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Home My WebLink About2342 HOSP WAY | 2344 HOSP WAY; ; PC120071; Permit10-16-2013 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Permit No: PC120071 Building Inspection Request Line (760) 602-2725 Job Address Permit Type Parcel Nc Valuation Reference # Project Title PLANCK ooooooooo'o $0 00 Lot# Construction Type: THE GROVE CONDOMINIUMS FIRE DAMAGE REPAIR Status Applied Entered By Plan Approved Issued Inspect Area PENDING 11/19/2012 JMA Applicant. JAMESB STANGER #201 444 CAMINO DEL RIO SOUTH SAN DIEGO CA 92108 619-291-2800 Owner Plan Check Fee $0 00 Additional Fees $0 00 Total Fees. $0.00 Total Payments To Date' $0 00 Balance Due: $0.00 Inspector FINAL APPROVAL Date Clearance NOTICE Please tal<e 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 IVIanager for processing in accordance with Carlsbad IVlunicipal 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 nght to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which vou have previously been given a NOTICE similar to this, or as to which the statute of limitations has previousiv othenwise expired THE FOLLOWING APPROVALS REQUIRED PRIORTO PERMIT ISSUANCE: V\ ptANNING INEERING UlLDING RE • HEALTH •HAZMAT/APCD CITY OF CARLSBAD Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 email: buldllng@carlsbadca.gov www.ca risbadca gov Plan Check No.(3f^F'OOl '"tif^ Est. Value Plan Ck. Deposit (^QQ-QQ Date !k. peposit SWPP JOB ADDRESS WAQP if ' SUITE#/SPACE#/UNIT# /bl -JiSO -^tSL CT/PROJECT # # BATHROOMS TENANT BUSINESS NAME , ^ <t <£7'1 Ct 4' DESCRIPTION OF WORK: Inclade Square Feet of Affected Areafs) EXISTING USE PROPOSED USE GARAGE (SF) PATIOS (SF) DECKS (SF) FIREPLACE YESO # AIR CONDITIONING YES • NQr^ FIRE SPRINKLERS YES • NOjif APPUCANT NAME (Primary Contact)^ . ,,. APPUCANT NAME (Secondary Contact) ADDRESS '^MM OMIA>O Rig 5g. 6^.nr •l-^l ADDRESS CITY STATE CITY STATE PHONE PHONE EMAIL PROPERTY OWNER NAME ^ J~ * \ <3i£o\ie Cef'^Qo Oi^s^^^sltJ -f^^S^ciArrno/O CONTRACTOR BUS NAME ADDRESS O/ - J, a m I ADDRESS . ^ STATB CITY CA PHONE PHONE EMAIL ^ ^ ARCH/DESIGNER NAMES. ADDRESS _ / I STATE LIC # ^ :eo 70315 Business and Professions Cod^ Any City or County whicti requires a permit to const STATE Lie # CITY BUS LIC# (Sec 70315 Business and Professions CodT Any City or County whicti requires a permit to construct, alter, improve, demolisti or repair any structure, pnorto its issuance, also requires the applicant for such permit to file a signed statement that tie is licensed pursuant to the provisions ofthe Contractor's License Law (Chapter 9 commending with Section 7000 of Division 3 of ttie Business and Professions Cede) or that he is exempt therefrom, and the basis for the alleged exemption Any violation of Section 70315 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)) Vl/orkers' Compensation Declaration / fiereliy affirm under penalty of perjury one ofthe following declarations O I have and will maintain a certificate of consent to self-msure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued V0 1 have and will maintain workprs' compensation, as requijedjiy Section 370PiOf the Labor Bode Jor the performance of thework fpr whiclitlijs permit is issued My workers' compensation irsprance earner and policy -J^ number are Insurance Co-^(Pt^^^A A//g^ r/^bf? ^ Sr Jf^^ p„|„, ^„ ^<^/^ lif^TO Expiration Date /'''S-^/^ This section need not be completed ifthe permit is for one hundred dollars ($100) or less O Certificate of Exemption I certify that in the perfomianoe of the work for which this pemiit is issued, I shall not employ any peison in any manner so as to become subject to the Workers Compensation Lavre of California WARNING- Failure to secure workers' compensation coverage is unlawful, and shall subject an employerto cnmmal penalties and civil fines up to one hundred ttiousand dollars (SIOO.OOO), in addition to the cost of compensation, damages as provided for m Section 3706 of the Labor code, interest and attorney's fees ^ CONTRACTOR SIGNATURE J^^^l^^r^K ^ • AGENT DATE "S " " "%V, I heieby affirm that I am exempt from Contractor's bcense Law for the following reason • I, as owner of the property or my employees with wages as their sole compensation will do the work and the structure is not intended or offered for sale (Sec 7044 Business and Professions Code The Contractors License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale) • I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec 7044, Business and Professions Code The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law) . Business and Professions Code for this reason • Yes • No • I am exempt under Section „ 1 I personally plan to provide the major labor and matenals for construction of the proposed property improvement 2 I (have / have not) signed an application for a building pemiit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors' license number) 4 I plan to provide portions of the work, but I have hired the following person to coordinate, supen/ise and provide the major work (include name / address / phone / contractors' license number) 5 I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / addiess / phone / type of work) ^PROPERTY OWNER SIGNATURE •AGENT DATE Is the applicant or future building occupant required to submit a business plan, acutely hazardous matenals registration form or nsk management and prevention program under Sections 25505,25533 or 26534 of the Presley-Tanner Hazardous Substance Account AcP • Yes • No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management distncP • Yes O No Is fhe facility to be construcfed within 1,000 feet of the outer boundary of a school site'' O Yes a 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 .Hsi I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued {Sec 3097 (i) Civil Code) Lender's Name Lender's Address 1 certify that 1 have read the applicabon and state thatthe above infoimaton is conect and that the infoimation on the plans is accurate I agree to comply with ail City ordinances and Slate laws relating to buildmg constnicbon I hereby authonze lepresentative of the City 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 LIASILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CfTY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA An OSHA pennit is requred for excavations over 5'0' deep and demolition or constmction of stmctures over 3 stones in heght 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 vwrk authorized by such pemnit is not commenced within 180 days from the date of such perniit or if the building or v»ri< authonzed by such pemiit is suspended or abandoned at any time after the work is commenced for a penod of 180 days (Section 106 4 4 Uniform Building Code) >@S'APPLICANT'S SIGNATURE J-f^t^t^ ^ MjZ^aj. ^ DATE hn.i3 STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. Fax (780) 602-8560, Email www buildinq®car!sbadca gov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carisbad, California 92008 C0#: (Office Use Only) CONTACT NAIVIE OCCUPANT NAME ADDRESS BUILDING ADDRESS CITY STATE ZIP CITY STATE ZIP Carlsbad CA PHONE FAX ElVIAIL OCCUPANT'S BUS LIC No DELIVERY OFTIONS • PICK UP: c CONTACT (Listed above) • OCCUPANT (Listed above) i:i CONTRACTOR (On Pg 1) • IVIAIL TO: o CONTACT (Listed above) • OCCUPANT (Listed above) • CONTRACTOR (On Pg 1) • IVIAIL/FAX TO OTHER: • ASSOCIATED CB# • NO CHANGE IN USE/NO CONSTRUCTION • CHANGE OF USE / NO CONSTRUCTION ^APPLICANT'S SIGNATURE DATE EsGil Corporation In (PartnersHip -witli government for (BuUding Safety DATE: JAN. 23, 2013 • APPLICANT -a'JURIS JURISDICTION: CARLSBAD • PLAN REVIEWER PLAN CHECK NO.: *8Pe¥W SET I PROJECT ADDRESS: 2340, 2342 8B 2344 HOSP WAY PROJECT NAME: 24-UNIT CONDO REPAIRS DUE TO FIRE DAMAGE I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. XI 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. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. I I The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. I I 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. I I EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Email: Fax #: Mail Telephone Fax In Person XI REMARKS: #1): All sheets of plans need to be signed by the project engineer, #2): Note on plans. Tamper resistant .H>St^ receptacles for all new locations, per CEC, Art. 210.52 & Arc-fault protection for all new outlets per NEC 210.12(B). \^ By: ALI SADRE Comments: Selected appliances, P/M/E & fire damaged finishes will be replaced in kind as reauired. EsGil Corporation • GA • EJ • PC 1/22 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: 13-0134 PREPARED BY: ALI SADRE DATE: JAN. 23, 2013 BUILDING ADDRESS: 2340, 2342 & 2344 HOSP WAY BUILDING OCCUPANCY: R2 TYPE OF CONSTRUCTION: V-A BUILDING PORTION AREA (Sq Ft.) Valuation Multiplier Reg Mod. VALUE ($) FIRE DAMAGE REPAIRS Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code CB By Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review • Repetitive Fee ^ ^ I Repeats * Based on tiourly rate • Complete Review • Other 0 Hourly EsGil Fee $507.50 • Structural Only 3.5 $116 00 Hrs. @ $406.00 Comments' Sheet 1 of 1 macvalue doc + ^ CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK APPROVAL P-29 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www/ carlsbardca.eov DATE: 1-22-13 PROJECT NAIVIE: PROJECTID: PLAN CHECK NO: CB 13-0134 SET#: 1 ADDRESS: 2342-2344 Hosp Way APN: 167-250-42 XI This plan clieck review is complete and lias been APPROVED by tiie Planning Division. By: Chris Sexton A Final Inspection by tJie Planning Division is required • Yes ^ No You may also have corrections from one or more of tfie divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. IXI Tiiis plan clieck review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check APPROVAL has been sent to: jstenger@cpceng.com For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING 760-602-4610 ENGINEERING 760-602-2750 . FIRE PREVENTION 760-602-4665 X Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.gov 1 1 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.fiov Greg Ryan 760-602-4663 Gregorv.Rvan@carlsbadca.gov 1 1 Gina Ruiz 760-602-4675 Glna.Ruiz@carlsbadca.gov 1 1 Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov 1 Cindy Wong 760-602-4662 Cvnthia.Wong@carlsbadca.gov • • 1 Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: jr..' CITY OF CARLSBAD PLAN CHECK REVIEW TRANSMITTAL ,f^|CdmW{unity & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www carlsbadca gov DATE: 01/20/2013 PROJECT NAME: GROVE CONDOS - REPAIR PROJECTID: CB130134 PLAN CHECK NO: 1 SET#: 1 ADDRESS: 2340-2344 HOSP WAY APN: Q This plan check review is complete and has been APPROVED by the FIRE Division. By: GR A Final Inspection by the FIRE Division is required ^ Yes • No ^ This plan check review is NOT COIVIPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: CURRY PRICE COURT You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. For questions or clarifications on the attached checklist please contact the followmg reviewer as marked •^S-fe pyiNNlNG*- f "It 760-60,2-2£50^- 4-1??^*. C\,/||liElPREVENiriQN v' .> 1 1 Chris Sexton 760-602-4624 Chns Sexton@carIsbadca gov 1 Kathleen Lawrence 760-602-2741 Kathleen Lawrence@carlsbadca gov X Greg Ryan 760-602-4663 Gregorv Rvan@carlsbadca gov 1 1 Gina Ruiz 760-602-4675 Gma Ruiz@carlsbadca gov 1 Linda Ontiveros 760-602-2773 Linda Ontiveros@carlsbadca gov 1 Cindy Wong 760-602-4662 Cvnthia Wong@carlsbadca gov • • Dominic Fieri 760-602-4664 Dommic Fieri@carlsbadca gov Remarks: PLEASE SEE NOTE ON ATTACHED COMIVIENTS SHEET. /Ktes^ Carlsbad Fire Department COP'''' Plan Review Requirements Category. FIRE REPAIR Date of Report- 01-20-2013 Reviewed by Name. CURRY PRICE COURT Address. 444 CAMINO DEL RIO SOUTH STE 201 SAN DIEGO CA 92108 Permit # CB130134 Job Name- GROVE CONDOMINIUMS Job Address- 2340 / 2342 / 2344 HOSP WY Please review carefully all comments attached. 1 PLANS SHALL INDICATE COMPLIANCE WITH CHAPTER 34, SECTIONS 3405, 3412, 3413. 2 BY DEFINITION (CBC 3402) THE SCOPE OF THIS PERMIT REQUEST IS TO REPAIR SUBSTANTIAL STRUCTURAL DAMAGE, A SUCH AND BY DEFINITION OF THIS PROJECT THE ADDITION OF AUTOMATIC FIRE SPRINKLERS SHALL BE REQUIRED TO BUILDINGS 2342 AND 2344 ONLY 3. IF NATUAL GAS FUELED APPLIANCES ARE PRESENT, CARBON MONOXIDE ALARMS SHALL BE REQUIRED TO BE INSTALLED. 2 ALL WRING PASSING THRU FIRE-RATED AREA SEPERATIONS SHALL BE APPROPRIATELY SEALD AND OR SLEEEVED AND SEALED OFF. 3. ALL LIGHTWEIGHT ROOF TRUSS MEMBER SHALL BE IDENTIFIED IN A MANNER PRESCRIBED BY THE CARLSBAD FIRE DEPARTMENT (SEE ATTACHED) 4. AN OPERATIONAL USE PERMIT TO CONDUCT ANY HOT WORK AS PART OF THIS PROJECT IS REQUIRED (SEE ATTACHED). THIS PERMIT IS ISSUED BY THE CARLSBAD FIRE DEPARTMENT AND IS VALID FOR 366 DAYS FROM DATE OF ISSUANCE. A HOT WORK PERMIT IS FOR ANY TORCH DOWN OR WELDED ROOF SYSTEMS, BRAZING OR SOLDERING OF PIPING, WELDING OR CUTTING OF STRUCTURAL STEEL OR SIMILAR ACTIVITIES 5 A FINAL INSPECTION CONDUCTED BY THE CARLSBAD FIRE DEPARTMENT SHALL BE REQUIRED WHICH MAY INCLUDE AN INTEGRITY TEST OF THE AREA SEPERATION WALLS BY EITHER ILLUMINATION OR CARBONLESS SMOKE. Entry- 01/20/2013 By GR Action- CO CITY OF CARLSBAD PLAN CHECK REVIEW TRANSMITTAL COP/ Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www carlsbadca gov DATE:-©1/12/2013 PROJECT NAME: GROVE CONDOS PLAN CHECK NO: 2 SET#: 1 ADDRESS: 2340-2344 HOSP WY PROJECT ID: PC12-71 APN: • This plan check review is complete and has been APPROVED by the FIRE Division. By: GR A Final Inspection by the FIRE Division is required ^ Yes • No This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marked. PLANNING 760-602^4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760.602-4665 1 1 Chris Sexton 760-602-4624 Chns Sexton@carlsbadca gov 1 1 Kathleen Lawrence 760-602-2741 Kathleen Lawrence@carlsbaclca gov X Greg Ryan 760-602-4663 Gregory Ryan@carlsbadca gov 1 1 Gina Ruiz 760-602-4675 Gma Ruiz@carlsbadca gov 1 Linda Ontiveros 760-602-2773 Linda Ontiveros@carlsbadca gov Q Cindy Wong 760-602-4662 Cynthia Wong@carlsbadca gov • • Dominic Fieri 760-602-4664 Dommic Fieri@carlsbadca gov Remarks: FEB 1 2 2013 CITY OF CARLSBAD BUILDING DMSiON Carlsbad Fire Department COPV Plan Review Date of Report Name- Ad dress- Requirements Category PLANCK, 02-12-2013 JAMES B STANGER 444 CAMINO DEL RIO SOUTH #201 SAN DIEGO CA 92108 Reviewed by. Permits PC120071 Job Name- Job Address: THE GROVE CONDOMINIUMS CITY OF CARLSBAD FIRE DEPARTMENT - APPROVED THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST,, NOTATIONS HEREON, CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW Entry: 02/12/2013 By- GR Action: AP STRUCTURAL CALCULATIONS Grove Condominium Fire Repair - Phase 2 2340-2344 Hosp Way Carlsbad CA Date: January 17, 2013 CPC Job No.: 126009 A ^ CURRY PRICE COURT • Structural & Civil Engineers Formerly Travis, Verdugo, Curry and Associates 444 Cammo del Rio South • Suite 201 • San Diego, CA 92108 (619) 291 -2800 tel • (619) 291 -061 3 fax RECEIVED JAN 1 7 2013 OF CARLSBAD BUILDING DIVISION 4^ CURRY PRICE COURT • Structural & Civil Engineers 126009 A Grove Condominium Fire Repair Calculation Index Calculations Sheet • Basis of Design • Vertical Analysis: o Reference Plans 1 - 4 o Building Weights 5 - 6 o Roof Framing/Headers/Trusses 7-10 o SCL Reference Values 11-12 • Lateral Analysis o Seismic Load Development Ll - L4 o Diaphragms and Shear Wall loads L5 - L7 o North-South Drag at Roof L8 4^ CURRY PRICE COURT • Structural & Civil Engineers Basis of Design This basis of design outlines Curry Price Court's (CPC's) methodology for the repair of the fire damage to the existing condominium building located at the subject address The attached Phase 2 repair plans are intended to supplement and complete the repairs that were started in Phase 1 under a separate permit General Building Description: The subject building is a three story condominium building comprising a total of 36 individual two bedroom units The building is roughly rectangular in shape and measures approximately 240 feet long by 60 feet wide The building is of wood framed construction with a stucco and wood siding exterior, a primarily gypsum board interior with some tile accent walls, a concrete slab on grade floor and assumed conventional shallow foundation system A tile covered sloping shed roof extends along both the front and back of the long side of the building with a central flat roof well along the center The subject building comprises three separate addresses (2340, 2342, and 2344 Hosp Way), each serving a total of 12 units served by separate entrances at the second floor level Each entrance serves a separate east-west oriented three level corridor with a four units at each level, two on each side in front and two on each side in back Secondary exits are located at the lower floor level at both the east and west end of each of the three mam corridors In general, the units "stack" vertically above each other except for some minor differences in some of the upper level units The subject building was reportedly originally constructed in 1974 as an apartment building and was converted to condominiums in about 1982 Plans and calculations for the original construction and the conversion were not obtained We have conducted independent field investigation of exposed areas and have performed calculation based on those findings in order to develop a repair methodology for the fire repair For the purpose of this evaluation we assume that the building was designed and constructed in accordance with the 1970 UBC Existing Structural System: Based on our site investigation and structural evaluation, it appears that the existing building utilized gypsum board bracing panels at the upper floor levels and plywood shear panels at the lower floor levels Holdown anchors and floor-to-floor straps were observed at the center longitudinal demising party wall at the lower two floor levels and at main cross building party walls and hallway walls at the lower floor The intent, as far as is reasonably practical, is to upgrade the portion of the building that sustained significant structural damage (2342 and 2344 buildings) to current Code requirements Damage: The fire reportedly started in the flat roof area above the 2344 portion of the building and traveled through ihe attic space over both the 2342 and 2344 portions A majority of the framing and 4^ CURRY PRICE COURT • Structural & Civil Engineers sheathing at the flat roof area and some of the trusses and shealhmg at the sloping roof area at these was either burnt or significantly charred The fire damage was generally limited to the roof and ceiling framing of that portion of the building Damage below the upper floor level was limited to smoke and water damage, although significant areas of the gypsum board sheathing in this area was removed in order to fully dry the framing and wall cavities An assessment of the structural damage caused by the fire and by the removal of finishes necessary for reconstruction was conducted in accordance with CBC Section 3405 2 1 requirements We find due to the removal of finishes and sheathing necessary for the water repairs, the building sustained significant structural damage to the lateral force resisting system Therefore, the building needs to be reconstructed in accordance with current code requirements We find that the building did not sustain significant structural damage to the vertical load carrying system The intent is to repair or replace damaged elements in like kind, using current code loads and capacities Damage at the 2340 portion of the building was limited to smoke staining in the attic space and notches at approximately 6 roof joists, which were apparently cut by fire crews Repairs to this portion of the building were completed under separate permit. Structural Repairs: 2342 and 2344 Hosp Way Substantial structural damage to the southern portion of the building, included fire damage to roof framing removal of plywood and gypsum board sheathing serving as part of the lateral force resisting system in order to dry the structure Structural repairs include re-framing damaged portions ofthe attic framing and sheathing and adding plywood shear walls at key locations to form an all plywood lateral force resisting system Typical bearing walls, party walls and corridor walls will be constructed as fire resistive elements in accordance with current Code requirements According to previous indication by the City Building Official, installation of fire sprinklers is not a Code requirement Non-Structural Repairs: In addition to the structural damage and repairs noted above, other repairs include roofing, electrical, plumbing, heating, insulation and glazing systems as well as interior building finishes, cabinets and the like In general, our intended repairs for the non-structural systems are to remove and replace damaged elements in like kind and quality except where the Code requires upgrades to the damaged systems A summary of the anticipated repairs is as follows • Roofing Damaged areas of roofing to be repaired in like kind Where roof framing or sheathing is damaged at sloping tile roof areas, existing tile will be removed and temporarily stored on site, damaged framing and sheathing members will be repaired/replaced, new roofing and flashing installed and the original tile roofing will be replaced At the central flat roof area, the existing roofing will be replaced in its entirety with a new 3 ply mineral cap roofing system Specific roofing/flashing and tie-in details will be developed and implemented by the roofing contractor in accordance with current Code requirements 4^ CURRY PRICE COURT • Structural & Civil Engineers Electrical Damaged mam home-run feeds for each unit will be replaced back to a central meter area At the upper floor of the 2342 and 2344 buildings, electrical systems were damaged and will be replaced in kind with upgrades as required by current Code for Arc Fault and GFI circuits, and switching for high efficiency lighting in the kitchen and bathrooms In the remainder of the building, the existmg electrical system was generally not damaged It is anticipated that the existing electrical system remain unchanged Plumbing At the upper floor of the 2342 and 2344 buildings, portions of the plumbing system were damaged by the fire or by firefighting efforts It is anticipated that damaged systems, such as piping, toilets, showers, valves, etc will be replaced in kind in conformance with Current Code requirements, including requirements for water usage and automatic temperature compensating mixing valves In the remainder ofthe building, the existing plumbing system was generally not damaged and no changes are anticipated Heating System The existmg building system is served by a radiant electrical heating system run in the ceiling of each unit In the 2340 building, this existing system is not damaged and remains functional No changes to the heating system are anticipated in this block of units In the remaining portion of the building (2342 and 2344 units) the existing system was damaged by the fire or by removal of gypsum board for water damage remediation Current energy Codes do not allow its replacement in like kind Therefore we anticipate that an alternate electrical heating system will be installed at such affected units Note that the existing building IS not served with natural gas Insulation Insulation damaged by fire, smoke or water will be removed and replaced in like kind except in attic areas where energy Code requirements require R-30 insulation Sound batt insulation will be installed at party walls in lieu of sound board Glazing No significant damage to glazing occurred Individual broken glass panes will be replaced in kind Appliances All damaged built-in appliances will be replaced with equivalent new models meeting current energy code requirements Note that the building is not served with natural gas so all appliances are required to be electric Carbon monoxide detectors are not required Cabmets/Finishes All damaged built-in cabinets, fixtures and finishes will be replaced in kind with equivalent quality materials No Code required upgrades are anticipated for these elements o © 0 © © 9 © © Kg. — I r 322 F i 324 i F <3>:. 321 F 323 F • s 326^1 . 328 E<af.- DR *325-^s • ER ! 327 D c. 1. o CiT c 0 0 © —I— ® I I K Ui LJ. n JL T ..Oi UP • .<> .<>: tl i ^ CURRY PRICE COURT • Structural, Seismic & Civil Engineers 444 Cammo del Rio South • Suite 201 • San Diego, CA 92108 Phone (619) 291-2800 • Fax (619) 291-0613 www cpceng com JOB RHFFT NO OF CALCULATED BY DATF CHECKED BY nATF '?U5|geig <ix>of Tlue 6C-6 |o,o i.r PLAT (2-0^ 3.0 7 \,o 3.0 6 Pv^^'rt- PBODUCT m 1 ISinple Slittlsl !0S 1 (Padded) ^ CURRY PRICE • Structural, Seismic & Civ COURT ivil Engineers JOB. SHEET NO . 444 Camino del Rio South • Suite 201 • San Diego, CA 92108 Phone (619) 291-2800 • Fax (619) 291-0613 www cpceng com CALCULATED BY. CHECKED BY SCALE OF DATE. DATE. 'tip PRODUCT 2041 ISinile ShEilsl 205 1 (PaJded) 4^ CURRY PRICE COURT • Structural, Seismic & Civil Engineers 444 Camino del Rio South • Suite 201 • San Diego, CA 92108 Phone (619) 291-2800 • Fax (619) 291-0613 w\A'w cpceng com JOB -1 SHEET NO ' OF CALCULATED BY DATE CHFCKFn RY DATE SCALE r^^' Oft l^a ^ *??P<VC^AJ6 Au^ouJ = Nno >l2--'0 gjc^^ PRODUCT Z041 ISinglE Siietts) 205 1 (Padded) 4^ CURRY PRICE COURT • Structural, Seismic & Civil Engineers 444 Camino del Rio South • Suite 201 • San Diego, CA 92108 Phone (619) 291-2800 • Fax (619) 291-0613 www cpceng com lOR Cs>fLG^t^ C-Pf^drO f vrt-t. RHFFT NO ^ OF CAI GUI ATFD RY J DATF CHFCKFn RY HATF SCALE ft Orf ^ p-jt.AMl/J<(ji| v4 A \4 tz-ofcf- 5u)^ea poof- 3 l<3 l4 fb C-p wi^v<.' (\i?t«c ^'itC'^ i.tr)Ta PRODUCT 2041 (Sngla Steals) 205 1 (Padded) ^ CURRY PRICE COURT Structural, Seismic & Civil Engineers 444 Camino del Rio South • Suite 201 • San Diego, CA 92108 Phone (619) 291-2800 • Fax (619) 291-0613 www cpceng com JOB RHFFT NO '~\ OF CALCULATED BY nATF CHFCKFn RY nATF SCAL 'h\\0 \4n • ; J I'k. PRODUCT 2041 (Singlt Stieels) 205 1 (Plddei) 4^ CURRY PRICE COURT • Structural, Seismic & Civil Engineers 444 Cammo del Rio South • Suite 201 • San Diego, CA 92108 Phone (619) 291-2800 • Fax (619) 291-0613 www cpceng com lOR CA(U>'J\J Cofjoe RHFFT Wn II © OF CAI Cl 11 ATFn RY -W?^ DATF CHFCKFn RY nATF SCALE . Top c^tim \<v(^f <^ '^opMT Pu I'^lfSF ^ '^B> pi/t=- ut- PRODUPT J04 1 (Smole Sheelsl 2fti 1 (Padded) DESIGN PROPERTIES Allowable Design Properties^') (ioo% Load Duration) Grade Width Design Property Depth Grade Width Design Property 43/8" 5'/2" Wl" Plank Orientation VA" 8%" 91/4" %Vi" IIW" 11'/B" 14" 16" 18" 20" ImbeiiSti: mm UE 3'/2" Moment (ft-lbs) 1,735 2,685 1,780 4,550 6,335 7,240 10,520 UE 3'/2" Shear (lbs) 4,085 5,135 1,925 6,765 8,050 8,635 10,500 UE 3'/2" Moment of Inertia (in*) 24 49 20 111 187 231 415 UE 3'/2" Weight (plf) 45 56 56 74 88 94 115 1 55E VA" Moment (ft-lbs) 4,950 5,210 7,195 7,975 10,920 14,090 1 55E VA" Shear (Ibs) 3,345 3,435 4,070 4,295 5,065 5,785 1 55E VA" Moment of Inertia (in *) 115 125 208 244 400 597 1 55E VA" Weight (plf) 51 52 6 2 65 77 88 1 55E 3V2" Moment (ft-lbs) 9,905 10,420 14,390 15,955 21,840 28,180 1 55E 3V2" Sheardbs) 6,690 6,870 8,140 8,590 10,125 11,575 1 55E 3V2" Moment of Inertia (in") 231 250 415 488 800 1,195 1 55E 3V2" Weight (plf) 101 10 4 12 3 13 15 3 17 5 Microllam® LVL 1 9E VA" Moment (ft-lbs) 2,125 3,555 5,600 5,885 8,070 8,925 12,130 15,555 19,375 23,580 1 9E VA" Sheardbs) 1,830 2,410 3,075 3,160 3,740 3,950 4,655 5,320 5,985 5,650 1 9E VA" Moment of Inertia (in *) 24 56 115 125 208 244 400 597 851 1,167 1 9E VA" Weight (plf) 28 37 47 48 57 61 71 82 92 10 2 Parallam'3 PSL 3'/2" Moment (ft-lbs) 12,415 13,055 17,970 19,900 27,160 34,955 43,665 3'/2" Sheardbs) 6,260 6,430 7,615 8,035 9,475 10,825 12,180 3'/2" Moment of Inertia (in *) 231 250 415 488 800 1,195 1,701 3'/2" Weight (plf) 101 10 4 12 3 13 0 15 3 17 5 19 7 5'/4" Moment (ft-lbs) 18,625 19,585 26,955 29,855 40,740 52,430 65,495 5'/4" Sheardbs) ! 9,390 9,645 11,420 12,055 14,210 16,240 18,270 5'/4" Moment of Inertia (in') 346 375 623 733 1,201 1,792 2,552 5'/4" Weight (plf) 15 2 15 6 18 5 19 5 23 0 26 3 29 5 7" Moment (ft-lbs) 24,830 26,115 35,940 39,805 54,325 69,905 87,325 7" Sheardbs) 1 12,520 12,855 15,225 16,070 18,945 21,655 24,360 7" Moment cf Inertia (in <) 462 500 831 977 1,601 2,389 3,402 7" Weight (plf) 20 2 20 8 24 6 26 0 30 6 35 0 39 4 2 0E (1) For product in beam orientation, unless othera/ise noted Some sizes may not te available m your region PRODUCT STORAGE \ -is, % \^ 'Sb '5^ ^ ^ ^ ^ % % -Si, ^ Protect product li om sun anil water CAUTION Wrap IS slippery when wet or icy Use support blocks at W on-center to keep bundles out olmud and water Trus Joist® Beam, Header and Column Specifier's Guide TJ-9000 | May 2012 DESIGN PROPERTIES Design Stresses'i) (100% Load Duration) Grade Orientation G Shear Modulus of Elasticity (psi) E Modulus of Elasticity (psi) Emm Adjusted Modulus of Elasticity") (psi) Fb Flexural Stress"! (psi) F, Tension Stress"! (psi) Fci Compression Perpendicular to Grainii! (psi) Fell Compression Parallel to Gram (psi) F, Horizontal Shear Parallel to Gram (psi) SG Equivalent Specific Gravity(S! • ' 13E Beam/Column 81,250 1 3 X106 660,750 1,700 1,075 680 1,400 400 0 50W ' 13E Plank 81,250 13x106 , 660,750 1,900(8! 1,075 435 1,400 150 0 SOP) 1 SSE Beam 96,875 1 55 X106 787,815 2,325 1,070B! 800 2,050 310(5) 0 50") Column 112,500 18x106 914,880 Microllam® LVL Parailam® PSL 2,400"°) 1,755 425(10) 2,500 190(10) 0 50 Beam 125,000 2 0 X 106 1,016,535 2,900 2,025 750 2,900('" 290 0 50 (1) Unless otherwise noted, adjustment to the design stresses for duration of load are permitted in accordance with the applicable code (2) Reference modulus of elasticity for beam stability and column stability calculations, per NDS® 2005 (3) For 12" depth For other depths, multiply Fb by the appropnate factor as follows r 12 1 0 092 - ForTimberStrand® LSL, multiply by L"TJ tl2 10 !36 ri210111 - For Parailam® PSL, multiply by LT"J (4) Ft has been adjusted to reflect the volume effects for most standard applications (5) Fci may not be increased for duration of load (6) For lateral connection design only (7) Specific gravity of 0 58 may be used for bolts installed perpendicular to face and loaded perpendicular to gram (8) Values are for thii kness up to V/i" (9) Values account for large hole capabilities See Allowable Holes on page 36 (10) Values are for plank orientation (11) For column applications, use Fdi of 500 psi General Assumptions for Trus Joist® Beams • Lateral support is required at bearing and along the span at 24" on-center, maximum I • Bearing lengths are based on each product's bearing stress for applicable grade and orientation • All members 7'/4" and less in depth are restricted to a maximum deflection of Ms" • Beams that are 154" x 16" and deeper require multiple plies • No camber • Beams and columns must remain straight to within 5Ly4608 (in) of true alignment L IS the unrestrained length of the member in feet • Tables on pages 8-15 include load reductions applied m accordance with code For applications not covered in this brochure, contact your Weyerhaeuser representative See pages 38 and 33 lor multiple-member beam connections Beam Orientation TimberStrand<^ LSL, Microllam'^ LVL, and untreated Parailam'^ PSL are intended for dry-use applications Column Orientation Plank Orientation Trus Joist® Beam, Header and Column Specifier's Guide TJ-9000 | May 2012 Conterminous 48 States 2003 NEHRP Seisnnic Design Provisions Latitude = 33 176 Longitude = -117 327 Spectral Response Accelerations Ss and S1 Ss and SI = Mapped Spectral Acceleration Values Site Class B - Fa = 1 0 ,Fv = 1 0 Data are based on a 0 01 deg grid spacing Penod Sa (sec) (g) 0 2 1 217 (Ss, Site Class B) 1 0 0 461 (SI, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 33 176 Longitude = -117 327 Spectral Response Accelerations SMs and SMI SMs = Fa X Ss and SMI = Fv x SI Site Class D - Fa = 1 013 ,Fv = 1 539 Penod Sa (sec) (g) 0 2 1 233 (SMs, Site Class D) 1 0 0 710 (SMI, Site Class D) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 33 176 Longitude = -117 327 Design Spectral Response Accelerations SDs and SDI SDs = 2/3 X SMs and SDI = 2/3 x SMI Site Class D - Fa = 1 013 ,Fv = 1 539 Penod Sa (sec) (g) 0 2 0 822 (SDs, Site Class D) ASCE 7 - 05126009 The Grove Fire DamageBase Shear ^ CURRY PRICE COURT Structural & Civil Engineers Determine Base Shear Proiect Location Street City Grove Condominjum Fire Repair State Ca Zip Code Latitude 33176 Longitude -117 327 Occupancy Category Importance Factor Response Modification Factor (R) 65 From Table 1-1 ASCE7-05, Page3 From Table 11 5-1 ASCE7-05 Paget 16 From Table 12 2-1 ASCE7-05 Paget 20 (All Plywood System) Data Determine Site Period T=C,*h„'' Data 35 Building height in feet Q. c,= 0 02 From Table 12 8-2 ASCE7-05 Page 129 C x= 0 75 From Table 12 8-2 ASCE7-05 Page 129 T= 0 288 Determine Spectral Response Accelerations S,= 1 217 0 461 02 sec Acceleration (for site soil site class B) 1 0 sec Acceleration (for site soil site class B) CGo to USGS Website and use Java Ground Motion Parameter Calculator V5 0 9 Or use 2007 CBC Maps in Chapter 16) Site Class Based on site soil properties D] Site Class (if no soil report is available use site class D Site Coefficients Based on site class soil properties Fa= 1 013 02 sec penod response acceleration modification factor from ASCE7-05 table 11 4-1 page 115 (Interpolate using tables tab) F„= 1 539 1 0 sec penod response acceleration modification factor from ASCE7-05 table 114-1 page 115 (inlerpolale using tables lab) S„s= 1 233 02 sec penod Site Coefficient (S„,=Fa*S,) Eq 11 4-1 S„i= 0 709 1 0 sec penod Site Coefficient (SMI=FV*SI) Eq 11 4-2 Seismic Desiqn Spectral Acceleration SDS- SDI- 0 822 0 473 02 sec penod Design Acceleration (SDS=2/3*S„J) Eq 11 4-3 1 0 sec penod Design Acceleration (SDI=2/3*S„,) Eq 11 4-4 Seismic Response Coefficient C,i= 0 126 Cs2= 0 253 Cs3= 7 03 Cs„in,= 0 01 Cs„„2= 0 035 Csmi„= 0 01 (SDS*I)/R ifTo<T<T, (SD,*I)/{T*R) forT<or = TL (SDI*TL*I)/(T'^2*R) forT>TL Seismic Desiqn Cateqorv Short Penod Long Penod Eq 12 8-2 Eq 12 8-3 Eq 12 8-4 Eq 12 8-5 Eq 12 8-6 for structures located where S, is equal to or greater than Cs shall not be less than C.,.^ Cs need not exceed this value TL= 8 0 ASCE7-05 Figure 22-15 P228 Cs= 0 126 V=Cs*W= VASD=(CS/1 4)*W= 0126 *W 0 090 *W Base Shear Strength Base Shear Allowable Stress Z \Pral(x;ts\2012\1Z6000\126009 Old Grow Fl^aRapir^DocumBnIs^Calculati«^9\1260M ASCE7-05 Saamic with design catigwy 010313 jdsx Seismic 1 of 16Last Updated 1/16/2013 ASCE 7 - 05126009 The Grove Fire DamageBase Shear A CURRY PRICE COURT • Structural & Civil Engineers Dead Load Building Weights Roof Concrete Tile 1/2 Ply 2x4truss®24 oc 1/2 gyp ceiling misc Pitch 5 12 Roof Wt Increase 1 08 RoofWt 22 5 Floor 2x4 truss @ 24 0 c 3/4 ply 1/2 Gyp (below) 1 1/2 Lt Wt Concrete _ total ' ffoof Rolled Roof 1/2 Ply 2x4 truss @ 24'0 1/2 gyp celling misc total Ms (psf) 30 1 5 30 22 41 Prtch Flat RoofWt 13 8 None Beanng Walls (psf) Partitions 10 0 Exterior walls Stucco 2x4@ 16 oc 5/8 Gyp MISC total ' wis (psf) 11 0 1 0 28 02 Notes 1 Roof Average wdth includes roof overhang 2 2nd a 3nJ Floor Average width includes balcony's 3 8 ceilings 4 12 depth @ floor considers joist ply & It wt concrete Ave Total Ave Total floor to floor height Width Width Flat Ave Length Penmiter (tnb) Area Area Flat Pjea 5 12 fl B ft ft ft ft' re ft' Roof 65 24 243 616 4 15795 5832 9963 3rd Floor 62 243 610 9 15066 2nd Fioor 62 243 610 9 15066 Roofs 12 22 6 9963 224500 Flat 138 5832 80482 Partrtions 50 15795 78975 Perimiter Stucco Wall 15 0 2464 36960 wt Area wts psf fe Ibs Floor 20 3 16066 305086 6 Partitions 10 0 16066 150660 Pennniter Stucco Wall 15 0 5490 82350 538097 \«t Area wts psf ft' Ibs Floor 20 3 16066 305087 Partitions 100 15066 150660 Penmiter Stucco Wall 150 5490 82350 ASCE 7 - 05126009 The Grove Fire DamageBase Shear A CURRY PRICE COURT • Structural & Civil Engineers Vort cal PIstrlbu ion Story Plate Height Weight Story Force Level Floor Area Base Shear h<" (ft) (Ibs) (ibs-n) (Zwih,') F;t=VC„ («") (psO Roof 26 420916 10943821 04S F,= 38 86 Kip 15795 2 46 3 17 638097 9147641 0 37 F,= 32 46 Kip 15066 216 2 8 538097 4304772 018 F2= 15 29 Kip 15066 1 01 1 0 Z= 969013 24396234 1 00 V«o= C,/1 4 xW CJ-[ 4= 0 090 VASD= k=1 for period < or = 5 sec k=2 for period or = 2 5 sec For penods between 5s6c and 2 5sec you can interpolate between k=1 and k=2 86 6 kip Wall SheanA'ell Shearwall Demand/ v Tnb Width Tnb Length Force Available Sheanwall Req Provided Type Capacity Line psf ft ft Ibs ft plf Plf Roof Line B Nev/Wail 2 46 65 243 38862 148 263 280 #6 0 94 Two sided 3rd Floor Line B Bostinq Wall 2 16 62 243 71345 170 420 860 #4 049 Two sided 2rd Floor Line B Existing Wall 1 01 62 243 86632 170 610 860 #4 0 59 Assume no shearwalls at 3rd floor Assume same shearwalls in bldg 2240 as in 2242 & 2244 Assume same shearwalls in bldg 2240 as in 2242 & 2244 Notes 1 In the long direction add shearwall at roof and 3rd floor 2 1st and 2nd floor sheanwalls and holdowns areo k repair water damaged shearwalls to ongmal condition 3 Shearwalls at 1st floor on line A & C are fbr stiffness East/West Sheanwall Shearwall Demand/ V Tnb Width Tnb Length Force Available Sheanwall Req Provided Type Capacity Roof psf ft ft Ibs ft pif plf Line 4 New Wall 2 46 38 65 6077 62 98 280 #6 0 35 Line 5 New Wall 2 46 42 65 6717 48 140 280 #6 0 50 Line 7 New Wall 2 46 41 65 6657 44 149 280 #6 0 53 Lines New Wall 2 46 40 66 6397 48 133 260 #6 0 48 Line 10 New Wall 2 46 21 65 3358 18 187 280 iS* 0 67 182 29106 Assume that the ratio ofthe length is proportional to the shear then 186/243= 76 of the shear will goto the repaired building Shear at the roof in the transverse direction IS V= 29535 Ibs O K. (less than 1%) Assume part of bldg 2240 goes lo line 4 Force Wall Wall Sheanivall Shesrwall Shearwall Demand/ 3rd Floor v psf Tnb Width ft Tnb Length ft Force Ibs Atiove Ibs Force at Level Ibs Available ft Req plf Provided Plf Type Capacity Line 4 New Wall 216 38 62 5080 6077 11157 52 215 280 #6 0 77 Line 6 New Wall 216 42 62 5614 6717 12331 48 257 280 #6 0 92 Line 7 New Wall 216 41 62 5481 6557 12038 52 231 280 #6 0 83 Line 8 NewWall 216 40 62 5347 6397 11744 64 217 280 #6 0 78 Line 10 NewWall 216 21 62 2807 3368 6166 30 206 280 #6 0 73 24329 Same assumption as above V= 63436 54223 OK (lessthan 1%) 2nd Floor v psf Tnb Width ft Tnb Length ft Force Ibs Force Wall Above Ibs Force at level Ibs Wall Available ft Sheanwall Req Plf Sheaiwall Shearwall Provided Type plf Demand/ Capacity Line 4 Existing Wall 1 01 38 62 2390 11167 13547 52 261 430 #4 0 61 Line 5 Existing Wall 1 01 42 62 2642 12331 14973 64 234 430 #4 0 54 Line 7 Existing Wall 1 01 41 62 2579 12038 14617 52 281 430 #4 0 65 Line 8 Existing Wall 1 01 40 62 2516 11744 14260 64 223 430 #4 0 52 Line 10 Existing Wall 1 01 21 62 1321 6166 7487 31 242 280 #6 0 86 Same assumption as above V= 64885 65840 OK (lessthnn 1%) CURRY PRICE COURT • Structural, Seismic & Civil Engineers 444 Camino del Rio Soutii • Suite 201 • San Diego, CA 92108 Phone (619) 291-2800 • Fax (619) 291-0613 www cpceng com RHFFT NO \- ^ OF CAI Cl II ATFn RY nATF CHFCKFn RY DATF SCALE . (D /^- 0 Me' *l ^ , II 1 ul *• ' • • . - .... ^ 3'y PBODUCT 2041 (Single Sheets) JOS 1 (Padded) ^ CURRY PRICE ^ Structural, Seismic & Civ COURT ivil Engineers JOB. 444 Camino del Rio South • Suite 201 • San Diego, CA 92108 Plione (619) 291-2800 • Fax (619) 291-0613 www cpceng com SHEET NO . CALCULATED BY CHECKED BY SCALE 0F_ DATE. DATE. 50O t?j^j7>j^A<^>^ Si-lg^5 PRODUn JD' 1 (Single Sh-ls) 20a 1 |Padded) 4^ CURRY PRICE ^ Structural, Seismic & Civ COURT ivil Engineers JOB SHEET NO 0F_ 444 Camino del Rio Soutii • Suite 201 • San Diego, CA 92108 Piione (619) 291-2800 • Fax (619) 291-0613 www cpceng com CALCULATED BY. CHECKED BY SCALE DATE. DATE. ^8 (3) i> r ),4 V PRODUCT 2[H 1 (Single Sheelsl 203 1 IPaddedl 4^ CURRY PRICE COURT • Structural, Seismic & Civil Engineers 444 Camino del Rio South • Suite 201 • San Diego, CA 92108 Phone (619) 291-2800 • Fax (619) 291-0613 www cpceng com joB_tSk Azcd^ ^>^£. K<gj>/*»g >atKae>4» SHEET NO . OF. CALCULATED BY CHECKED BY SCALE. DATE. tz^iu^a, M^c e»U56 iOTO •i.'^'^^j o^^H A-i-*- '^y^T^'iM 1) 0 0 0 H5r X7 (^^7 30 PRODUCT 2041 (Single Sheets) 205 1 (Padded) .JRRY PRICE CC • Stru( tural & Civil Engineers Pc'd S I liir\ I r, M II lolii- Pii<<>, t [, Sl I inn >• li St( ngci, ( 1 Sl « Sn.';,i( i H^iil(ioi<.on Cl * \ (LdlilOi ma Corpoialion tsiai)ii'.hi-(i nr/) November 12, 201 2 City of Carlsbad Development Services 1635 Faraday Avenue Carlsbad CA, 92008 Attention Mr William Foss Subject Structural Evaluation of Existing Fire Damage 2340, 2342, 2344 Hosp Way Carlsbad CA, 92008 -ftire Ladies and Gentlemen In accordance with the 2010 California Building Code, we are hereby providing this letter outlining our findings regarding the structural damage to the building resulting from a recent structure fire as well as an outline of our intended repair methodology The subject building is a three story condominium building comprising a total of 36 individual two bedroom units which, according to tax records, range in size from 810 to 1,065 square feet The building IS roughly rectangular m shape and measures approximately 240 feet long by 57 feet wide The subject building is of wood framed construction with a stucco and wood siding exterior, a primarily gypsum board intenor with some tile accent walls, a concrete slab on grade floor and assumed conventional shallow foundation system A tile covered sloping shed roof extends along both the front and back of the long side of the building with a central flat roof well along the center It is in the flat roof area near the south end of the building where the recent fire reportedly started For the purposes of this report, the 240 foot long front elevation of the building IS assumed to face west The subject building comprises three separate addresses (2340, 2342, and 2344 Hosp Way), each serving a total of 12 units Three separate mam entrances are located at the second floor level on the west side of the building and are accessed via bridge elements Each entrance serves a separate east-west oriented three level corridor with a four units at each level, two on each side in front and two on each side in back Secondary exits are located at the lower floor level at both the east and west end of each of the three main corridors Based on our review, there appears to be a totai of SIX different plan types, with reverses of each In general, the units "stack" vertically above each other except for some minor differences in some of the upper level units The subject building was reportedly originally constructed in 1974 as an apartment building and was converted to condominiums in about 1982 Plans and calculations are not available at this time For the purpose of this evaluation we assume that the building was designed and constructed m accordance with the 1 970 UBC 444 C.imino drl R(f> Soiilh • Suilc 201 . San I )iog(), ('A 9.' 108 (Ol'l) i')i-i8()0 tcl.((jT)l 2')1-06IJ \A\ www ([)i cng ( oni CURRY PRICE COUR • Structur<il & Civil Engineers November 12, 2012 City of Carlsbad Structural Evaluation of Existmg Fire Damage Page 2 Though the plans were not available for review, our site investigation revealed that the building appears to be a conventionally framed structure with gypsum board bracing panels at exterior walls party walls, corridor walls and longer interior demising walls, and plywood shear panels at the lower two levels at the north-south center party wall In addition, stucco, and possibly plywood bracing panels may have been utilized at the exterior walls The fire reportedly started m the flat roof area above the 2344 portion of the building and traveled through the attic space over both the 2342 and 2344 portions A majority of the framing and sheathing at the flat roof area and some of the trusses and sheathing at the sloping roof area at these was either burnt or significantly charred Our initial assessment is that the fire damage is limited to the roof and ceiling framing and that the wall framing of the third floor units were generally not damaged except for possibly some localized areas Damage below the upper floor level appeared to be limited to smoke and water damage, although significant areas of the gypsum board sheathing in this area will need to be removed in order to replace wet insulation and to dry the framing Damage at the 2340 portion of the building appeared to be limited to smoke staining in the attic space and notches at approximately 6 roof joists, which were apparently cut by fire crews We did not observe any other structural damage to this portion of the building However, it is anticipated that the roof sheathing at the flat roof portion will need to be removed and replaced in order to access and seal the smoke damaged framing in the portion of the attic that is not accessible from below See Appendix C for a reference building plan and a general extent of roof sheathing to be removed and replaced We have conducted a preliminary assessment of the structural damage to the building caused by the fire and by the removal of finishes necessary for reconstruction in accordance wilh CBC Section 3405 2 1 requirements Our findings are as follows Structural Damage to the Lateral Force Resisting System: We find that the building is in Seismic Design Category D and if repaired to its pre-fire state, would nol comply with the provisions of the 2010 CBC for wind and earthquake loads Therefore, we intend to provide plans to rehabilitate the damaged portion of the buildmg to comply with the applicable provisions of the 2010 CBC Wmd and earthquake loads shall be not less than those required for the 1970 UBC (assumed Code in force at the time of construction) nor less that the wind loads prescribed in Section 1609 nor less that 75% of the earthquake forces prescribed in Section 1513 of the 2010 CBC (current Code) Structural Damage to the Gravity Load Carrying System A hnal determination of the extent of damage to the building roof has not yet been completed However, based on estimated damages, we find that the gravity load carrying system of the roof framing mav have sustained substantial structural damaRe as defined in Section 3402 1 ofthe 2010 CBC We intend to provide plans to restore the damaged portion of the roof structure to its pre-damaged state using loads and materials strengths based on current Code provisions We find that the building floor and wall framing has not sustained substantial structural damage We do not anticipate any substantial replacement of floor or wall framing members, except as may be required to comply with required upgrades to the lateral force resisting system described above ,^ CURRY PRICE COURT ^ Structural & Civil Engineers November 12, 2012 City of Carlsbad Structural Evaluation of Existing Fire Damage Page 3 Based on the above, and on the preliminary analysis performed to date, we propose to repair the building structure as follows , • 2340 Hosp Way Substantial Structural Damage to this portion of the building was not observed We propose structural repairs be limited to removal and replacement of the flat roof sheathing in order to access attic framing for smoke damage treatment A limited number of roof joists damaged by fire fighters will be replaced New framing members will be sized m accordance with current Code requirements We do not anticipate significant structural upgrades in this portion ofthe building beyond what is noted above will be required • 2342 Hosp Way In our opinion, substantial structural damage to this portion of the building has occurred, due to the fire damaged roof framing and sheathing and necessary removal and replacement of gypsum board at walls serving as part of the lateral force resisting system Proposed structural repairs include re-framing damaged portions of the attic framing and sheathing and adding plywood shear walls at key locations Where required by current Code, party walls and corridor walls will also be constructed as fire resistive elements in accordance with current Code requirements Installation of fire sprinklers is not anticipated to be a Code requirement • 2344 Hosp Way In our opinion, substantial structural damage to this portion ofthe building has occurred, due to the fire damaged roof framing and sheathing and necessary removal and replacement of gypsum board at walls serving as part of the lateral force resisting system Proposed structural repairs include re-framing damaged portions ofthe attic framing and sheathing and adding plywood shear walls at key locations Where required by current Code, party walls and corridor walls will also be constructed as fire resistive elements m accordance with current Code requirements Installation of fire sprinklers is not anticipated to be a Code requirement In addition to the structural damage and repairs noted above, other damaged elements involved in the fire repair include portions ofthe roofing, electrical, plumbing, heating, insulation and glazing systems as well as interior building finishes, cabinets and the like In general, our intended repairs for the non-structural systems are to remove and replace damaged elements in like kind and quality except where the Code requires upgrades to the damaged systems A summary of the anticipated repairs is as follows • Roofing Damaged areas of roofing to be repaired in like kind Where roof framing or sheathing is damaged at sloping tile roof areas, existing tile will be removed and temporarily stored on site, damaged framing and sheathing members will be repaired/replaced, new roofing and flashing installed and the original tile roofing will be replaced At the central flat roof area, the existing roohng will be replaced in its entirety with a new 3 ply mineral cap roofing system Specific roofing/flashing and tie-in details will be developed and implemented by the roofing contractor in accordance with current Code requirements I Ripon II u li (i()< :uRRY PRICE COURT • Structural & Civil Engineers November 12, 2012 City of Carlsbad Structural Evaluation of Existing Fire Damage Page 4 Electrical Damaged mam home-run feeds for each unit will be replaced back to a central meter area At the upper floor of the 2342 and 2344 buildings, electrical systems were damaged and will be replaced in kind with upgrades as required by current Code for Arc Fault and GFI circuits, and switching for high efficiency lighting in the kitchen and bathrooms In the remainder of the building, the existing electrical system was generally not damaged It is anticipated that the existing electrical system remain unchanged Plumbing At the upper floor of the 2342 and 2344 buildings, portions of the plumbing system were damaged by the fire or by firefighting efforts It is anticipated that damaged systems, such as piping, toilets, showers, valves, etc will be replaced in kind in conformance with Current Code requirements, including requirements for water usage and automatic temperature compensating mixing valves In the remainder ofthe building, the existing plumbing system was generally not damaged and no changes are anticipated Heating System The existing building system is served by a radiant electrical heating system run m the ceiling of each unit In the 2340 building, this existing system is not damaged and remains functional No changes to the heating system are anticipated in this block of units In the remaining portion of the building (2342 and 2344 units) much of the existing system was damaged by the fire or by removal ol gypsum board for water damage remediation It is our understanding thai where this system is damaged, current energy Codes do not allow its replacement in like kind Therefore we anticipate that an alternate electrical heating system will be installed at such affected units Note that the existing building IS not served with natural gas Insulation Insulation damaged by fire, smoke or water w\\\ be removed and replaced m like kind except in attic areas where energy Code requirements require R-30 insulation Glazing All damaged glazing will be replaced with low-E dual pane glazing meetmg current energy Code requirements All existing non-damaged glazing will remain Appliances All damaged built-in appliances will be replaced with equivalent new models meeting current energy code requirements Note that the building is not served with natural gas so all appliances are required to be electric Cabmets/Finishes All damaged built-in cabinets, fixtures and finishes will be replaced in kind with equivalent quality materials No Code required upgrades are anticipated for these elements UWlll'J Dimiiii As,LbinunI KoiiDrl ^. CURRY PRICE COURT ^ Structuial Civil Engineers November 12, 2012 City of Carlsbad Structural Evaluation of Existing Fire Damage Page 5 A matrix of the observed building damage at each unit is included in Appendix A This matrix is subject to revision as finishes are removed and additional structure and systems are observed and evaluated Representative photos of observed fire damage are included in Appendix B If you have any questions or if we can be of further assistance on this matter, please do not hesitate to call Respectfully, james B Stenger Principal (619) 291-2800 ext 225 ist('.v4cr@( p( eng com JBS/js/126009 Enclosures Appendix A - Matrix of Observed Damages Appendix B - Fire Damage Photos Appendix C — Preliminary Building Floor Plans Mmm Uiiiny A^iiMiH III K( lion 11 1 2 I i doi • Structural & Civil Engineers November 12, 201 2 City of Carlsbad Structural Evaluation of Existing Fire Damage Page 6 Appendix A Matrix of Observed Fire Damage 2340 Hosp Way Unit Fire Damage Smoke Water Damage Electrical Plumbing Heating Attic/ Floor Walls Attir Interior Ceiling Walls Home Runs Brancli Circuits Water Drains 317 N N D P N N N N N N N 318 N N D P N N N N N N N 319 N N D P N N N N N N N 320 N N D P N N N N N N N 217 N N NA P N N N N N N N 218 N N NA P N N N N N N N 219 N N NA P N N N N N N N 220 N N NA P N N N N N N N 117 N N NA P N N N N N N N 118 N N NA P N N N N N N N 119 N N NA P N N N N N N N 120 N N NA P N N N N N N N 2342 Hosp Way Unit Fire Damage Smol<e Water Damage Electrical Plumbing Heating Attic/ Floor Walls Attic Interior Coiling Walls Home Runs Branch Circuits Water IDrains/ Vents 317 D N D D D D D D D P D 318 D N D D ID D D D D P D 319 D N D D D D D D D P D 320 D N D D D D D D D P D 217 N N NA n P P ? N N N P 218 N N NA D P P ? N N N P 219 N N NA D P P ? N N N P 220 N N NA D P P ? N N N P 117 N N NA P P P N N N N P 118 N N NA P P P N N N N P 119 N N NA P P P N N N N P 120 N N NA P P P N N N N P D = Damage Observed or Likely Present N = No Damage Observed P = Partial Damage Observed NA = Not Applicable ? = Damage Possible, but not yet verified lilOD'I Dinn(,( Ass ..JRRY PRICE COURT Structuial & Civil Engineers November 12, 2012 City of Carlsbad Structural Evaluation of Existmg Fire Damage Page 7 Appendix A (Cont) Matrix of Observed Fire Damage 2344 Hosp Way Unit Fire Damage Smoke Water Damage Electrical Plumbing Heating Attic/ Floor Walls Attic Interior Ceiling Walls Home Runs Branch Circuits Water Drains /Vents 317 D N D D D D D D D P D 318 D N D D D D D D D P D 319 D N D D D D D D D P D 320 D N D D D D D D D P D 217 N N NA D P P D N N N P 218 N N NA D P P D N N N P 219 N N NA D P P D N N N P 220 N N NA D P P D N N N P 117 N N NA P P P ? N N N P 118 N N NA P P P ? N N N P 119 N N NA P P P ? N N N P 120 N N NA P P P ? N N N P D = Damage Obseived or Likely Present N = No Damage Obseived P = Partial Damage Observed NA = Not Applicable ' = Damage Possible, but not yet verified IJODD'J Dinni,! Asstssmcnl Reiion IlliUdoiv CURRY PRICE COURT ^ Structural & Civil Engineers November 12, 2012 City of Carlsbad Structural Evaluation of Existing Fire Damage Page 8 Appendix B Representative Photos m00m:' Photo #1 - Overall view of tliu -'I'-ir^ •.-.vest) side of 2340 and 2342 Hosp fi Photo #2 - From (west) elevation of 2342 Hosp Way Area of roof damage visible 12l)(iaj D iniif,! Ass( ssDU III Kl pon 11 12 12iliji URRY PRICE COURT • Structural & Civil Engineers November 1 2, 201 2 City of Carlsbad Structural Evaluation of Existing Fire Damage Page 9 'i ft Photo #3 - North end 'of 2340 Hosp Way Note slope roof at east and west e evation with flat roof at center 1 " «: v, JI. < Photo #4 - Flat roof well above 2342 Building looking South 126009 IJimam Aisc^mc'il l\i i'ort H 1 ^1 I 2 (loi v ^ . URRY PRICE COURT • Structural & Civil Engineeis November 12, 2012 City of Carlsbad Structural Evaluation of Existing Fire Damage Page 10 Photo #5 - Typical fire damage at flat roof area at 2344 building Roof and ceiling framing heavily damaged with limited or no damage to wall framing Photo #6 - Typical smoke and char damage to roof trusses at sloped root area at 2344 building We anticipate that trusses with significant char will be repaired or replaced \imm Ulinigl AssIssrlKllI kipiin 1 1 1 2 I 2 (loi PHASE I R&R (B FLAT ROOF SHEATHING ALL DIMENSIONS APPROXIMATE LJLI g i - li " O LU < Q UJ CC O Q z 8 LU 5 CO z < CHECKEO BY JBE WPROVED ffT JBS APPENDIX C PC120071 THE GROVE CONDOMINIUMS ^ FIRE DAMAGE REPAIR a /r//3- j:S5UBo • cv Final Insp ^pprOVedC^^^T^ , Date By BUILDING tJ £.o'fr<Afi^ 1/231 a PLANNING 1 ENGINEERING FIRE Expedite? y AFS Checked by HazMat APCD Health Forms/Fees Sent Reed Due? By Enema Y N Fire V N HazHealthAPCD Y N PE&M Y N School Y N Sewer Y N Stormwater Y N Special Inspection Y N CFD Y N LandUse Density ImpArea FY Annex Factor PFF Y N Comments Date Date Date Date Building Planning Engineering Fire //po/l3 Need? • Done • Done • Done Q Done a Done SW • Issued 03-19-2013 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No PCR13030 Building Inspection Request Line (760) 602-2725 Job Address Permit Type Parcel No Valuation Reference # PC# Project Title 2340 HOSP WY CBAD PCR 1672504201 Lot# 0 $0 00 Construction Type 5B HOSP APTS DEFERRED TRUSS Status Applied Entered By Plan Approved Issued Inspect Area ISSUED 03/12/2013 JMA 03/19/2013 03/19/2013 Applicant JEFF GARCIA Owner MEHDIKHANI AHMAD 714-267-4312 P O BOX 2566 CARLSBAD CA 92018 Plan Check Revision Fee Fire Expedited Plan Review Additional Fees $145 00 $0 00 $0 00 Total Fees $145 00 Total Payments To Date $145 00 Balance Due $0 00 Inspector FINAL APPROVAL Date Clearance NOTICE Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions" You have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which vou have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired ^ CITY OF CARLSBAD PLAN CHECK REVISION APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www carlsbadca gov Plan Check Revision No. Ongmal Plan Check No Project Address ^^S^ ^ ^3?^, ^ /^^^ n.t. ^-'^^^^ Contact'^eA Ph 'IM 4^3/ 2-^ Fax rH^LlR^j^l^ Contact Address General Scope of Work City. Zip Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 • Elements revised • Plans • Calculations • Soils • Energy • Other. 2. Describe revisions in detail 3. List page(s) where each revision is shown 4. List revised sheets that replace existing sheets 5. Does this revision, in any way, alter the exterior of the project? O Yes 6. Does this revision add ANY new floor area(s)? • Yes — T. Does this revision affect any fire related issues? • Yes .^-'Q^o 8. Is this a complete^set? I^Yes • No ^Signature: 1635 Faraday Avenue, Carlsbad, CA 92008 Ph 760-602- 2719 Fax 760-602-8558 Email building@carlsbadca gov vwvw carlsbadca gov { EsGil Corporation In <Partnerslitp -witli government for (ButCcfing Safety DATE MAR. 15, 2013 • APPLICANT • JURIS JURISDICTION CARLSBAD • PLAN REVIEWER • FILE PLAN CHECK NO 13-0134 (REV. #1) - PCR #13-30 SET I PROJECT ADDRESS 2340, 2342 fis 2344 HOSP WAY PROJECT NAME 24-UNIT CONDO REPAIRS DUE TO FIRE DAMAGE XI The plans transmitted herewith have been corrected where necessary and substantially comply with the junsdiction's building codes I I The plans transmitted herewith will substantially comply with the junsdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck I I The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck I I The applicant's copy of the check list is enclosed for the junsdiction to fonA/ard to the applicant contact person I I The applicant's copy of the check list has been sent to IXI EsGil Corporation staff did not advise the applicant that the plan check has been completed I I EsGil Corporation staff did advise the applicant that the plan check has been completed Person contacted Telephone # Date contacted (by ) Email Fax # Mail Telephone Fax In Person X REMARKS Deferred roof truss package is under this plan revision only. By ALI SADRE EsGil Corporation • GA • EJ • PC 3/14 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 JURISDICTION CARLSBAD PCR #13-30 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE PLAN CHECK NO 13-0134 (REV. #1) PREPARED BY ALI SADRE DATE MAR. 15, 2013 BUILDING ADDRESS 2340, 2342 SB 2344 HOSP WAY BUILDING OCCUPANCY R2 TYPE OF CONSTRUCTION V-A BUILDING PORTION AREA (Sq Ft) Valuation Multiplier Reg Mod VALUE ($) ROOF TRUSSES Air Conditioning Fire Spnnklers TOTAL VALUE Jurisdiction Code CB By Ordinance Bldg Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review • Repetitive Fee I ^ Repeats * Based on hourly rate • Connplete Review • Other • Hourly EsGil Fee $145 00 • Structural Only 1 $116 00 Hr. @ $116.00 Comments Sheet 1 of 1 macvalue doc + Job Truss Truss Type Qty ENQMEERING A MONO TRUSS 5 1 City of Carlsbad Buildipg Division 1 9 2013 MAR APPROVED BY ISSUED BY Plate Offsets (X.Yl-16 0*8.&-2-OI LOADlNG(psO TCLL 20 0 TCOL 14 0 BCLL 00 * BCOL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Codo IBC20O9/rPI2D07 CSI TC 044 BC 040 WB 146 (Matnx-M) DEFL in (loc) Ifilell L/d VMKLH -0 09 r-a >999 360 VertfTL) -0 27 7-8 >e68 240 HorifTL) 0 03 16 n/a n/a V«nd(m 003 S-10 >a99 240 PLATES GRIP MT20 220/195 WesW: 150 Ib FT = 20% RRfe REPAIRTGrovo Condos) M1639S-flant(a Job Rofqrer^ce foplmnal) 1-11-8 6-0^ 13-5-12 ID 4AlcbKWVIROrtttR41YqXljRsE<liOM-Mi7W071Iti5Tl(llOeR1YM«tOK19ayl<>Jilo06Qll i 22-2-4 22-2-4 LUIdBER TOP CHORD 2 X 6 DF No 2 G BOT CHORD 2 X 4 OF No ISBtr G WEBS 2 x4DFStud/SMG'EXCEPT W1W2.2x4DFNo1&8IrG OTHERS 2x6DFNo2G BRACING TOP CHORD Stnjctural wood stieattilng dtectly applied or 6-0-O oc purlins except end verticals BOTCHORD Rigid ceiling diietWy applied or WW) oc brodng WEBS 1 Row at midpt 5-7 9) TTus truss has been designed for a moving concontisted load of 250 Olb dead located at an mid panels and at all panel points along the Tcp Chord nonconcurrent with any other Bve loads 10) 'Seml-risid pitchbreaks vwth fixed heels' Member end fixity model was used m tha analysis and design of this truss 11) This Job confomrs to LA City code as ammended 2011 LOAD CASE(S) Standard Mrrek recommends ttiat Stabilizers and rctiuired cross bracing be installed dunng truss erection in I accordance vjith Stsbilger Installation ouidg , _J REACnONS (Ib/sixe) 11 = 1107/D-3-8 (mm 0-1-8) 18 = B^ms-t (mm 01-S) MaxHofz 11 = 332(UC 8) Max Uplift 11 » -116(LC 8) 16 = 190(LC 8) FORCES (lb) - l^ax CompMax Ten AJI forces 250 (ib) or less except when shown TOP CHORD t-17=-27/309 1 18=-143;525 2-18^135/533 2-19»-1246/16 3.19=-1154/31 3-20=-1063m 4.20=-B88/13 4.5=-86a/17 7.12=-e9reS3 612=^/683 BOT CHORD 1- 11=-1S5/137 10 11=^155/78 9.10=-287/1105 8-9=-287;i105 8 22=-167/905 7 22-167/905 WEBS 2- 11'=-1004/137 2 10=>-58/1I71 3-8=-362/128 5*=0/415 5-7=.1033l23S NOTES (11) 1) This truss has been checked for umform roof live load only except as noted 2) Wind-ASCE 7 OS 90mph TCDLi=8Jlpsf SCOL=6 l*sl h=25lt-B=40n-L=241t eavo=4fl Cal 11 Exp C Kd 1 00-enclosed MWFRS (ali heights) and C-C intonortl) zone cantiteverleft and rigtit exposed end vertical left and right exposed C-C for members and forces & MWFRS for reactions shown Lumber DOL=l 33 plate gnp IX)L=1 33 3) This tojss has been designed lor a 10 0 psi bottom chord live load nonconcunenl wtth any other live loads 4) Thts tnjss has been designed for a live load of 20 Opsf on the bottom chord In all areas whei^ a rectangle tall by 2-0-0 wide win ft between tho bottom chord and any other members with BCDL = 10 Opsf 5) A plate rgtjng reduction of 20% has been applied for the green tumber members 6) Beanng at )Oint(s) 16 considers parallel to gr^n value using ANSI/TP11 angle to ^n fbmtula Buikling designer stwuld verify capacity of bearing surface 7) Provide mechanical connactlon (by 0lhei3) cf truss to bearing plate capable of withstanding 116 Ib uplift at joint 11 and 190 Ib uplift at joint 16 8) This truss is designed in accordance wtth the 2009 kilemational Building Code section 23081 and referenced standard ANSI/TP11 • NOT ADEQUMTCI-Y RE'VIEWED BY O^JTRACTOR • CONTRACTOR STAMP & DECLARATION REQUIRED • CONTRACTOR TO ATTACH WRITTEN NOTICE OF ALL DEVIATIONS OF ANY TYPE • REVIEWED • NOT REQUiREO FOR REVIEW BY THIS CORPORATION Sf NO EXCEPTION TAKEN • REVISE • RESUBMIT • SUBMIT SPECIFIC iTEM This .-wew is sotely undertaken for general interp'elation cS liie (iesign intent of the projot, based on information in ttis constucbon docunierils prepared by Cuny Price Court Any action inoicaied is subject to the requirements of tfie plans and specification and floes nol make fhe design p'otessional rasponsfflle for snop dfawmg aspects v/hich afleot m any way projecl naans, methods, techniques, sequences, assembly, fabncation processes, coorcmaiion, Amensions, success sr operations or constmction, all of wftich are the sole responsiSaity of co,ntract(!;s CURRY PRICE COURT A California Corporation By. Job Tiuss Truss Typo Qty Ply ENGINEERINS S MONO TRUSS 5 1 t^lifomia TnjsFrama LLC Perns CA. 92570 R.I FIRE REPAIR (Grove Condos] M1639a-R8nka Job Roloronce foptionnll 6-0^ ID 4AlcbKWViROmlR4IYqXbRszdfOM-Mj7W071ms7zfnOER1YMwtOKH?d2CPNBIe06(3« IT 13-5-12 I 22-2-4 I 6-0-4 Rate Olfeels IX.Y) 11 0-1-4.0-1-Si. 15 0*8.0 2 01 LOADiKG(psf) SPACING 2-ao CSI DEFL in (KK) i/dell L/d PLATES GRIP TCUL 200 Plates Increase 1 25 TC 045 Vert(LL) 6-7 >39g 360 MT20 220/195 TCDL 140 Lumber Increase 125 BC 035 VertfTL) -0.27 6-7 >710 240 BCLL 00 • Rep Sbess Incr YES WB 0 25 Hotz(TL) -003 14 n/a n/a BCDL 100 Code IBC200S/TPI2007 (Matrix M) Wmd(LL) •004 7-9 >399 240 Weight 1441b FT = 20% LUMBER TOPCHORD2x6DFNo.2G BOT CHORD 2 X 4 DF No liBlr G WEBS 2x4DFNo14BtrG Excepr W5 W3 2 X 4 DF Studraid G OTHERS 2 X 6 OF Noi G BRACING TOP CHORD Structural wood sheathing dircctiy appficd or 80-0 oc purlins exceiJt end venlcals BOTCHORD Rigid coDing diiectty applied or 6-0-0 oc braang WEBS 1 Row at midpt 4-6 9) This truss has been deslEmcd fbr a moving concentrated load of 250 Olb dead located at all mid panels and at all panel points aiong the Top Chord nonconcurrenl vnth any other live loads 10) Semi-ngid pitchbreaks nlth fixed heels" Member end fixity tnodel was used in the analysis and design of this tmss 11) This Job confoms to L/v City codo as ammonded 2011 LOADCASE(S) Standard MiTek recommends that Stabilizers and required cross bracing be Installed dunng truss erection in I accordance with Stabilizer instaHatkin guide I REACTIONS (Ib/size) 1379/0-3-8 (mm 0-1-8) - 626/0*4 (mm 0-1-8) MaxHofz 332(LC 8) Max UpBIt -262(LC 8) -148(LC 8) FORCES (lb) Max CompJMax Ten Alt forces 250 (Ih) or less except when shown TOP CHORD 1 15=^12e«8e 1-16iM45ra57 2 16«-428S08 2-17=-627/0 3-17=-15!A) 3-4=-432/0 8-10=-4«/399 5 IO^-M/399 BOTCHORD 1 3=-791/424 8-9--791/121 7-8= 791/121 7 19=-100/491 6-19=-100/491 WEBS 2 9--1236/363, 2-7= 149/997 4-6=-539/145 NOTES (11) 1} Thts tnjss has tieen checked for unllorm roof live load only except as mtted 2) Wind ASCE 7-05 SOmph TCDL=e4psPBCOL=60psf-h=25ft-BM0ll L=24II e3vB=4ft;Cat 11 Exp C Kd 1 00-enclosed MWFRS(aliheights)andC-Clntetlor(1)2one cantilever left and right exposed end vertical left and right exposed C-C for members and forces ft MWFRS for reactions shown Lumber D0L=1 33 plate gnp DOL=1.33 3) This buss has been designed for a 10 0 psf bottom choid live load nonconcurrent with any otttt^- live loads 4) This truss has been designed br a live load of 20 Opsf on the bottom choid in all areas where a redanglo 3-6-0 tan by 3-(M) wide will fit between the bottom chord and any other members with BCDL -10 Opsf 5) A plate rating reduction of 20% has been applied liw the green lumber members. 6) Bearing at |Otnt(E) 14 considers parallel to grain value using ANSI/TP11 angle to grain fonnula EMIdlng designer should verify capacity of tieanng suriace 7) Provldo mechanical connection (by others) of truss to bearing plate capablo of withstanding 262 lb uplK at Joint 9 and 148 lb upim at (bint 14 8) This truss is designed in accordance with the 2009 International Buikling Code section 2306 1 and referenced standard ANSI/TP11 O NOT ADEQUATEIY REVIEWED BY CONTRACTOR • CONTRACTOR STAMP & DECURATION REQUIRED R nr^I'!^9I°^ ^° 0^ ALL DEVIATIONS OP ANY TYPE • REVIEWED • NOT REQUIRED FOR REVIEW BY THIS CORPORATION ^ NO EXCEPTION TAKEN QREI^SE O RESUBMIT OSUBHifST SPECIFIC i-TEM This reviev; is so'ely undertaken for general interpretation of the destgn intent of the oroiecl based m mfen^tionmtheconstmdion documents prepared^ io the reqwrements of Ihe plans and spsoficalion and does not make the deZ orofessionl respcnsiDls for shop drav^ng aspects which effect m aiiy ^»ay proiect mea4 metto teta construction, all of wh'ch are the sole responsibility of contractors. operations or CURRY PRICE COURT A California Corporation P^fe ^ ff'f^ BY J. Snri^g^ Job Truss TnrtsType Qty Ply ENGINEERING B1 MONO TRUSS 6 1 ^ilomto Tmsriama LLC Perris CA 92570 R.i FIRE [?EpXlR|SrovoCood05)M1639a-Ronka Job Reference fopfionall 6-0-4 13 5-12 lD4AlcbKWVIROmlR4IYqXbRszdfOM-M)7W071ms72fhOER1YMwlOKHkJzRPNAlo06Qtl:z 22-2-4 1 >« 11 Ml 0 "1 IMI »<s= J,= 1 •••• ' ' ' , 6-0-4 ——H 13-5-12 1 21-10-8 —m Plato onsets (X.Y) 11 0-1-4.0-1-81.150-3-6.0-2-01 LOADlNG(psO SPACING 2-CKI CSI DEFL In aoc) l/dc« Ud PLATES GRIP TCLL 200 Plates Increase 1.25 TC 0 47 VerKLL) -0 09 7-8 >999 360 MT20 220/195 TCOL 14 0 Lumber increase 1 25 BC 0 36 VerKTL) -0 29 7-8 >e57 240 BCa 0 0 * Rep Stress loCT YES WB 0J5 Hoiz(TL) •0 03 1S n/a n/a BCOL 10 0 Code IBCJ009/rP12007 (Maflix-M) Wind(LL) -0 04 8-10 >999 240 Weight 138 ib FT = 20% LUMBER TOPCHOR02x6DFNo2G BOT CHORD 2 X 4 DF No 1 SBtr G WEBS 2 X 4 DF No ISBtr G Except- WSW3 2 X 4 DF Stud/Std G OTHERS 2 X 4 DF No ISBtr G BRACING TOP CHORD Structural wood sheathing directly applied or 8-0-0 oc purBns except end ver^cals. BOT CHORD Rigkl ceiling directly applied or 6-0-0 oc bracing WEBS 1 Rowalrnldpl 4-7 9) This truss has been des^ned for a moving conconbated load of 250 Olb dead located at all mid panels and at all panel points akmg the Top Chord nonconcurrent with any other inre toads 10) "Semkistd pitchbreaks with fixed heels" hAember end lixily model was used in the analysis and design of this truss 11) This Job conforms to LA City code as ammended 2011 LOAD CASE(S) Standani Mirek recommends that Stabilizers and required cross bracing be Installed dunng vuss erection ml "Kcordanoe with SlabiilTef Installation quidB j REA0TIOK3 (lUSlze) 10 • 13Sa«-M (mm 0-1-8) 15 = 666/0-3-8 (mm 0-1-8) Max Horz 10 = 346(LC 8) Max Uplift 10 " -255(LC 8) 16 = -177(LC 8) FORCES (ib) Max. Comp/Max Ten Ali forces 250 (ib) or less except when shown TOP CHORD 1 16=-129/286 1 17=.445ffl58 2-17=-«29(909 2 18=-634A) 3-18M5S/0 3-4=-439/0 7-11S-47/406 S-11=-47/406 BOT CHORD 1- 10-792/42S 9-10=1-792/103 8-9--792/103 8-20=-105/493 7 20= 103/499 WEES 2- 10—1241/353 2-8= 136/1008 4-7=-554/153 NOTES (11) 1) This truss has tieen checked Csr uniform rooflive load only except as noted 2) Wind ASCE 7-05 90mph TCDL=8 4ps^ BCDL=6.Dpsf h=25H: B=40(C L"i4ll eavB=4(t: Cal II Exp C Kd 1 00 enclosed MWFRS (as heights) and C-C lnterlO[(1} zone cantlleverlett and right exposed, end vertical telt and right exposed OC for members and forces S MWFF^ for reactions shown Lumber D0L=1 33 plate grip D0L=1 33 3) This truss has tieen designed for a 10 0 psf bottom chord live hjad nonconcurrenl with any other live loads 4) * This tmss has been designed for a tn-o load of 20 Opsf oo the bodom chonj m all areas w*iere a rectangle 3-6-0 tali by 2 0-0 wkJe will fit between tho bottom chord and any other members, with BCDL = 10 Opsf I 5) A plate rating reduction of 20% has been applied for tho green lumber membeis 6) Baaring at ]oint(s) 15 considers parallel lo gram value using ANSITTP11 angle to giain fomiula BuikUng designer should verify capactiy of bearing surface 7) Provide mechanical connection (by others) of buss to bearing plate capable ol withstanding 255 Ib uplilt at joint 10 and 177 tb uplift at joint 15 8) This truss Is designed in accordance with the 2009 Intemsbonal Biikling Code section 23061 and referenced standard ANSt/TP11 • NOT ADEQUATELY REVIEWED BY CONTRACTOR • CONTRACTOR STAMP & DECLARATION REQUIRED • CONTRACTOR TO AHACH WRITTEN NOTICE OF ALL DEVIATIONS OF ANY TYPE • REVIEWED • NOT REQUIRED FOR REVIEW 5Y THIS CORPORiivTlCN ]^ NO EXCEPTION TAKEN • REVISE O RESUBMIT • SUBMIT SPECIFIC ITEM This review Is so'ely undertaken for general interpretation of the design intent af the (KO)SCI, tsased on information in the construction documents prepared by Curry Price Court Any action indica'ed is subjed lo tihe requirements of the plans and specification and does not make Ihe design professional responsible for shop drawing aspects which affect m any t»av project means, methods, tsc'iniques, seouences, assembly, fabrication processes, caordmatian, dinensions, susiass or operations of construction, all of which are the sole responsibility of contractor CURRY PRICE COURT A California Corporation Date ^'lyXb By y). ^-mt^O&i. Job Tnjss TnjssTypo Oty Ply ENGINEERING C MONO TRUSS 3 1 Plato 016i613<X.Yl 15.0<-a.O-2-01 LOAOING(psO TaL 20 0 TCOL t4j0 BCLL 00 * BCDL 10.D SPACING 2-0<l CSI Plates Increase 1.25 TC 0.44 Lumber Increase 125 BC 0.39 Reo SlrosE Incr YES WB 0^43 Code IBC2009/TPI2007 (Malnx-M) DEFL In (loc) l/defi L/d Ven(LL) -0 09 6-7 >999 360 VerKTL) -0 27 6-7 >a53 240 HorzfTL) 003 12 n/a nl3 Wind(a) 0 03 7-9 >999 240 PLATES GRIP MT20 220/195 Weight 1401b FT = 20% "Calitomia TrusFramo LLC Perris. CA 92570 R.i tiK t&MR (Grove condos) M163S0-R3nfca Job Bettiroftce (owionaU 6-0^ tebKWVIROmlR4IYqXbRszdlOM Mi7W071ras7zfnOER1 YMwtQKiedyxPKRIe06QI o ^--H^ ill 112 '-— Q \V3^ -to 2-S-8 LUMBER TOP CHORD 2 X 6 DF No 2 G BOT CHORD 2 X 4 DF No 1 SBlr G WEBS 2 X 4 DF Stud/Std G "Excepr W1W2 2x4DFNo1SBtrG CrrHERS 2 X 6 OF No 2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-O-0 oc purlins except end verticals. BOT CHORD Rtgid ceiling directly appPed or 10^ oc bracing WEBS 1 Row at midpt 4-6 9) This truss has been designed for a moving concentrated load of 250 Olb dead kMxited at alt mid panels and at ali panel points akmg the Top Chord nonconcunent wilh any other live loads 10) "Seml-rlgld pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss 11) Thts Job confonns to LA City code as ammended 2011 LOAD CASE(S) Sttsndard MiTek recommends thatStabiGzer? and retvtired cross bracing be Installed dunng truss erection ml accoidance with Stabilizer Installalion ouide | REACTIONS (BJ/SIZC) 10 = 891/0-l« (min 0-1-8) 12 = 885/0-5-4 (min 0-1-8) MaxHorz 10 = 32S(LC 8) Max Uplift 10 = 27(LC 8) 12 = -193(LC 8) FORCES (ib) Max Comp/Max Ten Ail forces 250 (ib) or less except when shown TOP CHORD 1 13=-1150/37 2 13=-1069/53 2 14=-1042/0 3-14=-867/18 3-4»-847/22 6-11=-92/669 5-11-92/669 1 10=-860/37 BOT CHORD 9-10-303/75 a^-307n034 7-8=-307/1034 7-1&=-172ffi84 6-16—172/884 WEBS Z-9=-259/72 2-7=^312/144 4-7=0/402 4-6=^1009/231 1-9=-4/1057 NOTES (11) 1) TWs truss hasboen checked ItorimfrormrooTIIvelosdonly except as noted 2) Wind: ASCE 7-05- 90mph TCDL=8 4psf BC0L==6 Opsf h=25ff B=40ft L=24fr e3^fC=4^t• Cat II Exp C Kd 1 00 enclosed MWFRS (sli heights) and C~C Interioitl) zone cantilever left and right exposed end vertical lefl and right exposed C-C for membeis and forces & MWFRS for reactions shown ijjmtjer 00L=1 33 plate snp D0L=1 33 3) This mjss has boon designed for a 10 0 psf bottom chord Ave toad nonconcurrent vMti any other Bvo loads 4) * ytra taiss has t>ecn designed for a live load of 20 Opsf on the bottom ctiord in ail areas where a rectangio 3-6-0 tall by 2-0-0 wrde wiir Tit between ihe booom chord and any other memticrs with BCOL = 10 Opsf 5) A plate rating reduction of 20% ha& been applied for the groen lumber members 6) Beanng otjolrft^s) 12 consideis parallel to gr^in value using ANSI/TPt 1 angle to grain formula Building designer should veri^ capacity of bearing sur^e 7) Pfowdo meduncai conneciioo (by others) of ttuss to oeattr^g pl^ capable of wttistaoding 27 lb uplift atioml 10 and 193 lb uplift at joint 12 8) This truss is designed in acoordarm with the 2009 International Butldtng Code section 23061 and referenced starKJard ANSt/TPi 1 • NOT ADEQUATELY RE-ZiP/ffiD BY CONTROTOR • CONTRACTOR STAMP & DECLARATION REQUIRED • CONTRACTOR TO ATTACH WRITTEN NOTICE OF ALL DEVIATIONS OF- AhfY TYPE • REVIEVi/tO • NOT REQUIRED FOR REVIEW BY THIS CORPORATIO.N I^NO EXCEPTION TAKEN • REVISE • RESUBMIT • SUBMIT SPECIFIC ITEM This review is so'ely undertaken for general tnterpfetaticn oi the design inteni of Ihe projKl, basad cn information in the constiucijon documents prepared by Curry Pnce Court Any action indica'sd is subiBtA fo the raqulremerts of the plans and apsctfication and does not make the dssign professitjnal responsible for shop drawing aspects which affecl m any way oroject means, methods, technifsuas, sequences, asseniblv, fabncahon processes ooordiflotion, dinsnsions. success or opsrations of construction, ail of whicn are the sols respansibilitv of cantractofs CURRY PRICE COURT A California Corporation Date_idL-l2. Sy. -lob Truss Truss Type Qty Hy ENCINEERING D MONO TRUSS 2 1 Colifamia TfusFrarrw Ul£.. Perns tk. 9^570 R,l F^lR€"R£PAiFi"(&ov6 Condos) Ml 63fl8-Fian)t9 jQb_ReterpncQ (opilonaf). _ „ _ _ _ I0i30-042013 Pagel ID 4A)cbKVlA/IROmtR4IYqXbRszd(OM-qwhuDTlPdQ5WOYpdbFt9QcfTQlJ98qE)vtflr pj» 21-2-4 br^^ —iiff BS ^ 0 7 19 rii, ME 3w = 3W1-C 1 5 2-0 1 13-5-12 ^ „, 21-2-4 1 5-2-0 --8*T2-''^ 7^ 1 1 Plato Offsets (X.Y1: f1,0 1-12.0-1-81 LOADIMG(psl) TCLL 20 0 TCDL 14 0 BCLL 0 0 • BCDL 10 0 SPACING 2-0-0 Plates Inoeaso 1.25 Lumber Increase 1.25 Rep Stress Incr YES Codo IBC2009/TPI2007 CSI TC 041 BC 0 33 WB 0^2 (MOIrlx-M) DEFL m (loc) l/deO Ud Vert(LL) -0 06 7 9 >999 360 VertCTL) -018 7-9 >999 240 Hon(TL) -0 02 14 nia nia WIndia) -0 03 7 9 >999 240 PLATES GRIP MT20 220/195 WelghC 1321b FT =20% LUMBER TOPCHORD2x6DFNo2G BOT OlORD 2x4DFNo1«BtrG WEBS 2x4DFNo14BbG ExcepT W5W 2K4DFStud/Std(3 OTHERS 2x40FNo1&BbG BRACING TOP CHORD Stiuctural wood sheathing tlrectty applied or 6-0-0 oc purlins except end verticals BOT CHORD Rigid celling directly oppEed or 6-0^ oc bracing WEBS 1 Row at mldpl 4-8 10) "Semi-rigid pitchbreslfs with fixed heels' Member end fixity model was used in the analysis and design of Ihis tmss 11) This Job confonns to LA City code as ammended 2011 LOAD CASE(S) Standard MITek recommends that Stabilizers and requred cnyss bracing be installed dunng tnjss erectian, in I accorjance with Stabilizer Installation QUHIO | REACTIONS (ib/size) 9 = 126S«-3-8 (mm 0 1-8) 14 = 656/0-3-8 (mm 0-1 8) Max Hon 9 = 318(LC 8) Max Uplift 9 = -22S(LC 8) 14 = 153(LC 8) FORCES (lb) Max CanpMax Ten - All forces 250 (Ib) or less except when shown TOP CHORD 1-15=-31;352 1 16=-3a2/770 2 16=-3Se/813 2-17 -684/0 3-17-576/0 3-4=-467/0 6 10=-67/467 5-10=i-67/467 BOTCHORD 1-9=-706l358 8-9=-706/69 7-8=-706/69 7 19=-105ffi3i 6-19=-10SJ532 WEBS 2 9=-1114/339 2-7-113/885 4.«=.633/163 NOTES (11) 1) Thts tnjss has been checked tot utvtorm roof IIMO toad only except as noted 2) lMnd ASCE 7-05 90inph TCOL=e 4psf-BCDL=6 Opsf h=25ll-B=40lt L=24ll e!we=4ll; Cat II Exp C Kdl 00 enclosed MvvFRS(alihaghis)andC-clnteiior(l)rone cantilever lefl and tight exposed end verticai kift and right exposed C-C lor members and loiees & MWFRS for reactions shown Lumber D0L=1 33 plate grip DOL«1 33 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 4) • This truss has been designed for a live load of 20 Opsf on the botlom chord in eU areas wfien: a rectangle 3-6^ telt by 2-0-0 wide will lit between the bottom diord and any other membeis with BCDL = lOOpsf 5) A plate rating reduction el 20% has been applied for the green lumber membeis 6) Beanng at joint(s) 14 considers parallel to grain value usmg At>tSI/TP11 angle to grain fomtula Building designer should venly capacity ol btradng surface 7) Provide mechanical connection (by odiers) of tnjss to bearing plate capable of withstanding 225 lb upltlt3tjQint9and163Ibup]iftat]oint14 8) This buss IS designed In accordance with the 2009 Internatkmal Bunding Code section 23061 and referenced standa d ANSl/TPl l 9) This truss has been designed for a moving concentrated load of 250 Olb dead located at all mid panels and at all panel poinis along the Top Chord nonconcurrent tvllh any olher live loads • NOT ADEQUATELY REVIEWED BY CONTRACTOR • CONTRACTOR STAMP & DECLARATION REQUIRED • CONTRACTOR TO AHACH WRITTEN NOTICE OF fill DEVIATIONS OF .ANY TYPE • REVIEWED D NOT REQUIREO FOR REVIEW BY THIS COR?OR/\TION ^NO EXCEPTION TAKEN • REVISE • RESUBMIT • SUBMIT S?ECF-iC iTEM This revevv is sciely undettakeii for general interpretation of ths des'gn intent of the project, based on information in ths cons'juciion documenls prepared by Curr)' Pnce Court Any action indicated'S sub|ect to the refjUiremenis of the plans and spscihcaliort and does not make the aesign professional responsible lor shop drawing aspects which affect m any way piO)ect means, meftods, tact^niqties, sequences. assereWy, fsbncatson processes, coorolnation, (Smenstons, success or opsraiicns cf construction, all of which are the sole responsibility of contractors CURRY PRICE COURT A California Ccporation S tt-i3 Bv J' StgMceTL. Date. JDO Truss Truss Type Qty ENGINEERIHt; Dl MONO TRUSS 5 1 Plate OlfiOls IH.Y1.11 0-1 12.0-1-81 LOADINQ(psl) TCLL 20 0 TCOL 14 0 BCa OC BCOL 10.0 SPACIN(3 2-&0 Plates Increase 1.25 Lumber Increase 1 25 Rep Stress Incr YES Code IBC2D09/TPI2007 CSI TC 0>t2 BC 038 WB 046 (Malnx-M) OEFL in (loc) l/dell L/d Ved(LL) -0 07 8-10 >999 360 Ven(TL) -0 23 S-10 >939 240 Horz(TL) 0 02 16 n/a n/a Wind(LL) 0 02 8-10 >999 240 PLATES GRIP MT20 220/195 Weight 1371b FT =20% Caiifomia TnisFramo LLCi f^rris.tA 92570 Rl 2-7-12 ¥lfteRSp7rfR (f>rovo Condos) M1633a-Ranka j Job Relaronce (oinionall 5-2-0 13-5-12 . ,i50TAug252011 MTek Industnes Inc wad Mar 06 to 00-04 2013 Pago " 10 4AlcbKVI/VIROmIR41YqXbRszdfOM-QwhuDT1PdQ5WOYpdbF19QclTG1JSemFvtgr Pi|Zi 21-2-4 LUMBER TOP CHORD 2 X 6 DF No 2 Q BOT CHORD 2 X 4 OF No ISBtr G WEBS 2 X 4 DF Stud/Std G •Except-W1 W4 W2 2 X 4 DF No ISBtr G OTHERS 2 X 4 DF No 18Btr Q BRACING TOP CHORD Structural wood sheathing directty applied or 6-O-0 oc purbns excspl end verticals. BOTCHORD Rigid colling directly applied or 6-0-0 oc bracing WEBS 1 Row at midpl 3-3 5-7 9) This tnjss has been deSirined for a moving concentrated load of 250 Olb dead tocated at all mid panels and at ail panel poinbs akytg the Top Chonl nonconcunem with any other Ine loads 10) 'Semklgid piichbreaks with fixed tteels" Member end lixlty model was used in die analysis and design of this ttuss 11) Thts Job confonns to L/l City code as ammonded 2011 LOAD CASE(S) Standaid MiTek recommends lhat Stabilizers and requited cross bracing bo installed dunt^g ttuss etectsot^ In 1 accordance wilh Stabilizer installalion guide . I REACTIONS (Ib/size) 1092«)-3-8 (min 0 1-8) 829/0-3-8 (min 0-1-8) 318(LC 8) -132(LC 8) .179(LC 8) 16 Max Hoiz 11 Max Uplift 11 = 16 FORCES (lb) - Max Comp /Max Ten All forces 250 (lb) or less except when shown TOP CHORD 1-17=-23/307 1 t8=-180«37 2 18-174;656 2-19='895ra 3-19i=-842/1 3 20= 933/0 4-20=-a24A) 4 5=-715/4 7 12=-95IS4S 6-12=-9S/648 BOT CHORD 1 11=-S72/in 10 11=-572/30 9-10-263/829 S-9=-263/829, 8-22=^143/768 7-22=1-143/768 WEBS 3-10=-384/133 6-8-0^68 5-7--926011 2 11--1029/114 2-10--77/1125 NOTES (11) 1) This tnjsshasbeen checked for umform rooflive loadonly exceptas noted 2) Wind. ASCE 7-05 90mpll,TCDt=84psf BCDL=«Opsf h=25ft; Bi=40fr L=24ll-eavB=4ll Cat Ii Exp C Kdl 00 enclosed MWFFIS (all heights) and C-C Intenor(1) zone caniaever leR and right exposed end vertical left and right exposed C-C for membefs and forces & MWFRS for reactions shown Lumber 001=1 33 plate grip D0L=1 33 3) This tiuss has been designed foralOOpsfboltom chord live load nonconcunem with any otherlve loads. 4) * This tmss has tieen designed for a live load of 20 Opsf on Ihe bottom chord in ali areas v^ere a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chonj and any other members with BCDL = 10 Opsf 5) A plate rating reduction of 20% has been applied Ibr Ihe gieen lumber memteis 6) Bearing at jdlnt(s) 16 consklers parallel to grain value using ANSI/TP11 angle to grain fbnnuta Building designer should veniy cspadty of bearing suilace 7) Provide mochanlcai cormection (by olheis) of truss lo tieanng plate capable of wllhstandlng 132 Ib uplift at loint 11 and 179 Ib uplift at Joint 16 8) This mjss is designed In accordance with the 20O9 Intemationai Building Code section 23061 and teferenced standard ANSI/TP11 n HOT-iDcQl,«i?l i-rirKi ',=C E'Y CO^{TRACTO<-> O cohrfA'-Tcr-, SV If t, <}zzim.i:rm .«QU!PeO C cc'-iir^ach rj'-ti.:t' '.'PiiT--.v.voricHo-A!L05v,A-io.,5 0FA,'.YT/pe re,j,;wa7f) incsraf,?!, ht viaigral if ts.pts'a'on or i-- 4- JB niai', of ^r.^c, 1-^5^; ^ iiJi-iTit! in ibr .•ar...je -oa asr- .wep-Tcdb :u.-ry Pi'a :s si /^.f; -.cr.cn '•nH-aei & sub.^ri --rwav,i..e Vf 3^,r) rf-,,,.,- a.^-c; v+.«, i^a,;!,, , r.,ll-.'-i^ !;. CvPRY ma cc\j9 r Qalii."/nig >Tjof jfeifi