or damage to trusses or buildings. brace ''- diagOitti's (GBD) lateral (L'& '~.....L' Ground br.a Note: 2'Jlo system shall have aequapaci to support ground Backup 2 floor ground stake I floor I Driven / ground stakes / A CAUTION: Ground bracing required for all installations. Frame 2 trues of bra4d up of trussesll Ground btace diagonals (GBD) Ground brace vertical (GBV) Ground Brace Verticals (GBV) \ ia y lateral (LB0) - iusa of braced roup of trusses End b$ (EB) 1/ Typical horizontal tie member with multiple stakes (HI) DF - Douglas Fir-Larch HF. Hem-Fir Continuous Top Chord Lateral Brace Required 10' or Greater Attachment Required SP - Southern Pine SPF - Spruce-Pine-Fir All lateral braces lapped at least 2 trusses. / 4o' e' Top chords that are laterally braced can buckle j togetherand cause collapse if there is no diago- bracing. Diagonal bracing be nailed nal should to the underside of the top chord when purlins are attached to the topside at the top chord. SCISSORS TRUSS] Frame 3 This safety alert symbol is used to attract your DANGER: A DANGER designates a condition A attention! PERSONAL SAFETY IS INVOLVED! When where failure to follow instructions or heed warn- you see this symbol - BECOME ALERT - HEED ITS ing will most likely result in serious personal MESSAGE. injury or death or damage to structures. A CAUTION: A CAUTION identifies safe operating WARNING: A WARNING describes a condition practices or indicates unsafe conditions that could where failure to follow instructions could result in result in personal injury or damage to structures. severe personal injury or damage to structures. HIB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL TRUSS PLATE INSTITUTE 583 D Onofrio Dr., Suite 200 PLATE CONNECTED WOOD TRUSSES © Madison, Wisconsin 53719 (608) 833-5900 His the responsibilityof the installer(builder, building contractor, licensedcontractor, truss industry, but must, due to the nature of responsibilities involved, be ere ctoror erection contractor) to properly receive. unload, store, handle, install and presented as a guide for the use of a qualified building designer or installer. Thus, brace metal plate connected wood trusses to protect life and property. The installer the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages mustexercise the same high degree of safety awareness as with any otherstructural arising from the use, application or reliance on the recommendations and material. TPI does not intend these recommendations to be interpreted as superior information contained herein by building designers, installers, and others. Copyright to the project Architect's or Engineer's design specification for handling, installing © by Truss Plate Institute, Inc. All rights reserved. This document or any part and bracing wood trusses for a particular roof or floor. These recommendations are thereof must not be reproduced in any form without written permission of the based upon the collective experience of leading technical personnel in the wood publisher. Printed in the United States of America. CAUTION: The builder, building contractor, licensed A contractor, erector orerection contractor is advised to obtain and read the entire booklet 'Commentary and Recommendations for Handling, Installing & Bracing Metal Plate Connected Wood Trusses, HIB- 91" from the Truss Plate Institute. AT CAUTION: Trusses should not be A unloaded on rough terrain or un- even surfaces which could cause damage to the truss. WARNING: Do not attach cables, chains, or 11 A WARNING: Do not lift single trusses with spans I hooks to the web members. greater than 30' by the peak. .. I MECHANICAL /6 1 0 ess\ INSTALLATION I or e \.s Approximately Approximately \ Tag 1/2 truss Ingth /z truss length \ Line Truss spans less than 30'. Lifting devices should be connected to the truss top chord with a closed-loop Strongback/ Spreader _______ attachment utilizing materials such as slings, chains, cables, nylon strapping, etc. of sufficient strength to carry the SpreaderB Toe In -\ /-_Toe In weight ofthetruss. Each lrussshould be ~QINJI""Q V71 71L,721 set In proper position per the building designer's framing alan and held with I Approximately Approximately 1/2 to V truss length truss are securely fastened and tempo- V3 to /2 truss length I the lifting device until the ends of the A Less than or equal to 60' J,rary bracing Is installed. Greater than 60' Tag Line Tag Line Spreader Strongback/ SpreaderBar Toe In Toe ln___ W __ t At or above V / Less than or equal Tag mid-height ' ½ truss length Approximately Tag _ k 3i to Approximately 1/2 to 7/3 truss length I to 60' Line Line Greater than 60' CAUTION: Temporary bracing shown in this summary sheet is adequate for the Installation of A trusses with similar configurations. Consult a registered professional engineer If a different bracing arrangement is desired. The engineer may design bracing in accordance with TPI's fleconimeidU Design SpecificaTion for Iempora,y Bracing of Metal Plate Connected Wood Trusses, DSI3-89, and in some cases determine that a wider spacing is possible. -, 3FOUND BRACING DUILDIN IN I HIOH Typical vertical attachment I Plan CAUTION: Alltemporary 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 Von-center or less. All multi-ply trusses should be connected together in accor- dance with design drawings prior to installation. 0 Tag Line 10' A JA A CAUTION: Trusses stored horizontally should be supported on blocking to prevent excessive lateral A CAUTION: Trusses stored vertically should be bending and lessen moisture gain, braced to prevent toppling or tipping. WARNING: Do not break banding until installation A DANGER: Do not store bundles upright unless begins. Care should be exercised in banding re- I properly braced. Do not break bands until bundles moval to avoid shifting of individual trusses. ] are placed in a stable horizontal position. WARNING: Do not lift bundled trusses by the IlA prohibited. DANGER: Walkingontrusseswhicharelyingflat bands. Do not use damaged trusses. is extremely dangerous and should be strictly ________ Frame I 0 HORD1 L BRACE (DBc,) NIMU ERAL BRA \ Nt Bottom chord diagonal bracing repeated ut each end of the building and at onmo spacing as top chord diagonal bracing. S lover 60' I See a registered professional engineer DF - Douglas Fir-Larch SP - Southern Pine HF - Hem-Fir SPF - Spruce-Pine-Fir All lateral braces lapped at least 2 trusses. SPAN MINIMUM DEPTH TOP CHORD 11111ij .. LATERAL BRACE SPACING (IJ--'B::J111111111 TOP CHORD DIAGONAL BRACE i SPACING (DBs) N14ilij# trusses] SP/DF SPF/HF Up to 32' 30' 8' 16 10 Over 32'- 48' 42 6' 6 4 Over 48'- 60' 48" 5' 1 4 2 Over 60' See a registered professional engineer DF - Douglas Fir-Larch SP - Southern Pine HF - Hem-Fir SPF - Spruce-Pine-Fir The end diagonal brace for cantilevered trusses must be plitced on vertical weI in line with 2x4/2x6 PARALLEL:: l Continuous CHORD TRUSS j Top Chord Lateral Brac Required Top chords that are laterally braced can buckle togetherand cause col lapse lfthereianodiago- 10" nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purline are attached to the topside of the top chord. Attachmer _- Required TOP CHORD TOP CHORD DIAGONAL BRACE MINIMUM LATERAL BRACE SPACING (DBs) SPN PITCH SPACING(LB5) [# trusses] ______ SP/DF SPF/HF Up to 24' 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 DF - Douglas Fir-Larch SP - Southern Pine /p. HF - Hem-Fir SPF - Spruce-Pine-Fir / Diagonal brace also required on end verticals. Top chords that are laterally braced can buckle 11 togetherandcausecollapae if there ianodiago- nal bracing. Diagonal bracing should be nailed to the underside of lbS top cllotd Wean purees are attached to the topside of the top chord. 12 fl 3 or greater IV / N //, / All lateral braces lapped at least 2 trusses. / Continuous Top Chord Required ;r Lateral Brace 10 or Greater 5/ Attachment Required All lateral 01 braces lapped at least two russes End diagonals arebssial for stability and must be duplrcatedo both ends of the truss system. the support. WARNING: Failure to follow these recommendations could result In severe personal injury or damage to trusses or buildings. A A WAHNING: Failure tofollow these recommendations could teoult in severe personal injury or damage to trusses or buildings. WARNING: Failure to follow these recommendations could result in severe orsonl injury or darri to trilinnAn or buildinris. I 4x2 PARALLEL CHORD TRUSS TOP CHORD 1 Tupuliuiiie tl,aI,e leteally braced can buckle togetherand cause collapse lftherelenodlago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. All lateral braces lapped at least two trusses. ~=A50 End diagonals are ess4nt al for stability and must be dupIRc1ateJ_,on both ends of the truss Frame 5 1(m) Lesser of 1/200 or 2' 'I! I Lesser of - Truss Depth D(in) PLUMB D(in) D150 D(fl) 12' 1/4' 1' 24" 1/2 _j_ 36" 3/4" 3' 48' 1" 4" 60" 1-1/4" 72' 14L2" 84' 1-3/4" 96' 2" 108 2" L(in) L/200 L(It) 50" 1/4" 4.2' 100" 1/2' 8.3' 150" 3/4" 12.5' Lit L1200 L(ft) 200" 1" 16.7' 250' 1-1/4' 20.8' 300' 1-1/2" 25.0' or 2' Maximum Plumb Misplacement Line OUT-OF-PLUMB INSTALLATION TOLERANCES. OUT-OF-PLANE INSTALLATION TOLERANCES. A DANGER: Under no circumstancee should WARNING: Do not cut trusses. . construction loads of any description be placed on unbraced trusses. - Frame Ji— Permanent continuous lateral bracing as specified by the truss engineering. Cross bracing repeated at each end of the building arid at 20' Intervals. 20, loss) 2' 30" or greater Continuous Top Chord Lateral Drooc Required -- or Greater Attachment Required —' Trusses must have lum- ber oriented in the hori- zontal direction to use this brace spacing. COAST GEOTECHNICAL CONSULTING ENGINEERS AND GEOLOGISTS -May 29, 2001 I Conway and Associates 135 Liverpool Drive, Suite D Cardiff, CA 92007 Attention: Tim Nagle and Mike Pasko Subject: INTERIM GRADING REPORT Pio Pico Office Building 2525 Pio Pico Drive Carlsbad, California References: 1) PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Commercial Building APN 156-120-64 2525 Pio Pico Drive, Carlsbad, California Prepared by Coast Geotechnical, Dated May. 5, 2000 2) GEOLOGIC RECONNAISSANCE Proposed Commercial Building APN 156-120-64 2525 Pio Pico Drive, Carlsbad, California Prepared by Coast Geotechnical, Dated February 24, 2000 Dear Mr. Nagle and Mr. Pasko: This interim report presents a summary of the grading operations to date on the subject property. A final grading report will be prepared at the completion of additional grading, utility line backfill and retaining wall backfill. If you have any questions, please-do not hesitate to contact us at (858) 755-8622. This opportunity to be of ser'geatiyappreciated I Respectfully sul COAST GEOTE CERTIFIED ENGWEERING /*) Mark Buell, C.E.G. Engineering Geologist ) I. '-) , •-.-. ,.,' 782 ILU -. . . xp. Vit yS in Ct, P. E 0 tEC Geotechnical Engineer 210P. Exp. 5-O2 ) 779 ACADEMY DRIVE • SOLANA BEACH, CALIFORNIA 92075 (858) 755-8622 • FAX (858) 755-9126 Coast Geotechnical May 29, 2001 W.O. G-312020 Page 2 DISCUSSION The grading contractor on this project is Pacific Coast Grading. The loose soil and weathered terrace deposits in the western portion of the site were removed to a depth of approximately 3.0 feet and replaced as properly compacted fill. This area is used for the temporary stockpile of excavated basement deposits, as well as a construction trailer. The basement excavation included cuts up to approximately 9.0 feet. The basement excavation exposes dense Pleistocene terrace deposits. CONCLUSIONS The geotechnical conditions encountered in the basement excavation are in substantial conformance with those anticipated in the Preliminary Geotechnical Investigation. The remedial grading conducted in the western portion of the site was observed and tested by a representative of this firm. Selective testing suggests that the fill was compacted to a minimum of 90 percent of the laboratory maximum dry density. Coast Geotechnical May 29, 2001 W.O. G-312020 Page 3 RECOMMENDATIONS Footing excavations for the proposed basement walls should be observed by a representative of this firm prior to placement of steel and forms. Retaining wall backfill and additional grading should be observed and tested by a representative of this firm. All of the recommendations presented in the Preliminary Geotechnical Investigation which are not superseded by this report remain applicable and should be implemented. LIMITATIONS This office assumes no responsibility for any alterations made without our knowledge and written approval to the slopes or pads on the subject lot, subsequent to the issuance of this report. All ramps made though slopes and pads, and other areas of disturbance which require the placement of compacted fill to restore them to the original condition, will not be reviewed unless such backlilling operations are performed under our observation and tested for required compaction. Observations and density testing were performed on a minimal periodic basis only. Enclosures: Density Test Results Portion of Grading Plan ENCLOSURES FIELD AND LABORATORY TEST RESULTS TABLE I Field Dry Density and Moisture Content Date 5/18/01 5/19/01 5/19/01 Moisture Test Test Approx. Content No. Location Elev. 1 See Map 82.0' 10.2 2 See Map 84.0' 11.8 3 See Map 84.0' 12.3 Dry Relative Density 06 Soil (cf) Compaction Type 116.7 Sedimentary Rock 122.8 96 A 118.8 92 A G-312020 - - - - - - - - - - - - - - EXISTING AC1PARKINC AREA 5(T TEMPORARY I OSaY CV (PARTIAL INSTALLATION Or ORE CHECK CONS rpuC nON ELECTRICAL VALVE DEFECTOR ASSEMBLY PER Ci$O W72) a BOX AT THIS LOCATION \ I 4(AFtGHR(AOAAPTOPW/TEMP EXISTING 6 CEDAR EDGE EXIflNG CONSTRUCTION METER FOR GRADING OPERATIONS r FENCE ON PL I r - P - ARKING LOT INSTALL TEMP BRACING ON INSER / . / / BLEND INTO - J EXISIT?IGCRAOE\\ :. . .. ---_- _ ,v. - ________________ PROPERTY LINE 518925 SI W 203.30 JOB-SITE TRAILER . -- I . 4 CONNECT TO ES 8 w p I '. EAR04SI.O4 VCP 55 PER 4O STOCKPILES - - - - ST (76.1 I.E.) V' /\, &MATE -------------- I LAONN AREA ....- / Co \ co . 03 ---- ; ,' \ PAD EL 8633 TEE OF SLOPE 126 LI - 4 P VC SOR . -. SEWER LATERAL 02%85 . I \... . .. OUTLINE NOS #90 AIRUIM GRATE o:NoR=s NOT A PART OF THIS PLAN INITERRACE DEPOSITS IFOR REFERENCE ONLY % ,' COMPACTED FILL / DRAIN .0 2% / TEG- i CATCH BASIN ..../' PER SDRSO 0-8 84.5 GRATE 82.5 IE INSTAU 17 LI 6 EG-? CATCH PVC ' " _NDS LT#UUCRASE -- RATE 81.40 SE a 86.2 ,ER SDRSD 0-8 6 PVC SE) 81.6 . .7__ 87 \ INVCRT (4. 8.11 IE0INLET . . . . - . -, S - . (TYP OF 3) / ALL 75 LI @ \ / 6 PVC STORM INSTALL Y & .1 DRAIN AT 2% RISER FOR FUTUREFUTURE1.44 TEMPORARY REMCVAL OF CLEAN-OUT 82.8 Fl. ,' C ROW FENCE FOR 21)RA RON / .. .. OF SO CONSTRUCTION IN CAL TRANS ROW 6' TEMP - S' PVC CL1ANOUT RISER INSTALL AND MARiTAl PORTION OF GRADING PLAN SCALE: 1"20' LEGEND i DENSITY TEST LOCATION (approx.) G-312020 COAST GEOTECHNICAL CONSULTING ENGINEERS AND GEOLOGISTS June 15, 2001 Conway and Associates 135 Liverpool Drive, Suite D Cardiff, CA 92007 Attention: Tim Nagle and Mike Pasko References: 1) INTERIM GRADING REPORT Pio Pico Office Building 2525 Pio Pico Drive, Carlsbad, California Prepared by Coast Geotechnical, Dated May 29, 2001 PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Commercial Building APN 156-120-64 2525 Pio Pico Drive, Carlsbad, California Prepared by Coast Geotechnical, Dated May 5, 2000 GEOLOGIC RECONNAISSANCE Proposed Commercial Building APN 156-120-64 2525 Pio Pico Drive, Carlsbad, California Prepared by Coast Geotechnical, Dated February 24, 2000 NOTICE OF FOOTING EXCAVATION OBSERVATION (Basement Excavation) 1) The geotechnical conditions encountered in the basement excavation are in substantial conformance with those anticipated in the Preliminary Geotechnical Investigation (see Interim Grading Report). 779 ACADEMY DRIVE . SOLANA BEACH, CALIFORNIA 92075 (858) 755-8622 • FAX (858) 755-9126 Coast Geotechnical June 15, 2001 W.O. G-312020 Page 2 The footing excavations for the basement retaining walls, column pads and continuous footings have been observed by this firm. The footings are founded into Pleistocene terrace deposits with an expansion potential in the very low range. The footing excavations are approved by this firm provided all loose deposits are removed from the base of the excavation prior to pouring concrete. The footing excavations were not reviewed for compliance with structural plans and location. Additional fill including retaining wall backfill should be placed while a representative of this firm is present to observe and test. If you have any questions regarding this letter, please contact our office. Reference to our Job No. P-312020 will help expedite a response to your inquiry. Respectfully. submittQ I COAST GEOTECHNLCIL 210 v Exp. 5-'."2 CERTIFIED L ' ') ENGINEER + / Mark Burwell, C.E.G.\7 '$' Engineering Geologist 0f:Aft COAST GEOTECHNICAL CONSULTING ENGINEERS AND GEOLOGISTS January 25, 2001 Conway and Associates 135 Liverpool Drive, Suite D Cardiff, CA 92007 Attention: Tim Nagle and Mike Pasko Subject: GRADING AND FOUNDATION PLAN REVIEW Pio Pico Office Building SDP 00-07 2565 Pio Pico Drive Carlsbad, California References: 1) PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Commercial Building APN 156-120-64 212$&65 Pio Pico Drive Carlsbad, California Prepared by Coast Geotechnical Dated May 5, 2000 2) GEOLOGIC RECONNAISSANCE Proposed Commercial Building APN 156-120-64 2565 Pio Pico Drive Carlsbad, California Prepared by Coast Geotechnical Dated February 24, 2000 Dear Mr. Nagle and Mr. Pasko: Our review of the proposed grading plans and foundation plans prepared by Conway and Associates indicates that they have, in general, included the applicable recommendations presented in our Preliminary Geotechnical Investigation. 779 ACADEMY DRIVE • SOLANA BEACH • CALIFORNIA 92075 (858) 755-8622 • FAX (858) 755-9126 e6ow q lqzor Coast Geotechnical January 25, 2001 W.O. P-312020 Page 2 COMMENTS All cut slopes should be reviewed by a certified engineering geologist. All fill should be placed under the observation and testing of a representative of the registered geotechnical engineer. All footing excavations should be observed by a representative of this firm prior to placement of forms and steel. LIMITATIONS The findings and opinions presented herein have been made in accordance with generally accepted professional principals in the fields of engineering geology and soils engineering. No warranty is provided. If you have any questions regarding this letter, please contact our office. Reference to our Job No. P-312020 will help expedite a response to your inquiry. Respectfully sub mitt BU& 0) COAST GEOTECH *Ad T 210 I(,I Up. 5-31-02 I-i 4 V % CERTIFIED / \ ENGINEERING J * Mark Burwell, C.E.G"'#" Engineering GeologiOp Vithayat&ne.. Geotechnical Engineer COAST GEOTECHNICAL CONSULTING ENGINEERS AND GEOLOGISTS May 5, 2000 I Conway and Associates - 135 Liverpool Drive, Suite D Cardiff, CA 92007 I Attention: Tim Nagle and Mike Pasko Subject: PRELIMINARY GEOTECHNICAL INVESTIGATION I Proposed Commercial Building JPN 156-120-64 Pio Pico Drive I '. Carlsbad, California Reference: GEOLOGIC RECONNAISSANCE I Proposed Commercial Building APN 156-120-64 2565 Pio Pico Drive I Carlsbad, California Prepared by Coast Geotechnical Dated February 24, 2000 I Dear Mr. Nagle and Mr. Pasko: I In response to your request and in accordance with our Proposal and Agreement dated April 3, 2000, we have performed a preliminary geologic and soils engineering investigation on the subject site for the proposed commercial development. The findings of the investigation, laboratory test results and recommendations for site development and foundation design are presented in this report. From a geologic and soils engineering point of view, it is our opinion that the site is suitable for the proposed development, provided the recommendations in this report are implemented during the design and construction phases. If you have any questions, please do not hesitate to contact us at (858) opportunity to be of servpiated. Respectfully submi COAST GEOTECHI YW/ 4. 1/1 (~ Mark Burwell, C.E. Engineering Geolo 01 SING 782 rn Exp. 12-31-01 ~F 2109 'r\ Exp. 5-31 -02 -if * ENGINEERING * aa.* (2w~Aj Vithayd Singhanet, P.E. Geotechnical Engineer I 779 ACADEMY DRIVE • SOLANA BEACH • CALIFORNIA 92075 (858) 755-8622 • FAX (858) 755-9126 j. / PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Commercial Building APN 156-120-64 2565 Pio Pico Drive Carlsbad, California Prepared For: Tim Nagle and Mike Pasko Conway and Associates 135 Liverpool Drive, Suite D Cardiff, CA 92007 May 5, 2000 W.O. P-312020 Prepared By: COAST GEOTECHNICAL 779 Academy Drive Solana Beach, California 92075 TABLE OF CONTENTS VICINITY MAP INTRODUCTION . 5 SITE CONDITIONS 5 PROPOSED DEVELOPMENT 5 PREVIOUS STUDIES 6 SUPPLEMENTAL SITE INVESTIGATION 6 LABORATORY TESTING 7 GEOLOGIC CONDITIONS 8 CONCLUSIONS 12 RECOMMENDATIONS 12 A. REMOVALS/RECOMPACTION 12 B. TEMPORARY SLOPES/EXCAVATION CHARACTERISTICS 13 C. FOUNDATIONS 13 D. SLABS ON GRADE (INTERIOR AND EXTERIOR) 14 E. RETAINING WALLS 15 F. SETTLEMENT CHARACTERISTICS 15 G. SEISMIC CONSIDERATIONS 15 H. SEISMIC PARAMETERS 16 I. UTILITY TRENCH 16 J. PRELIMINARY PAVEMENT DESIGN. 17 K. DRAINAGE 18 L. GEOTECHNICAL OBSERVATIONS 18 M. PLAN REVIEW 18 LIMITATIONS 19 REFERENCES 21 APPENDICES APPENDIX A LABORATORY TEST RESULTS EXPLORATORY TRENCH LOG GEOLOGIC MAP (REAR POCKET) APPENDIX B EARTHQUAKE FAULT ANALYSIS REGIONAL FAULT MAP APPENDIX C GRADING GUIDELINES Coast Geotechnical May 5, 2000 W.O. P-312020 Page 5 INTRODUCTION This report presents the results of our geotechnical investigation on the subject property. The purpose of this study is to evaluate the nature and characteristics of the earth materials underlying the property, the engineering properties of the surficial deposits and their influence on the proposed commercial development. SITE CONDITIONS The subject property is located south of Las Flores Drive, along the west side of Pio Pico Avenue, in the city of Carlsbad. The ½ acre rectangular lot descends to the southwest at a grade of about 8.0 percent. Relief on the site is approximately 12.5 vertical feet. The western margin of the property is bounded by a 6.0 to 7.0 foot high, 2:1 (horizontal to vertical) slope which descends to an off-ramp for Interstate 5. The site is bounded on the north and south by developed lots. The property has recently been tilled and vegetation is limited to a sparse growth of grasses on most of the site. Shrubs are established along the western property line. Drainage is generally by sheet flow to the southwest. PROPOSED DEVELOPMENT The Site Development map showing feasibility grading was prepared by Conway and Associates. The development includes the construction of a two story commercial Coast Geotechnical May 5, 2000 W.O. P-312020 Page 6 building over a subterranean basement. The basement will require excavation up to 8.0 feet. Proposed grading for exterior parking-drive areas includes minor cuts and fills, up to 1.0 to 2.0 feet, respectively. Access to the units will be via a 24 foot wide private asphaltic concrete driveway along the southern property line. All proposed roof gutters. and surface drains, as well as perimeter retaining wall subdrains will be collected by a proposed storm drain. The storm drain will discharge into an existing catch basin along the base of the western off-site 2:1 (horizontal to vertical) cut slope. PREVIOUS STUDIES A Preliminary Geotechnical study for the site was prepared by Barry and Associates, dated April 1, 1991. This study was prepared for a former project that did not include a subterranean structure. SUPPLEMENTAL SITE INVESTIGATION Supplemental site exploration included one (1) exploratory trench excavated with a tractor-mounted backhoe to a maximum depth of 15 feet. Earth materials encountered were visually classified and logged by our field engineering geologist. Undisturbed, representative samples of earth materials were obtained at selected intervals. Samples were obtained by driving a thin walled steel sampler into the desired strata. The samples are retained in brass rings of 2.5 inches outside diameter and 1.0 inches in height. The central portion of the sample is retained in close fitting, waterproof containers and transported to our laboratory for testing and analysis. Coast Geotechnical May 5, 2000 W.O. P-312020 Page 7 LABORATORY TESTING Classification The field classification was verified through laboratory examination, in accordance with the Unified Soil Classification System. The final classification is shown on the enclosed Exploratory Log. Moisture/Density The field moisture content and dry unit weight were determined for each of the undisturbed soil samples. This information is useful in providing a gross picture of the soil consistency or variation among exploratory excavations. The dry unit weight was determined in pounds per cubic foot. The field moisture content was determined as a percentage of the dry, unit weight. Both are shown on the enclosed Laboratory Tests Results and Exploratory Log. Maximum Dry Density/Optimum Moisture Content The maximum dry density and optimum moisture content were determined for selected samples of earth materials taken from the site. The laboratory standard tests were in accordance with ASTM D-1557-91. The results of the tests are presented in the enclosed Laboratory Test Results. Shear Test Shear tests were performed in a strain-control type direct shear machine. The rate of I I Coast Geotechnical May 5, 2000 W.O. P-312020 Page 8 deformation was approximately 0.025 inches per minute. Each sample was sheared I under varying confining loads in order to determine the Coulomb shear strength parameters, cohesion and angle of internal friction. Samples were tested in a saturated condition. The results are presented in the enclosed Laboratory Test Results. GEOLOGIC CONDITIONS The subject property is located in the Coastal Plains Physiographic Province of San Diego. The property is underlain at shallow depths by Pleistocene terrace deposits. The terrace deposits are underlain at depth by Eocene-age sedimentary rocks which have commonly been designated as the Santiago Formation on published geologic maps. The terrace deposits are covered by relatively thin residual soil deposits. A brief description of the earth materials encountered on the site is discussed below. Artificial Fill The southwestern portion of the site is covered, in part, by an isolated mound of fill. The isolated mound does not exceed 2.0 to 3.0 feet in height and is composed of locally derived silty and fine-grained sand. No other evidence of significant fill deposits was observed on the property. Residual Soil Approximately 1.0 foot of brown silty and fine-grained sand blankets the Pleistocene Coast Geotechnical May 5, 2000 W.O. P-312020 Page 9 terrace deposits locally. The soil is generally moist and loose. The contact with the underlying terrace deposits is gradational. Terrace Deposits Underlying the surficial materials, poorly consolidated Pleistocene terrace deposits are present. The sediments are composed of reddish brown weakly cemented, fine and medium-grained sand. In the vicinity of Trench No. 1, grey tan sand was encountered from a depth of 6.0 feet to 12 feet. The apparent lens of grey tan sand has virtually no cohesion and is underlain by reddish brown fine and medium-grained sand. Regionally, the Pleistocene sands are considered flat-lying and are underlain at depth by Eocene-age sedimentary rock units. Expansive Soil Based on our experience in the area and previous laboratory testing of selected samples, the residual soil and Pleistocene sands reflect an expansion potential in the low range Ground Water No evidence of perched or high ground water tables were encountered to the depth explored. The Pleistocene terrace deposits are relatively pervious and infiltrated water generally migrates down to and along the terrace deposit/Santiago Formation contact. It should be noted that seepage problems can develop after completion of construction. Coast Geotechnical May 5, 2000 W.O. P-312020 Page 10 These seepage problems most often result from drainage alterations, landscaping and over-irrigation. In the event that seepage or saturated ground does occur, it has been our experience that they are most effectively handled on an individual basis. Landsliding and Slope Stability No evidence suggesting the presence of deep-seated instability was observed on the site. The off-site 2:1 (horizontal to vertical) cut slope is composed of Pleistocene terrace deposits which generally perform adequately and are considered stable at the present gradient. Tectonic Setting The site is located within the seismically active southern California region which is generally characterized by northwest trending Quaternary-age fault zones. Several of these fault zones and fault segments are classified as active by the California Division of Mines and Geology (Alquist-Priolo Earthquake Fault Zoning Act). Based on a review of published geologic maps, no known faults transverse the site. Several steeply dipping short fault segment have been mapped in the regional area of the site. These northeast trending faults are exposed in the Eocene-age rocks of the Santiago Formation but not in the overlying Pleistocene terrace deposits and are presumably inactive. Coast Geotechnical May 5, 2000 W.O. P-312020 Page 11 The nearest active fault is the offshore Rose Canyon Fault Zone located approximately 5.0 miles west of the site. It should be noted that the Rose Canyon Fault is not a continuous, well-defined feature but rather a zone of right stepping en echelon faults. The complex series of faults has been referred to as the Offshore Zone of Deformation (Woodward- Clyde, 1979) and is not fully understood. Several studies suggest that the Newport- Inglewood and the Rose Canyon faults are a continuous zone of en echelon faults (Treiman, 1984). Further studies along the complex offshore zone of faulting may indicate a potentially greater seismic risk than current data suggests. Other faults which could affect the site include the Coronado Bank, Elsinore, San Jacinto and San Andreas Faults. The proximity of major faults to the site and site parameters are shown on the enclosed Earthquake Fault Analysis. Liquefaction Potential Liquefaction is a process by which a sand mass loses its shearing strength completely and flows. The temporary transformation of the material into a fluid mass is often associated with ground motion resulting from an earthquake. Owing to the moderately dense nature of the Pleistocene terrace deposits and the anticipated depth to ground water, the potential for seismically induced liquefaction and soil instability is considered low. Coast Geotechnical May 5, 2000 W.O. P-312020 Page 12 CONCLUSIONS The subject property is located in an area that is relatively free of potential geologic hazards such as landsliding, liquefaction, high ground water conditions and seismically induced subsidence. The existing fill, soil and weathered terrace deposits are not suitable for the support of structural footings, concrete flatwork or proposed fills. RECOMMENDATIONS Removals/Recompaction The existing fill, soil and weathered terrace deposits should be removed and replaced as properly compacted fill. Removals should include areas of proposed fills, pavement and exterior improvements. Removals are anticipated to range from 2.0 to 3.0 feet, however, greater depths of removal may be necessary. Due to the poorly consolidated nature of the Pleistocene sands, the base of the subterranean excavation should be scarified and compacted. Most of the existing earth deposits are generally suitable for reuse, provided they are cleared of all vegetation, debris and thoroughly mixed. Prior to placement of fill, the base of the removal should be observed by a representative of this firm. Additional overexcavation and recommendations may be necessary at that time. The exposed bottom should be scarified to a minimum depth of 6.0 inches, moistened as required and compacted to a minimum of 90 percent of the laboratory maximum dry density. Fill I Coast Geotechnical May 5, 2000 W.O. P-312020 I Page 13 I should be placed in 6.0 to 8.0 inch lifts, moistened to approximately 1.0 - 2.0 percent I above optimum moisture content and compacted to a minimum of 90 percent of the laboratory maximum dry density. Imported fill, if necessary, should consist of non- expansive granular deposits approved by the geotechnical engineer. Temporary Slopes/Excavation Characteristics I Temporary excavations which exceed a vertical height of 3.5 feet should be trimmed to I a gradient of 1:1 (horizontal to vertical) or less. The Pleistocene Terrace deposits may contain hard concretion layers. However, based on our experience in the area, the I sandstone is rippable with conventional heavy earth moving equipment in good working I order. I Foundations I The following design parameters are based on an anticipated expansion potential in the I low range. Footings for proposed structures should be a minimum of 12 inches wide and founded a minimum of 12 and 18 inches below the lower most adjacent subgrade at the time of foundation construction for single-story and two-story structures, I respectively. Footings should be reinforced with a minimum of four No. 4 bars, two along the top of the footing and two along the base. Footing recommendations I provided herein are based upon underlying soil conditions and are not intended to be in lieu, of the project structural engineer's design. Coast Geotechnical May 5, 2000 W.O. P-312020 Page 14 For design purposes, an allowable bearing value of 1500 pounds per square foot may be used for foundations at the recommended footing depths. The bearing value indicated above is for the total dead and frequently applied live loads. This value may be increased by 33 percent for short durations of loading, including the effects of wind and seismic forces. Resistance to lateral load may be provided by friction acting at the base of foundations and by passive earth pressure. A coefficient of friction of 0.35 may be used with dead- load forces. A passive earth pressure of 250 pounds per square foot, per foot of depth of approved fill or terrace deposits penetrated to a maximum of 1500 pounds per square foot may be used. Slabs on Grade (Interior and Exterior) Slabs on grade should be a minimum of 4.0 inches thick and reinforced in both directions with No. 3 bars placed 18 inches on center in both directions. The slab should be underlain by a minimum 2.0-inch sand blanket Where moisture sensitive floors are used, a minimum 6.0-mil Visqueen or equivalent moisture barrier should be placed over the sand blanket and covered by an additional two inches of sand. Utility trenches underlying the slab may be backfilled with on-site materials, compacted to a minimum of 90 percent of the laboratory maximum dry density. Slabs including exterior concrete flatwork should be reinforced as indicated above and provided with saw cuts/expansion Coast Geotechnical May 5, 2000 W.O. P-312020 Page 15 joints, as recommended by the project structural engineer. All slabs should be cast over dense compacted subgrades. Retaining Walls Cantilever walls (yielding) retaining nonexpansive granular soils may be designed for an active-equivalent fluid pressure of 35 pounds per cubic foot. Restrained walls (nonyielding) should be designed for an "at-rest" equivalent fluid pressure of 60 pounds per cubic foot. Wall footings should be designed in accordance with the foundation design recommendations. All retaining walls should be provided with an adequate backdrainage system (Miradrain 6000 or equivalent is suggested). The soil parameters assume a level granular backfill compacted to a minimum of 90 percent of the laboratory maximum dry density. Settlement Characteristics Estimated total and differential settlement is expected to be on the order of 3/4 inch and 1/2 inch, respectively. It should also be noted that long term secondary settlement due to irrigation and loads imposed by structures is anticipated to be 1/4 inch. Seismic Considerations Although the likelihood of ground rupture on the site is remote, the property will be exposed to moderate to high levels of ground motion resulting from the release of energy Coast Geotechnical May 5, 2000 W.O. P-312020 Page 16 should an earthquake occur along the numerous known and unknown faults in the region. The Rose Canyon/Newport-Inglewood Fault Zone is the nearest known active fault and is considered the design earthquake for the site. A maximum probable event along the offshore segment of the Rose Canyon Fault is expected to produce a peak bedrock horizontal acceleration of 0.36g and a repeatable ground acceleration of 0.23g. Seismic Parameters Soil Profile Type - Sc Seismic Zone - 4 Seismic Source - Type B Near Source Factor (NJ - 1.08 Near source Acceleration Factor (Na) - 1.0 Seismic Coefficients Ca =0.40 Na '= 0.40 C = 0.56 N = 0.61 Utility Trench We recommend that all utilities be bedded in clean sand to at least one foot above the top of the conduit. The bedding should be flooded in place to fill all the voids around the conduit. Imported or on-site granular material compacted to at least 90 percent relative compaction may be utilized for backfill above the bedding. The invert of subsurface utility excavations paralleling footings should be located above Coast Geotechnical May 5, 2000 W.O. P-312020 Page 17 the zone of influence of these adjacent footings. This zone of influence is defined as the area below a 45 degree plane projected down from the nearest bottom edge of an adjacent footing. This can be accomplished by either deepening the footing, raising the invert elevation of the utility, or moving the utility or the footing away from one another. Preliminary Pavement Design Previous testing by this firm suggests an R-value of 43 for Pleistocene sands. The following pavement design should be considered preliminary and may need to be revised based on actual conditions encountered during grading. 3.0 inches of asphaltic paving on 4.0 inches of select base (Class 2) on 12 inches of compacted subgrade soils Subgrade soils should be compacted to the thickness indicated in the structural section and left in a condition to receive base materials. Class 2 base materials should have a minimum Rvalue of 78 and a minimum sand equivalent of 30. Subgrade soils and base materials should be compacted to a minimum of 95 percent of their laboratory maximum I dry density. The pavement section should be protected from water sources. Migration of water into subgrade deposits and base materials could result in pavement failure. Coast Geotechnical May 5, 2000 W.O. P-312020 Page 18 Drainage - Specific drainage patterns should be designed by the project engineer or architect. However, in general, pad water should be directed away from foundations and around the structure to the street. Roof water should be collected and conducted to hardscape or the street, via non-erodible devices. Pad water should not be allowed to pond. Vegetation adjacent to foundations should be avoided. If vegetation in these areas is desired, sealed planter boxes or drought resistant plants should be considered. Other alternatives may be available, however, the intent is to reduce moisture from migrating into foundation subsoils. Irrigation should be limited to that amount necessary to sustain plant life. All drainage systems should be inspected and cleaned annually, prior to winter rains. Geotechnical Observations Structural footing excavations should be observed by a representative of this firm, prior to the placement of steel and forms. All fill should be placed while a representative of the geotechnical engineer is present to observe and test. Plan Review A copy of the final plans should be submitted to this office for review prior to the initiation of construction. Additional recommendations may be necessary at that time. Coast Geotechnical May 5, 2000 W.O. P-312020 Page 19 LIMITATIONS This report is presented with the provision that it is the responsibility of the owner or the owner's representative to bring the information and recommendations given herein to the attention of the project's architects and/or engineers so that they may be incorporated I into plans. If conditions encountered during construction appear to differ from those described in this report, our office should be notified so that we may consider whether modifications are needed. No responsibility for construction compliance with design concepts, specifications or recommendations given in this report is assumed unless on-site review is performed during the course of construction. The subsurface conditions, excavation characteristics and geologic structure described herein are based on individual exploratory excavations made on the subject property. The subsurface conditions, excavation characteristics and geologic structure discussed should in no way be construed to reflect any variations which may occur among the exploratory excavations. Please note that fluctuations in the level of ground water may occur due to variations in rainfall, temperature and other factors not evident at the time measurements were made and reported herein. Coast Geotechnical assumes no responsibility for variations which may occur across the site. Coast Geotechnical May 5, 2000 W.O. P-312020 Page 20 The conclusions and recommendations of this report apply as of the current date. In time, however, changes can occur on a property whether caused by acts of man or nature on this or adjoining properties. Additionally, changes in professional standards may be brought about by legislation or the expansion of knowledge. Consequently, the conclusions t and recommendations of this report may be rendered wholly or partially invalid by events beyond our control. This report is therefore subject to review and should not be relied upon after the passage of two years. The professional judgments presented herein are founded partly on our assessment of the technical data gathered, partly on our understanding of the proposed construction and partly on our general experience in the geotechnical field. However, in no respect do we guarantee the outcome of the project. Coast Geotechnical May 5, 2000 W.O. P-312020 Page 21 REFERENCES Barry and Associates, 1991, Preliminary Geotechnical Investigation, Proposed Medical Office Building, Pio Pico Avenue, Carlsbad, California. Coast Geotechnical, 1999, Preliminary Geotechnical Investigation, Proposed Five (5) Lot Subdivision, Portion of Lots 3 and 4, Map 2169, Carlsbad Tract 98-16, Buena Vista Way, Carlsbad, California. Petersen, Mark D. and others (I)MG), Frankel, Arthur D. and others (USGS), 1996, Probabilistic Seismic Hazard Assessment for the State of California, California Division of Mines and Geology OFR 96-08, United States Geological Survey OFR 96-706. Hays, Walter W., 1980, Procedures for Estimating Earthquake Ground Motions, Geological Survey Professional Paper 1114, 77 pages. Seed, H.B., and Idriss, I.M., 1970, A Simplified Procedure for Evaluating Soil Liquefaction Potential: Earthquake Engineering Research Center. I 6. Tan, S.S., and Giffen, D.G., 1995, Landslide Hazards in the Northern Part of the San Diego Metropolitan Area, San Diego County, Plate 35A, Open-File Report 95- 04, Map Scale 1:24,000. 7. Treiman, J.A., 1984, The Rose Canyon Fault Zone, A Review and Analysis, California Division of Mines and Geology. MAPS/AERIAL PHOTOGRAPHS Aerial Photograph, 1982, Foto-Map D-7, Scale 1=2000'. California Division of Mines and Geology, 1994, Fault Activity Map of California, Scale 1"=750,000'. Geologic Map of the Oceanside, San Luis Rey and San Marcos 7.5' Quadrangles, 1996, DMG Open File Report 96-02. 3. Conway and Associates, 2000, Site Development Plan, Pio Pico Office Building, Sheet 1, Scale 1=10'. 5. U.S.G.S., 7.5 Minute Quadrangle Topographic Map, Digitized, Scale Variable. APPENDIX A I LABORATORY TEST RESULTS TABLE - Maximum Dry'Density and Optimum Moisture Content (Laboratory Standard ASTM D-1557-91) Sample Max. Dry Optimum Location Density (pcf) Optimum Content T-1@1.5'-3.5' 127.8 10.2 TABLE II Field Dry Density and Moisture Content Sample Field Dry Field Moisture Location Density Content (cf) 06 T-1 @ 2.0' 128.6 5.7 T-1 @ 4.5' 109.6 7.3 T-1 @ 8.0' 110.6 8.9 T-1 @ 10.5' 111.6 8.9 TABLE III Direct Shear Test Results Sample Location Angle of Apparent Cohesion Internal Friction 0 (nsf) T-1 @ 1.0 1 -3.0' 29 Degrees 120 (Remolded) P-312020 0 00 DRY DENSITY (pot) CN 110 %0 MOISTURE CONTENT (%) /1 NO GROUNDWATER OBSERVED SUBSURFACE WATER SAMPLE DEPTH ELEVATION I Rol GRAPHIC LOG SOIL CLASS. (USCS) ITI t- 0 S - 2 iii j I CID U _ CA m LL. LA H 03 rA U - z tlj rA APPENDIX B DATE: Wednesday, February 23, 2000 - * * U * E Q F A U L T * * * * Ver. 2.20 * • ************************************* I .'(Estimation of Peak Horizontal Acceleration From Digitized California Faults) SEARCH PERFORMED FOR: CONWAY & ASSOCIATES I JOB NUMBER: R-312020 JOB NAME: PlO PICO I SITE COORDINATES: LATITUDE: 33.1702 N I LONGITUDE: 117.3451 W SEARCH RADIUS: 60 mi I ATTENUATION RELATION: 2) Campbell & Bozorgnia (1994) Horiz. - Soft Rock UNCERTAINTY (M=Mean, S=Mean+1-Sigma): S I SCOND: 0 COMPUTE PEAK HORIZONTAL ACCELERATION I FAULT-DATA FILE USED: CDMGSCE.DAT SOURCE OF DEPTH VALUES (AAttenuation File, FFault Data File): A ----------------------------- DETERMINISTIC SITE PARAMETERS ----------------------------- Page 1 ----------------------------------------------------------------------------- MAX. CREDIBLE EVENT MAX. PROBABLE EVENT APPROX. ABBREVIATED DISTANCE MAX. PEAK SITE MAX. PEAK SITE FAULT NAME mi (kin) CRED. SITE INTENS PROB. SITE INTENS MAG. ACC. g MM MAG. ACC. g MM SAN JACINTO-COYOTE CREEK 52 ( 84) 6.80 0.048 VI 6.20 0.028 V SAN JACINTO-ANZA 46 ( 74) 7.20 0.082 VII 6.90 0.063 VI SAN JACINTO-SAN JACINTO VA 46 ( 75) 6.90 0.063 VI 6.80 0.057 VI SAN JACINTO-SAN BERNARDINO 59 ( 94) 6.70 0.037 V 6.70 0.037 V ELSINORE-COYOTE MOUNTAIN 59 ( 95) 6.80 0.041 V 6.20 0.024 IV ELSINORE-JULIAN 24 ( 38) 7.10 0.176 VIII 6.40 0.105 VII ELSINORE-TEMECULA 24 ( 38) 6.80 0.145 VIII 6.30 0.099 VII ELSINORE-GLEN IVY 33 ( 52) 6.80 0.096 VII 6.30 0.062 VI WHITTIER 50 ( 80) 6.80 0.051 VI 5.90 0.023 IV CHINO-CENTRAL AVE. (Elsino 47 ( 76) 6.70 0.051 VI 5.50 0.020 IV EARTHQUAKE VALLEY 44 ( 71) 6.50 0.047 VI 5.70 0.023 IV CORONADO BANK 21 ( 35) 7.40 0.241 IX 6.30 0.113 VII NEWPORT-INGLEWOOD (Off shor 5 ( 8) 6.90 0.637 X 5.80 0.360 IX ROSE CANYON 5 ( 9) 6.90 0.617 X 5.70 0.312 IX NEWPORT-INGLEWOOD (L.A.Bas 45 ( 72) 6.90 0.066 VI 5.60 0.021 IV PALOS VERDES 35 ( 57) 7.10 0.111 VII 6.20 0.050 VI COMPTON THRUST 55 ( 88) 6.80 0.066 VI 5.80 0.030 V ELYSIAN PARK THRUST 57 ( 92) 6.70 0.057 VI 5.80 0.028 V -END OF SEARCH- 18 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS. THE NEWPORT-INGLEWOOD (Offshore) FAULT IS CLOSEST TO THE SITE. IT IS ABOUT 5.0 MILES AWAY. LARGEST MAXIMUM-CREDIBLE SITE ACCELERATION: 0.637 g LARGEST MAXIMUM-PROBABLE SITE ACCELERATION: 0.360 g — — — — — .- — — M — — — — — — — — — — .-;--•: ' c%:;!: k • t--- <Ek . , owl REGIONAL FAULT MAP EXPLANATION r - ' - - •-" . . '-—: . ______ -- • S-29 .. — 1 ' - SPECIAL NqTAr1Oe4S ;ITE •-- - :: • 'I -- 8 / • - W - e - - - I - - —. —.— - — — — . • ••'" •"; 5.-.--- - .1 •— 8., le ,. -.. -• . .._. - — - - -- — - — — — CDG . • •.- .ç- -.-. '- ..&-' — Si 0 12 24.11 -A. GRAPHIC SCALE COW GE07ECHMMU •.'1. cIco I APPENDIX C GRADING GUIDELINES I Grading should be performed to at least the minimum requirements of the governing agencies, Chapter 33 of the Uniform Building Code, the geotechnical report and the guidelines presented below. All of the guidelines may not apply to a specific site and I additional recommendations may be necessary during the grading phase. Site Clearing Trees, dense vegetation, and other deleterious materials should be removed from the I site. Non-organic debris or concrete may be placed in deeper fill areas under direction of the Soils engineer. I Subdrainage 1. During grading, the Geologist and Soils Engineer should evaluate the necessity of placing additional drains (see Plate A). I 2. All subdrainage systems should be observed by the Geologist and Soils Engineer during construction and prior to covering with compacted fill. I 3. Consideration should be given to having subdrains located by the project surveyors. Outlets should be located and protected. I Treatment of Existing Ground All heavy vegetation, rubbish and other deleterious materials should be disposed I of off site. All surficial deposits including alluvium and colluvium should be removed unless otherwise indicated in the text of this report. Groundwater existing in the alluvial areas may make excavation difficult. Deeper removals than indicated in the text of the report may be necessary due to saturation during winter months. Subsequent to removals, the natural ground should be processed to a depth of six inches, moistened to near optimum moisture conditions and compacted to fill standards. Fill Placement 1. Most site soil and bedrock may be reused for compacted fill; however, some special processing or handling may be required (see report). Highly organic or contaminated soil should not be used for compacted fill. (1) I 2. Material used in the compacting process should be evenly spread, moisture conditioned, processed, and compacted in thin lifts not to exceed six inches in I thickness to obtain a uniformly dense layer. The fill should be placed and compacted on a horizontal plane, unless otherwise found acceptable by the Soils I Engineer. 3. If the moisture content or relative density varies from that acceptable to the Soils engineer, the Contractor should rework the fill until it is in accordance with the I following: Moisture content of the fill should be at or above optimum moisture. I Moisture should be evenly distributed without wet and dry pockets. Pre- watering of cut or removal areas should be considered in addition to I watering during fill placement, particularly in clay or dry surficial soils. Each six inch layer should be compacted to at least 90 percent of the I maximum density in compliance with the testing method specified by the controlling governmental agency. In this case, the testing method is ASTM Test Designation D-1557-91. 4. Side-hill fills should have a minimum equipment-width key at their toe excavated 'through all surficial soil and into competent material (see report) and tilted back I into the hill (Plate A). As the fill is elevated, it should be benched through surficial deposits and into competent bedrock or other material deemed suitable by the Soils Engineer. I 5. Rock fragments less than six inches in diameter may be utilized in the fill, provided: a) They are not placed in concentrated pockets; I b) There is a sufficient percentage of fine-grained material to surround the rocks; c) The distribution of the rocks is supervised by the Soils Engineer. Rocks greater than six inches in diameter should be taken off site, or placed in accordance with the recommendations of the Soils Engineer in areas designated as suitable for rock disposal. In clay soil large chunks or blocks are common; if in excess of six (6) inches minimum dimension then they are considered as oversized. Sheepsfoot compactors or other suitable methods should be used to break the up blocks. 1 (2) 8. The Contractor should be required to obtain a minimum relative compaction of 90 percent out to the finished slope face of fill slopes. This may be achieved by either overbuilding the slope and cutting back to the compacted core, or by direct compaction of the slope face with suitable equipment. If fill slopes are built "at grade" using direct compaction methods then the slope construction should be performed so that a constant gradient is maintained throughout construction. Soil should not be "spilled" over the slope face nor should slopes be "pushed out" to obtain grades. Compaction equipment should compact each lift along the immediate top of slope. Slopes should be back rolled approximately every 4 feet vertically as the slope is built. Density tests should be taken periodically during grading on the flat surface of the fill three to five feet horizontally from the face of the slope. In addition, if a method other than over building and cutting back to the compacted core is to be employed, slope compaction testing during construction should include testing the outer six inches to three feet in the slope face to determine if the required compaction is being achieved. Finish grade testing of the slope should be performed after construction is complete. Each day the Contractor should receive a copy of the Soils Engineer's "Daily Field Engineering Report" which would indicate the results of field density tests that day. 9. Fill over cut slopes should be constructed in the following manner: All surficial soils and weathered rock materials should be removed at the cut-fill interface. A key at least 1 equipment width wide (see report) and tipped at least 1 foot into slope should be excavated into competent materials and observed by the Soils Engineer or his representative. The cut portion of the slope should be constructed prior to fill placement to evaluate if stabilization is necessary, the contractor should be responsible for any additional earthwork created by placing fill prior to cut excavation. 10. Transition lots (cut and fill) and lots above stabilization fills should be capped with a four foot thick compacted fill blanket (or as indicated in the report). 11. Cut pads should be observed by the Geologist to evaluate the need for overexcavation and replacement with fill. This may be necessary to reduce water infiltration into highly fractured bedrock or other permeable zones,and/or due to differing expansive potential of materials beneath a structure. The overexcavation should be at least three feet. Deeper overexcavation may be recommended in some cases. (3) I 12. Exploratory backhoe or dozer trenches still remaining after site removal should be excavated and filled with compacted fill if they can be located. I Grading Observation and Testing 1. Observation of the fill placement should be provided by the Soils Engineer during the progress of grading. I 2. In general, density tests would be made at intervals not exceeding two feet of fill height or every 1,000 cubic yards of fill placed. This criteria will vary depending on soil conditions and the size of the fill. In any event, an adequate number of I field density tests should be made to evaluate if the required compaction and moisture content is generally being obtained. Density tests may be made on the surface material to receive fill, as required by the Soils Engineer. Cleanouts, processed ground to receive fill, key excavations,subdrains and rock disposal should be observed by the Soils Engineer prior to placing any fill. It will be the Contractor's responsibility to notify the Soils Engineer when such areas are ready for observation. A Geologist should observe subdrain construction. A Geologist should observe benching prior to and during placement of fill. Utility Trench Backfill Utility trench backfill should be placed to the following standards: Ninety percent of the laboratory standard if native material is used as backfill. As an alternative, clean sand may be utilized and flooded into place. No specific relative compaction would be required; however, observation, probing, and if deemed necessary, testing may be required. Exterior trenches, paralleling a footing and extending below a 1:1 plane projected from the outside bottom edge of the footing, should be compacted to 90 percent of the laboratory standard. Sand backfill, unless it is similar to the inplace fill, should not be allowed in these trench backfill areas. Density testing along with probing should be accomplished to verify the desired results. (4) 10' 5' 'O' APN 156-120-67 * I APN 156-120-43 SCALE: I "=I 0' C, I .75 CY 6-12" RIP RAP + I I City of Carlsbad -a A I r AND 2'X3' CONCRETE I 1 Site Development Plan POLE - TO REMAIN I I 11 - RELOCATE GUY I I Onner/AppLican t/Engineer summary Table GEOLOGIC MAP Grading: WIRE PER SDG&E .................. Conway & Assoc.. Inc. Street Address 2565 Pio Pico Dr Cut = 580 CY RECOMMENDATIONS 135 Liverpool Drive Suite D APN ..................................... 156-120-64 F Fill = 550 CY Pio Pico Office Building ..................... Cardiff, CA 92007 Existing Zone R-P ....................... (760) 753-1453 Existing Use Vacant Export = 30 CY GEOLOGIC UNITS r Site Development Plan Review ..................... Proposed Use Office Building af ARTIFICAL FILL ............................... APN: 156-120-64 Lot Size 1/2 acre Total building coverage 3000 SF - 14% I Qs RESIDUAL SOIL Site Plan .... ... Sewerna ter/Schools: Building Square footage 9000 SF Qt TERRACE DEPOSITS ........................ City of Carlsbad Landscaping 32% 6 Scale: 1 " = 10' .............. Parking Required 26 SYMBOLS i Date Prepared: 2/16/00 Parking Provided .............. 27 Average Daily Wps --- CONTACT (approx.) Commercial ................. 11 0 Residential ................... 6 COAST GEOTECEINICAL 1 Storage ........................ 4 R-312020 NOSCALE 'r L. - . .' /- zr. * -. ~ .. Sheet 1 of 11 Sheets - T-- - - - - - - - - -. - - -- - I --- 7, , P ." - - -- - - 1 'I' -1 r- - -- A I L~ &I - 919.3 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: to Building Permit Plan Check Number: Project Address: P EL Z-0- (0 00 Project Applicant (Owner Name): Project Description: Building Type: Residential: Number of New Dwelling Units Square Feet of Living Area in New Dwelling Second Dwelling Unit: Square Feet of Living Area in SDU = Residential Additions: Commercial/Industrial: City Certification of Applicant Information: Net Square Feet New Area Square Feet Floor Area Date: SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD 9.2of Carlsbad Unified School District San Marcos Unified School District 801 Pine Ave. 215 Mata Way Carlsbad CA 92009 (729-9291) San Marcos, CA 92069 (736-2200) Encinitas Union School District San Dieguito Union High School District 101 South Rancho Santa Fe Rd 710 Encinitas Blvd. Encinitas, CA 92024 (944-4300) Encinitas, CA 92024 (753-6491) Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of pequry that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to nnoLehalf the Owner. Signature: P Date: , /o / 1635 Faraday Avenue • Carlsbad, CA 92008-7314 • (760) 602-2700 • FAX (760) 602-8560 Revised 4/20/00 City of Carlsbad FO 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:P%L 0 p Building Permit Plan Check Number: (c- 4 041. Project Address: Pis, 6 6 t— el (ç(0- 7._o' {'° Project Applicant (Owner Name): Project Description: U3 / r Building Type: Residential: Number of New Dwelling Units Square Feet of Living Area in New Dwelling I Second Dwelling Unit: Square Feet of Living Area in SDU Residential Additions: Net Square Feet New Area Commercial/Industrial: Square Feet Floor Area City Certification of Applicant Information: tkA. Date: c/ / SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD Carlsbad Unified School District San Marcos Unified School District 801 Pine Ave. 215 Mata Way Carlsbad CA 92009 (729-9291) San Marcos, CA 92069 (736-2200) Encinitas Union School District San Dieguito Union High School District 101 South Rancho Santa Fe Rd 710 Encinitas Blvd. Encinitas, CA 92024 (944-4300) Encinitas, CA 92024 (753-6491) Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. Signature: Date: 1635 Faraday Avenue • Carlsbad, CA 92008-7314 • (760) 602-2700 • FAX (760) 602-8560 Revised 4/20/00 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 SCHOOL DISTRICT OFFICIAL TITLE S Freeman C' Assistant ntandeft NAME OF SCHOOL DISTRICT Isusinm 301WOM Carlsbad Unified School District nm DATE S S Carlsbad, alitornja 92OQ PHONE NUMBER Conway & Associates, Inc. Civil Engineers/Surveyors/General-Engineering Contractors AB4 12412 135 Liverpool Drive • Suite D. Cardiff-by-the-Sea, CA 92007 Telephone (760) 753-1453 • Fax (760) 635-0839 Pio Pico Office Building - 2565 Pio Pico Drive, Carlsbad City of Carlsbad Plancheck #00-4142 ROOM REQUIRED R 0 GLASS PROVIDED AREA W H Sqin SqFT W H Sqin SqFT DWELLING Room SF Light Ventilation Light Ventilation Living 438 43.8 21.9 8o80 SLGL Door 96 98 9408 65.333 85.39 8488 7247.1 50.33 50.33 (1 side operable) 25.16 25.16 4o5o Casement 48.75 60.5 2949 20.482 40.5 56.25 2278.1 15.82 15.82 (2 side operable) 15.82 15.82 Dining 208 20.8 10.4 Combine Living & Dining 64.6 66.15 rooms per 1203.1 32.3 40.98 Bedroom 176 17.6 96 98 9408 65.333 85.39 84.88 7247.1 50.33 50.33 88 1 25.161 2516 TOTAL THIS UNIT I 116.47 I 66.15 oz Pio Pico Office Building Cl 0 tiiI, Page 1 of 1 Piop-light-ventilation-120500.XIS 1/24/01 Electrical City of Carlsbad Plumbing - Electrical - Me a)jic/ Workheet Project Address 25Z5 f% Permit No. - 4Ø Z Questions below refer to work being done for this permit only. Plumbing Number of new or relocated fixtures, traps, or floor drains? New building sewer line?• Number of roof drains? Install/alter water line? Number of water heaters? Miimkgr rf hrc hikc? /7 Yes No Yes No - Gasiing system - : .. Install Repair.,. ----.. Number of new or relocated gasoutlets.. .• Neater meter- ........................... 1. . No. of . . Size :2 ......................... .. ..........: ..................Potable /&/' irrigation Number of new panels or subpaels3. Size of.Ne A Single. Phase : .;.;, ....:. . .. Si Three Phase -: Three Phase-480 ..... :..............., S.. - Rembdel(relocate existing:outlet/switchesor:add outlets/switches Mechanical 41 Number of furnaces, A/C, or heat pumps? Number of fireplaces? Number of exhaust fans? Number of exhaust hoods? Number of boilers or compressors? New or relocated duct work? . Jumb...of amperes Number ofamperes.Z_Z. Number of amperes ,No / p Numberof HP? Yes / No BEFORE THE PERMIT CAN BE FEE'D OUT THIS FORM NEEDS TO BE RETURNED TO THE BUILDING DEPARTMENT- FAX NUMBER (760) 602-8558 U (i410 WA) fl- cjT. at"-~4-cv kL1 BUILDING PLANNING ENGINEERING FIRE APPR/FORM HEALTH DEPT HAZ MAT/AIR QUAL OTHER SEWER DISTR 'G GRADING IETER PLAN CORR ENO CORR SCHOOL FORM CFO FORM P E & M WORKSHEET BLDG FEES COMPLETE 2525 C8004142 565PI0 P1CC DR CBAD CONWAY BUILDING 7758 SF OFFICE 1242 SF RESIDENTIAL IN BASEMENT COMMIND COMM QNWAY & ASSOC., INC ç'(i f64S (1 ojRco L ORPORATED 1952 U LP 0 ~ .. 9VS Plan Check Re' Fee Additional Fees City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 11-292001. Plan Check Revision Permit No:PCR01248 Building Inspection Request Line (760) 602-2725 Job Address: 2525 PlO PICO DR CBAD Permit Type: PCR Status: ISSUED Parcel No: Lot #: 0 Applied: 10/10/2001 Valuation: $0.00 Construction Type: NEW Entered By: JM Reference #: CB004142 Plan Approved: 11/29/2001 Issued: 11/29/2001 Project Title: PlO PICO OFFICE BUILDING Inspect Area: FLOOR JOIST & STRUCTURAL Applicant: PASKO MICHAEL 2525 PlO PICO DRIVE CARLSBAD CA 92008 760-753-1453 Total Fees: $120.00 Owner: © TotalPavmentsToDate: $000 5580 11/29/01 0002 01 cop $120.00 02 120-00 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 capacfiy changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which you have oreviouslv been aiven a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. - PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 PQ:2''8 FOR OFFICE USE0NLY9\. PLAN CHECK EST. VAL. Plan Ck. Deposit Validated By Address (include Legal Description - Lot No.. Subdivision Name/Number .. Unit No.. -Phase No. Total # of units Assessor's Parcel # Existing Use Use Des ti of Work ' SQ. FT. #of Stories # of id'ortT' VYf-f of Bathrooms Qei'o,j 7-?4 '67 OOt' 7Dt, * 1! ' 5 t-1/L16-L- a IS-i v C '13dd a'5 753 3/c-D59 Name Address City State/Zip Telephone # Fax # '"l .- ..* ttht- rr...asr -'------ - -' .- - - ..--flJffQContrastor E tfontorjQ Owner 0 Agent !or.Qwner Name Address - - City State/Zip Telephone # Name . Address . . City.- - State/Zip , Telephone # Z---_1_.__ (Sec. 7031.5 Business and Professions Code: Any City or County. which requires a permit to Construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, Commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a Civil penalty of not more than five hundred dollars ($5001). Name . . - Address - City State/Zip Telephone # State License # . ' - License, Class . City Business License # - Designer Name - Address City . - State/Zip Telephone - State License # RM . 3 Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: . 0 I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. - 0 I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is. issued. My worker's compensation insurance carrier and policy number are: Insurance Company - Policy No.. . - Expiration Date__________________ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS ($1001 OR LESS) 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 7 j iFATMENE rLARAI I hereby affirm that I am exempt from the Contractor's License Law for the following reason: E] I, as owner of the. 'propertyor my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply-to an owner of property who builds or improves thereon, and who does such'work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Prbfessions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). ' 0 I am exempt under Section Business and Professions Code for this reason: - 1. -I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES ONO 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 / address / phone number / contractors license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number): I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicatód (include name / address / phone number / type of work): PROPERTY OWNER SIGNATURE . , DATE7-7 - - 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-Tannei 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 districtor 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. - - --r r I herebyaffirm 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 ' Z DEMO T!T I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the Cits of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of Structures over 3 Stories in height. EXPIRATION: Every permit issued b e building Official under the provisions of this Code shall expire by limitation and become null and void it the. building or work authorized by such permit is not co men d within 180 days from the date of such permit or if the buildingor work authorized by such permit is suspended or abandoned at any time after the work is corn enced r eriod of 180 days ion 106.4.4 Uniform Building Code). - - APPLICANT'S SIGNATURE L V' - DATE / - - WHITE: File YELLOW: Applicant - PINK: Finance - EsGil Corporation n 'artnersiip witic government fir ouiMng safety DATE: November 29, 2001 Q APPLICANT 0 JURIS. JURISDICTION: Carlsbad 11 PLAN REVIEWER 0 FILE PLAN CHECK NO.: PCR01-248(004142.rev.rc1)______ SET:!! PROJECT ADDRESS: 2825 Plo Pico Drive PROJECT NAME: Plan Revision for the Stairs & Landing ® A-A and New Trusses The plans transmitted herewith have been corrected where necessary and substantially comply with the Jurlsdiotio&o building codee. 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. 0 The check list transmitted herewith is for your Information, The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #.- Date contacted: (by: ) Fax #: Mall Telephone Fox In Person REMARKS: Engineer to hand carry the recommended plans for approval ikAbDr.L By: Bert Domingo Enclosures: Esgil Corporation 0 GA MB EJ 0 Pc Log tmsmtj.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560.1468 • Fax (858) 560-1576 Od 61:ST TOOZ 6Z AON 9ST09S88T:XJ dOJ1I9S3 I VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: PCR01.248(00. 4142,rev.rcl) PREPARED BY: Bert Domingo DATE: November 29, 2001 BUILDING ADDRESS: 2525 Pic Pico Drive BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Air Conditioning_ Fire Sprinklers TOTAL VALUE Jurlsdlctfon Code cb jBy Ordinance I., (II.Tl Plan Fee by Ordinance v $120.00 Type of Review: 0 Complete Review Structural Only 0 Other :T 0 Repetitãve Fee Repeats Hourly ( if Hour Eagli Plan Review Pee I $96.00 s Based onhouryrate Comments: Additional fee due to the new trusses submitted. Sheet I of I macvalue.doc 0d O:SI 100Z 6Z AON 9LST09S88I:XJ dIOJ lIDS] msi.Corporation Zn h2rsAp rsiitli overn1rsmt for ui(&?Safty FAX TRANSMITTAL Date: / / 12 / / Number of Pages Being Transmitted: (Including Fax Transmittal) Time Sent: ) 20 To: C.LS6A D OL.DCJ From: bux- - Phone #: Hard Copy Mailed? YES 0 NO 0 Fax#: (2.9550, Remarks; 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 10d 6T:ST TOOZ 6Z AON 9T0988T:XeJ 'diO3 1I9S EsGil Corporation In Partners/lip with Government for Bui&ing Safety DATE: October 19, 2001 El APPLICANT JURISDICTION: Carlsbad D PLAN REVIEWER 0 FILE PLAN CHECK NO.: PCRO1-248(0O-4142.rev) SET: I PROJECT ADDRESS: 2525 Pio Pico Drive PROJECT NAME: Plan Revision for the Stairs and Landing System at Line A 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: Michael Pasko 2525 Pio Pico Drive, Carlsbad, CA 92008 LI 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: Michael Date t 1O2,Z_c1 (by: b-) Mail s.— Telephone .-' Fax— In Person j REMARKS:. Telephone #: (760) 753-1453 Fax #: (760) 635- 0839 By: Bert Domingo Enclosures: Esgil Corporation flGA EMB EEJ F1 PC 10/11/01 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 Carlsbad PCR01-248(O0-4142.rev) October 19, 2001 PLAN REVIEW CORRECTION LIST COMMERCIAL. PLAN CHECK NO.: PCRO1-248(00.4142.rev) JURISDICTION: Carlsbad OCCUPANCY: USE: TYPE. OF CONSTRUCTION: ACTUAL AREA: ALLOWABLE FLOOR AREA: STORIES: HEIGHT: ISPRINKLERS?: I FOR I1.4c DATE PLANS RECEIVED BY JURISDICTION: Structural only DATE INITIAL PLAN REVIEW COMPLETED: October 19, 2001 OCCUPANT LOAD: DATE PLANS RECEIVED BY ESGIL CORPORATION: 10/11/01 PLAN REVIEWER: Bert Domingo FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 1997 UBC. The following items listed need clarification, modification or change. All -items must be satisfied before -the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed. up the recheck process, please note on. this list (or a. copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad PCR01-248(00-4142.rev) October 19, 2001 GENERAL 1. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 'Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635,Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to E'sGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil 'Corporation is complete. . PLANS 2. All sheets of the plans and the first sheet of the calculations are required to be signed by the California licensed architect or engineer responsible for the plan preparation. Please include the California license number, seal, date 'of license expiration and the date the plans are signed. Business and Professions Code. 3. On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below. REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec. 1701 of the Uniform Building Code. ITEM REQUIRED? REMARKS FIELD WELDING DESIGNER-SPECIFIED OTHER 4. When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit. Please review Section 1063.5. Please complete the attached form. Carlsbad PCRO 1-248(O0-4142.rev) October 19, 2001 ADDITIONAL STRUCTURAL What happened to the drag system along line? Please bubble the area that were changed and cross reference to the revision column as described below. Please show a revision column to reflect the date and a short description of the change and/or create a delta designation cross, referenced from the bubbled change as required above. Please show detail 1/XD as referenced on sheet 5B.- Please cross reference the details C-C type I & 2 as shown on sheet D7 to the framing 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: El Yes El No The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Bert Domingo. at Esgil Corporation. Thank you. Carlsbad PCR01-248(00-4142.rev) October 19, 2001 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: PCR01-248(00- 4142.rev) PREPARED BY: Bert Domingo DATE: October 19, 2001 BUILDING ADDRESS: 2525 Plo Pico Drive BUILDING OCCUPANCY: B TYPE OF CONSTRUCTION: V N BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code jcb IBy Ordinance Bldg. Permit Fee by Ordinance Inv Plan Check Fee by Ordinance $330.00 Type of Review: fl Complete Review Structural Only El Other LI Repetitive Fee Repeats Hourly 2.751 Hours * Esgil Plan Review Fee $264.00I * Based on hourly rate Comments: Sheet 1 of 1 macvalue.doc q Conway & Associates, Inc. Civil Engineers/Surveyors/General-Engineering Contractors A8412412 2525 Pio Pico Drive • Carlsbad, CA 92008 • Telephone (760) 753-1453 • Fax (760) 635-0839 STRUCTURAL CALCULATIONS CONSTRUCTION REVISION No. 1 PLAN CHECK NO 00-4142 PlO PICO OFFICE BUILDING 2525 PlO PICO DRIVE, CARLSBAD PROJECT SDP 00007 * No. 41099 EXPIRES 3-31-2003 I Ab )I elm Of CAQ* Prepared: October 9, 2001 I e ~ ~ ~-- o, K ~--) /— /--,- Conway & Associates, Inc. Civil Engineers/Surveyors/General-Engineering Contractors A84 12412 2525 Pio Pico Drive • Carlsbad. CA 92008 • Telephone (760) 753-1453 • Fax (760) 635-0839 October 9, 2001 TO: City of Carlsbad Building Department RE: Pio Pico Office Building - Construction Revision No. 2,525 Pio Pico Drive Plan Check No. 00-4142 The enclosed structural calculations are submitted in support of the proposed structural framing revisions that make up this Construction Revision No. 1. Said framing revisions replace the 6x10 cantilevered beams originally designed as part of the 2nd floor floor joists framing system to support the exit stair landings on the north side of the building. The 6x10 cantilevered beams are replaced with tubular steel knee-braced frames set in the 1 floor north wall. The horizontal forces developed at the top and bottom plates of the braced frames are resisted by lag-bolt attachments to 4x8 timber drag struts secured to the 1 floor and 2d floor plywood diaphragm. The attached revised plan sheets (4C, 5B and D7, dated 8/15/01) are meant to replace the original corresponding plan sheets in their entirety. Title: Job # \D!ITA Dsgnr: Date: 2:45PM, 30 JUL 01 ENNZRJM Description: tZL..,.6D P cwafl, Scope.: Re' 510002 Page Use:KW-06O3l18. 5.1.2.13-Jul-19N. W,32 Steel Beam Design (C) 1983-99 ENERCALC c:\wenfengo pico(20034)theam.ecw:Calcula Description STEEL BEAM@ STAIR LGeneral Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : TS4X4XII4 Fy 36.00ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 2.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 1.50 It Lu : Unbraced Length 2.00 ft Distributed Loads #1 #2 #3 #4 #5 #6 #7 DL 0.021 k/ft LL 0.100 kift. ST k:/ii Start Location ft End Location 3.500 ft IPoint Loads III #1 #2 #3 #4 #5 #6 Dead Load 0.478 k Live Load 2.275 k Short Term k Location 3.500 ft Summary Beam OK Static Load Case Governs Stress Using: TS4X4XII4 section, Span = 2.00ft, Fy = 36.0ksi, Left Cant. = 0.00ft, Right Cant. = 1.50ft End Fixity = Pinned-Pinned, Lu = 2.00ft, LDF = 1.000 Actual Allowable Moment 4.279 k-ft 7.398 k-ft Max. Deflection 0.054 in fb : Bending Stress 12.494 ksi 21.600 ksi Length/DL Defi 3,833.2 :1 fblFb 0.578 :1 Length/(DL+LL Defi) 669.2 :1 Shear 2.951 k 14.400 k fv: Shear Stres 1.475 ksi 14.400 ksi. fvlFv 0.102:1 [Force & Stress Summary . 1 <<- These columns are Dead + Live Load placed as noted ->> DL LL LL+ST LL LL+ST Maximum Only I Center Center (i Cants 0 Cants Max. M + 4.28 k-ft k-ft Max. M - -0.75 -0.75 -4.28 k-ft Max. M © Left k-ft Max. M @ Right -0.75 -0.75 -4.28 k-ft Shear @Left 2.11k 0.34 0.24 2.11 k Shear @ Right 2.95 k 0.53 0.53 2.95 k Center Defi. 0.008 in 0.001 0.001 0.001 0.008 0.008 in Left Cant Defi 0.000in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defi 0.054 in -0.009 -0.009 -0.009 -0.054 -0.054 in ...Query Defi © 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left -2.11 -0.34 -0.24 -0.24 -2.11 -2.11 k Reaction © Rt 5.23 0.94 1.04 1.04 5.13 5.13 k Box Section fails 1.5.1.4.4 with Depth > 6Tf Section Properties TS4X4XII4 Depth 4.000 in Weight 12.19 #/ft r-xx 1.513 in Width 4.000in I-xx 8.22 in4 r-yy 1.513 in Thickness 0.250 in l-yy 8.22 in4 S-xx 4.110in3 Area 3.59 1n2 S-yy 4.110in3 Title: /%DFLTA 7 , Dsgnr: Description: Scope: [jUser. KW-0603118. Ver 5.1.2.13-Jun- 1999, Win32 98399ENER Steel Beam Design Description STEEL BEAM @ STAIR [Sketch & Diagram .753k 1 nnYniTrnT1TnTrTnTm1Tn'1Tn 0.t3lfj ,•, i+14it$tt3eI4tHtittt4Iih4ttet34t 0.l2tklft .50 .50 .50 1 lI ii liii ID ii ii 11110 IIIHIi ii 111111111 II : :11111111 IIlIIjjI I' 1IIIIIIlI 01111111111 1111 i il I Iii II H 1 liii I iii lit. I 1 H I K ii!rut IIIIIIW HIM= MUM I:. Iocl y Deflection (in) Location Along Member r4t. -- xfoO O~6 r4YS Job # Date: 2:45PM, 30 JUL 01 Page 2 s0 SrK Mmax @ nght = 4.28k-ft Rmax = -2.106k Rmax = 5.226k Vmax @ left = 2.106k Vmax @ ft = 2.951k Del1@dght end -0.053n LI 1'x 2-1 -I F, Ber to 8 = F .0 X2 4/i/o P 2.7 'k 0. 12 kqt 0. 1 2 kIft 2.00 ft I 1.50 ft Mmax = 4.27 k-ft Dmax = 0.0079 in Mmax © right = 4.27 k-ft ggiax-2. JOG k R,nax=5.225k Vmax @ left 2.IOG k Vmax © rt = 2.950k efl @ right end -0.0537 in Job # Date: 4:02PM, 30 JUL 01 Page 1 Title: Dsgnr: c_aa ci ,s, Description: Scope: [RL-.~ 3118. ye,5.1.2.I3-Jcn-1999. w032 Steel Beam Design NERCALC Description STEEL COLUMN @STAIR General Information Calculations are designed to AlSC 9th Edition ASD and 1997 UBC Requirements Steel Section: TS4X4XII4 Fy 46.00ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 9.00 It Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 7.00 ft [Point Loads #1 #2 #3 #4 #5 #7 Dead Load 5.225 k Live Load k Short Term k Location 7.000 ft Beam OK Static Load Case Governs Stress Using: TS4X4X1/4 section, Span = 9.00ft, Fy = 46.0ksi End Fixity = Pinned-Pinned, Lu = 7.00ft, LDF = 1.000 Actual Allowable Moment 8.195 k-ft 10.398 k-ft fb : Bending Stress 23.927 ksi 30.360 ksi fblFb 0.788 :1 Shear 4.119 k 18.400 k fv: Shear Stres 2.059 ksi 18.400 ksi fvlFv 0.112:1 Max. Deflection -0.372 in Length/DL Defi 290.2 :1 Length/(DL+LL oefl) 290.2 :1 Force & Stress Summary . <<- These columns are Dead + Live Load placed as noted .->> DL LL LL+ST LL LL+ST Maximum Only Center Center Cants Cants Max. M + 8.20 k-ft 8.20 k-ft Max.M - . k-ft Max. M @ Left k-ft Max. M @ Right . k-ft Shear @ Left 1.22 k 1.22 k Shear © Right 4.12 k 4.12 k Center Dell. -0.372 in -0.372 0.000 -0.372 0.000 0.000 in Left Cant Dell 0.0001n , 0.000 0.000 0.000 0.000 0.000 in Right Cant Defi 0.000 in 0.000 0.000 0.000 0.000 0.000 in ..Query Defi © 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 1.22 1.22 1.22 k Reaction ©Rt 4.12 4.12 4.12 k Fa calc'd per 1.5-I, K*Ur < Cc ection Properties TS4X4XII4 Depth 4.000 in Weight 12.19 #/ft r-xx 1.513 in Width 4.000in . -xx 8.22 1n4 r-yy 1.513 in Thickness 0.250 in l-yy 8.22 1n4 S-xx 4.110in3 Area 3.59 in2 S-yy 4.110 in3 00 00 Title Job #: ) rLr4 Dsgnr: Date: 4:02PM, 30 JUL 01 Emwamm Description: Scope: 9 Rev' 519902 Page 2 603118. V 5.1.2. 13-Jvn.1999. Wifl32 Steel Beam Design (c) 1983-99 ENERCALC c:\wenfeng\pio picO(20034)\beam.ecw:Ca1cu1al Description STEEL COLUMN @STAIR 1_ flhIIfIlIfUIi I iiI. - -n I. Jfl wllI_c I Mill 111111 Liu. pmll 1 u WON MR- 11 11 Local y Deflection (iii) IIWJU9 Mernaxr flJ r5, r" al~dpA (c7-7/<) Fs-ketch &Diagram .225k 98 Mmax 8.2k.ft Sly Omax -0.372i5 Rmaxv 1.216l Rmaxv4.119k Vmax@ left 1.2165 Vma,,@11v4.119k 2' I Be, r 71/0 To-,",4- & ELTA &' 1 'D / ENGINEEING f .1 . cowsut..Tu4G STRLJCTIJRJ.. ENGINEERS 135 Liverpool Dr. Suite D By ..... Date .............Sht. No. ...Of Cardiff. CA 92007 Tcic: Fax- MO 942-6189 Subject ..........................................Job No .31 7( t 2. 2, 1 00 loø (4 4 i -,-z. ' O L. U :-Y4' fotT. 7Zo, r. U> 2 1/ OLT g X / DO > f Or, 'ELTA 10 Z ENGINEENG Pmiect ...... f . CONSUL11NG STRUCTURAL ENGINEERS By .t'.1 .... Date /J.Sht No. ..'. Of 135 I-ivcrp<)ot Dr. suite D Cardiff. 2007 Tck: (760)942S649 cs L Fax 760)942-6189 Sub ..........................................ioo No 07V T 42 ( .i -&L coLLJ'11t(fCr,q,<) 6 A- Lo 67 /401 67 7' 1q T (T zP x /x /X/x X oIc L 00000000 ffc;1t 1 " 4 Conway & Associates, Inc. Civil Engineers/Surveyors/General-Engineering Contractors A13412412 135 Liverpool Drivc• Suite D Cardiff-by-the-Sea, CA 92007. Telephone (760) 753-1453 Fax (760)635-0839 Job No. Desc. Date /ô/0! Sht /.' of / LUMBER SPECIFICATIONS 36- 0- 0 HIP SETBACK 8- 0- 0 FROM END WALL ANSI/TPI 2 MEMBER FORCES 4W CD LOAD DURATION INCREASE 1.25 + 1 1= -9114 B 1= 8468 W 1= sie WID- 74 SIZE SPECIE GRADE PANEL(S) 1 2- -9046 B 2- 8468 W 2- 238 WII- -716 TOP CHORDS: LOADING T 3 -8584 B 3= 9902 W 3= 1746 W12= 866 2x 4 OF #1&BTR 1-11 1 4- -10664 B 4- 11738 W 4- -2160 W13- -1506 BOTTOM CHORDS: IC UNIF LL( 32.0)+DL( 28.0)- 60.0 PLF 0' .O TO 8 .0' VERT 1 5 -12240 B 5= 12654 W 5= 1658 W14= 1658 2x 4 OF #1&BTR 1-10 TC UNIF LL( 80.0)+OL( 70.0)- 150.0 PLF B' .0' TO 28 .0. VERT 1 6- -12698 B 5- 12654 W 6- -1506 W15= -2160 WEBS: TC UNIF LL( 32.0)+OL( 28.0)- 60.0 PLF 28' .0' TO 35' .0. VERT T 7 -12240 B 7= 11738 W 7= 866 W16= 1746 2x 4 OF STAND 1-18 BC UNIF LL( .0)+OL( 35.0)- 35.0 PLF O .0. TO 36' .0. VERT T 8= -10864 B 8= 9902 W 8= -715 W17- 238 T 9= -8584 B 9= 8468 N 9= 74 NIB- 518 TC LATERAL SUPPORT <= 12'OC, UON. IC CONC LL( 298.7)+DL( 261.3)= 550.0 LBS @ 8' .0, 110= -9046 810= 8468 BC LATERAL SUPPORT <- 12'OC. UON. IC CONC LL( 298.7)+OL( 261.3)- 560.0 LBS @ 28' .0' 111- -9114 BC CONC LL+OL= 389.0 LBS @ 4' .0' NOTE: 1X3 BRACING AT 24' D.C. FOR $ BC CONC LL+OL 389.0 LBS @ 32' .0' LEFT - 3560 RIGHT - 3560 ALL FLAT TOP CHORD AREAS NOT SHEATHED. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP BEARING AREA REQUIRED (SQ. IN) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. JOINT 1 5.69 OF I 8.79 HF / 8.37 SPF ,4 ( 2 ) complete trusses required. JOINT 12 5.69 OF / 8.79 HF / 8.37 SPF I r I Join together with 16d Box nails staggered at 12' oc throughout top chords. K?t7I 12' oc throughout bottom chords, I)ôJ 12' oc throughout webs. Lu 02 00-00 20-00-00 8-00-00 1• - 12 Orc ' C-3x4.3 $'l C-49.4 C-49.4C -2.5x4.3 C-2.5x4 3 /C-5x5.1(S) C 2 5x4 3 C-3x4.3 co C-5.5x11.9 (S) 389# 36-00-00 Scale: 1/4' JOB NAME: RHO&ASSC./PASKO/2555 PlO PICO OR. SAN DIEGO. CA. - Al WAlNOR General Notes, unless otherwise noted: Design conforms to UBC-97 AnVer: 1 .08 (IL) -W FILE NO.: Al Rood .5 General Note. end Warning. b,00,o concteaction of trvoono. 1. Designto support loads as shown. Builder and erection contrasts, tyreuld be stain 5 advised of . General Notes and 2. Desln assumes the top and bottom chords to be laterally braced at Wamingo before eonatnretlon 2'-O o.c. and at 12'-O o.c. respectively. 2x4 Impact bridging or lateral bracing recommended where shown + + DATE: 10/12/2001 3. 103 oompaescisfl Web bracing must ha Instated Where .iromfl +• 4. Installation of truss Is the responsIbility of the respective contractor. AU lateral force resisting elements such as temporary and permanent bracing. S. DesIgn assumes trusses are to be used In a non-corrosive environment. must be designed and provided by designer of complete .t.vctUre. a are for 'dry condition' of use. nd Inc. DES. BY: TB Comp o. assumes no responsibility for such bracing. 6. Des assumes full bearing at all supports shown. Shim or wedge No lend eboald b. applied to any component until after .5 bracIng and necessary. fasteners 7. Design assumes adequate drainage is provIded. we complete. end at no time should any load. greater than design 8. Plates shell be located on both faces of truss, and placed so their center uanuy,.ciuru c ceso cc SIEMS SEQ.: 540791 load, be applied to any component, lines coincide with joint center lines. 7)GY Y27 a. Computrco has no control over end assumes no responsibility let the 9. Digits Indicate size of plate In Inches. fabrication. han g, med end Installation .5 ecmpooent 10. For basic design values of the Computrus Plate. Indicated by the prefix This design lofundebod foct to the limitation, on tn,., design. ..t forth C'. see I.C.6.0. R.R. 4211. 'S by the Ties. Plate Institute ln'Bradng Weed Trusses, HlB-91', a espy of 11. The Computrus Net Section Plate Is Indicated by the prefix "CN", the by Competroa designator (18) Indicates 18 Ca. material Is used. All others are 20 go. which will be furnished upon request, If LUMBER SPECIFICATIONS TRUSS SPAN 36'- .00' ANSI/TPI SINGLE MEMBER FORCES 4W GO LOAD DURATION INCREASE = 1.25 T 1= -3268 B 1= 3057 N 1= 51 N 9= 30 SIZE SPECIE GRADE PANEL(S) SPACED 24.0" D.C. T 2= -3230 B 2= 3587 N 2= 742 WIO= -285 TOP CHORDS: T 3 -3059 B 3 4321 N 3 864 W11 346 2x 4 OF #2 1-11 LOADING T 4= -3972 B 4= 4688 N 4= 563 W12= -602 BOTTOM CHORDS: LL( 16.0) +DL( 14.0) ON TOP CHORD 30.0 PSF T 5 4522 B So 4688 N 5 -602 W13= 663 2x 4 OF #2 1- B DL ON BOTTOM CHORD = 7.0 PSF 1 6= -4705 B 6= 4321 N 6= 346 W14= -864 WEBS: TOTAL LOAD 37.0 PSF I 7= -4522 B 7= 3587 N 7= -286 WIS- 742 2x 4 OF STAND 1-16 T 8= -3972 B 6= 3057 NB- 30 W16- 51 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP T 9 -3059 TC LATERAL SUPPORT <= 12"OC, JON. AND BOTTOM CHORD LIVE LOADSACt.NDN-CONCURRENTLY. TIO- -3230 BC LATERAL SUPPORT <= 12"OC. UON. ! !! TII= -3268 NOTE: 1X3 BRACING AT 24" D.C. FOR 1. LEFT = 1332 RIGHT = 1332 ALL FLAT TOP CHORD AREAS NOT SHEATHED. BEARING AREA PEDUIREO (SQ. IN) JOINT 1 2.13 OF / 3.29 HF / 3.13 SPF No. 276 JOINT 12 2.13 OF / 3.29 HF / 3.13 SPF Ill 9-11-11 Gr 16-00-10 9-11-11 12 S 1' 1' 12 4 0012' C-47.7 C-2.5x4.3 C-2.5x4.3 C-4x77 400 C-2.5x4.3 C-2.5x4.3 f7'C_5x6(S) C-2.5x4.3 C10 CID 0S5 C-46 C-30.7 C-2.5x4.3 C-2.5x4.3 CID C-5.50.4(S) C-2.5x4.3 C-2.5x4.3 C-C-30.7 C -4x6 36-00-00 Scale: 1/4' JOB NAME: RHOGASSC./PASKO/2565 PlO PICO OR. SAN DIEGO. CA. - A2 This design prepared from computer input by On-Site Truss Co. WARNINGS: General Notes, unless otherwise noted: 1. Rood all General Note. and Warnings before construction of tnse.ee. 1. Design to support loads as shown. conforms to UBC-97 AnVer: 1.07 (IL) -W FILE NO.: A2 2. Bulidere,dometi oen 000sntssot should e, GeneroiNot'ond .tnsotion commences. Warnings before pe5191) 2. Design assumes the top and bottom chords to be laterally braced 5 2-0 o.c. and at 12'-0" o.c. respectively. 3. 103 oen.pre.eios web bracing nrnnt be notched where chow.. 1 2x4 Impact bridging or lateral bracing required where shown + + Instalation of truss is the responsibility of the respective contractor. DATE: 10/12/2001 4. All icioml force resioiisg elements such on temporary and permanent bussing, S. Design assumes trusses are to be used in a non-corrosive environment, must be designed and presided by designer of complete etnsotwo. and fordry condition" of use. /,")CampuThis Desiare 6. gn assumes full bearing at all supports shown. Shim or wedge if Compatoso assume, no responsibility for such bracing. 5. No Iced should be applied to any component untIl after oil bussing and necessary. Inc. DES. BY: fasteners time loads than design are complete, and at no should my greater 7. Design assumes adequate drainage is provided. B. Plates shall be located on both faces of truss, and placed so their center SEQ.: 540793 lends be applied to any component. g. Compotnue has no control over and oeoarnes no responsibility for the lines coincide with joint center lines. MANUFACTURING . ENGINEERING . COMPUTER SYSTEMS a. Digits indicate size of plate in Inches. labulcotlon, handling, shipment and inelohlotlon of components. For basic design values of the Computrus Plate, indicated by the prefix 7, ml. design to furnished subject to the limitations on to.,. design. .01 forth by the Toss, Rate InstItute lirBussing Wood Trusses. HlS•gl", ocopy of "C" see I.C.B.0. R.R. 4211, Tho'Computrus Net Section Plate is indicated by the prefix CN the designator 1181 indicates 18 is All others are i0 ga. material used. ga. which Will be furnished by computess upon LUMBER SPECIFICATIONS TRUSS SPAN 35'- .00" ANSI/TPI SINGLE MEMBER FORCES 4W GO LOAD DURATION INCREASE 1.25 1 1= -3266 B 1= 3057 N 1= 51 N 9- 30 SIZE SPECIE GRADE PANEL(S) SPACED 24.00 D.C. T 2= -3230 B 2= 3587 N 2= 742 WIO= -266 TOP CHORDS: . T 3 -3059 B 3 4321 N 3 -864 W11 346 2x 4 OF #2 1-11 LOADING 1 4= -3972 B 4= 4688 N 4= 653 W12= -602 BOTTOM CHORDS: LL( 16.0) +DL( 14.0) ON TOP CHORD - 30.0 PSF 1 5 -4522 8 5 4688 W 5 -602 W13= 663 2x 4 OF #2 1- 8 . DL. ON BOTTOM CHORD = 7.0 PSF 1 6= -4705 6 6= 4321 W 6= 346 W14= -664 WEBS: TOTAL LOAD - 37.0 PSF 1 7- -4522 B 7= 3587 N 7= -266 WIS= 742 2x 4 OF STAND 1-16 1 8= -3972 B 8= 3057 N 8- 30 W16= 51 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP I 9= -3059 TC LATERAL SUPPORT <= 12"OC, UON. AND BOTTOM CHORD LIVE LOADS ACT. NON-CONCURRENTLY. 110= -3230 . I BC LATERAL SUPPORT <= 12"OC, UDN. 111= -3258 NOTE: 1X3 BRACING AT 24" O.C. ALL FLAT TOP CHORD AREAS NOT SHEATHED. FOR = = LEFT 1332 RIGHT 1332 BEARING AREA REOUIREO (SO. IN) Jn JOINT 1 2.13 OF / 3.29 HF / 3.13 SPF JOINT 12 2.13 OF / 3.29 HF / 3.13 SPF 2x4 vertical at 48"o. c. /-jlh C-1.5x2.6 typ. 11-11-11 12-00-10 11-11-11 12 1' C-2.5x.4.3 12 4.00)' C-2.5x4.3 C-2.5x4.3 C-47.7 5x4 3 C-Elx6N (00 C0 C-5.50.0) IL, 36-00-00 Scale: 1/4 JOB NAME: AHO&ASSC./PASKO/2565 PlO PICO DR. SAN DIEGO. CA. - A3 This design prepared from computer input by On-Site Truss Co. WARNINGS: General Notes, unless otherwise noted: 1. Reed oil General Notes and Wereingo before eoeote,etlon of 00,0,00. 1. Design to support loads as shown. Design conforms to UBC-97 AnVer: 1 .07 (IL) -B FILE NO.: A3 2. Builder and erection eon000tor should be advised of all General Note, and Wranlegn before conetruetlon ce,emen000. 2. Design assumes the top and bottom chords to be laterally braced at 2-0 o.c. and at 12'-0" o.c. respectively. 3. 1,3 eompreoolon web bracing moot be notated where shown +. 2x4 Impact bridging or lateral bracing required where shown + + Installation truss the the contractor. of is responsibility of respective DATE: 10/12/2001 4. At lateral force reoloting elements auth on temporary and permanent brodng. 5. Design assumes trusses are to be used in a non-corrosive environment, moot be designed and provIded by designer of complete structure. and are for "dry condition" of use. Computrus assumes no responsibility for such bracing. 5. No lend should be applied to any component until after all braelng and Design assumes full bearing at all supports shown. Shim or wedge If necessary. DES. BY: footman. eta cemptote, and at no time should any foods greeter than design Design assumes adequate drainage is provided. food. be oppted to any component, Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. MANUFACTURING B505E050. COcttutfo 6v8TEtte SEQ.: 540794 8. Computrus has no control over and 0000ntes no responsibility for the e. Digits indicate size of plate in inches. fabrication, handing. shipment and btotoilotlon of component,. For basic design values of the Computrus Plate, indicated by the prolix - 7. This design in fomlabsod .objoet to the tmltntlons an croon doolgas oat forth by the Tnioe Plate institute 1n8r0c1ng Wood T,Uooen, 1,1111-911', 0 copy Of "C", see i.C.B.O. R.R. 4211. The Computrus Net Section Plate Is Indicated by the prefix "CN" the wIdth *8 be furnished by Computnusupon request designator 08) indicates 18 ga. material is used. All others are 20 ga. LUMBER SPECIFICATIONS TRUSS SPAN 36- .00' ANSI/TPI SINGLE MEMBER FORCES 4W GO LOAD DURATION INCREASE - 1.25 T 1= -3268 B 1= 3057 N 1- 51 N 9= 30 SIZE SPECIE GRADE PANEL(S) SPACED 24.0 D.C. T 2= -3230 B 2= 3587 N 2= 742 WIO= -286 TOP CHORDS: 1 3= -3059 B 3- 4321 N 3= -864 NIl- 346 2x 4 OF #2 1-11 LOADING 1 4= -3972 B 4= 4688 N 4= 663 W12= -602 BOTTOM CHORDS: LL( 16.0) +OL( 14.0) ON TOP CHORD - 30.0 PSF T 5 -4522 B 5 4688 N 5 -602 W13 663 2x 4 OF #2 1- B DL ON BOTTOM CHORD = 7.0 PSF T 6= -4705 B 6= 4321 N 6= 346 W14= -864 WEBS: TOTAL LOAD 37.0 PSF T 7- -4522 B 7- 3587 N 7- -286 MIS- 742 2x 4 OF STAND 1-16 1 8- -3972 8 8- 3057 N 8- 30 W16- 51 TC LATERAL SUPPORT <- BC LATERAL SUPPORT < BOTTOM CHORD CHECKED FOR 1OPSF LIVE LO AD. TOP T 9= -3059 12'OC. UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCU Tb- -3230 12"OC. JON. TII= -3268 NOTE: 1X3 BRACING AT 24' D.C. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED. LEFT = 1332 RIGHT = 1332 -o BEARING AREA REOUIREO (SQ. IN) JOINT 1 2.13 OF / 3.29 HF / 3.13 SPF JOINT 12 2.13 OF / 3.29 HF I 3.13 SPF H! (2)15x2.6 or equal at uprights 13-11-11 8-00-10 13-11-11 12 9 4x6 C-2.5x4.3 C-46 12 4.00 4.00 C-2.5x4.3 C-2.5x4.3 C-2.5x4.3 C-5x6( S) C-47.7 C2.5x4.3 C-4 x7 7 M cc 01 5 n C-x6 C-30.7 C-2.5x4.3 C-2.5x4.3 C-2.5x4.3 C-2.5x4.3 C-30.7 C-46 C-5.50.4(S) 36-00-00 Scale: 1/4 JOB NAME: RHOGASSC./PASKO/2565 PlO PICO OR. SAN DIEGO. CA. - A4 This design prepared from computer input by On-Site Truss Co. WARNINGS General Notes, unless otherwise noted: 0 1. Rend . General Note, and Warnings before construction of tn,50ec. Design to support loads as shown. Des i'n conforms to UBC-97 AnVer: 1 (IL) -B .07 FILE NO.: A4 2. guilder and mention contractor should be advised of oil General Notes and Design assumes the top and bottom chords to be laterally braced at Warnings before construction commence,. 103 oompenselon web bracing reset be broteited *5w. shown ••. 2-0 cc. and at 12-0' o.c. respectively. 2x4 g Impact bridging or lateral bracin required where shown Instalation of truss is the responsibility of the respective con t+rac+ tor. DATE: 10/12/2001 . All lateral force resisting element, cools a, temporary and premonent brndng. Design assumes trusses are to be used in a non-corrosive environment. meat be designed end provided by designer Of complete structure. and are for "dry condition' of use. ""' Compatrue assumes no renponelbflsy for such bracing. S.No toed should be applied to any component onto after all bracing and Design assumes full bearing at all supports shown. Shim or wedge if necessary- DES. BY:CompuTrus Inc. fasteners ore complete, and at no time should essy lead, greater than design Design assumes adequate drainage is provided. leedo be eppted to any component. Plates shall be located on both faces of truss, and placed so their center linen coincide with joint center lines. SEQ.: 540795 0. Competesus has no control over and assumes no responsibility for the Digits indicate size of plate in inches. SSCTURISO. ESOiSEERISO. COMPUTER SYSTEMS lebdeetion, hondilusg, shipment and loote000ien of component.. For basic design values of the Computrus Plate, indicated by the prefix 7. Thu. design I. furnished subject to the limitations on Once, designs eat forth "C", see l.C.B.0. R.R. 4211. by the Trues Plate institute InBu,dng Wood Tnc,oen, HIS-Ol". a copy at The Cemputrus Net Section Plate Is Indicated by the prefix "CN the indicates rehlth will be furnished by Compuetn.s open re4uert. designator (18) 18 ga. material is Used. All others are 20 ga. LUMBER SPECIFICATIONS TRUSS SPAN 36'- .00" ANSI/TPI SINGLE MEMBER FORCES 4W GO LOAD DURATION INCREASE - 1.25 T 1= -3268 B 1- 3057 W 1= 51 W 9= 30 SIZE SPECIE GRADE PANEL(S) SPACED 24.0 D.C. T 2= -3230 B 2= 3587 N 2= 742 WIO= -266 TOP CHORDS: T 3 -3059 B 3 4321 N 3 -864 W11 346 2x 4 OF #2 1-11 LOADING T 4 -3972 B 4= 4688 N 4= 663 W12= -602 BOTTOM CHORDS: LL( 16.0) fOL( 14.0) ON TOP CHORD 30.0 PSF T 5= -4522 B 5- 4688 N 5= -602 W13- 663 2x 4 DF #2 1- B DL ON BOTTOM CHORD = 7.0 PSF 1 6= -4705 8 6= 4321 N 6= 346 W14= -864 WEBS: TOTAL LOAD 37.0 PSF ', 1 7= -4522 3587 N 7= -206 W15- 742 2x 4 OF STAND 1-16 1 8= -3972 3057 N B= 30 W16- 51 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOA T 9= -3059 IC LATERAL SUPPORT <- 12OC. UON. ANO,BOTTOM CHORD LIVE LOADS ACT Tb- -3230 BC LATERAL SUPPORT <= 12'OC. UON. TII= -3268 NOTE: 1X3 BRACING AT 24' D.C. FOR $../ LEFT = 1332 RIGHT = 1332 ALL FLAT TOP CHORD AREAS NOT SHEATHED.Lu 1 5 BEARING AREA REQUIRED (SO. IN) NT 1 2.13 OF / 3.29 HF / 3.13 SPF JOINT 12 2.13 OF / 3.29 HF I 3.13 SPF 15-11-11 4-00-10 F C 15-11-11 ______________________ 1" 1 2x4 vertic1 at 48"o.c. .,. . 1' 12 4.00 C-2.5x4.3 with C-1.5x2.6 typ. 12 C-2.5x4.3 C-5x6 (S) C-47.7 C-47.7 $Y CID 00 CID nc-46 n C-30.7 C-2.5x4.3 C-2.5x4.3 C-2.5x4.3 C-2.5x4.3 C-30.7 C-46 C-5.50.4(S) 36-00-00 Scale: 1/4' JOB NAME: RHO&ASSC./PASKD/2565 PlO PICO DR. SAN DIEGO. CA. -_A5_____ This design prepared from computer input by On-Site Truss Co. WARNINGS 0 General Notes, unless otherwise noted: 1. Rood no General Notes and Wormings before construction of trusses. 1. Design to support loads as shown. Des ign conforms to UBC-97 AnVer: 1 .07 (IL) -B FILE NO.: A5 2. Bands and erection contractor should be odvl.ed of at General Note, and veernings before construction commences. 2. Design assumes the top and bottom chords to be laterally braced at 2 -0 o.c. and at 12'-O" o.c. respectively. 3. 103 compression web bracing reset be metalled where shown +. 4. All lateral force misting element. such cC temporary end hissing, peernonent 2x4 I llatiompact bridging or lateral bracing required where shown + + Instan of truss is the responsibility o) the respective contractor. DATE: 10/12/2001 Design assumes trusses are to be used in a non-corrosive environment,' roost he designed and provided by designer of complete structure. and are for dry condition of use. assumes no responsibility for cod. bracing. 5. No No load should be applied to any component until oNce all bracing and Design assumes full bearing at all supports shown. Shim or wedge if necessary. Inc. ZnCampuTrus DES BY foetener, ora complete, and at no tire. ehosid coy toed. greets then design Design assumes adequate drainage is provided. lends be applied to any component. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. stvwufAcruRiso ENGINEERING COMPUTER . . SYSTEMS SEQ.: 540796 g. Computrus has no control ones and n005mee no reeponoibtity for the Digits indicate size of plate in inches. fabrication, hendtng, shipment and Installation of component.. For basic design values of the Computrus Plate, indicated by the prefix 7. This design is furnished sublet to the limitations an toss. design. set forth C. see I.C.B.O. R.R. 4211._________________________________________ by the Torso Plate institute inBmdng Wood T.uooee, HlB-91. a copy of The Computrus Net Section Plate Is Indicated by the prefix CN the designator (18) indicates 18 go. material is used. All others are 2?0 ga. which will be furnished by Compstnrs open roqsott. LUMBER SPECIFICATIONS TRUSS SPAN 35'- .00' ANSI/TPI SINGLE MEMBER FORCES 4W GO LOAD DURATION INCREASE - 1.25 T 1= -3156 B 1- 2970 W 1- -324 SIZE SPECIE GRADE PANEL(S) SPACED 24.0" D.C. T 2= -2060 B 2= 2468 W 2= 394 TOP CHORDS: 1 3 -2026 8 3 2488 W 3 697 2x 4 OF #2 1- 6 LOADING T 4= -2025 B 4= 2970 W 4= 935 BOTTOM CHORDS: LL( 16.0) +DL ( 14.0) ON TOP CHORD - 30.0 PSF T 5= -2060 W 5- -697 2x 4 OF #1&BTR 1- 4 DL ON BOTTOM CHORD = 7.0 PSF 1 6= -3158 W 6= 394 WEBS: TOTAL LOAD = 37.0 PSF N 7- -324 2x4 OF STAND 1-7 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP LEFT 1332 RIGHT = 1332 IC LATERAL SUPPORT <= 12"OC, UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BC LATERAL SUPPORT <= 12"OC, UON. H! BEARING AREA REQUIRED (SQ. IN) JOINT 1 2.13 OF / 3.29 HF / 3.13 SPF JOINT 7 2.13 OF / 3.29 HF / 3.13 SPF 18-00-00 18-00-00 12 C-4x4.3 12 4.0OL I4.00 I* 1.75 013 CD co CD 015" C~ c::. nC-46 C-2.5x4.3 C-2.5x4.3 C-4x6 ,L. C-5.50.70 36-00-00 Scale: 1/4" JOB NAME: RHOGASSC./PASKO/2565 PlO PICO OR. SAN DIEGO. CA. - A7 This design prepared from computer Input by On-Site Truss Co. WARNINGS: General Notes, unless otherwise noted: 1. = d d . all General Note, and Warnings before eanotructloc of trusses. 1. Design to support loads as shown. Des ign conforms to UBC-97 AnVer': 1.07 (1L) -W FILE NO.: A7 2. end erection contractor should be advised of fl General Note, and 2. Design assumes the top and bottom chords to be laterally braced at Warnings before canoinicilon commence,. 2 -0 s.c. and at 12 -0" o.c. respectively. 103 cemproislon mob bracing must be metalled where chaWfl AU lateral farce neslotlng elements each as temporary and bracing, permanent 2x4 Impact bridging or lateral bracing required where shown + + Instalation of truss is the responsibility of the respective contractor. DATE: 10/12/2001 Design assumes trusses are to be used in a non-corrosive environment, ernet be designed and prodded by designer of Complete structure. "dry and are for condition" of use. Computes, ensuwe, no reoponoibiflty for such bracing. S. oa No ld should be applied to say component mill ohm all bracing and Design assumes full bearing at all supports shown. Shim or wedge if necessary. Inc. DES BY fonionecs are complain, end at no time should any lend, greater than design Design assumes adequate drainage is provided. loads be eppfled to soy component, Plates shall be located on both feces of truss, and plated to their center SEQ.: 540797 0. Cemputro, has no control acer and assumes no rcopcnnlbiflty for the lines coincide with joint center lines. g Digits indicate size of plate in inches. ,.tr.iuccum,u . ws:piecnou . comrureo cycrrms fabrication. handlIng, shipment and Installation of components. For basic design values of the Cemputrus Plate, indicated by the prefix 7. This doclsn to furnteb.d .ubJwu( to the Ilmitorlon, on M--desIgn, sot foeth Trust the ,usn Plate Institute WBmdng Wood busses. HIS-Br, a copy of "C", see l.C.B.O. R.R. 4211. The Computrus Net Section Plate is Indicated by the prefix "CN the which war be fronlahod by Computn.o upon request. designator 081 indicates IS go. material is used. All others are 20 ga. LUMBER SPECIFICATIONS TRUSS SPAN 36- .00' ANSI/TPI SINGLE MEMBER FORCES 4W GO LOAD DURATION INCREASE 1.25 1 1= -3156 B 1= 2970 N 1= -324 SIZE SPECIE GRADE PANEL(S) SPACED 24.0' D.C. 1 2= -2060 B 2= 2480 W 2= 394 TOP CHORDS: T 3= -2026 8 3= 2455 N 3= -697 2x 4 OF #2 1- 6 LOADING T 4= -2026 B 4= 2970 N 4= 935 BOTTOM CHORDS: LL( 16.0) +OL ( 14.0) ON TOP CHORD = 30.0 PSF T 5= -2660 N 5= -697 2x 4 OF #1&BTR 1- 4 DL ON BOTTOM CHORD = 7.0 PSF T 6= -3158 N 6= 394 WEBS: TOTAL LOAD = 37.0 PSF N 7= -324 2x 4 OF STAND 1- 7 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP LEFT = 1332 RIGHT = 1332 TC LATERAL SUPPORT <= 12OC, UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BC LATERAL SUPPORT <= 12"OC, LION. 1! BEARING AREA REQUIRED (SQ. IN) JOINT 1 2.13 OF / 3.29 HF / 3.13 SPF JOINT 7 2.13 OF / 3.29 HF / 3.13 SPF 18-00-00 18-00-00 12 C-4x4.3 -1 12 4. 14.00 No 27635 EXP.3! '. jc- co C-5.5x7.7 CS) 36-00-00 Scale: 1/4 JOB NAME: AHO&ASSC./PASKO/2565 PlO PICO DR. SAN DIEGO. CA. - AS This design prepared from computer input by On-Site Truss Co. WARNINGS: General Notes, unless otherwise noted: 1. Rood oN General Notes and Woonings before construction of trusses. 1. Design to support loads as shown. Design conforms to UBC-97 AnVer: 1 (IL) -W .07 FILE ND.: AB 2 8a5dor and erection contractor should be advised of as General Notes and WWarnings before oonntnjetlon cotmoen000. 2. Design assumes the top arid bottom chords to be laterally braced at 2-0 o.c. and at 12-0' o.c. respectively. 3. 103 compression web bracing moot be Installed where shown +. 2x4 I llationmpact bridging or lateral bracing required where shown + + Insta of twos is the responsibility o( the respective Contractor. DATE: 10/12/2001 4. itt hotwol foree resisting nientento such 00 temporary and permanent bracing. 5. Design assumes trusses are to be used in a non-corrosive environment, moot be designed and provided by designer of complete structure. and are for 'dry condition" of use. /\iCampOirus1nc DES BY Computrus 000timet no responsibility for noel, bracing. 5. No load ,hootd be applied to mop component until ofter ot bracing and Design assumes full bearing at all supports shown. Shim or wedge if necessary. : footmoern ore cotnptoto. and ON no time should coy loodo greeter than dod9,, Design assumes adequate drainage is provided. loRd, be applied to any component, Plates shall be located on both faces of truss, and placed so their center lines coincide with joint Center lines. n'ctusAciunets etolocroato . COMPUTER cysTEsoc SEQ.: 540798 0. Computnts has no control over and 000amos no responsibility for the Digits indicate size of plate in inches. fabrication, hondSog, shipment and Inolotiotlon of component.. For basic design values of the Computrus Plate, indicated by the prefix 7. This design is ftoelohed neblent to the tmftntlon. on into, design, sat forth by the Tenon Plot, lnotltutoln'Brodng Wood Trusses, HIS-Si', a copy of 'C', one I.C.B.O. R.R. 4211. .11. The Computrus Net Section Plato is indicated by the prefix 'CN ' the which will be furnished by Computrus open request. designator (18) indicates 18 ga. material is used. All others are 20 ga. LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x4 OF #2 1-3 BOTTOM CHORDS: 2x4 OF #2 1.2 WEBS: 2x 4 OF STAND 1- 4 TIC LATERAL SUPPORT <- 12'OC, UON. 12 BC LATERAL SUPPORT <= 12"OC, UON. TRUSS SPAN 18'- .00, LOAD DURATION INCREASE 1.25 SPACED 24.00 D.C. LOADING LL( 16.0) +OL( 14.0) ON TOP CHORD = 30.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD 37.0 PSF BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ANSI/TPI SINGLE MEMBER FORCES 4W GO T 1= -1207 B 1= 1136 W 1 -383 T 2= -877 B 2= 575 W 2= 450 T3- . 0 W3 -723 N 4= -173 LEFT = 669 RIGHT = 663 BEARING AREA REOUIREO (SQ. IN) JOINT 1 1.07 OF / 1.65 HF / 1.57 SPF JOINT 6 1.06 OF / 1.64 HF / 1.56 SPF C-1x2.6 18-00-00 Scale: 3/8' JOB NAME: RHO&ASSC./PASKO/2565 PlO PICO OR. SAN DIEGO. CA. - AR - This design prepared from computer inDut by On-Site Truss Co. WARNINGS: General Notes, unless otherwise noted: 1. Road all General Not,, and Wombig, before construction of tnia000. 1. Design to support loads as shown. Design conforms to UBC-97 AnVer: 1 .07 (IL) -W FILE NO.: A9 2. BriOdar and arnotton contractor should be advised of all oeri Note, and 2. Design assumes the top and bottom chords to be laterally braced at 2'-0 D.c. and at 12'-O cc: respectively. Warnings before conotaa.ctioneornmoncoo. 3. 1,3 compression web b,odng moot be Installed where ohawfl +. 2x4 Impact bridging or lateral bracing required where shown + + Installation DATE: 10/12/2001 4. All lateral (area resisting alan,eoto 00th 00 temporary and permanent bracing. of truss is the responsibility of the respective contractor. Design assumes trusses are to be used in a non-corrosive environment, moat be designed and provided by designer of complete structure. Compctmo assumes no responsibility for oath bracing. and are for dry condition of use. Design assumes full bearing at all supports shown. Shim or wedge if /\10ampuTrus In. DES BY 5. No load should be applied to any component until after cii bracing and fooianeo'a we complete, and at no alma should any load, greater than design necessary. Design assumes adequate drainage is provided. loads be applied to any component, Plates shall be located on both faces of truss, and placed so their center SEG.: 54 0799 . 0. Compiatni, has no control over and 0,0cm,, no renponaib Sty for the lines coincide with joint center lines. SWIUFACTURING . ENGINEERING . COMPUTER GYSIEMG Digits indicate size of plate in inches. fabrication, handling, shipment and Inoloflotlon of components. For basic design values of the Computruo Plate, indicated by the prefix 7. This dooign Is foenlahad osblool as the llodtotion, on tnt,, designs not forth by the Tnio, Rote institute lnBrocing Wood Inn,,,. HM-01.a copy or which will be furnished by Compot,u, upon request. C. nea I.C.B.O. R.R. 4211. The Computruo Nat Section Plate is indicated by the prefix CN the designator (18) indicates 18 ga. material is used. All others are 20 ga. 7 ,1. 11-11-08 CD K all LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL (S) TOP CHORDS: 2x4 OF #2 1.2 BOTTOM CHORDS: 2x4 OF #2 1,2 WEBS: 12 2x 4 OF STAND 1 3 4.00 IC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. TRUSS SPAN 11-11.50' LOAD DURATION INCREASE = 1.25 SPACED 24.0" D.C. LOADING LL( 16.0) +OL( 14.0) ON TOP CHORD 30.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD 37.0 PSF BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C-1x2.6 ANSI/TPI SINGLE MEMBER FORCES 4W GO T 1= -620 B 1= 503 W 1= 99 T 2= 0 B 2= 583 W 2= -633 W 3= -169 LEFT 445 RIGHT - 440 BEARING AREA REQUIRED (SQ. IN) JOINT 1 .71 OF / 1.10 HF / 1.05 SPF JOINT 5 .70 OF / 1.09 HF / 1.04 SPF II Scale: 1/2 1(113 MAUE 13I.1fl'AC /DAcI(fl/9t13C OTO OTtfl (113 cAeJ fl1fl CA - A413 WARNINGS: General Notes, unless otherwise noted: 1. Rood all General Notes and Warnings before construction of trusses. 1. Design to support loads as shown. Design conforms to UBC-97 AnVer: 1.07 (iL) -W FILE NO.: A10 2. Butder and mention esntroetor should be advised of all General Not,, and 2. Desi9n asthe top and bottom chords to be laterally braced at 2-0 12'-O" respectively. o.c. and at o.c. Warnings before conntnsetlon commences. 3. 1o3 compression web bracing most be installed where shown +. 2x4 Impact bridging or lateral bracing required where shown + + Insta lation of truss is the responsibility of the respective contractor. DATE: 10/12/2001 4. All lateral force resisting elements noeb cc temporary and permanent bracing, 5. Design assumes trusses are to be used in a non-corrosive environment, must be designed and provided by designer of complete ntnsstare, Comput,uo assumes no responsibility for such bracing. and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if /"~,CampuTrus Inc. necessary. DES. BY: breclng d S. Nc Iced should be applied to any component smut after all co 7 . Design assumes adequate drainage is provided. focten ore complete. and ci no time should any bode greater than design ers Plates shall be located on both faces of truss, and placed so their center toed, be applied to any component. lines coincide with joint center lines. MAN TiRING eusnrroiss COMPUTER SYSTEMS . . SEQ.: 540792 e. Ccmpotnio has no control over and assumes no responsibility for the Digits indicate size of plate in inches. fabrication. bonding, shipment and Installation of component.. For basic design values of the Computrus Plate, indicated by the prefix 7. Irma design bofarnbhod subject 000h.omitsticn.onteso. designs sat forth by the Tru,, Fiat. Institute lnBrootng Wood Teas,.,. HIB.91", c copy of whiwhich wwill be furnished by Compares, upon "C". see I.C.B.O. R.R. 4211. 11. The Computrus Net Section Plate Is Indicated by the prefix "CM" ' the designator (18) indicates 18 ga. material is used. All-others are 2O go. co 43 10-00-00 10-00-00 12 C-4x4.3 12 r- l7 IA LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL (S) TOP CHORDS: 2x4 OF #2 1-4 BOTTOM CHORDS: 2x4 OF #2 1-4 WEBS: 2x 4 OF STAND 1- 5 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC, UON. (2)C-1.5x2.6 or equal at uprights TRUSS SPAN 20'- .00" LOAD DURATION INCREASE 1.25 SPACED 24.00 D.C. LOADING LL( 16.0)+OL( 14.0) ON TOP CHORD = 30.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 37.0 PSF BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Ill ANSI/TPI SINGLE MEMBER FORCES 4W GO 1 1= 325 B 1= -277 N 1= -870 T 2= -356 B 2= 278 W 2= 32 T 3= -356 8 3- 278 W 3= 71 T 4= 325 B 4= -277 N 4= 32 W5= -870 CANT B 2- 6.0 CANT B 17'- 6.0" LEFT = 740 RIGHT = 740 BEARING AREA REQUIRED (SO. IN) JOINT 6 1.10 OF / 1.03 HF / 1.74 SPF JOINT 8 1.18 OF / 1.83 HF / 1.74 SPF II I, 2-04-04 15-03-08 2-04-04 20-00-00 Scale: 1/4' JOB NAME: RHOGASSC./PASKO/2565 PlO PICO DR. SAN DIEGO. CA. - 81-GBL This design prepared from computer Input by On-Site Truss Co. WARNINGS: General Notes, unless otherwise noted: 1. Rood all General Nato, and Wamb,gs before construction of trusses. 1. Design to support loads as shown. Design conforms to UBC-97 AnVer: 1.07 (IL) -B FILE NO.: BIGBL 2. Boulder and mention eantencta, should be adoteed of oil General Note, enti Warnings before construction oamntmtee,. Design assumes the lop and bottom chords to be laterally braced at 2'-0 o.c. and at 12'-0 o.c. respectively. 1c3 compression web bracing moot be Installed where shown •. 3. 2x4 Impact bridging or lateral bracing required where shown + + 4. Installation of truss is the responsibility of the respective contractor. DATE: 10/12/2001 All Internl force insisting elements each as temporary and pormnnett bracing, 5. Design assumes trusses are to be used in a non-corrosive environment, wool be designed and presided by desIgner of complete structure. and are for "dry condition" of use. Competnmn assume, no responsibility for such bracing. S. No lend should be applied to any component until after nil bracing and 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. /Tr us Inc. OES BY foslestern oo0 oen.plete, and at no time should coy food, greeter then design Design assumes adequate drainage is provided. Plates shall be located on both faces of truss, and placed so their center SEQ.: 54 0 8 0 0 lead, be applied to any component. 0. Comps.tnmo foes no central acer and ,50ameo no reoponolbilify I,, the lines coincide with joint center lines. e. Digits indicate size of plate in inches. 0W15FAC5551N5 ENGUIEEIEN5. COMPUTER SYSTEMS fabdcatlon, handling, shipment and feet nation of components. 10. For basic design values of the Computrus Plate, Indicated by the prefix 7. ml, design I. fantlehod oubjoot to Oh. Umh.tlon, en en,,, donlgn. 0.5 teeth by the Twos Plate btstltuto ln"Braclng Wood Tresses, HIB.91", a copy of 'C". see I.C.B.O. R.R. 4211. 11. The Computrus Net Section Plate Is indicated by the prefix 'CN", the designator 08) indicates 18 go. material is used. All others are 20 ga. which will be toerolohod by casnpmstsoms upon ANSI/TPI SINGLE MEMBER FORCES 4W GO I 1 325 B 1 -277 N 1- -870 1 2= -356 B 2= 278 N 2= 32 1 3= -356 B 3= 278 N 3= 71 T 4= 325 B 4= -277 N 4= 32 W 5= -870 CANT 6 2- 6.0' CANT 6 17- 6.0" LEFT 740 RIGHT 740 BEARING AREA REOUIRED (SQ. IN) JOINT 6 1.10 OF / 1.83 HF / 1.74 SPF JOINT 8 1.18 OF / 1.83 HF / 1.74 SPF ii LUMBER SPECIFICATIONS TRUSS SPAN 20'- .00° LOAD DURATION INCREASE - 1.25 SIZE SPECIE GRADE PANEL (S) SPACED 24.0" O.C. TOP CHORDS: 2x 4 OF #2 1- 4 LOADING BOTTOM CHORDS: LL( 16.0) +OL( 14.0) ON TOP CHORD - 30.0 PSF 2x4 OF #2 1-4 DL ON BOTTOM CHORD = 7.0 PSF WEBS: TOTAL LOAD 37.0 PSF 2x 4 OF STAND 1- 5 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP TC LATERAL SUPPORT <= 12'OC, UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BC LATERAL SUPPORT <= 12"OC, UON. 10-00-00 10-00-00 1' 12 C-44.3 12 7 I) r7 31) 00 4.3 f ku cJ No.2763f'#' EJ2*I 2-04-04 15-03-08 ' 2-04-04' 20-00-00 ' RHO&ASSC./PASKO/2565 PlO PICO OR. SAN DIEGO. CA. - 61 This design prepared from computer inDut by On-Site Truss Co. WARNINGS: General Notes, unless otherwise noted: 1. Reed all General Notes and Warnings before construction of trusses. 1. Design to support loads as shown. Design can forms to UBC-97 AnVer: 1 .07 (IL) -W i 2. Builder and erectIon contractor should be advised of all General Note, and 2. Design assumes the top and bottom chords to be laterally braced at Womlngn before son,tn,stion commences. 3. 103 oomprneelon wth brethrg moot be notched whore ehowfl I. 2-0 o.c. and at 12'-O" o.c. respectively. 2x4 Impact bridging or lateral bracing required where shown + + Installation of truss is the responsibility of the respective Contractor. 2/2001 4. A5 latent farce resisting alemente oath temporary end permanent brothtg. 5. Design assumes trusses are to be used in a non-corrosive environment. rFILE cmos be deoigned nod presided by designer of complete strnetare. Compcins onnamnen no renponeibfllty for ouch, brodng. 5.No lend ehoald be to any brodng applied component ontO after cii end and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if TrusIn fasteners ore complete, end at no time ohosid any loads greeter then desIgn necessary. 7.Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center 08 01 lands be opplind to any component, 8. Computer, hen no control oem end n050men no reoponeib5ty for the lines coincide with (oint center lines. ManUFAcTuRING . ENGINEERING. COMPUTER SYSTEMS Digits indicate size of plate in inches. fob,tontlon, handing, shipment and Installation of components. For basic design values of the Computrus Plate, indicated by the prefix 7. This design is facoloteed subject to the limitations on terse designs not forth by the Truss Plate Institute lnBrodng Wood Trustee, HiB.91", a copy of width neW be fuenlahed by (C t,putnas upon request "C", see t.C.B.0. R.R. 4211. 11. TheCornputrus Not Section Plato is indicated by the prefix "CN" the designator (18) indicates 18 go. material is used.-All others are 209a. ROOF PITCH 4:12 LOAD: TILE 24" SPACING rui 20'