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Home My WebLink About1088 LAGUNA DR; CS; CBC2020-0445; PermitBuilding Permit Finaled (City of Carlsbad Commercial Permit Print Date: 04/19/2021 Permit No: CBCZ0Z0-0445 Job Address: 1088 LAGUNA DR, # CS, CARLSBAD, CA 92008-1858 Status: Closed -Finaled Permit Type: BLDG-Commercial Work Class: Tenant Improvement Parcel#: 1552721900 Track#: Valuation: $20,000.00 Lot#: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: Project#: Plan#: Construction Type: Orig. Plan Check#: Plan Check#: Description: T-MOBILE: ADD 3 ANTENNA// EXPAND ANTENNA SCREENING BOX Applicant: J5 INFRASTRUCTURE PARTNERS CHRIS VUONG 17169 BOTERO DR SAN DIEGO, CA 92127-1403 (858) 205-4150 FEE BUILDING PERMIT FEE ($2000+) BUILDING PLAN CHECK FEE (BLDG) Property Owner: V S C R E HOLDINGS LLC 9510 ORMSBY STATION RD, # 101 LOUISVILLE, KY 40223 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL 581473 GREEN BUILDING STATE STANDARDS FEE STRONG MOTION-COMMERCIAL Total Fees: $393.82 Total Payments To Date: $393.82 Applied: Issued: Finaled Close Out: 11/09/2020 01/27/2021 Inspector: Final Inspection: TAlva 04/19/2021 Contractor: SOLEX CONTRACTING INC 42146 REMINGTON AVE TEMECULA, CA 92590-2547 (951) 308-1706 Balance Due: AMOUNT $203.66 $142.56 $41.00 $1.00 $5.60 $0.00 Please take NOTICE that approval of your project includes the 11lmposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as 11fees/exaction.11 You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov (cicyof Carlsbad COMMERCIAL BUILDING PERMIT APPLICATION B-2 Plan Check e(b;c:J@zH:IS Est. Value :;yz 000 _. PC Deposit Date //--'c ;JC7-D JobAddress1088 Laguna Dr, Carlsbad, CA92008 Tenant Name: T-Mobile ---------------- Suite:jfl!I" C:;$ APN: 155-272-19-00 Lot#: Year Built:..;.19'-8'-C7 ___ Occupancy· ____ _ C . kl DD'A/ □CJ onstructlon Type_· ____ fire Sprln ers: ye, no C: ye, no BRIEF DESCRIPTION OF WORK: Cell site upgrade. Increasing from (6) antennas to (9) antennas. Expansion of antenna screen box. Only minimal in-cabinet work proposed in equipment area. Fully stealth design. D Addition/New: __________ New SF and Use, __________ New SF and Use, ___ Deck SF, Patio Cover SF (not including flatwork) [!] Tenant lmprovement:. _____ .SF, _____ SF, Existing Use_C_e_ll_s_it_e ___ Proposed Use _S_a_m_e ___ _ Existing Use Proposed Use _____ _ D Pool/Spa: _____ SF Additional Gas or Electrical Features?---=-,----------== D □□ □□ □□ Solar: ___ KW,, ___ Modules,, ___ Mounted, Tilt: ?es/ No, RMA: Yes/ No, Panel Upgrade: Yes/ No D Plumbing/Mechanical/Electrical Only: ------------------------- □ Other: This permit is to be issued in the name of the Property Owner as Owner-Builder, licensed contractor or Authorized Agent of the owner or contractor. The person listed as the Applicant below wlll be the main point of contact throughout the permit process. PROPERTY OWNER APPLICANT 0 Name: VSCRE Holdings LLC Address:9510 Ormsby Station Rd #101 City:Louisville State:KY Zip:40223 Phone: 760-434-7116 Email: Cbanuelos@elmcroft.com DESIGN PROFESSIONAL APPLICANT 0 Name:Jose Carlos Faz Address: 2030 Main Street City:lrvine State:CA Zip:92614 Phone:949-247-7767 x160 PROPERTY OWNERS AUTHORIZED AGENT APPLICANT Ii Name: Chris Vuong, on behalf of T-Mobile Address: 17169 Botero Drive City:San Diego State:CA Zip:92127 Phone: 858-205-4150 Email: cvuong@j5ip.com Email:ifaz@j5ip.com Email: ......... ..u;_~:.:.a::,:-a.u..::.AJ~.!..L..l..."'-":.,i~~~'-'::'- Architect State License: S6550 State License: 'i?4,,2 {O I 1635 Faraday Ave Carlsbad, CA 92008 B-2 Ph: 760-602-2719 Fax: 760-602-8558 Page 1 of2 Email: Building@carlsbadca.gov Rev. 08/20 IDENTIFY WHO WIU PERFORM THE WORK BY COMPLETING (OPTION A) OR (OPTION B) BELOW: (OPTION A): LICENSED CONTRACTOR DECLARATION: I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000} of Division 3 of the Business and Professions Code, and my license is in full force and effect. I also affirm under penalty of perjury one of the following declarations: D 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 or the work which this permit is issued. Polley No. ________________________ _ IE• have and will maintain worker's compensation, as required by Section 3700 of the labor Code, for theperfpr"1ance of the work f<?rwhich this permit Is issued. My workers' compensation Insurance carrier and policy number are: lnsuranceCompany Name: l:!.u n I n tt, r:nat, ona I Policy No. 5':/ 3 I O ,3 0 cSl,-Expiration Date: LJLO""--'-''--:=...,;L....,IL-__________ _ 0 Certificate of Exemption: I certify that In the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage Is unlawful and shall subject an employer to crlmlnal penalties and dvllfines up to $100,000.00, in addition the to the cost of compensation, damages as provkted for In Section 3706 of the Labor Code, Interest and attorney's fees. CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there ls a construction I ending agency for the performance of the work this permit Js Issued {Sec. 3097 (i) Civil Code). Lender's Name: Lender's Address: ___ ~~----------------- CONTRACTOR PRINT: B re, ndr,n S-fpn-e SIGN: 131 ou4.. g __ .. DATE: _,_f _~""-'J,=t__,-.)_=-'-} _ (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that Jam exempt from Contractor's License Law for the following reason: DI, as owner of the property or my employees with wages as thelr sole compensation, will do the work and the structure is not intended or offered for sale {Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who bu lids or Improves thereon, and who does such work himself or through hls own employees, provided that such Improvements are not Intended or offered for sale. If, however, the building or Improvement is sold within one year of completion, the owner-bullder wlll have the burden of proving that he did not bulld or Improve for the purpose of sale), Di, as owner of the property, am exclusively contracting with licensed contractors to construct the project ($f!c. 7044, Business and Professions Code: The Contractor's License law does not apply to an owner of property who bullds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). 01 am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: Ouowner Builder acknowledgement and verification formu has been fllled out, signed and attached to this application. Proof of identification attached. D Owners "Authorized Agent Form" has been filled out, signed and attached to this application giving the agent authority to obtain the permit on the owner' behalf. Proof of identlftcatlon attached. By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder if it has not been constructed in its entirety by licensed contractors. / understand that a copy of the applicable law, Section 7044 of the Business and Professions Code, Is ova/fable upon request when this appf/catlon Is submitted orot the fallowing Web site: http:/fwww.leginfa.ca.gov/calaw.htmJ. OWNER PRINT: ____________ SIGN: _________ DATE: ______ _ APPLICANT CERTIFICATION: SIGNATURE REQUIRED AT THE TIME OF SUBMITTAL By my signature below, I certify that: f am the property owner or State of California Licensed Contractor or authorized to act on the property owner or contractor's behalf. f certify that I have read the applfcation and state that the above information Is correct and that the information on the plans is accurate. I agree to comply with aJI City ordinances and State Jaws relating to building construction. J hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SA Vt:, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST Al.l UABILIT/ES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit Is required farexcavatlons over 5'0' deep and demolition or construction of structures aver 3 stories in height. APPLICANT PRINT: Chris Vuong 1635 Faraday Ave Carlsbad, CA 92008 B-2 SIGN; _,a1<..:~..;.:.'F'i...;.;'/~~• ...,.t/4..;;;a.;;;.:dl(j~4's--.DATE: 11/06/20 Ph: 760-602-2719 Fax: 760-602-8558 Page 2 of2 Email: Building@carlsbadca.gov Rev. 08/20 Permit Type: BLDG-Commercial Work Class: Tenant Improvement Status: Scheduled Date Closed -Finaled Actual Inspection Type Start Date Checklist Item BLDG-Structural Final BLDG-Electrical Final Monday, April 19, 2021 Application Date: 11/09/2020 Owner: VS C R E HOLDINGS LLC Issue Date: 01/27/2021 Expiration Date: 10/12/2021 IVR Number: 29861 Subdivision: Address: 1088 LAGUNA DR, # CS CARLSBAD, CA 92008-1858 Inspection No. Inspection Status Primary Inspector Reinspection Inspection COMMENTS April 19, 2021 No building cell-site deficiencies. 1. New Structural 4" x 4" blocking and new A-35 anchoring metal clips, between existing 2x wood stud walls. 2. Scope of block framing work per structural engineers plans and detail specifications, on sheet S-501, detail #11, approved framing (only). 3. Final inspection for upgraded enlarged cell-site attached to building for revised antenna enclosed boxed, per structural plans and detail specifications-approved. April 19, 2021: No building cell-site deficiencies. 1. New Structural 4" x 4" blocking and new A-35 anchoring metal clips, between existing 2x wood stud walls. 2. Scope of block framing work per structural engineers plans and detail specifications, ·on sheet S-501, detail #11, approved framing (only). 3. Final inspection for upgraded enlarged cell-site attached to building for revised antenna enclosed boxed, per structural plans and detail specifications-approved. Passed Yes Yes Page 2 of 2 Building Permit Inspection History Finaled {city of Carlsbad Permit Type: BLDG-Commercial Application Date: 11/09/2020 Owner: VS C RE HOLDINGS LLC Work Class: Tenant Improvement Issue Date: 01/27/2021 Subdivision: Status: Closed -Finaled Expiration Date: 10/12/2021 Address: 1088 LAGUNA DR, # CS IVR Number: 29861 CARLSBAD, CA 92008-1858 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Date Start Date Status 03/19/2021 03/19/2021 BLDG-84 Rough 153129-2021 Passed Tony Alvarado 04112/2021 0411312021 04119/2021 Combo(14,24,34,44) Checklist Item BLDG-14 Frame-Steel-Bolting-Welding (Decks) COMMENTS March 19, 2021: 1. New Structural 4" x 4" blocking and new A-35 anchoring metal clips, between existing 2x wood stud walls. 2. Scope of block framing work per structural engineers plans and detail specifications, on sheet S-501, detail #11, approved framing (only). 04112/2021 BLDG-14 154654-2021 Failed Tim Kersch Frame/Steel/Bolting/We ldlng (Decks) Checklist Item BLDG•Building Deficiency COMMENTS Called no answer. Went to site spoke with security guard was not aware of any construction work. 04113/2021 BLDG-14 154801-2021 Passed Tim Kersch Frame/Steel/Bolling/We ldlng (Decks) Checklist Item BLDG-Building Deficiency COMMENTS Called no answer. Went to site spoke with security guard was not aware of any construction work. 04119/2021 BLDG-Final Inspection 155232-2021 Passed Tony Alvarado Monday, Aprll 19, 2021 Reinspection Inspection Complete Passed Yes Reinspection Incomplete Passed No Complete Passed Yes Complete Page 1 of 2 DATE: 11-24-20 JURISDICTION: Carlsbad PLAN CHECK#.: CBC2020-0445 ✓• EsG1I A SAFEbuilfCompany SET: I PROJECT ADDRESS: 1088 Laguna Drive PROJECT NAME: T-Mobile Cell Site Modifications □ APPLICANT □ JURIS. [8J The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. 0 The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. 0 The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. 0 The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. 0 The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. 0 The applicant's copy of the check list has been sent to: [8J EsGil staff did not advise the applicant that the plan check has been completed. 0 EsGil staff did advise the applicant that the plan check has been completed. Person contacted: ~ Telephone#: Date contacted: (by ) Email: Mail Telephone Fax In rson 0 REMARKS: By: Scott Humphrey EsGil Enclosures: 11-13-20 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 PREPARED BY: Scott Humphrey BUILDING ADDRESS: 1088 Laguna Drive BUILDING OCCUPANCY: PLAN CHECK#.: CBC2020-0445 DATE: 11-24-20 BUILDING AREA Valuation PORTION ( Sq. Ft.) Multiplier Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code 1997 UBC Buildin Permit Fee 9 .... ! 1997 UBC Plan Checlc. Fee Type of Review: ~ r Repetitive Fee 3 Repeats r Complete Review ~ ioi Other , Hourly EsGII Fee ~ Reg. VALUE Mod. r Structural Only E3Hrs.@• Comments: In addition to the above fee, an additional fee of$ $ /hr.) for the CalGreen review. ($) $135.ooJ / is due ( hour@ Sheet of Letter of Authorization To: City of Carlsbad N"V O 9 2020 Re: Application for Zoning/Use/Building Permit I/We, Christian N. Cummings , as owner or representative of that cettain property located at I 096 Laguna Dr., Carlsbad, CA 92008, do hereby appoint JS Infrastructure Pa1tners, as agent for T-Mobile, for the purpose of applying for and obtaining any/all permits and other necessary governmental approvals necessary to use, modi fy and/or construct improvements to the property for the purpose of constructing, operating and maintaining a telecommunications facility. I/We understand that the application may be denied, modified or approved with conditions and that such conditions and/or modifications must be complied with prior to building permit issuance. I/We hereby authorize employees of the City of Carlsbad to enter upon the subject property as necessary for the purpose of processing this permit application. VSCRE Holdings.LLC PRINT NAME Date: 11/to/,c, Hazardous Materials Questionnaire County of San Diego, Department of Environmental Health PO Box 129261, San Diego, CA 92112-9261 Record ID#: Not in System Plan Check#: DEH2020-HHMBP-009175 (858) 505-6700 (800) 253-9933 www.sdcdeh.org Business Name Business Contact Telephone# Plan Fila# T-Mobile Chris Vuong 8582054150 Project Address City I State Zip Code APN# 1088 Laguna Dr Car1sbad CA 920081858 155-272-19-00 Applicant Applicant E-Mail Applicant Telephone# Chris Vuong cvuong@j5ip.com 8582054150 The followtn uHtlon, re reeent the fllclll 'a actlvltlH NOT th Ifie r ect dHcrt tlon. gq p ty eapec poJ p I PART I; EIRE DEPARTMENT -HAZARDOUS METERIALS PIYISION: OCCUPANCY CLASSIFICATION; (Not required for proJecta within the City of San Diego.) Indicate by selecting the item, whether your business will use, process, or store any of the following hazardous materials. If any of the items are selected, Applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Occupancy Rating: Faclllty'• Square Footage (including proposed project): L □ Explosive or Blasting Agents □ Organic Peroxides □ Water Reactive& □ Corrosives □ Compressed Gases □ Oxidizers □ Cryogenics □ Other Health Hazards □ Flammable/Combustible Liquids □ Pyrophorlcs □ Highly Toxic or Toxic Materials □ None of These □ Flammable Solids □ Unstable Reactives □ Radioactives . PART II; SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH • HAZARDOUS MATERIALS DIVISION IHMP); If Iha answer to any of the questions is yes, applicant must contact the County of San Diego Hazardous Materials Division, in person at 5500 Overland Ava., Suite 110, San Diego, CA 92123, or by phone at (858) 505-6700 prior to issuance of a building permil FEES ARE REQUIRED. Project Completion Date: 1. 2. 3. 4. 5. 6. 7. 8. YES NO !ill □ □ IBI □ □ □ □ □ □ IBI IBI IBI IBI IBI IBI Is your business listed on the reverse side of this form? (check all that apply). \MIi your business dispose of Hazardous Substances or Medical Waste in any amount? \MIi your businaas store or handle Hazardous Substances in quantities equal to or greater than 55 gallons, 500 pounds, or 200 cubic feet? \MIi your business handle carcinogens or reproductive toxins in any quantity? \MIi your business use an existing, or install an underground storage tank? \MIi your business store or handle Regulated Substances (CalARP)? \MIi your business use or install a Hazardous Wasta Tank System (Titie 22, Article 1 O)? \MIi your business store petroleum in tanks or containers at your facility with a total storage capacity equal to or greater than 1,320 gallons? (California's Aboveground Petroleum Storage Act). □ □ □ CalARP Exempt CalARP Required CalARP Complete Review Data: . PART Ill; SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT IAPCD); If the answer to Question #1 is 'Yes' and the answer to Question #2 is 'No', the applicant must contact the APCD prior to the issuance of a building or demolition permit. If any answer to Questions #3, #4, or #5 is 'Yes', the applicant must contact the APCD prior to the isauance of a building or demomlon permit If the answer to Question #3 or #4 is 'Yes', the applicant may need to submit an asbestos notification form to the APCO at least 10 working days prior to commencing demolition or renovation (some residential projects may be exempt from the notification requirements). Contact the APCD at 10124 Old Grove Road, San Diego, CA 92131 or telephone (858) 586-2600 for more information. 1. 2. 3. 4. YES NO □ Ill □ □ □ □ □ IBI \MIi any existing building materials be disturbed as part of this project? (If the answer Is 'Yes', an asbestos survey may be required.) Has a survey been performed to determine the presence of asbestos containing materials? \MIi the project involve handling or disturbance of any asbestos containing materials? \MIi the project Involve the removal of any load supporting structural member? 5. □ IBI \MIi the subject facility or construction activities Include operations or equipment that emit or are capable of emitting an air contaminant? (See the APCD factsheet at http://www.sdapcd.org/infolfacts/permits. pdf 6. □ □ (ANSWER ONLY IF QUESTION 5 IS 'YES') 'MIi the subject facility be located within 1,000 feet of the outer boundary of a school (K through 12)? Search the California School Directory at http://www.cde.ca.gov/re/sd/ for public and private schools or contact the appropriate school district. Briefly describe business activities: Unmanned call •It• Briefly describe proposed project: Removal / replacement of antenna, and eupportlng equipment. Battery backup cabinet contain• 34.7 gallon, of electrolytaa. I declara under penalty of perjury that to the best of my knowledge and belief, the responses made herein are true and correct. IBI; Fees Acknowledged: Ill Chris Vuong 10/12/2020 Name of Owner or Authorized Agent Date FOR OFFICIAL USE ONLY FIRE DEPARTMENT OCCUPANCY CLASSIFICATION: BY: DATE: __________ _ EXEMPT OR NO FURTHER INFORMATION RELEASED FOR BUILDING PERMIT BUT NOT FOR RELEASED FOR OCCUPANCY REQUIRED OCCUPANCY COUNTY-HMO* APCD COUNTY-HMO APCD COUNTY-HMO APCD ~-._~OF~() o"v ~ c; REVIEWEO BY <,e S. Khalid 10/13/2020 HMO *A stamp in this box QllJx exempts businesses from completing or updating a Hazardous Materials Businesa Plan. Other permitting requirements may still apply. OEH_HMD_Plan_Check_Ouestlonnalre v1.2 (10/2015) Plinted on: 10113/2020 C 12:09 PM £ ENCINA WASTEWATER AUTHORITY INDUSTRIAL WASTEWATER DISCHARGE PERMIT SCREENING SURVEY 6200 Avenlda Encinas, Carlsbad, CA 92011 Phone: 760-438-3941 Fax: 760-476-9852 SourceControl@enclnaJpa.com Date: 11 /06/20 Business Name: T-Mobile ------------------- Street Address: 1088 Laguna Dr, Carlsbad, CA 92008 Email Address: CVUOng@j5ip.COm PLEASE CHECK HERE IF YOUR BUSINESS IS EXEMPT: (ON REVERSE SIDE CHECK TYPE OF BUSINESS) □ Check all below that are present at your facility: □ Acid Cleaning 8Food Processing 8 Metal Powders Forming □ Assembly Glass Manufacturing Nutritional SupplemenWitamin □ Automotive Repair 0 Industrial Laundry 0 Manufacturing □ Battery Manufacturing O Ink Manufacturing O Painting/Finishing 8 Biofuel Manufacturing B Laboratory B Paint Manufacturing Biotech Laboratory Machining/Milling Personal Care Products □ Bulk Chemical Storage 0 Membrane manufacturing 0 Manufacturing □ Car Wash O (i.e. waterfilter membranes) O Pesticide Manufacturing/ Packaging 8 Chemical Manufacturing O Metal Casting/Forming O Pharmaceutical Manufacturing Chemical Purification O Metal Fabrication O (including precursors) 0 Dental Offices O Metal Finishing 0 Porcelain Enameling D Dental Schools D Electroplating 0 Power Generation D Dental Clinics 0 Electroless Plating 0 Print Shop D Dry Cleaning 0 Anodizing 0 Research and Development 0 Electrical Component 0 Coating (i.e. phosphating) 0 Rubber Manufacturing D Manufacturing □chemical Etching/Milling 0 Semiconductor Manufacturing O Fertilizer Manufacturing O Printed Circuit Board D Soap/Detergent Manufacturing O Film/ X-ray Processing O Manufacturing O Waste Treatment/Storage NewBusiness?YesONoE] SICCode(s)ifknown: ______ Date operation began/will begin: _____ _ Tenant Improvement? Yes EINoD If yes, briefly describe improvement: ...cc:...e:..l:c.l ..:s..:it:..:ec...:;u.LCp.,.g'-r=-a..:d..:e _________ _ Description of operations generating wastewater (discharged to sewer, hauled orevaporated):_N_o_n_e ______ _ Estimated volume of Industrial wastewater to be discharged (gal/ day) : _n_/_a _________________ _ List hazardous wastes generated (type/volume):.:..:n:../a=-------------------------- Have you applied for a Wastewater Discharge Permit from the Enclna Wastewater Authority? YesO Date: _____ .NoO Page 1 of 2 ENCINA WASTEWATER AUTHORITY INDUSTRIAL WASTEWATER DISCHARGE PERMIT SCREENING SURVEY 6200 Avenlda Encinas, Carlsbad, CA 92011 Phone: 760-438-3941 Fax: 760-476-9852 SourceControl@enclnaJpa.com The commercial enterprises listed below are a partial listing of businesses that are exempt from industrial wastewater discharge permitting under normal operating conditions. They are exempt because (a) they discharge no process wastewater (i. e., they only discharge sanitary wastewater with no pollutants exceeding any local limits), and (b) they have no potential to negatively impact the EWPCF or other wastewater treatment plants in the ESS. Any questions regarding exemptions should be referred to EWA Source Control staff. □ Automobile Detailer s □ Hotels/ Motels (no laundry) □ Barber/Beauty Shops □ Laundromats □ Business/Sales Offices □ Libraries □ Cleaning Services □ Medical Offices (no x-ray developing) □ CarpeVUpholstery □ Mortuaries □ Childcare Facilities □ Museums □ Churches □ Nail Salons □ Community Centers □ Nursing Homes □ Consulting Services □ Office Buildings (no process flow) □ Contractors □ Optical Services □ Counseling Services □ Pest Control Services (no pesticide repackaging for sale) □ Educational Services (no auto repair/film developing) □ Pet Boarding/Grooming Facilities □ Financial Institutions/Services □ Postal Services (no car wash/auto repair) □ Fitness Centers □ Public Storage Facilities □ Gas Stations (no car wash/auto repair) □ Restaurants/Bars □ Grocery Stores (no film developing) □ Retail/Wholesale Stores (no auto repair/film □ Residential based Businesses developing) □ Theaters (Movie/Live) CERTIFICATION STATEMENT I certify that the information above is true and correct to the best of my knowledge. Signature: (]/41"/lf 1/«.()lfJ' Print Name Chris Vuong 11/06/20 Date: ____ _ FacilityContact:_T_B __ D _______ _ Title: _____________ _ ENCINA WASTEWATER AUTHORITY 6200AVENIDA ENCINAS, CARLSBAD, CA Phone: 760-438-3941 Fax: 760-476-9852 SourceControl@encinajpa.com Page 2 of 2 .. 2030 Main St, #200, Irvine, CA 92614 Structural Analysis (FRP Box) October 6, 2020 Site: SD06088A, "Las Flores" Type: Rooftop Address: 1088 Laguna Drive, Carlsbad, CA 92008 County: San Diego Cou nty Lat/Long: 33° 10' 6.1" N, 117° 20' 41.4" W (33.168361, -117.344831) Dear Sir or Madame, SIGNED: 2020/10/06 EXPIRES: 2021/03/31 JS Infrastructure Partners (JSIP) is pleased to submit this structural analysis report to T-Mobile. The purpose of this analysis is to design a new FRP screen box to replace existing FRP screen box. The project scope of work relevant to t his report includes the following items: -Replace (1) (E) FRP screen box with (N) FRP screen box A site visit was performed by JSIP personnel on July 9, 2019. Existing elements relevant to the project scope of work were visually inspected and found to be in good condition. This report was prepared in accordance with t he 2019 CBC, ASCE 7-16, and the NDS-2018. FRP components were analyzed per t he Strongwell Design Manual. This analysis is based off third party data and assumes satisfactory workmanship of all previously-installed and proposed components. If exist ing conditions vary from what is shown in this report, or if assumptions made within this analysis are inaccurate, the Engineer of Record shall be notified immediately in writing. It has been our pleasure t o be of service to you in this matter. The result s of our analysis are summarized in the table belo► Please contact us should you have any specific questions, require further clarification, or if we can be of further service. 1- Sincerely, - JS Infrastructure Partners, Inc. 0 Demand-Description of Element Capacity Ratio Result Notes FRP Beam 33% (L6x6xl /2) PASS FRP Brace 27% (L4x4x1/4) PASS FRP Plate 51% PASS (PL. 3/8") FRP Anchorage 62% PASS (Simpson SDS 1/4"x3-1/2") Page 1 • Due Diligence Review This report is based on the information obtained in the documents listed below. Documents Summarv No. Document Type Firm Date 1 Site Visit Photos JS Infrastructure Partners Aug 28, 2019 2 Site Visit Photos JS Infrastructure Jul 9, 2019 Partners Mitchell J Architecture, 3 As-Built Drawings Aug 15, 2012 Inc. Page 2 Project: tmo_SD06088A Engineer: JCF Date: October 6, 2020 Information Obtained General Site Conditions General Site Conditions FRP Screen Drawings No detail provided on drawings. FRP Screening likely performed by other firm. 10/5/2020 L\TC Hazards by Location Search Information Coordinates: Elevation: Timestamp: Hazard Type: ASCE 7-16 MRI 10-Year MRI 25-Year MRI 50-Year MRI 100-Year Risk Category I Risk Category II Risk Category Ill Risk Category IV 33.168361, -117.344831 84 ft 2020-10-05T22:26:53.602Z Wind 67 mph 72 mph 77 mph 82 mph 89 mph 96 mph 102 mph 107 mph ATC Hazards by Location ASCE 7-10 MRI 10-Year MRI 25-Year MRI 50-Year MRI 100-Year Risk Category I Risk Category II Risk Category Ill-IV 1llna Island ssential 1 Habitat ... Go gle 72 mph 79 mph 85 mph 91 mph 100 mph 110 mph 115 mph Temecula 0 84 ft .igta 0 Carlsbad ASCE 7-05 Cleveland National Forest L U \. Anz.a-' De Sla11 ASCE 7-05 Wind Speed 85 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area -in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this wehsite does not imolv aoorov;:il bv the oovemino b11ildina c-.orlij~s resoonsible for b11ilrlina code ;:ir:mroval ;ind interoretatian for the https://hazards.atcouncil.org/#/wind?lat=33.168361 &lng=-117.344831 &address= 1 /2 10/5/2020 ATC Hazards by Location L\TC Hazards by Location Search Information Coordinates: 33.168361, -117.344831 1lina Island s$ential Elevation: Timestamp: 84 ft 2020-10-05T22:27:26.543Z 1 HabitaL Hazard Type: Reference Document: Risk Category: Site Class: Seismic ASCE7-16 II 0 -default Basic Parameters Name Value Ss 1.053 S1 0.382 SMs 1.264 SM1 * null Sos 0.843 So1 • null * See Section 11 .4.8 Go gle Description MCER ground motion (period=0.2s) MCER ground motion (period=1.0s) Site-modified spectral acceleration value Site-modified spectral acceleration value Numeric seismic design value at 0.2s SA Numeric seismic design value at 1.0s SA ..,'Additional Information Name Value Description soc • null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv • null Site amplification factor at 1.0s CRs 0.896 Coefficient of risk (0.2s) CR1 0.907 Coefficient of risk (1 .0s) PGA 0.463 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.556 Site modified peak ground acceleration TL 8 Long-period transition period (s) Page 4 https://hazards.atcouncil.org/#/seismic?lat=33.168361 &lng=-117 .344831 &address= Temecula 0 84 ft .igta 0 Carlsbad Cleveland Naiional Forest Anza-i DE St ati 1/2 10/5/2020 SsRT 1.053 SsUH 1.175 SsD 1.5 S1RT 0.382 S1UH 0.421 S1 □ 0.6 PGAd 0.555 * See Section 11.4.8 ATC Hazards by Location Probabilistic risk-targeted ground motion (0.2s) Factored uniform-hazard spectral acceleration (2% probability of exceed a nee in 50 years) Factored deterministic acceleration value (0.2s) Probabilistic risk-targeted ground motion (1.0s) Factored uniform-hazard spectral acceleration (2% probability of exceed a nee in 50 years) Factored deterministic acceleration value (1.0s) Factored deterministic acceleration value (PGA) The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made dun·ng the building code adoption process. Users should confirm any output obtained from this tool with the focal Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismjc Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this infonnation replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the infonnation from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. Page 5 https://hazards.atcouncil.org/#/seismic?lat=33.168361 &lng=-117 .344831 &address= 2/2 Project: 5D06088 Engineer: MC Date: October 5, 2020 Seismic Design Criteria where ASCE 7-16 CH 11.4.8 Applies The web-based tools used to determine seismic design criteria do not produce values for Fa and Fv where ASCE 7-16 CH 11.4.8 is applicable. This tool produces the missing values and determines if a site-specific ground motion study per ASCE 7-16 CH 21.1 is required. Site Information For Site Class D. Only Site Class: D (Stiff soil} Is Site Class assumed? Yes Ss: 1.053 51: 0.382 Fa: 1.200 F..,: 1.918 SMs: 1.264 SM1: 0.733 Sos: 0.842 501: 0.488 TL: 8 Ts: 0.580 T,: 0.116 Notes regarding ASCE 7-16 CH 11.4.8 A site-specific analysis is not required for structures on Site Class D sites where 51 ~ 0.2, provided the seismic response coefficient, Cs, is modified per ASCE CH 11.4.8 Exception 2. There are no additional requirements for non-structural components designed per ASCE CH 13. Page 6 Project: TMO_SD06088 Engineer: MC Date: October 5, 2020 Load Combinations for Building Appurtenances Codes & Standards -2018IBC Project Criteria 505: 0.843 -ASCE 7-16 00; 2.0 f,: 0.5 (ASCE Table 13.61} (/BC 1605.2} f,: 0.2 /!BC 1605.2} Load Combinations -LRFD -The following load combinations are applied in our analysis model. -lateral loads are considered in 2 orthogonal directions. -For load definitions see IBC 1605.2 and ASCE 12.4 LCl: 1.4(D + F) LC2: l.2(D + F) + 1.6(L + H) + O.S(L, or Sor R) LC3: l.2(D + F) + 1.6(~ or Sor R) + 1.6H + (f1L or O.SW) LC4: l.2(D + F) + W + f1L + 1.6H + O.S(L, or Sor R) LCS: (1.2 + 0.2505)1D + F) + E + f1L + 1.6H + !25 LC6: 0.9D + W + 1.6H LC7: (0. 9 -0.25D5)1D + F) + E + 1.6H Load Combinations -ASD -The following load combinations are applied in our analysis model. -Lateral loads are considered in 2 orthogonal directions. -For load definitions see IBC 1605.2 and ASCE 12.4 LCll: D + F LC12: D + H + F + L LC13: D + H + F + (L, or Sor R) LC14: D + H + F + 0.7SL + 0.75(L, or Sor R) LClSa: D + H + F + 0.6W LClSb: (1.0 + 0.14505)1D + F) + H + 0.7E LC16: D + H + F + 0.45W + 0.75L + 0.75(L, or Sor R) LC17: (1.0 + 0.10505)1D + F) + H + 0.525E + 0.75L + 0.755 LC18: 0.6D + 0.6W + H LC19: (0.6 -0.14505)1D + F) + 0.7E + H Load Combinations for Anchorage to Concrete -LRFD {!BC Eq 16-1} (/BC Eq 16-2} {/BC Eq 16-3) (!BC fq 16-4} (!BC Eq .16-5, ASCE 12.4.2.3} (/BC Eq :l6 6) (/BC Eq 16-7, ASCE 12.4.2.3} {!BC tq 168) (!BC Eq 16-9) (/BC Eq 1610) /!BC Eq 16-11) /!BC Fq 16-12} (!BC Fq 16-12} (!BC Eq .16-.13} (/BC Fq 16 14) (!BC Eq 16-15) (/BC Eq 16-16) -The following load combinations are used to determine anchorage forces for concrete anchorage. LC21: l.2(D + F) + W + f1L + 1.6H + O.S(L, or Sor R) {/BC Eq 16-4) LC22: (1.2 + 0.2S05)1D + F) + O,E + f1L + 1.6H +f2S (!BC Fq .16-5, /ISCE 1.2.4.3 . .1) LC23: 0.9D + W + 1.6H //BC Eq 16-6) LC24: (0.9 -0.2505)1D + F) + O,E + 1.6H (/BC Eq 16-7, ASCE 12.4.3.1) Page 7 Wind Loads on FRP Screens -Wind loads are per ASCE 7-16 CH 29.4.1 FRP Screen Information: Z: 40 ft H: 10.83 ft W: 24.25 ft D: 2.5 ft W,: 5 psf Building Information: h: 38 ft z,: 84 ft Seismic Coeffients (ASCE CH.13) Sos: 0.842 g 1P: 1.0 aP: 1.0 RP: 2.5 Wind Pressure (ASCE CH.26 & 30) Exposure: C V: 96 mph Kl!: 1.00 Kz: 1.04 Kd: 0.90 Ke: 1.00 qh;:: 22.1 psf GC,(-): -1.26 GC,(+): 0.90 GCpt: 0.00 /Elevation at top of FRP} (Height) (Width) (Depth) (Weight) (Mean roof height) (Ground elevation} (ASCE CH 1.3.1.3) (ASCE Table 13.6-1) (ASCE Table 13.61) (Basic wind speed) (Topographic factor) /ASC[ Cl! 26.9) (Cf,~ 0.00256K,,K,,1 K:K,:VJ) Project: TMO _5D06088 Engineer: MC Date: October 5, 2020 Fp: 0.404 W= 2.0 psi P(-): -27.84 psf P = (q ,//GCc,)·/GC,,J), ASCE 716, cq. 30.3·1) FRP Plate: (ASD) P(+): 19.9 psf 0.6P: W= -16.7 psf 3/8" plate: 11= 0.0162 Intermediate Vertical FRP Angle: Angle @: 24 in M: 489.7 lb-ft S: 4.46 (L6x6xl/2) fb: 1318 psi Fb: [(E/(27(b/t)0 "1)]/2.5 Fb: 3634 psi fb/Fb: 0.363 < 55 psf Ratio: 0.30 < 0.188 Page 8 JS 5D06088 SK-3 MC Oct 06, 2020 FRP Box.r3d age y z~X JS MC SO06088 aige 1 SK-4 Oct 06, 2020 FRP Box.r3d Member Material Sets ■FRP JS MC ::r Honzonta1 Mernbe, Horizontal Member SO06088 age 11 SK-5 Oct 06, 2020 FRP Box.r3d section Sets ■n• Horizontal Member ■ Vertical Member Horizontal Brace Vertical Brace Loads· BLC 1, D JS MC ·----·· ·------. SO06088 age 1 SK-6 Oct 06, 2020 FRP Box.r3d Loads· BLC 2, EX JS MC S006088 age 1 SK-7 OCt. 06, 2020 FRP Box.r3d V z~X Loads BLC 3, EZ JS MC SD06088 aQC 14 . -----·--.J SK-8 Oct 06, 2020 FRP Box.r3d Loads BLC 4, W-X JS MC $D06088 age 1 SK-9 Oct 06, 2020 FRP Box.r3d Loads BLC 5, W+X JS MC SD06088 age SK-10 Oct 06, 2020 FRP Box.r3d <, V z~X Loads· BLC 6. W-Z J5 MC SO06088 age 1 -·· -··-•-. ----. .. SK-11 Oct 06. 2020 FRP Box.r3d Loads· BLC 7, W+Z JS MC S006088 age 18 SK-12 Oct 06, 2020 FRP Box.r3d IIIRISA Company J5 Designer MC Job Number Model Name S006088 Hot Rolled Steel Design Parameters Label Shaoe 1 M62 Vertical Member 2 M56 Horizontal Member 3 M63 Vertical Member 4 M42 Horizontal Member 5 M41 Horizontal Member 6 M44 Horizontal Member 7 M23 Horizontal Brace 8 M27 Vertical Brace 9 M25 Vertical Brace 10 M70 Vertical Member 11 M64 Vertical Member 12 M53 Horizontal Member 13 MSO Horizontal Member 14 M34 Vertical Brace 15 M35 Vertical Brace 16 M55 Horizontal Member 17 M6 Horizontal Member 18 M22 Horizontal Brace 19 M45 Horizontal Member 20 M51 Horizontal Member 21 M52 Horizontal Member 22 M57 Horizontal Member 23 M59 Horizontal Brace 24 M72 Horizontal Member 25 M74 Horizontal Member 26 M30 Horizontal Member 27 M31 Horizontal Member 28 M32 Horizontal Member 129 M33 Horizontal Member 30 M36 Horizontal Member 31 M37 Horizontal Member 32 M39 Vertical Member 33 M40 Vertical Member 34 M43 Vertical Member 35 M46 Vertical Member 36 M47 Vertical Member 37 M48 Verlical Member 38 M49 Vertical MPmrn:i>r 39 M60 Vertical M,..,.ce 40 M61 Vertical Brace 41 M65 Vertical Brace 42 M66 Vertical Brace 43 M67 Vertical Brace 44 M68 Vertical Brace 45 M76 Horizontal Member 46 M77 Horizontal Member 47 M78 Horizontal Member 48 M54 Vertical Member 49 M58 Vertical Brace 50 M75 Vertical Brace 51 M79 Horizontal Member 52 M69 Horizontal Brace 53 M71 Horizontal Brace 54 M73 Horizontal Brace Hot Rolled Steel Section Sets Label Shaoe Type 1 Horizontal Member L6X6X8 Beam 2 Vertical Member L6X6X8 Column 3 Horizontal Brace L4X4X4 Beam 4 Vertical Brace L4X4X4 Beam 5 XYZ HSS4X4X4 Beam Member Area Loads NodeA Node B NodeC NodeD Direction 1 N13 N24 N22 N16 y 2 N13 N1 N10 N16 y 3 N24 N2 N12 N22 y Member Area Loads Node A Node B NodeC Node D Direction 1 N13 N1 N10 N16 X 2 N24 N2 N12 N22 X 3 N13 N24 N22 N16 X Member Area Loads Node A Node B NodeC NodeD Direction 1 N13 N1 N10 N16 z 2 N13 N24 N22 N16 z 3 N24 N2 N12 N22 z Member Area Loads NodeA Node B NodeC NodeD Direction 1 N13 N1 N10 N16 X 2 N24 N2 N12 N22 X Member Area Loads Node A Node B NodeC Node D Direction 1 N13 N1 N10 N16 X 2 N24 N2 N12 N22 X Member Area Loads NodeA Node B NodeC NodeO Direction N13 N24 N22 N16 z RISA-30 Version 18 Lenath Hnl 130 97 130 30 30 30 42.426 71.589 71.589 51 51 30 30 39.373 39.373 97 30 42.426 97 97 30 30 42.426 97 97 100.511 100.511 100.511 100.511 100.511 100.511 103.143 104.325 103.143 77.992 76.809 77.992 76.809 60.033 59.292 49.201 49.201 48.733 48.733 30 30 30 104.325 60.033 60.315 30 42.426 42.426 42.426 Design List Material Design Rule SinoleAnole FRP Tvoical Sinole Anole FRP Typical Sinole Anole FRP Tvoical Single Ang le FRP Typical Tube FRP Tvoical Load Direciion Ma nitude s A-B -5 A-B -5 A-B -5 Load Direction Ma nitude s A-B -2 A-B -2 A-B -2 Load Direction Ma nitude s A-B -2 A-B -2 A-B -2 Load Direction Ma nitude s A-B -27.84 A-B -19.9 Load Direction Ma nltude s A-B 19.9 A-B 27.84 Load Direction Ma nitude s A-B -19.9 ( FRP Box.r3d I PaQe 19 Lcomo too rinl Lbyy Lbvv Lbyy Lbvv Lbyy Lbvv Lbvv Lbyy Lbvv Lbyy Lbvv Lbyy Lbyy Lbvv Lbyy Lbvv Lbvv Lbyy Lbvv Lbyy Lbvv Lbyy Lbvv Lbyy Lbvv Lbyy Lbvv Lbyy Lbvv Lbyy Lbvv Lbyy Lbvv Lbyy Lbvv Lbyy Lbvv Lbyy Lbvv Lbyy Lbvv Lbvv Lbvv Lbyy Lbvv Lbvv Lbyy Area [in1J lyy pn4) 5.77 19.9 5.77 19.9 1.93 3 1.93 3 3.37 7.8 Inactive lb lb-ft Active Active Active Active 10/612020 12:13:03 PM Checked By : ___ _ Function Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Laleral Lateral Lateral Lateral Lateral Lateral Lateral Lateral lzz [in4) J lin~ 19.9 0.501 19.9 0.501 3 0.044 3 0.044 7.8 12.8 lb"s'/in lb"s""in fb·s'/in tb·s••jn 1b·s1/in lb"st•in lb·s1/in tb·s1•in lb·s1/in lb"s1•in lb"s1/in lb"s1•in Page 1 IIIRISA Company : JS Designer : MC Job Number Model Name : SD06088 Member Area Loads Node A Node B Node C Node D Direction Load Direction Ma nltude s N13 N24 N22 N16 z Basic Load Cases BLC Descriction Cateoorv 1 D DL 2 EX ELX 3 EZ ELZ 4 W-X WL-X 5 W+X WL+X 6 W-Z wt.-2 7 W+Z wt.+Z 8 BLC 1 Transient Area Loads None 9 BLC 2 Transient Area Loads None 10 BLC 3 Transient Area Loads None Load Combinations Descriction s olve PDelta C BL 1 .. LC11 !IBC Ea 1&-8\ .. 2 LC11 Yes y DL 3 4 --LC12 IIBC En 1&-91 .. 5 LC12 Yes y DL 6 7 .. LC13 IIBC Ea 1&-101° 8 LC13a /Lr\ Yes y DL 9 LC13b IS\ Yes y DL 10 LC13c R\ Yes y DL 11 12 ••LC14 /IBC Ea 1&-111 .. 13 LC14a llr\ Yes y DL 14 LC14b IS\ Yes y DL 15 LC14c R\ Yes y DL 16 17 .. LC15 IIBC Ea 1&-12\ .. 18 LC15aa /Wx Yes y DL 19 LC15aa 1-Wx\ Yes y DL 20 LC15ab tWz Yes y DL 21 LC15ab 1-Wz\ Yes y DL 22 LC15ba IEx Yes y DL 23 LC15ba I-Ex Yes y DL 24 LC15bb IEzl Yes y DL 25 LC15bb 1-Ez\ Yes y DL 26 127 .. LC16 IIBC Ea 1&-13\ .. 28 LC16aa /Lr+ Wx Yes y DL 129 LC 16aa /Lr -Wx\ Yes y DL 30 LC16ab /Lr+ Wz\ Yes y DL 31 LC16ab /Lr-Wz\ Yes y DL 32 LC16ba S + Wx Yes y DL 33 LC16ba S-Wx Yes y DL 34 LC16bb S+Wz Yes y DL 35 LC16bb S-Wz Yes y DL 36 LC16ca R+Wx Yes y DL 37 LC16ca R-Wx Yes y DL 38 LC16cb R+Wz Yes y DL 39 LC16cb R-Wz Yes y DL 40 41 .. LC17 IIBC Ea 1&-141 .. 42 LC17a tExl Yes y DL 43 LC17a -Ex\ Yes y DL 44 LC17b IEzl Yes y DL ~5 LC17b -Ez\ Yes y DL 46 47 .. LC18 IIBC Ea 1&-15\ .. 48 LC18aa Wx\ Yes y DL 49 LC18aa -Wx) Yes y DL 50 LC18ab Wz\ Yes y DL 51 LC18ab -Wz) Yes y DL 52 53 ••LC19 IIBC Eo 1&-161°0 54 LC19a Ex\ Yes y DL 55 LC19a -Ex\ Yes y DL 56 LC19b Ezl Yes y DL 57 LC19b -Ez\ Yes y DL Envelope Member Section Forces Member Sec Axialllbl LC v S:;J LC 1 M62 1 max 49.06 25 12. 56 2 min 21.026 54 25 3 2 max 28.919 25 56 4 min 12.394 54 -7.266 25 5 3 max 0 25 0 56 6 min 0 54 0 25 7 4 max -12.394 56 7.266 57 8 min -28.92 22 -7.266 24 9 5 max -21.026 56 12.338 57 10 min -49.06 22 -12.338 24 11 M56 1 max 0.274 55 -9.183 55 12 min -8.66 22 -21.586 22 13 2 max 3.022 55 -4.519 55 14 min -11.408 22 -10.703 22 15 3 max 5.77 55 0.274 23 16 min -14.156 22 0.049 54 17 4 max 8.518 55 11.157 23 18 min -16.904 22 4.713 54 19 5 max 47.094 55 15.709 22 20 min -54.628 22 3.577 55 21 M63 1 max -2.367 54 40.962 54 22 min -51.767 23 -41.104 23 RISA-30 Version 18 A-B X Gravitv Y Gravitv -1 -0.404 Factor BLC Factor BLC 1 FL 1 1 HL 1 FL 1 HL 1 FL 1 HL 1 FL 1 HL 1 FL 1 HL 1 FL 1 HL 1 FL 1 HL 1 FL 1 HL 1 FL 1 HL 1 FL 1 HL 1 FL 1 HL 1 FL 1.12 FL 1.12 HL 1.12 FL 1.12 HL 1.12 FL 1.12 HL 1.12 FL 1.12 HL 1 HL 1 FL 1 HL 1 FL 1 HL 1 FL 1 HL 1 FL 1 HL 1 FL 1 HL 1 FL 1 HL 1 FL 1 HL 1 FL 1 HL 1 FL 1 HL 1 FL 1 HL 1 FL 1 HL 1 FL 1.08 FL 1.08 HL 1.08 FL 1.08 HL 1.08 FL 1.08 HL 1.08 FL 1.08 HL 0.6 WLX 0.6 HL 0.6 WLX -0.6 HL 0.6 wt.Z 0.6 HL 0.6 wt.Z -0.6 HL 0.48 FL 0.48 ELX 0.48 FL 0.48 ELX 0.48 FL 0.48 ELZ 0.482 FL 0.482 ELZ z Shearllb\ LC Tornuellb-ltl 12.338 54 0 -12.336 23 0 7.266 54 0 -7.266 23 0 0 54 0 0 23 0 7.266 55 0 -7.266 22 0 12.338 55 0 -12.338 22 0 5.538 25 0.007 -5.291 56 0.001 2.79 25 0.007 -2.543 56 0.001 0.485 22 0.007 -0.239 55 0.001 3.052 24 0.007 -2.805 57 0.001 14.287 55 0.009 -24.285 22 0 16.683 23 0 -16.602 54 0 I FRP Box.r3d ) P~e20 27.84 ZGravitu Distributed -0.404 71 71 71 Factor BLC Factor BLC 1 LL 1 1 RLL 1 1 SL 1 1 RL 1 1 LL 0.75 RLL 1 LL 0.75 SL 1 LL 0.75 RL 1 WLX 0.6 1 WLX -0.6 1 wt.Z 0.6 1 wt.Z -0.6 1 ELX 0.7 1 ELX -0.7 1 ELZ 0.7 1 ELZ -0.7 1 WLX 0.45 LL 1 WLX -0.45 LL 1 wt.Z 0.45 LL 1 wt.Z -0.45 LL 1 WLX 0.45 LL 1 WLX -0.45 LL 1 wt.Z 0.45 LL 1 wt.Z -0.45 LL 1 WLX 0.45 LL 1 WLX -0.45 LL 1 wt.Z 0.45 LL 1 wt.Z -0.45 LL 1 ELX 0.525 LL 1 ELX -0.525 LL 1 ELZ 0.525 LL 1 ELZ -0.525 LL 1 1 1 1 0.7 HL 1 -0.7 HL 1 0.7 HL 1 -0.7 HL 1 LC v-v Momentlfb-ftl LC 57 0 57 2 0 2 57 19.052 56 2 -19.052 25 57 26.298 56 2 -26.298 25 57 19.052 56 2 -19.052 25 57 0 57 2 0 2 24 0 57 57 0 2 24 -4.133 57 57 -28.411 24 24 -5.501 57 57 -37.353 24 24 -4.102 57 57 -26.809 24 23 0 57 54 0 2 57 0 57 2 0 2 10/612020 12:13.03 PM Checked By : ___ _ ArearMemberl 3 3 3 2 2 1 1 Factor BLC Factor 0.75 0.75 0.75 0.75 RLL 0.75 0.75 RLL 0.75 0.75 RLL 0.75 0.75 RLL 0.75 0.75 SL 0.75 0.75 SL 0.75 0.75 SL 0.75 0.75 SL 0.75 0.75 RL 0.75 0.75 RL 0.75 0.75 RL 0.75 0.75 RL 0.75 0.75 SL 0.75 0.75 SL 0.75 0.75 SL 0.75 0.75 SL 0.75 z-z Momentlltrftl LC 0 57 0 2 19.052 54 -19.052 23 26.298 54 -26.298 23 19.052 54 -19.052 23 0 57 0 2 0 57 0 2 28.991 25 4.218 56 38.513 25 5.698 56 28.549 25 4.44 56 0 57 0 2 0 57 0 2 Page 2 IIIRISA Company Designer Job Number Model Name JS MC S006066 Envelope Member Section Forces (Continued} Member Sec Axial lbl LC v Shear11bl 23 2 max -29.91 54 24.659 24 min -116.034 23 -25.001 25 3 max 191.534 22 6.264 26 min -69.457 55 -6.406 27 4 max 116.005 22 24.225 28 min 49.643 55 -24.083 29 5 max 31.537 22 45.379 30 mln 13.442 55 -45.237 31 M42 1 max 58.562 54 -2.885 32 mln -67.447 23 -6,732 33 2 max 58.562 54 -1.443 34 min -67.447 23 -3.366 35 3 max 58.562 54 0 36 min -67.447 23 0 37 4 max 58.562 54 3.366 38 min -67.447 23 1.442 39 5 max 58.562 54 6.732 40 min -67.447 23 2.885 41 M41 1 max 29.399 24 1.7 42 min -18.397 57 -1.7 43 2 max 28.55 24 0.85 44 min -17.547 57 -0.85 45 3 max 27.7 24 0 46 min -16.697 57 0 47 4 max 26.65 24 0.65 46 min -15.647 57 -0.65 49 5 max 26 24 1.7 50 min -14.996 57 -1.7 51 M44 1 max 68.034 22 1,7 52 min -59.244 55 -1.7 53 2 max 66.034 22 0.65 54 min -59.244 55 -0.85 55 3 max 66.034 22 0 56 min -59.244 55 0 57 4 max 66.034 22 0.65 56 min -59.244 55 --0.65 59 5 max 66.034 22 1.7 60 min -59.244 55 -1.7 61 M23 1 max 71.369 23 0.569 62 min -59.364 54 --0,569 63 2 max 71.653 23 0.264 64 min -59.649 54 --0.264 65 3 max 71.938 23 0 66 min -59.933 54 0 67 4 max 72.222 23 0.264 68 min -60.217 54 -0.264 69 5 max 72.506 23 0.569 70 min -60.502 54 --0.569 71 M27 1 max -36.666 56 1.131 72 min -320.052 25 -15.503 73 2 max -33.676 56 0.634 74 min -309.391 25 -6.697 75 3 max -30.037 56 0.03 76 min -296.42 25 --0.419 77 4 max -25.881 56 9.037 78 min n 25 --0.658 79 5 max 56 14.901 80 min 25 -1.087 81 M25 1 max 24 6.008 82 min 37.087 57 -6.008 83 2 max 309.465 24 3.37 64 min 34.08 57 -3.37 65 3 max 296.494 24 0.162 86 min 30.42 57 --0.162 67 4 max 281.677 24 3.502 86 min 26.24 57 -3.502 89 5 max 272.469 24 5.776 90 min 23.649 57 -5.776 91 M70 1 max 19.301 25 4.654 92 min 6.272 54 -4.654 93 2 max 11.036 25 2.773 94 min 4.73 54 -2.773 95 3 max --0.011 56 0.007 96 min --0.026 22 --0.007 97 4 max -4.727 56 2.772 96 min -11.029 22 -2.772 99 5 max I 56 4.843 100 min 22 -4.643 101 M64 1 max 54 7.322 102 min 23 -7.333 103 2 max 54 6.296 104 min 23 -6.3 105 3 max 41.366 54 9.516 106 min -121.608 23 -9.506 107 4 max 66.1 23 6.3 108 min 28.272 54 -6.296 109 5 max 27.839 23 7.733 110 min 11.875 54 -7.722 111 M53 1 max 16.476 56 1.7 112 min -16.517 25 -1.7 113 2 max 15.626 56 0.85 114 min -15.667 25 --0.85 115 3 max 14.776 56 0 116 min ~ 25 0 117 4 max 56 0.85 116 min 25 --0.85 119 5 max 13.076 56 1.7 120 min -13.118 25 -1.7 121 M50 1 max 20.717 56 6.732 122 min -20.989 25 2.865 RISA-3D Version 18 LC 54 23 54 23 23 54 23 54 55 22 55 22 57 2 23 54 23 54 55 22 55 22 57 2 54 23 54 23 54 23 54 23 57 2 55 22 55 22 56 23 56 23 57 2 57 22 57 22 57 24 57 24 57 24 24 57 24 57 22 55 22 55 22 55 23 54 23 54 55 22 55 22 54 23 54 23 54 23 57 24 54 23 25 56 23 54 24 57 55 22 55 22 57 2 54 23 54 23 22 55 z Shear11bl 16.663 -16.602 23.204 -23.217 16.602 -16.683 16.861 -16.872 1.7 -1.7 0.85 -0.85 0 0 0.85 -0.85 1.7 -1.7 -2.885 -6.732 -1.443 -3.366 0 0 3.366 1.442 6.732 2.665 6.732 2.865 3.366 1.443 0 0 -1.442 -3.366 -2.685 -6,732 -1.365 -3.184 --0.682 -1.592 0 0 1.592 0.662 3.164 1,365 6.008 -6.008 3.37 -3.37 0.162 --0.162 3.501 -3.501 5.775 -5.775 15.504 -1.149 8.698 -0.644 0.419 -0.031 0.669 -9.037 1.105 -14.903 4.654 -4.654 2.773 -2.773 0.007 --0.007 2.772 -2.772 4.843 -4.643 19.257 -19.252 10.152 -10.147 2.522 -2.517 10.072 -10.082 19.652 -19.662 -2.685 -6.732 -1.442 -3.366 0 0 3.366 1.442 6.732 2.885 1.7 -1.7 LC Toroue[lb-ftl 23 0 54 0 57 0 24 0 54 0 23 0 56 0 25 0 22 0.007 55 0,001 22 0.007 55 0.001 57 0.007 2 0.001 23 0.007 54 0.001 23 0.007 54 0.001 54 --0.125 23 -0.46 54 --0.125 23 --0.48 57 --0.125 2 --0.48 22 --0.125 55 -0.46 22 --0.125 55 --0,46 23 0.018 54 -0.013 23 0.016 54 --0.013 57 0.016 2 --0.013 55 0.016 22 --0.013 55 0.018 22 --0.013 56 --0.002 23 --0,01 56 --0.002 23 --0.01 57 --0.002 2 --0.01 25 --0.002 54 --0.01 25 --0.002 54 --0.01 22 0 55 0 22 0 55 0 22 0 55 0 23 0 54 0 55 0 54 0 25 0 56 0 25 0 56 0 25 0 56 0 56 0 25 0 56 0 25 0 56 0 25 0 56 0 25 0 57 0 24 0 57 0 24 0 57 0 24 0 23 0 54 0 23 0 54 0 23 0 54 0 54 0 23 0 54 0 23 0 54 0 23 0 54 0 23 0 57 0 2 0 22 0 55 0 22 0 55 0 23 0 54 0 I FRP Box.r3d ] Page 21 LC 57 2 57 2 57 2 57 2 24 57 24 57 24 57 24 57 24 57 57 24 57 24 57 24 57 24 57 24 22 55 22 55 22 55 22 55 22 55 57 24 57 24 57 24 57 24 57 24 56 25 56 25 56 25 56 25 56 25 56 25 56 25 56 25 56 25 56 25 57 2 57 2 57 2 57 2 57 2 57 2 57 2 57 2 57 2 57 2 57 2 57 2 57 2 57 2 57 2 57 2 v-v Momentrlb-ftl LC 32.07 54 -32.166 23 30.166 54 -30.401 23 34.181 54 -34.298 23 0 57 0 2 0 57 0 2 --0.393 54 -2.795 23 --0.524 54 -3.726 23 --0.393 54 -2.795 23 0 57 0 2 0 57 0 2 --0.393 55 -2.795 22 --0.524 55 -3. 726 22 --0.393 55 -2.795 22 0 57 0 2 0 57 0 2 2.795 22 0.393 55 3.726 22 0.524 55 2.795 22 0.393 55 0 57 0 2 0 57 0 2 --0.373 56 -1.759 23 -0.498 56 -2.346 23 --0.373 56 -1.759 23 0 57 0 2 0 57 0 2 1.408 54 -13.289 23 1.953 54 -18.441 23 1.445 54 -13.642 23 0 57 0 2 0 57 0 2 13.29 22 -1.408 55 16.443 22 -1.953 55 13.643 22 -1.445 55 0 57 0 2 0 57 0 2 2.922 55 -2.922 22 3.975 55 -3.975 22 2.916 55 -2.916 22 0 57 0 2 0 57 0 2 6.393 23 -6.393 54 6.305 23 -6.298 54 6.471 23 -6.468 54 0 57 0 2 0 57 0 2 --0.393 55 -2.795 22 --0.524 55 -3.726 22 --0.393 55 -2.795 22 0 57 0 2 0 57 0 2 10/6/2020 12:13:03 PM Checked By : ___ _ z-z Momentllb-ftl LC 96.066 23 -95.659 54 156.202 23 -157.346 54 98.198 23 -97.77 54 0 57 0 2 0 57 0 2 2.795 22 0.393 55 3.726 22 0.524 55 2.795 22 0.393 55 0 57 0 2 0 57 0 2 --0.393 54 -2.795 23 --0.524 54 -3.726 23 -0.393 54 -2.795 23 0 57 0 2 0 57 0 2 2.795 23 0.393 54 3.726 23 0.524 54 2.795 23 0.393 54 0 57 0 2 0 57 0 2 --0.373 55 -1.759 22 -0.498 55 -2.346 22 --0.373 55 -1.759 22 0 57 0 2 0 57 0 2 13.289 22 -1.408 55 18.441 22 -1.953 55 13.642 22 -1.445 55 0 57 0 2 0 57 0 2 13.29 23 -1.406 54 16.443 23 -1.953 54 13.643 23 -1.445 54 0 57 0 2 0 57 0 2 2.922 56 -2.922 25 3.975 56 -3.975 25 2.916 56 -2.916 25 0 57 0 2 0 57 0 2 15.86 23 -15.853 54 25.236 23 -25.218 54 15.938 23 -15,928 54 0 57 0 2 0 57 0 2 -0.393 54 -2.795 23 -0.524 54 -3.726 23 -0.393 54 -2.795 23 0 57 0 2 0 57 0 2 Page 3 IIIRISA Company Designer Job Number Model Name J5 MC S006088 Envelope Member Section Forces (Continued} Member Sec Axialllbl LC V Shearllbl 123 2 max 19.867 56 3.366 124 min -20.139 25 1.443 125 3 max 19.017 56 0 126 min -19.29 25 0 127 4 max 18.167 56 -1.442 128 min -18.44 25 -3.366 129 5 max 17.317 56 •2.885 130 min -17.59 25 -8.732 131 M34 1 max -61.112 56 2.335 132 min -200.713 25 -2.335 133 2 max -60.759 56 1.309 134 min -197.284 25 -1.309 135 3 max -60.349 56 0.122 136 min -193.312 25 ..0.122 137 4 max -59.876 56 1.249 138 min -188.727 25 -1.249 139 5 max -58.134 54 2.822 140 min -184.656 23 -2.822 141 M35 1 max 200.205 24 8.106 142 min 61.395 57 1.439 143 2 max 196.426 24 3.941 144 min 61 57 0.7 145 3 max 192.768 24 ..0.016 146 min • 57 ..0.089 147 4 max 24 ..0.708 148 min 57 .J.986 149 5 max 24 -1.375 150 min 59.893 57 -7.748 151 M55 1 max 47.094 55 15.81 152 min -54.628 22 3.539 153 2 max 15.265 22 -4.783 154 min -13.395 55 -11.455 155 3 max 12.517 22 ..0.119 156 min -10.647 55 ..0.572 157 4 max 9.77 22 10.487 158 min -7.899 55 4.369 159 5 max 21.396 23 10.87 160 min -18.776 54 2.107 161 M6 1 max 70.789 54 -2.885 162 min -71.781 23 -8.732 163 2 max 70.789 54 -1.443 164 min -71.781 23 -3.366 165 3 max 70.789 54 0 166 min -71.781 23 0 167 4 max 70.789 54 3.366 168 min -71.781 23 1.442 169 5 max 70.789 54 6.732 170 min -71.781 23 2.885 171 M22 1 max 136.904 55 0.569 172 min -149.941 22 -0.569 173 2 max 137.188 55 0.284 174 min -150.225 22 ..0.284 175 3 max 137.473 55 0 176 min -150.509 22 0 177 4 max • 55 0.284 178 min -1 22 ..0.284 179 5 max -i 78 55 0.569 180 min 22 ..0.569 181 M45 1 max 57 0 182 min 0 2 0 183 2 max 75.449 22 73.07 184 min -69.1 55 -79.949 185 3 max 31.596 55 26.432 186 min -34.62 22 -24.169 187 4 max 34.344 55 26.432 188 min -37.368 22 ·24.169 189 5 max 0 57 0 190 min 0 2 0 191 M51 1 max 34.953 54 27.697 192 min -40.716 23 -23.017 193 2 max 32.205 54 27.697 194 min -37.968 23 -23.017 195 3 max 16.421 23 19.348 196 min -13.761 54 -23.184 197 4 max 19.169 23 19.348 198 min -16.509 54 -23.184 199 5 max 0 57 0 200 min 0 2 0 201 M52 1 max 17.266 24 1.7 202 min -17.197 57 •1.7 203 2 max 16.417 24 0.85 204 min -16.347 57 -0.85 205 3 max 15.567 24 0 206 min -15.497 57 0 207 4 max 14.717 24 0.85 208 min -14.648 57 -0.85 209 5 max 13.867 24 1.7 210 min -13.798 57 -1.7 211 M57 1 max 55.1 54 -2.885 212 min -57.496 23 -6.732 213 2 max 55.1 54 ·1.443 214 min •57.496 23 ·3.366 215 3 max 55.1 54 0 216 min -57.496 23 0 217 4 max X 54 3.366 218 min 23 1.442 219 5 max 54 6.732 220 min 23 2.885 1'21 M59 1 max 112.183 23 0.569 222 min -108.251 54 ..0.569 RISA-3O Version 18 LC 22 55 57 2 54 23 54 23 55 54 55 54 55 54 22 23 22 23 25 56 25 56 56 25 56 25 56 25 22 55 55 22 55 22 23 54 22 55 55 22 55 22 57 2 23 54 23 54 56 23 56 23 57 2 57 24 57 22 57 2 55 22 22 55 22 55 57 2 23 54 23 54 54 23 54 23 57 2 55 22 55 22 57 2 54 23 54 23 55 22 55 22 57 2 23 54 23 54 56 23 z Shearllbl 0.85 ..0.85 0 0 0.85 ..0.85 1.7 -1.7 •1.541 -8.606 ..0.865 -4.828 ..0.081 ..0.45 4.603 0.824 10.407 1.864 2.2 -2.2 1.07 ·1.07 0.024 ..0.024 1.082 -1.082 2.103 -2.103 14.264 -24.226 2.904 -2.691 0.804 ..0.593 2.89 -2.677 14.122 -13.684 1.7 -1.7 0.85 ..0.85 0 0 0.85 ..0.85 1.7 -1.7 -1.365 -3.184 ..0.682 -1.592 0 0 1.592 0.682 3.184 1.365 0 0 .5.479 -13.485 0.975 0.129 11.858 4.793 0 0 -7.575 -17.815 -2.911 -6.932 7.212 3.025 18.095 7.69 0 0 -2.885 -6.732 -1.442 -3.366 0 0 3.366 1.442 6.732 2.885 1.7 -1.7 0.85 ·0.85 0 0 0.85 ..0.85 1.7 -1.7 •1.365 -3.184 LC ToroueUb-ftl 23 0 54 0 57 0 2 0 22 0 55 0 22 0 55 0 57 0 24 ..0.006 57 0 24 ..0.006 57 0 24 ..0.006 24 0 57 ..0.006 24 0 57 ..0.006 55 0 54 -0.006 55 0 54 ..0.006 22 0 23 -0.006 22 0 23 -0.006 22 0 23 -0.006 55 0.009 22 0 25 0.004 56 0 22 0.004 55 0 24 0.004 57 0 23 0.005 54 0 22 0.413 55 0.095 22 0.413 55 0.095 57 0.413 2 0.095 23 0.413 54 0.095 23 0.413 54 0.095 56 0.007 23 0.002 56 0.007 23 0.002 57 0.007 2 0.002 24 0.007 54 0.002 24 0.007 54 0.002 57 0 2 0 55 0 22 -0.003 23 0.002 54 0 23 0.002 54 0 57 0 2 0 54 0.005 23 0 54 0.005 23 o 22 o 55 -0.002 22 0 55 -0.002 57 0 2 o 54 -0.107 23 -0.439 54 -0.107 23 -0.439 57 ..0.107 2 -0.439 22 ..0.107 55 -0.439 22 ..0.107 55 -0.439 22 0.445 55 0.106 22 0.445 55 0.106 57 0.445 2 0.106 23 0.445 54 0.106 23 0.445 54 0.106 56 0.007 23 0 [ FR P Box.r3d I Paoe 22 LC 57 2 57 2 57 2 57 2 54 23 54 23 54 23 54 23 54 23 54 23 54 23 54 23 54 23 54 23 23 54 23 54 23 54 23 54 23 54 24 57 24 57 24 57 24 57 24 57 23 54 23 54 23 54 23 54 23 54 57 2 54 23 23 54 23 54 57 2 24 57 24 57 57 24 57 24 57 2 57 24 57 24 57 24 57 24 57 24 24 57 24 57 24 57 24 57 24 57 23 54 v-v Momentllb-ftl LC 2.795 23 0.393 54 3.726 23 0.524 54 2.795 23 0.393 54 0 57 0 2 0 57 0 2 ..0.322-55 -4.299 22 ..0.45 55 -8.01 22 ..0.354 55 -4.728 22 0 57 0 2 0 57 0 2 3.821 23 0.286 54 5.038 23 0.376 54 3.736 23 0.279 54 0 57 0 2 0 57 0 2 -3.269 57 -25.421 24 -4.893 57 -35.604 24 -3.752 57 -26.308 24 0 57 0 2 0 57 0 2 ..0.393 54 •2.795 23 ..0.524 54 -3. 726 23 ..0.393 54 -2.795 23 0 57 0 2 0 57 0 2 ..0.373 56 -1.759 23 ..0.498 56 -2.346 23 -0.373 56 -1.759 23 0 57 0 2 0 57 0 2 16.577 55 -21.551 22 23.257 55 -40.768 22 6.237 54 -7.812 23 0 57 0 2 0 57 0 2 29.324 55 -47.739 22 14.997 55 -34.046 22 9.451 22 -8.309 55 0 57 0 2 0 57 0 2 ..0.393 55 -2.795 22 ..0.524 55 -3.726 22 ..0.393 55 -2.795 22 0 57 0 2 0 57 0 2 ..0.393 54 ·2.795 23 ..0.524 54 -3.726 23 ..0.393 54 -2.795 23 0 57 0 2 0 57 0 2 1016/2020 12:13·03 PM Checked By : ___ _ z.z Momentllb-ftl LC ..0.393 55 -2.795 22 -0.524 55 -3.726 22 -0.393 55 -2.795 22 0 57 0 2 0 57 0 2 -0.322 54 -4.299 23 ..0.45 54 -8.01 23 -0.354 54 -4.728 23 0 57 0 2 0 57 0 2 -0.286 55 -3.821 22 -0.376 55 -5.038 22 -0.279 55 -3.736 22 0 57 0 2 0 57 0 2 24.306 25 2.883 56 35.006 25 4.585 56 26.227 25 3.548 56 0 57 0 2 0 57 0 2 2.795 22 0.393 55 3.726 22 0.524 55 2.795 22 0.393 55 0 57 0 2 0 57 0 2 -0.373 55 -1.759 22 ..0.498 55 -2.346 22 ..0.373 55 ·1.759 22 0 57 0 2 0 57 0 2 18.158 54 -19.761 23 24.83 54 -37.066 23 6.434 55 ·9.276 22 0 57 0 2 0 57 0 2 25.399 54 -57.258 23 12.765 54 -40.038 23 11.04 23 -7.101 54 0 57 o 2 0 57 0 2 -0.393 54 -2.795 23 -0.524 54 -3.726 23 -0.393 54 -2.795 23 0 57 0 2 0 57 0 2 2.795 22 0.393 55 3.726 22 0.524 55 2.795 22 0.393 55 0 57 0 2 o 57 0 2 Page 4 IIIRISA ., .. ._,•·13,,.•,.i v,;:•J.•>"••" Company JS Designer MC Job Number Model Name S006088 Envelope Member Section Forces (Continued) Member Sec Axialllbl LC 'Sheanlbl LC z Sheanlbl 223 2 max 112.467 23 0.284 56 ..0.682 224 min -108.535 54 ..0.284 23 -1.592 225 3 max 112.751 23 o 57 o 226 min -108.82 54 o 2 o 227 4 max 113.036 23 0.284 57 1.592 228 min -109.104 54 ..0.284 22 0.682 229 5 max 113.32 23 0.569 57 3.184 230 min -109.388 54 ..0.569 22 1.365 231 M72 1 max 0 57 o 57 o 232 min 0 2 o 2 0 233 2 max 56.101 54 68.889 23 -8.199 234 min -57.929 23 -66.476 54 -19.464 235 3 max 25.303 23 10.443 54 -2.183 236 min -24.459 54 -10.86 23 -5.407 237 4 max 28.051 23 10.443 54 5.665 238 min -27.207 54 -10.86 23 2.292 239 5 max 30.799 23 10.443 54 16.548 240 min -29.955 54 -10.86 23 6.956 241 M74 1 max 21.396 23 10.903 22 14.1 242 min -18.776 54 2.091 55 -13.675 243 2 max 29.587 54 -4.924 55 2.862 244 min -29.586 55 -11.621 22 -2.914 245 3 max 26.84 54 ..0.26 55 0.27 246 min -26.838 55 ..0.738 22 ..0.322 247 4 max 24.092 54 10.223 23 2.602 248 min -24.09 55 4.326 54 -2.654 249 5 max 21.344 54 21.106 23 5.35 250 min -21.343 55 8.99 54 -5.402 251 M30 1 max 47.829 22 18.849 23 24.051 252 min -33.143 55 6.409 54 -28.557 253 2 max 42.126 22 7.221 23 24.051 254 min -31.661 55 2.491 54 -28.557 255 3 max 13.421 55 -2.533 54 22.691 256 min I 22 -7.685 23 -19.187 '257 4 max 55 -6.451 54 22.691 258 min 22 -19.314 23 -19.187 259 5 max 55 ..0.032 54 0.022 260 min ..0.058 22 ..0.095 23 ..0.026 1261 M31 1 max 15.47 24 6.606 57 28.959 262 min 3.031 57 -7.51 24 9.601 263 2 max 12.94 23 3.759 57 17.33 264 min 1.492 54 -4.663 24 5.683 265 3 max 12.697 23 0.464 57 3.859 266 min -3.154 54 -1.368 24 1.142 267 4 max 12.237 23 4.898 56 -7.033 268 min -11.493 54 -5.801 25 -20.374 269 5 max 61.595 23 41.843 23 12.865 270 min -49.06 54 -7.366 54 ..0.348 271 M32 1 max 0.015 55 ..0.032 54 0.022 272 min ..0.058 22 -0.095 23 ..0.026 273 2 max 75.142 54 14.225 23 87.349 274 min -78.174 23 4.521 54 -78.204 275 3 max 35.624 23 ..0.198 55 24.072 276 min -32.39 54 ..0.971 22 -26.876 277 4 max 35.776 55 -4.418 54 24.072 278 min -36.817 22 -12.293 23 -26.876 279 5 max 0.015 55 ..0.032 54 0.022 280 min -0.058 22 ..0.095 23 -0.026 281 M33 1 max a 55 ..0.032 54 0.022 282 min 22 -0.095 23 ..0.026 283 2 max 22 20.708 23 71.585 284 min 55 6.853 54 -72.748 285 3 max 25.001 55 5.804 23 10.593 286 min -25.667 22 1.834 54 -10.391 287 4 max 26.483 55 -2.084 54 10.593 288 min -31.369 22 -5.825 23 -10.391 1289 5 max 27.964 55 ~ 54 10.593 290 min -37.072 22 23 -10.391 291 M36 1 max 61.595 23 23 12.745 292 min -49.06 54 -7.398 54 ..0.267 293 2 max 20.885 22 3.474 57 16.814 294 min -17.496 55 -4.615 24 5.366 295 3 max 14.255 54 0.407 54 1.387 296 min -16.377 23 -1.549 23 0.165 1297 4 max 8.014 54 4.031 56 -5.945 298 min Ii 23 -5.17 25 -16.731 299 5 max 55 25.175 23 7.826 300 min 22 -9.246 54 -3.355 301 M37 1 max 55 25.213 23 7.772 302 min -20.266 22 -9.258 54 -3.326 303 2 max 40.968 22 4.281 57 18.324 304 min -34.342 55 -4.563 24 6.044 305 3 max 33.397 22 0.505 57 2.869 306 min -32.381 55 ..0.787 24 0.834 307 4 max 26.807 54 3.704 56 -5.217 308 min -32.316 23 -3.986 25 -15.073 309 5 max 17.929 54 9.991 56 -13.924 310 min -32.807 23 -10.273 25 -40.88 311 M39 1 max 48.046 22 31.542 23 12.847 312 min 17.3 55 -31.457 54 -12.838 313 2 max 110.735 22 15.801 23 10.952 314 min 44.151 55 -15.777 54 -10.909 315 3 max 172.268 22 0.303 55 18.283 316 min 70.508 55 ..0.349 54 -18.273 317 4 max -14.64 54 16.706 54 11.092 318 min -81.514 23 -16.732 23 -11.136 319 5 max 1.654 54 26.225 54 11.092 320 min -43.516 23 -26.288 23 -11.136 321 M40 1 max -10.009 55 6.006 23 5.911 322 min -23.433 22 -5.87 54 -5.911 RISA-3D Version 18 LC Toraue lb-ftl 56 0.007 23 o 57 0.007 2 o 25 0.007 54 o 25 0.007 54 o 57 o 2 o 55 o 22 ..0.003 55 0.002 22 o 23 0.002 54 o 23 0.002 54 0 23 0.005 54 0 57 0 24 o 54 0 23 0 56 o 25 0 56 0 25 o 55 0.013 22 ..0.009 55 0.013 22 ..0.009 22 0.004 55 ..0.006 22 0.004 55 ..0.006 57 0 24 o 23 0.018 54 -0.013 23 0.018 54 -0.013 23 0.018 54 ..0.013 54 0.018 23 -0.013 22 0.053 55 ..0.093 57 0 24 0 23 0.007 54 ..0.02 54 0.009 23 -0.003 54 0.009 23 ..0.003 57 o 24 0 57 0 24 0 55 0.004 22 ..0.016 22 0.007 55 -0.002 22 0.007 55 -0.002 22 0.007 55 -0.002 22 0.053 55 -0.093 23 0.042 54 ..0.036 23 0.042 54 ..0.036 54 0.042 23 -0.036 22 0 55 ..0.073 22 o 55 ..0.073 23 0 54 0 23 0 54 0 54 0 23 0 54 0 23 o 25 ..0.033 56 ..0.207 22 ..0.033 23 ..0.207 24 ..0.033 25 ..0.207 23 ..0.031 22 ..0.215 23 ..0.031 22 -0.215 57 0 56 0 [ FRP Box.r3d ] Pa~e 23 LC u_ ... Moment lb-ftl 23 ..0.373 54 -1.759 23 ..().498 54 -2.346 23 ..0.373 54 -1.759 23 o 54 o 57 o 2 0 54 10.629 23 -8.85 23 23.495 54 -44.982 23 8.415 54 -30.266 23 0 54 0 23 0 54 o 57 -3.346 2 -25.507 57 -4.997 2 -36.485 57 -3.881 2 -27.977 57 0 2 o 22 o 55 0 22 52.286 55 -32.99 55 35.604 22 -15.822 55 9.02 22 -10.75 57 0 2 o 22 0 55 o 22 38.939 55 5.301 22 57.107 55 7.853 22 41.575 55 5.915 55 o 22 0 57 o 2 0 54 27.088 23 -20.89 23 42.514 54 -24.065 23 8.376 54 -7.296 57 o 2 0 57 o 2 o 54 12.135 23 -13.664 23 47.81 54 -24.931 23 32.514 54 -9.565 23 0 54 0 55 0 22 0 23 39.471 54 4.929 23 53.761 54 7.007 23 38.661 54 5.175 55 0 22 o 55 o 22 o 57 39.947 2 5.093 57 58.278 2 7.609 57 47.583 2 6.264 57 0 2 o 55 o 22 0 55 19.388 22 -19.249 55 15.051 22 -14.865 55 16.935 22 -16.806 55 0 22 0 57 0 2 0 LC 56 23 56 23 56 23 57 2 57 2 23 54 55 22 55 22 57 2 57 2 57 24 57 24 57 24 57 2 57 2 23 54 23 54 54 23 57 2 57 2 25 56 25 56 25 56 57 2 57 2 23 54 23 54 22 55 57 2 57 2 55 22 23 54 23 54 57 2 57 2 25 56 25 56 25 56 57 2 57 2 25 56 25 56 25 56 57 2 57 2 23 54 23 54 23 54 57 2 57 2 10/612020 12:13:03 PM Checked By : ___ _ z-z Momentrlb-ftl LC -0.373 55 -1.759 22 ..0.498 55 -2.346 22 -0.373 55 -1.759 22 o 57 o 2 0 57 o 2 10.732 22 -9.966 55 23.296 54 -47.226 23 8.316 54 -31.388 23 o 57 o 2 0 57 o 2 25.811 25 3.451 56 36.688 25 5.039 56 28.079 25 3.888 56 0 57 0 2 0 57 o 2 26.669 55 -59.234 22 11.549 55 -38.855 22 12.054 22 -7.53 55 o 57 o 2 o 57 0 2 41.019 24 5.953 57 61.268 24 9.128 57 47.817 24 7.765 57 0 57 0 2 0 57 0 2 22.698 55 -23.804 22 24.544 55 -36.539 22 7.574 54 -10.425 23 o 57 0 2 0 57 0 2 14.13 23 -13.27 54 22.892 55 -46.913 22 7.441 55 -30.961 22 0 57 0 2 0 57 0 2 35.995 24 3.772 57 52.884 24 6.651 57 40.382 24 5.579 57 o 57 0 2 0 57 o 2 38.085 24 4.504 57 57.037 24 7.261 57 46.962 24 6.116 57 0 57 0 2 o 57 0 2 52.511 54 -52.538 23 81.39 54 -S1.352 23 50.626 54 -50.641 23 0 57 0 2 0 57 0 2 Page 5 IIIRISA Company JS Designer MC Job Number Model Name S006088 Envelope Member Section Forces (Continued) Member Sec Axialllbl LC v Shea"'b' LC z Sheartlbl 323 2 max -5.004 55 3.003 23 2.955 324 min -11.717 22 -2.935 54 -2.955 325 3 max 0 57 0 57 0 326 min 0 2 0 2 0 327 4 max 11.717 22 2.935 54 2.955 328 min 5.004 55 -3.003 23 -2.955 329 5 max 23.433 22 5.87 54 5.911 330 min 10.009 55 -6.006 23 -5.911 331 M43 1 max -9.915 55 5.86 23 5.844 332 min -23.148 22 -5.837 54 -5.844 333 2 max -4.957 55 2.93 23 2.922 334 min -11.574 22 -2.919 54 -2.922 335 3 max 0 57 0 57 0 336 min 0 2 0 2 0 337 4 max 11.574 22 2.919 54 2.922 338 min 4.957 55 -2.93 23 -2.922 339 5 max 23.148 22 5.837 54 5.844 340 min 9.915 55 -5.86 23 -5.844 341 M46 1 max 20.929 23 24.09 23 9.103 342 min 6.104 54 -23.37 54 -9.39 343 2 max 66.914 23 12.307 23 8.126 344 min 25.901 54 -11.943 54 -8.4 345 3 max -54.39 54 1.16 54 13.604 346 min -141.436 23 -1.185 23 -13.89 347 4 max -35.979 54 11.788 54 8.4 348 min -98.671 23 -12.145 23 -8.126 349 5 max -15.551 54 23.578 54 9.6 350 min -51.22 23 -24.304 23 -9.313 351 M47 1 max 43.331 22 23.491 23 9.943 352 min a 55 -23.375 54 -9.965 353 2 max 22 11.439 23 7.835 354 min 55 -11.386 54 -7.847 355 3 max 22 1.983 54 13.571 356 min 56.213 55 -1.987 23 -13.593 357 4 max -12.862 54 12.208 54 7.847 358 min -71.859 23 -12.264 23 -7.835 359 5 max -3.037 54 17.949 54 7.847 360 min -48.951 23 -18.035 23 -7.835 361 M48 1 max -7.476 55 4.514 23 4.419 362 min -17.524 22 -4.378 54 -4.419 363 2 max -3.738 55 2.257 23 2.209 364 min -8.762 22 -2.189 54 -2.209 365 3 max 0 57 0 57 0 366 min 0 2 0 2 0 367 4 max 8.762 22 2.189 54 2.209 368 min 3.738 55 -2.257 23 -2.209 369 5 max 17.524 22 4.378 54 4.419 370 min 7.476 55 -4.514 23 -4.419 371 M49 1 max -7.383 55 4.368 23 4.352 372 min -17.239 22 -4.345 54 -4.352 373 2 max -3.691 55 2.184 23 2.176 374 min -8.62 22 -2.173 54 -2.176 375 3 max 0 57 0 57 0 376 min 0 2 0 2 0 377 4 max 8.62 22 2.173 54 2.176 378 min 3.691 55 -2.184 23 -2.176 379 5 max 17.239 22 4.345 54 4.352 380 min 7.383 55 -4.368 23 -4.352 381 M60 1 max -40.778 56 0.016 57 1.138 382 min -218.587 25 -3.237 24 -1.138 383 2 max -40.226 56 0.008 57 0.569 384 min -216.351 25 -1.619 24 --0.569 385 3 max -39.674 56 0 57 0 386 min -214.116 25 0 2 0 387 4 max -39.122 56 1.619 24 0.569 388 min I 25 --0.008 57 --0.569 389 5 max 56 3.237 24 1.138 390 min 25 --0.016 57 -1.138 391 M61 1 max 24 3.221 25 1.124 392 min 57 --0.004 56 -1.124 393 2 max 24 1.61 25 0.562 394 min 36.766 57 --0.002 56 --0.562 395 3 max Ii 24 0 57 0 396 min 57 0 2 0 397 4 max 24 0.002 56 0.562 398 min 37.85 57 -1.61 25 --0.562 399 5 max 218.085 24 0.004 56 1.124 400 min 38.392 57 -3.221 25 -1.124 401 M65 1 max -45.518 56 --0.23 57 0.932 402 min -188.708 25 -2.991 24 --0.932 403 2 max -45.175 56 --0.115 57 0.466 404 min -186.961 25 -1.495 24 -0.466 405 3 max -44.832 56 0 57 0 406 min -185.213 25 0 2 0 407 4 max -44.489 56 1.495 24 0.466 408 min -183.465 25 0.115 57 -0.466 409 5 max -44.146 56 2.991 24 0.932 410 min -181.718 25 0.23 57 --0.932 411 M66 1 max 179.89 24 2.991 25 0.932 412 min 45.297 57 0.226 56 --0.932 413 2 max 181.638 24 1.495 25 0.466 414 min 45.642 57 0.113 56 --0.466 415 3 max 183.385 24 0 57 0 416 min 45.988 57 0 2 0 417 4 max 185.133 24 --0.113 56 0.466 418 min 46.333 57 -1.495 25 --0.466 419 5 max 186.881 24 --0.226 56 0.932 420 min 46.679 57 -2.991 25 --0.932 421 M67 1 max -45.446 56 --0.241 57 0.924 422 min -178.919 25 -2.979 24 --0.924 RISA-3D Version 18 LC Torauellb-ftl 57 0 24 0 57 0 2 0 24 0 25 0 24 0 25 0 57 0 24 0 57 0 24 0 57 0 2 0 24 0 25 0 56 0 57 0 57 0.26 24 0.032 54 0.26 23 0.032 56 0.267 25 0.032 23 0.267 54 0.028 24 0.267 57 0.028 57 --0.062 24 --0.278 54 --0.062 23 --0.278 56 --0.062 25 --0.285 23 --0.062 54 --0.285 23 --0.062 54 --0.285 57 0 56 0 57 0 56 0 57 0 2 0 24 0 25 0 24 0 25 0 25 0 24 0 25 0 24 0 57 0 2 0 56 0 25 0 56 0 25 0 54 0.003 23 -0.008 54 0.003 23 -0.008 57 0.003 2 -0.008 55 0.003 22 -0.008 55 0.003 22 -0.008 22 0.007 55 -0.004 22 0.007 55 -0.004 57 0.007 2 --0.004 23 0.007 54 --0.004 23 0.007 54 -0.004 54 0.004 23 -0.005 54 0.004 23 -0.005 57 0.004 2 --0.005 55 0.004 22 -0.005 55 0.004 22 -0.005 54 0.003 55 -0.008 54 0.003 55 -0.008 57 0.003 2 -0.008 23 0.003 22 --0.008 23 0.003 22 --0.008 54 0.003 23 -0.011 I FRP Box.r3d I Page 24 LC v-v Moment'lb--ft' 57 6.923 2 -6.766 57 9.23 2 -9.022 57 6.923 2 -6.766 57 0 2 0 57 0 2 0 57 6.677 2 -6.652 57 8.903 2 -8.869 57 6.677 2 -6.652 57 0 2 0 23 0 54 0 23 11.368 54 -11.056 23 9.105 54 -8.895 23 11.139 54 -10.836 23 0 54 0 55 0 22 0 55 10.791 22 -10.709 55 8.282 22 -8.187 55 8.813 22 -8.743 55 0 22 0 57 0 2 0 57 3.89 2 -3.773 57 5.186 2 -5.03 57 3.89 2 -3.773 57 0 2 0 57 0 2 0 57 3.706 2 -3.687 57 4.942 2 -4.917 57 3.706 2 -3.687 57 0 2 0 56 0 25 0 56 0.115 25 -2.249 56 0.154 25 -2.999 56 0.115 25 -2.249 56 0 25 0 25 0 56 0 25 2.21 56 --0.103 25 2.947 56 --0.138 25 2.21 56 --0.103 25 0 56 0 57 0 24 0 57 -0.015 24 -1.734 57 --0.02 24 -2.312 57 --0.015 24 -1.734 57 0 24 0 56 0 25 0 56 1.728 25 0.021 56 2.304 25 0.027 56 1.728 25 0.021 56 0 25 0 56 0 25 0 LC 25 56 25 56 25 56 57 2 57 2 23 54 23 54 23 54 57 2 57 2 23 54 23 54 23 54 57 2 57 2 23 54 23 54 23 54 57 2 57 2 25 56 25 56 25 56 57 2 57 2 23 54 23 54 23 54 57 2 57 2 54 23 54 23 54 23 57 2 57 2 22 55 22 55 22 55 57 2 57 2 54 23 54 23 54 23 57 2 57 2 22 55 22 55 22 55 57 2 57 2 10/6/2020 12:13:03 PM Checked By : ___ _ z.z Moment'lb--ttl LC 6.766 54 -6.923 24 9.022 54 -9.23 24 6.766 54 -6.923 24 0 57 0 2 0 57 0 2 6.652 54 -6.677 24 8.869 54 -8.903 24 6.652 54 -6.677 24 0 57 0 2 0 57 0 2 29.729 54 -30.669 23 46.241 54 -47.708 23 29.509 54 -30.441 23 0 57 0 2 0 57 0 2 28.44 54 -28.548 23 43.648 54 -43.795 23 26.473 54 -26.57 23 0 57 0 2 0 57 0 2 3.773 54 -3.89 24 5.03 54 -5.186 24 3.773 54 -3.89 24 0 57 0 2 0 57 0 2 3.687 54 -3.706 24 4.917 54 -4.942 24 3.687 54 -3.706 24 0 57 0 2 0 57 0 2 2.247 22 --0.114 55 2.996 22 -0.152 55 2.247 22 --0.114 55 0 57 0 2 0 57 0 2 0.105 54 -2.212 23 0.14 54 -2.949 23 0.105 54 -2.212 23 0 57 0 2 0 57 0 2 1.728 22 0.021 55 2.304 22 0.027 55 1.728 22 0.021 55 0 57 0 2 0 57 0 2 -0.015 54 -1.734 23 --0.02 54 -2.312 23 -0.015 54 -1.734 23 0 57 0 2 0 57 0 2 Page 6 IIIRISA Company Designer Job Number Model Name J5 MC S006088 Envelope Member Section Forces (Continued} Member Sec Axial lbl LC V Sheartlbl 423 2 max -45.112 56 -0.121 424 min -177.193 25 -1.49 425 3 max -44.779 56 0 426 min -175.468 25 0 427 4 max -44.445 56 1.49 428 min -173.742 25 0.121 429 5 max -44.112 56 2.979 430 min -172.017 25 0.241 431 M68 1 max 173.062 24 2.979 432 min 43.247 57 0.237 433 2 max 174.787 24 1.49 434 min 43.583 57 0.119 435 3 max 176.513 24 0 436 min 43.919 57 0 437 4 max 178.238 24 -0.119 438 min 44.255 57 -1.49 1.439 5 max 179.964 24 -0.237 440 min 44.591 57 -2.979 441 M76 1 max 92.939 22 6.732 442 min -69.199 55 2.885 443 2 max 92.939 22 3.366 444 min -69.199 55 1.442 445 3 max 92.939 22 0 446 min -69.199 55 0 1.447 4 max 92.939 22 -1.443 448 min -69.199 55 -3.366 449 5 max 92.939 22 -2.885 450 min -69.199 55 -S.732 451 M77 1 max 17.893 56 6.732 452 min -34.64 25 2.885 l.!53 2 max 18.743 56 3.366 454 min -35.49 25 1.442 455 3 max 19.593 56 0 456 min -36.34 25 0 457 4 max 20.443 56 -1.442 458 min -37.19 25 -3.366 459 5 max 21.293 56 -2.885 460 min -38.04 25 -S.732 461 M78 1 max 72.472 22 6.732 462 min -54.994 55 2.885 463 2 max 72.472 22 3.366 464 min -54.994 55 1.442 465 3 max 72.472 22 0 466 min -54.994 55 0 467 4 max 72.472 22 -1,442 468 min -54.994 55 -3.366 469 5 max 72.472 22 -2.885 470 min -54.994 55 -S.732 A71 M54 1 max 17.615 23 34.444 472 min 4.097 54 -33.707 473 2 max 80.001 23 18.549 474 min 30.925 54 -18.174 475 3 max -73.106 54 141.918 476 min -197.287 23 -180.042 477 4 max -43.561 54 17.363 478 min -128.581 23 -17.567 479 5 max -15.382 54 33.677 480 min -63.052 23 -34.262 481 M58 1 max -41,965 56 0.016 482 min -247.163 25 -3.237 483 2 max -41.413 56 0.008 484 min -244,928 25 -1.619 485 3 max -40.861 56 0 486 min -242.692 25 0 487 4 max -40,309 56 1.619 488 min • 25 -0.008 489 5 max 56 3.237 490 min 25 -0.016 491 M75 1 max 22 19.829 492 min I 55 1.389 1.<93 2 max 24 2.181 494 min 57 -0,035 1495 3 max 24 0,96 496 m,n 57 -0.422 1.!97 4 max 24 0.266 498 min 43,326 57 -1.337 1.199 5 max 244.905 24 0.005 500 min 43.887 57 -2.684 501 M79 1 max 25.294 56 6.732 502 min -S0.833 25 2.885 503 2 max 24.444 56 3.366 504 min -59.984 25 1.443 505 3 max 23.594 56 0 506 min -59.134 25 0 507 4 max 22.744 56 -1.442 508 min -58.284 25 -3.366 509 5 max 21.894 56 -2.885 510 min -57.434 25 -S.732 511 M69 1 max 61.42 55 3.236 512 min -73.63 22 1.238 513 2 max 61.272 55 1.618 514 min -73.061 22 0.619 515 3 max 61.124 55 0 516 min -72.491 22 0 517 4 max 60.976 55 -0.619 518 min -71.922 22 -1.618 519 5 max 60.828 55 -1.238 520 min -71.353 22 -3.236 521 M71 1 max 161.504 23 3.236 522 min -143.887 54 1.238 RISA-3D Version 18 LC z Shearllbl 57 0.462 24 -0.462 57 0 2 0 24 0.462 57 -0.462 24 0.924 57 -0.924 25 0.924 56 -0.924 25 0.462 56 -0.462 57 0 2 0 56 0.462 25 -0.462 56 0.924 25 -0.924 22 1.7 55 -1.7 22 0.85 55 -0.85 57 0 2 0 54 0.85 23 -0.85 54 1.7 23 -1.7 22 1.7 55 -1.7 22 0.85 55 -0.85 57 0 2 0 54 0.85 23 -0.85 54 1.7 23 -1.7 22 1.7 55 -1.7 22 0,85 55 -0.85 57 0 2 0 54 0.85 23 -0.85 54 1.7 23 -1.7 23 12.018 54 -12.739 23 11.82 54 -12.501 54 57.367 23 11.011 54 12.537 23 -12.738 54 13.159 23 -13.331 57 1.138 24 -1.138 57 0.569 24 -0,569 57 0 2 0 24 0.569 57 -0,569 24 1.138 57 -1.138 23 142,217 54 -180.285 25 0.246 56 -0,089 22 0.818 55 -0.661 54 1.389 23 -1.232 56 1.961 25 -1,804 22 1.7 55 -1.7 22 0.85 55 -0.85 57 0 2 0 54 0.85 23 -0.85 54 1.7 23 -1.7 24 0.579 54 • 24 54 57 2 0 54 0.289 24 -0.289 54 0.579 24 -0.579 24 0.579 54 -0.579 LC Tornuellb-ftl 54 0.003 23 -0.011 57 0.003 2 -0.011 55 0.003 22 -0.011 55 0.003 22 -0.011 22 0.008 55 -0.005 22 0.008 55 -0.005 57 0.008 2 -0.005 23 0.008 54 ·0.005 23 0.008 54 -0.005 22 0.67 55 0.151 22 0.67 55 0.151 57 0.67 2 0.151 23 0.67 54 0.151 23 0.67 54 0.151 22 -0.159 55 -0.665 22 -0.159 55 -0.665 57 -0.159 2 -0.665 23 -0.159 54 -0.665 23 -0.159 54 -0.665 22 0.741 55 0.172 22 0.741 55 0.172 57 0.741 2 0.172 23 0.741 54 0.172 23 0.741 54 0.172 57 0.604 24 -0.321 54 0.604 23 -0.321 23 0.605 54 0.101 55 0.418 22 -0.248 56 0.418 25 -0.248 54 0.029 23 -0.024 54 0.029 23 -0.024 57 0,029 2 -0.024 55 0.029 22 -0.024 55 0.029 22 -0.024 54 0.028 23 -0,007 23 0.024 54 -0,031 23 0.024 54 -0.031 23 0.024 54 -0.031 23 0.024 54 -0.031 23 -0.187 54 -0.732 23 -0.187 54 -0.732 57 -0.187 2 -0.732 22 -0.187 55 -0.732 22 -0.187 55 -0.732 55 0.018 22 -0.026 55 0.018 22 -0.026 57 0.018 2 -0.026 54 0.018 23 -0.026 54 0.018 23 -0.026 54 0.041 23 -0.014 I FRP Box.r3d] Page 25 LC v-v Momentnb-ftl 56 -0.022 25 -1.71 56 -0.029 25 -2.28 56 -0.022 25 -1.71 56 0 25 0 25 0 56 0 25 1.709 56 0.023 25 2.279 56 0.03 25 1.709 56 0.023 25 0 56 0 25 0 56 0 25 2.795 56 0.393 25 3.726 56 0.524 25 2.795 56 0.393 25 0 56 0 56 0 25 0 56 2.795 25 0.393 56 3.726 25 0.524 56 2.795 25 0.393 56 0 25 0 25 0 56 0 25 2.795 56 0.393 25 3.726 56 0.524 25 2.795 56 0.393 25 0 56 0 23 0 54 0 23 21.741 54 -21.918 23 17.084 48 -17.713 22 20.795 55 -19.863 22 0 55 0 23 0 54 0 23 0.119 54 -2.253 23 0.159 54 -3.004 23 0.119 54 -2.253 23 0 54 0 23 0 54 0 54 1.295 23 -1 54 2.37 23 -0.743 54 1.939 23 -0.41 54 0.004 23 0 56 0 25 0 56 2.795 25 0.393 56 3.726 25 0.524 56 2.795 25 0.393 56 0 25 0 55 0 22 0 55 1.787 22 0.309 55 2.382 22 0.412 55 1,787 22 0.309 55 0 22 0 23 0 54 0 LC 54 23 54 23 54 23 57 2 57 2 22 55 22 55 22 55 57 2 57 2 22 55 22 55 22 55 57 2 57 2 22 55 22 55 22 55 57 2 57 2 22 55 22 55 22 55 57 2 57 2 55 22 55 22 23 54 57 2 57 2 54 23 54 23 54 23 57 2 57 2 22 55 22 55 22 55 22 55 57 2 23 54 23 54 23 54 57 2 57 2 23 54 23 54 23 54 57 2 57 2 1016/2020 12:13:03 PM Checked By : ___ _ Z•Z Momentllb-ftl LC 1.709 22 0.023 55 2.279 22 0.03 55 1.709 22 0.023 55 0 57 0 2 0 57 0 2 -0.022 54 -1.71 23 -0.029 54 -2.28 23 -0.022 54 -1.71 23 0 57 0 2 0 57 0 2 -0.393 54 -2.795 23 -0.524 54 -3.726 23 -0.393 54 -2.795 23 0 57 0 2 0 57 0 2 -0.393 54 -2.795 23 -0.524 54 -3.726 23 -0.393 54 -2.795 23 0 57 0 2 0 57 0 2 -0.393 54 -2.795 23 -0.524 54 -3.726 23 -0.393 54 -2.795 23 0 57 0 2 0 57 0 2 58.202 54 -S0.107 23 91.9 54 -92.365 23 58.824 54 -59.111 23 0 57 0 2 0 57 0 2 2.244 22 -0.11 55 2.991 22 -0.147 55 2.244 22 -0.11 55 0 57 0 2 0 57 0 2 3.873 54 -5.005 23 2.665 54 -4.85 23 1.375 54 -3.183 23 0.002 54 -0.006 23 0 57 0 2 -0.393 55 -2,795 22 -0.524 55 -3.726 22 -0.393 55 -2.795 22 0 57 0 2 0 57 0 2 -0.319 57 -1.779 24 -0.426 57 -2.372 24 -0.319 57 -1.779 24 0 57 0 2 0 57 0 2 Page 7 IIIRISA ...... , .. -··13,.•1,,;._.,.,.,,.,_.., Company JS Designer MC Job Number Model Name S006088 Envelope Member Section Forces (Continued) Member Sec Axialllbl LC "Shearilbl LC 523 2 max 161.483 23 1.618 24 524 min -144.288 54 0.619 54 525 3 max 161.463 23 0 57 526 min -144.689 54 0 2 527 4 max 161.442 23 -0.619 54 528 min -145.09 54 ·1.618 24 529 5 max 161.422 23 -1.238 54 530 min -145.49 54 -3.236 24 531 M73 1 max 115.589 55 3.236 24 532 min -116.755 22 1.238 54 533 2 max 115.737 55 1.618 24 534 min -117.324 22 0.619 54 535 3 max 115.885 55 0 57 536 min -117.893 22 0 2 537 4 max 116.033 55 -0.619 54 538 min -118.463 22 ·1.618 24 539 5 max 116.181 55 -1.238 54 540 min -119.032 22 -3.236 24 RISA-3D Version 18 z Shearflbl 0.289 -0.289 0 0 0.289 -0.289 0.579 -0.579 0.579 -0.579 0.289 -0.289 0 0 0.289 -0.289 0.579 -0.579 LC Tomuellb-ftl 54 0.041 23 -0.014 57 0.041 2 -0.014 55 0.041 22 -0.014 55 0.041 22 -0.014 22 0.034 23 -0.007 22 0.034 23 -0.007 57 0.034 2 -0.007 55 0.034 54 -0.007 55 0.034 54 -0.007 ( FRP Box.r3d } Page 26 LC 23 54 23 54 23 54 23 54 23 54 23 54 23 54 23 54 23 54 "·" Momentllb-Nl LC 1.779 24 0.319 57 2.372 24 0.426 57 1.779 24 0.319 57 0 57 0 2 0 57 0 2 1.779 24 0.319 57 2.372 24 0.426 57 1.779 24 0.319 57 0 57 0 2 10/6/2020 12:13:03 PM Checked By : ___ _ z.z Momentrlb-NI LC -0.309 54 -1.787 23 -0.412 54 -2.382 23 -0.309 54 ·1.787 23 0 57 0 2 0 57 0 2 -0.309 54 -1.787 23 -0.412 54 -2.382 23 -0.309 54 -1.787 23 0 57 0 2 Page 8 III RISA Company JS Designer MC Job Number Model Name S006088 Detail Report: M4S Unity Check: 0.075 (LC 22) 10/612020 12:14:36 PM Checked By : ___ _ Load Combination: Envelope Input Data: ..... ~► l. Material Properties: Material: E(ksi): G(ksi): Nu: Shape Properties: d(in): b,lin): t(in): Design Properties: lbry (in}: lbz..1-:(in): lcomp top (in): Lcomp bot (in): Lto,QU&" (in): •-0 N26 Diagrams: 77.968 at 2.021 in :1 1 -71.619 at 2.921 in Axial Force ( lbs ) 0.002 at 32.333 in :I,._________. j : -0.003 at 2.021~i~n-~----- Torsion ( lb•ft) 1 0.014 at 2.021 in FRP 2600 480 0.3 6 6 0.5 97 97 97 97 97 1 ,-----__J~ -0.012 at 2.021 in Axial Stress ( ksi ) AISC 15th (360-16): ASD Code Check Limit State Applied Loading -Bending/ Axial Applied Loading • Shear Axial Tension Analysis Axial Compression Analysis Flexural Analysis (Strong Axis) Flexural Analysis (Weak Axis) Shear Analysis (Major Axis y) Shape: Member Type: Length (in): L6X6X8 Beam 97 Material Type: Hot Rolled Steel Design Rule: Number of Internal Sections: Therm. Coeff. (le,.F·'): Density (lb/ft'): fy(ksi): Area(in2): lyy(in'): lu(in4): K., . .,: K,..z: y sway: z sway: Function: Seismic DR: M4S 0.016 at 41.427 in Typical 97 065 120 10 ~.II 19.9 19.9 No No lateral None ; /------------- ----------~------........... _____ .. .----- -0.012 at 39.406 in Y Deflection ( in ) 73.07 at 2.021 in j t \.,_____,~- · 79.949 at 2.021 in Y Shear Force ( lbs ) I Node: J Node: I Release: J Release: I Offset (in): J Offset (in): Ry: f u(ksi): R,: J(in4): rz(in): k'(in): N26 N33 OcnPIN BenPIN N/A N/A 14 30 l3 0.501 118 1 Max Defl Ratio: L/5770 Max Defl Location: 41.427 Span: O • NB 0.011 at 43.448 in ~·•~----._ L ~----------.. ~ -----------•-►----0.005 at 40.417 in Z Deflection ( in ) 2 21.834 at 94.979 in ~~ t:--- -23.461 at 2.021 in Z Shear Force ( lbs ) t>C~0f>~ ·•-72.486at2.021 in ---~~ :•-69.159_at 2.021 in l z-z. Moment' (lb-ft) y·y Moment' ( lb-ft ) 0.147 at 2.021 in 0.33 at 2.021 in -0.147 at 2.0fl in T 1 -0.379 at 2.021 in Biaxial Compression Bending Stress ( ksi ) Biaxial Tension Bending Stress ( ksi ) Gov. LC 22 22 22 22 22 Required Available Unity Check Result Page 27 22 0.000 lb 77.968 lb 63.035 lb-ft 107.37 lb-ft 80.0221b 34550.898 lb 10393.865 lb 4125.282 lb-ft 2063.25 lb-ft 10778.443 lb 0.007 Pass IIIRISA Company Designer Job Number Model Name Shear Analysis (Minor Axis z) JS MC S006088 Bending & Axial Interaction Check (UC Bending Max) 22 22 Pa~e 28 10.384 lb 10778.443 lb 0.000 0.075 10/6/2020 12:14:36 PM Checked By : ---- Pass Pass Project: SD06088 Engineer: MC Date: October 6, 2020 FRP Equal Angles Bending & Axial Capacity -Design is in accordance with the 2018 IBC. -FRP components analysis are per the Strongwell Design Manual Deign Criteria: Section Set: Vertical Member L: 97 K: 1 M: 1288 P: 78 in lb-in lb Material: EXTREN 500 Material Properties E: 2.60E+06 psi Fu(Max): 30,000 psi ((.' y z b z Fu FRP Angle Result: Allowable: Fb = 2.5 PHYSICAL PROPERTIES SECTION PROPERTIES SIZE s r A Fu b t in in • 3 m in • 2 m psi 1 1/8 0.03 0.19 0.22 1504 11/4 1/8 0.05 0.24 0.29 1711 11/4 3/16 0.07 0.24 0.42 1711 11/2 1/8 0.07 0.29 0.35 1898 11/2 3/16 0.10 0.29 0.51 1898 11/2 1/4 0.13 0.29 0.67 1898 2 1/8 0.13 0.46 0.48 2447 2 3/16 0.19 0.39 0.70 2234 2 1/4 0.24 0.39 0.92 2234 3 1/4 0.54 0.58 1.42 2779 3 3/8 0.80 0.58 2.09 2779 4 1/4 1.00 0.79 1.92 3294 4 3/8 1.48 0.78 2.84 3271 4 1/2 1.97 0.78 3.75 3271 5 1/2 3.35 1.02 4.71 3791 6 1/4 2.43 1.22 2.94 4184 6 3/8 3.38 1.18 4.34 4108 6 1/2 4.46 1.17 5.72 4088 DESIGN PROPERTIES Fb fb Fa psi psi psi 602 42948 501 684 25769 570 684 18406 570 759 18406 633 759 12884 633 759 9911 633 979 9911 816 894 6781 745 894 5369 745 1112 2386 926 1112 1611 926 1318 1288 1098 1308 871 1090 1308 654 1090 1517 385 1264 1673 530 1395 1643 381 1369 1635 289 1363 Page 29 Fu Allowable: Fa = 3 Result fa fb/Fb fa/Fa fb/Fb+fa/Fa psi 354 7137% 71% 7208% 269 3766% 47% 3813% 186 2690% 33% 2722% 223 2424% 35% 2459% 153 1697% 24% 1721% 116 1305% 18% 1324% 162 1013% 20% 1033% 111 759% 15% 774% 85 601% 11% 612% 55 215% 6% 221% 37 145% 4% 149% 41 98% 4% 101% 27 67% 3% 69% 21 50% 2% 52% 17 25% 1% 27% 27 32% 2% 34% 18 23% 1% 25% 14 18% 1% 19% IIIR ISA Company Designer Job Number Model Name J5 MC S006088 Unity Check: 0.107 (LC 23) 10/6/2020 12:15:24 PM Checked By · ___ _ Load Combination: Envelope Detail Report: M71 ,_'I Input Data: Material Properties: Material: E(ksi): G(ksi): Nu: Shape Properties: d(in): b1lin): t(in): Design Properties: Lb,-, (in): lbt-t(in): Lcomp top (in): Lcomp bot (in): Lto,qoe (in): ---e-- N43 Diagrams: J 161.504 at O in FRP 2600 480 0.3 4 4 0.25 42.426 42.426 42426 42.426 42426 -145.49 at 42.426 in Axial Force ( lbs) '.0.041 at0 in 1-0.0lj at'-'O'--"-in,______ __ _ 0.084 at O in Torsion ( lb-ft ) -0.075 at 42.426 in Axial Stress ( ksi ) AISC 15th (360-16): ASD Code Check Limit State Applied Loading -Bending/Axial Applied Loading -Shear Asial Tension Analysis Axial Compression Analysis Fleoural Analysis (Strong Axis) Flesural Analysis (Weak Axis) Shear Analysis (Major Axis y) Shape: Member Type: Length (in): Material Type: Design Rule: I Node: J Node: I Release: J Release: I Offset (on): N43 N60 llenPIN BenPIN N/A Number of lntemal Sections: L4X4X4 Beam 42 426 Hot Rolled Steel Typical 97 J Offset (in): N/A Therm. Coeff. (les.F,): 0.65 Ry: 1.4 30 13 Oensity (lb/ft'): 120 Fv{ksi): F,(ksi): Area(in,): lyy(in"}: l.u(in"): Ky-y: KM: y sway: z sway: Function: Seismic DR: 10 1.93 No No late,al None M71 R1: ----- J(in"): rz(in): k'(in): Max Defl Ratio: Max Defl Location: Span: 0.044 0.783 0.625 l/10000 0 N/A ---------O • N60 0.007 at 42.426 in 0.015 at 0 in ----------i ~-------- ' -----------------------------------, ~=-----~---------~----- • 3.236 at O in -0.013 at 42.426 in Y Deflection ( in ) ~----... ..;3-23_6 at 42.426 in, Y Shear Force ( lbs) ' •0.011 at O in Z Deflection ( in I : 0.579 at O in . '-0.579 at O in Z Shear Force ( lbs ) 2.372 at 21.213 in .~, 7 1~L-~~ '------·-' -2.382 at 21.213 in __ z.z Moment' (lb-ft) 0.016 at 21.213 in -0.016 at 21.213 in Biaxial Compression Bending Stress ( ksi ) Gov. LC 23 23 23 23 23 Page 30 23 Required 0.000 lb 161.463 lb 2.382 lb-ft 1 .659 lb-ft 5.587 lb y-y Moment' ( lb-ft ) 0.033 at 21.213 in ·0.037 at 21.213 in Biaxial Tension Bending Stress ( ksi) Available Unity Check Result 11556.887 lb 1662.595 lb 612.777 lb-ft 288.099 lb-ft 3592.814 lb 0.002 Pass IIIRISA Company JS Designer MC Job Number Model Name SD06088 Shear Analysis (Minor Axis z) Bending & Axial Interaction Check (UC Bending Max) 23 23 Page 31 2.933 lb 3592.814 lb 0.000 0.107 10/612020 12:15:24 PM Checked By : ___ _ Pass Pass Project: SD06088 Engineer: MC Date: October 6, 2020 FRP Equal Angles Bending & Axial Capacity -Design is in accordance with the 2018 IBC. -FRP components analysis are per the Strongwell Design Manual Deign Criteria: Section Set: Vertical Brace L: 42.426 in K: 1 M: 29 lb-in P: 162 lb Material: EXTREN 500 Material Properties E: 2.60E+06 psi Fu(Max): 30,000 psi z y b A•\12 x-,---,-----x :_r1 7 Fu FRP Angle Result: Allowable: Fb = 2.5 Fu Allowable: Fa = 3 PHYSICAL Result SECTION PROPERTIES DESIGN PROPERTIES PROPERTIES SIZE s r A Fu Fb fb Fa fa fb/Fb fa/Fa fb/Fb+fa/Fa b t in in • 3 m in • 2 m psi psi psi psi psi 1 1/8 0.03 0.19 0.22 2371 948 953 790 734 100% 93% 193% 11/4 1/8 0.05 0.24 0.29 2696 1078 572 899 557 S3% 62% 115% 11/4 3/16 0.07 0.24 0.42 2696 1078 408 899 385 38% 43% 81% 11/2 1/8 0.07 0.29 0.35 2992 1197 408 997 461 34% 46% 80% 11/2 3/16 0.10 0.29 0.51 2992 1197 286 997 317 24% 32% 56% 11/2 1/4 0.13 0.29 0.67 2992 1197 220 997 241 18% 24% 43% 2 1/8 0.13 0.46 0.48 3856 1542 220 1285 336 14% 26% 40% 2 3/16 0.19 0.39 0.70 3521 1408 150 1174 231 11% 20% 30% 2 1/4 0.24 0.39 0.92 3521 1408 119 1174 176 8% 15% 23% 3 1/4 0.54 0.58 1.42 4380 1752 53 1460 114 3% 8% 11% 3 3/8 0.80 0.58 2.09 4380 1752 36 1460 77 2% 5% 7% 4 1/4 1.00 0.79 1.92 5191 2077 29 1730 84 1% 5% 6% 4 3/8 1.48 0.78 2.84 515S 2062 19 1718 57 1% 3% 4% 4 1/2 1.97 0.78 3.75 5155 2062 15 1718 43 1% 3% 3% 5 1/2 3.35 1.02 4.71 5975 2390 9 1992 34 0% 2% 2% 6 1/4 2.43 1.22 2.94 4703 1881 12 1568 55 1% 4% 4% 6 3/8 3.38 1.18 4.34 6473 2589 8 2158 37 0% 2% 2% 6 1/2 4.46 1.17 5.72 6443 2577 6 2148 28 0% 1% 2% Page 32 IIIRISA Detail Report: M63 Company Designer Job Number Model Name JS MC S006088 Unity Check: 0.093 (LC 22) 10/612020 12:15:00 PM Checked By : ___ _ load Combination: Envelope Input Data: / Material Properties: Material: E(ksi): G(ksi): Nu: Shape Properties: d(in): b1(in): t(in): I Design Properties: lb y-y (in): Lb,:•z (in): Lcomp top (in): Lcomp bot (in): L,.,_ (in): --e--- N16 Diagrams: FRP 2600 480 0.3 6 6 0.5 130 130 130 130 130 191.534 at 65 in ~r=~ ' ,--. --· -187.165 at 63.646 in Axial Force ( lbs ) Torsion ( lb-ft ) Shape: Member Type: Le09th (in): Material Type: Design Rule: L6X6X8 Column 130 Hol Rolled Sleel Number of Internal Sections: Typital 97 Therm. Coerf. (1e'T'): 065 120 10 Density{lb/ft'): F,(ksi): Area(in2): 5.77 1,,,(in'): 19.9 lu(in"): 19.9 K., . .,: Kz. . .z: y sway: No z sway: No Function: Laternl Seismic OR: None M63 0.085 at 63.646 in ---------·----~------------------------·• --------- -0,083 at 65 in Y Deflection ( in ) 45.379 at 130 in -45.237 at 13Qjn Y Shear Force ( lbs ) I Node: J Node: I Release: J Release: I Offset (in): J Offset (in): Ry: Fu(ksi): Rt: J(in'): rz{in): k'(in): Max Defl Ratio: Max Defl Location: Span: ----------0 • N16 N13 llenPIN BenPIN N/A N/A 14 30 1.3 0.501 1.18 1 l/1909 0 N/A N13 , 0.004 at 94.792 in : -~--------·-~ :<:: ____________ __/ i -0.004 at 94.792 in Z Deflection ( in } 23.204 at 65 in -23.217 at 65 in Z Shear Force { lbs) :-======~~ ~ . >' ----------------------I -----• -----.--.J -157.346, at 65 in -37.075 at 85.313 in z-z Moment' ( lb-ft ) , 0.033 at 65 in 0.243 at 65 in ~<> y-y Moment' ( lb-ft ) 0.131 at 85.313 in -0.032 at 63.646 in Axial Stress ( ksi ) AISC 15th (360-16): ASD Code Check Limit State Applied loading -Bending/Axial Applied loading -Shear Axial Tension Analysis Axial Compression Analysis Flewral Analysis (Strong Axis) Flexural Analysis (Weak Axis) Shear Analysis (Major Axis y) ' -0.243 at 65 in Biaxial Compression Bending Stress ( ksi ) Gov. LC 22 23 22 22 22 Page 33 23 Required 0.000 lb 191.534 lb 157.328 lb-tt 30.164 lb-tt 45.379 lb -0.13 at 85.313,in Biaxial Tension Bending Stress ( ksi) Available Unity Check Result 34550.898 lb 6406.331 lb 3271.69 lb-tt 2063.25 lb-ft 10778.443 lb 0.004 P.iss IIIRISA Company Designer Job Number Model Name Shear Analysis (Minor Axis z) J5 MC 5D06088 Bending & Axial Interaction Check (UC Bending Max) 23 22 Page 34 16.683 lb 10778.443 lb 0.002 0.093 10/6/2020 12:15:00 PM Checked By : ---- Pass Pass Project: SD06088 Engineer: MC Date: October 6, 2020 FRP Equal Angles Bending & Axial Capacity -Design is in accordance with the 2018 IBC. -FRP components analysis are per the Strongwell Design Manual Deign Criteria: Section Set: Horizontal Member L: 130 in ·n K: 1 M: 1898 lb-in P: 192 lb Material: EXTREN 500 Material Properties E: 2.60E+06 psi Fu(Max): 30,000 psi z y R• 1/2 -:-~~---:x J t 7 z Fu FRP Angle Result: Allowable: Fb = z.5 Fu Allowable: Fa = 3 PHYSICAL SECTION PROPERTIES DESIGN PROPERTIES Result PROPERTIES SIZE s r A Fu Fb fb Fa fa fb/Fb+fa/Fa b t fb/Fb fa/Fa in in in3 in in2 psi psi psi psi psi 1 1/8 0.03 0.19 0.22 1281 512 63281 427 871 12353% 204% 12557% 11/4 1/8 0.05 0.24 0.29 1456 582 37968 485 660 6518% 136% 6654% 11/4 3/16 0.07 0.24 0.42 1456 582 27120 485 456 4656% 94% 4750% 11/2 1/8 0.07 0.29 0.35 1616 646 27120 539 547 4196% 102% 4297% 11/2 3/16 0.10 0.29 0.51 1616 646 18984 539 376 2937% 70% 3007% 11/2 1/4 0.13 0.29 0.67 1616 646 14603 539 286 2259% 53% 2312% 2 1/8 0.13 0.46 0.48 2083 833 14603 694 399 1753% 57% 1810% 2 3/16 0.19 0.39 0.70 1902 761 9992 634 274 1313% 43% 1356% 2 1/4 0.24 0.39 0.92 1902 761 7910 634 208 1040% 33% 1073% 3 1/4 0.54 0.58 1.42 2366 946 3516 789 135 371% 17% 389% 3 3/8 0.80 0.58 2.09 2366 946 2373 789 92 251% 12% 262% 4 1/4 1.00 0.79 1.92 2804 1122 1898 935 100 169% 11% 180% 4 3/8 1.48 0.78 2.84 2785 1114 1283 928 67 115% 7% 122% 4 1/2 1.97 0.78 3.75 2785 1114 964 928 51 87% 6% 92% s 1/2 3.35 1.02 4.71 3227 1291 567 1076 41 44% 4% 48% 6 1/4 2.43 1.22 2.94 3561 1425 781 1187 65 55% 5% 60% 6 3/8 3.38 1.18 4.34 3497 1399 562 1166 44 40% 4% 44% 6 1/2 4.46 1.17 5.72 3480 1392 426 1160 33 31% 3% 33% Page 35 IIIRISA Company J5 Designer MC Job Number Model Name $D06088 Detail Report: M25 Unity Check: 0.171 (LC 23) 10/6/2020 12:15:44 PM Checked By : ---- Load Combination: Envelope f ~y Input Data: j X II ,,,~ ~---;,z .:_''/ :,.Z Material Properties: Material: E(ksi): G(ksi): Nu: Shape Properties: d(in): b1(in): t(in): Design Properties: Lb y·y (in): lb r-z (in): lcomp top (in): lcomp bot (in): L,....-(in): -e- NlO Diagrams: 320.126 at O in FRP 2600 480 0.3 4 4 0.25 71.589 71.589 71589 71.589 71.589 23.649 at 71.589 in Axial Force ( lbs ) '-1.777e-04at0 in (.:.~309e004_ at O in _____ _ Torsion ( lb-ft ) jo.166 at O in 0.012 at 71.589 in Axial Stress ( ksi) AISC 15th (360-16): ASD Code Check Limit State Applied Loading -Bending/Axial Applied Loading -Shear Axial Tension Analysis Axial Compression Analysis Flexural Analysis (Strong Axis) Flexural Analysis (Weak Axis) Shear Analysis (Major Axis y) Shape: Member Type: Length (in): Material Type: Design Rule: Number of Internal Sections: l4X4X4 8edlll 71.589 Hot Rolled Steel Typical 97 Therm. Coelf. {le,.F"'): Density (lb/ft'): F,(ksi): Area(in2): lyy(in'): lu (in4}: Ky·y: KN: y sway: zsway: Function: Seismic DR: M25 0.65 120 10 1.93 No No late,al None 0.085 at 71.589 in ------. -------------.. _ -----------------···------- -6.008 at O in -0.08S at 58,166 in Y Deflection ( in ) ~6.008 at O in ---V Shear Force ( lbs ) I Node: J Node: I Release: J Release: I Offset (in): J Offset (in): R,: F,(ksi): R,: J(in4): rz(in): k' (in): Max Defl Ratio: Max Defl Location: Span: 0.004 at 40.269 in -0.043 at 36.54 in Z Deflection ( in ) : 15.504 at O in N10 N20 llenPIN BenPIN N/A N/A 1.4 30 1.3 0.044 0.783 0.625 L/2276 35.795 0 • N20 -)4.903 at_Jl .589 i!!., Z Shear Force ( lbs ) 18.453 at 36.54 in 1 18.453 at 36.54 in L~'L~ -1.954 a,t 36.~ in z-z Moment' ( lb-ft ) 0.126 at 36.54 in •<=> -0.126 at 36.54 in Biaxial Compression Bending Stress ( ksi ) Gov. LC 23 25 23 23 23 Page 38 25 Required 0.000 lb 279.106 lb 18.018 lb-ft 4.535 lb-ft 0.036 lb -1.954 at 36.54 in, , y-y Moment' ( lb-ft ) 0.26 at 36.54 in -0.286 at 36.54 in Biaxial Tension Bending Stress ( ksi ) Available Unity Check Result 11556.887 lb 2087.722 lb 612. 777 lb-ft 579.877 lb-ft 3592.814 lb 0.000 Pass .. IIIRISA Company JS Designer MC Job Number Model Name S006088 Shear Analysis (Minor Axis z) Bending & Axial Interaction Check (UC Bending Max) 25 23 Page 37 15.54 lb 3592.814 lb 0.004 0.171 10/6/2020 12:15:44 PM Checked By : ___ _ Pass Pass .. Project: SD06088 Engineer: MC Date: October 6, 2020 FRP Equal Angles Bending & Axial Capacity -Design is in accordance with the 2018 IBC. -FRP components analysis are per the Strongwell Design Manual y Deign Criteria: Section Set: Horizonta l Brace L: 71.589 in z K: 1 M: 221 lb-in P: 320 lb Material: EXTREN 500 Material Properties E: 2.60E+06 psi Fu(Max): 30,000 psi Fu FRP Angle Result: Allowable: Fb = 2.5 PHYSICAL PROPERTIES SECTION PROPERTIES SIZE s r A Fu b t in in in3 in in2 psi 1 1/8 0.03 0.19 0.22 1778 11/4 1/8 0.05 0.24 0.29 2022 11/4 3/16 0.07 0.24 0.42 2022 11/2 1/8 0.07 0.29 0.35 2244 11/2 3/16 0.10 0.29 0.51 2244 11/2 1/4 0.13 0.29 0.67 2244 2 1/8 0.13 0.46 0.48 2892 2 3/16 0.19 0.39 0.70 2641 2 1/4 0.24 0.39 0.92 2641 3 1/4 0.54 0.58 1.42 3285 3 3/8 0.80 0.58 2.09 3285 4 1/4 1.00 0.79 1.92 3893 4 3/8 1.48 0.78 2.84 3866 4 1/2 1.97 0.78 3.75 3866 5 1/2 3.35 1.02 4.71 4481 6 1/4 2.43 1.22 2.94 4703 6 3/8 3.38 1.18 4.34 4855 6 1/2 4.46 1.17 5.72 4832 DESIGN PROPERTIES Fb fb Fa psi psi psi 711 7381 593 809 4429 674 809 3163 674 897 3163 748 897 2214 748 897 1703 748 1157 1703 964 1056 1165 880 1056 923 880 1314 410 1095 1314 277 1095 1557 221 1298 1546 150 1289 1546 112 1289 1792 66 1494 1881 91 1568 1942 66 1618 1933 so 1611 Page 38 Fu Allowable: Fa= 3 Result fa fb/Fb fa/Fa fb/Fb+fa/Fa psi 1455 1038% 246% 1283% 1104 548% 164% 711% 762 391% 113% 504% 915 352% 122% 475% 628 247% 84% 331% 478 190% 64% 254% 667 147% 69% 216% 457 110% 52% 162% 348 87% 40% 127% 225 31% 21% 52% 153 21% 14% 35% 167 14% 13% 27% 113 10% 9% 18% 85 7% 7% 14% 68 4% 5% 8% 109 5% 7% 12% 74 3% 5% 8% 56 3% 3% 6% STRONGWELL PLATE Allowable Loads EXTREN® 500, 525 and 625 Plate spanning in Lengthwise Direction Section 10 Plate For allowable loads when plate is spanning in crosswise direction, multiply table values by 0.70 I = 0.0527 in4/ft. of width S = 0.28 in3/ft. of width. LOAD/DEFLECTION TABLE 3/8" Thickness Wt/ft2 = 3.54 lbs Span Inches u 20 30 40 50 60 80 12" ll u .004 .006 .009 .011 .013 .017 e 10 15 20 25 30 40 lie .003 .005 .007 .009 .010 .014 u 20 30 40 50 60 80 18" ll U .022 .032 .043 .054 .065 .086 e 15 23 30 38 45 60 lie .017 .026 .035 .043 .052 .069 u 10 20 30 40 50 24" ll u .034 .068 .102 .137 .171 e 10 20 30 40 50 lie .027 .055 .082 .109 .137 u 10 20 30" ll u .083 .167 e 13 25 lie .067 .133 u 10 36" llU .173 e 15 lie .138 c IS CONCENTRATED LOAD LBS/FT WIDTH tic IS DEFLECTION UNDER CONCENTRATED LOAD u IS UNIFORM LOAD LBS/FT2 ti u IS DEFLECTION UNDER UNIFORM LOAD 100 .021 50 .017 100 .108 75 .086 Rev.0502 1 CP-®e 39 200 .043 100 .034 150 .162 113 .1 30 300 .064 150 .051 MAX LOAD AT ll = 1/100 OR 1/2 400 500 562 .085 .107 .120 200 250 351 .068 .085 .120 167 .180 156 .180 55 .188 69 .188 23 .188 35 .188 11 .188 20 .188 Copyright C 2013 Strongwell Corporation All Rights Reserve~ #' y z~ X "."' -~,29 ,...rt'Af~u -N2 -N10 -~~. ~~ _.Nl2 Envelope Only SolutJon I J5 J SD06088 iSK-13 MC J I 0ct 06. 2020 I I FRP Box.r3d .-age .tu j. ,1:rs, ·1/"ll I 30[ 22 4 f 10 iA,t,i Member Code Checks Displayed Results for LC 25, LC15bb (·Ez) Reaction and Moment Unrts are lbs end lb-n JS MC 1 10 9 ~~;.... 1;s e SO06088 age 41 SK-14 Oct 06, 2020 FRP Box.r3d Code Check (LC 25) No Cale >10 .90-1 0 75-90 .50-75 • 0-50 9C / ~12 1!:69 '1 Simpson SDS Screw Check -Design checks and values are per ICC Report ESR-2236 -Hankinson formula check is per NOS 2015 12.4.1 Input Loads T.: v.: P.: 177 lb 366 lb 407 lb {ASD tension) (ASD shear) (Resultant load) a: 26 degrees (Resultant angle) C0: 1.6 (Load duration factor) Simpson SOS Screw Results ESR-2236 Table 1, 2, & S Fastener L1 T Ll-T z I <ii ~ Vl V, V, .!!! -~ ~ Vl Description SOS 1/4"x2" SOS 1/4"x2 1/2" SOS 1/4"x3" SOS 1/4"x3 1/2" SOS 1/4"x4 1/2" SOS 1/4"x5" SOS 1/4"x6" SOS 1/4"x8" SOS 1/4"x2" SOS 1/4"x2 1/2" SOS 1/4"x3" SOS l/4"x3 1/2" 0.190 0.172 0.050 0.020 Model No. in SDS25200 2 SDS25212 2.5 SDS25300 3 SDS25312 3.5 SDS25412 4.5 SDS25500 5 SDS25600 6 SDS25800 8 SDS25200SS 2 SDS25212SS 2.5 SDS25300SS 3 SDS25312SS 3.5 :: in 1.25 1.5 2 2.25 2.75 2.75 3.25 3.25 1.25 1.5 2 2.25 in 0.75 1 1 1.25 1.75 2.25 2.75 4.75 0.75 1 1 1.25 TYPE 17 POINT OR lb 290 420 420 420 420 420 420 420 290 420 420 420 FOUR CUT TIP WITH SERRATED THREADS ).__ .0.250 0.185 Page 42 Project: S006088 Engineer: MC Date: October 6, 2020 NOS 12.4.1 w Z' W' Z' a lb lb lb lb 215 464 344 435 258 672 413 600 344 672 550 645 387 672 619 661 473 672 757 687 473 672 757 687 559 672 894 705 559 672 894 705 215 464 344 435 258 672 413 600 344 672 550 645 387 672 619 661 P./Z'a lb 1.10 1.05 0.93 0.68 0.63 0.62 I 0.59 0.59 0.58 0.58 1.10 0.93 0.68 0.63 0.62 r 2030 Main St, fl200, Irvine, CA 92614 Antenna Mount Analysis October 5, 2020 Site: SD06088, "Las Flores" Type: Rooftop Address: 1088 Laguna Drive, Carlsbad, CA 92008 County: San Diego County Lat/Long: 33° 10' 0.6" N, 117° 20' 41.4" W (33.166836, -117.344831) Dear Sir or Madame, 2'")0 SIGNED: 2020/10/06 EXPIRES: 2021/03/31 JS Infrastructure Partners (JSIP) is pleased to submit t his antenna mount analysis report to T-Mobile. The purpose of this analysis is to evaluate existing antenna mounts. The project scope of work relevant to this report includes the following items: -Relocate (3) (E) Panel Antennas -Install (3) (P) Panel Antennas -Install (3) (P) RRUS A. A site visit was performed by JSIP personnel on August 28, 2019. Existing elements relevant to the project scope of work were visually inspected and found to be in good condition. This report was prepared in accordance with the 2019 CBC, ASCE 7-16, and the AISC 360-16. FRP components were analyzed per the Strongwell Design Manual. This analysis is based off third party data and assumes satisfactory workmanship of all previously-installed and proposed components. If existing conditions vary from what is shown in this report, or if assumptions made within this analysis are inaccurate, the Engineer of Record shall be notified immediately in writing. It has been our pleasure to be of service to you in t his matter. The results of our analysis are summarized in the table below. Please contact us should you have any specific questions, require further clarification, or if we can be of further service. Sincerely, JS Infrastructure Partners, Inc. Description of Element Demand-Result Notes Capacity Ratio (E) Horizontal FRP Rail 14% PASS ( HSS4x4x1/ 4) (E)/(N) Antenna Pipe 31% PASS (Pipe 2.0 STD.) (E)/(N) Unistrut Mount 28% PASS (Pl000) Page 1 of 24 >-1--0 . ., ASCE. AMBIICAN SOCIETY OF CML ENGINEERS Address: No Address at This Location Wind Results: Wind Speed: 10-year MRI 25-year MRI 50-year MRI 100-year MRI Data Source: Date Accessed: ASCE 7 Hazards Report Standard: ASCE/SEI 7-16 Risk Category: 11 Soil Class: D -Default (see Section 11.4.3) 96 Vmph 66 Vmph 72Vmph 77Vmph 82 Vmph Elevation: 77.22 ft (NAVO 88) Latitude: 33.166836 Longitude: -117.344831 ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1-CC.2-4 Mon Oct 05 2020 • ,, ' '" ~nAt.1ilr.::, ·-., Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. Mountainous terrain, gorges, ocean promontories, and special wind regions should be examined for unusual wind conditions. https://asce 7hazardtool.online/ Page 1 of 3 Page 2 of 24 Mon Oct 05 2020 AMERICAN SOCIITY OF CfVl ENGINEERS Seismic Site Soil Class: Results: Ss : s, Fa : Fv : SMs SM1 D -Default (see Section 11.4.3) 1.057 So1 N/A 0.383 T, : 8 1.2 PGA: 0.465 N/A PGAM: 0.558 1.268 FPGA 1.2 N/A I, 1 Sos 0.845 C, : 1.311 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Mon Oct 05 2020 Date Source: https ://a see 7hazardtool. onl i ne/ USGS Seismic Design Maps Page 2 of 3 Page 3 of 24 Mon Oct 05 2020 ASCE. M1ERIC.\N SOCIETY Of CML ENGINEERS The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement. affiliation, relationship, or sponsorship of such third-party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. https ://a see ?hazard tool . on Ii ne/ Page 3 of3 Page 4 of 24 Mon Oct 05 2020 Project: 5D06088 Engineer: MM Date: October 5, 2020 Seismic Design Criteria where ASCE 7-16 CH 11.4.8 Applies The web-based tools used to determine seismic design criteria do not produce values for Fa and Fv where ASCE 7-16 CH 11.4.8 is applicable. This tool produces the missing values and determines if a site-specific ground motion study per ASCE 7-16 CH 21.1 is required. Site Information For Site Class D, Only Site Class: D (Stiff soil) Is Site Class assumed? Yes 5s: 1.057 51: 0.383 Fa: 1.200 Fv: 1.917 SMs: 1.268 SM1: 0.734 Sos: 0.846 501: 0.489 Tl: 8 Ts: 0.579 To: 0.116 Notes regarding ASCE 7-16 CH 11.4.8 A site-specific analysis is not required for structures on Site Class D sites where S1 ~ 0.2, provided the seismic response coefficient, Cs, is modified per ASCE CH 11.4.8 Exception 2. There are no additional requirements for non-structural components designed per ASCE CH 13. Page 5 of 24 Project: 5D06088 Engineer: MM Date: October 5, 2020 Loads on Building Appurtenances (page 1 of 2) -Design is in accordance with the 2018 IBC. -W ind loading procedure is per ASCE 7-16 CH 29.4 Site Criteria -Wind (ASCE CH 26.10.2) Exposure: C {ASCE CH 26. 7} K,t: 1.00 (ASCE CH 26.8.2) Ke: LOO (ASCE CH 26.9) V: 96 mph (ASCE Cl-I 26.5.1) Site Criteria -Seismic (ASCE CH 13.3) Sos: IP: aP: RP: Building Info h: Zg: 0.845 g 1.0 1.0 2.5 33.5 ft 77 ft (ASCE CH 13.1.3} (ASCE Table 13.6-1) (ASCE Table 13.6-1) (Mean roof height) {Ground elevation} -Seismic loads are LOE -Wind loads are LOW Figure 1 Flat Appurtenance Plan View Figure 2 Round Appurtenance Plan View See next page for individual appurtenance loads. Page 6 of 24 Project: 5D06088 Engineer: MM Date: October 5, 2020 Loads on Building Appurtenances {page 2 of 2} Building Appurtenances Dimensions & Weight Wind Descript ion Type z H w D WP FA1 FA2 q, ft in in in lb lb lb psf lb AIR21 Flat 37.75 56 12 7.9 101 , 41 Ericsson FFHH-65A-R3 Flat 37 48.2 25.2 9.3 83 141 q 34 Commscope APXVAARR18 Flat 36.75 72 24 8.5 106 341 :l 43 RFS RRUS 4449 Flat 37 17.9 13.19 10.6 75 4 30 Ericsson Page 7 of 24 Seismic Fp z/h WP 0.41 1.00 0.41 1.00 0.41 1.00 0.41 1.00 Project : 5D06088 Engineer: MM Date: October 5, 2020 Load Combinations for Building Appurtenances Codes & Standards -2018 IBC Project Criteria S05: 0.845 -ASCE 7-16 00: f 1: z.o 0.5 (ASCE Table 13.6-1) (/BC 1605.2) f 2: 0.2 (!BC 1605.2) Load Combinations -LRFD -The following load combinations are applied in our analysis model. -Lateral loads are considered in 2 orthogonal directions. -For load definitions see IBC 1605.2 and ASCE 12.4 LCl: 1.4{0 + F) LC2: 1.2{0 + F) + 1.6{L + H) + 0.5(L, or Sor R) LC3: 1.2{0 + F) + 1.6{L, or Sor R) + 1.6H + (f1L or 0.5W) LC4: 1.2(0 + F) + W + f1L + 1.6H + 0.5(L, or Sor R) LC5: {1.2 + 0.2S05){0 + F) + E + f1L + 1.6H + f2S LC6: 0.90 + W + 1.6H LC7: (0.9 -0.2S0S){O + F) + E + 1.6H Load Combinations -ASD -The following load combinations are applied in our analysis model. -Lateral loads are considered in 2 orthogonal directions. -For load definitions see IBC 1605.2 and ASCE 12.4 LCll: D + F LC12: D + H + F + L LC13: D + H + F + {L, or Sor R) LC14: D + H + F + 0.75L + 0.75{L, or Sor R) LC15a: D + H + F + 0.6W LC15b: {1.0 + 0.14S05){0 + F) + H + 0.7E LC16: D + H + F + 0.45W + 0.7SL + 0.7S(L, or Sor R) LC17: {1.0 + 0.10S05)(D + F) + H + 0.525E + 0.75L + 0.755 LC18: 0.60 + 0.6W + H LC19: {0.6 -0.14S05){0 + F) + 0.7E + H Load Combinations for Anchorage to Concrete -LRFD (!BC Eq 16-1) (!BC Eq 16-2) (/BC Eq 16-3) (!BC Eq 16-4) {!BC Eq 16-5, ASCE 12.4.2.3) (!BC Eq 16-6) (/BC Eq 16-7, ASCE 12.4.2.3) {!BC Eq 16-8} (/BC Eq 16-9) (/BC Eq 16-10) (IBC Eq 16-11) (!BC Eq 16-12) {!BC Eq 16-12) (/BC Eq 16-.1.3} {!BC Eq 16-14) {!BC Eq 16-15) {!BC Eq 16-16) -The following load combinations are used to determine anchorage forces for concrete anchorage. LC21: 1.2{0 + F) + W + f1L + 1.6H + 0.5{L, or Sor R) (!BC Eq 16-4) LC22: {1.2 + 0.2SosHO + F) + O0 E + f1L + 1.6H + f2S LC23: 0.90 + W + 1.6H LC24: (0.9 -0.2S05){0 + F) + O0E + 1.6H {!BC Eq 16-5, ASCE 12.4.3.1) (/BC Eq 16-6) (/BC Eq 16-7, ASCE 12.4.3.1) Page 8 of 24 Member Length (ft) Displayed Envelope Only Solution Page 9 of 24 l ~ _I .J/ l l ~ Envelope Only Solution Page 10 of 24 J/ Section Sets ■na FRP Tube Beam II Antenna Pipe SitePro DCP Thread Rod Unistrut RIGID J/ ~ / l() N r-- / I 7 II I I r-- j 7 ! I Member Length (ft) Displayed Envelope Only Solution i l() r-- 0.6? ---·-· ~ -✓< \<:l ~ ~ ·-- (~ 0.6;;--- I I , 7 Page 11 of 24 >s :>:s " (~ Member Material Sets ■RIGID A36 Gr.36 ilA53 Gr.B FRP QF1554 Gr. 55 A653 SS Gr33 I ~ l() "! r-- " y Z~x f51 ID +-42 lb f51 lb f51 lb f51 lb rflb i-42 lb i71;1b f51 lu i-42 lb f51 lb f51 lb ri3 lb i-51 lb f 51 lb ri3 lb f:1 lb Loads : BLC 1, D Envelope Only Solution Page 12 of 24 y z ~x ~ ~--......__ '-.. -2·1 lb -ft ii.i ..... ~ ' -21 lb -2·1 lb ' ' -17 lb -21 lb ~'-.. -17 lb ' ' -30 lb -30 lb ' ' -17 lb -2·1 lb ' ' -21 lb -2 ·1 lb ' ' -22 lb -21 lb ' -21 lb ' -22 lb ' -21 lb Loads: BLC 2, Ex Envelope Only Solution Page 13 of 24 y z ~x / __ .,,,. / -17 lb -21 lb / ,,,.,,,. / -21 lb -21 lb .,.. / ".: 17 l~ -21 lb / -17 lb ~ ~ -30 lb -30 lb .,,.,,,. / / ".:17 lb -21 lb / .,,.,,,. / -21 lb -21 lb .,-,-/ / -22 :o -21 lb / -21 lb .,-,-/ -22 lb / -21 lb Loads: BLC 3, Ez Envelope Only Solution Page 14 of 24 I /i -P~ I Member Shear Checks Displayed (Enveloped) Envelope Only Solution N ~ LO 0 ~ 0 Page 15 of 24 Shear Check (Env) No Cale > 1.0 .90-1.0 .75-.90 .50-.75 •. 0-.50 I ~ I /i LO ~ 0 ·l1a4 I Member Code Checks Displayed (Enveloped) Envelope Only Solution ,Ytr _\b. 1~1 0.07 Page 16 of 24 I Code Check (Env) No Cale > 1.0 .90-1.0 .75-.90 .50-.75 •. 0-.50 ~ Hot Rolled Steel Properties Company : J5 Infrastructure Partners Designer : MM Job Number : SD06088 Model Name : AMA Label E fksil G [ksil Nu Therm. Coeff. r1e•°F-1l Density fk/ft"l Yield fksil 1 A992 29000 11154 0.3 0.65 0.49 50 2 A36 Gr.36 29000 11154 0.3 0.65 0.49 36 3 A572 Gr.50 29000 111 54 0.3 0.65 0.49 50 4 A500 Gr.B RND 29000 111 54 0.3 0.65 0.53 42 5 A500 Gr. B Rect 29000 11154 0.3 0.65 0.53 46 6 A53 Gr.B 29000 11154 0.3 0.65 0.49 35 7 A1085 29000 11154 0.3 0.65 0.49 50 8 FRP 2800 480 0.3 0.65 0.12 16.7 9 A913 Gr.65 29000 11154 0.3 0.65 0.49 65 10 F1 554 Gr. 55 29000 11154 0.3 0.65 0.49 55 Cold Formed Steel Properties Label E ksi G ksi Nu Therm. Coeff. 1e•°F-1 Densi k/ft3 1 A653 SS Gr33 29500 11346 0.3 0.65 0.49 2 A653 SS Gr50/1 29500 11346 0.3 0.65 0.49 General Materials Properties Label E [ksil G fksil Nu Therm. Coeff. r1e•°F-1 l 1 qen Conc3NW 3155 1372 0.15 2 qen Conc4NW 3644 1584 0.15 3 qen Conc3LW 2085 906 0.15 4 qen Conc4LW 2408 1047 0.15 5 qen Alum 10100 4077 0.3 6 qen Steel 29000 11154 0.3 7 aen Plvwood 1800 38 0 8 RIGID 1e+06 0.3 Hot Rolled Steel Design Parameters Label 1 M1 2 M2 3 M4 4 M7 5 M19 6 M20 7 M21 8 M34 9 M35 10 M36 11 M47 12 M53 13 M84 14 M85 15 M87 16 M88 17 M89 18 M91 19 M93 20 M94 21 M95 22 M96 23 M97 24 M98 25 M101 26 M102 27 M103 28 M1 05 RISA-3D Version 18 Shaoe Lenath lftl FRP Tube Beam 10 Antenna Pioe 7.25 Antenna PiPe 7.25 Antenna PiPe 7.25 FRP Tube Beam 10 FRP Tube Beam 7.5 FRP Tube Beam 7.5 Antenna Pipe 7.25 Antenna Pipe 7.25 Antenna Pipe 7.25 Antenna Pipe 7.5 Antenna Pipe 7 .5 Thread Rod 1 Thread Rod 1 SitePro DCP 0.25 SitePro DCP 0.25 SitePro DCP 0.25 SitePro DCP 0.25 SitePro DCP 0.25 SitePro DCP 0.25 SitePro DCP 0.25 SitePro DCP 0.25 Thread Rod 1 Thread Rod 1 SitePro DCP 0.25 SitePro DCP 0.25 SitePro DCP 0.25 SitePro DCP 0.25 [ TMO_SD06088_201005_AMA.r3d] Page 17 of 24 0.6 0.6 0.6 0.6 1.29 0.65 0.3 0 Lcomp top fftl Lbvv Lbvv Lbvv Lbvv Lbvv Lbvv Lbvv Lbvv Lbvv Lbvv Lbvv Lbvv Lbvv Lbvv Lbvv Lbvv Lbvv Lbvv Lbvv Lbvv Rv 1.1 1.5 1.1 1.4 1.4 1.6 1.4 1.4 1.1 1.1 10/5/2020 1:07:26 PM Checked By : MCH Fu fksil Rt 65 1.1 58 1.2 65 1.1 58 1.3 58 1.3 60 1.2 65 1.3 30 1.3 80 1.1 75 1.1 Yield ksi Fu ksi 33 45 50 65 Density fk/ft"l 0.14 0.14 0.11 0.11 0.17 0.49 0.04 0 Function Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Page 1 Company : J5 Infrastructure Partners Designer : MM Job Number : SD06088 Model Name : AMA 10/5/2020 1:07:26 PM Checked By : MCH Hot Rolled Steel Design Parameters (Continued) Label Shaoe Lenath rttl Lcomo too fftl Function 29 M107 SitePro DCP 0.25 Lbvv Lateral 30 M108 SitePro DCP 0.25 Lbvv Lateral 31 M109 SitePro DCP 0.25 Lbvv Lateral 32 M110 SitePro DCP 0.25 Lbvv Lateral 33 M82 Antenna Pioe 5.75 Lateral 34 M80 SitePro DCP 0.25 Lbvv Lateral 35 M81 SitePro DCP 0.25 Lbvv Lateral 36 M114 SitePro DCP 0.25 Lbvv Lateral 37 M115 Thread Rod 1 Lbvv Lateral 38 M116 Thread Rod 1 Lbvv Lateral 39 M118 SitePro DCP 0.25 Lbvv Lateral 40 M119 SitePro DCP 0.25 Lbvv Lateral 41 M120 SitePro DCP 0.25 Lbvv Lateral 42 M121 SitePro DCP 0.25 Lbvv Lateral 43 M123 SitePro DCP 0.25 Lbvv Lateral 44 M125 SitePro DCP 0.25 Lbvv Lateral 45 M126 Thread Rod 1 Lbw Lateral 46 M127 Thread Rod 1 Lbw Lateral 47 M130 SitePro DCP 0.25 Lbvv Lateral 48 M131 SitePro DCP 0.25 Lbvv Lateral 49 M133 SitePro DCP 0.25 Lbvv Lateral 50 M134 SitePro DCP 0.25 Lbvv Lateral 51 M136 SitePro DCP 0.25 Lbvv Lateral 52 M137 SitePro DCP 0.25 Lbvv Lateral 53 M138 SitePro DCP 0.25 Lbvv Lateral 54 M139 Antenna Pioe 7.17 Lateral Cold Formed Steel Design Parameters Label 1 M56 2 M57 3 M58 4 M59 Hot Rolled Steel Section Sets Label Shaoe 1 FRP Tube Beam HSS4X4X4 2 Antenna Pipe PIPE 2.0 3 Horizontal FRP Rail L5X5X8 4 SitePro DCP PL2x0.5 5 Thread Rod Rod 0.625 Cold Formed Steel Section Sets Label Shape 1 CF1A 8CU1.25X057 2 CF1 8CU 1.25X057 3 CF1 1 8CU 1.25X057 4 Unistrut P1000 Unistrut 5 SP250 SitePro SP250 6 CF1 2 8CU 1.25X057 General Section Sets Label Shae RIGID 2 GEN1 RE4X4 RISA-3D Version 18 Shaoe Lenath fftl Lcomo too lftl Function Unistrut 1 Lbvv Lateral Unistrut 1 Lbvv Lateral Unistrut 1 Lbvv Lateral Unistrut 1 Lbvv Lateral TvPe Desian List Material Desian Rule Area [in2 lvv fin• lzz fin• J fin• Beam Tube FRP Tvoical 3.37 7.8 7.8 12.8 Column HSS Pipe A53 Gr.B Tvoical 1.02 0.63 0.63 1.25 Beam Sinale Anale FRP Tvoical 4.79 11.3 11.3 0.42 None None A36 Gr.36 Tvoical 1 0.02 0.33 0.07 None None F1554 Gr. 55 Tvoical 0.31 0.01 0.01 0.01 Type Desiqn List Material Desian Rule Area fin2l lvv lin•l lzz [in•] J fin•] Beam None A653 SS Gr33 Tvnical Beam None A653 SS Gr33 Tvnical Beam cu A653 SS Gr33 Tvnical Beam cu A653 SS Gr33 Tvnical Beam cs A653 SS Gr33 Tvnical Beam cu A653 SS Gr33 Tvnical T e Material Area in2 None RIGID 1e+06 Beam en Conc3NW 16 [ TMO_SD06088_201005_AMA.r3d I Page 18 of 24 0.58 0.06 4.41 0.00063 0.58 0.06 4.41 0.00063 0.58 0.06 4.41 0.00063 0.48 0.15 0.18 0 2.68 9.71 7.13 0.06 0.58 0.06 4.41 0.00063 in• lzz in• J in• 1e+06 1e+06 1e+06 21.33 21.33 31.57 Page 2 1 2 3 4 5 6 7 8 9 10 11 12 13 14 1 2 3 4 5 6 7 8 9 10 11 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 1 2 3 4 5 Node Boundary Conditions Node Label N9 N38 N34 N10 N43 N44 N110 N116 N114 N113 N112 N111 N115 N109 Basic Load Cases Company : J5 Infrastructure Partners Designer : MM Job Number : SD06088 Model Name : AMA X fk/inl Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Y fk/inl Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction L BCD escnot1on C ateaorv XG rav1tv D DL Ex ELX -0.41 Ez ELZ F FL H HL L LL Lr RLL R RL s SL Wx WLX Wz WLZ Nodal Loads and Enforced Displacements Node Label L, D M Direction Maqnitude [(lb k-ft) (in, rad). (lb*s2/ft lb*s2*ft)l N19 L y -75 N27 L y -51 N29 L y -51 N41 L y -51 N42 L y -51 N49 L y -75 N56 L y -51 N57 L y -51 N58 L y -51 N68 L y -51 N76 L y -42 N78 L y -42 N96 L y -51 N97 L y -51 N1 35 L y -42 N136 L y -42 N196 L y -53 N1 99 L y -53 Nodal Loads and Enforced Displacements Node Label L, D, M Direction Maqnitude f(lb, k-ft), (in, rad), (lb*s2/ft, lb*s2*ft)1 N19 L X -30 N27 L X -21 N29 L X -21 N41 L X -21 N42 L X -21 RISA-3D Version 18 [ TMO_SD06088_201005_AMA.r3d) Page 19 of 24 YG rav1tv -1 ZG 10/5/2020 1:07:26 PM Checked By : MCH Z fk/inl Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction rav1tv Nd I o a 18 18 -0.41 18 Inactive [(lb k-ft), (in rad), (lb*s2/ft lb*s2*ft)l Active Active Active Active Active Active Active Active Active Active Active Active Active Active Active Active Active Active Inactive [(lb, k-ft), (in, rad), (lb*s2/ft, lb*s"'ft)] Active Active Active Active Active Page 3 6 7 8 9 10 11 12 13 14 15 16 17 18 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Company : JS Infrastructure Partners Designer : MM Job Number : SD06088 Model Name : AMA Nodal Loads and Enforced Displacements (Continued) Node Label L, D, M Direction Maqnitude [(lb, k-ftl, (in, rad), (lb*s2/ft, lb*s2*ftll N49 L X -30 N56 L X -21 N57 L X -21 N58 L X -21 N68 L X -21 N76 L X -17 N78 L X -17 N96 L X -21 N97 L X -21 N135 L X -17 N136 L X -17 N196 L X -22 N199 L X -22 Nodal Loads and Enforced Displacements Node Label L, D, M Direction Maqnitude [(lb, k-ft}, (in, rad}, (lb*s2/ft, lb*s2'ft}' N19 L z -30 N27 L z -21 N29 L z -21 N41 L z -21 N42 L z -21 N49 L z -30 N56 L z -21 N57 L z -21 N58 L z -21 N68 L z -21 N76 L z -17 N78 L z -17 N96 L z -21 N97 L z -21 N135 L z -17 N136 L z -17 N196 L z -22 N199 L z -22 Load Combinations Description Solve PDelta BLC Factor BLC Factor BLC **LC 11 (I BC Ea 16-8)** LC11 Yes y DL 1 FL 1 .. LC 12 (IBC Ea 16-9)*' LC12 Yes y DL 1 HL 1 FL **LC13 <IBC Ea 16-10)** LC13a (Lr) Yes y DL 1 HL 1 FL LC13b (Sl Yes y DL 1 HL 1 FL LC13c (R) Yes y DL 1 HL 1 FL **LC14 (IBC Ea 16-11)** LC14a (Lr} Yes y DL 1 HL 1 FL LC14b(S} Yes y DL 1 HL 1 FL LC14c(R} Yes y DL 1 HL 1 FL **LC15 (IBC Ea 16-12}** LC15aa (Wx} Yes y DL 1 HL 1 FL LC1 5aa (-Wx} Yes y DL 1 HL 1 FL LC15ab (Wz) Yes y DL 1 HL 1 FL RISA-30 Version 18 [ TMO_SD06088_201005_AMA.r3d] Page 20 of 24 10/5/2020 1:07:26 PM Checked By : MCH Inactive [(lb k-ft), (in rad), (lb*s2/ft lb*s'*ft)l Active Active Active Active Active Active Active Active Active Active Active Active Active Inactive [(lb, k-ft}, (in, rad}, (lb*s2/ft lb*s2*ftll Active Active Active Active Active Active Active Active Active Active Active Active Active Active Active Active Active Active FactorBLC FactorBLC FactorBLC Factor 1 LL 1 1 RLL 1 1 SL 1 1 RL 1 1 LL 0.75 RLL 0.75 1 LL 0.75 SL 0.75 1 LL 0.75 RL 0.75 1 WLX 0.6 1 WI.)!, -0.6 1 WL2 0.6 Page4 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 Company : J5 Infrastructure Partners Designer : MM Job Number : SD06088 Model Name : AMA Load Combinations (Continued) Descriotion Solve PDelta BLC Factor LC 15ab /-Wz\ Yes y DL 1 LC15ba /Ex Yes y DL 1.12 LC15ba (-Ex\ Yes y DL 1.12 LC15bbCEz Yes y DL 1.12 LC15bb C-Ez Yes y DL 1.12 .. LC16 CIBC Ea 16-13\** LC16aa Lr+ Wx\ Yes y DL 1 LC16aa Lr -Wx Yes y DL 1 LC16ab Lr+Wzl Yes y DL 1 LC16ab Lr-Wz Yes y DL 1 LC16ba S+Wx Yes y DL 1 LC16ba S-Wx Yes y DL 1 LC16bb S+Wz Yes y DL 1 LC16bb S-Wz Yes y DL 1 LC16ca 1 R+Wx Yes y DL 1 LC16ca R-Wx Yes y DL 1 LC16cb R + Wz Yes y DL 1 LC1 6cb /R -Wz\ Yes y DL 1 **LC 17 CIBC Ea 16-14)** LC17a (Ex Yes y DL 1.08 LC17a /-Ex Yes y DL 1.08 LC17b (Ez Yes y DL 1.08 LC17b 1-Ez) Yes y DL 1.08 **LC18 IIBC Ea 16-15\** LC18aa /Wx Yes y DL 0.6 LC18aa /-Wx\ Yes y DL 0.6 LC18ab /Wz Yes y DL 0.6 LC18ab C-Wz\ Yes y DL 0.6 **LC19 CIBC Ea 16-16)** LC19a {Ex Yes y DL 0.48 LC19a /-Ex Yes y DL 0.48 LC19b(Ez Yes y DL 0.48 LC19b (-Ez Yes y DL 0.48 Envelope Node Reactions Node Label X flbl LC Y flbl LC N9 max 12.03 55 221.1 25 min -23.01 22 91 .68 56 N38 max 79.93 23 265.45 25 min -68.89 54 102.09 56 N34 max 33.07 54 266.66 24 min -72.21 23 99.94 57 N10 max 36.04 22 81.23 25 min 3.24 55 33.41 56 N43 max 317.58 22 162.52 22 min 9.88 55 62.43 55 N44 max 137.05 54 169.08 22 min -464.62 23 66.16 55 N110 max 27.71 22 104.88 22 min -5.81 55 34.69 55 N116 max 8.99 54 21.79 23 min -11.41 23 -0.15 54 N114 max 27.71 22 106.82 23 min -5.81 55 35.52 54 BLC Factor HL 1 FL 1.12 FL 1.12 FL 1.12 FL 1.12 HL 1 HL 1 HL 1 HL 1 HL 1 HL 1 HL 1 HL 1 HL 1 HL 1 HL 1 HL 1 FL 1.08 FL 1.08 FL 1.08 FL 1.08 WLX 0.6 WU< -0.6 WLZ 0.6 WLZ -0.6 FL 0.48 FL 0.48 FL 0.48 FL 0.48 Z flbl LC -10.18 56 -164.71 25 219.47 24 -44.46 57 2.98 56 -188.15 25 158.79 24 26.7 57 43.05 24 -7.55 57 33.73 56 -68.99 25 72.16 22 -34.14 55 6.06 56 -18.93 25 64.46 24 -41.05 57 BLC FL HL HL HL HL FL FL FL FL FL FL FL FL FL FL FL FL HL HL HL HL HL HL HL HL EU< EU< ELZ ELZ MX [k-ft 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 RISA-3D Version 18 [ TMO_SD06088_201005_AMA.r3d) Page 21 of 24 10/5/2020 1:07:26 PM Checked By : MCH FactorBLC Factor BLC FactorBLC Factor 1 Wl7 -0.6 1 EU< 0.7 1 EU< -0.7 1 ELZ 0.7 1 ELZ -0.7 1 !WL) 0.45 LL 0.75 RLL 0.75 1 NVL.X -0.45 LL 0.75 RLL 0.75 1 tv'\/L2 0.45 LL 0.75 RLL 0.75 1 l\N[2 -0.45 LL 0.75 RLL 0.75 1 twL..X 0.45 LL 0.75 SL 0.75 1 twL.X -0.45 LL 0.75 SL 0.75 1 WL2 0.45 LL 0.75 SL 0.75 1 WL2 -0.45 LL 0.75 SL 0.75 1 WLX 0.45 LL 0.75 RL 0.75 1 M) -0.45 LL 0.75 RL 0.75 1 Wu 0.45 LL 0.75 RL 0.75 1 WL2 -0.45 LL 0.75 RL 0.75 1 EU< 0.53 LL 0.75 SL 0.75 1 EU< -0.53 LL 0.75 SL 0.75 1 ELZ 0.53 LL 0.75 SL 0.75 1 ELZ -0.53 LL 0.75 SL 0.75 1 1 1 1 0.7 HL 1 -0.7 HL 1 0.7 HL 1 -0.7 HL 1 LC MY [k-ft LC MZ [k-ft LC 57 0 57 0 57 2 0 2 0 2 57 0 57 0 57 2 0 2 0 2 57 0 57 0 57 2 0 2 0 2 57 0 57 0 57 2 0 2 0 2 57 0 57 0 57 2 0 2 0 2 57 0 57 0 57 2 0 2 0 2 57 0 57 0 57 2 0 2 0 2 57 0 57 0 57 2 0 2 0 2 57 0 57 0 57 2 0 2 0 2 Page 5 19 20 21 22 23 24 25 26 27 28 29 30 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 Company : J5 Infrastructure Partners Designer : MM Job Number : SD06088 Model Name : AMA Envelope Node Reactions (Continued) Node Label X flbl LC Y flbl LC N11 3 max 6.77 54 8.68 54 min -28.68 23 -9.83 23 N112 max 8.99 54 0.94 54 min -11.41 23 -19.92 23 N111 max 10.89 22 63.27 23 min -8.47 55 20.15 54 N115 max 10.89 22 91.68 22 min -8.47 55 32.33 55 N109 max 6.77 54 11.76 23 min -28.68 23 -7.88 54 Totals: max 378.82 54 1480.86 22 min -378.83 23 634.65 55 Envelope A/SC 15th (360-16): ASD Steel Code Checks Member Shape Code CheckLocrtt LC Shear CheckLocfft M1 HSS4X4X4 0.09 8.54 22 0.02 10 M2 PIPE 2.0 0.07 3.02 23 0.01 3.02 M4 PIPE 2.0 0.31 3.02 23 0.04 3.02 M7 PIPE 2.0 0.31 3.02 24 0.05 3.02 M19 HSS4X4X4 0.14 8.02 22 0.03 8.44 M20 HSS4X4X4 0.08 6.02 24 0.05 0 M21 HSS4X4X4 0.1 6.02 25 0.04 0 M34 PIPE 2.0 0.09 3.02 25 0.02 3.55 M35 PIPE 2.0 0.12 6.49 25 0.02 3.02 M36 PIPE 2.0 0.24 6.49 22 0.04 3.02 M47 PIPE 2.0 0.05 1.41 24 0.01 5.78 M53 PIPE 2.0 0.04 1.8 25 0.05 1.41 M84 Rod 0.625 0.21 0.85 23 0.04 0.85 M85 Rod 0.625 0.2 0.85 23 0.04 0.85 M87 PL2x0.5 0.05 0 22 0.06 0.25 M88 PL 2x0.5 0.05 0 25 0.05 0.25 M89 PL 2x0.5 0.04 0 24 0.04 0.25 M91 PL 2x0.5 0.03 0 23 0.01 0 M93 PL2x0.5 0.04 0 25 0.01 0 M94 PL 2x0.5 0.03 0 23 0.02 0.25 M95 PL 2x0.5 0.04 0 22 0 0 M96 PL 2x0.5 0.03 0 24 0 0 M97 Rod 0.625 0.07 0.15 23 0.01 0 M98 Rod 0.625 0.11 0.15 24 0.02 0.15 M101 PL 2x0.5 0.03 0 22 0.02 0.25 M102 PL 2x0.5 0.04 0 25 0.02 0.25 M103 PL 2x0.5 0.02 0 24 0 0.25 M105 PL 2x0.5 0.02 0 23 0 0 M107 PL 2x0.5 0.05 0 25 0,07 0 M108 PL 2x0.5 0.05 0 22 0.07 0 M109 PL2x0.5 0.01 0 23 0 0.25 M110 PL 2x0.5 0.03 0 24 0.03 0 M82 PIPE 2.0 0.06 4.49 22 0.02 0.54 M80 PL 2x0.5 0.04 0 25 0.01 0 M81 PL 2x0.5 0.05 0 22 0.01 0 M114 PL2x0.5 0.03 0 25 0.02 0.25 M115 Rod 0.625 0.16 0.85 23 0.04 0.85 M116 Rod 0.625 0.16 0.85 25 0.03 0.85 M118 PL2x0.5 0.05 0 25 0.06 0.25 M11 9 PL 2x0.5 0.06 0 24 0.05 0.25 M120 PL2x0.5 0.05 0 23 0.06 0.25 M121 PL 2x0.5 0.06 0 22 0.04 0.25 M123 PL 2x0.5 0.05 0 24 0.01 0 Zflbl LC MX fk-ft LC MY fk-ft 6.17 56 0 57 0 -29.48 25 0 2 0 5.55 56 0 57 0 -20.04 25 0 2 0 29.19 22 0 57 0 -14.69 55 0 2 0 29.25 24 0 57 0 -16.34 57 0 2 0 1.74 56 0 57 0 -39.65 25 0 2 0 378.83 24 -378.83 57 Dir LC Pnc/om fib PnUom fib Mnvv/om fk-ft z 25 7860.91 33700 3.91 23 11382.89 21377.25 1.25 25 11382.89 21377.25 1.25 24 11382.89 21377.25 1.25 z 25 7860.91 33700 3.91 y 25 13906.1 33700 3.91 z 25 13906.1 33700 3.91 23 11382.89 21377.25 1.25 22 11382.89 21377.25 1.25 23 11382.89 21377.25 1.25 23 10884.06 21377.25 1.25 22 10884.06 21377.25 1.25 24 6287.35 10104.06 0.11 23 6287.35 10104.06 0.11 y 22 21076.11 21556.89 0.22 y 23 21076.11 21556.89 0.22 y 22 21076.11 21556.89 0.22 y 24 21076.11 21556.89 0.22 y 22 21076.11 21556.89 0.22 y 23 21076.11 21556.89 0.22 y 25 21076.11 21556.89 0.22 y 23 21076.11 21556.89 0.22 23 6287.35 10104.06 0.11 22 6287.35 10104.06 0.11 y 23 21076.11 21556.89 0.22 y 23 21076.11 21556.89 0.22 V 24 21076.11 21556.89 0.22 y 25 21076.11 21556.89 0.22 y 23 21076.11 21556.89 0.22 y 23 21076.11 21556.89 0.22 V 22 21076.11 21556.89 0.22 V 22 21076.11 21556.89 0.22 24 14381.08 21377.25 1.25 y 22 21076.11 21556.89 0.22 y 25 21076.11 21556.89 0.22 y 23 21076.11 21556.89 0.22 23 6287.35 10104.06 0.11 22 6287.35 10104.06 0.11 y 24 21076.11 21556.89 0.22 y 25 21076.11 21556.89 0.22 y 22 21076.11 21556.89 0.22 y 23 21076.11 21556.89 0.22 y 23 21076.11 21556.89 0.22 RISA-3O Version 18 [ TMO_SD06088_201005_AMA.r3d ] Page 22 of 24 LC 57 2 57 2 57 2 57 2 57 2 10/5/2020 1:07:26 PM Checked By: MCH MZ [k-ft LC 0 57 0 2 0 57 0 2 0 57 0 2 0 57 0 2 0 57 0 2 Mnzz/om [k-ft Cb Eqn 3.91 1.6€ H1-1 1.25 2.11 H1-1 1.25 1.7! 1-1 1.25 1.81 1-1 3.91 1.7, 1-1 3.91 1.97 1-1 3.91 2.H H1-1t 1.25 2.01 H1-1 1.25 1.4, H1-1 1.25 1.9' H1-1 1.25 1.82 H1-1 1.25 1.5 H1-1 0.11 1.87 H1-1 0.11 1.87 H1-1 0.9 1.6€ H1-1 0.9 1.6€ H1-1 0.9 1.6€ H1-1 0.9 1.6! 1-1 0.9 1.67 1-1 0.9 1.6E 1-1 0.9 1.67 1-1 0.9 1.67 1-1 0.11 1.7! H1-1t 0.11 1.87 H1-1t 0.9 1.6€ H1-1t 0.9 1.6€ 1H1-1t 0.9 1.6! H1-1t 0.9 1.6! H1-1 t 0.9 1.67 H1-1t 0.9 1.67 H1-1t 0.9 1.4E H1-1t 0.9 1.67 1-1 t 1.25 2.0' 1-1 t 0.9 1.67 1-1 t 0.9 1.67 1-1 t 0.9 1.6€ 1-1 t 0.11 1.8, 1-1 0.11 1.87 1-1 0.9 1.6 H1-1 0.9 1.61 H1-1 0.9 1.61 H1-1 0.9 1.61 H1-1t 0.9 1.61 H1-1t Page 6 44 45 46 47 48 49 50 51 52 53 54 Company : J5 Infrastructure Partners Designer : MM Job Number : SD06088 Model Name : AMA Envelope A/SC 15th (360-16): ASD Steel Code Checks (Continued) Member Shaoe Code CheckLoclft LC Shear Check Loci ft Dir LC Pnc/om fib M125 PL 2x0.5 0.04 0 23 0.01 0 V 24 21076.11 M126 Rod 0.625 0.14 0.15 25 0.03 0.15 25 6287.35 M1 27 Rod 0.625 0.13 0.85 22 0.02 0.85 23 6287.35 M130 PL 2.x0.5 0.04 0 23 0.02 0.25 V 25 21076.11 M131 PL 2x0.5 0.04 0 22 0.01 0.25 V 24 21076.11 M1 33 PL 2.x0.5 0.06 0 24 0.05 0 V 25 21076.11 M1 34 PL 2x0.5 0.05 0 24 0.01 0.25 V 24 21076.11 M136 PL2x0.5 0.04 0 25 0.06 0 V 22 21076.11 M137 PL 2x0.5 0.05 0 23 0.06 0 V 24 21076.11 M138 PL 2x0.5 0.05 0 22 0.04 0 V 23 21076.11 M139 PIPE 2.0 0.07 4.85 25 0.02 4.85 23 11541.43 Envelope A/SI S100-16: ASD Cold Formed Steel Code Checks PnUom fib Mnvv/om fk-ft 21556.89 0.22 10104.06 0.11 10104.06 0.11 21556.89 0.22 21556.89 0.22 21556.89 0.22 21556.89 0.22 21556.89 0.22 21556.89 0.22 21556.89 0.22 21377.25 1.25 10/5/2020 1:07:26 PM Checked By : MCH Mnzz/om fk-ft Cb Ean 0.9 1.67 --11-1b 0.11 1.85 --11-1b 0.11 1.86 --11-1 b 0.9 1.6€ --11-1 b 0.9 1.6€ --11-1t 0.9 1.67 H1-1b 0.9 1.6t --11-1b 0.9 1.67 --11-1b 0.9 1.67 H1-1b 0.9 1.67 H1-1b 1.25 1.84 H1-1b Member Shaoe Code Checklocfft LC Shear Checkloc[ft DirLCPn/Om[lb Tn/Omflb Mnvv/Omlk-ft Mnzz/Omlk-ft Vnv/Omflb Vnz/Om[lb Cb Ean 1 M56 P1000 UnistruI 0.06 0.5 25 2 M57 P 1000 Unistru 0.18 0.5 2: 3 M58 P1000 Unistru 0.28 0.5 22 4 M59 P1000 Unistru 0.09 0.5 2i Material Takeoff Material Size 1 General 2 RIGID 3 Total General 4 5 Hot Rolled Steel 6 A36 Gr.36 PL 2x0.5 7 A53 Gr.B PIPE 2.0 8 F1554 Gr. 55 Rod 0.625 9 FRP HSS4X4X4 10 Total HR Steel 11 12 Cold Formed Steel 13 A653 SS Gr33 P 1000 Unistrut 14 Total CF Steel Warnin Lo RISA-3D Version 18 0.02 0 y 23 8056.14 9485.03 0.23 0.07 0 y 22 8056.14 9485.03 0.26 0.08 0 y 23 8056.14 9485.03 0.26 0.02 1 z 2~ 8056.14 9485.03 0.23 Pieces Lenathfftl 50 16.6 50 16.6 32 8 10 71.4 8 8 4 35 54 122.4 4 4 4 4 No Data to Print... [ TMO_SD06088_201005_AMA.r3d) Page 23 of 24 0.37 1268.44 2536.88 1.3c H1.2-1 0.37 1268.44 2536.88 1.41 H1 .1 -2 0.37 1268.44 2536.88 1.~ H1 .2-1 0.37 1268.44 2536.88 1.4, H1 .2-1 WeiahtrKl 0 0 0.03 0.25 0 0.1 0.38 0 0 Page 7 Due Diligence Review This report is based on the information obtained in the documents listed below. Documents Summarv No. Document Type Firm Date 1 Site Visit Photos JS Infrastructure Aug 28, 2019 Partners 2 Site Visit Photos JS Infrastructure Jul 9, 2019 Partners Mitchell J Architecture, 3 As-Built Drawings Aug 15, 2012 Inc. Page 24 of 24 Project: tmo_SD06088A Engineer: JCF Date: October 5, 2020 Information Obtained General Site Conditions General Site Conditions FRP Screen Drawings No detail provided on drawings. FRP Screening likely performed by other firm.