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2622 GATEWAY RD; ; CBC2019-0206; Permit
4LC ity of Carlsbad Commercial Permit Print Date: 11/14/2019 Job Address: 2622 Gateway Rd Permit Type: BLDG-Commercial Parcel No: 2132621900 Valuation: $57,600.00 Occupancy Group: # Dwelling Units: Bedrooms: Project Title: Description: Applicant: BRIGHT POWER INC BRIAN PETERSON 860 Napa Valley Corporate Way, R Napa, CA 94558-6281 707-252-9990 Work Class: Cogen Lot #: Reference #: Construction Type: Bathrooms: Orig. Plan Check #: Plan Check #: Owner: BRESSI RANCH INDUSTRIAL LLC 130 Vantis Dr ALISO VIEJO, CA 92656-2691 Permit No: CBC2019-0206 Status: Closed - Finaled Applied: 05/01/2019 Issued: 08/06/2019 Permit Finaled: Inspector: Final Inspection: 11/14/2019 2:02:55PP Contractor: BRIGHT POWER INC Po Box 10637 Napa, CA 94581-2637 707-252-9990 BRESSI RETAIL: 56.16 KW CARPORT PV SYSTEM W 144 MODS BUILDING INSPECTION FEE $468.00 BUILDING PERMIT FEE ($2000+) $441.44 BUILDING PLAN CHECK FEE (BLDG) $309.01 MANUAL BUILDING PLAN CHECK FEE $23.85 SB1473 GREEN BUILDING STATE STANDARDS FEE $3.00 STRONG MOTION-COMMERCIAL $16.13 Total Fees: $1,261.43 Total Payments To Date: $793.43 Balance Due: $468.00 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. 1635 Faraday Avenue, Carlsbad, CA 92008-7314 1 760-602-2700 1760-602-8560 f I www.carlsbadca.gov DocuSign Envelope ID: 221 DD68C-A9AF-42B3-A948-4BD5DBA81 D33 Urn Cityo Cr f Carlsbad COMMERCIAL BUILDING PERMIT APPLICATION B-2 Plan Check ( i Est. Value fi,7oc" PC Deposit Date Job Address 2622 GATEWAY ROAD, CARLSBAD, CA 92009 Suite: APN: 213-262-1900 Tenant Name: BRESSI RETAIL CT/Project #:200.13 Lot #: 11 Occupancy: U Construction Type: Il-B Fire Sprinklers: yes GAir Conditioning: yes As BRIEF DESCRIPTION Of WORK: PROJECT IS TO INSTALL A NEW CARPORT PHOTOVOLTAIC SYSTEM COMPRISING A TOTAL OF 144 SOLAR MODULES. LJ Addition/New: __New SF and Use, __New SF and Use, Deck SF, Patio Cover SF (not including flatwork) Tenant Improvement: SF, Existing Use Proposed Use SF, Existing Use Proposed Use Pool/Spa: SF Additional Gas or Electrical Features? Solar: 56.16 KW, 144 Modules, 144 Mounted, Tilt:& No, RMA: Yes / Panel Upgrade: Yes AS X Plumbing/Mechanical/Electrical Only: ELECTRICAL TRENCH FROM CARPORTS 0 Other: APPLICANT (PRIMARY) PROPERTY OWNER Name: BRIAN PETERSON Name: BRESSI RETAIL Address:860 NAPA VALLEY CORPORATE WAY, STE RAddress: 130 VANTIS STE 200 City: NAPA State: CA Zip: 94558 City: ALISO VIEJO State:CA Zip: 92656 Phone: 707-252-9990 Phone: Email: BRIAN@BPIPOWER.COM Email: DESIGN PROFESSIONAL CONTRACTOR BUSINESS Name: Name: BRIGHT POWER, INC. DBA BPI Address: Address: P0 BOX 10637 City: State:Zip: City: NAPA State: CA Zip: 94581 Phone: Phone: 707-252-9990 Email: Email: BRIAN@BPI-POWER.COM Architect State License: State License: 930054 Bus. License: 005073032019 (Sec. 7031.5 Business and Professions code: Any city or county which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he/she is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code} or that he/she is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$500}). 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carIsbadca.gov B-2 Page 1 of 2 Rev. 06/18 DocuSign Envelope ID: 221 DD68C-A9AF-42B3-A948-4BD5DBA81 D33 (OPTION A): WORKERS'COMPENSATION DECLARATION: I hearby affirm under penalty of perjury one of the following declarations: 0 I have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. I have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Company Name: STATE FUND Policy No. 1937926 Expiration Date: 3/14/2021 O Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to be come 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. —DocuSigned by: CONTRACTOR SIGNATURE: I I%PJA. Pthx'ov. DAGENT DATE: 4/23/2019 989EAE8A9400418... (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that lam exempt from Contractor's License Law for the following reason: O I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). 0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). O I am exempt under Section Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 Yes 0 No I (have / have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors' license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address/ phone / contractors' license number): S. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work): OWNER SIGNATURE: DAGENT DATE: 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: ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 Yes 9 No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 Yes 0 No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 Yes ONo IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. APPLICANT CERTIFICATION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANYWAY ACCRUE AGAINST SAID crri INCONSEQUENCE OF THE GRANTING OF THIS PERMIT.OSHA: An OSHA permit is required for excavations over S,0' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). 1—Oo,,,Sign.dby: APPLICANT SIGNATURE: 9iAUlu, DATE: gB9EAE5A4Oo41B.. 4/22/2019 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: BuiIdingcCarIsbadCa.gov B-2 Page 2 of 2 Rev. 06/18 Permit Type: BLDG-Commercial Application Date: 05/01/2019 Owner: BRESSI RANCH INDUSTRIAL LLC Work Class: Cogen Issue Date: 08/06/2019 Subdivision: Status: Closed - Finaled Expiration Date: 05/12/2020 Address: • 2622 Gateway Rd Carlsbad, CA 92009-1775 IVR Number: 18744 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete 11/14/2019 11/14/2019 BLDG-35 Solar 110815-2019 Passed Paul Burnette Complete Panel Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Final 110814-2019 Passed Paul Burnette Complete Inspection Checklist Item COMMENTS Passed .BLDG-Building Deficiency No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final Yes ) November 14, 2019 Page 2 of 2 Permit Type: BLDG-Commercial Application Date: 05/01/2019 Owner: BRESSI RANCH INDUSTRIAL LLC Work Class:' Cogen Issue Date: 08/06/2019 Subdivision: Status: Closed - Finaled Expiration Date: 05/12/2020 Address: 2622 Gateway Rd Carlsbad, CA 92009-1775 IVR Number: 18744 Scheduled Actual Date Start Date Inspection Type In No. Inspection Status Primary Inspector Reinspection Complete 08/14/2019 08/14/2019'BLDG-11 100692.2019 Passed Paul Burnette . Complete Foundation/FtglPier s (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 08/16/2019 08/16/2019 BLDG-31 - 100851-2019 Passed Paul Burnette Complete Underground/Condu it - Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency NO 08/2212019 08/2212019 BLDG-31 101626-2019 Partial Pass Chris Renfro Reinspection Incomplete UndergroundlCondu it - Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency Underground electrical conduit for (2) light Yes pole bases. OK to backfill 10/10/2019 10/10/2019 BLDG-34 Rough 107181.2019 Passed Paul Burnette Complete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Final 107182.2019 Failed Paul Burnette Reinspection Complete Inspection Checklist Item COMMENTS Passed BLbG-Building Deficiency No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final . No BLDG-Electrical Final No 10/28/2019 10/28/2019 BLDG-35 Solar 108835-2019 cancelled Chris Renfro Reinspection Complete Panel Checklist Item COMMENTS Passed BLDG-Building Deficiency . No BLDG-Final 108834-2019 Cancelled Chris Renfro Reinspection Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency No / BLDG-Plumbing Final . No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final No November 14, 2019 . Page lof2 EsG1 1 DATE: 7./17/2019 JURISDICTION: CARLSBAD "- PLAN CHECK #.: CBC2019-0206 SET: III APPLRLANT c\JUR. PROJECT ADDRESS: 2622 GATEWAY ROAD PROJECT NAME: NEW CARPORT WITH SOLAR FOR BRESSI RETAIL The plans transmitted herewith have been corrected where necessary and slubstantially com p l y with the jurisdiction's building codes. D The p1a6 transmitted herewith will substantially comply with the jurisdictions codes when minor deficiencies identified below are resolved and checked by building department s t a f f . The plans transmitted herewith have significant deficiencies identified on the enclosed check l i s t and should be corrected and resubmitted for a complete recheck. J The check list transmitted herewith is for your information. The plans Te being held at EsG i l until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applic a n t contact person. D The applicant's copy of the check list has been sent to: BRIAN PETERSON EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been cimpleted. Person contacted: BRIAN Telephone #: 707 252 9990 Date contacted: (by: A Email: BRIAN@BPl-POWE.COM Mail Telephone Fax In Person D REMARKS: - By: Bert Domingo Enclosures; EsGil 7/15/2019 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 , •1 V EsGil A SAFEbuitt'Company DATE: 6/6/2019 JURISDICTION: CARLSBAD PLAN CHECK#.: i01:902063 PROJECT ADDRESS: 2622 GATEWAY ROAD O APPLICANT 0 JURIS. PROJECT NAME: NEW CARPORT WITH SOLAR FOR BRESSI RETAIL The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. 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. LI The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: BRIAN PETERSON LI EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: BRIAN Telephone #: 707 252 9990 Date contacted: LQ\LP (by:W) Email: BRIAN@BPI-POWER.COM ..ejviailsi TeIephone Fax In Person LI REMARKS: By: Bert Domingo Enclosures: EsGil 5/28/2019 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. GENERAL 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: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. 2. Each sheet of the plans must be signed by the person responsible for their preparation, even if there are no structural changes. California State Law. This will be checked on the final. 3. Plans and calculations shall be signed by the California state licensed engineer or architect where there are structural changes to existing buildings or structural additions. Please include the California license number, seal and date plans are signed. California Business and Professions Code. This will be checked on the final. ACCESSIBLE PARKING 4 Each lot or parking structure where parking is provided for the public, as clients, guests or employees, shall provide accessible parking as required by Section 1113- 208.2. If the development is still on going for this property, please refer to the plan check CBC20I 7-0439 all the information requested for this plan check (ACCESSIBLE PARKING). Please see the attached PV/electrical comments below ELECTRICAL and ENERGY COMMENTS PLAN REVIEWER: Bert Domingo ELECTRICAL (2016 CALIFORNIA ELECTRICAL CODE) Please provide proof the city of Carlsbad Ordinance regarding installed EV charging station requirements are met if applicable. PLEASE PROVIDE "EVSE INSTALLED" PER THE FOLLOWING CITY OF CARLSBAD ORDINANCE DESCRIPTION (SEE GREEN CODE TABLE 5.106.5.3): (LOCATE WHERE VAN ACCESSIBLE AND STANDARD ACCESSIBLE PARKING SPOTS CAN UTILIZE) "Show Panel capability, 40A 2 pole breaker (per space), 1" raceway (per space), electrical vehicle charging equipment and No. 8 conductors installed to the charger location." Note: If you have any questions regarding this Electrical and Energy plan review list please contact Bert Domingo at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. V/ EsGil - A SAFEbulittompany DATE: 5/13/2019 APPLICANT U JURIS. JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2019-0206 SET: I PROJECT ADDRESS: 2622 GATEWAY ROAD PROJECT NAME: NEW CARPORT WITH SOLAR FOR BRESSI RETAIL The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. 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. El The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: BRIAN PETERSON EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: BRIAN Date : '3\, (by) ) Mail \ elephone Fax In Person Lii REMAR By: Bert Domingo EsGil 5/2/2019 Telephone #: 707 252 9990 Email: BRIAN@BPI-POWER.COM Enclosures: 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS PLAN CHECK#.: CBC2019-0206 OCCUPANCY: TYPE OF CONSTRUCTION: ALLOWABLE FLOOR AREA: SPRINKLERS?: REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 5/1312019 FOREWORD (PLEASE READ): JURISDICTION: CARLSBAD USE: ACTUAL AREA: STORIES: HEIGHT: OCCUPANT LOAD: DATE PLANS RECEIVED BY ESGIL CORPORATION: 5/2/2019 PLAN REVIEWER: Bert Domingo 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 2016 CBC, which adopts the 2015 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 2015 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. GENERAL 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: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. 2. Each sheet of the plans must be signed by the person responsible for their preparation, even if there are no structural changes. California State Law. Plans and calculations shall be signed by the California state licensed engineer or architect where there are structural changes to existing buildings or structural additions. Please include the California license number, seal and date plans are signed. California Business and Professions Code. ACCESSIBLE PARKING Each lot or parking structure where parking is provided for the public, as clients, guests or employees, shall provide accessible parking as required by Section 11 B- 208.2. 2. Show on the site plan the required number of accessible parking spaces for new facilities. Per Table 11 B-208.2, the minimum number of spaces is: I for each 25 spaces up to 100 total spaces. I additional space for each 50 spaces for between 101 and 200 total spaces. I additional space for each 100 spaces for between 201 and 500 total spaces. For between 501 and 1000 total spaces, a minimum of 2% of the total number of spaces is required. I, 3. Show that the accessible parking spaces are located, per Section 11 B-208.3.1 as follows: On the shortest possible route to an accessible entrance, when serving a particular building. Spaces are to be dispersed and located closest to accessible entrances where buildings have multiple accessible entrances with adjacent parking. 4. Show that accessible parking spaces comply with Section 11 B-502.2 as follows: Single spaces shall be 14' wide and outlined to provide a 9' parking area and a 5' loading and unloading area. This loading/unloading area may be on either side of the vehicle. When more than one space is provided, in lieu of providing a 14' space for each space, two spaces can be provided within a 23' area with a 5' loading zone between each 9'0" wide space. - Each space is to be a minimum of 18' in depth. 5. At least one in every 6 accessible parking spaces (but not less than one) shall be served by an access aisle 8' in width and designated as VAN ACCESSIBLE, per Section 11 B-208.2.4. This loading/unloading area must be on the passenger side of the vehicle. Alternately, the parking stall may be 12' wide with the access aisle 5' wide. Section 11 B-502.3.4. 6. Show or note on the plans that the accessible parking spaces are to be identified by a reflectorized sign, permanently posted immediately adjacent to and visible from each space, consisting of: A profile view of a wheelchair with occupant in white on dark blue background. The sign shall 2!70 in.2 in area. When in the path of travel, they shall be posted 2:80" from the bottom of the sign to parking space finished grade. Signs may also be centered on the wall of the interior end of the parking space. Van-accessible spaces shall have an additional sign "Van-Accessible" mounted below the symbol of accessibility. In addition, the surface of each accessible space is required to be marked with the international symbol of accessibility. Show, or note, that an additional sign shall also be posted in a conspicuous place at each entrance to off street parking facilities, or immediately adjacent to and visible from each stall or space. Section 11 B-502.8.2. The sign shall be ~17" x 22" with lettering not :51 "in height. The required wording is as follows. "Unauthorized vehicles parked in designated accessible spaces not displaying distinguishing placards or special license plates issued for persons with disabilities may be towed away at owner's expense. Towed vehicles may be reclaimed at or by telephoning _____________•1I Show that all vertical entrances to, and vertical clearances within, parking structures have a vertical clearance of ~8'-2" where required for access to accessible parking spaces, per Section 116-502.5. CURB RAMPS Curb ramps shall be constructed where a pedestrian way crosses a curb, per Section 202. Plans shall show that curb ramps are ~:48" wide with a slope of 1:12 (8.33%), per Section 11 B-406.5.2. Show that the landing at the top of the curb shall be level and ~:48" depth for the entire width of the curb ramp. Section 11 B-406.5.3. The slope of the fanned or flared sides of curb ramps shall not exceed 1:10, per Section 11 B-406.2.2. Show that detectable warnings, 36" deep and extending the full width of the curb ramp, are to be installed for all curb ramps (regardless of slope), per Section 11 B- 705. Only approved DSA/AC detectable warning products and directional surfaces shall be installed. Section 11 B-705.3. Locate curb ramps to prevent obstruction by parked cars, per Section IIB-406.5.1. FOUNDATION 4. The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: The building pad was prepared in accordance with the soils report, The utility trenches have been properly backfilled and compacted, and The foundation excavations comply with the intent of the soils report." Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans. STRUCTURAL On the A I section located on sheet SC30I, Please show where the BG1 & BG2 is located. Is there a diaphragm form this canopy. If not needed, please justify how the load would be transferred to the supporting elements. Please see the attached PV/electrical comments below ELECTRICAL and ENERGY COMMENTS PLAN REVIEWER: Morteza Beheshti ELECTRICAL (2016 CALIFORNIA ELECTRICAL CODE) Please provide proof the city of Carlsbad Ordinance regarding installed EV charging station requirements are met if applicable. Please provide proof that the Inverters AC and DC disconnecting means are grouped as per CEC 690.15. Please provide each structure ground electrode system at each separate structure. CEC 250.24 Provide the required separate ground electrode for the "photovoltaic rack assembly" per 690.47 (D) or connect to the building electrode system. If the electrode conductor is routed through electrical equipment (disconnects, panels, meter enclosures, etc) then provide a detail on the plans describing compliance with CEC 250.64(C). (Conductor splices only allowed with compression connectors or exothermic welding.) Size the ground electrode conductor per 250.166, not smaller than #8. Please clarify on single line if there are any other input power such as rooftop PV systems on this service. Please provide voltage drop calculations for the backfeed from the canopy to the service. Please detail the backfeed to service conduit trench. Clearly indicate equipment shown in the electrical room sheet PVI-4 clearances in both electrical rooms. CEC 110.26 Please show inverter grouping of the AC with DC disconnect. Note: If you have any questions regarding this Electrical and Energy plan review list pleasecontact Morteza Beheshti at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. ADDITIONAL To speed up the review process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: U Yes U No The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Bert Domingo at Esgil. Thank you. [DO NOT PAY - THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK#.: CBC2019-0206 PREPARED BY: Bert Domingo DATE: 5/13/2019 BUILDING ADDRESS: 2622 GATEWAY ROAD BUILDING OCCUPANCY: UIPV BUILDING PORTION AREA (Sq. FL) Valuation Multiplier Reg. Mod. VALUE ($) CTYESTI MATE 57,600 Air Conditioning Fire Sprinklers TOTAL VALUE 57,600 Jurisdiction Code 1CB IBY Ordinance 1997 IJBC Building Permit Fee 1997 UBC Plan Check Fee V IN 4W. Type of Review: El Complete Review El Repetitive Fee El Other Repeats El Hoilly EsGil Fee El Struàtüral Only Hr. @ * __ I $266.291 Comments: In addition to the above fee. an additional fee of$ is due (___hour )for the CalGreen review. Sheet of 1 (Permit Revision Letter) CBC2019-0206 RECEVED MAY 23ZOl9 CITY OF CPRLS[3/tD BUILDING DIVISkJN May 23, 2019 Brian Peterson brian@bpi-power.com P0 Box 10637 Napa, CA 94581 Esgil City of Carlsbad 9320 Chesapeake Drive, Suite 208 San Diego, California 92123 Building Permit #: CBC2019-0206 Address: 2622 Gateway Road PLAN CHECK COMMENTS LAND DEVELOPMENT: ATIN: Chris Glassen 1.) Please plot easements on sheet #PVO.3. Easements provided, see sheet #PV0.3 ACCESSIBLE PARKING: AUN: BERT DOMINGO Each lot or parking structure where parking is provided for the public, as clients, guests or employees, shall provide accessible parking as required by Section 1113-208.2 See Architectural Plan Check #CBC2017-043 Show on the site plan the required number of accessible parking spaces for new facilities. Per Table 1113-208.2, the minimum total number of spaces is: 1 for each 25 spaces up to 100 total spaces • 1 additional space for each 50 spaces for between 101 and 200 total spaces. 1 additional space foi each 100 spaces for between 201 and SOO total spaces For between 501 and 1000 total spaces, a minimum of 2% of the total number of spaces is required. - See Architectural Plan Check #CBC2017-043 c8c (Permit Revision Letter) CBC2019-0206 See Architectural Plan Check #CBC2017-043 3.) Show that the accessible parking spaces are located, per Section 11B-208.3.1 as follows: On the shortest possible route to an accessible entrance, when serving a particular building Spaces are to be dispersed and located closest to accessible entrances where buildings have multiple accessible entrances with adjacent parking See Architectural Plan Check #CBC2017-043 4.) Show that accessible parking spaces comply with Section 1113-502.2 as follows: Single spaces shall be 14' wide and outlined to provide a 9' parking area and a 5' loading and unloading area. This loading/unloading area may be on either side of the vehicle. When more than one space is provided, in lieu of providing a 14' space for each space, two spaces can be provided within a 23' area with a 5' loading zone between each 9,0" wide space Each space is to be a minimum of 18' in depth. See Architectural Plan Check #CBC2017-043 5.) At least one in every 6 accessible parking spaces (but not less than one) shall be served by an access aisle 8' in width and designated as VAN ACCESSIBLE, per Section 1113-502.3.4. This loading/unloading area must be on the passenger side of the vehicle. Alternatively, the parking stall may be 12' wide with the access aisle 5' wide. Section 11B-502.3.4. See Architectural Plan Check #CBC2017-043 6.) Show or note on the plans that the accessible parking spaces are to be identified by a reflectorized sign, permanently posted immediately adjacent to and visible from each space, consisting of: A profile view of a wheelchair with occupant in white on dark blue background The sign shall ~: 70 in .2 in area. When in the path of travel, they shall be posted ~:80" from the bottom of the sign to parking space finished grade. Signs may also be centered on the wall of the interior end of the parking space. Van-accessible spaces shall have an additional sign "Van-Accessible"mounted below the symbol of accessibility. (Permit Revision Letter) CBC2019-0206 f) In addition, the surface of each accessible space is required to be marked with the international symbol of accessibility. See Architectural Plan Check #CBC2017-043 Show, or note, that an additional sign shall also be posted in a conspicuous place at each entrance to off street parking facilities, or immediately adjacent to and visible from each stall or space. Section 11B-502.8.2. The sign shall be ~17" x 22" with lettering not :51" in height. The required wording is as follows. "Unauthorized vehicles parked in designated accessible spaces not displaying distinguishing placards or special license plates issued for persons with disabilities may be towed away at owner's expense. Towed vehicles may be reclaimed at _or by telephoning See Architectural Plan Check #CBC2017-O4 Show that all vertical entrances to, and vertical clearances within, parking structures have a vertical clearance of 28'-2" where required for access to accessible parking spaces, per Section 1113-502.5. See Architectural Plan Check #CBC2017-043 CURB RAMPS: ATTN: BERT DOMINGO Curb ramps shall be constructed where a pedestrian way crosses a curb, per Section 202. Lo See Architectural Plan Check #C13C2017-043 10.)Plans shall show that curb ramps are 2!48" wide with a slope of !91:12 (8.33%), per Section 11B-406.5.2 See Architectural Plan Check #CBC2017-0439 11.)Show that the landing at the top of the curb shall be level and 2!48" depth for the entire width of the curb ramp. Section 11B-406.5.3. See Architectural Plan Check #CBC2017-04391, 12.)The slope of the fanned or flared sides of curb ramps shall not exceed 1:10, per Section 1113- 406.2.2. Le See Architectural Plan Check #CBC2017-0439 (Permit Revision Letter) CBC2019-0206 13.)Show that detectable warnings, 36" deep and extending the full width of the curb ramp, are to be installed for all curb ramps (regardless of slope), per Section 1113705. Only Approved DSA/AC Detectable warning products and directional surfaces Shall be installed. Section 1113- 705.3. See Architectural Plan Check #CBC2017-043] 14.)Locate curb ramps to prevent obstruction by parked cars, per Section 1113-406.5.1 See Architectural Plan Check #CBC2017-043 FOUNDATION: ATIN: BERT DOMINGO 4.) The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: The building pad was prepared in accordance with the soils report, The utility trenches have been properly backfilled and compacted, and The foundation excavations comply with the intent of the soils report Note added on SCO02 and SC004. 5.) Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans i See attached letter from soils engineer Greg Ponce of Geoconi STRUCTURAL: ATTN: BERT DOMINGO 6.) On the A 1 section located on sheet SC301, please show where the BG1 & BG2 is located See RBI Response lette 7.) Is there a diaphragm for this canopy? If not needed, please justify how the load would be transferred to the supporting elements. See RBI response letter (Permit Revision Letter) CBC2019-0206 ELECTRICAL: AnN: Morteza Beheshti 9.) Please provide proof the city of Carlsbad Ordinance regarding installed EV charging station requirements are met if applicable. See Architectural Plan Check #CBC2017-0439 10.)Please provide proof that the Inverters AC and DC disconnecting means are grouped as per CEC 690.15 See attached cut sheet showing integrated AC & DC disconnects on the Canadiar Solar 25kW KTL inverter, satisfying 690.15. Additionally, an AC circuit breaker is provided [E main panelboard that serves as an additional disconnect for the inverter outp4j 11.)Please provide each structure ground electrode system at each separate structure. CEC 250.24. FD System will be built as one structure with modules going to two inverters. Ground rod: r grounding per detail B on sheet PV3.1 will be provided at each end of the structure fo rounding of each inverter. See Note 1 on PV1.1 12.) Provide the required separate ground electrode for the "photovoltaic rack assembly" per 690.47(D) or connect to the building electrode system. If the electrode conductor is routed through electrical equipment(disconnects, panels, meter enclosures, etc) then provide a detail on the plans describing compliance with CEC 250.64(C). (Conductor splices only allowed with compression connectors or exothermic welding.) Size the ground electrode conductor per CEC 250.166, not smaller than #8. See PV1.1 & PV1.2, note #1 and PV2.1A, note #1. Ground rod will be provided o jrounding will be at pole base per detail B on PV3.1. Ground electrode conductor is #6 CU 13.)Please clarify on single line if there are any other input power such as rooftop PV systems on this service. No other input power such as rooftop PV on this service, see note added on PV2.1 and PV2.2 14.)Please provide voltage drop calculations for the backfeed from the canopy to the service. See voltage drop calculations on PV3.1 and PV3.2] 15.)Please detail the backfeed to service conduit trench. Is Trench detail added, see detail C on PV3.1 and fn?. (Permit Revision Letter) CBC2O19-0206 16.)Clearly indicate the equipment shown in the electrical room sheet PV1-4 clearances in both electrical rooms. CEC 110.26. Equipment marked and dimensioned on PV1.4. Note that both INV 2 and 3 go too, lectrical roomj 17.)Please show inverter grouping of the AC with DC disconnect See response to comment #101 Sincerely, BPi Power RBISOLAR RBI Response to Plan Review Comments: Structural Comments: On the A I section located on sheet SC301, Please show where the BG1 & BG2 is located. - Purlin bridging, BG1 & BG2 shall be added to the canopy section in the updated drawing set. Is there a diaphragm for this canopy? If not needed, please justify how the load would be Transferred to the supporting elements. - Roof Diaphragm/Deck not needed. The module would act as one, once in place. - Load is carried by purlins to top beams connected to columns. 5513 Vine Street• Cincinnati, OH 45217 Ph: 513-242-2051 . Fx: 513-242-0816 GEOCON INCORPORATED GEOTECHNICAL • ENVIRONMENTAL MATERIALS () Project No. G2108-32-05 May 17, 2019 Shea Homes 9990 Mesa Rim Road San Diego, California 92121 Attention: Mr. Greg Ponce Subject: PLAN REVIEW THE SQUARE AT BRESSI RANCH UPTOWN BRESSI RANCH - SOLAR CANOPY CARLSBAD, CAUFORNIA References: 1. Update Report and Change of Geotechnical Engineer of Record, Bressi Ranch; Lots 29 through 32, Carlsbad, California, prepared by Geocon Incorporated, dated April 24, 2017. (Project No. G2108-32-0 1) Final Report of Testing and Observation Services During Site Grading, Improvement, and Foundation Construction, The Square at Bressi Ranch Retail, Uptown Bressi. Ranch, Carlsbad, California, prepared by Geocon Incorporated, dated January 15, 2019. (Project No. G2108-32-02). Plans Titled: Solar Canopy for BPI Power at Bressi Ranch, 2622 Gateway Road, Carlsbad, California 92009, prepared by RBI Solar, Sheets SCOOt, SCO02, SCO03, SCLOI, SCI02, 5C301, SC401, and SC50I, Revision 1 dated May 16, 2019. Dear Mr. Ponce: In accordance with the request of Mr. Jim Peterson, we have reviewed the referenced solar canopy foundation plans to check if the plans and details have been prepared in substantial conformance with the recommendations presented in our referenced geotechnical reports. Based upon our review of the project plans and the information contained within the referenced geotechnical reports, it is the opinion of Geocon Incorporated that the structural plans and details have been prepared in substantial conformance with recommendations presented in the geotechnical reports. Our review was limited to geotechnical aspects of project development and did not include the review of other details on the referenced plans. Geocon Incorporated has no opinion regarding other details found on the referenced plans, civil, structural, or otherwise, that do not directly pertain to geotechnical aspects of site development. 6960 Flanders Drive • San Diego, California 92121-2974 0 Telephone 858.558.6900 U Fox 858.558.6159 Trevor E. Myers RCE 63773 TEM:DBE:kcd (e-mail) Addressee (e-mail) Shea Properties Attention: Mr. Jim Peterson d B. Evans 1860 If you have any questions regarding this letter, or if we may be of further service, please contact the undersigned at your convenience. Very truly yours, GEOCON INCORPORATED '/(4 &_1-71 (e-mail) BPI Power Attention: Mr. Kobus Barnard Project No. G2108-32-05 -2 - May 17, 2019 MAY 23 2019 CIL L BULDG DMSICN STRUCTURAL CALCULATION SET FOR BPI POWER Carlsbad, CA Calculation Set Date: 5-16-2019 PROJECT: Solar Paneled Parking Covers DESIGN CODE: 2016 California Building Code DESIGN LOADS: Dead Load: Structure, Panels & Perm. Equip. 8 psf Live Load on Structure: 12 psf & 300 pounds Ground Snow: 0 psf Wind: 110 mph, Exposure "B" Seismic: - 1.039, S1 - 0.403 CONTENTS: LOAD ANALYSIS PURLIN DESIGN FRAME ANALYSIS FRAME CONNECTION DESIGN LATERAL LOAD PATH AND BRACING DESIGN BASE PLATE DESIGN ANCHOR BOLT DESIGN REACTION LOADS THE DRAWINGS AND DATA IN THIS DOCUMENT, AND THE INTELLECTUAL PROPERTY AND CONFIDENTIAL INFORMATION IT CONTAINS ARE THE PROPERTY OF RBI SOLAR, INC., 5513 VINE STREET, CINCINNATI, OH 45217. ANY PARTY ACCEPTING THIS DOCUMENT DOES SO IN CONFIDENCE AND AGREES THAT IT SHALL NOT BE DUPLICATED, IN WHOLE OR IN PART, NOR DISCLOSED TO OTHERS WITHOUT THE WRITTEN CONSENT OF RBI SOLAR, INC.© Engineering Design Summary Project: Bressi Ranch Aisle Canopy Location: Carlsbad, CA Client: WI Power BUILDING CODE: 2016 California Building Code DESIGN LOADS: 1. DEAD LOADS: STRUCTURE: S PSF GLAZING: 3 PSF 8 PSF ROOF LIVE LOAD = 12 PSF & 300 pounds SNOW LOAD: 0 PSF (GROUND SNOW) Pf = 0 PSF (ROOF SNOW) Ce = 0.9 C= 1.2 Is = 1.00 WIND LOAD: (MAIN WIND FORCE RESISTING SYSTEM) Vult = 110 MPH Vasd = 85 MPH OCCUPANCY CAT.: II I = 1.00 EXPOSURE: B S. SIESMIC: (LOADS PARALLEL TO CANOPY FRAME) S = 1.039 S1 = 0.403 Sd, = 0.751 Sdj = 0.429 OCCUPANCY CATEGORY: II leg = 1.00 SITE CLASS: D SEISMIC DESIGN CATEGORY: D SEISMIC FORCE RESISTING SYSTEM = Cantilevered Column Systems detailed to conform to the requirements for Ordinary steel moment frames (cant. col.) * DESIGN BASE SHEAR: V = 4.808 C5 = 0.601 X EQU dr AINT LJ3OANALYS 1.25 10 0 1."13 SIESMIC: (LOADS PERPENDICULAR TO CANOPY FRAME) S5 = 1.039 = 0.403 5ds = 0.751 Sdj = 0.429 OCCUPANCY CATEGORY: II leg = 1.00 SITE CLASS: D SEISMIC DESIGN CATEGORY: D SEISMIC FORCE RESISTING SYSTEM = Cantilevered Column Systems detailed to conform to the requirements for: Ordinary steel moment frames (cant. cal.) * DESIGN BASE SHEAR: V = 4.808 C5 = 0.601 R= 1.25 EQUIVALENT LATERAL FORCE ANALYSIS 2 Engineering Design Summary Continued Project: Bressi Ranch Aisle Canopy Location: Carlsbad, CA Client: BPI Power Canopy # Aisle Canopy Overall Frame Width: 41.000' Frame Spacing (Bays): 33.5' and 30' Clear Height Under Knees: 9.000' Roof Slope: 7.0 degrees (1.5: 12) Slope U Panels Supported Across Top Chord:6 in portriat orientation up roof slope Member Summary: Purlins: 10.5ZEE3.25 x 13 ga Icontinous and spliced at 1/3 bay locations Top Beams: W16 x 50 Columns: HSS10x106/16 stiffeners required at column bases Base Plates & Anchors: Base Plate Dimension: 20.5 x 20.5 Use 9 ksi grout Base Plate Thickness: 1.500 inches HILTI Epoxy: None -Cast in Place Anchor Rod Material: ASTM A193 Grade B7 Anchor Rod Diameter :11.25" Mm. Embedment Depth: 36.00 inches Total U of Anchors Used :14 I Anchor Spacing #1 :113.00 inches (spacing in long dimension of base plate) Anchor Spacing #2:[13.00 inches (spacing in short dimension of base plate) Connections: Interior Purlins: Number of Bolts: _2 Bolt Diameter: 3/8" Purlin Clip Angle_6 x 4 x 3/8 Cantilevered End Purlins: Number of Bolts :_2 Bolt Diameter: Fillet weld of columns & stiffeners to base plate: Engineering Design Summary Continued Project: Bressi Ranch Aisle Canopy Location: Carlsbad, CA Client: BPI Power Canopy # Aisle Canopy Piers lincluded Soils Report: Pier Diameter 30 inches bYIGEOCON Incorporated Pier Length: Concrete Strength: 4 ksi 12.00 feet dated 4/24/17 __ Vertical Reinforcement : overall length, raised pier 36" #6 IBars above grade, 9' of pier Transverse Reinforcement: #5 I Bars below grade Type :ITies I Spaced :16.00 inches Ifor first 3' down from pier top #5 Bars Spaced: 9.00 inches for remainder of pier length Geotechnical Information: (for Submittal Drawings Cover Page) Bearing Capacity of Soil at Pier Tip: I 2000 I psf 4 ... ... . a RBI SOLAR JOB TITLE Bressi Ranch Aisle Canopy BPI Power JOB NO.1970041 SHEET NO. CALCULATED BY 0 DATE 5/16/19 CHECKED BY 3.125 DATE I Alternate Spread Footers wi raised pier Summary of Spread Footing Supporting One Single Column I 9.00ft Top View I Footing Thickness 9.00 ft cJ 24.000 inches F4.50 ft Mm. 12 per IBC 1809.4 4, 4, 1< Frost Issues per !BC 1809.5: 4.50 ft ' 1. Thickness goes below frost line, or: Bottom Layer of Reinforcement 2. Construct to ASCE 32, or: 3. Footing is on solid rock Rebar 16 - 60 Steel U] Straight Ends T — — -- . - - - - — — — - (9) #6 Straight Ends # 6 bars evenly spaced parallel to long foot dimension Note: Min spacing - Max (db or 1'7 AC! 7.6.1 Max spacing =3 x thick or 18" AC! 7.6.5 21.000 inche4j . . a f24.000 inches 3 inch cover below layer and on ends Top Layer of Reinforcement Rebar 16 Grade 60 Steel r— WR •___..•...__•_ U — — — _ . - - - - — — - #6 bars evenly spaced parallel to long foot dimension Note: Min spacing - Max (ci,, or 19 AC! 7.6.1 Max spacing =3 x thick or 18" AC! 7.6.5 H,,meF-- 21.000 inc___________________________ •II24.000 inches 3 inch cover above layer and on ends Engineering Design Summary Project: Bressi Ranch Aisle Canopy Location: Carlsbad, CA Client: BPI Power Upper Pier Details (For Aisle Canopy Only) Overall (not to scale) dia. Pier 0'approx. Upper Pier Reinforcement 30" pi $over (typ.) (9) #6 Vertical Bars T011 18" mm. #6 ties spaced 4" entire length to returns on lower pier 1%41 / 00*0 MEMID 41000 1 Hook Dimensions 4" exte'jd R return pier top 6 MI Job No I Sheet No Rev 1970041 --- Software licensed to Rough Brothers Part Job Title Bressi Ranch Aisle Canopy Ref By Loveth DatE5Ap19 Chd Client BPI Power File Bressi Ranch Aisle Canor I Daterrime 05-Apr-2019 13:37 Purlin bridging required at 1/3 bay points for interior bays Whole Structure Print lime/Date: 05/04/2019 13:43 STAAD.Pro V81 (SELECTseries 6)20.07.11.33 Print Run 1 of 11 7 '7TT7 JOB TITLE Bressi Ranch Aisle Canopy JOB NO. SHEET NO. CALCULATED BY DATE #### ABI SOLAR CHECKED BY DATE Purlin Splice Connection Design Continued Purlin Splice Summary Splice Plates One on each side of purlin web I 22.25x8x 0.134 I (8) 0.5 in. diameter bolts (A325 bolts) per side of splice 0.875 3.00" 3.00" 3.00" 1.25" 1.25" 3.00" 3.00" 0.875 1.000" [;X 1.000" Purlin A 1 Purlin B - hole with bolt 0 - open hole Job No Sheet No Rev 1970041 - Software It to Rough Brotheffi Part Job Title Bressi Ranch Aisle Canopy Ref By Loveth DatE5.ApIjI19 Chd Client BPI Power File Bressi Ranch Aisle Cano Date/lime 05-Apr-2019 13:37 ftOft ft Tçft Whole Structure Print Time/Dale: 05/04/2019 13:43 STAAD. Pro V8i (SELECTseries 6) 20.07.11.33 Print Run 2 of 11 9 Job No Sheet No Rev 1970041 Software licensed to Rough Brothers Part Job Title Bressi Ranch Aisle Canopy Ref By Loveth Oatu5Ap,.j119 Chd Client BPI Power File Bressi Ranch Aisle Canon I Date/lime 05-Apr-2019 13:37 Top beam bottom flange brace required at points specified below Whole Structure Print lime/Date: 05104/2019 13:43 STAAD.Pro V81 (SELECTseries 6) 20.07.11.33 Print Run 3 of 11 10 JOB TITLE Bressi Ranch Aisle Canopy RBI SOLAR JOB NO. CALCULATED BY CHECKED BY SHEET NO. DATE DATE 4/15/19 W Shape Beam Bottom Flange Brace Using Thin Gage Angle SUmmary W16 Shape Beam Brace on Both Sides of W Shape Beam Note: Brace could be on other side of beam as well, refer to note at top of this page 11 JOB TITLE Bressi Ranch Aisle Canopy / JOB NO. SHEET NO._____________ CALCULATED BY DATE #### RIM SOLAR CHECKED BY DATE____________ Continuous Beam Over HSS Column Connection Design Continued Summary of Connection Results Sample Depiction - Actual Connection Details May Varj Members: 1/4" weld all around Columns: HSS1 OX1OX5/16 Beams: Wi 6X50 Bolts: (6) 0.75" dia. bolts per side of connection ASTM A325 Cap Plate: 29 x ii x 1 A36 steel Weld of Plate to Column: Use minimum 3/16 fillet Bolt Pattern: 7 10 13 0 0 0 0 0 Row 1 - inches from centerline of column Row 2 - inches from centerline of column Row 3 - inches from centerline of column Row 4 - inches from centerline of column Row 5 - inches from centerline of column Row 6 - inches from centerline of column Row 7 - inches from centerline of column Row 8 - inches from centerline of column Bolts space at 3.5 linches across beam flange 12 41' Canopy Column Base Stiffeners (2) 4" leg Isosceles stiffeners located at corners of columns Stiffeners are 3/8" thick - connected to column with 5/16" fillet weld on 2 sides 4', Base Plate here 13 Single Sloped Roof Loading For Open Structure Code CA Bldg Cede 2016 Dead Load: 8.0 psf Roof Live Load: V'12.0 sf ...,ond 300 pounds Ground Snow: 0.0 psfj Overall Width of Frame (L):41.00ft Wind Speed 110 mph Bay Size ? 33 50 ft Exposure:4. B , End Purlin Cantilever Length :11.5O ft 1 Snow Load Calculation: p,=0.7çlp, . ;. ____ C c_ 4ct= 12 VrMd PAM Wind Load Calculation: q = 0.00256KlKdlc,V2lW K= 0.575 . Kd= 085 Mean Roof Height (h)=l,,135ft K 10 It 1.0',' . . q = ASCE Tables for Open Structure Applies Roof Pressure Coefficients (ASCE 7): . * Roof Angle (0) =77.Odég . Wind Direction, y= 0 deg Wind Direction, ' = 180 deg - * Clear Wind Flow Obstructed Wind Flow Clear Wind Flow . Obstructed Wind Flow Load Case CN CNL . CNW C, CNW, CNL. CNW Cp1 * A 2•.: B J Wind Direction, y = 90 deg Clear Wind Flow ,, Obstructed Wind Flow. . . . Load Case CN CN Cm A J2" B 0.8 for distance c=h, applied to entire roof (conservative) Roof Pressures (p = qGCN(psf)): G 0.85 n.= 75/h = 5.6>1 -5therefore rigid structurE Wind Direction, y 0 deg Wind Direction, y = 180 deg Clear Wind Flow Obstructed Wind Flow Clear Wind Flow Obstructed Wind Flow Load Case CNW CML . C J CML CNW . CJL CNW CML A 15.4 44 -15.4. 15.4 3 ) -6'4—* "-15.4 'B -14.1 -1.3 -7.7 -14.1 -14.1 -7.7 Wind Direction, -y = 90 deg .- Load Case Clear Wind Flow Obstructed Wind Flow Purlin Deflection A B 14 .. . . * Purlin Loading: Spacing = 3.42 ft Load Case Exterior Purlin(if applies) Interior Purlin Dead 5J 11,114 k1l o.ö7 Roof Live t1k1t 0.1• Snow 0.000 kit 0.000 kIt J NW NL NW NL Wind A Wind B Wind C Wind D Wind Wind F Wind Wind H = 0 deg, clear flow, IC-A) = 0 deg, obstructed flow, IC-A) = 0 deg, clear flow, IC-B) = 0 deg, obstructed flow, LC-B) = 180 deg, clear flow, IC-A) = 180 deg, obstructed flow, IC-A) = 180 deg, clear flow, LC-B) = 180 deg, obstructed flow, IC-B) Entire Roof Wind I '03S kit (y = 90 deg, clear flow, IC-A) Wind J 1.053 kit (y = 90 deg, obstructed flow, LC-A) <= h Wind K 0.035 Of . (y = 90 deg, clear flow, IC-B) Wind L 0.022 kit.....j(y=90 deg, obstructed flow, LC-B) Wind I -0.026 kIt (y = 90 deg, clear flow, IC-A) Wind J -0.040 kit (y = 90 deg, obstructed flow, LC-A) > h, <= 2h Wind K 0,022 kit j(y=9Odeg, clear flow, IC-B) Wind L 0.022 kIt i(y = 90 deg, obstructed flow, IC-B) Wind I -ôi<if 9(y=90deg, clear flow, LC-A) Wind J -0.026 kIt 90 deg, obstructed flow. IC-A) L > 2h Wind K + 0.013 kit - (y = 90 deg, clear flow, IC-B) Wind I . ....0.013 kit - (y = 90 deg, obstructed flow, LC-B) Wind M '. 0051RIf * Wind Load on Purlin using .7 times Components & Cladding Wind Load (Used for Deflection Checks) a= 4.10 ft End Wind on Frame Members: Pressure = qGC (Cf from ASCE Fig. 6-22 taken as 2) psf apply this pressure to width of members as a line load in Winds I thru I above 15 Search Information Address: 2622 Gateway Rd, Carlsbad, CA 92009, USA Coordinates: 33.12759020000001, -117.25429930000001 Elevation: 414 ft Timestamp: 2019-04-15112:26:25.686Z Hazard Type: Seismic Reference ASCE7-1 0 Document: Risk Category: II Site Class: 0 MCER Horizontal Response Spectrum Design Horizontal Response Spectrum ATC Hazards by Location https://hazards.atcouncil.org/#/seismic?lat=33.12759020000001 &Ing=- 1... Sa(g) 1.00 0.80 0.60 0.40 0.20 0.00 Sa(g) 0.60 0.40 0.20 0.00 0 2 4 6 8 Period (s) 0 2 4 6 8 Period (s) Basic Parameters Name Value Description Ss 1.039 MCEA ground motion (period=0.2s) S1 0.403 MCER ground motion (period=1.os) SWS 1.127 Site-modified spectral acceleration value SM1 0.644 Site-modified spectral acceleration value SDS 0.751 Numeric seismic design value at 0.2s SA Sol 0.429 Numeric seismic design value at 1.0s SA 'Additional Information Name Value Description SOC D Seismic design category Fa 1.084 Site amplification factor at 0.2s Fv 1.597 Site amplification factor at 1.0s CRS 0.988 Coefficient of risk (0.2s) CR1 1.042 Coefficient of risk (1.0s) PGA 0.397 MCEG peak ground acceleration FPGA 1.103 Site amplification factor at PGA 16 2 of 2 4/15/2019, 8:26 AM Seismic Loads: pjIttMMfit 7 JOB TITLE BressiRancli Aisle Canopy BPI Power JOB NO. 1970041 SHEET NO. CALCULATED BY LN DATE CHECKED BY DATE Occupancy Category: H Importance Factor (1): 1.00 Site Class : 1) Ss (0.2 sec) = 103.90 %g Si (1.0 see) = 40.30%g Fa= 1.054 Fv= 1.597 Sms= 1.127 0.751 Design Category = D SmI = 0.644 Sol = 0.429 Design Category = D Seismic Design Category = D ASCE7 Section 11.6 Exception Applies Number of Stories: I Structure Type: M nent-resistirg. frame systems of steel Horizontal Struct irregularities: No plan Irregularity Vertical Structural Irregularities: No verticsl lilepubrity Flexible Diaphragms: No Building System: Cantilevered Column Systems detailed to conform to the requirements for: Seismic resisting system: Ordinary steel moment frames System Building Height Limit: 65 ft Height System permitted per ASCE7 Section 12.2.5.6.12 Actual Building Height (hn) = 133 it See ASCE7 Section 12.2.5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS Response Modification Factor (S.) = 1.25 System Over-Strength Factor (Qo) = 1.25 Deflection Amplification Factor (Cd) = 1.25 SDS = 0.751 S01 = 0.429 Seismic Load Etiect (E) = p Q5 +1- O.2Sos D = p Q5 +1- 0.ISOD Special Seismic Load Effect (E) = Qo Qe 1 °2SDS D 1.3 Qr 0.150D PERMITTED ANALYTICAL PROCEDURES Index 'Force Analysis (Seismic Category A only) Method Not Pemitted Simplified Analysis Use Equivalent Lateral Force Analysis p = redundancy coefficient Q5 = horizontal seismic force D = dead load Equivalent Lateral-Force Analysis Building period coef. (C1) = Approx fundamental period (Ta) = User calculated fundamental period (T) = Long Period Transition Period (TL) = Seismic response coef. (Cs) = need not exceed Cs = but not less than Cs = USE Cs = - Permitted 0.028 c1h, = 0.225 sec x= 0.80 '0 sec ASCE7 zmp =1 12 Figure 22-IS Sdsl/R = 0.601 SdIIIRT N/A 0.044Sds = 0.033 0.601 Design Base Shear V = 0.601W Cu = 1.40 Tmax = 0.314 Use T = 0.225 Model & Seismic Response Analysis - Permitted (see code for procedure) ALLOWABLE STORY DRIFT Structure Type: Non- masonry, 4 story or less designed to accommodate the story drift Allowable story drift = 0.025hsx where hsx is the story height below level x 17 -- Job No Sheet No Rev 1970041 Software licensed to Rough Brothers Pa rt Job Tulle Bressi Ranch Aisle Canopy Ref By Loveth DatE5Apt.1119 Chd Client BPI Power File Bressi Ranch Aisle Canon Dat&Time 16-May-2019 11:06 .-.\ Whole Structure Iflflt Tumeloate: 1510512019 11:09 STAAD.Pro V81 (SELECTseries 6) 20.07.11.33 Print Run I of 3 18 Job No Sheet No Rev 1970041 Software licensed to Rough Brothers Part I Job Title Bressi Ranch Aisle Canopy Ref I By Loveth OatE5Aprjl19 Chd Client BPI Power . File Bressi Ranch Aisle Canon I Dateffume 16-May-2019 11:06 Whole Structure Print Time/Date: 16/05/2019 11:09 STAAD.Pro V8i (SELECTseries 6) 20.07.11.33 Print Run 2 of 3 19 :e, A Software licensed to Rough Brothers Job Title Bressi Ranch Aisle Canopy Client BPI Power Job No Sheet No Rev 1970041 Part Ref By Loveth DatE5Apfll19 Chd File Bressi Ranch Aisle canoI Date/Time 16-May-2019 11:06 01 Whole Structure Print lime/Date: 16105/2019 11:09 STAAD.Pro V8i (SELECTseries 6) 20.07.11.33 rnm Mun 3 0! S 20 Job No Sheet No Rev - 1970041 Software licensed to Rough Brothers Part Job Tulle Bressi Ranch Aisle Canopy Ref By Loveth DstC5Ap6I19 Chd Client BPI Power File Bressi Ranch Aisle Canor I OatefTime 05-Apr-2019 13:37 Job Information Engineer Checked Approved Name: Loveth Date: 5-April-19 Structure Type I SPACE =FRAME Number of Nodes 1 168 Highest Node 168 Number of Elements 189 Highest Beam 189 Number of Basic Load Cases 1 -2 Number of Combination Load Cases 1 274 Included in this printout are data for: I All I The Whole Structure In,I,,rinri in thiw n'infn,,t nra rciiIte fnr Ind Type L/C Name Primary 1 DL- DEAD LOAD 1 Primary 2 LR1 - ROOF LIVE LOAD 1 Primary 3 WLA Primary 4 WLB Primary 5 WLC Primary 6 WLD Primary 7 WLE Primary 8 WLF Primary 9 WLG Primary 10 WLH Primary 11 WLI Primary 12 WLJ Primary 13 MILK Primary 14 WLL Primary 16 ELi - SEISMIC +X Primary 17 EL2 - SEISMIC -X Primary 18 ET - SEISMICZ Primary 19 DL2- DEAD LOAD 2 Primary 20 DL3- DEAD LOAD 3 Primary 21 LR2 - ROOF LIVE LOAD 2 Primary 22 LR3 - ROOF LIVE LOAD 3 Primary 27 LR4 - ROOF LIVE LOAD 4 Primary 50 SEISMIC COMBOS FOR DEFLECTION Primary 51 1.105DL1 +0.7EL1 Primary 52 1.1050L2+0.7EL2 Primary 53 1.105DL1 +0.7ET Primary 54 1.105DL1 +0.7ET Primary 55 0.495 DI-2 + 0.7EL1 Print Turns/Date: 05104/2019 13:43 STAAD.Pro V8i (SELECTseries 6) 20.07.11.33 Print Run 4 of 11 21 Job No Sheet No Rev 1970041 Software licensed to Rough Brothers Part Job Title Bressi Ranch Aisle Canopy Ref By Loveth Datc5..Ap6l19 Chd I Client BPI Power IHe Bressi Ranch Aisle Canon I Date/Time 05-Apr-2019 13:37 I Job Information Cont... Type LJC Name Primary 56 0.495 131-2 + 0.7EL2 Primary 57 0.495 DL2 + 0.7ET Primary 58 0.495 DL2 + 0.7ET Primary 59 1.079 DL1 + .525EL1 + .75SL1 Primary 60 1.079 DL1 + .525EL2 + .75SL1 Primary 61 1.079 0L3 + .525ET + .75SL1 Primary 62 1.079 DL1 + .525ET + .75SL1 Primary 63 1.079 DL2 + .525EL1 + .75SL2 Primary 64 1.079 DL2 + .525EL2 + .75SL2 Primary 65 1.079 DL2 + .525ET+ .75SL2 Primary 66 1.079 DL2 + .525EL1 + .75SL2 Primary 67 1.079 DL3 + .525EL2 + .75SL3 Primary 68 1.079 131-3 + .525ET + .75SL3 Primary 69 1.079 DL3 + .525EL1 + .75SL3 Primary 70 1.079 DL3 + .525EL2 + .75SL3 Combination 700 LRFD REACTION COMBOS Combination 701 1.4DL Combination 704 1.2DL+.5LR1 Combination 705 1.2DL+.5LR2 Combination 706 1.2DL+.5LR3 Combination 707 1.2DL+.5LR4 Combination 708 1.2DL+1.6LR1+0.5WLA Combination 709 1.2DL+1.6LR1+0.5WLB Combination 710 1.2DL+1.6LR1+0.5WLC Combination 711 1.2DL+1.6LR1+0.5WLD Combination 712 1.2DL+1.6LR1+0.5WLE Combination 713 1.2DL+1.6LR1+0.5WLF Combination 714 1.2DL+1.6LR1+0.5WLG Combination 715 1.2DL+1.6LR1+0.5WLH Combination 716 1.2DL+1.6LR1+0.5WLI Combination 717 1.2DL+1.6LR1+0.5WLJ Combination 718 1.2DL+1.6LR1+0.5WLK Combination 719 1.2DL+1.6LR1+0.5WLL Combination 722 1.2DL+1.6LR2+0.5WLA Combination 723 1.2DL+1.6LR2+0.5WLB Combination 724 1.2DL+1.6LR2+0.5WLC Combination 725 1.2DL+1.6LR2+0.5WLD Combination 726 1.2DL-i-1.6LR2+0.5WLE Combination 727 1.2DL+1.6LR2+0.5WLF Combination 728 1.2DL+1.6LR2+0.5WLG Combination 729 1.2DL+1.6LR2+0.5WLH Combination 730 1.2DL+1.6LR2+0.5WLI Combination 731 1.2DL+1.6LR2+0.5WU Combination 732 1.2DL+1.6LR2+0.5WLK Combination 733 1.2DL+1.6LR2+0.5WLL Print Time/Date: 05104/2019 13:43 STAAD.Pro V8i (SELECTsenes 6)20.07.11.33 Print Run 5 0111 22 dIJ ---- Software licensed to Rough Brothers Job Title Bressi Ranch Aisle Canopy Client BPI Power Job No - -- Sheet No Rev 1970041 Part Ref By Loveth Dalc5ApflI19 Chd File Bressi Ranch Aisle CanoI Date/lime 05-Apr-2019 13:37 Job Information Cont... Type L/C Name Combination f 736 1.2DL+1.6LR3+0.5WLA Combination 737 1.2DL+1.6LR3+0.5WLB Combination 738 1.2DL+1.6LR3+0.5WLC Combination 739 1.2DL+1.6LR3+0.5WLD Combination 740 1.2DL+1.6LR3+0.5WLE Combination 741 1.2DL+1.6LR3+0.5WLF Combination 742 1.2DL+1.6LR3+0.5WLG Combination 743 1.2DL+1.6LR3+0.5WLH Combination 744 1.2DL+1.6LR3+0.5WU Combination 745 1.2DL+1.6LR3+0.5WLJ Combination 746 1.2DL+1.6LR3+0.5WLK Combination 747 1.2DL+1.6LR3+0.5WLL Combination 750 1.2DL+1.6LR4+0.5WLA Combination 751 1.2DL+1.6LR4+0.5WLB Combination 752 1.2DL+1.6LR4+0.5WLC Combination 753 1.2DL+16LR4+0.5WLD Combination 754 1.2DL+1.6LR4+0.5WLE Combination 755 1.2DL+1.6LR4+0.5WLF Combination 756 1.2DL+1.6LR4+0.5WLG Combination 757 1.2DL+1.6LR4+0.5WLH Combination 758 1.20L+1.6LR4+0.5WLI Combination 759 1.2DL+1.6LR4+0.5W11 Combination 760 1.2DL+1.6LR4+0.5WLK Combination 761 1.2DL+1.6LR4+0.5WLL Combination 764 1.2DL+1.OWLA+.5LR1 Combination 765 1.2DL+1.OWLB+.5LR1 Combination 766 1.2DL+1.OWLC+.5LR1 Combination 767 1.2DL+1.OWLD+.5LR1 Combination 768 1.2DL+1.OWLE+.5LR1 Combination 769 1.2DL+1.OWLF+.5LR1 Combination 770 1.2DL+1.OWLG+.5LRI Combination 771 1.2DL+1.OWLH+.5LR1 Combination 772 1.2DL+1.OWLI+.5LA1 Combination 773 1.2DL+1.OWLJ+.5LR1 Combination 774 1.2DL+1.OWLK+.5LR1 Combination 775 1.2DL+1.OWLL+.5LR1 Combination 778 1.2DL+1.OWLA+.5LR2 Combination 779 1.2DL+1.OWLB+.5LR2 Combination 780 1.20L+1.OWLC+.5LR2 Combination 781 1.2DL+1.OWLD+.5LR2 Combination 782 1.2DL+1.OWLE+.5LR2 Combination 783 1.2DL+1.OWLF+.5LR2 Combination 784 1.2DL2+1.OWLG+.5LR2 Combination 785 1.2DL2+1.OWLH+.5LR2 Combination 786 1.2DL2+1.OWLI+.5LR2 Print lime/Date: 05/04/2019 13:43 STAAD.Pro V8i (SELECTseries 6) 20.07.11.33 Print Run of 11 23 Software licensed to Rough Brothers Job No 1970041 Sh set No Rev Part Job Title Bressi Ranch Aisle Canopy Ref By Loveth OatE5..Ap19 Chd Client BPI Power File Bressi Ranch Aisle CanoF1 Dateflime 05-Apr-2019 13:37 Job Information Cont... rent Iume,uate: ce,ue,uiv ia:43 STAAD. Pro V8i (SELECTsenes 6) 20.07.11.33 Print Run 7 of 11 24 Type L/C Name Combination 786 1.2DL2+1.OWLI+.5LR2 Combination 787 1.20L2+1.OWLJ+.5LR2 Combination 788 1.2DL1+1.OWLK+.5LR2 Combination 789 1.2DL1+1.OWLL+.5LR2 Combination 792 1.20L1+1.OWLA+.5LR3 Combination 793 1.2DL2+1.OWLB+.5LR3 Combination 794 1.20L2+1.OWLC+.5LR3 Combination 795 1.2DL2+1.OWLD+.5LR3 Combination 796 1.2DL1+1.OWLE+.5LR3 Combination 797 1.2DL2+1.OWLF.t-.5LR3 Combination 798 1.2DL2+1.OWLG+.5LR3 Combination 799 1.2DL2+1.OWLH+.5LR3 Combination 800 1.2DL2+1.OWLI+.5LR3 Combination 801 1.2DL2+1.OWLJi-.5LR3 Combination 802 1.2DL1+1.OWLK+.5LR3 Combination 803 1.2DL1+1.OWLL+.5LR3 Combination 806 1.2DL1+1.OWLA+.5LR4 Combination 807 1.2DL2+1.0WLBi-.5LR4 Combination 808 1.2DL2+1.OWLC+.5LR4 Combination 809 1.2DL2+1.OWLD+.5LR4 Combination 810 1.20L1+1.OWLE+.5LR4 Combination 811 1.2DL2+1.OWLF+.5LR4 Combination 812 1.2DL2+1.OWLG+.5LR4 Combination 813 1.2DL2+1.OWLH+.5LR4 Combination 814 1.2DL2+1.OWLI.i-.5LR4 Combination 815 1.2DL2+1.OWLJ+.5LR4 Combination 816 1.2DL1+1.OWLK+.5LR4 Combination 817 1.2DL1+1.OWLL+.5LR4 Combination 820 0.9DL+1.OWLA Combination 821 O.9DL+1.OWLB Combination 822 0.9DL+1.OWLC Combination 823 0.9DL+1.OWLD Combination 824 0.9DL+1.OWLE 'Combination 825 0.9DL+1.OWLF Combination 826 0.9DL+1.OWLG Combination 827 0.9DL+1.OWLH Combination 828 0.9DL+1.OWLI Combination 829 0.9DL+1.OWU Combination 830 0.9DL+1.OWLK Combination 831 O.9DL+1.OWLL Combination 834 0.765 DU + 1.3 ELI Combination 835 0.765 DL2 + 1.3 EL2 Combination 836 0.765 DU+ 1.3 ET Combination 837 0.765 DU+ 1.3 ET Combination 838 1.335 DU + 1.3 ELI + .2SL1 Software licensed to Rough Brothers I Job No 1970041 Sheet No Rev Part_ Job Title Bressi Ranch Aisle Canopy Ref IBy Loveth DaN5ApflI19 Chd Client BPI Power Fite Bressi Ranch Aisle CanoFI Date/Time 05-Apr-2019 13:37 Job Information Cont... Print Time/Date: 05/04/2019 13:43 STAAD. Pro V8i (SELEClseries 6)20.07.11.33 Print Run 8of 11 25 Type -t LIC Name Combination 838 1.335 DI-1 + 1.3 ELi + .2SL1 Combination 839 1.335 DI-2 + 1.3 EL2 + .2SL1 Combination 840 1.335 DI-3 + 1.3 ET + .2SL1 Combination 841 .335 DO + 1.3 ET + .2SL1 Combination 842 .335 DI-1 + 1.3 ELi + .2SL2 Combination 843 .335 DI-2 + 1.3 EL2 + .2SL2 Combination 844 .335 DL3 + 1.3 ET + .2SL2 Combination 845 .335 DL3 + 1.3 El + .2SL2 Combination 846 1.335 DI-1 + 1.3 ELi + .2SL3 Combination 847 .335 DI-2 + 1.3 EL2 + .2SL3 Combination 848 .335 DL3 + 1.3 ET + .2SL3 Combination 849 .335 DL3 + 1.3 ET + .2SL3 Combination 850 1.335 DL1 + 1.3 ELi + .2SL4 Combination 851 1.335 DI-2 + 1.3 EL2 + .2SL4 Combination 852 1.335 DI-3 + 1.3 ET + .2SL4 Combination 853 1.335 DL3 + 1.3 El + .2SL4 Combination 1900 ASD LOAD COMBOS FOR REACTIONS Combination 1901 DL Combination 1904 DL-t-LR1 Combination 1905 DL+LR2 Combination 1906 DL+LR3 Combination 1907 DL+LR4 Combination 1908 DL+0.6WLA Combination 1909 DL+0.6WLB Combination 1910 DL+0.6WLC Combination 1911 DL+0.6WLD Combination 1912 DL+0.6WLE Combination 1913 DL+0.6WLF Combination 1914 DL+0.6WLG Combination 1915 DL+0.6WLH Combination 1916 DL+0.6WL1 Combination 1917 DL+0.6WLJ Combination 1918 DL+0.6WLK Combination 1919 DL+0.6WLL Combination 1922 DL+.75LR1+.45WLA Combination 1923 DL+.45WLB+.75LR1 Combination 1924 DL+.45WLC+.75LR1 Combination 1925 DL+.45WLD+.75LR1 Combination 1926 DL+.45WLE+.75LR1 Combination 1927 DL+.45WLF+.75LR1 Combination 1928 DL+.45WLG+.75LR1 Combination 1929 DL+.45WLH+.75LR1 Combination 1930 DL+.45WL1+.75LR1 Combination 1931 DL+.45WLJ+.75LR1 Combination 1932 DL+.45WLK+.75LR1 - - Software licensed to Rough Brothers Job No 1970041 Sheet No Rev Part Job Title Bressi Ranch Aisle Canopy Ref By Loveth D8115APril19 Chd Client BPI Power File Bressi Ranch Aisle Canor I Date/lime 05-Apr-2019 13:37 Job Information Cont... rem uume,uare: ubIuq1u1v ix4j STAAD.Pro V81 (SELECTseries 6) 20.07.11.33 Punt Run 9 of 11 26 Type LIC Name Combination 1932 DL+.45WLK+.75LR1 Combination 1933 DL+.45WLL+.75LR1 Combination 1936 DL+.75LR2+.45WLA Combination 1937 DL+.45WLB+.75LR2 Combination 1938 DL+.45WLC+.75LR2 Combination 1939 DL+.45WLD+.75LR2 Combination 1940 DL+.45WLE+.75LR2 Combination 1941 DL+.45WLF+.75LR2 Combination 1942 DL+.45WLG+.75LR2 Combination 1943 DL+.45WLH+.75LR2 Combination 1944 DL+.45WL1+.75LR2 Combination 1945 DL+.45WLJ+.75LR2 Combination 1946 DLi-.45WLK+.75LR2 Combination 1947 DL+.45WLL+.75LR2 Combination 1950 DL+.75LR3+.45WLA Combination 1951 DL+.45WLB+.75LR3 Combination 1952 DL+.45WLC+.75LR3 Combination 1953 DL+.45WLD+.75LR3 Combination 1954 DL+.45WLE+.75LR3 Combination 1955 DL+.45WLF+.75LR3 Combination 1956 DL+.45WLG+.75LR3 Combination 1957 DL+.45WLH+.75LR3 Combination 1958 DL+.45WL1+.75LR3 Combination 1959 DL+.45WLJ+.75LA3 Combination 1960 DL+.45WLK+.75LR3 Combination 1961 DL+.45WLL+.75LR3 Combination 1964 DL+.75LR4+.45WLA Combination 1965 DL+.45WLB+.75LR4 Combination 1966 DL+.45WLC+.75LR4 Combination 1967 DL+.45WL0.75LR4 Combination 1968 DL+.45WLE.75LR4 Combination 1969 DL+.45WLF.75LR4 Combination 1970 DL+.45WLG.75LR4 Combination 1971 DL+.45WLH.75LR4 Combination 1972 DL+.45WL1.75LR4 Combination 1973 DL+.45WLJ.75LR4 Combination 1974 DL+.45WLK.75LR4 Combination 1975 DL+.45WLL.75LR4 Combination 1978 .6DL1+0.6WLA Combination 1979 .6DL2+0.6WLB Combination 1980 .6DL2+0.6WLC Combination 1981 .6DL2+0.6WLD Combination 1982 .6DL1+0.6WLE Combination 1983 .6DL2+0.6WLF Combination 1984 .6DL2+0.6WLG --- Software licensed to Rough Brothers Job Title Bressi Ranch Aisle Canopy Client BPI Power Job No Sheet No Rev 1970041 Part Ref By Loveth DatE5Ap19 Chd File Bressi Ranch Aisle Canon I Date/Time 05-Apr-2019 13:37 Job Information Cont... Type 1/C Name Combination 1984 .6DL2+0.6WLG Combination 1985 .6DL2+0.6WLH Combination 1986 .60L2+0.6WLI Combination 1987 .60L2+0.6WLJ Combination 1988 .6DL1+0.6WLK Combination 1989 .6DL1+0.6WLL Combination 2000 1.095 DL1 + 0.91 ELI Combination 2001 1.095 0L2 + 0.91 EL2 Combination 2002 1.095 DI-1 + 0.91 ET Combination 2003 1.095 DI-1 + 0.91 El Combination 2004 0.506 DI-2 + 0.91 ELI Combination 2005 0.506 DI-2 + 0.91 EL2 Combination 2006 0.506 DI-2 + 0.91 ET Combination 2007 0.506 0L2 + 0.91 El Combination 2008 1.071 DI-1 + 0.6825 ELI + .75LR1 Combination 2009 1.071 DI-1 + 0.6825 EL2 + .75LR1 Combination 2010 1.071 DU + 0.6825 ET+ .75LR1 Combination 2011 1.071 DL1 + 0.6825 ET+ .75LR1 Combination 2012 1.071 0L2 + 0.6825 ELI + .75LR2 Combination 2013 1.071 0L2 + 0.6825 EL2 + .75LR2 Combination 2014 1.071 0L2 + 0.6825 El+ .75LR2 Combination 2015 1.071 01.2 + 0.6825 ELI + .75LR2 Combination 2016 1.071 DL3 + 0.6825 EL2 + .75LR3 Combination 2017 1.071 DU + 0.6825 El + .75LR3 Combination 2018 1.071 DL3 + 0.6825 ELI + .75LR4 Combination 2019 1.071 DU + 0.6825 EL2 + .75LR4 Combination 3000 LRFD SEISMIC REACTION COMBOS W1 Combination 3001 0.750 DI-1 + 1.25 ELI Combination 3002 0.750 DI-2 + 1.25 EL2 Combination 3003 0.750 DU + 1.25 ET Combination 3004 0.750 DL3 + 1.25 El Combination 3005 1.3502 DI-1 + 1.25 ELI + .2LR1 Combination 3006 1.3502 0L2 + 1.25 EL2 + .2LR1 Combination 3007 1.3502 0L3 + 1.25 ET + .2LR1 Combination 3008 1.3502 0L3 + 1.25 El + .2LR1 Combination 3009 1.3502 DI-1 + 1.25 ELI + .2LR2 Combination 3010 1.3502 DI-2 + 1.25 EL2 + .2LR2 Combination 3011 1.3502 DU + 1.25 El + .2LR2 Combination 3012 1.3502 DL3+ 1.25 El+ .2LR2 Combination 3013 1.3502 DL1 + 1.25 ELI + .2LR3 Combination 3014 1.3502 DI-2 + 1.25 EL2 + .2LR3 Combination 3015 1.3502 DL3 + 1.25 El+ .2LR3 Combination 3016 1.3502 DL3+ 1.25 El+ .2LR3 Combination 3017 1.3502 DI-1 + 1.25 ELI + .2LR4 Combination 3018' 1.3502 DI-2 + 1.25 EL2 + .2LR4 Print Time/Date: 0510412019 13:43 SIAAD.Pro V8i (SELECTseries 6) 20.07.11.33 Print Run 10 of 11 27 Job No Sheet No Rev Own Software licensed to Rough Brothers 1970041 Part Job Tulle Bressi Ranch Aisle Canopy Ref By Loveth Date5Apl.1119 Chd Client BPI Power File Bressi Ranch Aisle CanorI0atme 05-Apr-2019 13:37 Job Information Cont... Print Time/Date: 05/04/2019 13:43 STAAD. Pro V8i (SELECTseries 6) 20.07.11.33 Print Run 11 of 11 28 Type L/C Name Combination 3018 1.3502_DL2 + 1.25 EL2 + .2LR4 Combination 3019 1.3502 DL3 + 1.25 ET+ .2LR4 Combination 3020 1.3502 DI-3 + 1.25 ET + .21-R4 Combination 4000 ASD SEISMIC REACTION COMBOS WITI Combination 4001 1.105 DI-1 + 0.875 ELi Combination 4002 1.105 0L2 + 0.875 EL2 Combination 4003 1.105 DI-1 + 0.875 ET Combination 4004 1.105 DI-1 + 0.875 ET Combination 4005 0.495 DI-2 + 0.875 ELi Combination 4006 0.495 DI-2 + 0.875 EL2 Combination 4007 0.495 DI-2 + 0.875 ET Combination 4008 0.495 DI-2 + 0.875 ET Combination 4009 1.079 DL1 + 0.65625 ELi + .75SL1 Combination 4010 1.079 DL1 + 0.65625 EL2 + .75SL1 Combination 4011 1.079 DU + 0.65625 ET + .75SL1 Combination 4012 1.079 DLI + 0.65625 ET+ .75SL1 Combination 4013 1.079 DI-2 + 0.65625 ELi + .75SL2 Combination 4014 1.079 DI-2 + 0.65625 EL2 + .755L2 Combination 4015 1.079 DI-2 + 0.65625 ET+ .75SL2 Combination 4016 1.079 DI-2 + 0.65625 ELI + .75SL2 Combination 4017 1.079 DL3 + 0.65625 EL2 + .75SL3 Combination 4018 1.079 DL3 + 0.65625 ET + .75SL3 Combination 4019 1.079 DL3 + 0.65625 ELi + .755L3 Combination 4020 1.079 DL3 + 0.65625 EL2 + .755L3 !A2 Software licensed to Rough Brothers Job Title Bressi Ranch Aisle Canopy Job No Sheet No Rev 1970041 1 InteriorPurlin Paul Ref I By Loveth DatE5..Apljl..19 Chd Client BPI Power I File Bressi Ranch Aisle CanoI Date/lime 16-May-2019 11:06 I Beam End Force Summary The signs of the forces at end B of each beam have been reversed. For example: this means that the Min Fx entry gives the largest tension value for an beam. Axial Shear Torsion Bending Beam Node 1/C Fx (kip) Fy (kip) Fz (kip) Mx (kipft) My (kipft) Mz (kipft) Max Fx 48 32 710:1.20L+1.6 0.209 1.167 0.172 0.000 -0.956 7.298 Min Fx 72 21 836:0.765 0L3 -0.335 0.273 0.028 -0.000 -0.197 1.926 Max Fy 76 23 712:1.2DL+1.6 0.067 2.124 0.173 -0.000 -0.962 12.674 Min Fy 138 23 712:1.2DL+1.6 0.050 -2.049 -0.167 0.000 -0.888 12.669 MaxFz 92 31 708:1.2DL+1.6 -0.187 1.754 0.176 -0.000 -1.021 10.828 MinFz 129 6 710:1.2DL+1.6 0.100 -0.871 -0.174 -0.000 -0.982 2.432 Max Mx 48 32 764:1.2DL+1.0' - 0.072 1.684 0.085 0.000 -0.525 7.651 Min Mx 47 48 764:1.2DL+1.0' 0.057 1.150 0.062 -0.000 -0.190 0.628 Max My 163 143 710:1.2DL+1.6 -0.208 0.156 -0.000 -0.000 0.484 -6.234 Min My 92 31 708:1.2DL+1.6 -0.187 1.754 0.176 -0.000 -1.021 10.828 ax Mz PIV 76 23 712:1.2DL+1.6 0.067 2.124 0.173 -0.000 -0.962 12.674 m Mz 97 77 708:1.2DL+1.6 0.188 0.207 0.003 0.000 0.484 -8.458 Print lime/Dale: 16105/2019 11:10 STAAD.Pro V8i (SELECTseries 6)20.07.11.33 Print Run 1 of 1 29 CFS Version 9.0.4 Section- CEbfs Zee 10.5x3.25x0.875x0.09 I Rev. Date: 4/5/2019 Printed: 5/16/2019 Full Section Properties Area 1.6531 in2 Wt. 0.0056206 k/ft Width 18.368 in Ix 27.397 jA4 rx 4.0710 in Ixy 7.371 inA4 Wt) 5.2185 inA3 y(t) 5.2500 in a -16.005 deg Sx(b) 5.2185 inA3 y(b) 5.2500 in Height 10.5000 in ly 3.812 inA4 ry 1.5186 in Xo 0.0000 in Sy(1) 0.9971 in3 x(1) 3.8237 in Yo 0.0000 in Sy(r) 0.9971 in3 x(r) 3.8237 in jx 0.0000 in Width 7.6474 in jy: 0.0000 in Il 29.512 in4 ri 4.2252 in 12 1.698 inA4 r2 1.0135 in Ic 31.210 in4 rc 4.3450 in Cw 73.191 in A6 10 31.210 in4 ro 4.3450 in J 0.004463 inA4 Member Check - 2012 North American Specification - US (LRFD) Material Type: A1008 HSLAS Grade 55/1, Fy=55 ksi Lx 33.500 ft Ly 11.167 ft Lt 11.167 ft I Kx 1.0000 Ky 1.0000 Kt 1.0000 Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: Top k$ 0 k Red. Factor, R: 0 Lm 33.500 ft Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Entered 0.067 12.674 2.124 0.241 0.043 Applied 0.067 12.674 2.124 0.241 0.043 Strength 18.784 14.011 9.724 2.832 16.903 Effective section properties at applied loads: Ae 1.61013 in2 Ixe 26.384 jflA4 lye 3.253 in4 Sxe(t) 4.9060 in3 Sye(1) 0.8723 in3 Sxe(b) 5.1509 in3 Sye(r) 0.8302 inA3 Interaction Equations NAS Eq. C5.2.2-1 (P. Mx, My) 0.004 + 0.906 + 0.085 =fo.994 <= 1.0 NAS Eq. C5.2.2-2 (P. Mx, My) 0.002 + 0.905 + 0.085 =J0.991 <= 1.0 NAS Eq. C3.3.2-1 (Mx, Vy) Sqrt(0.495 + 0.048)=J0.737 <= 1.0 NAS Eq. C3.3.2-1 (My, Vx) Sqrt(0.007 + 0.000)= 0.083 <= 1.0 Section does not meet all requirements of NAS D6.1.3. Value of x in NAS D6.1.3 assumed to be O.S. 30 Calculation Details - 2012 North American Specification - US (LRFD) Axial Load Eccentricity, P=0.067 k Effective width calculations for part 1: Stiffened Zee Element 1: Unstiffened, w=0.80044 in f 1=0.04053 ksi, f2=0.04053 ksi NAS Eq. B3.2-1 k=0.43 NAS Eq. 133.2-3 1=0.016724 NAS Eq. B2.1-4 A.<0.673 (fully effective) NAS Eq. B2.1-1 Element 2: Check for lip stiffener reduction S=1092 NAS Eq. 134-7 w/t < 0.328S (no lip reduction) Element 2: Stiffened, w=2.9954 in f 1=0.04053 ksi, f2=0.04053 ksi w=l NAS Eq. B2.3-1 k=4 NAS Eq. B2.3-8 ?=0.02052 NAS Eq. B2.1-4 p=l NAS Eq. B2.1-3 be=2.9954 in NAS Eq. B2.1-2 bl=1.4977 in NAS Eq. 132.3-9 b2=1.4977 in NAS Eq. B2.3-10 b1+b2 > compression width (fully effective) Element 3: Stiffened, w=10.14 in f 1=0.04053 ksi, f2=0.04053 ksi NAS Eq. B2.3-1 k=4 NAS Eq. B2.3-8 X=0.069463 NAS Eq. B2.1-4 p=l NAS Eq. 132.1-3 be=10.14 in NAS Eq. B2.1-2 bl=5.07 in NAS Eq. B2.3-9 b2=5.07 in NAS Eq. B2.3-10 b1+b2 > compression width (fully effective) Element 5: Unstiffened, w=0.80044 in f 1=0.04053 ksi, f2=0.04053 ksi NAS Eq. B3.2-1 k=0.43 NAS Eq. 133.2-3 1=0.016724 NAS Eq. B2.1-4 A<0.673 (fully effective) NAS Eq. B2.1-1 Element 4: Check for lip stiffener reduction S=1092 NAS Eq. 134-7 wit < 0.328S (no lip reduction) Element 4: Stiffened, w=2.9954 in fl=0.04053 ksi, f2=0.04053 ksi NAS Eq. B2.3-1 k=4 NAS Eq. B2.3-8 ?=0.02052 NAS Eq. B2.1-4 p=l NAS Eq. B2.1-3 be=2.9954 in NAS Eq. B2.1-2 bl=1.4977 in NAS Eq. B2.3-9 b2=1.4977 in NAS Eq. B2.3-10 b1+b2 > compression width (fully effective) Center of gravity shift: x=0 in, y=0 in Initial eccentricity: x=0 in, y=0 in 31 Specified eccentricity: x=O in, y=O in Overall eccentricity: x=O in, y=O in Additional moments: My=O k-ft, Mx=O k-ft Axial Compression Strength (KL/r)x=98.747, (KLIr)y=88.24 Adjustment for compound buckling of unsymmetrical section (KL/r)x=177.58, (KL/r)y=70.84 ax=9.2327 ksi y=58.019 ksi ct=39.64 ksi Fe=9.2327 ksi Fy=55 ksi Xc=2.4407 Fn=8.0971 ksi Effective width calculations for part 1: Stiffened Zee Element 1: Unstiffened, w=0.80044 in fl=8.0971 ksi, f2=8.0971 ksi ii=1 k=O.43 NAS Eq. C3.1.2.1-11 NAS Eq. C3.1.2.1-8 NAS Eq. C3.1.2.1-9 NAS Eq. C4.1-4 NAS Eq. C4.1-3 X=O.23639 X<0.673 (fully effective) Element 2: Check for lip stiffener reduction S=77.26 la=2.8429e-5 in"4 ls=0.0019475 in"4> la (no lip reduction) k=3.7894 Element 2: Partially stiffened, w=2.9954 in f=8.0971 ksi, k=3.7894 X=O.29799 X<0.673 (fully effective) Element 3: Stiffened, w=10.14 in fl=8.0971 ksi, f2=8.0971 ksi k=4 X=O.98183 p=O.79029 be=8.0135 in bl=4.0068 in b2=4.0068 in Ineffective width=2.1265 in Element 5: Unstiffened, w=0.80044 in fl=8.0971 ksi, f2=8.0971 ksi ii=1 k=0.43 X=0.23639 X<0.673 (fully effective) Element 4: Check for lip stiffener reduction S=77.26 la=2.8429e-5 mM ls=0.001 9475 inA4> la (no lip reduction) k=3.7894 Element 4: Partially stiffened, w=2.9954 in f=8.0971 ksi, k=3.7894 ?.=0.29799 NAS Eq. B3.2-1 NAS Eq. B3.2-3 NAS Eq. B2.1-4 NAS Eq. B2.1-1 NAS Eq. 134-7 NAS Eq. 134-8 NAS Table 134-1 NAS Eq. B2.1-4 NAS Eq. B2.1-1 NAS Eq. B2.3-1 NAS Eq. B2.3-8 NAS Eq. B2.1-4 NAS Eq. B2.1-3 NAS Eq. B2.1-2 NAS Eq. B2.3-9 NAS Eq. B2.3-10 NAS Eq. B3.2-1 NAS Eq. B3.2-3 NAS Eq. B2.1-4 NAS Eq. B2.1-1 NAS Eq. 134-7 NAS Eq. 134-8 NAS Table B4-1 NAS Eq. B2.1-4 32 X<0.673 (fully effective) NAS Eq. B2.1-1 Ae=1.4617inA2 Pn=11.836 k NAS Eq. C4.1-1 Qc=1.8,4c=0.85 One Flange Braced Part Stiffened Zee C1=O.935 NAS Eq. D6.1.3-2 C2=1.0353 NAS Eq. D6.1.3-3 C3=13.81 NAS Eq. D6.1.3-4 Pn=22.099 k NAS Eq. D6.1.3-1 Check for buckling about axis parallel to sheathing KLJr=98.747 Fy=55 ksi c=1.3572 NAS Eq. C4.1-4 Fn=25.441 ksi NAS Eq. C4.1-2 Effective width calculations for part 1: Stiffened Zee Element 1: Unstiffened, w=0.80044 in f1=25.441 ksi, f2=25.441 ksi NAS Eq. B3.2-1 k=0.43 NAS Eq. B3.2-3 =0.41901 NAS Eq. B2.1-4 ?c0.673 (fully effective) NAS Eq. B2.1-1 Element 2: Check for lip stiffener reduction S=43.587 . NAS Eq. 134-7 la=0.0021637 mM NAS Eq. 134-8 ls=0.0019475inM ds=0.72046 in (lip ineffective width=0.079985 in) NAS Eq. 134-6 k=3.6539 NAS Table 134-1 Element 2: Partially stiffened, w=2.9954 in f=25.441 ksi, k=3.6539 X=0.53791 NAS Eq. B2.1-4 X<0.673 (fully effective) NAS Eq. 82.1-1 Element 3: Stiffened, w=10.14 in f1=25.441 ksi, f2=25.441 ksi w=l NAS Eq. B2.3-1 k=4 NAS Eq. B2.3-8 4=1.7404 NAS Eq. B2.1-4 p=0.50196 NAS Eq. B2.1-3 be=5.0899 in NAS Eq. B2.1-2 bl=2.5449 in NAS Eq. B2.3-9 b2=2.5449 in NAS Eq. B2.3-1O Ineffective width=5.0501 in Element 5: Unstiffened, w=0.80044 in f1=25.441 ksi, f2=25.441 ksi 'v=l NAS Eq. B3.2-1 k=0.43 NAS Eq. B3.2-3 X=0.41901 NAS Eq. B2.1-4 1.<0.673 (fully effective) NAS Eq. B2.1-1 Element 4: Check for lip stiffener reduction S=43.587 NAS Eq. 84-7 la=0.0021637 mM NAS Eq. 134-8 ls=0.0019475 mM 33 ds=0.72046 in (lip ineffective width=0.079984 in) NAS Eq. B4-6 k=3.6539 NAS Table 84-1 Element 4: Partially stiffened, w=2.9954 in f=25.441 ksi, k=3.6539 X=0.53791 NAS Eq. B2.1-4 X<0.673 (fully effective) NAS Eq. B2.1-1 Ae=1.1842 inA2 Pn=30.127 k NAS Eq. C4.1-1 Qc=1.8, 4c=0.85 Flexural Strength about X-axis ay=37.393 ksi NAS Eq. C3.1.2.1-8 at=39.64 ksi NAS Eq. C3.1.2.1-9 Cb=1 NAS Eq. C3.1.2.1-6 Not subject to lateral-torsional buckling - same as fully braced strength Distortional buckling for part 1 elements 4 to 5 Af=0.36737 inA2, lxf=0.0081617 in"4, lyf=0.47892 mM, lxyf=-0.037741 mM Xo=1.2162 in, Yo=0.0634 in, Cwf=4.3781e-8 in'6, Jf=0.0009919 mM hx=-2.0159 in, ho=10.5 in Lcr=22.97 in NAS Eq. C3.1.4-8 k4fe=0.76902 k NAS Eq. C3.1.4-9 k4we=0.68849 k NAS Eq. C3.1.4-1O k4=Ok k4fg=0.037733 inA2 NAS Eq. C3.1.4-11 k4wg=0.0053961 inA2 NAS Eq. C3.1.4-12 Fd=33.794 ksi NAS Eq. C3.1.4-6 Mcrd=14.823 k-ft NAS Eq. C3.1.4-5 My=23.918 k-ft NAS Eq. C3.1.4-4 X=1.2703 NAS Eq. C3.1.4-3 Mn=15.568 k-ft NAS Eq. C3.1.4-2 Qb=1 .67, +b=0.9 Flexural Strength about Y-axis ax=29.859 ksi NAS Eq. C3.1.2.1-11 at=39.64 ksi NAS Eq. C3.1.2.19 Cb=1 NAS Eq. C3.1.2.1-6 Fy=55 ksi Fe=123.92 ksi NAS Eq. C3.1.2.1-5 Fc=53.577 ksi NAS Eq. C3.1.2.1-2 Effective width calculations for part 1: Stiffened Zee Element 1: No compressive stress (fully effective) Element 2: Stiffened, w=2.9954 in fl=0.63971 ksi, f2=-39.416 ksi NAS Eq. B2.3-1 k=491120 NAS Eq. B2.3-2 =0.00023266 NAS Eq. B2.1-4 p=l NAS Eq. B2.1-3 be=2.9954 in NAS Eq. B2.1-2 ho=3.25 in, bo=10.5 in, ho/bo=0.30952 bl=0.046358 in NAS Eq. B2.3-3 b2=1.4977 in NAS Eq. B2.3-4 Compression width=0.047839 in b1+b2 > compression width (fully effective) Element 3: Stiffened, w=10.14 in f 1=2.445 ksi, f2=2.445 ksi NAS Eq. B2.3-1 k=4 NAS Eq. B2.3-8 X=0.53952 NAS Eq. B2.1-4 p=l NAS Eq. B2.1-3 be=10.14 in NAS Eq. B2.1-2 b1=5.07 in NAS Eq. B2.3-9 b2=5.07 in NAS Eq. B2.3-1O b1+b2 > compression width (fully effective) Element 5: Unstiffened, w=0.80044 in f1=53.151 ksi, f2=45.583 ksi ,=0.8576 NAS Eq. B3.2-1 k=0.44139 NAS Eq. B3.2-3 X=0.59778 NAS Eq. B2.1-4 Xz0.673 (fully effective) NAS Eq. B2.1-1 Element 4: Check for lip stiffener reduction S=33.028 NAS Eq. 134-7 la=0.0079313 mM NAS Eq. 134-8 ls=0.0019475 mM ds=O.19655 in (lip ineffective width=0.6039 in) NAS Eq. B4-6 k=2.5337 NAS Table 134-1 Element 4: Partially stiffened, w=2.9954 in f=44.306 ksi, k=2.5337 X=0.85247 NAS Eq. B2.1-4 p=0.87032 NAS Eq. B2.1-3 b=2.607 in (ineffective width=0.38844 in) NAS Eq. B2.1-2 bl=0.32007 in, b2=2.2869 in Center of gravity shift: x=-O.18285 in Sc=0.70476 inA3 Mn=3.1466 k-ft NAS Eq. C3.1.2.1-1 12b=1.67, 4b=0.9 Distortional buckling for part 1 elements 4 to 5 Af=0.36737 inA2, lxf=0.0081617 m 1\4, Iyf=0.47892 mM, Ixyf=-0.037741 mM Xo=1.2162 in, Yo=0.0634 in, Cwf=4.3781e-8 in'6, Jf=0.0009919 mM hx=-2.0159 in, ho=10.5 in Lcr=22.97 in NAS Eq. C3.1.4-8 k4fe=0.76902 k NAS Eq. C3.1.4-9 kwe=0.68849 k NAS Eq. C3.1.4-1O k4=O k kfg=0.037733 inA2 NAS Eq. C3.1.4-11 kwg=O inA2 NAS Eq. C3.1.4-12 Fd=38.627 ksi NAS Eq. C3.1.4-6 Mcrd=7.5163 k-ft NAS Eq. C3.1.4-5 My=4.5698 k-ft NAS Eq. C3.1 .4-4 X=0.77974 NAS Eq. C3.1.4-3 Mn=4.2072 k-ft NAS Eq. C3.1.4-2 Qb=1 .67, 4b=0.9 Compression and Bending Interaction ax=O.99864 NAS Eq. C5.2.2-4 ay=1 NAS Eq. C5.2.2-5 35 Effective section at applied loads Effective width calculations for part 1: Stiffened Zee Element 1: No compressive stress (fully effective) Element 2: No compressive stress (fully effective) Element 3: Stiffened, w=10.14in f1=30.049 ksi, f2=-28.356 ksi NAS Eq. B2.3-1 k=22.573 NAS Eq. B2.3-2 X=0.7962 NAS Eq. B2.1-4 p=0.90893 NAS Eq. B2.1-3 be=9.2165in NAS Eq. B2.1-2 ho=10.5 in, bo=3.25 in, ho/bo=3.2308 bl=2.337 in NAS Eq. B2.3-3 b2=4.6083 in NAS Eq. B2.3-4 Compression width=5.2169 in b1+b2 > compression width (fully effective) Element 5: Unstiffened, w=0.80044 in f1=33.455 ksi, f2=30.696 ksi NAS Eq. B3.2-1 k=0.45963 NAS Eq. B3.2-2 X=0.46475 NAS Eq B2.1-4 14.673 (fully effective) NAS Eq. B2.1-1 Element 4: Check for lip stiffener reduction S=37.928 NAS Eq. 134-7 la=0.0043439 in"4 NAS Eq. 134-8 ls=0.0019475 mM ds=0.35886 in (lip ineffective width=0.44158 in) NAS Eq. 134-6 k=2.9415 NAS Table 134-1 Element 4: Partially stiffened, w=2.9954 in f=33.598 ksi, k=2.9415 X=0.68897 NAS Eq. B2.1-4 p=0.98797 NAS Eq. B2.1-3 b=2.9594 in (ineffective width=0.036026 in) NAS Eq. B2.1-2 bl=0.66339 in, b2=2.296 in 36 CONTINUOUS-SPAN BEAM ANALYSIS For Two (2) through Five (5) Span Beams No. Spans. N = t t t ? Left End= SuppwtIti spunul Span 02 n43 J Span #4 Right End = Pinned Sipn,t e3 1 1 1 Modulus. E = 29000 tel 2 2 4 2 6 Scan and Sucoort Nomenclature can Data and Loadinos Iximum Deflections in Beam: = xl = W-0.0251 1.22O!: In. in. 0 5 = 1.84 Ift. (Span 2) 0 x =_14.21 It. (Span #1) 4(atln) =_ 1/32901 Result IOKI flection of Beam Under 70% C & C Wind per IBC Table 1604.3 )rat Case Zone 3 Wind Used BEAMANAL.x15 Program Version 2.3 Span Data: I Span #1 1 Span #2 Span 03 Span #4 Span 05 Span. 1=.33.5000 ....32. oo. Inertia. I = 27.40 n.M 27.40 In. Full Uniform: Wal -0.0513 kpl I I 1 of 1 5116/2019 11:19 AM 37 BEAMANALjds Program Version 2.3 NTINUOUS-SPAN BEAM ANALYSIS For Two (2) through Five (5) Span Beams M-KTMUUM =-F1 iximum Deflections in Beam: 828j In. 6(ral(o)= L/640 ox = 14.26 1ft.(5pan#1) o x = 0.35 In.. (Span #2) Result I OK I No. Spans, N =. Left End =.Pinned support #1 Right End = .f)ed_ support #3 Modulus. E 29000 ksl panpi Span#2 tfl#3 Span #4 Sean and Sucoort Nomenclature of Beam Under SL or LL per IBC Table 1604.3 Span Data: I Span #1 Span #2 Span 03 A . Span #4 . 593fl #5 Span. L=.000it.32.5000 .... Inertia, I = 27.40 tn!'4 27.40 in.-4 Full Dis I oil 51161`2019 11:22 AM 38 Job No Sheet No I Rev Part1970041 CantiPurlin Software licensed to Rough Brothers Job Title Bressi Ranch Aisle Canopy Ref By Loveth Dah5Aprjl19 Chd Client BPI Power I File Bressi Ranch Aisle Canoc I Daleflime 16-Mav-2019 11:06 Beam End Force Summary The signs of the forces at end B of each beam have been reversed. For example: this means that the Min Fx entry gives the largest tension &.ol,,o Mr An hnm Axial Shear Torsion Bending Beam Node LIC Fx (kip) Fy (kip) Fz (kip) Mx (kip1t) My (kipft) Mz (kipft) Max Fx 191 170 840:1.335 DO 0.180 0.460 0.062 -0.000 -0.370 2.294 Min Fx 200 179 710:1.2DL+1.6 -0.177 1.194 0.170 0.000 -0.940 3.357 Max Fy 201 180 708:1.2DL+1.6 0.156 1.612 0.166 -0.000 -0.876 4.524 Min Fy 168 178 708:1.2DL+1.6 -0.000 -0.995 -0.093 -0.000 -0.418 4.479 Max Fz 198 177 710:1.2DL+1.6 -0.018 1.177 0.170 0.000 -0.942 3.325 Min Fz 166 180 708:1.2DL+1.6 -0.000 -0.995 -0.093 -0.000 -0.418 4.479 Max Mx 200 179 768:1.2DL+1.0 -0.092 1.360 0.081 0.000 -0.469 3.783 Min Mx 201 180 764A.2DL+1.Or 0.057 1.381 0.075 -0.000 -0.362 3.792 Max My 171 56 764:1.2DL+1.0 -0.000 0.000 0.000 0.000 0.000 -0.000 Min My 198 177 710:1.2DL+1.6 -0.018 1.177 0.170 0.000 -0.942 3.325 Max Mz 178 169 726:1.2DL+1.6 0.000 -0.885 -0.079 0.000 -0.620 6.127 Min Mz 191 170 1 825:0.9DL+1.0 -0.013 -0.555 1 0.031 1 0.000 -0.204 -1.813 Print lime/Dale: 16/05/2019 11:14 STAAD. Pro V8i (SELECTseries 6)20.07.11.33 Print Run 1 of 1 39 CFS Version 9.0.4 StianCFSefss I Zee 10.5x3.25x0.875x0.09 I Rev. Date: 4/5/2019 Printed: 5/16/2019 Member Check - 2012 North American Specification - US (LRFD) ------------------------------------------------------ Material Type: A1008 HSLAS Grade 55/1, Fy=55 ksi Lx 9.0000 ft Ly 9.0000 ft Lt 9.0000 ftl Kx 1.0000 Ky 1.0000 Kt 1.0000 Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in IBraced Flange: None k4 0 k Red. Factor, R: U Lm 9.0000 ft Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Entered 0.000 6.127 0.885 0.155 0.020 Applied 0.000 6.127 0.885 0.155 0.020 Strength 23.315 13.508 9.724 2.884 16.903 Effective section properties at applied loads: Ae 1.65312 in2 Ixe 27.397 in4 lye 3.812 in4 Sxe(t) 5.2185 jA3 Sye(1) 0.9971 in3 Sxe(b) 5.2185 inA3 Sye(r) 0.9971 in3 Interaction Equations NAS Eq. C5.2.2-1 (P, Mx, My) 0.000 + 0.454 + 0.054 = 0.507 c= 1.0 NAS Eq. C5.2.2-2 (P. Mx, My) 0.000 + 0.454 + 0.054 = 0.507 <= 1.0 NAS Eq. C3.3.2-1 (Mx, Vy) Sqrt(0.116 + 0.008)= 0.352 <= 1.0 NAS Eq. C3.3.2-1 (My, Vx) Sqrt(0.003 + 0.000)= 0.054 <= 1.0 Calculation Details - 2012 North American Specification - US (LRFD) Axial Compression Strength (KLfr)x=26.529, (KL/r)y=71.117 Adjustment for compound buckling of unsymmetrical section (KL/r)x=25.561, (KLIr)y=106.56 ax=445.62 ksi ay=25.641 ksi at=60.155 ksi Fe=25.641 ksi Fy=55 ksi Xc=1.4646 Fn=22.41 1 ksi Effective width calculations for part 1: Stiffened Zee Element 1: Unstiffened, w=0.80044 in fl=22.411 ksi, f2=22.411 ksi k=0.43 ?=0.39326 NAS Eq. C3.1.2.1-11 NAS Eq. C3.1.2.1-8 NAS Eq. C3.1.2.1-9 NAS Eq. C4.1-4 NAS Eq. C4.1-2 NAS Eq. 133.2-1 NAS Eq. 133.2-3 NAS Eq. 132.1-4 40 X<0.673 (fully effective) NAS Eq. B2.1-1 Element 2: Check for lip stiffener reduction S=46.44 NAS Eq. B4-7 la=0.0015371 mM NAS Eq. B4-8 ls=0.0019475 in"4> la (no lip reduction) k=3.7894 NAS Table B4-1 Element 2: Partially stiffened, w=2.9954 in f=22.411 ksi, k=3.7894 X=0.49575 NAS Eq. B2.1-4 X<0.673 (fully effective) NAS Eq. B2.1-1 Element 3: Stiffened, w=1O.14 in fl=22.411 ksi, f2=22.411 ksi w=l NAS Eq. B2.3-1 k=4 NAS Eq. B2.3-8 X=1.6334 NAS Eq. B2.1-4 NAS Eq. B2.1-3 be=5.3717 in NAS Eq. B2.1-2 bl=2.6859 in NAS Eq. B2.3-9 b2=2.6859 in NAS Eq. B2.3-1O Ineffective width=4.7683 in Element 5: Unstiffened, w=0.80044 in f1=22.411 ksi, f2=22.411 ksi 'v=l NAS Eq. B3.2-1 k=0.43 NAS Eq. B3.2-3 X=0.39326 NAS Eq. B2.1-4 X<0.673 (fully effective) NAS Eq. B2.1-1 Element 4: Check for lip stiffener reduction S=46.44 NAS Eq. 134-7 la=0.0015371 inA4 NAS Eq. 84-8 ls=0.0019475 in'4> la (no lip reduction) k=3.7894 NAS Table B4-1 Element 4: Partially stiffened, w=2.9954 in f=22.411 ksi, k=3.7894 =0.49575 NAS Eq. 82.1-4 ).<0.673 (fully effective) NAS Eq. B2.1-1 Ae=1.224inA2 Pn=27.43 k NAS Eq. C4.1-1 flc=1.8, 4c=0.85 Distortional buckling for part 1 elements 4 to 5 Af=0.36737 inA2, lxf=0.0081617 in"4, lyf=0.47892 in"4, Ixyf=-0.037741 mM Xo=1.2162 in, Yo=0.0634in, Cwf=4.3781e-8 inA6, Jf=0.0009919 in"4 hx=-2.0159 in, ho=10.5 in Lcr=25.383 in NAS Eq. C4.2-9 kitfe=0.54682 k NAS Eq. C3.1.4-9 k4we=0.37512 k NAS Eq. C4.2-7 k4=O k kfg=0.0309 inA2 NAS Eq. C3.1.4-11 k4wg=0.0266 inA2 NAS Eq. C4.2-8 Fd=16.034 ksi NAS Eq. C4.2-6 Pcrd=26.506 k NAS Eq. C4.2-5 Py=90.921 k NAS Eq. C4.2-4 X=1.8521 NAS Eq. C4.2-3 Pn=38.219 k NAS Eq. C4.2-2 41 Qc=1.8, 4c=0.85 Flexural Strength about X-axis ay=57.567 ksi NAS Eq. C3.1.2.1-8 at=60.155 ksi NAS Eq. C3.1.2.1-9 Cb=1 NAS Eq. C3.1.2.1-6 Fy=55 ksi Fe=40.499 ksi NAS Eq. C3.1.2.1-5 Fc=38.058 ksi NAS Eq. C3.1.2.1-2 Effective width calculations for part 1: Stiffened Zee Element 1: No compressive stress (fully effective) Element 2: No compressive stress (fully effective) Element 3: Stiffened, w=10.14 in f 1=36.8 ksi, f2=-34.027 ksi NAS Eq. B2.3-1 k=22.108 NAS Eq. B2.3-2 X=0.89033 NAS Eq. B2.1-4 NAS Eq. B2.1-3 be=8.5748 in NAS Eq. B2.1-2 ho=10.5 in, bo=3.25 in, ho/bo=3.2308 bl=2.1849 in NAS Eq. B2.3-3 b2=4.2874 in NAS Eq. B2.3-4 Compression width=5.2685 in bl+b2 > compression width (fully effective) Element 5: Unstiffened, w=0.80044 in f 1=37.467 ksi, f2=33.514 ksi NAS Eq. B3.2-1 k=0.46821 NAS Eq. B3.2-2 X=0.4873 NAS Eq. B2.1-4 X<0.673 (fully effective) NAS Eq. B2.1-1 Element 4: Check for lip stiffener reduction S=35.785 NAS Eq. 134-7 la=0.0057134 inA4 NAS Eq. B4-8 ls=0.0019475 in"4 ds=0.27284 in (lip ineffective width=0.5276 in) NAS Eq. 134-6 k=2.7363 NAS Table 134-1 Element 4: Partially stiffened, w=2.9954 in f=37.743 ksi, k=2.7363 X=0.75711 NAS Eq. B2.1-4 p=0.93701 NAS Eq. B2.1-3 b=2.8068 in (ineffective width=O.18869 in) NAS Eq. B2.1-2 bl=0.47836 in, b2=2.3284 in Center of gravity shift: y=-O.19869 in Sc=4.7325 inA3 Mn=15.009 k-ft NAS Eq. C3.1.2.1-1 Qb=1.67, 4b=0.9 Distortional buckling for part 1 elements 4 to 5 Af=0.36737 inA2, lxf=0.0081617 in"4, lyf=0.47892 in"4, lxyf=-0.037741 mM Xo=1.2162 in, Yo=0.0634 in, Cwf=4.3781e-8 inA6, Jf=0.0009919 mM hx=-2.0159 in, ho=10.5 in Lcr=22.97 in NAS Eq. C3.1.4-8 k4fe=0.76902 k NAS Eq. C3.1.4-9 k4we=0.68849 k NAS Eq. C3.1.4-1O 42 k4=0 k k4fg=0.037733 inA2 kwg=0.0053961 inA2 Fd=33.794 ksi Mcrd=14.823 k-ft My=23.918 k-ft A.=1.2703 Mn=15.568 k-ft Qb=1.67, 4b=0.9 NAS Eq. C3.1.4-11 NAS Eq. C3.1.4-12 NAS Eq. C3.1.4-6 NAS Eq. C3.1.4-5 NAS Eq. C3.1.4-4 NAS Eq. C3.1.4-3 NAS Eq. C3.1.4-2 Flexural Strength about Y-axis ax=413.69 ksi NAS Eq. C3.1.2.1-11 at=60.155 ksi NAS Eq. C3.1.2.1-9 Cb=1 NAS Eq. C3.1.2.1-6 Fy=55 ksi Fe=568.23 ksi NAS Eq. C3.1.2.1-5 Fc=55 ksi Not subject to lateral-torsional buckling - same as fully braced strength Distortional buckling for part 1 elements 4 to 5 Af=0.36737 inA2, lxf=0.0081617 in"4, lyf=0.47892 mM, lxyf=-0.037741 inA4 Xo=1.2162 in, Yo=0.0634 in, Cwf=4.3781e-8 inA6, Jf=0.0009919 mM hx=-2.0159 in, ho=10.5 in Lcr=22.97 in NAS Eq. C3.1.4-8 k4fe=0.76902 k NAS Eq. C3.1.4-9 k4we=0.68849 k NAS Eq. C3.1.4-1O k4=0 k k4fg=0.037733 inA2 NAS Eq. C3.1.4-11 k4wg=0 inA2 NAS Eq. C3.1.4-12 Fd=38.627 ksi NAS Eq. C3.1.4-6 Mcrd=7.5163 k-ft NAS Eq. C3.1.4-5 My=4.5698 k-ft NAS Eq. C3.1.4-4 =0.77974 NAS Eq. C3.1.4-3 Mn=4.2072 k-ft NAS Eq. C3.1.4-2 lb=1 .67, $b=0.9 Compression and Bending Interaction NAS Eq. C5.2.2-4 ay=1 NAS Eq. C5.2.2-5 Effective section at applied loads Effective width calculations for part 1: Stiffened Zee Element 1: No compressive stress (fully effective) Element 2: No compressive stress (fully effective) Element 3: Stiffened, w=10.14 in fl=13.606 ksi, f2=-13.606 ksi ii=1 NAS Eq. B2.3-1 k=24 NAS Eq. B2.3-2 X=0.51959 NAS Eq. B2.1-4 p=l NAS Eq. B2.1-3 be=10.14in NAS Eq. B2.1-2 ho=10.5 in, bo=3.25 in, ho/bo=3.2308 bl=2.535 in NAS Eq. B2.3-3 b2=5.07 in NAS Eq. B2.3-4 Compression width=5.07 in 43 bl+b2 > compression width (fully effective) Element 5: Unstiffened, w=0.80044 in fl=15.436 ksi, f2=14.193 ksi NAS Eq. B3.2-1 k=0.45892 NAS Eq. B3.2-2 ).=0.31593 NAS Eq. B2.1-4 )<0.673 (fully effective) NAS Eq. B2.1-1 Element 4: Check for lip stiffener reduction S=55.849 NAS Eq. B4-7 la=0.00050356 mM NAS Eq. B4-8 ls=0.0019475 mM> la (no lip reduction) k=3.7894 NAS Table 134-1 Element 4: Partially stiffened, w=2.9954 in f=15.496 ksi, k=3.7894 X=0.41223 NAS Eq. B2.1-4 <0.673 (fully effective) NAS Eq. B2.1-1 44 iput Data: Ii 0.5ZEE3.25x13 gagPurliri earn Data: Simple Beam Span Type? Cantilever Span, L = 9.0000 ft. Propoed Beam ____ Modulus, E =_29000 Inertia, lx = 27.31 _ksi mM Fixed Beam Inertia, ly = 3.80 in.A4 learnLoadings: Cantilever Beam P/-RI ull Uniform: W = _-0.1540Ikips/ft. Start End Nomenclature Results: We "BEAMANAL.xls" Program Version 2.3 SINGLE-SPAN BEAM DEFLECTION CHECK For Simple, Propped, Fixed, or Cantilever Beams Di: Job Name: I Bressi Ranch Aisle Canopy I Subject: Isingie Span Purlin -Deflect Under 70% C & C Job Number: 11970041 1 Oriainator: I I Checker: I Distributed: b (ft.) Wb(kipslft.) e(ft.) we(kipslft.) MaximumDeflections: =.o:oop;in. @ X = 0.00 ft. +A(x)=276j @x= 0.00 ft. (ratio) = L1784I Result IOKW :1 Deflection of Beam Under 70% C & C Wind per IBC Table 1604.3 Worst Case Zone 3 Wind Used I of I . 5/16/2019 11:25 AM 45 Job No Sheet No Rev 1970041 1 Topbeam IF Software licensed to Rough Brothers Part Job Title Bressi Ranch Aisle Canopy Ref - By Loveth °t5-April-19 Chd Client BPI Power File Bressi Ranch Aisle Canor I Date/lime 16-May-2019 11:06 Beam End Force Summary The signs of the forces at end B of each beam have been reversed. For example: this means that the Min Fx entry gives the largest tension unlian ft., an hanm Axial Shear Torsion Bending Beam Node 1/C Fx (kip) Fy (kip) Fz (kip) Mx (kipft) My (kipft) Mz (kipft) Max Fx 18 18 708:1.2DL+1.6 2.225 25.871 -0.050 0.119 0.102 264.068 Min Fx 17 18 708:1.20L+1.6 -2.225 21.837 0.000 -0.098 0.052 224.461 Max Fy 17 18 712:1.20L+1.6 -2.185 26.009 0.000 -0.120 0.056 265.881 Min Fy 17 21 821 :0.9DL+1 .0' -0.476 -7.645 -0.013 0.042 0.009 -69.186 Max Fz 18 18 836:0.765 DL3 0.389 3.483 0.488 1.109 -0.821 35.669 Min Fz 17 18 848:1.335 DL3 -0.679 6.101 -0.516 -1.119 0.163 62.537 Max Mx 18 18 848:1.335 DO 0.683 6.119 0.474 1.151 -0.819 62.285 Min Mx 32 34 840:1.335 DO -0.725 5.436 0.127 -1.148 -0.470 55.305 Max My 13 16 710:1.201+1.6 0.263 1.387 0.209 -0.001 0.642 0.031 Min My 18 18 836:0.765 DU 0.389 3.483 0.488 1.109 -0.821 35.669 Max Mz 17 18 712:1.2DL+1.6 -2.185 26.009 0.000 -0.120 0.056 265.881 Min Mz 17 18 821:0.9DL+1.0 -0.482 -7.600 -0.013 0.042 0.022 -76.923 rnn1 timeluate: 1WO5!5019 ii:se STAAD.Pro V8i (SELECTseries 6)20.07.11.33 Print Run loll 46 "BEAMC01-13.xls" Program Created By: Joel Berg, P.E. Based on a Program By: Ajex Tomanovich, P.E. Version 1.4 STEEL BEAM AND COLUMN ANALYSIS I CODE CHECK Stress Code Check Per AISC 13th Edition Manual (LRFD) For W, 5, M, and HP Shapes Project Name: I Bressi Ranch Aisle Canopy Client: BPl Power Project No.: 11970041 Prep. By: I LN I Date: I 5/16/2019 Input Data: Column Member Size: Member Properties: Select:1 W16x50 J A = 14.70 in.A2 d = 16.300 in. J, tf=0.63 Member Loading: tw = 0.380 in. If P = 2.19 kips bf = 7.070 in. Mx = 265.88 ft-kips if = 0.630 in. My =_0.06 _ft-kips k = 1.030 in. d=16.3 - Ix = 659.00 in.A4 Design Parameters: Sx = 81.00 in A3 tw=0.38 Fy = 50.00 ksi rx = 6.68 in. 4' Kx = 1.00 Zx = 92.00 in A3 I bf7.07 Ky = 1.00 ly = 37.20 in.A4 I' Lx = 20.500 ft. Sy = 10.50 in A3 W1 WO Section Ly = 7.848 ft. - ry = 1.59 in. Lb = 7.848 ft. Zy = 16.30 jfl A3 Shape Factors: Flex. Type = Single J = 1.520 in.A4 SFx = 1.14 Cb = 1.00 Cw = 2270.0 jfl A9 SFy =_1.55 Results: For Axial Corn ression: For X-axis Bending: For Y-axis Bending: *Lx/ = 36.83 Lp = 5.62 ft. thy = 0.06 ksi Ky*Ly/ry = 59.23 Lr = 17.21 ft. Fby = 69.86 ksi Fe= 81.59 rts= 1.89 4Mry=_61.13 ft-kips fa = 0.15 ksi fbx = 39.39 ksi Fcr = 34.82 ksi Fbx = 47.34 ksi ON = 511.83 kips I,Mrx =1-'319 5-3 ft-kips Column Nodal Lat. Brcq Requirements: Beam Nodal Lat. Brcq Requirements: kips Pbr = 0.02 1kip Pbr = 407 kips br = 0.25 / in f3br =1---N -83 _kip / in StressRatio: S.R. =1_0.835iEqn. HI-lb <============== S.R. < I, Member is adequate for loading Comments: 5/16/2019 S:RBl SolanDesign2019 Jobs1970041 - Bright Power-Bressi Ranch-CA\Engineenng\Bressi Ranch Aisle Canopy\ Page 1 11:26 AM I Beam Check LRFD (AISC 13th Ed).xls of 1 47 , .0 Software licensed to Rough Brothers Job Title Bressi Ranch Aisle Canopy Client BPI Power Job No Sheet No Rev 1970041 1 Beam2 Part Ref By Loveth DatE5Aprjl19 Chd File Bressi Ranch Aisle Canon I Dale/lime 16-May-2019 11:06 Beam End Force Summary The signs of the forces at end B of each beam have been reversed. For example: this means that the Min Fx entiy gives the largest tension vIsia Sw an hpm Axial Shear Torsion Bending Beam Node LIC Fx (kip) Fy (kip) Fz (kip) Mx (kipft) My (kipft) Mz (kipft) Max Fx 24 26 708:1.2DL+1.6 1.130 12.986 -0.023 -0.000 0.097 99.426 Min Fx 23 25 708:1.2DL+1.6 -1.130 11.097 -0.024 -0.000 0.098 84.991 Max Fy 23 25 712:1.2DL+1.6 -1.110 13.084 -0.024 0.000 0.100 100.233 Min Fy 23 27 821 :0.9DL+1 .0 -0.228 -3.832 -0.004 -0.000 -0.003 -10.834 Max Fz 10 11 710:1.2DL+1.6 -0.569 4.200 0.231 0.035 -0.183 18.417 Min Fz 40 175 710:1.2DL+1.6 -0.583 4.315 -0.195 -0.033 0.199 18.927 Max Mx 26 28 759:1.2DL+1.6 0.212 0.725 0.046 0.129 -0.117 2.951 Min Mx 41 176 752:1.2DL+1.6 0.178 0.180 -0.096 -0.187 0.164 0.554 Max My 13 16 710:1.20L+1.6 0.263 1.387 0.209 -0.001 0.642 0.031 Min My 43 180 710:1.2DL+1.6 0.270 1.428 -0.177 0.001 -0.522 0.031 Max Mz 23 25 712:1.2DL+1.6 -1.110 13.084 -0.024 0.000 0.100 100.233 Min Mz 23 25 821 :0.9DL+1 .0 1 -0.254 -3.618 -0.004 -0.0001 0.015 -28.726 nnt IimeIDate: 15105I2019 11:27 STAAD.Pro V8i (SELECTseries 6) 20.07.11.33 Print Run I of 1 48 "BEAMCOL13.xls" Program Created By: Joel Berg, P.E. Based on a Program By: Alex Tomanovich, P.E. Version 1.4 STEEL BEAM AND COLUMN ANALYSIS I CODE CHECK Stress Code Check Per AISC 13th Edition Manual (LRFD) For W, S, M, and HP Shapes Project Name: I Bressi Ranch Aisle Canopy I Client: jBPl Power Project No.: 11970041 Prep. By: I LN I Date: I 5/16/2019 Input Data: Column 7 Member Size: Member Properties: V Select: I W1 6x50 I A = 14.70 in.A2 Member Loadinqj d = 16.300 in. tw = 0.380 in. J, tf=0.63 if P = 1.11 kips bf = 7.070 in. Mx = 100.23 ft-kips if = 0.630 in. My = 0.10 ft-kips k = 1.030 in. d16.3 Ix = 659.00 in.A4 Design Parameters: Sx = 81.00 in.A3 tw=0.38 Fy = 50.00 ksi rx = 6.68 in. .............. ..................... A Kx = 1.00 Zx = 92.00 in A3 bf=7.07 Ky = 1.00 ly = 37.20 in.A4 Lx = 20.500 it. Sy = 10.50 in.A3 W16x50 Section Ly = 12.652 ft. ry = 1.59 in. Lb = 12.652 ft. Zy = 16.30 in A3 Shape Factors: Flex. Type = Single "*"-'in.A4 J = 1.520 SFx = 1.14 Gb = 1.00 Cw = 2270.0 in.A6 SFy =_1.55 Results: For Axial Compression: For X-axis Bending: For Y-axis Bending: Kx*Lx/rx = 36.83 Lp = 5.62 ft. Ky*Ly/ry = 95.49 Lr = 17.21 ft. thy = L ksi Fby = ksi Fe= 31.39_ rts= 1.89 4Mry= ft-kips fa = 0.08 ksi fbx = 14.85 ksi Fcr = 23.10 ksi Fbx = 39.21 ksi 4)Pn = 339.63 kips $Mrx = 264.70 ft-kips Column Nodal Lat. Brcq Requirements: Beam Nodal Lat. Brcq Requirements: Pbr =L 0.01 kips Pbr = 1.54 1 kips 13br=I 0.08 kip/in Pbr 6.74 kip/in Stress Ratio: S.R. =1 0.382 iEqn. HI-lb <============== S.R. :5 1, Member is adequate for loading Comments: 5/16/2019 S:RBl SoIanDesign2019 Jobs1970041 - Bright Power-Bressi Ranch-CA\Engineering\Bressi Ranch Aisle Canopy\ Page 1 11:29 AM I Beam Check LRFD (AISC 13th Ed).xls of 1 49 .we Nomenclature Results: "BEAMANAL.xls° Program Version 2.3 SINGLESPANBEAM DEFLECTION CHECK - For Simple, Propped, Fixed; or Cantilever Beams Di: Job Name: Bressi Ranch Aisle Canopy Subject: I Single Span Purlin -Deflect Under LL or SL Job Number: 11970041 Originator: I I Checker:I W1 6x50 IPurl1n Simple Beam Span Type? Cantilever Span, L = 20.5000 ft. Propoed Beam r Modulus, E = 29000 ksi Inertia, lx = 659.00 in.M Fixed Beam 01 Inertia, ly =_37.20 _in.M learn Loadings: Cantilever Beam RL u11 Uniform: w=I 0.6710 Ikips/ft. Start End Distributed: #1 #2 #3 #4 #5 #6 #7 #8 b (ft.) Wb (kip/ft.) e (ft.) . We (kips/ft.) -- Maximum Deflections: = F-O00 339in @ x =0.00 ft. = rn @ x = 0.00 ft (ratio) = •J4 Result Deflection of Beam Under SL or LL per IBC Table 1604.3 1 O 1 5/16/2019 11:33 AM 50 JOB TITLE Bressi Ranch Aisle Canopy BPI Power JOB NO. 1970041 SHEET NO. RBI SOLAR CALCULATED BY LN DATE 5/16/19 CHECKED BY DATE W Shape Beam Bottom Flange Brace Using Thin Gage Angle Input 2.035 (kips), Pbr, Required Nodal Lateral Restraint from AISC Appendix 6, perpendicular to Beam W16 W Shape Beam )I 2.5000 I (ft), Brace Length from LRFD Load cases 28.83 (k/in), 3br' Required Stiffness of Brace Per AISC Nodal Brace Requirements, Appendix 6 13 ga (in), Purlin Thickness 0.5 (in), Bolt Dia. I Brace on Both Sides of W Shape Beam Output Standard Brace Angle -2 x 2 x 12 gage (in 2), Area (in 4), l, l, (in 3), S, S, (top or left) (in 3), S, S, (bottom or right) (lb/ft), Linear Weight (in), r, r (in), y (top), x (left) (in), y (bottom), x (right) (in), Height & Width of Legs (in 4), l (in 4), 12 (in 4), l (in 4). l Following American Iron and Steel Institute (AISI) Procedure for Concentrically Loaded Compression or Tension Member & Connections I. Checking Brace with Applied Axial Force as a Compressive Force Pn = AeFn - AISI Eq. C4.1-1 Components required to solve the above equation: 1. Finding Fe (Minimum - AISI Section C4.1.1) Section C4.1.1 KL.Ir= 47.54 I F min= 30.5561 Fe = 7t2E/(KLJr)2 = 126.623 Section C4.1.2 J3 =1 - (xdr0)2 = 0.811 = Fe (above) = 126.623 = (1/Ar)*[GJ + it2ECJ(KtLt)2] = 32.391 Fe = (1/213)*[(EYex + a1) - S0((aex + a,)2 - 4l3aexa,)] = 30.556 51 (in), Width - overall (in), r0 (in 4), l, (in), X, (in), V0 (in), J For A653 Grade 50 (in), jy Steel: (in), C 50 (ksi), F (in 4), J 60 (ksi), F (in), r1 (in), r2 (in), r (in), t RBI SOLAR JOB TITLE Bressi Ranch Aisle Canopy JOB NO. SHEET NO.________________ CALCULATED BY DATE 5/16/19 CHECKED BY DATE______________ W Shape Beam Bottom Flange Brace Using Thin Gage Angle Continued Finding F Xc = SQ(Fy/Fe) = 1.279 - AISI Eq. C4.1 -4 Fn = (0.658'9.2)F = 25.21 for X, <= 1.5, AISI Eq. C4.1 - 2 Or Fn = [0.877/7.2]F = 26.8 for X> 1.5, AISI Eq. C4.1 -3 Final F = 25.21 Finding Ae X determination f = F Fcr = k(7t2E/(12(11.t2))*(t/w)2 = 67.4617 where k = 0.43 per AISI Section B3.1 w = flat leg width - 2t = 1.732 inches Xc = SQ(f/F) = 0.611 For Leg with Bolt Hole In It (Leg 1): b = w - dh = 1.17 for Xc <= 0.673, AISI Eq. B2.2-1 b = w[1 -.221X - 0.8dh/w + 0.085dh/wX] / A = 1.205 for X>0.673,AISI Eq. B2.2-2 IFinalb=1.17linches For Leg with No Bolt Hole (Leg 2): p = (1-0.22/X)/X = 1.047 b = w = 1.732 fork <= 0.673, AISI Eq. B2.1-1 b=pw= 1.814 for A>0.673, AISI Eq. B2.1-2 I Finalb=1.732 I inches 52 / JOB TITLE Bressi Ranch Aisle Canopy JOB NO.SHEET NO CALCULATED BY DATE 5/16/19 R BI SOLAR CHECKED BY DATE_____________ W Shape Beam Bottom 'Flange Brace Using Thin Gage Angle Continued Finding Ae Continued Final Ae = (b leg 1 + b leg 2) * thickness = 0.3888 in' Final Compressive Strength Pn = AeFn= 9.801 kips - AISI Eq. C4.1-1 4Pn = 8.33 kips where $ = 0.85 br < Note: Pbr is adjusted to angle of brace inclination Result II. Checking Brace with Applied Axial Force as a Tensile Force Tensile Capacity of Brace is minimum of: Yielding in Gross Section Tn = A9F = 19.91 kips - AISI Eq. C2-1 Wn = 17.92 kips 4t=O.9 Rupture in Net Section Away from End Connections Tn = AF = 23.89 kips - AISI Eq C2-2 $1T= 17.92 kips ot = 0.75 Pb, < Result r_1'K ___'I Note: Pbr is adjusted to angle of brace inclination Ill. Brace Stiffness Check Brace Stiffness = AE/L = I_384.9 Win I Stiffness> Required Stiffness?_________________ Result V:_1 53 JOB TITLE Bressi Ranch Aisle Canopy RB SOLAR JOB NO. CALCULATED BY CHECKED BY :SHEET NO. - DATE DATE 5/16/19 W Shape Beam Bottom Flange Brace Using Thin Gage Angle Continued IV. Brace Checks at Bolted Clip End Connection Shear, Spacing, and Edge Distance Pn = teF = 5.724 kips - AISI Eq. E3.1-1 4Pn = 4.007 kips 0.7 for FJF > 1.08 e = 1.06" 4Pfl >Pbr ? Note: Pb, is adjusted to angle of brace inclination Rupture in Net Section (Shear Lag) U=1-1.2/L= 0.5 -AlSI Eq. E3.2-9 Ae =AnU= 0.161 Pn = AeFu = 9.685 kips - AISI Eq. E3.2-8 4Pn = 6.295 kips 4=0.65 4Pn >Pbr ? Note: Pb, is adjusted to angle of brace inclination Result OK Result I OK I V. Bearing of Bolt on Brace Leg or Beam Clip or Purlin Web Use minimum of of Bearing with Consideration of Bolt Hole Deformation and No Deformation Without Consideration of Bolt Hole Deformation = Cm,dtFU = 6.075 kips - AISI Eq. E3.3.1-1 C=3 for d/t=4.81 <10 = 0.75 (worst case) 4P = 3.645 kips 4=0.6 With Consideration of Bolt Hole Deformation P = (4.64at + 1 .53)dtF = 5.2585 kips - AISI Eq. E3.3.2-1 Wn = 3.471 kips 4=0.65 P> Pbr? Note b, is adjusted to angle of brace inclination Result Use (2) Clips JOB TITLE Bressi Ranch Aisle Canopy RBI SOAR JOB NO. CALCULATED BY CHECKED BY SHEET NO. DATE DATE 5/16/19 W Shape Beam Bottom Flange Brace Using Thin Gage Angle Continued VI. Shear of Bolt Check P = AbFfl = 9.425 kips - AISI Eq. E3.4-1 Ab= 0.196 Fn = 48 ksi, Minimum of AISI Table E3.4-1, A325 material orAISC A325 F 4)P= 6.126 kips 4) = 0.65 $Pn > Pb, ? Note: Pb, is adjusted to angle of brace inclination Result VII. Checking 10 gage Thick Beam Clip with Applied Axial Force as a Tensile Force Tensile Capacity of Clip is minimum of: Yielding in Gross Section Tn = AgFy = 13.4 kips - AISI Eq. C2-1 = 12.06 kips 4)t=0.9 Rupture in Net Section Away from End Connections Tn = A,,Fu = 11.56 kips - AISI Eq. C2-2 ttTn = 8.668 kips 0.75 Pb, < Result I.: OK Note: Pb, is adjusted to angle of brace inclination VIII. Prying Action of Beam Clip Check tmin = SQ(4.44Tb?pF(1+o&)) b= 0.692 inches b = b - db/2 = 0.442 inches p= 2 inches tm1n 0.11064 inches Bracket Thickness > tmjn? Result I OK I Use (2) Clips 55 JOB TITLE Bressi Ranch Aisle Canopy RB SOLAR JOB NO. SHEET NO. CALCULATED BY DATE CHECKED BY DATE 5/16/19 W Shape Beam Bottom Flange Brace Using Thin Gage Angle Continued Bending Stress of Beam Clip from Vertical Load Component of Pbr a = Mdl = 1.608 ksi a <= 50 ksi yield? Result I Fr K 1 Combined Tension & Shear of Bolt In Beam Web Connecting Clip to Beam Fe,' = 1 - <= F - AISC Eq. J3-3a F' = 90.000 ksi where f = 10.36 ksi R = Fflt'Ab= 17.67 kips 4Rn = 13.25 kips Result I OK I Beam Web Clip in Shear Shear Capacity of Clip is minimum of: Shear Yielding in Gross Section R = O.6AgFy = 11.25 kips - AISC Eq. J4-3 11.25 kips 4= 1.00 Rupture in Net Section Away from End Connections R = 0.6A VFU = 9.703 kips - AISC Eq. J4-4 kRn = 7.277 kips 0.75 Pbr<$Rn? Result 1,-w JK 56 JOB TITLE Bressi Ranch Aisle Canopy JOB NO. SHEET NO.___________ CALCULATED BY DATE 5/16/19 CHECKED BY DATE W Shape Beam Bottom Flange Brace Using Thin Gage Angle Continued Beam Web Clip in Compression P, = A9F = 18.75 kips - AISC Eq. J4-6 = 16.88 kips 4,t=o.9 Pbr<4Pn? Result Beam Web Clip Block Shear R = 0.6FA + UbsFUAflt <= 0.6FYA9V + UbSFUAflt R = 9.844 kips 4Rn = 7.383 kips 4R> Pbr ? - AISC Eq. J4-5 Result Bolt Tensile Check P = Fnt * Ab = 17.67 kips 4P= 13.25 kips 4Pm > Pbr ? Result I_OK 57 JOB TITLE Bressi Ranch Aisle Canopy JOB NO. SHEET NO.________________ CALCULATED BY DATE 5/16/19 RBI SOLAR. CHECKED BY DATE________________ W Shape Beam Bottom Flange Brace Using Thin Gage Angle Summary W16 Shape Beam I Brace on Both Sides of W Shape Beam Note: Brace could be on other side of beam as well, refer to note at top of this page 58 Job No I Sheet No Rev 1970041 Column 4P. J Software licensed to Rough Brothers Part Job Tulle Bressi Ranch Aisle Canopy Ref By Loveth DalE5Aprjl19 Chd Client BPI Power File Bressi Ranch Aisle Canor I Dale/lime 16-May-2019 11:06 Beam End Force Summary The signs of the forces at end B of each beam have been reversed. For example: this means that the Min Fx entry gives the largest tension t,.nl,,D fnr An hPArn Axial Shear Torsion Bending Beam Node LIC Fx (kip) Fy (kip) Fz (kip) Mx (kip-ft) My (k1pft) Mz (kipft) Max Fx 16 17 712:1.2DL+1.6 48.382 1.482 -0.051 0.187 0.308 -27.985 Min Fx 16 18 821 :0.9DL+1 .0 -8.521 -2.017 0.012 0.027 0.055 64.769 Max Fy 16 17 838:1.335 DL1 16.440 8.297 -0.015 0.034 0.089 80.477 Min Fy 16 17 835:0.765 DI-2 7.325 -8.031 -0.006 - 0.056 0.040 -78.373 Max Fz 1 1 708:1.2DL+1.6 30.120 0.290 0.247 0.138 -0.588 33.666 Min Fz 16 17 844:1.335 DO 12.738 0.134 -7.148 -0.359 69.160 1.068 Max Mx 16 17 717:1.2DL+1.6 34.216 -0.288 -0.055 0.221 0.305 -3.739 Min Mx 16 17 836:0.765 DU 7.310 0.079 -7.137 -0.393 69.090 0.625 Max My 16 17 844:1.335 DU 12.738 0.134 -7.148 -0.359 69.160 1.068 Min My 31 34 840:1.335 DU 10.982 -0.112 -7.136 -0.353 -2.359 0.199 Max Mz 16 17 806:1.2DL1+1. 26.290 1.836 -0.026 0.026 0.151 100.608 Min Mz 16 17 822:0.9DL+1.0 -2.977 -1.233 0.006 0.039 -0.029 1 -102.422 Per AISC 341, for a cantilevered column seismic resisting system, the column under seismic loads must not be loaded more than 15% of the column axial capacity. For this canopy, conservatively taking the absolutely highest axial force in the column, 48.382 kips /348.99 kips (capacity found on following page) = 13.9 %, OK Pdnl lime/Date: 16/05/2019 11:34 STAAD.Pro V8i (SELECTseries 6) 20.07.11.33 Prfnl Run 1 of 1 59 r Size: Member Properties: Select: I HSS10004/16 A = 11.10 in.A2 H = 10.000 in. r Loadings: B = 10.000 in. P = 26.29 jkips t (des) = 0.291 in. Mx = 100.61 ft-kips wt./ft. = 40.299 pIt. My = 0.15 ft-kips lx = 172.000 jA4 Sx = 34.500 in A3 Parameters: rx = 3.940 in. Fy = 46.00 ksi Zx = 40.100 in.A3 Kx= 2.10 1y = 172.000 in.M Ky= 2.10 Sy=34.5O0in.'3 Lx = 10.000 ft. ry = 3.940 in. Ly = 10.000 ft. Zy= 40.100 in.A3 H (flat) = 8.625 in. B (flat) = 8.625 in. I t0.291 T H=10 -x _L t=0.291 HSS1 0x10x5116 Section Shape Factors: SFx=_1.16 SFy=_1.16 'BEAMCOL13.xls° Program Created By: Joel Berg, P.E. Based on a Program by: Alex Tomanovich, P.E. Version 1.4 STEEL BEAM AND COLUMN ANALYSIS I CODE CHECK Per AISC 13th Edition Manual (LRFD) For Square & Rectangular HSS (Tube) Shapes Project Name: Bressi Ranch Aisle Canopy Client: BPI Power Proiect No.: 1970041 PreD. By: ILN I Date: I ata: Axial Comression: For X-axis Bending: For Y-axis Bending: = 63.96 fbx = 34.99 ksi thy = 0.05 ksi Ky*Ly/ry = 63.96 Stop(eff) = 34.40 jA3 Sleft(em = 34.40 in.A3 Fe = 69.97 Sbtm(eff) =.34 .. jA3 Srt(eff =. j*3 Q = Qa = N.A.Fbx = 45.03 ksi Fby = 45.03 ksi fa = 2.37 ksi Mrx = 129.47 ft-kips Mry = 129.47 ft-kips Fa = 31.447-ksi Pa = 348.99 kips Pbr =1 0.26 br =1 3.51 /in S.R. =1_0.816jEqn. HI-lb <======== S.R. 5 1, Member is adequate for loading 5/16/2019 S:RBl SolaADesign12019 Jobs1970041 - Bright Power-Bressi Ranch-CAEngineenngBressi Ranch Aisle Canopy\ Page 1 11:36 AM I Beam Check LRFD (AISC 13th Ed).xls of 1 60 1g.ttlltDIN I JOB TITLE Bressi Ranch Aisle Canopy BPI Power JOB NO. 1970041 SHEET NO. CALCULATED BY LN DATE 5/16/19 CHECKED BY DATE Frame Center of Mass Deflection Checks under Seismic Loads LoadCases with Siesmic 1 (El in model) 1.25 Cd 0.502 (in.) 8,e, Deflection at C.G. of frame 1.3 p, from seismic determination sheet 10 (ft) Height of C.G. above ground = Cdöxe /' = 0.628 inches Per ASCE 12.12.1 & 12.12.1.1 the allowable seismic drift: 0.02h = 2.4 inches I OK ]Result LoadCases with Siesmic 2 (E2 in model) 1.25 Cd 0.502 (in.) axe, Deflection at C.G. of frame 1.3 p, from seismic determination sheet 10 (ft) Height of C.G. above ground öx = Cd6xe / I S. = 0.628 inches Per ASCE 12.12.1 & 12.12.1.1 the allowable seismic drift: 0.02h = 2.4 inches I OK ] Result LoadCases with Siesmic 3 (ET in model) 1.25 Cd 0.43 (in.) öxe, Deflection at C.G. of frame 1.3 p, from seismic determination sheet 10 (ft) Height of C.G. above ground ox = CdOxe / [ 8. = 0.538 inches Per ASCE 12.12.1 & 12.12.1.1 the allowable seismic drift: 0.02h = 2.4 inches I OK ]Result 61 RBI Solar, Inc. I Project: I Bressi Ranch Aisle Canopy I I Engineer: Loveth IProiect# I I I Date: 5/16/19 I 1970041 WeldGroup 2014.2 Subject: Column to Base Plate Weld I Checker: IPage: I Analysis Date: I 1 I I ECCENTRICALLY LOADED WELD GROUP ANALYSIS (AISC 13th and 14th EDITIONS) I Design method:_LRFD Measurement Units: US Fillet weld size, w =_0.3125 in Electrode nominal strength, Fexx =_70 ksi Adjusted for higher-strength electrode, 41Fexx = 70 ksi Weld available shear strength per unit length (LRFD) çRn = 0.75(0.6)p1Fexx(0.707w) = 6.960 kip/in This spreadsheet computes available strength of eccentrically loaded weld group under combined action of the in faying plane forces and of the forces normal to the weld group. The forces in the weld elements are calculated using Instantaneous Center of Rotation Method per AISC Steel Design Manual, 13th Edition. Weld Group Geometry Weld NQ Node I Node 2 Length in Xl (in) I VI (in) X2 (in) Y2 (in) 1 2 0 0 0 0 10 0 0 10 10 10 3 0 10 10 10 10 4 10 0 101 10 10 5 6 0.2 0.575 0 0 0.2 0.575 -4 -4 4 4 71 9.425 0 9.425 -4 4 81 9.8 0 9.8 -4 4 9 10 0.2 0.575 10 10 0.2 0.575 14 14 4 4 II 9.425 10 9.425 14 4 12 9.8 10 9.8 14 4 Weld Group Properties Total Length = 72 in Center of Gravity (C.G.) Instantaneous Center (l.C.) Moment Ix = 2277 1n4/in Inertia ly = 1349 in4fun Xc = 5.00 in Yc = 5.00 in X1 = 13.389 in Yic = 4.8654 in 62 RBI Solar, Inc. Project: Bressi Ranch Aisle Canopy Engineer:: Loveth Project# Date: 5/16/19 1970041 WeldGroup 2014.2. Subject Column to Base Plate Weld Checker Page Analysis Date: 1 I ECCENTRICALLY LOADED WELD GROUP ANALYSIS (AISC 13th and 14th EDITIONS) 1 .In.ptane Loäd.eçtors Origin Angle I Value 3 (deg) P (kip) X (in) Y (in) 0 0 5.55 5.55 90 -2.02 0 -0.029 i:: : in-Plane .Fóè.cREsiltänts Px =I PcosI3 = -0.03 kip Py =I Psinl3 = -2.02 kip Resultant force P0 = V(Px2+Py2) = 2.02 kip I 13° = atan(Px/Py) = -90.81 deg MC.G. PL(XX)sin13(YY)cos13]+Mz = 10 kip-in OUtfPIaLOad:. . . : .,. Status F28.-9191 Solved I Pz = 28.919 kip (+ for tension) Mx= 1328 kip-in (+ for top fibers in tension) My = -1.993 kip-in (+ for left fibers in tension) Eccentricity e = MCGIPO = 5.18 in In-plane Moment Origin of Xp = Xc+e*51n130 = -0.18 in Mz =FO-3-4-3-1.kip-in Resultant P0 Yp = Yce*cos130 = 5.07 in . . ..' ....................AflSjResUIt5' ':1..... •. .:....... .... Shear Capacity under in-plane loads only antaneous Center of Rotation Method (IC) cpRn = 460.10 kip? 2.02 OK Elastic Method çRn = 284.00 kip a 2.02 OK Demand/Capacity check under combined in-plane and out-of-plane loads (IC method only) Consider out of plane Irensile and Compressive Stressel Coordinates of In plane NormaI Total Index of Critical Weld Shear Force Shear Capacity DIC Ratio weld Element Force Force element X Y Vxy Vz Vu cpVn Vu/çVn laximum In-Plane Shear 0.75 0 0.04 -2.52 2.52 10.10 0.250 2 Max/Min Normal Force 9.8 13.75 0.04 5.51 5.51 . _10.07 ;. 0.548 . 144 Maximum Total Shear 9.8 13.75 0.04 5.51 5.51 :10.01 0.548 114 Maximum Vu/cpVn Ratio 0.2 13.75 0.04 5.50 5.50 .. 8.41 .0.653 . 120 <1.0 OK Comment: 63 rrrrri JOB TITLE Bressi Ranch Aisle Canopy BPI Power JOB NO._##### SHEET NO.________________ CALCULATED BY_LN DATE5/16/19 RBI SOLAR CHECKED BY DATE:_____________ Continuous Purlin Pinned Connection Checks - Clip Bolted to Frame Top Beam Inputs 1/2" (in) Diameter of Connection Bolts (Grade 5 or equivalent bolt material) 2 Total Number of Thru Bolts in Clip Into (2) Purlin Ends 4.173 (kips) Shear in Connection - Purlin Shear Load Down or Uplift - Input Max. LRFD Load Case Value 0.335 (kips) Shear in Connection - Purlin Axial Load from LRFD Load Cases 0.178 (kips) Tension in Connection Clip Bolts- Purlin Weak Axis Shear from LRFD Load Cases 0.5Z3.25x13g Purlin Member Size - 3/8" ]Thickness of Outer Connecting clip, A36 steel angle A. Bolted Connection Checks of Purlin To Purlin Clip Bolt Shear - Bearing Type Connection R = Fnv* Ab AISC Eq. J3-1 or AISI E3.4-1 Rn = 10.603 kips where Fn, = 54 ksi for A325 or equivalent bolt R* (p = 6.627 kips per bolt where (p = 0.625 for light gage purlin walls Actual Bolt Shear = 2.093 kips Result Bolt Tension D - I * A r'%fl—rnt "b where Fnt = 1 - Fflt/4JFflV * f <= F (AISC Eq. J3-3a & AISI E3.4-2 for LRFD loads) Fnt = 90 ksi Rn = 17.6715 kips R* (p = 13.254 kips per bolt Actual Bolt Tension = 0.089 kips Result I OK I Purlin Bearing Strength at Bolt Holes Per AISI E3.3.1: P, = mf CdWall Thickness*Fu for light gage purlin Pn = 6.58125 kips Pn*go = 3.949 kips per bolt plane where go = 0.6 for light gage purlin wall Actual Bolt Bearing = 2.093 kips Result I OK I Per AISI E3.3.2: Pn = (4.64(xt+1 .53)dtF Pn = 5.69673 kips D* go = 3.849 kips per bolt plane where go = 0.6756 for light gage purlin wall Actual Bolt Bearing = 2.093 kips Result I OK I PDSPEA! JOB TITLE Bressi Ranch Aisle Canopy ia1II,I* JOB NO. SHEET NO._______ CALCULATED BY DATE5/16/19 CHECKED BY DATE Continuous Purlin Connection Checks - Clio Bolted to Frame TOD Beam A. Bolted Connection Checks of Purlin To Purlin Clip Continued 4. Purlin Clip Bearing Strength at Bolt Holes Rn = 1.0 LCtFU <= 2.OdtF (AlSC Eq. J3-6c) Rn = 14.063 kips R* ço = 10.547 kips per bolt plane where ço = 0.75 Actual Bolt Bearing = 2.093 kips Result 5. Strength of Purlin Clip in Tension (from Vertical Load) Tensile Yielding Rn = FyAg (ASIC Eq. J4-1) R = 27 kips R* ço = 24.300 kips per bolt plane where ço = 0.9 Actual Clip Tension = 4.173 kips Result Tensile Rupture Rn = FuAe (ASIC Eq. J4-2) Rn = 16.406 kips R* cc = 12.305 kips per bolt plane where ço=0.75 Actual Clip Tension = 4.173 kips Result I OK I 6. Strength of Purlin Clip in Shear (from Vertical Load) Shear Yielding Rn = 0.6FA9 (ASIC Eq. J4-3) R0 = 32.4 kips R* cc = 32.400 kips per bolt plane where cc = 1.00 Actual Clip Shear = 4.173 kips Result I OK I Shear Rupture Rn = 0.6FUA V (ASIC Eq. J4-4) Rn = 32.344 kips R* cc = 24.258 kips per bolt plane where cc = 0.75 Actual Clip Shear = 4.173 kips Result I OK I 65 N. RBO SOLAR JOB TITLE Bressi Ranch Aisle Canopy JOB NO. SHEET NO.______ CALCULATED BY DATE5/16/19 CHECKED BY DATE_______ Continuous Purlin Connection Checks - Clio Bolted to Frame TOD Beam A. Bolted Connection Checks of Purlin To Purlin Clip Continued 7. Strength of Purlin Clip in Tension (from Horizonal Purlin Axial Load) Tensile Yielding R = FA9 (ASIC Eq. J4-1) R= 54 kips R* ço = 48.600 kips per bolt plane where ço = 0.9 Actual Clip Tension = 0.335 kips Tensile Rupture Rn = FuAe (ASIC Eq. J4-2) Rn = 53.906 kips R* ço = 40.430 kips per bolt plane where ço = 0.75 Actual Clip Tension = 0.335 kips S. Strength of Purlin Clip in Shear (from Horizontal Purlin Axial Load) Shear Yielding R = 0.6FyAg (ASIC Eq. J4-3) Rn = 16.2 kips R* ço = 16.200 kips per bolt plane where ço = 1.00 Actual Clip Shear = 0.335 kips Shear Rupture Rn = 0.6FUA V (ASIC Eq. J4-4) R= 16.172 kips R* ço = 12.129 kips per bolt plane where cp = 0.75 Actual Clip Shear = 0.335 kips 9. Block Shear Strength of Purlin Clip Rn = 0.6FUAnV + UbSFUAflt <= 0.6FyAg, + UbSFUAflt (AISC Eq. J4-5) R = 43.05 kips R* cc = 32.288 kips per bolt plane where cc = 0.75 Actual Clip Shear = 4.173 kips Actual Clip Shear = 0.335 kips Result I:.. 0K: I Result I: OK Ii Result I.:.:: OK. : .1 Result Result OK I 66 7T77 JOB TITLE Bressi Ranch Aisle Canopy r /1T'A JOB NO. SHEET NO.________________ CALCULATED BY DATE 5/16/19 SOLARRBI CHECKED BY DATE______________ Continuous Purlin Connection Checks - Clip Bolted to Frame Top Beam - B. Bolted Connection of Clip to Top of Beam Using 3/8" diameter bolts to attach the purlin clips to the top of the main top chord flange Bolt Shear Rn = Fnv* Ab AISC Eq. J3-1 Rn = 10.603 kips where Fn, = 54 ksi for A325 or equivalent bolt R* ço = 7.952 kips per bolt where ço = 0.75 Actual Bolt Shear = 0.379 kips Result I OK I Bolt Tension D ''n - I ft ''b where Fnt = 1 - QF/F * f <= Fnt (AISC Eq. J3-3b & AISI E3.4-2 for ASD loads) Fnt = 90 ksi R = 17.6715 kips R0* ço = 13.254 kips per bolt Actual Bolt Tension = 1.025 kips Result I OK I Purlin Clip Bearing Strength at Bolt Holes Rn = 1.0 LCtFU <= 2.0dtF (AISC Eq. J3-6c) R = 14.063 kips R* tp = 10.547 kips per bolt plane where f] =2 Actual Bolt Bearing = 0.379 kips Result I K Prying Action of Clip tmin = SQ[4.44Tb'/PF(1+8a')] where T = 2.049 kips b= 1.4375 inches tmjfl=I 0.1513 linches b'= 1.1875 inches TI p= 5 inches rr l F 50 ksi a = 2.375 inches a'= (a+dJ2)<=(1 .25b+d,/2) = 2.047 b p = b/a' = 0.58 Result OK >I( a = 1lp(B/T-1) = 9.423 Result OK B = $r = 13.25 kips I 5= 0.888 Ic g ? a'= 1 67 IttiltAl JOB TITLE Bressi Ranch Aisle Canopy JOB NO. SHEET NO._______ CALCULATED BY DATE5/16/19 -: • A CHECKED BY DATE Continuous Purlin Connection Checks - CuD Bolted to Frame TOD Beam C. Top Beam Flange Analysis Under Clip Connection Beam Flange or Wall Bearing Strength at Bolt Holes I 0.63 I(inches), Thickness of Beam Flange or Wall that Purlin Clips Attach To Rn = 1.0 LCtFU <= 2.0dtF (AISC Eq. J3-6c) Rn = 40.95 kips R* 60 = 30.713 kips per bolt plane where 0 = 0.75 Actual Bolt Bearing = 0.379 kips Result Flanges with Concentrated Forces (If Beam is W Shape) Local Flange Bending Rn = 6.25t 2F (AISC Eq. J10-1) R= 124.031 kips R* co = 111.628 kips per bolt plane where 0 = 0.9 Actual Bolt Bearing = 4.173 kips Result D. Additional Purlin Check Net Fraction of Purlin Section Gross Area of Purlin = 1.653 in Net Area of Purlin = Gross Area - Bolt Holes = 1.602 in Capacity * = 154.158 kips where 60 = 1.48 & Fu = 65 ksi for purlin member Actual Purlin Axial Force = 0.335 kips Result I OK I E. Purlin Clip Bending From Purlin Reactions Parallel to Top Beam M, Moment on Clip = Purlin Weak Axis Shear x Mid-height of Clip M = 0.534 k-in a, Bending Stress in Clip = Mdl a=I_0.118671k5i where I = 0.844 in c=t/2= 0.188 inches Fyc = 36 ksi a < Fyc*.67? Result 68 JOB TITLE Bressi Ranch Aisle Canopy JOB NO. SHEET NO. CALCULATED BY DATE 5/16/19 CHECKED BY DATE Continuous Purlin Connection Checks - Clip Bolted to Frame Top Beam F. Summary of Purlin Clip Connection for Continous Purlins Over Beam II bolts into beam flange/wall 69 I'll, ,,IIIIIL ..øIlIIflV 11 Purlin Splice Connection Design Inputs Purlin Size I 10.5Z3.25x13 I 50 (ksi), F 65 (ksi), F 10.5 (in.), d 0.09 (in.), t 0.09 (in.), t JOB TITLE Bressi Ranch Aisle Canopy BPI Power Bolts 0.5 I(in.), DbOft - diameter A325 Bolts I (ksi) JOB NO.2E+06 SHEET NO._____ CALCULATED BY LN DATE #### CHECKED BY . DATE TTTTLTn Flange Plate Thickness Worst Loads at Splice (LRFD Load Cases) 0.134 I(in.), tp - Plate Thickness 12.674 (k-ft), M -Moment (Major axis) 4.173 (kips), V - Shear (vertical) Web Plate Thickness 0.178 (kips), V - Shear (into channel web) 0 134 (in.), t - Plate Thickness 0.335 (kips) A Axial :50: (ksi), F, Plate Yield, both Flange & Web Plates 8 # Bolts per Splice Side 65 (ksi) F Plate Ultimate both Flange & Web Plates 2 Total Number of Plates in Splice ----a i Outputs Splice Depiction Plates on either side of purlin web to transfer shears, axial load, & moment 70 t'fI JOB TITLE Bressi Ranch Aisle Canopy J!i11111 JOB NO. SHEET NO._____ CALCULATED BY DATE#### CHECKED BY DATE Purlin Splice Connection Design Continued Bolt Shear ________ Total Shear =117.40131 kips =SQ(Axial Load 2 + (Shear + Moment/Bolt Pattern Separation)2) (worst shear of all load cases) Number of Bolt Shear Planes Required 0.5 (in), Db - bolt diameter 2.52 # Shear Planes Required = Total Shear from above/Shear Capacity of Bolt*$ 16 Actual Shear Planes from Bolt Pattern AISI Shear Capacity = 4AbFn (AISI Eq 3.4-1) Result OK Additional Bolt Shear Check from AISC 360, Not Required but Additional Check Using AISC Table 7-12 for eccentric shear on bolt group: ex = 11.5 in, n = 2, s = 6 in., vertical row space = 3", C = 2.5975 +Rn = (C x rn)*0.75 = 22.91 kips Result I OK 1 Bearing on Connection Plates P, = CmdtF (AISI Eq. E3.3.1-1) without Considering Bolt Hole Deformation = 9.80 kips Wn = 5.88 kips where 4) = 0.6 Total Shear /double shear planes = 1.088 kips per plane Pn > Shear per plane? Result P, = (4.64at+1 .53)dtF (AISI Eq. E3.3.2-1) Considering Bolt Hole Deformation = 9.37 kips = 6.09 kips where 4) = 0.65 Total Shear /double shear planes = 1.088 kips per plane > Shear per plane? Result Bearing on Purlin Web Thickness P, = CmfdtFU (AISI Eq. E3.3.1-1) without Considering Bolt Hole Deformation = 6.58 kips Wn = 3.95 kips where 4) = 0.6 Total Shear /single shear plane = 2.175 kips per plane tPn > Shear perplane? Result OK I P, = (4.64at+1 .53)dtF (AISI Eq. E3.3.2-1) Considering Bolt Hole Deformation = 5.70 kips = 3.70 kips where 4) = 0.65 Total Shear /double shear planes = 2.175 kips per plane 4)Pr > Shear per plane? Result .. :.' 71 JOB TITLE Bressi Ranch Aisle Canopy JOB NO.SHEET NO CALCULATED BY DATE #### RB11 SOLAR CHECKED BY DATE______________ Purlin Splice Connection Design Continued Splice Plate Checks Shear, Spacing, and Edge Distance Check P=teF (AlSI Eq. E3.1-1) FJF= 1.3 4= 0.7 e= 0.875 +Pn = 5.335 kips Total Shear /double shear planes = 1.088 kips per plane > Shear per plane? Result Rupture in Net Section P, = AF (AISI Eq. E3.2-1) F1 = (2.5dIs)F <= F where s = 2.031 F1= 40 ksi An = 0.787 'fl = 20.469 kips Shear per plate end = (AISI Eq. E3.2-4) 8.701 kips $P> Shear per Plate? L I Result Block Shear Assuming shear in plate goes through single vertical plane through (2) bolts (very conservative) R = 0.6FA = 0.6*50 ksi * (8 x t) = 32.2 kips (AISl Eq. E5.3-1) 4Rn = 20.93 kips Shear per plate end = 8.701 kips > Shear per plate? Result I 1 Rn = 0.6FUAV = 0.6*65 ksi * (8 x t) 72 holes = 35.8 kips 4Rn = 23.27 kips Result OK 72 JOB TITLE Bressi Ranch Aisle Canopy JOB NO. CALCULATED BY CHECKED BY SHEET NO._____ DATE#### DATE Purlin Splice Connection Design Continued Purlin Web Checks Shear, Spacing, and Edge Distance Check P=teF (AlSl Eq. E3.1-1) FjF= 1.3 4= 0.7 e= 1.000 4Pn = 4.095 kips Total Shear /double shear planes = 2.175 kips per plane 4P> Shear per plane? Result Rupture in Net Section OK by Inspection - Net Cross Section of Purlin is large and tension in purlin is low Block Shear Assuming shear in purlin goes through single vertical plane through (2) bolts (very conservative) Rn = 0.6FA = 0.6*F * (Apudin) = 49.56 kips (AISI Eq. E5.3-1) = 32.214 kips Shear per plate end = 17.401 kips 4Pn > Shear per plate? Result [ OK Rn I = 0.6FA = 0.6*Fu * -2 holes = 60.48 kips 4Rn = 39.3115 kips Result ItPK 1 73 JOB TITLE Bressi Ranch Aisle Canopy JOB NO. SHEET NO. CALCULATED BY DATE #### CHECKED BY DATE Purlin Splice Connection Design Continued Purlin Splice Summary Splice Plates One on each side of purlin web I 22.25x8x 0.134 I (8) 0.5 in. diameter bolts (A325 bolts) per side of splice 0.875 3.00" 3.00" 3.00" 1.25" 1.25" 3.00" 3.00" 0.875 1.000" 1.000" Purlin A I Purlin B - hole with bolt Q - open hole I Purtin èpl,ctmay be pIaed anywhere on purhn i I,I 74 i D SOLA1 JOB TITLE Bressi Ranch Aisle Canopy BPI Power JOB No. 2E+06 SHEET NO._____ CALCULATED BY LN DATE #### CHECKED BY DATE Continuous Beam Over HSS Column Connection Design Following A!SC Design Guide 24 - HSS Connection Design Inputs 1. Column 2. Continuous Beam I HSS10X1OX5/16 46 58 10 10 0.291 Column Size F I ' ASTM A500 Grade B F (in.), H (in.), B (in.), t - column wall thickness WI 6X50 50 F 65 F 16.3 (in.), d 7.07 (In.), of 0.38 (in.), t,, 0.63 (in.), t1 3.5 (in.), g Beam Size ASTM A992 or A572 Grade 50 3. Cap Plate ' t - Plate Thickness 5. Loads Applied at Connection (LRFD Load Cases) 92.194 (k-ft), M - Moment 47.93 (kips), V - Vertical Load Thru Connection 8.297 (kips), A - Axial Load in Beam Over Connection Outputs 1. Tension Load in Bolts CtCa Tr =Ta Pa = Ca -6Ta = 47.93 kips 4. Bolts 0.75 (in.), db - Bolt Diameter 14 (in.), L1* - length inner row 1 20 (in.), L2* - length inner row 2 26 (in.), L3* - length inner row 3 0 (in.), 1.4* - length inner row 4 o (in.), L5* length inner row 5 0 (in.), L6* - length inner row 6 0 (in.), L7* - length inner row 7 0 (in.), L9* - length inner row 8 * Input Oil now row I 3.5 I(in.), S -Bolt spacing across flange width I ASTM A325 IBolt Material Ma = 1106.328 k-in = H/2Ca + (Bolt Pattern Center/2)*(#Bolts)*Ta 866.68 = 90 T T. 1 9.630 Ikips/bolt 75 JOB TITLE Bressi Ranch Aisle Canopy R-01 OLAR JOB NO. CALCULATED BY CHECKED BY SHEET NO._____ DATE #### DATE Continuous Beam Over HSS Column Connection Design Continued Effect of Prying Action - W Shape Beam Bottom Flange 1.56 (in.), b = distance from bolt centerline to face of beam web 1.185 (in.),b' = b - dbl2 3 (in.), p = tributary length per pair of bolts O.50 l(in.), tmin = SQ(4.44Tab'/PFu) tf> tmin? Result iai Effect of Prying Action - Cap Plate on Top of Column 5 (in.), b = distance from bolt centerline to face of HSS Column 4.625 (in.), b'= b - dbl2 5.5 (in.), p = tributary length per pair of bolts 0.787 (in.), t in = SQ(4.44Tab'/pFu) tp > tmin? Result IOKI Bolt Available Tensile Strength 90 (ksi), - Nominal Tensile Strength 0.442 (in 2), A - Area of Bolt 39.761 (kips), r = Fnt*A I2i: 1(kips),4r where 0 = 0.75 $rn >Ta? Result IOKI Beam Web Local Yielding Ca = Pa + 6Ta 105.709 (kips), Ca 5.291 (in.), N = t + 5t 198.379 (kips), Rn = (5k + N)Ft (AISC Eq. J1 0-2) (kips),4,R, 4, = 1.00 Result IOKI:I > Ca? 76 JOB TITLE Bressi Ranch Aisle Canopy JOB NO. SHEET NO. CALCULATED BY DATE #### RBI SOLAR CHECKED BY DATE Continuous Beam Over HSS Column Connection Design Continued 6. Beam Web Crippling 260.816 I(kips), Rn = 0.8t 2[1 + 3(N/d)(tw/tf)151*SQ(EFywt/tw) - (AISC Eq. J1 0-4) L 1]fI:I(kips), 4R, $ = 0.75 $Rn >Ca? Result Q'•I 7. Concentrated Axial Force on End of HSS Column 4.775 (in.), N = 2k1 + Stf 9.775 (in.), 5t + N No 5t+N>B? HSS Walt Local Yielding [is R = Ft[5t + N] <= Bfyt - (AISC Eq. K1-11) (kips), Ft[5t + N] (kips), BFt (kips), Final R 130.848 j(kips), $R, $= 1.00 $R> Ca? Result No HSS Wall Local Crippling 210.280 IRn = 0.8t2[1 + (6N/B)(t/t)15][EFt/t]°5 - (AISC Eq. K1-12) 157.710 (kips),$R,$=0.75 $R> Ca? Result ic*i 8. Weld Sizing Cap Plate to HSS Column 7 2g Yes 2g<B? 21.5 2(db +2b) No 2(db +2b)<B? Weld should be checked for 2Ta1B 77 JOB TITLE Bressi Ranch Aisle Canopy JOB NO. CALCULATED BY CHECKED BY SHEET NO._____ DATE #### DATE Continuous Beam Over HSS Column Connection Design Continued Weld Sizing Cap Plate to HSS Column Continued 2.751 (kips/in), T/g 0.448 (kips/in), TJ(db+2b) 1.926 (kips/in), 2TJB Final Value 1.3920 > = 1.926 kips/in I 1.38 I (sixteenths of an inch), D (sixteenths of an inch), D final size Usemsii,if(um3I163dIetfI Shear of Bolts Due to Axial Load in Beam 8.297 (kips), A = axial load in beam 12 Total number of bolts 0.691 (kips shear/bolt) 0.442 (in 2), A - Area of Bolt 21.206 (kips), rn = Fnv*A ILII (kips),$rn where 4, = 0.75 4,r> Shear? Result No 78 it'll, JOB TITLE Bressi Ranch Aisle Canopy Ittt2I 7 JOB NO. SHEET NO._____ CALCULATED BY DATE #### CHECKED BY DATE_____ Continuous Beam Over HSS Column Connection Design Continued Summary of Connection Results Sample Depiction - Actual Connection Details May Van,' HI Members: 1/4" weld all around Columns: HSS10X10X5/16 Beams: W16X50 Bolts: (6) 0.75" dia. bolts per side of connection • ASTM A325 Cap Plate: 29 x 11 x 1 A36 steel Weld of Plate to Column: Use minimum 3/16 fillet Bolt Pattern: 7 10 13 0 0 0 0 0 Bolts space Row 1 - inches from centerline of column Row 2 - inches from centerline of column Row 3 - inches from centerline of column Row 4 - inches from centerline of column Row 5 - inches from centerline of column Row 6 - inches from centerline of column Row 7 - inches from centerline of column Row 8 - inches from centerline of column 3.5 linches across beam flange 79 Job No Sheet No Rev 1970041 Factored TI Software licensed to Rough Brothers Part Job Tulle Bressi Ranch Aisle Canopy Ref By Loveth DatE5Apl.1119 Chd Client BPI Power File Bressi Ranch Aisle CanoI Dale/lime 16-May-2019 11:06 Reaction Summary vinn ,..wuw.wuwu.v u 1:.4 s tAAU.Pro V8i (SELECTseries 6) 20.07.11.33 Print Run 1 of 1 80 Horizontal Vertical Horizontal Moment Node LJC FX (kip) FY (kip) FZ (kip) MX (kipft) MY (kipft) MZ (kipft) Max FX 17 835:0.765 DI-22 8.031 7.325 -0.006 -0.040 0.056 -78.373 Mm FX 17 838:1.335 DU -8.297 16.440 -0.015 -0.089 0.034 80.477 Max FY 17 712:1.2DL+1.6 -1.482 48.382 -0.051 -0.308 0.187 -27.985 Min FY 17 821:0.9DL+1.0 2.017 -8182 0.012 0.062 0.027 44.597 Max FZ 1 708:1.2DL+1.6 -0.290 30.120 0.247 0.588 0.138 33.666 Mm FZ 17 844:1.335 0L3 -0.134 12.738 -7.148 -69.160 -0.359 1.068 Max MX 1 708:1.2DL-i-1.6 -0.290 30.120 0.247 0.588 0.138 33.666 Mm MX 17 844:1.335 0L3 -0.134 12.738 -7.148 -69160 -0.359 1.068 Max MY 17 717:1.2DL+1.6 0.288 34.216 -0.055 -0.305 0.221 -3.739 Mm MY 17 DU 836:0.765 -0.079 7.310 -7.137 -69.090 -0393 0.625 Max MZ 17 806:1.2DL1+1.0 -1.836 26.290 -0.026 -0.151 0.026 100.608 Mm MZ 17 822:0.9DL+1.0 1.233 -2.977 0.006 0.029 0.039 -102.422 X Bressi Ranch Aisle Canopy Bearing Pressure Maximum Bearing 10.536 ksi Max/Allowable Ratio 1.059 (ABIF = 1.000) 1 0. 0.536 04 Base Plate Stress Maximum Stress 13.682 ksi Max/Allowable Ratio .203 20.5 in Stiffened Base Plate Connection Base Plate Thickness : 1.5 in Base Plate Fy : 50. ksi Bearing Surface Fp : 9.945 ksi Anchor Bolt Diameter : 1.25 in Anchor Bolt Material : A307 Anchor Bolt Fu : 36. ksi Column Shape : HSS10x10x5 Steel Code : AISC 14th:LRFD Concrete Code : ACI 318-08 (ASIF = 1.000) 13.682 (ksi) 0. Anchor Bolts Rnit X (in' 7 (ins Tns(k) V (k' V7 1k Fnt (ksi ft (ksii Fm, (ksfl hi (k--,il Unity (nmhintinn E1 6.5 6.5 38.838 -.001 -.308 N.A. N.A. N.A. N.A. N.A. (1) LI 6.5 -6.5 3.158 -.001 -.308 N.A. N.A. N.A. N.A. N.A. (1) LI -6.5 6.5 38.844 -.001 -.308 N.A. N.A. N.A. N.A. N.A. (1) -6.5 -6.5 29.636 -1.784 -.197 N.A. N.A. N.A. N.A. N.A. 9 (3) Note: Fnt and Fnv shown above include phi factors. Loads P (k) Vx (k'i Vz (k) Mx (k-ft) Mz (k-ft) -2.977 .006 1.233 102.422 .029 26.29 .026 1.836 100.608 .151 7.31 7.137 .79 .625 69.09 34.216 .055 .288 3.739 .305 12.738 7.148 .134 1.068 69.16 30.12 1 .247 1 .29 1 33.666 1 .588 DL LL WL EL OL1 0L2 81 Bressi R X inch Aisle Canopy - Bearing Pressure Maximum Bearing 8.156 ksi Max/Allowable Ratio .82 8 (ABIF = 1.000) I 8.156 (ksi) 0. - Base Plate Stress Maximum Stress 10.077 ksi Max/Allowable Ratio .149 12 (ASIF = 1.000) 10.077 si) 0. 20.5 in Stiffened Base Plate Connection Base Plate Thickness : 1.5 in Base Plate Fy : 50. ksi Bearing Surface Fp : 9.945 ksi Anchor Bolt Diameter : 1.25 in Anchor Bolt Material : A307 Anchor Bolt Fu : 36. ksi Column Shape : HSS10x1Ox5 Steel Code : AISC 14th:LRFD Concrete Code : ACI 318-08 Anchor Bolts Bolt X (in) Z (ins Tens (k Vy (k V7 IkI Fnt (kcil ft 1kii Fm, (kail f-i, 1ki' I mitt, (nmhiri$iriri E1 6.5 1 6.5 A 27.115 -.001 -2.008 N.A. N.A. N.A. N.A. N.A. (1) 6.5 -6.5 1.888 -.001 -2.008 N.A. N.A. N.A. N.A. N.A. (1) LI -6.5 6.5 28.613 -1.787 -.033 N.A. N.A. N.A. N.A. N.A. 12 (6) -6.5 -6.5 28.509 -1.787 -.033 N.A. N.A. N.A. N.A. Note: Fnt and Fnv shown above include phi factors. Loads P 1k Vx (k V7 (k M (k-ft) M7 (k-ft 7.325 .006 8.031 78.383 .04 - 16.44 .015 8.297 80.477 .089 48.328 .051 1.482 27.985 .308 -8.182 .012 2.017 44.597 .062 30.12 1 .247 1 .29 1 33.666 1 .588 12.738 1 7.148 1 .134 1 1.068 1 69.16 DL LL WL EL OL1 0L2 82 RBO SOLAR JOB TITLE Bressi Ranch Aisle Canopy BPI. Power JOB NO.2E+06 SHEET NO._______________ CALCULATED BY LN DATE #### CHECKED BY DATE Cast In Place Anchor Design Following AC! 318-14 & AISC Design Guide 1 - Base Plate & Anchor Rod Design Input Anchors 1.25 (in), Da, Anchor Diameter 105 (ksi), fya,Streflgth of ASTM A193 Grade B7 Steel, all grades have elongation >= 15%, ductile element 36 (in), het, Embedment Depth of Anchors Washer Heavy Hex Head Embedded End or Nut with Washer? 3.25 (in), Embedded Plate Diameter - Serves as Headed Anchor End for Pullout Resistance 2.5 (#), Number of Pier Cage Vertical Members with 1/2 embedment distance of anchor Anchor Forces 40.679 (kips), Tensile Force in Single Anchor 2.087 (kips), Vua, Shear Force in Single Anchor - Resultant of Shear in 2 axes Yes Forces from Seismic? Anchor Tension and Shear Forces must be derived from (Category C,D,E,or F?) I seismic load cases that include Overstrength Pier Concrete & Reinforcement Data 4 (ksi), f',, 28 Day Compressive Strength of Pier Concrete 6 (#), Bar size of Vertical Members in Pier Cage ASTM A615 Grade 60 steel - standard Fy_ba, = 60 Fu = 90 Plain Vertical Reinforcement Member - Headed or Plain End 3 (in), c, Cover distance of reinforcing cage to outer surface of pier Using this same value for edge distances of anchor to edge of pier, c7 & c 2 5.81 (in), g or cal, Distance from bolt center to outer pier radius 13 (in), s, spacing of the outer anchors Output Tension Check of Anchors per ACI 318 - 14, Section 17.4.1 1. Steel Tensile Strength Check Checking single anchor, n = 1 0.969 1(m 2), Ase, Effective Area of Anchor Rod = 7d4*(Da - 0.9743/111)2 nT = 7 threads per inch for given bolt diameter 121 .139 (kips), Nsa = nA 5f 5 - ACl 318 Eq. 17.4.1.2 125 (ksi), fut. for Grade of Anchor input futa = min(futa, 1.9fya. 125 ksi) per ACI Section 17.4.1.2 78.740 I(kips), ON,, where 4 = 0.65 for brittle steel element 4tNsa > Input Tensile Force, Nua? Result 83 IWWD 1Itttg - - - JOB TITLE Bressi Ranch Aisle Canopy BPI Power JOB NO.2E+06 SHEET NO._____ CALCULATED BY LN DATE #### CHECKED BY 0 DATE Cast In Place Anchor Design Continued Pullout Resistance of Anchor in Tension Check 7.069 (inA2), Abrg, Bearing Area of Embedded End Washer = washer area - anchor area 1 T,,p - ACI 318 Section 17.4.3.6 226.195 (kips), N = 8AbfC - ACI 318 Eq. 17.4.3.4 226.195 (kips), NPn =Tc,pNp - ACI 318 Eq. 17.4.3.1 127.235 1 (kips), ^n where 4) = 0.75 from ACI 318 Section 17.3.3 Added 0.75 reduction per AC! 17.2.3.4.4 $N> Input Tensile Force, Nua? Result Side Face Blowout Resistance of Anchor In Tension 237.024 I(kips), NSb = - ACI 318 Eq. 17.4.4.1 where X = 1.0 for normal weight concrete per ACI 318 Section 17.2.6 325.415 (kips), Nsbg = (1+5/6Ca1)*Nsb - ACI 318 Eq. 17.4.4.2 183.046 (kips), 4)NsbQ where 4) = 0.75 from ACI 318 Section 17.3.3 Added 0.75 reduction per AC! 17.2.3.4.4 4)Nsbg > 2 * Input Tensile Force, Nua? Result :OK 4. Anchor Seismic Considerations I Yes lAnchor Design Forces from Seismic? If Yes, ç NPn and 0 N b must all be multiplied by 0.75 Shear Check of Anchors per ACI 318 Section 17.5 Steel Shear Strength Check Checking single anchor, n = 1 58.147 (kips), Vsa = 0.8(0.6flAsevtuta) ACI Eq. 17.5.1.2b, where 0.8 used if grout pad included per ACI 17.5.1.3 125 (ksi), fut, for Grade of Anchor input > fut, = min(f a, 1.9fya, 125 ksi) per ACI Section 17.5.1.2 34.888 (kips), 4)Vsa where 4) = 0.60 for brittle steel element 41Vsa > Input Shear Force, Vua? Result I OK I Concrete Pryout Strength of Anchor in Shear Not required to be checked since no concrete breakout per ACI 318, Section 17.5.2.9 (Only for short, stiff anchors, here het >= 12d0 which is considered deep embedment) Interaction of Tensile And Shear Forces per ACI 318-14, Section 17.6 Interaction Equation: < 1.0 10.517 Result I OK 1 84 JOB TITLE Bressi Ranch Aisle Canopy BPI Power RBI SOLAR JOB NO.2E+06 CALCULATED BY LN CHECKED BY 0 SHEET NO. DATE #### DATE Cast In Place Anchor Design Continued Transfer of Anchor Load to Vertical Pier Cage Bars Per AC! 318, Section 17.4.2.9, if anchor reinforcement is developed in accordance with AC! 318 Chapter 25 on either side of The breakout surface of The anchor area, The design strength of the anchor reinforcement can be permitted to be used instead of the concrete breakout strength. Only the reinforcement that is located 0.5*h ef should be considered effective for resisting anchor tension per AC! 318 Commentary RD5.2.9. 18 (in), 0.5het, Half of anchor embedment depth per ACI 318, AOl 7.4.2.9 2.5 N, Number of vertical bars within 0.5hej of anchor in tension 1 .71 Nrequired = Nua/(4s*fy_bar*Asb) Rebar Strength Tensile Strength Check 44.550 I(kips), 4Nm, Rebar nominal strength = 0.75*+*fyb*N*Asb where 0.75 factor required from ACI 318, 17.4.2.9 +Nm > Nua? Result F :rOK 1 Plain End Rebar Embedment Determination per ACI 318 Section 12.2.2 1 %, per ACI 318, Table 25.4.2.4 1 IF,, per ACI 318, Table 25.4.2.4 1 X, per ACI 318, Table 25.4.2.4 0 Kir, allowed to conservatively be taken as 0.0 per AC1318 Section 25.4.2.3 60 (ksi), F, yield strength of Steel Rebar 4 (ksi), fc, 28 Day Compressive Strength of Foundation Concrete 2.5 (cb + Ktr)/db, minimum cover> 2db, mimimum clear spacing > 4db 11 .694 (in), 'd required = 'dt * (NrequidN) Required Ld can be reduced per ACI 25.4.10.1, for excess reinforcement Required Minimum Anchor Rod Embedment Length Check 20.927 I (in), h, Required Embedment Depth = 'd required + Top Cover + .75g + 1 .5Da h < Embedment Depth Given? Result .0K 85 JOB TITLE. Bressi Ranch Aisle Canopy BPI Power JOB NO. 1970641 SHEET NO..________________ CALCULATED BY LN DATE 5/16/19 R B SO LA R CHECKED BY DATE________________ Anchor Bolt Tension & Shear Check When Base Plate is On Grout Pad Inputs 1.25 (in.) Anchor Bolt Diameter 4 (in.) Grout Thickness, assumed worst case thickness 1.5 (in.) Base Plate Thickness Outputs Reduction in Anchor Bolt Shear Capacity Due to Stand-off from Grout Pad V = v x 4.5/a2 (Golzbein, 2010) where a = number of anchor bolt diameters equivalent to stand-off distance a= 3.8 V= 0.312xVu Running all 12 reaction cases for the columns to find worst case tension & shear results of anchor: 40679 (lb.), Nua -1 90851 1 (lb.), ON Results for Anchor Steel from Hilt! runs for 12 reactions cases 2087 (lb.), Vua 47242 (lb.), 4V Reduced 4V = 14722 lb Per ACI 318, Section 07, the tension and shear combined check for the anchor is: Based on the following: Nua/phiN <=1.0 0.448 <= 1 Result 1:0K;_1 86 Job No Sheet No 1970041 1 Service Rev Software licensed to Rough Brothers Part Job Title Bressi Ranch Aisle Canopy Ref By Loveth Dat€5Ap19 Chd Client BPl Power File Bressi Ranch Aisle CanoI Date 16-May-2019 11:06 Reaction Summary Horizontal Vertical Horizontal Moment Node 1/C FX (kip) FY (kip) FZ (kip) MX (kipft) MY (kipft) MZ (kipft) Max FX 17 2005:0.506 DL 5.625 4.846 -0.004 -0.026 0.038 -54.885 Min FX 17 2000:1.095 DL -5.787 10.459 -0.009 -0.052 0.017 56.172 Max FY 17 1926:DL+.45W -1.145 30.049 j -0.031 -0.186 0.104 -26.685 Min FY 33 1987:.6DL2+0.' 1.067 -4.347 0.029 0.072 0.049 -10.757 Max FZ 1 1922:DL+.75LF -0.357 18.951 0.151 0.361 0.069 31.066 Min FZ 17 2002:1.095 DL -0.112 10.465 -5.001 -48.390 -0.256 0.887 Max MX 1 1922:DL+.75LF -0.357 18.951 0.151 0.361 0.069 31.066 Min MX 17 2002:1.095 DL -0.112 10.465 -5.001 -48.390 -0.256 0.887 Max MY 17 1931:DL+.45W 0.448 17.300 -0.035 -0.183 0.134 -4.863 Min MY 17 2006:0.506 DL: -0.052 4.835 -4.996 -48.361 -0.276 0.414 Max MZ 17 1908:DL+0.6W -1.130 18.387 -0.018 -0.105 0.030 59.963 Min MZ 17 1980:.6DL2+0.' 1 0.734 -1.213 0.003 0.015 0.026 -61.405 -I Puintlime/Date: 16105/2019 11:51 STAAD. Pro V81 (SELECTsenes 6) 20.07.11.33 Print Run 1 of 1 87 LPi 1 e .1 p6o LPile Plus for Windows, Version 6.0 (6.0.10) Analysis of Individual piles and Drilled shafts subjected to Lateral Loading using the p-y Method (c) 1985-2010 by Ensoft, Inc All Rights Reserved This program is licensed to: admin Rough Brothers Files Used for Analysis Path to file locations: S:\RBI solar\Design\2019 Jobs\1970041 - Bright Power-Bressi Ranch-CA\Engineering\Bressi Ranch Aisle Canopy\ Name of input data file: LPile.1p6d Name of output file: LPile.1p60 Name of plot output file: LPile.1p6p Name of runtime file: LPile.1p6r -------------------------------------------------------------------------------- Date and Time of Analysis -------------------------------------------------------------------------------- Date: May 16, 2019 Time: 13:16:41 -------------------------------------------------------------------------------- Problem Title -------------------------------------------------------------------------------- Project Name: Bressi Ranch Aisle Canopy Job Number: 1970041 Client: BPI Power Engineer: Loveth N Description: Page 1 88 LPile.1p60 -------------------------------------------------------------------------------- Program Options -------------------------------------------------------------------------------- Units used - US Customary Units: pounds, inches, feet Basic Program Options: This analysis computes nonlinear bending stiffness and nominal Moment Capacity with Pile Response Computed Using Nonlinear El Computation Options: - Only internally-generated p-y curves used in analysis - Analysis does not use p-y multipliers (individual pile or shaft action only) - Analysis assumes no shear resistance at pile tip - Analysis for fixed-length pile or shaft only - No computation of foundation stiffness matrix elements - output pile response for full length of pile - Analysis assumes no soil movements acting on pile - No p-y curves to be computed and output for user-specified depths Solution Control Parameters: - Number of pile increments = 100 - Maximum number of iterations allowed = 100 - Deflection tolerance for convergence = 1.0000E-05 in - Maximum allowable deflection = 100.0000 in Pile Response Output Options: - values of pile-head deflection, bending moment, shear force, and soil reaction are printed for full length of pile. - Printing Increment (nodal spacing of output points) = 1 -------------------------------------------------------------------------------- Pile Structural Properties and Geometry -------------------------------------------------------------------------------- Total Number of Sections = Total Pile Length = 12.00 ft Depth of ground surface below top of pile = 4.00 ft Slope angle of ground surface = 0.00 deg. Pile dimensions used for p-y curve computations defined using 2 points. p-y curves are computed using values of pile diameter interpolated over the length of the pile. Point Depth Pile X Diameter ft in 1 0.00000 30.0000000 2 12.000000 30.0000000 Input Structural Properties: ---------------------------- Section No. 1: Page 2 89 Section Type Section Length Section Diameter LPile.1p60 =Drilled shaft (Bored Pile) - 12.000 ft 30.000 in -------------------------------------------------------------------------------- Ground Slope and Pile Batter Angles -------------------------------------------------------------------------------- Ground Slope Angle = 0.000 degrees = 0.000 radians Pile Batter Angle = 0.000 degrees = 0.000 radians -------------------------------------------------------------------------------- soil and Rock Layering Information -------------------------------------------------------------------------------- The soil profile is modelled using 2 layers Layer 1 is sand, p-y criteria by Reese et al., 1974 Distance from top of pile to top of layer = 4.000 ft Distance from top of pile to bottom of layer = 6.000 ft p-y subgrade modulus k for top of soil layer = 60.000 lbs/in**3 p-y subgrade modulus k for bottom of layer = 60.000 lbs/in**3 Layer 2 is sand, p-y criteria by Reese et al., 1974 Distance from top of pile to top of layer = 6.000 ft Distance from top of pile to bottom of layer = 12.000 ft p-y subgrade modulus k for top of soil layer = 100.000 lbs/in**3 p-y subgrade modulus k for bottom of layer = 100.000 lbs/in**3 (Depth of lowest layer extends 0.00 ft below pile tip) -------------------------------------------------------------------------------- Effective Unit weight of Soil vs. Depth -------------------------------------------------------------------------------- Effective unit weight of soil with depth defined using 4 points Point Depth X Eff. Unit weight No. ft pcf 1 4.00 125.00000 2 6.00 125.00000 3 6.00 135.00000 4 12.00 135.00000 -------------------------------------------------------------------------------- summary of soil Properties -------------------------------------------------------------------------------- Page 3 90 LPi1e.lp6o Layer Soil Type Depth Eff. Unit Cohesion Friction qu RQD Epsilon 50 kpy Rock Emass krm Test Type Test Prop. Elas. Subgr. Num. (p-y Curve Criteria) ft wt., pcf psf Ang., deg. psi percent pci pci psi 1 sand (Reese, et al.) 4.000 125.000 -- 30.000 -- -- -- 60.000 -- -- 6.000 125.000 -- 30.000 -- -- -- 60.000 -- -- 2 Sand (Reese, et al.) 6.000 135.000 -- 33.000 -- -- -- 100.000 -- -- -- -- -- 12.000 135.000 -- 33.000 -- -- -- 100.000 -- -- -------------------------------------------------------------------------------- Loading Type -------------------------------------------------------------------------------- p-y criteria for static loading was used for all analyses. -------------------------------------------------------------------------------- Pile-head Loading and Pile-head Fixity Conditions -------------------------------------------------------------------------------- Number of loads specified = 12 Load Load Condition 1 No. Type 1 1 V = 5625.000 lbs 2 1 V = 5787.000 lbs 3 1 V = 1145.000 lbs 4 1 V = 1067.000 lbs 5 1 V = 388.000 lbs 6 1 V = 5001.000 lbs 7 1 V = 388.000 lbs 8 1 V = 5001.000 lbs 9 1 V = 448.000 lbs 10 1 V = 4996.000 lbs 11 1 V = 1130.000 lbs 12 1 V = 734.000 lbs Condition 2 Axial Thrust Force, lbs M = 658620.000 in-lbs 4846.000 M = 674064.000 in-lbs 10459.000 M = 320228.000 in-lbs 30049.000 M = 129084.000 in-lbs -4347.000 M = 372817.000 in-lbs 18951.000 M = 580778.000 in-lbs 10465.000 M = 372817.000 in-lbs 18951.000 M = 580778.000 in-lbs 10465.000 M = 58397.000 in-lbs 17300.000 M = 580353.000 in-lbs 4835.000 M = 719557.000 in-lbs 18387.000 M = 736860.000 in-lbs -1213.000 -------------------------------------------------------------------------------- Computations of Nominal Moment Capacity and Nonlinear Bending Stiffness -------------------------------------------------------------------------------- Axial thrust values were determined from pile-head loading conditions Page 4 91 Number of Sections = 1 LPile.1p60 Section No. 1: Dimensions and Properties of Drilled Shaft: Length of Section = 144.00000000 in Shaft Diameter = 30.00000000 in Concrete Cover Thickness = 3.00000000 in Number of Reinforcing Bars = 9 bars Yield Stress of Reinforcing Bars = 60.00000000 ksi Modulus of Elasticity of Reinforcing Bars = 29000. ksi Gross Area of Shaft = 706.85834706 sq. in. Total Area of Reinforcing Steel = 3.96000000 sq. in. Area Ratio of Steel Reinforcement = 0.56 percent Nom. Axial Structural Capacity = 0.85 Fc Ac + Fy As = 2627.454 kips Tensile Load for Cracking of Concrete = -305.591 kips Nominal Axial Tensile Capacity = -237.600 kips Reinforcing Bar Dimensions and Positions Used in Computations: Bar Bar Diam. Bar Area X V Number inches sq. in. inches inches 1 0.75000 0.44000 11.62500 0.00000 2 0.75000 0.44000 8.90527 7.47241 3 0.75000 0.44000 2.01866 11.44839 4 0.75000 0.44000 -5.81250 10.06755 5 0.75000 0.44000 -10.92393 3.97598 6 0.75000 0.44000 -10.92393 -3.97598 7 0.75000 0.44000 -5.81250 -10.06755 8 0.75000 0.44000 2.01866 -11.44839 9 0.75000 0.44000 8.90527 -7.47241 Concrete Properties: Compressive Strength of Concrete = 4.0000000 ksi Modulus of Elasticity of Concrete = 3604.9965326 ksi Modulus of Rupture of Concrete = -0.4743416 ksi Compression Strain at Peak Stress = 0.0018863 Tensile Strain at Fracture = -0.0001154 Maximum Coarse Aggregate Size = 0.7500000 in Number of Axial Thrust Force Values Determined from Pile-head Loadings = 10 Number Axial Thrust Force kips 1 -4.347 2 -1.213 3 4.835 4 4.846 5 10.459 6 10.465 7 17.300 8 18.387 9 18.951 10 30.049 Page 5 92 LPile.1p60 Maximum shear force = -16089. lbs Depth of maximum bending moment = 59.0400000 inches below pile head Depth of maximum shear force = 113.7600000 inches below pile head Number of iterations = 14 Number of zero deflection points = 1 Summary of Pile Response(s) --------------------------- Definitions of Pile-Head Loading Conditions: Load Type Load 1 = Shear, lbs, and Load 2 = Moment, in-lbs Load Type Load 1 = Shear, lbs, and Load 2 = Slope, radians Load Type Load 1 = Shear, lbs, and Load 2 = Rotational Stiffness, in-lbs/radian Load Type Load 1 = Top Deflection, inches, and Load 2 = Moment, in-lbs Load Type Load 1 = Top Deflection, inches, and Load 2 = Slope, radians Load Load Condition 1 Condition 2 Axial Pile-Head Maximum Maximum Pile-Head Case Type v(lbs) or in-lb, rad., Load Deflection Moment Shear Rotation No. No. y(inches) or in-lb/rad. lbs inches in-lbs lbs radians 1 1 V = 5625.0000 M = 658620. 4846.00000000 1.67482080 1032137. -26400. 0.00000000 2 1 V = 5787.0000 M = 674064. 10459. 1.84484186 1064919. -27519. 0.00000000 3 1 v = 1145.0000 M = 320228. 30049. 0.26591208 392949. -8286.0546 0.00000000 4 1 V = 1067.0000 M = 129084. -4347.00000000 0.14455701 196172. -4253.7075 0.00000000 5 1 V = 388.0000 M = 372817. 18951. 0.24375956 396512. -7975.0067 0.00000000 6 1 V = 5001.0000 M = 580778. 10465. 1.22060967 916104. -22976. 0.00000000 7 1 V = 388.0000 M = 372817. 18951. 0.24375956 396512. -7975.0067 0.00000000 8 1 V = 5001.0000 M = 580778. 10465. 1.22060967 916104. -22976. 0.00000000 9 1 V = 448.0000 M = 58397. 17300. 0.06407010 87226. -1899.9740 0.00000000 10 1 V = 4996.0000 M = 580353. 4835.00000000 1.19411955 911101. -22721. 0.00000000 11 1 V = 1130.0000 M = 719557. 18387. 0.58987087 790324. -16924. 0.00000000 12 1 V = 734.0000 M = 736860. -1213.00000000 0.53655500 777327. -16089. 0.00000000 The analysis ended normally. Page 95 93 Lateral Deflection vs. Depth 0 2 a) 0 10 12 Deflection, in. 0 0.5 1 1.5 Hill A' -.- .......---..- .... Loading Case I IT Loading Case 2 Loading Case 3 --- - ---------- Loading Case 4 Loading Case 5 El ........................ Loading Case 6 - Loading Case 7 El ............Loading Case 8 Loading Case 9 F Loading Case 10 LPiIe 6, (c) 2010 by Ensoft, Inc. 94 Bending Moment vs. Depth Bending Moment, kips-in. 500 III 1111 '. -- ----------- TiIIII1IIIIIIIi ii I.... F; ................Loading Case 1 F; Loading Case 2 F; ................Loading Case 3 F: ............Loading Case 4 F; ................Loading Case 5 F; ............Loading Case 6 Loading Case 7 Loading Case 8 F; ....Loading Case 9 F; Loading Case 10 LPiIe 6, (c) 2010 by Ensoft, Inc. 1,000 95 Shear Force vs. Depth Shear Force, kips -20 -10 0 I I ..---I- .................................................. I I IiZIIiiiiiIIIiI --- - - L I ' \ Loading Case I Loading Case 2 Loading Case 3 Fl ................Loading Case 4 Fl ................Loading Case 5 Loading Case 6 Loading Case 7 Loading Case 8 Loading Case 9 F Loading Case 10 LPiIe 6, (c) 2010 by Ensoft, Inc. 96 RBI Solar Inc. JOB TITLE Bressi Ranch Aisle Canopy 5513 Vine St. BPI Power Cincinnati, OH 45217 JOB NO. 1970041 SHEET NO. 513-242-0311 CALCULATEDBY __LN DATE 5/16/2019 CHECKED BY DATE Tie Transverse Reinforcement of Pier Design 30 D, (in.) Pier Diameter 4 V. (ksi) Concrete 28 Day Strength 60 f, (ksi) Steel Rebar Yield Stress D Seismic Design Category (This design applies to all Seismic Categories) # 5 Bar Size Desired, Mm. #3 for < = 20' Pier, #4 for above 20" per IBC 1810.3.9.4.2 # 6 Vertical Reinforcement Bar Size Per IBC 1810.3.9.4 exception #4, only top 3 feet of pier need be heavily reinforced for seismic loads (Cat. A - D) Volumetric ratio of transverse reinforcement to core volume of concrete being restrained Mm. Ps = 0.12*fdf (ACI Eq. 21-3 & IBC 1810.3.9.4.2.1) I Ps = 0.0080 Or Mm. Ps =.5*[0.45(Ag/Ac 1)fhlfy] (ACI Eq. 10-5) -Not Required per IBC 1810.3.2.1.2 I p=N/A I where A9 = 706.85775 ifl = 452.38896 (based on 3" cover over reinforcement cage) Concrete Core Volume in top 3' of Pier Vol,,,= 16286.0026 in;' Req. Tie Volume = Max. p * Vol., = 130.288 in #5 0.31 inA2 Req. Tie Bar Length in top 3' of Pier = 35.02 ft = Req. Vol I Bar area Circumference of (1) cage diameter = 6.28 ft # Tie Spaces Required in top 3' of Pier = 6 = Req. Length / Circumference Spacing of Ties to Meet IBC 1810.3.9.4.1 or .2 Spacing from # required= 6.00 inches Max. Spacing required from IBC 1810.3.9.4.1 or .2: a) 1/4 of mm. member dimension = 7.5 inches b) 6 x diameter of long, reinforcement = c) sx = 4+(14-hxI3) = Therefore Max. Spacing required = 7.50 inches 97 RB! Solar Inc. JOB TITLE Bressi Ranch Aisle Canopy 5513 Vine St. BPI Power Cincinnati, OH 45217 JOB NO. 1970041 SHEET NO. 513-242-0311 CALCULATED BY LN DATE 5/16/2019 CHECKED BY 0 DATE Final Design Summary of Tie Transverse Reinforcement in top 3' of Pier Tie spacing through the remainder of the pier (based on IBC 181 0.3.9.4.1 or .2): Minimum of: a) 12 x long, bar diameter = 9.0 inches b) 1/2 of pier diameter = 15.0 inches C) 12 inches = 12.0 inches Ties shall form a complete circle per ACI 7.10.5.3 with ends of circular ties lap spliced to form complete circle, no less than: 1.3* 'd =111 40 linches 98 RBI Solar Inc. JOB TITLE Bressi Ranch Aisle Canopy 5513 Vine St. BPI Power Cincinnati, 01-145217 JOB NO.1970041 SHEET NO. 513-242-0311 CALCULATED BY IN DATE ######## CHECKED BY 0 DATE Bearing Check of Pier on Combined Soil 1. End Bearing Capacity At Pier Point Tip Inputs Sand Layer Soil at tip of Pier 33 phi,frictionangle in bearing layer at pier tip (degrees) 3I(feet), Fill Layer Depth (top layer of soil ignored in calcs) Top Most Soil Layer (other than fill) - Layer 1 Note: Make last 3 (feet), Layer Depth, d1 layer equal to 206 (Ib/ft2) c, Cohesion of Layer 1 bottom of pier 30 4, Friction Angle elevation (in No Is Layer in Water Table? other words, make length of Next Soil Layer Down - Layer 2 pier equal to 6 (feet), Layer Depth, d2 total length of 500 (1b/ft2) c, Cohesion of Layer 2 fill and layer .33 42, Friction Angle depths (-- if clay) No Is Layer in Water Table? NextSoilLayer Down - Layer 3 0 I(feet), Layer Depth, d3 (lb/ft) c, Cohesion of Layer 3 4, Friction Angle Is Layer in Water Table? Next SoilLayer Down - Layer 4 0 (feet), Layer Depth, d4 0 (lb/ft2) c, Cohesion of Layer 4 O 4, Friction Angle No Is Layer in Water Table? NextSoilLayer Down - Layer 0 (feet), Layer Depth, d5 O (Ib/ft2) c, Cohesion of Layer 5 0 4, Friction Angle No Is Layer in Water Table? 125 fri - unit weight of Layer 1 135 172 - unit weight of Layer 2 I_0 - unit weight of Layer 3 I_0y4 - unit weight of Layer 4 I_0y5 - unit weight of Layers 99 RBI Solar Inc. JOB TITLE Bressi Ranch Aisle Canopy 5513 Vine St. BPI Power Cincinnati, OH 45217 JOB NO. 1970041 SHEET NO. 513-242-0311 CALCULATED BY IN DATE ######## CHECKED BY 0 DATE I Output I Allowable Bearing Capacity from End Bearing + Skin Friction Per Geotech Pier Diameter = 2.5 ft Pier Length below grade = 9.0 ft Allowable Bearing Capacity= 76 IKips Compression Load on Pier from Canopy Reaction Compression Load = I 30.049 Ikips Factor of Safety (F.O.S.) Determination F.O.S. =1 2.529 I Result 100 RBI Solar Inc. JOB TITLE Bressi Ranch Aisle Canopy 5513 Vine St. BPI Power Cincinnati, 01-1 45217 JOB NO. 1970041 SHEET NO. 513-242-0311 CALCULATED BY IN DATE ######## CHECKED BY 0 DATE Uplift Check of Pier Weight of Vertical Reinforcement Weight = 0.155 kips 1 L based on .284 lb/in3 density of typical steel Weight of Ties Weight = 0.106 kips Weight of Concrete Weight = 8.756 kips I based on 150 lb/ft3 density of typical concrete Total Weight of Pier Components Weight = 9.017 kips Skin Friction Resistance to Uplift Resisting Force = 9.425 kips Final Resistance to Uplift Force Final Resistance = 18.442 kips Uplift Force from Service Loads Uplift = 4.347 kips Factor of Safety Against Uplift F.O.S. = 4.242 IBC 1810.3.3.1.5, minimum uplift Factor of Safety from wind or seismic = 2.0 Result QJ l 101 + +My Hx Nomenclature "FOOTINGS.xl? Program Version 3.0 RECTANGULAR SPREAD FOOTING ANALYSIS For Assumed Rigid Footing with from 1 108 Piers Subjected to Uniaxial or Biaxial Eccentricity Job Number:l 1970041 Footing Length, L = 9.000 ft. Footing Width, B = 9.000 ft. Footing Thickness, T = - 2.000 ft. Concrete Unit Wt., yc = - 0.145 kcf Soil Depth, 0 = 0.000 - ft. Soil Unit Wt., ys = 0.125 - kcf Pass. Press. Coef., Kp = 3.000 Coef. of Base Friction, Uniform Surcharge, Q = 0.000 ksf Pier/Loading Data: Number of Piers =1 1 I Pier #1 Xp (ft.) = 0.000 Vp (ft.) = 0.000 Lpx (ft.) = 3.000 Lpy (ft.) = 3.000 h (ft.) = 0.000 Pz (k) = 1.21 Hx (k) = 0.73 Hy (k) = 0.00 Mx (ft-k) My (ft-k) -Y -I - x FOOTING PLAN I of 2 5/16/2019 1:40 PM 102 "FOOTINGS.xls" Program Version 3.0 sults: Nomenclature for Biaxial Eccentricity: Case 1: For 3 Corners in Bearing tal Resultant Load and Eccentricities: (Dist. x> L and Dist. y> B) M=r -22.28 Ikips F' 01st. x ex =1 2.82 Ift. (> L/6) Prnax - ey =1_0.00 I JBrg. Ly erturningCheck. EMrx = N.A. tt-kips EMox = N.A. ft.kjps FS(ot)x FUPn r eof u z r ero Dist.y = 11745.000 = (>= i.e) EMry 105.71 ft.kjps _______ gL ee EMoy = 68.33 ft-kips FS(ot)y= 1.547 (>=1.5) Case 2: For 2 Corners in Bearing iding_Check (Dist. x> L and Dist. y <= B) Dist.x Frict(x) = 7.80 kips Pmax FS(slid)x = 19.819 (> 1.5) Brg. Lyl Pass(x) =.6.75 Passive(y) = 6.75 .kips kips Frict(y) = 7.80 kips Dist. y FS(slid)y = 4848.983 (>= 1.5) Brg. Ly2 )lift Check: ofzero. Ikips pressure EPz(down) =1.-23 EPz(uplift) I_1__Ikips FS(uplift) = 19.3651(>= 1.5) - 01st. x Dist. y Brg. Lx Brg. Ly %Brg. Area Biaxial Case Pmax(netl =_Pmax(gross)(DiT)*ys Pmax(net) =1_0.732Iksf Case3: For 2 Corners in Bearing (Dist. x <= L and Dist. y> B) Pmax - 01st. y Case4: For 1 Corner in Bearing - (Dist. x <= L and Dist. y <= B) 01st. x Brg. Lx Pmax 01st. y J Brg. Ly Line of zero pressure 20f2 5/16/2019 1:40 PM 103 P1 = 0.982 ksf P2 = 0.982 ksf P3 = 0.000 ksf P4 = 0.000 ksf Ir- P3=0 K ' P2=0.982 ksf B 134=0kst L P1=0.982kst CORNERPRESSURES JOB TITLE Bressi Ranch Aisle canopy - BPI Power 0 JOB NO.1970041 SHEET NO.________________ PU CALCULATEDBy ' DATE 5/16/19 RBIS ____________ CHECKED BY DATE Spread Footing Foundation Design Inputs 9 (ft) L, Footing Width, Mm. 1' per IBC 1809.4 I 36 I (in) Base Plate Depth (ft) B, Footing Length _________ (large dimension) (in) d, Top of footing to Rebar Distance, Mm. 6" I 36. 1(m) Base Plate Width (ksi) f ' -28 Day Compressive Strength of Concrete (small dimension) (ksf) q1 -Allowable Gross Bearing Pressure of Soil 0 I() H, embedment of (ksf / ft) - Lateral Bearing of Soil footing Friction Coefficient of Soil 0.12 I(k/ft3) ye, density of soil Column Size 1# Columns I 0 1(n) Spacing of Columns (if> 1 Column) Applied to Footing per Column Service Loads Applied to Footing per Column (k), P Vert. Load (+ for bearing, 0 uplift) (k) Vertical Load (Bearing input pos. value) M48.39 (k) Vertical Load (Uplift input pos. value) (k-ft), Mx Applied Moment (k-ft), Mx Applied Moment (k-ft), M Applied Moment 9 19 4 2 0.2 0.4 18 x 6 1 Factored Loads 48.382 8.182 102.422 Outputs 1. Spread Footing Properties Weight of Footing = 24.30 kips where 7concmte =15 k/ft3 (typical) Area of Footing , A= 81.00 ftA2 l,= LB/ 12 = 546.75ftM l,= L 3 B / 12 = 546.75ft"4 c=B/2= 4.50 feet c=L/2= 4.50 ft 2a. Bearing on Soil Check (Based on Service Loads) 2b. Overturning Under Uplift (B Dir.) net = qallowable gross qoverburden Result q overburden = d*.15k/tt3 (footing weight) + H(y) (soil weight) q overburden = 0.238 ksf qgross = 2.000 ksf 2c. Overturning Under Uplift (L Dir.) Result IP q (x) = 0.978 ksf q5 = 0.821 ksf q5 < qnet Result IIQIi qtotai = 0.756 ksf 3. Sliding of Foundation Check H=M/h= 11.38 kips Vf (hor.)= 2.85 kips resistance V1 (vert.)= 19.35 kips resistance Total Vf = 22.20 kips resistance Applied Shear V = 8.30 kips Result 104 JOB TITLE Bressi Ranch Aisle Canopy BPI Power RBI SOLAR JOB NO. CALCULATED BY CHECKED BY 1970041 SHEET NO.______ LN DATE 5/16/19 0 DATE Spread Footing Foundation Design Continued Punching Shear Check (ACI 11.11.2.1) Note: Ignoring capacity of V (conservative) - no shear reinforcement required per 11.4.6.1 a Ovr = vXjb0 d , (smallest of ACI Eq. 11-31 thru 11-33) where X = 1.0 for normal weight concrete v = smallest of: 2 per ACI 11.11.3.1 (2+4/f3) = 3.2222 13 = 1 (ad/b0 +2) = 10.837 b0 = 86 in, perimeter of OVc = 195.808 kips punch area where 4) = 0.75 for shear V = 48.382 kips = q(Lx - A0) where A0 = 3.194 ; where qu from below V <4)V? Result where x = 2.583 feet Wide Beam Shear (ACI 11.2) Note: Ignoring capacity of V (conservative) - no shear reinforcement required per 11.4.6.1a = 2X IFT I bw d , (ACI Eq. 11-3) where X = 1.0 for normal weight concrete = 245.899 kips where 4) = 0.75 for shear Vux 9.6316 kips=qLx where x= 1.79167 feet ; where qu from below Bearing on Footing Underneath Base Plate (ACI 10.14) V <4)V? Result I:.•.•I OPu = 4)0.85f'A1p where 1 <13 <2 0.65 J3 IA2/A1 OPu = 6739.2 kips Max- Pfactored = 48.382 kips Pfactored <4)P? Result MOment and Reinforcement Design Rebar Grade : 60 Ify =1 60 Iksi 7A. Bending about strong axis of column under downward bearing load (B Dimension Direction) Critical Section is between face of column and edge of steel base plate per ACI 15.4.2 (c) x = (13/2-Col Space/2) - critical section location x= 3.38 ft q = 0.59731 ksf = faod / Area of footing 105 iT771:r RBO SOLAR JOB TITLE Bressi Ranch Aisle Canopy BPI Power JOB NO.1970041 SHEET NO.______ CALCULATED BY LN DATE 5/16/19 CHECKED BY 0 DATE 7A. Bending about strong axis of column under downward bearing load (B Dimension Direction) M = qu X y dL + Mfaored = 133 ft-kips = 1596.5 in-kips Plimit = 0.0181 = 0•850 * 3/8 = 46.9152 in , A, for concrete Prnin = 0.0018 (ACI 7.12.2.1 as referred to by ACI 10.5.4) Min As req = 4.666 inz Find A by initially assuming X = .ld = 2.4 inches As = M / 4) f(d-X) A= 1.369 in' Ac = fA / 0.85 f' A= 24.15 in Thickness of area A: t = 0.2236 inches Cross section of footing I .. L(aiven) 7 \Ac\\ d h - 0 O NV o reinforcement Locating the centroid of the compression region ?=t12= 0.1118 inches Mn =As fy (dA)= 1961.8 in-kips OM, = -9Mn = 1765.6 in-kips As,new = A (M/OM) = 1.2376 ifl p = A / Ld = 0.00048 <rho minimum Final p = 0.00180 Pfinai < Pumh therefore et >= 0.005, 4) = 0.9 A, final = 3.694 Use (9;) #6 bars (bottom layer in B direction) Total Area = 4.0 inchesA2 Total Weight = 114.90 lb Result IQici Solving for dimension h in the cross section of the footing depicted above h = d + 1.5 db + 3" cover h= 23.13 inches 106 "U ,,ItI3hi li .t ,iIli • • JOB TITLE Bressi Ranch Aisle Canopy BPI Power JOB NO.1970041 SHEET NO._______ CALCULATED BY BPI Power DATE5/16/19 CHECKED BY 1970041 DATE Bending about strong axis of column under downward bearing load continued Development length of reinforcement (ACI 12.2.2) Id = 61.664 db for #7 bar or larger for: normal weight concrete ld = 49.332 db for #6 bar or smaller <12" of concrete below reinforce layer I Straight I Ends not epoxy coated Grade 60 Steel Id = 36.9986 in. = 3.0832 feet Distance from critical section to edge of footing - cover = 3.125 feet Sufficient Development length to remain within the available footing length from critical section to edge of footing - cover? Result IOI:I Spacing of reinforcement: (9) #6 bars Evenly Spaced at: 12.75 inches For Bottom Layer to handle downward bearing Bending about weak axis of column under downward bearing load (L Dimension Direction) Critical Section is between face of column and edge of steel base plate per ACI 15.4.2 (c) x = B/2 - critical section location x= 3.63 ft qu = 0.59731 ksf = Pfactod / Area of footing M = q x y dL + Mfaored = 104.5 ft-kips = 1253.8 in-kips Plimit = 0.0181 = 0.8513 f'Jf * 3/8 = 46.9152 in , As for concrete Pmin = 0.0018 (ACI 7.12.2.1 as referred to by ACI 10.5.4) Mm A req = 4.666 in Cross section of footing b Find As by initially assuming ? =.1d = 2.4 inches As = M / f(d-X) As = 1.075 in Ac = fA / 0.85 f' = 18.97 in Thickness of area A: t= 0.1756 inches reinforcement h 107 4 JOB TITLE Bressi Ranch Aisle Canopy BPl Power JOB NO.1970041 SHEET NO.______ CALCULATED BY 0 DATE5/16/19 CHECKED BY 0 DATE 7B. Bending about weak axis of column under downward bearing load (L Dimension Direction) Locating the centroid of the compression region =t/2= 0.0878 inches M = A f, (d - A) = 1542.2 in-kips Wn = .91VI = 1388 in-kips As new = As (MJ41M) = 0.971 in2 p = A5 / Bd = 0.00037 <rho minimum Final p = 0.0018 Pfinai < Aimn therefore e1 >= 0.005, 41 = 0.9 A5, final = 3.694 in Use (9) # 6 bars —> (bottom layer in B direction) Total Area = 4.0 inchesA2 Total Weight = 114.90 lb Result Solving for dimension h in the cross section of the footing depicted above h = d + 1.5db+ 3" cover h = 23.13 inches Development length of reinforcement (ACI 12.2.2) ld = 61.664 db for #7 bar or larger for: normal weight concrete Id = 49.332 db for #6 bar or smaller <12" of concrete below reinforce layer r Straight I Ends not epoxy coated Grade 60 Steel Id = 36.9986 in. = 3.0832 feet Distance from critical section to edge of footing - cover = 3.375 feet Sufficient Development length to remain within the available footing length from critical section to edge of footing - cover? Result IQKI 7B1. Moment transfer of Base Plate Column to Foundation (ACI 11.11.7) = 41Vd(b0d)(ACl Eq. 11-38) 41v=I 94.87 Ipsi VU = VU/AC + YVMUCAB / Jc (ACI R11.11.7.2) yv =.4 vu =27.76_Ipsi ;r1'1[I 108 r7ri..7 'JOB TITLE Bressi Ranch Aisle Canopy ,1 4 BPI Power JOB NO.1970041 SHEET NO._________________ CALCULATED BY 0 DATE .5/16/19 R B II SOLAR CHECKED BY 0 DATE________________ Bending about weak axis of column under downward bearing load (L Dimension Direction) Reinforcement parallel to short dimension of mat (distributed as prescribed below) per ACI 15.4.4.2 steel = 1/2 A2 steel = A1 steel= 1/2 A2 I ______________ I' 108.0 inches Ny le L 13= 108.0 inches = B/L= 1 A1 =2/(+1)= 1 in . A = A - A1 = 2.9600 in Center A1 - (3) # 6 bars Not used since weak Ends A2 .- (6) # 6 bars axis bending reinforcement is also designed For Bottom Layer to handle downward bearing Bending about strong axis of column under uplift load (B Dimension Direction) For Top Reinforcement Layer to Handle Uplift Critical Section is between face of column and edge of steel base plate per ACI 15.4.2 (c) x = (13/2-Col Space/2) - critical section location x= 3.38 ft qu = 0.19899 ksf = Pfactored / Area of footing - Weight of footing M = q x y dL + Mfactored = 112.6 ft-kips= 1351.5 in-kips Piirnit = 0.0181 = 0.8513i f•jf * 3/8 = 46.9152 in , A, for concrete Prnin = 0.0018 (ACI 7.12.2.1 as referred to by ACI 10.5.4) Mm A req = 4.666 in 109 JOB TITLE Bressi Ranch Aisle Canopy BPI Power JOB NO. 1970041 SHEET NO.______ CALCULATED BY 0 DATE 5/16/19 CHECKED BY 0 DATE 7C. Bending about strong axis of column under uplift load (B Dimension Direction) Cross section of footing L (given) jeinforce Find A5 by initially assuming X = .1 d = 2.4 inches 000 As = M /4) f(d-X) As 1.159 in' A =f /085f' C yAs C Ac = 20.45 in' Thickness of area A: ______ t= 0.1893 inches h Locating the centroid of the compression region =1/2 = 0.0947 inches M=Af(d-X)= 1661.9 in-kips = .9Mg = 1495.7 in-kips As new = A (M/+M) = 1.0469 in2 p = As / Ld = 0.00040 > rho minimum Final p = 0.00180 Pfinai <Piirnit therefore e1 >= 0.005, 4) = 0.9 As, final = 3.694 in Use (9) #6 bars -> (bottom layer in B direction) Total Area = 4.0 inchesA2 Total Weight = 114.90 lb Result IOJI Solving for dimension h in the cross section of the footing depicted above h = d + 1.5 db + 3" cover h = 23.13 inches Development length of reinforcement (ACI 12.2.2) ld = 61.664 db for #7 bar or larger for: normal weight concrete Id = 49.332_db for #6 bar or smaller <12" of concrete below reinforce layer r Straight I Ends not epoxy coated Grade 60 Steel Id = 36.9986 in. = 3.0832 feet 110 RB SOLAR JOB TITLE Bressi Ranch Aisle Canopy BPI Power JOB NO.1970041 SHEET NO._______ CALCULATED BY 0 DATE5/16/19 CHECKED BY 0 DATE Bending about strong axis of column under uplift load (B Dimension Direction) Distance from critical section to edge of footing - cover = 3.1250 feet Sufficient Development length to remain within the available footing.length from critical section to edge of footing - cover? Result ItOK..1 Spacing of reinforcement: (9) #6 bars Evenly Spaced at: 12.75 inches For Top Layer to handle uplift Bending about weak axis of column under uplift load (L Dimension Direction) Critical Section is between face of column and edge of steel base plate per ACI 15.4.2 (c) x = B/2 - critical section location x= 3.63 ft q = 0.19899 ksf = Pfactored / Area of footing - Weight of Footing M = q x y dL + Mfactored = 80.93 ft-kips = 971.12 in-kips Piimlt = 0.0181 = 0.853 f'df * 3/8 = 46.9152 in , A, for concrete, Prnin = 0.0018 (ACI 7.12.2.1 as referred to by ACI 10.5.4) Mm A req = 4.666 ifl Cross section of footing L (given) rei Find A5 by initially assuming X = .1 d = 1.9 inches A. = M /4) f(d4) o o o A5 = 0.833 ifl Ac = fA5 / 0.85 f A= 14.69 in Thickness of area A: t= 0.136 inches _____ h Locating the centroid of the compression region X=t/2= 0.068 inches M=A5 f(d-X)= 1195.5 in-kips = .9M = 1076 in-kips 111 JOB TITLE Bressi Ranch Aisle Canopy BPI Power RBISOLAR JOB NO. CALCULATED BY CHECKED BY 1970041 SHEET NO.______ 0 DATE5/16/19 0 DATE 7D. Bending about weak axis of column under uplift load (L Dimension Direction) As,new = A (Mu/4)Mn) = 0.7515 ifl p = A / Bd = 0.00029 > rho minimum Final p = 0.0018 Prunal < Piimit therefore et >= 0.005, 4) = 0.9 Asnai = 3.694 ifl Use (9) # 6 bars --> (bottom layer in B direction) Total Area = 4.0 inchesA2 Total Weight = 114.90 lb Result IQL Solving for dimension h in the cross section of the footing depicted above h = d + 1.5 db + 3" cover h = 23.13 inches Development length of reinforcement (ACI 12.2.2) Id = 61.664 db for #7 bar or larger for: normal weight concrete ld = 49.332_db for #6 bar or smaller <12" of concrete below reinforce layer I Straight I Ends not epoxy coated Grade 60 Steel Id ='36.9986 in. = 3.0832 feet Distance from critical section to edge of footing - cover = 3.375 feet Sufficient Development length to remain within the available footing length from critical section to edge of footing - cover? Result IQKI Reinforcement parallel to short dimension of mat (distributed as prescribed below) 13 = B/L = 1 A1 =21(13+1)= 1 ifl A2 = A - A1 = 2.9600 in;! Center A1 - (3) # 6 bars Not used since weak Ends A2 - (6) #6 bars axis bending reinforcement is also designed For Top Layer to handle Uplift per ACI 15.4.4.2 112 JOB TITLE Bressi Ranch Aisle Canopy BPI Power Alf JOB NO. 1970041 SHEET NO. CALCULATED BY DATE 5/16/19 RB SOLAR CHECKED BY 3.125 DATE Summary of Spread Footing Supporting One Single Column I 9.00ft Top View - I 0 0 Footing Thickness 9.00 ft 1 EJ0 I 24.000inches I • I 4.50 ft Mm. 12" per IBC 1809.4 i< Frost Issues per !BC 1809.5: 4.50 ft 1. Thickness aoes below frost line, or.- Bottom Layer of Reinforcement 2. Construct to ASCE 32, or: 3. Footing is on solid rock Rebar 16 Grade 60 Steel 11i!Z; U) Straight —EndsT — — — _ _ - - - - — — — - lu_I Straight Ends # 6 bars evenly spaced parallel to long foot dimension - Note: Min spacing - Max (db or 1") AC! 7.6.1 Max spacing =3 x thick or 18" AC! 7.6.5 21.000 inches . . E-24.000 inches 3 inch cover below layer and on ends Top Layer of Reinforcement Grade Rebar 16 60 Steel tti;z. U] Straight—Ends i1 ___.. ....__._ -- lu_I. Straight Ends # 6 bars evenly spaced parallel to long foot dimension Note: Min spacing - Max (db or 19 AC! 7.6.1 Max spacing =3 x thick or 18" AC! 7.6.5 21.000 inc • • • • • W W W U '24.000 inches 3 inch cover above layer and on ends 113 JOB TITLE Bressi Ranch Aisle Canopy. BPI Power JOB NO.1970041 SHEET NO. R A 92 CALCULATED BY LN DATE 5/16/2019 CHECKED BY DATE___________ Concrete Pier Design Based on AC! 318 & IBC Input Data Pier Dimensions & ASD Loads for Soils Calcs 30 0, (in.) Pier Diameter 3 L, (ft) Pier Length 30.49 PLc, (kips) ASD Compressive Axial Load (Not> 89 kip or 40 tons) 4.347 P ' (kips) ASD Uplift Axial Load (Input positive value) 61.05 M, (ft-k) ASD Moment Load 5.8 V, (kips) ASD Shear Load 9.6 (kips) Total Dead Vertical Load from Supported Column 4 f', (ksi) Concrete 28 Day Strength 60 f, (ksi) Steel Rebar Yield Stress 502938.53 pM, (lb-in) Design Cracking Moment (IBC 1810.3.9.1) Yes Pier Reinforcement Required ? (IBC 181 0.3.9.2) 0.005 p, Reinforce Ratio (0.0025<p<0.08 - IBC 1810.3.9.4.1 & 2) 1 Lateral Reinforcement Type (1 - Ties, 2 - Spiral) D Seismic Design Category 2 (ft) Top Soil Layer Excluded from Frictional Calcs (Usually 2') 6 (in.) Least Dimension of Column Supported by Pier Factored Loads for Concrete Design 48.382 P, (kips) Comp Axial 8.182 Puw, (kips) Uplift Axial 102.422 M1, (ft-k) Moment 8.3 V 1, (kips) Shear Output 1. Miscellaneous Checks Factors of Safety (FOS) Required Uplift Capacity FOS = 2 if uplift from wind or seismic per IBC 1810.3.3.1.5 if required by design Load Bearing Cap. FOS = 2 per IBC 1810.3.3.1.7, however allowable bearing is used, FOS = 1 Lateral Load FOS = 2 per IBC 1810.3.3.2 for 1 inch movement Dimensions of Deep Foundation Elements per IBC 1810.3.5.2 ___ Mm. Pier Diameter for uncased cast-in place pier = 12 inches I 01(1 114 Pier Length/Diameter not> 30 Mm. Concrete 28 Day Compressive Strength Required per IBC Table 1808.8.1 f', req. = 2.5 ksi Mm. Concrete Cover for Reinforcement 2.5 inches per IBC Table 1808.8.2 7 7771.7-7 JOB TITLE Bressi Ranch Aisle Canopy JOB NO. SHEET NO. RBI SOLAR CALCULATED BY DATE 5/16/2019 CHECKED BY DATE 3. Pier Concrete & Reinforcement Design _________ Pier Reinforcement Required per IBC? Ves .I Longitudinal Reinforcement Determination OK req. = 3.53 in Mm. p required = 0.005 Try 9 qty. of # 6 bars E (Mm. 4 Bars)I_OK 3.96 in Total Rebar Wt. = 27.036 lbs. I'_1 Spacing = 9.425 in. perACi 7.6 based on 3" cover Mm. Long. Reinforcement Length = 2.5 feet B. Transverse Reinforcement Determination Refer to following sections for design 115 Design of Tie Transverse Reinforcement in top 3' of Pier Tie spacing through the remainder of the pier (based on IBC 1810.3.9.4.1 or .2): Minimum of: a) 12 x long, bar diameter = 9.0 inches b) 1/2 of pier diameter = 0.0 inches c) 12 inche 12.0 inches JOB TITLE Bressi Ranch Aisle Canopy r"t t,LC, JOB NO. SHEET NO. A CALCULATED BY DATE 5/16/2019 ___________ FIDL JLM fl CHECKED BY DATE C. Pier Design Check Have a circular pier with reinforcement, this is equivalent to a reduced rectangular column using Whitney's Method. 116 D 4.00 Q 0 0 = 1598 - [ 2 24 Ag/0.8h = 29.452 h = 30 Now finding Column/Pier Interaction Diagram for Equivalent Rectangular Column for Combined Axial Load and Bending: Cl. Graph Point #1: Given: 9 qty. of # 6 bars f' (ksi) = 4 f (ksi) = 60 Wn =00[.85f'.(A9-Aj+fyA t]where $= 0.7 Pn = 535 kips = 0.8 Note: °.3'C used per 4Mn = 0 k-ft for tied column !BC Table 18 10.3.2.6 C2. Graph Point #2: Assume moment arm is from top of rectang. column to bottom row of reinforcement Determine balance point, Cb d= 19.992 E=0.003 = fJE = .00207 cb / 0.003 = 19.992 /(.003+.00207) Cb= 11.830 inches Strain of the steel: = (cb - 4.008 /cb) E1= 0.00198 Stress in steel: = E * 5s1 = 57.5234 ksi compression Compute forces in the column: 117 C = 0.85fbP 1c = 302 kips C 1 = A., (f.,-.85f',) = 107 kips JOB TITLE Bressi Ranch Aisle Canopy I JOB NO. SHEET NO. BI fl A fi CALCULATED BY DATE 5/16/2019 CHECKED BY DATE Compute forces in the column: T = fs*As = 114 kips 4P = 4(C + C1 - Ts) = 207 kips Compute the moment about the center: M = Cr - a/2) + C1(h/2 - d1) + T(d3 - h12) M= 323 k-ft 4M= 226 k-ft e=M/P= 13.11 inches C3. Graph Point #3: Assume c = d from Graph Point #2 Strain of the steel: = (c - 4.008 Ic) 6,= 0.003 Stress in steel: = E * 8s1 = 60 ksi compression Compute forces in the column: C=0.85f'bP jc= 511 kips C1 = A 1(f 1-.85V) = 112 kips Compute forces in the column: _fS*As= 0 kips - ' 118 OP. = + Cs1 - Ts = 436 kips Compute the moment about the center: M = C(hI2 - a/2) + C1(h/2 -d1) + T(d3 - h12) M= 224 k-ft 0M= 168 k-ft e = M/P = 4.62 inches Graph Point #4: Max. Tension in Pier 4P = co*As*fy = -166 kips 4M= 0 k-ft JOB TITLE Bressi Ranch Aisle Canopy JOB NO. SHEET NO. RBI SOLAR CALCULATED BY DATE 5/16/2019 CHECKED BY DATE Graph Point #5: Assume c = 6.6640 inches Strain of the steel: co = (c - 4.008 Ic) s= 0.0012 Stress in steel: = E * 5s1 = 34.67 ksi compression Compute forces in the column: C.= 0.85Vbf 1c = 170 -kips C 1 = As, (f 1-.85f) = 62 kips Compute forces in the column: 119 T, —_ ',*As — - 119 kips V. = +(C + C1 - T = 79 kips Compute the moment about the center: M = Cr - a/2) + C51(h12 - d1) + T5(d3 - h/2) M= 250 k-ft 4,M = 175 k-ft e = MIP = 26.52 inches C6. Graph Point #6: Assume c = 13.3279 inches Strain of the steel: 9,1 = (c - 4.008 Ic) s = 0.0021 Stress in steel: fsj = E * = 60.00 ksi compression Compute forces in the column: C = 0.85f'bj3 1c = 340 kips C51 = A51 (f51-.85f) = 112 kips Compute forces in the column: 's —' _fs*AS = 119 kips 4P = (C + C81 - T5) = 234 kips JOB TITLE Bressi Ranch Aisle Canopy JOB NO. SHEET NO. R Bi SO LAR CALCULATED BY DATE 511612019 CHECKED BY DATE 120 Graph Point #6 Continued Compute the moment about the center: M = C(hI2 - a/2) + C1(hI2 - d1) + 15(d3 - h/2) M= 333 k-ft 4M = 250 k-ft e=M/P= 12.85 inches Graph Point #7: Assume c = 14.5504 inches Strain of the steel: si = (c - 4.008 Ic) F. 0.00217 Stress in steel: 'Si = E5 * = 60.00 ksi compression Compute forces in the column: Cc = 0.85f',bp 1c = 372 kips C 1 = A51(f51-.85f) = 112 kips Compute forces in the column: 1S — _ 1S *A - 119 kips W. = $(C + C1 - IS) = 255 kips Compute the moment about the center: M = Cc - a/2) + C51 (h12 - d1) + T5(d3 - h/2) M= 334 k-ft pM= 250 k-ft e=M/P= 11.77 inches Graph Point #8: Assume c =17.2707 inches Strain of the steel: = (c - 4.008 /c) s= 0.0023 121 Stress in steel: = E * = 60.00 ksi compression L.L'' .,.4 JOB TITLE Bressi Ranch Aisle Canopy $ / ' 'v, ;ini;.LtT777 JOB NO. SHEET NO. RBI -. . CALCULATED BY DATE 5/16/2019 'AR' CHECKED BY DATE C8. Graph Point #8 Continued Compute forces in the column: Cc = 0.85fbP 1c = 441 kips C1 = A 1(f 1-.85f) = 112 kips Compute forces in the column: Ts fs*As 119 kips = 4(C + C1 - T) = 304 kips Compute the moment about the center: M = C(h/2 - a/2) + C1(h/2 - d1) + T(d3 - h/2) M= 325 k-ft 4M = 244 k-ft e = M/P = '9.62 inches Enough Points are now generated to create Interaction Diagram: Summary Point c (in) W. Wn e (in) 1 - 535 0 0 122 2 _19.99 436 168 4.62 3 17.27 304 244 9.62 4 14.55 255 250 11.77 5 13.33 234 250 12.85 6 _11.83 207 238 13.11 7 6.66 79 219 26.52 8 0 -208 0 - Interaction Diagram 600 500 >' 400 - Envelope VP (k) 100 - 0—a-- Applied Factored Load -100 2 30 -200 . -300 coM (k-ft) Is Applied Factored Load within Envelope? Yes I Pier is: OK I 123 Joining Upper 30" Pier Top with Lower 24" Thick Mat Foundation in Ground ACI 15.8.1.1 -bearing stress does not exceed f'= 3.094 ksi (ACI 10.14) for either upper or lower pier OK by inspection, no contact surface if it is a single pour for both pier diameter and mat, Also compression reinforcement will take a portion of this bearing per ACI 15.8.1.2. A quick Hilti finite element analysis shows compression region with a max. concrete compression = approx. 1673 psi < 3094 psi, OK .75*.85*4*706.9 in = 1802 kips > 28.027 kips compression, OK ACI 15.8.2.1 - minimum reinforcement ratio of upper pier bars through to lower mat shall be 0.005 and is included in the pier calculations. For 30" diameter pier, have (9) #6 bars = 0.56%> 0.005, OK ACI 15.8.1.2 & 12.2.2 - (9) #6's into lower pier, have 71.02 kips tension in #6 rebar (worst) With headed end. Per ACI 12.6.2: Idt = (0.016efy/SQ(f'c)db = 13.66 inches, say 13.75" ACI 12.3.1 - Development length of hooked #6 bars in compression = larger [0.02ff / SQ(f')]dt, = 14.23" Or 0.0003fy*db = 13.5" Final embedment of upper #6 bar cage into lower mat foundation = 14.25 inches ACI 15.8.1.3 - reinforcement into lower pier shall satisfy ACI 12.17 if transferring moments into lower mat portion Is not a splice joint defined in 12.17 Not a true mechanical joint Portion is end bearing splice type governed by #1 above. S. ACI 15.8.1.4 -Section 11.6 shall be used to design for lateral force transfer Maximum Shear across any segment of pier = 5.8 kips (from STAAD reaction) From ACI 11.6.4, V = (12*.44 in2)*60000 psi*(0.6*1) = 190 kips OVn = 0.75 190 kips = 142.56 kips > 5.8 kips (Va), OK 124 UPDATE REPORT AND CHANGE OF GEOTECHNICAL ENGINEER OF RECORD BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA PREPARED FOR SHEA HOMES SAN DIEGO, CALIFORNIA CBC20I9-0206 2622 GATEWAY RD BRESSI RETAIL: 56.16 KW CARPORT PV SYSTEM W 144 MODS I, 2132621900 5/1/2019 CBC20I 9O2O6 GEOCON INCORPORATED GEOTECHNICAL • ENVIRONMENTAL. Project No. G2108-32-01 April 24, 2017 MATERIALS Shea Homes 9990 Mesa Rim Road San Diego, California 92121 Attention: Mr. Greg Ponce Subject: UPDATE REPORT AND CHANGE OF GEOTECHNICAL ENGINEER OF RECORD BRESSI RANCH; LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA Dear Mr. Ponce: In accordance with your request, and our Proposal No. No. LG-1 7084, dated March 2, 2017, we have prepared this correspondence to document that Geocon Incorporated will accept the role of Geotechnical Engineer of Record for the subject project. As part of this acceptance, we have reviewed the following document and plan. .A 1. Geotechnical Update Investigation, Lots 29 to 32 of Carlsbad Tract CT-02-15, Bressi Ranch, Carlsbad, California, prepared by Leighton & Associates, dated December 10, 2014. E- 2. Vesting Tentative Map, Uptown Bressi-Carlsbad, CA, Sheets C-i through C-7, prepared by Rick Engineering Company, (Revision No. 3), dated May 27, 2016. Based on our review of the referenced report, we are in general concurrence with the geological characterization and geotechnical recommendations provided by Leighton & Associates. However, some modifications and additional recommendations are provided herein that should be considered as an update to the referenced report dated December 10, 2014. Where the recommendations of this report conflict with those in Reference No. i, the recommendations contained herein shall take precedence. As part of our due diligence in accepting the role of engineer of record, Geocon performed a limited geotechnical investigation to evaluate the suitability of the existing fill embankment in the southwest corner of the pad and compression/expansion characteristics of the formational materials exposed across the majority of the lots. The field work consisted of performing nine hollow-stem borings (see Appendix A) and collecting bulk and ring samples for laboratory testing to evaluate the in-situ moisture-density, expansion and compression characteristics of the primary embankment, and expansion and consolidation/swell characteristics of the formational materials near finish grade (see Appendix B). The Geologic Map, Figure 1 depicts the proposed development, as-graded geologic conditions obtained from Reference No. 1 and the approximate locations of our exploratory borings and trenches 6960 Flanders Drive 0 San Diego, California 92121.2974 • Telephone 858.558.6900 U Fox 858.558.6159 by Leighton & Associates. Logs for the trench excavations performed by Leighton & Associates are presented in Appendix C. MODIFICATIONS AND RECOMMENDATIONS 1.0 General Recommendations The primarily geotechnical consideration for site development is the presence of "high" to "very high" expansive soils identified in the recent and previous studies on the site. In order to reduce the effects of soil expansion on the proposed improvements, special design and remedial grading recommendations will be necessary. It should be noted that incorporation of the recommendations herein will not eliminate the potential for impacts due to highly expansive soil, especially for lightweight improvements such as slabs-on grade, curb and gutter structures, etc. The upper two to three feet of soil/bedrock on the existing sheet graded pad contains "high" to "very high" expansive soils which have desiccated since the original pad grading. Based on the results of our laboratory testing, this material will require removal, moisture conditioning and compaction to reduce the potential for excessive swelling when wetted. In addition, bedrock areas exposed within the upper three feet of finish grade will require undercutting/processing and replacement to reduce the effects of the expansive soils. The remedial grading should consist of removing a minimum of 3 feet of soil below the existing sheet graded pad (in proposed fill areas) or proposed finish graded pad subsequent to fine grading. The resulting ground surface should be scarified, moisture conditioned to at least 3% above optimum moisture content and compacted to at least 90 percent relative compaction. Soil placed to achieve finish grade should be placed at a similar moisture content and relative compaction. Figure 2 presents a graphical representation of the proposed remedial grading recommendations. All grading should be performed in accordance with the attached Recommended Grading Specifications (Appendix D). All fill, including backfill and scarified ground surfaces, should be compacted to at least 90 percent of maximum dry density and a minimum of 3% above optimum moisture content, as determined in accordance with ASTM Test Procedure D1557. Fill materials below 3% optimum moisture content will require additional moisture conditioning prior to placing additional fill. Site preparation should begin with the removal of all deleterious material and vegetation. The existing on site soils are suitable for re-use as fill if free from vegetation, debris and other deleterious material. Exporting of the highly expansive soils is not necessary provided the client understands the inherent risks associated with placing expansive soils near finish grade. The recommendations provided herein assume that select grading to cap the finish pad surface will not be performed. Project No. G2108-32-01 -2 - April 24. 2017 Based on our subsurface exploration and laboratory testing, the existing previously placed fill is suitable for support of additional fill and/or structural loading provided the remedial grading described above is accomplished. Loose or soft accumulated soils within the temporary detention basins will need to be removed and compacted prior to filling the basin. Abandoned storm drain pipes associated with the temporary basin, if any, should be removed and the resulting excavation backfilled in accordance with the recommendations presented herein. Specific undercutting recommendations for cut/fill transition areas should be evaluated once the fine grading plan has been finalized. Undercuts of 5 feet recommended in Reference No. 1 will not be required with the exception of residential Building Nos. 5 through 7 to reduce the differential fill thickness. These areas should also be evaluated once the grading plan is finalized. 2.0 Seismic Design Criteria We used the computer program US. Seismic Design Maps, provided by the USGS. Table 2.1 summarizes site-specific design criteria obtained from the 2016 California Building Code (CBC; Based on the 2015 International Building Code [IBC] and ASCE 7-10), Chapter 16 Structural Design, Section 1613 Earthquake Loads. The short spectral response uses a period of 0.2 seconds. The values presented in Table 2.1 are for the risk-targeted maximum considered earthquake (MCER). Based on soil conditions and planned grading, the building should be designed using a Site Class D. We evaluated the Site Class based on the discussion in Section 1613.3.2 of the 2016 CBC and Table 20.3-1 of ASCE 7-10. TABLE 2.1 2016 CBC SEISMIC DESIGN PARAMETERS Parameter Value 2016 CBC Reference Site Class D Section 16 13.3.2 MCER Ground Motion Spectral I .039 Figure 1613.3.1(1) Response Acceleration - Class B (short), 5s MCER Ground Motion Spectral 0.403g Figure 1613.3.1(2) Response Acceleration - Class B (1 sec), S1 Site Coefficient, FA 1.084 Table 1613.3.3(1) Site Coefficient, Fv 1.597 Table 1613.3.3(2) Site Class Modified MCER Spectral 1.127g Section 1613.3.3 (Eqn 16-37) Response Acceleration (short), SMS Site Class Modified MCER Spectral Response Acceleration (1 sec), SMI 0.644g Section 1613.3.3 (Eqn 16-38) 5% Damped Design Spectral Response Acceleration (short), SDS 0.751g Section 1613.3.4 (Eqn 16-39) 5% Damped Design Spectral Response Acceleration (1 sec), S01 0.429g Section 1613.3.4 (Eqn 16-40) .1 Project No. G2108-32-01 - 3 - April 24, 2017 Table 2.2 presents additional seismic design parameters for projects located in Seismic Design Categories of D through F in accordance with ASCE 7-10 for the mapped maximum considered geometric mean (MCE0). TABLE 2.2 2016 CBC SITE ACCELERATION PARAMETERS Parameter Value, Site Class D ASCE 7-10 Reference Mapped MCE0 Peak Ground Acceleration, PGA 0.397g Figure 22-7 Site Coefficient, FPQA 1.103 Table 11.8-1 Site Class Modified MCEG Peak Ground Acceleration, PGAM 0.438g Section 11.8.3 (Eqn 11.8-1) Conformance to the criteria for seismic design does not constitute any guarantee or assurance that significant structural damage or ground failure will not occur in the event of a maximum level earthquake. The primary goal of seismic design is to protect life and not to avoid all damage, since such design may be economically prohibitive. 3.0 Foundation and Concrete Slab-On-Grade Recommendations The following foundation recommendations are for proposed one- to three-story commercial/residential structures. The foundation recommendations have been separated into four categories based on either the maximum and differential fill thickness or Expansion Index. The foundation category criteria are presented in Table 3.1. TABLE 3.1 FOUNDATION CATEGORY CRITERIA Foundation Category Maximum Fill Thickness, T (feet) Differential Fill Thickness, D (feet) Expansion Index (El) I T<20 -- Et50 II 20<r<50 10<D<20 50<EI90 111 T50 D20 90<E1130 Iv -- -- EI>130 Final foundation categories for each building or lot will be provided after finish pad grades have been achieved and laboratory testing of the finish grade soil has been completed. Table 3.2 presents minimum foundation and interior concrete slab design criteria for conventional foundation systems. Project No. G2108-32-01 -4- April 24.2017 TABLE 3.2 CONVENTIONAL FOUNDATION RECOMMENDATIONS BY CATEGORY Foundation Minimum Footing Continuous Footing Interior Slab Category Embedment Depth Reinforcement Reinforcement (inches) I 12 Two No. 4 bars, 6 x 6 - 10/10 welded wire one top and one bottom mesh at slab mid-point II 18 Four No. 4 bars, No. 3 bars at 24 inches on two top and two bottom center, both directions III 24 Four No. 5 bars, No. 3 bars at 18 inches on two top and two bottom center, both directions Note: Conventional foundations are not recommended for Foundation Category IV (see Table 3.3 for post- tension foundation recommendations for Category TV) The embedment depths presented in Table 3.2 should be measured from the lowest adjacent pad grade for both interior and exterior footings. The conventional foundations should have a minimum width of 12 inches and 24 inches for continuous and isolated footings, respectively. A typical wall/column footing detail is presented on Figure 3. The concrete slabs-on-grade should be a minimum of 4 inches thick for Foundation Categories I and H and 5 inches thick for Foundation Categories ifi and IV. The concrete slabs-on-grade should be underlain by 4 inches and 3 inches of clean sand for 4-inch thick and 5-inch-thick slabs, respectively. Slabs expected to receive moisture sensitive floor coverings or used to store moisture sensitive materials should be underlain by a vapor inhibitor covered with at least 2 inches of clean sand or crushed rock. If crushed rock will be used, the thickness of the vapor inhibitor should be at least 10 mil to prevent possible puncturing. As a substitute, the layer of clean sand (or crushed rock) beneath the vapor inhibitor recommended in the previous section can be omitted if a vapor inhibitor that meets or exceeds the requirements of ASTM £ 1745-97 (Class A), and that exhibits permeance not greater than 0.012 perm (measured in accordance with ASTM E 96-95) is used. This vapor inhibitor may be placed directly on properly compacted fill or formational materials. The vapor inhibitor should be installed in general conformance with ASTM E 1643-98 and the manufacturer's recommendations. Two inches of clean sand should then be placed on top of the vapor inhibitor to reduce the potential for differential curing, slab curl, and cracking. Floor coverings should be installed in accordance with the manufacturer's recommendations. As an alternative to the conventional foundation recommendations, consideration should be given to the use of p6st-tensioned concrete slab and foundation systems for the support of the proposed structures. The post-tensioned systems should be designed by a structural engineer experienced in post-tensioned slab design and design criteria of the Post-Tensioning Institute (PTI) DC 10.5-12 Project No. G2108-32-01 - 5 - April 24,2017 Standard Requirements for Design and Analysis of Shallow Post-Tensioned Concrete Foundations on Expansive Soils or WRI/CRSI Design of Slab-on-Ground Foundations, as required by the 2016 California Building Code (CBC Section 1808.6.2). Although this procedure was developed for expansive soil conditions, it can also be used to reduce the potential for foundation distress due to differential fill settlement. The post-tensioned design should incorporate the geotechnical parameters presented in Table 3.3 for the particular Foundation Category designated. The parameters presented in Table 3.3 are based on the guidelines presented in the PTI DC 10.5 design manual. TABLE 3.3 POST-TENSIONED FOUNDATION SYSTEM DESIGN PARAMETERS Post-Tensioning Institute (PTI), Third Edition Design Parameters Foundation Category I H III IV Thornthwaite Index -20 -20 -20 -20 Equilibrium Suction 3.9 3.9 3.9 3.9 Edge Lift Moisture Variation Distance, em (feet) 5.3 5.1 1 4.9 3.8 Edge Lift, yM (inches) 0.61 1.10 1.58 3.04 Center Lift Moisture Variation Distance, em (feet) 9.0 9.0 9.0 7.0 Center Lift, yM (inches) 0.30 0.47 0.66 1.07 Foundation systems for the lots that possess a foundation Category I and 'a "very low" expansion potential (expansion index of 20 or less) can be designed using the method described in Section 1808 of the 2016 CBC. If post-tensioned foundations are planned, an alternative, commonly accepted design method (other than PTI DC 10.5) can be used. However, the post-tensioned foundation system should be designed with a total and differential deflection of 1 inch. Geocon Incorporated should be contacted to review the plans and provide additional information, if necessary. The foundations for the post-tensioned slabs should be embedded in accordance with the recommendations of the structural engineer. If a post-tensioned mat foundation system is planned, the slab should possess a thickened edge with a minimum width of 12 inches and extend below the clean sand or crushed rock layer. If the structural engineer proposes a post-tensioned foundation design method other than PTI, Third Edition: The deflection criteria presented in Table 3.3 are still applicable. Interior stiffener beams should be used for Foundation Categories II through IV. The width of the perimeter foundations should be at least 12 inches. Project No. G2108-32-01 -6- April 24,2017 The perimeter footing embedment depths should be at least 12 inches, 18 inches, 24 inches, and 30 inches for foundation categories I, II, III, and IV, respectively. The embedment depths should be measured from the lowest adjacent pad grade. Our experience indicates post-tensioned slabs are susceptible to excessive edge lift, regardless of the underlying soil conditions. Placing reinforcing steel at the bottom of the perimeter footings and the interior stiffener beams may mitigate this potential. Current PTI design procedures primarily address the potential center lift of slabs but, because of the placement of the reinforcing tendons in the top of the slab, the resulting eccentricity after tensioning reduces the ability of the system to mitigate edge lift. The structural engineer should design the foundation system to reduce the potential of edge lift occurring for the proposed structures. During the construction of the post-tension foundation system, the concrete should be placed monolithically. Under no circumstances should cold joints be allowed to form betveen the footings/grade beams and the slab during the construction of the post-tension foundation system. Category I, II, Ill or lv foundations may be designed for an allowable soil bearing pressure of 2,000 pounds per square foot (psf) (dead plus live load). This bearing pressure may be increased by one-third for transient loads due to wind or seismic forces. Isolated footings, if present, should have the minimum embedment depth and width recommended for conventional foundations for a particular foundation category. The use of isolated footings, which are located beyond the perimeter of the building and support structural elements connected to the building, are not recommended for Categories III and IV. Where this condition cannot be avoided, the isolated footings should be connected to the building foundation system with grade beams. For Foundation Categories III and IV, consideration should be given to using interior stiffening beams and connecting isolated footings and/or increasing the slab thickness. In addition, consideration should be given to connecting patio slabs, which exceed 5 feet in width, to the building foundation to reduce the potential for future separation to occur. Special subgrade presaturation is not deemed necessary prior to placing concrete; however, it is imperative that the exposed foundation and slab subgrade soils be moisture conditioned regularly after grading and a moist condition is maintained until the concrete is placed. Additional testing/observation may be necessary to verify that the appropriate moisture content is being maintained. It is the responsibility of the client's project field management team to coordinate such testing/observation with Geocon representatives prior to concrete placement. Project No. G2108-32-01 -7- April 24,2017 Where buildings or other improvements are planned near the top of a slope steeper than 3:1 (horizontal:vertical), special foundations and/or design considerations are recommended due to the tendency for lateral soil movement to occur. For fill slopes less than 20 feet high, building footings should be deepened such that the bottom outside edge of the footing is at least 7 feet horizontally from the face of the slope. When located next to a descending 3:1 (horizontal:vertical) fill slope or steeper, the foundations should be extended to a depth where the minimum horizontal distance is equal to H13 (where H equals the vertical distance from the top of the fill slope to the base of the fill soil) with a minimum of 7 feet but need not exceed 40 feet. The horizontal distance is measured from the outer, deepest edge of the footing to the face of the slope. An acceptable alternative to deepening the footings would be the use of a post-tensioned slab and foundation system or increased footing and slab reinforcement. Specific design parameters or recommendations for either of these alternatives can be provided once the building location and fill slope geometry have been determined. If swimming pools are planned, Geocon Incorporated should be contacted for a review of specific site conditions. Swimming pools located within 7 feet of the top of cut or fill slopes are not recommended. Where such a condition cannot be avoided, the portion of the swimming pool wall within 7 feet of the slope face be designed assuming that the adjacent soil provides no lateral support. This recommendation applies to fill slopes up to 30 feet in height, and cut slopes regardless of height. For swimming pools located near the top of fill slopes greater than 30 feet in height, additional recommendations may be required and Geocon Incorporated should be contacted for a review of specific site conditions. Although other improvements, which are relatively rigid or brittle, such as concrete flatwork or masonry walls, may experience some distress if located near the top of a slope, it is generally not economical to mitigate this potential. It may be possible, however, to incorporate design measures, which would permit some lateral soil movement without causing extensive distress. Geocon Incorporated should be consulted for specific recommendations. The following recommendations apply to exterior flatwork where near surface soils are low to medium expansive (El less than 90). Exterior slabs not subjected to vehicular traffic should be a minimum of 4 inches thick and reinforced with 6 x 6-6/6 welded wire mesh. The mesh should be placed in the middle of the slab. Proper mesh positioning is critical to future performance of the slabs. The contractor should take extra measures to provide proper mesh placement. Prior to construction of slabs, the upper 12 inches of subgrade soils should be moisture conditioned at or slightly above optimum moisture content and compacted to at least 90 percent of the laboratory maximum dry density per ASTM 1557. Where highly expansive soils (El greater than 90) are present near finish grade, the following recommendations apply. Exterior slabs should be at least 5 inches thick and reinforced with No. 3 steel bars spaced 18 inches on center each direction positioned at the slab midpoint. Driveways should be constructed with a 6-inch deep slab edge (measured from the bottom of the slab). Slabs should be Project No. G2108-32-01 -8- April 24, 2017 doweled to the building foundation where they abut the stem wall. Sidewalks should be doweled to the curbs. Prior to construction of slabs, the upper 12 inches of subgrade soils should scarified and moisture conditioned to a minimum of 3% above optimum moisture content just prior to placing the concrete. Moisture conditioning should be observed and checked by a representative of Geocon Incorporated. Consideration should be given to adding concrete cut-off walls beneath exterior flatwork supported by highly expansive soils (El greater than 90). The cut-off walls are recommended where any water (e.g. landscape) may migrate laterally beneath the flatwork and cause adverse soil movement. The cut-off walls should be located along the perimeter of the concrete slab adjacent to landscaping areas and extend at least 6-inches into the soil subgrade. Concrete flatwork should be provided with crack control joints to reduce and/or control shrinkage cracking. Crack control spacing should be determined by the project structural engineer based upon the slab thickness and intended usage. Criteria of the American Concrete Institute (ACI) should be taken into consideration when establishing crack control spacing. A 4-inch-thick slab should have a maximum joint spacing of 10 feet. Subgrade soil for exterior slabs not subjected to vehicle loads should be compacted in accordance with criteria presented above prior to concrete placement. Subgrade soil should be properly compacted and the moisture content of subgrade soil should be checked prior to placing concrete. The recommendations of this report are intended to reduce the potential for cracking of slabs due to expansive soil (if present), differential settlement of existing soil or soil with varying thicknesses. However, even with the incorporation of the recommendations presented herein, foundations, stucco walls, and slabs-on-grade placed on such conditions may still exhibit some cracking due to soil movement and/or shrinkage. Periotic maintenance such as slab replacement and/or grinding of elevated slab margins may be necessary due to the highly expansive soils. The occurrence of concrete shrinkage cracks is independent of the supporting soil characteristics. Their occurrence may be reduced and/or controlled by limiting the slump of the concrete, proper concrete placement and curing, and by the placement of crack control joints at periodic intervals, in particular, where re-entrant slab corners occur. Geocon Incorporated should be consulted to provide additional design parameters as required by the structural engineer. 4.0 Retaining Walls and Lateral Loads Recommendations Retaining walls not restrained at the top and having a level backfill surface should be designed for an active soil pressure equivalent to the pressure exerted by a fluid with a density of 35 pounds per cubic Project No. G2108-32-01 -9 - April 24, 2017 foot (pcf). Where the backfill will be inclined at 2:1 (horizontal:vertical), an active soil pressure of 50 pcf is recommended. These soil pressures assume that the backfill materials within an area bounded by the wall and a 1:1 plane extending upward from the base of the wall possess an Expansion Index less than 50. Imported low expansion granular soil would be required. If moderately expansive soils (El greater than 50) are used for backfill, the active earth pressure would increase to 80 pcf for level backfill and 95 pcf for backfill inclined at 2:1 (horizontal:vertical). These soil pressures assume that the backfill materials within an area bounded by the wall and a 1:1 plane extending upward from the base of the wall possess an Expansion Index less than 130. Backfill material exhibiting an Expansion Index greater than 130 should not be used. Retaining walls shall be designed to ensure stability against overturning sliding, excessive foundation pressure and water uplift. Where a keyway is extended below the wall base with the intent to engage passive pressure and enhance sliding stability, it is not necessary to consider active pressure on the keyway. Where walls are restrained from movement at the top, an additional uniform pressure of 8H psf (where H equals the height of the retaining wall portion of the wall in feet) should be added to the active soil pressure where the wall possesses a height of 8 feet or less and 12H where the wall is greater than 8 feet. For retaining walls subject to vehicular loads within a horizontal distance equal to two-thirds the wall height, a surcharge equivalent to two feet of fill soil should be added (total unit weight of soil should be taken as 130 pcf). Soil contemplated for use as retaining wall backfill, including import materials, should be identified in the field prior to backfill. At that time Geocon Incorporated should obtain samples for laboratory testing to evaluate its suitability. Modified lateral earth pressures may be necessary if the backfill soil does not meet the required expansion index or shear strength. City or regional standard wall designs, if used, are based on a specific active lateral earth pressure and/or soil friction angle. In this regard, on- site soil to be used as backfill may or may not meet the values for standard wall designs. Geocon Incorporated should be consulted to assess the suitability of the on-site soil for use as wall backfill if standard wall designs will be used. Unrestrained walls will move laterally when backfilled and loading is applied. The amount of lateral deflection is dependent on the wall height, the type of soil used for backfill, and loads acting on the wall. The wall designer should provide appropriate lateral deflection quantities for planned retaining walls structures, if applicable. These lateral values should be considered when planning types of improvements above retaining wall structures. Project No. G2108-32-01 _10- April 24.2017 Retaining walls should be provided with a drainage system adequate to prevent the buildup of hydrostatic forces and should be waterproofed as required by the project architect. The use of drainage openings through the base of the wall (weep holes) is not recommended where the seepage could be a nuisance or otherwise adversely affect the property adjacent to the base of the wall. A typical retaining wall drainage detail is presented on Figure 4. If conditions different than those described are expected, or if specific drainage details are desired, Geocon Incorporated should be contacted for additional recommendations. In general, wall foundations having a minimum depth of 24 inches and width of 12 inches may be designed for an allowable soil bearing pressure of 2,000 psf. The recommended allowable soil bearing pressure may be increased by 300 psf and 500 psf for each additional foot of foundation width and depth, respectively, up to a maximum allowable soil bearing pressure of 4,000 psf. The proximity of the foundation to the top of a slope steeper than 3:1 could impact the allowable soil bearing pressure. Therefore, Geocon Incorporated should be consulted where such a condition is anticipated. As a minimum, wall footings should be deepened such that the bottom outside edge of the footing is at least seven feet from the face of slope when located adjacent and/or at the top of descending slopes. The structural engineer should determine the Seismic Design Category for the project in accordance with Section 1613.3.5 of the 2016 CBC or Section 11.6 of ASCE 7-10. For structures assigned to Seismic Design Category of D, E, or F, retaining walls that support more than 6 feet of backfill should be designed with seismic lateral pressure in accordance with Section 1803.5.12 of the 2016 CBC. The seismic load is dependent on the retained height where H is the height of the wall, in feet, and the calculated loads result in pounds per square foot (psf) exerted at the base of the wall and zero at the top of the wall. A seismic load of 21H should be used for design. We used the peak ground acceleration adjusted for Site Class effects, PGAM, of 0.438g calculated from ASCE 7-10 Section 11.8.3 and applied a pseudo-static coefficient of 0.33. For resistance to lateral loads, a passive earth pressure equivalent to a fluid density of 300 pcf is recommended for footings or shear keys poured neat against properly compacted granular fill soils or undisturbed formational materials. The passive pressure assumes a horizontal surface extending away from the base of the wall at least five feet or three times the surface generating the passive pressure, whichever is greater. The upper 12 inches of material not protected by floor slabs or pavement should not be included in the design for lateral resistance. An ultimate friction coefficient of 0.35 may be used for resistance to sliding between soil and concrete. This friction coefficient may be combined with the passive earth pressure when determining resistance to lateral loads. Project No. G2108-32-01 - 11 - April 24,2017 The recommendations presented above are generally applicable to the design of rigid concrete or masonry retaining walls having a maximum height of 12 feet. In the event that walls higher than 12 feet are planned, Geocon Incorporated should be consulted for additional recommendations. 5.0 Grading and Foundation Plan Review The geotechnical engineer and engineering geologist should review the grading and foundation plans prior to final City submittal to check their compliance with the recommendations of this report and to determine the need for additional comments, recommendations and/or analysis. Should you have any questions regarding this correspondence or desire additional information, please contact the undersigned. Very truly yours, GEOCON INCORPORATED Troy K. Trevor E. Myers iavid BD.vans CEG RCE 63773 / CEG 1860 OXAAL FES E. 4~ no O 44 yWL DAVID B. (e-mail) Addressee .0 t40.2408 EVANS NO. 1860 ENGINIONG CERTIFIED IV W EOWGIST ENGINEERING GEOLOGIST 0,:C F CA%.OFC Project No. G2108-32-01 -12 - April 24.2017 'S ' ,Iu.I,Itl• a S GEOCON (4 INCORPORATED GEOTECHNICALU ENVIRONMENTAL U MATERIALS 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121- 2974 PHONE 858 558-6900 - FAX 858 558-6159 RM I AML DSK/GTYPD BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA DATE 04-24-2017 PROJECT NO. G2108 - 32 - 01 1 FIG. 2 PROPOSED SHEET GRADE FINISH GRADE CUT FILL - ....ZONE REQUIRING REMEDIAL GRADING IN ACCORDANCE WITH SECTION 1 01 NO SCALE I REMEDIAL GRADING EXHIBIT Plotled 0442442047 11:09AM I B.RUBEN AGUILAR I Re Lecadon:Y:4PROJECTSG2108-32.01 (Bresot Ranoh$DETAtLSiRemedia1 GgE,MCot&FA.drg CONCRETE SLAB 44 A . PAOGRADE '' '... SAND AND VAPOR _,f \..: •Io.> RETARDER IN ACCORDANCE WITH AC! 1-- (L 2 ° I WIDTH 1: 444 7iS. ... ..4 .. SAND AND VAPORJ RETARDER IN ACCORDANCE WITH ACI c I J 1 4 4,__• 00 U• 1 i" f NZ FOOTING WIDTH *....SEE REPORT FOR FOUNDATION WIDTH AND DEPTH RECOMMENDATION NO SCALE I WALL / COLUMN FOOTING DIMENSION DETAIL I GEOCON INCORPORATED GEOTECHNICALU ENVIRONMENTAL. MATERIALS 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121-2974 PHONE 858 558-6900 - FAX 858 558-6159 RM / AML DSK/GTYPD BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA DATE 04-24-2017 1 PROJECT NO. G2108 - 32 - 01 1 FIG•3 Pottat04I24I20I7 10:2110 11 By:RUBEN AGUILAR I Fe YPROJECTS62I08420I (0,es5. Rand.)DETAILSWaU.Cdwm Fooling 0mon Data (COIFOOT2).dw CONCRETE PROPOSED BROWDITCH 1 RETAINING WALL '... I ,.... I GROUND SURFACE V TEMPORARY BACKCUT WATER PROOFING PER OSHA PER ARCHITECT 2/3H .a.4:.,.. -... -... MIRAFI 140N FILTER FABRIC (OR EQUIVALENT) -.. OPEN GRADED V MAX. AGGREGATE GROUND SURFACE FOOTING il'Zf 4 DIA. PERFORATED SCHEDULE 40 PVC PIPE EXTENDED TO APPROVED OUTLET 12 CONCRETE BROWDITCH GROUND SURFACE RETAINING WALL ' WATERPROOFING I - PER ARCHITECT DRAINAGE PANEL (MIRADRAIN 6000 I OR EQUIVALENT) 2/3 H - - 314 CRUSHED ROCK /(1 CU.FTJFT.) FILTER FABRIC PROPOSED - GRADE_\ ENVELOPE MIRAFI 140N OR - EQUIVALENT FOOTING] 'N. 4 DIA. SCHEDULE 40 _______ PERFORATED PVC PIPE OR TOTAL DRAIN EXTENDED TO APPROVED OUTLET NOTE: DRAIN SHOULD BE UNIFORMLY SLOPED TO GRAVITY OUTLET OR TO A SUMP WHERE WATER CAN BE REMOVED BY PUMPING CONCRETE GROUND SURFACE BROWDITCH RETAINING - 1 WALL WATERPROOFING - PER ARCHITECT 2/3 H - DRAINAGE PANEL (MIRADRAIN 6000 OR EQUIVALENT) 4 DIA. SCHEDULE 40 PROPOSED - PERFORATED PVC PIPE GRADE_\ - OR TOTAL DRAIN EXTENDED TO T F00T1NG1 APPROVED OUTLET NO SCALE I I TYPICAL RETAINING WALL DRAIN DETAIL I GEOCON 401), INCORPORATED GEOTECHNICAL• ENVIRONMENTAL U MATERIALS 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121-2974 PHONE 858 558-6900 - FAX 858 558-6159 RM I AML DSK/GTYPD BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA DATE 04-24-2017 PROJECT NO. G2108 - 32 - 01 1 FIG.4 Pltted:04242017 10:28AM I BY.RUBEN AGUILAR I File Local :Y2PR0J8CTS1G2108-32.OI (Bceaei Raftth)DETAlLSTypAal RalaiMng Wa! Dramage Detail (RWDDTA).dag APPENDIX APPENDIX A FIELD INVESTIGATION The field investigation was performed on March 20, 2017, and consisted of a visual site reconnaissance and advancing nine exploratory borings (Boring Nos. B-i through B-9) at various locations across the subject site. The approximate locations of the borings are shown on the Geologic Map, Figure 1. The small-diameter borings were performed by Baja Exploration and advanced to a maximum depth of 26 feet below existing grade using a CME- 95 rig equipped with 8-inch hollow-stem augers. Relatively undisturbed samples were obtained by driving a California split-spoon (CAL) sampler into the "undisturbed" soil mass. The CAL sampler was equipped with 1-inch by 2%-inch, brass sampler rings to facilitate removal and testing. Bulk samples were also collected. Logs of the borings depicting the soil and geologic conditions encountered and the depth at which samples were obtained are presented on Figures A-1 through A-9. The soils encountered in the excavations were visually classified and logged in general accordance with American Society for Testing and Materials (ASTM) practice for Description and Identification of Soils (Visual Manual Procedure D 2488). PROJECT NO. G2108-32-01 Ix BORING B I DEPTH < SOIL Z ! CO ' CO LU Z IN FEET SAMPLE NO. ..j 0 CLASS ELEV. (MSL.)408.5' DATE COMPLETED 03-20-2017 C3 q i... V)III 0 z III CO w. 20 EQUIPMENT CME 95 BY: T. REIST 0. MATERIAL DESCRIPTION ML PREVIOUSLY PLACED FILL (Qpf) Stiff, moist, gray and orange, fine, Sandy/Clayey SILT - 2 - BI-1 :: :.•: - 16 96.6 23.5 B1-2 -4- - - - BI-3 - 24 108.4 18.1 -6- -8- - 10 - BI-4 -. SC Medium dense, damp tomoist, orange, Clayey, fine to medium SAND with 61/11" 1053 16 - - concretions; blow counts not accurate due to concretions 9. -12- - 14 :•: -Becomes orange-brown and fine to coarse with some gravel B1-5 - 16 / ML - ---------------------------------- Very stiff, moist, gray, Clayey SILT * . 38 96.6 23.6 - -18 / - 20 -Contact observed at top of sample ML SANTIAGO FORMATION (Tsa) 35 102.2 22.1 - B1-6 • Very stiff, moist, gray with orange oxidation, fine, Sandy/Clayey - 22 : SILTSTONE - 24 BI-7 -Becomes hard and less clayey - 65 26 - BORING TERMINATED AT 26 FEET Groundwater not encountered Figure A-I, Log of Boring B I, Page I of I U SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL I]... STANDARD PENETRATION TEST U DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON PROJECT NO. G2108-32-01 BORING Uj . DEPTH >- < SOIL E ul U) Ir IN SAMPLE NO. _j o CLASS ELEV. (MSL.)411.5' DATE COMPLETED 03.20.2017 <0) -U) Z Lou z Ui FEET D 0 (USCS) U) 9 EQUIPMENT CME 95 BY: T. REIST a. - 0 MATERIAL DESCRIPTION - ML PREVIOUSLY PLACED FILL (Qpf) Very stiff, moist, light brown and orange, fine, Sandy to Clayey SILT - - 2 B24 :.:: . - 34 116.3 15.4 B2-2 .4. - B2-3 -Becomes hard, damp and brown to orange 51 116.9 10.0 -6 :...:.•: - - 8 :.: - _______ -Contact based on drill rig efficiency SM SANTIAGO FORMATION (Tsa) Dense, damp, yellowish brown, Silty, fine to coarse SANDSTONE - 10 1324 . - 46 BORING TERMINATED AT 11 FEET Groundwater not encountered Figure A-2, Log of Boring B 2, Page 1 of I U ... SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL LI ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE .. CHUNK SAMPLE .. WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. - GE000N PROJECT NO. G2108-32-01 BORING z.. >- DEPTh SAMPLE < SOIL >Ui- I- Z FEET 0 ELEV. (MSL.)409.5IN CLASS ' DATE COMPLETED 03-20-2017 Li Lo W EQUIPMENT CME 95 BY: T. REIST 0. MATERIAL DESCRIPTION - 0 CL PREVIOUSLY PLACED FILL (Qpf) - - :. . .•. Stiff, moist, brown, Sandy to Silty CLAY 2 - B34 -- - - SM Medium dense, moist, orange, Silty, fine to medium SAND 4 B3-2 ML Stiff, moist, orange and gray, Sandy/Clayey SILT 23 109.3 17.9 -6- - ---------------------------------- - 10 - B3-3 -- CL Very stiff, moist, brown and orange, Silty/Sandy CLAY with gravel; blow 62 104.3 17.5 - ... -. counts not accurate due to gravel - 12 - -14- - - B3-4 -- - - - - ML - ---------------------------------- Stiff, damp, brown and gray, fine Sandy/Clayey SILT 23 95.2 13.6 -16- - - A - 18 . . -Contact based on drill rig efficiency . .: ML SANTIAGO FORMATION (Tsa) - • . . Hard, damp to moist, gray, fine, Sandy SILTSTONE - 20 B3-5 . 71 BORING TERMINATED AT 21 FEET Groundwater not encountered Figure A-3, Log of Boring B 3, Page 1 of I SAMPLE SYMBOLS U ... SAMPLING UNSUCCESSFUL I] .:. STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) 19 DISTURBED OR BAG SAMPLE 50 ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON PROJECT NO. G2108-32-01 IX Ui BORING B 4 0 LU at DEPTH >- SOIL z u. u IN SAMPLE NO. ...j ELEV. (MSL.)411.5 DATE COMPLETED 03-20-2017 Z u LW FEET 0 (USCS) - o :i IX 0 EQUIPMENT CME 95 BY: T. REIST MATERIAL DESCRIPTION 0 - SM/SC SANTIAGO FORMATION (Tsa) - Dense, damp, orange-brown, Silty/Clayey, fine to medium SANDSTONE - 2 j - —Very ;jj. waxy — 40 99.9 25.9 B4-2 -Becomes hard below 3 feet 51 98.7 25.2 .4. B4-3 6- BORING TERMINATED AT 7 FEET Groundwater not encountered Figure A-4, Log of Boring B 4, Page 1 of I U SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST 0 ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE •.. CHUNK SAMPLE X ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GE000N PROJECT NO. G2108-32-01 IX BORING >- DEPTH SAMPLE < SOIL 0— Z C) (I) Z LL IX IN FEET NO. CLASS ELEV. (MSL.)414.5' DATE COMPLETED 03-20-2017 o 0 Lo LU ac EQUIPMENT CME 95 BY: T. REISTCD 0. MATERIAL DESCRIPTION 0 :•:: - SM SANTIAGO FORMATION (Tsa) Dense, damp, orange-brown, Silty, fine to medium SANDSTONE with 2 :-•:: cemented fossilferous beds B5-I ••L••L . ,-• o(:-} i - - ---------76 ;d orange, plastic to TO 2 1.4 ML Dense, damp, orange-brown, Clayey, fine SILTSTONE BS-2 BORING TERMINATED All FEET Groundwater not encountered Figure A-5, - Log of Boring B 5, Page 1 of I U ... SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL Ii ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE X... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GE000N PROJECT NO. 132108-32-01 BORING B 6 sw-. DEPTH < SOIL Z ! U' ZIJ. It IN FEET SAMPLE NO. .j CLASS ELEV. (MSL.)419 DATE COMPLETED 03-20-2017 - 0 (USCS) U' >- 0 z EQUIPMENT CME 95 BY: T. REIST 0. MATERIAL DESCRIPTION - ____ - SM SANTIAGO FORMATION (Tsa) . :••J: Dense, damp, orange-brown, Silty, fine to medium SANDSTONE 2 - -,'-J- --- --- 86-I SC Very dense, damp, orange-brown, Clayey, fine to coarse SANDSTONE; 121 116.6 14.5 B6-2 - ---------------------------------- cemented 113/9" 110.9 13.0 - B6-3 0 - CIJCH Hard, moist, dark green, highly plastic CLAYSTONE -6- BORING TERMINATED AT 7 FEET Groundwater not encountered Figure A-6, Log of Boring B 6, Page 1 of I U ... SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GE000N PROJECT NO. G2108-32-01 w BORING B7 .. o.Lu OR DEPTH >- SOIL — U. <o u - cc FEET SAMPLE NO. .j CLASS ELEV. (MSL.)423' DATE COMPLETED 03-20.2017 C3 EQUIPMENT CME 95 BY: T. REIST 0. Ix 0 MATERIAL DESCRIPTION 0 - SC SANTIAGO FORMATION (Tsa). • Dense, damp, dark gray to brown, Clayey, fine to medium SANDSTONE • B7-1 X: / 61 112.3 17.1 4 . CH Hard moist, very dark gray, highly plastic CLAYSTONE B7..2 6 11 BORING TERMINATED AT 7 FEET Groundwater not encountered Figure A-7, Log of Boring B 7, Page 1 of I SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE •.. WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON PROJECT NO. G2108-32-01 BORING . DEPTH < SOIL Z 0 It IN SAMPLE NO. O CLASS ELEV. (MSL.)420 DATE COMPLETED 03-20-2017 (I) WU Z FEET EQUIPMENT CME 95 BY: T. REIST MATERIAL DESCRIPTION 0 - ____ - SM SANTIAGO FORMATION (Tsa) . Dense, damp, orange-brown, Silty, fine to medium SANDSTONE 2 -Cemented fossilferous bed at 2 feet 100/3" B8-1 ML Hard, damp, dark gray, Clayey/fine, Sandy SILTSTONE with cemented 142/9" 119.4 13.6 4 . fossilferous beds - B8-2 BORING TERMINATED AT 7 FEET Groundwater not encountered Figure A-8, Log of Boring B 8, Page 1 of I SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL II... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED) IM DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON PROJECT NO. G2108-32-01 BORING DEPTH SAMPLE 8 SOIl. I— Z LL Cl) . Z LL cr IN NO. NO. Z CLASS ELEV. (MSL.)4W DATE COMPLETED 03-20.2017 C/) oz FEET 0 (USCS) ________ ____________ U,9 - EQUIPMENT CME 95 BY: T. REIST MATERIAL DESCRIPTION SM SANTIAGO FORMATION (Tsa) - :::F: Dense, damp, brown, Silty, fine to medium SANDSTONE - 2 - B9-I -. CLJCH Hard moist, pale green, highly plastic CLAYSTONE —65 103.4 22.3 B9-2 -Poor recovery at 3 feet - 86 -4- B9-3 -6- - BORING TERMINATED AT 7 FEET Groundwater not encountered Figure A-9, Log of Boring B 9, Page 1 of I SAMPLE SYMBOLS U ... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED) 19 DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON APPENDIX APPENDIX B LABORATORY TESTING Laboratory tests were performed in accordance with generally accepted test methods of the American Society for Testing and Materials (ASTM) or other suggested procedures. Selected bulk and ring samples were tested for their in-place dry density and moisture content, expansion index, and consolidation characteristics. The in-place dry density and moisture content results are indicated on the exploratory boring logs and the other laboratory test results are summarized on Table B-I and Figures B-i through B- 15. TABLE B-I SUMMARY OF LABORATORY EXPANSION INDEX TEST RESULTS ASTM D 4829 Sample No. Geologic Unit (Soil Class) Moisture Content Dry Density (pci) Expansion Index Before Test (%) After Test (%) B1-2 Qpf(ML) 12.5 24.9 102.3 74 134-3 Tsa (CL/CH) 13.4 32.5 97.8 140 135-2 Tsa (ML) 12.1 26.2 101.1 83 136-3 Tsa (CL/CH) 13.6 33.4 97.2 141 137-2 Tsa (CH) 14.1 39.6 95.5 210 B9-3 Tsa (CL/CH) 13.3 30.5 98.9 137 PROJECT NO. G2108-32-0I SAMPLE NO. BI-3 -10 -c -6 -4 z -2 0 -- Lu EIII liii _ _ C C 100 - APPLIED PRESSURE (ksf) Initial Dry Density (pcf) 107.0 Initial Saturation (%) 85.1 Initial Water Content (%) 17.6 Sample Saturated at (ksf) 4 CONSOLIDATION CURVE BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA )8-32.01.GPJ Figure B-I GEOCON PROJECT NO. G2108-32-01 SAMPLE NO. BI4 -10 -E -C -t z 0 - cr __ a. 4 C -- C 10 100 APPLIED PRESSURE (ksf) Initial Dry Density (pcf) 110.9 Initial Saturation (%) 85.3 Initial Water Content (%) 15.9 Sample Saturated at (ksf) .250 CONSOLIDATION CURVE BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA 08-32-01.GPJ Figure B-2 GEOCON PROJECT NO. G2108-32-01 SAMPLE NO. B3-3 -10 -c -6 -t z -2 -- zi o I- z w 0 2 w C 0.1 1 0 APPLIED PRESSURE (ksf) Initial Dry Density (pct) 116.5 1 tnitial Saturation (%) 84.9 Initial Water Content (%) 13.5 1 Sample Saturated at (ksf) 1.0 CONSOLIDATION CURVE BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA 32108-32-01.GPJ Figure B-3 GEOCON PROJECT NO. G2108-32-01 SAMPLE NO. B3-4 -10 -8 -6 -4 z -2 co iiiii 11111 4 6 2 10 ____ ____ 0.1 10 1 0 APPLIED PRESSURE (ksf) Initial Dry Density (pcf) 102.9 d I Initial Saturation (%) 57.1 Initial Water Content (%) 13.1 1 Sample Saturated at (ksf) 2.0 CONSOLIDATION CURVE BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA G2108-32.01.GPJ Figure B-4 GEOCON PROJECT NO. G2108-32-01 SAMPLE NO. B4-1 -10 -E -f z -2 ____ ------ ____ -- -• ____ - zi co i 4 a -- 181 1 10 100 APPLIED PRESSURE (ksf) Initial Dry Density (pcf) 99.9 Initial Saturation (%) 100 Initial Water Content (%) 25.9 Sample Saturated at (ksf) .250 CONSOLIDATION CURVE BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA 2108-32-01.GPJ Figure B-5 GE000N PROJECT NO. G2108-32-01 SAMPLE NO. B4-2 -10 -e __-- - --- __---- -6 -4 z 0 -J 0 U) z on I- z w 0 2 w 0. 6 -- 8 10 0.1 lu0 APPLIED PRESSURE (ksf) Initial Dry Density (pcf) 98.7 Initial Saturation (%) 98.4 Initial Water Content (%) 25.2 Sample Saturated at (ksf) .350 CONSOLIDATION CURVE BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA G2108-32.01.GPJ Figure B-6 GEOCON PROJECT NO. G2108-32-01 SAMPLE NO. B5-1 -10 -8 -6 -4 z 0 -J 0 cn lx 2- 101 1 0.1 1 10 100 APPLIED PRESSURE (ksf) Initial Dry Density (pcf) 104.4 Initial Saturation (%) 96.4 Initial Water Content (%) 21.4 Sample Saturated at (ksf) .250 CONSOLIDATION CURVE BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA 32108.32.01.GPJ Figure B-7 GEOCON PROJECT NO. G2108-32-01 SAMPLE NO. B5-IA -10 -E -c - z 0 - -J 0 a. 1 .1 APPLIED PRESSURE (ksf) Initial Dry Density (pcf) 103.1 Initial Saturation (%) 95.1 Initial Water Content (%) 21.8 1 Sample Saturated at (ksf) .750 CONSOLIDATION CURVE BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA G2108-32.O1.GPJ Figure B-8 GE000N PROJECT NO. G2108-32-01 SAMPLE NO. B6-1 -10 -C -C -4 -2 C - 0 I- z w 0 2 w 0 I C C 10 ___ ___ ___ 0.1 1 10 1 0 APPLIED PRESSURE (ksf) Initial Dry Density (pcf) 116.6 Initial Saturation (%) 91.1 Initial Water Content (%) 14.5 1 Sample Saturated at (ksf) .250 CONSOLIDATION CURVE BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA 02108-32.01.GPJ Figure B-9 GEOCON PROJECT NO. G2108-32-01 SAMPLE NO. 136-2 -10 - - -e -6 -4 z Q 2. -J 0 8 ---- __ 1 .1 100 APPLIED PRESSURE (ksf) Initial Dry Density (pcf) 110.9 Initial Saturation (%) 69.6 Initial Water Content (%) 13.0 Sample Saturated at (ksf) . .350 CONSOLIDATION CURVE BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA U08-32O1.GPJ Figure B-b GE000N PROJECT NO. G2108-32-01 SAMPLE NO. 137-1 —iG -8 -6 -4 z co I- z w 0 2 w 0 4 6 C 10 0.1 1 10 100 APPLIED PRESSURE (ksf) Initial Dry Density (pcf) 112.3 Initial Saturation (%) 95.3 Initial Water Content (%) 17.1I Sample Saturated at (ksf) .250 CONSOLIDATION CURVE BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA 2108-32-01.GPJ Figure B-i 1 GEOCON. PROJECT NO. G2108-32-01 SAMPLE NO. B8-1 -10 -e -c -t z -2 z 01 0 I- z w 0 2 w 0 t C -- e 10 _____ - - - - - _____ - - - - - - _____ - - - - - 0.1 1 10 100 APPLIED PRESSURE (ksf) Initial Dry Density (pcf) 119.4 Initial Saturation (%) 92.6 Initial Water Content (%) 13.6 Sample Saturated at (ksf) .250 CONSOLIDATION CURVE BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA ?108.32.O1.GPJ Figure B-12 GEOCON PROJECT NO. G2108-32-01 SAMPLE NO. B8-IA -10 -c -6 -4 z -2 zi co U I-. z w 0 2 w a. 4 6 -- C 10 ____ ____ 0.1 1 10 100 APPLIED PRESSURE (ksf) Initial Dry Density (pcf) 118.5 1 Initial Saturation (%) 89.0 Initial Water Content (%) 13.4 1 Sample Saturated at (ksf) .750 CONSOLIDATION CURVE BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA G2108-32-01.GPJ Figure 8-13 GEOCON PROJECT NO. G2108-32-01 SAMPLE NO. 139-1 -10 -8 -6 -4 z 0 -J 0 Cl) 0—______----- 0 I—z w 2 w a- 4 6 8 10 ____ 0.1 - 100 APPLIED PRESSURE (ksf) Initial Dry Density (pcf) 103.4 Initial Saturation (%) . 97.9 Initial Water Content (%) 22.3 Sample Saturated at (ksf) .10 CONSOLIDATION CURVE BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA 210842-01.GPJ Figure B-14 GEOCON PROJECT NO. G2108-32-01 SAMPLE NO. B9-IA -10 -8 -6 -4 z -2 C o I— z w 0 2 w a- 4 -- C 1 .1 1 10 APPLIED PRESSURE (ksf) Initial Dry Density (pcf) 133.4 Initial Saturation (%) 86.2 Initial Water Content (%) 7.9 Sample Saturated at (ksf) .75 CONSOLIDATION CURVE BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA G2108-32.O1.GPJ Figure B-15 GE000N APPENDIX APPENDIX C TRENCH LOGS FROM DECEMBER 10, 2004 REPORT BY LEIGHTON & ASSOCIATES FOR BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA PROJECT NO. G2108-32-01 LOG OF TRENCH: T-1 Project Name: Shea/Lots 29-32 Logged by:_ERRIMDJ ENGINEERING PROPERTIES Project Number: 10881 001 Elevation: AppronmateIy 4115 Feet Equipment: 4flF Rrkhre Location/Grid: (See rPntPr,.hn6ral Map PIte 1) Sample No. Moisture (%) Density (pci) GEOLOGIC DATE: 11/13/14 DESCRIPTION: GEOLOGIC ATTITUDES UNIT ARTIFICIALFILL (Afl At B-I @ 0-2': Silty SAND to sandy SILT: Orange-brown to light brown, dry to damp. ML! 0-2' loose to medium dense; rootlets upper 4" SM © 2'-11': Silty clayey SAND to sandy SILT: Orange-brown to brown, moist, medium dense; visible fill layers 3" thick, 6" thick clay chunks, increased clay at 6' Tsa 8-2 TERTIARY SANTIAGO FORMATION (Tsai SM 12' @ II'-I2': Silty SAND: Orange-brown, damp, medium dense to dense, mottled and weathered CL in I2'-13.5': Silty CLAY: Olive, damp, stiff GRAPHICAL REPRESENTATION: North Wall SCALE: 1"5' SURFACE SLOPE: TREND: ' - - I - - S - .1 - Total Depth = 13.5 Feet No Ground Water Encountered LOG OF TRENCH: T-2 Project Name: Shea/Lots 29-32 Logged by: ERBIMDJ ENGINEERING PROPERTIES Project Number: IORRI_001 Elevation: _Approximately 41A _Feet Equipment: 4flF_Renkhne_Location/Grid: (-qpa _nterhniI_ Map Plate_1) USCS Sample No. Moisture (%) Density (pcf) GEOLOGIC DATE: 11/13/14 DESCRIPTION: GEOLOGIC ATTITUDES UNIT ARTIFICIAL FILL (Af) Af B-i © © 0-11': Silty SAND to sandy SILT: Dry to moist, orange-brown to light SM! 0-4' brown, upper 3' dry and loose, 4-6" clay layer. at 4' ML B-2 4'-ll' GRAPHICAL REPRESENTATION: North Wall SCALE: 1"5' SURFACE SLOPE: TREND: - . 4 - - - S • - p - S. dt JiJ Total Depth =11 Feet No Ground Water Encountered 2ackf111ed: 11113114 LOG OF TRENCH: T__11 Project Name: Shea/Lots 29-32 Logged by: ERBIMDJ ENGINEERING PROPERTIES Project Number: 10881 001 Elevation: _Approximately _413_Feet Equipment: ARCIF Rar'khnc' Location/Grid: (See pntehniraI MapPIete 1) USCS Sample Moisture Density GEOLOGIC DATE: 11/13/14 DESCRIPTION: GEOLOGIC No. (%) (pcf) ATTITUDES UNIT TERTIARY SANTIAGO FORMATION (Tsa) Tsa B-I © 04: Sandy CLAY to sandy SILT: Orange-brown, dry to damp, loose to CL! 0-3' medium stiff; rootlet top 6" ML © 4'-6.5': Silty CLAY: Olive-gray, damp to moist, very stiff to hard; calcium- B-2 carbonate blebs concretion - © 4,5' GRAPHICAL REPRESENTATION: South Wall SCALE: 1"5' SURFACE SLOPE: 1*West TREND: - i cco Total Depth = 6.5 Feet No Ground Water Encountered Backillled: 11113114 LOG OF TRENCH: T-4 Project Name: Shea/Lots 29-32 Logged by:_ERBIMDJ ENGINEERING PROPERTIES Project Number: IORRI nfl Elevation: ApproximteIy 410 Feet USGS UNIT Sample No. Moisture (%) Density (pcf) Equipment: 4flF Rnnkhn' Location/Grid: (.4;pp_(antrhnirI_ Map _PIt _1) GEOLOGIC DATE: 11/13/14 DESCRIPTION: GEOLOGIC ATTITUDES TERTIARY SANTIAGO FORMATION (Tsa) Tsa B-i @0- @ 0-3.5': Silty CLAY: Olive-gray, dry to damp, fine to very fine grained, CL 3.5' rootlets top 6" desiccation throughout oxidation @ 3.5'-8': CLAY, Olive-gray, fine to very fine, moist, very stiff CL 8-2 @3.5'- 8' GRAPHICAL REPRESENTATION: West Wall SCALE: 1"5 SURFACE SLOPE: TREND: Total Depth = 8 Feet No Ground Water Encountered Backfihled: 11113114 LOG OF TRENCH: T-5 Project Name: Shea/Lots 29-32 Logged by:_ERBIMDJ ENGINEERING PROPERTIES Project Number. 108111-1711711 Elevation: Approximately 417 Feet Equipment: 4OF R:arkhnp Location/Grid: (e Ggantprhniral Map PIat 1) USCS Sample No Moisture (%) Density (pcf) GEOLOGIC DATE: 11/13/14 DESCRIPTION: GEOLOGIC ATTITUDES UNIT TERTIARY SANTIAGO FORMATION Mal Tsa B-I @ 0-2.5': Silty medium to coarse SAND:' Light orange-brown, damp, medium SM 0-2.5' dense to dense; cemented layer 1-1.5', top 8" to 12" loose, dry, desiccated, generally roots horizontal @ 25-4': Sandy SILT: Gray-brown, damp, stiff to very stiff; calcium- B-2 carbonate stringers 2.5'-4' @ 4': Cemented indurated fossiliferous bed, very difficult to excavate Cu ML Refusal at 4.2' Excavated 10 minutes GRAPHICAL REPRESENTATION: North Wall SCALE: 1=5' SURFACE SLOPE: TREND: -------. Total Depth 4 Feet No Ground Water Encountered Backfiiied: 11113114 LOG OF TRENCH: T-6 Project Name: Shea/lots 29-2 Logged by: ERB/MDJ ENGINEERING PROPERTIES Project Number: IORRI_flfll Elevation: _Appmximatly_4Th_Feet - Equipment: 4flF R;trkhnp Location/Grid: (SP (pnthnir'al Map Plata 1) USCS Sample No. Moisture (%) Density (pci) GEOLOGIC DATE: 11/13/14 DESCRIPTION: GEOLOGIC ATTITUDES UNIT TERTIARY SANTIAGO FORMATION (Tsa) Tsa B-i @ 0-2': Sandy clayey SILT: Olive brown, dry to damp, firm to stiff, yellow ML 0-2' limonite staining, desiccated top 16" © 2'-3.5': Silty SAND, Orange-brown, fossiliferous, damp to moist, medium SM dense to very dense, encountered refusal © 3.5'-4.5': Sandy clayey SILT: Olive-brown, moist, very stiff ML GRAPHICAL REPRESENTATION: North Wall SCALE: 1"5 SURFACE SLOPE: TREND: Total Depth = 4.5 Feet No Ground Water Encountered Backfilled: 11113114 LOG OF TRENCH: T-7 Project Name: She/Lots 29-32 Logged by: ERB/MDJ ENGINEERING PROPERTIES Project Number: IORRI_001 Elevation- Approximately 415Feet Equipment: 4flF_Rrkhne Location/Grid: Rpp_(PfltPthnir1l_ Map _Plt1) cs Sample No. Moisture (%) Density (pci) GEOLOGIC DATE: 11/13/14 DESCRIPTION: GEOLOGIC ATTITUDES UNIT TERTIARY SANTIAGO FORMATION(Tsa) Tsa @ 0-7': Silty SAND: Light gray to medium orange-gray, dry to moist, coarse to SM/ B-I fine grained, medium dense, oxidation layers throughout trench SP 0-7' GRAPHICAL REPRESENTATION: North Wall SCALE: 1"5' SURFACE SLOPE: TREND: . - a • , I • • • Pu - I 'V 0 Total Depth =7 Feet No Ground Water Encountered Backflfled: 11113114 LOG OF TRENCH: T-R Project Name: Shea/Lots 29-32 Logged by: ERB/MDJ ENGINEERING PROPERTIES Project Number: I088I_001 Elevation: Approximately 415 Feet uscs Sample No. Moisture (%) Density (pcfl Equipment 4flF_Rrkhn _LocationlGrid: _(cc_enthnirI_ Map _Plata _1) GEOLOGIC DATE: 11/13114 DESCRIPTION: GEOLOGIC UNIT ATTITUDES TERTIARY SANTIAGO FORMATION (Tsa) Tsa 8-1 © 0-2: Silty SAND: White gray, dry, coarse to fine grained, becomes oxidized SM 0-2' with depth and increasing clay component B-2 @ 2'-4': Silty CLAY: Orange-brown, fossiliferous, moist, stiff CL 2'-4' @ 4'-5': SILT: Light gray-brown, damp to moist, medium dense to dense ML 6-3 @ 5'-7': Silty CLAY: Dark orangish-brown, moist, very stiff CL 4'-5' B-4 517 GRAPHICAL REPRESENTATION: North Wall SCALE: 1=5' SURFACE SLOPE: TREND: I - . S - - •1 - 0 • - ~- ~--:577 Total Depth =7 Feet No Ground Water Encountered Backfilled: 11113114 LOG OF TRENCH: T-Q Project Name: Shea/Lots 29-32 Logged by:_ERBIMDJ ENGINEERING PROPERTIES Project Number: 10581 001 Elevation: Approximately 417 Ft USCS Sample No. Moisture (%) Density (pcf) Equipment: 4flF Rarkhnp Location/Grid: (SPa (ntørhnitl Map PIt 1) GEOLOGIC DATE: 11113/14 DESCRIPTION: GEOLOGIC UNIT ATTITUDES TERTIARY SANTIAGOFORMATION(Tsa) SM! B-i ML © @ 0-6.5': Silty SAND to sandy SILT: Light gray to orangish gray, damp to 0-6.5' moist, coarse to very fine grained, medium dense to dense GRAPHICAL REPRESENTATION: North Wall SCALE: 1'5' SURFACE SLOPE: TREND: - - : ° - • Total Depth = 6.5 Feet No Ground Water Encountered Backfilled: 11113114 LOG OF TRENCH: T-10 Project Name: Shea/tots 29-32 Logged by: ERR ENGINEERING PROPERTIES Project Number: 108R1 001 Elevation: Approximately 415 Feet Equipment: 43flF Rarkhne Location/Grid: (4;fap (entc'rhnir.I Map Plat 1) USCS Sample Moisture Density GEOLOGIC DATE: 11/13/14 DESCRIPTION: GEOLOGIC UNIT No. (%) (pcf) ATTITUDES TERTIARY SANTIAGO FORMATION (Tsai Tsa @ 0-1': Silty SAND: Light gray, dry, disturbed SM © l'-3': Silty CLAY: Olive-gray, damp, firm to stiff, weathering desiccation CL B-I evident © 1-3' © 3'-4': Silty SAND: Orange-brown to gray-brown, fossiliferous, damp to SM moist, medium dense to dense © 4'-5.4': Sandy CLAY: Gray, moist, very stiff CL B-2 @ 5.5-6.5': Sandy SILT: Light brown, damp to moist, stiff to very stiff, ML apparent oxidation 5•5'... 6.5' GRAPHICAL REPRESENTATION: North Wall SCALE: 1"5 SURFACE SLOPE: TREND: Total Depth 6.5 Feet No Ground Water Encountered Backfilied: 11113114 LOG OF TRENCH: T-1 I Project Name: Shea/Lots 29-32 Logged by: ERA ENGINEERING PROPERTIES Project Number: 10581_001 Elevation: _Approximately_417_Feet Equipment: 40F_Rkhn _Location/Grid: _(cf _ntrhnirel_ map _Plate _1) USCS Sample No. Moisture (%) Density (pcf) GEOLOGIC DATE: 11/13/14 DESCRIPTION: GEOLOGIC ATTITUDES UNIT TERTIARY SANTIAGO FORMATION (Tsa) Tsa B-I © @ 0-2': Silty SAND: Light olive-gray, dry to damp, medium dense, desiccation SM 0-2' throughout 0-2' @ 2'-7': Silty SAND: Light gray, damp to moist, medium dense SM B-2 © 2-7' GRAPHICAL REPRESENTATION: North Wall SCALE: 1"5' SURFACE SLOPE: TREND: - — —:.r . Total Depth 7 Feet No Ground Water Encountered Backfihled: 11113114 LOG OF TRENCH: T-12 Project Name: Shea/Lots 29-32 Logged by: ERR ENGINEERING PROPERTIES Project Number: 10881 0111 Elevation: Approximately 415_Ft_* Equipment: 4flF_Rnr*hne_LocationlGrid: _(BAA_anthnwI_ Map _Plate 1) Sample Moisture Density GEOLOGIC DATE: 11113/14 DESCRIPTION: GEOLOGIC USCS UNIT No. (%) (pcf) ATTITUDES TERTIARY SANTIAGO FORMATION (Tsa) Tsa B-i © 0-7': Silty SAND: Light gray to light orange-brown, dry to damp, medium SM 0-7' dense, coarse to fine grained, oxidation staining present GRAPHICAL REPRESENTATION: North Wall SCALE: 15 SURFACE SLOPE: TREND: - - - - - - Total Depth 7 Feet No Ground Water Encountered Backfilled: 11113114 LOG OFTRENCH: T-1 -14 Project Name: Shea/Lots 29-32 Logged by: ERR ENGINEERING PROPERTIES Project Number: 10881 001 Elevation: Approximately 422 Feet Equipment: 417117 Rrkhnø Location/Grid: J.RPP (enterhninI Map PIMP 1) USCS Sample No. Moisture (%) Density (pc GEOLOGIC DATE: 11/13/14 DESCRIPTION: GEOLOGIC ATTITUDES UNIT TERTIARY SANTIAGO FORMATION (Tsa) Tsa B-i © 0-2.5': Silty SAND: Light orange-brown, dry, loose to medium dense SM 0-1.5' 12" layer at 1.5' was cemented and partial refusal encountered @ 2.5'-3.5': Silty CLAY: Dark olive-gray to gray, moist, stiff to very stiff, B-2 oxidation stains throughout CL © 2.5'- © 3.5'-6': Silty SAND, Light orange-brown, damp to moist, medium dense 3.5' SM B-3 3.5'-6' GRAPHICAL REPRESENTATION: North Wall SCALE: 1=5' SURFACE SLOPE: TREND: _. / Total Depth =6 Feet No Ground Water Encountered aackfihled: 11113114 LOG OF TRENCH: T-14 Project Name: Shea/Lots 29-32 Logged by: _ERR ENGINEERING PROPERTIES Project Number: 10881 001 Elevation: Approximately 419 Feet Equipment: 4017 Rkhne Location/Grid: (See (Pntet'J1niflil Map Ptte 1) usc Sample No. Moisture (%) Density (pcf) GEOLOGIC DATE: 11/13/14 DESCRIPTION: GEOLOGIC ATTITUDES UNIT TERTIARY SANTIAGO FORMATION (Tsai Tsa B-I © @ 0-4.5': Silty SAND: White light gray to light orange, dry to damp, loose to SM 0-4.5' medium dense @ 4.5'-5': Carbonate layer, Very hard, refusal comes off in large chunks B-2 © © 5.'-7': Silty sandy CLAY, Dark olive gray, moist, very stiff to hard CL 5-7' GRAPHICAL REPRESENTATION: North Wall SCALE: 1=5 SURFACE SLOPE: TREND: Total Depth 7 Feet No Ground Water Encountered Backfllled: 11113114 LOG OF TRENCH: T-Th Project Name: Shea/Lnts 29-2 Logged by: ERR ENGINEERING PROPERTIES Project Number: 10881 001 Elevation: Apprnimtly 417 Feet USCS Sample No. UNIT Moisture (%) Density (pcf) Equipment: 40F Rrkhno Location/Grid: (S nterhniriI Map Plate 1) GEOLOGIC DATE: 11/13/14 DESCRIPTION: GEOLOGIC ATTITUDES TERTIARY SANTIAGO FORMATION (Tsa) Tsa B-I © 0-1.5': Sandy CLAY, Dark olive-gray, dry to damp, stiff to hard CL 0-1.5' © 1.5': Encountered very hard, carbonate layer, refusal GRAPHICAL REPRESENTATION: North Wall SCALE: 1=5' SURFACE SLOPE: TREND: - .-.- L-_ Total Depth = 1.5 Feet No Ground Water Encountered Bacldilled: 11113114 LOG OF TRENCH: T.1A Project Name: Shea/Lots 29-2 Logged by: ERR ENGINEERING PROPERTIES Project Number. 10881_001 Elevation:_ApprnimataIy 416_Feet Equipment: 4flF_Rar.khn _Location/Grid: _(Sefl_(antPt!hnit'iI_ Map _Plate _1) USCS Sample Moisture Density GEOLOGIC DATE: 11/13/14 DESCRIPTION: GEOLOGIC UNIT No. (%) (pci) ATTITUDES TERTIARY SANTIAGO FORMATION (Tsa) Tsa B-I © @ 0-3': Silty SAND: Light gray to light orange-brown, gray, dry to damp, SM 0-3' loose, desiccated, broken apart 04 @ 3'-65: Silty CLAY: light to medium olive-gray, damp, stiff to very stiff, CL B-2 oxidation, limonite present © 3-6.5' GRAPHICAL REPRESENTATION: North Wall SCALE: 1"=5' SURFACE SLOPE: TREND: - Total Depth 6.5 Feet No Ground Water Encountered Backfllled: 11113114 LOG OF TRENCH: T-17 Project Name: Shea/Lots 29-2 Logged by: ERR ENGINEERING PROPERTIES Project Number: 10881 1101 Elevation: Approximately 418 Feet Equipment: 4flF_Rkhne_Location/Grid: _(Sep nterhnitaI_ Man _Plate _1) USCS Sample No. Moisture (%) Density (pcf) GEOLOGIC DATE: 11/14/14 DESCRIPTION: GEOLOGIC ATTITUDES UNIT TERTIARY SANTIAGO FORMATION (Tsai Tsa © 0-3.5': Sandy CLAY: Olive dark gray, dry to damp, loose to medium stiff, CL B-i desiccation throughout, oxidation © 0-3.5' generally © 3.5'-5': Silty CLAY: Dark brown, moist, stiff to very stiff, limonite (yellow CL horizontal staining) throughout layer, carbonate blebs micas present, friable, some trace B-2 fossiliferous © 3-5,-5, © 5'-6.5': Clayey SILT: Dark gray, moist, stiff to very stiff, with interbedded ML medium brown, micaceous, silty clay, in 4" layers B-3 © 5'-6.5' GRAPHICAL REPRESENTATION: North Wall SCALE: 1"5' SURFACE SLOPE: TREND: Total Depth = 6.5 Feet No Ground Water Encountered Backfihled: 11114114 LOG OF TRENCH: T-11A Project Name: Shea/Lots 29-2 Logged by: ERB ENGINEERING PROPERTIES Project Number: 10581_001 Elevation: Approximately 417 _Feet Sample Moisture Density Equipment 4flF_Rkhne_Location/Grid: (SPP (nter.hnit_ Map _Platt- _1) GEOLOGIC DATE: 11/14114 DESCRIPTION: GEOLOGIC UNIT ATTITUDES TERTIARY SANTIAGO FORMATION (Tsa) Tsa B-i © © 0-1': Silty SAND with clay: Light olive orangish-brown, fossiliferous, dry to SM 0-1' damp, loose to medium dense, interbedded with small olive-gray clay chunks @ 1'-1.5': Silty SAND: Light gray, dry very dense, carbonate blebs, trace SM B-2 micas, concrete like appearance 1'-1.5' © 154: Silty CLAY: Medium to dark olive-gray, damp, stiff, limonite CL oxidation present, desiccated top foot © 4': Encountered very hard whitish-gray carbonate layer and refusal GRAPHICAL REPRESENTATION: North Wall SCALE: 1"=5' SURFACE SLOPE: TREND: Total Depth = 4 Feet No Ground Water Encountered * Backfilled: 11114114 LOG OF TRENCH: T-19 Project Name: ShaILots 29-32 Logged by: _ERR ENGINEERING PROPERTIES Project Number: IORRI nfl Elevation: ApproimatIy 420 Feet US GS Sample Moisture Density Equipment: 4flF Rvirkhnp Location/Grid: (Spa (entathnirI Map PIMP 1) GEOLOGIC DATE: 11/14/14 DESCRIPTION: GEOLOGIC UNIT ATTITUDES TERTIARY SANTIAGO FORMATION (Tsa)Tsa B-I © @ 0-2.5': Silty SAND: Light gray to orangish-gray, dry to damp, loose to SM 0-2.5' medium dense, increased oxidation with depth, some clean sand (SP) © 2.5'-4': Clayey SILT to silty CLAY: Light to medium gray, damp to moist, ML! B-2 stiff, fossil layer at bottom of bed CL 2.5-4' @ 4': Encountered hard, whitish gray carbonate layer and refusal GRAPHICAL REPRESENTATION: North Wall SCALE: 1=5' SURFACE SLOPE: TREND: 7 Total Depth = 4 Feet No Ground Water Encountered Backfilled: 11114114 LOG OF TRENCH: T-20 Project Name: SheaiLots 29-32 Logged by: ERB ENGINEERING PROPERTIES Project Number: 108811_001 Elevation: _Approximately _423_Feet Equipment: 4flF_Rrkhno_Location/Grid: (,qpp_(othniri_ Map _Pit _1) Sample Moisture Density GEOLOGIC DATE: 11/14/14 DESCRIPTION: GEOLOGIC No. (%) (pcf) ATTITUDES — UNIT TERTIARY SANTIAGO FORMATION (Tsai Tsa a-i @ 0-4.5': Silty SAND, Light to medium gray-brown fossiliferous, dry to damp, SM 0-4.5' loose to medium dense (with depth), thin (approximately 6") potential silty sandy clay layer approximately 2.5' © 4.5': Encountered hard whitish gray carbonate layer, refusal GRAPHICAL REPRESENTATION: North Wall SCALE: 1"=5' SURFACE SLOPE: TREND: ------=-=;7 Total Depth 4.5 Feet No Ground Water Encountered Backfilled: 11114114 LOG OF TRENCH: T-21 Project Name: Shea/Lots 29-32 Logged by: _ERR Project Number: 10881 001 Elevation: Approximately 423 Feat ENGINEERING PROPERTIES Equipment: 430F Rarkhnp Location/Grid: (.9PP_(pnterhnirI_Mip_Plate_1) USCS Sample No. Moisture (%) Density (pcfl GEOLOGIC ATTITUDES DATE: 11/14/14 DESCRIPTION: GEOLOGIC UNIT TERTIARY SANTIAGOFORMATION (Tsa) Tsa B-I @ 0-1': Silty SAND, Orange-brown fossiliferous, dry, loose, some dark gray SM 0-1' claystone inclusions (less than 6") B-2 @ V-15: Silty SAND: Light gray, dry, very dense, hard to excavate, breaks SM apart in chunks, very fine grained, clay component (?) 1'-1.5' © 1.5'-2': Sandy SILT: Light to medium gray fossiliferous, damp, stiff ML B-3 © © 2'-2.5': CLAY: Very dark gray, moist, very stiff CL 1.5'-2' © 2.5': Encountered whitish gray carbonate layer, very difficult to excavate, refusal B-4 2'-2.5' GRAPHICAL REPRESENTATION: North Wall SCALE: 1"5' SURFACE SLOPE: TREND: Total Depth = 2.5 Feet No Ground Water Encountered Backfilled: 11114114 LOG OF TRENCH: T-72 Project Nane: Shea/Lots 29-32 Logged by: _ERR ENGINEERING PROPERTIES - Project Number: 10881 001 Elevation: Approximatly 420 Feet Equipment: 4flF Rer'khn' Location/Grid: qpp_nthnkal_ Map _Pi'ate_I USCS Sample Moisture Density GEOLOGIC DATE: 11/14/14 DESCRIPTION: GEOLOGIC UNIT ATTITUDES TERTIARY SANTIAGO FORMATION (Tsal Tsa B-i © @ 0-1.5': Silty SAND: Light to medium gray brown fossiliferous with medium SM 0-1.5' olive-gray inclusions (<2") dry to damp, loose to medium dense © 15: Encountered very hard, whitish gray carbonate layer, very difficult to B-2 excavate, refusal 1.5' GRAPHICAL REPRESENTATION: North Wall SCALE: 1"5' SURFACE SLOPE: TREND: _ ;_pd _' —' , Total Depth = 1.5 Feet No Ground Water Encountered Backfliled: 11114114 LOG OF TRENCH: T-2 Project Name: Shea/Lots 29-32 Logged by: _ERR ENGINEERING PROPERTIES Project Number: IORRI 001 Elevation: Approximately 424 Feet Equipment: 4flF Rarkhne Location/Grid: (.(;Pp (ntpnhnirel Map Plate 1) USCS Sample No. Moisture (%) Density (pcf) GEOLOGIC DATE: 11/14/14 DESCRIPTION: GEOLOGIC UNIT ATTITUDES TERTIARY SANTIAGOFORMATION (Tsa) Tsa B-i © @ 0-3': Silty CLAY: Medium to dark gray, damp to moist, soft to medium stiff, CL 0-3' rootlets from 0-2", desiccation throughout, oxidation throughout, gives orange- brown tint B-2 © 3'-4': Sandy SILT: Dark gray fossiliferous, damp to moist, loose to medium ML dense, increasingly clayey with depth 3'-4' @ 4': Encountered hard fossiliferous, carbonate layer, very difficult to excavate, refusal GRAPHICAL REPRESENTATION: North Wall SCALE: 15' SURFACE SLOPE: TREND: Total Depth 4 Feet No Ground Water Encountered Backlilied: 11114114 LOG OF TRENCH: T..24 Project Name: Shea/Lots 29-32 Logged by:_ERB ENGINEERING PROPERTIES Project Number: ioaai nfl Elevation: ApproximtIy 426 Feet Equipment: 40F Rrkhn Location/Grid: (Spa ('ntPthnirI Map PIt 1) Sample No. Moisture (%) Density (pcfl GEOLOGIC DATE: 11/14/14 DESCRIPTION: GEOLOGIC ATTITUDES UNIT TERTIARY SANTIAGO FORMATION(Tsa) Tsa @ 0-3': Silty SAND: Light organish-brown fossiliferous, dry to damp, loose to • SM medium dense, small claystone inclusions, oxidation increasing with depth 3'-7.5': Silty, sandy CLAY: Dark gray, damp to moist, stiff to very stiff, CL oxidation throughout, some limonite @ 7.5'-9.5': Clayey SILT: Dark to very dark gray, wet, stiff to soft at saturation, Cu interbedded with medium brown micaceous silty clay in approximately 4" ML GRAPHICAL REPRESENTATION: North Wall SCALE: 1"=5' SURFACE SLOPE: TREND: * 0 - .- --.-- '•_..-O,, -- —I Total Depth = 9.5 Feet Ground Water Encountered 9.5 Feet Backflhled: 11114114 LOG OF TRENCH: T-2 Project Name: Shea/Lots 29-32 Logged by: _ERR ENGINEERING PROPERTIES Project Number: I ORRI flfll Elevation: Approximately 427 Feet Equipment 4flF Rkhne Location/Grid: (Se (pnthniral Map Plate 1) USCS Sample No. Moisture (%) Density (pcf) GEOLOGIC ATTITUDES DATE: 11/14114 DESCRIPTION: GEOLOGIC UNIT TERTIARY SANTIAGOFORMATION (Tsai Tsa B-I © © 0-2': Silty CLAY: Light to medium gray, dry, soft to medium stiff, CL 0-2' desiccation throughout, layer, oxidation present @ 2-2.5': Silty SAND: Light gray-brown fossiliferous SM © 2.5': Encountered hard carbonate layer, refusal GRAPHICAL REPRESENTATION: North Wall SCALE: 1=5' SURFACE SLOPE: TREND: d — F Total Depth = 2.5 Feet No Ground Water Encountered Backfihled: 11114114 LOG OF TRENCH: T-A Project Name: ShealLots 29-32 Logged by:_ERB ENGINEERING PROPERTIES Project Number: IORRI 001 Elevation: Approximately 423 Feet Equipment: 4flF Rkhn Location/Grid: Jqpp (nthnir.i Map Pit 1) USCS Sample No. Moisture (%) Density (pcfl GEOLOGIC DATE: 11/14/14 DESCRIPTION: GEOLOGIC ATTITUDES UNIT TERTIARY SANTIAGOFORMATION(Tsa) Tsa © 0-3.5': Silty SAND: Light orange gray-brown fossiliferous, dry to damp, SM loose, rootlets along top 6", beach sand @ 2.5'4': Carbonate layer, 2.5' becomes moist, more oxidized @ 4-5': Sandy silty CLAY: Medium to dark gray, moist, soft to medium stiff, CL oxidation throughout © 5'-5.5': CLAY: Very dark gray, moist, very stiff • CL B-I 5-5.5' GRAPHICAL REPRESENTATION: North Wall SCALE: 15' SURFACE SLOPE: TREND: Total Depth = 5.5 Feet No Ground Water Encountered Backfihled: 11114114 , I. APPENDIX APPENDIX D RECOMMENDED GRADING SPECIFICATIONS FOR BRESSI RANCH LOTS 29 THROUGH 32 CARLSBAD, CALIFORNIA PROJECT NO. G2108-32-01 RECOMMENDED GRADING SPECIFICATIONS 1. GENERAL 1.1 These Recommended Grading Specifications shall be used in conjunction with the Geotechnical Report for the project prepared by Geocon. The recommendations contained in the text of the Geotechnical Report are a part of the earthwork and grading specifications and shall supersede the provisions contained hereinafter in the case of conflict. 1.2 Prior to the commencement of grading, a geotechnical consultant (Consultant) shall be employed for the purpose of observing earthwork procedures and testing the fills for substantial conformance with the recommendations of the Geotechnical Report and these specifications. The Consultant should provide adequate testing and observation services so that they may assess whether, in their opinion, the work was performed in substantial conformance with these specifications: It shall be the responsibility of the Contractor to assist the Consultant and keep them apprised of work schedules and changes so that personnel may be scheduled accordingly. 1.3 It shall be the sole responsibility of the Contractor to provide adequate equipment and methods to accomplish the work in accordance with applicable grading codes or agency ordinances, these specifications and the approved grading plans. If, in the opinion of the Consultant, unsatisfactory conditions such as questionable soil materials, poor moisture condition, inadequate compaction, and/or adverse weather result in a quality of work not in conformance with these specifications, the Consultant will be empowered to reject the work and recommend to the Owner that grading be stopped until the unacceptable conditions are corrected. 2. DEFINITIONS 2.1 Owner shall refer to the owner of the property or the entity on whose behalf the grading work is being performed and who has contracted with the Contractor to have grading performed. 2.2 Contractor shall refer to the Contractor performing the site grading work. 2.3 Civil Engineer or Engineer of Work shall refer to the California licensed Civil Engineer or consulting firm responsible for preparation of the grading plans, surveying and verifying as-graded topography. 2.4 Consultant shall refer to the soil engineering and engineering geology consulting firm retained to provide geotechnical services for the project. GI rev. 07/2015 2.5 Soil Engineer shall refer to a California licensed Civil Engineer retained by the Owner, who is experienced in the practice of geotechnical engineering. The Soil Engineer shall be responsible for having qualified representatives on-site to observe and test the Contractor's work for conformance with these specifications. 2.6 Engineering Geologist shall refer to a California licensed Engineering Geologist retained by the Owner to provide geologic observations and recommendations during the site grading. 2.7 Geotechnical Report shall refer to a soil report (including all addenda) which may include a geologic reconnaissance or geologic investigation that was prepared specifically for the development of the project for which these Recommended Grading Specifications are intended to apply. 3. MATERIALS 3.1 Materials for compacted fill shall consist of any soil excavated from the cut areas or imported to the site that, in the opinion of the Consultant, is suitable for use in construction of fills. In general, fill materials can be classified as soil fills, soil-rock fills or rock fills, as defined below. 3.1.1 Soil fills are defined as fills containing no rocks or hard lumps greater than 12 inches in maximum dimension and containing at least 40 percent by weight of material smaller than 3/4 inch in size. 3.1.2 Soil-rock fills are defined as fills containing no rocks or hard lumps larger than 4 feet in maximum dimension and containing a sufficient matrix of soil fill to allow for proper compaction of soil fill around the rock fragments or hard lumps as specified in Paragraph 6.2. Oversize rock is defined as material greater than 12 inches. 3.1.3 Rock fills are defined as fills containing no rocks or hard lumps larger than 3 feet in maximum dimension and containing little or no fines. Fines are defined as material smaller than 3h inch in maximum dimension. The quantity of fines shall be less than approximately 20 percent of the rock fill quantity. 3.2 Material of a perishable, spongy, or otherwise unsuitable nature as determined by the Consultant shall not be used in fills. 3.3 Materials used for fill, either imported or on-site, shall not contain hazardous materials as defined by the California Code of Regulations, Title 22, Division 4, Chapter 30, Articles 9 GI rev. 07/2015 and 10; 40CFR; and any other applicable local, state or federal laws. The Consultant shall not be responsible for the identification or analysis of the potential presence of hazardous materials. However, if observations, odors or soil discoloration cause Consultant to suspect the presence of hazardous materials, the Consultant may request from the Owner the termination of grading operations within the affected area. Prior to resuming grading operations, the Owner shall provide a written report to the Consultant indicating that the suspected materials are not hazardous as defined by applicable laws and regulations. 3.4 The outer 15 feet of soil-rock fill slopes, measured horizontally, should be composed of properly compacted soil fill materials approved by the Consultant. Rock fill may extend to the slope face, provided that the slope is not steeper than 2:1 (horizontal:vertical) and a soil layer no thicker than 12 inches is track-walked onto the face for landscaping purposes. This procedure may be utilized provided it is acceptable to the governing agency, Owner and Consultant. 3.5 Samples of soil materials to be used for fill should be tested in the laboratory by the Consultant to determine the maximum density, optimum moisture content, and, where appropriate, shear strength, expansion, and gradation characteristics of the soil. 3.6 During grading, soil or groundwater conditions other than those identified in the Geotechnical Report may be encountered by the Contractor. The Consultant shall be notified immediately to evaluate the significance of the unanticipated condition. 4. CLEARING AND PREPARING AREAS TO BE FILLED 4.1 Areas to be excavated and filled shall be cleared and grubbed. Clearing shall consist of complete removal above the ground surface of trees, stumps, brush, vegetation, man-made structures, and similar debris. Grubbing shall consist of removal of stumps, roots, buried logs and other unsuitable material and shall be performed in areas to be graded. Roots and other projections exceeding I '/ inches in diameter shall be removed to a depth of 3 feet below the surface of the ground. Borrow areas shall be grubbed to the extent necessary to provide suitable fill materials. 4.2 Asphalt pavement material removed during clearing operations should be properly disposed at an approved off-site facility or in an acceptable area of the project evaluated by Geocon and the property owner. Concrete fragments that are free of reinforcing steel may be placed in fills, provided they are placed in accordance with Section 6.2 or 6.3 of this document. GI rev. 07/2015 4.3 After clearing and grubbing of organic matter and other unsuitable material, loose or porous soils shall be removed to the depth recommended in the Geotechnical Report. The depth of removal and compaction should be observed and approved by a representative of the Consultant. The exposed surface shall then be plowed or scarified to a minimum depth of 6 inches and until the surface is free from uneven features that would tend to prevent uniform compaction by the equipment to be used. 4.4 Where the slope ratio of the original ground is steeper than 5:1 (horizontal:vertical), or where recommended by the Consultant, the original ground should be benched in accordance with the following illustration. TYPICAL BENCHING DETAIL Finish Grade Ground 2 Finish Slope Surface Remove All ' =12MMIF11111111-111MMAN -"% Unsuitable Material As Recommended By bSlope o Be Such That Consultant Sloughing Or Sliding Does Not Occur I 7a ri a s~l "B" - See Note 1 - See Note 2 No Scale DETAIL NOTES: (1) Key width "B" should be a minimum of 10 feet, or sufficiently wide to permit complete coverage with the compaction equipment used. The base of the key should be graded horizontal, or inclined slightly into the natural slope. (2) The outside of the key should be below the topsoil or unsuitable surficial material and at least 2 feet into dense formational material. Where hard rock is exposed in the bottom of the key, the depth and configuration of the key may be modified as approved by the Consultant. 4.5 After areas to receive fill have been cleared and scarified, the surface should be moisture conditioned to achieve the proper moisture content, and compacted as recommended in Section 6 of these specifications. GI rev. 07/2015 5. COMPACTION EQUIPMENT 5.1 Compaction of soil or soil-rock fill shall be accomplished by sheepsfoot or segmented-steel wheeled rollers, vibratory rollers, multiple-wheel pneumatic-tired rollers, or other types of acceptable compaction equipment. Equipment shall be of such a design that it will be capable of compacting the soil or soil-rock fill to the specified relative compaction at the specified moisture content. 5.2 Compaction of rock fills shall be performed in accordance with Section 6.3. 6. PLACING, SPREADING AND COMPACTION OF FILL MATERIAL 6.1 Soil fill, as defined in Paragraph 3.1.1, shall be placed by the Contractor in accordance with the following recommendations: 6.1.1 Soil fill shall be placed by the Contractor in layers that, when compacted, should generally not exceed 8 inches. Each layer shall be spread evenly and shall be thoroughly mixed during spreading to obtain uniformity of material and moisture in each layer. The entire fill shall be constructed as a unit in nearly level lifts. Rock materials greater than 12 inches in maximum dimension shall be placed in accordance with Section 6.2 or 6.3 of these specifications. 6.1.2 In general, the soil fill shall be compacted at a moisture content at or above the optimum moisture content as determined by ASTM D 1557. 6.1.3 When the moisture content of soil fill is below that specified by the Consultant, water shall be added by the Contractor until the moisture content is in the range specified. 6.1.4 When the moisture content of the soil fill is above the range specified by the Consultant or too wet to achieve proper compaction, the soil fill shall be aerated by the Contractor by blading/mixing, or other satisfactory methods until the moisture content is within the range specified. 6.1.5 After each layer has been placed, mixed, and spread evenly, it shall be thoroughly compacted by the Contractor to a relative compaction of at least 90 percent. Relative compaction is defined as the ratio (expressed in percent) of the in-place dry density of the compacted fill to the maximum laboratory dry density as determined in accordance with ASTM D 1557. Compaction shall be continuous over the entire area, and compaction equipment shall make sufficient passes so that the specified minimum relative compaction has been achieved throughout the entire fill. GI rev. 07/2015 6.1.6 Where practical, soils having an Expansion Index greater than 50 should be placed at least 3 feet below finish pad grade and should be compacted at a moisture content generally 2 to 4 percent greater than the optimum moisture content for the material. 6.1.7 Properly compacted soil fill shall extend to the design surface of fill slopes. To achieve proper compaction, it is recommended that fill slopes be over-built by at least 3 feet and then cut to the design grade. This procedure is considered preferable to track-walking of slopes, as described in the following paragraph. 6.1.8 As an alternative to over-building of slopes, slope faces may be back-rolled with a heavy-duty loaded sheepsfoot or vibratory roller at maximum 4-foot fill height intervals. Upon completion, slopes should then be track-walked with a D-8 dozer or similar equipment, such that a dozer track covers all slope surfaces at least twice. 6.2 Soil-rock fill, as defined in Paragraph 3.1.2, shall be placed by the Contractor in accordance with the following recommendations: 6.2.1 Rocks larger than 12 inches but less than 4 feet in maximum dimension may be incorporated into the compacted soil fill, but shall be limited to the area measured 15 feet minimum horizontally from the slope face and 5 feet below finish grade or 3 feet below the deepest utility, whichever is deeper. 6.2.2 Rocks or rock fragments up to 4 feet in maximum dimension may either be individually placed or placed in windrows. Under certain conditions, rocks or rock fragments up to 10 feet in maximum dimension may be placed using similar methods. The acceptability of placing rock materials greater than 4 feet in maximum dimension shall be evaluated during grading as specific cases arise and shall be approved by the Consultant prior to placement. 6.2.3 For individual placement, sufficient space shall be provided between rocks to allow for passage of compaction equipment. 6.2.4 For windrow placement, the rocks should be placed in trenches excavated in properly compacted soil fill. Trenches should be approximately 5 feet wide and 4 feet deep in maximum dimension. The voids around and beneath rocks should be filled with approved granular soil having a Sand Equivalent of 30 or greater and should be compacted by flooding. Windrows may also be placed utilizing an "open-face" method in lieu of the trench procedure, however, this method should first be approved by the Consultant. GI rev. 07/2015 6.2.5 Windrows should generally be parallel to each other and may be placed either parallel to or perpendicular to the face of the slope depending on the site geometry. The minimum horizontal spacing for windrows shall be 12 feet center-to-center with a 5-foot stagger or offset from lower courses to next overlying course. The minimum vertical spacing between windrow courses shall be 2 feet from the top of a lower windrow to the bottom of the next higher windrow. 6.2.6 Rock placement, fill placement and flooding of approved granular soil in the windrows should be continuously observed by the Consultant. 6.3 Rock fills, as defined in Section 3.1.3, shall be placed by the Contractor in accordance with the following recommendations: 6.3.1 The base of the rock fill shall be placed on a sloping surface (minimum slope of 2 percent). The surface shall slope toward suitable subdrainage outlet facilities. The rock fills shall be provided with subdrains during construction so that a hydrostatic pressure buildup does not develop. The subdrains shall be permanently connected to controlled drainage facilities to control post-construction infiltration of water. 6.3.2 Rock fills shall be placed in lifts not exceeding 3 feet. Placement shall be by rock trucks traversing previously placed lifts and dumping at the edge of the currently placed lift. Spreading of the rock fill shall be by dozer to facilitate seating of the rock. The rock fill shall be watered heavily during placement. Watering shall consist of water trucks traversing in front of the current rock lift face and spraying water continuously during rock placement. Compaction equipment with compactive energy comparable to or greater than that of a 20-ton steel vibratory roller or other compaction equipment providing suitable energy to achieve the required compaction or deflection as recommended in Paragraph 6.3.3 shall be utilized. The number of passes to be made should be determined as described in Paragraph 6.3.3. Once a rock fill lift has been covered with soil fill, no additional rock fill lifts will be permitted over the soil fill. 6.3.3 Plate bearing tests, in accordance with ASTM D 1196, may be performed in both the compacted soil fill and in the rock fill to aid in determining the required minimum number of passes of the compaction equipment. If performed, a minimum of three plate bearing tests should be performed in the properly compacted soil fill (minimum relative compaction of 90 percent). Plate bearing tests shall then be performed on areas of rock fill having two passes, four passes and six passes of the compaction equipment, respectively. The number of passes required for the rock fill shall be determined by comparing the results of the plate bearing tests for the soil fill and the rock fill and by evaluating the deflection G! rev. 07/2015 variation with number of passes. The required number of passes of the compaction equipment will be performed as necessary until the plate bearing deflections are equal to or less than that determined for the properly compacted soil fill. In no case will the required number of passes be less than two. 6.3.4 A representative of the Consultant should be present during rock fill operations to observe that the minimum number of "passes" have been obtained, that water is being properly applied and that specified procedures are being followed. The actual number of plate bearing tests will be determined by the Consultant during grading. 6.3.5 Test pits shall be excavated by the Contractor so that the Consultant can state that, in their opinion, sufficient water is present and that voids between large rocks are properly filled with smaller rock material. In-place density testing will not be required in the rock fills. 6.3.6 To reduce the potential for "piping" of fines into the rock fill from overlying soil fill material, a 2-foot layer of graded filter material shall be placed above the uppermost lift of rock fill. The need to place graded filter material below the rock should be determined by the Consultant prior to commencing grading. The gradation of the graded filter material will be determined at the time the rock fill is being excavated. Materials typical of the rock fill should be submitted to the Consultant in a timely manner, to allow design of the graded filter prior to the commencement of rock fill placement. 6.3.7 Rock fill placement should be continuously observed during placement by the Consultant. 7. SUBDRAINS 7.1 The geologic units on the site may have permeability characteristics and/or fracture systems that could be susceptible under certain conditions to seepage. The use of canyon subdrains may be necessary to mitigate the potential for adverse impacts associated with seepage conditions. Canyon subdrains with lengths in excess of 500 feet or extensions of existing offsite subdrains should use 8-inch-diameter pipes. Canyon subdrains less than 500 feet in length should use 6-inch-diameter pipes. GI rev. 07/2015 TYPICAL CANYON DRAIN DETAIL aiuRNwtm ALI4MLM =MW VAL. BEDROCK 0I! 0ALWR TFPW6AT0t1T r Dt&FEAP0RA1fb 5U0DAIN PPE . — ..•. d . ' 1 • . - 4... -. . . :; 9CU9IFF0Dt0F GRA000 GRAVI0UIWQUNE0SY NIIWI tUNE (ORE LEST) AUMPAMO NOTES; I0.INCH CIAME1tR. SCULE0O PVC POW-ORATED PIPE FOR FILI$ INEXCEN OF tX.FET INOEPTH ORA PIPE LENGTH OF LONGER THAN EIO FEET. 2......e4CH DIAMETER $CEOLRE40P PERFORATED PIPE FOR FILLS LESS THAN 100.FEET IN DEPTh CR A PPE LENGTh 4ORTEI ThAN 500 FEEt. NO SCALE 7.2 Slope drains within stability fill keyways should use 4-inch-diameter (or lager) pipes. GI rev. 07/2015 Ai TYPICAL STABILITY FILL DETAIL a h1 MATERAAL W. 1 3F MR In flEE4TE2 NOTES IWA M 0AUTAT $1 F W M AMtUN2. M OThRWIEE KaTE a F FTJ It TO E3FT IP(0 3..STABHJW FLL TO OF COMPOSED OF MWERLYCCcTGRAIWSSCIL 4_0 ft-Y MAW 10 UQ AKOUVFMPM * MTO MIMNCYOIF4PM SPAAWaMA1LV2D T CNT O C1tRAk4O4 rwns. 4$ WAØIN MAY 5 SFP14E M MMMEMIX 5..JILZRVATMLTO BE 394M. OP EE ORU HEDQCEI4LODIN APPROVED FLIER FAORJC IMtRP1I t4OMC &...COUCCI Pf4! TO (IC! 4.4 MM 4UM [14. ('CR MAtED. fl4C WALLED PVCDCMEUUU24O OR EEUPdAAT.A4DSED1O bRAJI AT t P(IACOVT WARMTOAPPVWfl.It NO SCALE 7.3 The actual subdrain locations will be evaluated in the field during the remedial grading operations. Additional drains may be necessary depending on the conditions observed and the requirements of the local regulatory agencies. Appropriate subdrain outlets should be evaluated prior to finalizing 40-scale grading plans. 7.4 Rock fill or soil-rock fill areas may require subdrains along their down-slope perimeters to mitigate the potential for buildup of water from construction or landscape irrigation. The subdrains should be at least 6-inch-diameter pipes encapsulated in gravel and filter fabric. Rock fill drains should be constructed using the same requirements as canyon subdrains. GI rev. 07/2015 7.5 Prior to outletting, the final 20-foot segment of a subdrain that will not be extended during future development should consist of non-perforated drainpipe. At the non-perforated/ perforated interface, a seepage cutoff wall should be constructed on the downslope side of the pipe. TYPICAL CUT OFF WALL DETAIL FRONT VIEW NO SOME SIDE VIEW GOETE ' D?.O$7wMk ruviOW) ++I'NPE ç tt,IJ 7.6 Subdrains that discharge into a natural drainage course or open space area should be provided with a permanent headwall structure. a GI rev. 07/2015 TYPICAL HEADWALL DETAIL FRONT VIEW _____ 24 ____ 1• .-'•- T '7 raRr NO SCALE SIDE iots. H!AawAasuLbOuftEr At ICE Of FILL SLOPE NO SCALE 7.7 The final grading plans should show the location of the proposed subdrains. After completion of remedial excavations and subdrain installation, the project civil engineer should survey the drain locations and prepare an "as-built" map showing the drain locations. The final outlet and connection locations should be determined during grading operations. Subdrains that will be extended on adjacent projects after grading can be placed on formational material and a vertical riser should be placed at the end of the subdrain. The grading contractor should consider videoing the subdrains shortly after burial to check proper installation and functionality. The contractor is responsible for the performance of the drains. GI rev. 07/2015 8. OBSERVATION AND TESTING 8.1 The Consultant shall be the Owner's representative to observe and perform tests during clearing, grubbing, filling, and compaction operations. In general, no more than 2 feet in vertical elevation of soil or soil-rock fill should be placed without at least one field density test being performed within that interval. In addition, a minimum of one field density test should be performed for every 2,000 cubic yards of soil or soil-rock fill placed and compacted. 8.2 The Consultant should perform a sufficient distribution of field density tests of the compacted soil or soil-rock fill to provide a basis for expressing an opinion whether the fill material is compacted as specified. Density tests shall be performed in the compacted materials below any disturbed surface. When these tests indicate that the density of any layer of fill or portion thereof is below that specified, the particular layer or areas represented by the test shall be reworked until the specified density has been achieved. 8.3 During placement of rock fill, the Consultant should observe that the minimum number of passes have been obtained per the criteria discussed in Section 6.3.3. The Consultant should request the excavation of observation pits and may perform plate bearing tests on the placed rock fills. The observation pits will be excavated to provide a basis for expressing an opinion as to whether the rock fill is properly seated and sufficient moisture has been applied to the material. When observations indicate that a layer of rock fill or any portion thereof is below that specified, the affected layer or area shall be reworked until the rock fill has been adequately seated and sufficient moisture applied. 8.4 A settlement monitoring program designed by the Consultant may be conducted in areas of rock fill placement. The specific design of the monitoring program shall be as recommended in the Conclusions and Recommendations section of the project Geotechnical Report or in the final report of testing and observation services performed during grading. 8.5 We should observe the placement of subdrains, to check that the drainage devices have been placed and constructed in substantial conformance with project specifications. 8.6 Testing procedures shall conform to the following Standards as appropriate: 8.6.1 Soil and Soil-Rock Fills: 8.6.1.1 Field Density Test, ASTM D 1556, Density of Soil In-Place By the Sand-Cone Method. GI rev. 07/2015 8.6.1.2 Field Density Test, Nuclear Method, ASTM D 6938, Density of Soil and Soil-Aggregate In-Place by Nuclear Methods (Shallow Depth). 8.6.1.3 Laboratory Compaction Test, ASTM D 1557, Moisture-Density Relations of Soils and Soil-Aggregate Mixtures Using 10-Pound Hammer and 18-Inch Drop. 8.6.1.4. Expansion Index Test, ASTM D 4829, Expansion Index Test. 9. PROTECTION OF WORK 9.1 During construction, the Contractor shall properly grade all excavated surfaces to provide positive drainage and prevent ponding of water. Drainage of surface water shall be controlled to avoid damage to adjoining properties or to finished work on the site. The Contractor shall take remedial measures to prevent erosion of freshly graded areas until such time as permanent drainage and erosion control features have been installed. Areas subjected to erosion or sedimentation shall be properly prepared in accordance with the Specifications prior to placing additional fill or structures. 9.2 After completion of grading as observed and tested by the Consultant, no further excavation or filling shall be conducted except in conjunction with the services of the Consultant. 10. CERTIFICATIONS AND FINAL REPORTS 10.1 Upon completion of the work, Contractor shall furnish Owner a certification by the Civil Engineer stating that the lots and/or building pads are graded to within 0.1 foot vertically of elevations shown on the grading plan and that all tops and toes of slopes are within 0.5 foot horizontally of the positions shown on the grading plans. After installation of a section of subdrain, the project Civil Engineer should survey its location and prepare an as-built plan of the subdrain location. The project Civil Engineer should verify the proper outlet for the subdrains and the Contractor should ensure that the drain system is free of obstructions. 10.2 The Owner is responsible for furnishing a final as-graded soil and geologic report satisfactory to the appropriate governing or accepting agencies. The as-graded report should be prepared and signed by a California licensed Civil Engineer experienced in geotechnical engineering and by a California Certified Engineering Geologist, indicating that the geotechnical aspects of the grading were performed in substantial conformance with the Specifications or approved changes to the Specifications. & GI rev. 07/2015 Uocuian hnvelope IL) 221 UU68L-A9Al--4213-A94-4UL)5Ub#W1 LX3 AN L)ItbU KbIUNAL I I OFFICE USE ONLY HAZARDOUS MATERIALS qW IPLAN I RECORD ID #_________________________________ CHECK #__________________ QUESTIONNAIRE I BP DATE I I Business Name Business Contact Telephone # BRIGHT POWER, INC. DBA BPI BRIAN PETERSON 707-252-9990 Project Address City State Zip Code I APN# 262 GATEWAY ROAD CARLSBAD CA 92009 I 213-262-1900 Mailing Address City State Zip Code I Plan File# P0 BOX 10637 NAPA CA 94581 I Project Contact Applicant E-mail Telephone # BRIAN PETERSON BRIANcBPI-POWER.COM 707-252-9990 The following questions represent the facility's activities, NOT the specific project description. PART I: FIRE DEPARTMENT -HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: (not required for proiects within the City of San Diego): Indicate by circling the item, whether your business will use, process, or store any of the following hazardous materials. If any of the items are circled, applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Occupancy Rating: Facility's Square Footage (including proposed project): Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives 13. Corrosives Compressed Gases 6. Oxidizers 10. Cryogenics 14. Other Health Hazards Flammable/Combustible Liquids 7. Pyrophorics 11. Highly Toxic or Toxic Materials 15. None of These. Flammable Solids 8. Unstable Reactives 12. Radioactives If the answer to any of the Diego, CA 92123. Call (858) 505-6700 prior to the issuance of a building permit. FEES ARE REQUIRED Project Completion Date: Expected Date of Occupancy: YES NO (for new construction or remodeling projects) 0 9 Is your business listed on the reverse side of this form? (check all that apply). 0 Will your business dispose of Hazardous Substances or Medical Waste in any amount? 0 Will your business store or handle Hazardous Substances in quantities greater than or equal to 55 gallons, 500 pounds and/or 200 cubic feet? 0 9 Will your business store or handle carcinogens/reproductive toxins in any quantity? 0 X Will your business use an existing or install an underground storage tank? 0 X Will your business store or handle Regulated Substances (CalARP)? 0 X Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? 0 X Will your business store petroleum in tanks or containers at your facility with a total facility storage capacity equal to or greater than 1,320 gallons? (California's Aboveground Petroleum Storage Act). CalARP Exempt Date Initials CalARP Required Date Initials CalARP Complete Date Initials PART Ill: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT (APCD): Any YES* answer requires a stamp from APCD 10124 Old Grove Road, San Diego, CA 92131 apcdcomøsdcountv.ca.gov (858) 586-2650). [*No stamp required if Qi Yes and Q3 Yes and Q4-Q6 No]. The following questions are intended to identify the majority of air pollution issues at the planning stage. Projects may require additional measures not identified by these questions. For comprehensive requirements contact APCD. Residences are typically exempt, except - those with more than one building on the property; single buildings with more than four dwelling units; townhomes; condos; mixed-commercial use; deliberate burns; residences forming part of a larger project. [Excludes garages & small outbuildings.] YES NO 0 N Will the project disturb 160 square feet or more of existing building materials? 0 9 Will any load supporting structural members be removed? Notification may be required 10 working days prior to commencing demolition. 0 0 (ANSWER ONLY IF QUESTION I or 2 IS YES) Has an asbestos survey been performed by a Certified Asbestos Consultant or Site Surveillance Technician? 0 0 (ANSWER ONLY IF QUESTION 3 IS YES) Based on the survey results, will the project disturb any asbestos containing material? Notification may be required 10 working days prior to commencing asbestos removal. 0 0 Will the project or associated construction equipment emit air contaminants? See the reverse side of this form or APCD factsheet (www.sdapcd.org/info/facts/permits.odf) for typical equipment requiring an APCD permit. 0 0 (ANSWER ONLY IF QUESTION 5 IS YES) Will the project or associated construction equipment be located within 1,000 feet of a school boundary Briefly describe business activities: Briefly describe proposed project: INSTALLATION OF CARPORT SOLAR PANELS 144 SOLAR PANELS INSTALLED ON CARPORT I declare under penalty of perjury that to the best of my knowledge and belief tt e r ?ferfl P v t1e herein are true and correct. BRIAN PETERSON i 4 / 22 / 2019 Name of Owner or Authorized Agent Signature oOwssgsssQeitlrized Agent Date FOR OFFICAL USE ONLY: FIRE DEPARTMENT OCCUPANCY CLASSIFICATION: - BY: DATE:..._.......... / I EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTY-HMD APCD COUNTY-HMD APCD COUNTY-HMD APCD *A stamp in this box only exempts businesses from completing or updating a Hazardous Materials Business Plan. Other permitting requirements may sail apply- HM-9171 (08/15) County of San Diego - DEH - Hazardous Materials Division ii loo Ifr1LLcII !S System Overview MAY 232019 The Renusol VS System can be tilted to a 100 angle using portrait and landscape tilt-leg sets. There are a number of different layout options covering all low-slope and flat roof applicátiis. Portrait designs utilize the Renusol top-down clamps, including the lB Mid Clamp and Stion Frameless Clamps. Landscap,designsuse the bottom-up attachment method utilizing the module frame's mounting holes for 1-foot attachment. Portrait Orientation End Clamp j Mid Clamp Portrait Tilt-Legs Certain roofing compositions will require that a double-rail assembly be used to apply the proper compound angle toward the sun. In this scenario, a second rail is placed under the tilt-legs perpendicular to the main rails. Landscape Orientation Tilt-Leg to rail N O FDe_srdpt1.n C, module bolt flat washer e2sh-on retainer Tilt Leg to modul 0 flangenut w/ patch Certain roofing compositions will require that a rotated rail be used to apply the proper compound angle toward the sun. In this scenario, the tilt-legs are placed on a rail running parallel to the long side of the module. Tilt-Leg Attachment Methods Landscape Tilt-Legs 1-1 Standing Seam Attachment Low-anchor Attachment Purlin Attachment Rail Attachment Renusol America www.renusolamerica.com 1292 Logan Circle NW, Atlanta, GA 30318 (a n u s o ~ +1877-847-8919 Solar Mounting Systems info@renusolamerica.com enusol America VSTSDS Vi CBC2o1 - oao6 AN EE 5ESTFIG CSI-25KTL-GS-FL I CSI-30KTL-GS-FL I CSI-36KTL-GS-FL I CSI-40KTL-GS-FL Canadian Solar's grid-tied, transformer-less string inverters help accelerate the use of three-phase string architecture for commercial rooftop and small ground-mount applications. An NRTL approved, cost-effective alternative to central inverters, these inverters are modular design building blocks that provide high yield and enable significant BoS cost savings. They provide up to 98.6% conversion efficiency, a wide operating range of 200-800 V0, and four MPPT5 for maximum energy harvest. KEY FEATURES rd4 Maximum efficiency of 98.6%, CEC efficiency of 98.3% 4 MPPTs to achieve higher system efficiency TLr--• Transformerless design r -1 High switching frequency and ultra fast MPPT (<5 Sec.) for maximum efficiency over a wide load range EFFICIENCY CURVE CSI-40KTL-GS-FL@480 V Efficiency (%) - 580V - 650V - 780V 100% 99% 98% 97% 96% 95% 94% 93% 92% 91% 90% 0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100% % of Rated Output Power *For detailed information, please refer to the Installation Manual. CANADIAN SOLAR (USA), INC. 3000 Oak Road, Suite 400, Walnut Creek, CA 94597, USA Cad'.nSolar !: 4 S a S @) Standard warranty, extension up to 20 years HIGH RELIABILITY Advanced thermal design Ground-fault detection and interruption circuit AFCI Integrated (per UL1699B, factory enabled option) BROAD ADAPTIBILITY NEMA 4X (IP65), outdoor application Utility interactive controls: active power derating, reactive power control and over frequency derating Separable wiring box design lIntegrated DC and AC load rated disconnects Wide MPPT range for flexible string sizing 90 degree installation angle AC terminals compatible with copper and aluminum conductors (Al with bimetallic terminal) Supports up to 8 DC string inputs (2 per MPPT) CANADIAN SOLAR (USA), INC. is committed to providing high quality solar products, solar system solutions and services to customers around the world. As a leading PV project developer and manufacturer of solar modules with over 27 G deployed around the world since 2001, Canadian Solar Inc. (NASDAQ: CSIQ) is one of the most bankable solar companies worldwide. SYSTEM/TECHNICAL DATA .... MODEL NAME T I CSI-4OKTLGS-FL DC INPUT Max.PVPower 37.5kW(13.5kWIMPPT) L45 kW(13.5 kW/MPPT) J 54kW(13.5kW/MPPT) I 54kW(13.SkW/MPPT) Max. DC input Voltage 1000Vw Operating DC Input VoltageRange - 200800Vw Start-up DC Input Voltage/Power 350V Number ofMPP Trackers - - - 4 - MPPT Voltage Range L.___ Operating Current (Imp) -. . - 72 A (18 A per MPPT) Max. Input Current (Isc) 112.4 A (28.1 A per MPPT) Number of DC Impute ________ 8(2 per MPPT) DC Disconnection Type Load rated DC switch AC OUTPUT . Rated AC Output Power Max. AC Output Pow er 2S kW -- -------275kw 30 kW 1_L 40kW 40 kW 44 kw Rated Output Voltage - 480 VAC Output Voltage Range- - - 422A-528V< -- Grid Connection Type . . 3 W Nominal AC Output Current @480Vac 30.1A [ 36.1A I 43.3A 48.1 A Rated Output Frequency -60Hz OutputFrequency Range* . . . 59.5-60.5 Hz Power Factor 1 default (0.8 adjustable) CurrentTHD - <3% AC Disconnection Type Load rated AC switch SYSTEM ENVIRONMENT Protection Degree - NEMA4X Cooling Natural NaturConvection Cooling Operating Temperature Range -13 • F to + 140 F / -25 C to +60 • C Storage Temperature Range - . -40 • Fto + 158 • F/-40 C to +70° C OperatingHumidity 0-100% condensing Operating Altitude - . 13,123.4 ft /4000 m Audible Noise <30dBA@1 m DISPLAY AND COMMUNICATION Display LCD + LED Communication MECHANICAL DATA Dimensions (WI H / D) - 23.4 x 37.2x 14.4 in / 595 x 9455356.5mm Weight 147.7 lb /67kg Installation Angle 90 degrees from horizontal DC Inputs .- 15Astandard SAFETY Safety and EMC Standard UL1741-SA, UL16998, CSA-C22.2 No. 107.1-01, lEEE1547; FCC PART 15 Grid Standard - IEEE1547, Rule 21 Smart-Grid Features Voltage-Ride Thru, Frequency-Ride Thru. Soft-Start, Volt-Var, Frequency-Watt, Volt-Watt *The 'Output Voltage Range' and 'Output Frequency Range' may differ according to specific grid standard. The specification and key features described in this datasheet may deviate Slightly and are not guaranteed. Due to on-going innovation, research and product enhancement. Canadian Solar Inc. reserves the right to make any adjustment to the information described herein at any time without notice. Please always obtain the most recent version of the datasheet Caution: For professional use only. The installation and handling of PV equipment which shall be duly incorporated into the binding contract made by the parties governing all requires professional skills and should only be performed by qualified professionals. transactions related to the purchase and sale of the products described herein. Please read the safety and installation instructions before using the product. CANADIAN SOLAR (USA). INC. August 2018 I All rights reserved I Inverter Product Datasheet V3.O_E1_NA Contents CanadianSolar zir CanadianSolar 1. Introduction 1.1 Product Description 6.5.3 Current system version .............................................................................................47 6.6 Sub-menu Advanced Info — Technicians only' .........................................................47 6.6.1 Alarm message .........................................................................................................48 6.6.2 Running message ......................................................................................................49 6.6.3 Version ..............................................................................................................................49 6.6.4 Communication data ................................................................................................50 6.6.5 Daily energy ........................................................................................................................50 6.6.6 Monthly energy ............................................................................................................51 6.6.7 Yearly energy ...............................................................................................................51 6.6.8 Total energy ..................................................................................................................52 6.7 Sub-menu 'Advanced settings -Technicians only" ...................................................52 6.7.1 Select standard ...............................................................................................................53 6.7.2 Grid ON/OFF ...............................................................................................................56 6.7.3 Power control ...............................................................................................................57 6.7.4 Clear energy and restore factory settings ...................................................57 6.7.5 Calibrate ...........................................................................................................................57 6.7.6 Reset password ............................................................................................................58 6.7.7 Restart HMI .....................................................................................................................59 6.7.8 Special Settings ............................................................................................................59 6.7.9 STD. Mode Settings ...................................................................................................63 6.7.10 External EPM set ......................................................................................................68 6.8 Arc fault current interrupt (AFCI)function ..................................................................69 Maintenance .........................................................................................................................................................70 Troubleshooting .............................................................................................................................................71 8.1 Current alarm — front LCD panel .......................................................................................71 8.1.1 Running messages ................................................................................................71 8.2 Alarm history .................................................................................................................................71 8.2.1 Viewing alarm history .............................................................................................71 8.3 Error messages ...........................................................................................................................71 8.3.1 Troubleshooting guide .............................................................................................71 Appendices ............................................................................................................................................................75 Specifications ......................................................................................................................................................79 Canadian Solar Three Phase Inverters convert DC power from the photovoltaic (PV) array into alternating current (AC) power that can satisfy local loads as well as feed the power distribution grid. This manual covers the four (4) Canadian Solar Three Phase Inverter models listed below: CSI-25KTL-GS-FLB. CSI-30KTL-GS-FLB, CSI-36KTL-GS-FLB, CSI-40KTL-GS-FLB Figure 1.1 Front view 5. 47 LG390N2T-A5 I LG385N2T-A5 I 1G380N2T-A5 11l1IIIIlIIII W 390W 1385W 1380W The LG NeON® 2 BiFacial is designed to absorb irradiance not only from the front but also the rear of its NeON® cell by using a trans- parent back sheet. The dual faces of the cell allows for higher energy generation. Feature Enhanced Performance Warranty Bifacial Energy Yield LG NeON® 2 BiFacial has an enhanced LG NeON® 2 BiFacial modules use highly performance warranty. - efficient bifacial solar cell "NeON" applied Cello LG NeON® 2 BiFacial is guaranteed at least technology. Through the Cello technology, 84.8% of initial performance. LG NeON® 2 BiFadal can achieve up to 30% more energy than standard PV module. Better Performance on a Sunny Day 1 1 More Generation on a Cloudy Day LG NeON® 2 BiFacial now performs better on LG NeON® 2 BiFacial gives good performance sunny days thanks to its improved temperature - - even on a cloudy day due to its low energy coefficient reduction in weak sunlight BOS (Balance Of System) Saving Near Zero LID (Light Induced Degradation) LG NeON® 2 BiFacial can reduce the total num- --fL The n-type cells used in LG NeON® 2 BiFacial - -- ber of strings due to its high module - - have almost no boron, which may cause the efficiency resulting in a more cost effective and initial efficiency to drop, leading to less LID. efficient solar power system. About LG Electronics LO Eiscrnesan 6 agk,bol lag OaM oomsrtnd to eapanóng Its operaamnssoth the solar market The company list embarked on a solar efangr 5Qtto research prorpm in 1985, supported byl.GGrousvastexpcnancem the swts.torolctot LCD, chemistry and matar sisthistoesin 2010,t0 Solar successfully released ,ts first Minnd(°senonto the madiet vAKh is now nealabli, in 32 nosncmst the NuON (pnMous Mann)(° NeON1 Ne(d2 NeON2 8.Faool won the lntintolarAWAltD is 2013, 2015 and 2016, (9 LG which dmonslitesLGSola,'s laalrnsoanIjon and ownolanent to the indosisy. LG_Spocshet_Neon_2j2,.BiFaclal.lndd 1 20170629 26110:18 11, .-M spied 1 nec Characteristic Curves lhedlttance between the writer sf thnmeunting/grounding halei. LG Ne ON® 2BiFacia1 1G390N2T-A5 I 1G385N2T-A5 I 1G380N2T-A5 IorIelrtI Pmnertiec (S1t5 - • - . 390N2T;A5 BifaicolGukr --.. BifadalGain" . W3BON2TPS % BifadalGaw* - j 10% .j . iMardmumPbwer(Pmax) W] 390 410 429 468 507 404 424 462 501 380 399 418 456 494 MPP Voltage (Vmpp) N 41.4 41.4 41.4 41.5 415 41.0 41.0 41.1 41.1 40.6 40.6 40.6 40.7 40.7 iMPPCurrent(lmpp) (A) 9.43 9.90 10.36 11.28 -L2T 1222 986 10.34 11.24 12.19 9.37 9.83 10.30 11.20 12.14 OpenOiwuitVoItage(*c) (0!] 49.2 49.2 49.2 49.3 49.3 49.1 49.1 49.2 49.2 490 490 49.0 49.1 49.1 ShaitchcoitCurret(Isc) (A] 10.15 10.66 11.17 12.18 132 10.61 1112 1210 1312 10.07 10.57 11.08 12.05 13.06 1Modu9eEfency (9') 185 19.4 203 22.1 240 19.1 20.0 21.9 23.7 180 199 198 21.6 23.4 IOpeiatingTemperatuN (C) -40.90 MwmSysternVoltage (VI 1500(1.10! 1.0000K) Mardmum Series Fuse Rating (A] . 20 Pflius Bifhelality Coefficlent" (9'] . . 82(etonersfm25erem) Poweribleinnor (9'] 0-3 150 nameplate peam output is measuiedard de melted bytat Elanatecoat 00 We and abs tedacoetar. SC(!r4TesrCainloisn):Inndanor 1.000W/W. CCU cempenstam 25t.!M 1.5 . 8laescabrme additional gdn F..ft be& ;lternacndm the othehsnt00natthe5naelad test oedlbtlt depends etaIaliancanaton. Pleas 6fathatyCa1rt25yeaTsasybwedonfontea0WwaRareptdesoca±7% Mechanical Prcooerties • Certifications and Warranty Cells . 6x12 ICeRT - -- MonocestaWne /N-type __________________ tCell Dimensions; - - 161.7x 161.7 nun ! 65rc5es leaf Busbar ... . 12(MuIdWke8usbar) Dimensions(LxWxH) . 2.064a1,024x40mm 81.26x40.31 xl57in creirtLoad . 5.400Pa!113psf Rear Load . •. 4300Pa/90psf Weight . 22.0k9/48.72Ib Connectorlype . . MC4 (MCI PV-JM6O1A(JMTHY) Junction Bet..... P68 with 3 Bypass Diodes Cablm . 1,200 mm x 2 ea / 47.24 in x 2 ea [Glass . . . High Transmission Tempered Glass Frame .. . Anodized Aluminium Electiiral Pmioe,tiec (NOCI') Model . LG390NZT-A5 1G385N2T-A5 LG38ON2T-AS Maeimum P wer (P Twa) JJWJ 289 285 282 tMPP Voltage (lknpp) m . 38.3 380 37.6 MPP Current (lmpp) jjA] 7.54 751 7.49 Open circuit voltage(voc)J[VI 45.9 45.8 4.8 Short clrcuitCuerent(lsc) 1(A) 8.17 814 8.10 anCT (NonninadOne ,onsmmonatam5lnelia e800 W/m1. ambient t nioceatem 20 9C Certificutlons UL 1703 IEC61215lK61730-1/-2 IEC617O1 (Salt mntcononiontest) IEC 6271 6(Pmmonia corrosion test) 509001 ,Module FirePltffonnance : .Type l(U11703) FueResistonon Class Class C(IJLC/ORD0703JEC 61730) PlcdactWarnnty ... : 12Yeors OuatWarrantyofpluax lllotmar99l&2lA50r1wcasr(155% UnearWansnty r,ath11as3)84.6%fnr 25wate Tenloerature Characteristics rocr. 11 I11 Ic 11 45±3 Puax :. • -0.37 Vbc : .. -0.27 'Sc . l(% 0.03 Dimensions (mm! inch) LG Life's Good 10 Ehictrorrico Inc. Solar Business Division 10 Twin Towm 128'lhiouidaertrongdeungpo•94 Seoul 07339 Korea wlg-sc1arcom Product specifications; are subject to change without notim. DS-T5-72-W-G-P-EN-70628 02017 IG Electmnim.M rights reserce LG_SpecnheLNaon..2...72...Bifacial.indd 2 2011-06-29 98110:1840 GENERAL INFORMATION This section provides an overview of SDG&E's requirements for interconnecting customer-owned generators to SDG&E's electric distribution system. It is not intended to be a substitute for the SDG&E Generation Interconnection Handbook (Interconnection Handbook) or SDG&E's Electric Rule 21 (Rule 21) and should not be relied on to determine the interconnection requirements for any project. Where there is any perceived or actual inconsistency between this document and the requirements of Rule 21 or the Interconnection Handbook, Rule 21 shall govern. Customers planning to install a generator that will operate in parallel with SDG&E's electric distribution system for the purpose of (1) only serving their own electrical load, (2) serving their own electrical load and exporting excess power to the grid or (3) only exporting power to the grid, must submit an application for interconnection and receive written authorization from SDG&E to interconnect and operate in parallel. Interconnection Process Interconnection can be achieved by means of either the Rule 21 process or the Wholesale Distribution Open Access Tariff (WDAT) process. Both interconnection processes require the customer to complete a generating facility technical review or study and execute an Interconnection Agreement with SDG&E before the generating facility is authorized to interconnect and operate in parallel with SDG&E's electric system. Detailed information addressing the interconnection of customer-owned generators is located on SDG&E's website at http://www.sdae.com/generation- interconnections/overview-cieneration-interconnections. Rule 21 information and documents: http://sdge.com/direct-access/electricitv/self-cieneration-interconnection WDAT information and documents: http://sdge.com/qeneration-interconnections/wholesale-generator-transmission-interconnections SDG&E Generation Interconnection Handbook: httDs://www.sdge.com/aeneration-interconnection-handbook Interconnection Request Requirements a. Single-Line Diagram - A single-line representation of the proposed interconnection system that clearly distinguishes existing equipment from proposed equipment. b. Completed Interconnection application, including a complete set of specifications as follows: Maximum kW rating Nominal output voltage All necessary relays Power factor Maximum fault current contribution kWh rating for energy storage projects Make and model of inverter, if an inverter will be used c. Applicable fees and/or deposits. d. Documentation demonstrating proof of site exclusivity/control. © 1998-2017 San Diego Gas & Electric Company. All rights reserved. Removal of this copyright notice without permission is not permitted under law. REV CHANGE BY 05011 APPV DAM REV CHANGE BY DSGN APPV DATE A Editorial changes tsm I IP) TPM 11/01/17 D B E C Indicates Latest Revision I X 1compieteiy Revised INew Page Information Removed SHEET SDG&E SERVICE STANDARDS & GUIDE SG 806.1 1 OF 16 DISTRIBUTED GENERATION 3. Operating Requirements The customer shall operate the generating facility, whether permanent or temporary, in accordance with the Interconnection Agreement, SDG&E's Electric Service Requirements, SDG&E's CPUC- approved tariffs, and all applicable laws, codes and ordinances. The customer shall not be permitted to energize any de-energized portion of SDG&E's distribution system. DISCONNECTION DEVICES 1. Inverter-Based Systems Customers installing inverter-based systems less than 30 kW CEC AC will no longer be required to include an AC disconnect switch when the facility has a self-contained billing meter (i.e., 0 - 225 amp socket-based meter or a 400 amp Class 320 socket based meter). These types of meters are not Current Transformer (CT) rated and are used for the vast majority of all SDG&E customers. In lieu of an AC disconnect, the billing meter may temporarily be removed by SDG&E to isolate the customer's inverter from the electric distribution system to maintain operating safety needs during an emergency or maintenance on SDG&E's system. Removal of the billing meter will result in loss of electrical service to the customer's facility or residence for the duration of time that work is actively in progress. However, it is highly recommended to install an AC disconnect on all generating facilities, regardless of size. 2. Circumstances Requiring Disconnects Inverter-based systems 30 kW CEC AC and larger. Inverter-based interconnections having a CT rated meter, i.e., all meter panels or switchboards employing the use of potential and/or PTs/CTs. Non inverter-based generators, including rotating or machine-based generators, regardless of whether the service meter configuration is CT rated or self-contained. 3. Utility AC Disconnect Requirements The customer shall furnish, install, own and maintain an AC disconnect in compliance with the following: a. A single, visible open, lockable AC disconnect is required to isolate all generation without impacting customer load. A single, visible open, lockable AC disconnect must be installed near the Point of Common Coupling (PCC), also referred to as the service and metering equipment, at a location approved by SDG&E. Refer to pages SG 504.3 - 504.4 for Unacceptable Meter Locations. Acceptable meter locations are generally: Inside the electric meter room. Refer to SG 506.1 for electric meter room access requirements. Immediately outside the electric meter room at a location approved by SDG&E and the governmental Authority Having Jurisdiction (AHJ). b. When adding additional generation to a facility that currently has generation, the added generation must be connected to the existing disconnecting device, or the replacement disconnecting device if a larger ampacity device is required so that all generation can be isolated without impacting customer load. © 1998-2017 San Diego Gas & Electric Company. All rights reserved. Removal of this copyright notice without permission is not permitted under law. REV CHANGE BY 05GM APPV DATE REV CHANGE BY DSGN APPV DATE A Editorial Changes LSM IP) TPM 11/01/17 0 Indicates Latest Revision I X Icompietety Revised INew Page I I Inkrmation Removed SHEET SDG&E SERVICE STANDARDS & GUIDE 2 OF 16 SG 806.2 DISTRIBUTED GENERATION c. Consistent with meter room access requirements (see SG 506.1), all devices used to disconnect the generating facility shall be readily accessible under all conditions and at all times, 24 hours a day. The switch operation shall utilize an open air gap and shall provide visible verification. The switch blades' jaws, and the air-gap between them, shall be clearly visible when the disconnect is in the open position. The visible air-gap must be observed without disassembling the device. d. The switch shall be lockable in the open position. The locking operation shall be accomplished with a single SDG&E lock. The switch panel cover shall not be removable with the switch padlocked in the open position. e. Customers shall install plaques at all AC disconnects clearly stating their purpose is for operation by the Utility or authorized emergency responders. Refer to the following Figures 1 - 3 and notes. TYPICAL SELF-CONTAINED METER <30 KW CEC AC SDG&E's Distribution System M Self Contained Point of Common -- Coupling Meter ) Main Breaker —o o— ° ° Generator :r <i rAC PV Breaker DC FIGURE 1 Notes: A site placard is required at the service and metering equipment. See page SG 017.1 for site placard requirements. A disconnect switch is highly recommended but not required. Refer to Figure 2 on page SG 806.4 if you choose to install a disconnect switch. © 1998-2017 San Diego Gas & Electric Company. All right reserved. Removal of this copyright notice without permission is not permitted under law. REV ONGE BY DSGN APPV DATE REV CHANGE BY OSGfil APPV DATE A Editorial Changes LSM IP) 1PM 11101/17 D B E C F Indicates Latest Revision I X IComptetely Revised N. Page IInformation Removed SHEET SDG&E SERVICE STANDARDS & GUIDE SG 806.3 3 OF 16 DISTRIBUTED GENERATION TYPICAL SELF-CONTAINED METER 2 30 KW CEC AC SDG&E's Distribution System Self Contained Point of Common Coupling Meter )Main Breaker —0 0 Generator : 0 AC PV Breaker AC DC Disconnect FIGURE 2 TYPICAL INSTRUMENT TRANSFORMER RATED METERING INSTALLATION SDG&E's Distribution System Current Transformer Meter ) Main Breaker Generator AC PV Breaker AC DC I Disconnect FIGURE 3 Notes: Refer to pages SG 511.1 - 511.3 for disconnect requirements. A site placard is required at the service and metering equipment. See page SG 017.1 for site placard requirements. Customer shall install a placard on the AC disconnect switch labeled "PV SYSTEM DISCONNECT FOR UTILITY OPERATION" or "WIND TURBINE, FUEL CELL, BATTERY, etc., SYSTEM DISCONNECT FOR UTILITY OPERATION", as appropriate. The AC disconnect shall be identified the same on the site placard. ® 1998-2017 San Diego Gas & Electric company. All right reserved. Removal of this copyright notice without permission is not permitted under law. REV O1ANE BY DSGN APPV WE REV MANGE BY DSGN APPV DIVE A EdItorial changes LSM IP) TPM 11/01/17 D B C IIndicates Latest Revision I X Icomp1ety Revised New Page IInformation Removed SHEET SDG&E SERVICE STANDARDS & GUIDE SG 806.4 4 OF 16 DISTRIBUTED GENERATION ~('( ityof Carlsbad Print Date: 11/18/2019 Permit No: PREV2019-0157 2622 Gateway Rd BLDG-Permit Revision 2132621900 $ 0.00 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: Work Class: Commercial Permit Revi5 Status: Closed - Finaled -Lot #: Applied: 08/07/2019 Reference #: Issued: 08/21/2019 Construction Type Permit 11/18/2019 Finaled: Bathrooms: Inspector: Orig. Plan Check #: CBC2019-0206 Final Plan Check #: Inspection: Description: BRESSI RETAIL: CONDENSING (2) INVERTER LOCATIONS TO A SINGLE LOCATION I/AC CONDUIT PLAN CHANGE/I ADD ELECTRICAL AND LIGHTING Applicant: Owner: Contractor: BRIGHT POWER INC BRESSI RANCH INDUSTRIAL LLC BRIGHT POWER INC BRIAN PETERSON 860 Napa Valley Corporate Way, R 130 Vantis Dr Po Box 10637 Napa, CA 94558-6281 ALISO VIEJP, CA 92656-2691 Napa, CA 94581-2637 707-252-9990 707-252-9990 FEE . AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE $35.00 MANUAL BUILDING PLAN CHECK FEE $262.50 Total Fees: $ 297.50 Total Payments To Date: $ 297.50 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov crPo"C' 0 PLAN CHECK REVISION OR Development Services AV of DEFERRED SUBMITTAL Building Division Carlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-I 5 www.carlsbadca.gov Original Plan Check Number Plan Revision Number t,3 pg1j/2,1g_c1c Project Address Z6? Z General Scope of Revision/Deferred Submittal: iY/f Q%' W8 yiI po/e CONTACT INFORMATION: Name 4115 1W Phone ?07 fi?564'i Fax - Address 860/Ii2ol1?ot/'_(01/4Y0L 1&)/city Acifooz Zip P$59' Email Address Lphyse (/ —,2oaPi czi Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: 11 Plans El Calculations [].Soils El Energy El Other Vv / I(A 2. scribe revisions )n d etail /ette,-? 30 List page(s) where each revision is shown I. CIipI i& _e/Ie'r&il_Ic /c6'c'is PeVo.1, Ella. Pbt ,-c&t hi £y1 py_øfc(4fl1 /'r e__I14' flw_,iew yAt ,k _'4-cc,frpp. dh £i d Lcs Does this revision, in any way, alter the exterior of the project? ' Yes El No Does this revision add ANY new floor area (s)? El Yes Jn'No Does this revision affect any fire related issues? El Yes No Is this a complete set? El Yes No Signature 04;;e Date 1635 Faraday Avenue, Carlsbad, CA 92008 j: 760-602-2719 f: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov EsGil. A SAFEbulif Company DATE: 8/16/2019 APPLICANT UJURIS. JURISDICTION: CARLSBAD '- --- PLAN CHECK #.: CBC2019-0206.REV(2019-0157) SET: I PROJECT ADDRESS: 2622 GATEWAY ROAD PROJECT NAME: NEW CARPORT WITH REVISED SOLAR FOR BRESSI RETAIL The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's BUILDING codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: BRIAN PETERSON EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: BRIAN Telephone #: 707 252 9990 Date contacted: (by:c'j") Email: BRIAN@BPI-POWER.COM Mail Telephone Fax In Person LI REMARKS: By: Bert Domingo Enclosures: EsGil 8/8/2019 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 (DO NOT PAY— THIS IS NOT AN INVOICE) VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2019- 0206.REV(2019-0157) PREPARED BY: Bert Domingo DATE: 8/16/2019 BUILDING ADDRESS: 2622 GATEWAY ROAD BUILDING OCCUPANCY: UIPV BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code ICB IBY Ordinance 1997 UBC Building Permit Fee V 1997 UBC Plan Check Fee I i V Type of Review: D Repetitive Fee V Repeats * Based on hourly rate E Complete Review El Other Hourly EsGil Fee U Structural Only 2 Hrs.@* $105.00 I $210.00I Comments In addition iothe above fee, i'additional fee of $ is due (jhour - !hr.)for the CaIGreenrevie. Sheet 1 of 1 (Permit Revision Letter) CBC2019-0206 August 6, 2019 Brian Peterson brian@bvi-vower.com P0 Box 10637 Napa, CA 94581 Esgil City of Carlsbad 9320 Chesapeake Drive, Suite 208 San Diego, California 92123 Building Permit #: CBC2019-0206 Address: 2622 Gateway Road To Whom It May Concern, The following changes were made irrespective of plan check comments: Inverters were changed from (2) Canadian Solar CSI-25KTL-GS-FL to (1) CPS SCA60KTL-DO/US (480) [SL1]. (PVO) Number of Point of Interconnections reduced from (2) to (1). (PV0.1, PVO.3, PV2.113) 1nterconnection Method changed to a line side tap. BPi is working with Pacific Electric to design the line side tap per SDG&E and NRTL Standards. (PV2.1B) AC Conduit routing was modified to go around the existing water easement. (PV0.1, PVO.3) Pages ES1 & ES2 for new Lighting Plan added. (ES1 & ES2) If you have any questions, please contact BPi Power at 707-252-9990. Thank you. Sincerely, BPi Power RECEVED AUG 072019 CITY OF CARLSBAD BUILDI NG DIVISION