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Home My WebLink About1812 ASTON AVE; ; CB993641; PermitI City of Carlsbad 11/18/1999 CommercialllndustriaI Permit Permit No: CB993641 Building Inspection Request Line (760) 438-3101 Job Address: 181 2 ASTON AV CBAD Permit Type: TI Parcel No: 2121200600 Lot #: 0 Status: ISSUED Valuation: $75,000.00 Construction Type: VN Applied: 10/01/1999 Occupancy Group: Project Title: ACUSHNET-3,850 SF OFFICE, 4860 SF NEW TRUCK WELLS,15.920 SF MFG TO WRHSE Issued: 11/18/1999 Plan Approved: 10/22/1999 Sub Type: INDUST Reference #: Entered By: RMA Applicant: PETER BUSSETT STE 200 12220 EL CAMINO REAL C" 867.58 SAN DlEGO CA 92130 858 793-4777 Inspect Area: Owner: Building Permit Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee Pot. Water Con. Fee $0.00 MECHANICAL TOTAL Meter Size Add'l Pot. Water Con. Fee Red. Water Con. Fee Master Drainage Fee: $0.00 Sewer Fee: $0.00 Redev Parking Fee: TOTAL PERMIT FEES $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $125.00 $160.00 $55.00 $0.00 $0.00 $1,200.27 $0.00 Date: NOTICE Please take NOTICE that approval of your project includes the'lmpasition' of fees, dedications, reservations, or other exadons hereafter wllectively follow the protest procedures set forth in Government Code Section 66020(a), and filethe protest and any other required information with the City Manager for referred to as "feeslexadbns." You have 90 days from the date this permid was issued to protest imposition of these feeslexactions. If you protest them, you must processing in accordance with Cadsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any SubeqUent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to prolest the specMed feeslexactions DOES NOT APPLY to water and sewer wnnection fees and apady changes, nor planning, zoning, grading or other similar application pmeessing or sewia fees in wnnection with this project NOR DOES IT APPLY to any feeslexactions of which YOU have previously been uiven a NOTICE similar to lhis, cmas to which the statute of limitations has previouslv othewise expired. CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (760) 438-1161 Inspection List Permit# CB993641 Type: TI INDUST ACUSHNET-3,850 SF OFFICE, 4860 SF NEW TRUCK WELLS,15,920 SF M Date Inspection Item 07/28/2000 34 Rough Electric 07/28/2000 89 Final Combo 05/24/2000 89 Final Combo 02/03/2000 34 Rough Electric 01/12/2000 89 Final Combo 0111 1/2000 89 Final Combo 01/04/2000 84 Rough Combo 01/03/2000 84 Rough Combo 01/03/2000 89 Final Combo 12/28/1999 84 Rough Combo 12/27/1999 84 Rough Combo 11/24/1999 15 Roof/Reroof 11/24/1999 17 Interior LathlDrywall 11/23/1999 14 Frame/SteeVBoltingMIeldin 11/23/1999 34 Rough Electric Inspector Act Comments PD AP PD AP PD co ON CARD PD co INCOMPLETE PD co SEE NOTICE ATTACHED TP CA RE-SCHD FOR 1/12/00 PD AP ON 1/3/00 PD AP CEILING PD co PD co PD CA PD wc PD wc PD AP PD AP Tuesday, April 23, 2002 Page 1 of 1 City of Carlsbad Bldg Inspection Request For: 7/28/2000 Permit# CB993641 Inspector Assignment: PD Title: ACUSHNET-3,850 SF OFFICE, Description: 4860 SF NEW TRUCK WELLS,15,920 SF MFG TO WRHSE Type:TI Sub Type: INDUST Job Address: 1812 ASTON AV Suite: Lot 0 Location: APPLICANT PETER BUSSEIT Owner: COBRA-BLACKMORE Remarks: REQUESTED AN ELECTRIC INSPECTION Phone: Total Time: Requested By: LUIS Entered By: CHRISTINE CD Description Act Comments 34 Rough Electric ssociated PCRs Date DeSdPtiOn JnsDection History Act lnsp Comments y24/2000 2/3/2000 1/12/2000 1/11/2000 1/4/2000 1/3/2000 1/3/2000 12/28/1999 12/27/1999 1 1 /24/1999 11/24/1999 11/23/1959 11/23/1999 89 Final Combo 34 Rough Elect'ic 89 Final Combo 89 Final Combo 84 Rough Combo 84 Rough Combo 89 Final Combo 84 Rough Combo 84 Rough Combo 15 RwWRerwf 14 Frame/SteeliBoltingNelding 17 Interior Latmrywall 34 Rough Elect'ic CO PD ONCARD CO PD INCOMPLETE CO PD SEE NOTICE ATACHED AP PD ON 1/3/00 CA TP RE-SCHD FOR 1/12/00 AP PD CEILING CO PD CO PD CA PD WC PD WC PD AP PD AP PD City of Carlsbad Bldg Inspection Request For: 1/12/2000 Permit# CB993641 Inspector Assignment: PD Title: ACUSHNET-3,850 SF OFFICE, Description: 4860 SF NEW TRUCK WELLS,15,920 SF MFG TO WRHSE Type: TI Sub Type: INDUST Job Address: 1812 ASTON AV Suite: Lot 0 Location: APPLICANT PETER BUSSETT Owner: COBRA-BLACKMORE Remarks: RESET FROM TUES- BRING OUT CITY AP PLANS Phone: 6192472493 Inspector: & Total Time: Requested By: JOHN Entered By: CHRISTINE CD Description Act Comments 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Associated PCRs Date Description InsDection History Act lnsp Comments 1/11/2000 1/4/2000 1/3/2000 1/3/2000 12/28/1999 12/27/1999 11/24/1999 11/24/1999 11/23/1999 11/23/1999 89 Final Combo CA TP RE-SCHD FOR 1/12/00 84 Rough Combo AP PD ON 1/3/00 84 Rough Combo AP PD CEILING 89 Final Combo CO PD 84 Rough Combo CO PD 84 Rough Combo CA PD 15 RwWRerwf WC PD 17 Interior Lath/Drywall WC PD 14 FramelSteeWBoltingIding AP PD 34 Rough Electric AP PD SHEATHING 0 FRAME 0 ROUOH PLUMBING 0 SEWER AND WCO. o TOP OUT PLUMBIAG I" INSPECTOR .. Cerlabad 99-3641 October 15, 1999 SPECIAL INSPECTION PROGRAM nDDRESS OR LEGAL DESCRIPTION: 1812 Aston Ave. , ~~ ~~ agent of the owner (contractors may not employ the special inspector), inspector(s) as req rm Building Code (UBC) Section 1701.1 fer the con-struction 'mer of resord, will be responsible for employing the special project located at above. UBC Section 106.3.5. I, as the engine&chitect of record. certify that I have prepared :he following special inspection program as required by UBC Section 106.3.5 for the construction project located at the site listed above. Signed 1. List of work requiring special inspection: 8 8 Soils Compliant* Prior to Foundation inspection Structural Concrete Over 2500 PSI 0 Prestressed Concrete Structural Masonry Designer Specifled a FfeM Weld n High Strength Bolting 0 Expansidkpoxy Anchors 0 Sprayedan Fireproofing u Other 2, Name(s) of iadividual(s) or firm&) responsible for the special inspections listed above: E. C. 3. Duties of the special inspectors for the work listed above: - EsGil Corporation In Tannerstlip witfi +vernnunt for BuiHing Safety DATE: October 21, 1999 JURISDICTION: Carlsbad PLAN CHECK NO.: 99-3641 SET: I1 ANT 0 PLAN REVIEWER 0 FILE PROJECT ADDRESS: 1812 Aston Ave. PROJECT NAME: T. I. for Acushnet Company 0 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building 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. 0 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. 0 The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. 0 The applicant's copy of the check list has been sent to: 0 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: Date contacted: Fax #: Mail Telephone Fax In Person REMARKS: 1. Building inspection program. 2. Require Architect to provide a construction work proposed under this permit. 3. city. Okd by Mike P. By: Abe Doliente Enclosures: Esgil Corporation 0 GA 0 MB EJ 0 PC 10121 199 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 SanDiego, California 92123 (858) 560-1468 + Fax (858) 560-1576 EsGil Corporation 7 - Zn Tnrtnership with government far !Buil&flSnfety DATE: October 15, 1999 JURISDICTION: Carlsbad PLAN CHECK NO.: 99-3641 PROJECT ADDRESS: 1812 Aston Ave PROJECT NAME: T. I. for Acushnet Company a PLAN REVIEWER 0 FILE SET: I 0 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. 0 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. [XI The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. 0 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: Peter Bussett 12220 El Camino Real, Suite 200, San Diego, CA 92130 Esgil Corporation staff did not advise the applicant that the plan check has been completed. 0 Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: 1 Fax #: 793-4787 Mail Telephone Fax In Person 0 REMARKS: By: Abe Doliente Enclosures: Esgil Corporation 0 GA MB 0 EJ 0 PC 1015199 tmsrntl.dot 9320 Chesapeake Drive, Suite 208 + SanDiego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 Carlsbad 99-3641 October 15, 1999 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS CCUPANCY: B/S-1 USE: Office, warehouse TYPE OF CONSTRUCTION: V-N ACTUAL AREA: no change ALLOWABLE FLOOR AREA: unlimited STORIES: 2 HEIGHT: SPRINKLERS?: Yes OCCUPANT LOAD: 71 ATE PLANS RECEIVED BY DATE PLANS RECEIVED BY URISDICTION: ESGlL CORPORATION: 10/5/99 ATE INITIAL PLAN REVIEW PLAN REVIEWER: Abe Doliente 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 sDeed UD the recheck Drocess. Please note on this list for a CODV) where each correction item has been addressed, Le., Plan sheet number. sPecification section, etc. Be sure to enclose the marked UP list when YOU submit the revised plans. TENANT IMPROVEMENTS WITHOUT SPECIFIC ENERGY DATAOR POLICY SUPPLEMENTS (1997UBC) lifonv.dot Carlsbad 99-3641 October 15, 1999 Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commerciaVindustria1 projects. For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculationslreports directly to the City of Carlsbad Building Department. 2075 Las Palmas Drive, Carlsbad, CA 92009, (760) 438- 1161. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. 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 calculationslreports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. NOTE: Plans that are submitted directly to EsGil Corporation only will not be 1. 2. 3. 4. 5. 6. 7. Plans and calculations shall be signed by the California state licensed engineer or architect where there are structural changes to existing buildings or structural additions. Please include the California license number, seal, date of license expiration and date plans are signed. Business and Professions Code. UBC Section 107.2 requires the Building Official to determine the total value of all construction work proposed under this permit. The value shall include all finish work, painting, roofing, electrical, plumbing, heating, air conditioning, elevator, fire extinguishing systems and any other permanent equipment. Please provide the designer's or contractor's construction cost estimate of all work proposed. Note on plan that suspended ceilings shall comply with UBC Tables 25-A, 16-0 and 16-B. The tenant space and new and/or existing facilities serving the remodeled area must be accessible to and functional for the physically disabled. See the attached correction sheet. Title 24. MISCELLANEOUS Field welding is shown on the plans. This requires special inspection. 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 complete the attached form. The Documentation Author and the Principal Lighting Designer must sign the LTG-1 form. Please see the following corrections for electrical. Carlsbad 99-3641 October 15, 1999 8. 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. 9. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes 0 No 0 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 Abe Doliente at Esgil Corporation. Thank you. + ELECTRICAL PLAN REVIEW + 1996 NEC + PLAN REVIEWER: MORTEZA BEHESHTI 1. Specify the wire type (AL or CU) and insulation (i.e. THWN). NEC 310. 2. Specify the wiring method you intend to use for this project (i.e., EMT, Metal Flex, NMC etc.). NEC 110-3(a) and (b) 3. Provide a panel schedule for panel "BPG" shown on sheet E-I to be used for the emergency lights power. 4. Provide GFI protected receptacle(s) within 25 feet of HVAC equipment. NEC 210-8(b)2 & 210-63 5. Provide a minimum of 1 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 & NEC 700-16. Note: If you have any questions regarding this electrical plan review list please contact Morteza Beheshti at (619) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. 10. I 1 I RIGHI FEET 20 0 IO 20 30 40 50 60 70 00 10 FEET DOWN 20 0 10 20- 6V 12W PAR36 (H7553) 20 FEET LEFT 0 FEET RIGHT 20 DOWN F7!!!!E FEET 20 0 20 12V 18W PAR36 (4414) Siltron Illumination, Inc. P.O. Box 280 7915 Center Avenue Cucamonga, CA 91730 (714) 941-3500 Fax: (714) 983-4476 BUILDING PLANCHECK CHECKLIST DATE: /$&/% PLANCHECK NO.: CB 79.3'6 L// BUILDING ADDRESS: 16r2 Ash A" PROJECT DESCRIPTION: 7-z ASSESSORS PARCEL NUMBER: 0212 -lao-oL EST. VALUE: ENGINEERING DEPARTMENT APPROVAL DENIAL The item you have submitted for review has been approved. The approval is based on plans, marked with 0. Make necessary corrections to plans Please see the attached report of deficiencies information andlor specifications provided in your or specifications for compliance with applicable submittal: therefore any changes to these items after codes and standards. Submit corrected plans andlor this date, including field modifications, must be specifications to this office for 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. By: Date: w Right-of-way permit is required prior to .construction of the following improvements: By: Date: By: Date: Dedication Application Dedication Checklist Improvement Application improvement Checklist Future Improvement Agreement Grading Permit Application Grading Submittal Checklist Right-of-way Permit Application Right-of-way Permit Submittal Checklist and Information Sheet Sewer Fee Information Sheet Name: JOANNE JUCHNIEWICZ City of Carlsbad Address: 2075 Las Palmas Dr., Carlsbad. CA 92009 Phone: (619) 438-1161, ext. 4510 CFD INFORMATION Parcel Map No: Lots: Recordation: Carlsbad Tract: A-4 BUILDING PLANCHECK CHECKLIST fr 3RD' Po SITE PLAN 0 1. Provide a fully dimensioned site plan drawn to scale. Show: A. North Arrow D. Property Lines B. Existing & Proposed Structures E. Easements C. Existing Street Improvements F. Right-of-way Width & Adjacent Streets G. Driveway widths 0 2. Show on site plan: A. Drainage Patterns 1. Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. 2. 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 3. Include on title sheet: / A. Site address B. Assessor's Parcel Number C. Legal Description For commerciallindustrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER PeA ex iJJh & CQ r, d\? kb4SiUds.Q DESCRIPTION J -mmd u4y. ~TRb-CJrJ - P C.=3b&,S~so&-L DISCRETIONARY APPROVAL COMPLIANCE 0 0 0 4a. Project does not comply with the following Engineering Conditions of approval for Project No. a a 0 4b. All conditions are in compliance. Date: 2 BUILDING PLANCHECK CHECKLIST ,&' ;ND/ 3RD/ DEDICATION REQUIREMENTS 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 $ , 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 %" 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 be accept by mail or fax. Dedication completed by: Date: IMPROVEMENT REQUIREMENTS 0 6a. All needed public improvements upon and adjacent to the building site must be constructed at time of buildina construction whenever the value of the construction exceeds $ Section 18.40.040. I , pursuant to Carlsbad Municipal Code Public improvements required as follows: Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan checklist must be submitted in person. Applications by mail or fax are not check process. The completed application form and the requirements on the accepted. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit. Improvement Plans signed by: Date: 0 0 0 6b. Construction of the public improvements may be deferred pursuant to Carlsbad current grant deed on the property and processing fee of $ Municipal Code Section 18.40. Please submit a recent property title report or so we may prepare the necessary Future Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit. Future public improvements required as follows: 3 BUILDING PLANCHECK CHECKLIST ,SI/ 0 0 0 0 0 2nd/ 3d‘ 0 0 0 0 P 0 0 0 6c. Enclosed please find your Future Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Future Improvement Agreement completed by: Date: 6d. No Public Improvements required. SPECIAL NOTE: Damaaed or defective improvements found adiacent to buildina site must be repaired to the satisfaction of the Citv Inspector prior to occupancy. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11.06.030 of the Municipal Code. 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities (cut, fill import, export). 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 Gradina Permit must be issued and rouah aradinq amroval obtained prior to issuance of a Buildina Permit. Grading Inspector sign off by: Date: 0 0 0 0 0 0 0 0 0 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) 7d.No Grading Permit required. 7e.lf grading is not required, write “No Grading” on plot plan. MISCELLANEOUS PERMITS 8. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-way andlor private work adjacent to the public Right-of-way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tieing into public storm drain, sewer and water utilities. Right-of-way permit required for: 2nd" 3d' 0 0 9. A SEWER PERMIT is required concurrent with the building permit issuance. The 0 0 10. INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad fee is noted in the fees section on the following page. 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 153, for assistance. Industrial Waste permit accepted by: Date: 0 0 11. 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 J- discharge to sensitive areas. Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever occurs first. 12. 2= quired fees are attached No fees required 0 0 0 13. Additional Comments: 5 PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST * 3 +dEE & Bp" Plan Check No. C Planner Phone (61 9) 438-1 161 , extension- APN: 12- !7D - QG Zoning: General Plan: Facilities Management Zone: 5- CFD hind # "- Date of participation: -- Remaining net dev acres: - Apk-, Address /g/ /&dt@l &, 2 2 Type of Project & Use:- Net Project Density: s 7 DU/AC Circle One - (For non-residential development: Type of land used created by this permit: 1 bB 6: Leaend: a Item Complete (a 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: @no 0 Discretionary Action Required: YES - NO - TYPE APPROVALIRESO. NO. DATE PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: 0 Coastal Zone AssessmentlCompliance Y Project site located in Coastal Zone? YES - NO- CA Coastal Commission Authority? YES- 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): Coastal Permit Determination Form already completed? YES- NO If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: NO- - Follow-Up Actions: 1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum 2) Complete Coastal Permit Determination Log as needed. Floor Plans). & 0 0 lnclusionary Housing Fee required: YES - NO - Data Entry Completed? YES - NO [Effective date of lnclusionary Housing Ordinance - May 21, 1993.) IAIPIDs. Activity Maintenance. enter CBX. toolbar. Screens. Housing Fees. Construct Housing YIN, Enter Fee, UPDATE!) - Site Plan: 1. Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines. 2. Provide legal description of property and assessor's parcel number. Zoning: 8 0 1. Setbacks: Front: Required Shown Interior Side: Required Shown Street Side: Required Shown Rear: Required Shown 0 2. Accessory structure setbacks: Front: Required Shown Interior Side: Required Shown Street Side: Required Shown Rear: Required Shown Structure separation: Required Shown .$n3 c] 3. Lot Coverage: fin 0 4. Height: Required Shown Required Shown c] 0 5. Parking: Spaces Required Shown Guest Spaces Required Shown 0 Additional Comments nn OK TO ISSUE AND ENTERED APPROVAL INTO COMPUT Carlsbad Fire Department 990374 2560 Orion Way Fire Prevention Carlsbad, CA 92008 (760) 931-2121 Plan Review Requirements Category: Date of Report: 1117/1999 Name: SMITH CONSULT ARCH Address: 12220 EL CAMINO REAL STE 200 City, State: SAN DlEGO CA 92130 Plan Checker: Job Name: Acushnet Company Bldg #: CB993641 Job Address: 1812 Aston Av Ste. or Bldg. No. Job #: 990374 lz Approved The item you have submitted for review has been approved. The approval is based on plans, information and I 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. 0 Approved Subject to 0 Incomplete The item you have submitted for review has been approved subject to the attached conditions. The approval is based on plans, information andlor 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 I or specifications required to indicate compliance with applicable codes and standards. 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 I or standards. Please review carefully all comments attached. Please resubmit the necessary plans and I or specifications to this office for review and approval. Review 1st 2nd 3 rd Other Agency ID FD Job # 990374 FD File # Garlsbad Fire Department 990374 2560 Orion Way Fire Prevention Carlsbad, CA 92008 (760) 931-2121 Plan Review Requirements Category: Building Plan Date of Report: 10’05/1999 Reviewed by: (1, &d- Name: SMITH CONSULT ARCH Address: 12220 EL CAMINO REAL STE 200 Plan Checker: Job #: 990374 Job Name: Acushnet Company Bldg #: CB993641 Job Address: 1812 Aston Av Ste. or Bldg. No. 0 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. 0 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 1 st 2nd 3rd Other Agency ID FD Job # 990374 FD File # Rgquirements Category: Building Plan Requirement: Pending 05.14 Provide Technical Report To determine the acceptability of technologies, processes, products, facilities, materials and uses attending the design, operation or use of a building or premises subject to the inspection of the department, the Chief is authorized to require the owner or the person in possession or control of the building or premises to provide, without charge to the jurisdiction, a technical opinion and report. The opinion and report shall be prepared by a qualified engineer, specialist, laboratory or fire-safety specialty organization acceptable to the Chief and the owner and shall analyze the fire-safety properties of the design, operation or use of the building or premises and the facilities and appurtances situated thereon, to recommend necessary changes. Page 1 10/05/99 .. . .. . STRUCTURAL' CAI CULATIONS PRIME STRUCTURAL ENGINEERS 16980 Via Tazon. Suite 260 San Diego, California 92127 Tel (619) 487-031 1 . hl= I h2= ap= Ip= <-1 st Flr ' Rp= r Soil Profile Type = Near Source Factor Na= Ca = Fp = Fp = Fp = Fp = Total Seismic Load= Roof Reaction = Base Reaction = Maximum Moment = Maximum Moment occurs = for Wall Design 20.00 R Seismic source type = 2 3.00 R (A=I, B=2, C=3) 1 .oo 1 .oo 3.00 4 1 .o 0.44 0.15 0.587 0.308 0.653 9.82 6.54 3.28 Closest distance = 10 km (SA=I, SB=Z,SC=3,SD=4,SE=5) (When soil properties not known, use Type SD per section 1629.3. Exception) (iNa >1.1. check w/section 1629.4.2 for special condition) '(l+3'hxlhr)Wp 0.7*Ca9lp= 0.308 4'Ca'lp= 1.76 'Wp athx=hr * Wp for hx=O to hx= 7.2 ft Wp at top of wall WP WP WP Where Wp=weight of wall psf 17.67 Wp-ft 10.40 R from base Q=3m w eq= 8' Max. hrA2 ~. .. . . ~.. . ._i, ., . ~. 1' s# ~, " i:<rt-r: I ,,ll:, i:;;;:;. ;:. ." ..... .,. . ,. [<!!!:;::I!: .. PRECAST CONCRETE ...... ~ykci L:Es!+ : ; .. , ............. ........... .. ..... .... .../.,I........... .. ,. Considering P-Delta. Effects ' ' .... .. , 1 .. ...... ..... ........ ...... z i I i23EAOC "Green Book" To iterate P-Delta effects to convergence F, !, j.7, T i i ' : ,:*x ,_ .. ..... ...... . , ?.I. , . I . ...... :l.j..j(. ........... ... ......... .. ......... .. using 1997 UBC Load factors. .. :I :; .: 1: . ... ......, i/: .i. .... /!!j. . .. ,i.:i;ititi!f!iil!ii .: . , ........ ........ ~ ~~ ~ DESCRIPTION: ,, !:t::itt!i .. PANEL N-3 PIER B ,.... .I./, . ~ ~~ ~ .... .... .... DESlGN DATA: ~~ ..;..,. .~ ~ ................. ........... ~ ."" ~ PC= 3,000 psi Min.Vert. Steel % = 0.0025 Clear Wall Ht = 20 n Fy= 60,000 psi Min. Horiz. Steel % = 0.0015 Total wall Ht = 23 it Phi= Seismic Factor= Wind Load= Reveal Depth= Reveal to Bot= Wall Thk.= Rebar Size # = Rebar Spacing= Depth to steel= Rebar @ Reveal= d @ Reveal= Steel @ea. face= 0.87 Max Vet. Spacing= 18.00 in HVThk Ratio= 0.353 Max Horiz. Spacing = 16.30 in Eccentric Dead Load = 18.6 psf Beta1 = 0.85 Eccentric Live Load = 0.75 in 0.6 x Rhow Balance = 0.0128 Load Eccentricity = 9 ft Shall LL be used with laterial load combination? Y=l,N=O-> Additional ImRosed Loads: 18 in Axial Unform DL= 4549 plf Point Lateral Load = 6 Axial Uniform LL= 0 plf X-dist. to Bottom = 6 n o.c.Unform Lateral Load = 127 plf Seismic=l. Wind=2-> 15.25 in X-dist. to Bottom = 9.5 ft 7.5 O.C. X-dist. to top = 23 ft 5.75 in Seismic=l, Wind=2-> 1 2 (1 for single layer, 2 for double layers) . 13.3 224 plf 280 plf 11 in 0 79.42 # 14.5 ft 1 LATERAL LOADINGS Wl.32D + 0.55L + 1.lE)) for seismic load combination. U=0.75(1.4D+1.7L+l.NV) for Wind Load Combination. ~~~~ ~~ ~ ~ Wallwt. = 225.0 psf Wind Load x 1.275= 23.7 Seismic Service= 79.4 psf Factored Seismic = 67.4 .,- .. .. .. ... ........ : .~ .:=.; : ~ ............. ._.- ~ ... I, ....... , ./ :. :, .i ..., ..... ..... PRECASTCONCRETEWALUD ... t.$ SIGN: .. : ., : : *111,, .... r :: , ; :%~i 7 , . ' . Considering P-Delta E+&.. .?.'.:: '. ::/ ':": .... ?>,1ii,,:!'i'.A* . .j:: SEAOC "Green Book" @~ifq@teiF!-belta effects to convergence .... ... .. ..... .. .... .,. using 1997 UBC Load factors. .... ... ., . .. 1,!,, ...,.... .. ...... ,. ....... DESCRIPTION; .: 5 1 PANEL N-3 "" ... -_ "" ............. ,.. .. ..~~ .. PIER B VERTICAL Loading P axial = 224 P wall = 7,182 Pu-Axial= 296 Pu-Wall= 9,480 Pu-Total= 9,775 PIA= 34.30 ANALYSIS: As(eft)=[Pu:tot + (As'Fy)YFy = ' a'=(As'Fy+Pu)/(0.85'fc*l2) = Phi =0.9 - Z'Pul(fc*Ag)= Mn=As(eR)'ry'(d-aL?)= Mu= Phi'Mn= I,,, c=alBeta= E=57000'(f~)~0.5= n=29MX)lEc= Fr=5'(fc)*0.5= Gross section modulus= Mcr (cracked Moment Cap.)= I gross = I cracked = .. VERTICAL @Reveal Loading 224 224 7,699 7249 38.30 34.60 296 235 10,163 761 1 10.458 7847 SNSMIC COMBlNATlQN Atwed 1.043 2.045 2.406 0.87 751,214 653,428 3.1E+ffi 9.29 273.9 648.0 177,462 5832.0 1661.1 .. N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A N.A @Reveal 224 plf 7699 plf I 38.30 psi 0.04*fc= 120.00 psi 235 plf 8084 plf 8319 plf WIND COMBlNATlON Atwed 1.011 1.982 2.332 0.88 752.877 659,356 3.1E+06 9.29 273.9 848.0 177.462 5832.0 1624.1 N.A N.A N.A N.A (47,835) N.A N.A N.A N.A N.A N.A N.A N.A inA2/R in in In# in# psi Psi inA3 in# inA4 inA4 ... .. it ii !t .. ... ........ ........ ..... :;... ... .,', ,,,,.!r:.i:il .~ . ~ . ., ., ~ . ., I ............ ,,,,,,!!,:E*,,: .. ". ... PRECAST CONCRETE.W~L<C;&G~~ 1 . ; !r{f!!!l::i$$i. !:: .~ .................. .. ...., i.l .... i.. .::i/.li .. .~ Considering P-Delta Effekts .,., r. ... .._._. - ~. .... ... :.. .~ ... 1. 3::: : ~, . .: , ., ..... ..__. : : :,;,fSE&OC "Green Book' To iterate P-Delfa.effects to convergence; i i j, j i i : ,>a- . _" 1 : :. .J I ,. ......... ... ....... .... ........... using 1997 UBC Load factors. ,, . ... 3. ..j.i. .. .... !I/ ,..:~::.:~i!lIiit!i: ~ .~ ~ .~ ,) DESCRIPTION: ,, ,,.,:;l::;ll!: .. ,,, , PANEL N-3 DESlGN DATA: P c= Fy= Phi= Seismic Factor= Wind Load= Reveal Depth= Reveal to Bot= ....... Wall Thk.= Rebar Size # = Rebar Spacing= PIER C .. .............. 3,000 psi Min. Vert. Steel % = 0.0025 Clear Wall Ht = 60,000 psi Min. Horiz. Steel Yo = 0.0015 Total wall Ht = 0.88 Max Vet. Spacing= 18.00 in Htrrhk Ratio= 0.353 Max Horiz. Spacing = 16.30 in Eccentric Dead Load = 18.6 psf Beta1 = 0.85 Eccentric Live Load = 0.75 in 0.6 x Rhow Balance = 0.0128 Load Eccentricity = Additional lmaosed Loads: 9 ft Shall LL be used with laterial load combination? Y=l,N=O--> -,. 18 in Axial Unform DL= 3375 plf Point Lateral Load = 6 Axial Uniform LL= 0 plf X-dist. to Bottom = 6 n o.c.Unform Lateral Load = 99.28 plf Seismic=l. Wind=%> Depth to steel= 15.25 in X-dist. to Bottom = 12 n Rebar @ Reveal= 6 O.C. X-dist. to top = 23 R d @Reveal= 15.25 in Seismic=l, Wind=2--> 1 Steel @ ea. face= 2 (1 for single layer, 2 for double layers) ..... ...... ~~. ... ....... 20 n 23 n 13.3 224 plf 280 plf 11 in 0 79.42 # 14.5 n 1 DESIGN SUMMARY; LATERAL LOADINGS (U=1.32D + 0.55L + 1.1EN for seismic load combination. . ~~~ ~~ U=0.75(1.4D+1.7L+1.7W) for Wind Load Combination. Wallwt. = 225.0 psf Wind Loadx 1.275= 23.7 Seismic Service= 79.4 psf Factored Seismic = 87.4 ~~ ~ ~~~ ~~ .... .. ... ..iiiiii VERTICAL Loading P axial = 224 P wall = 5,873 PIA= 28.20 Pu-Axial= 296 Pu-Wall= 7,752 Pu-Total= 8,047 ANALYSIS: As(eff)=[Pu:tot + (As'Fy)YFy = ' a'=(As*Fy+Pu)l(O.85rd12) = 1110 c=alBeta= Phlz0.9 - 2'PU/(fC*Ag)= Mn=As(eff)'fy.(d-a/Z)= Mu= Phi'Mn= E=57000'(l~)~0.5= n=29000/Ec= F1=5'(fc)"0.5= Gross section modulus= Mcr (cracked Moment Cap.)= I gross = I uacked = VERTICAL @Reveal Loading 224 224 6,525 6075 32.60 29.20 296 8,613 8,909 - AUw& 1.014 N.A I .988 N.A 2.339 N.A ,0.88 N.A 752,704 N.A 658,738 N.A 3.1€+06 N.A 9.29 N.A 273.9 N.A 648.0 N.A 177,462 N.A 5832.0 N.A 1628.0 N.A 235 6379 6614 @Reveal 224 plf 6525 plf - 32.60 psi O.O4*fc= 120.00 psi 235 plf 6851 plf 7086 plf 0.990 I .942 2.284 0.68 753,941 663,156 3. I E+06 9.29 273.9 646.0 177,462 5832.0 1600.0 AUw& N.A N.A N.A N.A (108,068) N.A N.A N.A N.A N.A N.A N.A N.A in"M in in in# in# psi Psi inA3 in# inA4 inA4 " ........................................ RETAINING WALL DES16ti """""""""_"""" ) DESCRIPTION :RETAINING WALL AT NEW PROPOSED TRUCK WELL > DESIGN DATA Soil Bearing Press = 1,000 psf FOOTING : Passive Pressure = 150 ptf f'c - Concrete Active Fluid Press = 35 ptf FtglSoil Friction = 0.35 = 2,500 psi Soil Density = 110 pcf Fy - Reinforcement = 60,000 psi > WALL LOADING CONDITIONS """""""""""- Slope of Backfill = 0 :I Design Fluid Prwure 35.0 ptf (horiz:vert,O=Level) (Corrected for Slope) Surcharge over Toe = 0 psf Surcharge over Heel = 70 psf Shall Surcharge be used in Resisting Koment? Y.1, N=O --> 0 <-- Soil Ht over Toe = 10 in Axial Load on SteR = 0 plf Wall Kt above Soil = 0.5 ft Load e Uall Above Soil= 0 psf ADJACENT FOOTING LOAD : Uidth of Footing = 0 It Footing Load = 0 plf Ftg. Dist. frot Wall = 0 ft Spread Footing ? Depth of Bearing Belou Yz1 , NzO : --> 0 Soil @ Rear F.O.U. = 0 ft UNIFORA LOAD (Added); 0 plf Bottom Above T.O.F. = 0.00 it WALL tr FOOTING SEOtlETRY Top Above T.O.F. 0.00 ft > RETAINED HEIGHT = 4.833 It > Footing Thickness = 12 in 6 in Stea Uidth = 0.67 It > Toe I Key Dist. 8 in = 1.33 ft """""""""""- (above T.O.F.) - > Toe Hidth > Key Depth = 2 It > Key Uidth > Heel Width = I?,?? !t - I SOIL PRESSURE @ TOE. I SOIL PRESSURE @ HEEL I FACTOR OF SAFETY : Sliding = I FACTOR OF SAFETY : Overturning = I ONE-HAY SHEAR AT TOE SIDE OF STEM I ONE-HAY SHEAR AT HEEL SIDE OF STEH - - - 965 psf : 1,000 = Allou I 149 psf 2.21 ) 1.5, --> OK 1.46 > 1.5, --> OK =( 1 ) OK =( 1 > OK "__"""""""""""""""""""""""""""""""""""""" STABILITY CHECK ) NOTE: Should 113 of Active Pressure be used as Vertical _" Pressure at rear face of stee? Y=1 , H = 0 ---)> 1 "_ OVERTURNING MMENT = 1,537 ft-i RESISTING HOHENT = 3,392 ft-# NAX. LATERAL FORCE ~725.33 # FACTOR Of SAFETY : Overturning --) 2.21 SLIDING CHECK Hax. Lateral Force = 725 # > Ht. of Soi! to Neglect = 0.00 in Hax. Resis. Force = 1,057 # Passive Pressure = 469 t F.S. : S!iding = 1.46 Friction Pressure = 588 # SOIL PRESSURE Eccentricity froe CL = 0.36 ft Kern Distance = 0.49 ft UN-FACTORED FACTORED """""_ - "_ _" - ) SOIL PRESSURE C TOE = 965 psf 1,641 psf > SOIL PRESSURE @ HEEL = !49 psf 0 psf TOE DESIGN Ku"= Upvard = 2435.58 ft-1 HU : DESIGN I?OIIENT = 1772.9 ft-l Nul = Dounurrd = 662.656 ft-# Rebar Cover ) Z Steel fiininur = 0.0012 3 in d lht-Cover 9.00 in As : Required 9.044 in*Z/ft = As : Provided 0.130 inA21ft X-u = 25.24 = 24.3 psi - - One Way Shear: Try: t4 @ 18.5 t7 @ 55.5 ' Fv = 2*(f'c".5) = 100.00 psi 15 @ 28.5 * t8 @ 73.5 ' Actual Shear I Phi= 11.17 psi 16 @ 40.5 ' P9 @ 92.5 ' HEEL DESIEN ) Neglect Upward Soil Pressure? Y=l,N=O --) 1 """""_ "_ "_ Mut1= Downward = 60.8330 ft-# nu : DESIGN MOMENT 60.833 ft-# Mu, = Upward = . 0 ft-$ Rebar Cover ) X Steel Mininul = 0.0012 d = Tht-Cover = 9.00 in = 0.8 psi - 3 As : Required = 0.002.inA2/ft '1' = As : Provided = 0.130 inA2/ft R-u = 28.24 One Uay Shear: Try: 14 @ 18.50 ' X7 E 53.50 ' fv = 2i(f'cA.51 = 100.00 p5i 15 @ 28.50 ' 18 @ 73.50 ' Actual Shear I Phi= 0.00 psi $6 @ 40.50 ' 1.9 @ 92.50 ' ........................................ TOP STEH SECTION DESIGN """""""""""- "_ ) WALL MATERIAL : CONCRETE = 1, KASONRY = 2 : --)f 2 <<-- "_ > f'a Masonry f Fs : for liasonry = 24,000 psi Loaded Section Height = 5-33 tt = 1,500 psi ) Eottos Ht. above IOF = 0 ft > fy : for Concrete = 60,000 psi Total Lateral Pres;. = 516.40 I ) ffc Concrete = 3,000 psi f Load factor = 1.00 Mariaurn Hs:Service 918.63 ft-1 ) 6routing? Y=l H=O f 1 f Inspected ? V=1 N=O> 0 f UALL THICKNESS f Center.1 , Edge.2 -) 2 Masonry : Actual Allow. REQ'U SPACING = 32.09 in fa = 20,400 24,000 psi 'dl for design Eond Length Req'd = 31.9 in Allowable Unit Shear = 25.0 psi = 5.25 in Actual Unit Shear = 5.7 psi - - 8 in f REBAR SIZE # 5 f',q E 236 250 psi Rebar kea Supplied = 0.12 in? I- I - ! ". . ... . ~ ..... . .. ..... - ~ .~ OF STRUCULBES. (SEC. 1632 OF 1997 U.B.C.) Fp= ap Ca IP (1+3'hxlhr)Wp RP hl= 19.50 R Seismic source type = 2 h2= 9.50 R (A=l , B=2. C=3) ap= 1.00 Ip= 1.00 -~ Rp= 3.00 Closest distance = 5 km Soil Profile Type = Near Source Factor Na= Ca = Fp = Fp = Fp = Fp = Total Seismic Load= Roof Reaction = Base Reaction = 4 1 .o 0.44 0.15 0.587 0.308 0.801 14.54 13.04 1.50 (SA=l, SB=2,SC=3,SD=4,SE=5) (When soil properties not known, use Type SD per section 1629.3. Exception) (if Na 4.1, check w/ section 1629.4.2 for special condition) '(1+3*hxlhr)Wp 0.7'Caglp= 0.308 4'Ca'lp= 1.76 'Wp athx=hr Wp for hx=O to hx= 7.02 R * Wp at top of wall WP * WP - WP Where Wpweight of wall psf Maximum Moment = 3.79 * Wp-R Maximum Moment occurs = 4.88 R from base .. PrnW weq= 8'Max. hrA2 for Wall Design Force at roof= l624Q ap= 1.5 PRECAST CONCRETE WALL DESIGN Considering P-Delta Effects SEAOC "Green Book" To iterate P-Delta effects to convergence using 1997 UBC Load factors. DESCRIPTION: CHECK EXIST. PIER A DFSlGN DATA: ACUSHNET 1812 Ashton PC= 3,000 psi Min. Vert. Steel % = 0.0025 Clear Wall Ht = Fy= 80,000 psi Min. Horiz. Steel % = 0.0015 Total wall Ht = Phi= 0.87 Max Vet. Spacing= 18.00 in HVThk Ratio= Seismic Factor= 0.308 Max Horiz. Spacing = 18.00 in Eccentric Dead Load = Wind Load= 18.6 psf Beta1 = 0.85 Eccentric Live Load = Reveal Depth= 0.75 in 0.8 x Rhow Balance = 0,0128 Load Eccentricity = Reveal to Bot= 9 R Shall LL be used with laterial load combination? Y=l,N=O--S- Add/bona/ / maosed Loads: .. Wall Thk.= 7.5 in Axial Unform DL= 1156 plf Point Lateral Load = Rebar Size # = 5 Axial Uniform LL= 246.4 plf X-dist. to Bottom = Rebar Spacing= 10 in o.c.Unform Lateral Load = 16.94 plf Seismic=l, Wind=2--> Depth to steel= 4.94 in X-dist. to Bottom = IO n Rebar @ Reveal= 10 in O.C. X-dist. to top = 29 ft d @ Reveal= 4.94 in Seismic=l, Wind=2-> 1 Steel @ ea. face= 2 (1 for single layer, 2 for double layers) DESIGN SUMMARY: 19.5 ft 29 fl 31.2 154 plf 280 plf 7.5 in 0 87.4 # 16 ft 1 LATERAL LOADINGS W1.32D + 0.55L + 1.IE)) for seismic load combination. U=0.75(1.4D+1.7L+l.N\I)forWind Load Combination. Wall wt. = 93.8 psf Wind Loadx 1.275= 23.7 Seismic Service= 28.9 psf Factored Seismic = 31.8 PRECAST CONCRETE WALL DESIGN Considering P-Delta Effects SEAOC "Green Book" To iterate P-Delta effects to convergence using 1997 UBC Load factors. DESCRIPTION: CHECK EXIST. PIER A ACUSHNET 1812 Ashton VERTICAL Loading P axial = 154 P wall = 3,107 PIA= 36.20 Pu-Axial= 203 Pu-Wall= 4,101 Pu-Total= 4,304 As(eff)=[Pu:tot + (As*Fy)YFy = ' a'=(As*Fy+Pu)/(0.85'fc*l2) = I*, I c=a/Beta= Phi =0.9 - Z*Pu/(fc*Ag)= Mn=As(ev.fyqd-a/Z)= Mu= Phi'Mn= E=570M)'(fc)"0.5= n=29000/Ec= Fr=5'(fc)"O.5= Gross section modulus= Mu (cracked Moment Cap.)= I gross = I cracked = VERTICAL @Reveal Loading @Reveal 154 3,031 39.30 203 4,001 4,204 - At Reveal 0.444 N.A 0.870 N.A 1.024 N.A 0.87 N.A 100,551 N.A 87,290 N.A 3.1 E+06 N.A 9.29 N.A 273.9 N.A 112.5 N.A 30.809 N.A 421.9 N.A 67.5 N.A 154 154 plf 3107 3031 plf - 36.20 39.30 psi 0.04'fc= 120.00 psi 162 162 plf 3262 3183 plf 3424 3344 Dlf 0.429 0.841 0.990 0.87 100,872 88.226 3.1E+06 9.29 273.9 112.5 30,809 421.9 66.1 -1 N.A N.A N.A N.A (16,521) N.A N.A N.A N.A N.A N.A N.A N.A inWR in in in# in# psi psi in"3 in# inA4 inA4 PRECAST CONCRETE WALL DESIGN Considering P-Delta Effects SEAOC "Green Book' To iterate P-Delta effects to convergence using 1997 UBC Load factors. DESCRIPTION: CHECK EXIST. PIER B DFslGN DATA: ACUSHNET 1812Ashton fc= 3,000 psi Min. Vert. Steel% = 0.0025 Clear Wall Ht = Fy= 60,000 psi Min. Horiz. Steel % = 0.0015 Total wall Ht = Phi= Seismic Factor= Nnd Load= Reveal Depth= Reveal to Bot= Wall Thk.= Rebar Size # = Rebar Spacing= Depth to steel= Rebar @ Reveal= d @ Reveal= Steel @ ea. face= 0.87 Max Vet. Spacing= 18.00 in Htrrhk Ratio= 0.308 Max Horiz. Spacing = 18.00 in Eccentric Dead Load = 18.6 psf Beta1 = 0.85 Eccentric Live Load = 0.75 in 0.6 x Rhow Balance = 0.0128 Load Eccentricity = 9 fl Shall LL be used with laterial load combination?Y=l,N=O-F Additional lmoosed I oads; 7.5 in Axial Unform DL= 1266.5 plf Point Lateral Load = 5 Axial Uniform LL= 270 plf X-dist. to Bottom = 19.5 ft 29 ft 31.2 154 plf 280 plf 7.5 in 0 191 # 16 ft 10 in o.c.Unform Lateral Load = 18.57 plf Seismic=l. Nnd=2-> 1 4.94 in X-dist. to Bottom = 10 fl 10 in O.C. X-dist. to top = 29 ft 4.94 in Seismic=l. Wind=%" 1 2 (1 for single layer, 2 for double layers) LATERAL LOADINGS (U=1.32D + 0.55L + 1.lEN for seismic load combination. U=O.75(1.4D+1.7L+1.7W) for Nnd Load Combination. Wall wt. = 93.8 psf Wind Loadx 1.275= 23.7 Seismic Setvice= 28.9 psf Factored Seismic = 31.8 PRECAST CONCRETE WALL DESIGN Considering P-Delta Effects SEAOC "Green Bwk" To iterate P-Delta effects to convergence using 1997 UBC Load factors. DESCRIPTION: CHECK EXIST. PIER B ACUSHNET 1812 Ashton VERTICAL Loading P axial = 154 P watt'= 3,163 PIA= 36.90 Pu-Axial= . 203 Pu-Wall= 4,175 Pu-Total= 4.378 As(eff)=[Pu:tot + (As'Fy)]/Fy = ' a'=(As*Fy+Pu)/(O.65*fc*l2) = I, I, c= a /Beta = Phi =0.9 - 2*Pu/(fc*Ag)= Mn=As(evy(d-aD)= Mu= Phi'Mn= E=57000'(fc)"0.5= n=29000/Ec= Fr=5*(fc)"0.5= Gross section modulus= Mcr (cracked Moment Cap.)= I gross = I cracked = VERTICAL @Reveal Loading @Reveal 154 3.142 40.70 203 4,147 4.350 - At Reveal 0.445 N.A 0.872 N.A 1.026 N.A 0.87 N.A 100,524 , N.A 67,212 N.A 3.1E+06 N.A 9.29 N.A 273.9 N.A 112.5 N.A 30.809 N.A 421.9 N.A 67.6 N.A 154 154 plf 3217 3142 plf -. 37.50 40.70 psi O.O4'fc= 120.00 psi 162 182 plf 3378 3299 plf 3540 3460 plf 0.431 0.845 0.994 0.87 100,630 88.103 3.1E+06 9.29 273.9 112.5 30,809 421.9 66.3 A.t&Y%d N.A N.A N.A N.A (17.094) N.A N.A N.A N.A N.A N.A N.A N.A . inWR in in in# in# psi psi in"3 in# inA4 in"4 538 CHECK EXIST. PURLlN """""""""- 99-340 s0809/30/99 ENGlNEERS SHT : slp12vlsOb4148TBEAH ANALYSIS PR06RAHslp9vlaOb4148T ~6.60~~0p10.00h12vOsOb31 SPAN LENGTH = 27.50 It (Silple Span) UNlFORll LOADS Wft & ft) ud 0.Ofifi 0.128 ul 0.C0 27.50 X1 - 12 0.178 0.000 5.00 8.00 REACTIONS (k) LOAD Dead LEFT RIGHT 1.618 1.336 Total Live 1.760 1.760 3.378 3.096 tlAXI8Ufl FORCES V @ax = 3.38 k @ 0.00 ft H rax = 22.19 kft @ 13.17 It DEFLECTIONS (El kinA2) LOAD Total Defl (in) X fft) 3041115/EI 13.61 Live 164711WEI 13.75 Dead 13936411EI midspan Brace Spacing = 1.00 ft Pos. Homent Lu = 1-00 It ReQUired El = 1658790 tin*2 60v. Deflection : Total = LIMO 538 6LB 2.5 X 16.5 24F-V4~0B Design per 1991 NDS Douglas Fir-Larch STRESSES (psi 1 Shear @ 'dl : Fv = 206 fv = 112 54 X fb' = 2956 fb = 2347 79 2 V = 3.08 k @ 1.38 ft Live LDF = 1.25, Cv = 1.00, C1 z 0.99 DEFLECTIONS (in) (E = 1800 ksi) Live = 0.98 = L I 337 71 1 Total = 1.81 = L I 183 98 I Dead = 0.83 SINGLE SHEAR CONNECTION PERP. TO GRAIN K/ A36 SIDE PLATES """""""""""""- (per sect. 8.2.2 Of 1991 NDS) BOLT DIANETER Fyb (ksi) = 0.75 45 LOAD FACTOR = 1.25 ta (in) = 6.75 depth = 31.5 inch Fes = 58000 psi ts (in) = 0.375 depth = 6 inch (Bearing Capacity) fiAIN HENBER DOYEL BEARIN6 STRENGTH feu PERPEND TO GRAIN = 2500 osi Ea = 1600 tsi SIDE IENBER DOWEL BEARING STRENGTH AB = 212.625 sq.inch Fes A36 Bearing Cap. = 58006 psi Es = 29000 ksi Noainal Bolt Design Value As 2.25 sq.inch I = D€ta€Fea/(4Ko) = 2531.25 Z = DA2/(3.2tKo) €!2*fe~€Fyb/(3*(liRe)~~0.5= 1192.42 I = k3rD€ts€Fe1/(3.2(2tRe)€Ko) = 955.21 I = k2€D*ta€Fer/(3.2(1+Re)*Ko) Z = kl*DitsfFes/(3.6€Ko) = 1507.29 =3152.346 2 ein = 955.21 Pound TOTAL t BOLTS = 3 BOLTS (BOLTSIROUS) n = 3 ROU Of BOLTS = BOLT SPACING = 1 ROUS Group Action Cg = 0.989 3 INCH CONNECTION GOOD FOR = 3.54 KIPS ! A N I <-Roof z <-lst Flr (SEC. 1632 OF 1997 U.B.C.) Fp= ap Ca IP (1+3*hxlhr)Wp hl= h2= ap= Ip= Rp= Soil Profile Type = Near Source Factor Na= Ca = Fp = RP 16.00 n Seismic source type = 2 0.00 it (A=l, B=2, C=3) 2.50 1 .oo 3.00 Closest distance = 10 km -. 3 (SA=l, SB=Z,SC=3,SD=4,SE=5) (When soil properties not known, use Type SD per section 1629.3. Exception) 1.0 (ii Na >1.1. check wlsection 1629,4.2 for special condition) 0.4 0.33 '(1+3*hxlhr)Wp 0.7*Ca'lp= 0.28 4'Ca'lp= 1.6 Fp = 1.333 * Wp at hx = hr 0.333 'Wpforhx=O to hx= #N/A it Fp = Fp = Total Seismic Load= Roof Reaction = Base Reaction = Maximum Moment = Maximum Moment occurs = for Wall Design 1.333 Wp at top of wall 13.17 'Wp 7.92 'Wp 5.25 'Wp 26.64 - wpn 8.80 it from base eaaam hr"? Where Wp=weight of wall psf w eq= 8' Max. HR-36 18-24 Gauge Archltectural Panels See Light Gauge Roof and Wd Panels section for26 1 29 gauge. Featuring 'Itvice the Life! Reversed HR-36 CrLpieal Wall AppNutlon) 0 Excellent choice for industrial roof and 0 Symmetrical shape and strong shadow - 4 c r (mated side) wall applications. effect makes for architecturallv oleasinn - L-J 36" _. commercial applications. - 0 Longspan capability - economy in design. 0 Matching flashings and accessories available. I- S- I+ S+ wt Gauge 0 Available in wide variety of PVF, (Polyvinylidene Fluoride) colors, Zincalumem, or G90 galvanized coated steel. 20 1.85 18 2.46 1907 2085 3264 2633 3055 2721 HR-36 SecHon Properlies @bW ,1141 ,1156 ,1116 ,1234 120 24 (in'&) (in'h) (in'&) (inS&) 22 :1504 153 BHP Steel Building Products USA Inc. HR-36 18 DS f 212 I47 108 83 66 53 44 37 Gauge vi80 212 147 108 83 66 53 42 33 TS f 248 172 126 97 76 62 51 43 vi80 248 172 126 92 €4 47 3.5 27 Noted: 0 Steel conforms to ASTM A446 Grade C or ASTM A792 Grade 40. 0 Valued rue based on the American Iron and Steel Institute (AISI) 'Specifications for the Dm/@ of Cold-Rolled Steel 0 For wind loadlng, multiply allowable load values by 133 or allowable span values by 1.15. 0 Spanbad combinations to the right of the bold line apply to walls only. StructumlMembed(1986 edition.with 1989Addendum). Loading Table Legend f-had limited by flexural bending stress LSW l/bcrhad limited by deflection SS-Single span DS-Double span TS -Triple span t,L,t support Typ t,~,t,~,t ~,L-.?-L -.t,~--, t ,~ ' . NEW 14'X 22' CANOPY "CENTER GIRDER Magnltude Mx (Max) 71.899 K-in Locatlon 4.68 ft Vx (Max) 1.283 KIPS 0.00 ft I Required 15.6921 inA4 7.00 ft -Pan I Length (n) I Load (PLt-) 1 Moment (K-In) 1 Locatlon (ft) I Defl. t-act. (in) 1 Locatlo" (n) 11 14.00 I 0.0 I 11.899 I 4.68 1 7.00 SUPPOfi LOC. Reaction Moment LOC. Pt Load (ft) (K-in) (W (ft) (Ibs) Mag. (K-in) Moment 1 71.899 1283.0 9.33 2 1283.000 0.000 14.00 2 71.899- "-74.67-1283.0 0.000 0.00 i NEW 14'X 22' CANOPY "CENTER GIRDER Member: C8-2-14 Manufacturer: Generic Yield = 50.0 KSI Configuration: Boxed Dimensions Depth - 8.0000 Flange = 2.0000 Lip - 0.5625 Bend = 0.1065 t - 0.0710 Punch . = 1.5000 Wlip = 0.3850 Web = 1.6450 7.6450 - - - wflg = - In in in in in in in in in Gross Properties Area 1.i9 Ix = 16.02 - 4.99 Rx - 2.99 cw - 1.67 - 0.00 JxlOE3 = 0.00 x0 Ro - 0.00 - 0.00 Beta = 0.00 - - lY RY - - - - - - "- in4 in4 in in in6 in4 in in Loads and Bracing Axlal: P= KXLX = 56.00 in 6.74 KIPS KyLy = KtLt = 56.00 in 56.00 in Bending: Mx = 71.90 K-in KLx = KLy = 56.08 in KLt = 56.00 in 56.00 in AXIAL ANALYSIS Eq. C4.1-1 Fex, = PiA2E/(KWRx)"2 = 831.27 KSI Eq. C4.1-1 Fey = PiA2W(KLy/Ry)Y = 259.24 KSI Fe = 259.24 KSI Fe > Fy/2. Therefore Fn = Fy(1 - Fy/4Fe), Fn = 47.59 KSI Find Ae at stress Fn: Eq. C4-1 Pa = Pn11.92 = 23.30 KIPS Eq. C4-2 Pn = AeFn = 44.75 KIPS eFlange = 1.645 in; eLip = 0.205 in; eWeb = 2.030 in; Ae = 0,940 in With 1/3 stress increase Pa = 31.07 KIPS BENDING ANALYSIS Find effective section at stress Fv = 50.00 KSI Eq. C3.1.1-1 Mn = SeFy = 200.20 K-in Eq. C3.1-I Ma = Mn11.67 = 114.83 K-in With 113 stress increase Ma = 153.1 1 K-in eLip = 0.179 in; eWeb 6.145 in; ~ Sc = 3.835 inA3' COMBINED AXIAL AND BENDING Eq. C5-4 Omegax = 1 - 1.92PIPcr = 0.991 Eq. C5-5 Pcr = PiA2Elx/LxA2 = 1486.92 KIPS With 1/3 stress increase = 0.993 With 1/3 stress increase = 1982.57 KIPS Interaction Equations: Eq. C5-1 PlPa + Mx/MaOmegax = 0.921 Eq. C5-2 P/Pao + Mx/Ma = 0.901 With 1/3 stress increase = 0.689 With 113 stress increase = 0.676 SHEAR ANALYSIS hlt > 1.38'(5.34*E/Fy)A.5. ThereforeVa= .53'E'5.34'tA3/h Va = 7.82 KIPS With 1/3 stress increase = 10.42 KIPS NEW 14'X 22' CANOPY "CENTER GIRDER STRuCMzAL 0x2 Web Crippling Analysis Member: C8-2-14 Manufacturer: Generic Yield = 50.0 KSI Configuration: Boxed Web Crippling Equations C 3.4 -1: Pa = t2kC3C4 (179 - 0.33hlt) [I + O.Ol(N/t)] C 3.4 4: Pa = t2kC1C2 (291 - 0.40hlt) [I + 0.007(N/t)] Where: When N/t > 60, the factor [I + O.O07(N/t)] may be increased to [0.75 + O.ll(N/t)] Pa =Allowable concentrated load or reaction per web, Ibs C1 = (1.22 - 0.22k) 0.887 C2 = (1.06 - 0.06Wt) <= 1 0.970 C3 = (1..33 - 0.33k) 0.830 C4 = 0.50 (1.15 - 0.15Wt) <= 1 0.925 Fy = Design yield stress of thsweb 50 KSI h = Depth of flat portion of web 7.645 inches k=Fy/33 \ 1.515 m=t/0.075 0.947 t = Web thickness 0.0710 inches R = Inside bend radius 0,1065 inches N = Bearing width, inches Ma =Allowable bending moment 114.8313 K-in Combined bending and web crippling: 1.2 /PI Pal + IM / Mal <= 1.5 (Eq. C3.5 -1) NEW 14' X 22' CANOPY 11' JOISTS @ 4'-8 0.c. Overall Length of Beam: 11 R Axial Load: ,341 KIPS Deflection Limit: 360.0 I 111 I Magnltuae Mx (Max) 21.236 K-in Locatlon 5.50 ft Vx (Max) 0.643 KIPS 0.00 ft I Required 3.5632 1nA4 5.50 R Span I Length (ft) 1 Load (PLk)/ Moment (K-in) 1 Locatlon (ft) 1 Dm. Fact. (In) I Locatton (it) 11 11.00 I 11 1.0 I 21.236 1 5.50 I - 65 1 5.50 Support I Location (ft) 1 Moment (K-In) 1 Reaction (Ibs) 1 I 0.00 I 0.000 1 643.5 121 11.00 I 0.000 I 643.500 I NEW 14' X 22' CANOPY 11' JOISTS @ 4'-8 O.C. Web Crippling Analysis Member: C8-158-16 Manufacturer: Generic Yield = 50.0 KSI' Configuration: Single Web Crippling Equations C 3.4 -1: Pa = t2kC3C4 (179 - 0.33hIt) 11 + O.Ol(N/t)] Where: Pa = Allowable concentrated load or reaction Der web. Ibs C3 = (1..33 - 0.33k) C4 = 0.50 (1.15 -0.15FUt) <= 1 Fy = Design yield stress of the web h = Depth of flat portion of web k=Fy133 m = t 10.075 t = Web thickness R = Inside bend radius N = Bearing width, inches Ma =Allowable bending moment Combined bending and web crippling: 0.830 0.925 50 KSI 7.71 7 inches 1.515 0.755 0.0566 inches 0.0849 inches 41.8662 K-in 1.2 IP I Pal + IM I Mal <= 1.5 (Eq. C3.5 -1) .. . . .,. ., . NEW 14' X 22' CANOPY JOIST UPLIFT CHECK Overall Length of Beam: 11 R Axial Load: 0 KIPS Deflection Limit 360.0 56.6 1 Mx (Max) 10.273 K-in 5.50 ft Vx (Max) 0.311 KIPS 0.00 fl I Required 1.7238 in"4 5.50 ft LOaa (PLF) j Moment (&In) I Location (it) I Defl. Fact. (in) 1 Locatlon (ft) 56.6 j 102 I3 I 5.50 I CEZO 5.50 Support I Location (ft) I Moment (K-in) I Reactlon (Ibs) 1 I 0.00 1 0.000 1 31 1.300 I21 11.00 I 0.000 I 311.300 I c 44 " ACUSHNET: 1812 Aston Avenue, Carlsbad CA 3dI UNIFORMlCALIFORNIA CODES ANALYSIS ,, ,, ,*:I:%: , ', ., ., ,, ,, TECHNICAL , ,.. REPORT WAREHOUSE , ,, OPERATIONS ,, ,, ,, ., . , ,, . , .. ,, 25 October 1999 Prepared by AEriksen-Rattan Associates Inc. 8989 Rio San Diego Drive - Suite 200 San Diego, California 92108-2048 Telephone 619.2996444 FAX619.299.1229 EMAIL era@eciti.com This report is the property of Eriksen-Rattan Associates Inc. and was prepared exclusively for use by Acushnet for the operations 8 conditions described in this report. Copies of this report retained by Acushnet shall be utilized only by Acushnet for occupancy This report shall not be used for the purpose of construction for this project or any other project or for any other purpose. classification and the 1997 Uniform Coded1998 California Codes conditions 8 requirements addressed in this report. - ACUSHNET: 1812 Aston Avenue, Carlsbad CA UNlFORMlCALlFORNlA CODES ANALYSIS OVERVIEW - TECHNICAL REPORT WAREHOUSE OPERATIONS Eriksen-Rattan Associates Inc. prepared this "Technical Report" for the exclusive use of Acushnet. The report addresses 1997 Uniform/l998 California Code requirements and conditions applicable to Acushnet warehouse storage operations located in an existing 2-story, fully sprinklered, single tenant building at 1812 Aston Avenue in Carlsbad. California. Warehouse storage operations will involve rack storage of Class I-IV Commodities to </=15' above the finished floor [high-piled combustible storage]. The only "hazardous materials" conditions in the warehouse will be LPG powered industrial trucks/forklifts, with an aggregate/total LPG amount of <30 gallons [less than the Exempt Amount of flammable gases]. Existing conditions in the warehouse area of the building appear to be in reasonable compliance with applicable Code requirements for the storage conditions described above, except for perhaps the following conditions Automatic 8. Manual Opening SmokelHeat Vents 0 Draft Curtains Class II Standpipe System [Small Hose Lines] The above Code requirements would not have to be applied if the storage height of Class I-IV Commodities was reduced to </=12' Conditions other than the conditions addressed or described herein are outside the scope of this report. Discrepancies between the information presented herein and actual conditions and conditions presented on plans are the sole responsibility of Acushnet. Verification of compliance with the Code requirements and provisions addressed herein is outside the scope of this report. Tenant improvement plans and construction documents will be provided separately through Smith Consulting Architects. ACUSHNET: 1812 Aston Avenue, Carlsbad CA UNlFORMlCALlFORNlA CODES ANALYSIS INFORMATION - TECHNICAL REPORT WAREHOUSE OPERATIONS Questions concerning Acushnet operations should be directed through: Luis Cardenas - Facilities Manager 1021 West Mission Avenue Escondido, California 92025 Telephone 760.737.3834 FAX 760.737.3805 Questions concerning plans and construction documents for this project should be directed to: 12220 El Camino Real - Suite 200 San Diego, California 92130 Telephone: 619.793.4777 Questions concerning this report should be directed to: Mary Eriksen-Rattan San Diego. California 92108-2048 8989 Rio San Diego Drive - Suite 200 Teleohone 619.299.6444 FAX'619.299.1229 EMAIL erai@eciti.com Discrepancies between the information presented herein and actual conditions and conditions presented on plans are the sole responsibility of Acushnet. Verification of compliance with the Code requirements and provisions addressed herein is outside the scope of this report. ... 111 ACUSHNET: 1812 Aston Avenue, Carlsbad CA UNlFORMlCALlFORNlA CODES ANALYSIS TABLE OF CONTENTS - TECHNICAL REPORT HAZARDOUS MATERIALS & STORAGE OPERATIONS iv ACUSHNET: 1812 Aston Avenue, Carlsbad CA UNlFORMlCALlFORNlA CODES ANALYSIS 1. Existing Building Conditions Features 2. Occupancy 8 Control Area Conditions Acushnet Conditions +Construction: Ill-N +Stories: 2 +Area: TotaVAggregate: 64,653 sf * A3: 1,155 sf * F1: 41,478 sf * 61: 11,677sf * A3: 1,155 sf * 8: 11,677 sf * FI: 41,478 sf * B: 10,343 sf 1st Floor: 54,310 sf . 2nd Floor: 10,343 sf +Sideyards: >/=60' on all sides +Fire Extinguishing System: Fire sprinkler system. Designed for 0.33 gpm over 3,000 sf. UseslOccupancy Conditions: +Operations: * s1: - Warehouse storage. . Class I-IV Commodities: . 4=15' Rack Storage - Golf Clubs - Golf Balls - Golf Bags . Paper 8 Cardboard Goods [Boxes. Marketing * 8: Materials, Offtce Supplies] . Sales, marketing, customer service, offices 8 - Employee 8 public areas. * A3: Employee Lunchroom. +Building Control Areas: One [I] +Hazardous Materials Inventory: administrative/support operations. LPG in forkliftslpowered industrial trucks. LPG Information: * CAS #: 74-98-6 * Hazard Classification: Flammable Gas * Exempt Amount - No Cabinets: 30 gallons * Acushnet Amount: e30 gallons Code Requirements & Provisions - 10/25/99 - Page 2 of 12 Technical Repolt -Warehouse Operations ACUSHNET: 1812 Aston Avenue, Carlsbad CA UNlFORMlCALlFORNlA CODES ANALYSIS 2.0 WAREHOUSE OPERATIONS The following table provides an overview of th Operations 1. Storage Commodities 2. Storage Conditions 3. ForkiftslPowered Industrial Trucks e warehouse storage operations and conditions, Conditions +Class I-IV Golf Clubs Golf Balls Golf Bags Paper & Cardboard Goods [Boxes, Marketing Materials, Office Supplies] Packaging Materials (Class I-IV Commodities: Storage Type: * Racks * Single & Double Row Storage Heights: cl=15' to top of storage Encapsulated: No Palletized: Yes - slatted bottom pallets High-Piled Combustible Storage: Yes Main Aisles: 8.5' Cross Aisles: >44" Dead-Ends: None Open -wire mesh shelving. ,Aisles: )Shelving: )Distance Between Top of Storage 8 Sprinkler Deflectors: >/=18". )Type: LPG powered. e30 gallons aggregate LPG )Conditions: Used 8 parked inside warehouse. AErikren-Ranan Associates Inc. 8989 Rio Sa" Diego DrivelSuile 200 - Sao Diego CA 92108 Code Requirements 8 Provisions - 10/25/99 - Page 3 of 12 Technical Report - Warehouse Operations ACUSHNET: 1812 Aston Avenue, Carlsbad CA UNlFORMlCALlFORNlA CODES ANALYSIS TECHNICAL REPORT WAREHOUSE OPERATIONS CODE REQUIREMENTS & PROVISIONS 1.0 SCOPE Eriksen-Rattan Associates Inc. prepared this "Technical Report" for the exclusive use of Acushnet. The report addresses 7997 Uniform/7998 California Code requirements and conditions applicable to Acushnet warehouse storage operations located in an existing 2-story. fully sprinklered, single tenant building at 1812 Aston Avenue in Carlsbad. California. The facility will be used for warehouse storage of finished goods, marketing materials, packaging materials and omce supplies; sales and marketing; customer service and ancillary office, administrative, facility and site support operations. An overview of the Acushnet warehouse operations and the existing building conditions addressed in this report is provided in Table 1.0 on page 2. The report is organized as follows: Section 2.0 - Acushnet Warehouse Operations: Discussion of Acushnet warehouse operations 0 Section 3.0 -Code Conditions (L Requirements: Discussion of Code conditions and requirements and Acushnet warehouse conditions. Building plans and construction documents will be provided separately through others. Review of plans and documents for the conditions and requirements addressed herein is outside the scope of this report. This report is the property of Eriksen-Rattan Associates Inc. and was prepared exclusively for use by Acushnet for the operations 8 conditions described in this report. Copies of this report retained by Acushnet shall be utilized only by Acushnet for occupancy This report shall not be used for the purpose of construction for this project or any other project or for any other purpose. classification and the 1997 Uniform Coded1998 California Codes conditions & requirements addressed in this report. +-Ranan Asso~iales Inc Technical Report - Warehouse Operations 8989 Rio San Diega DrivveiSuite 200 - San Olego CA 92108 Code Requirements & Provisions - 10/25/99 -Page 1 of 12 ACUSHNET: 1812 Aston Avenue, Carlsbad CA UNIFORMlCALIFORNIA CODES ANALYSIS 3.0 CODE ANALYSIS The Code analysis that follows on pages 4-12 [Table 3.01 addresses the following applicable 1997 Uniform/l998 California Building Code and 1997/1998 Uniform/California Fire Code conditions and reouirernents for Acushnet warehouse oDerations: Occupancy Conditions Location 8 Allowable Building Area Occupancy 8 Control Area Separations Storage Conditions Draft Curtains Smoke & Heat Venting Separation of Incompatible Materials & Conditions GeneraVArea Ventilation System Class II Standpipe System Portable Fire Extinguishers Fire Extinguishing System Water Supply Fire Department Access Premises Identification Special Use Fire Department Permits 8 Plans Operations and conditions not specifically related to the warehouse operations and Code conditions and requirements other than indicated above are outside the scope of this report. Conditions other than the conditions addressed or described herein are outside the scope of this report. Discrepancies between the information presented herein and actual conditions and conditions presented on plans are the sole responsibility of Acushnet. Verification of compliance with the Code requirements and provisions addressed herein is outside the scope of this report. Code Requirements 8 Provisions - 10/25/99 - Page 4 of 12 Technical Report - Warehouse Operations a o vi - V ri 2 : .- 5 0 m m n ** . lii... ... 5 *** . * 1 m 0 .? t t t t 0. . a 0 mmmm