Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
1818 ASTON AVE; ; CBC2022-0119; Permit
Building Permit Finaled C cityof Carlsbad Commercial Permit Print Date: 06/19/2024 Job Address: 1818 ASTON AVE, CARLSBAD, CA 92008-7306 Permit No: Status: CBC2022-0119 Closed -Finaled Permit Type: BLDG-Commercial Work Class: Tenant Improvement Parcel#: 2121200500 Track#: Valuation: $1,245,998.11 Lot#: Occupancy Group: B, F-1, S-1 Project#: #of Dwelling Units: Plan#: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: 736 2019 Yes Construction Type: 11I-B Orig. Plan Check#: Plan Check#: Applied: 04/07/2022 Issued: 08/18/2022 Finaled Close Out: 06/19/2024 Final Inspection: 07/26/2023 INSPECTOR: Dreibelbis, Peter Kersch, Tim Ontiveros, Linda Description: COBRA PUMA GOLF: (26,281 SF) INTERIOR TI//TWO BALCONIES//(480 SF) MEZZANINE IN WAREHOUSE//PATIO//TRASH E~ Applicant: Property Owner: MELISSA HANNER 13280 EVENING CREEK DRS SAN DIEGO, CA 92128-4101 (858) 793-4777 BLACKMORE PARKVIEW ASSOCIATES 1818 ASTON AVE CARLSBAD, CA 92008-7306 (760) 710-3500 FEE BUILDING PLAN CHECK BUILDING PLAN CHECK FEE (manual) BUILDING PLAN REVIEW -MINOR PROJECTS (LOE) BU ILDING PLAN REVIEW -MINOR PROJECTS (PLN) CERTIFICATE OF OCCUPANCY COMM/IND Tl -STRUCTURAL COMM/IND USES -STRUCTURAL -MEZZ ADDITION COMMUNITY FACILITIES DISTRICT (CFO) FEE -NON-RES FIRE F Occupancies Tl PUBLIC FACILITIES FEES -inside CFO SB1473 -GREEN BUILDING STATE STANDARDS FEE SEWER BENEFIT AREA FEES-F SEWER CONNECTION FEE (General Capacity all areas) STRONG MOTION -COMMERCIAL (SMIP) TRAFFIC IMPACT Commercial-Industrial w/in CFO Total Fees: $10,370.58 Total Payments To Date: $10,370.58 Contractor: VILLAGE PROPERTY SYSTEMS INC 4920 CARROLL CANYON RD, # STE 200 SAN DIEGO, CA 92121-3735 (858) 755-1800 Balance Due: AMOUNT $1,878.53 $1,236.95 $194.00 $98.00 $15.00 $2,890.05 $964.00 $145.25 $691.00 $430.77 $50.00 $1,030.05 $269.46 $348.88 $128.64 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." 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 you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov {cityof Carlsbad COMMERCIAL BUILDING PERMIT APPLICATION B-2 Job Address 1818 ASTON AVE Sulte:, _____ APN: 212-120-os-oo Tenant Name #:._Cob_ra_P_u_m_a_G_011 ____________ Lot #:, ____ Year Built: _________ _ Year Built: __ _ Occupancy: 8, F1 & 51 Construction Type:_3_8 __ Fire sprinklers(:)YESON0 A/C:E:)r'EsONo BRIEF DESCRIPTION OF WORK: 26,281 SF INTERIOR TENANT IMPROVEMENT INCLUDING ASSOCIATED STRUCTURAL, MECHANICAL, PLUMBING AND ELECTRICAL INCLUDING AN ADDITION OF TWO EXTERIOR BALCONIES & 480 SF MEZZANINE IN WAREHOUSE. & AN EXTERIOR PATIO & ADD TRASH ENCLOSURE. D Addltlon/New:. ____________ New SF and Use,, __________ New SF and Use ______ SF Deck, _______ SF Patio Cover, SF Other (Specify). ___ _ liJTenant Improvement: _____ SF, _____ SF, Existing Use: _______ Proposed Use: ______ _ Existing Use: e, F1 a 51 (No chanael Proposed Use: 8, F1 a 51 (No change) D Other: ------------------------------------- PRIMARY APPLICANT PROPERTY OWNER Name: Melissa Hanner, SCA Architecture Name: The Blackmore Company Address: 13280 Evening Creek Drive, Suite 125 Address: 1811 Aston Avenue, Suite 120 City: San Diego State: CA Zlp:_92_1_28___ City: Carlsbad State:_c_A __ Zlp: 92008 Phone: 858-793-4m Phone: 760-804-9600 Email: mellssah@sca-sd.com Email: colleen@blackmorecompany.com DESIGN PROFESSIONAL CONTRACTOR OF RECORD Name: Cheryl D. Smith, SCA Architecture Business Name: .u,ua. Gfl?._. C Oty s -ca v c 1/ oAI Address: 13280 Evening Creek Drive, Suite 125 Address: l..{j 2-0 c., A@p JI CAN y/[f\) 1.2 I) City: San Diego State: CA Zip:._9_21_28 ___ City: £1) State: GA ZI~: CjzJ ii Phone: 858•793-4m Phone: $'.-20-7 >£-1&:JO Email:. _______________ Email: .JAfKB [],V/l.(5,Yl... CPN • CO<?::] ArchltectStatellcense: c11,701 ksLBLlcense#: Sal/ s-g:J Class: g l/-3,Z) I Carlsbad Business License# (Required)::,..-_.,..... ____ _ ~ SJ 2C lf o 7>-2; APPLICANT CERT/FICA TION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email: Bujldjng@caclsbadca.gov REV. 04/22 THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: ______ _ A BUILDING PERMIT CAN BE ISSUED TO EITHER A STATE LICENSED CONTRACTOR OR A PROPERTY OWNER. IF THE PERSON SIGNING THIS FORM IS AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LmER IS REQUIRED PRIOR TO PERMIT ISSUANCE. (OPTION A): LICENSED CONTRACTOR DECLARATION: I herebyaffirm underpenaltyof perjury that lam licensed under provisions of Chapter9 (commencingwith Section 7000)of Division] of the Business and Prof essions Code, and my license is in full force and effect. I alsoaffirm under penalty of perjury one of the following declarations (CHOOSE ONE}: Q1 have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. Policy No. ______________________________________ _ -oy- m fhave and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for t he perf_ormance of t)le work for which this per~ is issued. ~y workers' compensation insurance_ carrier and policy number are: Insurance Company Name: {il']&ILIC/9 IV C-A U,.S I Ty Of: R,@I/V 6 Policy No. 7 0 I. 'i'4z, ~'j 2. 7 / Expiration Date: J O -0 I -7-r:h L. -z._ -OR-O Certificate of Exemption: I certify that in t he performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage Is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000.00, in addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. CONSTRUCTION LENDING AGENCY, IF ANY: 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: ____________________ _ CONTRACTOR CERTIFICATION: /certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. /agree to comply with all City ordinances and State laws relating to building construction. NAME {PRINT}: ft. ~ 1cfl SIGNATURE: Note: If the person signing above is an authorized ag t for the contractor provide a letter of authorization on contractor letterhead. -OR - (OPTION B): OWNER-BUILDER DECLARATION : I hereby affirm that I am exempt from Contractor's License Law for the following reason: Q I, as owner of t he property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or Improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). -OR-O 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). -OR-O I am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: AND, 0 FORM 8-61 "Owner Builder Acknowledgement and Verification Form" is required for any permit issued to a property owner. By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder if it has not been constructed in its entirety by licensed contractors./ understand that a copy of the applicable law, Section 7044 of the Business and Professions Code, is available upon request when this application is submitted or at the f ol/awing Web site: http: I /www.leginfa.ca.gav/ca/aw.html. OWNER CERTIFICATION: /certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. /agree to comply with all City ordinances and State laws relating to building construction. NAME (PRINT): SIGN: __________ DATE: ______ _ Note: If the person signing above is an authorized agent for the property owner Include form B-62 signed by property owner. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov 2 REV. 07/21 Building Permit Inspection History Finaled {city of Carlsbad PERMIT INSPECTION HISTORY for (CBC2022-0119) Permit Type: BLDG-Commercial Application Date: 04/07/2022 Owner: BLACKMORE PARKVIEW ASSOCIATES Work Class: Tenant Improvement Issue Date: 08/18/2022 Subdivision: CARLSBAD TCT#85-24 UNIT#04 Status: Closed -Finaled Expiration Date: 10/23/2023 Address: 1818 ASTON AVE IVR Number: 39876 CARLSBAD, CA 92008-7306 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 08/19/2022 08/19/2022 BLDG-SW.Pre-Con 189569-2022 Passed Tim Kersch Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 09/02/2022 09/02/2022 BLDG-84 Rough 190645-2022 Partial Pass Peter Dreibelbis Re Inspection Incomplete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout No BLDG-34 Rough Electrical Yes BLDG-44 No Rough-Ducts-Dampers 09/08/2022 09/08/2022 BLDG-84 Rough 191106-2022 Partial Pass Peter Dreibelbis Reinspection Incomplete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout No BLDG-34 Rough Electrical Yes BLDG-44 Duct sealant ok, ok to insulate 2nd floor Yes Rough-Ducts-Dampers ductwork 09/15/2022 09/15/2022 BLDG-17 Interior 191734-2022 Partial Pass Tim Kersch Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-31 191735-2022 Partial Pass Tim Kersch Reinspection Incomplete Underground/Conduit • Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency Waiting on special inspection. Yes 09/19/2022 09/19/2022 BLDG-17 Interior 191974-2022 Partial Pass Tim Kersch Reinspectlon Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes Wednesday,June19,2024 Page 1 of 5 PERMIT INSPECTION HISTORY for (CBC2022-0119) Permit Type: BLDG-Commercial Application Date: 04/07/2022 Owner: BLACKMORE PARKVIEW ASSOCIATES Work Class: Tenant Improvement Issue Date: 08/18/2022 Subdivision: CARLSBAD TCT#85-24 UNIT#04 Status: Closed -Finaled Expiration Date: 10/23/2023 Address: 1818 ASTON AVE IVR Number: 39876 CARLSBAD, CA 92008-7306 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 09/27/2022 09/27/2022 BLDG-34 Rough 192723-2022 Partial Pass Tim Kersch Reinspection Incomplete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 10/03/2022 10/03/2022 BLDG-17 Interior 193131-2022 Partial Pass Tim Kersch Relnspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-44 193130-2022 Partial Pass Tim Kersch Reinspection Incomplete Rough/Ducts/Dampers Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 10/1 3/2022 10/13/2022 BLDG-13 Shear 194032-2022 Passed Tim Kersch Complete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 194031-2022 Partial Pass Tim Kersch Reinspection Incomplete Frame/Steel/Bolting/We lding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-34 Rough 194033-2022 Passed Tim Kersch Complete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 10/24/2022 10/24/2022 BLDG-17 Interior 194787-2022 Cancelled Tim Kersch Re inspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 10/26/2022 10/26/2022 BLDG-14 194957-2022 Partial Pass Peter Dreibelbis Reinspection Incomplete Frame/Steel/Bolting/We ldlng (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-17 Interior 195044-2022 Partial Pass Peter Dreibelbis Reinspectlon Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes Wednesday, June 19, 2024 Page 2 of 5 PERMIT INSPECTION HISTORY for (CBC2022-0119) Permit Type: BLDG-Commercial Application Date: 04/07/2022 Owner: BLACKMORE PARKVIEW ASSOCIATES Work Class : Tenant Improvement Issue Date: 08/18/2022 Subdivision: CARLSBAD TCT#85-24 UNIT#04 Status: Closed -Finaled Expiration Date: 10/23/2023 Address: 1818 ASTON AVE IVR Number: 39876 CARLSBAD, CA 92008-7306 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Re inspection Inspection Date Start Date Status 10/31/2022 10/31/2022 BLDG-23 195390-2022 Partial Pass Tim Kersch Reinspection Incomplete GasfTest/Repalrs Checklist Item COMMENTS Passed BLDG-Building Deficiency Start 24 hour test Yes 11/17/2022 11/17/2022 BLDG-85 T-Bar, Celling 196866-2022 Passed Tim Kersch Complete Grids, Overhead Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 12/05/2022 12/05/2022 BLDG-11 197956-2022 Passed Tim Kersch Complete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-34 Rough 197958-2022 Passed Tim Kersch Complete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-66 Grout 197957-2022 Passed Tim Kersch Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 12/09/2022 12/09/2022 BLDG-Final Inspection 198398-2022 Cancelled Tim Kersch Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final No 12/13/2022 12/13/2022 BLDG-Final Inspection 198657-2022 Partial Pass Tim Kersch Reinspection Incomplete Wednesday, June 19, 2024 Page 3 of 5 PERMIT INSPECTION HISTORY for (CBC2022-0119) Permit Type: BLDG-Commercial Work Class: Tenant Improvement Application Date: 04/07/2022 Owner: BLACKMORE PARKVIEW ASSOCIATES Issue Date: 08/18/2022 Subdivision: CARLSBAD TCT#85-24 UN IT#04 Status: Closed -Finaled Expiration Date: 10/23/2023 IVR Number: 39876 Address: 1818 ASTON AVE CARLSBAD, CA 92008-7306 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency Granted pending fire. TC O to limited area. Yes BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final No 01/05/2023 01/05/2023 BLDG-LOE Final 180712-2022 Passed Linda Ontiveros Complete Checklist Item COMMENTS Passed BLDG-LOE Final SITE INSPECTION HAS OCCURRED AND Yes TOM PLAN HAS BEEN APPROVED. 01/06/2023 01/06/2023 BLDG-Final Inspection 200273-2023 Partial Pass Tim Kersch Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency Granted pending fire. TC O to limited area. No Updated on card. BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final No BLDG-Electrical Final Yes 02/01/2023 02/01/2023 BLDG-84 Rough 202021-2023 Partial Pass Tim Kersch Reinspection Incomplete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout No BLDG-34 Rough Electrical Yes BLDG-44 Duct sealant ok, ok to insulate 2nd floor Yes Rough-Ducts-Dampers ductwork 03/01/2023 03/01/2023 BLDG-17 Interior 204418-2023 Partial Pass Tim Kersch Relnspectlon Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie Teanio 619-247-2667 Nick 02/28/2023 04/24/2023 04/24/2023 BLDG-84 Rough 208796-2023 Partial Pass Tim Kersch Reinspection Incomplete Combo(14,24,34,44) Wednesday, June 19, 2024 Page 4 of 5 PERMIT INSPECTION HISTORY for (CBC2022-0119) Permit Type: BLDG-Commercial Work Class: Tenant Improvement Application Date: 04/07/2022 Owner: BLACKMORE PARKVIEW ASSOCIATES Issue Date: 08/18/2022 Subdivision: CARLSBAD TCT#85-24 UNIT#04 Status: Closed -Finaled Expiration Date: 10/23/2023 IVR Number: 39876 Address: 1818 ASTON AVE CARLSBAD, CA 92008-7306 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date 06/01/2023 06/01 /2023 07/26/2023 07/26/2023 Checklist Item BLDG-Building Deficiency BLDG-14 Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers NOTES Created By Angie Teanio Status COMMENTS Duct sealant ok, ok to insulate 2nd floor ductwork TEXT 619-247-8119 Dirk BLDG-Final Inspection 212869-2023 Partial Pass Tim Kersch Checklist Item COMMENTS BLDG-Building Deficiency Granted pending fire. TC Oto limited area. Updated on card. BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final NOTES Created By TEXT Angie Teanio 619-247-8119 Dirk BLDG-Final Inspection 218735-2023 Passed Tim Kersch Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final NOTES Created By Angie Teanio Angie Teanio COMMENTS Granted pending fire. TC Oto limited area. Updated on card. TEXT 619-247-8119 Dirk 619-247-8119 Dirk 06/05/2024 06/05/2024 BLDG-Fire Final Checklist Item 250967-2024 COMMENTS Passed Tim Kersch FIRE-Building Final Wednesday,June19,2024 Passed No Yes Yes Yes Yes Created Date 04/21/2023 Re Inspection Passed No Yes Yes No Yes Created Date 05/31/2023 Passed Yes Yes Yes Yes Yes Created Date 05/31/2023 07/25/2023 Passed Yes Incomplete Complete Complete Page 5 of 5 ,, • lW INTERWEST A SA~Ebu,11 COMPANY DATE: 08-01-2022 JURISDICTION: Carlsbad PLAN CHECK#.: CB-CBC2022-0119.RC1 PROJECT ADDRESS: 1818 Aston Avenue □ APPLICANT □ JURIS. SET: II PROJECT NAME: Cobra Puma Golf-Internal TI, New Mezzanine, (2) New Balconies, New Patio Cover, and New Trash Enclosure ~ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The check list transmitted herewith is for the applicant's information. The plans are being held at lnterwest until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to the jurisdiction at: ~ lnterwest staff did not advise the applicant that the plan check has been completed. D lnterwest staff did advise the applicant that the plan check has been completed . Person contacted: Telephone#: Date contacted: Mail Telephone 0 REMARKS: By: Carl Blaisdell lnterwest (by: Fax In Person Enclosures: 9320 Chesapeake Drive, Suite 208 ♦ San Diego, Californ ia 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1 576 ► DATE: 4/28/22 JURISDICTION: Carlsbad • 1W IN TERWEST A SAF'Ebullt COMPANY PLAN CHECK#.: CB-CBC2022-0119 PROJECT ADDRESS: 1818 Aston Avenue D APPLICANT D JURIS. SET: I PROJECT NAME: Cobra Puma Golf-Internal TI, New Mezzanine, (2) New Balconies, New Patio Cover, and New Trash Enclosure D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. ~ The check list transmitted herewith is for the applicant's information. The plans are being held at lnterwest until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to the jurisdiction at: D lnterwest staff did not advise the applicant that the plan check has been completed. ~ lnterwest staff did advise the applicant that the plan check has been completed. Person contacted: Melissa Hanner Telephone#: Date contacted: (by: Email: melissah@sca-sd.com Mail Telephone Fax In Person ~ REMARKS: Structural: Review by Erich A. Kuchar. Resubmittal required. Comments below. Electrical: Review by Nicholas Maielli. Resubmittal required. Comments bellow. Mechanical: Review by Martha McNicholas. Resubmittal required . Comments below. Plumbing: Review by Martha McNicholas. No comments. Approved as submitted. Building: Review by Paul Martinez. Resubmittal required. Comments below. By: Paul Martinez, AIA, NCARB Enclosures: lnterwest Received on : 4/08/22 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 Carlsbad CB-CBC2022-0119 4/28/22 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK#.: CB-CBC2022-0119 OCCUPANCY: B, F-1, S-1 TYPE OF CONSTRUCTION: I11-B ALLOWABLE FLOOR AREA: Existing HEIGHT: 45'-0" Max SPRINKLERS?: Yes REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 4/28/22 FOREWORD (PLEASE READ): JURISDICTION : Carlsbad USE: Office, Manufacturing , & Warehouse ACTUAL AREA: 26,281 sqft Tl 180 sqft New Mezzanine STORIES: 2 OCCUPANT LOAD: 736 DATE PLANS RECEIVED BY INTERWEST CORPORATION: 4/08/22 PLAN REVIEWER: Paul Martinez, AIA, NCARB This plan review is limited to the technical requirements contained in the California version of the International 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 2019 CBC, which adopts the 2018 IBC. 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. 105.4 of the 2018 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. ◄ > Carlsbad CB-CBC2022-0119 4/28/22 GENERAL COMMENTS 1. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: a) Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to lnterwest and the Carlsbad Planning, Engineering and Fire Departments. b) Bring TWO corrected set of plans and calculations/reports to lnterwest, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to lnterwest only will not be reviewed by the City Planning, Engineering and Fire Departments until review by lnterwest is complete. 2. Plans may be submitted in electronic format, subject to the jurisdiction's approval. If so, they must have restrictions removed from the security settings. Electronic plans with restrictions to markups, printing, or stamping will not be approved . Electronic plans must be submitted back to the jurisdiction's building department and will then be routed to lnterwest. ONLY submit FULL complete and combined sets of plans, uploading multiple single sheets will not be allowed. Make sure all plans and calc packages, spec. reports, etc. are labeled clearly and can be read what they are and WHAT SUBMITTAL they go with. DO NOT SEND documents directly to lnterwest as they will not be accepted. 3. Provide item-by-item responses on an 8-1 /2-inch by 11-inch sheet(s) clearly and specifically indicating where and how each correction item has been addressed (vague 4. Please provide a response list indicating where each correction item has been addressed on the plans. I.e., specify the plan sheet, note, or detail number, calculation page, etc., where the item is corrected on the plans. 5. 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: D Yes D No 6. The jurisdiction has contracted with lnterwest, 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 lnterwest. Thank you. Carlsbad CB-CBC2022-0119 4/28/22 BUILDING REVIEW Plan Reviewer: Paul Martinez, AIA, NCARB PLANS 1. Please provide the occupant load for the building on the coversheet under "PROJECT SUMMARY." 2. Storefront work is shown in the plans but is not listed as a deferred submittal. Please provide a complete storefront design or stipulate that the storefront will be a deferred submittal. 3. Please show the entire floor plan on the plans, even where there is no scope of work. Designate such areas as not being in the scope of work and that they are being shown for reference only. 4. The allowable area calculations shown on the coversheet are not accurate. For instance: a. The calculations cite Table 503. There is no such table in the CBC. b. The calculations stipulate that a Type IIIB B-occupancy allowable area is 19,000 SF. CBC Table 506 .2 stipulates it is 57,000 SF. c. The calculations stipulate that a Type IIIB F-1 occupancy allowable area is 12,000 SF. CBC Table 506 .2 stipulates it is 36,000 SF. Please revisit the calculations in their entirety and prove the building is under the allowable area. FIRE/LIFE-SAFETY COMMENTS 5. There is conflicting language regarding the number of stories for the project: a. The project summary on the coversheet stipulates that the building is (2) stories. b. The scope of work on the coversheet stipulates that there is mezzanine and there is no mention of 2nd story. c. AX1 stipulates that the second level is a mezzanine. d. 01 .2 and A0.2 do not identify the second level as a mezzanine, but instead as the "second floor." Please advise if the building is 1 story with a mezzanine, or 2 stories. Once known, a more comprehensive fire/life-safety review may commence. 6. Spaces are not individually classified per CBC 301 .1. If the building is mixed occupancy, please stipulate how the requirements for CBC 508 are met. 7. The plans should clearly label the stairs as being either "interior exit access stairways" (CBC Section 1019) or "interior exit stairways" (CBC Section 1023). Carlsbad CB-CBC2022-0119 4/28/22 8. Please identify the type of wall (fire partition, fire barrier, etc.) and the duration of fire protection (1 hr, 2 hr, etc.) provided at the shafts with stairs. DISABLED ACCESS REVIEW LIST DEPARTMENT OF STATE ARCHITECT -TITLE 24 The following disabled access items are taken from the 2019 edition of California Building Code, Title 24. Per Section 1.9.1, all publicly and privately funded public accommodations and commercial facilities shall be accessible to persons with disabilities. REMODELS, ADDITIONS AND REPAIRS When alterations, structural repairs or additions are made to an existing building, that building, or portion of the building affected, is required to comply with all of the following requirements, per Section 11 B-202.4: • The area of specific alteration, repair or addition must comply as "new" construction. • A primary entrance to the building and the primary path of travel to the altered area, must be shown to comply with all accessibility features. • The path of travel shall include the existing parking. • Existing toilet and bathing facilities that serve the remodeled area must be shown to comply with all accessibility features. • Existing drinking fountains (if any) must be shown to comply with all accessibility features. • Existing public telephones (if any) must be shown to comply with all accessibility features. • Existing signage. a) Exceptions: i) When the adjusted construction cost is less than the current valuation threshold (currently $186,172), the cost of compliance shall be limited to 20% of the adjusted construction cost. Section 11 B-202.4, Exception 8. If this exception is chosen, please provide documentation to show how the money will be spent. Priority should be given to those elements that will provide the greatest access. The order of priority shown below should be followed: • An accessible entrance. • An accessible route to the altered area. • At least one accessible restroom for each sex. • Accessible telephones. • Accessible drinking fountains. • When possible, additional accessible elements such as parking, storage, and alarms. ii) When the adjusted construction cost exceeds the current valuation threshold (currently $186,172), the enforcing agency may grant an Unreasonable Hardship. If granted, compliance shall be provided by equivalent facilitation or to the greatest extent possible without creating an unreasonable hardship; but in no case shall the Carlsbad CB-CBC2022-0119 4/28/22 cost of compliance be less than 20% of the adjusted construction cost. The use of this exception requires that the Unreasonable Hardship be ratified by the City Council or Board of Supervisors. Section 11 B-202.4, Exception 8. iii) For areas under the control of a single tenant, the obligation to provide access may not be evaded by performing a series of small alterations to the area served by a single path of travel, if those alterations could have been performed as a single undertaking. If an area has been altered without providing an accessible path of travel to that area , and subsequent alterations of that area, or a different area along the same path of travel are undertaken within three (3) years of the original alteration, the total cost of alterations to the areas along that path of travel during the preceding three year period shall be considered in determining unreasonable hardship. Section 11 B-202.4. Please identify what improvements will be made to the project as required by CBC 11 B-202.4. SITE PLAN 9. Show that an accessible route of travel is to be provided to all portions of the building, to accessible building entrances and ·between the building and the public way. per Section 11 B- 206.2.1. 10. Per CBC 208.2.4, at least (2) accessible stalls shall be van accessible. Only 1 is shown on AS1. Please revise. 11 . Please advise on the relationship between the walkways and the parking lot/vehicular ways. Is it flush? If so, show that a 36" wide detectable warning material is provided at boundaries between walkways and vehicular ways. Sections 11 B-247.1.2.5 and 11 B-705.1.2.5. Is there a curb? If so, a curb ramp shall be provided. Section 11 B-406. RESTROOMS 12. The shower details on TS3 do not match the configuration shown on 7/A4.1. Please coordinate. 13. 3/TS3: Show a 12" maximum overlap between the door swing and the 60" turn radius. Section 11 B-603.2.3. ACCESSIBLE PATH OF TRAVEL 14. Please show the accessible path of travel from the building entrance to the mezzanine/second story work. LOCAL AMENDMENTS 15. The City of Carlsbad requires that all projects that qualify for CAP compliance submit a completed Climate Action Plan (CAP) Consistency Checklist (city form B-50) for review and imprint the B-55 form on the plans. Forms can be found here: https://www.carlsbadca.gov/departments/community- development/building/building-applications-forms/-folder-56 Please provide forms in the resubmittal or stipulate why CAP compliance is not required. Carlsbad CB-CBC2022-0119 4/28/22 16. Roof mounted equipment must be screened and roof penetrations should be minimized (City of Carlsbad Policy 80-6). Please provide details showing how the rooftop units will be screened. STRUCTURAL COMMENTS Plan Check Engineer: Erich A. Kuchar, P.E. 1. The Geotechnical Engineering report is from 1994 and no longer valid. Submit a current code site specific stamped and signed Geotechnical Engineering report. Section 1803.5.11. 2. Update structural design based on correct values from the current Geotechnical Engineer report. • 3. Update 10/SO1 cross-section detail of the pier footing to show the following per ACI 318-14 Section 25.7.2.4.1. a) The transverse reinforcement overlapping by 6 inch minimum. b) Terminating the transverse reinforcement with standard seismic hooks with accordance to Section 25.3.2 and 25.3.4. c) Overlapping ends of adjacent ties shall be staggered. 4. Provide complete structural drawings for the new trash enclosure. 5. Update structural calcs for correct design parameters from new soils report and also use ASCE 7-16 and CBC 2019 and 2015 NOS NOT ASCE 7-10 and CBC 2010 and 2005 NOS. 6. The mezzanine live load is over 100 psf at 125 psf meaning that 25% of this live load must be added to the seismic weight for design. Seismic psf is 13 psf + (0.25 x 125) = 44.25 psf not just 13 psf as currently used. ASCE 7-16, 12.7.2. Update calcs and plans. 7. Additional comments may follow once updated Geotechnical Engineer report, calcs, and plans are submitted. ELECT~CALCOMMENTS Plan Reviewer: Nicholas Maielli 1. Provide a single line diagram for the new service. Include the following information: • Show in single line diagrams on Sheets: E2.0 -E5.1 how the various circuits are connected to the electric panels. • Show electrical load calculations -(amperes and voltage) for all panels dedicated circuits on Sheet: E8.1 . 2. Specify the Utility fault current available at the service equipment. 3. Rectify discrepancy on Sheet: E1 .2 for the Conditioned area indoor lighting -18,398.2 SF vs 27,710 SF. 4. Grounding and bonding details. Carlsbad CB-CBC2022-0119 4/28/22 o Note: If multiple metallically isolated water supplies are installed to this building; All need to be bonded to the electrical system. 5. Emergency illumination is required to be installed in electrical equipment rooms. Please provide illustration on Sheet: E3.1 -CBC 1008.3.3 CEC 700.16 6. For buildings that require two or more exits, emergency illumination is required to be installed at exterior exit door landings and/or vestibules. Please provide. CBC 1008.3.2 7. Appliances identified below, rated 250 volt or less, and 60 amperes or less (single or 3 phase) shall be provided with GFCI protection. o Drinking water coolers o Vending machines 8. 406.12, all 15 and 20-ampere 125v and 250 volts (nonlocking type receptacles) in areas listed below shall be a listed Tamper Resistant receptacle": o Business offices, corridors, waiting rooms, entertainment facilities, and assembly occupancies as described in 518.2 (19 to include places of waiting transportation, gymnasiums, skating rinks and auditoriums. 9. The mechanical exhaust system design uses roof installed exhaust fans. If shaft damper protection is not used, the roof mounted exhaust fans require emergency power. CBC 717.5.3 & 909.11 Note: If you have any questions regarding this Electrical and Energy plan review list please contact Nicholas Maielli at (858) 519-5089. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. MECHANICAL & PLUMBING COMMENTS PLAN REVIEWER: Martha McNicholas, P.E. MECHANICAL (2019 CALIFORNIA MECHANICAL CODE) 1. Please provide reference notes on mechanical plans to comply with 2019 California Mechanical Code, 2019 Green Building Code, and Title 24 Part II. 2. Provide air return to rooms 106,125,213,214 & 228. Per ACCA Manual D Section 4-9. 3. 1st floor bathrooms exhaust not provided. Please provide on plans bathrooms exhaust size, duct routing and termination outside the building. CMC 502 4. The installation of air-conditioning appliances shall comply with the following requirements. Please provide on plans. CMC 903.2.3 a) Listed air-conditioning appliances shall be installed with clearances in accordance with the terms of their listing and the manufacturer's installation instructions. Carlsbad CB-CBC2022-0119 4/28/22 b) Unlisted air-conditioning appliances shall be installed with clearances from combustible material of not less than 18 in ches above the appliance and at the sides, front, rear and in accordance with the manufacturer's installation instructions. [NFPA 54:10.2.3(2)]. 5. Connection of Gas Engine-Powered Air Conditioners. To protect against the effects of normal vibration in service, gas engines shall not be rigidly connected to the gas supply piping. Please provide details on plans. [NFPA 54:10.2.2] CMC 903.2.2 6. Air-conditioning appliances shall be installed in accordance with the manufacturer's installation instructions. Unless the appliance is listed for installation on a combustible surface, such as a floor or roof, or unless the surface is protected in an approved manner, it shall be installed on a surface of noncombustible construction with noncombustible material and surface finish and with no combustible material against the underside thereof. [NFPA 54:10.2.4] Please clarify on plans. CMC 903.2.4 7. Include the following information: Interior spaces intended for human occupancy shall be provided with active or passive space-heating systems capable of maintaining a minimum 68 degrees Fahrenheit at a level 3' off the floor. Show basis for compliance. (Occupancies F, H, S and U are exempt from this requirement) CBC 1204.1 8. Clearly" specify within the mechanical plans that a duct leakage test will be conducted that complies with CMC 603.10.1. Please provide note on plans. 9. If duct are penetrating fire rated walls, wi ll required Fire Smoke/Fire dampers. FSD shall comply with UL 555S and shall be installed in accordance with the manufacturer's installation instructions where required by the California Building Code or California Residential Code. Please provide fire/smoke dampers location and installation details and UL listed on plans. CMC 605.1 10. Fire and smoke dampers shall be provided with an approved means of access large enough to allow inspection and maintenance of the damper and its operating parts. The access shall not affect the integrity of the fire-resistance-rated assembly. The access openings shall not reduce the fire-resistance rating of the assemb ly. CMC 605.5 PLUMBING: No comments. Approved as submitted. Note: If you have any questions regarding this Plumbing & Mechanical plan review list please contact Martha McNicholas, P.E. at mmcnicholas@esgil.com. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. END OF DOCUMENT PRIME STRUCTURAL ENGINEERS 13272 Jacaranda Blossom Dr. Valley Center, California 92082 Tel (760) 519-5206 STRUCTURAL CALCULATIONS Cobra Puma Golf Tenant Improvement Plan Check Response Additional Structural Calculations Carlsbad, CA 21<21 -110 Pages PC-1 thru PC-17 CBC2022-0119 1818 ASTON AVE > I--0 COBRA PUMA GOLF (26,281 SF) INTERIOR TI//TWO BALCONIES//(480 SF} MEZZANINE IN WAREHOUSE//PATIO//TRASH ENCL 2121200500 7/15/2022 CBC2022-0119 A.PRIME Job: 2K21-110 STRUCTURAL Date: __ _ ENGINEERS Shi: PC -1 6/13/2022 City of Carlsbad Interwest 9320 Chesapeake Drive, Suite 208 San Diego, CA 92101 Attention: Subject: Responses: Erich A. Kuchar Cobra Puma Golf -Internal TI Plan Check No.: CB-CBC2022-0119 1. The Geotechnical Engineering report is from 1994 and no longer valid. Submit a current code site specific stamped and siQned Geotechnical EnQineerinQ report. Section 1803.5.11. o Please see updated geotechnical letter provided by GeoSoils, Inc., dated 06/13/2022. 2. Update structural design based on correct values from the current Geotechnical Engineer report. o Based on the updated geotechnical letter, the seismic design values and data as shown on sheet S-1 remains unchanged The seismic design data used in our original structural calculations are in line with or exceed the recommendations of the latest geotechnical report and no further action is required. o The footings were design with the allowable soil bearing values as prescribed per the 2019 CBC and the updated values from the geotechnical report exceed the presumptive soil bearing values of the 2019 CBC Section 1806 and table 1806.2. The ref ore the structural design does not require any revisions and is still valid. 3. Update 1 0/SD1 cro~sectlon detail of the pier footing to show the following per ACI 318-14 Section 25.7.2.4.1. a) The transverse reinforcement overlapping by 6 inch minimum. b) Terminating the transverse reinforcement with standard seismic hooks with accordance to Section 25.3.2 and 25.3.4. c) Overlapping ends of adjacent ties shall be staggered. o Please see revised detail 10/SDJ, the ties have been revised to satisfy the requirements of AC/ 318-14 Section 25.7.2.4.1 4. Provide complete structural drawings for the new trash enclosure. o Please see added detail 13/SD2 and attached calculations pages PC-3 thru PC-JO for new trash enclosure wall/footing detail. 5. Update structural calcs for correct design parameters from new soils report and also use ASCE 7-16 and CBC 2019 and 2015 NDS NOT ASCE 7-10 and CBC 2010 and 2005 NDS. o The structural calculations were completed per the prescription of the 2019 CBC and ASCE 7-16. However, the reference code call out were not revised to reflect this. By inspection we have reviewed the structural calculations and verify that the submitted structural calculations are valid. Cobra Puma Golf Tl Plan Check No: CB-CBC2022-0119 Plan Check Response Page 1 o/2 1 A.PRIME Job: 21<21-110 STRUCTURAL Oat.e: __ _ ENGINEERS Sht: PC-2 6. The mezzanine live load is over 100 psf at 125 psf meaning that 25% of this live load must be added to the seismic weight for design. Seismic psf is 13 psf + (0.25 x 125) = 44.25 psf not just 13 psf as currently used. ASCE 7-16, 12.7.2. Update calcs and plans. o Yes, thank you. It appears that one of the calculation pages did not get scanned into the original submittal package. This page does indeed show that the 25% seismic load due to the storage live load has been accounted for. We have attached a portion of the submitted calculation along with the missing page 66A to show this. Please see attached missing page along with a partial portion of the previously submitted structural calculations. Additional Note to Plan Checker: Please note that we have included new additional structural calculations for the newly added sheet SD-2. This includes the structural support for the new rooftop mechanical units. Please see attached structural calculations pages PC-11 thru PC-17. Cobra Puma Golf Tl Plan Check No: CB-CBC2022-0119 Plan Check Response Page 2 o/2 2 , .. ; .. . -, . . -. : , I -'!, i ; 1 • ' ' • 1··· . .,. ·/ 1· ! ·--l i r-'\ l )•• ! ·•,. ' .!. L i j ' ~ . i r · ' I i • ' i I .. L ' • I i ·.1 ••.• I ' I (· l . j 1 ·.1-,. I l. ' i l· .. j .. ' , .. ,_i_ .. : i • ! ' i ,. ' j i I i· •• I j . . I i ! . i I ! ! ! . I -1 I I . ( ). . ' -,. I' ' . I 1 i . I -, .I. I ! ' ' i ./ I ' I J~JivF:1"" . . . ., l i .. ! I ,- ! , .. i ! l l · PRIME J0B:2K21-110 Project: a STRUCTURAL DATE: os110122 • ENGINEERS SBT: PC-4 Number: Date: T: F: By: Sheet Cobra Puma Golf 2K21 -110 . · June 03, 2022 of CMD12.01 .01 . Filename: Reinforced Concrete Masonry Out-Of-Plane Loaded Wall per 2019 CBC Section 2108 (2011 MSJC Section 3.3.5) • -Ultimate Strength Design of Trash Enclosure - Wall Geometry; Input: • 6.00' high, 6" nominal thickness CMU wall Cells-Grouted at 8" o.c. • # 5 @ 16 inches on center 6 ft. at 2.8125 inches from the loaded face Wall Material Properties: f m = 1,500 psi /y = 60,000 psi Em = 1,350 ksi Es = 29,000 ksl. n = 21.48 Applied Loads: •• Dead Load Floor Live Load Roof Live Load Snow Load Horizontal Seismic Load p pit o · 0 ·O o · 0 0 0 M pit-in 0 0 0 0 0 0 0 Wall Weight psf 58 . 8 Support Condition: Free Top, Fixed Bottom Wall Section Vertical Seismic Load Vertical Wind Load Lateral Loading:. # Load Load Load Start Load End Condition Type 1 2 E,W,H P,T,M 1 · E T Location • Value Location· Value ft plf,psf,plf-in ft psf 0.0 17 6.0 17 2· W T 0.0 20 6.0 20 Seismic Performan~ Category: D Output: . input Reinforcing: # 5@ 16 Inches o.c., As= 0.23 in2/ft, p = 0.0069 maximum p = 0.0069 :s; 0.0070 = Pmax -OK Wall Design Geometry, Gross Moment of Inertia.and Section Modulus: Positive Moments: b -16.00 in d = 2.81 In Negative Moments: . b = 16.00 in d = 2.81 In Gross Section: . b = 12.00 In lg = b*t3/12 = 178-in4/ft Sg = lgl(t/2) = 63 in3/ft Allowable Stresses and Cracking Moment: . h' /t = 25.60 :s; 30 -Fa max = 0.2/m Maximum Axial Stress for h'/t > 30 = 0.05/m = 75 psi Maximum' Axial Stress for h'/t s 30 = 0.2fm = 300 psi fr (per MSJC Table 3.1.7.2.1) = 163.0 psi Mer= Sg*/r/1000 = 10:3 kip-in/ft 1. E "" Earthquake Force, W = Wind Force, H = Sou Pressure Load 2. P = Point Load, T -Trapezoidal or Uniform Load, M = Concentrated Moment T: F: A._ PRIME J0B:2K21-110 &_ STRUCTURAL DAT!!: os110122 lffllfa, ENGINEERS SHT: PC-s Project: Number: Date: By: Sheet · Cobra Puma Golf 2K21-f10 June 03, 2022 of CMD12.01 .01 . . . Filename: . Reinforced Concrete Masonry Out-Of-Plane Loaded Wall per 2019 CBC Section 2108 (2011 MSJC Section 3.3.5) • -Ultimate Strength Design of Trash Enclosure -. . • • Ultimate Axial Loads and Stress Checks: Load Case Puo + Puw @.h 1.4D 1.2D+ 1.6L+0.5Lr 1 .20+ 1.6L+0.5S 1.2D+ 1.6Lr+0.5L 1.2D+ 1.6Lr +0.5W 1 .2D+ 1.6S+0.5L 1.2D+1.6S+0.5W • · 1.2D+ 1.0W +0.5L+0.5Lr 1.20+ 1.:ow +0.SL+0.5S .. _1..20+1 .. 0W • 0.9D+.1.0W 1.20+ 1.0E+0.SL+0.2S 1.2D-1.0E+0.5L+0.2S 1.20+1.0E 1.20-1 .0E 0.90+1.0E . 0.90-L0E lbs . ft 487.2 0.00 417.6 0.00 417.6 0.00 417.6 0.00 417.6 0.00 417.6 0.00 417.6 0.00 417.6 0.00 417.6 0.00 ·417.6 0.00 313.2 . o.oo 468.4 0.00 468.4 0.00 . 468.4 0.00 468.4 0.00 262.4 0.00 262.4 . 0.00 Puo + Puv/Ag Stress psi · • Ratio 7.22 0.024 . 6.19 0.021 6.19 0.021 6.19 ·0.021 6.19 • 0.021 6.19 0.021 6.19 0.021 6.19 0.021 • 6.19 0.021 6.19 0.021 4.64 . 0.015 6.94 0.023 6.94 .• 0.023 6.94 0.023 . 6.94 0.023. 3.89 0.013 3.89 0.013 Service Load '-'oments and Maximum Deflections: . -Maximum Allowable Oeflectlon, l\s max = 0.007h = 1.008 in Equivalent Unfactored Ps •• Ms o Ms p11• @h Load Case· kips kip-In kip-in ft D 0'.35 0.00 0.00 0.00 D+0.75[L+Lr) . 0.35 0.00 . 0.00 0.00 D+0.75[L+S]. 0.35 0.00 0.00 • 0.00 D+0.75[Lr+L] 0.35 0.00 0.00 0.00 D+0.75[Lr+0.6W) . 0.35 -1.96 -1 .97 0.00 D+0.75[S+L] 0.35· 0.00 0.00 0.00 D+0.75[S+0.6W] 0.35 -.1.96 -1 .97 0.00 D+0.75[0.6W+L+LrJ 0.35 -1.96 -1 .97 o.M D+0.75[0.6W+L+S) • 0.35. -1.96 -1.97 0.00 D+0.6W . 0.35 -2.62 -2.62 0.00 0.6D+0.6W . 0.21 . -2.62 -2.62 0.00 D+0.75[L+S+0.7E) 0.37 -1.92 -1.92 0.00 0+0. 75[L+S-0.7E] 0.37 1.92 1.92 0.00 · D+0.?E 0.38 -2.56 -2.56 0.00 D-0.?E 0.38 . 2.56 2.56 0.00 • o:6D+0.7E ·• 0.17 -2.56 -2.56 0.00 0.6D-0.7E 0.17. 2.56 2.56 0.00 OK OK OK · OK OK OK • OK OK OK OK OK OK OK OK OK OK OK . .. As In 0.0000 0.0000 0.0000 0.0000 0.0106 0.0000 0.Q106 · 0.0106 0.0106 0.0141 0.0141 0.0104 -Q.0104 0.0138 -0.0138 0.0138 -0.0138 @h ·ft 6.00 :s; l\rnax -OK 6.00 . :s; Amax -OK 6.00 :s; Amax -OK 6.00 • ~ Ainax • OK • 6.00 s; Amax -OK 6.00 s; Amax -OK • 6.00 s; Amax • OK 6.00 s; Amax • OK 6.00 :s; Amax -OK 6.00 :-;;·Amax -Oi< . 6.00 :s; t.:max • OK 6.00 :s; Amax -· OK 6.oo· s Amax -OK 6.00 :s; Amax ~ OK 6.00 ~ Amax -OK 6.00 s; Amax • OK 6.00 ,S: Amax -OK T: F: ~ PRIME J0B:2K21 -110 Project: lri;:, STRUCTURAL DATE: 06110122 ~ ENGINEERS SHT: PC-6 Number: Date: By: Sheet Cobra Puma Golf 2K.21-110 • June 03, 2022 of CMD12.01 .01 Filename: . Reinforced Concrete Masonry Out-Of-Plane Loaded Wall per 2019 CBC Section 2108 (2011 MSJC Section 3.3.5) -Ultimate Strength Design of Trash Enclosure - Ultimate Axial Load and Data for UHlmate Positive Moment Calculations: Load Case Pu @h ·Ase C lcr •• kips ft in2 in in4 • 1.4D 0.49 0.00 0.24 1.26 20.4 1.2D+ 1 .6L+0.5Lr 0.42 0.00 0.24 1.25 20.4 • 1.2D+ 1 .6L+0.5S 0.42 0.00 0.24 1.25 20.4 1.2D+1.6Lr+0.5L 0.4~ 0.00 0.24 1.25 20·.4 1.2D+ 1.6Lr+0.5W • 0.42 0.00 0.24 1.25 20.4 1.2D+1 .6S+0.5L 0.42 0.00 0.24 1.25 20.4 1.2D+ 1.6S+0.5W 0.42 0.00 0.24 1.25 20.4 1.2D+1 .0W+0.5L+0.5Lr 0.42 0.00 0.24 1.25 20.4 1.2D+ 1.0W+0.5L+0.5S 0.42 0.00 0.24 1.25 20.4 1.20+1.0W 0.42 0.00 0.24 1.25 20.4 0.90+1.0W 0.31 0.00 0.24 1.24 20.2 1.2D+ 1 .0E+0.5L+0.2S 0.47 0.00 0.24 1.26 20.4 1.2D~1.0E+0.5L+0.2S 0.47 0.00 0.24 1.26 20.4 1.20+1.0E 0.47 • 0.00 0.24 1.26 20.4 .1.2D-1.0E 0.47 0.00 0.24 1.26 20.4 0.90+~.0E 0.26 0.00 0.24 1.24 20.2 0.9D-1.0E . • 0.26 0.00 0.24 . 1.24 20.2 Ultimate Positive Moment and Deflection: ~ .. 0.90 Load Case Mn ~Mn Muo Mu Pa . Str~ngth • £\u kip-In kip-In kil)'in kip-In Ratio in 1.40 33.5 30.1 0.00 0.00 0.00 0.000 OK 1.2D+ 1 .6L+0.5Lr 33.3 30.0 0.00 0.00 .o.oo 0.000 OK 1.2D+ 1 .6L+0.5S 33.3 30.0 0.00 0.00 0.00 0.000 OK 1.2D+ 1.6Lr+0.5L 33.3 30.0 0.00 0.00 0.00 0.000 OK 1.2D+ 1.6Lr+0.5W 33.3 30.0 o_oo 0.00 • 0.00 0.000 OK 1.2D+ 1.6S+0.5L • 33.3 30.0 0.00 Q.00 0.00 0.000 OK 1.2D+ 1.6S+0.5W 33.3 30.0 0.00 0.00 o.OQ O'.C>OO OK 1.2D+ 1.0W+0.5L+0.5Lr 33.3 30.0 0.00 0.00 0.00 0.000 • 'OK 1.2D+ 1.0W+0.5L+0.5S 33.3 30.0 0.00 0.00 0.00 0;000 OK 1:2D+1.0W 33.~ 30.0 0.00 . 0.00 0.00 0.006 • OK 0.90+1.0W 33.1 29.8 0.00 0.00 0.00 0.000 OK 1.2D+ 1.0E+0.5L+0.2S 33.4 30.1 0.00 0.00 0.00 0.000 OK 1.2D-1 .0E+0.5L+0.2S 33.4 · 30.1 3.66 3.66 0;12 0.020 OK 1.20+1 .0E 33.4 30.1 0.00 o.oo 0.00 0.000 OK · 1.2D-1.0E 33.4 30.1 3.66 3.66 0.12 0:020 • OK 0.90+1 .0E 33.0 29.7 0.00 0.00 0.00 0.000 OK 0.9D-1 .0E 33.0 29.7 3.66 3.66 0.12 0.020 OK · T: F: A.. PRIME J0B:2K21-110 ,r£ STRUCTURAL DATE: os11 oi22 ~ ENGINEERS SHT: . Pc-1 Project: Number: Date: . • By: Sheet Cobra Puma Golf 21<21-110 June 03, 2022 of CMD12.01 .01 Filename: Reinforced Concrete Masonry Out-Of-Plane Loaded Wall per 2019 CBC Section 2108 (2011 MSJC Section 3.3.5) -. Ultimate Strength Design of Trash Enclosure - Ultimate 'Axial Load and Data for Ultimate Negative Moment Calculations: Load Case Pu @h Ase C lcr kips ft in2 in in4 1.40 0.49 0.00 0.24 1.26 20.4 1.2D+ 1.6L+0.5Lr 0.42 0.00 0.24 • 1.25 20.4 1.2D+ 1.6L+0.5S 0.42' 0.00 0.24 1.25 20.4 • 1.2D+ 1.6Lr+0.5L 0.42 0.00 0.24 1.25 20.4 1.2D+ 1.6Lr+0.5W 0.42 0.00 0.24 1.25 20.4 1 .20+ 1.6S+0.5L 0.42 0.00 0.24 1.25 20.4 1.20+ 1.6S+O.SW 0.42 0.00 0.24 1.25 20.4 1.20+ 1.0W+0.5L+o:sLr • 0.42 0.00 0.24 1.25 20.4 1.20+ 1.0W+0.5L+0.5S 0.42 0.00 0.24 1.25 : 20.4 1.20+1.0W 0.42 . 0.00 0.24 1.25 20.4 o.90+1 .oW 0.31 0.00 0.24 1.24 20.2 1.20+ 1.0E+0.5L+0.2S 0.47 0.00 0.24 1.26 20.4 1.2D-1.0E+0.5L+0.2S 0.47 0.00 0.24 1.26 . 20.4 1.20+1 .0E 0.47 0.00 0.24 1.26 20.4 1 .. 20-1.0E OA7 0.00 0.24 1.26 20.4 0.90+1.0E 0.26 0.00 0.24 1.24 . 20.2 0.90-1 .0E 0.26 0.00 0.24 1.24 20.2 Ultimate ·Negative Moment and Deflection: 'cp::: 0.90 toad Case Mn ,Mn Muo Mu P,1 Strength Au kip-In kip-in kip-In kip-in Ratio in 1.40 -33.5 -30.1 0.00 0.00 0.00 0.000 OK 1.20+ 1.6L+0.5Lr -33.3 -30.0 0.00 0.00 0.00 0,000 OK 1.2D+ 1.6L+0.5S -33.3 -30.0 0.00 0.00 0.00 :0.000 OK 1.2D+ 1.6Lr+0.5L · -33.3 -30.6 0.00 0.00 0.00 0.000 OK 1.2D+ 1.6Lr+0.5W -33.3 -30.0 ~2.18 -2.19 0.07 -0.012 OK 1.-2D+ 1,6S-+;0~5L -33.3 .-30.0 0.00 0.00 0.00 0.000 OK 1.20+ 1.6S+0.5W -33.3 -30.0 -:2.18 -2.19 0.07 -0:012 OK 1.20+ 1.0W +0.5L+0.5Lr -33.3 -30.0 -4.37 -4.37 0.15 -0.024 OK 1.20+ 1.0W +0.5L+0.5S -;33.3 . -30.0 • -4.37 -4.37 0.15 • -0.024 OK 1.20+1.0W ~33.3 -30.0 -4.37 -4.37· 0.15 -0.024 OK 0.9D+1.0W -33.1 -29.8 -4.37 -4.37 0.15 -0.024 OK 1.20+ 1.0E+0.5L+0.2S -33.4 • -30.1 -3.66 -3.66 0.12 -0.020 OK 1.20-1.0E+O.SL+0.2S -33.4 -30.1 0.00 0.00 0.00 0.000 • OK 1.20+1.0E · -33.4 -30.1 -3.66 -3.66 0.12 • -0.020. OK 1.20-.1.0E -33.4 -30.1 0.00 0.00 · 0.00 0.000 .OK ·0.9D+1.0E -33.0 -29.7 -3.66 -3.66 0.12 -0.020 OK 0.90-1.0E -33.0 -29.7 0.00 0.00 0.00 0.000 OK A.. PRIME JOB:2K21-110 • Project: Ir~ STRUCTURAL DATE: os,10122 Number: ~ ENGINEERS SHT: Pc-a Date: T: By: F: Sheet Cobra Puma Golf 2K21-110 June 03, 2022 of CMD12.01 .01 FIiename: • Reinforced Concrete Masonry Out-Of-Plane Loaded Waif per 2019 CBC Section 2108 (2011 MSJC Section 3.3.5) • -Ultimate Str13ngth Design of Trash Enclosure " • • Factored Input Out-Of-Plane Loads and Moments: Load Load Pu Mo Wu start hstart Wu end hend Type Factor kif kif-in ksf . ft • ksf . . ft Load 1 E 1,.0 0.017 o.oo. 0.017 6.00 Load 2 w 1.0 0.020 0.00. 0.020 6.00 w 0.5 0.010 o.oo . 0.010 6'.00 V Ultlmate and Nominal Shear: ~=0.80 Load Case Governing Vu ~,Vn Strength Location kips kips Ratio . 1.4D Bottom • 0.00 8.46 0.00 . OK 1 .2D+ 1.6L+0.5Lr Bottom 0.00 8.45 0.00 OK 1.2D+ 1.6L+0.5S Bottom 0.00 8.45 0.00 . OK 1.2D+ 1.6Lr+0.5L. Bottom · 0.00 8.45 0.00 OK 1.2D+ 1.6Lr+0.5W Bottom 0.06 4.79 0.01 OK 1.2D+ 1.6S+0.5L Bottom 0.00 8.45 0.00 OK 1.2D+ 1.6S+0.5W • Bottom 0.06 4.79 0.01 OK 1.20+ 1.0W +0.5L+0.5Lr Bottom 0.12 4.79 · 0.03 OK 1.2D+ 1.0W+0.5L+0.5S Bottom 0.12 4.79 0.03 OK 1.2D+1 .0W Bottom 0.12 4.79 0.03 .·OK 0.90+1.0W Bottom 0.12 4.77 0.03 OK 1.2D+ 1.0E+0.5L+0.2S Bottom 0.10 4.80 0.02 OK 1.2D-1.0E+0.5L+0.2S Bottom 0.10 4.80 0.02 OK 1.20+1.0E Bottom 0.10 4.80 0.02 OK 1.2D-1.0E Bottom 0.10 4.80 0.02 OK 0.90+1.0E-Bottom 0.10 4.76 0.02 OK 0.9D-1 .0E Bottom 0.10 4.76 0.02 : OK TRASH ENCLOSURE GRADE .BEAM ANALYSIS PROGRAM (4. 0 2 ) Footing LENGTH ·Footing WI DTH Footing DEPTH Conc •Weight Surcharge Footing+ Surch . 2.00 ft 1.00 ft = 1. 00 ft 0.15 kcf 0 ·. 00 ksf 0 .15 klf ~ 17 v&' .t?...dvt---j ~ .,--~.tt,, ~O · MOMENT LOADS 1 • 2 (kft & ft) X 0 .51 0 .69 1.00 RESULTANTS ( k, ft & ksf) CASE 1 2 Pt o~73 0 .'71 ·~ X 0.30 0.04 Q·max 1. 63 ;i,;3 .56 4;;;::;11:, -. Q min 0.00 O,QQ MAXIMUM FORCES (k, kft) CASE 1 2 V max 0.60 0.70 M max 0.44 0.61 M min -0.07 -0.08 A.. PRIME J0B:2K21 -11 0 .a_ STRUCTURAL DATE:06/10/22 lf:ZI~~ ENGINEERS SHT: PC-9 06/03/22 2K21-11 0 TRASH ENCLOSURE GRADE BEAM DESIGN PROGRAM (4.02) DESIGN DATA f'c = 3.00 ksi · b = 12.00 in fy 60.00 ksi h 12.00 in Load Factor = 1.00 <l -9.00 i ·n SHEAR DESIGN Vmax = 0.7 k Vn • 0. 8 k Ve = 11.8 k Vs O. 0 k Av Vs O, 1 ft 3 • 1 # 4 0.12 si/ft S max stirrups are optional Stirrup @ 4.5" Sti_;rrup @ 4.5" FLEXURAL DESIGN · Beta 1 0.85 As min 0.36 si As max = 1. 73 si M+ max = 0.6 kft M-min • Mn+ 0.. 7 kft Mn--As str = 0.02 si As str A~ 0.02 si As Bottom Steel Top Bar No·. Space No.· # 4 0 .1 0.0 # 5 0.1 0.0 # 6 · 0. 0 0.0 4.50 :i..n -0 . .1 kft -0.1 kft 0.00 si 0.00 si Steel Space ✓ & PRIME JOB:2K21-110 E'£-. STRUCTURAL DATE: os110J22 6~:ENGINEERS SBT: Pc-10 . ..... 06/03/22 ·2K21-110 ' ' ;· I y\ f , I I • Plan Check Item #6 ~-i(P:_~;M : /2~·;: • \ ' • I I • f : I I '\ i I I i.. .. i' I ' i -··!. -: . ' I ;_ ,. I T I , "J ! '.0 40 l ! ; '. ~G -;· -~: ,:-: ~- I ' 'i I ; v~ 1 ~.!,,~--'° I ""==' ==, ======~==::= ' I • I l I . I i ' l. I :. i : A P,R~ME J9B:2K21-1\10 ' "~ I STRUCTURAL DATE: 03/22 88&, ENGI:tiEERS SfIT: 66 ,! I I ' • I . : ,:::-~~ /1?-c ' ~ \. ' .'~1~?'. ., : .. , . l ' i-. ! - ;qtf~-~ )! j ! : ·/! : ... ' .... L ... l • '"i' , i l _I : i • •I I .. j / \ I I I I I -I I I I •• 'I 1· ... I ! I I 1· I i r ! ~ r 1011 \.,I IC\,r\ !\vi 11 'ITV 11'-lt>' ~~~=i=:"":==-:::;r.:::::~--~i ·-· ~--..... --.. ----' . . . . . I ,- I ' ·z~ •• if ·: I I :. ~?i 11 • ~~ . I !~ ~----+II N ~ .-' 1 I . '·I I • . I ' __ .:_ __ :_J • ~~----=~ t . /.-1~ ~P-;,r (P,,. L " n r -.,txc-n°) A PRJ.ME i0B:2K21-110 . STRUCTURAL ·DATE: • os122 ENGINEERS SBT: §§A EXl&tntr, c:oHC~ PAtELTYP. · w, <~It:--~-I~f:SF,,( 2.-1, 11.·1 f. • Y "; rb-_ ._ , 1- • ~~ ~ "Uf ~ '}<.. .1 u· x ·i;_ -~-·a. 11 k ' ~ r;,. P -~_,-f, 1ur~P-x ·o~;~:x -~7~ ';<: ~-;//~.; ~ M ~L-. •. · · •• ·. . --• /?i>r~ JJ,#'ff /St!W1{ i 0,f.·~ p~ ~i~:,l {f-~~?_-x "/~,,__ « . ~~ - . ()~-• -"J-Of~-~ t: 7,-I x ·z.-.JL.·t1~i/'2-:;f-JD - • The seismic load of 25% of the storage load has already been included in the structural analysis. ~Wll:,~ "t. ,, _ ,1. u-j'$r. ~ / r-.bf'-~ ,x· b . If 2--;{ ,/¼A £. Project Description: Plan Check Item #6 Cobra Puma Golf 2K21-110 A PRIME SOB: 2K21-110 STRUCTURAL llATI: • ' ENGINEERS sm: 62 Job No: Redundancy Coefficient ·-p Per ASCE 7-16 Section 12.3.4.2 Exception (a) *Each story resisting more than 35 percent of the base shear in the directi~n under • consideration complies with Table 12.3-3 Floor: North/South Shear wall Location Height (ft.) Length (ft.) Height-to-Length Ratio Wall to Remove Line 4 ·13.50 14~33 0.94 NO Line 3.2 13.50 18.08 0.75 NO 0.00 0.00 NO ,0.00 0.00 NO 0.00 · 0.00 NO 32.42 Reduction in Story Strength N/A N/A N/A . N/A N/A *The removal of walls with height-to-length ratio greate·r than 1.0 does not result in more than a 33 percent reduction in overall story strength, Rho= 1.0 By inspection the removal of walls with height-to-length ratio greater. than 1.0 would not produce an extreme torsional irregularity t T .. l .J ~-( 2K21-110 Cobra Puma Golf New RTU ROOF MOUNTED MECHANICAL UNITS ASCE 7-16 (13.3.1) 1lllD' Wp l ,Fp ,_ -y •. 7 ,,,,.. yn, i j , CURB ~,, . , X ., L A ·P.RIME ..ksb: 2K21-110 S1ROC1\lRAL Da"fe: ___ _ . ENGINEERS Sht Pc-11 Wp1 = 322.00 ·lbs. Y= 43.75 in .. y= 12.00 in. X= 32.63 in. Sos= 0.729 • ap= 1.00 Rp ;,-_ 2.50 Ip= 1.00 z/h = 1.00 Roof Curb Wp2~ 57.00 'lbs. SEISMIC DEMANDS ON NONSTRUCTURAL COMPONENTS• ASCE 7-1613.3.1 Fp= 0.350 Wp (ASCE7-1613.3-1) fp,max = 1.166 Wp (ASCE 7-16 13.3-2) 0 3·8 ·I -w·· -· •. OS p p ::-Fp,m1n = 0:219_WP . (ASCE7716 13.3-3). Fp= 0.350 Wp Fp1 = 112.67 lbs. Fp2= •• 19,951~: Fp,v= 0.146 Wp Fp,v = 55.26. lbs. UPLIFT CHECK (ASD) Pe= 0.7·[Fp1 ·(Y/2+y)/X) +0.7*[ Fpv/21 +0.7*Fp2*y/2/X= 103.80 lbs. 0.5Pd.mln =::. . 189.50 lbs. > Pe, NO UPLiFT LOADING CHECK (ASD) Pe ::;: '.103.80 lbs .• Pd.max (2/3*\f\/p)= . 243.17 lbs. Sum P/1 .33= . 260.23 lbs. 2/3 " Wp= 243.167 lbs DL + SEISMIC GOVERNS . '• ,._ ~· ~ sriu&.uiii: ;; __ ~ ENGINEERS ·sHT: p·c-12 WIND LOAD CALCULATION: COMPONENTS AND CLADDING .(ASCE 7-16 CHAPTER 30) PROJECT DESCRIPTION: 21<21-110 Cobra Puma Golf WIN·o DESIGN CRITERIA: BASIC WIND SPEED, V35 (ASCE 7-16, FIG. 26.5-1B) DIRECTIONALITY FACTOR, Kd (ASCE 7-16, T.26.6-1} .IMPORTANCE FACTOR, I EXPOSURE, (ASCE 7-16, 26.7.3) VELOCITY PRESSURE EXPOSURE COEFF., KZ (ASCE 7-16 T. 26.10 TOPOGRAPHIC FACTOR, Kzr (ASCE 7-16 §26.8.0) [KZT = 1.0 WILL BE USED, STRUCTURE IS NOT NEAR A RIDGE OR ESCARPMENT] MEAN ROOF HEIGHT, h ROOF ANGLE, 8 LEAST HORIZ. BUiLDING DIM. a= OCCUPANCY CATEGORY 96 MPH 0.85 1.00 B 0.70 1.00 26 FT. 0.00 ° 140 FT. 10.4 FT. • II Velocity Pressure, qh = 0.00256·Kz"Kzf~·Ke·\/2·1 (Eq. 26.10-1). Wind Zones (Fig: 30.3-1) qh = 14.04 psf Int. Pressure Coeff, GCp1 = ± 0.18 (T.26.13-1) v)rrJO ~-I{'~ x du . t: ~-,.. 1.1 ~ -fi ~~:-\.~ ~ fv -fh~ [ ·1 (t4 o{) A~ r:-~. c,f Ar-.. -fvr,;. \,CC,\l{. bA) h ~ 11-ol Av I I ,! r'\ I . i i I . i ••. I ' .. ;. ._ ' • ! ' . : I ~~y~ ' i ! !~~~1~~ . / I ; i • : I • • • 1W ,~?~ i rJ : 1 .... J' • -•• . 1 !. : ~-~4> ! .L-A4~ i ! .! :lt{!_,M~. ~~ ~1)! i I 'i i~~~!~~€P : . .-r~ . • I j. I ' I I I r-\ I I . i I . ! 1. I ' ! -1-) L I ·1 .... I I i i I I I ·1 I ! L 1-j_ .. l l I i ' : . .. ·i.. .. f. • • ~. : I i ! • ' I • I J .. l. I ·, ' i n ' ' ; -f !. l i ! !- ! i T l i l I •. 4 ·r- i ,l,· I • ; " I ' I I i I ; . 1 .. .! i I I I ., j .I !-. ' i -:, . i -~--. i ... !. .i. ..... I , I ~ .. ,. ' I j I ! ., J I r .. , i I ·I I i i I , I ! -, I . : l I l -I • i I •, ... ,., l l .,. l i I I L .! . ! .. I ! I • I ! i ' , .. •,-.. ' ! l ! I •. ,. I l i i· • I i .! ! ,. I -, -1 •. ' ; i . I I I·. I I ! • ' I i. I: .. ( ·, 'i I I ) ' 1'~oti# fG 4-1-1 •· New .4X ~ PRIME JOB:2K21-110 n~ · STRUCTURAL nm: os110122 B'3&, ENGINEERS SHT: PC-15 06/07/22 21<21..:110 (8U(slpl2vls0b4148TBEAM ANALYSIS PROGRAM(slp9v1s0b4148T (6 .43) (8U(s0p SPAN LENGTH= 8.00 ft (Simpl.e Span) UNIFORM LOADS . (k/ft & ft) wd w1 Xl 0 .026 0 .040 0 .00 POINT ·LOADS Pd (k & ft) Pl. • X 0.000 ·o.566 REACTIONS (k) LOAD Dead . Live Total. MAXIMUM FORCES 4.00 LEFT ·o .104 0.443 0.547 V max = 0.547 k @ M max = 1.660 kft@ DEFLECTIONS LOAD X2 8.00 . RIGHT 0.104 0.443 0.547 0. 00 ft 4. 00 ft. X (ft) Total. Live .Dead (EI = ki.n"'2) Defl. (in) 16515/EI 14119/EI 2396/EI 4.00 4.00 midspan Pos . Moment Lu= 1.00 ft Brace Spacing = 1.00 ft Gov. Deflection Live= L/240 Required EI= 35297 kin"'2 4 X 6 .#2 Actual. : .3 ~ 5" X .. 5 : s ·n Dougl.as Ftr-Larch (N) STRESSES. (psi) Shear @ 'd' :v · .= 0.52 k @ Fv = 119 fv Fb' = 1563 fb Live LDF ·= 1.25 DEFLECTIONS (in) Total.= 0.20 = Live = 0.17 = Dead = 0 .03 0.46 ft = 40 = 1129 34 % 72 % (E ,.. 1 700 ksi) L / 480 38 % L / 561 43 % Existing Roo~ Joist A_ PRIME JOB:2K21-110 ff£ STRUCTURAL DATE: os110122 ~ EN~INEERS SBT: PC-16 06/07/22 2K21.:..ilO (BU(slp12v1s0b4148TBEAM ANALYSIS PROGRAM(s1p9vls0b4148T SPAN LENGTH= 44.00 ft ( 6. 43) (BU (sOp (Siinpl.e Span) UNIFORM .LOADS • wd wl (k/ft & ft) Xl 0·.104 0.128 POI:NT LOADS Pd (k & Pl 0 .800 0.250 REACTIONS LOAD. Dead Live Total 0 .000 0.000 (k) MAXIMUM FORCES 0 .00 ft) X . 22. 00 22.00 LEFT 2.813 2.816 5. 629 X2 44.00 R:IGHT 2.813 2.816 5 . 629 V max = 5 .63 k @ 44.00 ft M max = 67 .69 kft@ 22.oo·ft DEFLECTIONS (EI = kin"2) LOAD Defl. (in! X ift) Total 22785010/E:I 22.00 Live 10794518/EI 22.00 Dead 1_1990499/E:I midspan TOTAL Defl El: L / 180 7767617 L /. 240 10356823 L / 360 15535234 LIVE Defl EI L l 240 4906599 L I 360 7359899 L I 480 981319_8 New Loading Roof Joist A_ PRIME JOB:2K21-110 &_ STRUCTURAL DATE: os110122 #£~ ENGINEERS SHT: PC-17 06/07/22· 2K21-110 (8U(slpl2v1s0b4148TBEAM ANALYSIS .PROGRAM(slp9v1s0b4148T (6 .43) (8U(s0p SPAN LENGTH = 44.00 ft (Simpl.e Span) UNIFORM LOADS • (k/ft & ft) wd w1 ·Xl -X2 0_104 0.128 0.00 44.00 PO:INT LOADS Pd (k & ft) Pl X 0.253 0 .000 22.00 REACTIONS (k) LOAD Dead Li.Ve Total. MAXIMUM FORCES LEli'T 2.414 2 . 816 • 5.231 V max = 5 .23 k @ M max = 58.93 kft@ DEFLECT:IONS . (El:· = ki.n"2) LOAD Defl. (in) Total. 20340917/EI Live 10794518/EI pead 9546400/EI TOTAL Defl. L / 180 L ./ 240 L '/ 360 LI:VE Defl. L / 240 L / 360 L / 480 El: 6934404 9245872 13868808 EI: 4906599 7359899 9813198 R:tGHT 2.414 2.816 . 5 . 231 0.00 ft 22. 00 ft. X (ft) 22.00 22 .00 midspan PRIME STRUCTURAL ENGINEERS 13272 Jacaranda Blossom Dr. Valley Center, California 92082 Tel (760) 519-5206 STRUCTURAL CALCULATIONS Cobra Puma Golf Tenant Improvement Structural Calculations Carlsbad, CA 2K21-1 10 Pages 1 thru 82 CITY CBC2022-0119 1818 ASTON AVE COBRA PUMA GOLF: (26,281 SF) INTERIOR Tl/fTWO BALCONIES//(480 SF) MEZZANINE IN WAREHOUSE//PATIO/fTRASH ENCL 2121200500 4/7/2022 CBC2022-0119 0 2K21-110 COBRA/PUMA GOLF. TENANT BALCONIES IMPROVEMENT r DEAD LOAD WATERPROOF FINISH FLOORING 2 1/2" LT_ WT . CONC·- l 1/2" METAL DECK MECH & ELEC. MISC 2 .0 1.0 27.8 2 .3 1.0 3.9 38. 0 • PSF LIVE LOAD ~ PRIME JOB:2K21-110 ~ STRUCTURAL DATE: 03122 El"&.>~ ENGINEERS SHT: 1 100 PSF (REDUCIBL_E} WIND LOAD CALCULATION: ASCE 7-10 §30.4) COMPONENTS AND CLADDING (GABLE ROOFS 9_< 7°) n PROJECT DESCRIPTION: 21<21-100 COBRA/PUMA GOLF . () WIND DESIGN CRITERIA: BASIC WIND SPEED: V ( ASCE 7-10, FIG. 26.5-1A) DIRECTIONALITY FACTOR, Kd (ASCE 7-16, T.26.6-1) IMPORTANCE FACTQR, I EXPOSURE, (ASCE 7-16, 26.7.3) VELOCITY PRESSURE EXPOSURE COEFF., KZ (ASCE 7-16T. 21 • TOPOGRAPHIC FACTOR, KZT (ASCE 7-10 §26.8.2) [KZT = 1.0 WILL BE USED, STRUCTURE IS NOT NEAR A RIDGE OR ESCARPMENTI MEAN ROOF HEIGHT, h· • • • • • · / ROOF ANGLE, 9 LEAST HORIZ. BUILDING DIM. a= OCCUPANCY CATEGORY Wind Zones (Fig. 30.4-2A) J~( ..... ·. Velocity Pressure, qh = 0.00256·K2·K2c~·\/2·I (Eq. 30.3-1) Qh = 14.04 psf Int. Pressure Coeff, GCp1 = ± 0.18 (Tbl. 26.11-1) External Pressure Coefficient, GCp-Roof (Fig. 3Q.4-2A): Effective Wind Area . 10 fP 20 fP 50ft2 Zone 1, 2, 3 (+) 0.30 0.25 0.21 Zone 1 (-) • -1.00 ·-o.99 -0.95 Zone 2 (-) -1.80 -1.60 -1.30 Zone 3 (-) -2.80 -2.30 -1.60 96. MPH 0.85 1.00 B 0.70 1.00 26 FT. 0.00 ° 140 FT. 10.4 FT. .. 11 100 ft2 200 ft2 0.20 0.20 -0.90 -0.90 -1.10 -1 .10 • -1.10 -1.10 (Note: Where.roof angle s 10°, GCp is reduced by 10%.) • ' • . • ' ' • Design Wind Pressure on Roof-Components and Cladding (Sec. 30.4.2): Effective Wind Area 10 fP • 20 tt• • 50 fP 100 tt• 200 tt• Zone 1, 2, 3 (+) 6.74 6.04 5.47 5.33 ·5.33 Zone 1 (-) -16.56 -16.42 -15.86 -15.16 -15.16 Zone 2 (-) -27.79 -24.99 . -20.78 -17.97 -17.97 Zone 3 (-) -41.83 -34.81 -24.99 • -17.97 -17.97 External Pressure Coefficient, GCp•Overhang (Fig. 30.4-2A):· Effective Wind Area 10 fP 20ft2 50 ft2 100 fP 200ft2 Zone 1, 2 (-) -1.70 -1.65 -1.61 -1.60 -1.40 Zone 3 (-) -2.80 -2.20 -1.40 -0.80 -0.80 Zone 1, 2 (-) -23.86 -23.16 -22.60 -22.46 -j9.65 Zone 3 (-) -39.31 -30:88 -19.65 -11.23 -11.23 A PRIME.·JO.IJ:llin""llO STRUC1'URAL DA'l'K:_· _ ENGINEERS·mIT:--2__:_ 500 ft2 0.20 -0.90 -1.10 -1.10 500 ft• 5.33 -15.16 -17.97 -17.97 500 fP -1.10 -0.80 -15.44 -11.23 A PRI,A-.IE JOB:2K21-1 10 STRUCTURAL DA'li: __ ENGINEERS SHT:_3_. WIND LOAD CALCULATION: COMPONENTS AND CLADDING (ASCE 7-16 CHAPTER 30) r'\ PROJECT DESCRIPTION: 21<21-110 COBRA/PUMA GOLF WIND DESIGN CRITERIA: BASIC WIND SPEED, V3s (ASCE 7-16, FIG. 26.5-18) DIRECTIONALITY FACTOR, Kd (ASCE 7-16, T.26.6-1) IMPORTANCE FACTOR, I. EXPOSURE, (ASCE 7-16, 26.7.3) VELOCITY PRESSURE EXPOSURE COEFF., KZ (ASCE 7-16 T. 26.10 TOPOGRAPHIC FACTOR, KZT (ASCE 7~16 §26.8.0) [KZT = 1.0 WILL BE USED, STRUCTURE IS NOT·NEAR A RIDGE OR ESCARPMENT] MEAN ROOF HEIGHT, h ROOF ANGLE, 8 LEAST HORIZ. BUILDING DIM .• a= OCCUPANCY CATEGORY 96 MPH o.as· 1.00 B 0.70 1.00 26 FT. 0.00 ° 140 FT. 10.4 FT. II Velocity Pressure, qh = 0.00256·1:<z·Kzf~·Ke·V2·•1 (Eq. 26.10-1) . Wind Zones (Fig.'30.3-1) Qh = 14.04 psf Int. Pressure Coeff, GCp; = ± 0.18 . External Pressure Coefficient, GCp (Fig. 30.3-1): Effective Wind Area 1 O ft2 Zone 4, 5 (+) 0.90 :zone 4 (-) -0.99 Zone 5 (-) • -1.26 20 ft2 0.86 -0.95 -1.17 (T.26.13-1) 50 ft2 0.81 -0.90 -1.04 100 ft2 0.72 -0.81 -0.95 (Note: Where roof angles 10°, GCP is reduced by 10%.) Design Wind Pressure on Wall Components and Cladding (CH. 30): Effective Wind Are·a • 10ft2 20 ft2 50 ft2 100 ft2 Zone 4, 5 (+) 15.16 14.53 13.90 12.63 Zone 4 (-). -16.42 -15.79 -15.16 -13.90 200 ft2 0.68 -0.77 . -0.86 200 ft2 12.00 -13.27 Zone 5 (-) -20.21 • -1,8.95 -17.06 -15.79 , -14.53 500 ft2 0.63 -0.72 -0.72 500 ft2 11.37 -12.63 -12.63 ~1 '--naLa1u:s oy Locauon https://hazards.atcouncil.org/#/seismic?lat=33. l33 7761 &lng=-117. 2 ... &_ PRIME J0B:2K21-1 10 Ir~ STRUCTURAL DATE: 03122 .. arc Hazards by Location ,r""""\~earch Information Address: Coordinates: Elevation: Timestamp: Hazard Type: Reference Document: Risk Category: Site Class: 1818 Aston Ave, Carlsbad, CA 92008, USA 33.1337761, -117.2897471 249ft 2022-03-09T18:34:29.2882 Seismic ASCE7-16 II D Basic Parameters Name Value Description Ss 0.99 MCER ground motion (period=0.2s) . S1 0.361 MCER ground motion (period=1.0s) I\ ,·sMS 1.093 Site-modified spectral acceleration value SM1 * null Site-modified spectral acceleration value Sos 0.729 Numeric seismic design value at 0.2s SA S01 • null Numeric seismic design value at 1.0s SA * See Section 11 .4.8 •Additional Information • Name Value Description SDC * null Seismic design category Fa 1.104 Site amplification factor at 0.2s Fv • null Site amplification factor at 1.0s CRs 0.899 Coefficient of risk (0.2s) CR1 0.909 Coefficient of risk ( 1.0s) (-'t GA 0.433 MCEG peak ground acceleration : FPGA 1.167 Site amplification factor at PGA 1 of2 -~ ENGINEERS SHT: 4 3/9/2022, 10:34 AM _f-\1 \.., nazaras oy Location https://hazards.atcouncil.org/#/wind?lat=33. l 33776 l &lng=-11 7 .289 ... • L\TC Hazards by Location 'l Search Information Address: Coordinates: 1818 Asto(1 Ave, Carlsbad, CA 92008, USA 33.1337761, -117.2897471 A PRIME J0B:2K21-110 -"f~ STRUCTURAL DATE: 03122 J!I& ENGINEERS SHT: s ~ ,f:,. ••. , . AT·".! ... :::! Elevation: limestamp: 249 ft .,, .• . ' ,~ i\ /' • • ~,-I\ • t •· '-• A~n10 t )""foei 2022-03-09T18:33:31 .6372 •. ~,a~e rv~& Hazard Type: Wind ASCE 7-16 MRI 10-Year MRI 25-Year MRI 50-Year 67 mph 72 mph 77 mph MRI 100-Year .................... 82 mph ~isk Category I .. 89 mph Risk Category II ............................ 96 mph Risk Category Ill •• ... , • • r ~,.,. • • •' • • 102 mph Risk Category IV ........ -.. ~ ......... -107 mph ASCE 7-10 MRI 10-Year MRI 25-Year MRI 50-Year . 72 mph 79 mph 85 mph MRI 100-Year ................ 91 mph Risk Category I ...... . 100 mph Risk Category II .. ............ 110 mph Risk Category Ill-IV ....... , ... 115 mph ASCE 7-05 ASCE 7-05 Wind Speed ....... 85 mph The results indicated here DO NOT reflect any state or-focal amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are interpolated from-data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area -in some cases, this website will extrapolate past the last wind speed contour and thetefore, provide a wind speed that is slightly higher. NOTE: For queries near wind- borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. . . . Mountainous terrain. ·gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct. ATC and its sponsors and contributors assume no . ryesponsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific il ·' application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals_. ATC does not intend.that the use of this Information replace the sound Judgment of such competent professionals, having experience and knowl~dge In the field of practice, nor to substitute for the standard of care required of such professionals in interpreting 1 of2 3/9/2022, 10:34 AM .. (J,,.' .<NJ 1-155 .. 5AWCUT PORTION OF EXl5TIN(;I CONCRETE ,ANEL SEE PANEL ELEVATION NO OVERCUTTIN6 ALtiWED X1 NJ ~ ~t..J l'.2 ufvtIT-7ee ~Lti • ~tl'iP c -7,/;, ~f~ ,h.p w,,JD :::. J J) f 3<>, rv :.-l r. ~lf Sf tJ. ? I)~ :-r). , (} !"f?l'f") ,!. Zz -Yf '-f ) vF, t-J C> ~ tdl'up- .. PR .. I.ME Job: 2K2J -J JO . SlRUCTURAL oaie: __ _ ENGINEERS sht 7 RECTANGULAR/SQUARE HSS -SUBJECT TO FLEXURE AND AXIAL FORCE (ASD DESIGN PER ANSI/AISC 360-05) DESCRIPTION: 2K21-110 COBRA/PUMA B-1 DESIGN PROPERTIES: Shape= HSS12X4X1/4 . E = 29000 ksi Fy= ·A= d= b= t.design = b/t = h/t = Apt= Art= Apw = 46,00 ksi · 7.1 in2 12.00 in 4.00 in . 0.233 in 1.4.20 48.50 28.12 35.15 60.76 Arw .= 143.12 MAJOR AXIS: COMPACT FLANGE COMPACT WEB APPLIED LOADS: Loads applied shall be in ASD Axial, P, = 0.000 k . kx= ky= L = X L = y · (KUr)x= .(KUr)y= Stress Increase = HSS, Oc= HSS, Ob= MINOR AXIS: SLENDER FLANGE COMPACT WEB Bending, Mx = 10.45 k-ft = 125.40 k-in (+ in 3,:-1 Direction) Bending, My= 1.37 k-ft = 16.44 k-in (+ in 4-2 Direction) CAPACITY: INTERACTION: Pn /Oc ::: 91.13 k Mnx /Ob = 58. 76 k-ft = 705.15 k-in Mny /Ob = 20.22 k-ft = 242.69 k-in 1.00 Ix= 119 in4 1.06 Z= . X 25.6 in3 14.83 ft Sx= 19.9 14.83 ft rx= 4.1 43.41 103.49 ly= 21 in4 Zy= 11.7 in3 1.00 . • Sy= 10.5 1.67 1.67 ry.= 1.72 Add'I Loads: DL LL P1= 0.00 k 0.00 k P2= ·0.00 k'· 0.00 k p3:;:; 0.00 k O.OQ k P4= • 0.00k 0.00 k (Interpolate AISC Tabl1;1 4-3) (See AISC Table 3-12 & 3-13) (See AISC Table 3-12 & 3-13) ~ 0.00 in 0.00 in 0.00 in 0.00 in Mr/Mc= 0.25 < 1 HSS12X4X1/4 ... OKI PRIME J0B:2K21-110 STRUCTURAL DATE: 03122 ENGINEERS SHT: s .NEH 2\--2•; LIGHTHEIGl':IT CONC. ~INF HI 6X6 i-'ll.4XH1.4 H),.IF ~---· OVERY RCO 2!?>GA. i!,,2• B-FORML K GALVANIZED DECK O·c,,....1. __ _ AFFRO ED EQUAL H/ 1·%"t FUDD E HELD5 FER 5HEET AT EA 5UF ORTS AND BUTTON PUNCH D SEAM ill 12" O.C. TYF. U.O.N. EXISTIN F.C. CONCRETE PANELS T'l'P. U.O.N. (N) H55 . f o5'7f<f • 1,1,:f'f ~g--b M µr _: ~ff C t'f, 1,c,~l--h t-j • ITIIITJrn ·n1n • EXISTING 4Xl2 I I ~I X, G 6) LINE CD 5Ai-'lCUT PORTION OF EXISTING CONC~TE PANEL • SEE PANEL ELEVATION NO OVERCUTTING ALLOHED A~ .. /7.i(''x_tv -:--o. n~'' ~'" b:. ~rP.~~(7.is-)Y(nz!J~ . ~Ky (21p~1 ~ tcf •. '--Is-: ../ ivi c/ ~- ~: · ff:(S / 1 :><--tP )f. 'f 1-f rcJ\/ -{ U'( ,'1,,,t-1 > '-{S,.._ d .dz_ ~d;-c;-~ P.·. R·. IM.~. J. ob: 2K21-110 STRUCTURAL oaw: __ _ ENGINEERS shf: _9 __ RECTANGULAR/SQUARE HSS -SUBJECT TO FLEXURE AND AXIAL FORCE . 0, (ASD DESIGN PER ANSI/AISC 360-05) DESCRIPTION: 2K21-110 COBRNPUMA B-2 DESIGN PROPERTIES: • Shape= HSS12X4X1/4 E = 29000 ksi Fy= 46.00 ksi A= 7.1 in2 d = 12.00 in b = t.design= bit= 4.00 in kx= k = y Lx= Ly= (KUr).= (KUr)y= h/t = Apr= Art = • 0.233 in 14.20 48.50 28.12 35.15 Stress Increase = Apw = 60.76 A.,.,,= 143.12 MAJOR AXIS: COMPACT FLANGE COMPACT WEB APPLIED LOADS: Loads applied shall be in ASD Axial, P, = 0.000 k Bending, Mx = 14.13 k-ft = 169.56 k-in Bending, My = 3. 72 k-ft = 44.64 k-in CAPACITY: Pn /Oc = 72.97 k . HSS, Oc= HSS, Ob= MINOR AXIS: SLENDER FLANGE COMPACT WEB (+ in 3-1 Direction) . (+ in 4-2 Direction) Mnx /Ob = 58. 76 k-ft = 705.15 k-ih Mny /Ob = 20.22 k-ft = • 242.69 k-in INTERACTION: 1.00 1.= 119 in4 1.00 Z -.-25.6 in3 17.25 ft s.= 19.9 17.25 ft r.= 4.1 50.49 120.35 ly= 21 in4 Zy= 11.7 in3 1 .. 00 s = y 10.5 1.67 ry= 1.72 1.67 Add'I Loads: DL LL .. ~ P1= 0.00 k 0.00 k 0.00 in P2=-0.00 k 0.00 k 0.00 in P3= 0.00 k 0.00 k 0.00 in P4= 0.00 k • 0.00 k 0.00 in (Interpolate AISC Table 4-3) (See AISC Table 3-12 & 3-13) (See AISC Table 3-12 & 3-13) Mr/Mc= 0.42 < 1 HSS12X4X1/4 ... OKI SEISMIC DESIGN CRITERIA CBC 2010 Occupancy= Importance Factor, I= Structure Type = Cr = x= A -Bearin Wall S stems 5 -Intermediate precast shear walls Response Mod. Factor, R = • System Overstrength Factor, 0 0 = Deflection Amplification Factor, .Cd= Site Class= Spectral Response, Ss = Spectral Response, S1 = Site Coefficient, Fa= Site Coefficient, F v = Soil Modified, SMs = F aSs = Soil Modified, SM1 = FvS1 = 12 . 1•1 1 .. 00 I OTHER 1 ... ·1 0.020 0.750 4.00 2.50 4.00 I D I• I 0.990 g 0.361 g 1.104 1.678 1.093 0.606 Design Spectral Response Acceleration Parameters (at 5% Damping): At Short Periods, Sos=½ Sm,= 0.729 At 1-second Period, S01 = ½ Sm1 = 0.404 . TO = 0.2So,/Sos = Ts = S01/Sos ": TL= Fp = 0.40S08I W ~ 0.1W = Seismic Design Category = Structural Limitations*= 0.111 sec 0.554 sec 8.000 sec 0.291 *W D . 40 ft • ·&_ PRIME J0B:2K21 -1 10 £ STRUCTURAL DATE: 03/22 l:a'~Viill::, ENGINEERS SHT: 10 PROJECT #: 2K21-110 T.1604.5 ASCE7 T.11 .5-1 ASCE7 T.12.8-2 ASCE7 T.12.2-1 ASCE7 T.12.2-1 ASCE7 T.12.2-1 T.1613.5.2 Eq.16-37 Eq.16-38 Eq.16-39 Eq.16-40 ASCE7 11.4.5 ASCE7 11.4.5 ASCE7 Fig. 22-15 T. 1613.5.6 ASCE7 T.12.2-1 * Increase in height to 45 ft is permitted for single story storage warehouse facilities .• 8'(1~-r1 1--I C, ~l--PA-Nel- <€ ~U:-N'/ @ fte~@ • A._ PRIME J0B:2K21-110 a STRUCTURAL DATE: 03/22 EZ'£~ ENGINEERS SHT: 11 ,Ao r/ L-A/ I A--L---L,o A-0 yAflet_..,... f<.~ov€: ~.2-qsf ~ IC..,5"'1 x-4 '-t-tiZ<x 7,4i 'x_?o '::. /1,4-Z(c_ 12-oor lh .. --14?;.f ,< 4£-1 )( ,2.4' r_ 7' lq 2.. z:.. 'f1 ew 'B,t l.,l0° Ny : p L" l\-- 2-Lh 81 3,¥\'S f )(.. 5_:, _ _\ I X rz,,4 ' ~ 2-' ~, F--. '2-l o u f s F '/.. ,, {r -::. l, . ro ~ EA 4-r I ~ C P· 1► -n\ t:-.tA-, ,Jc.--l91'-Nc-L- w / (;"-1f<;(v) M '.-F.-c-GE-&/c. d ~ ,2...("''-g,.2~"~ qY4-" 'it""e O (A,,r-f ~ • f) CONCRETE SLENDER WALL Considering P-Delta Effects PROJECT#: 21<21-1 10 DESCRIPTION: DESIGN CRITERIA: fc = f = V Concrete Weight = Cleer Height, I c = Parapet Height = Wall Thickness, t = hit= Depth to Rebar, d = Vertical Rebar= Spacing= Steel@ Each Face = Reveal Depth = Reveal to Bottom = d at Reveal= TYPICAL 4'-0" PIER 3000 psi 60000 psi 150 pcf 12.50 ft 4.00 ft 6.50 in 23.08 3.250 in #5 11.00 in 1 (# layers) 0.75 in 6.00 ft 2.500 in Muo= XMu0 = Llmax = At Reveal: (16-3) 0.00 6.25 0.00E+00 2NDTO ROOF e= Eccentric, Dr = Eccentric, Lr= Add'/ From Above, Dr=· Add'/ From Above, Lr= Girder, Dr= A.PRIME Job; 2K21-110 STRUCTURAL oate: __ _ ENGINEERS Sht: J 2 Ihls.1inl ltfil!1h_(fil Start (ft\ Eru1Jfil q1 = 6.50 4.00 0.00 16.50' q2 = 6.50 20.00 9.10 16.50 ____ q3 = ________ 0.0~ ______ _ 6.75 in 308.0 plf 440.0 plf 0.000 kips 0.000 kips 0.000 kips q4 = 6.50 20.00 0.00 1.11 q5 = 0.00 Min Vertical Steel = 0.0025 Min Horizontal Steel = 0.0025 Max Vert Spacing = 18.00 in <P = 0.9 /31 = 0.85 Girder, Lr= 0.000 kips Eo= 3321 ksi [2] Girder Load Eccentric? • t;~~~~:(~~·:1i~lit.('.~t~t!}{:;t:tr:.~'.:'.~:tii)1t~~1j}~ij~J~ (16-4) (16-5) (16-6) (16-7) 20027 3719 20027 3719 5.63 4.50 5.63 4.50 4.40E+07 6.35E+06 '4.40E+07 6.35E+06· E = . n= £cu= £ y = 06p b = Sos = Oe = Fp = Eff. Wind Area = Wind Load, W = (16-13) (16-141 9012 1953 5.63 4.50 1.98E+07 3.33E+06 29000 ksi • 8.73 0.003 0.00207 0.0128 0.729 g 0.291 Wp 396 ft' 17.68 psf lb-in/ft ft /El M0 = 0 19931 3390. 19931 3390 8969 1780 lb-in/ft ~=~~O-~OO=E~+~0~0.......1..~4~.4~0~E+~0~7....1:..,~6~.1~5E~+~0~6-::=4.=40=E=+=0=7::::::6=.=15=E=+=06::::=1~.9=8=E=+0=7::::::=3=.2=3E=+=0=6::_::/E~I----~ LOAD COMBINATIONS (CBC 1605.2) (16-3) U = 1.20 D + 0.50 L (16-4) U= 1.200 + 0.50 L (16-5) U = 1.35 D + 0.50 L (16-6) U = 0.90 D + 1.00W (16-7) U = 0.75 D + 1.00Qe (16-13) A= 1.000 + 0.75 L (16-14) f:. = 1.08 D + 0.75 L 12.4.2.3 E = Oe ± 0.2S05O ;: Oe±. 0.15 D + 1.60 Lr + 0.50 Lr • + 1.00W + 1.00 Qe +0.45W +0.53 Qe 18.00 16.00 • 14.00 12.00 10.00 8.00 6.00 4.00 2.00 0.00 Wlnd(1.0W) 18.00 16.00 14.00 12.00 10.00 8.00 6.00 4.00 2.00 0.00 • Seismic (1.0 E) .. A.PRIME Job: STROCTURAl Date: ENGINEERS sht: 1 3 CONCRETE SLENDER WALL f') Considering P-Delta Effects PROJECT ft. 21<21-110 DESCRIPTION: TYPICAL 4'-0" PIER 2NDTO ROOF Strength at Factored Load: (16-3) (16-4) (16-5) (16-6) (16-7) Factored ecc, Put = 6441.60 3537.60 2486.91 1663.20 1393.89 lbs/ft Factored axial, Puadd'l = 0.00 0.00 0.00 0.00 0.00 lbs/ft Factored wall, Puw = 460!!.88 4667.81 5357.68 3500.86 3002. 95 lbs/ft Factored, Pu= = 11048.48 8205.41 7844.58 5164.06 4396.84 lbs/ft Pu / A0 = 141.65 s 0.06fc ... OKI 141.65 105.20 100.57 66.21 56.37 psi As= 0.338 s 0.6p(bd) = 0.500 ... OK (R11.8.3) A.,= As + (Pu/ fv)·(h 12d) = .0.522 0.475 0.469 0.424 0.411 in2 a= (Pu+ Asfv) / (0.85 f. b) = 1.024 0.931 0.919 0.832 ·0.807 in c = a I 0.85 = 1.205 1.096 1.082 0.979 0.949 in E1 = (Ecu / c} d -Ecu 0.0051 0.0059 0.0060 0.0070 0.0073 ~ 0.005 For Tension Control = OK OK OK OK OK Mn = (A.. fv)( d • a/2) = 85805 79344 78506 72141 70276 lb-in (EQ. 11.8.3.1c) le,= n·A..·(d-c)2+b·c3/3 26.08 24.51 24.32 22.86 22.44 in4 Mu.= Mu0+Pu1eXilc 21740 30773 9762 25079 . 7106 lb-in (EQ 11.8.3.1a) Mu=Mua+PuAu 36157 43686 12533 31327 8208 lb-in (EQ 11.8.3.1b) Au = 1.30 1.57 0.35 1.21 0.25 in <l>Mn = 77224 71410 70655 64927 63249 lb-in Check that <l>Mn ~ Mu OK OK OK OK OK 10 = bt3/12 274.63 274.63 274.63 274.63 274.63 in4 (EQ 19.2.3.1) Mc,= 7.5f.°·5 10/ 0.5 t 34712 34712 34712 34712 3471 2 lb-in .r'\ (11.8.1.1c) Check that <l>Mn ;i, M.,. OK OK OK OK OK Deflection at Service Load: (16-13) (16-14) Service ecc, P.s1 = 3828.00 3969.39 lbs Service axial, P...,01 = 0.00 0.00 lbs Service wall, Paw= = 3889.84 4285.84 lbs Service, P, = P,1 + P..,. = = 7717.84 8255.23 lbs Ac,= 5 Mc, I// (48 E0 I•) 0.09 0.09 in Mn= (A.. fv)(d -a/2) 79344 78506 lb-in fl,,= 5 Mn I// (48 E. I.,) = 2.14 1.66 M,0 = M00 + P.1 ex /10 = 20640 11598 M = M00 + P.A. 21057 11850 • lb-in (Table 11.8.4.1) A.= = 0.05 0.03 in Allowable A= 10 / 150 1.00 1.00 in Check that A. s A.,-OK OK Shear at Factored Load: (16-3) -(16-4) (16-5) (16-6) (16-7) w .Q= 8 Mu/ ( 121/) = 154.27 186.39 53.47 133.66 35.02 Vu= 10 W8q / 2 = 964.19 1164.97 334.20 835.39 218.89 (EQ 22.5.5.1) <l>V0 = 0.75 (2) f/2 b d = 3204.18 3204.18 3204.18 3204.18 3204.18 Check that <l>V0 ~ Vu OK OK OK OK OK A.PRIME Job: 2K21-110 STRUCTUfW. oate: __ _ ENGINEERS Sht: 14 .~ CONCRETE SLENDER WALL Considering P-Delta Effects (AT LOCATION OF REVEAL) PROJECT#: 21<21-110 DESCRIPTION: TYPICAL 4'-0" PIER 2NDTOROOF Strength at Factored Load: (16-3) (16-4) (16-5) (16-6) (16-7) F adored ecc, P ur = 6441.60 3537.60 2486.91 1663.20 1393.89 lbs Factored axial, Pua~a, = 0.00 0.00 0.00 0.00 0.00 lbs Factored wall, Puw = 4631.25 4631.25 5193.67 3473.44 2911.02 lbs Factored, Pu=. 11072.85 8168.85 7680.57 5136.64 4304.91 lbs As= 0.338. s 0.6p(bd) = 0.500 ... OK (R11.8.3) A..= As + (Pu/ fv)·(h 12d) 0.501 0.459 0,451 0.414 0.402 in2 a = ( Pu +Asfv) / (0.85 f0 b) 1.025 0.930 0.914 0.831 0.804 in C = 8 / 0,85 1.206 1.094 1.075 0.978 0.946 in M0 = (A.. fy)(d • a/2) = 59797 55997 55334 51769 50563 lb-in (EQ. 11.8.3.1 c) lor= = 24.77 23.29 23.10 21.72 21.32 in4 M.,.= Muo+Purex/10 = 21740 30676 9433 24983 6777 lb-In (EQ 11.8.3.1a) Mu= Mua + Pu /!,u 37524 44540 12449 31617 7946 lb-in (EQ 11.8.3.11:>) !!,,,= = 1.43 GO 0.39 1.29 0.27 in <l>Mn= 53817 50397 49800 46592 45506 lb-In Check that <l>M0 :i: Mu OK OK OK OK OK 10 = bt3 / 12 = 190.11 190.11 190.11 190.11 190.11 in4 (EQ 19.2.3.1) Mer= 7.5 f.°·5 10 / 0.5 t 27164 27164 27164 27164 27164 lb-in (11.8.1.1c) Check that <l>M0 :i: Mc, OK OK OK OK OK (\ Deflection at Service Load: (16-13) (16-14) !!,.= = 0.05 0.03 in Allowable /!, = 10 / 150 1.00 1.00 in Check that I!,. S l!,,uow OK OK .. • A.PRIME Job: 2K21-110 SlRUCTUIW. 0ate: __ _ ENGINEERS Sht: 1 s CONCRETE SLENDER WALL Considering P-Delta Effects Thk Cini Width Cft\ filw1.CID .!;ru!JID q1 = 12.50 4.00 20.00 0.00 9.10 13.50 13.50 PROJECT#: 21<21-110 q2 = 6.50 DESCRIPTION: TYPICAL 4'-0" PIER ____ q3 = ________ o.oq ______ _ 1STTO 2ND q4 = 6.50 ·20.00 0.00 2.58 DESIGN CRITERIA: r. = ,. = Concrete Weight = Clear Height, Io = Parapet Height = Wall Thickness, t = M= Depth to Rebar, d = Vertical Rebar= Spacing= Steel@ Each Face = Reveal Depth = Reveal to Bottom = d at Reveal= 3000 psi 60000 psi 150 pcf • · 13.50 ft 0.00 ft 12.50 in 12.96 9.250 in #5 9.60 in 2 (#layers) 0.75 in 6.00 ft 9.250 in Mua= XMlJO = l>mu = At Reveal: (16-2) 0.00 6.75 0.00E+00 q5 = 0.00 e= Eccentric, D = Eccentric, L = Add'/ From Above, D = Add'/ From Above, L = 9.75 in 550.0 plf 0.9 plf 27.320 kips 17.160 kips Girder, D = 0.000 kips Girder, L = 0.000 kips . [2J Girder Load Eccentric? i fi@ifY;;J ;.''". o,:_ooqJips : ',":.2 (16-4) (16-8) (16~) (16-71 21759 22104 21759 22104 6.75 7.97 6.75 7.97 5.95E+07 6.26E+07 5.95E+07 6.26E+07 Min Vertical Steel = Min Horizontal Steel = Max Vert Spacing = cp = 13, = E. = E,= n= £cu= £, = 06pb = Sos= QE = Fp = Eff. Wind Area = Wind Load, W = (16-13) (16-14) 9792 12596 6.75 7.36 2.68E+07 3.65E+07 Mo =1-----+---------1,----1----+-----+-----i 0 21490 21042 21490 21042 9671 12323 0.0025 0.0025 18.00 in 0.9 0.85 3321 ksi 29000 ksi 8.73 0.003 0.00207 0.0148 0.729 g 0.291 Wp 324 ft' 13.27 psf I b-in/ft ft /El lb-In/ft e.. = ,..._ ___ __. ___ __. ___ __.;:::::::::::::::::::::::::::::::::;-::::::::::::::::::::::::::' ______ -, 0.00E+00 5.86E+07 6.13E+07 5.86E+07 6.13E+07 2.64E+07 3.59E+07 /El Wlnd(1.0W) Seismic (1.0 E) 16.00 16.00 • 14.00 LOAD COMBINATIONS (CBC 1605.2) (16-2) U = 1.20 D 14.00 I 12.00 12.00 + 1.60 L + 0.50 Lr 10.00 10.00 (16-4) U" 1.20 D + 0.50 L + 0.50. Lr + 1.00 W 8.00 8.00 (16-5) U = 1.35 D + 0.50 L + 1.00 Qe 6,00 6.00 (16-6) U = 0.90 D + 1.00 W ◄.00 4.00 (16-7) U = 0.75 D + 1.00 Qe 2.00 2.00 (16-13) A= 1.00D + 0.75 L +0.45W 0,00 0.00 (16-14) A= 1.08 D 12.4.2.3 E = + 0.75 L + 0.53 Qe £ i ,..i C C ,.. Q. -a. -a. .;;~,-.. .., I"'~ ; "" 0.2S050 l "'~ i ~ '4 :2 i~ ii C C 0.15 D ';j. ';j. -g. DESIGN SUMMARY: ;,:._t•::.!tt.~ ...... \:'j~-; Strength: '','.-. ·:. ·' •. .. (16-2) • . (~~'4),. , .. fr,(-16:.S) • • ·(16~) '>:-:·d 16,7)' . • ··, :; :. • '. , , ' ••• , • {,;:•:, -~~~t .'. · '~93;957' ~~1.~a2 f :;i2~~.649 _241235 ,-:('. ·.233,~92, lb:in (,,, ", 11.4;,= • 20,878 . 43,756 ,.-•. ·.'.~.1:141 ' '37,895 • ••• %·over =·· 00% ,· 0:0%·. : . .--. 9.p%; .9.o%·· .0.0% . a•,:r•:. ,:;,' '• •., .. ,.: ~ •~,! •': ', •, ,: •~ •,,:• ' ~. • ';, : . "'l~'.,',. ;·. f' ~. ll' •• 1 ~ t '• ','•:, •,'•1••.•,• ,•,','> : .:,•r,, ,> • •," ,' t ;· ~.• . _.:.;, ,: . ,, • ';!.', :•, '.'4,'j ;,_• • • < • I •~, ... :. ';r, -·4>Mn=' ,'28J,~11 •, ;)67,;1:>i;s .. ':215,404 '.·•240,oU • i31,3af· .Mu= 2O;9:;f4, • ' . :43,537 .'s0,248' .. : .. 37,649 • 873, ' .I'. • • ., . j ~ :; . ..: • ' ... O.il°lo•: ., ., .OJ)% : .0,0%·,},~ ·-,~ .• 0.0% 0eflectlo~·:•¥::-::-(t1-;:;·.: ;.,! •\!in~ ;: ·.~ ,. : 'i, ; :~,I? (~$0 ~ !·':.~,?,BOO), :• ;.:. 0:-'··''.11MaxA'.l: • '·0:0110 ' . '"" ·,· \ . . . . ' •·.,·, %Ov~r= 0.0% • •' ~ PRIME .Job: SlRUCT\JRAl oate: ENGINEERS sh!: 16 CONCRETE SLENDER WALL n Considering P-Delta Effects PROJECT#: 21<21-110 DESCRIPTION: TYPICAL 4'-0" PIER 1STT02ND Strength at Factored Load: (16-2) (16-4) (16-5) (16-6) (16-7) Factored ecc, P 111 = = 3968.45 3962.64 4443.54 2970.00 2489. 10 lbs/ft Factored axial, P.,."", = = 15060.00 10341.00 11336.32 6147.00 5151 .68 lbs/ft Factored wall, P,.. = 3410.63 3410.63 3569.33 2557.97 2000.59 lbs/ft Factored, Pu= = 22439.07 17714.27 19349.20 11674.97 9641. 36 lbs/ft Pu/Ar,= 149.59 s 0.06fc ... OK! 149.59 118.10 128.99 77.83 64.28 psi As= 0.388 s 0.6p(bd) = 1.647 ... OK (R11.8.3) A..= As + (Pu/ f,)'(h 12d) . 0.640 0.587 0.605 0.519 0.496 in2 a= (Pu+ Ast,)/ (0.85 r0 b) 1.493 1.339 1.392 1.141 1.075 in C = a/ 0.85 1.757 1.575 1.638 1.343 1.265 In £1 = (£cu/ c) d -£cu = 0.0128 0.0146 0.0139 0.0177 0.0189 2: 0.005 For Tension Control = OK OK OK OK OK Mn= (A.. f,)(d -a/2) 326630 302203 310711 270261 259324 lb-in (EQ. 11.8.3.1 c) I.,= n·A..·(d-c)2+b·c3/3 -335.63 317.61 323.94 293.07 284.36 in4 M,..= Muo +P111ex/l0 19346 41077 47666 36238 36423 lb-In (EQ 11.8.3.1a) Mu= M ... +PuAu = 20878 43756 51141 37895 37920 lb-In (EQ 11.8.3.1b) /j,u = 0.07 0.15 0.18 0.14 0.16 in <l>Mn= = 293967 271982 279640 243235 233392 lb-in Check that <!>Mn 2: Mu OK OK OK OK OK 10 = b 13112 = 1953.13 1953.13 1953.13 1953.13 1953.13 in4 (EQ 19.2.3.1) Mcr = 7.5 f.°·5 10 / 0.5 t = 128372 128372 128372 128372 128372 lb-In r\ (11.8.1.1c) Check that <l>Mn 2: Mc, OK OK OK OK OK Deflection at Service Load: (16-13) (16-14) Service ecc, P., = 3303.96 3556.43 lbs Service axial, P"""_. = 10047.50 10570.04 lbs Service wall, P ,w = 2842.19 2957.45 lbs Service, P, = P11 +Paw= 16193.65 17083.93 lbs Ac,= 5 Mp I// (48E0 10) 0.05 0.05 in Mn = (A.0 f,)(d -a/2) 302203 310711 lb-in An= 5 M0 I// (48 E0 I.,) 0.78 0.82 • M .. = Ma0+P,,ex/l0 = 25898 31494 M = M11 + P,A, = 26076 31722 lb-in (Table 11.8.4.1) A.= 0.01 0.01 in Allowable A= 10 / 150 = 1.08 1.08 in Check that /J,• s /J,~1ow OK OK Shear at Factored Load:: (16-2) (16-4) (16-5) (16-6) (16-7) w.q= 8Mui(121/) 76.37 160.06 187.07 138.62 138.71 Vu= I, w,.12 515:52 1080.39 1262.73 935.68 936.30 (EQ 22.5.5.1) <l>V, = 0.75 (2) f/2 b d = 9119.58 9119.58 9119.58 9119.58 9119.58 Check that <l>V, 2: Vu OK OK OK OK OK .. A P.RIM. E Job: 2K21-110 STRUCrURAI. Date: __ _ ENGINEERS Sht: 1 7 G CONCRETE SLENDER WALL Considering P-Delta Effects (AT LOCATION OF REVEAL) PROJECT#: 21<21-110 DESCRIPTION: TYPICAL 4'-0" PIER 1STTO 2ND Strength at Factored Load: (16-2) (16-4) (16-5) (16-6) (16-7) Factored ecc, P uf = = 3968.45 3962.64 4443.54 2970.00 2489.10 lbs Factored axial, Pullldal = 15060.00 10341.00 11336,32 6147.00 5151.68 lbs Factored wall, Puw = 3551.25 3551.25 3982.51 2663.44 2232.17 lbs Factored, Pu= = ·22579.70 17854.89 19762.38 11780.44 9872.95 lbs As= 0.388 s 0.6p(bd) = 1.647 ... OK (R11.8.3) ~ = As + (Pu I f,)·(h 12d) 0.627 0.577 0.597 0.512 0.492 in2 a= (Pu+ Asfvl I (0.85 f, b)' = 1.498 1.343 1.406 1.145 1.082 in c = a I 0.85 = .1.762 1.580 1.654 1.347 1.273 in Mn= (A,0 fv)(d -a/2) = 319568 296727 306004 266682 257089 lb-in (EQ. 11.8.3.1c) I"= = 328.68 311.96 318.80 289.18 281.66 in4 Mua = Muo + Pure X / I, 19346 40808 46603 35969 35360 lb-in (EQ 11.8.3.1a) Mu=Mua+Pu.l!,.u 20924 43537 50248 37649 36873 lb-in (EQ 11.8.3.1 b) .l!,.u = 0,07 0.15 0.18 0.14 0.15 in <l>Mn= 287611 267055 275404 240014 231380 lb-in Check that <l>Mn <!: Mu OK OK OK OK OK 10 = b t3 /12 1622.23 1622.23 1622.23 1622.23 1622.23 in4 (EQ 19.2.3.1) Mer= 7.5 f ,M 10 I 0.5 t 113430 113430 113430 113430 113430 lb-in (1 1.8.1.1c) Check that <l>Mn <!: M., OK OK OK OK OK ,r'\ Deflection at Service Load: (16-13) (16-14) 11. = 0.01 0.01 In Allowable I!,.= I, I 150 = 1.08 1.08 in Check that I!,., s .l!,.,11ow OK OK i . i . ; • I ... (\ ..... : .. I • I -i . i l . i ,· I ' I I t? ;~;rt",~~:! !ptiri A .,. I I . -• ---t I ~+=-~ •• l i (.); -r.r-~·-"'- :C,t.-,, i . I ·• A.PRIME Job: 2K2J -J J 0 STRUCTUHJU. oaw: __ _ ENGINEERS shl: 19 RECTANGULAR/SQUARE HSS -SUBJECT TO FLEXURE AND AXIAL FORCE (ASD DESIGN PER ANSI/AISC 360-05) DESCRIPTION: 2K21-110 COBRA/PUMA CANT. COL DESIGN PROPERTIES: • Shape= HSS6X6X1/2 E = 29000 ksi Fy= 46.00 ksi A= 9.74 in2 d= 6.00 in b= 6.00 in t.design = 0.465 in bit= 9.90 hit= 9.90 Apr = 28.12 Ar1= 35.15 Apw = 60.76 Arw = 143.12 MAJOR AXIS: COMPACT FLANGE COMPACT WEB APPLIED LOADS: Loads applied shall be in ASD Axial, P, = 3.000 k k = X ky= Lx= Ly= (KUr)x= (KUr)v= Stress Increase= HSS,Oc= HSS, Ob= MINOR AXIS: COMPACT FLANGE COMPACT WEB Bending, Mx = 8.50 k-ft = 102.00 k-in (+ in 3-1 Direction) Bending, My= 0.00 k-ft = 0.00 k-in (+ in 4-2 Direction) CAPACITY: INTERACTION: Pn /Qc = 69.35 k Mnx /Ob = 45.45 k-ft = 545.39 k-in Mny /Ob= 45.45 k-ft = 545.39 k-in 2.00 I= X 48.3 in4 2.00 Zx= 19.8 in3 • 13.50 ft Sx= 16.1 13.50 ft rx= 2.23 145.29 145.29 I= y 48.3 in4 1.00 1.67 1.67 ·zv= 19.8 in3 Sy= 16.1 ry= 2.23 Add'I Loads: DL LL P1= 0.00 k 0.00 k P2= 0.00 k 0.00 k P3= 0.00 k 0.00 k P4= 0.00 k 0.00 k • (Interpolate AISC Table 4-3) (See AISC Table 3-12 & 3-13) (See AISC Table 3-12 & 3-13) ~ 0.00 in 0.00 in 0.00 in 0.00 in Pr/2Pc + [Mr/Mc] = 0.21 < 1 HSS6X6X1/2 ... OKI &_ PRIME JOB:2K21-110 a. STRUCTURAL DATE: 03/22 El'£~ ENGINEERS SHT: 20 DEPTH REQUIREMENTS FOR EMBEDDED POLES Per Sec. 1807.3, 2019 C.B.C DESCRIPTION: FTG. @ CANTILEVER COL. ALLOWABLE LATERAL EARTH PRESSURES · Allowable Passive Pressure = Maximum Allowable Passive Pressure = Does lateral restraint at ground surface exist? Load Duration Factor= LOADING DATA Applied point load, P = 630.0 lbs. Load height above base, h =: Uniform lateral load= Distance from base to bottom = Distance from base fo top = 13.5 ft. 0.0 plf 0.0 ft. 0.0 ft. POLE TYPE (1=ROUND, 2=RECTANGULAR): 1 POLE WIDTH NOMINAL TO FORCE : MINIMUM REQUIRED EMBEDMENT Non-Restrained (EQ. 18-1): 30 in. Depth= (A/2)*{1+SQRT(1+4.36*h/A)} = where A=2.34*P/(S1 *b) Restrained (EQ 18-2) : Depth = SQRT(4.25* P*h/S3*b) ;: LATERAL PRESSURES Allowable @ 1 /3 of Embedment = 246 Actual @ 1 /3 of Embedment = • #NIA Allowable @ base of Embedment = 737 Actual @ 1 /3 of Embedment = 737 Surface Restraint Force = 3,094 125 psf / ft of depth 1500 psf (For No Limit, enter "0") 1 (Y=1, N=0) 1.33 . Point Load Moment@ base= 8,505 ft-# Uniform Load Moment @ base = Total Moment= #N/A ft 4.43 ft psf psf psf psf . #: 0 ft-# 8,505 ft-# .. A._· PRIME J0B:2K21-110 1 /!rii::, STRUCTURAL DATE~ 03(22 ;1/RfA ~NG~NEERS; SHT: 21 ~k/..--&Al)t-t--VS' ,/<::,.. i ' • ' : ! ; ' : . I i ' ~ ~ ~~~~ttt!(;: .3.<t/e;F ><; .cs-k ~'t./. 7~: -::i 7 ?-C g. ' : . I I : I l , _ .(S51rl'-15 ' ::=:-: '2--$'"". ?rx ;~•-ths-~ ~ 2-5'~rfi,F'x n ~ VIM; ?,e,f-~ !.QJ.i/..,}=-)<1 to/":X 7;.~,4C 4 ,, I ' : l ft ? J, 1 !A-i ~ \ l >~ . : I~ &'v_l ,.,, '1_s ' Cft-:~_s; rr:nL ~~,.;y 11-/ ¥i .3 ; t;· C , • , I , , ,t- r~: • 1>fr:L-0'1'/ ~ 3'.<f' ~ -1<-c .s: x Ii 2-f ~ I f'"d zJ l . r D ,-J.-2, ' 7' ~-I / '11' r ' : I f7~i_S -;.. ~.:, ,(/ l'""r-¥ I ,, '2--(' > ':'f" .) ' I _'_Lot--' ~ ,· ' ' I /t'.r 1 -::; l_ a _:_(. 1_· ...,, /J,,j:f.Y ./_\ ?... . , . . ,_ : . 1 . : ! , : , , . ? . ~ tll '""-! )v r tJF-m '. -., I~ I~ < i/, cp <;ii f(-'X ~ ~ I;.. f;>'..? 1 If . : . . . : . ;r, . ·t;,.2;-?L. l-fld':'ll-i1v€ :hit.--/J&IP h ~ f"'1Pf.l,F ~ (ti. ,, s,2i3/ n ~: ''t ,, ~-. fe(/J-c pr-, £1~: tp: J .6 '<t/ X _•'f/.~~'1• ~' '5~• . ~v,r • I ! • ·1 · I ,. ' : i i ... ; . i .1 .. 1 ti)~ : --! ;f"t,A-N: ' I ; I ~t?-4><:iL~~f (/;:~ij(~,-c -· ¥~~ ~iwt4Nfi? ~-~/~ .. ; .. ! .!. I :2-; : 1A ; . ; • •i8~ b.;v : -~S~'lJ:i.' '/'12-lf1f.4~'1 ·, ~-Jt/-.. 4's ~ 4-yr.-~. _#u~~ _s,"!a:-{J)'t[}Tl,Nt: I I . J -i ! -··-· i /_ ' v:::-i • i . ; i I • -~,#~-I"~ :~. 11/tul -~ .1 I. l,, '. , ... -. ! , .-. : . . ( r--~, ,~,,·./\,.,.. i i ,m~,.i711W: krt-e /JeK'f4.1~ ~ I . .5 r1 H~ 7rf-!E; ';7Lc~ur;a...;<-y :~J:?. • ' ••;. ' • • • • • I • I ! • i I ' ' ! ! ' i '.~fl Ai;ff;;'/>15 C . &_ PRIME JOB:2Ki1-110 ~ \ STRUCfPRAf.. DATE: 03122 '. ifiil'~~•ENGINEERS SHT: 23 I. I ' i ] i . ! ~ ~Ft, , ~ .• \ /¥ ~ ! ri/' I <Hl'Sr -'. r. 'f-?-·,; fl'J[°P,1.,f ! -Z,7[:7: ' ' ' ,T :-tf, f tf,:,5, ( 2;,) U : • d ~ I< (o. 7:2-9) µ ( ; ; = o.i-ef>J..(;t/1ir-J){;r,r): ~-/~"-~- .,,,. ... ,-,?'.I '.!'I' ·.,,r;1sH'1 c_.:. A-1'cfioliZ.,rz;,.e , , • ! 1 r . • ; 1 l ~~ r-ru rv1 Na-J ·12ALq""Y' ! • : . . . . . . ! ' . . ' : t_;~ Y-v ')( 1:l"t.: r-:-1 /;, : . u~-· -/hL-q"I · -~1r·r; if-;,,.-'rfe i ~s1r~<-7> e.. /l, V . l).,:C .' '.~ff-~~ n ANGLE LEDGER DESIGN APRIMEJob: STRUCTURM. Date: __ _ ENGINEERS sht: 2 4 PER ACI 318-05 Appendix 0, with Seismic Application Cast-In Headed Stud Anchors DESCRIPTION: BALCONY LEDGER LEDGER CONFIGURATION: ANGLE SIZE =l.0,s x 3.5 x 3/8 1 ... 1 0.625" DIAMETER Hex BOLT# & SIZE= 1.00 BOLTS SPACING= EMBEDMENT= WALL THICKNESS = ANGLE LENGTH = Sos= 16.00 INCHES 4.50 INCHES 6.50 INCHES 16.00 INCHES 0-729 Anchor Material= ~I AST-M-F-15_5_4-_3_6 _~,-,..~I UNFACTORED LOADS: V DEAD = V LIVE = T SEISMIC, Oe = T SEISMIC, Oe = futa = 58.00 ksi 0.105 KIPS/FT MATERIAL PROPERTIES: 36.00 0.750 Cracked f 0 = 3.00 KSI 0.275 KIPS/FT fut= 60.00 KSI ksi In 0.122 KIPS/FT Fy = 36.00 KSI FOR ANGLE 0.17 KIPS FOR STEEL ELEMENTS LIVE LOAD TO BE INCL. WITH COMB. LOADING WI Qe (1 :YES, 0:NO) = CAPACITIES: Tension Steel Anchor, N,. = 13.11 kips Concrete, Nn = 10.90 kips <l>Nn = 7.63 kips 0.75*<1>Nn = 5.72 kips DESIGN SUMMARY: Shear v .. = 7.86 Vcr,o = 25.10 <l>Vn= 5.11 0.75*<1>Vn = 3.83 kips kips kips kips Load Case 1 = _oad Case 2 = _oad Case 3 = Interaction tensile & shear • Yield Mode Steel Tension Load Case 1 Load Case 2 A..= Nsa = 0.6·n-Ase·futa = 0.226 in" 13.11 kips Concrete Pullout Strength In Tension v •• = 0.75 0.93 N •• = N0,/<l>Nn +Vu,/<l>Vn= 1.33 0.32 2.35, 0.65 s • .Q 1.00 2.50 1.00 Load Case 3 0.11 kips 0.47 kips • 0.11 Ai,,g = 0.454 In" 9.00 ..---------------------- Np =8·At,,0·f o = 10.90 kips 4-'c,P = n·Npn = n·4'0p.Np= 1.00 10.90 kips Concrete Breakout In Tension (e'n=O) wlo edge effects n·Anco = 182.25 in" Anc = 182.25 in" Nb= kc✓(f .}·h • .1-5 = 12.55 kips 'l'c,N = 1.00 N,bo = ANc/ ANcc ('I' ec,N)('l' ed,N)('l' c,N)('l' cp,N)(Nb) = 12.55 kips Steel Shear futa = 58.00 ksi V,a = n-A.;futa [0.6•] = 7.86 kips Concrete Pryout Strength In Shear kcp·= 2.00 N,t,g = 12.55 kips 25.10 kips i 8.00 1------... LC1 7.00 • 6.00 5.00 4.00 3.00 2.00 • 1.00 • 3 0.00 +---~---~----,,----'-...-----'---- 0,00 1.00 2.00 3.00 Cl>Vn 4.00 5.00 6. 0 ANGLE LEDGER DESIGN PER ACI 318-05 Appendix D, with Seismic Application Cast-In Headed Stud Anchors DESCRIPTION: BALCONY LEDGER ANCHOR DESIGN ANALYSIS (LRFD METHOD) LOAD CASE 1 = 1.2D + 1.6L DEAD LOAD FACTOR= 1.20 LIVE LOAD FACTOR = 1.60 V ->T P<-- -> -> a C--> V MOM ARM = 3.50 in T MOM ARM= 1.50 In LOAD CASE 2 = (1.2+0.2Sds)D+Qe+L DEAD LOAD FACTOR= 1.35 LIVE LOAD FACTOR = 0.50 SEISMIC LOAD FACTOR = 1.00 V --> T P<--- -> -> a C--> V MOM ARM= 3.50 in T MOM ARM= 1.50 in LOAD CA~(; 3 = (0.l!-Q.2Sds)D+Qe DEAD LOAD FACTOR= 0.75 LIVE LOAD FACTOR= 0.00 SEISMIC LOAD FACTOR= 1.00 I V->T P<---- -> -> a C-> V MOM ARM= 3.50 In T MOM ARM= 1.50 in Determine Factored Pu: Vu= 0.75 k Tu= 0.00k C = 26.52*a k a• 0.05 in C= 1.33k Pu= 1.33 k Cale Pu for Angle Yielding: L THK = 0.38 in z.= 0.56 Jn• M, = 18.23 k-in C= 9.70k Pu= 9.70 k Dete~-•~t[.:r ---..!!... -_Q,37_ Tu= 0.16 k C = 26.52*a k a= 0.03 in C = 0.78 k @: 0.94 k::::> Cale Pu for Angle Yielding: L TtiK = 0.38 In Z,= 0.56 in• M,= 18.23 k-in C = 9.70k Pu= 9 .• 87 k D!ll!lrmine Fa!,lored Pu: V0 =0.11k Tu= 0.16k C = 26.52*a k a= 0.01 in Pu= 0.47 k Cale Pu for Angle Yielding: L THK = 0.38 in z.= 0.56 in• Mz = 18.23 k-in C=9.70k Pu= 9.87 k .I.PRIME Job: 2 K21-110 STRUCTURAL 0ato: __ ENGINEERS Shi: 2 5 Arigle Check: 1.6M1= 19.44 k-ln M, horiz. leg = 2.08 k-in M, vert.leg = 2.64 k-in S,eq = 0.08 in• t,eq = 0.14 in Pc= 194.40 k P,IP0= 0.00 P,12Pc+M,/Mcx= 0.13 Angle Check: T0 = 0.23k a= 0.03 in C = 0.83 k 1.6My= 19.44 k-ln M, horiz. leg = 1.02 k-in M, vert.leg = 1.64 k-in S,eq = 0.05 In• l,eq= 0.11 in Pc= 194.40 k P,IP0= 0.00 P,12P0+M,IMcx= 0.06 Angle Check: Tu= 0.23k a= 0.01 In C = 0.36 k 1.6My = 19.44 k-in M, horiz. leg= 0.29 k-in M, vert.leg = 0.71 k-in S,eq = 0.02 In• t,.q= 0.07 in Pc= 194.40 k P,IP0 "' 0.00 P,12P0+M,1Mcx= 0.02 OK OK OK OK OK OK O.K O.K O.K '. www.hlltl.us 0) Company: Specifier: .Address: Phone I Fax: E-Mail: Specifier's comm~nts: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F) ,r\ Geometry [in.] & Loading [lb, in.lb] A_ PRIME JOB:2K21-110 lrii;) STRUCTURAL DATE: 03122 ~ ENGINEERS SHT: 26 1:11-;-1 Profis Anchor 2.5.5 Page: Project: Sub-Project I Pos. No.: Kwik Bolt TZ -SS 304 6/8 (4) ho1,act = 4.000 in., hnom = 4.438 in. AISI 304 ESR-1917 51112013 I 51112015 Design method ACI 318-11 / Mech. eb = 0.000 in. (no stand-off); t = 0.375 in. Date: 31rnI2022 - Ix x 11 x t = 3.500 in. x 16.000 in. x 0.375 in.; (Recommended plate thickness: not calculated) no profile . cracked concrete, 3000, fc' = 3000 psi; h = 6.500 in. hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Tension load: yes (D.3.3.4.3 (d}) Shear load: yes (D.3.3.5.3 (cl) ' z: . 1 0 ,0 www.hllti.us Company: Page: Project: & PRIME JOB:2K21-110 1/rii::, STRUCTURAL DATE: 03122 ~ ENGINEERS SHT: 21 1:11-;,., Profis Anchor 2.5.5 2 Specifier: Address: Sub-Project I Pos. No.: Phone I Fax: E-Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions (lb] Tension force:(+ Tension, -Compression) Date: Anchor Tension force Shear force Shear force x Shear force. y 1 2350 960 925 258 max. concrete compressive strain: -[%o] max. concrete compressive stress: -[psi] resulting tension force in (x/y)=(0.000/0.000): 2350 [lb) resulting compression force In (x/y)=(0.000/0.000): 0 [lb) 3 Tension load Load Nua [lb] Capacity Nn [lb] teel Strength* 350 134 0 Pullout Strength* 2350 3119 Concrete Breakout Strength** 2350 3631 • anchor having the highest loading ••anchor group (anchors in tension) 3.1 Steel Strength Nsa = ESR value refer to ICC-ES ESR-1917 ♦ Nsteel .: Nue ACI 318-11 Table D.4.1.1 Variables n Ase.N [in.2] futa (psi] 1 0.16 115000 Calculations Nsa [lb] 17880 Results N58 [lb) isteel i Nsa (lb] Nua [lb) 17880 0.750 '13410 2350 3.2 Pullout Strength Npn,I, ~ . = Np,2500 "" 2500 refer to ICC-ES ESR-1917 ♦ Npn.(,.: Nua ACI 318-11 Table D.4.1.1 Variables (0 [psi) "" Ne,2soo [lb] 3000 1.000 5840 Calculations {J;, 2500 1.095 Results NQnl [lb) 6397 !concreto 0.650 !solsmlc 0.750 !ncndudlle 1.000 ! N20L [lb] 31t9 3/16/2022 Utilization ,. N.J Nn Status 18 OK 76 OK 65 OK Nua [lb) 2350 X 0 www.hilli.us Company: Specifier: Address: Phone I Fax: E-Mail: 3.3 Concrete Breakout Strength Neb = (:.:) 11/ed,N 11/c,N 11/cp,N Nb. • Neb~ Nua ANe seeACI 318-11, PartD.5.2.1, Fig. RD.5.2.1(b) ~eo=9h~, • 11/oe,N = (·1 + ~ eN) S 1.0 3 h01 \Ved,N = 0.7 + 0.3 ( 1c.S~:J S 1.0 = MAX(Ca,m1o 1.5h•r) s 1 0 \lfcp,N Cac ' Cac • Nb = kc ).. ..ff. h!;5 Variables h81 (in.] 4.000 8c1,N (in.] 0.000 ee2,N (in.] 0.000 Cae [in.] kc Ao 8,875 17 1.000 Calculations ~e[ln.2] ~eo[in.2] lf'ec1.N 144.00 144.00 1.000 Results Neb (lb] ♦concrete fselsmlc 7449 0.650 0.750 ACI 318-11 Eq. (D-3) ACI 318-11 Table 0.4.1.1 ACI 318-11 Eq. (D-5) ACI 318-11 Eq. (D-8) ACI 318-11 Eq. (D-10) ACI 318-11 Eq·. (0-12) ACI 318-11 Eq. (D-6) Ca.min [in.] 12.000 fc (psi] 3000 pnonductHe 1.000 Input data and results must be checked for agreement with the existing cond~lons and for plausibility I . '"'M,..,1""11"' 11 --•~' -\ "'"'"" ,..,..,..,_ t HUT A ..... ,.., ... ,,.. • ,. •'• -• • , • .,, '. ' • • -• • #, "'" • --• A._ PRIME JOB:2K21-110 "~ STRUCTURAL DATE: 03/22 ea f!fjG..g; J' I Profls Anchor 2.5.5 Page: 3 Project: Sub-Project I Pos. No.: Date: 3/16/2022 1.000 \f'ed,N 1.000 lf'ep,N 1.000 7449 ♦ Neb (lb) 3631 Nuo [lb] 2350 www.hiltl.us Company: Specifier: Page: Project: A_ PRIME JOB:2K21-110 /';f£ STRUCTURAL DATE: 03122 ~ ENGINEERS SHT: 29 •=iiS•• Profls Anchor 2.5.5 4 Address: Sub-Project I Pos. No.: Phone I Fax: Date: E-Mail: 4 Shear load Steel Strength• Load Vu• [lb] 960 NIA · 960 Capacity +vn (lb] 6078 Steel failure (with lever arm)" Pryout Strength•• Concrete edge failure in direction x+•• 960 NIA 10429 6530 • anchor having the highest loading ••anchor group (relevant anchors) 4.1 Steel Strength v, •. eq = ESR value 41 v., •• 1 'i!. v •• refert:, ICC-ES ESR-1917 ACI 318-11 Table D.4.1.1 Variables n 1 Calculations V,,,~[lb] 9 50 Results Vsa,•g [lb) 9350 4.2 Pryout Strength 0.16 ½sieel 0.650 Vcp = kcp [ (t:) lj/ed.N lj/c,N lj/q>,N Nb] 41 Vcp 'i!.Vua fu1a [psi) 115000 41 V,a [lb) 6078 ~c see ACI 318-11, Part D.5.2.1, Fig. R0.5.2.1(b) ~c0 = 9 h!1 \lfec,N = (1 + ~ eN) S 1.0 3 hat 'Ved,N = 0.7 + 0.3 ( r·5h:,) s 1.0 = MAX(Ca.mln 1.5het) S 1 O IVcp,N Cac ' Cao • Nb = kc J..a ../fc h~;5 Variables k9! h01 [in.] 2 4.000 ljlc N Cao (in.] 1.obo . 8.875 Calculations ~(in.2] ANc0 [in.2] 144.00 144.00 Results VS! [lb] 14898 !concn,te 0.700 801,N [in.] 0.000 kc 17 '1'••1t 1.00 !seismic 1.000 Vua [lb] 960 ACI 318-11 Eq. (0-40) ACI 318-11 Table 0.4.1.1 ACI 318-11 Eq. (0-5) ACI 318-11 Eq. (0-8) ACI 318-11 Eq. (D-10) ACI 318-11 Eq. (0-12) ACl 318-11 Eq. (0-6) ea,N [In.] 0.000 . c,,mln [in.] 12.000 Aa (0 (psi] 1.000 3000 loob \jledffi 1.00 !l!nonductUe 1.000 41 V9! [lb) 10429 !!Jp':',l_!l!ta and results_ '!'~~t_b_~ <:hecl<ed_fo~ ~•men! with the existing conditions and for plausibility I 3/16/2022 Utlllzatlon Pv:: Vu.l♦Vn Status 16 OK NIA NIA 10 OK 15 OK 'Vcp.N 1.000 Nb [lb] 7449 Vu, [lb) 960 www.hllti.us Company: Specifier: Address: Phone I Fax: E-Mail: 4.'3 Concrete ed(liffa'llu·re·1n·drrect10n x+ Vet, : (t::) \Ved,V \Vc.V \Vh,V \lfpa,-1,V Vb 41 Va,2:Vu, Ave see ACI 318-11, Part D.6.2.1, Fig. RD.6.2.1(b) AvrJJ =4.5~1 \llec,V = { 1 + ~~ ) S 1.0 \lled,V = 0.7 + 0.3( 1.~~11 ) S 1.0 --~'10 '1/h,V -"\f f" • Vb =(1(f.) 0 \'if.)ka -ff.c!i5 Varlabln C.1 (in.] C12 [in,] 16.000 12,000 10 [in.] A<, 4.000 1.000 Calculations Avc[in.2] AvrJJ [in.2] 234,00 1152.00 Results Vet,[lb] ♦concrete 9329 0.700 e<N [in.] 0.000 d0 [in.] 0.625 o/ec,V 1.000 ,j,solsmlc 1.000 5 Combined tension and shear loads 13N 0.754 l3Nv = 13~ + 13& < .. 1 6 Warnings Pv 0.158 ACI 318-11 Eq. (0-30) ACI 318-11 Table D.4.1.1 ACI 318-11 Eq. (0-32) ACI 318-11 Eq. (0-36) ACI 318-11 Eq. (0-38) ACI 318-11 Eq, (0-39) ACI 318-11 Eq, (0-33) o/c.V 1.000 ( [psi] 3000 ~v o. o fnonductlle 1.000 57J Page:. Project: A_ PRIME JOB:2K21-110 ~ STRUCTURAL D<Tit 03122 .s !Wl~Erf;SH; 1° Profis Anchor 2.5.5 5 Sub-Project I Pos. No.: Date: 3/16/2022 h1 pn.] 6,500 o/1!!,t 1.0 11/hV Vb[lb] 1.9~2 281 20 ♦ Vet,[lb] 6530 V.,. [lb] 960 Utilization PN,v [%] Status 68 OK • Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading I Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applles when supplementary reinforcement is used. The 4> factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Refer to the manufacturer's product literature for cleanlng and installation Instructions. • Checking the transfer of loads into the base material and the shear resistance are required In accordance with ACI 318 or the relevant standard I • • An anchor design approach for structures assigned to Seismic Design Category C, 0, E or Fis given in ACI 318-11 Appendix 0 , Part 0 .3.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this Is NOT the case, the connection design (tension) shall satisfy the provisions of Part D.3.3.◄.3 (b), Part D.3.3.4.3 (c), or Part 0.3.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Part 0 .3.3.5.3 (a), Part 0 .3.3.5.3 (b), or Part 0 .3.3.5.3 (c). • Part Q.3.3.4.3 (b) / part 0.3.3.5.3 (a) requires that the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Part 0.3.3.4.3 (c) / part 0 .3.3.5.3 (b) waives the ducUlity requirements and requires that the anchors shall be designed for the maximum tension I shear that can be transmitted to the anchors by a non-yielding attachment. Part 0 .3.3.4.3 (d) / part 0.3.3.5.3 (c) waives the ductllity requirements and requires the design strength of th~ anchors to equal or exceed the maximum tension/ shear obtained from design load combinations that Include E, with E Increased by no. , Hiiti post-installed anchors shall be Installed In accordance with the Hiltl Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-11, Part 0.9.1 • • lnn.itt ,htt=ii Anl'1 rP~11ltR m,,-.t hA d'tAdcAd fN Aor&ftm&nt with the exlstino concltlons and fOf clausibilltvl ~ • PRIME J0B:2K21 -1 10 r---:,,,;jo,------~~-• STRUCTURAL DATE: 03122 ..... I ... ,, T> ~ ENGINEERS SHT: 31 ~ t\ t: ' I' ...._ ~ ....... ~ ....... <::i.. t ·i -~ . ·I I •' ' • I .. i rl ·, i . ,., . J i i ; ' ' • ' i ' I i n I i ... l i . I I '\ : f?0 , / &'. l~¾ltJ•~ •T I I (). '?3 ! t ;. g-3 r; , i l . .I 1.1~3 ; ~ -0·~: ~' 702: ,, : ~i~? .~~ ~?fl, J-5Z ; I , • . ' : ... .' . . . ,.. .. • i • • ' 1 I ' ' ;~ I ..--J I I I ' i . : r:"R ME JOB:21<21-1 10 ; ., £ : S1Ru&uRiu, DtTE: !0312~ ~ ENGil'{EERS s~T: ; 32: ' ! ! ! \. .. ! T . l i· . j _:n I • i ' -' I A. '. P~tME JOB:21<21-110 /J!£. 1 STRUCTURAL DATE: 03/22 . a~~, ENGINEERS sHT= 33 , ' : ' ~l-f~k : /,qlG:L.--fl14-1~ 1ne;s· e'.; E'-(1,l.. . '-<Wt;,-L : • I ; . ; . ' . . ' I ; . . ' i ; : : e,pm ,,./4 . ti N'~: /~Gt-: ~4,~~ (Rre-i~/t'rl()-j) • I • I ·/J,,tt,!__(?1.-. i ~-/, i t,..Jr 2-- i Vf-:J . w--;. w-r-: I iy,.,." I I ; -:---~,)vjjt?.~ l , I • \ '.~ .. /1,J •·/ • 7 :0 r ?_)·· :w~3 ·.- 1vv~:'( ::· :~ > 'r .• w,·::>" • iu) ~b i: I • J?c) (~1m,-f<J >ib . W j/' ~?, 71J 2fl, ti~ -i, s. 1--t!I ?- '],,-/, c..llj . ' . I ,--, 1,,-f?,. r-(l.. ~ /32, .)7y ?11/t ,.; 1t li;l 'ok,. i :_,t/.l'••t/1~ ,·_Af-,r.l(·. vt~~ ... (i). I • 11-v ~~ • ~s..;~ ~-i;r-2: . i f Y,--,1 lkzl-~ ,> i • ; ; • '1 t 1 1 ' I ; 12--/i, /~\ ; 'tj-, ~t ?: ;z:.;t..,., . :.. ~ t'. P::3J!> IC,. /-t..// . ( : / ~ 2--~z;., _l~r----:1 F:l -~,f..o '-~N J 1l 2 •· ~-;:/ ~. ~1,,1~ Jt7 ; .c : .. ,~t(o I ~ --z_, ~ ?'/ i_ ·l· i ' ; ; i ,- ' I • I I i . ., N36 N293 N37 N187 6.5 6_.5 8.5 8.5 N<"4 . N2•0 N196 N197 6.5 8.5 8.6 8.5 N296 N297 N207 N208 6k .. 8.s •• e.s •• 6.5.,, .6.5•• N31 ... 6.5 "'J.5 i•~s.s N9i 6.5 IK/52 N>3 6.5 8.5 "'1.5 N191 6.5 '""" N~5 N27 N110 6.5 8.5 N275 N276 IN277 6.5 6.5 --N278 @79-N280 6.5 8.5 N281 N282 N283· 6.5 8.5 N2J.s N6J_5 "'"t.5 N2J\ N16 ,N62 N17 N151 12.5 12.5 8.5 8.5 rN140 N14, ,N144 IN160 12.5 12.5 6.5 6.5 N139 NW N143 IN169_ 12.5 12.5 8.5 8.5 N11 N119 N12 NHS 12.5 12.5 N120 N121 N122 12.5 12.5 N123 N124 N125 12.5 12.5 N128 N127 N128 12.5 12.5 N012.5 N~.5 N76.5 N6k.5 N41 N43 N45 . N74 12.5 12.5 6.6 6.5 N317 IN31H· IN.>1a No<O 12.5 12.5 8.6 &.6 NI 'N42 TI<• TIOO Loads: BLC 1, ROOF RIGIDITY r Resutts for LC 2, FLOOR RIGIDITY Prime Structural Engineers SHEARWALL. 21<21-110 N188 6.5 N198 8.5 N209 6 5 •• N~.5 N102 . 8.5 M11 N2a N152 8.5 N181 8.5 N170 8.5 N179 "°l!.5 N75 8.5 N3'1 8.6 .-.o4 N109 N190 Nt91 N192 N193 N1!'4 8.5 8.5 6.5 6.5 8.5 6.5 "'"" N:,uu o«u1 N202 N203 N""4 8.5 ., 6.5 6.5 8.5-6.5 6.5 N210 N211 N212 N213 N214 N215 6 s .... 6.5,. 65 6.5 •• 6.5 6.5 .. .. ' .. N~.5 """ '"6.5..-N9t -N•g_5 ""~.5 6.5 6.5 N103 N104 N105 N100 N107 N108 6.5 6.5 6.5 6.5 6.5 6.5 N112 N113 N114 N11> Nl16 N117 N2ti "'t.\ N2i~ ~! N26\ N225 6.5 N1o3 N164 N155 N156 N157 IN158 6.5 8.5 , 8.5 8.5 6.6 6.5 N162 N163 IN184 ,, .. 05 N1GO N187 6.5 6.5 6.6 6.5 6.5· 8.5 N171 N172 INl/3 N174 N175 N176 6.5 8.5 8.5 8,5 • 8.5 8.5 N180 N181 N182 N183 N184 '"" ·, N6l.5 N58_5 NeB.5 N78_5 . N7J.s N7g_5 N78 N77 N78 N79 NBD NDO 6.5 6.5 6.5 6,5 6.5 8.5 IN322 N323 N324 N326 IN3:ZO IN327 8.5 6.5 6.5 8.5 8.5 6.5 N55 'H86 +187 NBS ..... 'NW LINE 1 W._1 N195 N38 N298 6.5 6.5 6.5 N2UO N208 N"1!9 M 8,5 6.5 N216 N217 N301 a.5 •• 6.5 .. -8.5 ... N1fs N3i_5 ""l!_5- IN109 6.5 N67 6.5 N58 8.5 N118 N28. INOU ·6.5 6.5 IN264 [N285 6.5 8.5 N287 N288 6.5 6.5 N290 N291 8.5 8.5 "'.if.'s N2i_5 ""ts N159 N18 Nt>4 8.5 12.5 12.5 )111118 1'-1145 N146 8.5 12.5 12.5 N177 IN148 11'114• 8.5 12.5 12.5 N186 N13 IN13, 12.5 12.5 N131 IN134 12.5 12.5 N130 iN133 12.6 12.5 ·1,1129 N132 12.5 12.5 N7S.5 N~2.6 "'~-5 NB2 N4G N48 8.6 12.5 12.5 IN328 N329 N336 6.5 12.S 12.5 .... 1 ...., ... ,1 Ai PRIME JOB:2K21-110 a. STRUCTURAL DATE: 03/22 1/a'S;;:,~ ENGINEERS SHT: 34 N39· N303 6.5 8.5 N300 N307 6.5 6.5 NOV2 N312 8.5 .. 6.s •• ,,.,.5-N2«.\ N59 6,5 N239 8.5 N29 N<44 N288 N289 N292 N2#.s Ni.~ ""9 N231 6,5 6.5 .. IN147 N21l1 8.5 8.5 IN1:,0 N2tl6 6.5 8.5 ,,.,, ru 1 IN138. N137 N136 N98.5 N2#'J; ""g_s ,..,52 8.5 , .. 030 6.5 IN331 8.5 ""' ~;.:-07 N304 N305 6.5 6.5 INOU<> NOU• 6.5 6.5 N313 N314 6.5 •• a.5 •• ""rs "'2i1 N240 8.5 N241 6.5 N24o N246 N2i\ "'t\ N232 6.5 N233 8.5 N262 6.5 1"203 M · N<t>r IN"'"' 8.5 8.5 N27Z-N273 N2t\ N2ff N253 N254 6.5 6.5 N33?. 6.5 NJ33 8.5 N256 N<09 SK -f N300 8.5 NOlU 8.5 N315 6.5 ""'f.'5 N~42 6.5 N247 N2~ N2'>4 6.5 11'1284 8.5 I"""" 8.5 N274 mg1 N255 8.5 N354 8.5 N4 N3 11 N3 16 K< N2 30 N N2 2N D ... N 265 70 ,.., NI N1 N 256 N 335 N260 ' N5 ( '. Mar 17, 2022 at'9:46 AM Panel W-1.r2d N38 IN293 fN37 N187 IN188· 8.5 8.5 M 6.5 6.5 N294 IN""O IR198 N197 IN198 6.5 8.5 6.5 6.5 6,5 rN296 N2Q7 N207 IN<U8 N209 6.5 6.5 8.5 6.5 6,5 N31 6.5 N51 6.5 N32 6.5 jN92 6.5 N8il.s IN•~-5 fN53· Nl>4 ;N1~.1 1'"'6:S 6.5 6.5 N26 NG5 NV N110 . N111 6.5 6.5 rm1s N276 N277 5.5 8.5 N278 N279 N280 6.5 8.5 N281 N282 N283 8.5 6.5 N2J.s.., N61 1N2t.5,. N218 IN2J\,, .. 6.5" 8.8.,, 5k I 16 " 12.5 IN140 12.5 IN139 12.5 IN11 12.5 N120 12.5 N12J 12.s IN17.ll 12.5 1~2.5 1"';2.5 IN317 12.5 ... , Loads: BLC 2, FLOOR RIGIDITY Resulls for LC 2, FLOOR RIGIDITY IN62 • 12.5 fN142 12.5 N141 12.5 IN119 12.5 1N121 12.6 N124 12.S N127 12.5 IN~t5 N◄3 12.5 IN318· 12.5 'N42 IN17 6.5 N1~1 6.5 N144 fl'l16u 6.5 8.5 Nf43 IN1gi 6.5 N12 N176 N122 IN125 N12e N76.5 N5H_5 N45 N74 6.5 6.5 N319 8.6 N320 ·e.s ..,, •N83 Prime Structural Engineers SHEARWALL 2K21-110 IN1S:S 11'1161 6.5 N170 6.5 N179 ~-5 IN70 6.5 IN3?1 6.5 ..,54 [N189 N190 N191 6.5 8.5 8.5 N 1 .. IN<w· ,r,,u1 8.5 0,.5 8.5 N21o N:<11 "'212 6.5 8.5 8.6 N94 6.5 1 ... 6 6,5 ~-5 1"'18~5 [N1~ IN1~ 'N112 N113 N114 N2ii.,, l"'g_5"' ~ .. IN153 IN154 IN1o5• 6.5 6.5 6.5 [N162 N163 IN184 8.5 6.5 6.5 IN171 8.5 IN172 8.5 NH3 6.5 N180 IN181 N162 N66,s N6B.5 ,""'85 mo "'ls 8.5 iN78 6.5 N322 ''"It's N324 8.5 6.5 'N85 ... s8 'N87 N192 N183 • rN194 IN1SO 8.5 6.5 6.5 8,5 IN<U• N203 N204 'iN<UO 6.5·' 6.5 6.5 6.5 [N213 N214 N215 N216 6.5 6.5 8.6 6.5 N97 8.5 IN9g_5 1!,199 . 6,5 jN100 8.5 INl~ "i's llUO N1r5 6.5 N115 N116 N117 N118 IN23\,. N2ti,. N2l5 .5.,, N~lik N1,x, INlO/' N15a I~1g\-8.5 e.s 6.5 N165 fN16S N167 N18o 6.5 e.s 6.5 6.5 N174 TN175 N116 IN177 8.8 6.5 8.5 6.5 N183 N184 NlOO N168 IN78.5 N7J_5 N7g_5 N7i.5 N70 NOO N81 N02 6.5 8.5 6.5 8.5 N325 8.5 N326 8,5 IN327 8.5 IN328 6.5 N8,8 'N8Q 'N90 +i91 LINE 1 W-:1 N38 8.5 IN&,5 N217 6.5 N3J_5 . '""ti.s N28 6.5 IN2&4 6.5 IN.Of 6.5 N290 6.8 A_ PRIME JOB:2K21-110 A STRUCTURAL DATE: 03/22 £:ZIS;;;,~ ENGINEERS SHT: 35 N298 N39 IN303 IN304. N306 N306 0 IN4 6,5 5.5 6.5 8.5 8.5 8.5 IN< .. 11,ouu N307 INOUO N309 N310 N3 6.5 8.5 6.5 6.5 6.5 6.5 11 1N301 N302 N312 N3U N314 N315 NJ 8.5 6.5 8.5 8.5 6.5 6,5 18 IN6g_5 N~.5 IN235 N235 N2f5 N2i\ R 8,5 8,5 OOF ,N,.5 IN•~.S IN<~i N'4U 6.5 IN<Al 5.5 IN<•• 6.5 N2 IN60 IN29 N244 N245 N246 "N247 30 NI 6.5 N265 N286 6,5 .IN<"" N289 8.5 IN281 .... 2 6.5 N2i_5•• IN8il .5.,, N24 8.5 ... Ni\. ~\.. INi\., N2Ji_ N2 DLJ=e;,o~ ,e_._,. 2o., N18 -N64 ...... ,,,, •• 1 N232 [N233" N<'4 2N 12.5 12.5 8.5 6.5 6.5 6.5 6.5 N14o ·IN148 N147 N261 N:.02 N= N264 N 12.5 12.5 8,5 8.5 6.5 6.5 8.5 265 N148 N149 IN150 IN26t! [N267 N251S N2G9 N2 12.5 12.5 6.5 8.5 8:5 8.5 6.5 70 N13 rN135 N14 IN271 N272 ow, N274 "1111 12.6 12.5 1'1131 N1J.4 N138 12.5 12.5 IN130 IN133 [N137 • 12.5 12.5 N129 N132 N136 12.5 . 12.5 IN~2.s N,\.s N96.5 N2A\ ""'\ 1N2ai N24_\ N1 , .... a N48 [N50 . ,,.,52 N253 N2"4 IN,00 N2 12.5 12.5 6.5 6.5 6.5 6.5 6.5 N329 N336 • IN330 IN331 IN332 IN003 iN334 N3 12.5 12.5 6.5 6.5 6.5 8.5 8.5 35 ~· ..,.7 -'1-1257 '1-1256 'N259 'N260 ' 'NS SK -2 Mar 17, 2022 at 9:46 AM Panel W-1.r2d A._ PRIME JOB:2K21-110 £ STRUCTURAL DATE: 03122 IZT~~ ENGINEERS SHT: 36 =.-m;-i;.•=n.r.,;;;;,=M<,;;;;--,=--r.r.~=-,.,,,;w-,.=-r.:m==-=,;-r.;..,..-·m...-r.cnra--1=-m;.an;r,ra--r,;,.;M""To=-=,.,.r,;;;.1 40 lm,s.-+.:,:;,c-;--!.rns,,..-+.cr,;.j=,+.;,rnri=t.rl.=-brtrrao+.rooc+.i""'+.,,;;;.-+.:r...--!,;,.;;c,+.,.;;;;;-11:r,wr+.:i,aar,""'°',-k;;nrl=-lm.rlmn-½.,311 in=.-k~i=,-+.,-,.,...--l.-,.,.r,r+, "'.-k,.,..-.kw.,,+.;,=-lrr-w.+.,;;~rr,;,-;+..,..,t,:;,,.;.-k,rr+.;;;;-r-+..,;,.-k,,.,....-t.,,,,;:;-t.,,..-lm-,,,fu,..--.l=rn;:;;rl, 316 ◄k,_~◄ ~~~lf>+;;i~~M.J;h>jitl;l~~~~>f.~+,;ra;~~+.iai!~~~~~~..+,;;i~~-+.r-i~~~J>t.~,t.;,.;t-l OOF .!:J-7 ~. /Lff.- Loads: BLC 1, ROOF RIGIDITY Results for LC 1, ROOF RIGIDITY • Prime Structural Engineers SHEARWALL 21<21-110 . LINE 1.W-2 SK-1 266 335 5 ' /.2_ ~ c. ~r Mar 17, 2022 at 9:46 AM Panel W-2.r2d • 4k 4k Loads: BLC 2, FLOOR RIGIDITY Reaulls for LC 1, ROOF RIGIDITY Prime Structural Engineers SHEARWALL 2K21-110 LINE 1 W-2 /k._ PRIME JOB:2K21-110 ~ STRUCTURAL DATE: 03122 ET/S;;:,~ ENGINEERS SHT: 37 SK-2 Mar 17, 2022 at 9:46 AM Panel W-2.r2d N346 NJgs N399 8.6 M 6.5 l'"u< iN<t\l• N4~ 8.5 6.5 8.5 N407 IN400 N409 8.5 6.5 8.5 5.882k s.•• 6.•• k 5 ... 5 ... ' :145 1n38ts "" N->00 6.5 6.5 6.6 N38s ,., •• v [N391 6.5 6.5 6.5 N3◄4 N394 N395 .. IN3◄3 N3iif IN382 8.5 8.5 6.5 IN>U IN,O•• IN364 6.6 6.5 6.5 NJSr IN3°" IN369 8.5 6.5 8.5 @12'""" 'Ns1r-IN374 8.5 8.5 N"41 N377 N340 N359 8.5 6.5 N3o• -IN3M 5.5 ~ 6.5 ~=7 Loads: BLC 1, ROOF RIGIDITY Result, fol LC 1, ROOF RIGIDITY 8.5 N3◄7 8.5 "N3!S1 8.5 N378 IN360 8.5 N35b 6.5 N348· B.5 -r<362 Prime Structural Engineers SHEARWALL 21<21-110 IN400 N401 NJ6 8.5 6.5 6.6 IN400 N400 IN"lS4 6.5 6.5 6.5 N410 N411 IN<"" 5.5 B.5 6.5 5 ... , 5 ... , 5.••· N387 -N368 . N31 6.5 6.5 6.5 [N392 INOSO IN02. 6.5 6.5 6.5 N398 N397 I"'"" 6.5 . IN210 6.6 IN278 6.5 N281 6.5 IN003 1"'"°" IN21 6.5 6.5 6.5 N..,,; IN366 N18 8,5 6.5 12.5 N37r-IN>f1 N1◄0 ·8.5 6.5 12.5 N375 INOl6. N.139 B.5 8.5 12.5 N379 -,;330 N11 12.5 N 20 12.5 N123 12.5 N126 12.5 IN361 NJ62 NB 8.5 8.5 12.5 N357 N368 ]N41 6.5 8.5 12.5 N349 Naou [N317 5·_5 6.5 12.6 ...,5, ~354 'N1 N293 N37 IN\67 IN188 N!69 8.6 8.5 8.5 8.6 8.5 .N29!> N196 rN197 IN198 IN199 6.5 6.5 6.5 6.5 B.5 IN297 IN207 ""'"· IN<U• IN210 6.5 6.5' 6.5 6.5 8.5 e.=1 s.•""' 5.8001 6.8•'" 5 ..... N51 N32 N92 N93 IN9◄ 6.5 6.5 8.5 6.5 8.5 N53 NS◄ IN101 IN102 INI03 6.5 6.5 6.5 8.5 6.5 N65 • N27 N110 N\11 N112 6.5 rN276 N277 6.5 N279 IN280 8.5 IN282 N283 6.5 IN81 N22 N218 N219 • N220 6.5 8.5 6.5 B.5 8.5 NB2 IN17 N161 INl52 N163 12.5 8.5 6.5 8.5 6.5 N142 IN144 N180 [N161 N182 12.5 8.5 8.5. 6.5 6.5 [N1◄1 [N143 N169 N170 N171 12.5 6.5 8.5 8.5 • 6.5 A._ PRIME JOB:2K21-110 . ~ STRUCTURAL nm: 03122 la'~~ ENGINEERS SHT: 38 N190 N38 8.5 6.6 'N200 INLIJ1 6.5 B.5 N211 IN212 6.5 6.6 5.••· 5.••· '""°. N33 . 6.5 6.5 N10◄ N57 8.5 6.5 N113 N28 6.5 N264 6.5 N287 6.5 N290 • 6.5 rNi2.1 N23 8.5 6.5 IN154. N18 8.5 12.5 N163 N1◄5 8.5 12.5 N172 Nl<O 6.5 12.6 N296 [N39 N303 8.5 8.5 8.5 IN299 IN300 NJOJ 6.5 8.5 6.5 INJ01 IN302 IN012 6.5 8.5 6,6 5°' k 5•• ~ N55 . NJ4 N235 6.5 6.5 6:5 N58 IN59 N239 6.5 6.5 6.5 INOO N29 N244 6.5 N285 N266 6.5 N266 N289 6,5 N291 iN".l'J2 6.5 NOJ IN24 IN227 8.5 8.5 B.5 WM Nt9 IN231 12·.5 8.6 8.5 N146 N14/ '"""'1 12.5 6.5 8.5 N149 N,50 '"'""' 12.5 8.5 8.5 . NJO N 308 . N31 RO OF 1)~(9,/lf r")_, 0 /.,::-7. ,~ N24 N2◄ 228 INi 2N D ,..,., N28 N119 N12 N\78 N179 N180 . N181 N13 N135 N14 N271 N2 n 12.5 12.5 12.5 N121 INl22 N131 N134 N138 12.5 12.5 12.5 IN124 N126 N13U N133 N\37 12.5 12.5 12.5 N127 N128 N129 N132 N136 12.5 12.5 12.5 N44 IN7 ·1"'°" I"""' N67 INOO ·IN<> IJ\i49 1\/9 IN248 N24 12.5 8.5. 8.5 6.5 6.5 6.5 12.5 12.5 8.6 6.5 . TN43 ]N45 N74 N7S [N76 N77 IN◄6 N48 N50 IN252 INZ6 12.5. 6.5 8.6 6.5 6.5 8.5 12.5 12.5 6.6 6.5 ]N318 N319 [N320 IN321 rN322 N323 IN324 N336 N330 N331 N33 12.5 B.6 8.8 8.8 . 8.5 6.5 12.S 12.5 6.5 6.5 'N42 'N2 ..... ..... 'tJ85 ...... 'tJJ ..,., .... 'N257 ,:'t,i 2lS8 SK-1 LINE 1 W-3 Mar 17, 2022 at 9:45 AM Panel W-3.r2d N346. N398 N399 8,5 6.5 6.5 ~ 'mo3-'N~ 6,5 6.5 6.5 N407 IN408 • N409 6.5 8.5 6.5· [N'345 [N385 N386 6.5 8.5 8.5 NJ89 [N39Q [N391. 6.5 6.5 8.5 'N344 N3Q4 ~95 N343 N381 N382 6.5 6.~ •• 6.5 k 5.•• 15 ...... k. 5. 5 ... 6,882 3-42 • N363 • N364 6.5 6.5 6.5 N367 N388 N359 6,5 6.5 8,5 Nst, N373 N3 4 6.5 6.5 6.5 NJ41 NJ77 N378 N340 JN:m IN360 8.5 6.5 6,5 IN339 iN355 IN3!16 6.5 6.5 8.5 IN338 IN347 N348 6.5 e.s 6.5 'N337 "'N351 -N36;( Loads: BLC 2, FLOOR RJGIOITY (\ Resutts rorLC 1, ROOF RIGIDITY Prime Structural Engineers SHEARWALL 2K21-110 IN400 IN401 6.5 6.5 N405 IN400 6.5 6.5 . N410 [N411 8.5 6.5 IN387 N388 6.S 6.5 I"""' ,,., . ., 8.5 8.5 N398 N397 (N383 N384 6.6 6.5 5,lll< 5 ... N366 ~ N368 6.5 8.5 N370 N371 8.5 6.5 No,o , ... ,o 6.6 6.5 N379 ..... o N361 N362 8,5 6.5 N357. IN388 6.5 8.5 N349 N350 8,5 8.6 n•-'f\1354 IN3o N293 N37 rN187 N18ll N189 8.8 6.8 6.5 6.5 6.5 8.8 IN294 N295 jN196 ' N197 N198 IN1W 8.5 6.5 6,5 6.5 6.5 6.5 N296 N297 IN207 N208 [N209 N210 6.5 6.5 8.5 8.5 8.5 6.5 IN31 N61 IN32 N92 IN93 INIM 6.5 6.5 6.S 6.5 6.S 6.5 IN>< ,,..,.. N6'. fN101 1•nu, N103 8.6 6.5 8.5 6.5 6,5 6.5 IN26 N55 N27 'N110 N111 N112 6,5 8.5 (N275 N276 N277 6.S 6.S N278 N279 INZBO 8.5 8.5 N281 N282 N283 6.5 6.6 IN21 IN61 N22 IN216 11"<19 l""O 6.6 6.5 6:,5 • ., 6;_5 •• , 6.5 8.5 5 ... 5 ..... 5.8 5.8 5.8""1 5.8ROI 18 62 IN17 • fN151 • N152 .. JN153 12.5. 12.5 8.5 8.5 8.5 6.5 N140 IN142 IN14< Nf60 N161 IN162 12.S 12.5 6,5 6.5 8.6 6.5 N139 IN141 IN143 IN169 N110 IN1/1 12.5 12.5 6.6 8.5 6,5 6.5 IN11 IN119 IN12 lff7l! N179 N180 12.5 12.5 N12o IN121 fN122. 12.5 12.5 , ..... N124 N125 12.5 12.5 N125 N127 N128 12.5 12.5 N8 N44 IN1 IN66 N86 [N67 12.5 12.5 6.5 8,5 8,5 6.5 IN41 IN43 N46 TN74 N75 N76 12.5 12,5 8.5 6.5 6.5 8.5 N317 N318 IN319 N320 .. ,.1 IN322 12.5 12.5 6.5 6.5 6.5 8.5 ... , 1'142 ..,, '1'163 'N84 ,.= LINE 1 W-3 . . A_ . PRIME J0B:2K21 -110 ·. a STRUCTURAL DA'.I'E: 03122 la'£~ ENGINEER.S SHT: 39 IN190 N38 N298 NO~ N303 N304 . 8.5 6.5 6.5 8.5 8.5 N200. JN201 tN299 N;,uu N307 ·-[N308 8.5 6.5 6.5 6.5 6.5 N211 (N212 IN301 N302 IN312 N 313 6.5 6.5 8.5 8.5 8.6 N95 N33 N56 N34 [N235 ,~ 6.S 6.5 6.5 6.5 6.S OOF IN104 N07 JNr,t! JNS9 N239 N 240 6.5 6.5 6.5 6.5 6.5 N113 IN28 INSO N29 N244 "N: 246 6.5 6.5 N264 N285 N286 6.5 6.5 N287 N288 N289 6.5 6.5 '"""" N291 =2 6.5 6.5 N«1 ,,.,, JN63 IN24 N227 8.5 6.5 6.55 .,hk 6.5 5 ., 6.5 5.""' 5.••· k IN154 18 64 ~ N19 N231 2 fN228 NO LJ 7 0, <!'} 6,5 12.6 12.5 8.5 8.5 N163 IN145 IN146 JN147 N21l1 'fl -;. ?-t N262 8.6 12.5 12.5 6.5 8.5 ,.,,·, 2 IIIJ148 N149 N150 '"""' 1\1267 8.6 12.6 12.5 8.5 8.5 N181 N13 N135 N14 NZ/1 n N2 12.5 12.5 N131 N134 N136 12.5 12.5 N130 N133 N137 12.5 12.5 N129 N132 N136 12.5 12.5 I"'"" NB IN49 N9 ,,.,, .. N2 6.5 12.5 12.5 8.5 8.5 49 N77 IN48 IN48 NSO IN252 INZ 8.5 12.5 12.5 •• 8.5 8.5 N323 N324 N338 N330 IN331 6.5 12.!S 12.6 6,5 6.5 ....,. ,., ·"N47 -'1'1257 N: 256 SK-2 Mar 17, 2022 at 9:45 AM Panel W-3.r2d N304 N4QO N323A N485 N322A N423 8.5 6.5 6.5 8.5 6.5 6.5 N308 N492 N487 N400 [N429 ,-·· 8.5 8.5 6.5 6.5 6.5 6.5 N313 IN494 N489 . N488 N435 N434 6.5 6,5 6.5 6.5 6.5 6.5 5.882k 5,IIB k 5.•• k . 5 ... , 5 ... , 5.8""' 5.8"'" 5."""" N124 8.5 [N24U 6.5 N240 N228 6.5 ,~. 6.5 N262 8.5 N267 6.5 N272 N249 6.5 N253 6.5 jN332 8.5 n•= Loads: LC 1, ROOF RIGIDITY Re,u11, for LC 1, ROOF RIGIDITY N•44 6.5 N448 M N44H IN440 8.5 , ..... 6.5 N•"" 8.5 N4>0 6.5 N460 JN◄SO 8,5 N452 8.6 N505 6.5 -...-- N319A 6.5 N342A 6.5 N31b 6.5 IN473 6.5 [N476 8.5 N479 8.5 N311 6.5 [N3UO\ 12.5. IN400A 12.S IN4°"" 12.5 IN303A 12.5 N3•1" 12.5 N3SOA 12.5 Noo•A 12.5 N2UOA 12.5 JN333 12.5 N504 12.5 1'29>A Prime Structural Engineers SHEARWALL 21<21-110 N339A N31"" N3&3.<! 8.5 6.5 6.5 JN341A N340A N367A 6.5 6,5 8.5 ,,.o,3A NS14 N371A 6.5 IN472 N471 6.5 IN475 IN474 8.5 N478~-N477 8.5 N346A IN310 N436 6.5 6.5 6.5 [NS47A N308 . N407A 12.5 6.5· 8.5 N399A N396A N411A 12.S 6.5 6.5 , N402A N401A IN415 12.5 6.5 6.5 IN386A '"'"""' N419 12.5 N367A Na6•A 12.5 iN386A N383A 12.5 N385A N382A 12.5 N>32A N298A IN351A 12.5 8.5 .8.5 N331A JN329 NsooA 12.5 6.6 6.5 N507 JN503 N502 12.5 8.5 6.5 Tio30A Tio4A 'N359A, N422 N421 N420 N321A IN480 8.5 6.5 6.5 6.5 8.5 IN<27 IN426 N425 IN424 r,i..,, 6.5 6.5 6.5 6.5 6.5 N433 IN432 N431 N430 IN484 6.5 6.5 6.5 6.5 6.5 A_ • PRIME J0B:2K21 -110 ~ STRUCTURAL DATE: 03122 JEZ~~ ENGINEERS SHT: 40 N320A N572 N571 IN570 N509 N 517 6.5 6.5 6.5 6.5 6.5 N481 N5ff [N578 Nsn IN614 IN573 6.5 8.5 6.5 6.5 6,5 N483 N582 IN001 N580 N579 NG78 6.5 6.6 6.5 6.6 6,5 5.88"" 5.88°• 5 ... , 5.'"" 5 ... , . 5.'"" 5 ... , 5."" 5 ... , - ROOF 1:,: 0 ./~ $7 NaG.u, N361" N3(S()1< N317A N334 316 N>09 • N568 • N557 • N556 • 6.5 6.5 6.5 6.5 6.5 6.5 6.5 6.5 6.5 6.5 JN366A N365A N384A N337A IN336A N335 N564 IN563 . NO<iZ N581 6,5 6.5 6.6 8.5 8.6 8.5 8,5 8.6 8,5 8.5 IN560' J(_ .. t, .q ~, N370A r<oo•A N368A N3f3A N338A N3f2A N568 • rJ567 'N566 N:165 N 515 8.5 8.6 ,N404 N463 N462 6.5 6.5 IN487 • N488 N485 8.5 8.5 N470 N4"9 N438 6.5 6.6 N438 N437 N436 NJW N.,.." """"" N556 N564 IN553 INS52 N514 6.5 6.5 6.5 8.5 6.5 8,5 6.6 8.5 8,5 6.5 N406A N405A N404A N305 N345A N304A N537 N538 [N535 N534 2 NO M 8.5 6.5 12.5 12.5 6.5 6.5 6.5 6.5 6.5 N•10A N409A N4UOA .N3S/A N3•bl\ N393A N04Z NS41 IN540 INOSS N 538 6.5 6.5 6.5 12.5 12.S 6.5 8.6 6.5 6.5 8.5 N414 IN413 N412 N396A N394A N392A N547 [N546 [N:>40 N544 N 543 6.5 8.5 8.5 12.5 12.5 8.5 6,5 6.5 6.5 8.5 N418 N417 N416 N.>VlA N372A N3WA N551 N550 N549 N548 'Ns12 12.5 12.5 N375A N374A N373A 12.5 12.5 N>IOI\ N377A N376A 12.5 12.5 N381A N380A N379A 12.5 12.5 IN350A IN349A N297A N327 N200A IN633 N532 N531 N530 N 6.5 12.5 12.5 6.5 6.5 6.5, 6.5 5.5 511 N354A IN353A N328 N328 N324A IN.529 N528 N527 N528 N 510 6.5 12.5 12.5 8.5 8.5 8.5 8.6 6.6 N501 N500 N499 IN◄98 TN497 N400 N521 N520 N519 IN518 N 6.5 6.5 6.5 12.5 12.5· 8.5 6.5 8.5 8.5 8.5 509 -N358A "N~7A-N35GA ·N293A· -...o.o 'N292A 'NOLO if,.,1624 ...,,3 "NOLL .. 5-0S SK -1 LINE 1 W-4 Mar 17, 2022 at 9:44 AM Panel W-4.r2d . NCIU4 N490 6.5 6.5 Novo ..... 2 6.5 6.5· N313 N484 6.5 6.5 N124 N444 6.5 6:5 N240 N446 8.5 8.5 ""'''° N448 N226 N440 5.882k ·s.•• k 6.5 •• 5. .., eg ... -OI.02 -N442 6,5 6.5 """" N456 8.5 6.5 N<07 N458 6.5 8.5 N,72 N460 N249 IN◄SO 6.S 6.5 N2G3 IN452 6.S 6.S N>02 N505 6.5 8.5 N250 ..... Loads: LC 2, FLOOR RIGIDITY Resul1& tor LC 1, ROOF RIGIDITY 0 Prime Structural Engineers SHEARWALL 2K21-110 N323A N485 N322A 6.5 6.5 6.5 N487 • N486 N420 6.5 6.5 6.6 N489 , .. as N435 6.5 8.5 6.5 N319A N339A N318A 6.6 8.5 6.5 NJ42A l'f341A N:l40A 6,5 6.5 6,5 N310 ·,IN;,,.t1;,A. N314 6.5 8.5 IN473 , .... ,2 N471 6.5 8.5 IN478 IN476 N474 6.6 8,S N479 iN478 N477 8.5 6.5 N311 N:l46A N310 \5. •• N-~ 56{• •• , N307A N34-,A iN308 12.5 12.5 • 6.5 '''"'"" N399A N391lA 12.5 12.5 6.5 N403A N402A N401A 12.5 12.5 8,5 N3U3" N,..A Noo"" 12.5 12.5 N391A ,,,,,7 ... N364A 12.6 12.5 N390A N_,A N363A 12.5 12.5 N389A N385A N362A 12.5 12.5 N299A N332A NZ98A 12.5 12.5 6.5 N333 N33tA N329 12.5 12.5 6.5 INOll'I N507 iNOU3 12.5 12.5 8,5 'N2110A '!<330A t<294A N423 N•22 1#21 N420 N321A 6.6 6.5 6.6 6.6 8.6 N428 N427 N4ZO N425 N424 8,5 6.5 8.5 6.5 6.5 N434 N433 N432 N431 N430 6.5 8.5 8.5 8.5 6.5 N363A N362A N361A N360A N317A 8.5 ~.5 6.5 8.5 6.6 N367A N-"""< N365A N364A N337A 6.5 6.5 8.5 6.5 6.6 N3f1A N3t0A NJO•A N388A N313A 8.S .N464 5.5 , .... u, 6.6 N470 8.5 ,,-.9 IN438 IN437 N43s "'""' 6.5 6.5 6.5· 6.5 6.5 5.6""• 5.66"" 5.88"" 5 .... 5.""' IN407,c N406K N4051' IN404,.-N305 6,S 6.5 8.S 8.5 12.5 'N4ttA N410A N409A IN408A N397A 8.5 8.5 • 6.5 6.5 12.6 N4t5 N414 IN413 N412 N396A 8.5 8.5 6.5 8.5 12,5 .... 1. N418 N417 N418 N301A 12.5 N3t>A 12.5 N376A 12.5 ....,.,1A 12.5 N351A IN3SOA IN349A N297A 6.5 6.5 12.5 No»A IN3>4A N353A IN326 6.5 8.S 12.5 N502 Noo1 NSOO, 499 iN498 6.5 6.5 6:5 6.5 12.5 '!<359A "'°""" 'N307A"N300A ·m93A LINE 1 W:-4 N4BO . 6.5 N482 6.5 N484 6:6 N3:l4 6.5 N336A 6,5 N338A 8.5 N463 5,5 N400 6.5 N,o• 6.5 ,..,..A 6.5 5.••• :l45A- 12.5 N395A 12.5 N394A 12.6 N3r.<A 12.5 N374A 12.5 N377A 12.5 N360A 12.5 N327 12.5 N326 12.5 N497 12.5 NJ<O A_ . PRIME JOB:2K21-110 a STRUCTURAL DATE: 03/22 I/a'~~ ENGINEERS SHT: 41 N320A N572 N571 N570 IN""9 N 517 6.5 6.6 6.5 6.5 6,5 N481 ,.,, N><O NS7S NS74 N573 6.6 6,5 6.5 8.5 6.5 N483 N582 N681 N580 N579 N 578 6.5 6,5 6.5 6.5 6.5 N3t8 N55b N658 N557 N556 R OOF 8.5 6.5 6.5 8.5 8.5 N33S N°"" N563 N562 N561 ·N 660 6.6 6,5 6.5 8.5 8.5 IN312A N568 N007 N588 N586 515 N ™2 N465 N468 N308,'. NS55 N554, IN553 Noo2 6.s ••• 6.5 ••• 6.500, 6.5 ••• 6.6 6. 6. 5. 5, - IN514 N304A 537 -N536 • N535 • N534 • 2ND 6.5 6.S 8,5 6.5 8.5 N393A N542 IN541 N540 NG39 N 538 6.5 6.5 6.5 6.5 .6.5 N392A N047 NS48 N"4> N044 N543 6.5 6.5 6.5 6,5 6,5 N300A N551 """" NS49 NS.CS 1'1512 N373A N376A ,. N379A N296A N533 IN532 IN@ IN530 6.5 8.6 6.5 8,5 6.6 1Ns11 N324A NG~ N528 N527 N528 N510 8.5 6.5 8.5 6.5 8.5 N496 N52I N520 N5l9 N518 N 509 6.5 6.5 6.5 8,5 6.5 N292A .,.,,,, 'ND24 1'023 N522 Ni 508 SK -2 Mar 17, 2022 at 9:44 AM Panel W-4.r2d 4k 4 Loads: LC I, ROOF RIGIDllY (\ ResuNa for LC 1, ROOF RIGIDITY Prime Structural Engineers SHEARWALL 2K21-110 LINE 1 W-5 A PRIME JOB:2K21-110 A STRUCTURAL DATE: 03/22 £r'Ji;;;~ ENGINEERS SHT: 42 SK-1 16 F l=-D.l*'f 43 f?--:: I,.. 7c, 56 Mar 17, 2022 at 9:42 AM Panel W-5.r2d A._ PRIME J0B:2K21 -110 n~ . STRUCTURAL DATE: 03122 ~ ENGINEERS SHT: • 43 • 311 1..-,a,..-+.;mt.;-+.;.;...,+.i=r+.,-;,rri<=*-'<;,ri,=,-;.,,=-•f=...-t.a"""-lrn:rrt.=-+.:r,;=-ll=.-,-t.:;s..l,:;;;..;+.,;;-,..-+.;""""-t=rl=-lrn:rl,...,---t...:;rl,315 4k 4 Loads: LC 2. FLOOR RIGIDITY Results fo, LC 2, FLOOR RIGIDITY ' Prime Structural Engineers SHEARWALL 2K21-110 LINE 1 W-5 25 ~11+.rt>l.i~~~~~' 0 [j,-c-"' 04 C. J:--;.,_ ~-13 SK -2 Mar 17, 2022 at 9:42 AM . Panel W-5.r2d N376 N642 6.5 6.5 NIM7 Nb"6 6.5 6.5 N652 No,I 8.5 6.6 5k .. .. .. N371 - 8.5 N5i~- N579 N578 8.5 6.5 N_, N583 N3u NT5 ~~ iIDb_ 8.5 fNIIO! 6.5 'fJ608 M N35 NJtlg N592 6.5 IM>f1 6.5 •~a,, Loads: LC 1. ROOF RIGIDITY Results for LC 2, FLOOR RIGIDITY ·""'"' 6.5 Nsg~· N81U NSR:~ N591 6.5 11..:1;1,v . M eN596 Ntl-41 N640 6.5 6.5 NG45 N644 6.5 8.5 Nl>O0 N649 6.6 8.5 .. .. N573-6.5 N572~ 6.6 N577 6.5 N576 8.5 N682 N581 Nogi N°""_ 6.6 N11 NOOO 8.6 '"""" 8.5 1mw8 8.5 1"T.s IM>U0 6.5 ... =9 N608 N"r.s N5Rii; N590 N589 8.5 6.5 ..... IM>08 8.5 6.5 t<595 ,..,94 Prime Structural Engineers SHEARWALL 2K21 -110 N639 N375 N634 6.5 6.5 6.5 1>1<><3 N636 NG35 6.5 8.5 8.5 N848 N030 N637 8.5 .. 8.s •• 6.5 .. N571 .. 6.5 NJ70• 6.6 N382-6.5 IN575 6.5 N395 8.5 N394 8.5 NS00 IN365 N39G 8.5 8.5 IN622 N621 6.S 8.5 N825 N624 B.5 B.5 N828 N62'7" 6.5 8.5 N5g\ N°8~ .... ~5 Noo, """" N4uu_ 6.5 12.5 12.5 N597 N483 N462 6.6 12.5 12.5 N602 '"""" N485 6.5 12.5 12.5 NBOf N300 N471 12.5 12.5 IN474 N470 12.5 12.5 1N473 N489 12.5 12.5 N472 N488 12.5 12.5 N5B'.b NW,5 N¥f.5 N588 N38S N384 6.5 12.5 12.5 """°' INOOO N61:I 8.5 12.5 12.5 .,..,93 N340 N3B3 N374 N531 N530 N529 N528 6.5 6.5 8.5 6.5 6.5 Nb'l2 N541 N540 N539 No3lS 8.6 8.6 6.5 8.5 8.5 N553 No52 N551 N550 N549 6.5 6.5 8.5 6.s,. 0.s •• .. "' "" N369-6.5 N436-6.5 N43S -6.5 N434~ 6.5 N433 6.5 N393 8.5 N445 8.5 IN444 8.5 N443 8.5 ,N442 8.5 N384 N454 "N453 N452 N451 N620 M>23 N828 N3H\ N°Xi N561 6.5 N5go5 NSfs , ..... N495 N494 N493 N492 6.5 6.5 8.5 8.5 8.5 IN461 NOV4 N503 INOU2 NOU1 8.5 8.5 6.5 6.5 8.5 IN484 ,N>13 , ... ,12 1N6·I1 N510 8.5 6.5 6.5 B.5 M N349 N522 N521 N520 N519 N467 N466 N485 N_344 N382 ,,...,5 Nou• 1"~3 862 861 8.5 6.5 8.5 8.5 8.5 N527 6.5 ll~.>6:5 N548 6.5 Iii< N432 6.5 N◄41 6.5 N4oo N5rs N491 6.6 N°"" 8.5 A-_ PRIME J0B:2K21-110 A.. STRUCTURAL DATE: 03/22 ·la~~ ENGINEERS SHT: 44 N526 N525 N524 N523 8.5 6.5 8.5 6.5 N>36 No35 N534 N533 6.5 8.6 8.5 6.5 N547 N546 N545 N544 8.5 6.5 .. 6.5 8.5 .. "' "" N431 6.5 N436 6.5 ,N429~ 8.5 N428 ~ 6.5 N440 6.5 IN439 8.5 N438 8.5 N437 6.5 N<149 N448 N447 N448 N557 6.5 N5rs N,\ N6~\ ,_9u N489 N488 N487 6.5 6.5 6.5 8.5 N499 IN498 N497 N496 M 6.5 8.6 8.5 N373 8.5 N532 6.5 N543 8.5,. N~~ IN390 6.5 INJ63 8.5 rN613 6.5 N618 6.6 N619 6.5 N3g_\ N353 12.5 N•au 12.5 NG29 N3 72 6.5 N631 N8 30 6.6 N833 N8 32 6.5 N38i,... R 8.5 NJ89 6.5 IN391 8.5 N612 8.5 N615 B.5 IN618 6.5 N33.~ N398 12.5 IN•78 12.5 NJ N 382 N6 1l N8 14 17 I""'. N3 57 2ND N4 76 N:,w ' N:,u8 IN0UI N:,w ,NOO0 N479 N◄ff-N4 12.6 12.6 75 8.5 6.5 6.6 6.6 6.5 N018 No17 N518 N515 N514 N660 N659 858 57 • N65G 8.5 6.5 8.5 IM)~.5 6.5 N348 12.5 lf.j4-g- 12.5 N461 12.5 N464 12.5 N~'9.5 N381 12.5 ,....,. 12.5 N400 47 N3 12.5 'rmrN4 56 12.5 N460 N 459 12.6 N463--N4 62 12.5 N~~5 N379 12.5 ,,,.,,,. 12.5 N342 n N3 N653 1'339 "N427 "+1426 "N425 "N424 .... 23 ... ,22 ..... ,1 "N420 "N419 N338 '1-1378 W7 SK-2 LINE 1 W-6 Mar 17, 2022 at 9:41 AM Panel W-6.r2d INO/b 1Nb4L 1Nt>4 6.5 6.5 6.5 N547 N646 ING4S 6.5 6.5 6.5 N652 N651 N650 8.5 8.5 6.5 INMl 6.5 NG74 6.5 N573 8.5 N5i\ N578 N577 6.5 , 6.6 N!l66 N583 N682 N''S_& N586 N,i .. ~~-6.5 .. l'i;i!ro N569 6.5 8.5 8.5 N<l01 N600 N599 6.5 6.5 6.5 N606 -r-isos Nilor- 6.5 6.5 6.5 N351 -N610 """" N3g1 1Nog_7. 5 Nbg<j; 'N5if2. '---N591 N596 6.5 6,5 6.5 N671 N670 N669 6.5 6.5 6.5 +1341 ~5116 '1'1595 Loads: LC 2, FLOOR RIGIDITY Resulls for LC 2, FLOOR RIGIDITY INU4U 6.5 N644 6.5 N549 6.5 N572 6.5 IN676 6.5 N581 N564 6.5"" [N568 8.5 N598 6.6 NG03 6.5 "- N"I!:!; N569 6.5 IN666 6.5 +4!'>94 ,. Prime Structural Engineers SHEARWALL 2K21-110 ING>S 6.5 N643 6.5 N648 6.5 N571 6.5 N575 6.5 N500 N•n.., ""567 6.6 N597 6.5 1Nilo2 6.5 o,uu, N5gj; [N568 6.5 N667 6.5 +1593 N>15 ,,~-· ,,..,4 INOJl N»u INO,V '""'" 6.5 6.5 6.5 6,5 6,5 6.5 6.5 ,....,35 ,,,..,,, N542 IN541 N540 N539 IN538 6.5 6.5 6.5 6.5 6.5 6.5 6.5 N838 N637 N553 N552 iN551 N550 N549 6.5 6,5 6.5 8.5 8.5 6.5 6.5 N3?~ 6.5 N3~2 8,5 N36'l 6.5 N436 6.5 N-435 N434 M 6.5 1N433 6.5 N395 N394 IN393 N445 N-444 N443 N442 6.5 6.5 6.6 6.5 8.5 6.5 6,5 N365 N311G N364 N454 N4S3 N452 N451 6.5 6.5 N622 N621 N620 6.5 6.5 Nt:>25 N624 N623 6,5 6,5 »m-IN627 N626 6.6 6.5 N1\, N3Bt N359 6.5., N562 6.5..,, Nl1 .. "58°5.., 6. IN5~\II< IN355 N400 354• N495' TN494 • 11'14>3 1N◄92 12.5 12.5 6.5 6.5 6.5 6.5 6.5 N-483 N482 N481 N504 N503 NS02 NSOI 12.5 12.5 6.5 6.5 8.5 8,5 6.5 t;:,,48/i··-N486-li'mr i,r5TJ !Nm-N511 N510- 12.5 12.5 6.5 6.5 8.5 6.5 6.5 INJoO N-471 N349 N522 N521 NOLU ,.,,9 12.5 12.5 IN474 N470 N467 12.5 12.5 IN473 N<6V N466 12.5 12.5 [N◄72 N468 N465 12.5 12.5 IN:i,'\r.5 ~5 . N344 N366 N364 N362 12.5 12,5 INOOO N672 N665 N664 N663 N662 661 12.5 12.6 6.5 6.6 8.5 6.5 6.5 '"'"" ,,<,= 6,5 6.5 IN537 NS36 6.5 6.5 N548 N547 6.5 6,5 N432 6.5 N4J1 '"''s.1 N440 6,5 N<SO N44B Nsg:s .5111 N557 6.5 .. N491 l""rs 6.5 NSOO [N499 6.6 6.5 A,_ PRIME J0B:2K21-1 10 a STRUCTURAL DATE: 03122 IZTI~~ ENGINEERS SHT: 45 '""'" IN024 INo,O IN3/3 INO.V 6.5 6,5 6.5 6,5 6.5 N372 N535 IN534 IN533 ;No•2 [Ntfl1 6.5 6.5 6.5 6.5 6.5 [N630 N546 N545 N544 N543 N633 N632 6.5 8.5 6.5 6.5 6.5 N◄30 IN429 N426 N368 N387 6.5 6.5 6.5 6.5 6.5 ROOF iN439 N4&~5 N437 N390 N33\ 6.5 6.5 6.5 N386 N448 N447 N◄◄6 N3G3 N391 N362 8.5 6,5 N813 N612 8,5 6.5 N618 N6"16 N614 6.5 6.5 M>19 N616 N617 6.5 6.5 INS~'"' N5n .. INS~'.li.. l~t TN3B_~ IN.C89• N488" N447 N353 IN398- 8.5 6.5 6.5 12.5 12.5 fN◄98 IN497 IN496 TN480 N478 6.5 6.5 6.5 12.5 12.6 N357 2ND 6 :r,. I , vr-'{ 1L ";,-I fr", 1,, '2-- N470 ~~--lmor ww,-NSOO-fN56S--N4/9-'Nftr · N475 12.5 12.5 6.5 8.5 6.5 6.5 6.5 N618 N517 N516 Nblb Nb14 N348 N45:.i N347 12.5 12.5 N458 N457--N456 12.5 12.5 N461 N"60 [N469 12.5 12.5 N<t,--~ 12.5 12,5 ~~5 NW15 N381 N378 ' 12.5 12.5 NOOO N650 656 N657 656 N655 N654 N653 6.5 8.5 8.5 6,6 8.5 12.5 12.6 'N340 """"" +1339 '+1427 ""'426 '+1425 '"N424 ..... ,3 ..... 22 "'1'1421 <I-J4?.0 .... ,g "'1338 'N378 SK -1 LINE 1 W-6 Mar 17, 2022 at 9:40 AM Panel W-6.r2d N36 6.5 N29A 6.6 N296 5k .. 6.5 .. ...-N31 .,.. 6.5 N5i.6 N26 6.5 IN275 6.5 N276 6.5 r,;i~r 6.5 mrs· N16 12.5 N140 12.5 N139 12.5 N11 12.5 N120 12.5 N12J 12.5 N120 12.5 N~2.5 N41 12.5 ,,, 12.5 '·'i'if- Loads: BLC 1, ROOF RIGIDITY Resutts for LC 2, FLOOR RIGIDITY N293 N37 6.6 6.5 111295 N106 6.5 6.5 N297 N207 6.5 •• 6.5 .. N51 6.5 N32 6.5 N53 6.5 "''ts 111155 N27 6.5 N276 N277 6.5 IN279 N260 6.5 N282 N283 6.5 N61 6.5 N~.5 IN62 11117 12.5 6.5 N142 12.5 N144 6.5 N141 N143 12.5 6.5 IN 'S I'll< 12.5 N121 N122 12.5 N124 N126 12.5 Nl27 N128 12.5 N',1i_5 N76.5 N43 N45 12.6 6.5 IN315 ,N3W 12.5 6.5 -N42 .... 'Prime Structural Engineers NEW RIGIDITY 2K21 -110 N167 N1aa 6.5 6.5 N197 N198 6.6 6.5 N206 N209 6.5 •• 6.5 •• N92 6.5 N93 6.5 IN!~\ N102 6.5 N110 "N111 N218 6.5 N219 6.5 N151 N152 6.5 6.5 N160 IN161 6.5 6.5 N169 t-1170 6.5 6.5 N178 N179 N6/j_5 NGff.5 ,..,. N75 6.5 6,5 INJ20 Rm 6.5 6.5 i'J83 -NS<! N189 N190 N191 N192 N193 N194 N195 6.5 6.5 6.5 6.5 ·s.5 6.5 6.5 N199 N2ll0 N201 N202 N203 N20◄ N205 6.5 8.5 6.5 6.5 6.5 6.5 6.5 N210 N211 N212 N213 N214 N215 N216 6.5 •• 6.5 6.6 6.5 6.5 6.5 6.5 "' .. .. "' .. .. N94 .,. 6.6 N9i.5.,.. N96 6.5 ""t.5 "'ls-N9g_5-N100..--6.6 111103 6.5 N1g45 N1S,~ "''rs N107 6.5 [N106 6.5 IN109 6.5 N112 N113 N114 N115 N116 N117 N110 N1i 1N2n IN25 N2?3 6.5 N2ij! 1ro•t~s INL«O 6.5 N153 N154 N155 N156 N1H IN156 N159 6.5 6.5 6.5 6.5 6.5 6.5 6.5. Nt62 N163 IN1~ N165 N168 N167 11'1166 6.5 6.5 6.5 6.5 6.5 6.5 6.5 N171 N172 IN173 _N174 N175 N176 N177 6.5 6.5 6.5 6.5 6.5 6.5 6.5 N180 N161 N182 N1o3 N104 N18e N186 N6l_5 NSff.6 N6§_5 N78_5 "''d.5 N7$.S N7g_5 N76 N77 ... ,. N79 N80 N81 N82 6.5 6.5 6.5 6.5 6.5 6.5 6,5 iNJ22 IN323 111324 N325 N326 INO<f. IN<<B 6.5 6.5 6.5 6.5 • 6.5 6.5 6.5 N65 i'J68 "M>7 'N08 ·N69 'NllU .... , LINE 1 W-1 (new) N33 6.6 N206 6.5 N217 6.5 ... N33 -6.5 N57 6.5 N28 6.5 fN264 6.5 N267 6.5 N,.., 6.5 IN2i.5 N\~.5 [N145 12,5 A.._ PRIME J0B:2K21-110 ~ STRUCTURAL DATE: 03/22 la/~~ ENGINEERS SHT: 46 N= N39 roo03 N304 NJ05 NJOO N 6.5 6.5 6.5 6.5 6.5 6.5 N2W N300 N307 N308 N309 N310 311 N: 6.5 6.5 6.5 6.5 6.5 6.5 N301 N302 N3TI N313 N314 N31o N 316 6.5., . 6.6 _.. 6.5 ... 6.i. \~ 6.5 N58 -6.5 N34 -6.5 N230 6.6 N2M - 6.5 ~3[ OOF NW R 1N5R_5 N59 6.5 N;o• 6.5 N240 6.5 ~-~ 6.5 N60 N29 N244 N245 N246 N24r 'N 30 6.5 N265 N286 6.6 IN2l!S 1'1269 6.5 N291 N292 6.5. N6jJ_5 N24 6.5 N2f.5 N2f5 N229 NS◄ N19 N231 N232 N233 N234 2 12.5 6.5 6.6 6,5 6,5 6.5 NO Nl<l6 N147 ,.,.,, N262 N=> ""'" 12.5 6.5 . 6.5 6.5 6.5 6.5 N265 N148 . N149 N150 N26G N267 N268 N2G9 N 270 12.5 12.5 6.5 6.5 6.5 6.5 6.5 N13 N135 N14 "N271 N272 N273 N274 "N1 12.5 12.5 N131 N1:34 N138 12.5 12.5 N130 N133 N137 12.5 12.6 N129 N132 N136 12.5 12.5 Nl\2.s N~.5 N9 "'"" N48 N50 12.5 12.5 IN329 N336 N,ou N331 I™~\ p~ 34q 12.5 12.5 6,5 6.5 ~-5 N335 'NO ,..7 ;r-,4 "N257 ...,.,,a <1,1259 <N280 "1:Ns ·sK-1 Mar 1-7, 2022 at 10:33 AM Panel W-1 .r2d N36 M IN294 6.5 N296 6.5 N3·1 6.5 ""ls N2G 6.5 N215 6,5 ,.,,. M NS0l 8.5 N21 .. 6.5,. 5k . N16 12.5 IN1◄0 12.5 IN139 12.5 N11 12.5 N120 12.5 N123 12.5 N126 12.5 Nl\2.5 N41 12.5 IN317 12.5 "'' Loads: BLC 2, FLOOR RIGIDITY r Results for LC 2, FLOOR RIGIDITY N293 6.5 IN295 6,5 N297 6.5 N5J_5 IN"g,5 N55 6.5 IN270 6.5 N278 6.5 IN282 8.6 IN6ts,. N62 12.5 IN142 12.5 INU1 12.5 N,19 12.5 N121 12.5 iN124 12.5 N127 12.6 ~.5 N43 12.5 INJ18 12.5 ""42 IN37 N187 8.5 6.5 IN196 IN197 6.5 6.5 N20'I I""'"' 8.5 6.5 N3g_5 N9~_5 • ,,,.,. N101 8.5 6.5 IN27 N110 N277 N280 N21!3 IN~.SAI< INS18 6.5.,, INi'I N151 8.5 6.5 ,,,., .. 6.5 !••·as [/1143 N168 8.5 6.5 N12 N176 1N122 N125 N128 IN76_5 N6i/.5 N45 8.5 N74 8.5 IN01" IN320 6.5 6.5 .... , """" Prime Structural Engineers NEW RIGIDITY 21<21-110 IN'l88 6.5 N198 6.5 IN""" 6.5 IN9il.s N1g1i; N111 IN2J95.,, N152~ 6.5 IN1a1 6.5 N170 8.5 Nn9 "'611.5 N75 8.5 Fili, 8.5 •NS◄ IN189 N190 N191 N192 rN193 N194 IN195 8.5 . 6.5 6.5 6.5 8.5 8.5 8.5 N199 N200 N201 N202 N203 N204 N205 8.5 8.5 6,5 8.5 6.5 8.5 8.5 N210 !N211 IN212 IN213 IN214 N21s N216 8.5 6.5 8,5 6.5 8.5 6.5 6.5 IN94 6.5 N95 6.5 ""'X.s N87 6.5 N9».s N9t5 ~'rs rN103 6,5 N1Q<I. 6.5 N105 6.5 ')11106 6.5 N107 6.5 IN108 6.5 ,N109 6.5 N112 N113 N114 N115 N118 N117 N110 N~O 1"1.i. .. ~ .. N~i •• IN224 1N22s IN2#\_. 8.5 .. 6.5 .. 8.5,.., N153 N164"' IN1;,o N158' N157 N158 IN169 6.6 8.5 8.5 6.5 6.5 8.5 8.5 N152 N163 {N164 IN165 N166 IN167 m6o 6.5 6.5 6.5 6.5 6.5 6.5 8.5 N171 N172 N173 N174 IN17o IN176 "'177 8.5 8.5 6.5 8.5 6.5 6.5 6.5 N180 N161 N182 N183 'f/184 'N185 N166 N&a,5 1""R.5 N6§_5 N7Q_5 • N7t5 N7il.s N7~.S IN76 IN77 N78 N79 INO<J IN81 N82 6.5 6.5 6.5 8.5 6.5 6.5 6,5 N322 INJ.<J ,.....,,. INJ25 . r-1326 N327 IN><8 6.5 6.5 8.5 6.5 6.5 8.5 6,5 .... 86 -N88 -,7 'NOO ..... .... o -11191 LINE 1 W-1 (new) N38 8.5 IN206 8.5 N217 6.5 N33 6.5 ·''°e.5 IN28 6.5 ,N26◄ 6.5 N287 6.5 N280 8.5 IN2il.5 .. N18 12.5 ,N1◄o 12.5 N11~•\ N13 12.5 N131 12.5 N130 12.5 N129 12.5 N~2.5 N46 12.5 N329 12.5 'NJ A._ PRIME J0B:2K21-110 a. STRUCTURAL DATE: 03122 1/aS;;Via;;; ENGINEERS SHT: 47 N<>o NJ9 [N303· N304 N305 N306 8.5 8.5 6.5 8.5 6.5 8.5 N◄O N299 IN300 N307 N308 N308 N310 6,5 8.5 6.5 6.5 6.5 6.5 N311 N301 N302 iN312 INJ13 [N314 °N"ffi"" 6.5 6.5 6.5 6.5 6.5 6.5 N3'18 N5g,5 N~.5 rN2\55 )11236 Ni3l Ni;3a 6,5 ROOF IN58 N59 • N~8 N2◄0 Ni~J N242 6.5 6.5 6,5 6.5 6.5 N2◄3 IN60 IN29 N244 N245 N246 N247 N30 6.5 N285 N286 6.5 IN288 N288 8.5 N291 N292 6.5 INOJ N24 N22J N228 N229 6.5_, 8.5 -SI 6.5 _ .. 6.g, .. . IN64 ,,,19 N231 • IN232 IN23:! N~J'." 12.5 6.5 6.5 6.5 8,5 6,5 2ND N146 N147 ;IW>1 '""'°' N263 IN26◄ 12.5 6.5 8.5 8.5 6.5 e.s IN149 N150 IN26'l Nao, 1=68 N269 12.5 6.5 6.5 6.5 6.5 6.5 N270 N13o IN14 N271 N27Z 'N273 N274 12.5 N134 N138 12.5 IN133 N137 12.5 IN132 N138 12.5 i""¥l!.5 N9 N48 NSO 12.5 N336 -rq3J1 N332 ~3◄-1 12.5 '6.5 8.5 6.5 6.6 N335 'N◄7 ..... "N257 ..,.,,..., -....oo "N260 SK -2 Mar 17, 2022 at 10:33 AM Panel W-1.r2d Loads: BLC 1, ROOF RIGIDITY Resutt• for LC 1, ROOF RIGIDITY Prime Structural Engineers SHEARWALL 2K21-110 . LINE_ 1 W-2 (new) it_ PRIME JOB:2K21-110 £. STRUCTURAL DATE: 03122 .l/liZ£~ ENGINEERS SHT: 48 Mar 17, 2022 at 9:51 AM Panel W-2.r2d A PRIME JOB:2K21 -110 A_ STRUCTURAL DATE: 03122 z;;,~~ ENGINEERS SHT: 49 +m-,;.-+i:r~f.r.m.-k,;m-i=rlm;;;.-i_.,+.r-,,..4,:rirn.-+.,:;.nri.,.,.,-k.·.rl..,....-+....rl.emrbm,-+..,m-irnn1-+..a;;,riaw;-+,rr,,+.:r,;rr-+.;,;,nrl 316 Loads: BLC 2, FLOOR RIGIDITY Results for LC 1, ROOF RIGIDITY 'Prime Structural Engineers SHEARWALL 2K21 -110 LINE 1 W-2 (new) SK -2 ROOF N243 Mar 17, 2022 at 9:51 AM Panel W-2.r2d N346 N398 . N399 N400 6.5 6.5 6.5 6.6 N402 IN403 IN404 N405 8.5 6.5 5.5 6.5 IN407 ]fl408 IN409 N410 8.5 6.5 8.5 6.5 5.882k s.••· s.••· 5.••· 5,IIA'. 5,IIA'. . N345 • 6.5 N389 6.5 N344 N343 8.5 IN•« 5.5 '"'"°' 6.5 , ... .,,2 6.5 N341 N340 6.5 1No;>9 . 5.5 IN338 8.5 .....,.,, Loads: BLC 1, ROOF RIGIDITY Results for LC 1, ROOF RIGIDITY N385 • Naoo 8.5 6.5 N390 N391 6.5 8.5 N394 "N390 1Naa1 "''"'" 8.5 8,5' ,,...,,,, N31>'1 6.5 6.5 N366 N369 6.5 6.5 IN373 IN374 6,5 6.5 N377 "N378 IN359 IN380 6.5 6.5 1111305 , .. _ 6.6 6.5 IN347 N348 6.5 8.5 .. 351 "!',352 Prime Structural Engineers SHEARWALL 21<21-110 N387 6.6 N092 6,5, N396 fN363 .6.5 1111.000 6.5 • fN370 6.5 N375 6.5· N379 N:161 6.5 N35, 6.6 N349 8.5 .... ,., . N401 NM 8.5 6.5 1111406 . N294 M 6.5 N411 IN298 8.5 6.5 s.••· 5,aal N388 N31 6.5 6.5 JN393 N52 6.5 6.5 N397 ,N26 . 6.5 IN<IO 6.5 N278 6.5 IN281 8.S N384 N21 6.5 6,5 IN_, IN16 8.5 12.5 N371 IN140 6.6 12.6 IN378 IN139 6.5 12.6 N380 N11 12.5 IN1:,U 12.6 N123 12.5 IN126 12.5 IN362 N8 6.5 12.5 N368 IN41 6.5 12.5 IN350 JN317 8,5 12.& ;i./JM 'Nl N293 N37 . N187 N188 6.5 6.5 6.5 6.5 N295 N196 IN197 N1•• 6.5 6.5 6.5 6,5 ,., .. , IN20J 1111200 ,,,...,. 6.5 6.5 6.5 6.5 5.a••• 5.8""' 5.8•0 ' 5.AAOI 11101 . N32 • N92 • N93 6.5 6.5 6,5 6.5 N53 INM IN101 tN102 6.5 6.5 6.5 6.5 N55 "N27 N110 N111 ·5;5 N278 IN2TT 6.6 N279 N260 6.5 N282 N283 8.5 N6.1 N22 IN<18 IN219 6.5 6.5 6.6 6.5 IN02 IN1l l'l151 IN152 12.5 6.5 6.5 6.5 N142 IN144 N160 IN.161 12.5 6.5 6.5 . 6.5 IN141 IN143 1'1189 N170 12.5 • 6.5 6.6 6.5 N119 IN12 l'lf78 N179 12.5 1111121 N122 12.5 N124 N125 12.5 N127 N128 12.5 N44 N7 N95 IN86 12.6 6.5 6.5 6.5 IN43 N45 IN74 INFO 12.5 6.5 6.6 • 6.5 IN> 8 N319 IN>20 IN321 12.5 e.e 6.5 0,5 'N42 'N2 ~63 'N84 LINE 1 W-3 (new) N189 8.5 N199 6.5 '"" 0 6.5 . Jk.. PRIME JOB:2K21-110 A_ STRUCTURAL DATE: 03/22 £11£~ ENGINEERS SHT: 50 N190 N38 N298 IN39 N303 N30 5.5 6.5 6.5 8.5 6.5 N200 IN201 IN,.9· IN>W IN.>UI N 308 6.5 8.5 ,6.5 6.5 • 6.5 N211 1111212 '"'""1 N302 IN:112 IN31 6,5 8.5 6.5 6.5 6,5 . 5."""' 5.••· 5.•~ 5 •• k 5 "' hk - l"I~ N95 ~ N33 • NSO . N34 . N235 iR' • 6.5 6.5 6.5 6.5 6.5 6.5 OOF N103 • N104 N57 N58 N5Q N23Q N24 6.5 6.5 6.5 6.5 8.6 8.5 N112 N113 N28 N60 N29 'N244 N24 6.5 8.5 '"'""4 N265 IN28e 6.5 6.5 N287 N260 N289 8.5 8.5 N280 fN291 N292 5.5 8.5 I""" N221 IN23 N63 IN,24 6.5 6.5 6.5 6.5 .-. (1'1103 IN154 • (N10 IN64 IN19 • ·.IN:la1• • 2N D 6.5 6.5 12.5 12.5 6.5 6.5 IN162 fN163 -IN145 N146 N147 IN261 N26 8.5 6.5 12.5 12.5 6.5 6.5 IN1f1 JN172 N148 iN149 IN160 '"'""' i"'"' 6.5 6.5 12.5 12.6 6.5 6.5 N160 N161 N13 N135 iN14 N271 n N2 12.5 12.6 N1J1 N134 N138 12.5 12.5 N130 . N133 N137 12.6 12.5 N129 N132 N138 12.5 12.5 ,,.,7 N66 NO IN◄• N8 N246 N24 6.5 6.5. 12.5 12.5 6.5 6.5 ·1'"'6 N77 N46 IN48 NSO IN252 N25 6.6 6.5 12.5 12.5 6.6 6.5 IN322 • N323 NJ24 N336 IN330 IN331 2 IN33 6,5· 6.5 12.5 12.5 8,5 6.5 -N85 -N66 'N3 f+l47 ""' -N257 ~2 58 SK-1 Mar 17, 2022 at 9:52 AM Panel W-3.r2d . , •'A. · PRIME J0B:2K21-110 a . STRUCTURAL DATE: 03/22 £/:l'Ji:::,~ ENGINEERS SHT: 51 N346 N398 N399 N400 N401 N38 N293 N37 IN187 N188 N189 N180 N38 IN298 N38 N303 N304 8.5 8.5 6.5 8.5 8.5 • 8.5 6.6 6.5 6,6 6.5 8.5 6.5 8.5 6.5 8.5 6.5 N402 IITT03 IN404 N405 IN406 N294 N295 IN196 TN197 IN198 N199 N200 N201 N299 IN300 IN307 N308 6.5 8.5 8.5 6.5 6.5 6.5 8.5 6.5 6.5 8.5 8.5 8.5 6.5 6.5 6.5 8.6 IN407 IN◄OO N4U9 IN410 \N411 jN206 N297 N207 iN208 N209 IN..<10 !N>11 N212 l'J301 IN302 N312 ir<>13 6.6 6.5 6.5 6.5 6.5 6.5 6.5 6.5 6.5 6.5 6.5 8.5. 6.5 6.5 6.5 6.5 "'345 jN365 N366 1~0• N388 ,N>1 NM ,N32 IN92 N93 ''"" !Nll5 N>3 INS& N34 N,» ROOF 6.5 6.5 8.5 6.5 8.5 6.5 6.5 6.5 6.5 6.5 8.5 8.5 8.5 8.5 6.5 8.5 INJ!W IN,00 IN391 '"""' iN393 INO• ,NOJ IN04 IN10t '"'"' !N103 ,N104 N57 N58 INO, IN239 N240 6.5 6.5 6.5 6.5 6.5 8'.5 8.5 6.5 8.5 6.5 8.5 6.6 8.5 6.5 6.5 8.5 N344 N384 · N3SO N396 N397 ,.,.... Noo N27 N110 N111 N112 N113 IN28 N80 '"'"" "'244 N245 8.5 N275 6.5 8.5 N276 6.5 ,N'.l79 6.5 IN2B1 IN282 8.5 6.5 N277 N280 IN283 8.5 N284 6.5 N287 8.5 N200 6.5 8.5 N285 6.5 N288 6.5 N291 6.5 N288 N280 N202 !N343 ]N381 TN~ NJ83 IN384 IN<1 N81 IN« [N218 IN219 IN«U IN«1 IN<O "°" ;TN24 5.882k, _ __;5!,!' ·•1M•·k~6,.;.;2c' .lilll •. 6,,..8.:!og·II'! ••·6,.,6 • .!eg·• .. ~ .. 6!!-.:'!!. •• ~=6-2.~'-'!· • M"m-6_,·i~. • M•~~!,!·i~•'"11.r.·!l.:.'l!:.Wl.,r.·iltil1.:.!111.°'l.r.':~.e~5" li8!.":r.5~~~~5•~"=6il'5511ii••~,..6.""g_•••·ira-,..8--'.s5~'~111f.c'hk~· ~,.,satlll',•~k'..._.,. • IN342 • N363 IN364 -N3G6 • N366 , 18 • N62 N17 !N151 N152 ,,.153 N154 18 • N64 N19 IN231 -2NO 6.5 6.5 8.5 6.5 8.5 12.5 12.5 8.5 8.5 6.5 8.5 8.5 12.5 12.5 8.5 8.5 ,Noo, iN>oo INJ09 '"'"'" '"''" '"'"" IN142 N144 • [Nl6o iN161 . IN162 IN163 N145 , IN14l> N141 N261 fN262 6.5 6.5 8.5 8.5 6.5 12.5 12.5 8.5 6.5 6.5 8.5. 8.5 12.5 12.5 8.5 6.5 !NJ'n INJ73 iN3"'14 N375 IN376 IN139 N141 •• IN143 [N169 N170 !N171 IN172 !N148 N149 N150 IN2"6 N267 8.5 8,5 6.5 6.5 8.5 12.5 12.5 6.5 6.5 8.5 8.5 8.5 12.5 ' 12.5 8.5 6.5 N341 N377 "'"8 N3;W ,.,.Q IN11 N119 .· N12 , 'Nt78 ,., 9 N180 N181 N13 IN135 IN14 N271 N272 12.5 12.5 12.5 12.5 IN120 N121 iN122 • N131 N1J4 Nt38 12.5 12.5 12.5 . 12.5 N123 N124 N125 [N130 IN133 N137 12.5 12.5 12.5 12.5 [N126 N127 N128 N128 N132 N136 12.5 12.5 12.5 12.5 N34Q N369 IN3eO N361 IN362 N6 N44 '"'' "'"'" N66 N67 jNe8 Ne TN49 N9 N248 N249 8.5 6.5 8.6 8.5 8.5 12.5 12.5 6,5 8.5 6.5 8.5 6.5 12.5 12.5 6.5 . 8.5 N338 N356 ,.,~, ,,.,,. Nooo N41 IN4' IN45 !Nl4 "''" N76 IN' N48 N48 N50 IN262 ]N253 6.5 8.5 6.5 ~.5 8.6 12.5 12.5 · 8.5. 6.5 6.5 6.5 6.5 12.5 12.5 6.5 8.5 IN338 N347 N348 N348 N300 !N317 !N318 INJ19 IN320 IN321 IN322 N323 N324 N=> IN330 IN331 flli332 e.!5 6.5 6.5 e.6 e.5 12.5 • 12.5 e.6 e.5 e.s e.s 6.5 12.s 12.fi e.s e.5 Loads: BLC 2, FLOOR RIGIDITY Results for LC 1, ROOF RIGIDITY , Prime Structural Engineers SHEARWALL 2K21-110 LINE 1 W-3 (new) SK-2 Mar 17, 2022 at 9:52 AM Panel W-3.r2d 11 199 46 8.5 8.5 8.5 12 200 -1196- 8.5 6.5 6.5 13 201 198 8.5 8.5 8.5 5.882k 5 °' k 5.AA>!, 6 ... , 5.••· r 8.5 3 6.5 4 1 8.5 18 6.5 9 8.5 10 5 8.6 6 8.5 14 6.5 .,, Loads: BLC 1, ROOF RIGIDITY Rasulls for LC 1, ROOF RIGIDITY . 162 8.5 163 6.5 164 181 8.5 188 6.5 169 8.5 170 185 8.6 106 6.5 211 8.5 ,o, •2 6.5 65 6.5 :38 6:5 162 6.5 185 8.5 188 6.6 34 6.5 30 12.5 121 12.5 124 12.5 28 12.5 112 . 12.5 111 12.5 110 12.5 122 12.5 58 12.5 210 12.5 -18 Prime Structural Enginee·rs SHEARWALL 2K21-110 194 45 U4 143 1142 141 6.5 8.5 8.5 8.5 6.5 6.5 ,er-150 149 14• 147 146 6.5 6.5 6.6 6.5 6.5 8.5 197 1156 155 154 153 152 8.5 8.5 6.6 6.5 6.5 8.5 5.8°0' 5.8°0 ' 5.8""• 5.86'lk 6.8""' 5 ... , 62 r 41 r 84 • 83 82 •1 6.5 6.5 6.5 6.5 6.5_ 8.5 64 63 88 87 86 85 6.5 8.5 . 6.5 6.5 6.5 6.5 66 37 92 91 90 89 6.5 181 180 6.5 184 183 6.5 .• 107 186 8.5 69 33 160 159 158 157 6.5 6.5 6.5 6.5 6.5 6.5 70 29 12B "' 126 125 12.5 8.5 6.5 8.5 6.5 6.5 120 119 132 131 130 129 12.5 6.5 8.5 6.5 8.5 6.5 123 122 136 135 134 133 12.5 6.5 8.5 6.5 8.5 6.5 109 25 140 139 • 138 137 12.5 106 105 12.5 107 104 12.5 106 103 12.5 55 12.5 21 8.6 73 8.5 1" 8.5 '" 54 52 6 175 4 12.5 8.5 8.5 8.5 212 209 208 207 """ 205 12.5 6.5 8.0 8.5 8.5 8.5 i53 17 "<ID .. "'t'8 "'f7 44 6.5 145 8.5 151 8.5 5 •• , 189 6.5 191 6.5 193 8.5 A._ PRIME J0B:2K21-1 10 £ STRUCTURAL DATE: 03/22 £:ZI£~ ENGINEERS SHT: s2 43 267 266 205 264 220 6.5 8.5 6.5 8.5 8.5 190 272 271 270 ,.,. 288 8.5 8.5 8.5 8.5 8.5 192 2n 276 275 274 273 6.5 6.5 6.5 5.5 6.5 5 .•• , 5 ... , 5.""' 5 .•• , s.••· 40 ..-57 "' 254 253 252 ... 251 ROOF 8.5 8.5 6.5 6.5 6.5 6.5 8.5 00 59 "" , .. 258 ,01 ,.,., 6.5 6.5 6.5 • 6.5 6.5 6.5 6.6 255 36 61 I"" 283 202 261 260 218 8.5 6.5 173 172 171 6.5 6.5 176 f7!1 174 8.5 8.5 179 176 177 8.5 6.5 32 67 31 250 249 248 • 247 217 6.5 6.5 6.5 6.5 6.6 8.5 6.6 28 88 27 232 231 230 229 2NO 12.5 12.5 6.5 6.5 8.5 8.5 8.5 118 118 1114 ' 237 1,00 1235 234 233 12.5 12.5 6.5 8.5 8.5 8.5 6.5 117 115 113 242 241 240 239 238 12.5 12.5 8.5 8.5 6.5 8.5 8.5 24 93 ,J 246 245 244 243 215 12.5 12.5 98 95 ~ 12.5 12.5 gg 88 97 12.5 12.5 102 101 100 12.5 12.6 20 12.5 ·so 12.5 19 51 49 47 12.5 12.5 204 203 202 224 223 222 221 14 2 12.6 12.5 6.5 8.0 8.6 6.5 8.5 ~8 . -8 15 ~--« ~ ""25 '"'I! 13 SK-1 LI NE 1 W-4 (new) Mar 17, 2022 at 10:54 AM Panel W-4.r2d Loads: BLC 1, ROOF RIGIDllY Results lot LC 1, ROOF RIGIDllY • Prime Structural Engineers SHEARWALL 2K21-110 LINE 1 W~S (new) A._ PRIME J0B:2K21-110 ~ STRUCTURAL DATE: 03122 J!a/£~ ENGINEERS SHT: 53 SK-1 Mar 17, 2022 at 9:54 AM Panel W-5.r2d '' Loads: BLC 2, FLOOR RIGIDITY Results for LC 1, ROOF RIGIDllY • Prime Structural Engineers SHEARWALL 2K21-110 LINE 1 W-5 (new) A PRIME J0B:2K21-110 a STRUCTURAL DATE: 03122 la/ii:::,~ ENGINEERS SHT: 54 SK-2 Mar 17, 2022 at 9:55 AM Panel W-5.r2d . N378 N842 NS-41 6.5 M . 6.5 """' N646 N6◄5 6.5 6.5 6.5 N65, N651 N650 6.5 6.5 6.6 Sk 6k. = _ .. _., -Ni1l N67,r 6.5 N573 . 6.5 Nf.l N8~6 NS11 6.5 NJ06 N583 N582 .'. ~'Ts IN306 N570 N569 6.5 6.5 6,5 N601 N600 N599 8.6 8.6 8.5 '"""' =uo ,...,. 6.5 6.5 6.5 N351 N610 """"' Loads: BLC 1, RIGIOllY Results for LC 1, RIGIDITY N\◄e No"" 6.6 INDl1 8.5 m•1 NfJ N5f.5 N591 8.5 No•O 6.5 jr«>(U ....,.,o 6.5 8.5 """" N595 N040 8.5 N044 6.5 NS-49 8.5 _ .. N572 • 6.5 IN578 6.5 N581 INS\46 IN568 6.5 ,..,.e 8.5 N003 6.5 NOUO NS!f.5 r,oo9 • 6.5 INDCO 6.5 t-1594 Prime Structural Engineers SHEARWALL 21<21 -110 N6J9 N375 N6:l-< 8.5 8.5 8.5 NG43 N6.'.l6 N635 6.5 6.5 6.5 N648 N838 N837 6.5.., 6.5,. 6.5•• N571 ·• 6.5 N370• 6.5 N392-6.5 N576 8.5 IN395 6.5 N38• 6.5 N580 IN365 N38G 6.5 6.5 N622 N621 8.5 8.5 N&:!5 N624 6.6 6.5 N626 '""" 6.5 6.6 "'"Ifs N3fi N3B\ N567 N35$ N400 8.5 12.5 12.5 N697 N,183 N482 6,5 12.5 12.5 N802 N◄66 N48S 6.5 12.5 12.5 N607 N->OU N471 12.5 12.5 N474 N•ru 12.5 12.5 N-173 N469 12.5 12.5 N472 N468 12.5 12.6 ""'845 N'\'!?,5 N'V!f.5 "'""' N388 N384 6.6 12.5 12.5 INOOI ,_,.,. N672 8.5 12.5 • 12.5 t.1593 t.1340 t,l38j N374 N531 N530 N529 N528 N527 • 8.5 6.5 6.5 6.5 6.5 6.5 ,_2 ,,-1 l'l:)'lU N039 N538 N537 6.5 6.5 6.5 6.5 e.5 M N553 N5~2 N551 N550 ,.,.9' N648 6.Slil< 6.5 '6.5 6.5•• 8.51il< 6.5 lil< .. .. N369-6.5 N436-6.5 N43S-6.5 N434 6.5 ~i N4ii [N3~~ 6.5 l'"a:'s N4◄4 6.5 N443 8.5 IN4◄2 6.5 N441 6.5 N364 N<54 N453 N452 N451 N450 N620 N623 N62G 1"·«\ '"'8i NSf.\ iN5fl5 N5g\ NS~ [N354 N495 N494 IN493 N492 N491 6.6 6.5 6.5 6.5 6.6 6.5 1"481 Nsgi N6U3 "=• "=1 '"Ts 8.5 6.5 6.5 6.5 l .... g's "DJ~5 r,ol2 N511 N510 Nau, 8.5 6.5 6.6 6.6 N34• r,622 N521 N520 N519 .N518 11'1467 • N466 N405 .. N344 ;.ae2 &_ PRIME J0B:2K21-110 £ STRUCTURAL DATE: 03122 z;;:,;~~ ENGINEERS SHT: 55 N528 N526 N524 N523 6.5 8.5 6.5 6.5 N538 N535 N534 N533 8.5 8.5 6.5 6.5 N547 N548 N545 N644 6.5 .. 6.5 .. 6.5•• 6.5 ... N431-6.5 N◄ios-N•fr N428 6.5 IN440 6.5 N439 6.6 """38 6.5 N437 6.5 N449 N448 N447 N446 N5ti7 , 6.5 N556 6.5 1N5ii N5t.'5 N490 IN489 IN488 N487 6.5 6.5 6.5 6.5 ""= N4~ iN497 N496 .• 6.5 6.5 8,5 """" N507 [NOVO NSOS 6.5 ,6.5 6,5 6.5 N517 IN516 N515 N514 N373 6.5 N532 6.5 N543 6.5 .. Nsrs• IN380 6.5 N363 6.5 N613 8.5 N616 6.5 N01" 6.5 IN"B\ m53 12.5 N480 12.5 N479 12.5 NJ48 12,5 """' 12.5 111461 12.5 N404 12.5 N~£s N381 12.5 N629 8.5 NOJ" 6.6 Ml33 6.5 N3g~ N389 6.5 N391 6.6 :N<>12 6.5 N616 6.5 N016 6.5 N3g7s N398 12.5 ... ,. 12.5 N411 12.5 N466 12.5 N467 12.5 N4'l0 12.5 N463 12.5 N~5 N379 12.5 N 372 N830 N632 R N OOF 388 N611 N614 N617 N 357 ND 2 N 478 N 347 456 N N 459 462 N< N: Nl 377 l"""'D le; ru I"";~ ie1 ,~ is~ l""M rm57 NG56 1"'6&5 NeoA N6 8.5 6.5 . 6.5 12.5 12.5 53 ~.>J::11 ~-"'' -.-....26 '""N42r5 ~"4 "'N423 '+1422 '1<1421 ...... 20 "N419 ...... N378 •t-13 37 SK-1 LINE 1 W-6 (new) Mar 17, 2022 at 9:55 AM Panel W-6.r2d ; ; • I ,I ' ' , 1-/22-_I '.:'. II/? ~~fJitN~ .. ·, 1 ·;· -A .. i ' I ' i j -- . , ' -i .I . i •. T i i ' ..... ' ,4 f )~r.-.,o ;1 · ..... , l •. ~ • I : 0 19 ,...; ? tp&t Y: ~ .. C 1/-z-.:-;- .: ti_ ~-j"o/'f-,Y '.6";~7 ' •j I 1Ul-'-" )-~-/ ,._ i ! I I -! 1 • A... PRIME JdB:2~21-110 ~ : STRUCTURAL. DATE: 03122_ ~£:~ ENGIN~E~S SltT: \ 56 ; ! .. .. !. . -. Beam: M1 Shape: Material: Length: I Joint: J Joint: CRECT69X6.75 Conc3000NW 20 ft N1 N2 Code Check: 0.343 (bending) Report Based On 97 Sections A A,_ PRIME JOB:2K21-110 "Ji;;; STRUCTURAL DATE: 03/22 ~ ENGINEERS SHT: s1 Concrete Stress Block: Rectangular Cracked Sections Used: Yes Cracked 'I' Factor: .35 Effective 'I': 64675.2094 in"4 94.968 at Oft k V -L=Lmk -32.076 at 20 ft 311 .3281 at Oft D ~ in illllla..... .........a M k-ft -.0113 at 10 ft -391 .1782 at 10 ft Beam Design does not consider any weak axis 'M' Moments, nor weak axis 'V' Forces. AC/ 318-08 Code Check Top Bending Check 0.343 Bot Bending Check 0.137 Shear Check Location 0 ft Location 10 ft Location Gov Mu Top 106.92 k-ft Gov Mu Bot -53.46 k-ft Gov Vu phi*Mn Top 311.3281 k~ft phi*Mn Bot 391.1782 k-ft phi*Vn Tension Bar Fy 60 ksi Concrete Weight .145 k/ft" 3 Shear Bar Fy 60 ksi ')., 1 F'c 3 ksl E Concrete 3156 ksi Flex. Rebar Set ASTMA615 Min 1 Bar Dia Spac. No Legs/Stirrup Shear Rebar Set ASTMA615 Flex. Bars 1 #5 , 1 #5 , 1 #5 ,1#5 . ,1#5 , 1 #5 , 1 #5 , 1 #5 Shear Bars #5@16in Span Information Span Span Length (ft) I-Face Dist. (in) J-Face Dist. (in) 1 0 -20 0 0 0.148 (y) 5.625 ft 14.0333 k 94.968 k 1 RISA-2D Version 10.1.0 [\ ... \ ... \ ... \ ... \ ... \21<21 -110 Cobra Puma Golf TI\Risa\SPANDREL_HORIZ .r2d] Page 1 Rebar Detailing, center to center of each span(Units: in) #5 u (240) A_ PRIME JOB:2K21 -110 ff£ STRUCTURAL DATE: 03/22 ~ ENGINEERS SHT: sa "'-0-------------------------------240 Top View S d I ;pan re S -"'r tl 1, .. v7 1 #5 U . 240) ~ 0 240 1 #5 0 4 EleMHkm (240) 0 6.8 H (f') \0 0\ \0 ~r Start Middle End Span 1 fiNIS~ r~ 4s ~ ttVjvJtjf) o, 15! J,i~ 15€-.lt~ • ! ' • ' i'l~P. :~. f~f-]~ ,A.t, B: M(5c.-r {o ,. 8: z, c;:, :{t ~- 1. p /, r 2--ff • 1'J f-''i . i & PRIME JOB:2K21-110 N£ :STRUCTURAL DATI:: 03/22 ~ ,ENGINEERS SHT: 59 . ' ' :w \ ,Je.N -~wct ~'.uy I ~ I I ' . ' , }~~f l7'-10' 18'-I' VERIFY A,_ PRIME J0B:2K21-110 . /"r1,;;, STRUCTURAL DATE: 03/22 82:, ENGINEERS SHT: 60 EXl5TINc3 CONCRETE FANEL TYF. <Ii EXISTING COLU'1N TYF. . . . . ~-(., 1M§2? f&:l-A.\ v( PL-At:? it/' 12.~ :r--t~ J.-tSV, <? lt. '< a. v · I Project: Project Location: Cobra -Puma Folder: Folder Type:Type A PRIME JOB:2K21-110 J!r£ STRUCTURAL DATE: 03122 RedSpec™ by RedBullt™ n v7.~.14 Date: 3/24/22 10:16 AM Designer: -~ ENGINEERS SHT: §1 Comment: 16" Red-165™ @ 16" o.c. -with Glued Sheathing This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS o/o Design Allow. DOL Combination Pattern Shear {lb) 59% 1664 2810 Floor{100%) 1.00+1.0L All Spans Positive Moment {ft-lb) 82% 7521 9210 Floor{100%) 1.0D+l.OL All Spans DEFLECTIONS (in) % Design Allow, Design . Allow, Combination Pattern Span live 76% 0.456 0.603 L/ 476 L / 360 1.00+1.0L All Spans Span Total 56% 0.504 0.904 L / 431 L / 240 1.00+1.0L All Spans FloorChoice™ Rating: 8,2 r I Performance rating Is based on: 20 oc {19/32", 5/8") sheathing, glued and nalled, simple span, rigid supports. RedSpec has not performed a • str_uctural analysis of th!a! sheathing. SUPPORTS Live Reaction, Critical (lb) (DOlo/o) Dead Reaction (lb) Total Reaction (lb) (DOlo/o) Bearing Support Req'd Bearing, No Stiffeners (in) Req'd Bearing, Stiffeners (In) SPANS AND LOADS Support 1 1507 {100). 157 1664 {100) Bottom Wall 2.74 1.75 Dimensions represent horizontal design spans. APPLICATION LOADS Type Units DOL Uniform psf Floor(100%) NOTES live 125 Support 2 1507 {100) 157 1664 (100) Bottom Wall 2.74 1.75 18'-1.0" Dead 13 Partition 0 • Building code and design methodology: 2018 IBC ASD (US). • Product Acceptance: ICC-ES ESR-2994 and LABC/LARC Supplement. Tributary 16" Member Type Glued Floor Joist • Deflection analysis is based on composite action with 20 oc (19/32", 5/8") sheathing, glued and nc1lled. • Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBullt recommendations. • Live load deflection meets code but may not meet RedBuilt'" recommendations. • Joist design Includes consideration for a 2000 lb load distributed over a '30" square area and all live loads removed. C: \Users\prime4 \Oocuments\RedSpec\cobra. red 3/24/2022 10:16:32 AM (\ Project : Folder : Type Pass/Fall PASS PASS Pass/Fall PASS PASS Page 1 of 1 rhe products noted are intended for Interior, untreated, non-corrosive applications with normal temperatures and dry con!'.fltions of use, and must be Installed In accordance with local building code requirements and RedBuilt'M recommendations. The loads, spans, and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted, this output has not been reviewed by a RedBullt'M associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBullt'M, RedSpec'M, Red-I'M, Red-14S'M, Red-145L'M, Red-158'M, Red-165'", Red-I90'M, Red-l90H™, Red-190HS'M, Red-L ~, .Red-W™, Red-S™, Red-M'M, Red-H'"', RedLam™, FloorCholce™ are trademarks of RedBullt LLC, Boise ID, USA. Copyright© 2010-2022 RedBuilt LLC. All rights reserved. -· ··: ·-.. •• \ ' ! -· ; ff ••• :·· ............. r I i ..•... ; .rl. I I. I i I .T I . I. I I .. , •·,• .•.• !' ., . ! - ·t· I . •· .. ,--- 1 : •'•. ··; . . ?lt2~l r?:UM?t : I , . -i. -·; i 1 -- I . I •j • t?bz:f:t..u! I I ' ! -, •--·1 ' ' 1J,1 I I ' I >1-::-{'?.J7$f ix !W I . I ' ' ! l.!, ~/-'l--~fSf , I J I .. : l !l ~ ! p;i ~ i ' \ Pt_':~ • t ·-. i v.) -' :,~: I )Cl-~. I j '11 ,.. .J..s_ ri-f I ; ••• I I I -i ' /' I ~ 4 · i -. 2---- I I I • ' I i • : ... i I • I ~ : ', ; '. A._ , PRIME ioB:2K21-1 10 i 8£: STRUCTU8AL DATE: • 03122 ~ E~GINEE~S ~HT: : 62: : I I I ! i . . j J c;: Pr4~ ~vup_s , i <Jl;ci ~ :c:r-:t:-: ryt. I ' I , I -$!;-~ ~~ ~ .. I \ I I I ! I. I ' I I I I j' i ~\ I j , 1 1Gix !~ ' '. ! i i ' .. --;, I /:., i j_ ). AXIAL & BENDING {SAWN MEMBERS) 0 (2005 NOS -Allowable Stress Design) DESCRIPTION:Wall Studs@ 16" O.C. STUD PROPERTIES Species = DF-L #2 Stud Width, b = 1.500 in Stud Depth, d = 5.500 in Unbraced Length, lb= 1.000 ft Unsupported Length, lu,x = 13.500 ft Unsupported Length, lu,y = 4.000 ft Section Modulus, Sx = 7.563 in3 . Section Area, A = 8.250 in2 Wet Service = No Temp = T ~ 100° AXIAL CAPACITY (§3.6, 4.3]: l( F*c = 1755 psi • Fe= 1350 psi . C0 = 1.000 CM= 1.000 . Fee= 0.8i2·E'm1n/(I8 / d)2 F cE,x = 550 psi F ce,y = 466 psi F cE = 466·psi C = 0;800 Ct= 1.000 CF= 1.300 C1= 1.000 Cp = 0.249 F'c = 437 psi le/d= 29.45 . > 245._45 psi , .. OK FLEXURAL CAPACITY [§3.3, 4.3]: Fb = 900 psi . Co = 1.000 CM= 1.000 Ct = 1.000 Cl= 0.992 CF= 1.300 c,u = 1,000 C1 = 1.000 C, = 1.350 . F'b = 1567 psi Eff. L Factor= 2.06 i=\ = 1580 psi Ra = .✓(l0d/b2) = 7.773 F bE = 1.2·E'~1n /Ra2 = 11518 psi >. 241 .19 psi .. . OK P .. RIM. E Jo.b: 2K21-110 STRUCTURAL Date: __ _ ENGINEERS shi 6 3 APPLIED LOADS: P = 2025.00 lb M = 152.00 lb-ft f c : 245,45 psi f b = 241 .19 psi E'm1n CALCULATION [§4.3): • Em1n = 580000 psi CM= 1.000 Ct = 1.000 c, = 1.000 E' min = 580000 psi COMBINED STRESSES [§3.9.2): (f cl F'c:)2 = 0.316 f b / [F'b·(1 -fc / F ce)] = 0.278 (f ci Fc)2 +fb/[F'b·(1 •fc/FcE)] = 0.594 Combined Stress Check OK . ; HOR @ MAN DOOR A_ PRIME JOB:2K21-110 A STRUCTURAL DATE: 03/22 .1/a'it,:;~ ENGINEERS SHT: 64 03/24/22 2K21-110 (BU(slp12vl.s0b414BTBEAM ANALYSIS PROGRAM(slp9vls0b41.48T (6 -43) (BU (s0p SPAN LENGTH= 3 .oo ·ft (Simple Span) UNIFORM LOADS wd wl ·0.239 0 .083 REACTJ:ONS (k) LOAD Dead Live Total MAXIMUM FORCES (k/ft & ft) Xl 0.00 LEFT 0 .359 0 .125 0.483 V max = 0.483 k @ Vd max = M max = Md max = DEFLECTIONS LOAD 0.359 k @ 0 .363 kft @ 0 .269 kft @ (EI = kin"2) Defl (in). 3 .00 RJ:GHT 0.359 0.125 0.483 0 .00 ft 0.00 ft 1.50 ft 1 .so· ft X (ft) Total. Live Dead 587/EJ: 152/EI 436/EI 1.50 1.50 midspan Pos . Moment Lu= 1 .33 ft Brace Spacing = 1.33 ft Actual : 5.5" x 3 .5" #2 Douglas Fir-Larch (N) STRESSES (psi) Shear @ 'd' V = 0 .39 k Fv = 95 Fb' = '1388 @ fv fb 0.29 ft = 30 387 32 % 28 % Live LDF = 1.00, DEFLECTIONS (in) Cf = 1 .00, Cfu = 1.11 (E = 1700 ksi) Total= 0 .02 = Live = 0.00 = Dead = 0 .01 L /2047 L /7922 (\ SEISMIC DESIGN CRITERIA CBC 2019 Risk= 2 Importance Factor, I = 1.00 Structure Type = OTHER CT= 0.020 x= 0.750 A -Bearin Wall S stems . • PR. I.ME. Job: 2K21-110 STRUCTURAL oate: _____ _ . ENGINEERS sht: . 6 5 PROJECT#: 2K21-110 T.1604.5 ASCE7 T.1.5-2 ASCE7 T.12.8-2 I ~5 • Light-frame (wood) walls sheathed with wood structural panels rated for shear resistance or ·steel sheets Response Mod. Factor, R = 6.50 System Overstrength Factor, 00 = 3.00 Deflection Amplification Factor, Cd= 4.00 Site Class= lo 1·1 Spectral Response, Ss = 0.990 g Spectral Response, S1 = 0.361 g Site Coefficient, Fa = • 1.104 Site Coefficient, F v = 1.678 Soil Modified, SMs = F 8Ss = 1.093 Soil Modified, SM1 = FvS1 = . 0.606 Design Spectral Response Acceleration Parameters (at 5% Damping): At Short Periods, Sos =½ Sms = 0.729 At 1-second Period, S01 = ½ Sm1 = 0.404 To= 0.2S01/Sos = Ts = So1/Sos = TL·= Fp = 0.40S081 W ~ 0.1W = Seismic Design Category = Structural Limitations" = 0.111 sec 0.554 sec 8.000 sec · 0.291 "W D 65 ft • In.crease in height to 45 ft is permitted for single story storage warehouse facilities. ASCE7 T.12.2-1 ASCE7 T.12.2-1 ASCE7 T.12.2-1 ASCE7 T.20.3-1 Eq.16-37 Eq.16-38 Eq.16-39 Eq.16-40 ASCE7 11.4.5 ASCE7 11.4.5 ASCE7 Fig. 22-12 - ASCE712.11.1 T. 1613.3.5 ASCE7 T.12.2-1 .. '.b$ = ~. i;-, ,-~ :t~i..r ,,_ . I. ' . ' • & ' PRXME J9B:2K21-1'10 , /6rs.:, ; STRUCTURAL DATE: .03122 ~ ENGINEERS SlJT: 66 • ~ c:7', /I?--. ! , ~1~_s . r I Project Description: Cobra Puma Golf 2K21-110 A PRIM.EsoD:. 2K21-110 STRUCTURAL ·oA'li: • ENGINEERS swr: 61 Job No: Redundancy Coefficient -p Per ASCE 7-16 Section· 12.3.4.2 Exception (a) *Each story resisting more than 35 percent of the base shear in the direction under consideration complies with Table 12.3-3 Floor: North/South Shear wall location Height (ft.) Length (ft.) Height-to-Length Ratio line 4 13.50 14.33 0.94 line 3.2 13.50 18.08 0.75 0.00 0.00 _0.00 0.00 0.00 . 0.00 32.42 Wall to Remove Reduction in Story Strength NO N/A NO N/A NO N/A NO N/A NO N/A *The removal of walls with height-to-length ratio greater than 1.0 does not result in more than a 33 percent reduction in overall story strength, Rho = 1.0 By inspection the removal of walls with height-to-length ratio greater than 1.0 would not produce an extreme torsional irregularity ~ I l •. • c iT n . -·: . I ' .,, i . i I ·; ... : . • • ~ " ~ • j •• ~ n .... I . I ! -- I i. I J ... • \ T' i ... 1' i . ,. -i ..... I , -) ....... I • ! \•RO•••-~-~•-.. -.; •-•••i ! l. I ' , •... , •. ··-. I ' ·•-j j I . i . j ·i i I ! J.L in·Y I I ! i ; ! I I : j i ~: PBIME/JOB:. 14 ,~' STRQCTD;RAL'.DATEi~ , ~ ENGINE~Rs 1 sHTj ~ _· . . I ' . . . 6-----i • I i l I l I • ; .. i . .J ' ' ! . ; •• I 1 I i I ..... r . . :· .... /..,_'/Jp.,1#1 I . , , •· .,. I •••• , • : i i ; ,. • I !. i I I I l I I I i I I ; . ·-i -_ .. ! .. . . .J~.f.j i i- . i /: • A_ PRIME JOB:2K2··1-1 10 PCP~{~. i ~ _STRUCTURAL DATE: 03/22 : .1ii1'£~ ENGIN~ERS SHT: 69 VI~-';,~ f)~,,:,,J l~~ ~ ') ! ! I ' . ' l 1 Vt ~,vi/~~~('¥>' t..~/ K /<f'.or 1 x 6 .. 112-'~ 2-.; /c.. I I . 111s,-x.A x ;. ' /1,.,--! ~l'~r·x ~,.;./ l/1/.Yr: : I i •· W-1~· 71 '. 01~-F-,; • I • !.f ! I , ~PF x ;c-! X 1~7 '2 ~ ;c~.11 -:1 i . --; -l • i ! uDo "4 P~ :-/3{,;~x; IF. tPt;_; I I I r; .1,,./4-ic/r-r---'Zo f srx '13, r , i ' : • , l c>:~ r-2..(0.:72-'f )(fti) ~ () ,~\): ' ; ' \ -:;:.. ~?i>; . ?~/r<-r ' . t~. • I ., i ! . 4 PRIME J0B:2K21-110 a sTRUCTVRAL DATE: 03/22 I/a"~~ ENGINEERS SHT: 70 Mar24,2022 11:35AM Checked By: Company Designer Job Number 21<21 -110 WP1 : R1 (In-Plane) CRITERIA Code MATERIALS : AF&PA NDS-05/08:ASD Wall Studs Stud Size :. OF Larch : 2X6 Wall Material : DF Larch Chord Material : DF Larch Panel Schedule : 0.469 (10d) Panel Gro ... Chord Size. : 3X6 Optimize HD : Yes HD Manufacturer: SIMPSON . ENVELOPE DIAGRAMS Min: 1.021 at 13.5 ft k k p V Top Pl & Sill Top Pl Size Sill Pl Size· : OF Larch : 2-2X6 : 3X6 Min: -21.734 at oft k~ft I M Max: 1.6867 ato ft . • Max: -1.61 at 6.75 ft Max: -.0008 at 13.5 ft GEOMETRY Total Height Total Length : 13.5 ft : 14.33ft Region H/W : 0.94 Cap. Adj. (2w/h) : 1.00 Stud Spacing : 16 in DESIGN-SUMMARY · SHEAR PANEL Required Cap Provided Cap Ratio Governing LC CHORDS : .1124 k/ft : .34 k/ft : .3304 : 1 (Seismic) Max Comp Force: 1 ;617 k Comp Capacity : 7 .686 k Comp Ratio : .2104 Gov Comp LC : 2 Max Tens Force : 1.484 k Tens Capacity : 16.445 k Tens Ratio : .0902 Gov Tens LC : 10 ·STUDS Required Cap Provided Cap Ratio Governing LC : .1406k : 4.6118 k : .0305 :7 HOLD-DOWNS Required Cap Provided Cap Ratio Governing LC . : 1.4839 k : 3.6992 k : .4011 : 10 DEFLECTIONS Flexure Comp : .007 in Shear Comp : .0689 in HD Elong : .0297 in Tot Deflection : .1057 in Governing LC : 1 RISA-2D Version 10.1.0 [\ ... \ ... \ ... \dwgs99&2ks\2021\21<21-110 Cobra Puma Golf TI\Risa\Wall #1 .r2d] Page 1 .. Company Designer Job Number 21<21 -110 DESIGN DETAILS SELECTED SHEAR PANEL : Panel Grade : St-I Panel Thick : 0.469 in A.._ PRIME JOB:2K21 -110 £ STRUCTURAL DATE: 03/22 Mar 24, 2022 la'~~ ENGINEERS SHT: 71 11:35AM WP1 : R1 Checked By: S1_15/32_10d@6 Nail Size Reqd Pen Reqd. Spacing : 10d : 1.250 :6 in in Num Sides Over Gyp Brd. Shear Capacity Adjusted Cap : One : No : 0.340 : 0.340 k/ft k/ft NOTE: AF&PA NDS-05/08 defines a 10d nail as being 3.0" X 0.1480" common, or 3.0" x 0.122" galvanized box SELECTE:D HOLD-DOWN : HDU2-SDS2.5..:._DF Raised : No Fastener Size : SDS25212 AB Diameter : 0.625 in Num.Fasteners : 6 CROSS SECTION DETAILING 1 Chord Force= 1.617-k (LC2)(C) HD Force= 1.484-k (LC10) S1.,..15/32_10d@6 Reqd Chord Thk : 3.00 in Reqd Chord Mat : Douglas Fir Base Cap(CD=1): 2.312 k CD factor : 1.6 Adjusted Cap : 3.699 k HD Force= 1.484-k (LC10) RISA-2D Version 10.1.0 (\ ... \ ... \ ... \dwgs99&2ks\2021\2K21-110 Cobra Puma GolfTI\Risa\Wall #1 .r2dJ Page 2 . , A PRIME JOB:2K21-110 N£ STRUCTURAL DATE: 03/22 ~ ENGINEERS SHT: 72 ~~~2~2022 Company Designer Job Number 21<21-110 WP1 : R1 (In-Plane) Checked By: CRITERIA Code MATERIALS : AF&PA NDS-05/08:ASD Wall Studs Stud Size : DF Larch . : 2X6. Wall Material : DF Larch Chord Material , DF Larch Panel Schedule : 0.469 (10d) Panel Gro ... Chord Size : 2X6 Optimize HD : .Yes HD Manufacturer: SIMPSON • Top Pl & Sill Top Pl Size Sill Pl Size :·DF Larch : 2-2X6 ENVELOPE DIAGRAMS Min: 26.262 at 13.5 ft k Max: 27.412·at Oft : 3X6 Min: -15.025 at Oft k-ft V M Max: -1.484 at 6.75 ft Max: -.0006 at 13.5 ft GEOMETRY Total Height Total Length : 13.S ft : 27.2 ft Region H/W : 0.50 Cap. Adj. (2w/h) : 1.00 • Stud Spacing : 16 in DESIGN SUMMARY SHEAR PANEL Required Cap Provided Cap Ratio : .0546 k/ft : .34 k/ft : .1605 Governing LC : 1 (Seismic) CHORDS Max Comp Force: 1.897 k Comp Capacity : 4.612 k Comp Ratio : .4112 Gov Comp LC : 4 Max Tens Force : o k Te·ns Capacity : 9.867 k Tens Ratio : 0 Gov Tens LC : N/A STUDS Required Cap : 1.3054 k • Provided Cap Ratio Governing LC HOLD-DOWNS : 4.6118 k : .283 :7 Hold-Downs are not required . DEFLECTIONS Flexure Comp : .003 in Shear Comp : .0335 in HD Elong :0 in Tot Deflection : .0365 in . Governing LC : 1 RISA-2O Version 10.1.0 [\ ... \ ... \.._\dwgs99&2ks\2021\2K21-110 Cobra Puma Golf TI\Risa\Wall #2.r2d] Page 1 . &_ PRIME JOB:2K21-110 a_ STRUCTURAL DATE: 03122 IZfZlii::,~ ENGINEERS SHT: 13 ~~~ 2 ~ 2022 Company Designer Job Number 21<21-110 WP1 : R1 Checked By: DESIGN DETAILS SELECTED SHEAR PANEL : Panel Grade : St-I Panel Thick : 0.469 in S1_15/32_10d@6 Nail Size Reqd Pen Reqd. Spacing NOTE: AF&PA NDS-05/08 defines a 10d nail as being SELECTED HOLD-DOWN : None required CROSS SECTION OETAl°LING Chord Force= 1.897-k (LC4)(C) : 10d : 1.250 :6 in in ·Num Sides Over Gyp Brd. Shear Capacity Adjusted Cap 3.0" x 0.1480" common, or 3.0" x 0.122" galvanized box 16.0-in : One : No : 0.340 : 0.340 Chord Force= 1.819-k (LC3)(C) S1_15/32_10d@6 k/ft k/ft RISA-2D Version 10.1.0 [\ ... \ ... \ ... \dwgs99&2ks\2021\21<21-110 Cobra Puma Golf TI\Risa\Wall #2.r2d] Page 2 • 1 i i j . N .. -I ,•· I i .; j. .h. i i ·-· .. : ... i- i .. , I i. '.,[ :r~Jci . j I I I. ' i. I : I . ' u ~ l,,-i ! I'? ! . . ' ; .: .. ' .... t. ··, i I. LU I • • , • Z l '3 ~ X :,-; !( i ! ':* ~7,i • i . i V \/ ,., • V . ' i . i ! Wo ~ ~7fir4r f'->L ~ i f-3 / cf /. i i ! I it:.1!'."' , L/1\ f-fl i I I • ! i 2,.J;s-f.- 1, ' , I . l , : i ... ! I ' I ' ' , 12--1111/l<: P'4 .; I I I ' I • I l : .! i i .! ... /\ GRADE BEAM AT PLYWOOD SHEAR WALL ASD DESIGN: SOIL BEARING CHECK UNIFORM LOAD D + L + Lr (1.0 + 0.14S08)0 + L W1 = 0.36 0.39 --·-·~-· W2 = 0.00 0.00 W3 = 0.00 0.00 --·--· W4 = 0.00 0.00 -·-·-- Ws = 0.00 0.00 ·--- W5 = 0.00 0.00 W1 = 0.00 0.00 P e1/1.4 = 1.45 P e2/1.4 = 0.00 Pe3t1.4 = 0.00 P e4/1.4 = 0.00 Pes/1.4 = 0.00 Pe511.4 = 0.00 . LRFD DESIGN: GRADE BEAM UNIFORM LOAD 1.4D + 1.7L (1.2 + 0.2Sos)D + f1L W1 = 0.53 0.46 W2 = 0.00 0.00 ---- W3 = 0.00 0.00 W4 = 0.00 0.00 Ws = 0.00 0.00 Ws = 0.00 0.00 W7 = 0.00 0.00 Pe1 = 2.03 Pe2 = 0.00 Pe3 = 0.00 Pe4 ~ 0.00 Pes = 0.00 Pes = 0.00 A.._ PRIME JOB:2K21-]10 A, STRUCTURAL DATE: 03122 z;;;z1,;;:,~ ENGINEERS SHT: 1s Sos = 0.729 (0.9 -0.14S0s)D 0.22 0.00 0.00 0.00 0.00 0.00 0.00 (0.9 -0.2Sos)D 0.21 0.00 0.00 0.00 0.00 • 0.00 0.00 1'1 North/South GRADE BEAM ANALYSIS PROGRAM Footin g LENGTH 16'.33 ft Fo.oting WIDTH 1 .25 ft Footin g DEPTH 1.00 ft. Cone Weight 0 .15. kcf Surch arge 0.00 ksf Footing + Surc h . .0 . 19 . k l f UNIFORM LOADS (k/ft & 1 2 3 0.360 0 .390 0.390 POINT LOADS (k & ft ). 1 2 ,3 . 0 .. 00 1. 45 -1 .45 0 .00 -1 .45 1. 45 RESULTANTS (k , ft & ksf) CASE 1 2 Pt 8 .22 8.65 X 8 .1 6 5 .93 Q max 0.40 0 .77 Q min 0.40 0.08 MAXIMUM FORCES (k , kft) CASE V max M max M min V max M max M min 1 2 0 .32 1.18 1. 29 1. 93 0 .00 -:0 .12 1 .18 k 1 .93 kft -0.24 kft ft ) 4 0 .220 4 1. 45 -1 .45 3 8 .65 10 .40 0 .7 7 0 .08 3 1.18 1. 93 -0.1 2 ( 4 . 02) 5 0 .220 5 -1.45 1. 45 4 6 .2 1 5.05 0 .66 0 .00 4 1.06 1. 48 -0 .2 4 A._ PRIME JOB:2K21-110 ~ STRUCTURAL DATE: 03122 Jt;;Tis::-,~ ENGINEERS SHT: 16 Xl 1.00 X 1.50 14 .83 5 6 .21 11 .28 0 .66 o·. oo 5 1 . 06. 1. 48 -0.24 < 03/24/22 2K2 1-110 X2 1 5 .33 0~~-.,.s-~r North/South t:~) 0 , ----------- GRADE BEAM ANALYSIS PROGRAM Footing LENGTH 1 6 .33 ft Footing WIDTH 1. 25 ft Footing DEPTH 1.00 ft Cone Weight 0.15 kcf Surcharge = 0 .00 ksf Footing + S u rch . b .19 k lf UNIFORM LOADS (k /ft & ft) 1 2 3 ·4 0.530 0.460 0 .460 0.21 0 POINT LOADS (k & ft) 1 2 3 4 0.00 2.03 -2.03 2.03 · 0 .00 -2 .03 2.03 -2 .03 RESULTANTS (k , ft & ksf) CASE 1 2 3 Pt 10 .66 9 .65 9 .65 X 8 .16 5.36 10;97 Q max 0 .52 0 .96 0.96 Q min 0.52 0.00 0.00 MAXIMUM FORCES. (k , kft) CASE 1 2 3 V max 0 .47' 1. ;i8 1. 58 M max 1 .90 2.44 2.43 M min -0.00 -0 .24 -0 . 24 . V max 1. 64 k M max 3 .17 k ft M min -0 .24 k ft (4.02) 5 0 .2 10 5 -2.03 2.03 4 6 . 0·7 3.71 0 .87 0.00 4 1 .64 . 3 .17 -0.24 A PRIME J0B:2K21-119 A._ STRUCTURAL DATE: 03122 . l//i7£~ ENGINEERS SHT: 77 Xl 1.00 X 1.50 14.83 5 6.07 12.62 0.87 0 .00 5 1. 64 3.16 -0 .24 '03/24/22 2K21-1·10 X2 1 5 .33 , ~ PRIME JOB:2K21-110 Ji11a, . i.::, STRUCTURAL DATE: QJ/ZZ ENGINEERS SHT: 78 North/South 03/24/22 n -----------2K21-1 10 GRAD.E BEAM DESIGN PROGRAM (4 .02) DESIGN DATA f 'c = 3.00 ksi b 15.00 in fy 60.00 ksi h 12.00 in Load Factor = 1.00 d 9.00 in SHEAR DESIGN Vmax = 1. 6 k Ve 14.8 k Vn 1. 9 k Vs 0.0 k Av 0.15 si/ft s max 4 .. 50 in Vs O, stirrups are 012tional 1 # 3 Stirrup @ 4. 5 " 1 # 4 Stirrup @ 4. 5 " FLEXURAL DESIGN Beta 1 0.85 As min 0.45 si As max 2.16 si M+ max 3_2 kft M-min -0 .2 kft (\, Mn+ 3.5 kft Mn-· -0~3 kft As str 0.08 si As str 0.01 si As 0.11 si As 0 .01 . si Bottom Steel · Top Steel Bar Nb.· Space No. Space ,) "2,,-,, *ff' • ~.,-# 4 0.5 0 .0 ,r,f .t, ◄ .. .,. f\. GRADE EIEAM AT PL YWOOO SHEAR WALL E/W ASO DESIGN: SOIL BEARING CHECK UNIFORM LOAD D + L + Lr (1 .0 + 0.14S0s)D + L W1 = 1.52 1.56 W2 = 0.00 0.00 '-•-·-·· W3 = 0.00 0.00 W4 = 0.00 0.00 -· Ws = 0.00 0.00 Ws = 0.00 0.00 W 1 = . 0.00 0.00 P e1/1.4 = 0.75 P e2/1.4 = 0.00 P e3/1.4 = 0.00 Pe411.4 = 0.00 p eS/1.4 = 0.00 P e6/1.4 = 0.00 LRFD DESIGN: GRADE BEAM UNIFORM LOAD 1.4D + 1.7L (1 .2 + 0.2S05)O + f1L W1 = 2.46 1.65 W2 = 0.00 0.00 w 3 = 0.00 0.00 W4 = 0.00 0.00 Ws = 0.00 0.00 . Ws = 0.00 0.00 W 1 = 0.00 · 0.00 Pe1 = 1.05 Pe2 ·= 0.00 Pe3 = 0.00 Pe4 = 0.00 Pes ·= 0.00 Pee= 0.00 • A_ PRIME J0B:2K21-110 "~ STRUCTURAL DATE: 03/22 ~ ENGINEERS SHT: 19 Sos = 0.729 (0.9 -0.14S0s)D 0.31 0.00 0.00 0.00 0.00 0.00 0.00 (0.9 -0.2Sos)D . 0.29 0.00 . 0.00 0.00 0.00 0.00 0.00 East/West (\ --------- GRADE BEAM ANALYSIS PROGRAM Footing LENGTH 27 .. 1 7 ft Footing WIDTH = 1. 25 ft Footing DEPTH 1.00 ft Cone Weight 0 .1 5 kcf Surcharge 0 .00 ksf Footing + Surch. 0 .19 klf UNIFORM LOADS (k/ft & ft) 1 2 3 4 1.520 1.560 1.560 0 .310 POINT LOADS (k & ft ) 1 2 3 4 0.00 0 . 7 5 . .-0. 75 0.75 0 .00 -0 . 7 ,5 0.75 -0.75 RESULTANTS (k, ft & ksf) CASE 1 2 3 Pt 46.39 47.48 47. 4·8 r"'\ X 13.59 13.16 14.01 J Q max 1. 37 1. 53 1.53 Q mi n 1.37 1.27 1. 27 MAXIMUM FORCES (k, kft) CASE 1 2 3 V max 0.00 0.75 0 .75 M max 0.00 1. 96 1. 96 M min -0.00 :...1 .96 -1 .96 V max 0.75 k M max 1. 96 kft M min -1 .96 kft (4.02) 5 0.310 5 -0.75 0 .75 4 13.52 12.08 0.53 0.27 4 · 0 .75 1. 96 -1 . 9,6 A-. PRIME JOB:2K21-110 A.. STRUCTURAL DATE: 03/22 Ell~~ ENGINEERS SHT: 80 Xl 0 .00 X 0 .00 27 .17 5 13.52 15.09 0.53 0.27 5 0.75 1. 96 -1.96 03/24/22 2K21-110 X2 27 .1.7 < ~~ ~ (.~~ •"' East/West (LRFD) GRADE BEAM ANALYSIS PROGRAM Footing LENGTH .·= 27;1 7 ft Footin g WIDTH 1. 25 ft F9 oting DEPTH 1.00 ft Cone Weight 0.15 kcf Surcharge 0 .00 k sf Footing + Surch. -0 .19 klf UNIFORM LOADS (k/ft & ft) 1 2 3 4 - 2 .460 1.650 1. 650 • 0. 2.90 POINT LOADS (~ & ft). 1 2 3 4 0.00 1.05 -1.05 1.05 0 .00 -1.05 1.05 -1 .05 RESULTANTS (k, ft-& ksf) CASE 1 2 3 Pt 71. 93 • 49.92 49 .92 -~ X 1 3.58 13.01 14.16 Q max 2 l,2 L66 :i;.66 Q min 2.12 1.213 I. 28 MAXIMUM FORCES (k, kft) CASE 1 2 3 v max· 0. 00-1.05 1.05 M max 0 .00 2 .75 2 .75 M'min .0. 00 -2.75 -2 .75 V max 1.05 k M max 2.75 kft M min -2.75 kft (4.02 ) 5 .0.290 5 -1.05 1.05 4 12 .97 11._39 e. 5"7 0.20 4 1.05 2 .75 ~2 .75 A._ PRIME JOB:2K21-110 Ir£ STRUCTURAL DATE: 03122 ~-ENGINEERS SHT: a1 Xl 0.00 X 0.00 27.17 5 12.97 15.78 0-.57 0.20 5 1 .. 05 2 .75 -2 .75 03/24/22 2K2 1 -11 0 X2 27.17 ,-J,/1>--. L,Pt>X).5 v~o ~.,,v 1-10-r ~rJC -~ 8~# ,. ... ~ PRIME JOB:2K21-110 ~ £ STRUCTURAL DATE: QJ/22 ENGINEERS SHT: 82 East/West (LRFD) 03/24/2 2 ----------------2K21-110 GRADE BEAM DESIGN PROGRAM ( 4. 02) DES I GN DATA f 'c = 3 .00 ksi b 15.00 in fy 60.00 ksi h 12.00 in Load Factor = 1.00 . d 9.00 in SHEAR DESIGN Vmax 1.1 k Ve 14.8 k Vn 1.2 k Vs = o.o k Av 0.15 si/ft s max 4.50 in Vs o, stirrups are o:etional 1 # 3 Stirrup @ 4 . 5 " 1 # 4 Stirrup @ 4 . 5" FLEXURAL DESIGN Beta 1 0 .85 As min 0 .. 45 si As max 2 .16 si M+ max 2 .7 kft M-min -2.7 kft f\. Mn+ 3 .1 kft Mn--3.1 kft As str 0. 07· si As str 0 .07 si As 0.09 si As 0 . 09 • si Bottom ·Steel Top Steel J i --~~. ~k ~, Bar No .. Space No. Space # 4 0.5 0 .5 • Geotechnlcal • Geologic • Coastal • Environmental 5741 Palmer Way • Carlsbad, California 9201 0 • (760) 438-3155 • FAX (760) 931-0915 • www.geosoilsinc.com June 13, 2022 W.O. 8378-A-SC The Blackmore Company 1811 Aston Avenue, Suite 102 Carlsbad, California 92008 F?1=c1=1111=0 JUL Ms. Colleen M. Reilly Ctry 1 5 2022 Attention: Subject: 8 Or-c Geotechnical Update, Additional Construction at 1818 Aston l.J/.~enCJ.~ 2j Carlsbad, San Diego County, California Dear Ms. Reilly: In accordance with your request, GeoSoils, Inc. (GSI) has reviewed existing documentation and site conditions for the purpose of preparing a geotechnical update with respect to mezzanine improvements within the existing structure at the subject site. The scope of our work included a site reconnaissance of soil conditions in the vicinity of the planned improvement, a review of existing geotechnical documents (see Appendix A-References), engineering/geologic analysis, and preparation of this report. Unless specifically superceded herein, the conclusions and recommendations presented in GSI (1994) (see Appendix 8) remain valid and applicable. PROPOSED ADDITIONAL CONSTRUCTION AND SITE CONDITIONS It is our understanding that proposed additional construction will consist of expanding the existing mezzanine within the existing concrete tilt-up style structure. The site generally consists of a relatively flat-lying commercial building pad with an approximately 57,000 square feet, concrete tilt-up style structure, associated parking, landscaping, etc. PREVIOUS WORK The subject site, also known as Lot 71 of Carlsbad Tract 85-24, Unit 4, was initially graded in 1988, with observation and testing services provided by San Diego Geotechnical Consultants, Incorporated, and summarized in their report dated April 1, 1988 (SDGCI, 1988). A preliminary geotechnical report prepared for the construction of the existing building onsite was prepared by this office in June, 1994 (GSI, 1994) for the existing structure. That report provided earthwork and foundation design and construction recommendations in consideration of information presented in SDGCI (1988) and our own engineering analysis completed in preparation of GSI (1994). Observation and testing > 1--0 services during grading for the existing building pad and construction of the existing building were provided by GSI during October, 1994 through May, 1995. SOIL CONDITIONS As described in GSI (1994), fill soils underlying the site generally consist of dark olive gray, dark gray, and olive gray clay and clay with sand that are compacted to a minimum relative compaction of at least 90 percent per ASTM D-1557. In preparation of GSI (1994) fill soils were evaluated as medium expansive (Expansion Index [El] greater than 50 and less than 91 ). Additional expansion index testing during construction indicated near surface soils with expansion indices ranging from low to highly expansive (Expansion index range of El=43 to El=96) GEOTECHNICAL UPDATE Unless specifically superceded in the text of this update report, the conclusions and recommendations presented in GSI (1994) are considered valid and applicable with respect to proposed mezzanine improvements to the existing commercial structure. A copy of GSI (1994) is included herein as Appendix B. Seismic Design General In the event of an upper bound (maximum probable) or credible earthquake occurring on any of the nearby major faults, strong ground shaking would occur in the subject site's general area. Potential damage to any structure(s) would likely be greatest from the vibrations and impelling force caused by the inertia of a structure's mass than from those induced by the hazards listed above. This potential would be no greater than that for other existing structures and improvements in the immediate vicinity. Seismic Shaking Parameters The following table summarizes the reevaluated site-specific design criteria obtained from the 2019 CBC, Chapter 16 Structural Design, Section 1613, Earthquake Loads. The computer program Seismic Design Maps, provided by the California Office of Statewide Health Planning and Development (OSHPD, 2021) has now been utilized to aid in design (https://seismicmaps.org). The short spectral response uses a period of 0.2 seconds. The Blackmore Company 1818 Aston Avenue, Carlsbad File:e:\wp21 \8300\8378a.gua GeoSoils, Inc. W.O. 8378-A-SC June 13, 2022 Page2 ,. 2019 CBC SEISMIC DESIGN PARAMETERS PARAMETER VALUE 2019 CBC or REFERENCE Risk Category I, II, Ill Table 1604.5 Site Class D Section 1613.2.2/Chap. 20 ASCE 7-16 {p. 203-204) Spectral Response -(0.2 sec), S, 0.99g Section 1613.2.1 Figure 1613.2.1 Spectral Response -(1 sec), S1 0.361 g Section 1613.2.1 Figure 1613.2.1 Site Coefficient, F. 1.104 Table 1613.2.3 Site Coefficient, F. 1.94* Table 1613.2.3 Maximum Considered Earthquake Spectral 1.093 Section 1613.2.3 Response Acceleration (0.2 sec), S115 (Eqn 16-36) Maximum Considered Earthquake Spectral 0.70* Section 1613.2.3 Response Acceleration (1 sec), S111 (Eqn 16-37) 5% Damped Design Spectral Response 0.729 Section 1613.2.4 Acceleration (0.2 sec), Sos (Eqn 16-38) 5% Damped Design Spectral Response 0.47* Section 1613.2.4 Acceleration (1 sec), So1 (Eqn 16-39) PG~ -Probabilistic Vertical Ground Acceleration may be assumed as about 50% of 0.505 g ASCE 7-16 (Eqn 11 .8.1) these values. Seismic Design Category D Section 1613.2.5/ASCE 7-16 (p. 85: Table 11.6-1 or 11.6-2) • Fv = Per Table 11.4-2 of Supplement 1 of ASCE 7-16, this value of Fv may only be used to calculate Ts [that note Is not Included In Table 1613A.2.3(2)]; note that Sd1 and Sm1 are functions of Fv. In addition, per Exceptlon 2 of 11.4.8 of ASCE 7-16, special equations for Cs are required. This Is In lieu of a site specific ground motion hazard analysis per ASCE 7-16 Chapter 21 .2. •• Site Class D, and all of the resulting parameters In this table may only be used for structures without seismic Isolation or seismic damping suetems. GENERAL SEISMIC PARAMETERS PARAMETER VALUE Distance to Seismic Source (Rose Canyon fault)11> ±6.4 mi (10.3 km) Upper Bound Earthquake (Rose Canyon fault ) Mw = 7.212l I ''1 • From Blake (2000) 121 • Cao, et al. (2003) I Based on the 2019 CBC Table 1613.2.3(2) footnote c., Fv should be determined in accordance with Section 11 .4.8 of ASCE 7-16, since the mapped spectral response acceleration at 1 second is greater than 0.2g for Site Class D; in accordance with Section 11.4.8 of ASCE 7-16, a site specific seismic analysis is required. However, the The Blackmore Company 1818 Aston Avenue, Carlsbad File:e:\wp21 \8300\8378a.gua GeoSoils, Inc. W.O. 8378-A-SC June 13, 2022 Page3 values provided in the table above may be used if design is performed in accordance with Exception (2) in Section 11.4.8 of ASCE 7-16, with special requirements for the seismic response coefficient Cs) and Fv is only used for calculation of Ts. This exception does not apply (and the values in the table above would not be applicable) for proposed structures with seismic isolation or seismic damping systems. The project structural engineer should review the seismic parameters. A site specific seismic ground motion analysis can be performed upon request. Conformance to the criteria above for seismic design does not constitute any kind of guarantee or assurance that significant structural damage, ground failure, or surface manifestations will not occur in the event of a large earthquake in this region. The primary goal of seismic design is to protect life, not to eliminate all damage, since such design may be economically prohibitive. Cumulative effects of seismic events are not addressed in the 2019 CBC (CBSC, 2019) and regular maintenance and repair following locally significant seismic events (i.e., Mw 5.5) will likely be necessary. DEVELOPMENT CRITERIA Grading All grading should conform to the guidelines presented in the 2019 CBC (CBSC, 2019a), and the County. When code references are not equivalent, the more stringent code should be followed. During earthwork construction, all site preparation and the general grading procedures of the contractor (if grading is to occur) should be observed and the fill selectively tested by a representative(s) of GSI. If unusual or unexpected conditions are exposed in the field, they should be reviewed by this office and if warranted, modified and/or additional recommendations will be offered. All applicable requirements of local and national construction and general industry safety orders, the Occupational Safety and Health Act, and the Construction Safety Act should be met. GSI does not consult in the area of safety engineering. The contractor is responsible for the safety of construction workers onsite. Foundations New isolated, interior spread footings are anticipated for the support of the mezzanine structure and may be designed per recommendations presented in GSI (1994) or as superceded in this update. Upon completion of spread footing excavation it is recommended that all excavation bottoms receive compactive effort so that the exposed footing bottom subgrade is compacted to at least 90 percent relative compaction per ASTM D-1557. This work should be completed prior to placement of reinforcing steel or concrete. The Blackmore Company 1818 Aston Avenue, Carlsbad Flle:e:\wp21 \8300\8378a.gua GeoSoils, Inc. W.O. 8378-A-SC June 13, 2022 Page4 TIie Flooring Tile flooring can crack, reflecting cracks in the concrete slab below the tile, although small cracks in a conventional slab may not be significant. Therefore, the designer should consider additional steel reinforcement for concrete slabs-on-grade where tile will be placed. The tile installer should consider installation methods that reduce possible cracking of the tile such as slipsheets. Slipsheets or a vinyl crack isolation membrane (approved by the Tile Council of America/Ceramic Tile Institute) are recommended between tile and concrete slabs on grade. Site Improvements If any additional improvements are planned for the site, recommendations concerning the geological or geotechnical aspects of design and construction of said improvements are recommended to be provided at that time. This office should be notified in advance of any fill placement, grading of the site, or trench backfilling after rough grading has been completed. This includes any grading, utility trench, and retaining wall backfills. OTHER DESIGN PROFESSIONALS/CONSULTANTS Other design professionals (i.e., civil, structural, architect, etc.), should review the recommendations provided herein, incorporate those recommendations into all their respective plans, and by explicit reference, make this report part of their project plans. The structural engineer/designer should consider all applicable codes and authoritative sources where needed. The Blackmore Company 1818 Aston Avenue, Carlsbad File:e:\wp21 \8300\8378a.gua GeoSoils, Inc. W.O. 8378-A-SC June 13, 2022 Page5 LIMITATIONS The materials encountered on the project site and used for our analysis are believed representative of the area; however, soil and bedrock materials vary in character between excavations and natural outcrops or conditions exposed during mass grading. Site conditions may vary due to seasonal changes or other factors. Inasmuch as our study is based upon our review, engineering analyses, and laboratory data, the conclusions and recommendations presented herein are professional opinions. These opinions have been derived in accordance with current standards of practice, and no warranty is express or implied. Standards of practice are subject to change with time. This report has been prepared for the purpose of providing soil design parameters derived from testing of a soil sample received at our laboratory, and does not represent an evaluation of the overall stability, suitability, or performance of the property for the proposed development. GSI assumes no responsibility or liability for work or testing performed by others, or their inaction; or work performed when GSI is not requested to be onsite, to evaluate if our recommendations have been properly implemented. Use of this report constitutes an agreement and consent by the user to all the limitations outlined above, notwithstanding any other agreements that may be in place. In addition, this report may be subject to review by the controlling authorities. Thus, this report brings to completion our scope of services for this portion of the project. The Blackmore Company 1818 Aston Avenue, Carlsbad Flle:e:\wp21\8300\8378a.gua GeoSoils, Inc. W.O. 8378-A-SC June 13, 2022 Pages The opportunity to be of service is greatly appreciated. If you have any questions concerning this report, or if we may be of further assistance, please do not hesitate to contact any of the undersigned. Respectfully submitted, GeoSolls, Inc. ~~ Robert G. Crisman Engineering Geologist, RGC/SJC/JPF/sh Attachment: Appendix A -References Appendix B -GSI (1994) Distribution: Addressee (PDF via email) -fi-.<+ L, .....---r-.....-?,---...,. ~ . Coover Geotechnical Engineer, The Blackmore Company 1818 Aston Avenue, Carlsbad File:e:\wp21 \8300\8378a.gua GeoSoib, Inc. W.O. 8378-A-SC June 13, 2022 Page7 APPENDIX A REFERENCES GeoSoill, Inc. APPENDIX A REFERENCES American Concrete Institute, 2014a, Building code requirements for structural concrete (ACI 318-14), and commentary (ACI 318R-14): reported by ACI Committee 318, dated September. American Society of Civil Engineers, 2018a, Supplement 1 to Minimum Design Loads and Associated Criteria for Buildings and Other Structures (ASCE/SEI 7-16), first printing, dated December 13. __ , 2018b, Errata for Minimum Design Loads and Associated Criteria for Buildings and Other Structures (ASCE/SEI 7-16), by ASCE, dated July 9. __ , 2017, Minimum design loads and associated criteria and other structures, ASCE Standard ASCE/SEI 7-16, published online June 19. Blake, Thomas F., 2000, EQFAULT, A computer program for the estimation of peak horizontal acceleration from 3-D fault sources; Windows 95/98 version. Building News, 1995, CAL-OSHA, State of California, Construction Safety Orders, Title 8, Chapter 4, Subchapter 4, amended October 1. California Building Standards Commission, 2019a, California Building Code, California Code of Regulations, Title 24, Part 2, Volume 2 of 2, based on the 2018 International Building Code, effective January 1 , 2020. __ , 2019b, California Building Code, California Code of Regulations, Title 24, Part 2, Volume 1 of 2, Based on the 2018 International Building Code, effective January 1, 2020. California Office of Statewide Health Planning and Development (OSHPD), 2021 , Seismic design maps, https://seismicmaps.org/. Cao, T., Bryant, W.A., Rowshandel, B., Branum, D., and willis, C.J., 2003, The revised 2002 California probalistic seismic hazard maps, dated June, http://www.conversation.ca.gov/cgs/rghm/psha/fault_parameters/pdf/documents /2002 _ca_ hazardmaps.pdf GeoSoils, Inc., 1995, Laboratory test data during building construction, W.O. 1767-SD, dated Oct. 1994 through May 1995. __ , 1994, Preliminary geotechnical study, Lot 71 , Carlsbad Tract 85-24, Unit 4, Carlsbad Research Center, Carlsbad, California, W.O. 1699-SD, dated June 9. GeoSoils,lnc. San Diego Geotechnical Consultants, Inc., 1988, As-graded geotechnical report, Carlsbad Research Center Phases Ill, IV, and V (Lots 71 through 91, 108 and 109 (sic)) Carlsbad, California, J.N. 05-2863-006-00-10, dated April 1. Sowers and Sowers, 1979, Unified soil classification system (After U. S. Waterways Experiment Station and ASTM 02487-667) in Introductory soil mechanics, New York. State of California, 2022, Civil Code, Sections 895 et seq. The Blackmore Company File:e:\wp21 \8300\8378a.gua GeoSoils, Inc. Appendix A Page2 APPENDIX B GSI (1994) GeoSolls, Inc. PRELIMINARY GEOTECHNICAL STUDY LOT 71 , CARLSBAD TRACT 85-24, UNIT 4 CARLSBAD RESEARCH CENTER CARLSBAD, CALIFORNIA FOR BLACKMORE PARKVIEW ASSOCIATES C/O BILBRO & GRIFFIN 750 B STREET, SUITE 1930 SAN DIEGO, CALIFORNIA 92101 JUNE 9, 1994 W.O. 1699-SD GeoSoils, Inc. TABLE OF CONTENTS SITE DESCRIPTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 PROPOSED DEVELOPMENT . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 FIELD EXPLORATION....................................................... 2 LABORATORY TESTING ..................................................... 2 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 Field Moisture and Density ................................ , . . . . . . . . . . . . . . 2 Laboratory Standard -Maximum Dry Density . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 Expansion Index Test . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 Shear Test . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 "R" Value Test . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 EARTH MATERIALS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 Artificial Fill . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 Paleosoil . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 Metavolcanic Bedrock . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 Point Loma Formation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 GROUNDWATER . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 FAULTING AND REGIONAL SEISMICITY . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 Other Hazards Considered . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 FINDINGS ............................................................... 7 EXISTING FILLS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 Existing Slopes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 RECOMMENDATIONS-EARTHWORK CONSTRUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 Removals . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 Fill Placement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . a Earthwork Balance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 Subdrain Systems . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 Lot Overexcavation and Capping . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 Slope Stability . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 Fill Slopes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 Cut Slopes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 o Erosion Control . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 RECOMMENDATIONS -POST EARTHWORK CONSTRUCTION . . . . . . . . . . . . . . . . . . . . . . 10 Floor Slab Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11 Foundation Settlement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11 GeoSoils, Inc. Table of Cont ents (continued) Retaining Walls . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 General ................ , . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 Restrained Walls . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 Cantilevered Walls . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 Wall Backfill and Drainage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 POST GRADING CRITERIA . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 Graded Slope Maintenance and Planting . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 Additional Site Improvements . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 Additional Grading . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 Footing Trench Excavation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 Trenching . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 Drainage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 Landscape Maintenance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14 Utility Trench Backfill . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14 PLAN REVIEW . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14 LIMITATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15 GeoSoib, Inc. Geotechnical • Geologic • Environmental 5741 PalmerWay • Carlsbad,California92008 • (619)438-3165 • FAX(619)931-0915 June 9, 1994 W.O. 1699-SO BLACKMORE PARKVIEW ASSOCIATES c/o Bilbro & Griffin 750 8 Street, Suite 1930 San Diego, California 92101 Attention: Subject: Gentlemen: Mr. Rob Bilbro Preliminary Geotechnical Study Lot 71, Carlsbad Tract 85-24, Unit 4 Carlsbad Research Center Carlsbad, California In accordance with your request, GeoSoils, Inc. has performed a preliminary geotechnical study concerning proposed development at the subject site. The purpose of our study was to evaluate the nature of earth materials underlying the site and to provide recommendations for site preparation, earthwork construction and foundation design/construction based on our findings. Selective testing of existing artificial fills/earth materials on the previously sheet-graded property was included in our evaluation. SITE DESCRIPTION Lot 71 of the Carlsbad Research Center development is pentagonal in shape, and comprises approximately 3.5± acres. The site is located northwest of the intersection of College Boulevard and Aston Avenue, in the City of Carlsbad, California (Figure 1). Carlsbad Research Center Lot 72, currently also sheet graded and undeveloped, is located northwest of the subject property. To the west of the site is a manufacturing facility, and on the adjacent property to the northwest is a recreational/park area (pond and landscaped areas). Lot 71 has previously been mass graded. According to a geotechnical report reviewed (Reference 1), fills of up to 25± feet in depth exist on the site. Fill slopes, all approximately 2:1 in gradient (horizontal to vertical) and up to 12± and 22± feet in height, descend to adjacent properties to the northeast and northwest of the subject property, respectively. A temporary desilting basin/sump drain is located toward the western most corner of the site. Site surface drainage is generally directed to this basin primarily by means of sheet flow action. At the time I ·--------..... _ _.,, 21 \ ' I I APPROXIMATE SCALE = l ":2,400' FROM THOMAS BROTHERS GUIDE FORMRQ t ,, PALO,. ,,,,,.----, .... _ !E ! C RLSBi -•·--,---·- SITE LOCATION MAP DATE MAY, 1 994 W.0. NO. 1699-SD l I I I I \ I ,,,.,,..,,.,,,.' 1_ ,, I --1,il f:>; ' I , ___ _ Geotecbnical Engineering • Engineering Geology T.JT ,..rmT.9, BLACKMORE PARKVIEW ASSOCIATES W.O. 1699-SD JUNE 9, 1994 PAGE 2 of our study, most of the interior areas of the site appear to have been recently disced. Perimeter areas adjacent to College Boulevard and Aston Avenue are landscaped. PROPOSED DEVELOPMENT It is our understanding that proposed site development will consist of preparing the property for the construction of a 60,000± square foot, concrete tilt-up industrial building with a mezzanine. Access driveways, parking and landscaped areas are also anticipated. It is assumed that site grading will utilize typical cut and fill grading techniques, with anticipated cuts and fills on the order of 5 feet in height. It is also our assumption that any fill and/or cut slopes are to be constructed at gradients of 2: 1 (horizontal to vertical) or flatter. Data collected during our field evaluation is presented on the enclosed Geotechnical Map, Plate 1. The base for this plate is a 1 "=30' topographic map provided by O'Malley and Associates. FIELD EXPLORATION Subsurface site conditions were explored by excavating 6 large diameter (2± feet) borings with a bucket auger drill rig. Field exploration was performed on May 23 , 1994. Field explorations were performed by a GeoSoils, Inc. staff geologist, who logged the borings and obtained representative samples of the earth materials for laboratory testing. Borings ranged from 4 to 26± feet in depth. Logs of the excavations are included in Appendix I. The approximate locations of the borings are shown on the enclosed Geotechnical Map (Plate 1). LABORATORY TESTING General Laboratory tests were performed on representative samples of the onsite earth materials in order to evaluate their physical characteristics and engineering properties. The test procedures used and subsequent results are presented below. Field Moisture and Density Field moisture content and dry unit weight were determined for relatively "undisturbed" samples of earth materials obtained. The dry unit weight was determined in pounds per cubic foot (pct) and the field moisture content was determined as a percentage of the dry weight. Water contents were measured in general accordance with ASTM D-2216. Results of this testing are summarized in the following table: GeoSoils, Inc. BLACKMORE PAAKVIEW ASSOCIATES W.O. 1699-SD JUNE 9, 1994 PAGE 3 !:tfA,~lftrJ!rf~J· ;VjJ!t!!ft,oescailifillE\ · 'jllll.;il}~I?■:~t ; ';, ... ·,.····•· : •· .•·: ·. ,J:l. /:\.\?,-: ... , v•. ,...:-:•, ~, .,_._ .• ,.,.·:;::w•· .,.❖. ,•,.·!• . ..-,,,.,, · .J.<,, .. 6❖,· ··'·S • •· ....... ~c.... • 8-1 @3' Dark olive gray CLAY w/sand 102.1 21 .6 8-1 @5' Dark olive gray CLAY w/sand 101.3 24.1 8-1 @8' Dark olive gray CLAY w/sand 105.9 21 .6 B-1 @ 10' Dark olive gray CLAY w/sand 103.5 21.9 8-1 @ 15' Dark olive gray CLAY w/sand 106.7 22.6 B-2@ 2' Dark olive gray CLAY w/sand 107.0 20.5 B-2@ 5' Dark olive gray CLAY w/sand 104.0 22.9 8-2@ 8' Dark olive gray CLAY w/sand 101 .6 23.1 B-2 @ 10' Olive gray sandy CLAY 112.4 18.0 8-2 @ 15' White silty SAND 113.9 13.4 8-3@ 2' Dark olive gray CLAY w/sand 107.2 18. 1 8-3@ 5' Light olive gray sandy CLAY 116.8 14.6 8-3@ 7' Light olive brown sandy CLAY 114.2 13.8 B-3@ 10' Orange brown CLAY w/sand 109.3 18.9 8-3@ 15' Orange brown CLAY 107.7 15.9 8-3@ 20' Brown yellow CLAY 108.6 18.3 8-3@ 25' Dark gray CLAY 113.7 15.9 B-4@ 2' Olive gray CLAY 101.9 20.5 8-4@ 5' Green gray CLAY w/sand 116.4 13.5 8-4@ 8' Brown gray CLAY w/sand 112.2 17.0 8-4@ 10' Olive brown CLAY w/sand 113.6 15.4 8-4@ 15' Light olive CLAY 121 .2 13.3 B-5 @2' Brown CLAY w/sand 109.8 20.5 B-5@ 5' Gray silty SAND 116.6 13.3 B-5 @ 7' Brown sandy CLAY 112.5 17.4 B-5@ 10' Green gray Clayey SAND 112.7 14.6 8-6@ 2' Yellow silty SAND 128.2 8.7 GeoSoils, Jne. BLACKMORE PARKVIEW ASSOCIATES W.O. 1699-SD Laboratory Standard -Maximum Dry Density JUNE 9, 1994 PAGE 4 To determine the compaction character of representative samples of onsite soil, laboratory testing was performed in accordance with ASTM Test Method D-1557-91. Results of this testing are summarized in the following table: 8-1 @ 8' Olive gray CLAY w/sand 108.0 20.0 8-3 @ 15' Light brown CLAY w/sand 110.0 19.0 8-4 @ 1' Olive gray sandy CLAY 113.5 16.0 Expansion Index Test An expansion test was performed on a representative sample of site soil. The sample was tested in general conformance with test number 29-2 of the Uniform Building Code. An expansion index number was recorded for the material obtained from boring 8-1 at a depth of 0-2 feet. An expansion index number of 67 was recorded for this soil. This test result is classified as medium in expansion potential. Shear Test A shear test was performed on a remolded soil sample in a strain control-type direct shear machine. The sample was prepared at optimum moisture content and 90 percent of maximum dry density. Testing was performed in general accordance with ASTM Test Method 0-3080-90. Results of this testing is plotted on the enclosed Shear Test Diagram, Plate SH-1 (see Appendix II). "R" Value Test A representative sample of near surface soil was collected from boring 8-1 for 'R' Value testing. Results of this testing is included in Appendix II, at the back of this report. Based on this result, pavement design section(s) can be provided once traffic index numbers are provided, assuming that site conditions do not change significantly subsequent to site fine grading. Based upon the abundance of fine grained soils on the site and the low 'R' Value determined for the sample tested, lime treatment of pavement design areas may increase the service life of site pavement areas. Typically, this would consist of mixing 3-5 percent lime into surficial site subgrade soils, prior to compacting to 95% relative compaction. More precise recommendations for lime treatment of pavement subgrade soils could be provided in a final compaction report, which will be prepared subsequent to rough grading of the site. GeoSoib, Inc. BLACKMORE PARKVIEW ASSOCIATES W.O. 1699-SD EARTH MATERIALS JUNE 9, 1994 PAGE 5 Earth materi als encountered onsite consist of artificial fill, Tertiary sediments, metavolcanic bedrock, and Cretaceous age sediments of the Point Loma Formation. Artificial Fill (map symbol af) Existing fill was encountered across most of the site. Fill encountered generally consisted of medium brown clay with sand and gravel to cobble size rock. The fill was generally medium dense to dense, and moist below the top 1.5± feet (see Appendix I). Paleosoil Olive green and brown mottled clay with sand was encountered in borings 8-3, B-4 and B-5. This material appears to be what Wilson (1972) has identified as Paleocene (?) Paleosoil. This material is believed to represent highly weathered underlying volcanic and sedimentary bedrock (Point Loma Formation) materials. Paleosoil material encountered was generally very firm and moist. Metavolcanic Bedrock (map symbol Jsp) Jurassic age volcanic bedrock is identified on published geologic maps reviewed of the subject site area (Reference 3). Additionally, according to Reference 1 this volcanic material was exposed at grade subsequent to the rough grading of Lot 71 . For the subject investigation, volcanic material was observed near the surface toward the western portion of the site, and encountered in boring 8-6 at a depth of 1 ± foot. Where exposed, the volcanic rock has weathered to a yellow brown mottled silty sand with rock fragments. The volcanics were very dense at shallow depth when encountered in our borings (see Appendix I, borings B-1 and 8-6). Since the site appears to have been recently disced, exposed (i.e., mapped) volcanics are only approximated on Plate I. More accurate mapping of this unit should be performed during fine grading of the site. Point Loma Formation Sedimentary bedrock, identified by others (Reference 3) as belonging to the Cretaceous age Point Loma Formation, was encountered in a boring excavated toward the eastern portion of the site (see Appendix I, boring B-2). Where encountered, this material consisted of a light olive gray sandstone with silt, was medium dense and moist. GROUNDWATER Groundwater was not encountered in any of our excavations and is not anticipated to adversely affect site development. The observations made reflect site conditions at the time of this geotechnical study and do not preclude changes in local groundwater conditions in the future. The need for subdrainage should be further evaluated when project grading plans are finalized, and during project earthwork. GeoSoils, lne. BLACKMORE PARKVIEW ASSOCIATES W.O. 1699-SD FAULTING AND REGIONAL SEISMICITY JUNE 9, 1994 PAGE 6 No known active or potentially active faults are shown on published maps in the vicinity of the site (Jennings, 1992}. No evidence of faulting was observed in any of the exploratory borings excavated. There are a number of faults in the Southern California area which are considered active and would have an affect on the site in the form of ground shaking, should they be the source of an earthquake. These include but are not necessarily limited to the San Andreas Fault, the San Jacinto Fault, the Elsinore Fault, and the Rose Canyon Fault Zone. It should be noted, that there is no published or unpublished consensus on the relative seismic activity of the Rose Canyon Fault Zone. Studies at one location in Rose Canyon have indicated Holocene activity along one strand of this fault zone (Lindvall, et. al., 1989). As a result of these studies, the state of California has classified portions of the fault in the City of San Diego as active. The possibility of ground acceleration, or seismic shaking, at the site may be considered as approximately similar to the Southern California region as a whole. The relationship of the site's location to major mapped faults within Southern California is indicated on the Fault Map of Southern California (Figure 2). The peak horizontal ground accelerations were determined based on the attenuation relation developed by Sadigh (1989). The largest probable and credible peak horizontal ground accelerations anticipated at the site would be 0.268g and 0.425g, respectively, produced by a magnitude 6.25 earthquake on the Rose Canyon Fault, 6± miles west of the site (see Appendix Ill). The acceleration-attenuation relations of Sadigh (1989) have been incorporated into EQFAULT (Blake, 1989). EQFAULT is a computer program which produces deterministic values of horizontal accelerations from digitized California faults. The results of this computer file search and computations are enclosed in Appendix Ill. Other Hazards Considered The following list includes other potential seismic related hazards that have been evaluated with respect to the site. In our opinion, the potential for these hazards to affect the site is considered negligible. • Surface fault rupture • Ground lurching or shallow ground rupture • Liquefaction • Dynamic Settlement • Tsunami GeoSoils, Inc. .J( l 0 ~o 0 $0 c::, 100 L Sonta ~ Ca1aino ~ Is. .,,. 100,... dO •M Modified after Friedman and Others, 1976 +---,----..-)7• • oHy ,,,.. . ("'~ ... ,1: ,.. OC1' FAULT MAP OF SOUTHERN CALIFORNIA DATE MAY, J 9 9 4 W. 0. N Q,__.J...1.6,1..;9,1..;9"""-... s,Mn ...... ____ _ FO RM 89/22 Geotechnical • Geologic • Environmental FIGURE FIGURE 2 BLACKMORE PARKVIEW ASSOCIATES W.O. 1699-SO JUNE 9, 1994 PAGE 7 FINDINGS Based on our field exploration, laboratory testing, engineering and geological analyses, it is our opinion that the project site is suited for the proposed development from a geotechnical engineering and geologic viewpoint. The recommendations presented herein should be Incorporated into the final design, grading and construction phases of site development. The engineering and geologic analyses performed and the recommendations presented, have been completed using the information provided. In the event that the information concerning the proposed development is not correct, or any changes in site design as currently understood are made, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed, and the recommendations presented herein are modified or approved in writing by this office. The primary geologic and geotechnical conditions which affect proposed site development are summarized below: • • • • • • Potential cut/fill transition(s) . In-place densities of the existing fills and their ability to support additional loading without undergoing significant consolidation. The stability of existing fill slopes. Depth of removals. Material bulking and/or shrinkage . Engineering properties of onsite materials . Control and mitigation measures for erosive materials . The possibility of seismic shaking to occur during a seismic event on one of the regional faults. EXISTING FILLS Field testing provided by San Diego Geotechnical Consultants, Inc. during construction indicated the fill was consistently placed above 90% relative compaction (Reference I). Based on our field observations and laboratory analyses the fills appear reasonably well compacted and moist. Field observations within the upper 1.5± feet of the existing fill indicates relative compaction is consistently less than 90% due to weathering and discing. As these materials will be subject to additional loading, removal and recompaction of the upper 1.5 feet of all existing fill is warranted. Existing Slopes All existing slopes are at 2: 1 gradients. These slopes have performed well and show no evidence of instability. Some minor erosion has occurred. Overall, existing site slopes should continue to perform adequately in the future provided an appropriate maintenance program is followed. GeoSoils, Inc. BLACKMORE PARKVIEW ASSOCIATES W.O. 1699-SO RECOMMENDATIONS-EARTHWORK CONSTRUCTION JUNE 9, 1994 PAGE 8 All grading should conform to the guidelines presented in Appendix IV, Chapter 70 of the Uniform Building Code, and the requirements of the County of San Diego and City of Carlsbad, except where specifically superseded in the text of this report. During earthwork construction all removals, keyways, sub-and/or backdrains, cut slopes, fill slopes and the general grading procedures should be observed and the fill selectively tested by a representative of this office. If unusual or unexpected conditions are exposed in the field, they should be reviewed by this office and if warranted, modified and/or additional recommendations will be offered. Specific guidelines and comments pertinent to the planned development are offered below. Removals Prior to placing fill, organic materials, loose surficial fills (top 1.5± feet}, and highly weathered bedrock should be removed to competent underlying materials. A representative of GeoSoils, Inc. should observe these removals to verify the competence of underlying materials exposed prior to any fill placement. Fill Placement Debris, vegetation and other deleterious materials should be removed from areas proposed for structural fill prior to fill placement. Subsequent to completing removals and ground preparation (i.e., scarifying and moisture conditioning the upper 1 ± foot of the removal bottom), the excavated on-site and/or import soils may be placed in thin lifts (4 to 6± inches), cleaned, brought to at least optimum moisture content and compacted to a minimum relative compaction of 90 percent of the laboratory standard. If soil is to be imported to the site for use as compacted fill, it should be evaluated by this office prior to importing. This should be accomplished to determine if the proposed import material is compatible with the existing onsite soils. Earthwork Balance The volume change of excavated materials upon compaction as engineered fill is anticipated to vary with material type and location. However, the overall earthwork shrinkage and bulking may be approximated by using the following parameters: Existing Artificial Fills . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0% to 5% shrinkage Bedrock . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0% to 5% bulking It should be noted that the above factors are estimates only, based on preliminary data obtained. Final earthwork balance factors could vary. Subdrain Systems Based on the nature of the existing and proposed contacts between artificial fill and bedrock, in addition to the possible location(s) of proposed site structures, water could possibly be subsurficially transmitted in irregular quantities. Potentially, subdrain system(s) may be needed GeoSoils, Inc. BLACKMORE PARKVIEW ASSOCIATES W.O. 1699-SO JUNE 9, 1994 PAGE 9 beneath the fill (s) at these contact(s). Specific location and extent of any recommended drainage systems can be better defined during a grading plan review, or during the grading stage of the project. Typical recommendations for the design/construction of subdrain systems are presented in Appendix IV. Subdrain systems should discharge into an existing drainage pattern or other appropriate outlet. Lot Overexcavation and Capping To provide more uniform foundation support conditions, the cut portion of proposed transition areas (cut/fill) should be overexcavated to a minimum depth of three feet below design pad grade or two feet below the bottom of the foundation system (whichever is greatest), and replaced with a compacted fill blanket. This will need to be applied based both on existing and proposed grading. The areas affected can be identified when grading plans are reviewed. These areas typically extend five (5) feet outside of the structure's footprint. Over-excavation of cut areas may be necessary if bedrock materials are present which display variable engineering characteristics (e.g., claystone and sandstone vs. metavolcanics). Slope Stability General: All slopes should be constructed in accordance with the minimum requirements of the County of San Diego, the City of Carlsbad, the Uniform Building Code and the Grading Guidelines presented in Appendix IV. Based on the analyses performed, fill slopes are anticipated to perform adequately in the future with respect to gross and surficial stability if the soil materials are maintained in a solid or semi-solid state. Fill Slopes It is our understanding that all fill slopes will be constructed at gradients of 2: 1 or flatter. Fill slopes to be constructed at this gradient would be considered grossly stable assuming proper construction, as recommended in the enclosed grading guidelines (Appendix IV). Fill slopes overlying cut or natural slopes should be provided with a key. Keyways should penetrate existing loose surficial soils and at least 1 foot of dense bedrock along the outer edge of the keyway. The key bottom, should be at least 15 feet wide and tilted into the slope. The importance of proper fill slope compaction to the face of a fill slope cannot be overemphasized. In order to achieve proper compaction, one or more of the four following methods should be employed by th e contractor following implementation of typical slope construction guidelines: 1) track walk the slopes at grade, 2) grid roll the slopes, 3) use a combination of sheep foot roller and track walking, or 4) overfill the slope 3 to 5 feet laterally and cut it back to grade. Random testing should be performed to verify compaction to the face of the slope, if the tests do not meet the minimum recommendation of 90 percent relative compaction, the contractor will be informed and additional compactive efforts recommended. GeoSoils, Inc. BLACKMORE PARKVIEW ASSOCIATES W.O. 1699-SD • Cut Slopes JUNE 9, 1994 PAGE 10 Any proposed cut slopes are anticipated to be graded at gradients of 2: 1 or flatter. Cut slopes are expected to expose bedrock or existing artificial fill soil and would be considered grossly stable. Cut slopes are not anticipated to require stabilization unless continuous fractures or shearing is encountered. All cut slopes should be mapped by a geologist from this office, during grading, to allow for amendments to recommendations. Erosion Control Cut and fill slopes will be subject to surficial erosion. Onsite earth materials have a moderate to high erosion potential. Evaluation of cuts during grading will be necessary in order to identify any areas of loose or non-cohesive materials. Should any significant zones be encountered during earthwork construction, remedial grading (e.g., stabilization fills) may be recommended ; however, no remedial measures are anticipated at this time. RECOMMENDATIONS -POST EARTHWORK CONSTRUCTION For preliminary planning purposes the following recommendations are presented. It Is our understanding that the structure will be erected utilizing the concrete tilt up method of construction. Column loads are not anticipated to exceed 70 kips while wall loads are not expected to exceed 6 kips per lineal foot. The preliminary recommendations presented below, have been prepared using these anticipated loads and assuming the recommendations contained herein are considered during design and planning. Presented below are vertical bearing values that incorporate the total and differential settlement values provided. ?v;h iffel~ ·:n@\ti.r.eh Spread 24 2,000 0.35 350 2,500 Strip 24 2,000 0.35 350 2,500 Continuous strip footings should have a minimum width of 18 inches. Spread footings should have a minimum soil to concrete surface area of four square feet. When combining passive pressure and friction for lateral resistance, the passive component should be reduced by one third and may be increased by one third for short duration loading which includes the effects of wind or seismic forces. All continuous footings should be reinforced with a minimum of four No. 5 reinforcing bars (or equivalent) two placed near the top and two placed near the bottom of footings. A grade beam should be provided across all large entrances. The base of the grade beam should be at the GeoSoils, lne. BLACKMORE PARKVIEW ASSOCIATES W.O. 1699-SD JUNE 9, 1994 PAGE 11 same elevation as the bottom of the adjoining footings and the reinforcement should be continuous. Reinforcement for spread footings should be specifically designed by the project structural engineer. The foundation soils should be well moistened prior to pouring concrete. Floor Slab Design Concrete slab on grade construction is anticipated. The following are presented as minimum design parameters for the slab, th ey are in no way intended to supersede design by the structural engineer. Design parameters do not account for concentrated loads from fork lifts, other machinery, etc. The slabs in areas which will receive relative ly light live loads should be a minimum of 4 inches thick and be reinforced with No. 3 reinforcing bar on 18 inches centers in two perpendicular directions. Reinforcing should be properly supported to ensure placement near the vertical midpoint of the slab. "Hooking" of the reinforcement is not considered an acceptable method of positioning the steel. The project structural engineer should consider the use of transverse and longitudinal control joints to help control slab cracking due to concrete shrinkage or expansion. Two of the best ways to control this movement are: 1) add a sufficient amount of reinforcing steel to increase the tensile strength of the slab; and 2) provide an adequate amount of control and/or expansion joints of accommodate anticipated concrete shrinkage and expansion. In areas where moisture condensation is undesirable, (e.g., areas to have moisture sensitive floor coverings) a minimum 1 0 mil plastic membrane should be placed. The membrane should be sandwiched between two inch minimum sand layers. These areas should be separate from areas not similarly protected. This separation could be provided with a concrete cut-off wall extending at least 18 inches into the subgrade soil, below the sand layer. The project structural engineer should design the slabs in areas subject to high loads. If requested, we will aid the structural engineer in the design of the slab. Modulus of subgrade reaction (k-value) may be used in the design of the floor slab supporting heavy truck traffic, fork lifts, machine foundations and heavy storage areas. A .k-value (modulus of subgrade reaction) of 125 pounds per square inch per inch would be prudent to utilize for preliminary slab design. The subgrade material should be compacted to a minimum ninety percent of the maximum laboratory dry density. Prior to pouring concrete, the subgrade soils should be well moistened. Foundation Settlement Provided that the recommendations contained in this report are incorporated into the final design and construction phase of development, most (50 to 75 percent) of the anticipated foundation settlement is expected to occur during construction. Differential settlement is not expected to exceed 1/4 inch between similar elements in a 20 foot span. Maximum settlement should be less than 1 /2 inch. GeoSoib, Inc. BLACKMORE PARKVIEW ASSOCIATES W.O. 1699-SD Retaining Walls General: JUNE 9, 1994 PAGE12 The equivalent fluid pressure parameters provided assume that low expansive granular backfill is utilized behind the proposed walls. The low expansive granular backfill, should be provided behind the wall at a 1: 1 projection from the heal of the foundation system. Foundation systems for any proposed retaining walls should be designed in accordance with the recommendations presented in the Foundation Design section of this report. Building walls, below grade, should be water-proofed or damp-proofed, depending on the degree of moisture protection desired. Restrained Walls: Any retaining walls that will be restrained prior to placing or that have male or reentrant corners, should be designed for at-rest equivalent fluid pressures of 65 pcf, plus any applicable surcharge loading. For areas of male or reentrant corners, the restrained wall design should extend a minimum distance of twice the height of the wall laterally from the corner. Cantilevered Walls: The recommendations presented below are for cantilevered retaining walls up to 1 O feet high. Active earth pressure may be used for retaining wall design, provided the top of the wall is not restrained from minor deflections. An equivalent fluid pressure approach may be used to compute the horizontal pressure against the wall. Appropriate fluid unit weights are given below for specific slope gradients of the retained material. These do not include other superimposed loading conditions such as traffic, structures , seismic events or adverse geologic conditions. SURFACE SLOPE OF RETAINED MATERIAL HORIZONTAL TO VERTICAL Wall Backfill and Drainage: Level 2 to 1 EQUIVALENT FLUID WEIGHT P.C.F. 35 45 All retaining walls should be provided with an adequate pipe and gravel backdrain system (minimum two outlets), to prevent buildup of hydrostatic pressures. In addition, gravel used in backdrain systems should be a minimum of thickness of 12 inches, utilizing 3/8 to 3/4 inch clean crushed rock wrapped in filter fabric. Where the void to be filled is confined, the use of panel drains is recommended, but should be reviewed and approved by the project geotechnical engineer prior to implementation. The surface of the backfill should be sealed by pavement or the top 18 inches compacted with native soil. Proper surface drainage should also be provided. GeoSoils, Inc. BLACKMORE PARKVIEW ASSOCIATES W.O. 1699-SD POST GRADING CRITERIA Graded Slope Maintenance and Planting JUNE 9, 1994 PAGE 13 Water has been shown to weaken the inherent strength of all earth materials. Slope stability is significantly reduced by overly wet conditions. Positive surface drainage away from graded slopes should be maintained and only the amount of Irrigation necessary to sustain plant life should be provided for planted slopes. Overwatering should be avoided. Graded slopes constructed within and utilizing onsite materials would be erosive. Eroded debris may be minimized and surficial slope stability enhanced by establishing and maintaining a suitable vegetation cover soon after construction. Compaction to the face of fill slopes would tend to minimize short term erosion until vegetation is established. Plants selected for landscaping should be light weight, deep rooted types which require little water and are capable of surviving the prevailing climate. Additional Site Improvements Recommendations for exterior concrete flatwork design and construction can be provided upon request. If in the future, any additional improvements are planned for the site, recommendations concerning the geological or geotechnical aspects of design and construction of said improvements could be provided upon request. Additional Grading This office should be notified in advance of any additional fill placement, regrading of the site, or trench backfilling after rough grading has been completed. This includes any grading, utility trench and/or retaining wall backfills. Footing Trench Excavation All footing trench excavations should be observed by a representative of this office prior to placing reinforcement. Footing trench spoil and any excess soils generated from utility trench excavations should be compacted to a minimum relative compaction of 90 percent if not removed from the site. Trenching Considering the nature of the onsite soils, it should be anticipated that caving or sloughing could be a factor in subsurface excavations and trenching. Shoring or excavating the trench walls at the angle of repose (typically 25 to 45 degrees) may be necessary and should be anticipated. All excavations should be observed by one of our representatives and conform to CAL-OSHA and local safety codes. Drainage Positive site drainage should be maintained at all times. Drainage should not be allowed to flow uncontrolled down any descending slope. Water should be directed away from foundations and not allowed to pond and/or seep into the ground. Pad drainage should be directed toward the street or other approved area. Roof gutters and down spouts should be considered to control roof drainage. Down spouts should outlet a minimum of five feet from the proposed structure or GeoSoils, Inc. BLACKMORE PAAKVIEW ASSOCIATES W.O. 1699-SD JUNE 9, 1994 PAGE 14 into a subsurface drainage system. Due to the nature of onsite soils, combined with the hardness and permeability of the bedrock materials on site, local areas of seepage may develop due to irrigation or heavy rainfall. Minimizing irrigation will lessen this potential. If areas of seepage develop, recommendations for minimizing this effect could be provided upon request. Landscape Maintenance Only the amount of irrigation necessary to sustain plant life should be provided. Over watering the landscape areas could adversely affect proposed site improvements. We would recommend that any proposed open bottom planters adjacent to proposed structures be eliminated for a minimum distance of 1 O feet. As an alternative, closed bottom type planters could be utilized. An outlet placed in the bottom of the planter, could be installed to direct drainage away from structures or any exterior concrete flatwork. From a geotechnical standpoint leaching is not recommended for establishing landscaping. If the surface soils are processed for the purpose of addition amendments they should be recompacted to 90% compaction. The soil materials should be maintained in a solid to semi- solid state. The slope areas should be planted with drought resistant vegetation. Consideration should be given to the type vegetation chosen and their potential effect upon surface improvements (i.e. some trees will have an affect on concrete flatwork with their extensive root systems). Utility Trench Backfill 1. All interior utility trench backfill should be brought to near optimum moisture content and then compacted to obtain a minimum relative compaction of 90 percent of the laboratory standard. As an alternative for shallow under-slab trenches (12"::t), sand, having a sand equivalent value of 30 or greater, may be utilized and jetted or flooded into place. Observation/probing/testing should be accomplished to verify the desired results. 2. Exterior trenches in structural areas, beneath hardscape features and in slopes, should be compacted to a minimum of 90 percent of the laboratory standard. Sand backfill, unless excavated from the trench, should not be used adjacent to perimeter footings or in trenches on slopes. Compaction testing and observation, along with probing, should be performed to verify the desired results. 3. All trench excavations should minimally conform to CAL-OSHA and local safety codes. PLAN REVIEW Specific grading and foundation plans should be submitted to this office for review and comment as they become available, to minimize any misunderstandings between the plans and recommendations presented herein. In addition, foundation excavations and earthwork construction performed on the site should be observed and tested by this office. If conditions GeoSoils, Inc. BLACKMORE PARKVIEW ASSOCIATES W.O. 1699-SD JUNE 9, 1994 PAGE 15 are found to differ substantially from those stated, appropriate recommendations would be offered at that time. LIMITATIONS The materials encountered on the project site and utilized in our laboratory study are believed to be representative of the total area. However, variations from the anticipated conditions and actual field conditions should be expected. Test excavations are reflective of the soil and rock materials only at the specific location explored. Site conditions may vary due to seasonal changes or other factors. GeoSoils, Inc. assumes no responsibility or liability for work or testing performed by others. Since our study is based on the site materials observed, selective laboratory testing and engineering analyses, the conclusions and recommendations are professional opinions based upon those parameters. These opinions have been derived in accordance with the current standards of practice and no warranty is expressed or implied. Standards of practice are subject to change in time. If you should have any questions regarding this report, please do not hesitate to contact this office. Respectfully submitted, ~ /f, -6,J{J::-- Edward H. LaMont Staff Geologist ~~~t Geotechnical Engineer, GE 439 EH LJPLM/ AJJ/mb Enclosures: Ref ere nee List Appendix I, Excavation Logs Appendix 11, Laboratory Testing Appendix Ill, EQFAULT Appendix IV, Grading Guidelines Plates 1, Geotechnical Map xc: (4) Addressee GeoSoils, Inc. Paul L. McClay, CEG 111 Principal Geologist REFERENCES 1. "As-Graded Geotechnical Report, Carlsbad Research Center Phases Ill, IV, and V (Lots 76 through 91, 108 and 109 (sic)) Carlsbad, California, by San Diego Geotechnical Consultants, Incorporated, dated April 1, 1988, Job No 05-2863-006-00-10. 2. Wilson, Kenneth Lee, 1972, "Eocene and Related Geology of a Portion of the San Luis Rey and Encinitas Quadrangles, San Diego County, California". 3. Weber, Harold F., 1982, "Geologic Map of the Central-North Coastal Area of San Diego County, California, Showing Recent Slope Failures & Pre-Development Landslides". 4. Jennings, Charles W., 1992, Preliminary Fault Activity Map of California; Calif. Div. of Mines and Geology, Geologic Data Map series No. 1, to 750,000 scale. 5. Lindvall, S., Rockwell, T. and Lindvall, E., 1989, The Seismic Hazard of San Diego Revised: New Evidence for Magnitude 6+ Holocene Earthquakes on the Rose Canyon Fault Zone, in Roquemore et. al. eds., Proceedings from a Workshop on "The Seismic Risk in the San Diego Region: Special Focus on the Rose Canyon Fault System", 106 pp. 6. Blake, Thomas F., 1989, EQFAULT Computer Program for the Deterministic Prediction of Horizontal Accelerations from Digitized California Faults. GeoSoib, Inc. CLIENT LIMITED ASBESTOS SURVEY RE.PORT FOR DEMOLITION ACTIVITES PROJECT NAME: COBRA PUMA GOLF LIMITED ASBESTOS SURVEY PROJECT ADDRESS: 1818 ASTON A VENUE CARLSBAD, CALIFORNIA 92008 Prepared for: Mr. Richard Ruzylo Cobra Puma Golf 18 .l 8 Aston A venue Carlsbad, California 92008 Prepared by: MTGL, Inc. 6295 Ferris Square, Ste. C San Diego, California 92121 585-537-3999 Project Number: SDEP-22-074. 1 CT Report By: Certification Number: 92-0412 Date of Report: June 6, 2022 Version 1.0 TABLE OF CONTENTS INTRODUCTIO ......................... '41 .................................................................................................................................. Section 1 General Information Project Information Site/Building Description Suspect Materials Observed INV .ES Tl GA llON LlMITATIONS & WARRANT\' ............................................... Section 2 ASBESTOS SURVEY METHODOLOGY ................................................................. Section 3 General References Visual Inspection Homogeneous Mate1ial Classifications Sampling Procedures Laboratory Procedures Method of Analysis Laboratory Qua]ity Control Program ASBESTOS SURVEY OBSERVATIONS AND FINDINGS .................................. Section 4 Summary Table I: Positively Identified Materials that Contain Asbestos (ACM and ACCM) and Assessment of Material Condition. Table 2: Materials found to be Negative for Asbestos General lnfonnation Enviromuental Protection Agency {EPA) California Occupational Safety & Health Agency (Cal/OSHA) National Emission Standards for Hazardous Air Pollutants (NESHAP) RECOMMENDATIONS ............................................................................................. Section S APPENDICES .............................................................................................................. Section 6 Appendix 1 -Asbestos Laboratory Results & Chain of Custodies Appendix 2 -Certifications GENERAL INFORMATION SECTION 1 INTRODUCTION MTGL, Inc. was retained to conduct a limited survey for Client specified suspect asbestos containing materials. The intent of this survey is to determine the presence of EPA/OSHA regulated Asbestos Containing Materials and Asbestos Containing Construction Materials (ACCM) that may need to be addressed prior to disturbance. MTGL's scope of work was limited to the following: • Conduct a vjsual asbestos inspection limited to Client specified locations and materials i11 accordance with NESHAP Regulations and the collection of bulk samples of suspect ACM. • Submit samples to a NVLAP' accredited laboratory for analysis of asbestos fiber content using polarized-light microscopy. • Prepare report with material description, sampling locations, analytical results, and recommendations for proper handling/abatement prior to demolition and/or renovation activities. PROJECT INFORMATION Survey Requested/Authorized By: Mr. Richard Ruzylo Type of Survey Requested: Limited (Restricted to Client Specified Locations Only) Destructive SampUng Allowed by Client: Yes Project ame: Cobra Puma Golf Limited Asbestos Survey Project Address: 1818 Aston Ave, Carlsbad in the County of San Diego in the state of California. Date oflnspectfon: May 18, 2022 AHERA Certified Building Inspector Name: Carl Tucker, CAC California Certified Asbestos Consultant Number: 92-04121 Additional AHERA Certified Building Inspector Name: N/A AdditionaJ AHERA Ccrtlficd Building lnspt.-ctor Name: N/A Local Air District: Air Polution Control District (Sampling method, lab qualifications, lab analytical procedures, and lab method of analysis were performed in compliance with Rule 1206 and 40 CFR Part 763 -Asbestos requirements) Laboratory: EM.Lab P&K, LLC -[0#: 2225834 8304 Clairemont Mesa Blvd, Suite 103, San Diego, CA 92111 (866) 888-6653 Fax (623) 780-7695 www.emlab.com t\~besh}$ SuIYfY 11nd Asw:flPl'DI Renon •MJQL, lot • June6 2022 Ytc 1:2 Laboratory Sample Analysis Method: Asbestos PLM (EPA 40CFR App E to Sub E of Part 763 & EPA METHOD 600/R-93-116, SOP EM-AS-S-1267) Sampling Protocols: EPA 40CFR 763.86 Methods SITE/BUILDING DESCRIPTION Structure Type: Commercial Facility Y car Built: 1996 Date of known additions: Unknown Building Structural Damage (If Any): NIA Approximate Square Feet of Surveyed Area: 57,310 Structure Frame: Concrete lfOther, describe: N/A Structure Foundation: Concrete Slab On Grade If Other, describe: None Number of Floors: 2 Occupied: Yes OBSERVATIONS At the time of the sample collection, MTGL collected samples of what appeared to be the original drywall materials. The drywall wa11 and ceiling materials were io good condition. SUSPECT MATERIALS OBSERVED Suspect Materials Observed During the Asbestos Suney Conducted: • 2'x 4' White Ceiling Tile • Textured Drywall Material • Brown/Black Cove Base • Yellow floor/Carpet Mastic • Tan Floor/Carpet Mastic • Y elJow Ceiling Insulation • Pink Ceiling Insulation • Gray Flooring, Concrete • Gray Vinyl Flooring • White Cove Base • White 12X12 Floor Ti le ,\,be,tos sumy and Afsr•flDtUJ Reniu:s •t,1JGJs Joe • 111ae 6 2022 Ver 1,0 2 • Cement (Wall) • Window Putty Inaccessible Materials Presumed to be Asbestos Content: • N/A Ml~lt\S Survey and Ass-,~msnt Report '"MTGL. Inc. -. June 6, 2022 Ver LO 3 SECTION2 INVESTIGATION LIMITATIONS & WARRANTY Per the agreement between The Client and MTGL, inc., the scope of services was performed as described in this report. The intent of this sw-vey is to detenn.ine the presence of EP NO SHA regulated asbestos containing building materials that may need to be addressed prior to scheduled demolition and/or renovation activities. INVESTIGATION LIMITATIONS MTGL, Inc. did not conduct testing outside of the Client specified materials/areas. The findings of this report arc valid as of the date of the survey and sample collection. Changes in the condition of the property can occur with passage of time. whether they are due to natural processes or the works of man on this or adjacent properties. In addition, changes in the state-of-art technology and/or government codes may occur. Due to such changes, the findings of this report may be invalidated wholly or in part by conditions beyond our control. Due to changes that can occur over time, submittals of this report to Regulato1y Agencies may require additional site visits and assessment to document current conditions. The final assessment of the potential for the existence of hazardous contaminants at the site should be considered a professional opinion based on the data obtained during the invesligation and should not be considered a definitive statement that a hazardous contaminant or conditions are, or is not, present in the area of study. These opinions have been derived in accordance with current standards of practice. This report is intended solely for use by the parties to whom it is addressed. TI1is report is not intended for and may not contain sufficient infom1ation for purposes other than qualitative evaluation of asbestos or conditions at the time of our evaluation. Reliance on this report for other purposes or by other parties shall be at the user's sole risk. WARRANTY MTGL, Inc. warrants that the findings contained herein have been prepared with the level of ca1·e and skill exercised by experienced and knowledgeable environmental consultants who are appropriately licensed or otherwis-e trained to perform asbestos inspections and assessments pursuant to the scope of work required on this project. MTGL's Asbestos Survey Reports are prepared by trained certified professionals without a conflict of interest in the demolition(s) or renovation project(s) as per the Business and Professions Code 7180 (BP7 I 80). MTGL, Inc. warrants that. the findings contained herein have been prepared in general accordance witl1 accepted professional practices as applied by similar professionals in the community at the time of its preparation. Changes in the state of the art or in applicable regulations cannot be anticipated and have not been addressed in this report. ()•br1•tos suryev and Msr:,ssmea, ReP!la •MTG(,, lox,• June !i, 202,2 Ver 1,0 4 The survey included inspection of visible and accessible materials. MTGL did not inspect or sample inaccessible areas and did not dismantle any part of the site to survey inaccessible areas. For the purpose of this wa1ranty, inaccessi ble is defined as areas that could not be tested (sampled) without destruction of the site or a portion of the site. Inaccessible materials that are visible to MTGL 's inspectors shall be assumed to be asbestos containing. No other warranty is expressed, or implied. 1\<brstos S111ycy and ,'l~m~roe11 Rcpnn '"MTGl. Inc, .. Jun~ 6, 202,2 Y£r LO 5 GENERAL REFERENCES SECTION 3 ASBESTOS SURVEY METHODOLOGY The asbestos survey consisted of two major activities: visual inspection and sampling. Although these activities are listed separately, they are integrated tasks. All assumptions are made by the both the field inspector and generator of this report. VISUAL INSPECTION The visual inspection was performed by an AHERA Certified Building Inspector under the direction of a California Certified Asbestos Consultant. An initial walkthroug}l was conducted to determine the presence of Client specified suspect ma1erials that were accessible or exposed. Materials that were similar in general appearance were grouped into homogeneous sampling areas. HOMOGENEOUS MATERIAL CLASSIFICATIONS A preliminary walkthrough was conducted to determine areas of materials that were visually similar in color, texture, and general appearance and that appeared to have been installed at the same time. Such materials are tem1e-0 "homogeneous materials" by the EPA. During this walkthrough, the approximate locations of these homogeneous materials were noted. Only materials that were accessible or exposed and suspected to contain asbestos were identified. SAMPLING PROCEDURES Following the walk.through. the inspector collected samples of Client specified exposed or accessible materials identified as suspect material. Sarnpiing was limited to accessil ble materials. EPA guidelines were used to determine the sampling protocol. Sampling locations that were chosen to be representative of the homogeneous sampling area. While an effort was made to colJect samples randomly, samples were taken preferentially from damaged areas or areas which were the least visible to minimize disturbance of the material. Samples of surfacing material are collected in general accordance with the EPA random sampling protocol outlined in the EPA publication, "Asbestos in Buildings: Simplified Sampling Scheme for Friable Surfacing Materials" (EPA 560/5-85-030a, October 1985). Samples of miscellaneous materials are also taken as randomly as possible, while attempting to sample already damaged areas so as to minimize disturbance of the material. In most instances; a minimum of three samples are collected of each homogeneous material. Depending on the quantity of homogeneous material, additional samples may be collected to avoid the possibility of false negative results. In some cases, wnere there is a h.igh probability of asbestos content, only one sample will be submitted to tJ1e laboratory for analysis. lf laboratory analysis rcsu Its indicate the presence of asbestos greater then I% by weight, no further analysis is conducted or required by regulation. i\•h£<n°• Survcy and Asst, <mt;pt Repnn 4 [1:1TGL. Jnc, ♦ June 6, 202-j! Ver j ,o 6 LABORATORY PROCEDURES Method of Analysis Analysis was perfonned by visually observing the bulk sample and preparing slides for microscopic examination and identification. The samples were mounted on slides and then analyzed for asbestos ( chrysotile, amosite, crocidolite, anthophyllite, and actinolite/tremolite ), fibrous non-asbestos constituents (mineral wool, paper, etc.) and nonfibrous constituents. Asbestos was identified by refractive indices, morphology, color, pleochroism, birefringence, extinction characteristics, and signs of elongation. The same characteristics were used to identify the non-asbestos constituents. The microscopist used a stereoscope to visually estimate relative amounts of each constituent using a stereoscope to detennine the volume of each constituent in proportion to the total volume of the sample. All bulk san1ples were analyzed by Polarized Light Microscopy (PLM) with dispersion staining as described by the Interim Method of the Determination of Asbestos in Bulle Insulati.on, Federal Register, 40 CFR Ch. l Pt. 763, App. A to Subpart. F, July 1, 1987. This is a standard method of analysis in optical mineralogy and the currently accepted method for the detennination of asbestos in bulk samples. A suspect material is immersed in a solution of known refractive index and subjected to illumination by polarized light. The characteristic color displays that result enable mineral identification. It should be noted that some ACM may not be accurately identified or quantified by PLM. As an example, the original fabrication of vinyl floor tiles routinely involved milling of asbestos fibers to extremely small sizes. As a result, these fibers may go undetected under the standard polarized light microscopy method. Transmission Electron Microscopy (TEM) is recommended for a more definitive analysis of these materials. MTGL, Inc. has no control over how the laboratory describes materials or layers of materials being analyzed. Although a minimum of three samples are collected of suspect building materials, first positive stops may be requested of the laboratory and the results of the one positive sample will be reported. All other homogeneous materials will be assumed to be positive for asbestos content. Laboratory Quality Control Program MTGL, Inc. only uses laboratories that maintain an in-house quality control program. This program involves blind reanalysis of ten percent of all samples, precision and accuracy controls, and use of standard bulk reference materials. ,\d>cstos SlltvC\' and Msessmqit Rcpor1 •~nqL, Inc, • Jugs; 6, 2(122 Ver LO 7 SECTION 4 ASBESTOS OBSERVATIONS AND FINDINGS VISUAL OBSERVATIONS & ASSESSMENT At the time of the survey/assessment, the work area is a office suite scheduled for renovation. It was our understanding that some of the original drywall materials may need to be disturbed during the renovation. Table J: Positively Identified Materials that Contain Asbestos (ACl\f and ACCM) and Assessment of Matedal Condition (as of the date the survey was conducted). Laboratory Results can be found in Appendix I. Material* Approxi,nate AHERA Friabil/tyl Da,nage Quantity of Asbestos Location* Sample# Materilll Contamination Content Dncrlplion Quantity** Rank*** Ta,~ Catqory (/(any)** None Found •Positively identified ACM and ACCM tJ1at are similar in color and texrure in other locations throughout the structure and facility shall be considered as asbestos containing until further sampling/analysis determines otherwise. In the event suspect osbestos containing materials are discovered during maintenance. renovation and/or demolition that arc not identified in this report, disturbance of the materials should be stopped until funher assessment oftbe material for asbestos content can be conducted. 0 MTGL, Inc. is nol responsible for actual quantity of the matcrial(s). MTGL recommends bidding contractors measure and calculate quantities for esLimated abatement costs and 11otitications. (st• square foot; NA no1 applicable)) 0 •Each homogeJtCous area of friable and non-friable asbestos-containing material (ACM) was classilicd into one oftl1e following seven cntcqorics, as snocjfjcd io EPA'r-AJ:l[;RA n;1,;ulations f40 CFR 763 SR}; (I) Damaged or signifi cantly damaged thennal system insulation ACM. {2) Da01.t1gcd friable surfacing ACM. (3) Significantly damaged friable surfacing ACM. (4) Damaged or significantly damaged friable misccllaneou.~ ACM. (5) ACBM wilh potential for damage. (6) ACS:M witl1 potential for significant damage. (7) Any remaining friable ACBM or friabk suspe<:ted ACBM. (X') Not applicable (material is non-friable surfacing or miscellaneous material). TI1e damage categories arc dcfinod as follows: Cutegory I -"Und1;1maged" means the material had no visible damage, or c.x1remely minor damage or &Urface marring (i.e., n room full of lloor tile wilh only two or three small comers chipped off on the tile). Category 2 -"Damaged" meMS the nunerial had visible damage evenly dislribu1ed over less than 10% of ils surface, or localized over less than 25% of its surface. Category 3 -''Significantly Damaged" means the material had visible damage lh11t is evenly distributed over 10% or more of its surface, or localized o,•er 25% or more if its surface. Ashesto,. Survcy Jllld (\§Sei851l1Cnl Report ·MTGI I Inc, • .tum,"· 2022 Ver 1.0 8 Table 2: Materials found to be Negath•e for Asbestos (as of the date the survey was conducted). Laboratory results can be found in Appendix I. Mat,ria/ Dncriptinn Sa,np/e # 2'x 4' White Ceiling Tile l, 5, 10, 17, 20, 27 Textured Drywall Material 2, 6, 11 , 18, 21 Brown/Black Cove Base 3, 12, 22, 28 Yellow Floor/Carpet Mastic 4, 8, 13 Tan Floor/Carpet Mastic 7 Pink Ceiling Insulation 9,26 Gray Ploodng, Concrete 14, 15, 16 Gray Vinyl Flooring 23,24,25 White Cove Base 31,32,33 White 12X 12 Floor Tile 34,35,36 Cement (Wall) 37,39,41 Window Putty 38,40,42 Yellow Ceiling Insulation 19 ~ --'---- GENERAL INFORMATION Em1ironmental Protection Agency (EPA) A material is considered by the EPA and the State of California to be asbestos-containing if at least one sample collected from the area shows asbestos present in an amount greater than one percent (> 1%). California Occupational Safety & Health Agency (Cal/OSHA) Title 8, California Code of Regulation 1529 defines asbestos-containing construction materials as materials containing greater than one-tenth of one percent (0.1 %} asbestos by weight. Under this code, materials containing between 0.1 % and I% asbestos are regulated as other regulated operations. Although operations involving materials containing between 0.1 % and 1 % asbestos are not considered Class I, II, or Ill work, several sections of the standard are applicable, including negative exposure assessments and the use of regulated areas. l'lsb;stoN Smvcy and As~sment Repon 4MTC.I., Ip£, ... June 6. 2027 Ver 1,n 9 Laboratory analysis may report materials as .. Trace Asbestos". These materials are assumed to be greater than 0.1 %. Upon client request, these materials can be analyzed using 1,000 Point Count wjth Gravimetric Reduction methods. Materials found to be greater than 0. l % asbestos are regulated by OSHA and handled as asbestos containing until packaged and stored for disposal. Please refer to the laboratory analysis for a more detailed description of the microscopic analysis of these samples. Asbestos-containing materials (ACM) are regulated by federal , state, and local agencies, which include but. may not be limited to the following: National Emission Standards for Hazardous Air PoUutants (NESHAP) The EPA National Emission Standards for Hazardous Air Pollutants (NESHAP) requires an inspection for asbestos be done on facilities that are to undergo demolition or renovation work. Materials found to contain asbestos may need to be removed prior to the start of such demolition/renovation work. NESHAP defines Category 1 non-friable asbestos-containing materials as gaskets, resilient floor covering, and asphalt roofing products that contain more than one percent asbestos, and Category 11 non-friable as any materials, except for Category I non-friable, that contain more than one percent asbestos and cannot be reduced to a powder by band pressure when dry. NESHAP defines a Regulated Asbestos-Containing Material (RACM) as: (a) fiiable ACM, (b) Category I non- friable that has become friable, (c) Category I non-friable that has or may be subject to sanding, grinding, cutting, or abrading, and (d) Category 11 non-friable that may or has become friable during demolition or renovation. Asbestos Surycy and As.~~~~mcnt Rc110n ·MTGI Inc • .IOQ£ 6, 2022 Ver 1.0 10 CONCULUSION SECTIONS CONCLUSIONS & RECOMMENDATIONS No asbestos was found in the Client requested suspect location. RECOMMENDATIONS No asbestos was observed in the materials tested. If materials arc observed that arc different from the materials tested during this survey, the material shall be considered suspect and should be tested to verify if asbestos is or isn •t present. General MTGL recommends that all asbestos containing materials be removed prior to any renovation and/or demolition activities, which may impact the materials. A Licensed Abatement Conh·actor in the State of California should perfom1 the removal activities. Removal of ACM/ACCM should be conducted in accordance with EPA and OSHA requirements for Federal, State and Local rules and regulations. All asbestos removal should be conducted using wet methods and engineering controls to reduce airborne fiber concentrations. OSHA required personal protective equipment must be used for worker protection. All activities that may disturb or disrupt asbestos containing material must be conducted in properly demarcated regulated areas using wet removal methods. Proper personal decontamination melhods must be used by all workers entering and leaving regulated work areas where asbestos containing materials are being removed. In the event ACM or ACCM materials are observed to be damaged and/or visible contamination is present, isolate the immediate area. Only properly trained and certified workers may enter the work area to conducted clean-up activities using wet methods. lfrenovation and/or demolition activities do not impact the asbestos containing matelials, then the materials can be managed in place. Periodic surveillance is recommended. An Operations & Maintenance (O&M) program should be established and conducted by proper]y trained personnel. Minimum training for each type of material that has been identified should be given as required by Cal/OSHA. Additionally, postings would be re.quired in all publicly accessible areas warning of the potential hazard to satisfy the Proposition 65 & Hazard Communication regulations. ,,sheNw Sucyev ilM A§'<e;s~mrnt Re,wn •MTG[, !Of,. June 6 2022 Ver I {I II Ashe~Jo§ sumw and Asmm11m1 llr1'00 •MJGL Im: • ,hme fi, 2022 Ver 1,0 12 SECTION 6 APPENDICES APPENDIX 1 ASBESTOS LABORATORY RESULTS & CHAIN OF CUSTODY =:~ eurofins Report for: Mr. Carl Tucker MTGL, Inc. 6295 Ferris Square Suite C San Diego, CA 92121 EMLab P&K Regarding: Project: CPG-1818 Aston Ave; AB Testing EML ID: 2940508 Approved by: Dates of Analysis: Asbestos PLM: 06-03-2022 Approved Signatory David Andrews Service SOPs: Asbestos PLM (EPA 40CFR App E to Sub E of Part 763 & EPA METHOD 600/R-93-116, SOP EM-AS-S-1267) NVLAP Lab Code 600266-0 All samples were received in acceptable condition unless noted in the Report Comments portion in the body of the report. The results relate only to the samples as received and tested. The results include an inherent uncertainty of measurement associated with estimating percentages by polarized light microscopy. Measurement uncertainty data for sample results with > 1 % asbestos concentration can be provided when requested. Eurofins EMLab P&K ("the Company") shall have no liability to the client or the client's customer with respect to decisions or recommendations made, actions taken or courses of conduct implemented by either the client or the client's customer as a result of or based upon the Test Results. In no event shall the Company be liable to the client with respect to the Test Results except for the Company's own willful misconduct or gross negligence nor shall the Company be liable for incidental or consequential damages or lost profits or revenues to the fullest extent such liability may be disclaimed by law, even if the Company has been advised of the possibility of such damages, lost profits or lost revenues. In no event shall the Company's liability with respect to the Test Results exceed the amount paid to the Company by the client therefor. Eurofins EPK Built Environment Testing, LLC EMLab ID: 2940508, Page 1 of 12 Eurofins EMLab P&K 19515 North Creek Pkwy N, #100, Bothell, WA 98011 (866) 888-6653 Fax (623) 780-7695 www.ernlab.com Client: MTGL, Inc. C/O: Mr. Carl Tucker Re: CPG-1818 Aston Ave; AB Testing ASBESTOS PLM REPORT Date of Submittal: 06-02-2022 Date of Receipt: 06-02-2022 Date of Report: 06-03-2022 Total Samples Submitted: Total Samples Analyzed: Total Samples with Layer Asbestos Content > 1 % : 42 42 0 Location: 1, White Ceiling Tile Lab ID-Versiont: 14126381-1 Sample Layers Asbestos Content Tan Ceilin~ Tile with White Surface ND Composite Non-Asbestos Content: 60% Glass Fibers 30% Cellulose Sample Composite Homo2eneity: Good Location: 2, White Drywall Lab ID-Versiont: 14126382-1 Sample Layers Asbestos Content White Drywall ND White Texture with Paint ND Composite Non-Asbestos Content: 2% Glass Fibers Sample Composite Homo2eneity: Moderate Location: 3, Brown/Black Cove Base Lab ID-Vcrsiont: 14126383-1 Sample Layers Asbestos Content Tan Mastic ND Black Baseboard ND Sample Composite Homo2eneity: Moderate Location: 4, Yellow Floor Mastic Lab ID-Vcrsiont: 14126384-1 Sample Layers Asbestos Content Yellow Mastic ND Sample Composite Homo2eneity: Good The test report shall not be reproduced except in full, without written approval of the laboratory. The report must not be used by the client to claim product certification, approval, or endorsement by any agency of the federal government. Eurofins EMLab P&K reserves the right to dispose of all samples after a period of thirty (30) days, according to all state and federal guidelines, unless otherwise specified. Inhomogeneous samples are separated into homogeneous subsamples and analyzed individually. ND means no fibers were detected. When detected, the minimum detection and reporting limit is less than 1 % unless point counting is performed. Floor tile samples may contain large amounts of interference material and it is recommended that the sample be analyzed by gravimetric point count analysis to lower the detection limit and to aid in asbestos identification. * A "Version" indicated by -"x" after the Lab ID# with a value greater than 1 indicates a sample with amended data. The revision number is reflected by the value of "x". Eurofins EPK Built Environment Testing, LLC EMLab ID: 2940508, Page 2 of 12 Eurofins EMLab P&K 19515 North Creek Pkwy N, #100, Bothell, WA 98011 (866) 888-6653 Fax (623) 780-7695 www.emlab.com Client: MTGL, Inc. C/O: Mr. Carl Tucker Re: CPG-1818 Aston Ave; AB Testing ASBESTOS PLM REPORT Location: 5, White Ceiling Tile Sample Layers Tan Ceiling Tile with White Surface Composite Non-Asbestos Content: Samnle Comnosite Homogeneity: Location: 6, White Drywall Sample Layers White Drywall with Brown Paper White Joint Compound Cream Tape White Texture with Paint Composite Non-Asbestos Content: Samnle Composite Homogeneity: Location: 7, Tan Mastic Sample Lavers Tan Mastic Sample Composite Homogeneity: Location: 8, Yellow Floor Mastic Sample Layers Yellow Mastic Sample Composite Homogeneity: Date of Submittal: 06-02-2022 Date of Receipt: 06-02-2022 Date of Report: 06-03-2022 Lab ID-Versiont: 14126385-1 Asbestos Content ND 60% Glass Fibers 30% Cellulose Good Lab ID-Vcrsiont: 14126386-1 Asbestos Content ND ND ND ND 10% Cellulose 2% Glass Fibers Poor LabID-Vcrsiont: 14126387-1 Asbestos Content ND Good Lab ID-Versiont: 14126388-1 Asbestos Content ND Good The test report shall not be reproduced except in full, without written approval of the laboratory. The report must not be used by the client to claim product certification, approval, or endorsement by any agency of the federal government. Eurofins EMLab P&K reserves the right to dispose of all samples after a period of thirty (30) days, according to all state and federal guidelines, unless otherwise specified. Inhomogeneous samples are separated into homogeneous subsamples and analyzed individually. ND means no fibers were detected. When detected, the minimum detection and reporting Limit is less than I% unless point counting is performed. Floor tile samples may contain Large amounts of interference material and it is recommended that the sample be analyzed by gravimetric point count analysis to lower the detection limit and to aid in asbestos identification. t A "Version" indicated by -"x" after the Lab ID# with a value greater than I indicates a sample with amended data. The revision number is reflected by the value of "x". Eurofins EPK Built Environment Testing, LLC EMLab ID: 2940508, Page 3 of 12 Euroflns EMLab P&K 19515 North Creek Pkwy N, #100, Bothell, WA 98011 (866) 888-6653 Fax (623) 780-7695 www.emlab.com Client: MTGL, Inc. C/O: Mr. Carl Tucker Re: CPG-1818 Aston Ave; AB Testing ASBESTOS PLM REPORT Location: 9, Pink Ceiling Insulation Sample Layers Pink Insulation Composite Non-Asbestos Content: Sample Composite Homoeeneitv: Location: 10, White Ceiling Tile Sample Layers Tan Ceilin2 Tile with White Surface Composite Non-Asbestos Content: Sample Composite Homoeeneity: Location: 11, Gray Drywall Sample Layers White Drywall White Texture with Paint Composite Non-Asbestos Content: Sample Composite Homoeeneitv: Location: 12, Brown/Black Cove Base Sample Layers Yellow Mastic Black Baseboard Sample Composite Homoeeneity: Date of Submittal: 06-02-2022 Date of Receipt: 06-02-2022 Date of Report: 06-03-2022 Lab ID-Versiont: 14126389-1 Asbestos Content ND 99% Glass Fibers Good Lab ID-Versiont: 14126390-1 Asbestos Content ND 60% Glass Fibers 30% Cellulose Good Lab ID-Versiont: 14126391-1 Asbestos Content ND ND 2% Glass Fibers Moderate Lab ID-Versiont: 14126392-1 Asbestos Content ND ND Moderate The test report shall not be reproduced except in full, without written approval of the laboratory. The report must not be used by the client to claim product certification, approval, or endorsement by any agency of the federal government. Eurofins EMLab P&K reserves the right to dispose of all samples after a period of thirty (30) days, according to all state and federal guidelines, unless otherwise specified. Inhomogeneous samples are separated into homogeneous subsamples and analyzed individually. ND means no fibers were detected. When detected, the minimum detection and reporting limit is less than 1 % unless point counting is performed. Floor tile samples may contain large amounts of interference material and it is recommended that the sample be analyzed by gravimetric point count analysis to lower the detection limit and to aid in asbestos identification. t A "Version" indicated by -"x" after the Lab ID# with a value greater than 1 indicates a sample with amended data. The revision number is reflected by the value of "x". Eurofins EPK Built Environment Testing, LLC EMLab ID: 2940508, Page 4 of 12 Eurofins EMLab P&K 19515 North Creek Pkwy N, #100, Bothell, WA 98011 (866) 888-6653 Fax (623) 780-7695 www.emlab.com Client: MTGL, Inc. C/O: Mr. Carl Tucker Re: CPG-1818 Aston Ave; AB Testing ASBESTOS PLM REPORT Location: 13, Yellow Floor Mastic Sample Layers Yellow Mastic Sample Composite Homogeneity: Location: 14, Gray Flooring, Concrete Sample Layers Gray Concrete Sample Composite Homogeneity: Location: 15, Gray Flooring, Concrete Sample Layers Gray Concrete Sample Composite Homogeneity: Location: 16, Gray Concrete Sample Layers Gray Concrete Sample Composite Homogeneity: Date of Submittal: 06-02-2022 Date of Receipt: 06-02-2022 Date of Report: 06-03-2022 LabID-Versiont: 14126393-1 Asbestos Content ND Good Lab ID-Version+: 14126394-1 Asbestos Content ND Good Lab ID-Versiont: 14126395-1 Asbestos Content ND Good Lab ID-Versiont: 14126396-1 Asbestos Content ND Good The lesl report shall nol be reproduced excepl in full, wilhoul written approval of the laboratory. The report must not be used by the client to claim product certification, approval, or endorsement by any agency of lhe federal government. Eurofins EMLab P&K reserves the right to dispose of all samples after a period of thirty (30) days, according to all state and federal guidelines, unless olherwise specified. Inhomogeneous samples are separated into homogeneous subsamples and analyzed individually. ND means no fibers were detected. When detected, lhe minimum detection and reporting limit is less lhan I% unless point counting is performed. Floor tile samples may contain large amounts of interference material and it is recommended that the sample be analyzed by gravimetric point count analysis to lower the detection limit and lo aid in asbestos identification. + A "Version" indicaled by -"x" after the Lab ID# with a value greater than I indicates a sample with amended data. The revision number is reflected by the value of "x". Eurofins EPK Built Environment Testing, LLC EMLab ID: 2940508, Page 5 of 12 Eurofins EMLab P&K 19515 North Creek Pkwy N, #100, Bothell, WA 98011 (866) 888-6653 Fax (623) 780-7695 www.emlab.com Client: MTGL, Inc. C/O: Mr. Carl Tucker Re: CPG-1818 Aston Ave; AB Testing ASBESTOS PLM REPORT Location: 17, White Ceiling Tile Sample Layers Tan Ceiling Tile with White Surface Composite Non-Asbestos Content: Sample Composite Homo2eneity: Location: 18, White Ceiling Tile Sample Layers Tan CeilinJ? Tile with White Surface Composite Non-Asbestos Content: Sample Composite Homo2eneitv: Location: 19, Yellow Ceiling Insulation Sample Layers Yellow Insulation Composite Non-Asbestos Content: Sample Composite Homo2eneity: Location: 20, White Ceiling Tile Sample Layers Tan CeilinJ? Tile with White Surface Composite Non-Asbestos Content: Sample Composite Homoe:eneitv: Date of Submittal: 06-02-2022 Date of Receipt: 06-02-2022 Date of Report: 06-03-2022 Lab ID-Versiont: 14126397-1 Asbestos Content ND 60% Glass Fibers 30% Cellulose Good Lab ID-Versiont: 14126398-1 Asbestos Content ND 60% Glass Fibers 30% Cellulose Good LabID-Versiont: 14126399-1 Asbestos Content ND 99% Glass Fibers Good Lab ID-Versiont: 14 126400-1 Asbestos Content ND 60% Glass Fibers 30% Cellulose Good The test report shall not be reproduced except in full, without written approval of the laboratory. The report must not be used by the client to claim product certification, approval, or endorsement by any agency of the federal government. Eurofins EMLab P&K reserves the right to dispose of alJ samples after a period of thirty (30) days, according to all state and federal guidelines, unless otherwise specified. Inhomogeneous samples are separated into homogeneous subsamples and analyzed individually. ND means no fibers were detected. When detected, the minimum detection and reporting limit is less than 1 % unless point counting is performed. Floor tile samples may contain large amounts of interference material and it is recommended that the sample be analyzed by gravimetric point count analysis to lower the detection limit and to aid in asbestos identification. * A "Version" indicated by -"x" after the Lab ID# with a value greater than 1 indicates a sample with amended data. The revision number is reflected by the value of "x". Eurofins EPK Built Environment Testing, LLC EMLab ID: 2940508, Page 6 of 12 Client: MTGL, Inc. C/O: Mr. Carl Tucker Re: CPG-1818 Aston Ave; AB Testing ASBESTOS PLM REPORT Location: 21, White Drywall Sample Layers White Drywall with Brown Paper Eurofins EMLab P&K 19515 North Creek Pkwy N, #100, Bothell, WA 98011 (866) 888-6653 Fax (623) 780-7695 www.emlab.com Date of Submittal: 06-02-2022 Date of Receipt: 06-02-2022 Date of Report: 06-03-2022 Lab ID-Version+: 14126401-l Asbestos Content ND Composite Non-Asbestos Content: 10% Cellulose 2 % Glass Fibers Sample Composite Homogeneity: Moderate Location: 22, Brown/Black Cove Base Lab ID-Version+: 14126402-1 Sample Layers Asbestos Content Yellow Mastic ND Black Baseboard ND Sample Composite Homo2eneity: Moderate Location: 23, Gray Vinyl Flooring Lab ID-Version+: 14126403-1 Sample Layers Asbestos Content Yellow Mastic ND Gray Floor Tile ND Sample Composite Homogeneity: Moderate Location: 24, Gray Vinyl Flooring Lab ID-Version+: 14126404-1 Sample Layers Asbestos Content Yellow Mastic ND Gray Floor Tile ND Sample Composite Homo2eneity: Moderate The test report shall not be reproduced except in full, without written approval of the laboratory. The report must not be used by the client to claim product certification, approval, or endorsement by any agency of the federal government. Eurofins EMLab P&K reserves the right to dispose of all samples after a period of thirty (30) days, according to all state and federal guidelines, unless otherwise specified. Inhomogeneous samples are separated into homogeneous subsamples and analyzed individually. ND means no fibers were detected. When detected, the minimum detection and reporting limit is less than 1 % unless point counting is performed. Floor tile samples may contain large amounts of interference material and it is recommended that the sample be analyzed by gravimetric point count analysis to lower the detection limit and to aid in asbestos identification. f A "Version" indicated by -"x" after the Lab ID# with a value greater than I indicates a sample with amended data. The revision number is reflected by the value of "x". Eurofins EPK Built Environment Testing, LLC EMLab ID: 2940508, Page 7 of 12 Eurofins EMLab P&K 19515 North Creek Pkwy N, #100, Bothell, WA 98011 (866) 888-6653 Fax (623) 780-7695 www.emlab.com Client: MTGL, Inc. C/O: Mr. Carl Tucker Re: CPG-1818 Aston Ave; AB Testing ASBESTOS PLM REPORT Location: 25, Gray Vinyl Flooring Sample Lavers Yellow Mastic Grav Floor Tile Sample Composite Homo2eneity: Location: 26, Pink Ceiling Insulation Sample Layers Pink Insulation Composite Non-Asbestos Content: Sample Composite Homogeneity: Location: 27, White Ceiling Tile Sample Lavers Tan Ceilin2 Tile with White Surface Composite Non-Asbestos Content: Sample Composite Homo2eneity: Location: 28, Brown/Black Cove Base Sample Layers Tan Mastic Black Baseboard Sample Composite Homogeneity: Date of Submittal: 06-02-2022 Date of Receipt: 06-02-2022 Date of Report: 06-03-2022 LabID-Versiont: 14126405-1 Asbestos Content ND ND Moderate Lab ID-Versiont: 14126406-1 Asbestos Content ND 99% Glass Fibers Good Lab ID-Versiont: 14126407-1 Asbestos Content ND 60% Glass Fibers 30% Cellulose Good Lab ID-Versiont: 14126408-1 Asbestos Content ND ND Moderate The test report shall not be reproduced except in full, without written approval of the laboratory. The report must not be used by the client to claim product certification, approval, or endorsement by any agency of the federal government. Eurofins EMLab P&K reserves the right to dispose of all samples after a period of thirty (30) days, according to all state and federal guidelines, unless otherwise specified. Inhomogeneous samples are separated into homogeneous subsamples and analyzed individually. ND means no fibers were detected. When detected, the minimum detection and reporting limit is less than I % unless point counting is performed. Floor tile samples may contain large amounts of interference material and it is recommended that the sample be analyzed by gravimetric point count analysis to lower the detection limit and to aid in asbestos identification. :j: A "Version" indicated by -"x" after the Lab ID# with a value greater than I indicates a sample with amended data. The revision number is reflected by the value of "x". Eurofins EPK Built Environment Testing, LLC EMLab ID: 2940508, Page 8 of 12 Eurofins EMLab P&K 19515 North Creek Pkwy N, #100, Bothell, WA 98011 (866) 888-6653 Fax (623) 780-7695 www.emlab.com Client: MTGL, Inc. C/O: Mr. Carl Tucker Re: CPG-1818 Aston Ave; AB Testing ASBESTOS PLM REPORT Location: 29, Tan Mastic Sample Layers Tan Mastic Sample Composite Homo2eneity: Location: 30, Yellow Floor Mastic Sample Layers Yellow Mastic Sample Composite Homogeneity: Location: 31, White Cove Base Sample Layers Yellow Mastic White Baseboard Sample Composite Homo2eneity: Location: 32, White Cove Base Sample Layers Off-White Mastic White Baseboard Sample Composite Homogeneity: Date of Submittal: 06-02-2022 Date of Receipt: 06-02-2022 Date of Report: 06-03-2022 Lab ID-Versionf: 14126409-1 Asbestos Content ND Good Lab ID-Versionf: 14126410-1 Asbestos Content ND Good Lab ID-Versionf: 14126411-1 Asbestos Content ND ND Moderate Lab ID-Versionf: 14126412-1 Asbestos Content ND ND Moderate The test report shall not be reproduced except in full, without written approval of the laboratory. The report must not be used by the client to claim product certification, approval, or endorsement by any agency of the federal government. Eurofins EMLab P&K reserves the right to dispose of all samples after a period of thirty (30) days, according to all state and federal guidelines, unless otherwise specified. Inhomogeneous samples are separated into homogeneous subsamples and analyzed individually. ND means no fibers were detected. When detected, the minimum detection and reporting limit is less than 1 % unless point counting is performed. Floor tile samples may contain large amounts of interference material and it is recommended that the sample be analyzed by gravimetric point count analysis to lower the detection limit and to aid in asbestos identification. t A "Version" indicated by -"x" after the Lab ID# with a value greater than l indicates a sample with amended data. The revision number is reflected by the value of "x". Eurofins EPK Built Environment Testing, LLC EMLab ID: 2940508, Page 9 of 12 Eurofins EMLab P&K 19515 North Creek Pkwy N, #100, Bothell, WA 98011 (866) 888-6653 Fax (623) 780-7695 www.emlab.com Client: MTGL, Inc. C/O: Mr. Carl Tucker Re: CPG-1818 Aston Ave; AB Testing ASBESTOS PLM REPORT Location: 33, White Cove Base Sample Layers Yellow Mastic White Baseboard Sample Composite Homogeneity: Location: 34, White 12X12 Floor Tile Sample Layers Yellow Mastic White Floor Tile Sample Composite Homoe:eneity: Location: 35, White 12X12 Floor Tile Sample Layers Yellow Mastic White Floor Tile Sample Composite Homogeneity: Location: 36, White 12X12 Floor Tile Sample Layers Yellow Mastic White Floor Tile Sample Composite Homoe:eneity: Date of Submittal: 06-02-2022 Date of Receipt: 06-02-2022 Date of Report: 06-03-2022 Lab ID-Versioni: 14126413-1 Asbestos Content ND ND Moderate Lab ID-Versioni: 14126414-1 Asbestos Content ND ND Moderate Lab ID-Versioni: 14126415-1 Asbestos Content ND ND Moderate Lab ID-Versioni: 14126416-1 Asbestos Content ND ND Moderate The test report shall not be reproduced except in full, without written approval of the laboratory. The report must not be used by the client to claim product certification, approval, or endorsement by any agency of the federal government. Eurofins EMLab P&K reserves the right to dispose of all samples after a period of thirty (30) days, according to all state and federal guidelines, unless otherwise specified. Inhomogeneous samples are separated into homogeneous subsamples and analyzed individually. ND means no fibers were detected. When detected, the minimum detection and reporting limit is less than 1 % unless point counting is performed. Floor tile samples may contain large amounts of interference material and it is recommended that the sample be analyzed by gravimetric point count analysis to lower the detection limit and to aid in asbestos identification. t A "Version" indicated by -"x" after the Lab ID# with a value greater than 1 indicates a sample with amended data. The revision number is reflected by the value of "x". Eurofins EPK Built Environment Testing, LLC EMLab ID: 2940508, Page 10 of 12 Client: MTGL, Inc. C/O: Mr. Carl Tucker Re: CPG-1818 Aston Ave; AB Testing ASBESTOS PLM REPORT Location: 37, Wall Cement Sample Layers Gray Cementitious Material Eurofins EMLab P&K 19515 North Creek Pkwy N, #100, Bothell, WA 98011 (866) 888-6653 Fax (623) 780-7695 www.emlab.com Date of Submittal: 06-02-2022 Date of Receipt: 06-02-2022 Date of Report: 06-03-2022 Lab ID-Versionf: 14126417-1 Asbestos Content ND Sample Composite Homogeneity: Good Location: 38, Window Putty Lab ID-Versionf: 14126418-1 Sample Layers Asbestos Content Gray Window Puttv ND Sample Composite Homo2eneity: Good Location: 39, Wall Concrete Lab ID-Versionf: 14126419-1 Sample Layers Asbestos Content Gray Cementitious Material ND Sample Composite Homo2eneity: Good Location: 40, Window Putty Lab ID-Versionf: 14126420-1 Sample Layers Asbestos Content Gray Window Puttv ND Sample Composite Homo2eneity: Good The test report shall not be reproduced except in full, without written approval of the laboratory. The report must not be used by the client to claim product certification, approval, or endorsement by any agency of the federal government. Eurofins EMLab P&K reserves the right to dispose of all samples after a period of thirty (30) days, according to all state and federal guidelines, unless otherwise specified. Inhomogeneous samples are separated into homogeneous subsamples and analyzed individually. ND means no fibers were detected. When detected, the minimum detection and reporting limit is less than 1 % unless point counting is performed. Floor tile samples may contain large amounts of interference material and it is recommended that the sample be analyzed by gravimetric point count analysis to lower the detection limit and to aid in asbestos identification. t A "Version" indicated by -"x" after the Lab ID# with a value greater than I indicates a sample with amended data. The revision number is reflected by the value of "x". Eurofins EPK Built Environment Testing, LLC EMLab ID: 2940508, Page 11 of 12 Client: MTGL, Inc. C/O: Mr. Carl Tucker Re: CPG-1818 Aston Ave; AB Testing ASBESTOS PLM REPORT Location: 41, Wall Concrete Sample Layers Gray Cementitious Material Eurofins EMLab P&K 19515 North Creek Pkwy N, #100, Bothell, WA 98011 (866) 888-6653 Fax (623) 780-7695 www.emlab.com Date of Submittal: 06-02-2022 Date of Receipt: 06-02-2022 Date of Report: 06-03-2022 Lab ID-Versiont: 14126421-1 Asbestos Content ND Sample Composite Homogeneity: Good Location: 42, Window Putty Lab ID-Versiont: 14126422-1 Sample Layers Asbestos Content Gray Window Puttv ND Sample Composite Homogeneity: Good The test report shall not be reproduced except in full, without written approval of the laboratory. The report must not be used by the client to claim product certification, approval, or endorsement by any agency of the federal government. Eurofins EMLab P&K reserves the right to dispose of all samples after a period of thirty (30) days, according to all state and federal guidelines, unless otherwise specified. Inhomogeneous samples are separated into homogeneous subsamples and analyzed individually. ND means no fibers were detected. When detected, the minimum detection and reporting Limit is less than 1 % unless point counting is performed. Floor tile samples may contain large amounts of interference material and it is recommended that the sample be analyzed by gravimetric point count analysis to lower the detection limit and to aid in asbestos identification. t A "Version" indicated by -"x" after the Lab ID# with a value greater than I indicates a sample with amended data. The revision number is reflected by the value of "x". Eurofins EPK Built Environment Testing, LLC EMLab ID: 2940508, Page 12 of 12 CHAIN OF CUSTODY ::~ eurofins www.EMLabPK.com EMLab P&K Nnr Jtl'HY: 3000 Lnc:crl DriYI Ea5I, Suite A. t.iarlllln ~ 08053 • (866) 871-1984 Phoenix. AZ: 1501 West Knud5en OIIYe. Pholwwx. AZ 8SC:27 • {800) 6St"802 SSF. CA: 6000 Shoreline Court Suite 205. South Sal Fn,nooco, CA 94J80' (166) 88M653 CONT ACT INFORMATION C~y MTGL Mcnu:6295 Ferris Square, Ste.C, SD, CA, 92121 C(ll1tact: C. Tucker Speelal ~uvctioni Phone. 619.454.7851 . PROJECT INFORMATION TURN AROUND TIME CODES {TAT) Pro.real): ~-l~l~ Am16~ N~ STI> -Slaldaru (DEFAULT) ~ea ~,~,..)(_ NO-Nett 811$11m Day 1 Rushet rece1Ved a~.er 2pn Of 011 YleekfndS, wil be CORSidered rec:eved the nell f>fo,ect . Sampling SD-Same Business Dey business day. Please alert ZlD Code· Date & Time Rush" u5 in actvance ol weekend •Pleue cal Cl~nt $eMCH analyssneeds. PONul!lber Sari-d By: <:.--r for !°"lions wi:11 Rush -~1111D Desa1pllon Sample Type TAT TotalVollmt I Notes (llelalWI ~VI) rµ Sll"POS ontyi r tU # 1-r£ e,,u.~ ~u<-,~ ~ ~ ill.>CH-n( n~..a,,,.&..11,, ~ f';};r.-• .. ,ff.,.,.,..: ~ u ck °5f'tofS I C-f \Jr.1, r. .. \ Fi..h'YT Ni~,,..,.,,. :5 l i 1n,. ,;r, f'_;tturv( -,(1,rv 4, tU~tT%.. b~\).l~L 7 -,f;}+) M~ e, 93 (/f,;t,U,..V ~,nCfl tu. 14-~71'-' lj 'P, A)j,,_ r~c., ~\ , .. 1<vVt-,,o,.J to WH-rri <Z.-,~.1,,v< ~LS, tr f".414 _.,, «i [\fl.J 11.l t::rl I l ~~ ~ ~ -T , 7 SAMPLE TYPE CODES A-/!Jr I W-Wll8 8 -Elllk I T-fape 6 0 -Oust I R -Rode SO-Sod I 0-0lher. ASBESTC --- REQUESTED SER' l1!1~Wii l1l~~iii~1rm~ p 002940508 PCM Air Bulk Sod ~ ~ C -C :l ....... c ~ :::, 8 'e ,::;, .-.. 'e 0 ~ § 1: 5 u ii'. ;:J 8 (.) 0 5 0 ii'. § c (.) (.) -~ ~ C 'E £ ·5 ~ 0 a. ~ ·o ·-o ... a.. 0 Q.. ._. -§ n. a. g c c 8 Cl> ,.._ 8808:::,8:::, :!. !:, 1 l: :E (/) _J t!!. ~ C 1 I 0 a. -c .., --LL. ~ ! C C ,§ -~ I -"' ~ 8 8 ~ ~ Cl> r/) i :.:? ::! in c I ~ II) ~ ~ ---i ·c: I C C C -C") o o o E ~ v ~ .8 ~ 0.. a. a. '> ·-(Xl a> "Q <<<iv~ Q'. ~ rn a.a.a. .... ~ < gJ u: 0 WWWC)C., 0 u _J □ □ .. Hf D □ □□ D D D D □ □ □ □ D [j □ □ D □ □ □ 0 D □ D □ J D □ D □ □ □ □ D □ D □ □ □ D D □ □ □ D D □ D □ D □ J D □ □ D D D D □ □ □ □ D D D □ D D □ □ D D □ □ □ D IJ □ □ D D D □ D □ D □ D D ID □ □ D D D D D □ □ □ □ D IJ D □ D □ D □ D DD □ D □ I J D □ □ D D D D D D □ D D IJ 1' D D D D D D □ D □ D RECEIVED BY By submcng ltws Ct.an al C,,stocty, yw a11ree 110 be DaJnd by the IIMl$ and oooc1.10tl$ set blli at hllD ,,wNW.errJ.lb.cor.t/ll!rm~kefw:e Cooynghl~ 2019 Eurofins EMLab P&I< '.ll:•11:1100'~ Oo,:.HIM;:;.~1. i;..,11 rw,-, "'!-11 P,ot1<t1 I CHAIN OF CUSTODY ;i~ e u rof ins l www.EMLabPK.com I EMLab P&K Nw Jersey: 3000 l.moln Onve East. Suite A. M.,b, NJ 06053 • (866) 971-1984 PhotNll. 1,l,;, 1501 West KnudsEn Orlw, Pllomlut, /.l. 85027 '{IIOO) 651-4802 SSf, CA: 6000 Shoreln'le C<M,rt. Suite 206 Sou1tl San FronQSQ). CA 94080 • (866) 888-6653 CONTACT INFORMATION Canpaiy MTGL Add11m.6295 Ferris Square, Ste.C, SD, CA, 92121 CCJllatt C. Tucker Speoil lnrt\JQ!Cr.3: Phone 619.454.7851 PROJECT INFORMATION TURN AROUND TIME CODES (TAT) Project IO: C..~--IAl~ ASJ~ t\\)'fi STD -Standad (DEFAUL Tl ~rqea ~ 4JtU:ft~ Rushes reoer.ied a1\er 2ptr. ND-Next 8uslness Day «on v~ wil be corslered received Ole next Prqect Sampling SD-S3me il1&11eu Day buslneu day. Please aler1 Zlo Code Da19& Tlme: Rush' us In ~01 of weekend "f>leaH c;.il Oienl $eMCel analy$1$ ne~. PO Ni.miler' SM\l)ledBy forlocaboml wllh Rush MINION I SlmplllO DeKrlption Sample Type TAT T otll Volwnt Notes (Btlewt ~) (ArSlnl)le$,or,ly) ,1 ... £:{/ ,_.,. h }git. .. ) /1otJf( 1SA:s~ fl l~ UW/ 11)0,.J ,:::i,Dort. .. • • --, c:... JiJ l'lJtJH ~..:)(, ... 6--.. ----... ., ... 1t: c;/Ur-t d.,.-.. ~ "" -.-17.~. J --f -~ .. ,,., Tt C,;_.w ei>~~ 1 ~~\"'{TL ~1.-.A 1.....X.. -f'i i.11(_ I 7 Wt~ I T'fL 6-fi_J 1..)1,, '71 U-e,, " ,( "f lUU)y.,l ~IUJ,,.,K ..,....~~11,o.J 1 ~ (-,ttr,t/f."", ~. -r1 ~L ?.I ._, ~ rn. t)rc'{ 6->A-ILr -,v 1~M.,U,/~tz.Dv)J.} &~ 1>4&,.,:.., _i,, I ASBESTOS l REQUESTED SERVlCI PLM /li'll1~tf r lll~\rWil!ll1!1f I 002940508 PCM AJ.r Bulk ..... C C C :> p ::, 0 p ~ C 8 (.) C C :> ::,::,or-C: 8 8 ~ Cl. ..... , c c: ~ ~ § ~ ooc..-!:. ':;f-Q.C.. --.... ~ § C ~ :§ ~ ~ ~ 8 8 O<:a.-----Ec ~~~ B ~ ~ o o _i=: ::J(.)()00.~ C ,6 CX) -t, ...., !,! •- ~,;: uto..S = S~il u> ooo --~iQ.0.0.. § 5 ~en fl.I~~~ e e U. 0 <t W I W W C!) C!) D ID 1-i! I D I D ID ID I D D ID IO I D ID ID ID ID DID I IJ ID I D I o ID I D o ID I fJ I D I D I D ID I o D ID I lJ ID ID ID ID I D D ID IP I DIDIDID ID DI o IO ID I D I o ID ID DID IPI D I D I D o ID D ID ICJ ID ID IDID I D DID 11!1 l DID ID ID ID □ ID Id' I □ I □ I D ID I □ ~!!. =-0 C C 6 8 0 (.) -C: C a ~ 0.. § 8 ~ .... --'8 '8 :6 5 j ~ ~ ~ 'V 'V al a:i 5 ~ D D D D □ D □ D D D D D D D D D D □ □ □ □ D ~ 4) E CV u: I th ;;; ~ a:, .'i "i Cl) ....I I D ID D □ □ □ D □ D □ D D 0 D D D D D D D D D D D D DD D D □ □ □ □ SAMPI..E TYPE CODES DATE& TIME RE.CEIVEDBY DATE& TIME A-Al W-\'fipe B-Bu~ I T -Tape _,, C ,J-- O-Ou51 I R-Rock SO -Soi I 0-Olher By suomltting thll Chain of C.mody. yoo agree to be bound by 1he tanr.s irtd condltiors set for1h II htp 1.i..,.v111.embb.ccnAemls~f-ser.i<le ~rigl11CI 2019 E11ro!ins EML.ab P&K ~ooc 0oo -~r.R .. 11 R,oo-,e.,Ht Pt,~ I c1 , CHAIN OF CUSTODY :::: eurotins WEATH~ Foo RM-. SllDW Wind O!ar .. ~ ....: t _ ... l' .. .. I R.EQues· EMLab P&K Nooe i Uat. Non-C11lt11rilt>le Cit Ill IIIJI.IIWlrlltll~JII lie, A. Manton, NJ 08053 • (866) 871-1911• Modero.le BloCassnllAI . n Drive, Pnoenix, A2. 65027 • (800) 651-4802 J ~ Tapt, Heavy Trap Swab, Bulk Swab, Wete 205, S. San Frvncisc:o, CA 94080 • (11$6) 881~3 Cor 002940508 : ",-, ;::~-• •-1•r11~V-,":•ur·:..1-tt~:·•i-.f~~i)l't~,~ CONiACT INFORMATION 4,,11. ---··-.......... I D JA:r'f.l.; Address: /... ~~4<...,,,. --/~ GtJ 11 (, 11,SL) lit- ~ ··• I i ~ '-r'Bt.. Jt!L,/T_ S~l lnslNcllons: ' , 0 -t Conlbc:t .J • CJ ! -en Phone: / ,,q -4~ ·785/ t ! 1 I ! I ~ ;,t PROJECT INFORMATION l-,: TVRN AROUt(O TIME CODES . (TAT} I ; • t I 1 I lil • Pfcl4ct 10. C.ft. -el 8 A-5-r(),..) ~ STD. Standard (Default) Rushes recerved after 2Pm l i Q j i 1~ or on weekends, will be ' ~ i l i Oe,Q'~ A"J5 'r~ .. , .. u; ND • Next Busines.s Day oonsidefed reoetved 1hl t ~ J !!! t I t ll'ltJfed l;,!IRIP'ng SO. Same Business Day noxt l>uSiness day. Please I ill I 1 I 8 i l t ~ ~ ~ f Zin Code: Datafl'hM; alert UI in advance of i J i j I I ' . j l PO Number: 1;;•-(r WH • Weekend/Holiday/ASAP weekend analysts needs. ~ ~ I l • j 11 ! j I . S...mple T.AT Total NOTE.$ • i 1 1 ~ ffi I l i i ~ i l ! ~ e l 6 ~ ~ SA.MPLE ID •• DESCRIPTION , :• , T)1M ~~ Vojull_lllArea {Time of day 'J; RH ell:.) ci (St~) CU IP.Plil:4*' I tfl'P, I ~ 'j~1f ~ 't .. 11JI., L: -~~ ~ ~...,.~ , '2.1.J ~,,";, u , Ft. i»rc.,....'..lc J t..kl l -% :, r. ,_ (. 1 r'fll.·11--~-~M i/lN\/1 ,t:7'-.,,....) . u YIAJY /?w,, ,,,,.J;' / A.~~c~ . "?._7 6->'"' \"f'tz. I'~.: f ; ~ -r, L..li 24~ 1~1M•> .tr.m:D~· f'~~J>I\EP 24 "t't¥J 1-l.~c.... ~b Ll~lLO~ ~ M"4ST}c., ~[ I I.) f-ll 't't'\E. /Ir. -.r. ~ "' ~ .,... sz.. ••ttur~ :.:::.~,-, 3.S b •• "'n u f,l}\)'r, 1 ~~ ~lf ~ ~ 1L')(. rt'., ,=::;:,001t:1'i lJt ss (Or\-nti.l z=>Al Z ir:::: _,_ -.1"'111. ..,. 3~ ~tt-'..,...1£-~)t 12-~ 71u:. '37 W4t..l ..... ~ If 4A--.A->t" ..... cJ-. l::'. SAMPLE TYPE CODES-REUNQUIS!jiD BY !':,. DATI:&TIME RECEIVED SY o-, TE & TIMI: I, ~ Y-.. "r d!-f ?-t-BC • BloCasselle"' CP • Contact Plat& T-Taoe 0 -00-: ~fol~ -· ( c~ -Coe,(/ A1 S • Andersen ST • SIIOl1I T nMI SW-Swab _, ,,, SAS -Surface Air SamDklr B -Bulk SO -Soll I ,,. NP • Non-ooteble Wete, P. Po\able Weter D-Ouit -By JUbmltllng this Ctiain of CU&tody, you agree lo be bound by the tarm1 and c0fldi!ions set forth a.I htll):/Av-.emlab.comiierms-of-cervice C09Yli9ht C 2019 Eumtins EMlab P&J< Doc. # EM-CS-F-1192 , Rev 33, Revised 8/15119, Page 1 of 1 CHAIN OF CUSTODY -~~ eurofins WEATHER ro0 Rain Snow Wm Claat ..,;; -i REQUESTED. SERV1CES ,.. · l EMLab P&K None . •,-·►i..--i ~ Lighl Non-Cultutable Cuttw • • - atlton, NJ 08063 • (1168) 871-198' Moderate ~-·, Phoonbc, AZ. 85027 • (800) 651-4802 Heavy Spore Tape, Sw.o.W-.E 1~~~11111111 llllllllil 111111111 • , 11111111 San Frand$CO, CA 94080 • (ll&a) 888-6653 Tf11P Swab,U Ccn.x . CONTACT INFORMATION ,;-~ H ,. &--i:··:tttJtrlt~ I 002940508 ' .. ' ~-~ l Comoanr J,,,\:r't,L J Address: /.. ~-4< ~IC/.$ ,~ II I'. 11 ...S/'J I' A.. (: ''1f3l'.. vf/1'./(_. Special lnslructions: / 7 I ~ Con:aa: ~· 1 ! ~! / .,11Q -4st,1-18S'I ~ i 1 I s i 1 ~ t l PROJECT INFORMATION TURN AROUNOTIME CODES •(TAT) i ♦ I I ! 1 t e . ~ Pto.ec1 I>: "".?~ -JR \~ !,, ~ j M1E,. STD • Slandald (Default) Rushe,s lll0etVed aftet 2pm i ! g J i j !I J ,l'tq9Cl °' on Wllekands, wiD be . i l j f ~on: l:s!!, °\?eS'Ti ,..)(.. ND • Next Buslnes5 Day con&iderud received the t J i I I f I?. f ~ ~ l~ad ' I_,,~ ,:;[_ • SO . Same 134Jlineu Day next buu,ess day. Please J l ~ 1 f ~ f Codi: Oatemme: Dien us i'I advance or I J i I ... I i Ill l . . I I 1-.-·~ ~ f ~ ~ PO~ ay. ~.,-WH -WNlcendJHoliday/ASAP waellend analyu needs. I i .. l S.mple TAT To1al NOTES t ~ j I I i j I [ I SAllPLE ID , • t _ DESCRIPTION '. , Type (Abow) Volume/Area (Um• of day 1 RH I i ! I ! Ii ! ] ~ · (Btlotiwl • (M appllclble) • •rnP> • eta. c3 0 3.W I, l,~~ouJ ~ -s-~,£} ~ ~ lu.J. -I /"-11,._,P.HA,Y :,._ t II' tJr, a IJJ .J()O u.) ?'lJ'M-\4 St- di ,,,.,,,. J t (!f}..,t'.-~ _i; "~ IIJ 1,,,;ilo t.tJ ,_YO~ -~ ~-V I SAMPLE TYPE CODES ..,_, •• -r HEQ.IJV ,/ DATE &TIM.E RECEIVED BY DAfE&TIME BC • 81oCassetto' I CP • Contact Plate T-Taoe 0 -0U-: 1./ ~./«7-.____,, &Id~ f,f ,-1-v~ A1S-Andarsen ST -Spore Tl'aD SW-swab ( -----/ ~ J.,.-tJ q-a o' SAS • Sutfatl8 AJr Sampler B -Bulk SO-Soll / 7 NP -Norl1)()1a.ble Watcf' P • Polable WIiier 0 -Oust By submitting this Chain or Custody. you agfff lo ~ bound by~ tann• and cond,t.ons nt forth ot l'ltll)://www.emlab.com1to,mt-0f-servic• CopyoghtC 2019 Euroflna EMlab P&J< Doc.# EM-Cs-F-1192, Rev 33, Revised 8/15/19, Page 1 of 1 1 • 11 1 3 l 1 I _,.....,.IJ.Ut'atllt~-- R&a r.:,-....i1111 w,-.1 ... wo'fM()~ONl:1_._..._... I IMdOl'BO >'1Nll0~17't'O 'O\lllS"lll't'O 3nN3,W NOJ.SV QIU :1109 vwnd v~so:) -~,· '10~ l/-~:i~~~ :\ i t:S&,?J -::!i~ . 1~ .... I 0----- f .!"...("¾,, \ I @)---·----i ";/>"~ i 1,1 •111~---···~ ,<,!' LI '] ~, i ··---·-•-t 1- 0 , ~)--~ 1 : ,,... J fl.••·····~ V -, ef~ 1.§> l ~-!;_ : _, ......... .., ~~ ~ ! e-=-~ ; : Vlm!O;IT,O 'CMJSlll'tO 3nN3/\V NO.I.S'lf 8191 :1709 VWnd V'd80:J + + r • I l I I I I pfl jlti tllih ; JJiil I I I I t I ' Ir I" ii l_-: ~ ,,. .. , !I,, Summary of Suspect ACM/ACCM Materials Project Address: I C!?4 -J8 lW A,srp,...) .4-k.j (!~✓ M <°P.l Room/ Area Name or 1~., Dimensions: w lO l t.S: H (0 Number: Celllna Walls Floon Note: Type Color Condition Type Color Condition TVDe Color Condition Celling Tile V c ICJndamaged l"'fextured Vwhite·. /. Mnyl Floor White ..,/ White II " V Undamaged v Undamaged (2'x2') <10'6 Drywall TIie {9"x9") Black Ceiling Tile Damaged Unfinished Black Damaged Vinyl Floor Tan Damaged (2'x4') Black >1°"·<25" Drywall >1°"· <25" Tile (l'xl') Brown >1°". <25" Ceiling Tile Significant Significant Sheet Vinyl Red Significant (l'xl') Tan Damage Plaster Tan Damage Damage >25'6 >25% Vinyl Plank Other: >2S% Drywall Other: Conaete Other: Wood Plank Other: '. <,\L (_»(J¢. (jj.,c.YFr" Plaster Block Ceramic Tile Spray Brick Concrete Applied Sample#: Sample#: Sample#: Room/Area Name or .. f l~~~ lw f.J? le./ llJ Dimensions: l H Number: Cellini Walls Floors Note: TVPe Color Condition Tvna Color Condition TVDe Color Condition Ceiling Tile , ./ Textured , ,/ Vinyl Floor White White ..I Undamaged / White Undamaged v Undamaged (2'x2') , Drywall Tile (9"x9") Black Ceiling Tile , Unfinished . Vinyl Floor Tan ./ Black Damaged Black Damaged Damaged (2'x4') >1°"·<25" Drywall >1°"-<25" Tile (l'xl') Brown >~·<25" Ceiling Tile Significant Significant Sheet Vinyl Red Significant (l'xl') Tan Damage Plaster Tan Damage Damage >25'6 >25'6 Vinyl Plank Other: >25% Drywall Other: Concrete Other: Wood Plank Other: Plaster Block ~r>~ {pvtL, Ceramic Tile Ci~ Spray Brick Concrete Aoolied Sample#: Sample#: Sample#: Summary of Suspect ACM/ ACCM Materials Project Address: I C,~ .::_ tM ~ ,1-5}t)IJ Avfi'J ~ 1 fu 1?2- Room/Area Name or I ~"!, Dimensions: w .Z1 L /'O H IQ Number: Celllna Walls Floors Note: Type Color f2ondltlon IXYPe Color Condition TYDe Color Condition Ceiling TIie I/ ,I Undamaged V Textured / • Vundamaged ~nyl Floor White ¢ White ./ White / Undamaged (2'x2') <10% Drywall Tile (9"x9") Black Ceiling TIie Black Damaged Unfinished Black Damaged Vinyl Floor Tan Damaged (2'x4') >l°"-<25" Drywall >10%-<25" TIie (l'xl') Brown >1°"-<25" Ceiling TIie Significant Significant Sheet Vinyl Red S~ificant (l'xl') Tan Damage Plaster Tan Damage Damage >25% >25% Vinyl Plank Other: >25% Drywall Other: Concrete Other: Wood Plank Other: Plaster Block ~~ Ceramic TIie c~ Spray Brick Concrete Applied Sample#: Sample#: Sample#: A4om/Area Name or . • , ~t.\ Dimensions: w I< L )'l, H l't> Number: CelHna Walls Floors Note: Type Color Condition ,we Color Condition .Jype Color Condition Ceiling Tile White J Undamaged J Textured ✓ White '1 Undamaged ✓ Vinyl Floor White Undamaged (2'x2'} \J Drywall Tile ( 9" x9") Black Ceiling Tile Black Damaged Unfinished Black Damaged Vinyl Floor Tan D.imaged (2'x4'} >1°"-<25" Drywall >10%-<25" Tile (l'xl') Brown >10%-<25" Ceiling TIie Significant Significant Sheet Vinyl Red Significant (l'xl') Tan Damage Plaster Tan Damage Damage >25% >25% Vinyl Plank Other: >25% Drywall Other: Concrete Other: Wood Plank Other: Plaster Block ~~~ Ceramic TIie (;~( Spray Brick Concrete Applied Sample#: Sample#: Sample#: SummaryofSuspectACM/ACCM Materials ProJectAddress: It&.._ l'o\8 ,4-ttTT:>J Avt:.J (f,,4,cµ'D,,4/::>, U 1!'6 Room/Area Name or I ~( Dimensions: w~ L \1, H to Number: Celllna Walls Floors Note: Type Color Condition Type Color Condition Type Color Condition Ceiling Tile \) Undamaged ,I Textured ll / .,, "'Vinyl Floor White {2'x2') ~ White <10% Drywall f/ White Undamaged TIie {9.,x9•) Black Undamaged Ceiling Tile Black Damaged Unfinished Black Damaged Vinyl Floor Tan Damaged (2'x4') > 1°" -<25" Drywall >1°"-<25" Tile {l'xl') Brown > 1°" -<25" Celling Tile Significant Significant Sheet Vinyl Red Significant (1'x1') Tan Damage Plaster Tan Damage Damage >25% >25% Vinyl Plank Other: >25% Drywall Other: Concrete Other: Wood Plank Other: Plaster Block ~Co,)~ Ceramic Tile c~ Spray Brick Conaete Applied Sample#: Sample#: Sample#: Room/Area Name or -· I 11-~<, Dimensions: w I~ L ?.] H {~ Number: Celllna Walls Aoors Note: Type Color Condition Type Color Condition Type Color Condition Celling Tile ✓ / f"textured V Vinyl Floor White White (,' Undamaged it,, v White .. Undamaged V Undamaged {2'x2') Drywall Tile (g-~) Black Celling Tile Black Damaged Unfinished Black Damaged Vinyl Floor Tan Damaged (2'x4') >1°"-<25" Drywall >1°"-<25" TIie (l'xl') Brown >1°"-<25" Ceiling Tile Significant Significant Sheet Vinyl Red Significant Tan Damage Plaster Tan Damage Damage (l'xl') >25% >25% Vinyl Plank Other: >25% Drywall Other~ Conaete Other: Wood Plank Other: Plaster Block ~,.,,,.u, Ceramic Tile ~( Spray Brick ~;tt.t--(/_,u(.;-Concrete Applied Sample#: Sample#: Sample#: SummaryofSuspectACM/ACCM Materials ProjectAddress: ICeG _ tB,8 A~~ Avt..., fAgLJ !31't1J > f <t I Room/ Area Name or '' I Dimensions: ~ ~< Number: ~\\.. w L H . -CeDlna Walls Floon Note: Type Color Condition Type Color Condition Type Color Condition Ceiling Tile J J Undamaged .) Textured I Vinyl Floor White (2'x2') White <10% Drywall .,, White Undamaged Tile (9"x9""') Black Undamaged Ceiling Tile Black Damaged Unfinished Blade Damaged Vinyl Floor Tan Damaged (2'x4') >1°"-<25" Drywall >1°"·<25" Tile {l'xl') Brown >10%-<25" Ceiling Tile Significant Significant Sheet Vinyl Red Significant {l'xl') Tan Damage Plaster Tan Damage Dimage >25% >2.5% / , Vinyl Plank Other: >2.5% Drywall Other: Concrete Otfier: Wood Plank Other: Plaster Block ~ Ceramic TIie ~ Spray .. ~~e.utv Applied Brick Concrete Sample#: Sample#: Sample#: Room/Area Name or ··1~-"\ Dimensions: w \~ L ~"t-H J'O Number: CelUna: Walls Floors Note: Type /Color Condition Twe Color condition Type Color Condition Ceiling TIie I V "Textured / Vinyl Floor White White \/ Undamaged / ./ White Undamaged (2'x2') Drywall Ti le ( 9" x9""') Blade Undamaged Ceiling Tile Black Damaged Unfinished Blade Damaged Vinyl Floor Tan Danaged (2'x4') >1°"·<25" Drywall >1°"·<25" Tile (l'xl') Brown >10% -<25" Ceiling Tile Significant Significant Sheet Vinyl Red Sltiificant Tan Damage Plaster Tan Damage D.mage (l'xl') >25% >25% Vinyl Plank Other: >25% Drywall Other: Concrete Other: Wood Plank ~1" Plaster Block Ceramic Tile Spray Brick Concrete Applied Sample#: Sample#: Sample#: Summary of Suspect ACM/ ACCM Materials Project Address: I C,,?G -(8\~ A-6'>&,..J M~ c;:~, 04-) Room/Area Name or I ~8 Dimensions: w tL L j( H ,0 Number: Ceillrur Walls Floors Note: 1'IDe Color Condition 1vDe J::alor Condition Twe Color Condition Ceiling Tile I✓ ,I Undamaged IV Textured V White Undamaged v Vinyl Floor White (2'x2') White <10% Drywall TIie (9"x9") Black Undamaged Celling Tile Damaged Unfinished Black Damaged Vinyl Floor Tan Damaged (2'x4') Blade: >109'·<25" Drywall >1°"·<2S" TIie (l'xl') Brown >1°"·<25" Ceiling TIie Significant Significant Sheet Vinyl Red S~nificant Tan Damage Plaster Tan Damage Damage (l'xl') >25" >25" Vinyl Plank Other: >25" Drywall Other: Concrete Other: Wood Plank Other: Plaster Block C,~ Ceramic TIie e, o,fl/1(!'( Spray Brick -~~~ Conaete Aoplied Sample#: Sample#: Sample#: Room/Area Name or I . 1bJ\ C\ Dimensions: ~w \4 L ~'t.-H l2 Number: --•• Celina Walls Floors Note: Type Color Condition Type Color Condition Type Color Condition Ceiling Tile V Vrextured I Vlnyl Floor White Iii/ White " Undamaged t, v' White ./ Undamaged ...,,, Undamaged (2'x2'} Drywall Tile (9"x9") Black Ceiling TIie Damaged Unfinished Black Damaged Vinyl Floor Tan Damaged Black (2'x4') >109'·<25" Drywall >10%·<2S" TIie (l'xl') Brown >1°"·<25" Ceiling Tile Significant Significant Sheet Vinyl Red Significant Tan Damage Plaster Tan Damage Damage (l'xl'} >25" >25" Vinyl Plank Other: >25" Drywall Other: Concrete Other: Wood Plank ~~ Plaster Block ~C.Olllt-Ceramic TIie Spray Brick Concrete Applied Sample#: Sample#: Sample#: p£] Summary of Suspect ACM/ ACCM Materials Project Address: I CPc,-\ ~ \~ ~ AV'!f. j e~ t e.A- Room/Area Name or -:-,.1 t~ t~ (0 .i-:.. ~V\\~ Dimensions: w L H Number: celllna Walls Floon Note: Type Color Condition Type Color l,,Condltlon Typa Color Condition Ceiling Tile !✓ White I✓ Undamaged V Textured V White I✓ Undamaged V VVlnyl Floor White Uidamaged (2'x2') <10% Drywall TIie (9"x9") Blade Ceiling Tile Black Damaged Unfinished Black Damaged Vinyl Floor Tan Dimaged (2'x4') >10K -<2S" Drywall >1°"·<25" TIie (l'xl') Brown >10%-<25" Ceiling Tile Significant Significant Sheet Vinyl Red Significant (l'xl') Tan Damage Plaster Tan Damage Damage >25'6 >25'6 Vinyl Plank Other: >25'6 Drywall Other: Conaete Other: Wood Plank Other: Plaster Block 13\P-ul.~ Ceramic TIie --~ Spray Brick Concrete Applied Sample#: Sample#: Sample#: Room/Area Name or Number: ',tW\ \\ Dimensions: W .d!( :?! l ~ l(, H •0 I CelUng I Walls I Roon I Note: I Color I Condition type I Color I I I ~ Condition ..!le! Color C.Ondltlon Ceiling Tile (2'x2'} Ceiling Tile (2'x4'} Ceiling Tile (l'xl') Drywall Plaster Spray Applied Sample#: vf White I :fundamaged I ~~~~ Pr White Black Tan Other: Damaged >10K·<2S" Significant Damage >25'6 Unfinished Drywall Plaster Concrete Black Tan l>Jinyl Floor Undamaged I "'f TIie (9"x9N} White I I Undamaged I Black Damaged >1°"· <25" Significant Damage >25'6 Vinyl Floor I I Tan I I Damaged Tile (l'xl') Brown >10%-<25" Sheet Vinyl Red Significant Damage Vinyl Plank Other: >25% ~ Other· ~t-"1 Bnck -~~ Block I Wood Plank I I Other: Ceramic TileC~ Concrete Sample#: Sample#: ID Summary of Suspect ACM/ ACCM Materials Project Address: I Cf<'=t -l ~lt; &:$f'oJ Mre., l'iA?C~ ill Room/Area Name or 1~\t.-Dimensions: w ('2 L [-z:... H IQ Number: Cell1111 Walls Floors Note: 1We Color Condition Type Color Condition TVDe Color Condition Ceiling Tile ..J White J Undamaged ✓ Textured 'II White Undamaged v Vinyl Floor White (2'x2') <10% Drywall Tile (9.x9"') Black lkldamaged Ceiling Tile Black Damaged Unfinished Black Damaged Vinyl Floor Tan Damaged (2'x4') >l°"-<25" Drywall >1°"-<25" Tile (l'xl') Brown >10%. <2S" Ceiling Tile Significant Significant Sheet Vinyl Red 5wliftcant (l'xl') Tan Damage Plaster Tan Damage Damage >25% >25% Vinyl Plank Other: >25% Drywall Other: Concrete Other: Wood Plank Other: Plaster Bloclc °'~ -"-'IOII ~f>~ o~ Ceramic Tile e-.-~?r:<' \,>~ Spray Brick ,_ 1:>~~ l,o\lft.-Concrete Aoolled Sample#: Sample#: Sample#: Room/Alea Name or I ~,'?, Dimensions: : w 2.1 L l~ H Number: cem,,. Walls Floors Note: Type Color Condition Twe Color Condition Twe Color Cc,ndltlon V I J .; / /. White Ceiling Tile ✓ Textured V v Vinyl Floor (2'x2') White V Undamaged Drywall White \I Undamaged Ti le ( gN x9"') Black Undamaged Ceiling Tile Blade Damaged Unfinished Black Damaged Vinyl Floor Tan Damaged (2'x4') >l°"-<2S" Drywall >1°"·<2S" TIie {l'xl') Brown >1°"·<25" Ceiling Tile Significant Significant Sheet Vinyl Red Sif;Oificant (l'xl') Tan Damage Plaster Tan Damage Damage >25% >25% Vinyl Plank Other: >25% Drywall Other: Concrete Other: Wood Plank E~ Plaster Block ~y;_,. ~"I"...-Ceramic Tile Spray Brick Concrete Applied Sample#: Sample#: Sample#: Summary of SuspectACM/ACCM Materials Project Address: I u~ -tS\?> A:~~ AJ"t) &~ ~ R4om/Area Name or ;'! I ~llJ Dimensions: w lr L I. z. H Number: Celln1 Walls Floors Note: Type Color Condition TVDe Color Condition TYDe Color Condition Ceiling Tile \/4hite .., /Undamaged vTextured VWhite V ./ Vinyl Floor White V t; v Undamaged Uidamaged (2'x2') <10% Drywall TIie (9"x9") Black Ceiling Tile Black Damaged Unfinished Black Damaged Vinyl Floor Tan Damaged (2'x4') >~-<25" Drywall >1°"-<25" Tile (l'xl') Brown >10%-<25" Celling Tile Significant Significant Sheet Vinyl Red Significant (1'x1') Tan Damage Plaster Tan Damage Damage >25% >25% Vinyl Plank Other: >25% Drywall Other: Concrete Other: Wood Plank Other: Plaster Block 13~0,0~ Ceramic Tile CJt>f .. lfftf' Spray Brick Concrete APPiied Sample#: Sample It. Sample#: Room/Area Name or '!·~1 '--"' \< Dimensions: w lt\ L r-z... H Number: Celllna Walls Floors Note:. Type Color Condition Type Color Condition TYDe Color Condition Ceiling TIie ✓ I✓ Textured ./ .,,,,.. ,' ,... ,/ .-Vinyl Floor White (2'x2') White V Undamaged Drywall White Undamaged TIie (9"x9") Black Undamaged Ceiling Tile Damaged Unfinished Damaged Vinyl Floor Tan Damaged Black Black (2'x4') >~-<25" Drywall >1°"-<25" Tile (1'x1') Brown >1°"-<25" Ceiling Tile Significant Significant Sheet Vinyl Red Significant Tan Damage Plaster Tan Damage Damage (l'xl') >25% >25% Vinyl Plank Other: >25% Drywall Other: Concrete ~ Co"v Wood Plank w~~ Plaster Block Ceramic Tile Spray Brick Concrete Applied Sample#: Sample#: Sample#: Summary of Suspect ACM/ ACCM Materials Project Address: I ~-I~ \8 ~ON ~... ~M :, ff] Room/ Area Name or Ii~ \l, Dimensions: w ~t... L I Y. H Number: CelDna Walls Floon Note: Twe Color Condition Type Color Condition Type Color Condition Ceiling Tile ~/White I/Undamaged ..,.extured Iv' / v vVlnyl Floor White V White V Undamaged Uldamaged (2'x2') V <10% Drywall Tile (9"><9") Black Ceiling Tile Black Damaged Unfinished Black Damaged Vinyl Floor Tan Damaged (2'x4') >1°"-<25" Drywall >l.OK -<25" Tile (l'xl') Brown >1>%-<25" Ceiling Tile Significant Significant Sheet Vinyl Red Significant Tan Damage Plaster Tan Damage D.amage (l'xl') >25% >25% Vinyl Plank Other: >25% Drywall Other: Concrete Other: Wood Plank Other: Plaster Block f;Lti.c...'?-~ Ceramic Tile A.¢.?tc;-1"' Spray Brick Concrete Applied Sample#: Sample#: Sample#: Room/ Area Name « :., ~\\ ' 16: l~ 10 Dimensions: w L H Number: Celllrur Walls Roon Note: Type COior Cond1tlon Type Color Condition Type Color Condition Ceiling Tile f I✓ Textured i, ✓ Vinyl Floor White ✓ White ✓ Undamaged I White / Undamaged Undamaged (2'x2') Drywall Tile ( 9" x9") Black Ceiling TIie Black Damaged Unfinished Black Damaged Vinyl Floor Tan Damaged (2'x4') >1°"-<25" Drywall >1°" -<25" Tile (l'xl') Brown > 10% -<25" Ceiling Tile Significant Significant Sheet Vinyl Red Significant Tan Damage Plaster Tan Damage Damage (l'xl') >25% >25% Vinyl Plank Other: >25% Drywall Other: Concrete Other: Wood Plank Other: Plaster Block ~\.,o.(X.. ~,)JV Ceramic Tile ~;;{ Spray Brick Concrete Applied Sample#: Sample#: Sample#: SummaryofSuspectACM/ACCM Materials ProJectAddress: IC& -iSte, Jr~<fti;j ~t/tt.'1 (AfJ.6f.7Af) ., rio I Room/Area Name o, . 1~\8 Dimensions: w l'f L /3 H Number: ' CelOrur Walls Floors Note: TYDe Color Condition TVDe Color Condition Type Color Condition Ceiling Tile Undamaged Textured Vinyl Floor White (2'x2') White <10% Drywall White Undamaged Tile (9"x9") Black Undamaged Ceiling Tile Black Damaged Unfinished Black Damaged Vinyl Floor Tan Damaged (2'x4') >10%-<25" Drywall >10%-<25" Tile ( l'xl') Brown >1°"-<25" Ceiling Tile Significant Significant Sheet Vinyl Red Significant (1'x1') Tan Damage Plaster Tan Damage Damage >25% >25% Vinyl Plank Other: >25% Drywall Other: Concrete Other: Wood Plank Other: Plaster Block Ceramic Tile Spray Brick Concrete Applied Sample#: Sample#: Sample#: Room/Area Name or - ,~""' \<\ Dimensions: w~ L \0 ,. H Number: ....... Celling Walls Floors ......... Note: ~ Color Condition TVDe Color Condition TVDe Color Condition I'.. ~\l,)W, Ceiling Tile Textured V V ✓ vVinyl Floor White E)f.J\,~ White Undamaged White \I Undamaged Undamaged (2'x2') Drywall TIie (9"x9") Black ~i: ·~- Ceiling Tile Damaged Unfinished Damaged Vinyl Floor Tan Damaged Black Black (2'x4') >1°"-<25" Drywall >10%-<25" Tile (1'x1') Brown >1°"-<25" Celling Tile Significant Significant Sheet Vinyl Red Significant Tan Damage Plaster Tan Damage Damage (1'x1') >25% >25% Vinyl Plank Other: >25% Drywall Other: Concrete Other: Wood Plank Other: Plaster Block Ceramic Tile Spray Brick Concrete Applied Sample#: Sample#: Sample#: Summary of SuspectACM/ACCM Materials Project Address: I CPG-l~\tJ AsrW A-Ji..> ~Wt'> F. ~I I Room/Area Name or ,~MLO Dimensions; w ,~ L 11.2 H Number: Celllna Walls Floors Note: Type Color Condition TVDe Color Condition Type Color Condition Ceiling TIie 'White V .,Undamaged v VTextured I,. VWhlte V i'V!nyl Floor White Undamaged (2'x2') \I <10% Drywall '-'., Undamaged TIie (9"x9") Black Celling Tile Black Damaged Unfinished Black Damaged Vinyl Floor Tan Damaged (2'x4') > 11»' -<25" Drywall >1°" • <25" Tile {l'xl') Brown >l°" -<25" Celling TIie Significant Significant Sheet Vinyl Red Significant Tan Damage Plaster Tan Damage Damage (l'xl') >25% >25% Vinyl Plank Other: >25% Drywall Other: Concrete Other: Wood Plank Other: Plaster Block BuG,,c::. c 0J-t1., Ceramic Tile ~,Jfd'1Cr Spray Brick Concrete Applied Sample#: Sample#: Sample#: Room/Area Name or I~~, Dimensions: ·w -~ L tG:. H Number: Celllna Walls Floors Note: Twe Color Condition TYDe Color Condition TvDe Color Canclltion Ceiling Tile • ~ 'undamaged .,.,.extured / v ,/ Vinyl Floor White V White V ,/ White ... Undamaged Undamaged (2'x2') Drywall Tile (9"x9") Black Ceiling Tile Damaged Unfinished Black Damaged Vinyl Floor Tan Damaged Black (2'x4') > 11»' -<25" Drywall >lm'-<25" Tile (l'xl') Brown >10%-<25" Ceiling TIie Significant Significant Sheet Vinyl Red Significant Tan Damage Plaster Tan Damage Damage (l'xl') >25% >25% Vinyl Plank Other: >25% Drywall Other: Concrete Other: Wood Plank Other:_ Plaster Block 13f,,IK.I(.&~ Ceramic TIie ~//,ftl/4/ Spray Brick Concrete Applied Sample#: Sample#: Sample#: Summary of Suspect ACM/ ACCM Materials Project Address: I (:,f~ _ \ 9\ S /r@,.J f-rVEJ CA-ftiA 13~:D ei.~ Room/Area Name or ~ I ~'4"' ·v" Dimensions: w /2 .. L C H Number: Celllna Walls Floors Note: Type Color Condition Type Color Condition Type Color Condition Ceiling Tile v lt\Jndamaged V 'Textured VWhite \.''"undamaged Vinyl Floor White (2'x2') \I White " <10% Drywall v I✓ Tile (9"><9'") Black lkldamaged Ceiling Tile Damaged Unfinished Black Damaged Vinyl Floor Tan Damaged Black (2'x4') >1°"-<25" Drywall >10%-<25" Tile (1'x1') Brown >:10%-<25" Celling Tile Significant Significant Sheet Vinyl Red Significant Tan Damage Plaster Tan Damage Damage (l'xl') >25% >25% Vinyl Plank Other: >25% Drywall Other: Concrete Other: Wood Plank Other: Plaster Block ~4'-~~ Ceramic Tile ~ Spray Brick Conaete Applied Sample#: Sample#: Sample#: Room/ Alu Name or 1~~ DI~ w I:\ L lt H Number: Celling walls Floors Note: Type Color Condition Type Color Condition TVDe Color Condition Celling TIie vWhlte c., V Iv vTextured /White /. ✓ Vinyl Floor White v" ,... V Undamaged v' ~ Undamaged Undamaged (2'x2') Drywall TIie (9"x9") Black Ceiling Tile Damaged Unfinished Black Damaged Vinyl Floor Tan Damaged (2'x4') Black >1°"-<25" Drywall >10%-<25" Tile (l'xl') Brown >~-<25" Ceiling Tile Significant Significant Sheet Vinyl ,/ Red Significant Tan Damage Plaster Tan Damage Damage (1'x1') >25% >25% Vinyl Plank Other:((~1 >25% Drywall Other: Conaete Other: Wood Plank Other: Block ~\k~(!_J>J,v Ceramic Tile > Plaster Spray Brick Concrete Applied Sample#: Sample#: Sample#: Summary of Suspect ACM/ACCM Materials Project Address: I c~~ r-\~\~ ~ lr.Jt; ~~ r,s I Room/ Area Name or l t<t'\ t.4 Dimensions: w Number: s L 10 H lO Ceillna Walls Floors Note: TvDe Color Condition TYDe Color Condition TYDe Color CondftJon Ceiling TIie [7 I✓ Undamaged I✓ Textured / v I ✓ Vinyl Floor White White \I White __. Undamaged Lndamaged I ✓ (2'x2') <10% Drywall Tile (9"xg-) Black ./ Ceiling TIie Damaged Unfinished Damaged Vinyl Floor Tan Damaged Blade Black (2'x4') >1°"·<25" Drywall >1°"·<25" Tile (l'xl') Brown >1°"· <25" Celling TIie Significant Significant Sheet Vinyl Red Significant ' Tan Damage Plaster Tan Damage Damage (l'xl'} >25% >25% Vinyl Plank ✓ Other: >25% Drywall Other: Concrete Other: Wood Plank Other: Plaster Block Ceramic Tile Spray Brick Concrete ADolied Sample#: Sample#: Sample#: Room/Area Name or '' I~--µ; Dimensions: w ,~ L \j H Number: CeiHna Walls Floors Note: Type Color COndltlon Type Color Condition Type Color Condition Ceiling TIie V /Undamaged V Textured V Wtnyl Floor White ..; White v ✓ White V "'Undamaged V Undamaged (2'x2') Drywall Tile (9•xg-) Black Ceiling TIie Black Damaged Unfinished Black Damaged Vinyl Floor Tan Damaged (2'x4') >1°"-<25" Drywall >l.OK·<25" Tile (l'xl'} Brown >1°"· <25" Ceiling TIie Significant Significant Sheet Vinyl Red Significant (l'xl') Tan Damage Plaster Tan Damage Damage >25% >25% Vinyl Plank Other: >25% Drywall Other: Concrete Other: µ11'. ~u., 15 Wood Plank Other: .,,,,, Plaster Block ~lfis.7 ~,..,.,;~ Ceramic TIie ~~' Spray Brick -~~Qvtv' Concrete Applied Sample#: Sample#: Sample#: Summary of Suspect ACM/ACCM Materials Project Address: I e~-If>\~ MJW A,-vit., ~ 7JM IN] Room/Area Name or lttA~ Dimensions: w lj L 1< H Number: Celllmz Walls J. 6 Floon Note: Type Color (9ndltlon Type Color Condition Type Color Condition Ceiling TIie / v KJndamaged 'Textured / / V"' r\/inyl Floor White V White V ✓ White v" Undamaged Undamaged (2'x2') <10% Drywall TIie (9"><9") Black Ceiling TIie Black Damaged Unfinished Black Damaged Vinyl Floor Tan Damaged (2'x4') >~·<25" Drywall >1°" • <25" TIie (l'xl') Brown >~-<25" Ceiling TIie Significant Significant Sheet Vinyl Red Significant (l'xl') Tan Damage Plaster Tan Damage Damage >25% >25% Vinyl Plank Other: >25% Drywall Other: Concrete Other:~T IJ-)t,i. L ~LAS5 Wood Plank Other: Plaster Block .... ~ U>vr-Ceramic TIie C~PI Spray Brick Concrete Applied Sample#: Sample#: Sample#: RDom/Area Name or ·-I 12--~ ~, Dimensions: w lG\ L tt;" H Number: CeWna Walls Floon Note: Type Color Condition Type Color Condition Type Color Condition ~;vl,E.- Celling TIie Textured White Undamaged Vinyl Floor White Undamaged (2'x2') White Undamaged Drywall TIie (9"x9") Black Ceiling TIie Damaged Unfinished Damaged Vinyl Floor Tan Damaged Black Black (2'x4') >lm'-<25" Drywall >1°"-<25" TIie (l'xl') Brown >~-<25" Ceiling TIie Significant Significant Sheet Vinyl Red Significant Tan Damage Plaster Tan Damage Damage (l'xl') >25% >2596 Vinyl Plank Other: >25% Drywall Other. Concrete Other: Wood Plank Other: Plaster Block Ceramic Tile Spray Brick Concrete Applied Sample#: Sample#: Sample#: SummaryofSuspectACM/ACCM Materials Project Address: I c~ ~ l~\ca ~ M . I ~-p,A:b > ~ ~/Alea Name or I ~ 1,e, Dimensions: w \'& L ~s' H Number: CelRna Walls Floors Note: Type Color Condition Type Color Condition Type Color Cenditlon '5Av'-1~ Ceiling TIie White Undamaged Textured White Undamaged Vinyl Floor White Undamaged (2'x2') <10% Drywall TIie (9"x9"') Black Celling Tile Black Damaged Unfinished Black Damaged Vinyl Floor Tan D1maged (2'x4') >1°"-<25" Drywall >1°"-<25" Tile (l'xl') Brown > JO!' -<25" Ceiling Tile Significant Significant Sheet Vinyl Red Significant (l'xl') Tan Damage Plaster Tan I' Damage D1mage >25% >25% Vinyl Plank Other: >25% Drywall Other: Concrete other: Wood Plank other: Plaster Block Ceramic Tile Spray Brick Concrete Applied Sample#: Sample#: Sample#: Room/Area Name or -I <\Z>l'\. '(/~ Dimensions: ,· w \Cl\. Lt< H Number: Celling Walls Floors Note: Type Color Condition Type Color Condition Type Color CGndltlon 5~ Ceiling TIie Textured Vinyl Floor White (2'x2') White Undamaged Drywall White Undamaged Tile (9"x9#) Black Undamaged Ceiling Tile Damaged Unfinished Damaged Vinyl Floor Tan Damaged Black Black (2'x4') >1°"-<25" Drywall >1°"-<25" Tile (l'xl') Brown >11%-<25" Ceiling Tile Significant Significant Sheet Vinyl Red Sisnificant Tan Damage Plaster Tan Damage Damage (l'xl') >25% >25% Vinyl Plank Other: >25% Drywall other: Concrete other: Wood Plank other: Plaster Block Ceramic TIie Spray Brick Concrete Applied Sample#: Sample#: Sample#: Summary of Suspect ACM/ ACCM Materials Project Address: I C,'R;,-t ~\ 11 ~ Mt.t ef\-~l.b ~ ;, r1&, I Room/Area Name or ·• ·1 ~t" :f> Dimensions: w 2-~ L ~~ H Number: --' Celllna Walls -Floors Note: Type Color Condition Type Color Condition Type Color Condition Ceiling Tile I✓ Undamaged J Textured Vinyl Floor White ~~&' White White Undamaged Undamaged (2'x2') V <10% Drywall TIie (9"x9") Black Ceiling Tile Damaged Unfinished Black Damaged Vinyl Floor Tan Damaged Blade (2'x4') >1°"· <25" Drywall >1°" • <25" Tile (l'xl') Brown >1°"·<25" Ceiling Tile Significant Significant Sheet Vinyl Red Significant (l'xl') Tan Damage Plaster Tan Damage Damage >2.5% >25% Vinyl Plank Other: >25% Drywall Other: Concrete Other: Wood Plank Other: Plaster Block Ceramic Tile Spray Brick Concrete Aoolied Sample#: Sample#: Sample#: Room/Area Name or ' : 1~3\ Dimensions: w I.~ L H, H Number: Celllna Walls Aoors Note: Type Color Condition Type Color Condition Type Color Condition ~fv Ceiling Tile Textured White Undamaged Vinyl Floor White (2'x2') White Undamaged Drywall Tile (9"x9") Black Undamaged Ceiling Tile Damaged Unfinished Blade Damaged Vinyl Floor Tan Damaged Black (2'x4') >1°" -<25" Drywall >1°"-<25" Tile (l'xl') Brown >1°"·<25" Ceiling Tile Significant Significant Sheet Vinyl Red Significant Tan Damage Plaster Tan Damage Damage (l'xl') >25% >25% Vinyl Plank Other: >25% Drywall Other: Concrete Other: Wood Plank Other: Plaster Block Ceramic Tile Spray Brick Concrete Applied Sample#: Sample#: Sample#: Summary of Suspect ACM/ ACCM Materials Project Address: I Cf:G::. -19 l ~ ~rJ fNt-. J (1,4-~7.1M rii] Room/ Area Name or I~ ?f1-Dimensions: w ~t, L 15 H Number: Celllna Walls Ftoon Note: lYDe Color Condition Type Color Condition Twe Color Condition ~1'.. Ceiling TIie Undamaged Textured Undamaged Vinyl Floor White (2'x2') White <10% Drywall White TIie (9"x9") Black Undamaged Ceiling TIie Black Damaged Unfinished Black Damaged Vinyl Floor Tan Damaged (2'x4') >1°"-<25" Drywall > 1°" -<25" TIie (1'x1') Brown >30%-<25" Celllng TIie Significant Significant Sheet Vinyl Red Significant Tan Damage Plaster Tan Damage Damage (l'xl'} >25% >25% Vinyl Plank Other: >25% Drywall Other: Concrete Other: Wood Plank Other: Plaster Block Ceramic TIie Spray Brick Concrete Applied Sample#: Sample#: Sample#: R4om/Area Name or 1~53 Dimensions: w ~ta L ,~ H Number: C,Ulng r Walls .. Aoors . ..: . Note: Type Color Condition Type Color condition Twe COior Condition ~~yv'lr.:. Celling TIie White Undamaged Textured White Undamaged Vinyl Floor White (2'x2') Drywall TIie (9"x9") Black Undamaged Ceiling TIie Damaged Unfinished Black Damaged Vinyl Floor Tan Damaged Black (2'x4') >1°"-<25" Drywall >1°"-<25" TIie (1'x1') Brown >10%-<25" Ceiling TIie Significant Significant Sheet Vinyl Red Significant Tan Damage Plaster Tan Damage Damage (1'x1') >25% >25% Vinyl Plank Other: >25% Drywall Other: Concrete Other: Wood Plank Other: Plaster Block Ceramic TIie Spray Brick Conaete Applied Sample#: Sample#: Sample#: Summary of Suspect ACM/ ACCM Materials Project Address: I ex'G,-t e\'3 A:~ twf;~~D Ki3 Room/Area Name or l~?A Dimensions: w 31 L ~~ H Number: CelHmr Walls ' Floon Note: Type COior Condition Type Color Condition Type Color Condition ~t. Ceiling TIie White Undamaged Textured White Undamaged Vinyl Floor White Undamaged (2'x2') <10% Drywall TIie (9"'x9") Black Celling Tile Black Damaged Unfinished Black Damaged Vinyl Floor Tan Damaged (2'x4') >1°" -<25" Drywall >1°"-<25" Tile (l'xl') Brown >10%-<25" Celling Tile Significant Significant Sheet Vinyl Red Significant (l'xl') Tan Damage Plaster Tan Damage Damage >25% >25% Vinyl Plank Other: >25% Drywall Other: Concrete Other: Wood Plank Other: Plaster Block Ceramic Tile Spray Brick Concrete Applied Sample#: Sample#: Sample#: Room/Area Name or 1~¼ Dimensions: w J-z. l I~ H Number: Cellng Walls Floors Note: Type Color Condition Type Color Condition Type Color Condition ~l- Ceiling TIie Undamaged Textured White Undamaged Vinyl Floor White (2'x2') White Drywall Tile (9"x9") Black Undamaged Ceiling Tile Damaged Unfinished Black Damaged Vinyl Floor Tan Damaged Black (2'x4') >1°"-<25" Drywall >1°"-<25" TIie (l'xl') Brown >1°"-<25" Ceiling TIie Significant Significant Sheet Vinyl Red Significant (l'xl'} Tan Damage Plaster Tan Damage Damage >25% >25% Vinyl Plank Other: >25% Drywall Other: Concrete Other: Wood Plank Other: Plaster Block Ceramic Tile Spray Brick Concrete Applied Sample#: Sample#: Sample#: Summary of Suspect ACM/ ACCM Materials Project Address: I GW, .,, l ~ ~ A ,rt,,J AJS C,4icisvM fm Room/ Area Name or . I ~v<e Dimensions: w \ '2-L )4 H Number: een1n1 Walls Floors Note: Type Color Condition fYpe Color Condition Type Color Condition 6'4-Mis Ceiling TIie Undamaged Textured White Undamaged Vinyl Floor White Undamaged (2'x2') White <10% Drywall TIie (g-x9") Black Celling Tile Black Damaged Unfinished Black Damaged Vinyl Floor Tan Damaged (2'x4') >1°" • <25" Drywall >1°". <25" Tile (l'xl') Brown >10%-<25" Ceiling Tile Significant Significant Sheet Vinyl Red Significant (l'xl') Tan Damage Plaster Tan Damage Damage >25% >25% Vinyl Plank Other: >25% Drywall Other: Conaete Other: Wood Plank Other: Plaster Block Ceramic Tile Spray Brick Concrete Applied Sample#: Sample#: Sample#: Room/A,ea Name or . I /y_.'1'\ bt w 1-z.. <Z.,O Number: Dimensions: L H Celllrur Walls -Floors Note: Type Color Condition Type Color Condition TVDe Color Condition ~VV-<- Ceiling Tile Textured Undamaged Vinyl Floor White (2'x2') White Undamaged Drywall White Tile (g-x9") Black Undamaged Celling Tile Damaged Unfinished Black Damaged Vinyl Floor Tan Damaged Black (2'x4') >1°"·<25" Drywall > 1°" • <25" TIie (l'xl') Brown >1°"-<25" Ceiling Tile Significant Significant Sheet Vinyl Red Significant Tan Damage Plaster Tan Damage Damage (l'xl') >25% >25% Vinyl Plank Other: >25% Drywall Other: Concrete Other: Wood Plank Other: Plaster Block Ceramic Tile Spray Brick Concrete Applied Sample#: Sample#: Sample#: Summary of Suspect ACM/ ACCM Materials ProjectAddress: IC,f~ -(~\~ A-~ Avf_) CA~ fe:.o I Room/~a Name or " 1~~ ~~ ~\ Dimensions: w L H Number: Ceffln1 WIiis " Floors Note: TVDe Color Condition Type Color Condition TVDe Color Condition '5>4.+\~ Ceiling TIie White Undamaged Textured White Undamaged Vinyl Floor White (2'x2') <10% Drywall Tile (9"10") Black Undamaged Ceiling TIie Black Damaged Unfinished Black Damaged Vinyl Floor Tan Damaged (2'x4'} > 1°" • <25" Drywall >1°". <25" TIie {l'xl') Brown >~-<25" Ceiling TIie Significant Significant Sheet Vinyl Red Significant (l'xl') Tan Damage Plaster Tan Damage Damage >25% >25% Vinyl Plank Other: >25% Drywall Other: Concrete Other: Wood Plank Other: Plaster Block Ceramic TIie Spray Brick Concrete Applied Sample#: Sample#: Sample#: Room/Ana Name or I ~Cl'\ <Jr; Dimensions: w 11~ L re> H Number: \,' Celling Walls Floors Note: Type Color Condition Type Color Condition Type Color Condition Ceiling TIie v Textured Ir v' "Vinyl Floor White ~ \I White Undamaged V White y Undamaged A:Jndamaged (2'x2') Drywall TIie ( 9" 10") Black y Ceiling TIie Black Damaged V Unfinished Black Damaged Vinyl Floor Tan Damaged {2'x4') > 1°" • <25" Drywall >1°"·<25" Tile {l'xl') Brown >1°"·<25" Ceiling TIie Significant Significant Sheet Vinyl Red Significant {l'xl') Tan Damage Plaster Tan Damage V Damage >25% >25% Vinyl Plank Other: >25% Drywall Other: Concrete Other: Wood Plank Other: Plaster Block Ceramic TIie Spray Brick Concrete Applied Sample#: Sample#: Sample#: APPENDIX 2 INSPECTOR CERTIFICATIONS Hazardous Materials Questionnaire County of San Diego, Department of Environmental Health and Quality PO Box 129261, San Diego, CA 92112-9261 (858) 505-6700 (800) 253-9933 www.sdcdehq.org Business Name Cobra Puma Golf Project Address 1818 ASTON AVE Applicant David James McKinley Business Contact Richard Ruzylo City CARLSBAD Applicant E-Mail davidjmckinley@gmail.com o ng quest ona ....,,.....,, •• State CA Record ID•: DEH201 O-HUPFP-212779 Plan Check•: DEH2022-HHMBP-011501 Telephone # Plan File # (760) 710-3500 Zip Code APN # 92008 212-120-05-00 Applicant Telephone# 760 857-3172 PABI I· EIBE PEPABINENJ -UAZABDQllS NEIEBIAI S PIYISIQN· occup&NCY Cl AMIEJC&DQN:(Not required for projecta within the ..... ,,'«!1..~"'' Indicate by selecting the Item, whether your business will use, process, or store any of the following hazardous materials. If any of the Items are selected, contact the Fire Protection Agency with jurisdiction prior to plan submittal. Faclllty'a Square Footage (Including proposed project): 5731 O JUL 1 5 2022 Occupancy Rating: B / F □ Explosive or Blasting Agents □ □ Organic Peroxides □ Water Reactives □ Corrosives □ Cryogenics □ Other H~NH~ f-C □ □ □ Compressed Gases Flammable/Combustible Liquids Flammable Solids □ □ Oxidizers Pyrophorics Unstable Reactives □ HlghlyToxlcorToxlcMaterlals □ Noneofrfi,~/lO/NG ARLSBAQ □ Radloactives DIVIS/ Q N PABI II· SAN DIEGO COUNTY PEPABINENJ PE EHYIBANNENJAL UEALJH -UAZABQPUS NAJEBIAI S POOSIQN (HNP)~f the answer to any of the questions Is yes, applicant must contact the County of San Diego Hazardous Materials Division, In person at 5500 OVerland Ave., Suite 110, San Diego, CA 92123, or by phone at(858) 505-6700 prior to Issuance of a building permit. FEES ARE REQUIRED. Project Completion Date: 9/30/2022 YES NO 1. □ 1111 2. □ 11!1 3. □ 4. □ 5. □ 6. □ 7. □ 8. □ 1111 □ 1111 llil 11!1 11!1 Is your business listed on the reverse side of this form? (check all that apply). Will your business dispose of Hazardous Substances or Medical Waste In any amount? Will your business store or handle Hazardous Substances In quantities equal to or greater than 55 gallons, 500 pounds, or 200 cubic feet? WIii your business handle carcinogens or reproductive toxins In any quantity? Will your business use an existing, or Install an underground storage tank? Will your business store or handle Regulated Substances (CalARP)? Will your business use or install a Hazardous Waste Tank System (TIiie 22, Article 10)? Will your business store petroleum In tanks or containers at your facility with a total storage capacity equal to or greater than 1,320 gallons? (Callfomla's Aboveground Petroleum Storage Act). □ □ □ CalARP Exempt CalARP Required CalARP Complete PABI Ill· SAN PIEQO COUNTY 418 POLLUTION CONTROL PISIBICJ (&pep)· If the answer to Question #1 is 'Yes' and the answer to Question #2 is 'No', the applicant must contact the APCD prior to the issuance of a building or demolition permit. If any answer to Questions #3, #4, or #5 ls 'Yes', the applicant must contact the APCD prior to the Issuance of a building or demolition permit. If the answer to Question #3 or #4 Is 'Yes', the applicant may need to submit an asbestos notification form to the APCD at least 10 working days prior to commencing demolition or renovation (some residential projects may be exempt from the notification requirements). Contact the APCD at 10124 Old Grove Road, San Diego, CA 92131 or telephone (858) 586-2600 for more information. YES NO 1. Ill □ 2. Ill □ 3. □ Iii 4. □ llil Will any existing building materials be disturbed as part of this project? (If the answer Is 'Yes', an asbestos survey may be required.) Has a survey been performed to determine the presence of asbestos containing materials? The certified survey found no asbestos. Will the project Involve handling or disturbance of any asbestos contalning materials? 5. □ Ill WIii the project Involve the removal of any load supporting structural member? WIii the subject facility or construction activities include operations or equipment that emit or are capable of emitting an air contaminant? (See the APCD factsheet at http://Www.sdapcd.org/info/facts/permits.pdf (ANSWER ONLY IF QUESTION 5 IS 'YES') Will the subject facility be located within 1,000 feet of the outer boundary of a school (K through 12)? Search the Callfomla School Directory at http://Www.cde.ca.gov/re/sd/ for public and private schools or contact the appropriate school district. 6. □ □ Briefly describe business activities: Briefly describe proposed project: Martcet golf equipment and apparel Store golf equipment and apparel Exlatlng Modify office• and atorage areu In exlatlng faclllty •II• reporta on CERS, but thla project lntrodUCN no n-hazardous materlala. I declare under penalty of pe~ury that to the best of my knowledge and belief, the responses made herein are true and correct. 111; Fees Acknowledged: 11!1 06/23/2022 ieror Authorized Agent Date FOR OFFICIAL USE OHL Y FIRE DEPARTMENT OCCUPANCY CLASSIFICATION: BY: ----------------------------- DATE: _________ _ EXEMPT OR NO FURTHER INFORMATION RELEASED FOR BUILDING PERMIT BUT NOT FOR RELEASED FOR OCCUPANCY REQUIRED OCCUPANCY COUNTY-HMO• APCD COUNTY-HMO APCD COUNTY-HMO APCD :\ OF~ (9 % REVIEWED GB M. Martinez SIGH.AT ORE 4/20/2022 [),\Tf ........ •A stamp in this box only exempts businesses from completing or updating a Hazardous Materials Business Plan. Other permitting requirements may still apply. DEHQ_HMD_HMBP _Questionnaire v 2.0 (8/2021) P~nted on: 4/20/2022@ 12:51 PM STORM WATER POLLUTION PREVENTION NOTES 1. ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION Of EROSION AND SEDIMENT CONTROL BMPs l'IHEN RAIN IS EMINENT. 2. THE O'M-IER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY INSPECTOR AFTER EACH RUN-Off PRODUCING RAINf ALL. 3. THE O'M-IER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY 8£ REQUIRED BY THE CITY INSPECTOR DU£ TO INCOMPLETE GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES l'IHICH MAY ARISE. 4. ALL REMOVABLE PROTECTI~ DEVICES SHALL BE IN PLACE AT THE END OF EACH WORlgNG DAY l'IHEN THE fl~ (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT ( 40~). SILT ANO OTHER DEBRIS SHALL BE REMO~D AFTER EACH RAINFALL. 5. ALL GRA~L BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. 6. AOEQUA TE EROSION AND SEDIMENT CONTROL ANO PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. 7. THE CITY INSPECTOR SHALL HA~ THE AUTHORITY TO ALTER THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE l'IITH CITY STORM WATER QUALITY REGULATIONS. OWNER'S CERTIFICATE: I UNDERSTAND ANO ACKNOl'rlEOGE THAT I MUST: (1) IMPLfMENT BEST '-IANACEMENT PRACTICES (B'-IPS) DURING CONSTRUCTION ACTI\ITIES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID THE MOBIUZA TION OF POllUTANTS SUCH AS SEDIMENT AND TO AVOID THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POUUTANTS; ANO (2) ADHERE TO, AND AT ALL TIMES, COMPLY \\ITH THIS CITY APPR0-.£0 TIER 1 CONSTRUCTION S\\l'PP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTI\ITIES UNTIL THE CONSTRUCTION WORK IS CO'-IPLETE ANO APPR0',£0 BY THE CITY OF CARLSBAD. E-29 IGNATURE M1r;/~1-2,-, ~ STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Erosion Control Sediment Control BMPs Tracking ~nnWater Waite Management el>d Materials Po&rtlon Con~ol BMPs Bt.\Ps Control BMPs Management Bl.IP, C -~ g c " .!! :;; ., " 5 " " er, 0 " "' 6 .Q C "' E C 5 C 0 0 ~ ., 2 s 'o 'E -~ 0 "' O'I ~ ti er, ~ ;;; !!l I 8 ]: i "' a. £ E ] <T 0 g Besl Management Practice' ~ ~ oo 0 m -~ 8~ w C ti ~~ .. ,= tcr, C .. " ~ ., 0 l $5 (BMP) Description ➔ .. .E E .. g m ·ea er, " .. i .. "' ., C a"' :::, ., ., ~ Ei 8, e ] 0 'a )e C il~ if 8ll 63 l'lE ~ ~ 0 m :~ "' O:;; 0 "' 0 ~~ ~~ O\~ ., "C ~8, ~ 1 a:e Jr:., $ " 0 ., .... E iS ! ~ ~~ -~ ~ :0 u·c: ~~ "' i·~ a. ~ fg ~g 0 1l ~ l] "0 0 0 0 'o 6 D .SE ~g' -i£ ~~ 0 ij ~i ., i iii ., 0 o-0 -"' WO in (/) Ii: Vl> V> (/)(L (/)"' CL >u "'(/) "' V> CASOA Desiglation ➔ r--CX) en ,.,, .., .,, U) r--CXl 0 "' ' n r--CX) ' "' ,.,, ... .,, I I I ' ' I I I I I I ' ' I I I I I I I I u u u u w w w w w w lJ! w f!, f!, V> V> (/) V> i i i i i Con!WCtion Adivity w w w w (/) V> (/) V> (/) (/) (/) z z z z Gradlna/Sai Disturbance I I I Trenchinn IExcavollon Slod<nilnn Orllinn IAorinn Concrete/Asnhalt Sowcuttina Concrete FlolwO<k Povina Conduit/Piae lnslollotion I I I Slucco-A.tortor Wor1< I I I Waste Disnosal I I Slooina/lov Down Area ---Eoulomenl '-lainlenance and Fuellna Hazardous Substance Use/Slaroae Dewoterinn Site Access Across Dirt Other -/list\: Instructions: 1. Ched< the box to the left of oil appllcoble construcllon activity (first column) expected to occur during construcllon. 2. Located along the top of the BMP Tobie is o list of BMP's with it's corresponding California Slormwoler Quality Association (CASQA) designation number. Choose one or more BMPs you lnlend to use during construction from the list. Check the box where the chosen activity row inle,secls with the BMP column. 3. Refer to the CASOA construction handbook for information and detans of the chosen Bt.lPs and how lo apply them lo the project. PROJECT INFORMATION Site Address: 1818 Aston Ave. ., .. 0 Jr:-.. ~ =>E 0., i[ 00 :c"' U) I i Assessor's Parcel Number: _21_2_•l_20-05-00ccc...c.... ___ _ Page 1 of 1 Emergency Contact: Nome: NlckRay 24 Hour Phone: _(6_19_)_24_7_·2_66_7 _____ _ Construction Threat to Storm Water Quality (Check Box) 0 MEDIUM ■ LOW ~ o-Jr: 5 "E Cl~ bo 81 CX) I i REV 11/17 Building Permit Finaled Revision Permit Print Date: 06/19/2024 Job Address: 1818 ASTON AVE, CARLSBAD, CA 92008-7306 Permit No: Status: C cityof Carlsbad PREV2022-0139 Closed -Finaled Permit Type: BLDG-Permit Revision Work Class: Commercial Permit Revision Parcel#: 2121200500 Track#: Valuation: $1,245,998.11 Lot#: Occupancy Group: B, F-1, 5-1 #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: 736 Code Edition: 2019 Sprinkled: Yes Project Title: Project#: Plan#: Construction Type:III-B Orig. Plan Check#: CBC2022-0119 Plan Check #: Applied: 11/09/2022 Issued: 05/31/2023 Finaled Close Out: 06/19/2024 Final Inspection: IN SPECTOR: Description: COBRA PUMA GOLF: (26,281 SF} INTERIOR TI//TWO BALCONIES//(480 SF} MEZZANINE IN WAREHOUSE//PATIO//TRASH El' Applicant: MELISSA HANNER 13280 EVENING CREEK DRS SAN DIEGO, CA 92128-4101 (858) 793-4777 FEE BUILDING PLAN CHECK FEE (manual} Property Owner: BLACKMORE PARKVIEW ASSOCIATES 1818 ASTON AVE CARLSBAD, CA 92008-7306 (760} 710-3500 FIRE Plan Review (per hr -Regular Office Hours} Total Fees: $400.00 Total Payments To Date: $400.00 Building Division Contractor: VILLAGE PROPERTY SYSTEMS INC 4920 CARROLL CANYON RD, # STE 200 SAN DIEGO, CA 92121-3735 (858} 755-1800 Balance Due: AMOUNT $240.00 $160.00 $0.00 Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov { City of Carlsbad PLAN CHECK REVISION OR DEFERRED SUBMITTAL APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Original Plan Check Number CB-CBC2022-0119 Plan Revision Number/120.;c2(yxix -0 I Zi '.1 Project Address 1818 AStOn Ave· G IS f R vi i ,,0 f d S b i I Additional of structural plans to support new ceiling In showroom, enera cope o e son, e erre u m tta: __________________ _ removal of exterior balconies, removal of rear patios,as-built updates to electrical, lighting and HVAC, revisions to trash enclosure. CONTACT INFORMATION: Name Melissa Hanner Phone 8587944777 Fa ,.__ _______ _ Address 13280 Evening Creek Dr. South #125 City San Diego, CA Zip 92128 Email Address melissah@sca-sd.com Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: Iii Plans Iii Calculations D Soils D Energy D Other 2. Describe revisions in detail removal of patio and balconies, trash enclosure revision, finish changes at entry warehouse storage revision, restroom scope removal, lift changed to future, electrical updates changed door swing to out, revised stair length, lift to future, electrical updates new sheet for showroom scope of work revisions lighting layout revisions, plenum details reference on A2.1 finish revisions (A4.2), Elevations added (A4.3) updated door schedule revised details 4. Does this revision, in any way, alter the exterior of the project? 5. Does this revision add ANY new floor areals)7 D Yes 6. Does this revision affect any fire related issues? D Yes 7. Is this a complete set7 D Yes Iii No Iii Yes 0 No liJ No 3. List page(s) where each revision Is shown AS1 A1.1 A1.2 A1 .3 A2.1 & A2.2 A4.2 & 4.3 A6.0 AD1& AD2 0 No M I. H Dfdlol!Yoigr,od~--2S'Signature e 1ssa annen =-~~---Date 11.09.21 1635 Faraday Avenue, Carlsbad, CA 92008 fh: 76o-602-2719 fax: 76o-602-8558 ~ building@carlsbadca.gov www.car!sbadca.gov rlrue North COMPLIANC E SERVICES November 22, 2022 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. City of Carlsbad -FINAL REVIEW City Permit No: PREV2022-0139 True North No.: 22-018-417 Carlsbad, CA 92008 Plan Review: Revision TI Cobra Puma Golf Address: 1818 Aston Ave, Carlsbad, CA Applicant Name: Melissa Hanner Applicant Email: melissah@sca-sd.com OCCUPANCY AND BUILDING SUMMARY: Occupancy Groups: B I F-1 I S-1 Occupant Load: NI A Type of Construction: IJI-B Sprinklers: Yes Stories: 2 Area of Work (sq. ft.): NIA sq. ft. The plans have been reviewed for coordination with the permit application. Valuation: Confirmed Scope of Work: Confinned Floor Area: Confirmed Attn: Building & Safety Department, True North Compliance Services, Inc. has completed the final review of the following documents for the project referenced above on behalf of the City of Carlsbad: 1. 2. Drawings: One(!) copy dated November 8, 2022, by SCA Architects. Structural Calculations: One (1) copy by Prime Structural Engineers. The 2019 California Building, Mechanical, Plumbing, and Electrical Codes (i.e., 2018 IBC, UMC, UPC, and 2017 NEC, as amended by the State of California), 2019 California Green Building Standards Code, 2019 California Existing Building Code, and 2019 California Energy Code, as applicable, were used as the basis of our review. Please note that our review has been completed and we have no further comments, however, we bring the following to your attention: 1. This project is Hourly. Please charge the applicant the following hours of plan review. True North Compliance Services, Inc. 3939 Atlantic Avenue Suite 116, Long Beach, CA 90807 T / 562.733.8030 CBC2022-01 19 1818 ASTON AVE COBRA PUMA GOLF: (26,281 SF) INTERIOR Tl/fTWO BALCONIES//(480 SF) MEZZANINE IN WAREHOUSE//PATIO//TRASH ENCL 2121200500 12/7/2022 CBC2022-0119 PRIME STRUCTURAL ENGINEERS 13272 Jacaranda Blossom Dr. Valley Center, California 92082 Tel (760) 519-5206 STRUCTURAL CALCULATIONS Cobra Puma Golf Tenant Improvement Delta 3 Plan Change Addltlonal Structural Calculations For Celllng Framing at Showroom Carlsbad, CA 21<21-110 Page D3-1 thru D3-12 PREV2022-0139 1818 ASTON AVE COBRA PUMA GOLF (26,281 SF) INTERIOR Tl/fTWO BALCONIES//(480 SF) MEZZANINE IN WAREHOUSE//PATIO/fTRASH ENCL > 1--0 2121200500 CBC2022-01 19 11/9/2022 PREV2022-01 39 11/04/2022 Delta #3-Plan Change Revision: There are several revisions to the structural plans since the 04/01/22 plan check correction drawings; we have provided the attached additional structural calculations: The structural scope related to the exterior balcony additions has been removed. This has minimal impact on the structural scope and all details related to this work have been voided. Delta #3 also includes new ceiling framing at the Showroom, please see attached structural calculations and added sheet SD-3 . The changes that are part of this Delta #3 Plan Change resulted in minimal changes to the structural plans. ot?Jv1JC, ~,~c ~ . t?'f r l ~~,-; l4'1r:-·tr' t - ~ PRIME JOB:""'·'" ~ STRUCTURAL DATE: 1-1/04122 6~. ENGINEERS SHT: 03_1 v-);,~ 8'~ i' ~ 1bfl-f' Wi;-W('Jf -/'1,1 --¥ i'lf P1L--~ * ff V'1<0. JL,£, • e,}((4' t? i----.ir-1 .' C! M' ,, a -t-:. . ; ~ ( vJ1-1,,_ ry ~r-1( 4-..._ ~ffvf v\,,,. _,,, 11!9'>·f ,-U-1 ,., ._f,o (I vt • -~~ 'I I I U46: v$ X 2. ;i [f.,C., A- d) M~ PcC,' CJ-1@ 24" O.C. A.. PRIME JOB: 2K21-110 &.._ STRUCTURAL DATE: i 1!04(22 6~ ENGINEERS SBT: 03-2 10/27/22 2K21-110 (8U(s1p12vls0b4148TBEAM ANALYSI:S PROGRAM(s1p9v1s0b4148T SPAN LENGTH= 14.33. ft (6.43) (8U(s0f (S.imple Spa,n) UNI:FORM LOADS (k/ft & ft) wd .· w1 Xl 0.016 0 .040 0.00 REACTIONS (k) LOAD LEFT Dead 0.115 Live 0 .287 Total 0.401 MAXIMUM FORCES V max = 0.401 k @ M max = 1.437 kft@ DEFLECTI:ONS LOAD (EI:= kin"'2) Defl (in) X2 14.33 RIGHT 0.115 0.287 0.401 0.00 ft 7.16 ft X (ft)· . 7 .16 • 7 .16 Total. Live • Dead 53132/EI 3795·1/EI 15181/EI midspan Pos . Moment Lu = Brace Spacing 1.00 ft 1.00 ft Actual : 1 . 5" X 11·. 25" #1 ----------------------Doug1as Fir.:..Larc.h (N) STRESSES (f&i2 Shear @ 'd' V -= 0 .35 k @ 13.39 ft Fv = 119 fv = 31 Fb' = 1851 fb = 545 Li.ve LDF = 1.25 26 % 29 % DEFLECTIONS (in) (E = 1800 ksi) Total= 0.17 = Live = 0 .12 = Dead = 0 .05 L /1037 L .'/1452 CJ-2@ 24" O.C. A.. PRIME JOB: 2K21-110 . n~ STRUCTURAL DATE: 11104122 ~ ENGINEERS SHT: 03.3 10/27/22 21!C21-110 (8U(s1pi2v1s0b4148TBEAM ~YSIS • PROGRAM(s1p9vlsqb4148T SPAN LENGTH= 30.00 ft (6. 43) (BU (s01 (Simp1e .Span) UNIFORM LOADS (k/ft & ft) wd w1 X1 X2 0.016 0 .040 0.00 30.00 REACTIONS (k) LOAD LEFT RIGHT Dead 0.240 0.240 Li.ve 0.600 0.600 Total 0.840 0.840 MAXIMUM FORCES V max = 0.840 k @ 0.00 ft . M max = 6 . 300 kft @. . 15. 00 ft DEFLECTIONS LOAD (EI =. kin"2) • De£1 (in) X • (ft) 15 .00 15.00 Total Live Dead 1020600/EJ: 729000/EI 291600/EI mi.dspan Pos . Moment Lu= 1 .00 ft Brace Spacing = 1 .00 ft Gov. Oef1ection : Total= L/180 Required EI=. 510300 kin"2 2 X 14 #1 Actua1 : 1 ·.5 11 X 13.25" Doug1as Fir-Larch (N) . . STRESSES ~psi) Sh,ear .@ 'd' Vi= 0 .78 Fv' = 119 Fb' = 1842 Live LDF = k@ 28.90 ft fv • 59 fb = 1722 1.25 • 49 % • 94 % DEFLECTIONS (in) (E = 1800 ksi) Total. = 1 .95 - Live = 1 .39 Dead = 0 .56 = L = L I I 185 97 % 258 93 % A PRIME JOB:2K2i:,,o • STRUCTURAL DATE: 11/04/22 ClarkWesterri Building Systems • ENGINEERS SHT: D3-4 CW Tech Support: (888) 437-3244 clarkwestein.com 2007 North American Specification ASD DATE: 10/27/2022. Cobra Puma Golf SECTION DESIGNATION: 800S200-54 [50]. Single Input Properties: Web Height ~ Top Flange= Bottom Flange = • Stiffening Lip = Punchout Width = 8.000 in 2.000 in 2.000 in 0.625 in 1.500 in Design Thickness = Inside Comer Radius = Yield Point, Fy = Fy With Cold-Work, Fya = Punchout Length = • Ceiling Solver Design Data -Simple Span Joist Span 17.50 ft Deflection Limit U240 Joist-Spacing 48.0 in . Dead Load = 8.0 psf Live Load = 10.0 psf Check Flexure . Flexural Bracing: KyLy = 48.0 in Cb= 1.00 DL Multiplied by 1.00 for Strength Checks LL Multiplied by 1.00 for Strength Checks 0.0566 in 0.0849 in 50.0 ksi 50.0 ksi • 4.000 in Me = 13686 Ft-Lb My = 6846 Ft-Lb 0.56 My< Me< 2.78 My Mc = 6550 Ft-Lb • Sc/Sf= 0.94 Mmax = 2756 Ft-Lb <= Ma= 3114 Ft-Lb (Distortional Buckling Controls) K-phi for Distortional Buckling= 0 lb*in/in • Check Deflection . Deflection Limit: U240 Maxim.um Deflection = 0. 784 in Check Shear Deflection Ratio' = U268 \/max = 630 lb (Including Flexural Load Multiplier) Shear capadty not reduced for punchouts ne~r ends of member Va = 2091 lb >= Vmax Check Web Crippling Rmax = 630 lb (Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member Enq Bearing Length = 1·.50 in ~a= 651 .lb >= Rmax, stiffeners not required AXIAL & BENDING (SAWN MEMBERS) (2005 NOS -Allowable Stress Design) DESCRIPTION: 2X Studs STUD PROPERTIES Species = DF-L #1 Stud Width, b = 1.500 in Stui:t Depth, d_= 5.500 in Unbraced Length, lb = 4.000 ft Unsupported Length, lu,x = 14.000 ft Unsupported Length, lu,y = 4.000 ft Section Mod1.Jlus, Sx = 7.563 in3 _ Section Area, A = 8.250 in2 Wet Service = No . Temp= T :s 100° AXIAL CAPACITY [§3.6, 4.3]: . X " b " 1 1 f* C = 2640 psi APPLIED LOADS: P = 840.00 lb M = 2_63.00 lb-ft f c = 101 .82 pSi f b = 417.32 psi E'm1n CALCULATION [§4.3]: Fe= 1500 psi C0 = 1.600 CM= 1.000 F~ = 0.822·E'm1nl(i8 / d)2 F ce.x =. 546 psi Em., = 620000 psi CM -= 1.000 c,= 1.000 c, = 1.000 CF= 1.100· G, = 1.000 Cp = 0.181 F'c = 477 psi le/d= 30.55 F ce,y = 498 psi Fee = 498 psi c= 0.800 _> 101.82 psi ... OK FLEXURAL CAPACITY (§3.3, 4.3]: _Fb = 1000 psi C0 = 1:600 CM·: 1.000 c, = 1.000 CL= 0.897 CF= 1.300 C1u = 1.000 c, = 1.000 Cr= 1.1so . F'b = 2145 psi Eff. L Factor= 2.06 F\= 2392 psi • Re = ✓(led/b2) = 15.547 Fbe= 1.2·E'm1n /Re2 = 3078 psi > 417.32 psi ... OK Ci = 1.000 E' m1n = 620000 psi COMBINED STRESSES [§3:9.2): (f cf P c)2 = 0.046 fb/[F'b·(1.-fc1Fce)] = 0.239 · (fclF'c)2+fb/[Pb·(1-fc/FcE)] =0.285 Combined Stress Check OK ClarkWestern Bulldl~g Systems CW Tech Support: (888) 437-3244 clarkwestem.com A PRIME JOB: 2K21-110 ff£ STRUCTURAL DATE: 11104122 • ~ ENGINEERS SHT: D3-6 2007 North American Specification ASD DATE: 1·0/27/2022 At Test Bay SECTION DESIGNATION: 362S16243 (33) Single Input Properties: Web Height=· Top Flange= Bottom Flange = Stiffening Lip = Punchout Width = 3.625 in 1.625 in 1.625 in 0.500 in 1.500 in Wall Solver Design Data -Simple Span Wall Height 14.00 ft Lateral Pressure 5.00 psf Stud Spacing 24.0 in Check Flexure Load Multiplier for Flexural Strength = 1.00 Design Thickness = Inside Comer Radius = Yield Point, Fy = Fy With Cold-Work, Fya = Punchout Length = Deflection Limit U240 Axial Load 840 lb 0.0451. in 0.0712 in 33.0 ksi 33.0 ksi 4.000 in • Flexural Bracing: KyLy = 48.0 in Cb = 1.00 Me = 2361 Ft-Lb My = 1077-Ft-Lb 0.56 My< Me< 2.78 My Mc= 1045 Ft-Lb Sc/Sf= 0.95 Mmax = 245 Ft-Lb <= Ma = 595 Ft-Lb Check Deflection Deflection Limit: LJ240 Load Multiplier for Deflection =.1.00 Maximum Deflection= 0.413 in Deflection Ratio = U407 Check Shear· Vrnax = 70 lb (Including Flexural Load Multiplier) She~r .capacity not reduced for punchouts near ends of member Va= 1739 lb>= Vmax • Check Web Crippling Rmax = 70 lb (Including Flexural Load Multiplier) Web .Crippling capacity riot reduced for punchol.its near ends of member End Bearing Length ;: 1.00 in Ra = 277· lb >= Rmax, stiffeners not required Check Axial Interactions P = 840 lb (Including Axial Load Multiplier) Axial Loads Multiplied by 1.00 for Interaction Checks Max unbraced length; KyLy and Ktlt = 48.0 in Max KUr = 116 Allowable Pure Axial Load, Pa = 2088 lb· : Axial Load Ratio, P/Pa = 0.402 K-phi tor Distortiona.1 Buckling = 0 lb*in/in Check Equation C5.2.1-1 Cmx = 1.00 Per = 7322 lb Alpha = 0. 780 Equation ,CS.2.1-1 = 0.931 Maximum ln~raction = 0.931 <=1.0 Check Equation C5.2.1-2 Pao= 4542 lb Equation CS.2.1-2 = 0.597 , . I i -··--!-· I I -j· 1 · I . i ' ·1 ·-·1 --1 ····--'\ . !-----·-t i I . . i . -i ; ' • . L •. i ! r .!.. -· - I ; ! ,. "1 --.. .: .I I , . i I . ! ... l ., . ' -_, .. I ··1 1. l I ( I !-- . ! I !. ., . i I i l ----; • i -J~1 1'/4r-i &---. 2-- 1-p , .... ·-+ ... ! i I 1··. ' I I . i ;. ; . PRIME.JOB: 2K21-110 -~;'.Ji'. _; ~ STRUCTURAL ~An: ? 110~22 6~~ ENGl~EERS slrt': "'. 03~7 I I ;_ -~- __i 1• I • I I J ! ! ' . i -----,-· -·-., .. j ·1 ; '. i ! T ! I ! .. ' -·· r •· www.hilti.us Company: Specifier: Address:. Phone I Fax: E-Mail: Specifier's comments: 1 lnputdata Anchor type and diameter: Effective embedment depth: Material: • Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: • Profile: Base material: /&... PRIME JOB: 2K21-110 .,U£._ STRUCTURAL DATE: 11104122 • 6£~ ENGINEERS SHT: D3-s Kwik Bolt TZ • CS 1/2 (3 1/4) •. he,= 3.250 in., hnom = 3.625 in. Carbon Steel ESR-1917 5/1/20131511/2015 Design method ACI 318 / AC193 Page: • Project: Sub-Project I Pos. No.: Date:· -(Recommended plate thickness: not calculated) no profile . cracked concrete, 3000, fc' = 3000 psi; h = 8.000 in. Cobra Golf Ledger 10/28/2022 Reinforcement tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none·or < No. 4 bar·. Seismic loads (cat. C, D, E, or F) no Geometry [In.] & Loading [lb, In.lb] z ,. -~ . ' 0 ' ' ' ' i•• : .. ' lnputdllta 9llQ reuts must be checked lor agreanentwl1h lhe exls11ng ccndi1ions and forplaUslbllltyl PROFIS Anchor ( c ) 200$-2009 Hllti AG, FL-9494 Schaan Hllti is a reglshnd Tradematk Of Hilti AG, Schaan • I & PRIME· JOB:._2_K2-:--1•1_10~1 ............ --... .. ff£ STRUCTURAL DATE: 11/04/221 = I I --. ... . www.hlltl.us Ba ENGINEERS SHT::.......Q;D3l:Jl-9L 1-•-~~-~-~-~•-~-Profts Anchor 2.5.5 Company:. Specifier. Address: Phone I Fax: E-Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 o 840 840 o max. concrete compressive strain: -[%.] max. concrete compressive stress: -[psi) resulting tension force in (x/y)=(0.000/0.000): 0 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb) 3 Tension load Page: Project: 2 Cobra Golf Ledger Sub-Project I Pos. No.: Date: 10/28/2022 Steel strength• Pullout Strength• Load N .. [lb] . NIA NIA capacity +N• [lb] Utlllzatlon t,;..= N.JtH,, NIA Status NIA Concrete Breakout Strength.. NIA •·anchor having the highest loading -anchor group (anchors in tension) Input data and results must be ched<8d tor agre-wffh the e)QSing oondiliona and for plausiblilyl PRO FIS Anchcr ( c) 2003-2009 HIIII AG, FL-8'494 SchMn HNti is a registered Tr-.iart< Cf HH11 AG, SChaal NIA . NIA NIA NIA NIA NIA /k PRIME JOB:2K21-110 /Ir£ STRUCTURAL DATE: 11/04/22 I = I I -; • I ~ ENGINEER.S SHT: DJ-10 www.hllti.us Profls Anct,or 2.5.5 Company: Page: Project: 3 Cobra Golf Ledger Specifier: Address: Sub-Project I Pos. No.: Phone I Fax: Date: E-Mail: 4 Shear load Load V.,,. [lb) Capacity{'• [lb] Steel Strength• Steel failure (with lever arm)• 840 N/A Pryout Strength•• 840 Concrete edge failure in direction x+.. 840 · 357 NIA 7638 4939 • anchor having the highest loading .. anchor group (relevant anchors) 4-1 Stael Strength V88 = ESR value f Vs1ee12: Vue refer to ICC-ES ESR-1917 ACI 318-08 Eq. (0-2) Variables n 1 Cak:ulatlona V .. [lb) 5495 Results V;.a [lb] -5495 • 4.~ Pryout· strength 0.10 VCfl = kcp [(t'o) \jlld,N \jlc,N \jlcp,N Nb] futa (psi) 106000 4>Vq,2:V.,. • At., seeACI 318-08, PartD.5.2.1, Fig. R0.5.2.1(b) A+ico = 9 h~1 'lloc.N={1 ~~}s1.o • +311.t lj/ld,N = 0.7 + 0.3 ( .:\t,) :S 1.0 • = MAX(~·~" Uhe1) :S 1 0 lj/Cfl.N . Cac • Cac • Nb = kc >,. -ff. h!;5 Variables V.,.(lb] 840 ACI 318-08 Eq. (0-30) ACI 318-08 Eq. (0-2) ACI 318-08 Eq. (D-6) ACI 318-08 Eq. (D-9) ACI 318-08 Eq. (D-11) ACI 318-08 Eq. (0-13) ACI 318-08 Eq. (0-7) 1 ~[In.) ec1,N [In.) ec:2.!:![in.] c..mn [in. I 3.250 0.000 0.000 6.000 1c.N Cac [in.) k., A. (C [psi) 1.000 • 6.000 17 1 3000 Calculations ANc [in.2] A+icoVn.2) 95.06 95.06 "'Mo 1. llfec:2,N 1.000 -rN .000 Results VOT[lb]. m ~ Vs': [lb) v •• Pbl 1 911 . 7 38 840 lll)UI data and reauts muat be dleet<ed for agraement v.1th !he existing conditions and for plau~I PROFIS Anchor ( c) 2003-2009 Hlltl AG, FL-9494 Schaan Hiti is a reglste(ed T....iemark of Hlti AG, Schaen 10/28/2022 Utilization t • V ,..l♦V • Status OK NIA NIA 11 OK 18 OK (001) Nb Pb] 5455 www.hlltl.us Company;. Specifier: Address: Phone I Fax: E-Mall: 4.3 Concrete edge failure In direction x+ Vcb = (t:) \Vod,V ljlc,V \Vh,V ljll)ll'llllol,V Vb 4,Vcb~V,,. A.;0 seeACI 318-08, PartD.6.2.1, Fig. RD.6.2.1(b) Ave()· =4.5~, 'l/ec,V = ( 1 .j. 'k) S 1,0 ljled,v = o.7 + 0:3( 1.t,) s_1.o ljlh,V =~21.0 Vb = (7 (t)°2 .Jcia),--ff.~15 Variables c,,1 [in.] C.2 [in.) 16.000 6.000 I. [in.) A. 3.250 1.000 CalCUl/ltlons Avc [in.2) Avr:1J(in.2] 240.00 1152.00 Results Vcb(lb) Woo 7055 5Warnings erN [in.] 0.000 cl,,(in.] 0.500 ljloooo 1.0 ♦ Vcb {lb) 4939 A... PRIME JOB: 2K21-110 "~ STRUCTURAL DA'!!: 11/04/22 I = I j -; ~ • ~ ENGINEERS SHT: D3_-11 --• • ---Profls Anchor 2.5.5 ACI 318-08 Eq. (D-21) ACI 318-08 Eq. (D-2) ACI 318-08 Eq. (D-23) ACI 318-08 Eq. (D-26) ACI 318-08 Eq. (D-28) ACI 318-08 Eq. (D-29) ACI 318-08 Eq. (D-24) {.[pstl 3000 Vua [lb) 840 Page: 4 Project Cobra Golf Ledger Sub-Project I Pos. No.: Date: 10/28/2022 ha [in.] 8.000 1.000 \llh.V 1.732 25229 • Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate Is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. The 4> factor is inaeased for non-steel Design Strengths except Pullout . Strength and Pryout strength. Condition B applies when supplementary rei_nforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Refer to the manufacturer's product Jiterature for cleaning and installation instructions. , Checking th~ transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • Fastening meets the design criteria! ) Input data and n,oultS mustbe checkod for-mantwtth the eidslng conditions and forplauslblityl PROFIS Anchor ( c )'~2009 Hllti AG, FL-9494 Schaan Hlltl Is a registered Tradamllk d Hilli AG, SchM'I INTERIOR WALL HEADER A PRIME JOB:2K21-110 ff~ STRUCTURAL DATE: 11104122 ~ ENGINEERS SHT: D3-12 10/28/22 2K21-110 (8U(s1p12v1s0b4148TBEAM ANALYS:IS PROGRAM(slp9v1s0b4148T SPAN LENGTH= 14.00 ft (6 . 43) (80 (s01 (Simple Span) UNIFORM LOADS (k/ft & ft) wd wl X1 0.300 0.300 0.00 REACT:IONS (k) LOAD LEFT Dead 2.100 Live 2.100 Total 4. 20·0 MAXnruM FORCES V max • 4 .. 20 k @ M max = 14.70 kft@ DEFLECTIONS LOAD (EI = kin"2) De£1 (i.n) X2 14.00 RIGHT 2.100 2 .100 4.200 0.00 ft 7.00 ft X (ft) Total Live Dead 518616/E:I 259308/E:I 259308/EI 7.00 7.00 midspan Pos. Moment Lu= 1.33 ft Brace Spacing = 1 .33 ft Gov. Defle'ction: Total~ L/180 Required EI= 555660 kinA2 6 X ·14 #1 Actual : 5.5" x 13.5" Douglas Fir-Larch (N) STRESSES (J2Si} . Shear @ '.d'· V = 3 .53 k @ 1.13 Fv = 85 fv = ft 71 Fb' = 1283 fb = 1056 Live LDF = 1.00, Cf = 84 82 0 .99 % % DEFLECT:IONS (in) (E • 1600 ksi) Total = 0 . 2 9 = Live = 0.14 = Dead = 0 .14 L / 584 31 % L /11 69 21 %